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HomeMy WebLinkAboutSUBMITTED PAPERWORKEIP #: OFFICE USE .ONLY — - RANGE.- — - - - - - - — . —MAP-NO.'_ SECTION: -TOWNSHIP:— ZONING: LAND USE: LOT CVG %: TAZ NO.: FLOOD ZONE: FIRM MAP It 1ST FLR ELV., MAX HGT: CST TYPE: V OCCP TYPE: S MAX. OCCP., # OF FLRS: W SEWER: SPRINKLERS STORMWATE R LOT OF REC (befr 1/90) LOT OF REC (altr 1/90) LOT SPLIT LOT SPLIT REO'D APPRV'D DECAL LIBRARY PARKS PERMIT NUMBER IMPACTFEE IMPACTFEE FEE REPORT PUBLIC BLDG HABITABALE RADON FEE CODE IMPACTFEE AREA (RADON) Y N ROAD GROSS ROAD CREDIT TOTAL ROAD IMPACTZONE IMPACTFEE IMPACT FEE DUE ' Y N SCHOOL CREDIT TOTAL _ IMPACT FEE SCHOOL IMPACT FEE POLICE FEE FIRE FEE MISC FEES: TOTAL POLICE/FIRE/ MISC. FEES Y N ADDITIONAL SPECIFY: TOTAL ALL PERMITS FEES REO'D REVIEWS ZONING ZONING PLANS VEGETATION SEA MANGROVE REVIEWED BY EXAMINING TURTLE DATE ` /2D - ... COMPLETE ice` INITIALS XOP i y i r` i OFFICE USE 1. ONLY: LYI. : r DATE FILED: J / �/y -� PLAN REVIEW FEE: O RECEIPT NO.: QCj)LLIJ/� 0 PERMIT NUMBER: C�•SOA9 7_7 CONCURRENCY FEE: RECEIPT NO.: CERT. CAP. NO.: ALL INFO MUST BE COMPLETE 8t FILLED IN TO BE ACCEPTED ST. LUCIE COUNTY PUBLIC WORKS BUILDING & ZONING DEPARTMENT FORT PIERCE, FL 34f 561-462-1553 APPLICATION for. BUILDING PERNUT CERTIFICATE of CAPACITY/ZONING COMPLIANCE LOCATION/SITE ADDRESS: S/D NAME: PROJECT INFORMATION SITE PLAN AME: yE CNERONT �aA4, •3. PROPERTY TAX ID#: L-O I I [ w owrJZ�ttt rcn 4. LEGAL DESCRIPTION (attach extra sheets if necessary): C4M AyAaotz) I/ i 5. PLAT 6. PAGE 7. BLOCK 8. LOT C�Ver-WA Wr BOOKS MAC.IIEiJ) NO. (62 6jj6C1+ED NO. (5015-41TACHEZ NO. LE7 BARCEL A OVERALL'D/ME]J6100S i OVSRAI..I- sIT@`(6 r 9. PARCEL SIZE: ACRES/SQ FT. 4kc]035 ACS LOT DIMENSIONS AWROX- arL�17 X '730181104 *,VVIZIr,ALL. 171MEN1,10A/ dfr6rCE7 WMeJ{ 13lbCr ' Dr 1,.7 PART aF -- �„ �fk 1 b. DESCRIPTION OF CONSTRUCTION PROJECTOR WORK ACTIVITY: -1 .l corn rJ A rr / 1) 51 AJCoLE SrbtZy L-rA RAC E - (22) SPACE�� �B zt= �%' AV, 11. SETBACKS (ACTUAL) FRONT: BACK: RIGHT LEFT SIDE ;16 :IF SIDE: dIE j 12. TYPE OF CONSTRUCTION (Check all appropriate boxes) S ATiiKNE» S(T4= �LA rJ [v]"NEW CONSTRUCTION [ ] EXPANSION/ADDITION [ ] INTERIOR RENOVATION [ar RESIDENTIAL [ ] COMMERCIAL [ ] INDUSTRIAL [ ] OTHER (SPECIFY) 13. DESCRIPTION OF PROPOSED USE: pAAA*' leg, FaR RERSiUM75 14. Sq. FUCONSTRUCTION: SB IS �•Frr 15. Sq. Ft. 1st Floor. Y 16. VALUE OF CONSTRUCTION: $ 1[�AO(2 — The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to question and/or modify the Indicated value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction activities. If the value is S250C or more. a RECORDED Notice of Commencement must be submitted with this application. lyov M SLCCDV Form No.: 001-02 OWNER INFORMATION: NAME: OeF,4141 Qul_ M/E%PM- - ADDRESS: - - - L5 N CouaMNA\) Rt CITY: /Lflamrr 1:7LD STATE: FL 21P 32gS3 PHONE (DAYTIME): I3ZI l 453— 534 ' IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE, PLEASE FILL IN NAME AND ADDRESS BELOW. FEE SIMPLE TITLEHOLDER: DAME= Q4JA &M ADDRESS: CITY: STATE: ZIP PHONE (DAYTIME):- 1 ) CONTRACTOR INFORMATION ST. of FL REGJCERT l: OSgq S2 ST. LUCIE COUNTY CERT N: BUSINESS NAME: `rRICOAI-QrWM6VAAaV7- eF $i�-VAIZD rX4VC QUALIFIERS NAME: ROf i D, "s; ADDRESS: 925 N-,Cou v Pkws - CITY: ISL • STATE: F'�L ZIP9$ 3 PHONE (DAYTIME): 1 z4 i 453 - -Sao© FAX NO. 321- 453-.5&1 S ARCHITIENGINEER: DAV I D M•' D,)A A ADDRESS: �°IO7 S. W/•4S"0U4;•Thk) ser Cm:-rtnj<VILIC STATE: FL ZIP 3z 796 PHONE (DAYTIME): (3ZI) BONDING COMPANY: ADDRESS: CITY: STATE: ZIP MORTGAGE LENDER: ADDRESS: CITY: STATE_ 21P IMPORTANT NOTICE: When a permit is issued and It is not picked up within 60 days after notification it will be voided and returned to you by mail. CERTIFICATION: This application is hereby made to obtain a permit to do the work and installations as indicated, -and to -obtain a certificate -of -capacity; if applicable, for the permitted work. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AND AIR CONDITIONERS, ETC., not otherwise included with this building permit application. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures (all types), swimming pools, fences, walls, signs, screen rooms, utility substations & accessory uses to another non- residential use. NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: AS THE APPLICANT FOR THIS BUILDING PERMIT, IF IT IS NOT YOUR RIGHT, TITLE, AND INTEREST THAT IS SUBJECT TO ATTACHMENT; AS A CONDITION OF THIS PERMIT YOU PROMISE IN GOOD FAITH TO DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. O NER/CONTRACT R SIGNATURE CONTRACTOR SIGNATURE STATE OF FLORIDA COUNTY OF The foregoing instrument was acknowledged before me this�day ofQ&aM 3, by wee Y� who is Personally known to me or who has produced as identification. Signature of Notary U Type or Print Name �otary Notary Public Title STATE OF F ORIDA COUNTY OF rn 2jZdPaD The foregoin Instrument was acknowledged before me thiday o21XI'3 , by who is Personally known to mp or who has produced as identification. IQ -"Signature of Notary ��8-rjo Q . Type of Print Name o"tary Notary Public Title Offlni)65 ComirmssmahNumbem . 1,11I1113. ���.a ai. �4 BRENDA A. KING ?s„ F�'o, BRENDA A. KING (seal) ;• = 4ot"y Public - State or Florida (Seal) = `otarY Public - State of Florida ''• - Vy Cornr..:son EVinca Jun 22, 2005 F;t24 %!YCanm'ssionExpaesJun22,2005 �Z-51" Commission N DD0137B4 of Commission * DD013764 NOTE: 1Wb72YV09NqXrURES0AE4TEQW D. EACH SIGNATURE M IF APPLYING FOR THIS BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAK TO SIGN THIS APPLICATION IN THE OFFICE LISTED ON THE FRONT OF THIS APPLICATION. ST LUCIE COUNTY FIRE DISTRICT SCANNED BUREAU OF FIRE PREVENTION BY PLAN REVIEW �Y.9�I9i2�dU�1�V. 2400 Rhode Island Avenue Telephone: 772-462-8306 Ft Pierce, FL 34950 FAX: 772-462-8466 ewConstruction ( )Tenantlmprovement- ( )Addition (-)Renovation/alterations (_)Shell Only Jurisdiction: Occupancy: Address: Contractor Contractor's Address: State: Architect/Engineer: Building Owner: Occupancy Type: Gross sq ft: Occupant Load: Construction Type: SLC Oceanique Garage Bldg. "D" 4160 Highway All A Tricon Development of Brevard 925 N. Courtenay Pkwy Florida David M. Putnam Storage IM F.P.B.: B-04-445 Building Dept: 24050645 Number of stories: 1 Phone # 321-453-5360 City: Merritt Isld. Zip Code: 32953 Phone# 321-267-6915 Review Date: 12/1/2004 Automatic sprinklers: Net sq ft: Based On: SBCCI Type: V unp NOTE 1. All revisions must be in compliance before the final inspection. 2. The Fire Marshal requires 24 hour notice on all inspections. 3. The respective Building Department shall schedule all final inspections through the Fire Marshal's Office. 4. Permit fees are required to be paid in full prior to any inspections. 5. Failed inspections require payment of fee prior to rescheduling of further inspections. 6. A copy of the required revision/shave been transmitted to the Architect () Contractor ( ). 7. Penetrations through rated assemblies shall be of proper UL design. 8. UL design criteria shall be submitted with the construction plans. 9. Fire Alarm Panels shall be located indoors. THE FLORIDA FIRE PREVENTION CODE, 2001 EDITION IS CURRENTLY ENFORCED. REVISIONS REQUIRED ACCESS BOX IS REQUIRED ( ) ACCESS KEY SWITCH REQUIRED( ) 1. Provide portable fire protection for each side. Reviewed by: - 12/1/2004 l � �%.•I COUNTY 6 l O R 1 0 .. D I tl°i . ct Review Aftivavi l~ St Lucie County, Public Worics Department Code Compliance Division The following products will be installed in the structure located at HIuHwAY AIA,' FT. PIERCE,FL Building Permit#s 24050644 r4v050645, 24050646 i 24050647 Owners Nameo,cEh,, lou n,Ffa•-Tnv►Rmm cur Owner's Add=ss!3$5 N_Courtenay Pkwv, M.I. ,F Cono%Ctor Tricon Devel2pment,IncContra6toes Address coma ac owaeT Product - - -- -- - - *Product Rated i Pressures Manufacturer -- -- - Madel Number _ Method of Attachment Windows FX in •the ratrd wind design pressures listed by the manufaruurerfor each product lareed- Ist Choice Mullions Reed Glass 1st Choice Skylights Glass (other) Hutt Glass Glass Block Tiding Glass Doors Ist Choice _ 2nd Choice ,r.N....� wing Type Doors 1st Choice 2nd Choice ptgw r & verhead Garage Doors - 1stChoice (g•+) +62 -70 Dab Door: -Co Sect. Res. For (see plans 6 dwgs) 2ndChoice.(16•' } +56 764 e a n n e Roofing Material . AspbalUFiberglass Metal Other hatters Choice I have reviewed the above components ana etaaain& aaa m+ wc.. provide adequate resistance to the wind loads and t es specMcd by a e gadep fo ans. /1 1 r� Name. David 13_t P.ntnam, Archi Design Firm Cent. No. 3 j]O Date- 7 i -amend Rniud LG/G9 dm� ' , 191l .] sNJ LIAIrnll 7TrITr IC PbTT7.Qb7/I aC:9R bGiR7./b7./9P of AL - FAR®®Q CORPORATION ENGINEERS, PLANNERS & PRODUCT TESTING c PRODUCT APPROVAL EVALUATION AppReation # 03-0640 Data: 11/4/03 -Detailed Product Description : Manufacturer- DAB DOOR COMPANY. INC. Model Name: SECTIONAL RESIDENTIAL GARAGE DOOR Model Number: Utdi Size: 9-4-"w X 16'tir' H 1v1AX Rued I fniforin Air presnre Capacity (Rased on Test Data) This product complies Positive (psf): 50.0 (i isr,a� rrd;i with the High Velocity Negative (pstl: 60.0 (TESTED SIZE) Hurricane Zone (HVHZ) Impact Resistibility X yes _ No (Lill) testing requirements. Reference Drawings # 01-09 rfCflLICl1Uy. :]I"Lc4 LV-UR. RIIIViAtVl1(y ff\iIV VV. CG M'dad'dt(Iry T ests (i ested in accordance with AMYLA%N 6N V✓DA 10I/I.S.2-971'FAS-202) DESCRIFT[ON IT,FST LOCA.TiON -, TEST DATfi ` TF�ST RFpORT #++ `: ~ TAS 202 Uniform Static IRJRRICANE ENG & 01/18/01 IIETI-01-969 Air Press. TESTING INC. - Forced Entry MORRICANE LNG & 01/13/Ol HETI-01-969 30G Lb Uplift TESTING INC. Comparative analysis used _ Yes X No - Supplemental Tests (Tested in accordance with TAS-201 and TAS-203) TEST I)ESCRII'1ION TEST LOCATION TEST DACE r TE$T REpORI , , -, ...... FBC 1626.2 & Large Missile & HURRICANE ENG & 01/29/01 HETI-01-974A FBC 1625.4 Fatigue Loading TESTING INC. (TAS 201 & 203) Under the limitations of the attached drawings, to the best of my knowledge and ability. the above window product conforms to the requirements of the 2001 Florida Building Code. r Validation H pgineer: Dr.1-Inmayoun Farooq up !? 15557 I Al-Famoq Cot loration E13 r. 3533 vdw: wraroogwry uecumenrsnarare+v�nerH cvawanonsuot=a/ageucorswweurvaevaruanonrorm.aoc t.r I. aiai��asL� aL-ilL^bS��lai�av� ��� �x F o OR ppx rp LJJLn N � O • • m � x Rif ZQ� Mu PS o ki�R+ o m P39NR 5• M6 6yy vF r,•C A sm VC P fit m °ov ON 9 -R W M S N I'Iip e s r c � � 1' n m v ma mm m ro .o m a 0 c mo � x m � � r � I + •= N I O P oo z .,� mom, 41 �^ SECOONAL RESIDENML GARAGE ODOR AL—FAROOe coxroxn O a `s trr-1•.r :° m.•to� �. p a�.�: DAB DOORS INC. 1, wHNvs s rRwucr omcNI, f ° O 12195 N.W.' 98 7H. AVE. YHYI, fL01✓mA M174 •' °j ""m HWEM GARDENS. FL 33018 m. (� 24 11W Fv (xs M-m �' 1,1 of bl M MW b5E - 8C4 01-099AB I 24 GA STEEL PANEL c 5/10' AEUY RNETS Z O� 8 O MPS BEM OVER PANEL I 1/2• PUNCHED HOLES I O {'O.G I 1' 6F�C I m p4 X 5/5' sus OPTDIO� 55TE0pp YouNiNO j BT DOOR WST 0 PER HMM !<� STEEL 5/4' % Y x ]-1h' % 10 OL STEEL lo.0{\•1 ENO SERE ENO 6Mr. WNW A TRACK BRACKET FASTENED WM 1/]' Y I-%/{' % ASO' fORYED STEEL GILEO TO PANEL AO SECURED TO PAY. TRTH 6 �00 � ] 10' "W RNETS ONE S/10' XI UO SCREW [NO STRE WAIN 5/1V POP RNETS O 12' O.C. SOUTH •ENIFASTIE 1-7//0' X 2-5/0' X n . • .'a; .045' SRU. GLUED AND RAkTEpD-D/4' NW.3 • 'JTO PANEL W/ (4) 0/10' RNER EDGE OAST. 1EHWOEC POP RNEIsJ S.YS. 'eJ ` p:' ux.1A' % 2.10' X102'6/18'MLT S 51IIK ANCXORS OR EODALW(R SEE SNFET 5GNO 1-I/Y W . EYSED m ENSONRY 1 P BRILIRT 1/4-20 SS BOLT 4 NUT 7-1/2• X Mo. WY. SIFEL 7-1/2• % A71' ¢CENTER HNOE MD R0UER MNaE 1.83. OTC X.50' ROLLERS2-1/5' x .0701TEL TRAC[SECTION fASTFNCK PI.A7, 7/16• PUSHNUT 9-B W/.4{ DLl % 4-1/4'STEP W/ I/{-20 X 5/g 1RU55 No. W5TN1ID ON ROLLER SHAFT a SID1tEO Y.S. 6: LOCI( NUT INTERIOR SIDE Do EX WULW60N M000 '. M PC / 14307 ... drawingno. JUL 12 2001 o!-0sl6.0 Ot-09 Yh45t 2 0l 3 OPTIO SST MR INSTNLEA STEEL TRWX BRA= FASTENED TO WOOD JA0 WITH ORE 5/I6' x 1-5/5' IAO SCREW SOUTHERN FIRE 0.55 S.0.1 1.9' X 2.190 x 3.0' X .102' STEEL TRACK BRACKETS SEE SHEET 5 FOR SPACINO 5/5' sus WNDE 0 12' O.G 7-1/21 X MO' CERIDI "aE OALU. STmJ 7/15' PusNNUT SECTION 8—R VCYA.UW ON ROAR SW INTERIOR SIDE S.A.S. pop 24 OA STEEL 0/16' ALUM Rn MPS BENT COST PANEL 1/2' PUNCHED NOl6 X 2-1 x 18 " STEEL (0.04111 COtWwr TO PANELS WRN 2 IS' ALUM RRETS 5/15' 1ULR SIELVE ANCHORS OR EQUAL 1-1/2. b1t WSW m W.SONRY 1 PFA BRACKET `1/4-20 SS BOLT h NUT A21 M X .50' ROLLERS '/ .N DX X 4-1/0 STU SME AUG 2001 a dUL 12 2001 amW nq n0. oJ-os16.o O1-09 GERDING ENGINEERING CORPORATION 4450 W. EAU GALUB BLVD_ #212 MELBOURNE. FLORD)A 22934 TELEPHONE: 321 259 7773 FAR: 321 259 7104 7OSEPH E. GERDING PE 42568 CA 7306 (h= IS ft) A= 4.3 RT. CATEWRI' II 247 OVERHANG DATE IOAV04 PAGE! OF � PROJECT OCEANIWE ffillLDWSS D; E. a F PROJECT No. WAV04 ENGINEER- ; ) COMPONENT AND CLADDING DESIGN WIND PREss U ASCE '1-98 BASK WIND SHED = 1401'`14 EXPOSURE G R>PORTANCE FACTOR UD PARTIALLY MC OSED HULLDM6 ZONE EFFECTIVE AREA (FT)2 DESIGN PRESSURES MAX + MAX - 1 10 380 -525 1 20 355 -51.4 I 50 32.9 -500 1 100 30LO -48.9 2 f0 .58.0 -55.9 2 20 35.8 -883 2 50 32.9 -18.2 2 100 308 -10.6 3 10 38.0 -95.9 3 20 358 -883 3 50 32.9 -182 3 100 308 -10fo 4 10 56.1 -99.1 4 20 543 -51A 4 50 51.5 -55.4 4 100 49fo -532 5 10 56.1 -10.6 S 20 543 -66b 5 50 5L8 4215 5 100 4%& -51.9 I. POSITIVE AND NEGATIVE SIC-NS INDICATE PRESSURES ACTING TOWARD AND AWAY FROP1 EXTER14OR SURFACES. 6 '_vwwow_ archifecfure + planninq •: inferior design November 4, 2004 TO: St. Lucie Building Department Attn: Mr. William Hatcher RE: 645-Bldg. , #24050646-Bldg. E #24050647-Bldg. F Oceanique Garage Buildings Dear Mr. Hatcher: In regards to your checklist summary of 6-23-04 please be advised of the following responses: Item 91 Detail roof sheathing, see sheet A-2 attached plans. Item #2 Hydrovent openings will be placed along door surface to meet the 1" per 1 sq. ft. FEMA requirement, where dictated by flood zone. Item #3 Windload certification, see attached. Item #4 Manufacturer's truss drawings, see attached. Item #5 Connector schedule, see truss drawings package. r If there are any further questions, please contact Tricon Development of Brevard, Inc., at 321- 453-5360. Sincerely, Architect. F.A. 1701 S. WASHINGTON AVE. • TITUSVILLE. FL 32780 • TEL. (321)267-6g15 • FAX M211 268-5688 ST. LUCIE COUNTY CHECKLIST SUMMARY U L*24050645*PLAN.BL ` BUILDING DIVISION CHECKLIST STATUS DATE OP ID DESCRIPTION / COMMENTS NO 06/23/04 BLD05 3. Building Department Review Complete - - - _ COMMENT 6/23/04 - — — - - — PLAN REVIEWER / WILLIAM HATCHER OCEANIQUE - BUILDING °D" 1. DETAIL ROOF SHEATHING AND DIAPHRAM FASTENING. 2. HYDROVENT OPENINGS FOR FLOOD WATER. 3. WIND LOAD CERTIFICATION SHEETS FOR BUILDING, CERTIFIED TO 140mph, EXPOSURE C. 4. MANUFACTURER'S TRUSS DRAWINGS. S. TRUSS CONNECTOR SCHEDULE. 7 " .t Y� r� [ 3 44 O i N m} ro m O 0 N a 0 O U •rl Ln N F 0 0 V 0 rl CAM(n rirl rolr- N N ONO mr-M m mm M"M HMH N V N r-tor� f+l toM r- r- ri NH OD OD ri of H OrnO Nro rN V N V spM V (vof m mrt V' O V O N N w r, OD tD lO 0 tD OD m tO m OD N m r, tD r r- 1n r- r- V r- N V, V ri V r1 m 1n r1 ri r1 r1 ri r1 ri ,-1 r-1 O CD clot NON N N t0011n OD r-O [o CO OD Go r- W Ol In of OCl) 0 r-V N OD In 0 N In tD o tD to to r� rn rn N to N r w r` Ln O In tD OD 1D of " of In o 1n OOlO 00 r•10 ri tDb rl a) ri rl Ori HOlH ONo 0H0 O HO Ol OD V Nr- N Wto 'r1m ri NN HNr1 r1mH HNr1 rl(nH H(n l-i H(nH cuS+�ws(G'. Ter Ec9y! d¢v, _ Sob �-1a46 f a EAST COAST LUMB,ERITRUSS DIV. Job Name r t Wind Speed- 1st Mean Ht. f5 t N y 5285 ST. LUCIE BLVD. Calculations provided herein 2nd Mean Ht.- FORT PIERCE, FLORIDA 34946 are based on layout done `� Z3 _� Loading: TL- 33 ° TD- 15 o a BL-t0 BD• arotalLoad-_� t My changes made to layout affect these values. .00Uo N (n b n D) W m R,' N 4 14 40I 4 4M f3 E \µ' \ri \ \04 \ \ \ \ \ \ \rn \x In In �i In Ln 1n In In 1n 1n rn In of In r 0 0 0 0 0 0 0 0 0 0 0 0 V V V V V V V V V V V V 0 0 0 0 0 0 0 0 0 0 0 0 ri ri ri' rl rl ri ri H ri H H ri a a a a a a a a a z a 0 F F 00 H H H H H H H H H a rl N ri H H H ri ri rl ri rl ri 0 H H H ri N N N N N b N V V - r ri a m a m 9 01 rrt a1 r•I"I I�01 rl NN 09r10 01 r- [/1mm MNrn ri 01 ri NwN rr toR, M b en t` r, r-1 N rr OD W rl M H O M O ry rn N " N W W rr1 " m 01 rrl rr1 ri v O tir0 NN lea r, W bto Do to 0) cc to co cotr1W r,br` t`inr` r`v,r. Nvv '•" �^ ri �+1 1NIl rl ri ri rl ri ri ri ri r•1 O`W O of NON N N brn t0 co (W' W W W Wr` OD min 01 O rn O WNW W N 'b0 b b b t`nt` N bN r-b r- mom b co to 01 "101 NON 0 01 0 00 ri O ri b b ri 01 rl ri O r.i r•1 01 r•r O N O O r•I 0 O ,•i O 01 co v N r` N to b ri in r1 N N r-1 ry r•1 ri rn r-1 ri N rl ri rn ri ri rrl r1 ri fn r1 $ob-rF- /090 S— d EAST COAST LUMBEFViRUSS DIV. Job NamG,ARA64 a Wind Speed-112 1st Mean Ht. 15 1 5285 ST. LUCIE BLVD. Calculations provided herein 2nd Mean Hi. FORT PIERCE, F i ORIDA 34946 33 TD• S are based on layout done 23 Loading: TL- BL- tU BD• o,rotel Load• My changas made to layout effect these values, pU Q , i1gl:, In A in in A'i in, b b b N \ \ \ \b \I O O O O 0 o b b b 0 C1 W i O O O O O 0 O OI r-I ri ri ,•i ri 0 O O ,•i ri ri r•i rl rl At a a a a a a a a a a x a a a a a a a a a EI F+ c w" w "w u1 a c"a �° r♦ N i'•I r•1 ri r•t rl ri ri rl ri ri rl r•I ri ri N N N N N b ry e}I V, r . k31 SIMPSON �SErongTfe, ,r The embedded truss anchor series provides an engineered method to properly attach roof trusses to concrete and masonry walls. The products are designed with staggered nail pattems for greater uplift resistance. New to this years catalog is information regarding the use of two anchors on single- and multi -ply trusses. The TSS, a companion product of the META, provides a moisture barrier between the ` concrete and truss. The preassembled unit is riveted with no height adjustment. MATERIAL: HHE FA-14 gauge; HETA-16 ga; HETAL strap 16 gauge, truss seat 18 gauge; META-18 gauge; TSS-22 gauge. will _ FINISH: Galvanized. Some products available in Z-MAX; see Corrosion Resistance, page 5. • INSTALLATION: • Use all specified fasteners. See General Notes. • The META, HEM and HHETA are embedded 4' into a concrete beam or grouted block wall; HETAL is embedded 5+/is. ' • Do not drive nails through the truss plate on the opposite side of the truss, R which could force the plate off the truss. • The TSS moisture barrier may be preattached to the truss using 6d commons. -CODES: See page 10 for Code Listing Key Chart. CL: Model Fasteners and Uplift Lateral Loads (133 & 160) Cade 133 Load Duration Increase „� r, 7fi6"LdadUurauon Increase �. 3 No. H 1 Ply So. Pine Truss 2 or 3 Ply Se. Pine Truss '„111 lq So fine;Ttuss-s 2•,ar3Yry5a Pino.Tfu`ss` DF)SP .;`i'; 3PyHF Haf. Fasteners Load Fasteners Load �i s`teners,., �L-6'dd} - asteneis`„ .,c Load ;d lil „=Fzi;: F+ Fz META12 8 7-10dx1'h 1240 7-16d 1450 7-1 Odx1'/2 1450 6-16d 1450 335 635 270 545 META14 10 9-10dx1'h 1450 7-16d 1450 7-10dx1'h 1450 6-16d 1450 335 635 270 545 META16 12 9-10dx1'h 1450 7-16d 1450 7.10dx1'h 1450 6-16d 1450 335 635 270 545 META18 14 9-10dx11h 1450 7-16d 1450 7-10dx7'h 1450 6-16d 1450 335 635 270 545 META20 8-10dx11h 1415 6-1 So 1250 6-10dx7'h 1270 5-16d 1245 335 635 270 545 16 9-1 Odx1'h 1450 7-16d 1450 7-10dx1Y2 1450 6-16d 1450 335 635 270 545 160 MEFA22 18 9-10dx1'h 1450 7-16d 1450 7-10dx11h 1450 6-16d 1450 335 635 270 545 META24 20 9-10dx1'h 1450 7-16d 1450 7-10dx11h 1450 6-16d 1450 335 635 270 545 META40 36 9-10dx11/2 1 1450 1 7-16d 1450 7-10dx11/z 1450 6-16d 1450 — — — — HErAl2 8 7-10dx1Yz 1265 7-16d 1475 r•C!ndX1.1h E"�1;5',0 7'rSd ±-, 71780 �?' 1335",' 7b6c` 270 fi25 HETAtfi HETA20 12 10-10dx1'h 9-10dx1'h 1810 1630 9-16d 8-16d 1810 1690 9`19rJx,1'h '.B.d�Odx1"/z. r 1810 „a1735, 8 t6da 7`16d:? ` 1810^ �11780 , 'r 335 i• 335- a30:; ,=�/3qt" 270 270 fi25 625 s. -16-4 vf6_4_0dxt' 87'D_'=9363_�181 — =9'=iCOd1d1'h =�,?870. .,.,,816d:S.' '1810„ � 335, %6;nW, 270 625 HEFA24 HETA40 20 36 10-tOdX1'h 10-10dx1+/z 1610 1810 9-160 9-16tl 1810 1810 =9'10 xlyx' `.� 9=f0dz1'h ,,;j8;T0>rn^+B-Y6d'.'4 a i1810, :"8:#6dr.2 rr1810>, ...z1810-22 s335ti' +� 730,'j 270 625 170 HHETA12 8 7-10dx1% 1305 7-16d 1520 7-10dx1'h 1565 7-16d 1820 335 730 270 625 HHETAY '-'12'.. ZM7f0➢xIT - :2235'=13f6a=.-22353 10-10dx11h 2235 9-16d 2235 335 730 270 625 11-10dz11A 2050 10-16d 2170 9-10dxl'h 2010 8-16d 2080 335 730 270 625 HHEFA20 16 12-10dx1'/z 2235 11-16d 2235 10-10dx7'h 2235 9-16d 2235 335 730 270 625 160 HHETA24 20 12-10dx11/z 2235 11-16d 2235 10-10dx1Yz 2235 9-16d 2235 335 730 270 625 HHETA40 36 12-10dx1+h 2235 11-16d 2235 10-10dx11h 2235 9-1fid 2235 HETALI2 7 10-10dx1 Yz 905 10-16tl 1055 10;70dx.T'h eTS1085 i0=;1'6d:`: 'T270 =.i 415-� '1:f00`:. 355 945 HETAL16 11 15-10dx11h 1810 14-16d 1810 �r1"¢10dxF ,+:18TfP^ r,�'..13,t6[ b 1810,'# , 4,15"' `-1100 " 355 945 8,62 HETAL20 15 15-10dx1% 1810 14-16d 1810 vr14"-1gdx74 _`'`-1810 .,1.340di^ 1810 % .A1S= =000Ca' 355 1 945 1.Loads Include a 33 % or 60 % load duration increase on the fasteners for seismic or wind loading, but do not include a 33 % stress increase an the steel capacity. Rater to page 12 far further explanation. 2.Fve nalls must be Installed into the truss seat of the HETAL. 3. Parallel -to -plate load towards face of HETAL is 1975 tbs. 4.11ateral loads are based on a minimum installation of 12 nails and the strap wrapped over the heel. 5. Minimum Cc is 2,000psi. 5.It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can he approximated by dividing the allowable lead by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed In the strap. Model Double Embedded Anchor Installation Into Grouted CMU Bond Beam Lateral Loads (133 &160) Code 133 Load Duration Increase �:76D`Load OoratldnJperease' ' '" No. 1 Ply So. Pine Truss 2 er 3 Ply So. Pine Truss 7h Ply So spine=TrB;s. 2 or>3;PIy,So. Prue Truss r _OF/SPS� ;_ SPF/HF net. Fasteners Load Fasteners Load Fasteners .;load Fasteners :LoaBr F :�Ff ,aF F+ Fz META 12-10dx11/z 1985 14-16d 1900 10-10dx1'h 1985 14-16d 1900 1210 1160 1 1040 1 1000 160 HETA 12-10dx1'h 2035 14-16d 2500 10-10dxl1/2 2035 12-161 2500 1225 I 1520 I 1055 1305 1. For concrete he beam applications for 2 or 3 ply trusses, increase the META load 35Y and the HEFA load 8%. 2. Divide total number of fasteners equally between both straps. 3. Minimum f'c is 2,500 psi. r�;•....,` 4. See Instruction to the ram. rr Designer page 9 for loads ,y.„�r�?e) ,`•. In multiple directions. 3.1aferal loads are based on a minimum Installation%. of 12 nails and the strap wrapped over the heel. Typical META Installed with TSS Typical Installation with two METAs jJ Typical HETA20 with TSS Installation Hum (HHETA similar) 0 y ip4FA Job Mark Quan Type Span P1-81 Left 08 Right O8 Engineering 10405 AIH 1 1 BIPP 420800 6 2- 0- 0 2- 0- 0 #10405-Tricon Dev-Oceanique RO 4-3 NO 4-3 0 0 0 0 0 0 0 0 TCl 8-0-0 I 26-8-0 I 8-0-0 N � 5x6 6x6 6.12 2.4 6x6 5.6 S T S3 J U V 6xe 6x8 B C T2x4 2x4 6F - N 4-4-3 4x6 - - - - 4.6 A D F R S1 Q L P S2 O E 5x6 3x6 3x6 6x6 6x10 6x6 3.6 3x6 ;5x6 f W:800 W:800 W:800 R:2080 R:7958 R:2080 U:1039 U:4463 13:1039 BCj1 21-4-0 42-8-0 ALL PLATES ARE LOCE20 Scale: 0.149" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ----Lumber---- TC 0.65 2. 4 SP-42 EX B -S3 2x 4 SP-SS EX S3-C 2x 4 SP-SS SC 0.77 2x 4 SP42 WB 0.97 2x 4 SP43 PH --- 2x 4 SP-()3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- 0 BC Cont. 0- 0- 0 42- 8- 0 WB 1 rows CLB on S -Q WB 1 rows CLE on T -L WB 1 rows CLB on L -U WB 1 rows CLB on P -V Attach CLB with (2)-8d nails at each web. Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft--1.00 BC Fb=1.00 Fc=1.00 Ft--1.00 LC 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V -60 -30 0.0' 42.7' BC V -20 -6 0.0' 42.7' TC V -90 -45 8.0' 34.7' BC V -30 -9 8.1' 34.5' BC V -747 -336 8.1' CL-LB BC V -747 -336 34.5' CL-LB Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2081 1040 8- 0 2- 4 Hz = 153 L 7958 4463 8- 0 9- 6 ++ D 2081 1040 8- 0 2- 4 Nz = -152 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- RobbinsEngineering, Inc./Online Plus- * -M 0.47 3439 C 0.29 0.18 M -B 0.65 3149 C 0.08 0.57 B -S 0.50 2058 C 0.02 0.48 S -T 0.50 217 T 0.02 0.48 T -S3 0.71 3773 T 0.36 0.36 S3-J 0.86 3773 T 0.36 0.50 J -U 0.86 3773 T 0.36 0.50 U -V 0.50 217 T 0.02 0.48 V -C 0.50 2058 C 0.02 0.48 C -N 0.65 3149 C 0.08 0.57 N -D 0.47 3439 C 0.29 0.18 --------Bottom Chords --------- * -F 0.77 3060 T 0.57 0.20 F -R 0.74 2811 T 0.52 0.22 R -S1 0.60 2058 T 0.38 0.22 S1-Q 0.53 20SS T 0.38 0.15 g -L 0.42 281 T 0.00 0.42 L -P 0.42 281 T 0.00 0.42 P -S2 0.53 2058 T 0.38 0.15 S2-0 0.60 2058 T 0.38 0.22 O -E 0.74 2811 T 0.52 0.22 E -D 0.77 3060 T 0.57 0.20 ------------- Webs ------------- M -F 0.08 338 T F -B 0.46 1424 T e -R 0.52 1014 C R -S 0.31 981 T S -Q 0.62 3098 C 1 Br Q -T 0.75 2348 T T -L 0.97 4838 C 1 Br L -J 0.28 1048 C L -U 0.97 4838 C 1 Br P -U 0.75 2348 T P -V 0.62 3098 C 1 Br O -V 0.31 981 T O -C 0.52 1014 C E -C 0.46 1424 T E -N 0.08 338 T TL De£1 -0.30" in B -S L/813 LL Defl -0.20" in B -S L/999 DL Disp -0.12" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - ASH 20 Ga, Gross Area Jt Type Plt Size K Y JSI A LOCH 4.Ox 6.0 Ctr 0.1 0.76 e LOCK 6.Ox 8.0 0.9-3.8 0.70 S LOCH 5.Ox 6.0 Ctr 0.2 0.66 S3 LOCK 6.Oxl2.0 Ctr-1.2 0.84 J LOCK 2.Ox 4.0 Ctr 0.6 O.BS V LOCH 5.Ox 6.0 Ctr 0.2 0.66 C LOCK 6.Ox 8.0-0.9-3.8 0.70 D LOCH 4.Ox 6.0 Ctr 0.1 0.76 F LOCH S.Ox 6.0 Ctr-0.5 0.88 L LOCH 6.Ox10.0 Ctr-0.4 0.96 E LOCH 5.Ox 6.0 Ctr-0.5 0.88 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 6 02 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 8- 0- 0 ON Loading Soffit psf 2.0 Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 4838 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.()17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION111 READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering, IneJOnline Plus"' 01996-2004 Venion 16.0.011 Engineedng - Pon mit 101420049.40A7 AM Page 1 Job Mark Quan Type Span P1-H1 Left OR Right OR Engineering 10405 AIHA I 1*2P HIPP 420800 6 2- 0- 0 2- 0- 0 #10405-Tricon Dev-Oceanique NO 4-3 NO 4-3 0 0 0 0 0 0 0 0 TC1 5-0-0 I 26-8-0 I 8-0-0 3.6 3x6 4x14 2x4 3x6 N 0 Si P Q 7x10 7.10 H C T 3x6 3x6 M 6� R 4-4-3 5x4 Sx4 -- 3x6 - 3x6 A D L SPLK J I SPL H E G W:800 2x4 5.6 3.6 4x14 5x6 3x6 X. W: 800 R: 6059 - ^$ R: 6059 U:3271 U:3271 F 3.12 BC 1 42-8-0 6 42-8-0 ALL PLATES ARE LOCK20 Scale: 0.149" = 1' Robbins Engineering, Inc./Online Plus - Online Plus -- Version 16.0.011 C -R 0.81 11818 C 029 051 REFER TO ROBBINS ENS. GENERAL RON DATE: 20-SEP-04 R -D 0.69 11701 C 0..30 0..40 NOTES AND SYMBOLS SHEET FOR --------Bottom Chords--------- ADDITIONAL SPECIFICATIONS. •+++++*+++++++* A -L 0.69 10386 T 0.49 0.20 * 2-Ply Trues + L -F 0.65 10386 T 0.49 0.16 NOTES: F -K 0.57 10626 T 0.51 0.07 Trusses Manufactured by: K -J 0.78 14758 T 0.70 0.08 East Coast Lumber CSI -Size- ----Lumber---- J -I 0.88 16726 T 0.80 0.08 Analysis Conforms To: TO 0.81 2x 4 SP-112 I -H 0.78 14759 T 0.70 0.08 ANSI/TPI 95 6 02 Ex B -S1 2x 4 SP-SS H -E 0.57 10626 T 0.51 0.07 Girder Step Down Hip ER SI-C 2x 4 SP-SS E -G 0.65 10386 T 0.49 0.16 Framing Ring Jacks BC 0.88 2x 4 SP-SS G -D 0.69 10386 T 0.49 0.20 Jack Open Faced WB 0.83 2x 4 SP-#3 -------------Webs------------- Setback 8- 0- 0 PH --- 2x 4 SP-#3 L -M 0.02 202 C 2 COMPLETE TRUSSES REQUIRED. Brace truss as follow.: M -F 0.05 320 C Fasten together in staggered O.C. From To F -B 0.20 1257 T pattern. (1/2" bolts -OR- TO Cont. 0- 0- 0 42- 8- 0 B -K 0.83 5170 T SDS3 screws -OR- 10d nails BC Cont. 0- 0- 0 42- 8- 0 K -N 0.24 2762 C as each layer is applied.) N -J 0.40 2482 T ----Spacing (In) ---- Loading Live Dead (psf) J -O 0.12 1173 C How. Nails Screws Bolts TO 30.0 15.0 0 -I 0.01 62 T TO 1 12 24 0 BC 10.0 3.0 I -P 0.12 1171 C BC 1 12 24 0 Total 40.0 18.0 58.0 I -Q 0.40 2477 T WH 1 4 4 Spacing 24.0" H -Q 0.24 2761 C Plus clusters of nail. where Lumber Duration Factor 1.25 H -C 0.83 5171 T shown. Plate Duration Factor 1.25 E -C 0.20 1256 T ON Loading TO Eb=1.00 Fc=1.00 Ft-1.00 E -R 0.05 319 C Soffit psf 2.0 SC Fb=1.00 Fc=1.00 Fta1.00 G -R 0.02 202 C This design requires a truss to bearing plate connection LC 1 Girder Loading TL Defl -1.34" in S1-P L/369 which allows 0.3 In horiz Lumber Duration Factor 1.25 LL Defl -0.90" in SI-P L/548 movement at joint D . Plate Duration Factor 1.25 DL Disp -0.62" at I L/794 Prevent trues rotation at all plf - Live Dead From To bearing locations. TO V -60 -30 0.0' 42.7' Plates for each ply each face. Wind Loads - ANSI / ASCE 7-98 SC V -20 -6 0.0' 42.7' PLATING CONFORMS TO TPI. Trues is designed as a Main TO V -90 -45 8.0' 34.7' REPORTS: SBCCI 9761 Wind -Force Resistance System. BC V -30 -9 8.1' 34.5' ROBBINS ENGINEERING, INC. Wind Speed: 140 mph BC V -747 -336 8.1' CL-LB BASED ON SP LUMBER Mean Roof Height: 15-0 BC V -747 -336 34.5' CL-LB USING GROSS AREA TEST. Exposure Category: C Plate - LOCK 20 Ga, Grose Area Occupancy Factor : 1.00 Plus 4 Wind loadcase(s) Plate - RHS 20 Ga, Gross Area Building Type: Enclosed Jt Type Plt Size R Y JSI Zone location: Exterior Jt React Uplft Size Req'd A LOCK 3.Ox 6.0 1.4 0.7 0.86 TO Dead Load 7.0 psf Lbs Lbs In-Sx In-Sx A LOCK S.Ox 4.0 1.4 0.7 0.81 BC Dead Load 3.0 psf A 6059 3272 8- 0 3- 7 M LOCK 3.Ox 6.0 3.2 1.1 0.50 Max comp. force 16723 Lbs Hz = 155 N LOCK 3.0x 6.0 1.1-4.6 0.79 Quality Control Factor 1.00 D 6059 3272 8- 0 3- 7 P LOCK 2.Ox 4.0 Ctr-0.2 0.53 Hz - -152 R LOCK 3.Ox 6.0-1.1-4.6 0.50 FABRICATOR NOTES: L LOCK 2.Ox 4.0-1.4 0.7 0.49 1. EAST COAST LUMBER 6 SUPPLY Membr CSI P Lbs Axl-CSI-Bnd F LOCK 3.0x12.0-3.2 1.1 0.89 J.C. WEBER P.E.#17455 ----------Top Chords---------- J LOCK 3.Ox 6.0-2.5 Ctr 0.79 5285 ST. LUCIE BLVD. A -M 0.69 11701 C 0.30 0.40 FORT PIERCE FL. 34946 M -B 0.81 11818 C 0.29 0.51 2. 111 CAUTIONIII READ "SCSI-B1 B -N 0.79 14756 C 0.44 0.35 SUMMARY SHEET" BEFORE N -0 0.79 16723 C 0.53 0.26 HANDLING , INSTALLING 6 O -S1 0.77 16720 C 0.56 0.21 BRACING TRUSSES. S1-P 0.87 16720 C 0.56 0.31 3. SEE ATTACHED DETAIL SHEET P -Q 0.79 16720 C 0.53 0.26 FOR: 1-JACK NAILS. Q -C 0.79 14756 C 0.44 0.35 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering, Inc./Online Plus"' 0 1996-2004 Vemion 16.0.011 Engineering - Posmll 10/472004 9:40:47 AM Page 1 Job Nark Quan Type Span Pl-Hl Left OR Right O$ Engineering 10405 A2 1 HIPP 420800 6 2- 0- 0 2- 0- 0 #10405-Tricon Dev-Oceanique HO 4-3 HO 4-3 0 0 0 0 0 0 0 0 TC1 1 30-0-0 I 22-8-0 I 10-0-0 5x6 3x6 3x8 3.6 5x6 B I S3 J c T2.4 2x4 6 H R 5-4-3 4x6 4x6 A D F Sl G S2 E 4.8 3x6 5x6 3x6 4x8 rl W:800 W:800 W:800 R:1162 R:3000 R:1162 U: 817 U:1729 U: 817 BC1 21-4-0 T 21-4-0 �e 42-8-0 1>1 ALL PLATES ARE LOCR20 Scale: 0.149" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ----Lumber---- TC 0.41 2x 4 SP-#2 EX B -S3 2x 4 SP-SS EX S3-C 2x 4 SP-SS BC 0.71 2x 4 SP-#2 WB 0.98 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- 0 BC Cont. 0- 0- 0 42- 8- 0 Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Eb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1162 818 8- 0 1- 2 Hz = 192 G 3000 1729 8- 0 3- 9 D 1162 818 8- 0 1- 2 Hz = -191 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -H 0.41 1435 C 0.13 0.28 H -B 0.37 932 C 0.01 0.36 e -I 0.45 830 C 0.00 0.45 I -S3 0.54 1106 T 0.10 0.45 S3-J 0.54 1106 T 0.10 0.45 J -C 0.45 830 C 0.00 0.45 C -K 0.37 932 C 0.01 0.36 R -D 0.41 1435 C 0.13 0.28 Robbins Engineering, Inc./Online Plus- -------- Bottom Chords --------- * -F 0.71 1303 T 0.22 0.49 F -S1 0.49 185 T 0.00 0.49 S1-G 0.54 185 T 0.00 0.54 G -S2 0.54 185 T 0.00 0.54 S2-E 0.49 185 T 0.00 0.49 E -D 0.71 1303 T 0.22 0.49 ------------- Webs ------------- H -F 0.26 555 T F -B 0.05 186 T F -I 0.76 1159 T I -G 0.98 1666 C G -J 0.98 1666 C J -E 0.76 1159 T E -C 0.05 186 T E -K 0.26 555 T TL Defl -0.32" in B -I L/764 LL Defl -0.21" in B -I L/999 DL Disp -0.12" at S2 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size % Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.76 B LOCK 5.0x 6.0 0.7-3.1 0.70 C LOCK 5.0x 6.0-0.7-3.1 0.70 D LOCK 4.Ox 6.0 Ctr 0.1 0.76 G LOCK 5.Ox 6.0 Ctr-0.7 0.63 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 OH Loading Soffit psf 2.0 Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 1666 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering,Inc/Online Pleso'C 1996-2004 Venslon 16.0.011 Engineefing- PoNait 10/4/20049:40.48 AM Page Job bark Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 A2A 1 HIPP 420800 6 2- 0- 0 2- 0- 0 #10405-Tricon Dev-0ceanique HO 4-3 HO 4-3 0 0 0 0 0 0 0 0 TCl 1 10-0-0 I 22-8-0 I 10-0-0 5x6 3x6 3x12 3.6 5x6 B I S3 J C T 2x4 2.4 N K 6� 5-4-3 - - 4x6 4x6 A D F G S2 E W:800 4x8 sl 3x6 20G-RHS-5x1O 4x8 W: 800 R:2662 20G-RHS-5x10 R:2662 U:1682 U: 1682 Bcj 42-8-0 542-8-0 EXCEPT As SHOWN ALL PLATES ARE LOCK20 Scale: 0.149" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ----Lumber---- TC 0.64 2x 4 SP-#2 ER B -S3 2x 4 SP-SS ER S3-C 2x 4 SP-SS BC 0.71 2x 4 SP-SS WE 0.52 2x 4 SP-#3 PH .--- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- B- 0 BC Cont. 0- 0- 0 42- 8- 0' WE 1 rows CLB on F -I WE 1 rows CLB on J -E Attach CLB with (2)-8d nails at each web. Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TO Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2663 1683 8- 0 2-15 Hz = 192 D 2663 1683 8- 0 2-15 Hz = -191 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -H 0.60 4632 C 0.36 0.24 H -B 0.64 4212 C 0.12 0.52 B -I 0.79 3786 C 0.23 0.56 I -S3 0.54 5170 C 0.12 0.42 S3-J 0.54 5170 C 0.12 0.42 Robbins Engineering, Inc./Online Plus- J -C 0.79 3786 C 0.23 0.56 C -K 0.64 4213 C 0.12 0.52 K -D 0.60 4632 C 0.36 0.24 --------Bottom Chords --------- * -F 0.58 4132 T 0.36 0-.22 F -S1 0.66 5061 T 0.44 0.22 S1-G 0.71 5061 T 0.44 0.27 G -S2 0.71 5062 T 0.44 0.27 S2-E 0.66 5062 T 0.44 0.22 E -D 0.58 4132 T 0.36 0.22 ------------- Webs ------------- H -F 0.19 474 T F -B 0.42 1307 T F -I 0.52 1536 C 1 Br I -G 0.06 184 T G -J 0.06 184 T J -E 0.52 1536 C 1 Br E -C 0.42 1307 T E -K 0.19 474 T TL Defl-0.93'1 in J -C L/535 LL Defl -0.62" in SI-G L/803 DL Disp -0.40" at S2 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - ASS 20 Ga, Gross Area Jt Type Plt Size R Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 1.00 B LOCK S.Ox 6.0 0.7-3.1 0.85 C LOCK 5.Ox 6.0-0.7-3.1 0.85 D LOCK 4.Ox 6.0 Ctr 0.1 1.00 S1 RES 5.Ox10.0 Ctr 0.8 0.81 S2 RHS 5.Ox10.0 Ctr 0.8 0.81 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 ON Loading Soffit psf 2.0 Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max Comp. force 5170 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering,Inc./Online Plus" 0199&2004 Vemicn 16.0.011 Engineering - Podmit 1W4aaN 9:40:48 AM Paget Job mark Quan Type Span Pl-Hl Left OH Right OH Engti.ag 10405 I A3 2 HIPP 420800 6 2- 0- 0 2- 0- 0 #10405-Tricon Dev-Oceanique NO 4-3 NO 4-3 0 0 0 0 0 0 0 0 TCi 12-0-0 I 18-8-0 I 12-0-0 1� � 5.6 3x6 3.6 3x6 5x6 B I S3 J C T2x4 2x4 6� N R 6-4-3 _ 4x6 4x6 A 1 D F sl G S2 E 4x8 3x6 5x6 3x6 4x8 fl W:800 w:800 W:800 R:1176 R:2973 R:1175 U: 810 U:1693 U: 810 ECI 21-4-0 21-4-0 42- 8-0 ALL PLATES ARE WCR20 Style: 0.149" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ----Lumber---- TC 0.71 2x 4 SP-#2 BC 0.77 2x 4 SP-#2 WE 0.73 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- 0 BC Cont. 0- 0- 0 42- 8- 0 WB 1 rows CLB on I -G WB 1 rows CLB on G -J Attach CLB with (2)-8d nails at each web. Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1176 811 8- 0 1- 3 Hz = 232 G 2973 1694 8- 0 3- 8 D 1176 811 8- 0 1- 3 Hz = -230 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.65 1355 C 0.01 0.64 H -B 0.65 709 C 0.00 0.64 B -I 0.56 618 C 0.00 0.56 I -S3 0.71 894 T 0.15 0.56 S3-J 0.71 894 T 0.15 0.56 Robbins Engineering, Inc./Online Plus- J -C 0.56 618 C 0.00 0.56 C -K 0.65 709 C 0.00 0.64 K -D 0.65 1355 C 0.01 0.64 --------Bottom Chords --------- * -F 0.77 1244 T 0.21 0.56 F -S1 0.56 298 T 0.00 0.56 SI-G 0.26 298 T 0.00 0.26 G -S2 0.26 298 T 0.00 0.26 S2-E 0.56 298 T 0.00 0.56 E -D 0.77 1244 T 0.21 0.56 ------------- Webs ------------- H -F 0.48 708 T F -B 0.10 208 T F -I 0.73 1162 T I -G 0.35 1542 C 1 Br G -J 0.35 1542 C 1 Br J -E 0.73 1162 T E -C 0.10 208 T E -K 0.48 708 T TL Defl -0.58" in A -F L/421 LL Defl -0.41" in A -F L/594 DL Disp -0.12" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size % Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.76 B LOCK 5.Ox 6.0 0.7-3.1 0.70 I LOCK 3.Ox 6.0-0.2 Ctr 0.74 J LOCK 3.Ox 6.0 0.2 Ctr 0.74 C LOCK S.Ox 6.0-0.7-3.1 0.70 D LOCK 4.Ox 6.0 Ctr 0.1 0.76 G LOCK S.Ox 6.0 Ctr-0.7 0.62 REFER TO ROBBINS ENS. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 6 02 ON Loading Soffit psf 2.0 Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 1542 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER G SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. 1!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering, InoJOnPne Plus"'m 1995-2004 Version 16.0.011 Engineering - Portrait 101 20049:40:48 AM Page Job Mark Quan Type Span PI-Hl Left OH Right OH Engineering 10405 A4 2 HIPP 420800 6 2- 0- 0 2- 0- 0 #10405-Tricon Dev-Oceanique HO 4-3 HO 4-3 0 0 0 0 0 0 o TC1 14-0-0 I 14-8-0 I 14-0-0 a 6.8 2.4 6x8 B H C 3x6 3x6 T-3 3x6 s4S3 3x6 6� J - - - 1 4x6 4x6 A D I F sl H S2 E G 2x4 3.63.6 5I.8 3.6 3x6 2.4 II I W:800 W:800 W:800 R:1128 R:3067 R:1128 U: 009 U:1637 U: 809 BCJ 21-4-0 21-4-0 42- 8-0 13,1 ALL PLATES ARE LOCH2O Scale: 0.149" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ----Lumber---- TC 0.76 2x 4 SP-#2 EX B -C 2x 4 SP-SS BC 0.49 2x 4 SP-#2 WE 0.86 2x 4 SP43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- 0 BC Cont. 0- 0- 0 42- 8- 0 WB 1 rows CLB on B -H WB 1 rows CLB on H -C Attach CLB with (2)-8d nails at each web. Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1129 809 8- 0 1- 2 Hz = 270 H 3067 1638 8- 0 3-10 D 1129 809 8- 0 1- 2 Hz = -269 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -J 0.76 1258 C 0.11 0.65 J -S4 0.75 420 C 0.00 0.75 S4-B 0.38 391 T 0.05 0.33 B -K 0.58 819 T 0.07 0.51 Robbins Engineering, Inc./Online Plus- K -C 0.58 819 T 0.07 0.51 C -S3 0.38 391 T 0.05 0.33 S3-L 0.75 420 C 0.00 0.75 L -D 0.76 1258 C 0.11 0.65 --------Bottom Chords --------- A -I 0.49 1142 T 0.19 0.30 I -F 0.47 1142 T 0.19 0.28 F -31 0.20 261 T 0.04 0.15 S1-H 0.32 261 T 0.04 0.27 H -S2 0.32 261 T 0.04 0.27 S2-E 0.20 261 T 0.04 0.15 E -G 0.47 1142 T 0.19 0.28 G -D 0.49 1142 T 0.19 0.30 ------------- Webs ------------- I -J 0.07 225'T J -F 0.86 989 C F -B 0.24 630 T B -H 0.60 1506 C 1 Br H -K 0.55 763 C H -C 0.60 1506 C 1 Br E -C 0.24 630 T E -L 0.86 989 C G -L 0.07 225 T TL Defl -0.26" in A -J L/923 LL Defl -0.18" in A -J L/999 DL Disp -0.12" at G L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.76 B LOCK 6.Ox 8.0 0.9-3.8 0.70 C LOCK 6.Ox 8.0-0.9-3.8 0.70 D LOCK 4.Ox 6.0 Ctr 0.1 0.76 H LOCK 5.Ox 8.0 Ctr-0.6 0.53 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 OH Loading Soffit psf 2.0 Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1506 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering, Ina/Ongne Pius"' 01996-2004 Version 16.0.011 Engineering - Ponrait 1N420049:40:49 AM Page 1 Jon Maxk Quan Type Span Pl-Hl Left OR Right OH Engineering 10405 A5 2 HIPP 420800 6 2- 0- 0 2- 0- 0 #10405-Tricon Dev-Oceanique HO 4-3 HO 4-3 0 0 0 0 0 0 0 0 Tel 1 16-0-0 I 10-8-0 I 16-0-0 Sx6 4x8 Sx6 B x C 3x6 3x6 T 6� J L 3x6 3x6 8-4-3 2x4 S4XX� S3 2x4 I - t4 1 4.6 4x6 A D H S1 F N E S2 G 3x6 3x6 4x8 4IIxx6 4x8 3x6 3x6 al W:B 0 W.•800 W 8 0 R:1178 R:2968 R:1178 U: 823 U:1539 U: 823 Be 2 - -0 1 21-4-0 42-8-0 ALL PLATES ARE LOCK20 Scale: 0.149" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ----Lumber---- TC 0.47 2x 4 SP-#2 BC 0.54 2x 4 SP-#2 WB 0.80 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- 0 BC Cont. 0- 0- 0 42- 8- 0 WE 1 rows CLB on F -K WB 1 rows CLB on N -K WB 1 rows CLB on K -E Attach CLB with (2)-8d nails at each web. Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1178 824 8- 0 1- 3 Hz = 310 N 2968 1539 8- 0 3- 8 D 1179 824 8- 0 1- 3 Hz = -309 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.46 1458 C 0.12 0.33 I -S4 0.44 1184 C 0.10 0.33 S4-J 0.46 1078 C 0.11 0.35 J -B 0.41 330 T 0.00 0.40 B -K 0.47 402 T 0.00 0.47 K -C 0.47 402 T 0.00 0.47 C -L 0.41 330 T 0.00 0.40 L -S3 0.46 1078 C 0.11 0.35 S3-M 0.44 1184 C 0.10 0.33 Robbins Engineexing, Inc./Online P1us- M -D 0.46 1458 C 0.12 0.33 --------Bottom Chords --------- A -H 0.54 1318 T 0.22 0.32 H -S1 0.44 725 T 0.12 0.32 S1-F 0.27 725 T 0.12 0.15 F -N 0.17 628 C 0.00 0.16 N -E 0.17 628 C 0.00 0.16 E -S2 0.27 725 T 0.12 0.15 S2-G 0.44 725 T 0.12 0.32 G -D 0.54 1318 T 0.22 0.32 ------------- Webs ------------- I -H 0.13 502 T H -J 0.20 633 T J -F 0.73 877 C F -B 0.35 366 C F -K 0.44 1371 T 1 Br N -K 0.80 2829 C 1 Br K -E 0.44 1371 T 1 Er E -C 0.35 366 C E -L 0.73 877 C L -G 0.20 633 T G -M 0.13 502 T TL Defl -0.17" in A -H L/999 LL Defl -0.12" in A -H L/999 DL Disp -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.76 B LOCK 5.Ox 6.0 0.7-3.1 0.70 C LOCK S.Ox 6.0-0.7-3.1 0.70 D LOCK 4.Ox 6.0 Ctr 0.1 0.76 H LOCK 3.Ox 6.0-0.3 Ctr 0.58 N LOCK 4.Ox 6.0 Ctr-0.1 0.83 G LOCK 3.Ox 6.0 0.3 Ctr 0.58 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 6 02 OH Loading Soffit psf 2.0 Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2829 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION M READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering. Inc./Online Pius^' 01996-2004 Vereion 16.0.011 Engineenng-PoNait 10/4/1004 9:40:49 AM Page 1 Job Mark Quan Type Span Pl-Hl Left OR Right OR Engineering 10405 A 6 2 HIPP 420800 6 2- 0- 0 2- 0- 0 #10405-Tricon Dev-Oceanique HO 4-3 HO 4-3 0 0 0 0 0 0 0 0 TCj 1 18-0-0 I 6-8-0 I 18-0-0 6x8 6.8 B C T 3.6 3x6 J E 3x6 3.6 S4 S3 9-4-3_ - 2x4 6 2x4 - - - - - y- 1 4x6 4x6 A D 8 51 F M E S2 G 3x63x6 3.6 Sx6 3x6 3x6 3.6 III W:800 W 8 0 W 0 R:1058 R:3207 R:1058 U: 743 U:1622 U: 743 BCI 21-4-0 21-4-0 Lq 42- 8-0 ALL FLATES ARE LOCK20 Scale: 0.149" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ----Lumber---- TC 0.65 2x 4 SP-#2 BC 0.60 2x 4 SP-#2 WE 0.63 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- 0 BC Cont. 0- 0- 0 42- 8- 0 WB 1 rows CLB on J -F WB 1 rows CLB on B -M WB 1 rows CLB on M -C WB 1 rows CLB on E -K Attach CLB with (2)-8d nails at each web. Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1059 744 8- 0 1- 0 Hz = 349 M 3207 1622 8- 0 3-13 D 1059 744 8- 0 1- 0 Hz = -348 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.57 1134 C 0.01 0.56 I -S4 0.57 832 C 0.01 0.56 S4-J 0.50 713 C 0.08 0.43 J -B 0.52 373 T 0.04 0.47 B -C 0.65 901 T 0.15 0.50 C -K 0.52 373 T 0.04 0.47 K -S3 0.50 713 C 0.08 0.43 S3-L 0.57 832 C 0.01 0.56 Robbins Engineering, Inc./Online P1us- L -D 0.57 1134 C 0.01 0.56 --------Bottom Chords --------- A -H 0.60 1035 T 0.17 0.43 H -S1 0.49 342 T 0.06 0.43 S1-F 0.25 342 T 0.06 0.19 F -M 0.17 445 T 0.00 0.17 M -E 0.17 445 T 0.00 0.17 E -S2 0.23 342 T 0.06 0.17 S2-G 0.49 342 T 0.06 0.43 G -D 0.60 1035 T 0.17 0.43 I -H 0.17 577 T H -J 0.28 735 T J -F 0.30 981 C 1 Br F -B 0.63 856 T B -M 0.62 1667 C 1 Br M -C 0.62 1667 C 1 Br E -C 0.63 856 T E -K 0.30 981 C 1 Br K -G 0.28 735 T G -L 0.17 577 T TL Defl -0.25" in G -D L/969 LL De£1 -0.17" in A -H L/999 DL Disp -0.12" at S2 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size R Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.76 B LOCK 6.Ox 8.0 0.9-3.8 0.81 C LOCK 6.Ox 8.0-0.9-3.8 0.81 D LOCK 4.Ox 6.0 Ctr 0.1 0.76 H LOCK 3.Ox 6.0-0.3 Ctr 0.67 M LOCK 5.Ox 6.0 Ctr-0.6 0.68 G LOCK 3.Ox 6.0 0.3 Ctr 0.67 REFER TO ROBBINS EKG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 OH Loading Soffit pelf 2.0 Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1667 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2, M CAUTION M READ nBCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering, Inc./Online Plus" 01996-2004 Vemlon 16.0,011 Engineenng- PaNait 101420049:40:50 AM Page Job Nark Quan Type Span PI -El Left OH Right ON Engineering 10405 I A7 2 HIPP 420800 6 2- 0- 0 2- 0- 0 #10405-Tricon Dev-Oceanique HO 4-3 HO 4-3 0 0 0 0 0 0 TCJ of1 20-0-0 12-8-01 20-0-0 0 0 5x6 Sx6 B C 3x6 3.6 6 J R 3x6 3x6 _10c4=3--_ _ -- _-- _ 2x4 _-S4 - - - -- - -- S3 2x4 4x6 I L 4x6 A D H sl N S2 G 3x6 3x6 5x20 3.6 3x6 w:�soo wri00 w:�soo R:1069 R:3185 R:1069 U: 742 U:1539 U: 741 BCj 21-4-0 21-4-0 942- ALL PLATES ARE LOCK20 Scale: 0.148" =1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CHI -Size- ----Lumber---- TC 0.76 2x 4 SP-#2 BC 0.72 2x 4 SP-#2 WB 0.49 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- 0 BC Cont. 0- 0- 0 42- 8- 0 WB 1 rows CLB on J -M WB 1 rows CLB on B -M WB 1 rows CLB on M -C WB 1 rows CLB on M -K Attach CLB with (2)-Sd nails at each web. Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.011 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Upl£t Size Regrd Lbs Lbs In-Sx In-Sx A 1070 741 8- 0 1- 1 Hz = 388 M 3186 1540 8- 0 3-12 D 1070 741 8- 0 1- 1 Hz = -387 Membr CHI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.70 1075 C 0.01 0.70 I -S4 0.70 675 C 0.00 0.70 S4-J 0.66 542 C 0.00 0.66 J -B 0.76 708 T 0.10 0.66 B -C 0.36 736 T 0.12 0.24 C -K 0.76 708 T 0.10 0.66 K -S3 0.66 542 C 0.00 0.66 Robbins Engineering, Inc./Online Plus- S3-L 0.70 675 C 0.00 0.70 L -D 0.70 1075 C 0.01 0.70 --------Bottom Chords --------- * -H 0.72 985 T 0.17 0.56 H -SS 0.59 230 T 0.04 0.56 S1-M 0.47 230 T 0.04 0.43 M -S2 0.47 230 T 0.04 0.43 S2-G 0.59 230 T 0.04 0.56 G -D 0.72 985 T 0.17 0.56 ------------- Webs ------------- I -H 0.26 651 T H -J 0.34 784 T J -M 0.49 1168 C 1 Br B -M 0.29 700 C 1 Br M -C 0.29 700 C 1 Br M -K 0.49 1168 C 1 Br K -G 0.34 784 T G -L 0.26 651 T TL De£1 -0.42" in A -H L/585 LL De£1-0.291' in A -H L/840 DL Disp -0.12" at S2 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RES 20Ga, Gross Area Jt Type Plt Size % Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.76 B LOCK S.Ox 6.0 0.7-3.1 0.70 C LOCK 5.Ox 6.0-0.7-3.1 0.70 D LOCK 4.Ox 6.0 Ctr 0.1 0.76 H LOCK 3.Ox 6.0-0.4 Ctr 0.76 M LOCK 5.Ox20.0 Ctr-0.6 0.44 G LOCK 3.Ox 6.0 0.4 Ctr 0.76 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 OH Loading Soffit psf 2.0 Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp, force 1168 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2, II ICAUTIONIII READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. Robbins Engineering, Ine/Online Plus"' 01996.2004 Version 16.0.011 Engineering - Portrait 10/4/2004 9:40:50 AM Page 1 Job Mark Quan Type Span Pl-Hl Left OR Right OH Engineering 10405 A8 46 TR 420800 6 2- 0- 0 2- 0- 0 #10405-Tricon Dev-Oceanique HO 4-3 HO 4-3 0 0 0 0 0 0 0 0 TC1 1 21-4-0 I 21-4-0 Sx6 B 3x6 3x6 H I 6� 3x6 3x6 -11-.0-3 - ---_ 2x4-S4---$3-2x4-- G 4x6 4.6 A C F sl E S2 D 3x6 3x6 5.8 3x6 3x6 W:800 W:800 W:800 R:1090 R:3143 R:1090 U: 732 U:1494 U: 732 BCj 1<1 21-4-0 21-4-0 42- 8-0 ALL PLATES ARE LOCK20 Scale: 0.148" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ----Lumber---- TC 0.82 2x 4 SP-#2 BC 0.74 2x 4 SP-#2 WB 0.55 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- 0 BC Cont. 0- 0- 0 42- 8- 0 WE 1 rows CLB on H -E WE 1 rows CIS on E -B WB 1 rows CLB on E -I Attach CIE with (2)-8d nails at each web. Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1091 732 8- 0 1- 1 Hz = 413 E 3143 1495 8- 0 3-11 C 1091 732 8- 0 1- 1 Hz = -412 Nei CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -G 0.82 1080 C 0.01 0.81 G -S4 0.82 712 C 0.00 0.81 Robbins Engineering, Inc./Online Plus" S4-H 0.69 570 C 0.06 0.62 H -B 0.78 700 T 0.09 0.68 8 -I 0.78 700 T 0.09 0.68 . I -S3 0.69 570 C 0.06 0.62 S3-J 0.82 712 C 0.00 0.81 J -C 0.82 1080 C 0.01 0.81 --------Bottom Chords --------- * -F 0.74 991 T 0.17 0.58 F -S1 0.60 242 T 0.03 0.58 S1-E 0.41 242 T 0.03 0.39 E -S2 0.41 242 T 0.03 0.39 S2-D 0.60 242 T 0.03 0.58 D -C 0.74 991 T 0.17 0.58 G -F 0.27 687 T F -H 0.47 866 T H -E 0.46 1155 C 1 Br E -B 0.55 1223 C 1 Br E -I 0.46 1155 C 1 Br I -D 0.47 866 T D -J 0.27 687 T TL Defl -0.48" in D -C L/503 LL Defl -0.34" in D -C L/723 DL Disp -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size R Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.76 B LOCK 5.Ox 6.0 Ctr-0.1 0.70 C LOCK 4.Ox 6.0 Ctr 0.1 0.76 F LOCK 3.Ox 6.0-0.3 Ctr 0.79 E LOCK 5.Ox 8.0 Ctr-0.6 0.55 D LOCK 3.Ox 6.0 0.3 Ctr 0.79 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 ON Loading Soffit psf 2.0 Prevent truss rotation at all bearing locations. Wind Loads - ANSI /ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 1223 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering, InclOnline Plus"' 01996-20M Version 16.0.011 Engineenng - Podrail 10/42004 9:40:50 AM Page 1 Job erart Quan Type Span Pl-Hl Left OH Right OR Engineering 10405 A9SGE 1 2 TR 420800 6 2- 0- 0 2- 0- 0 #10405-Tricon Dev-Oceanique NO 4-3 NO 4-3 0 0 0 0 0 0 0 0 TC1 1 21-4-0 I 21-4-0 Sx6 8 JJ NN BB FF RR Vy 3x6 3.6 H I 3x6 I ZZ 3x6 34 6 2x4 T A3 S3 11-0-3 P OD Rr I #2x4 G M Y' GG ss Al J - B2 K B4 4x6 Q KK OO As 4x6 A U A4 C L N O S R F V E AA CC HE LL E PP TT WE A0 AS D TT A9 B1 B3 BS 3x6 RE II MM 4x8 QQ YY 3x6 BO •2x4 W A6 S1 S2 3.6 3x6 Bcj 42-8-0 J42-8-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR See * For Typical Gable Plate Size and Placement Scale: 0.147" =1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- TC 0.85 2x 4 SP-#2 BC 0.70 2x 4 SP-#2 WB 0.40 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- 0 BC Cont. 0- 0- 0 42- 8- 0 WB 1 rows CLB on H -E WB 1 rows CLB on E -B WR 1 rows CLB on E -I Attach CLB with (2)-8d nails at each web. Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 42- 8- 0 5325 413 Hz = 2760 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -G 0.85 623 C 0.00 0.85 G -S4 0.85 289 T 0.00 0.85 S4-H 0.67 311 T 0.00 0.67 H -B 0.67 388 T 0.00 0.67 B -I 0.67 331 T 0.00 0.67 I -S3 0.67 219 T 0.00 0.67 S3-J 0.84 247 C 0.00 0.84 J -C 0.84 617 C 0.00 0.84 --------Bottom Chords --------- A -F 0.66 586 T 0.10 0.56 Robbins Engineering, Inc./Online P1usTM F -S1 0.61 359 T 0.05 0.56 S1-E 0.70 359 T 0.05 0.65 E -S2 0.38 297 T 0.05 0.33 S2-D 0.65 297 T 0.05 0.60 D -C 0.70 580 T 0.10 0.60 ------------- Webs ------------- G -F 0.28 692 T F -H 0.39 417 C H -E 0.13 470 T 1 Br E -B 0.23 513 C 1 Br E -I 0.13 495 T 1 Br I -D 0.40 422 C D -J 0.28 690 T TL Defl -0.49" in A -F L/999 LL Defl -0.35" in A -F L/999 DL Disp 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size % Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.76 B LOCK 5.Ox 6.0 Ctr-0.1 0.70 C LOCK 4.Ox 6.0 Ctr 0.1 0.76 F LOCK 3.Ox 6.0-0.3 Ctr 0.55 D LOCK 3.Ox 6.0 0.3 Ctr 0.55 30 Gable studs to be attached with 2.Ox4.0 plates each end. REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 ON Loading Soffit psf 2.0 Prevent truss rotation at all bearing locations. Refer to Gen Dot 3 series for web bracing and plating. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 667 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION M READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering, Inc/Online Plus"' 01996-2004 Version 10.0.011 Engineering - Portrait 10/42004 9.40.51 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 10405 V4 6 VL.SB 40000 6 0 0 #10405-Tricon Dev-Oceanique TCI 2-0-0 1 2-0-0 6 3x3 T T2x4 2x4 eC 4-0- 5 ALL PLATES ARE WCK20 Scale: 0.888" = V Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ­-Lumber---- TC 0.03 2x 4 SP-#2 BC 0.06 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0-0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 4- 0- 0 241 25 Hz = 158 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.03 150 C 0.00 0.03 B -C 0.03 150 C 0.00 0.03 --------Bottom Chords --------- A -C 0.06 144 T 0.02 0.03 TL De£1 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Disp 0.00" at L/999 Robbins Engineering, Inc./Online P1us- PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 3.Ox 3.0 Ctr-0.3 0.52 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 6 02 Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 150 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2, 111CAUTION M READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Plates for each ply each face. Robbins Engineering, Inc./Online Plus"' 0199&2004 Version 16.0.011 Engineenng - Poamit 10/42004 9:40:51 AM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 V8 6 VL.SB 80000 6 0 0 #10405-Tricon Dev-Oceanique TC I 4-0-0 1 4-0-0 3x3 6 T 2-0-0 T 2x4Ri 2x4 LZI •2x4 8C 8-0-0 iLl o ALL PLATES ARE LOCE20 See Joint D For Typical Gable Plate Size and Placement Scale: 0.719" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- TC 0.13 2x 4 SP42 BC 0.12 2x 4 SP-#2 GW 0.04 2x 4 SP43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 0- 0 BC Cont. 0- 0- 0 e- 0- 0 Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 8- 0- 0 705 64 Hz = 362 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.13 77 T 0.00 0.13 B -C 0.13 52 T 0.00 0.13 --------Bottom Chords --------- * -D 0.12 37 T 0.01 0.12 D -C 0.12 37 T 0.01 0.12 ----------Gable Webs---------- D-B 0.04 270 C Robbins Engineering, Inc./Online Plus°' LL De£1 -0.01" in A -B L/999 DL Disp 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Get, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size R Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 270 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION111 READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. TL Defl-0.021' in A -B L/999 Robbins Engineering, Inc./Online Plus"' 0199G2004 Version 18.0.011 Engineering - Po emit 10/4/2004 9:40:52 AM Pagel Job Nark Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 V12 6 VL.SB 120000 6 0 0 #10405-Tricon Dev-Oceanique TC 6-0-0 1 6-0-0 3.4 B T6F 3-0-0 3x3 3.3 A C D +2x4 .Sr - BC 12-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Scale: 0.531" = T Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ----Lumber---- TC 0.32 2x 4 SP-#2 BC 0.30 2x 4 SP-#2 GW 0.08 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 0- 0 BC Cont. 0- 0- 0 12- 0- 0 Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.01' Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Upl£t Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 12- 0- 0 1169 103 Hz = 566 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.32 124 T 0.00 0.32 B -C 0.32 82 T 0.00 0.32 --------Bottom Chords --------- * -D 0.30 58 T 0.01 0.30 D -C 0.30 58 T 0.01 0.30 ----------Gable Webs---------- D-B 0.08 449 C Robbins Engineering, Inc./Online P1us- DL Disp 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size R Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 449 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. 111CAUTION M READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. TL Defl -0.10" in B -C L/999 LL Defl -0.06" in B -C L/999 Robbins Engineenng. Inc./Online Pius"' 0199&2004 Version 16.0.011 Engineering - Portrait 1014MOM 9.40:52 AM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 V15GE 6 VL. SB 150000 6 0 0 #10405-Tricon Dev-Oceanique TC1 7-6-0 1 7-6-0 4x4 B 6F •2x4 3-9-0 D G 3x4 Rr ;q 3x4 A C E S H BC is- -0 8 15-0 ALL PLATES ARE WCH2O See Joint D For Typical Gable Plate Size and Placement Scale: 0.432" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CHI -Size- ----Lumber---- TC 0.21 2x 4 SP-#2 BC 0.07 2x 4 SP-#2 GW 0.10 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 IS- 0- 0 BC Cont. 0- 0- 0 15- 0- 0 Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to IS- 0- 0 1517 132 Hz = 719 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -D 0.21 99 C 0.00 0.21 D -B 0.21 181 T 0.00 0.21 B -G 0.21 148 T 0.00 0.21 G -C 0.21 45 C 0.00 0.21 --------Bottom Chords --------- * -E 0.07 93 T 0.01 0.07 E -F 0.07 93 T 0.01 0.07 F -H 0.07 93 T 0.01 0.07 H -C 0.07 93 T 0.01 0.07 ----------Gable Webs---------- E-D 0.10 389 T Robbins Engineering, Inc./Online Plus'" F -B 0.06 295 C H -G 0.10 389 T TL Defl -0.03" in B -G L/999 LL Defl -0.02" in B -G L/999 DL Disp 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Go, Gross Area Jt Type Plt Size % Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 Refer to Gen Dot 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 349 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. (!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. a Robbins Engineering. InVOnline Plus`• 0 1996-2004 Version 16.0.011 Engineering - PONaiI 10/4=04 9:40:53 AM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 VFl 1 2 FLAT 150200 10000 0 0 SO 1-0-0 NO 1-0-0 2x4 •2x4 2x4 BC 15-2-0 15-2-0 Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ----Lumber---- TC 0.06 2x 4 SP-#2 BC 0.02 2x 4 SP-#2 WB 0.02 2x 4 SP-#3 GW 0.04 2x 4 SP-0 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 2- 0 BC Cont. 0- 0- 0 15- 2- 0 Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Regrd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to IS- 2- 0 1759 57 Hz = 1069 ALL PLATES ARE LOCK20 See Joint E For Typical Gable Plate Size and Placement Robbins Engineering, Inc./Online Plus°' N -P 0.02 32 C 0.00 0.02 P -R 0.02 32 C 0.00 0.02 R -C 0.02 32 C 0.00 0.01 ------------- Webs ------------- D -A 0.02 65 C 0.01 0.00 C -B 0.02 65 C 0.01 0.00 ----------Gable Webs---------- - -E 0.04 163 C H -G 0.04 184 C J -I 0.04 179 C L -K 0.04 ISO C N -M 0.04 179 C P -O 0.04 184 C R -Q 0.04 163 C TL Defl 0.00" in O -Q L/999 LL Defl 0.00" in O -Q L/999 DL Disp 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size K Y JSI Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.04 16 T 0.00 0.04 E -G 0.06 16 T 0.00 0.06 G -I 0.06 16 T 0.00 0.06 I -K 0.05 16 T 0.00 0.05 K -M 0.05 16 T 0.00 0.05 M -O 0.06 16 T 0.00 0.06 O -Q 0.06 16 T 0.00 0.06 Q -B 0.04 16 T 0.00 0.04 --------Bottom Chords --------- 1) -F 0.02 32 C 0.00 0.01 F -H 0.02 32 C 0.00 0.02 H -J 0.02 32 C 0.00 0.02 J -L 0.02 32 C 0.00 0.02 L -N 0.02 32 C 0.00 0.02 Robbins Engineering, InclOnllne Rus"' 01996-2004 Venslon 16.0.011 Engineering - Pa Nail 10/4/2004 9:40:53 AM Page l Scale: 0.406" =1' REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 6 02 Provide drainage to prevent water pending. Refer to Gen Det 3 series for web bracing and plating. This truss must be installed as shown. It cannot be installed upside-down. Bottom chord of truss should be marked. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp, force 184 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2, II ICAUTION111 READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Job 10405 Mart VF2 1 Quan Type Span Pl-Hl Left OR Right OR 2 FLAT 150200 20000 0 0 Engineering #10405-Tricon Dev-Oceanique Ho 2-0-0 TC� 15-2-0 GO 2-0-0 1 2x4 A +2x4 E G I R M O 2x4 Q B T 2-0-0 �:__" 2x4 F H J L N P R 2x4 BC 8 15-2-0 150 ALL PLATES ARE L0CH2O See Joint E For Typical Gable Plate Size and Placement Scale: 0.406" = t' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CHI -Size- TC 0.06 2x 4 SP-#2 BC 0.07 2x 4 SP-#2 WE 0.05 2x 4 SP-#3 GW 0.04 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 2- 0 BC Cont. 0- 0- 0 15- 2- 0 Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Upl£t Size Req'd Lbs Lbs In-Sx In-Sx Cont. Erg 0- 0- 0 to 15- 2- 0 1759 158 Hz = 1069 Robbins Engineering, Inc./Online Plus- L -N 0.02 85 C 0.00 0.02 REFER TO ROBBINS ENG. GENERAL N -P 0.02 85 C 0.00 0.02 NOTES AND SYMBOLS SHEET FOR P -R 0.02 85 C 0.00 0.02 ADDITIONAL SPECIFICATIONS. R -C 0.06 85 C 0.01 0.05 D -A 0.05 74 T 0.02 0.03 C -B 0.04 71 T 0.02 0.03 ----------Gable Webs---------- - -E 0.04 162 C H -G 0.04 184 C J -I 0.04 179 C L -K 0.04 180 C N -M 0.04 179 C P -0 0.04 184 C R -Q 0.04 162 C TL Defl 0.00" in O -Q L/999 LL Defl 0.00" in O -Q L/999 DL Disp 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -E 0.04 37 T 0.00 0.04 E -G 0.06 37 T 0.00 0.06 G -I 0.06 37 T 0.00 0.06 I -K 0.05 37 T 0.00 0.05 K -M 0.05 37 T 0.00 0.05 M -O 0.06 37 T 0.00 0.06 O -Q 0.06 37 T 0.00 0.06 Q -B 0.04 37 T 0.00 0.04 --------Bottom Chords --------- * -F 0.07 85 C 0.01 0.06 F -H 0.02 85 C 0.01 0.01 H -J 0.02 85 C 0.00 0.02 J -L 0.02 85 C 0.00 0.02 Robbins Eagineenng, IncJOnline Plus"' 0 1096-2004Vemion 16.0.011 Engineenag- Potleit 10/4n0049:40:53 AM Pagel NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 Provide drainage to prevent water ponding. Refer to Gen Det 3 series for web bracing and plating. This truss must be installed as shown. It cannot be installed upside-down. Bottom chord of truss should be marked. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 184 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. ((!CAUTION((! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Jot 10405 Mark VF3 1 Quan Type Span PI-Hl Left OH Right OH 2 FLAT 150200 30000 0 0 Engineering #10405-Tricon Dev-Oceanique SO 3-0-0 TC1 15-2-0 SO 3-0-0 1 2x4 A •2x4 E G I R M O 2x4 Q E TU 3-0-0 1 Ed D C 2x4 F E J L N P A 2x4 BC 9 15-2-0 15-2-0 ALL PLATES ARE LOCK20 See Joint E For Typical Gable Plate Size and Placement Scale: 0.406" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ----Lumber---- TC 0.09 2x 4 SP-#2 BC 0.18 2x 4 SP-#2 WB 0.10 2x 4 SP-#3 GW 0.05 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 2- 0 BC Cont. 0- 0- 0 IS- 2- 0 Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 EC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Upl£t Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to IS- 2- 0 1759 260 Hz = 1069 Robbins Engineering, Inc./Online Plus- ------------- Webs ------------- D -A 0.10 101 T 0.03 0.08 C -B 0.10 97 T 0.02 0.08 ----------Gable Webs---------- - -E 0.05 190 T H -G 0.04 184 C J -I 0.04 179 C L -K 0.04 180 C N -M 0.04 179 C P -0 0.04 184 C R -Q 0.05 187 T TL Defl 0.00" in O -Q L/999 LL Defl 0.0011 in O -Q L/999 DL Disp 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -E 0.09 59 T 0.00 0.09 E -G 0.06 59 T 0.00 0.06 G -I 0.06 59 T 0.00 0.06 I -K 0.05 59 T 0.00 0.05 K -M 0.05 59 T 0.00 0.05 M -O 0.06 59 T 0.00 0.06 O -Q 0.06 59 T 0.00 0.06 Q -B 0.09 59 T 0.00 0.09 --------Hottom Chords --------- * -F 0.19 139 C 0.02 0.17 F -H 0.04 139 C 0.02 0.02 H -J 0.02 139 C 0.02 0.00 J -L 0.02 139 C 0.02 0.00 L -N 0.02 139 C 0.02 0.00 N -P 0.02 139 C 0.02 0.01 P -R 0.03 139 C 0.02 0.01 R -C 0.16 139 C 0.02 0.15 Robbins Engineedng. Inc/Online Plus'• 0199s-2004 Version 16.0.011 Engineering-Poftil 101420049:40:54AM Pagel REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 Provide drainage to prevent water ponding. Refer to Gen Dot 3 series for web bracing and plating. This truss must be installed as shown. It cannot be installed upside-down. Bottom chord of truss should be marked. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 184 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION M READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. Job Marx Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 -cil 8 ENDJO 10000 6 2- 0- 0 0 HO 4-3 HO 10-3 TC1 2-0-0 1-0-0 C 6 T 2x4 10-3 A Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ----Lumber---- TC 0.01 2x 4 SP-#2 BC 0.00 2x 4. SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 0- 0 BC Cont. 0- 0- 0 1- 0- 0 Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.011 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) at React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 248 372 3- 8 1- 0 Hz = 41 B 39 44 1- 8 1- 0 Hz = 25 C 17 9 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.01 21 C 0.00 0.00 --------Bottom Chords --------- A -C 0.00 0 T 0.00 0.00 TL Defl 0.00" in - L/999 LL Defl 0.0011 in - L/999 DL Disp 0.00" at L/999 W 1 8 R: 38 U: 43 W:800 W:108 R: 247 R: 17 U: 372 U: 8 Bcj 1- -0 1-0-0 ALL PLATES ARE LOCx20 Robbins Engineering, Inc./Online Plus - Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RES 20 Ga, Gross Area at Type Plt Size X Y JSI Scale: 0.789" _ REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 6 02 ON Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 21 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. Robbins Engineering, lncJOnlse Plus^' 0199&2004 Version 16.0.011 Engineering-Povall 1014R0049:40:64AM Pagel Job Hark Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 -CJ3 8 ENDJO 30000 6 2- 0- 0 0 #10405-Tricon Dev-Oceanique HO 4-3 HO 1-10-3 TO 2-0-0 F 33-0-0T 6 -3 1 2.4 A C W:108 R: 119 U: 128 W:800 W:108 R: 363 R: 52 U: 416 U: 16 Be 1 3--0-0 0-0 ALL PLATES ARE MCK20 Scale: 0.656" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- TC 0.12 2x 4 SP-#2 BC 0.09 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Pb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 363 416 8- 0 1- 0 Hz = 132 B 120 128 1- 8 1- 0 Hz = 81 C 53 16 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.12 65 C 0.00 0.12 --------Bottom Chords --------- A -C 0.09 0 T 0.00 0.09 TL De£1 -0.01" in A -B L/999 LL Defl -0.01" in A -B L/999 DL Disp 0.0011 at L/999 Robbins Engineering, Inc./Online Plus - Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. EASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 6 02 ON Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 65 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineedng.Inc./Online Plus' 019M2004 Version 16.0.011 Engineering -Portrait 1014/20049:40:64 AM Paget Job Na=k Quan Type Span Pl-Hl Left OR Right OR Engineering 10405 ^ CTS 8 ENDJO 50000 6 2- 0- 0 0 #10405-Tricon Dev-Oceanique HO 4-3 SO 2-10-3 TC 2-0-0 1 5-0-0 I B 6 2-10-3 W:108 R: 200 U: 213 2.4 A - C W :800 W:108 R: 479 R: 87 U: 460 U: 24 BC 5-0-0 5-0-0 ALL PLATES ARE LOCE20 Scale: 0.595" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CHI -Size- ----Lumber---- TC 0.36 2x 4 SP-#2 BC 0.26 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TO 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc 1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 479 461 8- 0 1- 0 Rz = 222 B 201 213 1- 8 1- 0 HE = 136 C 88 24 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- A -B 0.36 109 C 0.00 0.36 --------Bottom Chords --------- A -C 0.26 0 T 0.00 0.26 TL Defl -0.10" in A -B L/518 LL De£1 -0.06" in A -B L/784 DL Disp 0.00" at L/999 Robbins Engineering, Inc./Online Plus - Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga. Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 6 02 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 109 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. Robbins Engineering, Inc./Online Plus*" ®1996-2004 Version 16.0.011 Engineenng- Portrait 1014MOM R40:55 AM Page 1 Job Nark Quan Type Span PI -El Left OR Right OR Engineering 10405 -CJ7 1 8 MONO 70000 6 2- 0- 0 0 #10405-Tricon Dev-Oceanique EO 4-3 EO 3-10-3 3-10-3 8 )1 t4 I II W:800 w:108 R: 600 R: 297 U: 506 U: 202 BC 7-0-0 7-0-0 Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- TC 0.25 2x 4 SP-#2 BC 0.26 2x 4 SP-#2 WB 0.11 2x 4 SP-#3 WG --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Regrd Lbs Lbs In-Sx In-Sx A 601 507 8- 0 1- 0 Hz = 313 B 101 124 1- 8 1- 0 Hz = 192 C 298 203 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -02 0.25 354 C 0.00 0.25 02-B 0.25 171 T 0.00 0.25 --------Bottom Chords --------- A -C 0.26 355 T 0.06 0.20 ------------- Webs ------------- ALL PLATES ARE WCK20 Robbins Engineering, Inc./Online Plus- 02-C 0.11 419 C TL Defl -0.09" in A -C L/823 LL Defl -0.06" in A -C L/999 DL Disp 0.0011 at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RES 20 Ga, Gross Area Jt Type Plt Size R Y JSI =1. REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 ON Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 419 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering, InclOnllne Plus" 019g 2004 Version 16.0.011 Engineering - Ponreit 101420049.40:55 AM Pagel Job Nark Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 -EJS 1 12 MONO 80000 6 2- 0- 0 0 #10405-Tricon Dev-Oceanique HO 4-3 RO 4-4-3 4-4-3 8 15 58 w:eao w:10e R: 655 R: 313 U: 527 U: 217 SC 8-0-0 8-0-0 ALL PLATES ARE WCK20 Scale: 0.423" = 1' Robbins Engineering, Inc./Online Plus - Online Plus -- Version 16.0.011 E -D 0.04 126 T REFER TO ROBBINS ENG. GENERAL RUN DATE: 20-SEP-04 D -C 0.18 572 C NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. CSI -Size- ----Lumber---- TC 0.25 2x 4 SP42 BC 0.17 2x 4 SP42 WE 0.18 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 0- 0 SC Cont. 0- 0- 0 8- 0- 0 Loading Live Dead (psf) TO 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TO Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 656 528 8- 0 1- 0 Hz = 358 B 145 158 1- 8 1- 0 Hz = 219 C 314 217 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -D 0.25 548 C 0.00 0.25 D -B 0.25 192 T 0.00 0.25 --------Bottom Chords --------- * -E 0.17 502 T 0.08 0.08 E -C 0.16 502 T 0.08 0.08 ------------- Webs ------------- TL Defl -0.03" in D -B L/999 LL De£1 -0.02" in D -B L/999 DL Disp 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RES 20 Ga, Gross Area Jt Type Plt Size R Y JSI NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 ON Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TO Dead Load 7.0 psf SC Dead Load 3.0 psf Max comp. force 572 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION M READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering, Inc./Online Plus"' 0199E2004 Version 16.0.011 Engineering - Podnail 10/42004 9:40:56 AM Page i sob 1040., Nark �EJ8A (plan 18 Type Span Pl-Hl MONO 80000 6 Left OH Right OR 0 0 Engineering #10405-Tricon Dev-Oceanique NO 4-3 HO 4-4-3 _TC j 8-0-0 B 6 2x4 E 4-4-3 W:108 R: 142 U: 155 2.4 A D C 2.4 3x6 W :800 W:108 R: 470 R: 314 U: 198 U: 217 BC 8-0-0 8 0 ALL PLATES ARE LOCK20 Scale: 0.423" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- ----Lumber---- TC 0.25 2x 4 SP-#2 BC 0.17 2x 4 SP-#2 WB 0.18 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 0- 0 BC Cont. 0- 0- 0 8- 0- 0 Loading Live Dead (psf) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 470 198 8- 0 1- 0 Hz = 358 B 143 156 1- 8 1- 0 Hz = 219 C 315 218 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -E 0.25 549 C 0.00 0.25 E -B 0.25 193 T 0.00 0.25 --------Bottom Chords --------- A -D 0.17 503 T 0.08 0.09 D -C 0.16 503 T 0.08 0.08 ------------- Webs ------------- Robbins Engineering, Inc./Online Plus- * -E 0.04 128 T E -C 0.18 573 C TL Defl -0.03" in E -B L/999 LL De£1 -0.02" in E -B L/999 DL Disp 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI C LOCK 3.10x 6.0-1.5-0.5 0.43 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 573 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2, II ICAUTION111 READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering, Inc./Online Plus"' 01998-2004 Verslon 15.0.011 Engineering-PoNait 10I4I2004 9:40:56 AM Page 1 Jab Nark Quan Type Span P1-H1 Left OH Right OH Engineering 10405 -HJ8 1 4 MONO 110312 4.243 2- 9-15 0 #10405-Tricon Dev-Oceanique HO 3-15 HO 4-3-15 TCJ 2-9-15 1 11-3-12 2x4 B 3x4 H W1108 4.243� 452 4-3-15 : 447 3x3 A C 3x3 2x4 W:1105 W:108 R: 957 R: 804 U: 237 U: 416 BC1 11-3-12 11-3-12 ALL PLATES ARE LOCK20 Scale: 0.430" = 1' Online Plus -- Version 16.0.011 RUN DATE: 20-SEP-04 CSI -Size- TC 0.96 2x 4 SP-#2 BC 0.55 2x 4 SP-#2 WB 0.67 2x 4 SP43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 3-12 BC Cont. 0- 0- 0 11- 3-12 Loading Live Dead (psi) TC 30.0 15.0 BC 10.0 3.0 Total 40.0 18.0 58.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft--1.00 LC 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V -60 -30 0.0' 11.3' BC V -20 -6 0.0' 11.3' TC V 60 30 0.0' -110 -55 11.3' BC V 20 6 0.0' -37 -11 11.3' Plus 4 Wind loadcase(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 957 237 11- 5 1- 0 Hz = 332 B 453 447 1- 8 1- 0 Hz = 619 C 804 417 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -E 0.84 1410 C 0.02 0.82 E -B 0.96 376 T 0.00 0.96 Robbins Engineering, Inc./Online Plus- -------- Bottom Chords --------- * -D 0.43 1367 T 0.25 0.17 D -C 0.55 1367 T 0.25 0.29 ------------- Webs ------------- D -E 0.07 220 T E -C 0.67 1478 C C -B 0.23 93 C WindLd TL Defl -0.2711 in E -B L/459 LL Defl -0.1811 in E -B L/697 DL Disp -0.12" at D L/983 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 95 & 02 Girder King Jack Loading TC and BC Setback 8- 0- 0 ON Loading Soffit psf 2.0 Excessive Left ON condition. Max allowable length is 2- 8- 1. Support end or provide level return. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 .mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 1478 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2, !l(CAUTIONM READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering, lnc/Dnlhe Plus"' 01996-2004 Version 16.0.011 Engineering-Podmil 1014MO049:40:59AM Pagel 0 Dec, 15. 2008 7:35AM T MANAGEMENT No.7461 P. 2 St Lucie County Inspedions - 2300 Virginia Avenue Ft Piercer FL 34982 SUHWNW (772) 462.2172 By St. Luciecon"h/ CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT P RM1T # `3(C rfoSQ 6 �C� i-N V _ -- - .JOBADDRBSS 41 4160 N Highway A1A, F.L. P.1¢rtee FL 34949 BUILDER. Tkicon 9evekopmewt - - PEST CONTROL CONTRACTOR cunAxnle poA Mtnegetgeji PEST CONTROL LICENSE # JB1509 We, the undersigned, hereby certify that we have pretreated the above -described construction for subterranean termites In accordance with the standards of the National Pest Control Association. Square feet of area treated: 60 Lin Ft Percentage of solution:. oa „ Date of treatment: _12 LL2Lo t Chemicals used: TeAmidak Total gallons usts :Qtl._ Time of Treatment: FBC104.2.6 Grtifrote of Prouclive 7reatmentforpr"c"don of hrmiles. A weather rr istanl jobsite posting board Anil be provided to receive daptieare Treatment Ctrliftcotes or each required protective treamenr is complelrA providing a copy for the person thepermie it issued to and anothereopyfo►thebuffiinapermitfdes. TheD&afMenrCertiFcateshalt provide the product used, ldentiq• of the applicator, time and dare of the treaement. Are location, area treated, chemical lord, percent eonrentradon and number ofgalions wed, to establish a verifiable record ofprotective trealmme If the suit rhemtealbarnermethodfortarmitrprevention ttwed, final exterior treatment shall be compleredpriortofinal building approval. St Lucie County requires for the final inspectbn for CO, a Permanent Sticker to be placed on the etaebStat panel boa cover, tidit an the trestntau and dates of applications. A, �# k� Sipatur a rminator F� NOTE: Then must be a completed fo►►n for each required manent or ►o-beanneat and deer fore must be on the job We to be picked up by the Inspector at are of each inspecdon or the scheduled inspection will lleroraN/zwlrar 1!� jail and a re -inspection fee charged O sM_ ❑ Footing ❑ Iat Treatment ❑ Re -treat O Slab ❑ IstTreatment ❑ Re -treat i] Driveway ❑ 1st Treatment ❑ Re -treat ❑ Pools 0 IstTmaunent ❑ Re -treat Q Other _ ❑ 1st Treatment ❑ Ro-treat 0 Perimeter for Final Inspection Com. TRICON DEVELOPMENT of BREVARD, INC. P.O. Box 320637 COCOA BEACH , FL 32932-0037 PH-321.453.6360 March 21, 2008 Mr. Christopher Lestrange, Chief Building Official St. Lucie County Building Dept. 2300 Virginia Ave Ft. Pierce, FL 34982 Re: Permits: FAX321.453-3618 REc��V �D MAR 21 ?008 St public Ai`et�wOrh °fin FL 24050634 — Bldg. A 24D9-0—e �-Bldg. D Garage 24050846 — Bldg. E Garage 24050647 — Bldg. F Garage 0508.0291 — Temporary Structure Dear Mr. Lestrange, Please forgive our oversight of the expiration date for the above mentioned permits. We herby request an extension time for a period of eighteen months starting from the expiration date of the permits listed above. Our Project Manager Bryan Alton met with you today and has informed me that the extension for the main building and the 3- garageswill be granted at no additional charge. I also understand that there will be a $50.00 fee for the extension of the permit for the temporary structure. Please fax a copy of your credit card authorization form and we will pay the required fee. Thank you for your help in this matter. Very truly yours, Mr. Robert Kodsi, General Contractor Tricon Development of Brevard Inc. architect, p.a. 0 - architecture •a olanninq ❖ interior-deritn - October 11, 2007 TO: St. Lucie County Building Department Attn: Carl Peterson RE: Permit 924050645 #D Oceanique Condominium I have reviewed the truss designs for garage building "D" at the Oceanique Condominium and find that they meet all requirements as outlined in my working drawings. NOV ; 107 h NOV 1 7 2007 1701 S. WASHINGTON AVE. • TITUSVILLE, FL 32780 • TEL. (321) 267-6915 • FAX (321) 268-5688 RE: 10405 - / �' Site Information: UY Project Customer: Tricon Dev. Proje ame: #10405 St.Lur,G?(;fyft� i Lot/Block: OCEANIQUE-GARAGE D Subdivision: OCEANIQUE Address: City: COCOA BEACH State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: 42d%ftb* 94-1c General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show ci Loading Conditions): Design Code: FBC2004/TP12002 Design Program: Robbins Online Plus 21.0.060❑ Wind Code: ASCE 7-02 Wind Speed: 140 mph Floor Load: N/A psf Roof Load: 45.0 psf This package includes 4 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# JTruss Name Date 1 T2716029 V15GE 10/8/07 2 1 T2716030 1 V12 1 10/8/07 I 13 I T2716031 1 V8 1 10/8/07 14 I T2716032 1 V4 10/8/07 The truss drawing(s) referenced above have been prepared by Robbins Engineering, Inc. under my direct supervision based on the parameters provided by East Coast Lumber -Melbourne. Truss Design Engineer's Name: ORegan, Philip My license renewal date for the state of Florida is February 28, 2009. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, perANSI/TPI-1 Sec. 2. car Philip J. Megan, FL Lie. tt6B126 6904 Parke East Boulevard Robbins Engineering Tampa, FL 336104115 69N Parke East Blvd Phone: 813-972-1135• Fax 813-971-6117 Tampa,FL,33610 www.robbinseng.com FLCedP5555 October 8,2007 DALLAS TAMPA ORcean. Philin Job 10405 Mark Quan Type V15GE6 VL. Ss Sp= 150000 P1-H1 .-.eft OH Right OH 6 0 0 Engineering T2716029 TRICON OCEANIQUE- 10405 Pagel oft TC 1-6-0 6-0-0 6-0-0 1-6-0 Scale: 0.443' = V For all lumber, plates, etc. not shown, refer to page 2 of this drawing. Repair is based on information received from truss fabricator. Truss must be in original, undeflected position prior to carrying out the repair. Provide temporary support to the truss prior to carrying out the repair. REPAIR PROBLEM: (1) Provide toe nails into each truss below for valley connection. REPAIR SOLUTION: Apply all nails so as to avoid damaging of lumber and loosening of plates at joints. (A) Attach bottom chord of valley truss to top chord of main truss using 16d toe nails in quantities shown in circles. (B) Attach a Simpson H8 (*), or equivalent, using (4) 10d X 1.5" nails into the bottom chord of valley truss and (4) 10d x 1.5" nails into the top chord of main truss (8 nails total per connector). This connection will carry a maximum wind uplift of 480 lbs. Philip J. O'Regan, FL Lic. #58126 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cent.#5555 October 8,2007 Job Nsck Quan Type Span Pl-Hl ',,eft OH Right OH Engineering 10405 V15GE 6 VL.SB 150000 6 0 0 T2716029 TRICON OCEANIQUE- 10405 Page 2 of TCJ 7-6-0 1 15-0-0 4x4_ B 6 +2x4 11 3-9-0 D G 3x4 3x4_- A C E F H B15-0-0 ALL PLATES ARE MT2020 See Joint D For Typical Gable Plate Size and Placement Seale: 0.421' =1' Robbins Engineering, Inc./Online Plus° APPROX. TRUSS WEIGHT Online Plus -- Version 21.0.060 B -G 0.16 113 T 0.00 0.16 RUN DATE: 05-OCT-07 G -C 0.16 77 C 0.00 0.16 --------Bottom Chords--------- CSI -Size- ----Lumber---- A -E 0.17 3 C 0.00 0.17 TC 0.16 2x 4 SP-#2 E -F 0.26 0 T 0.00 0.26 BC 0.26 2x 4 SP-#2 F -H 0.26 0 T 0.00 0.26 GW 0.07 2x 4 SP43 H -C 0.17 3 C 0.00 0.17 ----------Gable Webs ---------- Brace truss as follows: R -D 0.07 296 T O.C. From To F -B 0.04 202 C TC Cont. 0- 0- 0 15- 0- 0 H -G 0.07 296 T BC Cont. 0- 0- 0 15- 0- 0 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 5.0 TC+BC 20.0 25.0 Total 45.0 Spacing 24.0 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) ,It Down Uplift Horiz- A 1482 796 U 274 R it Brg Size Required A 180.0. On -to- 180E Plus 6 Wind Load Case(s) Plus 1 DBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC TL Defl -0.01e in H -C L/999 LL Defl 0.00- in H -C L/999 DL Defl 0.00. at L/999 Shear // Grain in A -E 0.18 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area Jt Type Plt Size X Y JSI REVIEWED BY: Robbins Engineering, Inc. 6904 Parke Bast Blvd. Tampa, FL 33610 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), Membr CSI P Lbs Axl-CSI-Bnd IBC/IRC-2003 and FBC 2004 ----------Top Chords---------- (section 1607.1), 20.0 psf. A -D 0.16 77 C 0.00 0.16 Design checked for 10 psf non- * -B 0.16 113 T 0.00 0.16 concurrent LL on BC. Robbft EnP dM.hw/Onee PO mOlp 2W7V&r n21.a050Enpn rM.%=t1W520W12:58:15PM Pape1 68.0 LEE Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 272 Lbs Max tens. force 296 Lbs Quality Control Factor 1.00 sot 10405 nfark V12 Qua= Type 6 VL. SB Span 120000 P1-H1 ,eft OH Right OH 6 0 0 Engineering T2716030 TRICON OCEANIQUE- 10405 Page 1 o 0 0 ® O ® O 2 Stale: 0.557' = P For all lumber, plates, etc. not shown, refer to page 2 of this drawing. Repair is based on information received from truss fabricator. Truss must be in original, undeflected position prior to carrying out the repair. Provide temporary support to the truss prior to carrying out the repair. REPAIR PROBLEM: (1) Provide toenails into each truss below for valley connection. REPAIR SOLUTION: Apply all nails so as to avoid damaging of lumber and loosening of plates at joints. (A) Attach bottom chord of valley truss to top chord of main truss using 16d toe nails in quantities shown in circles. (B) Attach a Simpson H8 (*), or equivalent, using (4) 10d X 1.5" nails into the bottom chord of valley truss and (4) 10d x 1.5' nails into the top chord of main truss (8 nails total per connector). This connection will carry a maximum wind uplift of 480 lbs. Philip J. ORegan, FL Lic. #58126 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL CerL#5555 October8,2007 Job Mark - Quan Type Span Pl-Hl ,?.,eft OR Right OH Engineering 10405 V12 6 VL.SB 120000 6 0 0 T2716030 TRICON OCEANIQDE- 10405 Page 2 of TCj 6-0-0 1 12-0-0 4x4= B 6� 3-0-0 3x3 i 3x3,, A C D �2x411 ALL PLATES ARE MT2020 See Joint D For Typical Gable Plate Size and Placement Sale: 0.57g' = 7' Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 50.0 LEE Online Plus -- Version 21.0.060 A -B 0.24 123 C 0.00 0.24 Wind -Force Resistance System. RUN DATE: 05-OCT-07 B -C 0.24 123 C 0.00 0.24 Wind Speed: 140 mph --------Bottom Chords--------- Mean Roof Height: 15-0 CSI -Size- ----Lumber---- A -D 0.39 2 C 0.00 0.39 Exposure Category: C TC 0.24 2x 4 SP-#2 D -C 0.39 2 C 0.00 0.39 Occupancy Factor : 1.00 BC 0.39 2x 4 SP-#2 ----------Gable Webs---------- Building Type: Enclosed GW 0.05 2x 4 SP-#3 D -B 0.05 272 C Zone location: Exterior TC Dead Load : 7.0 psf Brace truss as follows: TL Defl-0.0411 in A -D L/999 BC Dead Load : 3.0 psf O.C. From To LL Defl -0.02n in A -D L/999 Max comp. force 272 Lbs TC Cont. 0- 0- 0 12- 0- 0 DL Defl 0.00- at L/999 Max tens. force 214 Lbs BC Cont. 0- 0- 0 12- 0- 0 Shear // Grain in A -B 0.21 Quality Control Factor 1.00 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 5.0 TC+BC 20.0 25.0 Total 45.0 Spacing 24.0n Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 FC=1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Horiz- A 1475 893 D 212 R it Brg Size Required A 144.0- On -to- 144n Plus 6 Wind Load Case(s) Plus 1 DBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Had ----------Top Chords---------- Platesfor each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area it Type Plt Size X Y JSI REVIEWED BY: Robbins Engineering, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Robbba EMh rbg.b Onf PWm Ol9 2001Ve®n21.0.MEmn rbV-Pomah 1=0011129:46W Pne1 aon 10405 Mark V8 - Quan 6 Type Span VL. SB 80000 PI -HI . -weft ON 6 0 Right OR 0 Engineering T2716031 TRICON OCEANIQIIE- 10405 Page l of 0 O n O O 20 n -0-0 I wale: 0.801' = 1' For all lumber, plates, etc. not shown, refer to page 2 of this drawing. Repair is based on information received from truss fabricator. Truss must be in original, undeflected position prior to carrying out the repair. Provide temporary support to the truss prior to carrying out the repair. REPAIR PROBLEM: (1) Provide toe nails into each truss below for valley connection. REPAIR SOLUTION: Apply all nails so as to avoid damaging of lumber and loosening of plates at joints. (A) Attach bottom chord of valley truss to top chord of main truss using 16d toe nails in quantities shown in circles. (B) Attach a Simpson H8 (*), or equivalent, using (4) 10d X 1.5" nails into the bottom chord of valley truss and (4) 10d x 1.5" nails into the top chord of main truss (8 naIIE total per connector). This connection will carry a maximum wind uplift of 480 lbs. Philip J.O'Regan, FL Lie. #58126 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 October 8,2007 nob nark Quan Type Span Pl-Hl 1,eft OH Right OH Engineering 10405 V8 6 VL.SB 80000 6 0 0 T2716031 TRICON OCEANIQUE- 10405 Page 2 of TC] 4-0-0 8-0-0 4x4= 6 B T 2-0-0 1 2x4q - 2x4_ A Ll C D *2x4 II n-n-n ALL PLATES ARE MT2020 See Joint D For Typical Gable Plate Size and Placement Stale: 0.698' =1' Robbins Engineering, Inc./Online Plus°' APPROX. TRUSS WEIGHT: 32.1 LIS Online Plus -- Version 21.0.060 A -B 0.11 67 C 0.00 0.11 Wind -Force Resistance System. RUN DATE: 05-OCT-07 B -C 0.11 67 C 0.00 0.11 Wind Speed: 140 mph --------Bottom Chords--------- Mean Roof Height: 15-0 CSI -Size- ----Lumber---- A -D 0.21 3 C 0.00 0.21 Exposure Category: C TC 0.11 2x 4 SP42 D -C 0.21 3 C 0.00 0.21 Occupancy Factor : 1.00 BC 0.21 2x 4 SP42 ----------Gable Webs---------- Building Type: Enclosed GW 0.03 2x 4 SP43 D -B 0.03 172 C Zone location: Exterior TC Dead Load : 7.0 psf Brace truss as follows: TL Defl -0.01n in D -C L/999 BC Dead Load : 3.0 psf O.C. From To LL Defl -0.01n in D -C L/999 Max comp. force 172 Lbs TC Cont. 0- 0- 0 8- 0- 0 DL Defl 0.00- at L/999 Max tens. force 136 Lbs BC Cont. 0- 0- 0 8- 0- 0 Shear // Grain in A -D 0.16 Quality Control Factor 1.00 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 5.0 TC+BC 20.0 25.0 Total 45.0 Spacing 24.0n Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area it Type Plt Size X Y JSI REVIEWED BY: Robbins Engineering, Inc. 6904 Parke East Blvd. Tampa, FL 33610 Total Load Reactions (Lbs) it Down Uplift Horiz- REFER TO ROBBINS ENG. GENERAL A 923 554 U 131 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. it Brg Size Required NOTES: A 96.0. On -to- 96- Trusses Manufactured by: East Coast Lumber Plus 6 Wind Load Case(s) Analysis Conforms To: Plus 1 UBC LL Load Case(s) FBC2004 Design checked for LL on BC Checked for NonConcurrent 200 per BOCA (section 1606.2.3), Lbs Moving Point Load applied IBC/IRC-2003 and FBC 2004 at Panel Points and Mid -panel (section 1607.1), 20.0 psf. on BC Design checked for 10 psf non - concurrent LL on BC. Membr CSI P Lbs Axl-CSI-Bnd Wind Loads - ANSI / ASCE 7-02 ----------Top Chords---------- Truss is designed as a Main RaUft Engine V.[m/On PW¢ Cl9 2W7Ve26a21.&MEMv dM-Po=t 10'S20071129:47 AM Pagel For all lumber, plates, etc. not shown, refer to page 2 of this drawing. Repair is based on information received from truss fabricator. Truss must be in original, undeflected position prior to carrying out the repair. Provide temporary support to the truss prior to carrying out the repair. REPAIR PROBLEM: (1) Provide toe nails into each truss below for valley connection. REPAIR SOLUTION: Apply all nails so as to avoid damaging of lumber and loosening of plates at joints. (A) Attach bottom chord of valley truss to top chord of main truss using 16d toe nails in quantities shown in circles. Philip J. O'Regan, FL Lic. #56126 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 October 8,2007 Job nark Quan Type Span Pl-Hl _,,eft OH Right OR Engineering 10405 V4 6 VL.SB 40000 6 0 0 T2716032 TRICON OCEANIQDE- 10405 Page 2 of TCj 2-0-0 4-0-0 6 4x4- T 1-0-0 _ 2x4� 2x4� ALL PLATES ARE MT2020 Stale: 0.870' =1' Robbins Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 13.5 LEE Online Plus -- Version 21.0.060 LL Defl 0.00- in A -C L/999 BC Dead Load 3.0 psf RUN DATE: 05-OCT-07 DL Defl 0.00- at L/999 Max comp. force 124 Lbs Shear // Grain in A -B 0.06 Max tens. force 91 Lbs CSI -Size- ----Lumber---- Quality Control Factor 1.00 TC 0.02 2x 4 SP42 BC 0.02 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 5.0 TC+BC 20.0 25.0 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area it Type Plt Size X Y JSI B MT20 4.Ox 4.0 Ctr-1.0 0.33 REVIEWED BY: Robbins Engineering, Inc. 6904 Parke East Blvd. Tampa, FL 33610 Total 45.0 Spacing 24.0n REFER TO ROBBINS ENG. GENERAL Lumber Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Plate Duration Factor 1.25 ADDITIONAL SPECIFICATIONS. TC Fb=1.15 Fc=1.10 Ft=1.10 NOTES: BC Fb=1.10 Fc=1.10 Ft=1.10 Trusses Manufactured by: East Coast Lumber Total Load Reactions (Lbs) Analysis Conforms To: it Down Uplift Horiz- FBC2004 A 498 295 D 51 R Design checked for LL on BC per BOCA (section 1606.2.3), it Erg Size Required IBC/IRC-2003 and FBC 2004 A 48.0- 011-to- 48- (section 1607.1), 20.0 psf. Design checked for 10 psf non - Plus 6 Wind Load Case(s) concurrent LL on BC. Plus 1 DBC LL Load Case(s) Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Membr CSI P Lbs AXI-CSI-Bud Wind -Force Resistance System. ----------Top Chords---------- Wind Speed: 140 mph A -B 0.02 124 C 0.00 0.02 Mean Roof Height: 15-0 B -C 0.02 124 C 0.00 0.02 Exposure Category: C --------Bottom Chords--------- Occupancy Factor : 1.00 A -C 0.02 1 C 0.00 0.02 Building Type: Enclosed Zone location: Exterior TL Defl 0.00- in A -C L/999 TC Dead Load 7.0 psf RoE Em' Fx M.N O:'!:e Pha 0195 2M7Vers n21.0.W0EMp eft-N=R1d5n0921129:42AM Pape1 ROBBINS ENG- sENERAL NOTES & _ i'MBOLS PLATE LOCATION FLOOR TRUSS SPLICE 1(R8 Genfer plates on pints unless (�• 4X2, 6X2 ) I I otherMsenotedinprate list i3ron drawing- Dimensions are given in hches (i.e.1 11T (W) =4Yde Face Plate or 15') or hN-16ths (i e.1118) (N) = Narow Face Plate PLATE SIZE AND ORIENTATION DIMENSIONS The first dnnensbon is All dnnensfans are shown in — -the ividth measured- --FT-IN=SX Cie_ 6' 8 ItT or 3x5 11 perpendicular to slots. B MIS ). Danenstoras less The second dimension is than one first are shaven m the length measured 1NSX only (i.e_ 700). parallel to slots. Plate orientation, shswn next to plate size, indicates direction of slots In q q 7QB connectorplates. ' 1 ROBBINS connector plates shall he applied on both faces of truss at each joint Center the plates, unless indicated othervnse. No loose knits or wane in plate contact area. Splice only where shown. Overall spans assume 4" bearing at each end, unless indicated otherwise. Cutting and fabrication shall be performed using equipment which produces snug -felting joints and plates. Unless otherwise noted, rnoisture content of lumber shall not exceed 19% at time of fabrication and the attached truss designs are not applicable for use with fire retardant lumber and same preservative treatments. Nails specified on truss design dravrmgs refer to common wire nails, except as noted_ The attached design drawings vlere prepared in accordance with " National Design Specifications for Wood Construclion' (AF & PA ),' National Design Standard for Metal Plate Connected Wood Truss t onstruc#ean" (ANSUTPI 1). and HUD Design Criteria for Trussed Rafters. LATERAL BRACING Designates the [station for continuous lateral bracing (CLB) for support of Endiv5dual tnass members only. CLSs must be properly asuirureed orrestramed to prevent simultanemm bucking of adjacent truss members. W - Achrar Bearing %wath Iru-sx) R- Readron (33s.) u - upon (cos.) BEARING When truss is designed to —bear- an multiple supports, ®rterior bearing Iecations should be marked on the truss. Interior support or temporary shoring must be in place before erecting this mass. If necessary. shim bearings to assure sad contact with truss. Robbins Eng_ Co. bears no responsbilityfor the erection of trusses, field bracing or pemnertent truss bracing_ Refer to BCS1 1-03 as published by Truss Plate Institute, 218 North Lee Street, Suite 312, Atexandfia, Virginia 22314. Persons erecting trusses are cautioned to seek professional advice concerning prnper erection bracing to prevent toppling and ' dominoing'. Care should be taken to prevent damage during fabrication, storage, shipping and erection_ Tap and bottom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively. It is the responsibTity of others to ascertain that design loads utilized on these drawings meet or exceed the actual dead loads unposed by the structure and the live loads imposed by the beat building code or historical climatic records. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR- IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN 1 SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS FABRICATOR. 69D4 Parise East Blvd Tampa, F133610-4115 lowTel= 813-972-1135 Fax 313-971-6117 avww-robtunseng.com �•�.a•un.:.s•�, lsc. RE: 10405 - Site Information: Project Customer. Tricon Dev. Project Name: #10405 Lot/Block: OCEANIQUE-GARAGE D Subdivision: OCEANIQUE Address: City: COCOA BEACH State: FLORIDA /0-64e�G_ G. fir t{-'D O Name Address and License # of Structural Engineer of Record, If there is one, for the building. (� o Name: License Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2004/TP12002 Design Program: Robbins OnLinePlus 21.0.060❑ Wind Code: ASCE 7-02 Wind Speed: 140 mph Floor Load: N/A psf Roof Load: 45.0 psf This package includes 1 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T2701222 A8 9/28/07 The truss drawing(s) referenced above have been prepared by Robbins Engineering, Inc. under my direct supervision based on the parameters provided by East Coast Lumber-Melboumc. Truss Design Engineer's Name: ORegan, Philip My license renewal date for the state of Florida is February 28, 2009. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. 6904 Parke East Boulevard Tampa, FL 33610-4115 Phone: 813-972-1135• Fax: 813-971-6117 www.robbinseng.com mm� uFF-g fI Philip J. Megan, FL Lic. #58126 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Ced115555 DALLAS TAMPA September28,2007 OReean_ Philin sob nark _ Qvan Type Span Pl-Hl „*eft OR Right OH Engineering 10405 AS 46 TR 420800 6 - 0- 0 2- 0- 0 T2701222 TRICON OCEANIQUE- 10405 SO 4-3 SO 4-3 0 ca 0 0 0 0 TCI IN l 7-5-1 1 13-4-0 1 21-4-0 1 29-4-0 1 35-2-15 1 42-8-0 I� 5x5- e TT 3x6 _ 3x6_- 3x6 S M V 3x6 11-11-15 S4 6 S3 3x6 3x6_- _ 11-0-3__ 1 4x6- A C Q P E U T 2x411 3x6- 4x8= 3x6- 2x411 S1 M 52 63 W:800 3x6- W:800 3x6- W:800 R: 842 R:2716 R: 842 U: 492 U:1459 U: 492 ALL PLATES ARE MT2020 Style: 0.139" = 1' Robbins Engineering, Online Flu. -- Vera ion 21.0.06 RUN DATE: 28-SEP-07 a.. e... a.».. u e u. u a e+• REPAIR Field repair for broken web(s) Scab to gene same else, grade sad sp ciea ae broken rage. 1 to one Face; extend to ails row in 2.3 No closer than 2.51' to break and end of scale; No closer then 1.0" to edge. Min nail spacing = 2.0" o.c. . - 0.131" x 3.25" gun nails S - 0.250" x 3.0011 screws row. n 2x4, saws or 2 rin 2z6 and larger No oser than 4.0" to brea and a of scab; No W. than 1.5 edge. Win SDS spacina = 4.0" o.c. -Web- Break Location E -e 3- 0- 0 from E M 3- 0- 0 From e I Can 10d 16d SUB Meteor. 10 8 8 4 Spacng(I.) 4.0 4.0 4.0 4.0 m #Fast .... a indicate. inimum cumber on each aide of break. Apply all connectors ao as to avoid damaging lumber and I ..... in, Plate. at joint.. CSI -Size- ----Lumber---- TC 0.64 2x 4 SP-#2 BC 0.62 2. 4 SP-R2 WB 0.45 2x 4 SP-#3 SCB (1) 2. 4 SP-#3 u Brace trce ae Follows: O.C. From To TC Cont. 0--0--0 42-8-0 BC Coat. 0- 0- 0 42- 8- 0 One Continuous Lateral Brace 0 S -E E -B Attanh CLB r at each rage. Inc./online Plus= E -V CA (2)-10d nails ps£-Ld Dead Live TC 15.0 20.0 BC 5.0 5.0 TC+HC 20.0 25.0 Total 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC n=1.15 Fc=1.10 Et=1.10 gC FW1.10 Fe=1.10 Ft-1.10 ,1 Load Reactions (Lb.) Dow Uplift Rorix- 842 493 U 559 R 2716 1460 U 842 493 U 559 R ,it Be, Ai.. Required A 8.0" 1.5" E 8.0" 3.1" C 8.0" 1.5" Plus 6 Wind Load Case (a) Plus 1 BBC LL Load Case (a) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Point. and Mid -panel on BC Merger CSI P Me Axl-CSI-And ----------Tap Chard ----------- * -R 0.49 866 C 0.01 0.48 N -S4 0.47 331 C 0.00 0.47 S4-S 0.56 311 T 0.00 0.56 S -B 0.64 632 T 0.08 0.56 B -V 0.64 632 T O.OB 0.56 V -S3 0.56 311 T 0.00 0.56 S3-W 0.47 331 C 0.00 0.47 W -C 0.49 866 C 0.01 0.48 --------Bottom Chords --------- A -Q 0.62 855 T 0.08 0.54 Q -P 0.47 855 T 0.08 0.39 P -S1 0.35 510 T 0.02 0.33 S1-E 0.57 510 T 0.02 0.55 E -S2 0.57 510 T 0.02 0.55 S2-U 0.35 510 T 0.02 0.33 U -T 0.47 855 T 0.08 0.39 T -C 0.62 855 T 0.08 0.54 APPROX. TRUSS WEIGHT: 320.9 LBS Q -R 0.08 279 T R -P 0.45 646 C P -S 0.18 581 T S -E 0.44 1051 C 1 BY E -B 0.21 1124 C 1 Br E -V 0.44 1051 C 1 BY U -V 0.18 581 T U -W 0.45 646 C T -W 0.08 279 T TL De£1 -0.17" in A -Q L/999 LL De£1 0.11•' in P -E L/999 DL De£1 -0.12" at S2 L/999 Shear // Grain in S -B 0.32 Plate. for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 G., Groe. Area it Type Plt Size E Y JSI A MT20 4.Ox 6.0 Ctr 0.1 0.76 C MT20 4.Ox 6.0 Ctr 0.1 0.76 REVIEWED BY: Robbins Engineering, Inc. 6904 Parke East Blvd. Tampa, 17. 33610 REFER TO ROBBINS ENG. GENERAL WOMB AND SYMBOLS SWEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Truase. Manufactured by: East Coast Lumber Analyei. Conforms To: MC2004 OH Loading Soffit psf 2.0 Design checked for LL o. BC per BOCA (section 1606.2.3), IBC/IRC-2003 and MC 2004 (section 1607.1), 20.0 p.f. Design checked for 10 pa£ non - concurrent LL on BC. Wind Loads - ANSI / -SCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Seel ... d Zone location: Exterior TC Dead Load : 7.0 pa£ BC Dead Load 3.0 pe£ Max comp. force 1124 Lbs Max twos. force 855 Lb. Quality Control Feet.. 1.00 Philip J. O'Regan, FL Lic. #58126 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 September 28,2007 RobV=Engineemg, NCION' a PM"' O 199 200T VeM n 21.0.NO E ag eemg-Pm 4 9na00078:44:08 AM Pagel ROBBINS ENG.- sENERAL NOTES & _'MBOLS PLATE LOCATION FLOORTRUSS SPLICE {S� 108 Center plates on joints unless ( 3)(2, 4)(2, 6X2 ) I I otherwise nosed in plate fist rim or on drawing_ Dimensions are given in iinnctes (i_e.1 17 = Wide Face Plate or I-T ) or IN-16ths (i.e.108) (N} = Naraw Face Plate PLATE SIZE AND ORIENTATION DIMENSIONS The first dmhennsion is All dunensions are shorn En --thewrdth-measured FT-INSX (ie. (r 8 11T or 3x5 11 perpendicular to slots. C-08-08 I. Dimensions less The second dimension is than one foot are shmvn m r u the length nreasured INSX only (i.e. 706). parallel to sbts. Plate orientation, shown next f'-- 6-08-08 —� to plate size, indicates direction cf slots in 708 connector plates. ROBBINS connector plates shall be applied on both faces of truss at each joint. Center the plates, unless indicated otherwise- No loose knots or wane in plane contact area. Splice only where shown_ Overall spans assume 4" bearing at each end, unless indicated otherwise. Cutting and fabrication shalt be performed using equipment which produces snug -fitting joints and plates. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication and the attached truss designs are not applicable for use with fire retardant lumber and some preservative treatments. Nails specified on truss design dravirngs refer to common wire nails, except as noted. The attached design drawings were prepared an accordance with " National Design Specifications for Wood Construction" (AF & PA )," National Design Standard for Metal Plate Connected Wood Truss Construction" (ANSI/TPI 1), and HUD Design Criteria for Trussed Rafters. LATERAL BRACING Designates the !option for continuous lateral bracing (CLB) for support of Mhrldual truss members only. CLBs must be prupedy anchored or restrained to prevent simultaneous bucking of adjacent truss members. w - Adual Bearing wiath presx) R- Reaction (as.) u - upmt (ins.) BEARING When truss is designed to bear on multiple supports,, _ brteriorbearing locations should be marked an the truss_ Interior support or temporary sharing must be in place before erecting this truss_ If necessary, shin bearings to assure said contact vnth truss. Robbirns Eng_ Co. beats no responsibility for the erection of trusses, field bracing or permanent truss bracing_ Refer to BCSI 1-03 as published by Truss Plate Institute, 218 North Lee Street Suite 312, Alexandria, Virginia 22314_ Persons erecting trusses are cautioned to seek professional advice concerning proper erection bracing to prevent toppling and dominoing 0. Care should be taken to prevent damage during fabrication, storage, shipping and erection. Top and bottom chards shall be adequately braced in the absence of sheathing or rigid ceiling, respectively. It is the responsibility of others to ascertain that design loads utilized on these drawings meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code ar historical climatic records. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN / SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS FABRICATOR. 6904 Parke East Blvd_ Tampa, F1336104115 Tel: 813-972-1135 Fax_ 813-971-6117 J r / www-mbbinseng.cam r .eras': oI file i'VAIMVOW- - - arrhi+er+ure c• plannin¢ •: in+erior-derign- - -- _ October 11, 2007 TO: St.. Lucie County Building Department Attn: Carl Peterson RE: Permit #24050645 #D Oceanique Condominium I have reviewed the truss designs for garage building "D" at the Oceanique Condominium and find that they meet all requirements as outlined in my working drawings. -rr.... ' Architect, P.A. 1701 S. WASHINGTON AVE. • TITUSVILLE, FL 32780 • TEL. (321) 267-6915 • FAX (321) 268-5688 UNIVERSmL ENGINEERING SCIENCES, INC. Consultants In: Geotechnical Engineering • Environmental Sciences Construction Materials Testing • Threshold Inspection 803 South Kings Highway • Fort Pierce, Florida 34945 Phone: (772) 461-9815 Fax: (772) 461-9816 UES Project No.: 190190003-001-04 Report No: 001DR-0820 Date: 09-05-07 On -Site Time (hrs): SCANNED Travel Time (hrs): Travel Time (hrs): BY Total Time (hrs): S$lucieCounty ACTIVITY RECORD Client: Mr. Ed Lawrence Tricon Development P.O. Box 320637 Cocoa Beach, FL 32932-0637 Project: Oceanique Condominiums — Parking Garage North Hutchison Island r ) St. Lucie County, Florida Date of Activity: Technician 08-20-07 Mick Sterger 1.75 0.00 1.00 2.75 2(4C)c-)GLr5 ce'm - As requested, a Universal Engineering Sciences Technician was present at the above referenced project site for the purpose of earthwork testing for compaction and moisture densities for slab on grade exterior wall footing for parking Garage D. While on site, the technician observed the general condition of the areas to be tested and performed 12 soil density tests. All tests were performed in accordance with the drive sleeve method and were found to meet the project compaction requirements of 95% of the maximum dry density per ASTM D1557. The contractor was notified or a copy of the field report was left for their records. t j1V Illill Ir I t i/f L'701— Report of In -Place Density Tests Client: - Mr. Ed Lawrence Tricon Development P.O. Box 320637 Cocoa Beach, FL 32932-0637 Project: Oceanique Condominiums — Parking Garage North Hutchison Island St. Lucie County, Florida Area Tested: Exterior Footing Type of Test: Technician: Requirements: Field: ASTM D- 2922 Laboratory: ASTM D-1557 Mick Sterger UES Project No. 19-0190003-001-04 UES Report No. 001D-0820 Date 09-05-07 Date of Test: 08-20-07 95% of Proctor maximum dry density. These tests apply to the fill and/or surficial soil conditions only and do not address the condition of the underlying soils below the tested depths. TEs7 # LOCATION OF TEST TEST ELEV. (1) TEST THICKNESS pN) PROCTOR # (2) FIELD DRY DENSITY (PCF) FIELD MOISTURE % % COMPACTION RESULTS (3) 1 0' E off SW corner 0 12" 1 106.8 6.2 98 A 2 0' E off SW corner -1 12" 1 107.2 6.4 98 A 3 5'W off SE comer 0 12" 1 109.1 8.3 100 A 4 5'W off SE comer -1 12" 1 109.3 7.9 100 A 5 SW off NE corner 0 12" 1 109.6 10.8 101 A 6 5"W off NE corner -1 12" 1 110.1 10.1 101 A 7 0'E off NW corner 0 12" 1 110.3 7.3 101 A 8 0'E off NW corner -1 12" 1 109.4 8.1 100 A iii Ref. Datum: 0 = Bottom of Footing (21 Maximum Optimum Dry Moisture Proctor# Density Content 1 112 11 (3) Results Key A. Compaction meets minimum tegl;iremgnts B. Compaction does not meetlm'igimum 1'e$Gimrnents C. Moisture does not meet.legp reme;,ts, D. Recompaction reouired : L Report of In -Place Density Tests Client: -- Mr. -Ed Lawrence Tricon Development P.O. Box 320637 Cocoa Beach, FL 32932-0637 Project: Area Tested: Type of Test: Technician: Requirements: Oceanique Condominiums — Parking Garage North Hutchison Island St. Lucie County, Florida Parking Garage D slab on grade Field: ASTM D- 2922 Laboratory: ASTM D-1557 Mick Sterger UES Project No. 19-0190003-001-04 UES Report No. 001D-0820 Date 09-05-07 Date of Test: 08-20-07 95% of Proctor maximum dry density. These tests apply to the fill and/or surficial soil conditions only and do not address the condition of the underlying soils below the tested depths. TEST # LOCATION OF TEST TEST ELEV. (1) TEST THICKNESS (IN) PROCTOR # (2) FIELD DRY DENSITY (PCF) FIELD MOISTURE % % COMPACTION RESULTS (3) 1 10'N x 10' W off SE corner 0 12" 1 109.7 3.6 98 A 2 1 O'N x 1 O'E off SW corner 0 12" 1 109.2 4.1 98 A 3 10'S x 1O'E off NW comer 0 12" 1 107.7 7.7 96 A 4 10'S x 10'W off NE comer 0 12" 1 106.2 3.9 95 A 01 Ref. Datum: 0 = Top of Final Grade 121 Maximum Optimum Dry Moisture Proctor# DensitV Content 1 109 12 (3) Results Key A. Compaction meets minimum requirements S. Compaction does not meet minimum requirements C. Moisture does not meet requirements D. Recompaction required tr � UNIVERSwL ENGINEERING SCIENCES, INC. Consultants In: Geotechnical Engineering • Environmental Science! - Construction Materials Testing • Threshold Inspection - �_[�tJi�Aa� 803 South Kings Highway •Fort Pierce, Florida 34945 r-Yi-- Phone: (772) 461-9815 Fax: (772) 461-9816- �e�� IN � \- nAae '-TJ�2 Client: Mr. Ed Lawrence Tricon Development P.O. Box 320637 Cocoa Beach, FL 32932-0637 Project: Oceanique Condominiums — Parking Garage Q o5 p 6 y North Hutchison Island St. Lucie County, Florida Date of Activity: 08-20-07 Technician: Mick Sterger As requested, a Universal Engineering Sciences Technician was present at the above referenced project site for the purpose of earthwork testing for compaction and moisture densities for slab on grade exterior wall footing for parking Garage D. While on site, the technician observed the general condition of the areas to be tested and performed 12 soil density tests. All tests were performed in accordance with the drive sleeve method and were oun not-to_m -- e_r-roiect_cnmpactior-regurrement kos 95°(wTof the maximum dry density per ASTM D1557. The contractor was notified or a copy of the field report was left for their records. 1 ,�. ,� Vol UNIVERSML ENGINEERING SCIENCES, INC. UES Project No. 19-0190003-001-04 Consultants In: Geotechnical Engineering • Environmental Sciences UES Report No. 001D-0820 Construction Materials Testing • Threshold Inspection Date 09-05-07 803 South Kings Highway • Fort Pierce, Florida 34945 Phone: (772) 461-9815 Fax: (772) 461-9816 Report of In -Place Density Tests Client: Mr. Ed Lawrence - Tricon Development P.O. Box 320637 Cocoa Beach, FL 32932-0637 Project: Oceanique Condominiums — Parking Garage North Hutchison Island St. Lucie County, Florida Area Tested: Exterior Footing Type of Test: Field: ASTM D- 2922 Laboratory: ASTM D-1557 Date of Test: 08-20-07 Technician: Mick Sterger Requirements: 95% of Proctor maximum dry density. These tests apply to the fill and/or surticial soil conditions only and do not address the condition of the underlying soils below the tested depths. TEST # LOCATION OF TEST TEST ELEV. (1) TEST THICKNESS (IN) PROCTOR # (2) FIELD DRY DENSITY (PCF) FIELD MOISTURE % % COMPACTION RESULTS (3) 1 0' E off SW corner 0 12" 1 106.8 6.2 98 A 2 0' E off SW Corner -1 12" 1 107.2 6.4 98 A 3 5'W off SE comer 0 12" 1 109.1 8.3 100 A 4 5'W off SE comer 1 12" 1 109.3 7.9 100 A 5 5'W off NE comer 0 12" 1 109.6 10.8 191 A 6 5"W off NE corner -1 12" 1 110.1 10.1 101 A 7 0'E off NW corner 0 12" 1 110.3 7.3 101 A 8 0'E off NW comer -1 12" 1 109.4 8.1 100 A yr Ref. Datum: 0 = Bottom of Footing (2) Maximum Optimum Dry Moisture Proctor # Density Content 1 112 11 (3) Results Key A. Compaction meets minimum requirements B. Compaction does not meet minimum requirements C. Moisture does not meet requirements D. Recompaction required - y r Vr� r y- UNIVERSAL ENGINEERING SCIENCES, INC. Consultants In: Geotechnical Engineering • Environmental Sciences Construction Materials Testing • Threshold Inspection 803 South Kings Highway • Fort Pierce, Florida 34945 Phone: (772) 461-9815 Fax: (772) 461-9816 Report of In -Place Density Tests Client — - Mr. -Ed -Lawrence-- - - — - Tricon Development P.O. Box 320637 Cocoa Beach, FL 32932-0637 Project: Oceanique Condominiums — Parking Garage North Hutchison Island St. Lucie County, Florida Area Tested: Parking Garage D slab on grade Type of Test: Field: ASTM D- 2922 Laboratory: ASTM 0-1557 Technician: Mick Sterger UES Project No. UES Report No. Date Date of Test: 19-0190003-001-04 001D-0820 09-05-07 08-20-07 Requirements: 95% of Proctor maximum dry density. These tests apply to the fill and/or surficial soil conditions only and do not address the condition of the underlying soils below the tested depths. TES1 # LOCATION OF TEST TEST ELEV. (1) TEST THICKNESS (IN) PROCTOR # (2) FIELD DRY DENSITY (PCF) FIELD MOISTURE % °/a OMPACTIO RESULTS (3) 1 10'N x 1 O' W off SE corner 0 12" 1 109.7 3.6 98 A 2 N 1 O x 1 O'E off SW comer 0 12" 1 109.2 4.1 98 A 3 1 O'S x 1O'E off NW corner 0 12" 1 107.7 7.7 96 A 4 1 O'S x 1 O'W off NE corner 0 12" 1 106.2 3.9 95 A �•r Ref. Datum: 0 = Top of Final Grade 121 Maximum Optimum Dry Moisture Proctor # DensityContent 1 109 12 (3) Results Key A. Compaction meets minimum requirements B. Compaction does not meet minimum requirements C. Moisture does not meet requirements D. Recompaction required u UNIVERSmL ENGINEERING SCIENCES, INC. Consultants In: Geotechnical Engineering • Environmental Sciences Construction Materials Testing • Threshold Inspection 803 South Kings Highway • Fort Pierce, Florida 34945 Phone: (772) 461-9815 Fax: (772) 461-9816 ACTIVITY RECORD Client: Mr. Ed Lawrence Tricon Development P.O. Box 320637 Cocoa Beach, FL 32932-0637 LIES Project No.: 190190003-001-04 Report No: 002CR-0824 Date: 09-05-07 On -Site Time (hrs): 2.75 Lab Time (hrs): 0.00 Travel Time (hrs): 0.50 Total Time (hrs): 3.25 Project: Oceanique Condominiums — Parking Garage North Hutchison Island St. Lucie County, Florida Date of Activity: 08-24-07 Technician: Mick Sterger As requested, a Universal Engineering Sciences Technician was present at the above referenced location for the purpose of concrete testing the slab on grade for entire Parking Garage D. While on site, the technician observed the general condition of the areas to be tested and cast 3 set(s) of 4 cylinders for compression strength testing. The concrete tested on this day was found to be in accordance with the project plans and specifications with regards to batch time, temperature, and slump. The contractor was notified or a copy of the field report was left for their records. UNIVERSAL ENGINEERING SCIENCES, INC. Consultants In: Geotechnical Engineering • Environmental Sciences Construction Materials Testing • Threshold Inspection 803 South Kings Highway • Fort Pierce, Florida 34945 Phone: (772) 461-9815 Fax: (772) 461-9816 Project No.. Report No.: Sample No.: Date 1st Issue: Date 2nd Issue: Date 3rd Issue: Final Issue: COMPRESSIVE STRENGTH OF 4 X 8 CONCRETE CYLINDER TEST SPECIMENS Client: Mr. Ed Lawrence Tricon Development P.O. Box 320637 Cocoa Beach, FL 32932-0637 Project: Oceanique Condominiums — Parking Garage North Hutchison Island St. Lucie County Florida 19-0190003-001-04 A1966-0824 A1966 09-05-07 DESIGN DATA Specified Strength 3000 Mix Design No. 730900 Ticket: 3000 psi at 28 days Date Sampled: 08-24-07 Time Sampled: 7:00 am Sampled By: Mick Sterger Slump: 6" FIELD Truck No.: 1509 Air Content (by volume): & Ticket No.: 341003 Concrete Temperature: 860 LAB Time Batched: 6:13 am No. of Cylinders Cast: 4 DATA Quantity of Load: 10yd3 Ambient Temperature: 830 Water Added At Site: — Weather Condition: Clear Contractor: Quality Admixture: 3000 PSI Supplier: Tarmac Location of Placement: Footing I Sam le: Center of far East Footing on Parking Garage Date Tested Age Days Type of Fracture Avg. Dimen. (in.) X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi)(psi) Average 08-31-07 7 2 4.00 12.57 30330 2410 09-21-07 28 09-21-07 28 H REMARKS This Form Conforms With ASTM C 39. Sampling and testing procedures were performed in general comp:iancexi;h ASTM C31, C138, C143, C172, C173, C231, C511, C617, C1064, C1231, C42, C157, C192, C403 and / or C4964as applies. If an detest was not completed, that deviates from C31 procedure. During Initial field curing; some samples ai a kept at ternfierptures outside the allowable range, allowed to dry, or are left in the field for longer than 24 hours. This.is. a,devfapon of ASTM C31 procedures. _i '- i� UT"R ii n UNIVERSHL ENGINEERING SCIENCES, INC. Consultants In: Geotechnical Engineering • Environmental Sciences Construction Materials Testing • Threshold Inspection 803 South Kings Highway • Fort Pierce, Florida 34945 Phone: (772) 461-9815 Fax: (772) 461-9816 Project No.: Report No.: Sample No.: Date 1st Issue: Date 2nd Issue: Date 3rd Issue: Final Issue: COMPRESSIVE STRENGTH OF 4 X 8 CONCRETE CYLINDER TEST SPECIMENS Client: Mr. Ed Lawrence Tricon Development P.O. Box 320637 Cocoa Beach, FL 32932-0637 Project: Oceanique Condominiums — Parking Garage North Hutchison Island St. Lucie Countv. Florida 19-0190003-001-04 A1967-0824 A1967 09-05-07 DESIGN Specked Strength 3000 Ticket: 3000 psi at 28 days DATA Mix Design No. 730900 Date Sampled: 08-24-07 Time Sampled: 7:40 am Sampled By: Mick Sterger Slump: 6° FIELD Truck No.: 1381 Air Content (by volume): — 8 Ticket No.: 341008 Concrete Temperature: 860 LAB Time Batched: 7:00 am No, of Cylinders Cast: 4 DATA Quantity of Load: 10yd3 Ambient Temperature: 840 Water Added At Site: — Weather Condition: Clear Contractor: Quality Admixture: 3000 PSI Supplier: Tarmac Center of Parking Garage D Location of Placement: I Sample: Center of footin Test Avg. Max. Compressive Age Type of Dimen. XSecL Area Compressive Strength Average Date Tested Days Fracture (in.) (in.) Load (lbs.) (psi)(psi) 08-31-07 7 2 4.01 12.63 36810 2910 09-21.07 28 09-21-07 28 H This Form Conforms With ASTM C 39. Sampling and testing procedures were performed in general compliance with ASTM C31, C138, C143, C172, C173, C231, C511, C617, C1064, C1231, C42, C157, C192, C403 and / or C496 as,eppltes, lif�8n air test REMARKS was not completed, that deviates from C31 procedure. During initial field curing; some samples are tent ati temperatu,Ui outside the allowable range, allowed to dry, or are left In the field for longer than 24 hours. This is a davtation of ASVM C31 procedures. L R 1� H.T.'r, S 5 r UNIVERSf:L ENGINEERING SCIENCES, INC. Consultants In: Geotechnical Engineering • Environmental Sciences Construction Materials Testing • Threshold Inspection 803 South Kings Highway • Fort Pierce, Florida 34945 Phone: (772) 461-9815 Fax: (772) 461-9816 Project No.: Report No.: Sample No.: Date 1st Issue: Date 2nd Issue: Date 3rd Issue: Final Issue: COMPRESSIVE STRENGTH OF 4 X 8 CONCRETE CYLINDER TEST SPECIMENS Client: Mr. Ed Lawrence Tricon Development P.O. Box 320637 Cocoa Beach, FL 32932-0637 Project: Oceanique Condominiums — Parking Garage North Hutchison Island St. Lucie County Florid;; 19-0190003-001-04 At968-0824 A1968 09-05-07 DESIGN DATA Specified Strength 3000 Mix Design No. 730900 Ticket: 3000 psi at 28 days Date Sampled: 08-24-07 Time Sampled: 8:45 am Sampled By: Mick Sterger Slump: 6" FIELD Truck No.: 1509 Air Content (by volume): — & Ticket No.: 341011 Concrete Temperature: 860 LAB Time Batched: 7:51 am No. of Cylinders Cast: 4 DATA Quantity of Load: 10yd' Ambient Temperature: 64° Water Added At Site: — Weather Condition: Clear Contractor: Quality Admixture: 3000 PSI Supplier: Tarmac Location of Placement: Parking Garage D footing Sample: 25'E x 10'S from Center of West end of Parkin I Garage D footin . Date Tested Age Days Type of Fracture Avg. Dimen. (in.) XSect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-31-07 7 2 4.01 12.63 31890 2520 09-21-07 28 09-21-07 28 H �I l REMARKS This Form Conforms With ASTM C 39. Sampling and testing procedures were performed in geheCal compliance with ASTM C31, C138, C143, C172, C173, C231, C511, C617, C1064, C1231, C42, C157, C192, C403 and focG4'96 az, app$es; If an air test was not completed, that deviates from C31 procedure. During initial field curing; some simplisare':cept at temperatures outside the allowable range, allowed to dry, or are left in the field for longer than 24 hours. „Yids is•a deviation of ASTM C31 procedures. —i� i U.S..-bEPARTMENT OF HOMELAND SECURIT, Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICAT' Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION OMB No. 1660-0008 EXDIreS February 28. 2009 ,put0 50(045 For Insurance Comoanv Use: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number GARAGE BUILDING "D" 4160 NORTH HIGHWAY A1A City FORT PIERCE State FL ZIP Code 32949 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) TAX PARCELS : (130-0003-000/3) ( 130-0005-000/7) (130-0007-00011) (130-0009-00015) A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) NON-RESIDENTIAL A5. Latitude/Longitude: Lat. Long. _ Horizontal Datum: [I N_ AD 1927 ❑ N_AD 1983 As. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) _ sq It a) Square footage of attached garage sq It b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade _ walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b _ sq in c) Total net area of flood openings in A9.b sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State ST.LUCIE COUNTY UNINCORPORATED 120285 ST.LUCIE I FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zones) AO, use base flood depth) 12111 C0089 G 11-04-1992 11-04-1992 X,AO-1&AO-2 2 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile X FIRM ❑ Community Determined ❑ Other (Describe) _ Bit. Indicate elevation datum used for BFE in Item B9: X NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes XNo Designation Date _ ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Ct. Building elevations are based on: ❑ Construction Drawings' X Building Under Construction* ❑ Finished Construction "A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/Al-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized DNR 94-77-A30 Vertical Datum 6.70' (NGVD 1929) Conversion/Comments a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 10.0 X feet ❑ meters (Puerto Rico only) 11.4 Xfeet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) 10.0 X feet ❑ meters (Puerto Rico only) 10.0 X feet ❑ meters (Puerto Rico only) 11.4. X feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to canny elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ❑ Check here if comments are provided on back of form. Certifier's Name RICHARD A. PUTZ, PSM License Number 4505 Title PROFESSIONAL SURVEYOR AND MAPPER Company Name B.L.S.&C., INC. PLACE .SEAL HERE FEMA Form 81/31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy th .'responding information from Section A. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 4160 N. HIGHWAY A1A City FORT PIERCE State FL ZIP Code 32949 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Signature Date ❑ Check here if attachments _ SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is E] feet ❑meters E] above or E] below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is —_ ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is _._ ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community s floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4: G9.) is provided for community floodplain management purposes. / G4. Permit Number I G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement GS. Elevation of as -built lowest floor (including basement) of the building: _. 0 feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Community Name Telephone Signature ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions Building Photographs See Instructions for Item A6. Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 4160 NORTH HIGHWAY A 1 A City FORT PIERCE State FL ZIP Code 32949 Company NAICNumber If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, 'Right Side View" and "Left Side View" If submitting -more photographs than will -fit on this page, use the Continuation Page, following. Building Photographs Continuation Page For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number City State ZIP Code Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and 'Rear View; and, if required, 'Right Side View' and "Left Side View." i � d a iakdar defita July-15; 2004 - --- — Re: Oceanique Oceanfront Condos- St. Lucie County, Florida Building Permit*. L24050645,_L•`24050646,,-L24050647 u-- --11� Building Official St. Lucie County Building Department To Whom It May Concern: Please be advised of the following changes to the blueprints for Tricon Development, Inc. for Oceanique Oceanfront Condos. 1. Sheathing nailing pattern and fastener size added to Sheet A-2 Arcnitect, P.A. Bk 1701 S. WASHTINGTON AVE. • TITUSVILLE, FLORIDA 327800 TEL. (321) 267-6915 FAX (321) 268-5688 BOARD OF COUNTY COMMISSIONERS May 25, 2007 Mr. Ray Caron Project Manager Tricon-Development of Brevard, Inc. P.O. Box 320637 Cocoa Beach, FL 32932-0637 RE: Oceanique Oceanfront Condominiums May 22, 2007 Permit Extension Request SLC Permits 24050645 40 64 24050647 & 24050634 Dear Mr. Caron: PUBLIC WORKS CODE COMPLIANCE DIVISION Permits 24050645 (Garage Building D), 24050646 (Garage Building E) and 24050647 (Garage Building F) are currently valid until March 5, 2008. Written extension requests should be submitted one month prior to expiration. Extensions can be granted for a fee based upon the number of outstanding inspections at that time. Permit 24050634 (Building A) is currently valid until July 6, 2007. The permit can be extended to July 31, 2008 as requested for a fee of $1,650.00. This amount is based upon thirty-three open inspections at a cost of $50.00 per inspection. If you require any additional information, please do not hesitate to contact me at (772) 462-3755. Sincerely, Christopher Lestrange Code Compliance Manager Building Official Cc: Ken Arnold, Building Code Supervisor Frank Williams, Permitting Supervisor Permit Files J05EPH E. SMITH, District No. 1 • DOUG COWARD, District No. 2 • PAULA A. LEWIS, District No. J • CHARLES GRANDE. District No. 4 • CHRIS CRAFT, District No. 5 County Adminisrrotor - Douglos M. Anderson 2300 Virginia Avenue • Ft. Pierce, FL 34982 Permitting and Zoning: (772) 462-1553 FAX (772) 462-1735 Contractor Licensing: (772) 462-1672 • Code Enforcement (772) 462-1571 • Inspections: (772) 462-2165 Fox: (772) 462-1148 www.co.st-lucle.fl.us MAY. 2E:&dIdY ' J:40'M IK1U "" ' .tVtLVt'I'ILIYI n�. o•+� r. i i v TRICON DEVELOPMENT OY B:REVARD, INC. P.O. BOX320637 COCOA BEACH, FLORII IA 32932.0637 (321) 453-5360 FAX. (321} 453-3618 (e: 2g050(.'t5 May 22, 2007 St. Lucie County Code Compliance Division 2300 Virginia Ave. Ft. Pierce, fL 34982 Att.: Chris LeStrange Dear Mr. LeStrange: I am writing you per the advice of Ken Arnold. We were advised that Permit Numbers 24050645, 24050646 and 240®aru er.pired at this time. All these Permits pertain to T e Oeeanique Oceanfront 13 evulopment at 4160 North highway AlA in Fort Pierce. Presently, Permit No. 24050634 is being used. Permit Nos. 24050645 and 24050647 are for 24 unit garage b aildings which are detached from the main structure. Permit No. 2405646 is a 20 unit garage building which is detached from the main structure. At this time, please extend our Permit until July 2008. Thanking you in advance, eg^ OCP Ray Ca n 5 zSc Project Manager PN,6 e4e d a '-O . (os 4 `Gem On 1$ `O (o �1t tl rS ion iCQ C rrG Parcel 1 Parcel�Identification ]Vo.: 1423=130-0005 000-7 - (BLDG 'A') "C d The North 100 feet of the South 1200 feet of Government Lot 1, lying East of State Road A-1-A, in the North Half of Section 23, Township 34 South, Range 40 East, as measured _ at right —angles to the South line of said Government Lot 1, as shown on Plat of Survey of said Section 23, recorded in Plat Book 8, Page 21,. of the Public Records of St. Lucie County, Florida. Parcel 2- Parcel Identification No.: 1423-120-0025-000-2 Land situated in the County of St. Lucie, State of Florida, more particularly described as: the North 100 feet (more or less) of the South 1600 feet of Government Lot 1, in the North 1/2 of Section 23, Township 34 South, Range 40 East, St. Lucie County, Florida, as measured at right angles to the South line of said Government Lot 1, as shown on plat of survey of said Section 23, recorded in Plat Book 8, Page 21, of the Public Records of St. Lucie County, Florida, which lies Easterly of the Easterly right-of-way line of State Road A-1-A. Subject to any state of facts an accurate survey or personal inspection of the premises might disclose; all applicable zoning ordinances and government regulations; all charges for utilities finnished by a municipality which may be or may become a lien on the subject property in accordance with Section 159.17, Florida Statutes; Coastal Construction set back line as set forth in Plat Book 16, Pages 32A-32G, of the Public Records of St. Lucie County, Florida; riparian and littoral rights; the right, title or interest, if any of the public to use any -part of the land seaward of the most inland of any of the following: (a) the natural line of vegetation; (b) the most extreme high water line; (c) the bulkhead line; (d) any other line which -has been or which hereafter may be legally established as relating to such public use; restrictions and mattes appearing on the plat or otherwise common to the Subdivision; utility easement. Parcel 3: Parcel Identification No.: 1423-130-0002-000/6 1423-130-0001-000/9-(tbLD6- The North 100 feet of the South 1500 feet of Government Lot 1, Section 23, Township 34 South, Range 40 East, lying and being in St. Lucie County, Florida, less right-of-way of State Road A-1-A Parcel 4: Parcel Identification No.: 1423430-0009-000/5 - (i3Lxe. A) - (9;-LDG; 'r , All that part of the North 100 feet of the South 1000 feet of Government Lot 1, in the North 1/2 of Section 23, Township 34 South, Range 40 East, St. Lucie County, Florida, # 50096 V1 # 50096 v1 A� lying East of the Easterly right-of-way line of Route A-1-A, as measured at right angles to the South line of said Government Lot.l a shown on plat of survey of said Section 23 recorded in Plat Book 8, Page 21, of the Public Records of St. Lucie County, Florida Parcel 5: ParceP.Ii1entificationNo 423-130-0007-000/1 � (et.D&, A) —. (L?,.. g The North 100 feet of the South 1100 feet of Government Lot 1, lying East of S`ta%_ Road _ . A-1-A in Section 23, Township 34 South, Range-4-0 East, St. Lucie County, Florida, as measured at right angles to the South line of said Government Lot 1 as shown on plat -of survey of said Section 23 recorded in Plat Book 8, Page 21, of the Public Records of St. Lucie County, Florida Parcel 6• Parcel Identification No.: 1423-130-0006-0004 The North 100 feet of the South 1200 feet of Government Lot 1, lying West of the West right-of-way of State Road AIA, in the North 1/2 of Section 23, Township.34 South, Range 40 East, St. Lucie County, Florida, as measured at right angles -to the South line of Government Lot 1 as shown on the Plat of Survey of said Section 23, recorded in Plat Book 8, Page 21, of the Public Records of St. Lucie County, Florida, less right-of-way for State Road AIA. Parcel 7: Parcel Identification No.: 1423-130-0003-000-3'(t3tDe-•�5 1423-130-0004-000-0 The North 200 feet of the South 1400 feet of Government Lot 1, in the North 1/2 of Section 23, Township 34 South, Range 40 East, St. Lucie County, Florida, as measured- at right angles to the South line of said Government Lot 1 as shown on Plat of Survey of said Section 23 recorded in Plat Book 8, Page 21, of the Public Records of St. Lucie County, Florida, less right-of-way for State Road AIA. # 50096 vt - # 50096 vl 1. [f NOTICE OF COMMENCEMENT Permit No. State Of Tax ID = _ County Of t will be made to certain real propem', and in accordance with Chapter THE UNDERSIGNED hereby gives notice that improvemenf Commencement. Florida Statutes, the following information is provided in this Notice o Legal Description of property and street address, if 2"'i id'J 3.— t=,n—t�rO 5—EEC7l \General description of improvements Owner L"CEd �l(cflE DY3 \� n a.irnec 0 7 c Al r.OIOQ'TL—'h c- c%4 cV w 0 cS C� .O 01 0 0 Cc uO o O 01 LO rr-I lzr CJ O CD �7 O N r-I zr Ln L Ira m o n .. E v _ z 0 a m o rani U- cc Owner's interest in site of Z3 Fee Simple Title holder (if other than owner) Address Phone # 321- q63 53� Contractor,` R I CANg��'u�� Fax # 3Z1-453 —3/c t $ Address R-Zj fJ I A4ERR4 rt_ Phone Surety IV Fax k Address Amount of Bond S Phone Lender Fax # Persons within the State of Florida designated by Owner upon whom notices or other documents maybe served as provided by SACtion 713.13 (1) (a) 7., Florida Statutes: Phone # 32-1-453-53�o Name Mswi� tG� ko os < n Fax # �z Address z 5 M U Ll l-4S3 �-3 8 q Co-T.iuAar PKvt1.� tiS_' In addition to himself, owner designates Rc T KODSI ofTg;[Vf J I�=� �yt °i- 3vD (Phone # 371 4S3 S3bc7 Fax #3"53-3b1&) to receive a copy of the Lienor s Notice as provided in Section 713.13(1)(b), Florida Statutes. Expiration date of notice of commencement is one year from the date of recording unless a different date is specified. (Date) 40fiRSKSIGNA STATE OF FLORIDA, COUNTY OF 5�° %� who is personally known to me or Acknowledged before me this day ofQo^^F't'�- 20� -,byrn who has produced as identification. STATE OF FLORIDA ST. LUCIE COUNTY PHIS IS TO CERTIFY THATTHIS ISA TRUE AND CORRECT COPY OFTHE ORIGINAL. JOANN IOLMAN,/C ER By Date %�nr /n iQ• r— (seal) SIGNATURE OF NOTAR YJ TYPE OR PRINT NAM NOTARY BRA. KING Notary Public - Stale of FIcnda NOTARY PUBLIC TITLE LyComm:�'a-� ExOns.Ln 22, 2006 COMMISSION NUMBER -.ownission A DD013784 (D) IE C ST. LUCIE COUNTY J BUILDING &ZONING M < 2300 VIRGINIA AVENUE :i 'c�ORI p• FORT PI56;4�;5 a82.6662 FILLED LANDS AFFIDAVIT I, the undersigned, am the owner of the following described property: ' P�+acrZ- l423- 130-otnS- � -� 14Z3-130-000 -Owl 1 (Tax ID/Legal desanpU0n1Aaares5l for which I have applied to St. Lucie County for a Final Development Permit. In accepting this Final Development Permit, BP Number I acknowledge that as owner of the above described property, and in accordance with Section 7.04.01(D), St. Lucie County Land Development Code, I shall be responsible for assuring adequate drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide for, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. BCl�1A11A1✓G DEVFZ.01�M^ �lti �-�G-- ro ert Owner Si�rature Date Property Owner Name P Y • STATE OF FLORIDA. COUNTY OF .'- �Ar�-��'2i� ACKNOWLEDGED BEFORE ME THIS c v DAY O��'��b2L • Z�—a' BY t 1Q C,�^'-L�t WHO IS PERSONALLY KNOWN TO ME OR WHO HAS PRODUCED I, AS IDENTIFICATION. SIGNATURE OF NOTARY TYPE OR PRINT NAME OF NOTAF� (SEAL) NOTARY PUBLIC TITLE COMMISSION NUMBER O S mot BRENDA A. KING .: KotarY P„blic - State of Florida Cornmisskm E)hes Jun 22.2005 Commission tt DD013764 /XL This instrument prepared by: Philip P. Mehrr, Esq. Gray, Harris a Robinson, P. A. isoo w. Hibiscus Blvd., suite 133 Melbourne; FL 32501 IINIIIII�N�flIIIIIIINNINNNI�INVNII��l�lll IINI( cFN 2003244460 08-11-2003 04:05 pm OR aoaWPags: 5012 / 1449 BY St. Luciecounty QUIT CLAIM DEED ltibi" THIS QUIT CLAIM DEED, executed this n± day of 3n�, 2003 by Maurice Kodsi, individually and as Trustee, First Party, whose address is Post Office Box 320367, Cocoa Beach, Florida 32932, and Oceazuque Development Company, Inc., a Florida Corporation, Second Party, whose address is Post Office Box 320637, Cocoa Beach, Florida 32932: (wherever used hcrein the terms "First Party' and "Second Fatly include all the Patin to thisissountant and the heirs, legal representativcs and assigns of individuals, and the successors and assigns of eorporatiens). WITNESSBTH: That the said First Party, for and in consideration of the sum of $1.00 in hand paid by the said Second Party, the receipt whereof is hereby aclatowledged does hereby remise, release and quit -claim unto the said Second Party forever, all the right, title, interest, claim and demand which the said First Party has in and to the following described lot, piece, or parcel of land, situate, lying and being in the County of St Lucie, State of Florida, to -wit: SEE EXHIBIT `A' ATTACHED HERETO AND INCORPORATED HEREIN BY REFERENCE TO HAVE AND TO HOLD the same together with all and singular the appurtenances thereunto belonging or in anywise appertaining, and all the estate, right, title, interest, lien, equity and claim whatsoever of the said First Party, either in law or equity, to the only proper use, benefit and behoof of the said Second Party forever. IN WITNESS WHEREOF, the said First Party has caused these presents to be executed on the day and year first above written. tt -� / / Iwo //� E>CRMTTA. ZFN 2003244460 Parcel 1: DR BOOWPage: 5012 / 1450 Parcel Identification No.; 1423-130-0005-000-7 The North 100 feet of the South 1200 feet of Government Lot I, lying East of State Road A-1-A, in the North Half of Section 23, Township 34 South, Range 40 East, as measured _at right.angles-to-the-South-Iine-of said Government-Lot-1,—as-shown-on Plat -of Survey of - said Section 23, recorded in Plat Book 8, Page 21, of the Public Records of St. Lucie County, Florida. Parcel 2; ' Parcel Identification No.: 1423-120-0025-000-2 Land situated in the County of St. Lucie, State of Florida, more particularly described as: the North 100 feet (more or less) of the South 1600 feet of Government Lot 1, in the North 1/2 of Section 23, Township 34 South, Range 40 East, St. Lucie County, Florida, as measured at right angles to the South line of said Government Lot 1, as shown on plat of survey of said Section 23, recorded in Plat Book 8, Page 21, of the Public Records of St. Lucie County, Florida, which lies Easterly of the Easterly right-of-way line of State Road A-1-A. Subject to any state of facts an accurate survey or personal inspection of the premises might disclose; all applicable zoning ordinances and government - regulations; all charges for utilities famished by a municipality which may be or may become a lien on the subject property in accordance with Section 159.17, Florida Statutes; Coastal Construction set back line as set forth in Plat Book 16, Pages 32A-32G, of the Public Records of St. Lucie County, Florida; riparian and littoral rights; the right, title or interest, if any of the public to use any part of the land seaward of the most inland of any of the following; (a) the natural line of vegetation; (b) the most extreme high water line; (c) the bulkhead line; (d) any other line which has been or which hereafter may be legally established as relating to such public use; restrictions and mattes appearing on the plat or otherwise common to the Subdivision; utility easement. Parcel 3: Parcel Identification No.: 1423-130-0002-000/6 1423-130-0001-000/9 The North 100 feet of the'South 1500 feet of Government Lot 1, Section 23, Township 34 South, Range 40 East, lying and being in St. Lucie County, Florida, less right-of-way of State Road A-1-A Parcel 4: Parcel Identification No.: 1423-130-0009-000/5 All that part of the North 100 feet of the South I000 feet of Government Lot 1, in the North 1/2 of Section 23, Township 34 South, Range 40 East, St. Lucie County, Florida, 0 50096 v1 • # 50096 V 1 lying Fast of the Easterly right-of-way line of Route A-1-A, as measured at right angles to the South line of said Government Lot 1 a shown on plat of survey of said Section 23 recorded in Plat Book 8, Page 21, of the Public Records of St. Lucie County, Florida. Parcel 5• Parcel Identification No.: 1423-130-0007-000/1 The North 100 feet of the South 1100 feet of Government Lot 1, lying Fast of State Road A-LAin-Section-23,-Township 341outh,-Range 40-East-St. Lucie County, Florida; as measured at right angles to the South line of said Government Lot 1 as shown on plat of survey of said Section 23 recorded in Plat Book 8, Page 21, of the Public Records of St. Lucie County, Florida. Parcel 6: Parcel Identification No.: 1423-130-0006-000-4 The North 100 feet of the South 1200 feet of Government Lot 1, lying West of the West right-of-way of State Road AIA, in the North 1/2 of Section 23, Township 34 South, Range 40 East, St. Lucie County, Florida, as measured at right angles to the South line of Government Lot I as shown on the Plat of Survey of said Section 23, recorded in Plat Book 8, Page 21, of the Public Records of St. Lucie County, Florida, less right-of-way for State Road AIA. Parcel 7: Parcel Identification No.: 1423-130-0003-000-3 1423-130-0004-000-0 The North 200 feet of the South 1400 feet of Government Lot 1, in the North 1/2 of Section 23, Township 34 South, Range 40 East, St. Lucie County, Florida, as measured at right angles to the South line of said Government Lot 1 as shown on Plat of Survey of said Section 23 recorded in Plat Book 8, Page 21, olthe Public Records of St. Lucie County, Florida, less right-of-way for State Road AIA. CFN 4a4eo OR BcowPape; 5012 / 1'451 # 50096 N - 0 50096 A r BOARD OF COUNTY COMMISSIONERS January 23, 2003 JL�E�OG PUBLIC WORKS DEPARTMENT- • f 4 • ��ORIOP GcOeo NOTICE TO ALL BUILDING PERMIT APPLICANTS EFFECTIVE IMMEDIATELY we will require all residential and commercial building permit applications (including additions, expansions and interior remodeling) that propose to use central water and/or sewer, to submit with their building permit application: A RECEIPT FOR UTILITY SERVICE NO EXCEPTIONS JOHN D. DRUHN. Disma No. 1 • DOUG COWARD. Disma No. 2 • PAUTA A. LEWIS. Dlsma No. J • FRANNIE HUTCHINSON. Disrria No. 4 • CUFF BARNES. DisUla No. 5 County Adminimoror - Douglos M. Andemon 2300 Virginia Avenue • Fr. Pierce, FL 34982 Public Works: (772) 462-1485 • FAX (772) 462-2362 Division of Engineering; (772) 462-1707 Fax 462-2362 • Division of Rood G Bridge: (772) 462-2511 FAX 462-2363 Division of Solid Waste: (772) 462-1,768 FAX 462-6987 Division of Building G Inspections: (772) 462-1553 Fax 462-1735 • TDD (772) 462-1428 www.co.salude.fl.us B-11-2003 3:59PM FROM FLEIS/BENNETT ENG 321 779 2173 P. 1 BOARD OF COUNTY COMMISSIONERS May 12, 2003( Fleis . Bennet Engineering, Inc, Indian Harbor Beach Professional• Plaza 2060 Highway A-1-A,,Suite 308 Indian Harbor Beach- Florida 32937 Attn: Troy Edwards, Project Engineer Re: Oceanique Oceanfront, A Condominium Dear Mr. Edwards: UTILITIES DEPARTMENT WILLIAM OLAZAK DIRECTOR In response to your May 7, 2003 correspondence please consider the following: Sufficient water and wastewater capacity exists for your proposed project. • Reservation of the capacity will require execution of a developer's agreement with St. Lucie County and payment of all current applicable rates, fees and charges. Building permits will not be issued for the project until a developer's agreement is entered into and all rates, fees and charges paid in full. Reclaimed water is available to the project and sufficient irrigation will need to be provided to dispose of reclaimed water in an amount equal to the wastewater flows for the project. This project is currently located within a Municipal Service Benefit Unit (MSBU) and additional Equivalent Residential Connections will need to be assessed to the property consistent with the density for the project. The MSBU was created to construct a central lift station and gravity sewer lines to serve properties in the immediate area of your project. THE attached memorandum from our MSBU Coordiantor indicates that the property is currently assessed for 56 ERC's for the off -site utility improvements. The proposed density of your project will require an additional 87 ERC's to be assessed to the property consistent with the methodology adopted for the MSBU. JOHN D. BRUHN. DIRrla No. 1 • DOUG COWARD. District No. 2 • PAULA A. LEMS. Dlmla No. 3 • FRANNIE HUrCHINSON. Disrrla No, 4 • CLIFF BARNES. DlsMcr No. 5 Counry Adminisrroror • Douglas M. Andenon 2300 Virginia Avenue • For Pierce, FL 34982 • Phone (772) 462-1150 • FAX (772) A62-1153 web site: www.co.st-lucie_fl.us 5-11-2003 3:59PM FROM FLEIS/BENNETT ENG 321 779 2173 P.2 The MSBU assessment is a completely separate charge and should not be confused with the normal water and wastewater plant and line charges. If you have any questions regarding the MSBU assessment please feel free to contact Rebecca Padrick in our Engineering Division and if any further information is required of the utility department please feel free to contact our office. Sincerely: f v William Blaz Utility Direct0 c: Rebecca Padrick, MSBU Coordiantor Dennis Murphy, Community Developmeht Director OFFICE USE ONLY: DATE FILED: ID S` REVISION FEE: �i PERMIT NUMBER: Lf O 5-0 RECEIPT NO.: iT. LUCIE COUNTY OF COMiMLWITY DEVELOPMENT UILDNG & ZONING )0 VIRGNIA AVENUE FILE C PIERCE, FL 34982-5652 •462-155.3 . y APPLICATION FOR BUILDING PERMIT REVISIONS S WNE PROJECTINFOR:NIATION St•LUC12pOlIYi1t 1. LOCATION!SITE ADDRESS: Il17T.1 IT K'n nr4zr,D 1 DTTfl\C nG' Di?n iD('T 3. CO\TRACTOR INFORMATION: ST. OF FL REG./CERTAI BUSINESS N.01E: Qualifiers.Name: ADDRESS: CITY: PHONE (DAYTI>IE): 4. ARCHIT/ENGINEER: NAME: _ ADDRESS: _ CITY: PHONE (DAYTIME): _ ST. LUCIE COUNTY CERT.= STA' FAX 0 U1/UL/LUUU U1.J0 13Z111711'IC I K1l:UN YHl]C l7Z mllNrgn o'lgilq o i4t, Flo, delp October 11, 2007 FIL COPY TO: St. Lucie County I Building Department , Attn: Carl Potoraon RE: Permit 024050645 41) � Oceaaique Condominium I: I have reviewed the truss designs for garage building "D" at the Oceaniqua Condominium and find that they mat all requiremens as outlined in my wor drawings, PdM. Architect, P.A. _ _ I _ I TOTAL P.03 <i 7 H Index Page 1 of 1 The Iber- Lot Number: ous: Address: in this box is for administrative purposes only and is not part of the engineering review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:10405 - TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 [-ENGINEERING, 6904 Parke Tampa, Engineering Index Sheet Tampa, FL 3 East Blvd. l d. ENGINEERING, INC. I Phone (813)972-1135 Index Page l oft Job Number Date T07071217 07/25/2007 A Professional Engineer's seal affixed to this responsibilities for individual truss componen Sheets. Determination as to the suitability of Building Designer, as defined in ANSIrrPI 1- maintained by Robbins Engineering, Inc. Cut be directed to the truss fabricator listed abov, Date Mark 1 107125/071 A1H 5 1071251071 A3 9 07/25107 A7 13 07/25/071 V12 17 1071251071 VF2 21 07/25/07 -EJBA 25 1071251071 -CJt FBC - 2004 Chapter 16 and 23 Date Mark 6 07/25/O7 A4 10 07/25/O7 AB 14 07/35/07 Ve 18 O7I25/07 VF3 Date Mark 3 07/25/07 A2 ] 1071251071 AS 15 107/25/071 V4 19 07126/07-HJ8 23 O7I25I07 -CJS Specification Quantity 25 ssional Engineering attached Truss Specification ;lure is the responsibdty of the al Truss Speclf cstion Sheet are ftached Specification Sheets may le Plus) Date Mark 4 07/25107 A2A 8 0]/25/07 A6 12 07125/07 V15GE 16 07/2510] VF1 20 O7/25/07 -EJ8 24 0]/25/07 -CJ3 Standard Loadin T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 5 psf B.C. Dead 5 psf Total 45 psf ANSOASCE 7.02 Wind Speed - 140 MPH Mean Roof Ht. - 15 FT Exposure Catergory - C Occupancy Factor - 1.00 MWFRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Thomas A. Albani License a: 39380 Address: P.O. Box 280055, Tampa, FL 33682 psfou 00 1 1 .* .jr LU 'i 9 •o. D Sr. CARBORILESS FORM 3813 _ NO CARBON REQUIRED 9NV®ICE TRIPLICATE INVOICE J. DATE YOUR ORDER NO. OUR ORDER NO. 'SHIP TO: jF O B - TERMS -.1 r :, DATE SHIPPED SHIPPEDVIA' SALESMAN ORDERED SHIPPED DESCRIPTION PRICE PER AMOUNT TNJA SOPSMCnF IN I cA FORM 3813 ORIGIIlIAL ...!!! TR=CON DEV.,OCEANIQUE-GARAGE D,#10405,W/STPLTS&HGRS,NC {TRUSS} Page: 1 TABLE INDEX SHEETS 10405/ 1 1 HIPP A1H 6.00 42-08-00 24-00 24-00 4/6 10405/ 1 2 HIPP A1HA 6.00 42-08-00 24-00 24-00 4/6 10405/ 1 1 HIPP A2 6.00 42-08-00 24-00 24-00 4/4 10405/ 1 1 HIPP A2A 6.00 42-08-00 24-00 24-00 4/4 10405/ 2 1 HIPP A3 6.00 42-08-00 24-00 24-00 4/4 10405/ 2 1 HIPP A4 6.00 42-08-00 24-00 24-00 4/4 10405/ 2 1 HIPP AS 6.00 42-08-00 24-00 24-00 4/4 10405/ 2 1 HIPP A6 6.00 42-08-00 24-00 24-00 4/4 10405/ 2 1 HIPP A7 6.00 42-08-00 24-00 24-00 4/4 10405/ m 46 1 TR A8 6.00 42-08-00 24-00 29-00 4/4 10405/ 2 1 TR A9SGE 6.00 42-08-00 24-00 24-00 4/4 1040 6 1 VL.S V1515GE 6.00 15-00-00 00-00 00-00 4/4 1 10405/ 6 1 VL.S V12 6.00 12-00-00 00-00 00-00 4/4 10405/ 6 1 VI,.S VB 6.00 08-00-00 00-00 00-00 4/4 10405/ 6 1 VL.S V4 6.00 04-00-00 00-00 00-00 4/4 10405/ 2 1 FLAT VF1 0.00 15-02-00 00-00 00-00 4/4 10405/ 2 1 FLAT VF2 0.00 15-02-00 00-00 00-00 4/4 I I �3 TTu55tT,5 ........ ...... �—..11— Ammo neap u e e U7aWU7 Fage:1ofZ TKIUUN ULt-V.7vC:Ls-H1VluuL'"-liHl<HIiP; U7{Flu4u37PY/D-1-rla-1 A0snk:wAOrvl. trscuauJ rnyn: � TABLE INDEX SHEETS 10405/ 2 1 FLAT VF3 0.00 15-02-00 00-00 00-00 4/4 F-T-T-T7 Robbins Engineering, Inc./Online PlusTMO 1996-2007 Version 20.0.0255ummar0 Page Trusses Report Date 07/25/07 Page:2 oft Robbins Engineering, IneJOnline PlusmC 1996-2007Venion 20.0.025Summary Page Tsussu Reporl Date 0725/07 Page: 1 of Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 AM 1 1 HIPP 420800 6 2- 0- 0 2- 0- 0 I tAICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 HO 4-3 SO 4-3 0 0 0 0 0 0 0 TC 1 8-0-0 I 26-8-0 8-0-0 I N 4x6 6x6 4x6 2.4 6.6 4x6 S T S3 J U V 5x8 5x9 B C 2x4 2x4 6-- M N 4-4-3 4x6 4x6 A F R 91 Q L P S2 O E Sx5 4x6 4.6 4x6 6x12 4x6 4.6 4x6 5.5 al W:800 W:8 0 W 8 0 R:1672 R:6062 R:1672 U: 975 U:3626 U: 975 scT--�------------- 21-4=0 --r--- 21_y_o � 42_8_0 ALL PLATES ARE MT2020 Scale: 0.149" = 1' Robbins Engineering, Inc./Online Plus' A 1672 976 8- 0 2- 0 S3 MT20 4.Ox 6.0 Ctr-0.2 0.94 Hz = -204 C UT20 5.Ox 8.0-1.3-3.4 0.75 Online Plus -- Version 20.0.025 L 6062 3626 8- 0 6-13 F MT20 5.Ox 5.0 Ctr-0.9 0.93 RUN DATE: 24-JUL-07 D 1672 976 8- 0 2- 0 E MT20 5.Ox 5.0 Ctr-0.9 0.93 Hz = 205 CSI -Size- ----Lumber---- TC 0.50 2x 4 SP-#2 Membr CSI P Lbs Axl-CSI-Bnd REFER TO ROBBINS ENG. GENERAL EX B -S3 2x 4 SP-SS ----------Top Chords---------- NOTES AND SYMBOLS SHEET FOR EX S3-C 2x 4 SP-SS A -M 0.35 2834 C 0.24 0.11 ADDITIONAL SPECIFICATIONS. BC 0.51 2x 6 SP-#2 M -B 0.50 2608 C 0.05 0.45 WB 0.71 2x 4 SP43 B -S 0.38 1805 C 0.01 0.37 NOTES: EX L -J 2x 6 SP42 S -T 0.37 171 T 0.00 0.37 Trusses Manufactured by: T -S3 0.52 2642 T 0.25 0.27 East Coast Lumber Brace truss as follows: S3-J 0.63 2642 T 0.25 0.38 Analysis Conforms To: O.C. From To J -U 0.63 2642 T 0.25 0.38 FBC2004 TC Cont. 0- 0- 0 42- 8- 0 U -V 0.37 171 T 0.00 0.37 Girder Step Down Hip BC Cont. 0- 0- 0 42- 8- 0 V -C 0.38 1805 C 0.01 0.37 Framing King Jacks WB 1 rows CLB on S -Q C -N 0.50 2608 C 0.05 0.45 Jack Open Faced WB 1 rows CLB on T -L N -D 0.35 2834 C 0.24 0.11 Setback 8- 0- 0 WB 1 rows CLB on L -U --------Bottom Chords--------- ON Loading WS 1 rows CLB on P -V A -F 0.51 2534 T 0.17 0.34 Soffit psf 2.0 Attach CLB with (2)-10d nails F -R 0.38 2327 T 0.31 0.07 Design checked for LL on BC at each web. R -S1 0.31 1805 T 0.24 0.07 per BOCA (section 1606.2.3), Sl-Q 0.33 1805 T 0.24 0.09 IBC/IRC-2003 and FEC 2004 Loading Live Dead (psf) Q -L 0.35 176 T 0.00 0.35 (section 1607.1), 20.0 psf. TC 20.0 15.0 L -P 0.35 176 T 0.00 0.35 Design checked for 10 psf non- HC 5.0 5.0 P -S2 0.33 1805 T 0.24 0.09 concurrent LL on BC. Total 25.0 20.0 45.0 S2-0 0.31 1805 T 0.24 0.07 Wind Loads - ANSI / ASCE 7-02 Spacing 24.0" O -E 0.38 2327 T 0.31 0.07 Truss is designed as a Main Lumber Duration Factor 1.25 E -D 0.51 2534 T 0.17 0.34 Wind -Force Resistance System. Plate Duration Factor 1.25 -------------Webs------------- Wind Speed: 140 mph TC Fb=1.00 Fc=1.00 Ft=1.00 M -F 0.06 266 T Mean Roof Height: 15-0 BC Fb=1.00 Fc=1.00 Ft=1.00 F -B 0.35 1119 T Exposure Category: C B -R 0.34 697 C Occupancy Factor : 1.00 Load Case # 1 Girder Loading R -S 0.22 715 T Building Enclosed - _Lumber Duration -Factor ._ 1.25. _ S--Q -0.-46-2369--0 1- BP Zone location: cation; Exterior Plate Duration Factor 1.25 Q -T 0.54 1707 T TC Dead Load .0 psf plf - Live Dead From To T -L 0.71 3626 C 1 Br BC Dead Load .0 psf 3 TC V 40 30 0.0' 42.7' L -J 0.10 816 C Max comp. force 3626 Lbs BC V 10 10 0.0' 42.7' L -U 0.71 3626 C 1 Br Quality Control Factor 1.00 TC V 60 45 8.0' 34.7' P -U 0.54 1707 T BC V 15 15 8.1' 34.5' P -V 0.46 2369 C 1 Br FABRICATOR NOTES: BC V 467 373 8.1' CL-LB O -V 0.22 715 T 1. EAST COAST LUMBER 6 SUPPLY BC V 467 373 34.5' CL-LB 0 -C 0.34 697 C MAURICE A. SHASHOUA, E -C 0.35 1119 T P.E.#EB5251 6 19554 E -N 0.06 266 T 5285 ST. LUCIE BLVD. Plus 6 Wind Load Cases) FORT PIERCE FL. 34946 Plus 1 UBC LL Load Case(s) TL Defl -0.16" in O -E L/999 2. !!!CAUTION!!I READ "BCSI-B1 LL De£l -0.09" in O -E L/999 SUMMARY SHEET" BEFORE Checked for NonConcurrent 200 Shear // Grain in H -S 0.61 HANDLING , INSTALLING 6 Lbs Moving Point Load applied BRACING TRUSSES. at Panel Pointe and Mid -panel Plates for each ply each face. 3. SEE ATTACHED DETAIL SHEET on BC Plate - MT20 20 Ga. Gross Area FOR: 1-JACK NAILS. Plate - MISS 18 Ga, Gross Area 2-TBRACE. 3-HEARING BLOCK. Jt React Uplft Size Req'd Jt Type Plt Size X Y JSI 4. DESIGNER: NC Lbs Lbs In-Sx In-Sx B MT20 S.Ox 8.0 1.3-3.4 0.75 Robbins Engineering, Inc./Online Plus^' 01996.2007 Vemlon 20.0.025 Engineering - Pomall 7/242007 3:23:55 PM Page 1 Job F 10405 Mark A1HA Quan 1*2P Type Span HIPP 420800 Pl-RI 6 Left OH 2- o- 0 Right OH Engineering T ICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 NO 4-3 o NO 4-3 0 0 0 0 0 TCj _L 8-0_0_ - 26-8-0 I 0 0 B-0-0 3x6 3x6 4x10 2x4 3.6 U V S3 W X 5.10 5x10 H C � 3x6 3x6 Sx-5 L 6� P 4 _4_3 3.6 5x5 A 3xB X F T S1 S R S2 , Q E G W:800 2x4 4x6 4x6 6x6 4x6 4x8 6x6 4x6 4x6 2x4 R:4703 W:800 U:2788 R:4703 U:2789 __ I 42_B_0-_---1_ E ALL PLATES ARE MT2020 Scale: 0.149" = 1' Robbins Engineering, Inc./Online Plusm L -B 0.60 9345 C 0.40 0.20 ADDITIONAL SPECIFICATIONS. B -U 0.79 11591 C 0.38 0.41 Online Plus -- Version 20.0.025 U -V 0.89 13222 C 0.50 0.39 NOTES: RUN DATE: 24-JUL-07 +++++++++++++++ V -S3 0.93 13190 C 0.57 0.26 Trusses Manufactured by: S3-W 0.85 13190 C 0.48 0.37 East Coast Lumber + 2-Ply Truss + W -X 0.91 13190 C 0.50 0.41 Analysis Conforms To: X -C 0.79 11598 C 0.38 0.41 FBC2004 C -P 0.60 9343 C 0.40 0.20 Girder Step Down Hip CSI -Size- ----Lumber---- P -D 0.49 9359 C 0.40 0.09 Framing Xing Jacks TO 0.91 2. 4 SP-#2 --------Bottom Chords--------- Jack Open Faced BC 0.52 2x 6 SP-SS A -K 0.37 8346 T 0.28 0.09 Setback 8- 0- 0 WE 0.64 2x 4 SP-#3 X -F 0.37 8346 T 0.28 0.09 2 COMPLETE TRUSSES REQUIRED. PH --- 2x 4 SP-#3 F -T 0.33 B389 T 0.29 0.04 Fasten together in staggered Brace truss as follows: T -Sl 0.42 S1-S 0.45 11590 11590 T 0.40 T 0.40 0.02 pattern. (1/2" bolts -OR- O.C. From To S -R 0.52 13221 T 0.45 0.05 SDS3 screws -OR- 10d nails TC Cont. 0- 0- 0 42- B- 0 R -S2 0.46 11597 T 0.40 0.07 0.06 as each layer is applied.) BCCont. 0- 0- 0 42- 8- 0 S2-Q 0.42 11597 T 0.40 0.02 ----Spacing (In)---- Rows Nails Screws Bolt. Q -E 0.33 8387 T 0.29 0.04 TO 1 12 24 0 Loading Live Dead (psf) E -G 0.37 8346 T 0.28 0.09 BC 2 12 24 TO 20.0 15.0 G -D 0.37 8346 T 0.28 0.09 0 WE 1 8 SC 5.0 5.0 Total 25.0 -------------Webs------------- 8 Plus clusters of nails where 20.0 45.0 X -L 0.02 137 T shown. Spacing 24.0" L -F 0.02 170 T OH Loading Lumber Duration Factor 1.25 F -B 0.17 1069 T Soffit psf 2.0 Plate Duration Factor 1.25 B -T 0.64 4022 T Design checked for LL BC TO Fb=1.00 Fc=1.00 Ft=1.00 T -U 0.19 2167 C on per BOCA (section 1606.2.3), BC Fb=1.00 Fc=1.00 Ft=1.00 U -S 0.32 2018 T IBC/IRC-2003 and FBC 2004 Load Case # 1 Girder Loading S -V 0.09 V -R 0.02 912 171 C (section 1607.1), 20.0 pef. Lumber Duration Factor 1.25 R -W 0.09 921 C C Design checked £or 10 psf non - Plate Duration Factor 1.25 R -X 0.31 1970 T concurrent LL on BC. plf - Live Dead From To Q -X 0.19 2145 C Wind Loads - ANSI / ASCE 7-02 TC V 40 30 0.0' 42.7' -C 0.64 Truss is designed as a Main BC V 10 10 0.0' Q 4033 T Wind -Force Resistance System. 42.7' TO V 60 45 8.0' 34.7' E -C 0.17 1063 T Wind Speed: 140 mph HC V 15 15 8.1' 34.5' E -P 0.02 170 T Mean Roof Height: 15-0 HC V 467 373 8.1' CL-LB G -P 0.02 138 T Exposure Category:_ C -BC-V--467-373--34.5' CI; -LB TL Defl -0.96" in S -R L/514 _ Occupancy -Factor : 1.00 Building Type: Enclosed LL Defl -0.53" in S -R L/928 Zone location: Exterior Plus 6 Wind Load Case(s) Shear // Grain in B -U 0.32 TO Dead Load 7.0 psf Plus 1 CHO LL Load Cases) Plates for each ply each face. BC Dead Load 3.0 ps£ Max force Plate - MT20 20 Ga, Gross Axe. comp. 13222 Lbs Quality Control Factor 1.00 Checked for NonConcurrant 200 Plate - MTSH 18 Ga, Gross Area Los Moving Point Load applied Jt Type Pit Size X Y JSI FABRICATOR NOTES: at Panel Points and Mid -panel A MT20 3.Ox 8.0 1.4 0.7 0.82 1. EAST COAST on HC A MT20 5.Ox 5.0 2.7 1.1 0.68 LUMBER 6 SUPPLY B MT20 5.Ox1O.0 1.9-3.6 0.90 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 Jt React Upl£t Size Req'd S3 MT20 4.0xlO.0 Ctr-0.2 0.97 5285 ST. LUCIE BLVD. Lbs Lbs In-Sx In-Sx C MT20 5.Ox10.0-1.9-3.6 0.90 FORT PIERCE FL. 34946 A 4704 2789 8- 0 2-12 D MT20 3.Ox 8.0-1.4 0.7 O.B2 2. !11CAUTION!!I READ "SCSI-B1 Hz - -204 D MT20 S.Ox 5.0-2.7 1.1 0.68 SUMMARY SHEET" BEFORE D 4704 2789 8- 0 2-12 S1 MT20 6.Ox 6.0 Ctr 0.2 0.94 HANDLING INSTALLING 6 Hz - 205 S2 MT20 6.Ox 6.0 Ctr 0.2 0.94 , BRACING TRUSSES. Membx CSI P -CSI-end 3. SEE ATTACHED DETAIL SHEET CLbs ----------Top Chords----------- s- REFER TO ROBBn75 ENG. GENERAL FOR: 1-JACK NAILS. 2-THRACE. 3-BEARING A -L 0.49 9359 C 0.40 0.09 NOTES AND SYMBOLS SHEET FOR BLOCK. 4. DESIGNER: NO Robbins Engineering, Inn/Online Plus^ 01995-2007 Vemlon 20.0.025 Englneenng-Ponmil 712420073:23:59 PM Pagel Job Mark Quan Type Span Pl-Hl Left OR Right OH Engineering 10405 A2 1 1 HIPP 420800 6 2- 0- 0 2- 0- 0 I TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 HO 4-3 HO 4-3 0 0 0 0 0 0 0 0 10-0-0 I 22-8-0 1 10-0-0 � 5.13 3x6 3x62x4 3x6 5.8 B 0 s3 L P C 2x4 2x4 6- H K 5-4-3 4x6 4x6 A -N\ F ell N G M S2 E 3x6 3x6 3x6 4� x18 3x6 3.6 3x6 IC I' W 0 WI800 W:800 R: 911 R:2313 R: 911 U: 519 13:1406 U: 519 BC-F-21-4-0 42-8-0 ALL PLATES ARE MT2020 Scale: 0.149" = 1' Robbins Engineering, Inc./Online Plus'" A -H 0.37 1122 C 0.00 0.37 NOTES: H -B 0.29 724 C 0.00 0.29 Trusses Manufactured by: Online Plus -- Version 20.0.025 B -O 0.39 250 T 0.00 0.39 East Coast Lumber RUN DATE: 24-JUL-07 O -S3 0.52 799 T 0.13 0.39 Analysis Conforms To: S3-L 0.45 799 T 0.13 0.32 FBC2004 CSI -Size- ----Lumber---- L -P 0.52 799 T 0.13 0.39 OH Loading TC 0.52 2x 4 SP42 P -C 0.39 250 T 0.00 0.39 Soffit pelf 2.0 BC 0.76 2x 4 SP-#2 C -K 0.29 724 C 0.00 0.29 Design checked for LL on BC WB 0.47 2x 4 SP43 K -D 0.37 1122 C 0.00 0.37 per BOCA (section 1606.2.3), --------Bottom Chords--------- IBC/IRC-2003 and FBC 2004 Brace truss as follows: A -F 0.76 1021 T 0.10 0.66 (section 1607.1), 20.0 psf. O.C. From To F -S1 0.52 636 T 0.06 0.46 Design checked for 10 psf non- TC Cont. 0- 0- 0 42- 8- 0 SI-N 0.29 636 T 0.07 0.22 concurrent LL on BC. BC Cont. 0- 0- 0 42- 8- 0 N -G 0.38 211 T 0.02 0.36 Wind Loads - ANSI / ASCE 7-02 WB 1 rows CLB on 0 -G G -M 0.38 211 T 0.02 0.36 Truss is designed as a Main WB 1 rows CLB on G -P M -S2 0.26 636 T 0.07 0.19 Wind -Force Resistance System. Attach CLB with (2)-10d nails S2-E 0.52 636 T 0.06 0.46 Wind Speed: 140 mph at each web. E -D 0.76 1021 T 0.10 0.66 Mean Roof Height: 15-0 -------------Webs------------- Exposure Category: C Loading Live Dead (psf) H -F 0.20 440 T Occupancy Factor : 1.00 TC 20.0 15.0 F -B 0.12 374 T Building Type: Enclosed BC 5.0 5.0 B -N 0.47 588 C Zone location: Exterior Total 25.0 20.0 45.0 N -0 0.15 471 T TC Dead Load : 7.0 psf Spacing 24.0" 0 -G 0.33 1341 C 1 Br BC Dead Load : 3.0 psf Lumber Duration Factor 1.25 G -L 0.14 379 C Max comp. force 1341 Lbs Plate Duration Factor 1.25 G -P 0.33 1341 C 1 Br Quality Control Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 M -P 0.15 471 T BC Fb=1.10 Fc=1.10 Ft=1.10 M -C 0.47 588 C FABRICATOR NOTES: E -C 0.12 374 T 1. EAST COAST LUMBER & SUPPLY E -K 0.20 440 T MAURICE A. SHASHOUA, Plus 6 Wind Load Case(s) -- -P.E.#EB5251 &--19554- - -Plus 1-UBC LL Load Case(s) TL Defl -0.30" in A -F L/803 5285 ST. LUCIE BLVD. LL De£1 0.23" in E -D L/999 FORT PIERCE FL. 34946 Checked for NonConcurrent 200 Shear // Grain in S1-N 0.41 2. !!!CAUTION!!! READ "BCSI-B1 Lbs Moving Point Load applied SUMMARY SHEET" BEFORE at Panel Points and Mid -panel Plates for each ply each face. HANDLING , INSTALLING & on BC Plate - MT20 20 Ga, Gross Area BRACING TRUSSES. Plate - MT8H 18 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET it React Uplft Size Req'd it Type Plt Size X Y JSI FOR: 1-JACK NAILS. Lbs Lbs In-Sx In-Sx A MT20 4.Ox 6.0 Ctr 0.1 0.76 2-TBRACE. 3-HEARING BLOCK. A 911 519 8- 0 1- 8 B MT20 5.Ox 8.0 1.3-3.4 0.75 4. DESIGNER: NC Hz = -259 C MT20 5.Ox 8.0-1.3-3.4 0.75 G 2313 1407 8- 0 2-10 D MT20 4.Ox 6.0 Ctr 0.1 0.76 D 911 519 8- 0 1- 8 Hz = 260 REFER TO ROBBINS ENG. GENERAL Membr CSI P Lbs Axl-CSI-Bnd NOTES AND SYMBOLS SHEET FOR ----------Top Chords---------- ADDITIONAL SPECIFICATIONS. Robbins Englneeling, Inc./Online Plus"' 01996-2007 Ven:lon 20.0.025 Engineeeng- PoNait 712420D73:24:00 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering d"7 10405 A2A 1 1 HIPP 420800 6 2- 0- 0 2- 0- 0 I TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 HO 4-3 HO 4-3 o � c O O O O O TC11 10-0-0 I 22-8-0 I 10-0-0 Sx8 3x6 3x8 2x4 5.8 T H N S3 O C 2x4 2x4 6F H H 5-4-3 4x8 4xB A D F S1 M L S2 E !� W:800 3x6 4x6 3x6 US 4x6 3x6 W:800 R:2067 R:2068 U:1222 U:1222 42-8-0 - ALL PLATES ARE MT2020 Scale: 0.149" = 1' Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- ----Lumber---- TC 0.48 2x 4 SP-#2 EX B -S3 2x 4 SP-SS EX S3-C 2x 4 SP-SS BC 0.93 2x 4 SP-#2 WB 0.88 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- 0 BC Cont. 0- 0- 0 42- 8- 0 WB 1 rows CLB on N -L Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind_Load Case(s)_ Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req-d Lbs Lbs In-Sx In-Sx A 2068 1223 8- 0 2- 7 Hz = -259 D 2068 1223 8- 0 2- 7 Hz = 260 Robbins Engineering, Inc./Online P1usTM H -B 0.47 3253 C 0.26 0.21 8 -N 0.61 3957 C 0.22 0.39 N -S3 0.38 3957 C 0.06 0.32 S3-0 0.38 3957 C 0.06 0.32 O -C 0.61 3957 C 0.22 0.39 C -K 0.47 3253 C 0.26 0.21 K -D 0.48 3588 C 0.28 0.20 --------Bottom Chords --------- * -F 0.93 3203 T 0.27 0.66 F -S1 0.78 2914 T 0.26 0.52 S1-M 0.61 2914 T 0.48 0.13 M -L 0.87 3957 T 0.35 0.52 L -S2 0.61 2914 T 0.48 0.13 S2-E 0.78 2914 T 0.26 0.52 E -D 0.93 3203 T 0.27 0.66 -------------Webs------------- - -F 0.15 372 T F -B 0.10 340 T B -M 0.88 1247 T M -N 0.21 542 C N -L 0.04 151 T 1 Br L -O 0.21 542 C L -C 0.88 1247 T E -C 0.10 340 T E -K 0.15 372 T TL Defl -0.62" in M -L L/795 LL Defl -0.34" in M -L L/999 Shear // Grain in B -N 0.37 Plates for each ply each face. Plate--MT20 20 Ga,-Gross Area Plate - MT8H 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.Ox 8.0 0.8 0.3 0.99 B MT20 5.Ox 8.0 1.8-3.4 0.81 C MT20 S.Ox 8.0-1.8-3.4 0.81 D MT20 4.Ox 8.0-0.8 0.3 0.99 S1 MT20 4.Ox 6.0 Ctr 0.2 0.78 S2 MT20 4.Ox 6.0 Ctr 0.2 0.78 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-End NOTES: ----------Top Chords---------- Trusses Manufactured by: A -H 0.48 3588 C 0.28 0.20 East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 3957 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 -SUMMERY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Englneenng, Inc./Online Plus^ 0199&2007 Vemlon 20.0.025 Englneedng - PoAmit 72420073:24:01 PM Page 1 Job �+ Mark Quan 1 Type Span Pl-Hl Left OH Right OH Engineering 10405 A3 2 HIPP 420800 6 2- 0- 0 2- 0- 0 TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 HO 4-3 HO 4-3 O o 0 0 0 e 0 TC� 12-0-0 I Is- -0 I 12-0-0 0 5x6 3x6 3x6 2x4 3x6 5x6 B I S3 L J C -r 3x6 3x6 6�H K 6-4-3 4x6 4x6 A D N F sl G 82 E M 2x4 4x8 3x6 4x8 3x6 4x8 2x4 Ifl W:800 W:B00 W:800 R: 883 R:2619 R: 883 U: 522 U:1400 U: 522 HCT 21-4-0 ka- - 42-8-0 ALL PLATES ARE MT2020 Scale: 0.149" = 1' Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- ----Lumber---- TC 0.47 2x 4 SP-#2 BC 0.64 2x 4 SP-#2 WB 0.39 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- BC Cont. 0- 0- 0 42- 8- WB 1 rows CLB on I -G WB 1 rows CLB on G -J Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 - -Plus-6-Wind Load Case(s)- Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 883 523 8- 0 1- 8 Hz = -312 G 2620 1400 8- 0 2-15 D 883 523 8- 0 1- 8 Hz = 313 Robbins Engineering, Inc,/Online Plus- ---------- Top Chords ---------- * -H 0.47 1049 C 0.09 0.38 H -B 0.44 466 C 0.00 0.44 B -I 0.22 448 T 0.00 0.22 I -S3 0.35 826 T 0.13 0.22 S3-L 0.38 826 T 0.13 0.25 L -J 0.38 826 T 0.13 0.25 J -C 0.22 448 T 0.00 0.22 C -K 0.44 466 C 0.00 0.44 K -D 0.47 1049 C 0.09 0.38 --------Bottom Chords --------- * -N 0.52 950 T 0.09 0.43 N -F 0.51 950 T 0.10 0.41 F -S1 0.42 223 T 0.00 0.42 SI-G 0.64 223 T 0.00 0.64 G -S2 0.64 223 T 0.00 0.64 S2-E 0.42 223 T 0.00 0.42 E -M 0.51 950 T 0.10 0.41 M -D 0.52 950 T 0.09 0.43 -------------Webs------------- - -H 0.08 258 T H -F 0.39 621 C F -B 0.07 130 C F -I 0.31 804 T I -G 0.32 1227 C 1 Br G -L 0.18 333 C G -J 0.32 1227 C 1 Br J -E 0.31 804 T E -C 0.07 130 C E -K 0.39 621 C M--K 0.08 258 T TL Defl -0.18n in G -S2 L/999 LL Defl -0.12" in G -S2 L/999 Shear // Grain in A -H 0.27 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.Ox 6.0 Ctr 0.1 0.76 B MT20 5.Ox 6.0 0.7-3.1 0.70 C MT20 5.Ox 6.0-0.7-3.1 0.70 D MT20 4.Ox 6.0 Ctr 0.1 0.76 ADDITIONAL NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 313 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1227 Lbs Quality .Control Factorl.-00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION M READ ''SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Membr CSI P Lbs Axl-CSI-Bnd REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR Robbins Englneedng, Inc./Online Piusn' 0 1996-2007 Version 20.0.025 Engineering - Ponrall 7124R0073:24:02 PM Page 1 Jon 10405 Mark A4 Quan 2 Type Span Pl-Hl HIPP 420800. 6 Left OR 2- 0- 0 Right 2- 0- OR 0 Engineering TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 HO 4-3 0 0 HO 4-3 0 0 0 0 0 TCJ - 14-0-0 I 14-8-0 I 14 0 0 o aJ 5x8 2.4 5x8 B R C T I 6I- 3x6 3.6 S4 3x6 S3 3x6 7-4-3 J jZ L 4x6 :: A 4x6 D 1 F Sl H S2 E G 2x4 3x6 3.6 4x6 3x6 3x6 2.4 W 0 R: 878 W 800 W:800 V: 511 11:2628 U:1422 R: 878 V: 511 BC � 21-4-0 21-4-0 �1 ALL PLATES ARE MT2020 Scale: 0.149" =1' Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- TC 0.83 2x 4 BC 0.63 2x 4 WE 0.52 2x 4 ----Lumber---- SP-#2 SP-#2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- BC Cont. 0- 0- 0 42- 8- WB 1 rows CLB on J -F WE 1 rows CLB on B -H WE 1 rows CLB on H -C WB 1 rows CLB on E -L Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1-.-10, Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Regrd Lbs Lbs In-Sx In-Sx A 879 511 8- 0 1- 8 Hz = -365 H 2628 1423 8- 0 2-15 D 879 511 8- 0 1- 8 Robbins Engineering, Inc./Online Plus" Hz = 366 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -J 0.62 1068 C 0.08 0.54 J -S4 0.59 358 C 0.00 0.59 S4-B 0.44 276 T 0.00 0.44 B -K 0.83 725 T 0.12 0.71 K -C 0.83 725 T 0.12 0.71 C -S3 0.44 276 T 0.00 0.44 S3-L 0.59 358 C 0.00 0.59 L -D 0.62 1068 C 0.08 0.54 --------Bottom Chords --------- A -I 0.53 973 T 0.09 0.44 I -F 0.63 973 T 0.10 0.53 F -S1 0.34 321 T 0.02 0.32 S1-H 0.51 321 T 0.02 0.49 H -S2 0.51 321 T 0.02 0.49 S2-E 0.34 321 T 0.02 0.32 E -G 0.63 973 T 0.10 0.53 G -D 0.53 973 T 0.09 0.44 ------------- Webs ------------- I -J 0.08 273 T J -F 0.24 805 C 1 Br F -B 0.17 553 T B -H 0.52 1319 C 1 Br H -K 0.41 577 C H -C 0.52 1319 C 1 Br E -C 0.17 553 T .E--L -0.24- 805 C 1--Br G -L 0.08 273 T TL Defl -0.12" in E -G L/999 LL Defl 0.09" in I -F L/999 Shear // Grain in B -K 0.37 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.Ox 6.0 Ctr 0.1 0.76 B MT20 5.Ox 8.0 1.8-3.4 0.84 C MT20 5.Ox 8.0-1.8-3.4 0.84 D MT20 4.Ox 6.0 Ctr 0.1 0.76 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OR Loading Soffit psf 2.0 Provide connection to bearing for 365 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 1319 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering.Inc./Online Plus"'0 1996-2007 Version 20.0.025 Engineering-Potsalt 7/242007 3:24:03 PM Page 7 ? Job Mark Quan Type Span Pl-Hl Left OR Right OR Engineering 10405 A5 1 2 HIPP 420800 6 2- 0- 0 2- 0- 0 TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 HO 4-3 0 HO 4-3 0 0 0 0 0 TCI 16-0-0 1 10-8-0 16 0 0 0 I 5x8 2x4 Sx8 B K c T 3x6 3x6 6F J L 3x6 3x6 8-4-3 2I4 S4 S3 2x4 M 4x6 A 4x6 J_ D H 21 F N E S2 G 3x6 3x6 3x6 4x8 3.6 3x6 3.6 fal W:800 R: 837 W:800 W:800 U: 470 R:2831 U:1504 R: 837 U: 470 rEl 42-8-0 ALL PLATES ARE MT2020 Scale: 0.149" = 1' Online Plus -- Version 20.0.025 _RUN DATE: 24-JUL-07 CSI -Size- ----Lumber---- TC 0.55 2x 4 SP-#2 BC 0.64 2x 4 SP-#2 WE 0.59 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- B- BC Cont. 0- 0- 0 42- 8- WB 1 rows CLB on B -N WB 1 rows CLB on N -C Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Cases) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 837 470 8- 0 1- 8 Hz = -418 N 2831 1505 8- 0 3- 3 D 837 470 8- 0 1- 8 Hz = 419 Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online ----------Top Chords------- A-I 0.33 973 C 0.07 0 I -S4 0.32 759 C 0.00 0 S4-J 0.32 676 C 0.06 0 J -B 0.29 215 T 0.00 0 B -K 0.55 843 T 0.14 0 K -C 0.55 843 T 0.14 0 C -L 0.29 215 T 0.00 0 L -S3 0.32 676 C 0.06 0 S3-M 0.32 759 C 0.00 0 M -D 0.33 973 C 0.07 0 --------Bottom Chords------- - -H 0.64 881 T 0.09 0 H -S1 0.58 534 T 0.04 0 S1-F 0.37 534 T 0.04 0 F -N 0.35 381 T 0.00 0. N -E 0.35 381 T 0.00 0 E -S2 0.37 534 T 0.04 0 S2-G 0.58 534 T 0.04 0. G -D 0.64 881 T 0.09 0. ------------- Webs ----------- I -H 0.09 397 T H -J 0.17 555 T J -F 0.59 712 C F -B 0.34 752 T B -N 0.48 1343 C 1 N -K 0.41 436 C N -C 0.48 1343 C 1 E -C 0.34 752 T -E -L -0.59 -712 C - L -G 0.17 555 T G -M 0.09 397 T Plus - .26 .32 .26 .29 .41 .41 .29 .26 .32 .26 55 54 33 35 35 33 54 55 Br Br TL Defl -0.14" in H -S1 L/999 LL Defl -0.10" in H -S1 L/999 Shear // Grain in B -K 0.28 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.Ox 6.0 Ctr 0.1 0.76 B MT20 S.Ox 8.0 1.8-3.4 0.87 C MT20 5.Ox 8.0-1.8-3.4 0.87 D MT20 4.Ox 6.0 Ctr 0.1 0.76 H MT20 3.Ox 6.0-0.3 Ctr 0.55 G MT20 3.Ox 6.0 0.3 Ctr 0.55 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 418 Lbs Horiz Reaction Design checked for LL on BC Per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load-: - 3.-0-psf Max comp. force 1343 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD, FORT PIERCE FL, 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering,Inc./Online Plus" 01896-2007 Vemlon 20.0.025 Engineering- Ponralt 72420073:24:04 PM Page Job Mark Quan Type Span PI -El Left OH Right OH Engineering 10405 A6 1 2 HIPP 420800 6 2- 0- 0 2- 0- 0 I TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 HO 4-3 0 SO 4-3 0 0 0 0 0 TC] 18-0-0 0 Sxe 2x4 Sxe B N C TI 3x6 3x6 7 3x6 H 3x6 54 6 93 9-9-3 2x4 2.4 4x6 I L 4x6 A D H S1 F M E 52 G 3x6 4.6 3x6 3x6 4x6 3.6 I W:800 R: 850 W:800 W:800 or 482 R:2682 U:1480 R: 850 V: 482 BC 21-4-0 21-4-0 42-8-0 fl4 ALL PLATES ARE MT2020 Scale: 0.149" = 1' .Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- TC 0.43 2x 4 SP-#2 BC 0.89 2x 4 SP-SS WB 0.48 2x 4 SP-q3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- BC Cont. 0- 0- 0 42- 8- WB 1 rows CLB on J -F WB 1 rows CLB on B -M WB 1 rows CLB on M -N WB 1 rows CLB on M -C WE 1 rows CLH on E -K Attach CLB with (2)-10d nails at each web, Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC-Fb=1-.10- Fc=1-.10- Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on HC Jt React Uplft Size Req-d Lbs Lbs In-Sx In-Sx A 851 482 8- 0 1- 8 His = -471 M 2683 1481 8- 0 3- 0 D 851 482 8- 0 1- 8 Hz - 472 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.41 952 C 0.07 0.34 I -S4 0.40 721 C 0.00 0.40 S4-J 0.41 629 C 0.06 0.35 .7 -B 0.43 301 T 0.03 0.40 B -N 0.26 725 T 0.12 0.14 N -C 0.26 725 T 0.12 0.14 C -K 0.43 301 T 0.03 0.40 K -S3 0.41 629 C 0.06 0.35 S3-L 0.40 721 C 0.00 0.40 L -D 0.41 952 C 0.07 0.34 --------Bottom Chords --------- * -H 0.39 864 T 0.04 0.35 H -S1 0.31 523 T 0.01 0.30 S1-F 0.89 523 T 0.01 0.88 F -M 0.23 503 T 0.00 0.23 M -E 0.23 503 T 0.00 0.23 E -S2 0.27 523 T 0.01 0.26 S2-G 0.31 523 T 0.01 0.30 G -D 0.39 864 T 0.04 0.35 ------------- Webs ------------- I -H 0.12 446 T H -J 0.20 652 T J -F 0.25 835 C 1 Br F -B 0.48 812 T B -M 0.48 1320 C 1 Br M -N 0.07 235 C 1 Br M -C 0.48 1320 C 1 Br E -C 0.48 812 T E -K -0.25 -835- C 1 Br- K -G 0.20 652 T G -L 0.12 446 T TL Defl -0.21" in S2-G L/999 LL Defl -0.17" in S2-G L/999 Shear // Grain in S1-F 0.44 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MTBH 18 Gar Gross Area Jt Type Plt Size X Y JSI A MT20 4.Ox 6.0 Ctr 0.1 0.76 B MT20 S.Ox 8.0 1.3-3.4 0.98 C MT20 5.Ox 8.0-1.3-3.4 0.98 D MT20 4.Ox 6.0 Ctr 0.1 0.76 H MT20 3.Ox 6.0-0.3 Ctr 0.57 S1 MT20 4.Ox 6.0 Ctr 0.2 0.92 S2 MT20 4.Ox 6.0 Ctr 0.2 0.92 G MT20 3.Ox 6.0 0.3 Ctr 0.57 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OR Loading Soffit psf 2.0 Provide connection to bearing for 471 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max -comp. -force 1320 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. (!!CAUTION111 READ 11SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus" 01996-2007 Version 20.0.025 Engineering -Por alt 724120073:24:05 PM Page 1 Job Hark Quan Type Span P1-H1 Left OH Right OH Engineering 10405 A % 1 2 HIPP 420800 6 2- 0- 0 2- 0- 0 TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 EO 4-3 0 NO 4-3 0 0 0 0 0 0 _TC I N I 20-0-0 12-5-01 20-0-0 N I 5x62x45x6 -i_ B N C 3x6 3x6 6r J R 3x6 3x6 10-4-3 2x4 S4 S3 2.4 I L 4x6 4x6 1 A D E a F N E S2 G 3.6 3x63x6 #4x10 3x63x6 3x6 W:800 W:800 W: 800 R: 773 R:3115 R: 773 U: 441 U:1562 U: 441 BC -21�-0 2 -4-0 7_1 42-8-0 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.146" = 1' Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- TC 0.56 2x 4 SP-#2 BC 0.58 2x 4 SP-#2 WB 0.70 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- BC Cont. 0- 0- 0 42- 8- WB 1 rows CLB on F -B WB 1 rows CLB on B -M WB 1 rows CLB on M -N WB 1 rows CLB on M -C WB 1 rows CLB on C -E Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 ---BC-Fb=1..10-Fc=1.10. Ft=1..10. Plus 6 Wind Load Case(s) Plus 1 DEC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 774 442 8- 0 1- 8 Hz = -525 M 3116 1563 8- 0 3- 8 D 774 442 8- 0 1- 8 Hz = 526 Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -I 0.50 830 C 0.00 0.50 I -S4 0.51 779 C 0.07 0.44 S4-J 0.56 665 C 0.08 0.48 J -B 0.55 318 T 0.00 0.55 B -N 0.36 835 T 0.14 0.22 N -C 0.36 835 T 0.14 0.22 C -K 0.55 318 T 0.00 0.55 K -S3 0.56 665 C 0.08 0.48 S3-L 0.51 779 C 0.07 0.44 L -D 0.50 830 C 0.00 0.50 --------Bottom Chords --------- * -H 0.58 864 T 0.07 0.51 H -S1 0.55 431 T 0.00 0.55 S1-F 0.37 431 T 0.00. 0.37 F -M 0.43 714 T 0.00 0.43 M -E 0.43 714 T 0.00 0.43 E -S2 0.37 431 T 0.00 0.37 S2-G 0.55 431 T 0.00 0.55 G -D 0.58 864 T 0.07 0.51 ------------- Webs ------------- I -H 0.12 489 T H -J 0.70 862 T J -F 0.56 788 C F -B 0.37 1174 T 1 Br e -M 0.52 1283 C 1 Br M -N 0.12 299 C 1 Br M -C 0.52 1283 C 1 Br C -E 0.37 1174 T 1 Br E -K 0,56 788 C K -G. 0.70 862_2 _ G -L 0.12 489 T TL Defl -0.19" in H -S1 L/999 LL Defl -0.14" in H -S1 L/999 Shear // Grain in S4-J 0.30 Plates for each ply each face . Plate - MT20 20 Ga, Gross Area Plate - MT8H 20 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.Ox 6.0 Ctr 0.1 0.76 J MT20 3.Ox 6.0-0.8-0.4 0.63 B MT20 5.Ox 6.0 0.3-3.4 0.87 C MT20 5.Ox 6.0-0.3-3.4 0.87 R MT20 3.Ox 6.0 0.8-0.4 0.63 D MT20 4.Ox 6.0 Ctr 0.1 0.76 M MT20 4.Ox10.0 1.6 Ctr 0.43 Membr CSI P Lbs Axl-CSI-Bnd REFER TO ROBBINS ENS. GENERAL Robbins Engineering, Inc(Dnline Plus^ 01998-2007 Veralon 20.0.025 Englneering-Ponmlt 72420073:24:08 PM Page 1 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 525 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1283 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. 111CAUTION111 READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC I Job Mark Quan Type Span Pi-Hl Left OH Right OH Engineering 10405 A8 1 46 TR 420800 6 2- 0- 0 2- 0- 0 TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 HO 4-3 HO 4-3 0 0 0 0 0 0 0 TC 21-4-0 21-4-0 N Sx5 i B 3x6 3.6 6� S v 3x6 3x6 11-0-3 3x6 S4 S3 3x6 R w 4.6 4x6 A 1_ C Q P S1 E 32 U T 2x4 3x6 3x6 4x8 3.9 3x6 2x4 W:800 W:800 W:800 R: 842 R:2716 R: 842 Or 492 U:1459 U: 492 HCI- 1 21-4-0 1 2 -4-0 --- 1=d 42-8-0 ALL PLATES ARE MT2020 Scale: 0.148" = 1' Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- ----Lumber---- TC 0.64 2x 4 SP-#2 BC 0.62 2x 4 SP-#2 WB 0.50 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- B- BC Cont. 0- 0- 0 42- 8- WB 1 rows CLB on S -E WB 1 rows CLB on E -B WB 1 rows CLB on E -V Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC-Fb=1-.15_ _Fc=1-.10 Ft=_1.10. BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 842 493 8- 0 1- 8 Hz = -558 E 2716 1460 8- 0 3- 1 C 842 493 8- 0 1- 8 Robbins Engineering, Inc./Online P1usTM Hz = 559 ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -R 0.49 866 C 0.01 0.48 R -S4 0.47 331 C 0.00 0.47 S4-S 0.56 311 T 0.00 0.56 S -B 0.64 632 T 0.08 0.56 8 -V 0.64 632 T 0.08 0.56 V -S3 0.56 311 T 0.00 0.56 S3-W 0.47 331 C 0.00 0.47 W -C 0.49 866 C 0.01 0.48 --------Bottom Chords --------- A -Q 0.62 855 T 0.08 0.54 Q -P 0.47 855 T 0.08 0.39 P -S1 0.35 510 T 0.02 0.33 S1-E 0.57 510 T 0.02 0.55 E -S2 0.57 510 T 0.02 0.55 S2-U 0.35 510 T 0.02 0.33 U -T 0.47 855 T 0.08 0.39 T -C 0.62 855 T 0.08 0.54 ------------- Webs ------------- Q -R 0.08 279 T R -P 0.45 646 C P -S 0.18 581 T S -E 0.44 1051 C 1 Br E -B 0.50 1124 C 1 Br E -V _0..A4. 1051 C 1-Br U -V 0.18 581 T U -W 0.45 646 C T -W 0.08 279 T TL Defl -0.1711 in A -Q L/999 LL Defl -0.11" in S1-E L/999 Shear // Grain in S -B 0.32 Plates for each ply each face. Plate - MT20 20 Gar Gross Area Plate - MT8H 18 Gar Gross Area Jt Type Plt Size X Y JSI A MT20 4.Ox 6.0 Ctr 0.1 0.76 C MT20 4.Ox 6.0 Ctr 0.1 0.76 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 ON Loading Soffit psf 2.0 Provide connection to bearing for 558 Lbs Horiz Reaction Design checked for LL on BC Per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC -Dead -Load 3_.0-psf Max comp. force 1124 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. IIICAUTIONII! READ °SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online PIesTM 0 1996-2007 Version 20.0.025 Engineering -Portrait 7d42007 3:24:07 PM Pagel Job Mark Quan Type Span Pl-El Left OH Right OH Engineering 10405 A9SGE 2 TR 420800 6 2- 0- 0 2- 0- 0 -TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 HO 4-3 SO 4-3 0 0 0 0 0 0 0 TCL_L_ 21-4-0 I 21-4-0 � Sx5 B RR W HH Z2 i 3x6 JJ A3 3x6 3x6 S V 3x6 S4 FF 6 A7 S3 11-0-3 3x6 HH H1 3x6 R ZE A4 W E 00 AO Be x CC H2 B7 4x6 SSA 4x6 A GG A8 C y AA SI DD HH p LL PP TT E xr Al A5 U A9 H3 T Be Be 2x4 EE II 3xfi MM 4x8 A6 3x6 SO 04 2.4 Is -2x4 1 !gQ W o, 5 YY A2 S2 W:800 3x6 W:800 3x6 W:800 R: 830 R:2474 R: 830 U: 492 U:1459 U: 492 BCr-� 21-4-0 1-4-0 F=r- 42-8-0 ALL PLATES ARE MT2020 See • For Typical Gable Plate Size and Placement Scale: 0.148" = 1' Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- TC 0.63 2x 4 SP-#2 BC 0.62 2x 4 SP-#2 WB 0.48 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 42- 8- 0 BC Cont. 0- 0- 0 42- 8- 0 WB 1 rows CLB on S -E WB 1 rows CLB on E -B WB 1 rows CLB on E -V Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 _TC__Fb=_1.15__Fc=1 10 Ft=1.10 BC Fb=1.10 Fc=1.10 Pt=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC at React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 831 493 8- 0 1- 8 Hz = -558 E 2475 1460 8- 0 2-13 C 831 493 8- 0 1- 8 Hz = 559 Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs. Axl-CSI-Bnd ----------Top Chords ---------- * -R 0.48 845 C 0.01 0.47 R -S4 0.47 295 C 0.00 0.47 S4-S 0.56 311 T 0.00 0.56 S -B 0.63 580 T 0.07 0.56 e -V 0.63 580 T 0.07 0.56 V -S3 0.56 311 T 0.00 0,56 S3-W 0.47 295 C 0.00 0.47 W -C 0.48 845 C 0.01 0.47 --------Bottom Chords --------- A -Q 0.62 855 T 0.08 0.54 Q -P 0.47 855 T 0.08 0.39 P -S1 0.35 510 T 0.02 0.33 S1-E 0.57 510 T 0.02 0.55 E -S2 0.57 510 T 0.02 0.55 S2-U 0.35 510 T 0.02 0.33 U -T 0.47 855 T 0.08 0.39 T -C 0.62 855 T 0.08 0.54 ------------- Webs ------------- Q -R 0.08 279 T R -P 0.46 663 C P -S 0.15 475 T S -E 0.40 948 C 1 Br E -B 0.48 1077 C 1 Br E -V 0.40 948 C 1 Br U -V 0.15 475 T U -W _0.46 663 C _ T -W 0.68 279 T TL Defl -0.16" in A -Q L/999 LL Defl -0.09" in A -Q L/999 Shear // Grain in S -B 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Gar Gross Area at Type Plt Size X Y JSI A MT20 4.Ox 6.0 Ctr 0.1 0.76 C MT20 4.Ox 6.0 Ctr 0.1 0.76 24 Gable studs to be attached with 2.0x4.0 plates each and. REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 558 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead_Load : 3.0_pelf Max comp. force 1077 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus"' 01996-2007 Version 20.0.025 Engineering - Portrait 72420073:24:Oe PM Page 1 I Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 V15GE 6 VL. SB 150000 6 0 0 TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405. TC� _ 7-6-0 4x4 B 1 6 -2x9 3-9-0 D G L 3.4 3x4 A C E F H x. i ALL PLATES ARE MT2020 see Joint D For Typical Gable Plate Size and Placement Scale: 0.432" = 1' Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- ----Lumber---- TC 0.16 2x 4 SP-#2 BC 0.26 2x 4 SP-#2 GW 0.07 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 0- 0 BC Cont. 0- 0- 0 15- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24 , 0 -1 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.30 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Regrd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 15- 0- 0 1482 796 Hz = 274 Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online P1us'• ----------Top Chords ---------- * -D 0.16 77 C 0.00 0.16 D -B 0.16 113 T 0.00 0.16 B -G 0.16 113 T 0.00 0.16 G -C 0.16 77 C 0.00 0.16 --------Bottom Chords --------- * -E 0.17 3 C 0.00 0.17 E -F 0.26 0 T 0.00 0.26 F -H 0.26 0 T 0.00 0.26 H -C 0.17 3 C 0.00 0.17 ----------Gable Webs---------- - -D 0.07 296 T F -B 0.04 202 C H -G 0.07 296 T TL Defl 0.00" in F -H L/999 LL Defl 0.00" in F -H L/999 Shear // Grain in A -E 0.18 Plates for each ply each face. Plate - MT20 20 Gal Gross Area Plate - MISR 18 Gal Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 272 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SRASHOUA, P.E,#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3.-SEE ATTACHED DETAIL SHEET FOR: 1-41ACK NAILS. 2-TBRACE. 3-SEARING BLOCK, 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus"' 01995-2007 Version 20.0,025 Engineering -Penrait 72420073:24:10 PM Page 1 ' Job Bark Quan Type Span PI-Hl Left OH Right OH Engineering 10405 V12 1 6 VL.SB 120000 6 0 0 TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 7c1 6-0-0 1 6-0-0 4x4 T I 6 F_ 3-0-0 1 3.3 3x3 A � C D •2x4 Ems. BC 12-0-0 "� --- 12-0-0 ALL PLATES ARE MT2020 See Joint D For Typical Gable Plate Size and Placement Scale: 0.531" = 1' Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- ---- Lumber---- TC 0.24 2x 4 SP-#2 BC 0.39 2x 4 SP-#2 GW 0.05 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 0- 0 BC Cont. 0- 0- 0 12- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.011 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- * -B 0.24 123 C 0.00 0.24 B -C 0.24 123 C 0.00 0.24 --------Bottom Chords --------- * -D 0.39 2 C 0.00 0.39 D -C 0.39 2 C 0.00 0.39 ----------Gable Webs---------- D-B 0.05 272 C TL Defl -0.04" in A -D L/999 LL De£1 0.02" in A -D L/999 Shear // Grain in A -B 0.21 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MTBH 18 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS_ NOTES: Trusses Manufactured by: East Coast Lumber Plus 6 Wind Load Case(s) Analysis Conforms To: Plus 1 UBC LL Load Case(s) FBC2004 Design checked for LL on BC Checked for NonConcurrent 200 per BOCA (section 1606.2.3), Lbs Moving Point Load applied IBC/IRC-2003 and FBC 2004 at Panel Points and Mid -panel (section 1607.1), 20.0 psf. on BC Design checked for 10 psf non - concurrent LL on BC. Jt React Uplft Size Regrd Wind Loads - ANSI / ASCE 7-02 Lbs Lbs In-Sx In-Sx Truss is designed as a Main Cont. Brg 0- 0- 0 to 12- 0- 0 Wind -Force Resistance System. 1475 893 Hz = 212 Wind Speed: 140 mph Mean Roof Height: 15-0 Membr CSI P Lbs Axl-CSI-End Exposure Category: C Robbins Englneering, Inc.10nllne Plus" m 1gg5-2007 Vemlon 20.O.G25 Englneering - Portralt 7242007 3:24:10 PM Pagel Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 272 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering k10405 1 V8 1 6 VL.SB 80000 6 0 0 RICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 M 2-0-0 _L 4x4 •2x4 BC 8-0-0 8-0-0 ALL PLATES ARE MT2020 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- ----Lumber---- TC 0.11 2x 4 SP-#2 BC 0.21 2x 4 SP-#2 GW 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 0- 0 BC Cont. 0- 0- 0 8- 0- 0 Loading Live Dead (psf) • TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 _ TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Robbins Engineering, Inc./Online P1usTM Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.11 67 C 0.00 0.11 B -C 0.11 67 C 0.00 0.11 --------Bottom Chords --------- * -D 0.21 3 C 0.00 0.21 D -C 0.21 3 C 0.00 0.21 ----------Gable Webs---------- D-B 0.03 172 C TL Defl 0.00" in A -D L/999 LL Defl 0.00" in A -D L/999 Shear // Grain in A -D 0.16 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: Plus 6 Wind Load Case(s) East Coast Lumber Plus 1 UBC LL Load Case(s) Analysis Conforms To: FEC2004 Checked for NonConcurrent 200 Design checked for LL on BC Lbs Moving Point Load applied per BOCA (section 1606.2.3), at Panel Points and Mid -panel IBC/IRC-2003 and FBC 2004 on BC (section 1607.1), 20.0 psf. Design checked for 10 psf non- Jt React Uplft Size Req'd concurrent LL on BC. Lbs Lbs In-Sx In-Sx Wind Loads - ANSI / ASCE 7-02 Cont. Brg 0- 0- 0 to 8- 0- 0 Truss is designed as a Main 923 554 Hz = 131 Wind -Force Resistance System. Wind Speed: 140 mph Robbins Engineering, Inc./Online Plus`" 01996.2007 Version 20.0,025 Engineetlng- Porbait 72420073:24:11 PM Page 1 Scale: 0.719" = 1' Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 172 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Job Mark Quan Type Span PI -HI Left OH Right OH 10405 V4 1 6 VL. SB 40000 6 0 0 Engineering TCI 2-0-0 2-0-0 6 4x4 1-0-0 2x4 1 Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- ----Lumber---- TC 0.02 2x 4 SP-#2 BC 0.02 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Robbins Engineering, Inc./Online Plus- TL Defl 0.00" in A -C L/999 LL De£1 0.00" in A -C L/999 Shear // Grain in A -B 0.06 Plates for each ply each face. Plate - MT20 20 Gar Gross Area Plate - MT8H 18 Ga, Gross Area Jt Type Plt Size X Y JSI B MT20 4.Ox 4.0 Ctr-1.0 0.33 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Loading Live Dead (psf) TC 20.0 15.0 NOTES: BC 5.0 5.0 Trusses Manufactured by: Total 25.0 20.0 45.0 East Coast Lumber Spacing 24.0" Analysis Conforms To: _ Lumber Duration Factor 1.25 FBC2004 Plate Duration Factor 1.25 Design checked for LL on BC TC Fb=1.15 Fc=1.10 Ft=1.10 per BOCA (section 1606.2.3), BC Fb=1.10 Fc=1.10 Ft=1.10 IBC/IRC-2003 and FBC 2004 - - - -- - (section 1607.1), 20.0 psf. Design checked for 10 psf non - Plus 6 Wind Load Case(s) concurrent LL on BC. Plus 1 UBC LL Load Case(s) Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Jt React Upl£t Size Req'd Wind -Force Resistance System. Lbs Lbs In-Sx In-Sx Wind Speed: 140 mph Cont. Brg 0- 0- 0 to 4- 0- 0 Mean Roof Height: 15-0 498 295 Hz = 51 Exposure Category: C Occupancy Factor : 1.00 Membr CSI P Lbs Axl-CSI-Bnd Building Type: Enclosed ----------Top Chords---------- Zone location: Exterior A -B 0.02 124 C 0.00 0.02 TC Dead Load 7.0 psf B -C 0.02 124 C 0.00 0.02 BC Dead Load 3.0 psf --------Bottom Chords--------- Max comp. force 124 Lbs A -C 0.02 1 C 0.00 0.02 Quality Control Factor 1.00 Robbins Engineering, Inc./Online Plus^' 019962007 Version 20.0,025 Engineering - Portrait 724/20073:24:12 PM Pagel 2x4 Scale: =1. FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY 14AURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ 11SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 VFl 1 2 FLAT 150200 10000 0 0 SO 1-0-0 TC)_ 1-0-0 D 2x4 SO 1-0-0 2x4 -2x4 2.4 15-2-0 ALL PLATES ARE M 2020 See Joint E For Typical Gable Plate Size and Placement Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- ----Lumber---- "TC 0.17 2x 4 SP-#2 BC 0.23 2x 4 SP-#2 WB 0.25 2x 4 SP-#3 GIN 0.21 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 2- 0 BC Cont. 0- 0- 0 15- 2- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 15- 2- 0 1365 823 Hz = 45 Membr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- * -E 0.15 110 C 0.00 0.15 E -G 0.17 91 C 0.00 0.17 Robbins Engineering, Inc./Online P1usTM G -I 0.17 91 C 0.00 0.17 I -B 0.15 107 C 0.00 0.15 --------Bottom Chords --------- * -F 0.18 0 T 0.00 0.18 F -H 0.23 0 T 0.00 0.23 H -J 0.23 0 T 0.00 0.23 J -C 0.20 0 T 0.00 0.20 -------------Webs------------- * -A 0.25 132 T 0.00 0.25 C -B 0.24 132 T 0.00 0.24 ----------Gable Webs---------- - -E 0.20 308 T 0.00 0.20 H -G 0.21 283 C 0.00 0.21 J -I 0.20 308 T 0.00 0.20 TL Defl 0.02" in F -H L/999 LL Defl 0.02" in F -H L/999 Shear // Grain in E -G 0.18 Plates for each ply each face. Plate - MT20 20 Gar Gross Area Plate - MT8H 18 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide drainage to prevent water ponding. Refer to Gen Det 3 series for web bracing and plating. =I This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 pelf Max comp. force 283 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET .FOR: l-JACK NAILS: 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc /Onilne Plus- 01998.2007 Version 20.0.025 Engineering - Portrait 7242007 3:24:13 PM Pagel Job Mark Quan 104615 VF2 1 2 Type Span P1-Hl FLAT 150200 20000 Left OH Right OH 0 0 Engineering , 90 2-0-0 I TC L_ T 2-0-0 _L 2x4 RO 2x4 -2x4 9vd 15-2-0 ALL PLATES ARE MT2020 See Joint E For Typical Gable Plate Size and Placement Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- ----Lumber---- TC 0.17 2x 4 SP-#2 BC 0.23 2x 4 SP-#2 WB 0.24 2x 4 SP-#3 GIN 0.18 2x 4 SP-#3 Brace truss as follows: O.C. From To TO Cont. 0- 0- 0 IS- 2- 0 BC Cont. 0- 0- 0 15- 2- 0 Loading Live Dead (psf) TIC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 _ Plus _6 Wind Load.Case(s)- Plus 1 UBC LL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Regrd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to IS- 2- 0 1365 823 Hz = 125 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.15 57 T 0.00 0.15 Robbins Engineering, Inc./Online P1usTM E -G 0.17 59 T 0.00 0.17 G -I 0.17 59 T 0.00 0.17 I -B 0.15 57 T 0.00 0.15 --------Bottom Chords --------- * -F 0.19 0 T 0.00 0.19 F -H 0.23 0 T 0.00 0.23 H -J 0.23 0 T 0.00 0.23 J -C 0.21 0 T 0.00 0.21 -------------Webs------------- * -A 0.24 132 T 0.00 0.24 C -B 0.23 132 T 0.00 0.23 ----------Gable Webs---------- - -E 0.18 311 T 0.00 0.18 H -G 0.18 282 C 0.00 0.18 J -I 0.18 311 T 0.00 0.18 TL Defl 0.02" in F -H L/999 LL Defl 0.02" in F -H L/999 Shear // Grain in E -G 0.18 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES--AND-SYMBOLS-SHEETFOR - ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf, Design checked for 10 psf non - concurrent LL on BC. Provide drainage to prevent water ponding. = 1. Refer to Gen Det 3 series for web bracing and plating. This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TO Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 282 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION M READ "SCSI-B1 SUMMARY _SHEET" BEFORE _ HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NO Robbins Engineedn9, Inc./Online Plus"' 01990-2007 Verslon 20.0.025 Engineering - Ponrall 72420073:24:14 PM Page 1 Job mark Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 VF3 2 FLAT 150200 30000 0 0 . I SO 3-0-0 i 3-0-0 D 2x4 2x4 -2x4 1.5-2-C ALL PLATES ARE MT2020 See Joint E For Typical Gable Plate Size and Placement Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- ----Lumber---- TC 0.17 2x 4 SP-#2 BC 0.24 2x 4 SP-#2 WB 0.21 2x 4 SP-#3 GW 0.17 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 2- 0 BC Cont. 0- 0- 0 15- 2- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online P1usm A -E 0.15 78 T 0.00 0.15 E -G 0.17 79 T 0.00 0.17 G -I 0.17 79 T 0.00 0.17 I -B 0.15 78 T 0.00 0.15 --------Bottom Chords --------- 1) -F 0.20 0 T 0.00 0.20 F -H 0.24 0 T 0.00 0.24 H -J 0.24 0 T 0.00 0.24 J -C 0.22 0 T 0.00 0.22 -------------Webs------------- * -A 0.21 134 T 0.00 0.21 C -B 0.21 134 T 0.00 0.21 ----------Gable Webs---------- F-E 0.17 315 T 0.07 0.10 H -G 0.15 282 C 0.00 0.15 J -I 0.17 315 T 0.07 0.10 TL De£1 0.00" in H -J L/999 LL Defl 0.02" in F -H L/999 Shear // Grain in E -G 0.18 Plates for each ply each face. Plate - MT20 20 Gar Gross Area Plate - MTBH 18 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: Jt React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx Design checked for LL on BC Cont. Brg 0- 0- 0 to 15- 2- 0 per BOCA (section 1606.2.3), 1365 823 Hz = 205 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Membr CSI P Lbs Axl-CSI-Bnd Design checked for 10 psf non- ---------- Top Chords---------- concurrent LL on BC. Robbins Engineering, Inc/Online Plus'" 01996-2007 Version 20.0.025 Engineering- Powell 7124/20073:24:15 PM Page 1 SO 3-0-0 0.406" = 1' Provide drainage to prevent water ponding. Refer to Gen Det 3 series for web bracing and plating. This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 3.0 psf Max comp. force 282 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST�- LUCIE-BLVD' FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Job 10405 Mark I Quan Type Span P1-H1 Left OR Right OR MONO 110312 4.243 2- 9-15 0 Engineering NO 3-15 NO 4-3-15 2x4 3-16d toenails 1 1 1:1105 EIGR R: 781 R: 537 U: 379 U: 236 BC I11-3-12 11-3-12 ALL PLATES ARE MT2020, ♦i - PLATE SELECTED IN PLATE MONITOR 'Online Plus -- Version 20.0.025 RUN DATE: 25-JUL-07 CSI -Size- ----Lumber---- TC 0.65 2x 4 SP-#2 BC 0.63 2x 4 SP-#2 WB 0.54 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 3-12 BC Cont. 0- 0- 0 11- 3-12 Loading. Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 _ Plate Duration Factor 1.25 plf -- Live Dead From To TC V 40 30 0.0' 11.3' BC V 10 10 0.0' 11.3' TC V -40 -30 0.0' 59 44 11.3' BC V -10 -10 0.0' 15 15 11.3' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineezing, Inc./Online P1usTM Lbs Lbs In-Sx In-Sx A 781 380 11- 5 1- 8 Hz = 152 C 538 237 3- 8 1- 8 B 372 326 1- 8 1- 8 Hz = 383 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -E 0.62 1144 C 0.01 0.61 E -B 0.65 236 T 0.00 0.65 --------Bottom Chords --------- A -D 0.57 1112 T 0.20 0.37 D -C 0.63 1112 T 0.10 0.53 ------------- Webs ------------- D -E 0.08 270 T E -C 0.54 1198 C C -B 0.11 0 T WindLd TL Defl -0.08" in D -C L/999 LL Defl -0.05" in D -C L/999 Shear // Grain in E -B 0.43 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 20 Ga, Gross Area Jt Type Plt Size X Y JSI C. .MT20 3.Ox-4-.0-0.5 Ctr 0-.82 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Girder King Jack Jt React Uplft Size Req'd Loading TC and BC Robbins Engineering, Inc./Online Plus^' 01995-2007 Version 20.0,025 Engineering - Powell 7/252007 9:03:52 AM Page 1 C 3x4 Scale: 0.395" = 1' Setback 8- 0- 0 OH Loading Soffit psf 2.0 Provide connection to bearing for 383 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psi. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC-Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1198 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORTPIERCEFL. 34946 2. M CAUTION M READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. 4. DESIGNER: NC Job Ma:k Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 -EJB 1 12 MONO 80000 6 2- 0- 0 0 TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 HO 4-3 HO 4-4-3 TC 2-0-0 1 8-0-0 I 4-4-3 I W: 800 R: 510 U: 305 Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- ----Lumber---- TC 0.56 2x 4 SP-#2 BC 0.74 2x 4 SP-#2 WE 0.04 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 0- 0 BC Cont. 0- 0- 0 8- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=l.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC 9-0-0 ALL PLATES ARE UT2020 Robbins Engineering, Inc./Online Plus^' B 217 212 1- 8 1- 8 Hz = 198 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -E 0.56 213 C 0.00 0.56 E -B 0.56 150 T 0.00 0.56 --------Bottom Chords --------- * -D 0.74 0 T 0.00 0.74 D -C 0.74 0 T 0.00 0.74 ------------- Webs ------------- D -E 0.04 185 T WindLd TL Defl -0.34" in A -D L/252 LL Defl -0.19" in A -D L/456 Hz Disp LL DL TL it B 0.011r 0.011' 0.02" Shear // Grain in A -D 0.26 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction Jt React Upl£t Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 530 306 8- 0 1- 8 East Coast Lumber Hz = 290 Analysis Conforms To: C 264 78 1- 8 1- 8 FBC2004 Robbins Engineering, Inc/Online Plus *m 01996­2007 Version 20.0.025 Engineering - Poilmit 72420073:24:77PM Pagel 2-16d toenails 2-16d toenails 0.439" = 1' OR Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 213 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.0135251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ 11SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC - Job Mark Quan Type Span Pl-Hl Left OH Right OH 10405 '--EJ8A 1 18 MONO 80000 6 0 0 Engineering 4.4-3 1 Ho 4-3 HO 4-4-3 2x4 17 w:800 R: 362 U: 169 BC a-0-0 e s-0-0 ALL PLATES ARE MT2020 Online Plus -- Version 20.0.025 RUN DATE: 24-JUL-07 CSI -Size- ----Lumber---- TC 0.56 2x 4 SP-#2 BC 0.74 2x 4 SP42 WB 0.04 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 0- 0 BC Cont. 0- 0- 0 8- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24,0 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10__ Fc=1..10. Ft=1..10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus'" B 217 212 1- 8 1- 8 Hz = 198 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.56 213 C 0.00 0.56 E -B 0.56 150 T 0.00 0.56 --------Bottom Chords --------- * -D 0.74 0 T 0.00 0.74 D -C 0.74 0 T 0.00 0.74 ------------- Webs ------------- D -E 0.04 185 T WindLd TL De£1 -0.34" in A -D L/252 LL Defl -0.19" in A -D L/456 Hz Disp LL DL TL at B 0.01" 0.01" 0.02" Shear // Grain in A -D 0.26 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area at Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction at React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 362 170 8- 0 1- 8 East Coast Lumber Hz = 290 Analysis Conforms To: C 264 78 1- 8 1- 8 FBC2004 Robbins Engineering. Ine.ionllne Plus"' 0 1996-2007Version 20.0.025 Engineering -Portrait 72420073:24:15 PM Pagel 2-16d toenails 2-16d toenail. 0.451" = 1' Design checked for LL on SC Per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.3.), 20.0 psf. Design checked for 30 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category; C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load : 3.0 psf Max comp. force 213 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: I. EAST COAST LUMBER & SUPPLY MAURICE.A.. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Job Mark Quan Type Span Pl-Hl 10405 -CJ7 1 8 MONO 70000 6 HO 4-3 3-10-3 I W:800I R: 464 U: 284 7-0-0 ALL PLATES ARE MT2020 Robbins Engineeringr Inc./Online P1usTM Hz = 173 Online Plus -- Version 20.0.025 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 24-JUL-07----------Top Chords ---------- A -B 0.57 125 C 0.00 0.57 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.57 2x 4 SP-#2 A -C 0.67 0 T 0.00 0.67 BC 0.67 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.011 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) TL Defl -0.21" in A -C L/360 LL Defl -0.11" in A -C L/665 Shear // Grain in A -B 0.27 Plates for each ply each face. Plate - MT20 20 Gar Gross Area Plate - MTBH 18 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of - toe -nails, -refer to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 OR Loading Jt React Uplft Size Req'd Soffit psf 2.0 Lbs Lbs In-Sx In-Sx Design checked for LL on BC A 465 284 8- 0 1- 8 per BOCA (section 1606.2.3), Hz = 254 IBC/IRC-2003 and FBC 2004 C 244 21 1- 8 1- 8 (section 1607.1), 20.0 psf. B 220 234 1- 8 1- 8 Design checked for 10 psf non - Robbins Engineering, Ina/Online Plus* a 199G2007 Verslon 20.0.D25 Engineering-PoOrall 7242007 3:24:19 PM Pagel Left OR Right OR I Engineering 2- 0- 0 0 HO 3-10-3 I 2-16d toenails 2-16d toenails Scale: 0.488" = 1' concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 125 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ .BCSI-B1 SUMMARY SHEET" -BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: NC Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 10405 -CJ5 8 ENDJO 50000 6 2- 0- 0 0 2-10-3 HO 4-3 Ho W:800 R: 374 U: 241 eCT 50 - 5-0-0 ALL PLATES ARH MT2020 Robbins Engineering, Inc./Online Plus"' Hz = 123 Online Plus -- Version 20.0.025 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 24-JUL-07 ----------Top Chords ---------- A -B 0.28 89 C 0.00 0.28 CSI -Size- ----Lumber---- --------Bottom Chords --------- TC 0.28 2x 4 SP-#2 A -C 0.43 0 T 0.00 0.43 BC 0.43 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) TL Defl -0.05" in A -C L/985 LL Defl -0.03" in A -C L/999 Shear // Grain in A -B 0.18 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MTBH 18 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of -toe-nails;-refer-to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 OH Loading Jt React Uplft Size Regld Soffit psf 2.0 Lbs Lbs In-Sx In-Sx Design checked for LL on BC A 375 242 8- 0 1- 8 per BOCA (section 1606.2.3), Hz = 180 IBC/IRC-2003 and FBC 2004 C 231 16 1- 8 1- 8 (section 1607.1), 20.0 psf. B 157 167 1- 8 1- 8 Design checked for 10 psf non - Robbins Engineering, Ina100na Plus* 01996-2007 Verelon 20.0,025 Englneedng- PoRralt 7242007 3:24:20 PM Page 1 2-16d toenails 2-16d toenails concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor ; 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 89 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Job Mark Quan Type Span PI-Hl Left OR Right OR 104615 -CJ3 8 ENDJO 30000 6 2- 0- 0 0 Engineering HO 4-3 Ho 1-10-3 TC 2-0-0 1 3-0-0 _f 1-10-3 _1 7 W:800 R: 314 U: 199 BC 3-0-0 - ALL PLATES ARE MT2020 Robbins Engineering, Inc./Online P1usm Hz = 73 Online Plus -- Version 20.0.025 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 24-JUL-07 ----------Top Chords ---------- A -B 0.10 53 C 0.00 0.10 CSI -Size- ----Lumber---- --------Bottom Chords --------- TC 0.10 2x 4 SP-#2 A -C 0.22 0 T 0.00 0.22 BC 0.22 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.30 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) TL Defl -0.01" in A -C L/999 LL De£1 0.00" in A -C L/999 Shear // Grain in A -C 0.17 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area Jt Type Pit Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, -refer to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 OH Loading Jt React Uplft Size Req'd Soffit psf 2.0 Lbs Lbs In-Sx In-Sx Design checked for LL on BC A 314 199 8- 0 1- 8 per BOCA (section 1606.2.3), Hz = 107 IBC/IRC-2003 and FBC 2004 C 218 11 1- 8 1- 8 (section 1607.1), 20.0 psf. B 94 101 1- 8 1- 8 Design checked for 10 psf non - Robbins Engineedng,Int/Online Plus- 01996-2007W,slon20.0.025 Englneering-Ponrait 724R0073:24:20PM Pagel 2-16d toenails 2-16d toenails Scale: 0.664" = 1 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 53 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Job Mark Quan Type Span PI-Hl Left OH Right OH Engineering 10405 -CJI 8 ENDJO 10000 6 2- 0- 0 0 TRICON DEVELOPMENT/OCEANIQUE-GARAGE D/#10405 HO 4-3 no 10-3 TCI-0-0 C T 30-3 T 6 2.4 A 1 71 W:800 R: 287 U: 145 BC I_p_0-'I ALL PLATES ARE M2020 Robbins Engineering, Inc./Online P1usTM Hz = 21 Online Plus -- Version 20.0.025 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 24-JUL-07 ----------Top Chords ---------- A -B 0.03 18 T 0.00 0.03 CSI -Size- ----Lumber---- --------Bottom Chords --------- TC 0.03 2x 4 SP-#2 A -C 0.04 21 T 0.00 0.04 BC 0.04 2x 4 SP-#2 Brace truss as follows: O.C. From To TO Cont. 0- 0- 0 1- 0- 0 BC Cont. 0- 0- 0 1- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 5.0 5.0 Total 25.0 20.0 45.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TO Fb=1.15 Fo=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) TL Def1 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.06 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area it Type Pit Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of -toe-nails;-refer-to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 OH Loading it React Uplft Size Req'd Soffit psf 2.0 Lbs Lbs In-Sx In-Sx Design checked for LL on BC A 287 145 3- 8 1- 8 per BOCA (section 1606.2.3), Hz = 31 IBC/IRC-2003 and FBC 2004 B 48 25 1- 8 1- 8 (section 1607.1), 20.0 psf. C 205 7 1- 8 1- 8 Design checked for 10 psf non - Robbins Engineadng, IneJOnllne Plus^' 01996.2007 Version 20.0.025 Engineering - Portrait 72420073:24:21 PM Page 1 2-16d toenails 2-16d toenails Scale: 0.789" = 1' concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TO Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 12 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 8 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION M READ "SCSI-B1 SUMMARY -SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. 4. DESIGNER: NC W. DONLD OSTEEN President P.ALLEN OSTEEN Executive Vice President License 419554 -JUL 2 5 2006 ...riser: TYPICAL DETAIL INDEX SHEET 1. DT1 2. DT2 3. DT3 4. DT4 5. DT5 6. DT6 7. DT7 8. DT8 9. DT9 10. DT10 IL DTI 1 12. DT12 13. DT13 14. DT14 15. DTI 16. DT16 17. DT17 18. DT18 CHARLIE MARTINEZ Vice President Truss Division FORT PIERCE MELBOURNE WE'RE HERE TO HELP YOU BUILD A BETTER WAY.*a 5285 St. Lucie Blvd. • Fort Pierce, FL 34946 • (772) 466-2480 • Fax (772) 466-5336 mnu aactr.'naGtlumber.com • e-mail: ftotruss®eastcoastlumber.com W.DONALD OSTEEN President P. ALLEN OSTEEN Executive Vice President Ip: DTI July 21, 2006 Subject: Compression Member Bracing Requirements CHARLIE MARTINEZ Vice President Truss Division FORT PIERCE MELBOURNE Compression web bracing shall be applied to all specified members, indicated by an X on the corresponding engineering sheet supplied by East Coast Lumber. Continuous lateral bracing is required in order to reduce the effective length of individual truss web members. To apply continuous lateral bracing a minimum run of 3 like webs must be present. A Ix4 Construction Grade Spruce — Pine — Fir, or better, bracing material is adequate for continuous lateral bracing (CLB) in order to reduce effective length of individual truss web members. A 1 x4 Construction Grade Spruce — Pine — Fir, or better, "T" brace or one scab brace (same size and grade as web, attached with 1 Od nails at 4" o.c. staggered) may be substituted for a single CLB. One 2x4 Construction Grade Spruce — Pine — Fir, or better, "T" brace or two scab braces, one per face (same size and grade as web, attached to each face with 1 Od nails at 4" o:c. staggered) may be substituted when two CLB's are specified. The "T" braces are to be nailed to flat edge (1-1/2" dimension) of the web member with 1 Od common nails, spaced 4" o.c. The "T" brace and scab brace must be a minimum length of 90% of the web length. Whatever bracing you use, it may be placed on the top or bottom edge of the web member. Please note, since Construction Grade_ Spruce_— Pine-- Fir is the minimum - - allowed for lx4 or 2x4 CLB and "T" bracing, better or equal grades of Sig„ —Pine — Fir and Southern Pine may also be used. SW)F .CEId ...�U ¢ Also you may substitute (2) lx4 for (1) 2x4 "T" brace rn WE'RE HERE TO HELP YOU BUILD A BETTER 5285 St. Lucie Blvd. • Fort Pierce, FL 34946 • (772) 466-2480 • Fax (772) 466-5336 unuui oaetenacth imhar nnm . P.-mail- ftntri iSa®aactrnactlnmhar (,nm HANGER SCHEDULE (REV. 02/08/05) ID: DT2 "ALL VALUES ARE MAXIMUM VALUES HIP AND JACK HANGERS: Manufacturer Model Hip Uplift Jack Uplift Hip Roof React. Jack Roof React. Simpson THJA 26 730 245 2380 795 SINGLE 2X HANGERS: Manufacturer Model Invoice Code Uplift Simpson LUS 26 Not Stock Item 935 Simpson HUS 26 2X 1550 Simpson THA 29 Not Stock Item 750 Simpson LSSU 210 LSU 730 NuVue NVBN 24 Not Stock Item 364 SINGLE 4X PLY HANGERS: Manufacturer Model Invoice Code Uplift Simpson THA 422 4X 1550 Simpson HUC 414 HHU 1810 Simpson LSSU 410 1150 DOUBLE 2X HANGERS: Manufacturer Model Simpson HGUS 28-2 Simpson HUS 28-2 Simpson HHUS28-2 HGUS 414 3-PLY 2X HANGERS: Manufacturer Model Simpson HGUS 28-3 Invoice Code 62 Engle Only HHS2 Invoice Code G3 Roof React. 1045 3205 2500 1390(Slope) 1250 (Skewed) 1113 Roof React. 4250 4020 2990(Slope) 2085(Skewed) Uplift Roof React. 2820 7675 1550 1885 2000 4855 10260 Uplift Roof React. 2820 7675 Floor React. 835 2565 2125 1110 (Slope) 1000 (Skewed) 1113 Floor React. 3630 3215 2395 (Slope) 1665(Skewed) Floor React. 6140 1505 3885 Floor React. 6140 JUL 2 5 2006 `fJ. DONALD OSTEEN President P. ALLEN OSTEEN Executive Vice President ID: DT3 CHARLIE MARTINEZ w, Vice President s Truss Division FORT PIERCE _..� MELBOURNE NAILING SCHEDULE FOR UPLIFTS WHEN STRAP IS APPLIED TO A VERTICAL LEG AS SHOWN BELOW. STRAP PRODUCT CODE "TAP18" ]-FOR UPLIFTS LESS THAN 1000 LBS. USE 8-10D NAILS TO FASTEN STRAP TO TRUSS 11-FOR UPLIFTS LESS THAN 1600 LBS. USE 12-20D NAILS TO FASTEN STRAP TO TRUSS Morris A. Shashoua, P.E. JUL 2 5 2006 WE'RE HERE TO HELP YOU BUILD A BETTER WAY.w V 5285 St. Lucie Blvd. • Fort Pierce, FL 34946 • (772) 466-2480 • Fax (772) 466-5336 www.eastcoastlumber.com • e-mail: ftotruss®eastcoastiumber.com W. DONALD OSTEEN President P. ALLEN OSTEEN Executive Vice President ID: DT4 F a\ To Whom it May Concern: CHARLIE MARTINEZ Vice President Truss Division FORT PIERCE MELBOURNE The nailing pattern specified for open end jacks also works for closed end jacks; as long as the spans are the same. The number of nails to top chord and bottom chord are the same for trusses of the same spans. If a jack with an end vertical is only nailed at the bottom chord, then a nailing pattern or hanger must be specified. If you have any questions, please feel free to contact me at 772-466-2480. Sincerely, Morris A. Shashoua, P.E. Jft 2 5 2006 WE'RE HERE TO HELP YOU BUILD A BETTER WAY.Tm V 5285 St. Lucie Blvd. , Fort Pierce, FL 34946 • (772) 466-2480 • Fax (772) 466-5336 www.enstcoastlumher.com • e-mail: ftniruss0eastcoastlumhPr rnm MBER SPECIFICATIONS P CHORD: 2X4 #2 So. Pine M CHORD: 2X4 #2 So. Pine 'BS : 2X4 #3 So. Pine q J-2 L/Q J-3 7'-0" I ti h -4 i i I I 1' ?'0" a c, 2'0" 2'0" 2'0" 2'0" 12 3 to 7 L---- J-3 3x4 J-4 • + + 10' 3'0' 5'0' 7'0' ese trusses ore designed to 17 hstond 140 mph wind per ASCE 3 to 7 O 02, MWFRS, Mean Roof Height of Exp. B, Enclosed, Importance 3x5 ctor 1.0. 1 - VIDE UPLIFT CONNECTION: I I 350 lbs. 250 lbs. 2'-10n MAX. OVERHANG ON HIP JACK 9-10-13 Hip Jack ROBBINS connector planhall be applied an both 4<esormnureacbinin,_ Cara, the 0.,e. unless indinndmhcrwil,j No lease knee na wan[ in cone[, Bottom Eng.Cn.hears -a respomibiliry for m< omienefvva.a. field boson, or BOBBINS pine nca. Spbce only whem shown. Overall sparse resume l'bunngw,euhend.ualra. iodnarA pc,manmt au»hoeing. Refo,r aC511•alnpnbliSM1<d by WeTrvnPlnc n,iwe,blgNonh Lee Birtn. Svnellg. Alennd n.VA]]dla. Personsn<am8 elhe..is, Cursing and fabrics, SASll he pofcirmed an c9ulpmar, whim credo[[. mag-finingialne and place. Unlcas otherwise arced. moisture content arbanhe, Shall oe<sn are nnlan.4 m Seek pnfeeuooal adri[e mnemajo, ,,, eo.,ianMning tupnvcni toppling and'dnminning'. Caeshooldhood, 11oprnecilmrsc ngineering Inc. cam caned l9Y. mtm<of fabricatiraiend,hndeign bnacu applm.bleforewah an' (I lumbm and same paa<ryadve,aeacmenn This dmignwo duang fabrication. Stange. shipping and raccoon. Top and bahrchords shall he m braced in prepared in nenrdinee with'N.1 an.l Deal, specr ndeaa ra, Wit, Craaa my n• (AF&PA). adquately the abecnec of,hcaching or rigid ceiling, rCapccnvcly. R is Ilia leapna,,haiy or itch... In.Scmain me to<daiga IeedS miliaed an this drawing Bo. YBODSS, Tampa, FL 33081 Naoanal Deaign Standard rer Metal glace ConnenN Wood Tons Conauctian' IANSInn'! 1-ID071 and IIUD Design Cmcna far Trissed RaArn. mecl of called the Social dead load, impned by 'he ad the bee leads Imposed by the local building [ado or Mooned dimacu record, FURNISH A COP)' OF TI IIS OES ION TO ERECTION CONTRsCfOR. IT ISTHE RFSPONSIBILM OF THE BUILDING DESIGNER TO REVIEW THIS TRUSS DESIGN DRAWING & VERIFY TuAT D.ATAI INCLUDING DIM. & LOADS CONFORM TO ARCH. PLANISPECS 3 FAR TRUSS PLACEMENT DIAGRAM. J-1 J-2 Star = (3) 16c( Toe -nails • = (2) 16d Toe -nails NOTE: (DIA. = 0.148", Length = 3.0") gun nails may be substituted In place of 16d loe-nails up to the maximum gravity reactions and uplifts given below: (2) NAILS - Max, Reaction = 265 # Max. Uplift = 339 # (3) NAILS -a Max. Reaction = 397 # Max. Uplift = 508 # 2x4 i 3x5 TC Live 20.0-30.0 psf TIC Dead 7-15.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 37-55 psf OUR. FAC: 1.25-1.33 SPACING:24.0 Designed By: MG Checked By: MS Rev. Date: 7/17/06 Dwg, No: G045-140-30-8-EL iMBER SPECIFICATIONS P CHORD: 2X4 #2 So. Pine M CHORD: 2X4 #2 So. Pine :BS : 2X4 #3 So. Pine T-01, I 2"0" o.c. 2'0" 2'0" 2'0" 2110, 12 3 to 7 L---.- J-3 3x4 J-4 + + 110, 3'0' 5'0' 7'0' ese trusses are designed to 17 3x5 thstond 140 mph wind per ASCE 3 to 7 L—� -02, MWFRS, Mean Roof Height of. it, Exp. C, Enclosed, Importance 3x5 Ictor 1.0. 1 �+ (VIDE UPLIFT CONNECTION: 500 lbs. 370 Ibs. I 9-10-13 Hip Jack 2'-10" MAX. OVERHANG ON HIP JACK J-1 J - 2 .. = (3) 16d Toe -nuns a = (2) 16d Toenails M NOTE: (DIA. = 0.148". Length = 3.0") gun nails may be substituted In place of 16d toe -nails up to the maximum gravity reactions and uplifts given below: (2) NAILS - Max. Reaction = 265 # Max. Uplift = 339# (3) NAILS 1 Max. Reaction = 397 # Max. Uplift = 508 # ' �9,�i�cta;sss4apt'r 2 x 4 Z o. 53681 • � ` = D STATE OF • T .33 ZORtV 21rf#&#'0NIAe ��`��• 3x5 ID: DT6 ROB SINS ,cntr..rpine. shill bc'appliN on 6oN racer of Waal each jaim. Ccntn Rabhim Eng.Ca. hcan nornpamibiliry for We nccrion ofvvssss. Rdd bracing or BOBBINS deplaler.uaI...indimmda0erwite Nolmrhoaanrwaoeinplaomowavn. Splice only where shown. Ovmll spans asmme 4• bearings el etch end, indicated permonenlwsbmtibg. not- uBC51La]upuhliaholbydoTrossP14M Inanmle, TO Live 20.0-30.0 psf Designed By: MG unless oVlmvirt. CuningandObdcalionsholbapnrommdancquipmmlwhia mdns. 719 Nanh Lee Saeel, Suite 312. A1nmdris. VA 72314. persons emcling vunaerectratio,Nmxakpmfessionsladvicemoecmin,P.Marand.brrcing TC Dead 7-15.0 psf mug�finingjoinu end pla¢a. Unleu oJ,erwiae nratN, maiamm eomenmflumbenMll nmocnd 19Rnumeor6briadob Nu design 1s.1 to prevemm,Hn, and'da,nin•ing'. Cam d,auld be ubm upnvmt dtmegc Checked By: MS .n ineerin Inc. 9 9 and applictblo far use with fnmordantlumbarrdtomeprnmN•etnaonmu.Ihisduignwa.pnprrN during Ran asis,stange, shippingand e.,dan. Top and boom ehaNs shall be Ngmmlybnmdindwsbrrnceofsheahi nidaRn, g or g nsPn^vc 0C Li VII Q,Q p g;f Lett 250055, Tampa, IL 33652 inaamdmcewithnnniaml, M..1,PlwCasiomrnrwod Conmom.,li AF&PAj. Pltle ConneelNWood Tmss Comwction' 'National Oclign StandardIMD g y .Itu n tor., i,,d lho fobenntload, ntbnsbey Or loth udlidthoo .in.4, ing Jm live ktds mceroreanecd l6eamaldin, BC Dead 10.0 TOTAL 37-55 psi Rev. Date: 7/17/06 IANSI/rPI I•iBB2)mdlillO Design Criteria forTmreJ Raflna. Dui d,o Moont.y i—ewonmmd imporeJ 6y lM1elmd building wJe car hinodnlclimadn ncordr. psf FURNISH COPY THIS OBSION TO ERBCTION CONTRACTOR. DUR. FAC: 1.25-1.33' Dwg. No: C W VERIFY ITIg TI)ATA INCLUDING TY OF TNBBUI CONFORM RTOREhTEw THIS TRUSS TRUSS PLACEMENT THAT DATA. INCLUOINO DIM. A LOADS CONFORM TO APCM. PLANISPECs 4 FAH. TRUSS PLACEMENT UTAGRAhI. SPACING: 24.0" GD45-140-30-C-EL 1MBER SCHEDULE: )P CHORD 2X4 SP#2 )TTOM CHORD 2X4 OR 2X3 SP EBS 2X4 SP#3 YPICAL ROOF PLACEMENT PLAN SHOWING SE OF 12'-0" VALLEY SET. 3 valley will resist 100# horizontal J per toe —nail if it is toe —nailed ) supporting trusses with 16d nmon nails. IEB BRACING SCHEDULE: Neb Length # of Braces p to 7'-0" 0 '-0" to II'—g" 1 1'-9" to 14'-0" 2 OBBINS gineering Inc. On 280055. Tamp., FL 33683 NOTE: Truss top chords under a valley set may This truss is designed to withstand 140 mph hove sheathing attached to them with nails wind. per ASCE 7-02, exp. B. mean roof spaced per code requirments. height 30'. MWFRS. In addition to toe—noils, OR provide connection for 170# uplift to each supporting truss. Valley Trusses may be nailed directly to the perpendicular main truss as shown. However, the CUT FROM NOMINAL SIZE LUMBER main trusses under the valleys must be checked for purlins at 24" on center in this area. OR A scab must be attached to each truss top chord for full extent of the volley area; attach scabs to truss top chords with 16d common nails at 12" on center. Scabs must be the some size as the 4'-0" #— truss top chord and of #2 grade or better, 4X4 OPTION: Trusses may be stubbed in I6d TOE —NAIL OPTIONAL SPLICE SECTION "A —A" alley set the Field, using o carbide tip blade. ' Attach 2x4 SP j�2 scab to one (oo of truss, of stubbed locution, using 3X4 3-10d common nails clustered into each intersecting member. 2X4 4j 8'-0" TO 16'-03X5 2X4 .\' \ \O E /V * No.53E61 a : STATE OF •••�'•. SYnNAL•E;f 2X4 PROVIDE CONNECTION FOR 170# UPLIFT AT EACH SUPPORTING TRUSS Up to 36'-0" with vertical members spaced at maximum 6'-0" —� 2X3 EQUAL PIECES Supporting trusses spaced at mox. 24" on center, RIPPED FROM 2X6 Vertical members may not necessarily line up with '\STOCK [top chord of supporting trusses. ID' DT7 SLOPE SAME AS ROOF, USE 2X3 OR 2X4 FOR BOTTOM CHORD. ROBBINS Imm.1.1phls shall be applied ..both facer pfwumc.a Joint. cecenterRobbins Eng.Ca. hears nu resPpnsibiliry /ar tha nation ofovun, field hncing car the plat", unless Indicated otherwise. No loose knms on we.. bu watt. In plate contact am. pleasm ssb tidal. Rehr to SCSI IA] as published by the T.Plate Splice only where shown. Overall spans assume 4' bearings Bl each cod, unless indicated Inadm¢.31B Nanh Lee Sven, Suitnlll, Alexandria VA ±3]N. Penamnmdng otherwise. Cutting and fabricmwn shall be Performed on caulymat which Producesuaa tmff[utinmd 1. seek pmul leoml•belce tanacming proper ..a. bracing anuviluing joints and plates. Un1Oa.therwlscnolcd,moismmeonlemuflumbmelull toprennaepplingand"dominoing'. Cam AGwIdbcukcnloptevcmm daagc nmoceed l9Y..time of fabriwion and this design hnasa,16bler-turwoh during fabrication, norage, a hipping and armies. TOP and one. ehuNuhall be fire remrdont lumber and some preservative treatments. This design was Prepared tdequalely braced In the ebsencc afsha0ing.rdgid ailing, resp"dvely. Itls In accordance with 'National Design Spccifiadons for Wood Connmctioe(AF&PA), the.,mmuibitk,ofethera to.•.train theuhe design loads wilisO on thin drawing Natural Design Standard for Metal Plat: Connected Woad Trans Construction' meet or cmud the actual dead lords imposed by 0e cwmre and the lives loads (ANSInP1 Id0031 and HUD Design Cmeria for Tmssed Rebates. impoxd bythe local building code of historical eltmnfie records. FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS TI IS RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THIS TRUSS DESIGN DRAWING G VERIFY Tu eT T 1ITI Mrn Trues m,a.., n e we r•n.m--Ycan„n,..v.e� .--_.....___..—._.—_..__.. TC Live 20.0/30.0 psf TC Dead 7/15.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 47/55.0 psf DURATION FACTOR: 1.33/1.25/1.15 SPACING: 24.0 In Designed By: MG Checked By: MS Rev. Date: 07/20/06 Dwg. No: Gen.Det. 5-8-140-30-EL 2X4 PROVIDE CONNECTION FOR 170# UPLIFT AT EACH SUPPORTING TRUSS Up to 36'-0" with vertical members spaced at maximum 6'-0" —� 2X3 EQUAL PIECES Supporting trusses spaced at mox. 24" on center, RIPPED FROM 2X6 Vertical members may not necessarily line up with '\STOCK [top chord of supporting trusses. ID' DT7 SLOPE SAME AS ROOF, USE 2X3 OR 2X4 FOR BOTTOM CHORD. ROBBINS Imm.1.1phls shall be applied ..both facer pfwumc.a Joint. cecenterRobbins Eng.Ca. hears nu resPpnsibiliry /ar tha nation ofovun, field hncing car the plat", unless Indicated otherwise. No loose knms on we.. bu watt. In plate contact am. pleasm ssb tidal. Rehr to SCSI IA] as published by the T.Plate Splice only where shown. Overall spans assume 4' bearings Bl each cod, unless indicated Inadm¢.31B Nanh Lee Sven, Suitnlll, Alexandria VA ±3]N. Penamnmdng otherwise. Cutting and fabricmwn shall be Performed on caulymat which Producesuaa tmff[utinmd 1. seek pmul leoml•belce tanacming proper ..a. bracing anuviluing joints and plates. Un1Oa.therwlscnolcd,moismmeonlemuflumbmelull toprennaepplingand"dominoing'. Cam AGwIdbcukcnloptevcmm daagc nmoceed l9Y..time of fabriwion and this design hnasa,16bler-turwoh during fabrication, norage, a hipping and armies. TOP and one. ehuNuhall be fire remrdont lumber and some preservative treatments. This design was Prepared tdequalely braced In the ebsencc afsha0ing.rdgid ailing, resp"dvely. Itls In accordance with 'National Design Spccifiadons for Wood Connmctioe(AF&PA), the.,mmuibitk,ofethera to.•.train theuhe design loads wilisO on thin drawing Natural Design Standard for Metal Plat: Connected Woad Trans Construction' meet or cmud the actual dead lords imposed by 0e cwmre and the lives loads (ANSInP1 Id0031 and HUD Design Cmeria for Tmssed Rebates. impoxd bythe local building code of historical eltmnfie records. FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS TI IS RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THIS TRUSS DESIGN DRAWING G VERIFY Tu eT T 1ITI Mrn Trues m,a.., n e we r•n.m--Ycan„n,..v.e� .--_.....___..—._.—_..__.. TC Live 20.0/30.0 psf TC Dead 7/15.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 47/55.0 psf DURATION FACTOR: 1.33/1.25/1.15 SPACING: 24.0 In Designed By: MG Checked By: MS Rev. Date: 07/20/06 Dwg. No: Gen.Det. 5-8-140-30-EL TC Live 20.0/30.0 psf TC Dead 7/15.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 47/55.0 psf DURATION FACTOR: 1.33/1.25/1.15 SPACING: 24.0 In Designed By: MG Checked By: MS Rev. Date: 07/20/06 Dwg. No: Gen.Det. 5-8-140-30-EL IMBER SCHEDULE: IP CHORD 2X4 SP#2 )TTOM CHORD 2X4 OR 2X3 SP#2 :BS 2X4 SP#3 (PICAL ROOF PLACEMENT PLAN SHOWING SE OF 12'-0" VALLEY SET. s valley will resist 100# horizontal t per toe —nail if it is toe —nailed I supporting trusses with 16d nmon nails. 'EB BRACING SCHEDULE: Veb Length of Braces p to 7'-0" 0 -0" to ll'-9" 1 1'-g" to 14'-0" 2 alley NOTE: Truss top chords under a valley set may This truss is designed to withstand 140 mph have sheathing attached to them with nails wind. per ASCE 7-02, exp. C, mean roof height 30', MWFRS. In addition to toe —nails, spaced per code requirments. provide connection for 200# uplift to each OR supporting truss. Valley Trusses may be nailed directly to the perpendicular main truss as shown. However, the CUT FROM NOMINAL SIZE LUMBER main trusses under the valleys must be checked for purlins at 24" on center in this area. OR A scab must be attached to each truss top chord for full extent of the valley area; attach scabs to truss top chords with 16d common nails at 12" on center. Scabs .must be the some size as the 4'-0" truss top chord and of #2 :rode or better. " 'russes may be 'stubbed in set the field, using a carbide tip blade. Attach 2x4 SP #2 scab to one fac, of truss, at stubbed location, usiT 3X4 3-10d common nails clustered into each intersecting member. led TOE -NAIL SECTION "A —A" A 2X4 3X5\CE it N .53601 se 0 9.STATE OF -53 OPTIONAL () °•, c40R10� �1 SPLICE o.. F •..... •. G ,.1 •���.,SVONAU 2X4 �r✓itst±m lTaad PROVIDE CONNECTION FOR 200y UPLIFT AT EACH SUPPORTING TRUSS �— Up to 36'-0" with vertical members spaced at maximum 6'-0" —� 2X3 EQUAL PIECES Supporting trusses spaced at max. 24" on center. ��RIPPED FROM 2X6 Vertical members may not necessarily line up with STOCK I lop chord of supporting trusses. ID; DT8 SAME AS ROOF, USE 2X3 OR 2X4 FOR BOTTOM CHORD. OdJdJINS R09aMgconnc<mr plates shall be applied an baJ�fvcaafwnet eachjaint. Coale R°hhlns Eng.Ca, hens rap msponslblllry (or,pv mailer o(utases, BdJ bndng ter the plate,. Wes, indicated otherwise. Nolease Lease a'waneinPlate mmmtara.. cm,mcol.,Ibradeg. Kohl toeC5160111publishedbydie TrussPlate . Splice TC Live 20,0/30,g psf Designed By: MG only where shown.Ovomll armsassume d" bearings Gl... b end, unless india,ad In"imm, 2lA Nonh lse Snen. guim 212, AIn.Md., VA 22l N. Pmamcruaing otherwise. Coning andfabdeaton shall he performed on equipment which produces msm,,are utt&nad to seek professi.c.1.&ia mnaming p,oper necJon base., TC Dead 7/15.a psf mng-mmngjaintsand plates. Union otherwise noted. molstum content aflumber.hall mprwm, (.,lingend"domuving". Care should be taken inpmwcnt dmmga nos exceed 19% at time offabrieatlon Nis design b BC Live a.D Checked By: MS gineering Inc. and not applicable for use with dudegrabdcalian.nomge,sbippingandemetion. Topers] banom chords shell bs fire mnsdmt lumbm end acme pramwadwe treatments. This design was prepared adequately bread in the sb,m.a afshcalhbg ar tigid wiling,rapad.1y. It is In psf BC Dead 10.0 psf a 280055, Tampa, FL 33882 accordance with•Nationol Design SpcciOnliam for Wood Constmnion"(AF&PA), the responsibility of others to nmmin thcl the design loads utiPcd on Ibis drawing •National Design Standard for Metal Plate Connected Wood Truss Construction' Inert or named the scael dead leads imposed by Weatueture and the IN. toads TOTAL 47/55.0 psf Rev. Date: 07 2D a6 / / (ANSVIFI 1.2002) and HUD Design Cdleda for Trussed Raftera. Impoced by the local building rode as hioadal clit ass mmrde_ FUR COPY THIS ERECTION CONTMCrOR � IT THE RESPONSIBILITY DURATION FACTOR: 1.33/1.25/1.15 Dwg. No: Gen.Det. DEOF F THE BUILDINGIGNERDESIGO OF THE 9UILOING DESIGNER TO REVIEW Tf115 TRUES DESIGN DRAWING & VERIFI' TNATOATArNndtntur.nauntnancrnugnmuxs.n�um."eaten.�a....°r°.,.°..,...�................ A conf•lur. .a ,. ,_ 5—C-140-30—EL .rcAUK LUMULK 5CHLOULE: CHORD 2X4 SPd2 TOM CHORD 2X4 SP#2 Is 2X4 SPN3 ROBBINS LOCK 20 PLATE CHART JOINT TYPE SPANSUPTO 30'_011 34'-0" 38' 0" 42-0" A 3X6 3X6 4X6 4X6 B 5X6 5X6 5X6 5X6 C 2X4 2X4 3X4 3X4 D 5X6 5X6 5X6 5X6 E 5X6 5X6 5X6 5X6 In ALL LUMHtH, PLATES, ETC. OF THE SUPPORTING TRUSS )T SHOWN; REFER TO ORIGINAL DRAWINGS SEALED BY )BBINS ENGINEERING INC. 'PLY ALL NAILS SO AS TO AVOID DAMAGING �OF LUMBER AND IOSENING OF PLATES AT JOINTS. ) ATTACH 2X4 CONTINUOUS LATERAL BRACING (®) AT 24" 4 CENTER MAX. SPACING TO TOP SIDE OF TOP CHORD OF IPPORTING TRUSS WITH 2-16d COMMON NAILS AT EACH :USS. LATERAL BRACING SHOULD OVERLAP AT LEAST ONE :USS AND MUST BE PROPERLY ANCHORED OR RESTRAINED I PREVENT SIMULTANEOUS BUCKLING OF ADJACENT TRUSS :MBERS. )NNECT PIGGYBACK TRUSS TO SUPPORTING TRUSS WITH '2"X8"XB" COX PLYWOOD OR OSB GUSSETS APPLIED TO CH FACE AT 4'-0" ON CENTER MAXIMUM SPACING, USING -6d COMMON NAILS INTO EACH FACE OF EACH CHORD. RE: 3X8 TL NAIL —ON PLATES MAY BE USED IN LIEU OF YWOOD OR 058, USING 4— 1.5" GALV. TRUSS NAILS PER MBER (8 NAILS PER PLATE). 8 LENGTH UP TO 7'—g", NO ADDITIONAL WEB BRACING REQUIRED. R WEBS LONGER THAN 7'—g", ATTACH 2X4 Ti BRACE t,ME GRADE AND LENGTH AS WEB) WITH 16d COMMON LS AT 4" ON CENTER. TE: THIS TRUSS IS NOT DESIGNED FOR LATERAL WIND DOING. NO LOADS — ANSI/ASCE 7-02 USS IS DESIGNED AS A MAIN WIND FORCE SISTING SYSTEM FOR EXTERIOR ZONE CATION. VD SPEED UP TO 140 MPH AN ROOF HEIGHT: 30' POSURE CATEGORY: B OR C :CUPANCY FACTOR: 1.0 CLOSED BUILDING. 3X6 RL SPLICE PLATES IF NEEDED. 12 /PITCH AS REQUIRED. �— B ,1 B C LYWOOD GUSSET (TYPICAL) B \ B B 0 4'-0" MAXIMUM TYP. A 4 TYP. 4 YP. 4'-0" MAXIMUM TYP. / TOP CHORD OF SUPPORTING TRUSZ L TYPICAL PIGGYBACK DETAIL E 2'-0" MAXIMUM (TYP.) ROBBMSmnncnnrpineaAvail beApplied onboth fecu afc I.phru,oul.ns.Ccnla Robbins E.g.Co. Opinion mapomibility forarzoeedanofvuaes. Geld bating., In pbrz conunoe�. thliceonuwhershon. -'•g�Rll�g•'- ZOBBINS Overwiec. sassficuubnouarwane P,nomm eats bncing.Ref,rm BL'S11•R7 sip blishd by tha Trnv pine Splice only where shown. Overall epvm assume d• bearings At each end, unless indicated InstiNm, 218 Nardi Lee Streit, Suilc 312. Alexandria. VA 723W Persomerccring TQ LIVB 20.0/30.0 PSf Designed By: MG alhmviw. Corning and fibdcainn shall be persturcrd on equipment white produces euuesarceauttndmseaEpmfmlnnal sdriea concerning p,OM nation bracing mug-Rningloinn and pines. Unle�soth,rwisenamd,moiawrt mnmmoflumbenhdl TC Dead 7.0/15.0 psf _ Engineering Inc. m prevent and'domineingl Can should be ubm to puvem d,maga end19%ntimeoffnbreatienandthlsdesign isoatApplicable for usewith during fabrication,smnige. shipping And ereclion.Top and banomchot&A.1lbe fro warrant lund'. and some presirvvlNe lmaunenu. Thl, dcAign wu d,qu BC LIVB D.D PST Checked B MS y p,Apucd �ly bract In the Abu...nf.h.chin, or rigid eailing, rnapadach. ll 1, ina<cordvncc wish TlAn-onignSpeeifieariom for Wood Connmclicn' IAFaPA), the n omibill ofsnhem to me,nain thn she design loads uGliu4 an this drawing BC Dead 5.0/10.0 psi 7.Boa 2eGa55. Tompa, FL fleet •Nalioml❑ealgn5londard fr,MrAl'[Are Cannencd Woad T.AS Canstmnion• mcno,ncr,dth,amal dead load, Imposed by theavucuraand the live loads (ANSIRPI WD32)and HUD Design Criteria for TMned Rafleni. TDTAL 32,0/55.0 psf DOiB: 7/21 /D6 imposed by the local building radio, hivaird ebouru„a•cub, FURNISH A COPY OF THIS DESIGN TO F.RFLTION COMPACTOR. OUR. FAC: 1.25/ 1.33 DWg. No: GD12—H—EL IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNERTO REVIEWTHIS TRUSS DESIGN DRAWING & VERIFY THAT DATA INCLUDING DIM.& LOADS CONFORM TO ARCH. PLANISPECS L FAB. TRUSS pLACEMFM DIAGMM. SPACING: 24.0° PLYWOOD 'IGGYBACK TRUSS (SEE ORIGINAL SE ALED DRAWING i I CONTINUOUS LATERAL BRACING_ 4'-0" O.C. MAXIMUM NG TRUSS (SEE ORIGINAL SEALED DRAWING.) AS ACQ,9N.i G E NLp (' bis N sir R Zft ND."s9380 is STATE OF 4: + /L 1 FOR ALL WIND AND STANDARD LOADING, LUMBER, PLATES, ETC. NOT SHOWN, REFER TO ORIGINAL DRAWINGS v SEALED BY ROBBINS ENGINEERING INC. 1. BRACE FLAT TOP CHORD OF THE SUPPORTING TRUSS WITH 2X4 CONTINUOUS LATERAL BRACING SPACED NAILS AT EACH TRUSS. AT MAXIMUM 24" ON CENTER USING 2— 15d COMMON TY P I C A L 2. ATTACH PIGGYBACK TRUSS TO SUPPORTING TRUSS WITH 7/16"X4"X8" CDX. PLYWOOD OR OSB GUSSETS SPACED AT MAXIMUM 4'-0" ON CENTER ON BOTH PIGGYBACK FACES WITH 4-6d COMMON NAILS' PER D E TA I� MEMBER( 8 NAILS PER GUSSET). NOTE: 3X8 TL NAIL —ON PLATES MAY BE USED IN LIEU OF PLYWOOD OR OSB, USING 4— 1.5" GALV, TRUSS NAILS PER MEMBER (8 NAILS PER PLATE). ID: DTI O ROBBMS Icl,imrpMmrA.11b<appli<J an borhhceaofwn n wchlaml. Caner Rol Eog.a.bonmroposebibry for tire, vmim or".. field bracing or he plan, unlessindiWled aWmiW. No loou bnvu ar xmcin""'moon PrtA ROBBINSes Spliceonlywhercrhoxn. Ownll epa.resume - bodegul mch md, wlns mdinhd W4v¢,g1e No tag'S pfo ro BCSII-0]upubliehN by Weimv Pluc othcrvim CuttingandhbrinvonshrillbLpLRuemedanggsipmenlxhichpmduWt Persons Designed By: MC woes.eaedanolbaeeY Afemgooelsd.k<"ut"4VA1111c. mug.DrrmB loinu•nd plarn.� Unless atherxlW nelN, mvinuWevmmtnFlumbn ebdl w P Wn�wg NOP-=rtraeing no uce119;atime of hbnWllan and this design it notapplic•ble for net wth d�V Is �Img •"d domirwivl.di ahin. ToWmr•pmmr goRrbngL.<hippin,WomiunTopudbovomtlny<luubc Engineering Inc.finreurden,oidsrmd.amePn.nvnrrerrc.tmmu.iA;.d<.igox.< Checked d toll in ¢mtdwnxnl,NgdonH Dmi S fiutiom for Wood Comvvuiwr'(aAmd" I. µequauybnreljn thLsbseWeof sbWlhmg Wngid Wiling, rengine vdR lbo 'N•rien•IDesign Standard froMe.'Pit Connecrai Weed Tares ConsFortino, P.O.Bm 2e0Ws. TBmpB, fl ]]ee1 l>y<yn By: Ms men o1e'rpn'rmlithe Woo dodlodeimpmM by thus ud the llV'h oad<x'ng IANSWPI 1.1o011 and HUDDoign Corona For Truesed Rohs. imposed by me 1.1 Wilding ends or hnmoe<I dimuin rccN.. Date: 03/30/06 PY Of IMS OR IT IS THE RESPONSIBIIITY OFI TM BOUILUDIG DUIIGNER TOON OUMW DMS TA ss DMI. NDMWBiG&WIFFY THAT DATA 134a Op10ON.& WADS CONFORM TO Dwg. NO: GD12-1 ARCII. F1i A FAD, TRUSS P ICEMEIT DIAGRAM. General For all lumber, detail plates, I for field etc. not shown, installation, removal or repair of cosmetic Procedure for trimming or remnvinn m refer to original met: f:ll...., drawings sealed by t_ rt_u Robbins Engineering Inc. fillers. Attach 2x4 SP, SPF, DFL, Hem —Fir stud grade or better vertical scab (shaded) to one face of truss using clusters of (3)10d common nails into each intersecting member where shown circled (Typical). Use o carbide tip blade to cut and remove portion of truss shown dashed. Do not cut any structural members or plates. Cosmetic members and cosmetic plates are to be cut only. Entire cosmetic filler may be removed if desired. Procedure for field inetollotion of cosmetic fillers Install 2x4 SPJf3, SPFf/3, DFL}J3,Hem—firf�3,(minimum) cosmetic bottom chord (+) using 2x4 better vertical scabs (shaded) applied to one face of truss using (3)10d common nails into members may be installed in plane with truss using 3x8 TL noil—on plates applied to each \Ioi where shown circled. Voteas:Vertical scabs to be spaced at 4'-0" on center max. -osmetic fillers to be repaired on, modified, cannot bear on interior bearing supports Continuous lateral bracing to be applied to truss bottom chord at 10'-0" on center or longer. -coding applied to cosmetic k Bottom chord not to exceed 0 psf. BOBBINS Engineering Inc. 'a.9ur ZBOO55, TPmPPT n 136e2 ii II _ IL^ 4'-0" on center max.(typ.) EXISTING COSMETIC FILLER SP, SPF,DFL,Hem—fir stud 'grade or each intersecting member. Vertical face of truss using 1.5" galy, truss or transfer concentrated loads. mox. where cosmetic filler length is 10'— JEN- No.3938 / t -0 : STATE I : CC OR I'D \Door;.-/ONA1_ E4•+��,6 �+ (3 3x8 TL (optional) 4'-0" on center max.(lyp.) FIELD INSTALLED COSMETIC FILLER — BBLOCK 1(20 . ac..�W$prNmwih 1c. 0p IM-ASIY AlsO. dob) c1v.n pnl. 4nlw N, paln,uin. q PYVn to) v Qn+Ilr�mr. R-1. YIQ., G. e.vrr m rr.Ps�pi !ctl Ivn• Ir Iv IIIr �n1Yn W Inon. IcaI,R, ^V m amTby al w enbn DINT;.. Il,fc.IN •. M cbY H Pbin Nn arval clln IM cITPTY. m HvYenbM of IM oAc oro / m ITrrl. Ho bon' Sralr _ Rc(n b NB•61 Um . I. YNIpn, torr 5TT�1. PoPmolc D"Lim m .aa N Pblc cenlal oTc. Sdu WPIN o1Mr1v.TT, w..or raM or.um. 1' 6•orYgr .I ran rroT YNrn "'9 oTTO IPMrolicn. INN mr6 p�,Tllpny IyDr,r mm.y;o-.rl oo.iu Pro •6PP,pd cec'nTA•p VPpv .Taf dd'N le p...m,l Iroel'+q M. W b YNr a P.HwIM m N�manl cHkH mNaN mIq-flllla ^Ir Pro q.ln. TN 6.uyn MOTVN M uamma.�11 rl 11 m. IP P,cnnl CPnop. rW IPVbcDPT,, Tom crE retlen depr .br 4 POgTnlwr e r 1 Onyn SPRIr(I, Iv 11ar6 CmNvwl'un = IN51/N6P6), Hol'mol pnynl llenEorp Im Yrltl IbI. n F YyP"op.pTa'0 VKF _ NLq m ry11 owF^a. maFDnV• II Ic Ia f t" .a TNv ral.lNc{'on'IH19/Iq I-IYY!), oro MD DnSn Gl.rl. Im iv.v FUII n m 6' N ' I,R..O,e1 oc4pl IwE lecy ywPaN, ulircr w INr a Fn boE, Hno.cN q W bml Iriiup nolmati FURNISH A COPY Or THIS DESIGN mY m cfT,iPlc�"'cT�uitl TO ERECTION ITISTHAT RESPONSIBILITYCONTRACTOR IT VERIFY THE RESPONSIBILITY ur. THE BUILDING DESIGNER AND TRUSS FAB, TO REVIEW THIS nRwf: A INCI Train: nw .wT. ..,.. _.. ID: DT11 Designed By: Ala Checked By: TAA, Date: 08/13/01 Dwg, No: Gen.Det. 37 DETAIL FOR FABRICATION OF BOTTOM CHORD FILLER TO BE USED TO PRODUCE A FLAT BOTTOM CHORD OF VARIABLE LENGTH. REFER TO ROBBINS ENGINEERING SEALED DESIGN FOR LUMBER GRADES, PLATES, ETC. NOT SHOWN ON THIS DRAWING. LUMBER (FILLER PORTION ONLY): 2X4 SP#2, SPF #2, DFL #2, HEM -FIR #2 (MIN.) ('): BRACE BOTTOM CHORD WITH 1X4 CONTINUOUS LATERAL BRACING SPACED 10'- 0" O.C.'(MAX.). ATTACH WITH (2) 8D NAILS. ALT. CONNECTION: ATTACH TiL NAIL - ON PLATES TO EACH FACE OF TRUSS USING 1.5" GALVANIZED TRUSS NAILS AS SHOWN CIRCLED. , -+ l i rr.) OR 3X6TL(W/(3)1s' GALV. TRUSS NAILS ON EACFI FACE). CCEPT WHERE 0500 University Ctr �Dr. Tampa, FL 33612 (813) 972-1135 GABLE END DETAIL — 150 MPH, EXP;B , MEAN ROOF HEIGHT OF 30' — ASCE 7-02 C & C TOP CHORD: 2X4 #2N So. Pine BTM CHORD: 2X4 #2N So. Pine WEBS : SEE TABLE BELOW Gable Brocina Schedule fnr ASCF 7-n7 (AAFAN Rnnl' unruT—Tn rT Lumber Grode of Vertical Spacing of Verlicals M6 Unbraced Length Moximium Len lh with "L" Broce (1) 2x4 (2) 2x4 (1) 2x6 (2) 2x6 24" 3'-0" 2x4 SP 3 16 3'-5" 7'-2" 8'-7" 11,-3" 13.-5" 12" 3'-9" T-11" 9'-5" 12,-5„ 14,-9„ 2x4 SP 2 24" 3'-2° 6'-7" 7'-10" 10'-3" 16" 3'-7" 7'-6" 8'-11" II1-9„ 14'-0" 12" 4'-0" 8'-3" - 9'-10" 13'-0" 15,-0" NOTE: THIS GABLE 15 DESIGNED TO 'WITHSTAND WIND SPEEDS UP TO 150 MPH ACCORDING TO ASCE 7-02. LATERAL STABILITY OF THIS GABLE AND CONNECTIONS TO TRANSFER LOADS TO THE ROOF AND CEILING DIAPHRAGM TO BE DESIGNED BY OTHERS. SHEAR WALL DESIGN TO TRANSFER DIAPHRAGM LOADS ACTING PARELLEL TO CABLE TRUSS IS THE RESPON- SIBILITY OF BUILDING DESIGNER, PROVIDE CONNECTION TO RESIST UPLIFT ALONG CONTINUOUS SUPPORT AS PER FOLLOWING SCHEDULE, Oullooker (O.H.) Length Uplift LBS/FT 24 197 16" 151 12' 129 8" 106 60 3x4 3x4 3x4 ALT. END DETAIL Minimum plate sizes for vertical members are as follows: 2x4v for verticals up to 6'-0" 3x4v for verticals up to 8'-0" 3x5v for verticals up to 12.'-0" 3X6v for verticals up to 15'-0" UPLIFT CONNECTIONS FOR THE ANCHORAGE OF THE TOP CHORD SHEATHING, OUTLOOKERS AND BOTTOM CHORD TO BE SPECIFIED BY OTHERS. 12 TYPICAL NOTE: Top Chord moy be hipped, BOBBINS '.ngineering Inc. '.Bog 280055, romm rL 33882 ROBBINS ennnmur plan. ah.11 be the plane, uelen Indlol.d nherwb Splice only where bown, overall atherwiu. Nning and ebde.,no mug noingdolnu ana plies. Under nil ea ,ed 19 . at time orfabrieNo R.e mordant lumber and aotnc prut in acuNance "id, 'National Doigl •Nadond Design Standard for Mm (ANSIrTPI 1a002) and HUD Dad. IT IS TIRE I TIIAT nAT e¢hininl. Center Robbins Eng. Co. bean no in um.,, pomtan.1 nor b,ain,, I end, unless indicated loadone, 21 a Honda Ise SI which Pend.c. M.. an nn'beed to R deign is nit applinble foruae wbh "C—Braces must be the some grade and species or better as the vertical member and must be attached to the vertical member with 12d common noils 3" on center for the entire length of brace. ,g5cya�egnn_ MAS A(e`!Po° ,\GENS� * No.39380 a STATE . q3�C PITCH BREAK PLATES To MATCH TYPICAL TRUSSES 3x4 FRAMED OPENING 24" y (MAX) 4 3x4 SPAN OF TYPICAL TRUSSES Care abuld -.._ ..._.—...--nw-•• .uegnnery anwatn'a ateenceprshulhing wrigid c61ipg.rupectinly. Rie a for Wood Cansoonion' IAF&PA), the nspomibility ofothcn to aturuin thatthe deup load, dli.<d an dtia dnwing tad Wood T., On,trucdon' men or cued the and dead la.da i.,.,w by theawuun and the Eve bade Tuned Marta. impoxd by the local building cnde or historical clilnaue Mali. FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. .ITY OF THE BUILDING DESIGNER TO REVIEW THIS TRUSS DESIGN DRAWING & VERIFY JG DIM. & LOADS CONFORM TO ARCH. PLANISPECS & FAB. TRUSS PLACEMENT IMAORAM. MAX. TC LL 30.0 psf MAX. TC DL 20.0 psf BC Live 0.0 psf BC Dead 10.0 psf MAX. TOTAL 60.0 psf DURATION 1.15/1.33 SPACING:24.0 ID: DT13 Designed By: MG Checked By: MS Dale: 11 /29/05 3-B-150-30 GABLE END DETAIL — 150 MPH, EXP:C , MEAN ROOF HEIGHT OF 30' — ASCE 7-02 C & C I TOP CHORD: 2X4 #2N So. Pine BTM CHORD: 2X4 j#2N So. Pine WEBS SEE TABLE BELOW Goble Brocina Schedule for ASCE 7-09 (MFAN RnOF HFIr.NT_'tn rT 1 Lumber Grade Spacing of Max .Unbraced Moximium Len th with "L" Brace of Vertical Verticals Length (1) 2x4 (2) 2x4 (1) 2x6 (2) 2x6 2x4 SP #3 24" 16 12" 2'-8" 3--1" 3'-5" 5'-2" 6'-3" 7'-1" 6'-8" 7'—B" 8'-5" 8'-0" 9'-10" 11'-1" IO'-6" 12'-0" 13'-2" 2x4 SP #2 24" 16" 12" 3'-3" 3'-6" 5'—f0" 6'-9" 7'-5" 7'-0' 8'-0" 8'-10" 9'-2" 10'-6" 11'-7" 11'-0" 12'-6" 13'-10" NOTE: THIS GABLE IS DESIGNED TO WITHSTAND WIND SPEEDS UP TO 150 MPH ACCORDING TO ASCE 7-02. LATERAL STABILITY OF THIS GABLE AND CONNECTIONS TO TRANSFER LOADS TO THE ROOF AND CEILING DIAPHRAGM TO BE. DESIGNED BY OTHERS. SHEAR WALL DESIGN TO TRANSFER DIAPHRAGM LOADS ACTING PARELLEL TO GABLE TRUSS IS THE RESPON— SIBILITY OF BUILDING DESIGNER. PROVIDE CONNECTION TO RESIST UPLIFT ALONG CONTINUOUS SUPPORT AS PER FOLLOWING SCHEDULE. Oullooker (O.H.) Length Uplift LBS/FT 24 276 16" 212 12" 180 8" 148 84 3x4 3x4 3x4 ALT. END DETAIL Minimum plate sizes for vertical members ore as follows: 2x4v for verticals up to 4'-0" 3x4v for verticals up to 6'-0" 3x5v for verticals up to 8'-0" 3X6v for verticals up to 13'-1Or UPLIFT CONNECTIONS FOR THE ANCHORAGE OF THE TOP CHORD SHEATHING, OUTLOOKERS AND BOTTOM CHORD TO BE SPECIFIED BY OTHERS. NOTE: Top chord moy be hipped. BOBBINS Engineering Inc. .0,e0a 280055, Tampa, FL 33687 0e PIMA units, indint d r,hcNoi Splice only wbrre,haun. Overall otAmyioc. Cuning and febricenco mag.RningiaMn ana pw<,. wile fill roared IPhn tl dare d(46drni Ne merdml lumbar end mare on. in acmraaroe with 'Ro Nedaml Duign Slndudfor Mc, (ANSUTPI 1.2002) and HUD On R IS THE epEd an bash f<eu ofwvlerthlowL Cemn No loose Mno a or ware in plom conuc, Na. no anume g' bcarir, w each cod, uMmt b,dimcd oil be pafa mcd on cquipmrnl which Producer N,—lo<nd,d, moh.re eommnl of Mmber thrill and lbia doigd itvdnppllnur< ble rot who ,.Ill. hvolmenuThi, design wu "ard IpeciOudoor far Wood Crmmmlivn' (AF&pA), 'Inc Conrad Wood Trot, Con,rucdon' Crimria for Tm,md P.A.. OF THE BUILDING 12 micAL ar "L"—Braces must be the some grade and species or better as the vertical member and must be attached to the vertical member with 12d common noils 3" on center for the entire length of brace. •yp96ve,=3Far¢y;4�P° ••• pMpS AREA °4° o \r,an a ENS�'1 °! No.3939D s 0 S'rATE OFj °jO+gingf 'ryF PITCH BREAx PLATES TO MATCH TYPICAL TNUSSES 3x4 3x4 SPAN OF TYPICAL TRUSSES Rabbi. Erg. Co. bear, ao rnpdml0iry for 0a aecd of ofruaoa, field bracing or Nono.ce,n.. bracing. R<&r 0 Dal 1.03 n puhluhed by the T. Pbm Imnmm, 118 Ndnh I« Soren, Suilc 111, AI<eandria, VA 11,11. Pneana n ng ouuor ore nudvnd m acch pmfeuia,nl advim conccmidg propor vxuan bracing an pmrool lrppling and'dominaing'. Cue ohoola be uom w pram, dtmaga During M1hrinddn, ndnBq Nipping aoJ ertalno, Top and bottom [bvrda shell be doquabay braced in ae abcrnu rf rh lb-ing w nein load, Wil and on this h i, the reaponcand0 orolh dcoaccca in Ihnthedeign Inadomiludon Nk drawing mca or raced rl c al u•1 dud load, r hind by No conrc mo and Nc lire IaaN ,mpd¢d by the I:.I building cod<or hinodd dimede m<orda. 3 EREC TON CONTRACTOR. FAR. OPENING MAX. TC LL 30.0 psf MAX. TC DL 20.0 psf BC Live 0.0 psf BC Dead 10.0 psf MAX. TOTAL 60.0 psf DURATION 1,15/1.33 SPACING:24.0 ID: DT14 Designed By: MG Checked By: TAA Date: 11/29/05 GD-3—C-150-30 t a BEARING BLOCK DETAIL (A'1/12 Non -Dense So.Pine Truss Bottom chord) 1 One (1) Be!aring Block Block 1D-d Max. Reaction (1bg.) Idenath Nail I 1-ply 2-ply 3-ply 4-p1y 5-ply No Block Rapid 2520 504'0 7560 . 100BO 12600 5 3126 564 1 1 1 2 6 3248 576B 8288 10808 13328 8" 7 3369 58B9 8409 10929 13449 8 3490 6010 8530 11050 13570 9 3612 6132 8652 11172 13691 30 3733 6253 8773 11293 13013 11 3854 6374 8894 11414 13934 12 7 6496 1 11 12" 13 4097 6617 9137 11657 14177 14 4218 6738 9258 11779 14296 15 4340 6860 9380 11900 14420 16 4461 6981 9501 12021 14541 17 18" 45 102 -7224 622 12142 14662 18 4704 9744 12264 24703 19 4825 7345 9865 12385 14905 20 4947 7460 9906 12506 15026 21 5040 7560 100BO 12600 15120 NOTES: la Bearing blocks tolbe same size and grade as truss bottom chord. 2.. All nails must belequally spaced and staggered. ,r \41PS A�&11#4drr yob �� °' I ' • �� ,s•P xx a. No.3932(1 ° 1 r A4 .aM1a Two(2) Bearing Blocks V) Block Len th 10-d 'Nails Max. Reaction (lbs.) 1-Ply 'P1Y -P Y 4-ply -P Y 5400 7920 10440 12960 15480 12 10 11 5688 8208 10728 13248 15760 12 5976 8496 11016 13536 16056 13 6264 B7B4 21304 13824 16344 16" 15 2 11592 14112 16632 6640 9360 11800 14400 16920 16 7128 9648 1216E 14686 17208 17 7416 9936 12456 14976 17496 18 7560 10080 12600 15120 17640 For alternate stress increases, multiply required number of 10d nails(N) by the following factors: 3. 2 Bearing blocks required . Stress Increase Factor 4. +Attach one block to each face of truss. 1.0 1.33:N ID: DT15 1,15 1.16: N ROBBINS LOCK cc unless shown In, tally al the Peak ai end, unless md1le desi gn was ra a P p Specilicalions Ivt Robbins resptei.. 6lD-C Inni,me. S83 0'C Coming Paper ere engineering, Inc, ping and erection. '.0. Bus 200055, Tempe, FL 336112 bilny vl others la e loads imposed by n.I rP... r ain in,..,. 1.25 1.07 z N Revised 2/1/92 hector pates 12o9a. gaI v. ste 6 ASTM A4a 6. Grade At bell Is a bait app lied eat on bot h laces of tr uss tin al each'oin I. Canrel Ina I vise by circles I pares c e es o or dimensions, Y lot d ensivn s. Unless otherwise he woe indica ted a"v" Y .all slot i I ror heel. No lope4 knors pr wenaam Ptau comm� arae.5 lice on, sop mesrunpersuelweh me chores ornarnPn. TOP CHORD LIVE LOAD: — P.S.F. p where ho w.. own. Overall soens assume 4'• d bearin s I otherwise, a each on se. Cutting and fabrication shall be perlormd on equipmem which produces sou bolo g TOP CHORD DEAD LOAD: P.S.F. d m accordance with "Nnianal Design 9pecilicaions Ipr 9bas, p 8' ni lgs" and pbtes.. This _. sign ghl Metal Plate Connected Wood Trusses" ITPII, and HUD Design Criteriaaeto Lumber Trussed Reflect RPblen, M BF Col b ins no BOTTOM CHORD LOAD: P.S.F, erection of vvssas, held brading or permanem uuss bracing. Refer ro BWT . 76 and HET • 80 as plrp Dnve, Suite 200. Madison, Wisconsin 53719, Person, "'cling trusses are caulrvned In seek psoless anal advice TOTAL LOADING: — P.S.F. ion bracing to proven, toppling and "dommoing". Care should be taken 10 prevent damage during labre align. storage. ship op and bottom chords shall be adequa,ely braced in the absence vl sheathing or livid ceiling, hespecvval,. 11 is the responsi * 7Y STRESS INCAEl1SE: 33.3 % Ienain that the design load, utile,d on this drawing meal or exceed the actual dead loads imposed by the Structure and the live Inails Only, e local building code or historical climatic records. FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. SPACI G: ..., OESIGNEO BY: RW CH'KD, BY LS DATE: DWG. NO- GEN. GET 18 C I FLOOR TRUSSES (02) STRONGBACK BRACING DETAILS 1) Strongbocking is specified to control vibration.It shall be spaced no Amore than 10' apart for floor assemblies.' 2) Strongbocks shall be a minimum of 2x6 and shall be attached with, (3)16d nails to 0 2x4 vertical unless other— wise specified by the details shown. I IV VIIG IIC Simpson H3 or equivalent with 4-8d common nails each member. (2)10d nails (typ) (3)16d nails (lyp) R 0 B B I N S ROBBIN$ LOCK [nwclp pb a I 9C p )D;nL c ,i MN. GaM A) ROB I epLOC a poll. loch a Ina oI nN Jai C.A. D. poln,I A) 6o,, W Cp. U. Wpr no n.ppn[Brt1, I11 IN [ Me. W Iwe, R b body p pcm.v.n1 m ,Ulr V I I[ nl6n V.wl N1,[..91 Iw q c+cbl (I) p pb...l{IIa Yp[e e1NnM NOcvIW q •, d WI[ b peln nn pnl[II .Fe e. No.c. a bBmle[, cl IN o. popi..e q IN Tlyq Fbl[ Y.lilel[?61 O'6Wrb piw3al. 700. Iy(.pr� K :. WIMS. P . Vwk, I,— ppoll eN p N,L' Xp bpw WV p eeM H ppp CWII.1 vM Spi[ polptaMd q.e[ corc[mlrq Yong VKI''— W.+' to pmnl lope(' Engineering Inc. avbp 0 [ae p.e, pll[o wG[e1W olNnuc. CWlip Vw Ip I;V. M N W. W m.elpn.nl pne '0[nioip', Gn [nauN W Ip 1[ p,vnl 0.." Ovcq 1W.K.l'm, 0v . u:pdns p,d .[[IbM1 Iw ..! wllw cNWI ,N1 N ee I.y •tin pee,co . -mDV )dnW W pp.. TN on* q M. b a[m,avv .IDI'N t6V D.:, SopollmW. 1. Slim-6 Ln W.W InIN pp[pne[ of W Iw" p 'I'W c[s q, rnp[clwcy. It 4 IN Iepp.AYf, d IN Io o.nleb INI IN Mqn bea NYIW m Ili P.D.B.[ 760055, Tempo, rL 33667 Vn S[ rt. (IOVA,,'DnQn U"W6WI'. IV Lk-4 Wd I%I. CwRIW Y d InY[[ (IVIf. p,C 1{q Dl.yl ret1 IV 111YW llml[ Mo.Lq In[d W ncW IN p.e[.e ld 0[ee bee. bq IN Ilry t. ve IN rr[ beC[ k p by IN b ww" [04 . N[I.kd dr lc '.V.N. FURNISH A COPY Or THIS DESIGN TO ERECTION COMPACTOR IT IS THE RESPONSIOLM Or THE BUILDING DESIGNER AND TRUSS FAB. TO REVIEW THIS DRWG, k Kel[Y Tllr .... nuN UIV..n .... � ,.... ....M.. .. ..... Sao,&P S A[e''�, •.•��,EfUSF'. 2x6(typ) TD: DT] 6 (3)16d nails (lyp) Strongback can be placed at either side of either face of vertical member of chase. Revised 3/30/98 TC Live 40.0 psf TC Dead 10.0 psi BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55 psf LOAD DUR. FAC: 1.00 cDAnwr.oc n^ Designed By: LH/BR Checked By: )A).1 Dale: 6-18-97 Dwg, No:STRONGBACK DETAIL LSTA24 ON THE I JACK TOP CHORD LSTA36 ON THE HPJACK—\ TOP CHORD BRACE THE W CARPER BOTTOM - CHORD TO RESIST BOWNG CAUSED BY MGM HOPoZONTAL LOADS.I HP JACK TOP WRAP BOTH EAST COAST LUMBER 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2400 FAH: (772)466-5336 CORNER JACK ,r CJ HPJACK BOTTOM QCRDJ L—LSTA12 ON ALL JACK TYPES rr, i HIAL ALL LSTAI2 STRAPS WNG v S11Dd • I V2' NALS N EACH MEMBER INSTALL ALL CORNER JACKS TO r ONE FACE OF THE HIP JACK FIRST' AND THEN INSTALL JACKS TO THE OPPOSITE FACE WRAPPING THE STRAP OVER AND PAST THE ALREADY INSTALLED STRAPS. I INSTALL END JACKS IN A 51MILAK FASHION USINO LSTA24 w/ (S) 10d K 1 1/2° NAILS IN EACH MEMBER. u- T1' ALL NOTED STRAPS TO BE SUPPLIED BY s!W THE BUILDER/CUSTOMER '�~ GENE TO SLPPORT JACK CANTILEVERED CORNER STRAPPING DETAIL JUL 2 5 2D01< ID: DTI f1�BIfN BY- RA4I. NVBH 24 Butterfly Hanger ID: DT18 Fastener Schedule Allowable Loads (lbsj Size Product Code Gauge Header Joist Gravity Wind Uplih 8d 3d 100% 133% 2 x 4 NVBH 24 18 12 6 1113 364 Notes : I. Use all specified Fasteners in schedule to achieve values indicated. 2. Values are based on I V' header and joist thickness. 3. This table is based on Miami Dade County NOA # 04.1202.01 4. See General Notes, page 01. t/21, SYMM. Q Mid Span I Uplift Downward Load (Gravity) GENERAL NOTES Trusses are not marked in any way to Identify the frequency or location of temporary bracing. Follow the recommendationsfar handling, Installing and temporary badng of busses. Refer to BCSI 1-0+ Guide [o Good Practice for Connected Woad Trusses for more detailed Information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCSI-63 Summary cheer - l9rb Member Permanent Bacino/Web REnforcement for more information. All other permanent bracing design Is the responsibility of the Building Designer. NOTES GENERALES Los trusses no esthn marcados de ningbn modo qua identifique Is heaenda o loral'uacihn de dos amosms (bradig) tempordles. Use [as remmendadanes de manejo, instalad in y amostre temporal de Its trusses. Veer el t➢Ilet9 Plans de Metalcam Para mayor information. Los dibujos de disefio de dos busses pueden especiflcar in lomloadones de loss arranges permanentes en In miembros Individuales en mmpresihn. Vea la hoja resume" BCSi-RT ears lass amostres bermane rites v rzos d In, m mhms �Metal tal pars mayor InPomadhn. El rests de amostres penanentes son Is responsabilidad del Disehador del Edifido. QThe consequences of Improper handling, Installing and bracing may be a collapse of the Structure, or worse, serious personal Injury or death. D resultado de on manejo, instaladon y amosbe Jnademados, puede ser It Odds de to esbuctua o aura pear, muerus o bandits. Banding and Vass plates have sharp edges. Wear Q! gloves when handling and safety, glasses when < ,•_; cutting banding. Empaques y places de metal der, border afilados. Use guantes y lances pratectons cuando + mite los empaques. HANDLING - MANEJO Allow no more No permits mas © Use special carein than Y of de0ec- de 3 pulgadas de windy weather or don for every 10' pandeo par coda 10 near power lines of span. pies de tramp. and airports. ,a 4` +a 4� 6' ,n- Pick up vertical Levante de IS merda bundles at the superior los grupos top chord. verdcales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK k !;yes• * w Bundles stored on the ground for one week or more should be raised by blocking at 8' to 10' On center. Los paquetes almacanadas an his berm par una semana o mas deben ser elevados on Jacques a coda 8 0 10 pies. For long term storage, over bundles to pre- vent moisture gain but allow for ventilation. Pam almacen-ammento par Mayor tempo, cobra las paquetes pars prevenlr aumento tie humedad peen permits ventllan ihn. Spreader bar for buss bundles 1, Utlice midado especial en dias ventosos o cerca de cables el€cmms o de aeropuertos. Check banding Revise los empaques prior to moving antes de mover los bundles, paqueon de busses. T Avoid lateral bending. — Evite Is flexihn lateral. Do not store No almacene unbraced bundles veRicalmente Los upright. busses suelths. K. caii ®... !t SUMMARY fET S, a < 4 I �y HAND ERECTION — LEVANTAMIENTO A MANO Chi y / Trusses 20' or Trusses 30' or less, support ' less, support f at peak. •' quarter point LeiLevante de del plc- los Los cuartos trusses de 20 de tamo loss pies o Maros. busses de 30 i'-- `Trusses hasta20 pi I pig o memos. s Faso 30 pi i HOISTING — LEVANTAMIENTO Hold each truss in position with the erection equipment unfit temporary bracing is installed and buss Is fastened to the bearing points. Sostenga cada buss en posicicn on la gnja hasty qua at arrostre temporal est€ Insmlado y el buss asegurado an dos soportes. Do not lift trusses over 30' by the peak. No Lvante del Pico los [ruses de mass de 30 pies. Greater than 30' Mils de 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS Tagline Toe -ink Spreader bar 112 to Tagline 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES 60* or less ' truss length TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Locate Spreader bar / { l EHba above or sck 10'o.c. mid -height max. 1~ Spreader ber2/3 to I 3/e Vass length �II TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE ©Refer t0 BCSI-B2 Summary Sheet - Trutt Insti don and Temooary Badirm for more information. Vea el rnsllmen BCSI-132 - InstaLedhn de %eses v Amosta Temporal pan mayor Informahn. Do not walk on unbraced trusses. No camine an trusses sueltos. Locate ground braces for first buss directly in line with all rows of top chord temporary lateral bracing. Coloque las amostrs de Uena pans al primer buss directamente an Hirai con cada una de In files de amostres lacerates temporales de to clients superior. Brace first truss well E— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTUB) min. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. • Este matodo de amostre as pans todo busses excepto busses de cuerclas pamleias 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace(TCTLB) Spacing Longlitud de Tramp Espaciamlento del Anion Temporal de la Cuerda Superior Up to 30' 10' o.c max. Hasta 30 pies 10 ples maxlmo 30' to 45' 8' O.C. max. 30 a 45 pies 8 pies Maximo 45' to 60' 6' o.c, max. 45 a 60 pies 6 ples maximo 60' to BD" 4' o.c. max. 60 a 80pies- 4 ples maximo •Consult a Professional Engineer for trusses longer than . 'Comulte a Professional ingenlal pan Engineer for t de man de r pies. Q See BCSI-B2 for TCTLB options. Vea at BC51-B2 pan lass opdonn tie TCTLB. � Q Refer roi Summary Sheet - Gable End Fame Bradn Repeat diagonal brace. Vea el lesmaen SCSI-B6 - Amostra Repita los amostfe5 del truss terminal diagonales. de un [echo a dos aquas' Set first five trusses with spacer places, than add diagonals. Repeat process on groups of four trusses until all trusses are set. Insole loss cinm primenos busses on espacmdoms, luego dos arriostres diagonales. Repita este procedimiento an grupos de cuatro trusses haste qua roars Jos trusses esten Instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12-length lapped over two busses.. 10'-15' max. ll braces O Buss (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE—PLANO DE LOS MIEMBROS SECUNDARIOS Diagonal maces every 10 buss 10'-IS' max. spaces (20' max.) same spacing as bottom chng Some chord and web members not shown for clan lateral badng ry. DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ©Refer to BC5I-B7 Maximum lateral brace spacing Summary Sheet 10' o.c. for 3x2 chords - Tamoomry and Permanent r j5, 15' o.c. for 4x2 chords Diagonal braces Bmcino 10' 0 every IS truss Pon Paaliel Chord Spaces (30' max.) TDises for more Infomlatlon. Vea at fesLm€n. BCSI-B7 - Arriosbe temporal v oermanenre de The end diagonal trusses de ru,rd,s brace for cantilevered Imos pans mayor trusses lelamust be placed Lateral braces information. onverfical webs in line 2X=12-length lapped with the support. Over two trusses. INSTALLING - INSTALACION Tolerances for Out -of -Plane. — Tolerancias pans Fuem-de-Plano. �— U ni —�I M. B. Max. Bmv Q> Length Mac Bow tengrb Max. Truss Bow Length 314° 12.5' 7/8- 14.6' Tolerances for j D/50 D (ft.) 1' 16.7' 0acf-Plumb. T 1/4, 1, 1-1/8° 188' Tolerancias pans 0 I 1�. 2• ' Fuea-de-Plomeda. v o I Plumb 3/4' 3' - 1-3/8' 22.9' bob 1- 4, 1-1/2' 25.0 D/50 max I 1-1/2° 6' 2' a:33.3' 1-314" 7' 2° a 8' CONSTRUCTION LOADING —CARGA DE CONSTRUCCION Q Do not proceed with construction unfit all bracing Is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda on Is mnsbui hasb qua todos los amostres estan mlocados an forma apropiada ly segue. Do not exceed maximum stack heights. Refer to B(SI94_ S ns»Lmmary Sh t - �++• dl Lug- for more Information. No exceda ias maximas altums remmendadas. Vea el LeSumeLL BCSI-B4 Sama de Con_•til pan mayor Jnformadhn. 0 Do not overload small groups or single trusses. No sobrecargue pequefros grupos o busses indivlduales. Material Baleen led Gypsum aoard 12" Plye000 err 059 16" ASpM1alt Sningles 26untlles Courete Blocx a° Cley tale 3-4 hills high Place loads over as many trusses as possible. Coloque las cargas sabre Lantos busses mmo sea posible. QPosition loads over load bearing walls. Itl * Coloque las cargas store lass parades soportantes. ALTERATIONS — ALTERACIONES Q Refer to �-Bs Sum Shy- T���e�b it M�'fl��d I�II�E Vea at remlm n BCSI-B5 D- d bum Motl'fl d t Ob F d I hi Do not cut, alter, or chill any structural member of a truss unless _ _ - specifically permitted by the Truss Design Drawing. No mite, altere o pedme ningun miembro esbuctural de loss r trusses, a menos qua este espetificamente perky ido an at dibujo — - del diseno del truss. a Trusses that have been overloaded during construction or altered without the Truss Manufacturers prior approval may render the Tres Manufacturers limited warranty null and void. Truces qua se ban sooremrgado duante �nsgumfin o ban sldo afterados s n una aumriladhrt prom del Fabncante de Trusses, pueden reducir- eliminar la gaantia del Fabricante de Trusses.' Ni TM Tres ManuramrV aMfius Deliver mass reN art res rant that be arseeD-e ate Pane inei ori,pnowe) are p pabk m undeda ke rue veh May Fare agreed m der on a c a rtladar esseet The Gnearea shoasd seek arty requlrial as s a rce mydlnl m,sWMon praWceSM1ama arexeirtpaM. TnameMtlsmtl lk^N lurewtlirreTare inmndataenzure Vatde n.2rap m,Augan bas�area u win Nri neexanneexa¢n�leaalp ces,suEutrtra recaveseadwr far bervi ,Ir issfi g and Near, wWd ,agrum lace lmahed,beraamxmomy es.GUME Wusebya,wlMm'Mrg egyne 0 IndEreIIbryrnsmWtion fmtrantx. fit6 Mt Intended Mat (Ilse lemmmvtlafbnz be Ime,pB� S ex eMr m any deals Rearratiw oxedded In surer an Ardi bases,, Me aulifig Deagruv, Ma E,aLm/NWIhSN Orever w efthe Qfor Mixing, Iretri and arsenal vw] busses ate It tag tat prude Me�aroMa equhavnt mdhodt Re belly and pmMing v iq he tie watts are exumM re nay is dasrnllrcd b, Me truss fl�oryMAallatlan Canaan. taus, Me wand Trues Gains nd Merka and Me Tres Pbtr Ira nshe aapri dii arty resartseliity er damages a�i firg\fijreer Me ley apppptlm, an nue. se Me reumrtmdarbns and NrwmatM mmalmN herein. Iilldl WOOD TRUSS COUNCIL OF X53719 A TRUSS PLATE INSTITUTE' VA 6300Bill812=lane•Madlan,hs fim 138 N.leeal,Sta. 3D• .tpidla,VA 31319 60aRJ44649 • wwwawptlmiss.mm 703/fia3-1010 • www.[P'instarg aswaflu ll 20050501 d`1u5v ' �a-raaaaa�asr C�a-raaa8ta-�agt C/l�aa>�a�aagtaaaaaaaa ?�uilDirrg "�" �raJe�-t 3iio.:D4— 1 DD317T1� :�ugusl 2® 11r, ZDD7 %3ps-ta�aa Z3, Ozrarnsljip 34 4Ci +Fast 01_ Xncir (aauntay, 'Frlvribaa_ 41 �f7 aigllurajf A— 1 —A lVarl#, 47. rt Pirrrr, 4YI. 3494g \ P-ex-mit saa m-&rr slrx24C 5Agfi45 \ \ 5 \ VIE \ ��s a �Y rp N \cn � Fg% raves �2 P\" u 'OCEAAa HARBOR SOAfTH' -- � r \ In n\\ - L_ -� a —y\ \ SCANNED BY St. LuriPCounti, SCALE" 1°420' See report of formboord survey, lands described on page 2 of 2, and lying in St. Lucie County, 7 Florida. This mop and 8 i]I attached REPORT is not valid without the signature I and original raised seat of a Florida Licensed Surveyor + I and Mapper which can be found on the REPORT. +v.... The MAP and REPORT are not full and complete oue]v, EL without the other. RICHARD A. PUTZ P.S.M. #4505 SURVEYING AND MAPPING L.B. #6610 JOB NUMBER 04-1OO9FB—A SHEET 1 OF 2 r i�£PttntSJYBP �c-Pttnfrsrnt C/l�n�nn8ininaaa 3ra-tiotr 23 GrLu{ _ 34A3_, LRirg_ 417_+E_, fit_ Xurir C xr. ,34rl_ Crfttrttge Bldg. "_43" 4160 3Y_AIA, 3/rvrt Pirrrr,_4yl_ 32949 j�rvJPrl 3kiv_ = 04— 1 OOS+Ir+�— _43 / August 2Er, 2007 LEGAL DESCRIPTION ALL THAT PART OF THE NORTH 100 FEET OF THE SOUTH 1200 FEET OF GOVERNMENT LOT 1, IN THE NORTH 1/2 OF SECTION 23, TOWNSHIP 34 SOUTH, RANGE 40 EAST, ST. LUCIE COUNTY, FLORIDA. LYING EAST, OF THE EASTERLY RIGHT-OF-WAY LINE OF ROUTE A-1-A, AS MEASURED AT RIGHT ANGLES TO THE SOUTH LINE OF SAID GOVERNMENT LOT 1 AS SHOWN ON PLAT OF SURVEY OF SAID SECTION 23 RECORDED IN PLAT BOOK 8, PAGE 21 OF THE PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA: CONTAINING 1.35 ACRES, MORE OR LESS TOGETHER WITH ALL THAT PART OF THE NORTH 100 FEET OF THE SOUTH 1600 FEET OF GOVERNMENT LOT 1, IN THE NORTH 1/2 OF SECTION 23, TOWNSHIP 34 SOUTH, RANGE 40 EAST, ST. LUCIE COUNTY, FLORIDA. LYING EAST OF THE EASTERLY RIGHT-OF-WAY LINE OF ROUTE A-1-A, AS MEASURED AT RIGHT ANGLES TO THE SOUTH LINE OF SAID GOVERNMENT LOT 1 AS SHOWN ON PLAT OF SURVEY OF SAID SECTION 23 RECORDED IN PLAT BOOK 8, PAGE 21 OF THE PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA: CONTAINING 1.29 ACRES, MORE OR LESS TOGETHER WITH THE NORTH 200 FEET OF THE SOUTH 1400 FEET OF GOVERNMENT LOT 1, IN THE NORTH 112 OF SEC77ON 2.1, TOWNSHIP 34 SOUTH, RANGE 40 EAST, ST. LUCIE COUNTY, FLORIDA AS MEASURED AT RIGHT ANGLES TO THE SOUTH LINE OF SAID GOVERNMENT LOT 1, AS SHOWN ON THE PLAT OF SURVEY OF SAID SEC77ON 2.3, RECORDED IN PLATBOOK 8, PAGE 21 OF THE PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA. LESS THE RIGHT-OF-WAY FOR STATE ROAD A-1-A. CONTAINS 2.67 ACRES MORE OR LESS TOGETHER WITH THE NORTH 100 FEET OF THE SOUTH 1500 FEET OF GOVERNMENT LOT 1, IN THE NORTH 112 OF SECTION 2J TOWNSHIP 34 SOUTH, RANGE 40 EAST, ST.. LUCIE COUNTY, FLORIDA AS MEASURED AT RIGHT ANGLES TO THE SOUTH LINE OF SAID GOVERNMENT LOT CAS SHOWN ON THE PLAT OF SURVEY OF SAID SECTION 23, RECORDED /N PLAMOOK 8, PAGE 21 OF THE PUBLIC RECORDS OF Sr.. LUCIE COUNTY, FLORIDA. LESS THE RIGHT-OF-WAY FOR STATE ROAD A-7-A. TOGETHER WITH ALL THAT PART OF THE NORTH 100 FEET OF THE SOUTH 1100 FEET OF GOVERNMENT LOT 1, IN THE NORTH 1/2 OF SECTION 23, TOWNSHIP 34 SOUTH, RANGE 40 EAST, ST. LUCIE COUNTY, FLORIDA. LYING EAST OF THE EASTERLY RIGHT-OF-WAY LINE OF ROUTE A-1-A, AS MEASURED AT RIGHT ANGLES TO THE SOUTH LINE OF SAID GOVERNMENT LOT 1 AS SHOWN ON PLAT OF SURVEY OF SAID SECTION 23 RECORDED IN PLAT BOOK S. PAGE 21 OF THE PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA: CONTAINING 1.37 ACRES, MORE OR LESS TOGETHER WITH ALL THAT PART OF THE NORTH 100 FEET OF THE SOUTH 1000 FEET OF GOVERNMENT LOT 1, IN THE NORTH 1/2 'OF SECTION 23, TOWNSHIP 34 SOUTH, RANGE 40 EAST, ST. LUCIE COUNTY, FLORIDA. LYING EAST OF THE EASTERLY RIGHT-OF-WAY LINE OF ROUTE A-1-A, AS MEASURED AT RIGHT ANGLES TO THE SOUTH LINE OF SAID GOVERNMENT LOT 1 AS SHOWN ON PLAT OF SURVEY OF SAID SECTION 23 RECORDED IN PLAT BOOK 8, PAGE 21 OF THE PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA: CONTAINING 1.38 ACRES, MORE OR LESS THE ABOVE DESCRIBED PARCELS ARE LYING EAST OF STATE ROAD A-1-A SU RVBYOR'.IS NOTES 7. Bearings based on the line between DNR Monument A-35 and DNR Momument A-30 bearing: S 18'55'51 " E, as shown on site plan for this project by Fleis and Bennett Engineering,lnc., Project No. 01.490, doted May 2003. 2. Location of 'underground utilities and underground foundations ore not abstracted and hove not been located as part of this survey except as shown. 3. Property situated in Flood Zones "X","AO-7", "AO-2" and "VE-15" according to the FIRM MAP of St.Lucie County, Florida, FIRM Map Number 12111CO089G. Date of Firm Mop November 04, 1992. 4. This Formboard was prepared without benefit of a current title policy and is subject to a// easements, restrictions, limitations and or rights of way of record. 5. Elevations if shown ore based on N.G.V.D. 1929 Datum. 6. "The survey depicted here is not covered by professional liability insurance'. THIS IS NOTA BOUNDARY SURVEY. St Lucie County Permit No.: SLC/24OW645 Location: 4160 N. AIA, Fort Pierce, R 02949 Garage Buidibg D' PREPARED FOP. Tricon Development of Brevard, Inc. OWNER Oceanique Development, Inc. 925 N. Courtency Parkway, Suite 28 Merritt Island, Fl. J2953 Phone: 321-453-5360 B.L' .S.&C. V rl... 597 4SBEMY AVENUE MIR PALM BAY, FLORIDA 32907 -v C320723-8366 FAX C3W723-8366 v SURVEYOR AND MAPPER IN RESPONSIBLE CHARGE Richard A. Putz PSM #4505 Professional Surveyor and Mapper L.B. # 6610 I HEREBY CERTIFY.' BOAR SURVEY WAS MADE UNDER MY RESPON /BLE RGE AND ETS THE MINIMUM TECHNICAL STANDARD -So -AS SET -FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE, PURSUANT TO SECTION 472.027, FLORIDA STATUTES. SEAL: NOT VALID UNLESS SIGNED AND DATED BY THE SURVEYOR AND EMBOSSED WITH HIS SURVEYOR'S SEAL. THIS SURVEY MUST CONTAIN TWO SHEETS. IA1VD SURVEYING / LAND PZ.AT9MV4G SHEET 2 OF 2