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I ALL APPLICABLE INFO MUST BE CON),zZiED FOR APPLICATION TO BE ACCEPTEI`, Date: t4 lJ v Permit Number: SbLP - Of3 .,� RECEIVES uilding PermPtApplication Planning and Development Services AiVNED JUN 0`1-2015 Building and Code Regulation Division a 11, 2300 Virginia Avenue, Fort Pierce FL 34982 St' Lucie County PERPvll t'i iNG L c%&ounty, FL Phone: (772) 462-1553 Fax: (772) 462-1578 Commercial Resider��iaY PERMIT APPLICATION FOR: To Select from dropbox, click arrow at the end of line I=1 I Address: 9306 Breakers Row Legal Description: Lot 9 Block 10 Phase I S Property Tax ID #: 2310.500.0185.000/3 Lot No.9 Site Plan Name: ?awm GU.O Block No. 10 Project Name: r toy n INS I d_a� Setbacks Front20 Back: 23 i Right Side: 17.93 Left Side: 6 Construct Single Family Residence #/2 HVAC LJ Gas Tank Electric 0 Plumbing Piping Sprinklers J Shutters Generator G ✓❑ Windows/Doors ❑✓ Roof ' Total Sq. Ft of Construction: 2231/1800 A/C e�y.32 S'c Ft. of First Floor 5$ � J 3 - 19 Cost of Construction: $ 108,006 Utilities: Sewer 0Septic Building Height: 5'-01/2" OWNER/LESSEE _;:=_ .., .,. .qgp .., . !COWTRA pR� f alle y ; c ] wsa.. MEW Name Renar Homes (Morningside)), LLC Name: Jeff Mottram Address: 3731 NE Pineapple Av Company: Renar Development Cc City: Jensen Beach State: FL Zip Code: 34957 Fax:*772) 692-9155 Phone No. (772) 692-7800 Address: 3731 NE Pineapple Av City: Jensen Beach State: FL Zip Code: 34957 Fax: (772)692-7800 Phone No. (772) 692-7800 E-Mail: rhondarowe@renarhomes.com Fill in fee simple Title Holder on next page ( if different from the Owner listed above) E-Mail: rhondarowe@renarhomes.com State or County License: CGC1508650 If value of construction is $2500 or more, a RECORDED Notice of Commencement is required. Not Name: Micheal C anderson Address•'3731 NE Pineapple Av City: Jensen Beach State' FL Zip: 34957 Phone: 772(692-79oo FEE SIMPLE TITLE HOLDER: Name: Address: City: _ Zip: -9OO 1 Not Applicable MORTGAGE COMPANY: _ Not Applicable Name: Harbor Community Bank Address: 222 colonial Road —• -'- City: Fort Pierce State: FL Zip: 3495e Phone: (772)40-e902 BONDING COMPANY: _Not Applicable Name: _ Address: City: Zip: Phone: I certify that no work or installation has commenced prior to the issuance of a permit. St. Lucie County makes no representation that is granting a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Home Owners Association rules, bylaws or and covenants that may restrict or prohibit such structure. Please consult with your Home Owners Association and review your deed for any restrictions which may apply. In consideration of the granting of this requested permit, I do hereby agree that I will, in all respects, perform the work in accordance with the approved plans, the Florida Building Codes and St. Lucie County Amendments. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures, swimming pools, fences, walls, signs, screen rooms and accessory uses to another non-residential use WARNING TO OWNER: Your failure to Record a Notice of Commencement may result in your paying twice for improvements to your property. A Notice of Commencement must be recorded and posted on the jobsite before the first inspection. If you intend to obtain financing, consult with lender or an attorney before commencine work or recordine vour Notice of Commencement. _ Signature of Owner/ OF FLORIDA YOF sLLucle The forgoing instrumr�ent was acknowledged before me this 4 day of ...lt TV, 20 L�_by s Sigriffu f ntractor/License Holder STATE OF FLORIDA COUNTY OF sLLurae The forgoing instrument was acknowledged before me this A day of _ - � 1(t-e- . 20 ( _ by Lisa M Field 1 Je0 ey S Mottram (Name of person acknowledging) (Name of person acknowledging) hi1X11 "SPAW-2 - (Signature of Notary Public -State of Florida) (Signature of Notary Public -State of Florida ) Personally Known OR Produced Identification Type of Identification Produced x05tAVo.k RHONDAS.BUR' Commission No. YCOMMISWWYFOIXF * EXPIRES: May 19, 2'0'! Revised 07/15/2014 Personally Known OR Produced Identification Type of Identification Produced Commission No. RHOND4&4*E + * yCOMMISSION '#FF012664 EXPIRES: Mav 19. 9n17 REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEATURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE COMPLETE INITIALS Ardam - " & Associates, Inc. Certificate of Authorization No. 5950 460 NW Concourse Place, Unit 1 Port St. Lucie, Florida 34986 Phone: (772) 878-0072 Fax: (772) 878-0097 RECEI'. -D SEP 2 5 2015 FIELD DENSITY TEST REPORT PROJECT: 9306 Breakers Row, Fort Pierce FILE NO.: 15-5434A REPORTED TO: Renar Homes Permit No. 1506-0138 DATE OF TEST: 9/22/2015 TEST NO. Building Pad Subgrade MDR MOISTURE CONSENT DRY PERCENT DEPTH NO DENSITY COMPACTION LOCATION 1 Northwest Portion of Building Pad 1 10.0 118.4 100 0 to -V 2 Northeast Portion of Building Pad 1 8.0 116.3 98 0 to -1, 3 Half Portion of Building Pad 2 9.0 114.1 98 0 to -1' 4 Southeast Portion of Building pad 2 9.1 114.5 98 0 to -1' 5 Southwest Portion of Building Pad 1 11.0 119.7 100 + 0 to -1, DENOTES IN -PLACE DENSITY TEST DOES NOT MEET MINIMUM COMPACTION REQUIREMENT OF 98 PERCENT FIELD TEST: ❑ ASTM D-2937 G ASTM D-6938 ❑ ASTM D-2167 ❑ ASTM D-1556 TECHNICIAN: CF Test depth referenced from: LABORATORY MOISTURE -DENSITY RELATIONSHIP Top of Subgrade MDR ASTM OPTIMUM Z' NO. MAX. TEST METHOD DENSITY MOISTURECENyq��(,,,9� j CONTENT � � 1 D-1557 118.5 PCF 9.5 % Remarks: No. 63911 ` 2 D-1557 117 PCF 9 % * i = OF !'�f kI i� �'c�ORIOP•' Cr� a ' JONA11E\\�,\\ Dan . Zrallack, P.E. Florid ioense # 63911 AS A MUTUAL PROTECTION TO CLIENTS, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF CLIENTS AND AUTHORLATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OR REGARDING OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL 09-21-'15 16:33 FROM-Renar Development 772-692-9155 T-556 P000110001 F-780 ALYvt RCSCeItQtle1 VO/VA/Ar a" WA;iA Prepared by and Retain to: Law OiCaoas of shnyma M. Bechtel, P.L 3731 NB Pineapple Avenue, Snit, A Je=Bead4FL 34957 r 4Julr permit No. Fared m: zTlasodolSs.oaOrs STATEOF FIARIDA COUNTY OF SAINTLUCtB J51)(D - vI 3g The aodwilrod hereby gives notion that improvemeat will be made to oermm real pmpegR and in acoordanee with Chapter 713, Florida Staines, the following information ie provided in this Node, of Commrnamem. I. DescriptloL ofpropW. Lot 9, BLOCK 10,PALMBREEZES CLUB, accord4to manor phatlbereofasrecurded in Plat Book49, Fage 32, Public Raeords of Saba Lucie Cm mty, Florida 2. General description ofimpmvemmt: Single Family Dwellft 3. Ownm intbm salon: a. Name and address: Raw Homes(MominrAdc), LLC 3731 NE Pineapple Avenue, lemma Beach, FL 34957 V. Interest In preperv. Fee Simple P. Name and address of fee simple titleholder (if other than Owner):IVA 4. Contractor Remr DavOopmem Compny, 373I NBPmeapple Avemm, lenem Baarb, Moiida34957, Telephme member: (772) 692-7800 S. Smety: N/A 6. Leader. Harbor Commmity Bank,2222Coloniel Read,FMtP!Mcc,Florida3495o 7. Pereoaswilbinlbe State of Floridaddigmard by owaa:upm whorgnatices mother docommta may be served as provided by Section 713.13(1)(a)7, Florida Smtutm None- S. In addition to hm"If. Owner designates Harbor Community Bank an r,ceive a copy of the Limor'g Notice as provided in Soaon 713.13(b), Florida Seamen. 9. Expiradon data of notion of Commenumear . (The expiration doe is I year Ilona the date ofrecmding unless a di64mnt date is specified.) WARNING TO OWNER ANY PAYMENB MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13. FW=ASTATU18rhAND CAN RESULTIN YOURPAYINGTWICEFOR BUROVEMENISTO YOURPROPERTY. A N0710E OF COMMEACEatENT MUSE' BE RECORDED AND POSIBD ON THE JOB SIRS BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RFZORDING YOURNOTICS OF COMMENCEMENT, r 'rtdY1l�.a� Clete hg tota ft)wnar, Rhonda& Rowe, Manager Amur Hama(Mmni $silo), LI.0 STATEOFFLOWDA COUNTY OF MARTIN r�p� The fm egoing insmmcm was aclmowkdgcd het= me on this° day o 1 � 3G15, E. Rowe, who Produced idend6catim and who did take an omh, y bli is for,going and ihah$af4aLt r1AIHMare true m the best of EEs �1TAALiiuCC ll7lm rC60Uu11NTH; F RECEIVED SER 21 2015 AND Date, JDF1"US -2015 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. 9306 BREAKERS ROW, FT. PIERCE, FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame -Wood, Exterior R=13.0 1278.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 702.00 ft' 3. Number of units, if multiple family,. 1 c. Frame -Wood, Adjacent R=11.0 234.00 ft 4. Number of Bedrooms w 3 d. WA R= ft' 5. Is this a worst case? 10. Ceiling Types No Insulation Area a. Under Attic (Vented) R=30.0 1190.00 ftT 6. Conditioned floor area (ft2) 1800 b. N/A R= ft' 7. Windows" Description Area c. N/A R= ft' a. U-Factor: Sgl, U=0.98 217.50 ft' 11. Ducts a. Sup: Attic, Ret: Main, AH: Main R ft' 6 360 SHGC: SHGC=0.50 b. U-Factor. N/A ft, SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor. NIA ft' a. Central Unit 40.0 SEER:14.00 SHGC: d. U-Factor. WA ft' 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 41.0 HSPF:8.20 Area Weighted Average Overhang Depth: 1.500 ft. Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14. Hot water systems Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 670.00 ft' a. Electric EF: 0.92 b. NIA R= ft' c. N/A R= ftz b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: n Address of New Home. q O(c City/FL Zip: 9&4 Joleru r-L Z 'Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA - FlaRes2010 Section 405.4.1 Compliant Software PILE COPY T1TAN —_✓ r "Thank yoga §t; pArc"sate yair"-6s�n5` TiifattiYpp " } r iKkaa tw. W e.[ � 3:$iivjtfrd iTax,r ptdAi ,➢ Fa+ °nWFTg:�C'f'sffA,.... C2ll1iS IC>M &dA.i#irki 8f.>±13C •� zm^..n aa{xxa O8 Id � �rarrtytc 4snrrS n+k CazxcmtltPp an Thta rrv;>, ivo "`fir 1Lf p:ia+mr-13r46 irmxdw ..,....—.—•...�....1�'si i e �_-< � � ae},�`��fi. �t`�.3znR °+hi. t40tA t�!!# .� 1aE I Sv�,� i [rc}.teafrwxanx3+Wtts�v - tqa. �4xrdy. i r--. �x •aDEaI f5 �' �5l5�6 �l �� $ ;'?f.mtkSC PS 1 i`r`t "^ a� � + _ ,� � 7 s •{.�aS��t €� `" r2�'"1. r 4 21ft xs 'Mona y, inua - Currwi,�.;,�. ` t7rdercdCwac': nmittpdr�rs :�- �, t _ .,ia C1"Y I 9'!fl ;a C-, tiF"A rG Y 3'iyii hR r x f�<- M1 i IC i r � r K"A ���.. �rrn ,abxri; 5rsn� i•„r+ae tir sf••f�;.etbarge Tsy>��qb U;x• t1;ir�e ptsnx' TOTAL Addlt]!&W water adda to N5 concrete well reduce its, strength. Any water added tx atcusXnnler'srisk; '�GtH$� r�#rrA'Y.,t xd'Sc=.i ��, C+S!roav rai waut�ad etx.,,� �s,+iN�vt �aiaaer mM�k.,,,,,..u,- $ t��is cr(C.rx i!ft�ds„�..• ruzsA�»a&�.- .. ciuznma=+gag<'r�x �_._._.„w _Guuwn�v'arrr�'a+'-9.. 1 [uoui•rrr ipesnr+ti-, ti a{q: 714:4 �dicty i5 n� CQrl�tanl a�.e S?F t11,�C9,,!,taitlt eu�ry;,errta�lca�ee f�elitlF� rds#�nsble anel empcjwtpmcl 16 fret t+a <atss him :arrt3't�lfi��rs to �fitForhrs�i�ely, ait tl�� ka�:ii�f that all accidents'a-te- t ieriiai lE and thbi zero inddents'ls the obi y goal: :Lot; Block*,- :'Aaidress< ._�.lCorrect. �.t�� crrrtcs By:u l i z ` 1 " "fttar�k op Uit;+P,�ite" our tusines" ' .. Y.. - 3:.�� r, FP jp Y7'�"tT#y e"s E$ant' Arx4 4YtRw„-; dewc.wa : i.44?� 04 x�.s?. �C4xfamalr no ta:%o+r.$gsar� Lore la CG_ 'sg� s+l'q,�.erp»aba a 5 » £>i' + r yy t?dl€xlxmg r�maxm{r#u�,i'4 - y- M _ q$ jj:�p`. 'raj ��pp pq Jtr{{yy EE hf$ ,rj4! �'s." M,ld+ti�$}dq.yl ro il,ail TV) rlj�pj L All, ."P"�. 1i .....• '4 r [tikdt iR . c 1.,., t i� �xyd 61.`tt4P51tvtl '' vS� KMii.. �7%£tiQEiW't ,: r n«, ,( siSh i ell ot i { 1 Yoarl _ + orAC' 7'. 4944,UZ P ._"' 645L - - (ii�ilfii.35:— COrfLCI-.��t9� -'- BY: Awgo INSMATION INSTALLATION CERTIFICATE LOT 8 .,H— BLOCK' _10., ECT109! RYiW- Tha undersigned hereby above property a. described.ropor tbilows: 1. ExtanorOBS iAWIs.'bavb.beeniasuldt0mith. ............ __...._..Cfieckorie Spray on oelluloset to rrlhicicnes;8 of NIA inches, which aqcQrdng to, 6e• Fiberglassblanke . ts Den ity fVA an will yield HR .1, alue of Rigid t7dekorftrnO walls have been insulaied. with ........ .......... Cbeok ono, i, 80rayon CelitAnSe: to athickqm �v which thickness, according to the )0iberglass blankets manufacturer, A an I )Alurninum foit Density' NtA col„yieldva�S of Foam Other ispey I. Main* Callings have l I, 1 -Wen insulatedvith ........................:Check one, C Fiberglass blaakets toal knegs__ ihchP5, which A10kn6ss, according to the � iberilass loose fill fthhulacturcr,, () Aluminum Foil, Density N/A ;�I Ad-FIC, �valuc C'So )'Other Icallulose CeM qo!Wr@[ have ,ICbcck one ),Fiberglass blankers to 4 thicknWof inches1twhich thickness, according to the 3 Fibergl* locisif fill manufacturer, ).Aluminum Foil Density NIA %ill.yieldan"'Ro value of Other CefldTM Inieriorknee wallg' ovo bvejjinsulated with .................................Checkout J'Fiberglass blanket fora thickness. of inches, which thI60 ess,acc - ording to the '),Polyurethane a "W-44tufer, j Spray on cellulose Density NIA will yfeldan IIRI value of In difier Spray Foe rr 4, Oamgeparhianwalls of condmoned by ng ar@as have been LU cc > to athtckness p6;Z(� inches whi thickness, aCcordidgtpthe pray on cellulose ® ap U msepazatiirg LU A -RT3 i - q; EnergyexeclurementS. See Energy. Code :Rev, 1187, paragapb.9012(b), on page9 fares i i u. These "minimurns levels ofinsulatildn"ampot fincludeflmthc:Energy Calcufaffnns, liufshall be installed imthe field. ' NOTE; Densities of sprayed on, loose fill, or any other composed -on site '(Iblffl) WehI96-ofthroe' IflikY- SAMPLFS9 of actual installail Michelle Richards Insulation insulaii�o-nContraciorSignatLit6- c2k e-yi%_-ACL�Q _ — S- PA4 Insulation Contract W Cc -e of.Certification JJ I ft 1�&nf ff Rider's'N'aft, Bull&es CC# REGE:`VI sy"PY."', KELLY L YOUNG N Notary public State of Florida Notary Public - State of Florida MAR my Comm. Expires Jul 1, 2018 Commission # FF 138101 "'w Isalo-D138 Pre -Construction Termite Treatment Contract and Final Treatment Certification dvantage is a. full service company offering pest control, lawn &ornamental spraying and fertilization, and let - Amite control. For more information, please call (800)698-7998. Specific terms & conditions regarding this contract appear on the back of this Vaee Should holder have any questions with reference to this contract, please contact our office at the number or address noted below. This contract is transferable and is for the primary structure noted below. In the case of a multi -unit structure all unit holder must renew warranty in,order for structure to main- tain termite warranty protection. It does notinclude, unless specified in writing, fences, detached structures, decks and additional construction provided after the date contract is issued. Reference to termites applies to subterranean termites. This contract does not provide for protection of any other wood destroying organism, insect or pest, and excludes formosan termites, This contract and work it represents is specifically and solely for topical soil preperation, (top inch) of soil and application of termiticide. Advantage is not a licensed building contractor/engineering firm and implies no knowledge or expertise in either subject. Advantage does not provide any service other than those outlined herein. Repair and Retreatment Warranty Company agrees to warranty the structure for an initial period of twelve (12) months from the date of the initial treatment. If termite infestation occurs at any time during this period the company will inspect property and provide remedial treatment(s), spot or full,.with a liquid termiticide as required to eliminate or control termites. Should structural termite damage be noted through inspection, company or a subcontractor(s) chosen or approved by company, will repair damage caused by termites at no cost to property owner. For annual fee specified below, owner(s) may extend this warranty/contract fora maximum period of four (4) additional years, as specified in paragraph two (2) of terms and conditions noted on the back of this page. Residential Treatment Information The treatment provided are for preventive purposes and were requested by the contractor or builder noted below. Pre - construction termite treatments are applied as defined by EPA approved pesticide label's. Supplemental treatment( (patio, entryway, abutting foundation, etc.) were provided subsequent to the initial treatment date, as notified readiness by builder. The cost of this treatment has been billed to the builder -or sub,contractor of the builder. o Final Treatment: 3/24/2016 Builder: Renar Homes Initial Treatment: 10/5/2015 Subdivsion : Morningside W ix Property Address: Lot/BIock: 9 RetarFo 9306 Breakers Row �5t �s '0%Porg)_, sF� " w i Fitt issuance date. Fort Pierce, FL. This contras n t va tho t co y. seal ande The Buildin h r ei d a m tfggr'the ention of sub 's ` d laws terranean T rmit s T m nt 4 cc ti dly rul estab lished by a FI r da d p m grictll92nd^ C Z mer Services; These treat ents eap edas rs$ of budding code ft" ancialinstitu- Treatment'Cost: Billed to Contractor tion require ents �'40RV ' '7E 4439 Treatment Area: 1800 s/f Authorized A ompanp License No. Advantage Pest Related Services. Inc, • 2800 N.W. 22ndTerrace • Pompano Beach. FL 33069 www.advantagepest.com FA PERMIT # ISSUE DATE slc. ;1506.0138 8/19/2015 PLANNING & DEVELOPMENT;SERYICES Building & `Code GompllanCe Dlvls on ..:,. • BUILDING PERMIT ;.- SUB CON,'fRACTOR AGREEMENT` St LuciesCounty Contractor Certification Number. State of Florida Certifieation Namber:(If appucsbie) - EC0002563.. COMFORT' CONTROL ,SERVICES,.--- ING have agreed to be the, (Company NaweRndhddusl r.,, eofTrade for NAR .DEVELOPMENT Sub -contractor ELrEryryC,,,T,,RIC RE ( JY + ( ). .+ rt' (Pl`lmary Contmc;pr) .. rr '�. .. For thet ro'ect located at ,' 9306 BREAKERS ROW, P,J (PmjectStreetAddress'orP[opettyTax lD.#) Itis understood that,:if there isany change of Status regarding our .partieipat oawith th'e_aliove mentioned project, I willimmediately advise the Building and Zonin$ DepartinenE of St lucie County by filing a, Change of Sub contractor notice (Form ,sLCCDv (No 004-00);.° ;BUSINESS QUAI )()(Z+ ER' (Name.of the Individual howri on th@ Contractor's License) .. NOTARIZED SIGNATURESARE REQUIRED: . Busin"essName: Address. ' 601 '' ^SW ,''BILTMORE .. -STREET C ty(Siate/Zip:, PORT,;` ST ' CU _IE,', ,. FL 34983 .... Pfioae, 772-7,85-9010.; ."' ,email L'EAH CCS(a3GMAIL GQM ERIC GELDMAKER: `_ 2/-22/2016 _ SIGNA PRINT NAME; , " DATE STATE OF.FLORIDA, COUNTY 'OF' Luc�`e I THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME -THIS �°� DAY OF. FG%fuG r 2' V6;'. BY dGCI C GELDMAi4g2_' WHO IS PERSONALLY KNOWN YOR HASy PRODUCED; -17 8uYWFlcrW �t U/ i� ((�✓ Tray R Ma=a i s (STAMP) ' •�My Commission EE 10 GNATURE' F NOTARY PUBLIC PRQV $LCPDS '08/06@OId r , �3-24-'16 10:56 FROM-Renar V n= q lopment 772-692-9155 - � GE - Pest Belated'Servicea T-672 P0004/0007 F-145 2 4 2016�reConstruction Termite Ireatment Contract ,.nirrini and Final Mreatment Certification Cie cgttl*At& is'a full service company offering pest control, lawn & :ornamental spraying and fertilization, and ter- �mite control. For mode informaGblt, please call (800)698-7998. ^S2 &Jfdeterms & rnnditinns regarding this SQR Md appaor, p1t_the back.of this ram•' ge. Should holder have, any questions with reference to thiscontract, please contact our office at the -number of address noted below. This.cotitiaadt ts. tiarisforable and iafor the primary structure anted below. In the case of a multi-uui0tritoture all unit holder must renew wairanty in order for strudufe,to main- tain termite wartanty protection. It doe'g notinclude, unless specified in'writhig, fences, detached'structuies, decks and additional construction provided afterrhe date contntot is issued. Reference to termites applies to subtetri mean termites. This contract.does not provide for protection of any other wood destroying organism; insect or pests and Oxcladpg & tri osan tern'i This contract and work it represonta is specifically and solely for topical soil preperation, (top inch) of soil and application of termiticide. Advantage is not a licensed building contractor/engineering firm and;imp►ies,no knowledge or expertise in either subject. Advantage does not provide any set -vice outer than those outlined herein. Repair and Retreatment'Warranty Company agrees to warranty the saucture for an initial period of twelve.(12) months from the date of the initial treatment. If termite infestation occurs at any time during this period the company will inspect progerty'and provide remedial treatment(s), spot or full, with it liquid termiticide as required to eliminate or control termites. Should structural termite. damage be noted through inspection, company or a subcontractor(s) chosen or approved by company, will repair damage caused by termites at no cost to propeirty owner. For annual fee specified below, owner(s) may extend this warranty/contract for a maximum period offour (A) additional years, as specified in paragraph two (2) of terns and conditions noted on the back of this page. Residential Treatment Information The treatment provided are for preventive purposes and were requested by the contractor or builder noted below. Pre- conshvction termite treatments are applied as defined by EPA approved pesticide labels. Supplemental treatment(s) (patio, entryway, abutting foundation, etc.) were provided subsequent to the initial treatment date, as notified of readiness by builder. The cost of this treatment has been billed to the builder or sub -contractor of the builder. Final Treatment: 3/24/2016 Initial Treatment: 10/5/2015 Property Address: 9306 Breakers Row Fort Pierce, FL. Treatment Cost: Billed to Contractor Treatment Area: 1800 a/E Builder: Renar homes Subdivsion : Morningside Lof/Block: 9 REL4rFp Mgt R rpa°oRar RR This contras t va' w the t co y seal and sear Issuance, date. The Buildin It t d m t�pq�ctrl��f,g� the 'C ' entice of sub d laws terennean.T lished by t emit s Innt'a cetii`iF'Vah nil estab e. P] a d p gricr(t l2nd er Services. These re is ea p ad as Ofburl ngcode 4i ancialinstitu- tion require ants "-<oeioP 4439 Authorizedmpany License No. Advantage Pest Related Services. Inc. • 2800 N.W. 22nd Tbrrace, • Pompano Beach. PL 330691-800-698-7998 www.advantageWt.com -, 43-24-'16 10:56 FROM-Renar "---< lopment 772-692-9155 T-672 P@003/0007 F-145 T J MAR 2 4 2016 PERMIT 1NG 34 "W St. Lucie County ,f{1.19WA 7•ldt'!��§�f]�fi�vabeen:In;iutaCotivtitit.>•.................._..._.+E�trekb'nb. '. (�3p1+1yanGgiCtYl9sC Io a Urlaknesg rrC �t1Y1�tlUC)'i ihcfi w6ShTt ({t 4< S!!ftlFd tO tiio �t�[i`( (.,IF betglo blan) rls t�7rlXiS6a�11[tl;•'iil'r; Xd'plllitk I rY YARyteMm "ItIt".0 a'tu. f l mad �Ki@CleT�i �.f��•JMHI{&ii19V.Pi bGeR�)IISUIaiCI�W1iP1•......xc�muwrrw�.nxi�illli'.C.'Qb.♦un (�pt�Y't{1k eb�ld(eSG to at>hirlorp;� , I IZ j�Usaj �iblaG UriaknFFss, aeaotd) g•I1riiNtt 'berglass Llanket� taanu�ubttor, (%A�QI �p�nrri j.AfUmibum'Foil. I3ensi(y' NIA `tY'jii 0 �i va aw f6 r �'�tthor SPral,popn, L. MBirr QNf15'h�V'bcm sulateii,Yllk_................. ;L'hocksrie• (fiEripCtPUsSpi@I[k9t§ to athektiosl;de iiidlL�,'W1i�91f:tGtdkiiiis5.i�ada>�taille bxrglsssfonsaftli .idUaJil•BGltusr, [lefts{, N131 f� C f+[udliOumPnil, ():011ie'r �t2ellulote oasug? @ael: havd]> pritrts4lkfdd'YVTlba,,.c..�nar»car.: 1cOno .(( );F5 lassblatdteis ?48)i!1C%ii4ttlf {nFhegtwhtchlh[ekuegs,aaearJia'{Ktha j'j:lijygi�jassalL manuYacturor, (., )'.AIntolnum Edil AOtAs%ty NIA ailkyield'an Yt'vaTudof [ )Ibtlter caswesa S,.IniUfvl'knFfal16'.i[uvebebriirisuidtadwStb.................................Clieolcbxe (a.�iber�Yass4lankerg loatbicknessot tothe ( )TOlyprofiiame �1�(uPttctatrer, ;{ y�y,'>7Ry ifn odltiiio5o %ad [W WA W)iyielaan'HR9xgWt)pf (�'Qth@r dpzagPdam 9.`Garaaepbrlitiatrwd)ts'at'.d'bn'OitimreJ)iGSt�aitES,s:6dVe.�Red Mf�halle Ri�i�ards n�ii)su. it C'nwtor iN'S�s(p�h.8�p'(rS6G� iyprgia�s Way, on 0n rsUulose (kkFolyurWhano I tjtoAluminum 'ron ,y,•':Cbde�kota. Cf&`?,:par��raEh:A'0�'.�(p), an iiajro 4�i'�, are•not 9ncluded.Yn,the�n'ergy Ealaalationa, buFshull fifer:doriippS'Cdtgri.�itdili4Y110tif111.shalf b.U'ttr'C'P,C,A unua KELLY L YOUNG i . 2 Notary Public . $tete of Florida My Comm. Expires Jul 1, 20 O8 ":>'� Commission FF 198101 Pre -Construction Termite Treatment 1-800-698-7998 fso 0)3,9 License #4439 Property Information Builder / Contractor Information Treatment Date. / _ 5rime: Name of 1. X` Lot Block )C� Shell Contractor , Construction Type SSuubddi�visiio�Jn Ndme Monolithic v Floating / Stemwall Str�Address mown) Patio Entry Driveway ity State Zip Owner Name (if known) Product / Treatment Information Treatment Type (Must check one): Initial Under-Slabi�Supplemental Wood Treatment —Final — Product applied: Bifenthriny Bora-Care Other Concentration: 2 Mixed Product Applied: Gallons rr"% Square feet treated: AL(/ _ Linear feet treated: If box is checked, then either a final perimeter liquid treatment has been completed or a wood treatment is completed and the following statement is applicable: CERTIFICATE OF COMPLIANCE: The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and laws established by t lon artment of Agriculture and Consumer Services. n.. 1 Applicator's Name (Please Print) Advantage is a Full Service pest control company offering inside pest control, termite control, and lawn & ornamental insect protection and fertilization programs. We offer discounts to our Termite renewal customers! Call 1-800-698-7998 for more information. 2800 NW 22nd Terrace, Pompano Beach, FL 33069 (954) 968-7717 fax(954) 968-2922 www. advantagepest. com ti 4 °A k PS °.. 1=.•. '".i 2e ' � �;u °13 s v"L �.• � � ,.1E fr' - r°;,,.., •� ETA a• y,pL a - r.a ry x e i a' •:'ti .. . v� .. �,6, s56 nC'b �, Fad,• .ai.'�'1 [,': ey°° r,¢.:l' �"i r�L'4p �'.`. PIu RECL _-D OCT 301015 AN "iitank"you r a prFecWe your buelness- Fbm' :AxFr<cE ' � $iw>xSy:t.m ' P1bat � :ihfuFlr'{aVJ r' (' a�f2fS5 ir?j 11 . IYtJM7fNGi3y ,LEA41 !1 `C}tlt L i tL E0t8 29 G IAaI I SALE£3»TLCIj4'm j iSMr.^,a+`.�+Carzt �'"-3h+br�C�.?Gr rJ»a art dta I�tr'a+',#ryti+u+5+YaeGG X'ti 4�5 T P 9 7L7 ,+ pJs4p+aw� a4'l.Jo�arst 1 33 r r "' to •v cac •. tca^irf. �I RENAkWOMESISE,o EXi 131Lr4 T R PALM .tiF2EE7ES rDR, T1,t4 ` P 1 ri$y s ,� Gsm.n�+kr is ry rdtdu;. t�YSJ ti?h@fa :" e cir rw oa ii= p , _ € A OFsrt r t? , GtiVp�p8i3t] ibf3 i�Nr L 631 40.ti dFUEL 5t1Fti { ENltxii t{ St F(C$itI M i of ids^;. APAD I' , � e _ 1 dx r Ft[frn(n, E*}it» SraiCeS+{�at.5� iin h ,. tl tes }piF�S-q .�f` Ati5rmp1sn9 � �-t 733 A • zit S� J Salerstart sdA. .'•r x, ,., .i• • ei M N.a Fs.ry y n water added J9 at tustomar"s Asit�ttia�razd water ®tided txr thYs3sicrcw#II rtluc�e its strsnth A_ Y» x �4tans J;l vraT�t ld3�,� .cai7z;nF qtm ni acde+# - C,..3'.funcvxscer auxf»le.�. � Asm: ��Gjeua•FE2 d.�+9y' ` GmStStFSP ���°� .: tuxen'+k1,io rsra�- [scbrner+S�Maa�...—. r T.dt*nFeeE$, Ai,'ungsaaarrxecaadL h ,s t 40 L t- X fQ rtn ,. �P. gra / �9 wefec ��y Y /p TiorCArrett. P .✓YJ.1�.ir L�... #N#jji����YVG#GA�Y}}� t 64 ot, fLti . �i3atalia c�den�sar±�l r�v�ntakti��ii�h , `' - . - {: � r �6�Jc�drassIst�'evrii�,"c�ra1. ~ RECEIV�.D �T--3'p-291 PLANNING & DEVELOPMENT SERVICES DEPARTMENT Building & Code Regulations Division 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772)462-1553 FILLED LAND AFFIDAVIT I, the undersigned, am the owner of the following described property, X3ID, 6co . 018 description/Address) 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. Owner Name (Please Print) 6/s/4-5 Owner Siarlature Date STATE OF FLORIDA, COUNTY OF jT Loci c�— [ ACKNOWLEDGED BEFORE ME THIS DAY OF \ ,20 BY �i Sp. M • cl Q I r WHO IS PERSONALLY KNOWN TO ME (_✓JOR WHO HAS S- COMMISSION NUMBER SLCPDSD Revised 04/11/2011 AS IDENTIFICATION. TYPE OR PRINT NOTARY (SEAL) RHONDAS.ROWE '�*MYCOMMISSION4FF012664 EXPIRES: May 19, 2017 uf41,10ro ~ BondedThrUNA lNOVYServices REVIEW COMMENTS I PROPERTY INFORMATION Woo��U��I m�`� RECEIVED I BOO R I OwnerHo __ . Address: 9306 Breakers Row ��N I S �11 re Renar Homes Llc JUL 1 4 , ZQiS City I State I Zip: Fort Pierce, FI 34945 PERMITTING Parcel #: 2310-500-0185-000/3 Jurisdiction: SAINT LUCIE COUNTY St. Lucie County, FL Zoning: RS-2 Lot#: 9 Block: 10 APPLICATION INFORMATION Permit Number: 1506-0138 Stories: Automatic Sprinkler System? No Permit Type: BUILDING RESIDENTIAL (SFR UP TO 2 FLOORS) CONTRACTOR INFORMATION Contractor Name: Jeff S Mottram Fax Number. 772-692-9155 Business Name: Renar Development Company Email: Rhondarowe@Renarhomes Business Addr: 3731 Ne Pineapple Avenue IlUOPY Com City I State I Zip: Jensen Beach, FI 34957 REVIEWS AND COMMENTS Review Tvpe Status Reviewed By. Date Started Date Completed ADDRESSING ASSIGNMENT COMPLETE Lydia Galbraith 6M712015 6/17/2015 Comment: DOCUMENTS MISSING 6/9/2015 Comment: 6/9/2015 Comment: 6/11/2015 Comment: 6/17/2015 Comment: ENVIRONMENTAL REVIEW Comment: FRONT COUNTER REVIEW Comment: PLANS EXAMINER REVIEW Comment: 7/212015 7/2/2015 Comment: Comment: 7/2/2015 PENDING Lashahna Ingram 61912015 NEED ALL SUBS AGREEMENT & SUMMARY NEEDS RECORDED NOC VEG PERMIT FILED UNDER (R) FOR RENAR HOMES - NO FEE MANUAL J AND ENERGY CALLS ARE REQUIRED TO BE SIGNED BY CONTRACTOR. COMPLETE Ben Balcer 611112015 COMPLETE Lashahna Ingram 619/2015 61912015 Date Released 6117/20'15 611112015 619/2015 INCOMPLETE William Durden 7/212015 APPROVALPRODUCT NUMBER FL. 15477-R3 DOES T SHOW UP IN THE BPR PLEASE PRODUCT APPROVAL AFF DAVIT OR SUBMIT PRODUCT APPROVALS FOR THE MI SINGLE H NIG CORRECT WINDOWS. PRODUCT APPROVAL NUMBER FL. 16221 DOES NOT SHOW UP IN THE BPR PLEASE SUBMIT CORRECT PRODUCT APPROVAL AFFIDAVIT OR SUBMIT PRODUCT APPROVALS FOR THE MI SLIDING GLASS DOOR. PRODUCT APPROVAL NUMBER FL. 12856 FOR THE HURRICANE SHUTTERS HAS FOUR SEPARATE PRODUCT SELECTIONS PLEASE SUBMIT THE CORRECT PRODUCT APPROVAL NUMBER FOR THE HURRICANE PROTECTION. 7/2/2015 7/2/2015 ZONING REVIEW tserYces. REVIEW COMMENTS Page 2 c � can\nIR Comment: F'LFAbL: GLAKIY7 CNCKUT UMI-0%aO urvco, Vv^I-U i it wI..—••-••••--••••--- ------- Rig WALL INSULATION. Comment: PLEASE SHOW UNDER STAIRS PROTECTION SEE SECTION 302.7 OF THE 2010 FLORIDA RESIDENTAL CODE. COMPLETE Lydia Galbraith 6/17/2015 6117/2015 61171201E Comment: fi"h % ; is p€1 1 ! 4 1 /� p �; I T0; ST.�LUCIECOUNTY BUILDING DEPARTMENT 2300 Virginia Avenue Fort Pierce, FL 34982 (77, )r462-1553 F.ax (772), 4621578 (FROM: Renar Homes, LLC Renar Development Company PERMIT REVISIONS - CORRECTIONS ( DATE: 8.11.15 PERMIT/TRACKING #: T566"U18 •,hr j -a.:. CONDI,TiION'OF APPROVAL (Needed foran Inspection) .,xx-@ORRECION(S);, (Permit not issued / Still in Review Process) ! jREVISION(S)c (Make Changes to Issued Permit I Des p De�sc�npUonof Revision: , >Wter Depth Gypsom Board Under Stairs / Add Closet to Left (Bdrm 4) kx`; A C Layout Revision Loft/ Bdrm 4 `'lKitchenflsland,w/, Electrical `'Correct reference to A/H on 2"d Floor ilo W/H C_Tontact'"Name: Rhonda,Rowe Phone: 772 692-7800 Ext. 400 RECEIVED AUG 12 2015 TO: ST. LUCIE COUNTY BUILDING DEPARTMENT 2300 Virginia Avenue Fort Pierce, FL 34982 (772)462-1553 Fax (772) 4621578 FROM: Renar Homes, LLC Renar Development Company PERMIT REVISIONS - CORRECTIONS DATE: 8.11.15 PERMIT/TRACKING #: 1'50 —0138] CONDITION OF APPROVAL (Needed for an Inspection) _xx_ CORRECTION(S): (Permit not issued / Still in Review Process) REVISION(S): (Make Changes to Issued Permit Description of Revision: Footer Depth Gypsom Board Under Stairs / Add Closet to Left (Bdrm 4) A/C Layout Revision — Loft/ Bdrm 4 Kitchen Island w/ Electrical Correct reference to A/H on 2nd Floor ilo W/H Contact Name: Rhonda Rowe Email: rhondarowe@renarhomes.com Phone: 772 692-7800 Ext. 400 1A <>- PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: ai'99 t% State of Florida Certification Number (n'appiicabie): C' A C (o (-05 Mechanical (Type of Trade) 'R y,. have agreed to be the Sub -contractor for Renar Development (Primary Contractor) For the project located at 93 Dte Breakers Row, Fort Pierce, FL 34945 (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project' I will immediately advise the Building and Zoning Department of St. Lucie County by filing a 4 1 Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURESS ARE REQUIRED Business Name: Address: b •"P--e"Yrk'����Y CUnC1,�-��l7n�Ylq 'k lilic•hG����CG_�'! 1�C . �1D43 c)n o- Kd`• ,' \ City/State/Zip: u)e`�-4 - a. Yky , 21ect� V_L ;,3a()9 Phone: (0 1811.3 email: 4 r- i � t a � �Ye_0.A C M ee 1 " CM lnnml�i r✓"��� ur>Il 5 1 � -15 SI 9TURE I PRINT NAME / DATE STATE OF FLORIDA, COUNTY OF Pak 1 �ac_ �y� THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS ��DAY OF 1 1 \ 20 I5 By p� O�1 1 WHO IS PERSONALLY KNOW OR RAS APRCED AS IDENTIFICATION. AE 1 t3Ga5 ission Expiies OF NOTARY PUBLIC PRINT NAME 'OF-NOTARYPUBLIC -;" ;;h° July 18, 2015 r.4 :15:L'4YW� 0.'.�Lti�3Juj PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 21 272 State of Florida Certification Number (if applicable): CFC057974 Hypoluxo Plumbing, Inc. have agreed to be the (Company Name/Individual Name) Plumbing Sub -contractor for Renar Development (Type of Trade) (Primary Contractor) For the project located at 930(o Breakers Row, Fort Pierce, FL 34945 (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESSQUALIF'IER (Name of the Individual shown on the Contractor's License) Ronnie Burkhalter NOTARIZED SIGNATURES ARE REQUIRED Business Name: Address: City/State/Zip: Phone: SIGNATURE Hypoluxo Plumbing, Inc. 123 East Coast Ave Lantana. FL 33462 561-533-5444 email: hypoplum@comcast.net STATE OF FLORIDA, COUNTY OF Ronnie Burkhalter PRINT NAME Palm Beach 5-22-15 DATE THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS 22 DAY OF May 20 15 BY Ronnie Burkhalter WHO ERSONALLYKNO�WtV OR HAS PRODUCED AS IDENTI E6ATION` SIGNATURE OF NOTARY PUBLIC SLCPDS: 08106/2014 Dolores A Price (STAMP) PRINT NAME OF NOTARY PUBLIC DOLORESAPRICE Commission # EE 154403 m„l ..; Expires Febmary I!. 2015 ty�;•` bomiearh. myFalnlnscance'm 709 PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: / I VI) '/ iIk — State of Florida Certification Number (If applicable): I' 0 C �� I a s M at / "AR�md F Ann-P-17a. have agreed to be the (CompanyName/Indiv-du Name) Roofing Sub -contractor for Renar Development (Type of Trade) (Primary Contractor) For the project located at 93 % Breakers Row, Fort Pierce, FL 34945 (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by Fling a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: Address: City/State/Zip: Phone: email: �� —3F rZf1 D 5 LID6i�1J S 09•/S SIGNATURE U PRINT NAME DATE STATE OF FLORIDA, COUNTY OF Al ZOCIE THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS _QA*_ DAY OF RA 20 !T BY U D J. I-A)A 10 WHO IS PERSONALLY KNOWN OR HAS PRODUCED SIGNATURE OF NOTARY PU#IC SLCPDS: 08/06/2014 AS IDENTIFICATION. (STAMP) PRINT NAME OF NOTARY PUBLIC ?otN`r Pbg�c DENISELEMAY MYCOMMISSION#EE870742 * * EXPIRES:MBIdl23,20i7 "7kbFi1eQPp BondidihNBuddei N011ry SzNI:t5 0 0 PERMIT # ISSUE DATEE i PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDINGPERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: a r4l State of Florida Certification Number (If applicable): Electrical (Type of Trade) agreed to be the Sub -contractor for Renar Development (Primary Contractor) For the project located at 931I4, Breakers Row, Fort Pierce, FL 34945 (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: Comfort Control Seruiees Ine Address: 1501 SW Biltmore Avenue cie, City/State/Zip: Phone: -7-13 -17 Cjo/y email: IiFWH -CdS r 6-M,9iL. Cum Z��vwv�c'rv��^4� 5 LR 15 SIGNAYORE PRINT NAM DATE STATE OF FLORIDA, COUNTY OF S� - L Ul G I -P THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS Z9 DAY OF MO;i , 20 1_5 BY �CL�j e 7 i Inn fn1 W--VVN(X r\ WHO IS PERSONALLY KNOWN x OR HAS PR DUCED SIGNAT � + NOTARY PUBLIC SLCPDS:08/0 /2014 AS IDENTIFICATION. I C_0Li QSC(-J l (STAMP) PRINT NAMIR OF NOTARY PUBLIC Eff lc Stale of FlMascolasslon EE 1932W2018 r FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method 1 Project Name: RENAR WILSHIRE 2015 Builder Name: RENAR BUILDERS Street: 9306 BREAKERS ROW Permit Office: ST LUCIE COUNTY City, State, Zip: FT. PIERCE, FL, Permit Number. Owner: Jurisdiction: 601000 Design Location: FL, Fort Pierce 1. New construction or existing New (From Plans) 9. Wall Types(2214.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame -Wood, Exterior R=13.0 1278.00 ft' • b. Concrete Block - Int Insul, Exterior R=4.1 702.00 IF 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 234.00 ft2 4. Number of Bedrooms 3 d. N/A R= 112 5. Is this a worst case? No 10. Ceiling Types (1190.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1190.00 fl 6. Conditioned floor area above grade (ft2) 1800 b. N/A R= ft2 Conditioned floor area beloWVrade (ftJ 0 c. WA R= ft2 11. Duds R IF 7. Windows(217.5 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 360 a. U-Factor. Sgl, U=0.96 217.50 ft' SHGC: SHGC=0.50 b. U-Factor WA ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 40.0 SEER:14.00 c. U-Factor. WA ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Fador. WA ft2 a. Electric Heat Pump 41.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.500 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems a. Electric Cap: 40 gallons 8. Floor Types (610.0 sqft.) Insulation Area EF. 0.920 a. Slab -On -Grade Edge Insulation R=0.0 610.00 ft' b. Conservation features b. WA R= ft2 None c. WA R= ft' 15. Credits Pstat Glass/Floor Area: 0.121 Total Proposed Modified Loads: 34.14 PASS Total Standard Reference Loads: 44.40 ,1 hereby certify that the plans and specifications covered by Review of the plans and ST9p�, this calculation are in compliance with the Florida Energy specifications covered by this oFgBE Code. calculation indicates compliance with the Florida Energy Code. uxr' •: ";;: p°„ O PREPARED BY: Before construction is completed aril yG DATE: this building will be inspected for compliance with Section 553.908 `j 9 o I hereby certify that this building, as designed, is in compliance Florida Statutes. It with the Florida Energy Goe. COD {NE B OWNER/AGENT: JNVLLr"A� 4 BUILDING OFFICIAL: DATE: r 7. 13. S DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with'403.2.2.1.1. - compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist FILE COPY 7/13/2015-3:46 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 PROJECT Title: Building Type: Owner. # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: RENAR WILSHIRE 2015 Bedrooms: 3 User Conditioned Area: 1800 Total Stories: 2 1 Worst Case: No RENAR BUILDERS Rotate Angle: 135 ST LUCIE COUNTY Cross Ventilation: 601000 Whole House Fan: Single-family New (From Plans) Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address 9306 BREAKERS ROW St. Lucie FT. PIERCE, FL, CLIMATE • / V Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Fort Pierce FL_ST LUCIE_CO_INTL 2 39 90 70 75 722 62 Low BLOCKS Number Name Area Volume 1 Blockl 1800 16200 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 Main 1800 16200 Yes 16 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 142 ft 0 610 ft' _ 0 0 1 ROOF / V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Hip Flat tile/slate 1289 ft' 0 ft2 Medium 0.96 No 0.9 No 0 22.6 ATTIC /. V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1190 ft. N N CEILING # Ceiling Type Space R-Value Area Framing Frao Truss Type 1 Under Attic (Vented) Main 30 1190 ft' 0.11 Wood FILE COPY 7/13/2015 3A6 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below a Mt To WaILType R-Valnp FtIn Et in Area R- lallrp FraCtion Ahcnr Gmde^f, 1 N=>SE Exterior Concrete Block - Int Insul Main 4.0999 34 9 306.0 ft' 0 0.35 0 2 E=>SW Exterior Concrete Block - Int Insul Main 4.0999 16 9 144.0 ft- 0 0.35 0 3 S=>NW Exterior Concrete Block - Int Insul Main 4.0999 14 9 126.0 ft- 0 0.35 0 4 W=>NE Exterior Concrete Block - Int Insul Main 4.0999 14 9 126.0 ft- 0 0.35 0 -5 E=>SW Garage Frame - Wood Main 11 9 9 81.0 ft' 0 0.35 0 6 S=>NW Garage Frame -Wood Main 11 17 9 153.0 ft' 0 0.35 0 7 N=>SE Exterior Frame -Wood Main 13 34 9 306.0 IF 0 0.35 0 -8 E=>SW Exterior Frame -Wood Main 13 37 9 333.0 ft' 0 0.35 0 9 S=>NW Exterior Frame - Wood Main 13 34 9 306.0 ft' 0 0.35 0 ' 10 W=>NE Exterior Frame - Wood Main 13 37 9 333.0 ft' 0 0.35 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N=>SE Insulated Main None .46 3 6 8 20 ft' 2 S=>NW Wood Main None .46 2 8 6 8 17.8ft' WINDOWS Orientation shown is the entered orientation => changed to As Built rotated 135 degrees). / Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening _ 1 N=>SE 1 Metal Single (Tinted) Yes 0.96 0.5 25.5 ft' 1 it 6 in 13 ft 0 in None None 2 N=>SE 1 Metal Single Mnted) Yes 0.96 0.5 9.0 W 1 ft 6 in 13 It 0 in None None 3 S=>NW 3 Metal Single (Tinted) Yes 0.96 0.5 20.0 ft' 1 ft 6 in 13 it 0 in None None 4 W=>NE 4 Metal Single (Tinted) Yes 0.96 0.5 15.0 ft' 1 ft 6 in 13 It 0 in None None 5 N=>SE 7 Metal Single (Tinted) Yes 0.96 0.5 80.0 IF 1 ft 6 in 1 ft 0 in None None 6 N=>SE 7 Metal Single (Tinted) Yes 0.96 0.5 6.0 ft' 1 it 6 in 1 ft 0 in None None 7 E=>SW 8 Metal Single (tinted) Yes 0.96 0.5 20.0 ft' 1 ft 6 in 1 ft 0 in None None 8 S=>NW 9 Metal Single (Tinted) Yes 0.96 0.5 36.0 ft' 1 It 6 in 1 it 0 in None None 9 W=>NE 10 Metal Single (tinted) Yes 0.96 0.5 6.0 ft' 1 it 6 in 1 It 0 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 380 ft' 380 ft' 64 ft 8 it 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0003 1416.4 77.76 146.24 .2696 5.246 FILE COPY 7/13/2015 3:46 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Duds 1 Electric Heat Pump None HSPF: 8.2 41 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 14 40 kBtu/hr 1200 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubTpe Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.92 40 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft' DUCTS # — Supply — Location R-Value Area — Return — Air Location Area Leakage Type Handler CFM 25 CFM25 TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 360 ft' Main 90 ft' Default Leakage Main (Default) (Default) 1 1 TEMPERATURES Programabl(e ThermostarXt:']Y r Heating IX) Jan L 1 Feb [X] Mar Venting [[ 11 Jan IIII 1111 Feb IIIIXIIII Mar [ ]j] Crreiling Fans: T7f rr[[ ]] �r7f Lxl Aprr [ May [ Jun IXI Jul [ Aug Lxl Sep OctNov Nov Dec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 3 Hours 4 5 6 7 8 9 10 11 12 Cooling (WD) Cooling (WEH) Heating (WD) Heating (WEH) AM 78 PM 80 AM 78 PM 78 AM 66 PM 68 AM 66 PM 68 78 78 80 78 78 78 78 78 66 66 68 68 66 66 68 68 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 66 66 68 68 68 fib 68 68 78 80 78 78 78 78 78 78 68 68 68 68 68 68 68 68 80 80 78 78 78 78 78 78 68 68 68 66 68 68 68 66 80 78 78 78 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System None 0 0 0 1 - Electric Heat Pump 0% 1 - Central Unit 7/13/2015 3:46 PM EnergyGaugeS USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 1 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 9306 BREAKERS ROW PERMIT#: FT. PIERCE, FL, MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing Cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special / equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. l i 7/13/2015 3:46 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 5 Sunday, July 12, 2015 5:02 PM To whom it may concern: In the event that I am not available, Susan and Hugh Hootman, have full authorization to make medical decisions for Madison Weidman. Devin Weidman 772-349-5685 J 1 � A Residential System Sizing Calculation Summary Project Title: 9306 BREAKERS ROW RENAR WILSHIRE 2015 FT. PIERCE, FL 7/13/2015 Location for weather data: Fort Pierce, FL - Defaults: Latitude(27.48) Altitude(25 ft.) Temp Range(L) Humidi data: Interior RH 50% Outdoor wet bulb 78F Humidity difference 64 r. Winter design temperature(MJS 99%) 42 F Summer design temperature(MJ8 99%) 90 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 28 F Summer temperature difference 15 F Total heating load calculation 24612 Btuh Total cooling load calculation 35013 Btuh Submitted heating capacity % of calc Btuh Submitted cooling capacity % of calc Btuh Total (Electric Heat Pump) 167.3 41000 Sensible (SHR = 0.75) 112.1 30000 Heat Pump + Auxiliary(O.OkW) 167.3 41000 Latent 121.3 10000 Total Electric Heat Pump) 114.2 40000 WINTER CALCULATIONS Winter Heatinn Load (for 1800 soft) Load component Load Window total 218 sqft 5846 Btuh Wall total 1959 sqft 5942 Btuh Door total 38 sqft 487 Btuh Ceiling total 1190 sqft 1061 Btuh Floor total 610 sqft 4692 Btuh Infiltration 116 cfm 3585 Btuh Duct loss 2899 Btuh Subtotal 24512 Btuh Ventilation 0 cfrn 0 Btuh TOTAL HEAT LOSS 1 24512 Btuh Rummer r:nnlinn 1 nod (fnr 1800 cnffl MaC15R', 000nriwt Fbon SUMMER CALCULATIONS Load component Load Window total 218 sqft 9981 Btuh Wall total 1959 sqft 4236 Btuh Door total 38 sqft 521 Btuh Ceiling total 1190 sqft 1099 Btuh Floor total 0 Btuh Infiltration 87 cfm 1440 Btuh Internal gain 7080 Btuh Duct gain 2410 Btuh Sens. Ventilation 0 cfm 0 Btuh Blower Load 0 Btuh Total sensible gain 26768 Btuh Latent gain(ducts) 1246 Btuh Latent gain(infiltration) 3799 Btuh Latent gain(ventilation) 0 Btuh Latent gain(ntemal/occupants/other) 3200 Btuh Total latent gain 8245 Btuh TOTAL HEAT GAIN 36013 Btuh b...r y nAx �,��,InlemwY9M, mraosx) ��^,,,,•, n - PREPARE_ l� i EnergyGauge®/ USRFZB v3.1 System Sizing Calculations - Summer Residential Load - Room by Room Component Details Project Title: 9306 BREAKERS ROW RENAR WILSHIRE 2015 FT. PIERCE, FL 7/13/2015 Reference City: Fort Pierce, FL Temperature Difference: 15.OF(MJ8 99%) Humidity difference: 64gr. Component Loads for Room #1: Main Type* Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Omt Len H t Gross Shaded Unshad Shaded Unshaded 1 1 NFRC 0.50, 0.96 No No SE 1.5ft 13.O1' 25.5 0.0 25.5 25 50 1265 Btuh 2 1 NFRC 0.50, 0.96 No No SE 1.5ft 13.O1' 9.0 0.0 9.0 25 50 446 Btuh 3 1 NFRC 0.50, 0.96 No No NW 1.5ft 13.Of 20.0 0.0 20.0 25 49 971 Btuh 4 1 NFRC 0.50, 0.96 No No NE 1.5ft 13.O1' 15.0 0.0 15.0 25 49 728 Btuh 5 1 NFRC 0.50, 0.96 No No SE 1.5ft 1.0ft 80.0 19.7 60.3 25 50 3485 Btuh 6 1 NFRC 0.50, 0.96 No No SE 1.5ft 1.Oft 6.0 3.3 2.7 25 50 217 Btuh 7 1 NFRC 0.50, 0.96 No No SW 1.5ft 1.0ft 20.0 6.6 13.4 25 50 831 Btuh 8 1 NFRC 0.50, 0.96 No No NW 1.5ft 1.0ft 36.0 0.0 36.0 25 49 1747 Btuh 9 1 NFRC 0.50.0.96 No No NE 1.5ft 1.0ft 6.0 0.0 6.0 25 49 291 Btuh Window Total 218 (sqft) 9981 Btuh Walls Type LI-Value R-Value Area(sgft) HTM Load Cav/Sheath 1 Concrete Blk,Hollow - Ext 0.15 4.110.0 251.5 2.2 563 Btuh 2 Concrete Blk,Hollow -Ext 0.15 4.1/0.0 144.0 2.2 322 Btuh 3 Concrete Blk,Hollow -Ext 0.15 4.1/0.0 106.0 2.2 237 Btuh 4 Concrete Blk,Hollow- Ext 0.15 4.1/0.0 111.0 2.2 248 Btuh 5 Frame - Wood - Ad) 0.09 11.0/0.0 81.0 1 A 115 Btuh 6 Frame - Wood - Ad) 0.09 11.0/0.0 135.2 1.4 192 Btuh 7 Frame - Wood - Ext 0.09 13.0/0.0 220.0 2.3 498 Btuh 8 Frame - Wood - Ext 0.09 13.0/0.0 313.0 2.3 708 Btuh 9 Frame - Wood - Ext 0.09 13.0/0.0 270.0 2.3 611 Btuh 10 Frame - Wood - Ext 0.09 13.010.0 327.0 2.3 740 Btuh Wall Total 1959 (sqft) 4236 Btuh Doors Type Area (sqft) HTM Load 1 Insulated -Exterior 20.0 13.8 276 Btuh 2 Wood - Garage 17.8 13.8 245 Btuh Door Total 38 (sqft) 521 Btuh Ceilings Type/Color/Surface LI-Value R-Value Area(sqft) HTM Load 1 Vented AttiGfLightTle 0.032 30.0/0.0 1190.0 0.92 1099 Btuh Ceiling Total 1190 (sqft) 1099 Btuh Floors Type R-Value Size HTM Load 1 Slab On Grade 0.0 610 (ft-perimeter) 0.0 0 Btuh Floor Total 610.0 (sqft) 0 Btuh Zone Envelope Subtotal: 15838 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Load Natural 0.32 16200 1.00 87.4 1440 Btuh Internal Occupants Btuh/occupant Appliance Load gain 16 X 230 + 3400 7080 Btuh Sensible Envelope Load: 24358 Btuh EnergyGauge® I USRFZB v3.1 FILE CRY Manual J Summer Calculations Residential Load - Component Details (continued) Project Title: Climate: FL_ST_LUCIE_CO_INTL 9306 BREAKERS ROW RENAR WILSHIRE 2015 FT, PIERCE, FL 7/13/2016 Duct load Average sealed, Supply(RU-Attic), Retum(R6.0-Cond.) DGM of 0.099) 2410 Btuh Sensible Zone Load 26768 Btuh EnergyGauge® / USRFZB v3.1 FILE � 2 Manual J Summer Calculations Residential Load - Component Details (continued) Project Title: Climate: FL_ST_LUCIE_CO_INTL 9306 BREAKERS ROW RENAR WILSHIRE 2015 FT. PIERCE, FL 7/13/2015 WHOLE HOUSE TOTALS Sensible Envelope Load All Zones 24358 Btuh Sensible Duct Load 2410 Btuh Total Sensible Zone Loads 26768 Btuh Sensible ventilation 0 Btuh Blower 0 Btuh Whole House Total sensible gain 26768 Btuh Totals for Cooling Latent infiltration gain (for 64 gr. humidity difference) 3799 Btuh Latent ventilation gain 0 Btuh Latent duct gain 1246 Btuh Latent occupant gain (16.0 people @ 200 Btuh per person) 3200 Btuh Latent other gain 0 Btuh Latent total gain 8245 Btuh EQUIPMENT 1. Central Unit # 40000 Btuh *Key: Window types (Panes - Number and type of panes of glass) (SHGC - Shading coefficient of glass as SHGC numerical value) (U - Window U-Factor) (InSh - Interior shading device: none(No), Blinds(B), Draperies(D) or Roller Shades(R)) - For Blinds: Assume medium color, half closed For Draperies: Assume medium weave, half closed For Roller shades: Assume translucent, half closed (IS - Insect screen: none(N), Full(F) or Half[%)) (Ornt- compass orientation) Version 8 EnergyGauge® / USRFZB v3.1 RE Lumber design values are in accordance with ANSI l 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. AA = TRUSSES AFLORIDACORPORATION RE: Job YRMSWSB2 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Site Information: Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: WILSHIRE 1800 Address: Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 MPH Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 39 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. No. Seal # Truss Name Date I No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0526310 FG01 611/15 13 A0526322 FLO8 611/15 25 A0526304 B03G 6/1115 2 A0526311 FLO1 611/15 14 A0526293 A01 611/15 26 A0483929 B03GE 611115 3 A0526312 FL01GE 611115 15 A0526294 A02 611/15 27 A0526305 C01 6/1115 4 A0526313 FI-02 6/1/15 16 A0526295 A03 6/1115 28 A0526306 CO2G 6/1115 5 A0526314 FL02GE 6/1/15 17 A0526296 A04 6/1115 29 A0483931 CO2GE 611/15 6 A0526315 FL03 6/l/15 18 1 A0526297 A05G 6/1/15 1 30 A0526307 I CJ1 611/15 7 A0526316 FL04 611/15 19 A0526298 A06 6/1115 31 A0526308 CJ3 611/15 8 A0526317 FLO5 6/1115 20 A0526299 A07 611115 32 A0526309 CJ5 611115 9 A0526318 FL05G 611/15 21 A0526300 A08 611/15 33 A0526323 HJ3 6/1/15 10 A0526319 FL06 6/1/15 22 A0526301 A09G 611/15 34 A0526324 HJ7 6/1115 11 A0526320 FL07 6/1115 23 A0526302 B01G 6/1/15 35 A0526325 J4 611/15 12 A0526321 1 FL07G 6/1/15 24 A0526303 B02 6/1115 36 A0526326 J7 6/1/15 The truss drawings) referenced have been prepared by MiTek Industries, Inc under my directsupervision based an be parameters provided by A-1 Roof Trusses, Lld. Truss Design Engineer's Name: Julius Lee. My license renewal date for Me slate of Florida Is February28.2017. NOTE: The seal an these drawings indicate acceptance of professional engineering responsibility solely for be Miss components shown. The suriability and use of components for any panlcular building is the responsibilay of me building designer, per ANSIrtPI-1 Sec 2. The Truss Design Dre W Ingls)ITDD[c)) referenced have been prepared based on the construction documents (also referred to at times as'Structursl engineering Documents') provided by the Building Indicating the nature and character of the work. The design cabana therein have been to referred to Julius Lee Mby [At Roof Trusses or specific location]. These TDDs (also refereed to at times as 'Structural Delegated Engineering Documents') are specialty slructursl component designs and may be pad of the prolect's defamed or phased submittals. As a Truss Design Engineer (ie., Specialty Engineer), the seal here and on the Too represents an acceptance of professional engineering response fay furthe design of the single Truss depicted on the TDD only. The Building Designer is responsible w for and s hag coordinate and review the Irl for compatibility with then written engineering requirements. Hesse review allTDDs and allrelated notes. \\\\t)1111111 (y(yy7 Digitally signed --by Julius Lee r N 3a669,6. = DN: c=US, st=Florida, l=Boynton =� y'W:Beach o=Julius Lee cn=Julius STATE OF T , FtORIOP.. (" Lee,--e,maii=ieeengr@aol.com 09 O'OASPAL HAY,; , y�r� Date: 2015.06.01 17:48: rVA 11' ' BOYNTON BEACH,FL 334'35I� Page 1 of 2 a� �_ A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job YRMSWSB2 No. Seal # Truss Name Date 37 A0526327 VM02 6/1115 38 A0526328 VM04 6/1115 39 A0526329 VM06 6/1/15 Lumber design values are in accordance with ANSVTPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. R Job Truss Truss Type Oty ply AO526293 YRMSWSB2 AO1 Common 3 1 Job Reference o bona Al ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn@altmss.com Hun: zeuu s UM a 2014 Hnnt: r.ozu s Apr 1L zula mueK mousmes, Inc. mon dun U3 1n:ar:uo Lino ,n d 3x4 = LOADING(pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP M 30 *Except' Tt: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc pur ins. BOTCHORD Rigid ceiling directly applied or 5-10=3 oc bracing. MiTek recommends that Stabil¢ers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 986/Mechanical 2 = 106310-3-8 (min. 0-1-8) Max Hoa 2 = 72(LC 4) Max Uplift 7 = -616(LC 5) 2 = -750(LC 4) Max Grav 7 = 1137(LC 9) 2 = 1215(LC 10) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 23=2106/1194, 3-4=1834/1002, 4-5=1753/1024, 5E=1840/1031, 6-7=-2114/1204 BOTCHORD 2-10=985/1832, 10-t7=-430/1097, 9-17=430/1097, 9-18=43011097, 8-18=430/1097, 7-8=-997/1841 WEBS 5-8=-296/679, 6-8=457/517, 5-10=287/672, 3-10=4501509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 4x6 = 6.00 12 3x4 = 3x8 MT20HS= 3x4 = 3x4 = Dead Load Dell. = 5115 in 7,., Id CSL DEFL. . in (ice) I/dell Ud PLATES GRIP TIC 0.77 Vert(LL) -0.32 8-10 >999 360 MT20 244/190 BC 0.87 Vert(TL) -0.63 8-10 >511 240 MT20HS 187/143 VJB 0.39 Horz(TL) 0.07 7 We We (Matrix-M) Weight 122lb FT=On/ 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=15f1; Cat. II; Exp B; Encl., GCpi=0.18; C-CExtedor(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 7, 2, S. 5, 6, 10, 3 and 4 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s)-Etjoint(s) 9 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 616 lb uplift at joint 7 and 750 Ib uplift at joint 2. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this buss. LOAD CASE(S) Standard Wo"', bue..lAryr.r:.ro,'l llpNaNNjllltFllunwmnl(CYlmcnrmlpnlramlllnmmmmnrl...lnarlry.n.rl",dna.m.R,un,pri7wr.:IPpBI•aa�s,1«,lE Idm.rfwlrbrr,. oYnrlle.i«nnanrlw..huueY,..,r. IUt US LEE, P.E. ,YI«Jrsa.iT—,,u n4b ulloWI UR-LIMIAUmrli.,m{��.mlmprrp.w,n.oll..abmdntinJmf y,npeJllipaM1lripJHa,FFumdrliad.bloprcdnml.n.buanun/mgNl'mlraa®.vlWtiryslrvid, Inmd,Y6gnn11-1bilfiy d mp.rµlMpmilrNNri,nrlM«IMluneg MO.,, ... .< 0l"Ic Mul, M I.W&i, d,.d MI.l. ,W d P, mp nl qNan, rlml,uu,buriellr'no-xn,l,.:,10.1.®umim,00 Nm,mprukfry d fthm, pngo".d #34869 IMMn. llnktMMiIFIW nlneptlkul4drNutll4bilf.11,A.,nkkrylolmmlin 16BYJ4W1YllI,Jlllln,tlnmella pmdlJiv,. mllebnMmryoli4ArWLmr,dX,4mh,q+n,Im,pry,44vmnlLm Ynd tun, e4mRn,iuddne111, 1109 C...I Bny LNMvprzlvpu.miry1rv11mfinmbrL IMMn P,i1,F1+,ni,pplMlWlfi^IpMpmmlmufnrtmFaimlmvglupl4ry Ipg1o4r11nno,N,lYMl,inl. BoyMm Bend, R 33435 Ir11,ilY®a11111rJIn„rvIS,In,Ir.le�ie�Jk,Yra,Yvl b., i, x,INY.iIYYnBInI",a,itrmll lrifmu,-Yb,In,lE 4, Jab Truss Truss Type Oty YRMSWSB2 Hip � A0526294A02 =J.bR.W.�. tional At ROOF TRUSSES, FORT PIERCE, F1-34946, design@alhuss.com Run:7.600s. Oct 32014 Print: Times Apr 152015MiTe1klndusfnes, Inc. Mon Jun 0115:37:062015 Pagel ID:OMsTuGzOH5du1T6OcPagyCjv8-GMxS2wwVEOpoOmXw5rhvnX711 UUgG8MoH5jZDZAdCR 13aa - -]de Sb9 130-0 13.4.0 21-2-7 28A-0 28-0-0 ' 1de� SS9 1 7b7 r 7.67 1 sS9 11-40' w LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES SCOL 10.0 Code FBC2010/FP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 14-12 oc pudins. BOTCHORD Rigid ceiling directly applied or 640-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1062/0-3-8 (min. 0-1-8) 10 = 1062/0-3-8 (min. 0-1-8) Max Harz 2 = 33(LC 4) Max Uplift 2 = -748(LC 4) 10 = -748(LC 5) Max Gmv 2 = 1212(LC 10) 10 = 1212(LC 9) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOPCHORD 2-3=2096/1189, 34=-18261998, 45=1748/1019, 5-6=-159211016, 6.7=-1592/1016, 7-8=1748/1019, 8-9=-1826/998, 9-10=2096/1188 BOTCHORD 2-14=937/1830, 14-21=386/1092, 13-21=386/1092, 13-22=386/1092, 12-22=-386/1092,10-12=941/1831 WEBS 3-14= 447/505, 6-14=-287/673, 6-12=287/673, 9-12=-447/505 NOTES - I) Unbalanced roof live loads have been considered for this design. MT20HS= CSI. DEFL. in (loc) Well Lid TC 0.83 Vert(LL) -0.31 12-14 >999 360 BC 0.86 Vert(TL) -0.63 12-14 -508 240 WB 0.37 HoaCrL) 0.07 10 n/a n/a (Matrix-M) 2) Wlnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf, h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=t6Dplate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 1 5) All plates are 3z4 M I M unless alherwise indicated. 6) Plate(s) at joint(s) 4, 5, -7, e, 2, 14, 3, 6, 12, 9 and 10 cheUce I for a plus or minus 0 degree rotation about its center. 7) Plate(s) atjoint(s) 13 checked fora plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurmnt with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-010 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 748 lb uplift at joint 2 and 748lb uplift at joint 10. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used'in the analysis and design of this truss. LOAD CASE(S) Standard oad Deft. = 5116 in d m - 1)d d PLATES GRIP MT20 244/190 MT20HS 187/143 Weight:124lb FT=O% RAIXr M1ruOvgX,jn+inld'N1p9l➢Y05jV WrINXaII IIIY{f IOWIIMNlIOYIIrNlF111[ItlOAeNYIAI'ba 1vAlle,ygrrvlmMndWnnMrlm+OnippmilPO4jMMYl'nle✓}.fJfm+YwlkMuu Nk11A-4ordwMl4gwhMiltk— IXm606mdInIAItlYr,b Kl lul,a,0.yehftlm P+.,Slniirylrynly,n+lag109uvnanwmrv�dAp4ni,d,ehdVnruWlb lY4iym M1ssjrt,nrlgilrin MNOaNnIVIfILMb9mryliq YlPsM�,w1,4ryMnrIIMFn+ IUUUS LEF, P.E MpllWbiMl+MmMrmi%NnfOnv,IlsOminW4nrdMalerlb4AEy0.rgw4inMdwl JlLllCMl1{,dolvmbYUlMfwllnL MpMnJdMlW mbl@Nm JtlRmi'mbJiMbNIFyUpT.oJelMinwlb®L+MMbunprili11MM4iYi,lOnipnwl #34869 Lmmx.11wmulMUM109wIMP+FmtllnlefondMldl+'vpfrrvsmNerylvlumtin(IOI IA41M0lIPvlfplu„dnmelMl+nl Mibxr. I111 defirn MmrmNSfinwl EnbtlwJmr Rrjnr,Irm N,TlryiurnllnNWmlubn, w4rfwlnnnlr&dhr I109coowolfty (wpvleprcl[pi+niliMgo1fx11nbFd. MIm+Nryn[olMrnitg9ldrlJllMlwipviwlnnlPlenGlinvMmllukq All¢ didlm+mawl4 IAl. BpYnlm B¢a6, R. 30005 LryAIb�x11111JLnusyW+L41t LNwntlltirinmu,bnllw•, i,pXMnIrYMnbnnidvi F^Al IW I,nnrl3nlgll. Job Truss Type DryPlyYRMSWSB2 A0526295 A03 THS9 1 Job Reference o 'ono Al HOUF IKUSJtS, FUKI PILKGL,rLba b,aeslgnLwa3uuss.com Mn; I...s �a om 04 = 4x4 = 4 5 4x4= 3x4= 3x4= 3x4= 4x4= Dead Load Dan. = 318 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ice) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ved(LL) -0.22 9-17 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.59 9-17 >545 240 BCLL 0.0 ' Rep Stress Ina YES W3 0.19 Horz(fi-) 0.05 7 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight 119 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 20 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-10-10 oc pudins. BOTCHORD Rigid ceiling directly applied or 8-7-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erectlon, in accordance with Stabilizer Installation uitle. REACTIONS. (Ib/size) 2 = 1062/0-3-8 (min. 0-1-8) 7 = 1062/0-3-8 (min. 0-1-8) Max Harz 2 = 33(LC 4) Max Uplift 2 = -736(LC 4) 7 = -738(LC 5) Max Grav 2 = 1212(LC 10) 7 = 1212(LC 9) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-1796/993, 34=1545/879, 4-5=1359/825, M- 1545/879, 6-7=1796/992 BOTCHORD 2-11=930/2309, 10-11=429/1273, 9-10=429/1273, 7-9=-955/2320 WEBS 3-11=361/393, 4-11=-207/467, 5-9=-207/467, 6-9=-361/393 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fi Cat 11; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 4, 5, 2, 11, 3, 9, band -7checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 10 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 738 lb uplift at joint 2 and 738 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUUUS LEE, P.E. 1l34869 1109 COaflal Bay Boymm Beodi, R. 33435 1�A ®mu rum m,w.l,u, be n. Job Truss Truss Type Qty Ply YRMSWSB2 A04 Hip 1 A0526296.- Job Reference o Banal Ay Ixuur rhcubbES, runs rltnut, rL:w b, aeslgnigaltruss.com Hun: 1.600 s UM 3 2014 Print: 7.620 s Apr 15 2015 MITek Industries, Inc. Mon Jun 01 15:37:07 2015 Page 1 ID:0Ms7uGzQH5ffu1T60cPcrgyCjv8-kZVrFGx8?jxfe?QRUpM6T 4LBRtNZmtWlxrH5fzAdCQ 14-0 94" 130 17-8.0 0 26-8-0 280066 I�06-3-6 24 46-3-6 4x8 = 4x4 Dead Load Oefl. = 3116 in = j 4 5 6.00 12 1.534 6 2 7 �1 j 111 11 1U 9 3x4 = 3x4 = 3x4 = sea = 3x4 = 17-M 2G8-0 Z9-0-0 O B-8-0 Plate Offsets (X Y)— r2:0-2-0 Edgel r4:0-540-2-01 r5:0-2-4 0-2-41 r7:0-2-0 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.10 11-14 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Ven(TL)-0.2811-14 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.15 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2010r-PI2007 (Matrix-M) Weight: 125 lb FT=0 LUMBER- 70PCHORD 2x4 SPNo.2 "Except' 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) T2: 2x4 x4 SP M 30 BOT CHORD 2x4 SP No.2 Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; WEBS 2x4 SP No.3 Cat. II; Exp B; Encl., GCpi=0.18; C-C Extenor(2); cantilever left and right exposed ; end vertical left BRACING- TOP CHORD exposed; Lumber DOL=1.60 plate grip DOL=1.60 Structural wood sheathing directly applied or 4-2-5 oc 3) Provide adequate drainage to prevent waterpurfiponding. ROT C BOT C.HORD 4) Plates checked for a plus or minus 0 degree Rigidceilingtlirectly applied or 6-10-5 oc bracing.. rotation about its center. WEBS WEB 5) This truss has been designed for a 10.0 ps( bottom 1 Row at mltlpt 4-9 chord live load nonconcui rent with any other live loads. MiTek recommends that Stabilizers and required 6)' This truss has been designed for a live load of cross bracing be installed during truss erection, in 20.Opsf on the bottom chord in all areas where a accordance with Stabilizer Installation guide. rectangle 3-6-0 tall by 2-d0 wide will fit between the bottom chord and any other members. REACTIONS. (lb/size) 7) Provide mechanical connection (by others) of truss 2 = 1062/0-3-8 (min. 0-1-8) to bearing plate capable of withstanding 729 lb uplift at 7 = 1062/0-3-8 (min.0-1-8) joint 2 and 729 lb uplift at joint 7. Max Horz 8) "Semi -rigid pitchbreaks'with fixed heels" Member 2 = 33(LC 4) end fixity model was used in the analysis and design Max Uplift of this truss. 2 =-729(LC 4) , 7 =-729(LC 5) Max Grav LOAD CASE(S) 2 = 1139(LC 10) Standard 7 = 1139(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1735/998, 3-4=-1560/934, 4-5=-1403/886, 56=-1560/934, 6-7=-1735/998 BOTCHORD 2-11=763/1706, 10-11=-553/1333, 9-10=553/1333, 7-9=-790/1712 WEBS 3-11=220/256, 4-11 =-1 02/382, 5-9=-101/382, 6-9=-220/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. , 6". yal •eeu nib, q 0 NM, inLtl. fi,gMCn1111 Whc,u14,6•,r1. lq uaw•n<,da,melaro,lu,..huoa,..m. JULIUS LEE, P.F. •gYJy,n6(rtuilAlihurndXi, Iiwf 4B6m„al,nro�aram4vinoa.anwe #34669 lnaxmMne.mbo•Rnniahfodlp I1W Coanol Bay Boy" Beach, FL 33435 4 Jab Tmss Truss Type Oly Ply A0526297 YRMSVJSB2 AOSG Hip Girder Job Reference o .:oral Al ROOF TRUSSES, FORT PIERCE, FL "J b, aesigng?anruss.wm ttun: rows vu oawrum. ,.om A,, rv. ,.,..., wr... Dead Load Defl. = 5116 in 4x4 a 1.5x4 II 5xs = 1.5x4 11 4x4 7-0-0 134-0 19-M 26-8-0 741-0 64-0 64-0 7-0-0 Plate Offsets (X Y) 12.0 1 10 Edae7 13:0 5-4 0-2-01 14:0-2-8 0-0-121 15:0-5-4 0-2-01 16�0-1-10 Edael f9:0-4-0 0-3-01 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (ice) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.28 9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.48 8-9 >665 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.70 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 121 1b FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or44-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1827/0-3-8 (min. 0-2-5) 6 = 1827/0-3-8 (min. 0-2-5) Max Horz 2 = 33(LC 4) Max Uplift 2 = -1297(LC 4) 6 = -1300(LC 5) Max Grav 2 = 1948(LC 20) 6 = 1950(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except wtien shown. TOP CHORD 2-3= 3498/2163, 3-17=4082/2658, 17-18=4082/2658, 4-18=4082/2658, 4-19=4082/2658, 19-20=4082/2658, 5-20=4082/2658, 5-6=3503/2169 BOTCHORD 2-10=1747/3032, 10-21=-1749/3051, 21-22=-1749/3051, 9-22=1749/3051, 9-23=1758/3057, 23-24=1758/3057, 8.24=-175613057, 6-8=1756/3038 WEBS 3-10=47/553, 3-9=73711137, 4-9=-796/848, 5-9=730/1166, 5-8=47/553 NOTES- 1) Unbalanced roof live loads have been considered for this design. fwtn,M1r. AI,Heu4,doll,l�Bn,all,ln,h, me=v,unw, •=mn Ir onr,n„Bw,m. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=1.2psf; BCDL=5.Opsf; 11=15ft; Cat II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1297lb uplift at joint 2 and 1300 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 318 Ib down and 373lb up at 7-0-0, 158 It, down and 195 lb up at 9-0-12, 158 lb down and 195 lb up at 11-0-12 , 158 lb down and 195 lb up at 13-0-12, 158 lb down and 195 lb up at 13-74, 158 lb down and 195 lb up at 15-74, and 158 lb down and 195 lb up at 17-74, and 311 lb down and 367 Ito up at 19-8-0 on top chord, and 306 lb down and 157 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, 65 lb down at 13-74, 65 lb down at 15-74, and 65 Ib down at 17-74, and 306 lb down and 157 go up at 19-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase--1.25 Uniform Loads (plo Vert: 1-3=-54, 3-5=54, 5-7=-54, 11-14=-20 Concentrated Loads (lb) Standard Vert: 3=133(F) 5=-133(F) 10=251(F) 9=79(F) 4=-174(F) 8=-251(F) 17=87(F) 18=-87(F) 19=-87(F) 20=87(F) 21=40(F) 22=-40(F) 23=-40(F) 24=40(F) IuOus LEE, P.E. H34869 1109coostot Boy Boynton Bea ,rL 33435 Job Truss Truss Type pty Ply YRMSWSB2 A06 Hip AO526298 Job Reference (optional) e Ai ROOF TRUSSES, FORT PiER�M, rc.waao, aeslgragaluuss.eom stun: t.5oo s Ua 32U14 Pnnt: 1.6205 Apr 15 2015 MiTek Industries, Inc. Mon Jun 01 15:37:08 2015 Page 1 ID:OMSTuGzpH5gu 1 T6OCPcrgyCjvB-Cl3DTbymml3 WF97w1 ML7CcTog9zlAZfFbagd5zAdCP 13a-0 - 1-0.0 55-9 130-0 1 W2:7 268-0 28a-0 1-4-d 55-9 7b7 0 7ti-7 I SS9 1d0 I = 6.00 F12 W1 567 Dead Load Dell. = 5116 in w 4 8 1.Sz4O 1.5z4 G r2 3 9 aS 2 - 1 td 13 20 12 21 11 3x8 MT20H6= 886 18-1-10 26A-0 8-fi-6 1 9-7.4 886 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d - PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.31 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.6311-13 >509 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.37 HOrz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC2010rTPi2007 (Matrix-M) Weight: 122 lb FT=O% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 1-4-12 oc putlins. BOT CHORD Rigid ceiling directly applied or 5-10-9 oc bracing. MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer installation uide. REACTIONS. (lb/size) 2 = 1063/0-3-8 (min. 0-1-8) 10 = 986/Mechanical Max Horz 2 = 72(LC 4) Max Uplift 2 =-748(LC 4) 10 =-614(LC 5) Max Grev 2 = 1212(LC 10) 10 = 1135(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces.250 (lb) or less except when shown. TOPCHORD 2-3=-209711190, 34=-1827/1000, 4-5=-1749/1021, 5-6=-1593/1018, 6-7=-1595/1020, 7-8=-1750/1023, 8-9=-1829/1002, 9-1O=2100/1194 BOTCHORD 2-13=982/1825, 13-20=427/1086, 12-20=-427/1086, 12-21=-427/1086, 11-21=427/1086, 10-11=985H827 WEBS 3-13=447/505, 6-13=-286/672, 6-11=290/675, 9-11=449/507 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vultl 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi-0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)Provideadequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 1 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Plate(s) at joint(s) 4, 5, 7, 8, 2, 13, 3, 6, 11, 9 and 10 Checketl for a plus Or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 12 checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtant with any other live loads. 9) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0 10 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Refer to girder(s) fort russ to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 748 lb uplift at joint 2 and 614 Ib uplift at joint 10. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis anddesign of this truss. LOAD CASE(S) Standard JULIUS LEE, P.E. g34869 l Ia9 cocaol Bay Bay. Beatl,, r 33435 I x Job Truss Truss Type Oty Ply A0526299 YRMSWSB2 A07 Roof Special 1 Job Referenceo ienal At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.600 s Oct 3 2014 Pnnt: 7.620 s Apr 15 2015 MiTek Industries, Inc. Mon Jun 01 15:37:09 2015 Page 1 I0:OMsTuGzOH5ifu1T6OcPagyCjv8-gxdbgx OXLBNtJZ6bDPaYP91MEZ31fe UFKNAYZAdCO 26." -14-0 7b9 1141-0 15450 186-4 19-2.8 2256 24R2 26-041 1-0-0 I 7b9 I 3B7 44I-0 I 2104 32 14 I 2 2 12 ~141603-a 04 = LOADING(psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-7 cc pur ins, except end verticals. Except: 1 Row at midpl 6-8 BOTCHORD Rigid ceiling directly applied or7-3-15 oc bracing. JOINTS 1 Brace at Jqs): 8 Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 10 = 961/Mechanical 2 = 1080/0-3-8 (min. 0-1-8) Max Hom 2 = 339(LC 4) Max Uplift 10 . _ -577(LC 5) 2 = -721(LC 4) Max Grav 10 = 1023(LC 9) 2 = 1156(LC 10) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1721/955, 3-0=1416/841, 4-5=12421791, 5-6=1385/808, 6-7=-1412/894, 7-8=-1520/990, 8-10=1524/983, 9-10=257/140 BOT CHORD 2-13=1172/2356, 12-13�686/1231, 11-12=686/1231, 10-11=892/1458 WEBS 3-13=364/393, 4-13=-1961418, 5-11=-118/376, 7-11=-330/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 4x4 = 5x6 L5x4// 3x8 = 3x4 = 3x4 = CSI. DEFL, in (too) I/defi L/d TC 0.71 Vert(LL) -0.26 10-11 >999 360 BC 0.62 Vert(TL) -0.68 10-11 >470 240 NIB 0.19 HOR(TL) 0.06 10 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II,-Exp B; Encl., GCpi=0.18; C-C.Extedor(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1AD 3) Provide adequate drainage to prevent water pending. 4) Plate(s) at joint(s) 4, 5, 10, 6, 2, 13, 3, 11. 7, 9 and -8 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 12 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577 lb uplift at joint 10 and 721 Ito uplift at joint 2. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. LOAD CASE(S) Standard Dead Load Dot. = 318.in 6x8 = PLATES GRIP MT20 2441190 Weight:1491b FT=O% Job Truss Truss Type Ory Ply YRMSVJSB2 A08 Half Hip 1 A0526300 Job Reference topti.rall 4x4 = 3 3X4= 3x6= 4 5 nes, Ina, Man Jun 01 15:37:09 2015 Page 1 gtJZ6bDPaYP9c EWWVl UOoUFKNAY¢AdCC IWI Ira . 44i12 3X4 DeaY RRI1De8. = 1/4 in = 6 7 3X4 = 3x4 = a 3x6 = 3x4 = 5X6 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or &1-15 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 960/Mechanical 2 = 107810-3-8 (min. 0-1-8) Max Horz 2 = 364(LC 4) Max Uplift 8 =-564(LC 5) 2 --713(LC 4) Max Grav 8 = 1013(LC 9) 2 = 1146(LC 10) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2005/1301, 34=1358/795, 4-5=1268/665, 5-0=1268/665 BOTCHORD 2-11=2040/2675, 10-11=896/1502, 9-10=89611502. 8-9=-527/861 WEBS 3-11=-32/399, 4-11=-317/146, 4-9=-342/337, 6-9=-202/595, 6-8=-1220/764 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsh, h=15ft; Cat. II; Exp B; End., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 CSI. DEFL. in (loc) Udell L/d TC 0.93 Vert(LL) -0.15 8-9 >999 360 BC 0.78 Vert(TL) -0.39 8-9 >809 240 VJB 0.94 Hoa(TL) 0.06 a We n/a (Matrix-M) 3) Provide adequate drainage to prevent water pending. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurient with any other live loads. 6) • This truss has been d I signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0'0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 564 lb uplift at joint 8 and 713 lb uplift at joint 2. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used'in the analysis and design of this truss. I LOAD CASE(S) Standard i PLATES GRIP MT20 2441190 Weight:132lb FT=Ok JUUUS LEE, PA 434869 1109 Coaxal Bar Boymm Seo ,a 33435 L '1 4 c�,viw5 r Job Tluss Truss Type Oty Ply A052fi301 YRMSWS82 A09G HALF HIP GIRDER 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946. deslgnga Run: /.buu s um J zul4 Prim: 6620 s Apr i 5 20 ja MI I ak muusnles, nla muu aun 01 15.37 G 2015 Dead Load Defl. = 5116 in 4x4 -- 1.5x4 11 5xe = 3x6 = 4a6 11 7-0-0 13-75 20-0-14 2641-0 7-0-0 6-75 6-5-9 Plate Offsets (X Y)— 12:0-1-9 Eddel (3:0-5-4 0-2-01 ISEdge 0-3-81 19:0-2-8 0-1-81 (10:0-2-8 0-3-01 LOADING(ps1) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.25 10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.4610-11 >694 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WB 0.67 Hom(TL) 0.10 8 ma n/a BCDL 10.0 Code FBC20107fPI2007 (Matrix-M) Weight 134111 FT=O% LUMBER- TOPCHORD 2x4 SP M 30 -Except' T1: 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except' 132: 2x4 SP M 30 WEBS 2x4 SP No.3'Excepl• W2,W3: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-4-1 act bracing. WEBS T-Brace: 2x4 SYP No.3 - 7-9 Fasten (2X) T and I braces to narrow edge of web with 1Od (0.131'W-) nails, Sin o.c.,with Sin minimum end distance. Brace must cover 90 % of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1792/Mechanical 2 = 1724/0-3-8 (min. 0-2-3) Max Horz 2 = 299(LC 4) Max Uplift 8 = -1172(LC 5) 2 = -1192(LC 4) Max Grant 8 = 1878(LC 19) 2 = 1843(LC 20) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=3277/1939, 3-15=3716/2328, 15-16=3716/2328, 16-17=3716/2328, 4-17=3716/2328, 4-18=3746/2360, 5-18=3746/2360, 5-19=3746/2360, 19-20=-3746/2360, 6-20=-3746/2360, 6-21=2771/1733, 21-22=2771/1733, 22-23=-2771/1733, 7-23=2771/1733, 7-8=176711212 TOPCHORD 2-3=3277/1939, 3-15=3716/2328, 15-16=-3716/2328,46-17=3716/2328, 4-17=3716/2328, 4-18=-3746/2360, 5-18=374612360, 5-19=-3746/2360, 19-20=3746/2360, 6-20=3746/2350, 6-21=2771/1733, 21-22=2771/1733, 22-23=277111733, 7-23=2771/1733, 7-8=-1767/1212 BOTCHORD 2-11=-1819/2890,11-24=1621/2909, 24-25=-1821/2909, 25-26=-1821/2909, 10-26=-1821/2909, 10-27=1733/2771, 27-28=-1733/2771, 28-29=-1733/2771, 9-29=1733/2771 WEBS 3-11=46/563, 3-10=58211012, 4-10=-7027736, 6-10=712/1107, 6-9=-1222/1076, 7-9=1937/3098 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1172lb uplift at joint 8 and 1192 lb uplift at joint 2. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss: 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 158 lb down and 1951b up at 7-0-0, 158 lb down and 195 Ib up at 9-0-17, 158 lb down and 195 Ih up at 11-0-12 , 1581b down and 1951b up at 13-0-12, 158 Ito down and-195 Ito up -at 15-0-12, 158 lb down and 1951b up at 17-0-12, 1581b down and 195 lb up at 19-Od2, 158 lb down and 195 lb up at 21-0-12, and 158 lb down and 195 Ib up at 23-0-12, and 158 lb down and 195 lb up at 25-0-12 on lop chord, and 306 lb down and 157lb up at 7-0-0. 65 lb down at 9-0-12, 65 Ib down at 11-0-12, 65 Ib down at 13-0-12. 65 lb down at 15-0-12. 65 Ib down at 17-0-12, 65 It, down at 19-0-12, 65 lb down at 21-0-12, and 65 lb down at 23-0-12, and 65 Ib down at 25-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pl1) Vert 1-3=54, 3-7=54, 8-12=20 Concentrated Loads (Ib) Vert: 3=87(8) 11=-251(B) 15=-87(B) 16=-87(B) 17=-87(B) 18=87(B) 19=-87(B) 20=-87(B) 21=87(B) 22=87(B) 23=87(B) 24=-40(B) 26=40(B) 26=40(B) 27=40(B) 28=AO(B) 29=40(B) 30=-40(B) 31=40(B) 32=-40(13) NMI Rrl,a:onryrGnhlAa%mafirrFr115 n.mn®r LrtIY4.ru M1611rNipnpnNsmt.,Yil<tiorldtblildalfegercgSollryloly®IlwplfllpolJ,INIOmlflnmr,elnmldhlpemtlluEone 11n11Pon Mn,pxvENlinwllwi,rlllllrvnfinlpv,l,nl M,qe Lpin�cllmu,rrx0nI1111iNmrYetlµ IL hpl aW, ,,iullv4 ilphNJm✓Mndnrpmdluhu M PW lmm-M IKII Jab Truss Truss Type - Oty Ply YRMSWSB2 B01G Common Girder 2 A0526302 Job Referenceo 'ana Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attnlss.com 2 3xe = 6.00 12 LOADING(pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Cade FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-5 oc pudins. BOTCHORD -Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6 = 5536/0-3-8 (min. 0-2-5) 2 = 348610-3-8 (min. 0-1-8) Max Ho¢ 2 = 72(LC 4) Max Uplift 6 = -2355(LC 5) 2 = -1760(LC 4) Max Gmv 6 = 5536(LC 1) 2 = 3486(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=7555/3562, 3-4=-6058/2782, 45=6074/2784, 5-6=9221/3975 BOT CHORD 2-9=3092/6711, 9-14=3092J6711, 14-15=-3092/6711, 8-15=3092/6711, 8-16=3474/8197, 16-17=3474/8197, 7-17=3474/8197, 7-18=-3474/8197, 18-19=-3474/8197, 6-19=3474/8197, 6-20=3458/8169 WEBS 4-8=-2216/5103, 5-8=-3141/1367, 3-8=-1489/941, 3-9=-504/1095, 5-7=-842/2476 3x4 G 3x6 II Run: 7.600 s Oct 3 2014 Print: 7.620 s Apr 15 2015 MTek Induslnes. Inc. Mon 44 = 3x4 C 5 JUS26 BItJ A 1111 13 ES 14 15 8 16 17 7 18 19 20 THD26 7x8=JUS26 JUS26 3x611 JUS26 3x8= JUS26 JUS26 CSI. DEFL in floc) Udell L/d TC O.62 Vert(LL) 0.17 8-9 >999 360 BC 0.55 Vert(TL) -0.31 8-9 >738 240 WB 0.97 HoR(TL) 0.07 6 n/a n/a (Matrix-M) NOTES- 1) 2-ply truss to be connected together with 12d (0.131 "x325') nails as follows: Top chords connected aslfohows: 2x4. 1 raw at 0-9-0 oc clinched' Bottom chords connectedasfollows: 2x6- 2 rows staggered at 0-6-0 oc clinched. Webs connected as foll"s: 2x4 -1 row at 0-9-0 oc clinched. 1 2) All loads are considereA equallyappliedto all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute any loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. I 4) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Plate(s) at joint(s) 6, 2, 4, 5, 3, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 8 checked fora plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chard live load nonconwrient with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0=0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23551b uplift at joint 6 and 1760 lb uplift at joint 2. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Use USP THD26 (With 16d nails into Girder 8 NA913 nails into Tmss) or equivalent at 7-0-12 from the left end to connect tmss(es) A09G (1 ply 2x4 SP) to front face of bottom chord. PLATES MT20 Dead Load Der. = 3116 in GRIP 244/190 Weight215lb FT=O% 12) Use USP JUS26 (With 10d nails into Girder 8 10d nails into Tmss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 18-11-4 to connect tmss(es) A0S (1 ply 2x4 SP), A07 (1 ply 2x4 SP), A06 (1 ply 2x4 SP), A01 (1 ply 2x4 SP) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plp Vert 14=54, 4-6=54, 2-6=20 Concentrated Loads (lb) Vert: 14=1772(F) 15=940(1`) 16=941(F) 17=966(1`) 18=-966(F) 19=-966(F) 20=-966(F) P,'Au ,.GxS Ln 171'1 HIM rmBYl.uMelx I,m,w.In.m.u.nNy, d,:pflePlelwaM,Ln.rLl,mn,wnki nh Ib'nl..lumtw..hutnumle JULU6 Lff,P.E. onY�cll OJ tndllti eMy lnuYan MD.,,n.,.n%m. eM1 Pi lfwa9 nlwi HElb¢6410nudri emhl.0.loo.h elnml n, buN p+tlwif,Ha^Sea.Villl.l.,.uenun. 1 I n Niry BB��.O �p%1� N IM4YIgplgm xll,ui„IOIINI1CINl1(,X I[tl Rtiti 1 a nIMI R %P dd6,N�mlq Ntl tlH I Id%bNli}Mx%, hWllelnnlh' I krl,M PUIXIXro, kYipOnrym,nl #34869 d( Ill I oQElde ARll. d11MnYlM L,AeXNerylAeoeiinpnl Pph,M1E1 M JHQ dv ellalP IpM RIIhIYnM npnMW'eudlmeldll,ImlBwpn,I uo O.upd.Pmmmnnn Yndefun eun,m elntld'mdN. I1W Caodol Boy reL P,ee. no mmik'M eNmidal ro tml 0ap(%en IM01 ne 1W 1ONIN-lmgpLm t%'nningkUoq wM,ohom mm�lAdnmL BOYnNn Becdl rL 33435 rp1^M�An111MLp,aJondw4lMd+e+dM4melono W'q.XMMiiM1Onillnlemh4. M1nAI WlL 411*to"L Job Truss Truss Type Dry Ply A0526303 YRMSWSB2 B02 Hip 1 1 Job Reference lopti.r.11 At ROOF TRUSSES, FORT PIERCE, FL 34946, deslgrigaltruss.com Run: 7.620 s Apr 15 2015 Print: 7.620 s Apr 15 2015 MITek Industries, Inc. Mon Jun 01 15:37.11 2015 Page 1 ID:OMsTuGzQH51fu1 T6OcPcrgyCjv8-cYJL5d_e3y556d1UeR2dgE5v2DgVaQSxYpUEQL.dCM 3x4 = 3x6 II 3x4 = 4 5 6 3x4 = 5,8 = 3.4 = LOADING(pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inv YES BCDL 10.0 Code FBC2010rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-3-3 oe pudins. BOTCHORD Rigid ceiling directly applied or 8-0-1 oc bracing. MTek recommends that Stabilizers and required -cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 79110-3-8 (mih.0-1-8) 8 = 79110-3.8 (min. 0-1-8) Max Horz 2 = 33(LC 4) Max Uplift 2 = -577(LC 4) 8 = -577(LC 5) Max Grav 2 = 856(LC 10) 8 = 856(LC 9) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except wfien shown. TOPCHORD 2-3=-1193r751, 34=924/571, 4-5=-802/561, 5-6=802/561, 6-7=-924/571, 7-8=1192f750 BOTCHORD 2 10=529/1227, 8-10=532/1239 WEBS 3-10=319/346, 5-10=241/499, 7-10=319/346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; CaL II; Exp B; End., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end -vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. CSI. DEFL in (loc) Udell L/d TC 0.32 Vert(L-) -0.11 10-16 >999 360 BC 0.73 Ved(TL) -0.29 10-16 >804 240 WB 0.17 Hom(TL) 0.03 8 n/a n/a (Matrix-M) 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) -This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-041 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding577 lb uplift at joint 2 and 5771b uplift at joint 8. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Deg. = 3116 in PLATES GRIP MT20 2441190 Weight: 87 lb FT=0 mnlu.m.,,n..yerr,w.rmslhwnmmf�'mlllannnmlmwnmcoslomrrumll[fwm[hnYnn lm eartrrowamrrr,dr,.cY1r.,,mym,.y1m71.emYmngrtl.r.,.,vwm1.,,,. mm,.m.Y.nnd.rmloq.hnln,..a. .1000S LEE, P.E. hYrmnm,nemwlo{mtr,aro m.unrw,ivulw.N.dniagrrprpn.w..rmonr.�,..crew,aro.rarer:w.e..gr,rrasr'rep.uwvarw W.rr,,,Irr:ee.n.mo.h..mrmL romrvrn.nw. W r.ar«.wmwYr.ndn,um m.r{YinabmrnwrY+Mnma.nr.mo.�u.mvre,ow.rimmm.omry,n.unvnnmarwucnrngmimimaa:wtr®aml:Im.ra.n,Irorlrone.rru.r,nmin,xi.ammmtlr rein,I,.YrmeaY.,raor,r:hrknxm.r.,v,nYuntl +n 486 (nnmYJl Mrularu WlooulnrrrMYnwl PilNmdik4alov(nFrrmblrillimrmrio PnhPlrM1EerinwlSulmnlnmrellor Pv<nllY6nv. nlledmmmgri3nNvsEdNw vinrtnnonilrm,4mmigrtvOhmnlLuuwomtmrshw try WnwovaupYwMMlYolrvmnvrtlrd Mtnnmigfvriveei,M01nr1irfnrOnipn.Innlln..INYwlv,rybeY{ amrildrdrnnumkl:elYml. ynl (vnrhY6aIlI11i1moeYulMlf. rOdnYtlnir Mnen,:glm.brdi,a.awnirmw^°�ha11 W lmu✓LrwlAlt. Job Truss Truss Type Oty Ply YRMSWSB2 B03G Hip Girder 1 1 A0526304 ' Jab Reference o 'ono At ROOF TRUSSES, FORT PIERCE, FL34946,designr@a1uuss.axn Run:7.620 s Apr 152015 Print: 7.620 s Apr 152015 MTek ID:OMsTuGzOH5iful T6OcPagyC)v8-4WJkJz' -14-0I 7-0-0 I 124,0 194-0 t�-0 7-0-0 �54-0 7-0-0 Spatial AM. NAILED Special _ Inc. Mon Jun 01 15:37:12 2015 1.5x411 3x4= 1,5x4-11 3x4= 3z4 = NAILIED Spatial I NAILED Special Dead Load Deb. = LB in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.29 7-9 -790 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(rL) -0.24 7-15 >986 240 BCLL 0.0 Rep Stress Ina NO WB 0.21 Horz(TL) -0.07 5 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight 75 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 *Except' T2: 20 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-5-3 oc puriins. BOTCHORD Rigid ceiling directly applied or 3.5-7 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 130210-3-8 (min. 0-1-10) 5 = 130210-3-8 (min. 0-1-10) Max Horz 2 = 33(LC 4) Max Uplift 2 = -1414(LC 4) 5 - -1411(LC 5) Max Grav 2 = 1361(LC 20) 5 = 1359(LC 19) FORCES. (lb) Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2216/2472, 3-16=1961/2314, 16-17=196112314, 4-17=1961/2314, 4-5=-221612471 BOTCHORD 2-9=-2026/1892, 9-18=2047/1909, 8-18=2047/1909, 8-19=-2047/1909, 7-1 9=2047/1 909, 5-7=-2026/1892 WEBS 3-9=-517/542, 4-7=-522/542 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; Cat. 11; Exit B; Encl.. GCpi=0.18; C-C Exterior(2); cantllever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting. I -4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf-bottom chord live load nonconcurrent with any other live loads. 1 6) • This truss has been designed Tor alive load of 20.Opsf on the bottom chord in all areas where a- rectangle 3-841 tall by 2-0-0 wide willfit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1414 to uplift at joint 2 and 1411 lb uplift at joint 5. 8) "Senn4lgid pitchbreaks with fixed heels" Member end fixity model was used, in the analysis and design of this truss. 9) "NAILED" indicates 3-1�Od (0.148"xT) or 3-12d (0.148"x3.25') toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 10) Hanger(s) or other connection device(s) shall be provided sufficient to supportconcentrated load(s) 310 lb down and 370 Ib up at 7-0-0, and 316 Ib down and 377 lb up at 12-4-0 on top chord, and 286 lb down and 447 lb up at 7-0-0, and 286 Ib down and 447 lb up at 12-3-4 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Incease=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-4=-54, 4-6=54, 10-13=-20 Concentrated Loads (lb) Vert 3=134(B) 4=134(13) 9=251(B) 7=251(B) 16=87(B) 17=-87(B) 18=40(8) 19=40(B) 11nmtl6.r4x0,kh,n'e,mr'LllpmnlM141jVm1wXlwllmr(Wdnms(Momfwrl111monf4nwlll'I.w rnurlrNrrr,,,elnrdrrdunwlbrm,w,ilr PnyPBBI.IMaSvtr..rLurwnrumkbrw M1mrrrxnnrhelerbl0o.hnlrYrneew XYM,col..nn.a.momM1..lne.r�mor 9l.l..n(..slnuryrr�nr,Mnd..rsoonnn.n.,rgrrdMmdn�,.I.1in 1, �nr.ranrM'Mbgrdm,:yrnnrmpW,knku lUUU38 P.E. .Ir rmmr n.M1,7m,.�p'.mrm,r... :nXar.l uMru b �I q) I33�qM/P!rBbM1onlrOkk'�""M1M1,,�� Nrp„AwIMluBgdrpr"M u1d M11Cmr114MWFNi1nM1eEml Mqp mdm gedghtl rIMImA'oEWigbMbp Yngr nrhlM'malh®l M9MMrnlw,iMYhdn vwhaa,. ir34949 (mmrmMplCehld rY14NX llwrmr7 tiv_ dlMrupfop(mnownLerylmwrnnmP61lp41Mtl1Ymmintpur auulMlrwnl..l mild rM pl6fnmlEunndnelnnoripv, rnr0.wrlrprrnllnrMMwMn rub Me'M1rdhr ImBem,rR 33 GMn pl lup'unBrylY pp�1rr MFrl I; nn JJW LIMnn XXIMAiISq 4nlprwlmrSppmFellmpryeryNWR NrµloirYknrmu,laiYwnl. Boynim BeaM1, ft ]]635 Lprn'!Y®)011III;gLnmbwlyl(.I,rpd�ti,doh,fnn4,iRluw,LAHrrf,IM1rrnNuynuatia ln,n Idlmm3h,lgEl I >L Job Truss Truss Type oty Ply A0483929 YRMSWS02 6 )3GE Common Supported Gable 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designtgaitwss.com nun: r.ouu s uct a zu'w I•nm: Tozu s npr in zuia Iml lex Inausurcs, rim. ry 4x4 = ux4 = 22 21 20 19 18 17 16 15 14 3x4 = 5x6 = 3x4 = LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/del L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Verl(LL) -0.01 13 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.01 13 n/r 120 BCLL 0.0 Rep Stress Incr 'YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC201OrrP12007 (Matrix) Weight: 1051b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING— TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD- Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-4-0. (Ib) - Max Harz 2= 31(LC 4) Max Uplift All uplift 100 lb or less atjoint(s) 21, 22, 15, 14 except 2=-238(LC 4), 19=-129(LC 4), 20=-199(LC 5), 17=-129(LC 5), 16=-196(LC 5), 12=-245(LC 5) .Max Grav All reactions 250 lb or less at joint(s) 2, 18, 19, 20, 21, 22, 17, 16, 15, 14, 12 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ili) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlrfPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked fora plus or minus 0 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This trusshasbeen designed for a 10.0 psf bottom chord live load nonconcument with any other live - loads. 9) , This truss has been designed for a live load of 20.0psf on the bottom chord.in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s),21, 22, 15, 14 except Qt=lb) 2=238, 19=129, 20=199, 17=129, 16=196, 12=245. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q Tiat".nw,lmetlr,nblee-A.I"OF MWr1min FIGHT MOT muommsLMmnfire PI"n"OnalOw I...rnnreN,r„mm�L4unm nel.. Iti, We 0n11 VR-4lNb„rbsrl -ISiMLlne ne, wnn,IlnnunmWLE Wr, h too. nh Mld,ma. JUS E, P.E. ehmmons.x A,. B.an,ivinrnf sr,Imp,e:n4n,,,a..rmo,.fn..n.n,.o,...nm,na„wne�:vnun,Lmedvaa;.vAnn, e,v:ne.n.loo.h,nmml. n.eay.ney.,,,:m�,.rn:n,.n.Laryr.nms, u.,, .urenlnmhhme.,aeMnn,o..n.r.o.n(tmanue,ymintMGae:la,a.t.i^n,am,nmlNnthnl.mlmlwmgnE,wunL lA,gpnnno1I Moneterr.Ih,ennums:nuruebrcrce,coup,A,mu,m,ne:®p.nuewm,tnp u4srynro.nivuva,ry.im! 1 9C.c.1 LM,Lm.q,Mu,1.r'mn,d", veW:nxLlribEer[,..r00TT t.,11M<a0m.arTraTSIrm1,reffN ntl@ AIIMNna WmeEO+tl,nenu E,f,Ikn,pwWea„weaNinannn,m,uv,,.umm,dvn[imn.J lmuxmA,a.n.a,,,,Mu.lnhrmNAt, ra 0 Beao,A.Boy WbMopneuf»unil.Llro9pmtvimAe1. 0.1nah,yoFeeinei,XOlMIxiNolbJpnftmniprcm[MinnWegluiM'my Allminoitlrcn, m,nE,l'nd',oml.. � Beynlp, Beotl,,fL 33435 r,,003IIAIWbnurbW,In,11.4P'E,rmtlni,tlner,m,hnllwn,i,x,b'n<I:IWnnrcopnnnimM1a,4l lnlln,urMmlgl.l. Job Truss Truss Type j City Ply YRMSWSB2 C01 Hip 1 A0526305 Job Reference o Tonal All KUUF IKUbbLb, -UKI FltKUL, VL D Wlb, eeslgnuaVNss.com Kun:/.63us Apr3b2I13JKOm: P.bzusAprlbzui5MIIeK 6.00 FIT 1.5x4 Q 3 3x6 MT20HS% 3x8 MT20HS- 3x4 = 4 5 -6 1.5x4 7 �J 12 3x4 = 3.4 = 11 10 z6 = 3x4 = Inc. Mon Jun 01 15:37:13 2015 Page 1 DMwttg3TWjFKJen bz04OPslbJJzAdCK 23-10-0 t Dead Load Dail. = 5116 in 3x4 = LOADING(psp SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ven(LL) 0.5710-12 >477 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(FL) -0.51 10-12 >532 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.55 Hoa(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 102 lb FT=O% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 3) Provide drainage to T2: 2x4 SP M 31 adequate prevent water BOT CHORD 2x4 SP N0.2 4) All pg. 4) All plates are MT20 plates unless otherwise WEBS 2x4 SP No.3 indicated. BRACING- 5) Plate(s) at joint(s) 4, 6, 2, T2, 3; 5, 10, 7 and 8 TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc checked for a plus or minus 0 degree rotation about its pudins. center. BOT CHORD 6) Plate(s) at joints) 11 checketl for a plus or minus 5 Rigid ceiling directly applied or4-5-4 oc bracing. degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom MiTek recommends that Stabilizers and required chord live load nonconcu ent with any other live cross bracing be installed during truss erection, in loads. accordance with Stabilizer Installation guide. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a REACTIONS. (lb/size) rectangle 3-6-0 tall by 2-0i 0 wide will fit between the 2 = 90810.8-0 (min. 0-1-8) bottom chord and any other members. 8 = 90810-8-0 (min. 0-1-8) 9) Provide mechanical connection (by others) of truss Max Ho¢ to hearing plate capable of withstanding 100 Its uplift at 2 = 33(LC 4) joint(s) except Qt=lb) 2=1400, 8=1400. Max Uplift 10) "Semi -rigid pitchbreaks'with fixed heels" Member 2 =-1400(LC 4) end fixity model was use'l in the analysis and design 8 =-1400(LC 5) of this truss. Max Grav 2 = 908(LC 1) - 8 = 908(LC 1) LOAD CASE(S) Standard FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1330/1942, 34=-1190/1890, 4-5=-1070/1792, 5-6=-1070/1792, 6-7=-119011890, 7-8=-1330/1947 BOTCHORD 2-12=2365/1369, 11-12=971/825, 10-11=971/825, 8-10=2389/1380 l WEBS 5-12=721/379, 5-10=-721/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-semnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. It; Exp B; End., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed; end vertical left li exposed; porch left exposed; Lumber DOL=1.60 plate JULIUS LEE, P.E. #34869 1109 Coastal Boy Boynton Bead, F1 33435 LnAgNO911111JLnuullb,bSN.I,P�+aldhlB�ra�b.bvq l„mJ,FlldlhlmillMndhelnrv,ti�hnm111Mlma✓LI'mtlexBE Jab Truss Truss Type I Ply YRMSWS62 CO2G Hip Girder A0526306 Job Reference optional At ROOF TRUSSES, FORT PIERCE, FL 34946, designualtruss.cam Special 4xa - Run: 1.62U a Apr 101U10 Hnm: /.0ZU NAILED NAILED Special la 4U10 MI IeKIneuSlnes. Inc. Man Jun 3x6= 1.Sx411 NAILED 5x8= NAILED 1.5x411 3x6= LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2010rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4SPNo.2 WEBS 2x4 SP No.3 BRACING-- TOPCHORD Structuralwoodsheathing directly applied or 2-10-6 oc purins. BOTCHORD Rigid ceiling directly applied or 3-7-2 oc bracing. MiTek recommends that Stabilizers andlrequired cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 1546/0-8-0 (min. 0-1-14) 6 = 1546/0-8-0 (min. 0-1-14) Max Harz 2 = 33(LC 15) Max Uplift 2 = -1783(LC 4) 6 = -1783(LC 5) Max Grav 2 - = 1612(LC 20) 6 = 1612(LC 19) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOPCHORD 2-3=-2802/2674, 3-17=2912/2889, 4-17=2912/2889, 4-18=-2912/2889, 5-18=2912/2889, 5-6=-2802/2674 BOTCHORD 2-10=2657/2409, 10-19=2220/2426, 9-19=-2220/2426, 9-20=-2222/2427, 8-20=2222/2427, 6-8=2681/2410 WEBS 3-10= 369/491, 3.9=524/632, 4-9=-529/558, 5-9=-524/632, 5-8=369/491 NOTES- 1) Unbalanced roof live loads have been considered for this design. Special CSI. TC 0.95 BC 0.74 WB 0.29 (Matrix-M) NAILED Special NAILED DEFL. in (toe) I/deft L/d Vert(LL) 0.22 9 >999 360 Vert(TL) -0.27 8-9 >999 240 HOrz(TL) 0.10 6 n/a n/a 2) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat. It; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf-bodom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift of joint(s) except Qt=lb) 2=1783, 6=1783. 8) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "NAILED" indicates 3-1 Did (0.148"x3") or 3-12d (0.148"x3.26) toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 311 lb down and 367 lb up at 7.0-0, and 311 Ib down and 367 Ib up at 15-6-0 on top chord, and 464 lb down and 143 lb up at 7-0-0, and 46411b down and 14316 up at 15-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 11-14=20 C„nea�tratad I nods (IM Dead Load Dell. = 1/8 in PLATES GRIP MT20 2441190 Weight: 1041b FT=0% Standard Vert: 3=133(F) 5=-133(F) 10=251(1`) 9=79(1`) 4=-174(F) 8=251(F) 17=-87(F) 18=-87(F) 19=40(F) 20=40(F) Job Truss Truss Type City Ply YRMSWSB2 CO2GE Monopitch Supported Gable 1 1 A0483931 Job Reference o all yr , waow, rvrs, Hers rxun. r.ouu sl um 4 m14 rnm: y.ozu s Aria LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2010ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. All bearings 5-6-6. (lb) - Max Horz 2=306(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 7 except 2=167(LC 4), 9=215(LC 5), 8=-141(LC 4) Max Grav All reactions 250 lb or less at joint(s) 7, 2, 6 except 9=264(LC 9) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. NOTES- 1) Wlnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp B; End., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; LumberDOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 cc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. CSI. TC 0.18 BC 0.06 WB 0.07 (Matrix) 7) ' This truss has bee 20.Opsf on the bottom rectangle 3-6-0 tall by bottom chord and any 8) Provide mechanical to beading plate capab joint(s) 7 except Gt=lb) 9) "Semi -rigid pitchbre end fixity model was u of this truss. LOAD CASE(S) Standard ..._x4 II 1.5x4 II 1.5x4 II DEFL. in (loc) I/dell Vert(LL) -0.00 5 n/r Vert(TL) 0.00 5 n/r Hom(rL) 0.00 n/a signed for a live load of -d in all areas where a 0 wide will fit between the .r members. nection (by others) of truss 'withstanding 100 lb uplift at 67, 9=215, 8=141. with fixed heels'Member In the analysis and design Ud 120 120 n/a me. Mon Jun U1 15WA4 ZU15 PLATES GRIP MT20 2441190 Weight: 29 Ito FT = 0 wl.n.neA,.,m,e.namB,.rymo-lmw. JW US LEE, P.E. #34869 1109 coon lBay Boymm Beady R 33435 LryAob@11n a MI,.... IAW ..11. Job Truss Truss Type Oty Ply A0526307 YRMSWSB2 CJ1 Corner Jack 16 1 Jab Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946, design@al lruss.com Run: 7.620 s Apr 15 2015 Print: 7.620 s Apr 15 2015 MITek Industries, Inc. Man Jun 01 15:37:15 2015 Page 1 ID:OMsTuGzOH51fu1T6OcPrrgyCjva-VS_sx?196ByXbE1GyUW ngPp60dR07hsAniNBzAdCI -L4-0 0-11-11 1-4-0 0.l1-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deg Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 6lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-11 oc purms. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 1/Mechanical 2 = 154/0-8-0 (min. 0-1-8) 4 = -8/Mechanical Max Horz 2 = 114(LC 4) Max Uplift 3 = -4(LC 5) 2 = -236(LC 4) 4 = -9(LC 10) Max Gmv 3 = 24(LC 6) 2 = 175(LC 10) 4 = 32(LC 4) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf h=151t; Cat. II; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widewill fit between the bottom chord and any other members. 5) Refer to airder(s) far truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at -lb) 2=236. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard PIN A ©pIIXIM6�llnnllury6M1xrindJll 1pOmY545r1Bnfj61X1111➢Iptl(ptlplApq Nf10011'411fnR1YBiT146FMiMl'Nn. YnilldniprryewlordrnlulnnMJmr Wrg4mm�ilpX9lnIMY4fIn,LE ldoemefkelYkrou.IhhnrMmirnblels Pr / 1 IhIn JrANnllu Xr140n Arrfl. llrinuh,plrlwr,(n5PMry4Pm5M1+rdxeglOprTnmtuxulbrdAm P+IninAnjsapmpnyrmititilllu M14uyd MrFllrinxdep,pdwM1lpp NY.+^XnIN I. Rr Luynrwgl'xlWpinINm,viloM o I •I�n IwvplN6elirllempu4ifiryAMpnn,h Bmriu9hi,melrpmlwlgWtlirydyn.uRrrmrntllbllCXa IIgMImIIrMYIuhwIlRl. Rrvrynd AOr NOrXxilWlYntlb Lnx NullelYal!sf Ynryr,pWMInxlEmp4+kpMttrnw�iiilirydh ry (mnrmr. lYnmrn MUlla Npxllklmhnull^IeinnilMlABq(.grnmNeryldnutlnpa7lrlN,M/hlPmIf111 urMrnwelbrpv.lOJ6xr. nlllrM1nMn,prAtm+nldPirrdMlrvnpei9�a,Irmpeyr4PmrnlLmlNwM1tlngn6nrrtv.inklmNNr . C.OMI BOy fMMOPrtIYphnilryhollmnnhnlrN. M1lmr Mrgn[elixeritNpltte4NfmlpngnrwlruttSyNm[MixtllArgloiEe4lllup,ohNlmlmentldnNM1MI. BOyr,M Baodi, Fl 31435 4nryh $ Tn 111d InnnL6w 1u,11.1rPYxfiw rI IFr Enmq i q 6y it yeYiM1l riNA nitln pmm�ilw M1om 11 lxl imm-l4rinJf Job Truss Truss Type ply ply YRMSWSB2 CJ3 Corner Jack 16 1 A0526308 Job Reference (optional) r At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.wm Run: 7.620 s 'Apr 15 2015 Print: 7.620 s Apr 15 2015 MTek Industries, Inc. Mon Jun 01 15:37:15 2015 Page 1 ID:OMSTUGzOH5ifu1T6OcPagyCjv8-V5 sx7196ByXbE1GyUW ngPp6fkgR07hsMiNBzAdCI -14-0 2-11-11' 1-" 2-11-11 I 3 6.00 12 0 d A ri 81 4' 4 1 n 6' p 2x4- 2-11-11 2-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 12 lb FT = 0 LUMBER - TOP CHORD 20 SP No.2 5) Refer to girder(s) for truss to truss connections. BOA CHORD 2x4 SP No.2 6) Provide mechanical connection (by others) of truss BRACING- TOP CHORD to bearing plate capable of withstanding 100 It, uplift at , . Structural wood sheathing directly applied or 2-11-11 oc joint(s) 4 except Gt=lb) 3=1132=371 puriins. 7) "Semi -rigid pitchbreaks with fixed heels" Member BOT CHORD end fixity model was used inthe analysis and design Rigid ceiling directly applied or 10-0-0 oc bracing. of this truss. MTek-recommends that Stabilizers and required cross bracing be installed during truss erection, in LOAD CASE(S) j accordancewith Stabilizer Installation - guide. Standard REACTIONS. (lb/size) 3 = 56/1VIechanical 2 = 209/0-8-0 (min. 0-1-8) 4 = 26/Mechanical Max Harz 2 = 200(1-C 4) Max Uplift 3 =-113(LC 5) 2 =-371(LC 4) 4 = -86(LC 5) Max Grsv 3 = 78(LC 9) 2 = 218(LC 10) 4 = 44(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOTCHORD 24=323/221 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) m This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectanale 3-6-0 tall by 2-0-0 wide will fit between the ewlwW,m., WWnrwdnwel.mloB,nrymunn7 JUUUSI P.E.Rmii9mumpiy Wi9�wdYmiu'Mdrywlmwtllle, IruSf mlwolbm:o-ivoim„r�nnmumammluaW,Ilr,we P3,1869 l gC. INpr<prasrmdlrvnWMNaepeW,Mnnuif ah, IlOV Covnal Boy Boymm BecO R 33435 [ryppbOIDI1111MImnrW'm 6511, Ipamlliwd XhNmrtq,Yrq lmwnpdtihlrilW mrb,eOmiulwW^111WIrmrvbbdglL Jab Truss Truss Type Qty Ply A0526309 YRMSWSB2 CJS Corner Jack 14 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.cem Run: 7.620 s Apr 152015 Print: 7.620 s Apr 152015 MiTek Industries, Inc. Mon Jun 01 15:37:16 2015 Page 1 ID:OMSTuGzQH5ffu1T6OcPcrgyCjv8-zHYE8L2ntU40DOcSVB1DKuyx9311AtNg5gWFwezAdCH -1-4-0 4-11-11 1hU 4-11-11 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 18 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 991Mechanical 2 = 296/0-8-0 (min. 0-1-8) 4 = 44/Mechanical Max Hom 2 = 288(LC 4) Max Uplift 3 = -193(LC 5) 2 = -532(LC 4) 4 = -142(LC 5) Max Grev 3 = 135(LC 9) 2 = 305(LC 10) 4 = 75(LC 3) FORCES. fib) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=475/911 BOTCHORD 24=-1394f709 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasdml24mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; parch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 3=193, 2=532, 4=142. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard IK M r'Ifollro pinny tlnnre r W ,pn Wu ... ly hv Al pGn ro A$ft IM10 non I" muGl edsolml. 11 qp tlmm lnve rru did nY emmr4 Mb e- !N'yfMblly rel'hlmnnNY"gMhncO H34869 runNV lla IuloAIOBWnrvRmn TVIIIW tlO lLS pI , nI10111 m 8a0p4p k10r 181aa 4 mbrp II6 m1E l' Hemp^'xpnnslb4mm�el v0,up,irnsBryel pvm Wivssnevvimue,, vJnsMnimA(melh, 1mBeadmol Boy fvotlmMupnnaggeelennmd,N lYlnngynlgmn Ma�glvYelBt ryxvlrmstphmlymevlmerykNny /OopleOtdl muu�lelsm elnl BOYhImv OeorM1, FL 33435 Job Truss Truss Type Oty Ply YRMSWSB2 FG01 FLOOR 1 AO526310 Job Reference(optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.620 s ;Apr 15 2015 Print: 7.620 s Apr 15 2015 MITek Industries, Inc. Mon Jun 01 15:37:16 2015 Dead Load Deb. =114 in 1.5x4 II 4x4 = 1.5x4 11 5x6 = 4x4 = 5x6 2�- 3 4 5 6 7 8 9 10 11 Ti I Fiq Fri 4 1 1 I e °e e e 23 22 21 20 19 18 17 16 15 14 ° e 4x4 11 4x6 = 3x6 = 1.5x4 11 5x10 MT20HS= 3x8 = - 4x4 = 4x6 = 2-2-14 34-12 687 7-2-11 8-9-9 10-0-12 11-11-04 1 13-7-1 15-9-12 16-11-101 19-2A 2-2-14 1 1-1-14 3-0-11 U-9 16-15 1-7� 1-7-3 1-7-3 1 2-2-11 1-1-04 2-2-14 Plate Offsets (X,1)- [1:0-24,0-24], [2:0-1-12,0-1-8), [8:0-2-4,0-3-0], [11:0-1-12,0-2-01, [12:0-24,0-2-0], [14:0-2-0,0-2-0], [15:0-1-12,0-2-0], [20:04-8,0-3-0], [22:0-1-12,0-1-8], 23:0-2-8 0-2-0 I LOADING(psf) SPACING- 1-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES . GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL)-0.4518-19 >497 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL)-0.7018-19 >318 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.09 13 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix-M) Weight 1921b FT=O% LUMBER - TOP CHORD 2z4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2z4-SP M 31 'Except- M: 2x8 SP No.2 BRACING - TOP CHORD - Structural wood sheathing directly applied or 3-9-12 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24 = 8480/0-7-4 (min. 0-3-8) 13 = 639810-7-4 (min. 0-2-10) Max Grav 24 = 8480(LC 1) 13 = 6398(LC 1) FORCES. (III) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-24=-8276/0, 1-2=4530/0, 2-3=-9314/0, 34=9314/0, 4-5=-12174/0, 5-6=-12639/0, 6-7=-12639/0, 7-8=12711/0, 8-9=-11951/0, 9-1 0=1 0451 /0, 10-11=-8206/0, 11-12=4763/0, 12-13=6272/0 BOTCHORD 23-24=01321, 22-23=0/4530, 21-22=0/9314, 20-21=0/9314, 19-20=0/12190, 18-19=0/12711, 17-18=0111942. 16-17=0/10451, 15-16=018206, 14-15=0/4763,13-14=0/264 WEBS 1-23=0/4780, 3-22=-1646/0, 4-21 =-1 218/0, 4-20=0/3482, 6-19=372/0, 8-18=0/917, 8-17=981/0, 10-16=0/2680, 10-15=-198410,12-14=0/5107, 5-20=1350/0, 5-19=0/560, 2-23=-2845/0, 2-22=015542, 7-18=470/0, 9-16=-146410, 11-14=-2528/0, 9-17=011791, 11-15=013989 Loh=IgMupinil'artrolpA„'vMLL NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2xe - 2 rows staggered at 0-9-0 oc cli shed, 2x4 - 1 row at 0-7-0 oc clinched. Bottom chords connecle� as follows: 2x4 -1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row -at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F,) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 1 4) All plates are MT20 plates unless otherwise indicated. I 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. I 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. f 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X T) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASES) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate I6crease=1.00 Uniform Loads (plf) Vert: 1-12=-310(F=-260), 13-24=-5 Concentrated Loads (16) Vert: 1=555012=-3468 l JULIUS LEE, P.E. #34869 - 1109 Q..I Bnr B.y M.d,, FL NOS XI Job Truss Tmss Type Oly Ply A0526311 YRMSWSB2 FL01 Floor 4 1 Job Reference (optional) XI RV VI'IRVJJCJ,rVRI rICR1iC,r , cagrrLn 2-6-0 Run: 7.600 s Oct 3 2014 Print: 7.620 s Apr 15 2015 MiTek Industries, Inc. Mon Jun 01 15:37:17 2015 Page 1 ID:OMsTuGzOH5ifu1T6OcPagyC)v8-RU6dMg3PN CFgYBf3vYSs5U1DTFavAm_KUGoS4zAdCG r 1-3_0 2-0-0 r 25-8 Dead Load DeO. = 3/16 in 314 = 3.6 = 3x4 = 3x6 FP= 3X6 = 1 2 3 11 4 5 6 7 8 9 10 e e 16 15 14 13 12 e 34 = 3x8 = 3x8 MT20HS FP-— 3x3 = 3x8 = 3x6 = LOADING(psp SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010/TP12007 LUMBER. TOP CHORD 2x4 SP M 30(flal) 'Except• T2: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4SPNo.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 = 1036/0-7-4 (min. 0-1-8) 17 = 1036/0-7-4 (min. 0-1-8) Max Grav 11 = 1036(LC 1) 17 = 1036(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 2-3.-3252/0, 3>=325210, 4-5=-3981/0, 5-6=-3981/0, 6-7=3235/0, 7-8=-3235/0, 8-9=-3235/0 BOTCHORD 16-17=011932,15-16=0/3909, 14=15=0/3909,13-14=0/3981, 12-13=0/3981, 11-12=0/1930 WEBS 5-14=251/80, 2-17=2136/0, 2-16=011460, 3-16=251/0, 4-16=726/0, 4-14=-236/504, 9-11=-2134/0, 9-12=011443, 8-12=-286/26, 6-12=-1051/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CSI. DEFL. in floc) I/del Ltd TC 0.65 Ved(LL) -0.34 14-16 -666 480 BC 0.83 Ved(TL) -0.52 14-16 >432 360 WB 0.70 Hoa(TL) 0.08 11 n/a n/a (Matrix) 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131"X 3") nails. Strongbacks to be attached to walls at heir outer ends or restrained by other means. LOAD CASE(S) Standard 26 2 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 95lb FT = O%F, 0%E Vol FE 1 I's ter ILlrhrnr Y¢Ik0.rewr. Llrl nr..w, rhMw NlN e^ 4i xe leril deue rrtlenvNnNwlnxU'nlmrDeu avri eble4r II �NIIMXr�tlmnbw4HEmix N'LI IDDmDSfaIIFItF1}6nN11111Nr1(DYOIIIDMSMID411rNIIF1)IIOIDflN614nP1 Y 9 In P %�DBI � Ll I. IMm JAkrw14MIDXbb,u4lulrnrkr9^Irlinrr(a.,flnbryLrm}M1xdxxYlDOrpmsnennplrnrrllh XdnindndrrxiynlnulXlrybblydydNblMlnnlgiYlwror100nIY.wblll 1.Or0.igrnnxpiM.hdigrwdnbyvilrli5rynlwrr 'Ju k MMIMr A MrRIryAMOwu,NOnxfernAwNryee Ilrkid'pOngrcr urormMtlrlrllGPr114ro Iml YillilrNrwllnl lleopprrolalRrIDIM¢Yr 11 dhelrrwalvlielkYl'vLmrOr wbOVXxnElrwLtMDk Rr ryoeikiryd M1rNNry Dn fl r XrrM 10 RMwlmrdelDDmld P¢Drnwdpilr4 tlIM4Dbpl nrp NLhXldxinl¢IarIVNkklllln ISHI rMmnelWNmellvdmrr, IlllldmnRe pJmmiFl nllut¢rdde NnDr pn,Lnr Ongelep exr¢ilrvw NrnMnn,m6rrllnnhhrnNly r¢ Beady sBmy Lolr¢ve¢IeMRdlmlgolpmer'nrM1. 0.1xn0.uplgxn rMDlhrrdlfilDnryerwl m5ryh¢almnberykiNry llaFloDMle nwentlRnNM1IB1. DOYhn Bemtly FL 33635 L%pi{MSMIIIIIxILnmb5mke,IS LPNxriurllGrEmmn,negleryigAR'nlxiXwlninnprurmLem111Mlmu✓61b1n, 11. Job Truss YRMSWSB2 FL01GE TrussType Oty GABLE 1 Ply 1 A052 Job Referencea Tonal Al RUUF 1RU55E5, FURr PIERUE,FL34145,desjgnualWss.CAm Run: 7.620s iApr 152015 Pnnt 7.620 s Apr 152015 MiTek IID:OMsTuGzOH5n 1 T6OCPagyCjv8-RU6dMg r 6312 - Page 1 4ZAdCCz OM- 3x3= 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1 1 1 38 LLj:ij--- 1 1 1 1 1 Ej 1 4 37 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x3= 3x6 FP= LOADING(psQ SPACING- 2-M TCLL 40.0 Plate Gdp DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Ina YES BCDL 5.0 Code FBC2010rrP12007 LUMBER - TOP CHORD 2x4 SP No.2(8at) BOT CHORD 2x4 SP No.2(Oat) WEBS 2x4 SP No.3(Bat) OTHERS 2x4 SP No.3(gat) BRACING- TOPCHORD Structural wood sheathing directly applied or 10-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-2-8. (lb) - Max Uplift All uplift 100 to or less at joint(s) 18 Max Grav All reactions 2501b or less at joint(s) 34, 33. 32, 31, 30. 29, 28, 27, 26, 25, 23, 22, 21, 20,19 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 14-0 oc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18. 7) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" -X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard CSI. DEFL. in (loc) Well L/d TC 0.08 Vert(LL) n/a - n/a 999 SC 0.01 Vert(FL) nra - n/a 999 WS 0.03 Ho2(rL) 0.00 18 n/a n/a (Matrix) PLATES GRIP MT20 2441190 Weight: 87lb FT=O%F,0%E ti Job Truss TwssFL0 pe DryPlyYRMSWSB2 TlJob A0 7 FFloorTy Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL34946, design,Caltruss.com Run: 7.600 s Oct 32014 Print: 7.620 sApr 15 2015 MTek Industries, Inc. Mon Jun 01 15:37:18 2015 Page 1 ID:OMsTuGzQH5du1T6OcPugyC)v8-vgg7ZO41 P6KSShlydc3hPJ19Tsdefi7Y87M_WzAdCF 2-6-0 i�-721 2-0-0 1 2-3-4 !: - " PA?-] 3x4 = Dead Load Den. = 1116 in 3x6 = 316 = 3x6 FP= 3a3 11 3x4 = 313 = 3x428 = 2711 314 = 3x6 = 3x4 = 3x8 = 3x6 FP-- 3x6 = 3x3 = 3.4 = F8-12 Plate Offsets (X Y)— r1'Edoe 0-0-121 121:0-1-8 Edgel 125'0-1-8 0-0-121 [26:0-1-8 0-0-12] 127'0-1-8 0-0-121 (28:0-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TO 0.88 Vert(LL) -0.1722-23 >934 480 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.2522-23 >645 360 BCLL 0.0 Rep Stress Ina YES WB 0.52 Ho2(TL) 0.04 15 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight. 132 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flal) *Except* B2: 2x4 SP No.2(fiat) WEBS 2x4 SP No.3(flat) BRACING TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-M oc bracing: 20-21.18-20. REACTIONS. (Ib/size) 15 = 58310-7-4 (min. 0-1-8) 24 = 643/0-7-4 (min. 0-1-8) 20 = 165210-3.8 (min. 0-1-8) Max Gmv 15 = 614(LC 7) 24 = 695(LC 3) 20 = 1652(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All farces 250 (Ib) or less except when shown. TOPCHORD 2-3=1807/0, 34=1807/0, 4-5=1702/0, 5-6=1702/0, 6-7=-1702/0,7-8=0/1195, 8-9=0/1195, 9-10=1310/0, 10-11=1310/0, 11-12=-137010, 12-13=1370/0 BOTCHORD 23-24=0/1215, 22-23=011702, 21-22=0/1702, 20-21=-366/881, 19-20=-139/568. 18-1 9=1 391568, 17-18=0/1370, 16-17=0/1370, 15-16=0/1040 WEBS 8.20=-291/0, 2-24=-1343/0, 7-20=-1650/0, 2-23=01655, 7-21=0/1100, 3-23=307/0, 4-23=0/439, 13-15=1150/0, 9-20=1554/0, 13-16=0/428, 9-18=0/909, 11-18=383/0, 5-21=366/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard ,dnm,d M".IIdLe nllLenN,,,lnvli,inwd rni, 01. t,, D,4.,, T-0n,h,—, IT,. Wi W,, n4n,tl,mu Wed 4, 1109 C..1 Boy 0"Am I Boynbo )-d,,6 33435 Job Truss Type Oty Ply YRMSWSB2 FL02GE EGABLE 2 1 A0526314 or Reference (optional) Run: 7.600 s, Oct 3 2074 Prinb 7.620 s Apr 15 2015 MTek Industries, Ina Mon Jun 01 15:37:18 2075 Pagel ID:OMsTuGzOH5ifu1T6OcPagyC)v8-vgg7ZO41 P6K5Shlydc3hPJlLzsnfen07Y87M_WzAdCF 0* 3x3 = Sufi FP= 1 313 = 1 2 3 4 15. 6 7 6 910 11 1 12 13 14 15 _t6 17 18 19 20 21 22 47 44 43 42 41 40 39 38 37 36 35 134 33 32 31 30 29 28 27 26 25 24 23 3x3 = 3x6 FP= 3x3 = Plate Offsets (X.Y)— rl:Edue 0-0-121 f45:0-1-8 0-0-121 r46:0-1-8 0-0-121 f47.0-1-8 0-0-121. 148:0-1-8 0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/den L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Hoa(TL) 0.00 23 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight: 1191b FT=0%F,O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) SOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins, except end verflcals. ' BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 26-6-8. (lb) - Max Grav All reactions 250 no or less at joint(s) 44, 23, 43, 42, 41, 40, 39, 38. 37, 36, 35, 34, 33, 32, 30, 29. 28. 27, 26, 25, 24 FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1 NOTES. 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely - braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 14-0 oc. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X Vj nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard nILIUS LEE, KE #34869 1109000m1 Bay ko Beodi,R 334M r. Job Truss Truss Type Oly Ply A0526315 YRMSWSB2 FL03 Floor 3 1 Job Reference o iona Al KUUY IKUJO=o, rum rlcrtVc. rl. s,a ,e. uo,ynVa 4 3 2.6-0 Run: 7.6 00 s Oct 32014 Print: 7.620 s Apr 152015 MTek Industries, Inc. Mon Jun 01 15:37:19 2015 Page 1 ID:OMsTuGzOH5ifu1T6OcPugyCjvB-NsENnM4fAPSy4rKlBKawyWaO7G BNBmHnolvWzzAdCE 1-2-12 2-0-0 i 2-5-0 1.5x4 II 1.5x4= 1.5x4 = 3.4 = 1.5x4 II 313 = 1.5x4 11 3x4 = 1.5x4 11 1 2 3 4 5 6 7 2-0-0 d d' 42 C 11 10 y3x4 = 3x4 = 3x6 = 1.5x4 II uxc = Plate Offsets (X Y) fYEdge 0 0 12] 19:0-1-8 Edge] fl3:0-1-8 0-0-127 f14�0-1-8 0-0-121 -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.16 10-11 >999 480 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.22 10-11 >742 360 BCLL 0.0 Rep Stress Incr YES WB 0.41 HDrz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2010rTP12007 (Matdx) Weight: 69 to FT=O%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flal) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8 = 75110-3-8 (min. 0-1-8) 12 = 751/0-7-4 (min. 0-1-8) Max Grav 8 = 751(LC 1) 12 = 751(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 2-3=2034/0, 3-4=2034/0, 4-5=2060/0, 5-6=2060/0 BOYCHORD 11-12=0/1332, 10-11=0/2060, 9-10=012060. 8-9=011331 WEBS 8-8=-1471/0, 2-12=1473/0, 6-9=0/856, 2-11=0/775, 3-11=261/22, 4-11=-365/205, 5-9=-271/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Jab Truss Truss Type ply Ply YRMSWSB2 FL04 Floor ... ....... ......... ... ,,�....�., ........,. Gas„�. uuv.ww 2-8-0 1.5x4 11 1.5x4 = 1.5x4 = 3x4 = 1 2 4 3 3 1 A0526316 it Job Reference o iona Run: 7.600 s lOct 3 2014 Print: 7.620 s Apr 15 2015 Mirek Industnes, Inc. Mon Jun 01 15:37:19 2015 Page 1 ID:OMSTUGzOH51ru1T6OcPcrgyCiv8-NSENnM4fAPSy4rK1 BKawyWaNKGZONBwHnaNWizAeCE 1-3-4 2-0-0 2-1-0 " Dead Load Dan. = 1116 in 1.5x4 II 3x31= 1.5x4 11 3.4 = r 3 4 5 6 1.5x4'11 7 P2 4 11 10 93x4 = 8 3x4= 3x6= 1.5x4 11 I i44 7-O.A ARd O.IIA 3x4 = 6-9-4 i 1-0-0 I-6d 6Tb 4-7-0 Plate Offsets (X,Y)— f1:Edge,O-0.121. 19:0.1-B.Edgel I13:0-1-8 0-0-121 I14:0.1-8 0-0-121 LOADING(psf) SPACING- 2-0-0 CSL f DEFL. in (loc) War L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.16 10-11 >984 480 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.2310-11 >710 360 BCLL 0.0 Rep Stress Ina YES WB 0.40 Hoa(TL) 0.03 8 ma ma BCDL 5.0 Code FBC2010rTP12007 (Matrix) Weight: 67 lb FT=O%F,O%E LUMBER - TOP CHORD 2x4 SP N0.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(fiat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) ' 12 = 734/0-7-4 (min. 0-1-8) 8 = 734/Mechamcal Max Grav 12 = 734(LC 1) 8 = 734(LC 1) FORCES. Old) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1970/0, 3-4=1970/0, 4-5=1952/0, 5-6=195210 BOTCHORD 11-12=0/1298, 10-11=011952, 9-10=0/1952, 8-9=0/1297 WEBS 5-9=272/0, 2-12=1435/0. 2-11 =117742, 3-11=268/9, 4-11=3101232, 64J=143410, 6-9=0/808 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. yt nno-r,kq.n+41,' n.M nanams 1rcomlmnugnnlm1m1w1rtnnrinwmmmsl.clnarddsP�ln,r,rw,.mu,na,i�m.:rin%rrrsnln,au...u,aw.n. al.,,.n.,auoad.wn4Nuan�e. MaMiMl. pint;lKd6 dP„o. ry^Hir:ugnoeqsw..rlw�,rn.n..�r.ae.ra.,ra.P.w •, 'i�^,evam,.flm,y:d.sme,.q rml. mdnTn,.nlaW�.d.r.: =rrlrr.naml�n, JUUUS LEE, P.E �d+n'k. �Ln�aemano M run dar.lmm�yx,qur:lxrran,ncnrl adraanq,rrml n,erp,mm�mmor.rrn,emr,m'.ednr.n'm.ae,we:,emm�<dh®,o-nnnm nln,IhraMpenu,mn.d #34869 tW uou,uladavlO dw1"apno'.P �mMruJ6olgsaWryltl„mliuP6111af,hdhinrllGn,ammedbFmelyY,. RI1deNnN I.ovWinuddNnan,Im,O,up,I,n,0.upel.uvrinuWmMa,n,nYx Aenu Abdh. 11a9 Coaxal Bay Ew..'r.p:.6k4 dW."W. Mim, A,pG .i,No4, L*'h,iw W,5ry,nfery le N:ar.4 ddMla,tlMn.,n1.bIN 1. [gpIIYon LdrmurYnlv,L pati.de, d.®m,: h d,e.mu B.,.Beo4,,ft 33435 n1.n rid: r,=*,:d,.nlrl,n,n.rn,lart r Job Truss Truss Type Qty Ply YRMSWSB2 FLO5 Floor 2 1 AO526317 Job Reference (opliona0 Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.600 s Oct 3 2014 Print: 7.620 s Apr 152015 MTek Industries, Inc. Man Jun 01 15:37:202015 Page ID:OMsTuGzQH5ifu1T6OCPagyCiv8-r3nI_iSHxiaph?vEkl59Uk6 VAgDk6Y2QOSUT3PzAdCI 26-0 I� 3x4 = 13.1� I 24)-0 i 1 =0 3x3 = 3x3 = , 1-7-0 3.3 II 3x6 = 3x6 FP-- 3x4 = -r a o In 3x4 = 3.6 = 3x6 FP= 3x8 = 3,6 = 6�12 69-0 7-9-0 &9-0 ]-1-12 1i111b71d 20.34 ( 69-0 7-0-0 iT-0-01 I 42-8 0.1A 2-1-0 i, 1-60—i Dead Load Dan. = 1116 in 3x4 = 19 11 IA Ig 3x4 = 3x3 = 3x4 = Plate Offsets (X Y) 11'Ed0e 0 0-121 ]10:0 1 12 Ed0el f17:0-1-8 Edcel f20:0-1-12 Edge] 125'0-1-8 0-0-121 126:0-1-8 0-0-121 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. In (loci I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.16 22-23 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.2522-23 >770 360 BCLL 0.0 Rep Stress Ina YES VJB 0.60 Hoa(rL) 0.05 15 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight: 131 lb FT= O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 5) "Semi -rigid pitchbreaks with fixed heels" Member BOT CHORD 2x4 SP No.2(flat) end fixity model was used in the analysis and design WEBS 2x4 SP No.3(flat) of this truss. BRACING- 6) Recommend 2x6 strongbacks, on edge, spaced at TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 10-0-0 cc and fastened to each truss with 3-10d pudins, except end verticals. (0 131"X 3'1 nails. Strongbacks to be attached to BOT CHORD walls at their outer ends or restrained by other means. Rigid ceiling directly applied or 2-2-0 cc bracing. 7) CAUTION, Donot erect truss backwards. REACTIONS. (lb/size) LOAD CASE(S) 15 = 456/10echanical Standard 24 = 778/0-7-4 (min. 0-1-8) 18 = 1665/0-3.8 (min. 0-1-8) Max Gmv 15 = 524(LC 4) 24 = 806(LC 10) 18 = 1665(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORO 2-3=-2262/0, 34=2262/0, 4-5=2403/0, 5-6=-2002/0, 6-7=-200210, 7-8=0/1236, 8-9=0/1236, 9-10=011231, 10-11=999/92, 11-12=999/92, 12-13=999/92 BOTCHORD 23-24=011448, 22-23=012403, 21-22=0/2403, 20-21=012403, 19-20=27/942, 18-19=27/942, e 17-18=563/281, 16-17=-921999, 15-16=0/a42 WEBS 11-17=-365/0, 2-24=160110, 2-23=01900, 3-23=260/13, 4-23=368/165, 7-18=192110. 7-20=011254, 5-20=725/0, 10-17=0/1027,10-18=-1027/0, 13-15=-931/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation. about its center. 4) Refer to giruegs/ lul uass Ia uma wuuccumla No, �b 69a NN-1 MYIb OWN mv4n WjMrbe+i llrl'i (ry 54,t, Mmlm(r611Pb1M,1410 n11r(I.10-4hi I—dl 1. Inl Nfimhmpd6n,+ollJi+dM lm+Mtipv,Im, O,*Da elII Cvwty hoyMm hm(" 9TIlII 1xIMvrYlnlx, IL I,p IM+4,�s.iglxm,hail:ulriMvdnlnriui6r11htlGn,n�Ynlglf. Job Truss Truss Type I Oty Ply YRMSWSB2 FL05G Floor i 1 1 A0�31 Job Reference (optional) Ap Al Huur I HusstS, FuRT PltHut, FL 34 , aesign(mamss.tAm Hun: 7.620 s Apr 15 2015 Pnnt: 7.620 s Apr 15 2015 MTek Industries, Inc. Mon Jun 01 15:37:20 2015 Page 1 I ID:OMsTuGzOH5ifu1T6OcPagyCjv8f3nl_i5Hxjaph7vEk159Uk6VMgF 6WSOOSUT3PzAdCD 2E0 I f ��, 2-0-0 ZI �-0 I 2-0-0 r 1-7-0 - r 2-0-0 If 1-7-0 I 1 3x311 3x6= 1 2 1 25 3x6 = 1.5x4 II 3x3 = 34 = 3x3 = 3 4 5 6 24 23 22 21 20 3x6 = 1.5x4 11 3x8 MT20HS FP= 1.Sx4 11 3x6 = 3.6 FP= 4x6 11 3x6 = 89 10 19 18 I7.60 11 4x10 = 1.5x4 II 1.5x4 II 3x4 = 11 12 13 17 16 3x6 = 3x3 = Dead Load Den. = 1/81n 1.5x4 11 14 Kit Ib 15 3x4 = 1 16-0-12 2164 6-9411-2-0 139-0 1511-015 1-4 20.34 2 2f>7A 69< 1-00 141-0 250 2812 2-2-0 426 4b0 I 0.16 0-9-0 Plate Offsets (X,Y)— r7:0-5-8,Edgel 19:0-3-0 Edael 117:0-1-8 Edoel It 8:044Edael 1124:0-2-8 Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.2320-22 >810 480 MT20 2441190 TCOL 10.0 Lumber DOL 1.00 1 BC 0.85 Vert(rL) -0.35 20-22 >537 360 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WB 0.76 Horz(TL) I 0.06 18 n/a We BCOL 5.0 Code FOC201 OrrP12007 (Matrix) Weight 140lb FT = O%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except' T3: 2x4 SP M 30(Oat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat)'ExcepP W7: 2x4 SP No.2(Oat) BRACING- TOPCHORD Structural wood sheathing directly applied or 5-11-12 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 25 = 910/0-74 (min. 0-1-8) 15 = 340/Mechaniral 18 = 3156/0-3-8 (min. 0-1-10) Max Uplift 15 = -60(LC 3) Max Gmv 25 = 936(LC 10) 15 = 493(LC 4) 181 = 3156(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 2-3=2815/0, 3-0=-2815/0, 4-5=3236/0, 56=3079/0, 6-7=3082/0, 7-8=0/2355, 6-9=0/2355, 9-10=012355. 10-11=-8661608, 11 -1 2=-866/608, 12-13=-866/608 BOT CHORD 24-25=0/1759, 23-24=0/3236, 22-23=013236, 21-22-0/3236, 20-21=0/3236,19-20=0/2196, 18-19=0/2196, 17-18=1441/46, 16-17=608/866, 15-16=223r775 WEBS 11-17=-475/0, 2-25=1936/0, 2-24=011167, 4-24=746/65, 7-20=0/1064, 6-20=281/29, 5-20=723/104, 10-17=0/1425,10-18=1336/0, 13-15=-856/247, 13-16=477/113, 7-18=464010 11-1t*E 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 1 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandingr601h uplift at joint 1S. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131"X 3") nails. Shongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo i Vert: 15-25=10, 1-14t-100 Concentrated Loads (lb) Vert: 7=1500 QainiB�uP•Nr,.,::m-uapilrtm}wolra.+ullrmraAm�a(mrmlf®nlluannmumrl.. �oara�vn.m,r„arn.mu.mo-'rA..��.lmx.,rn,rarnaa,uma,r.,w nsn+a.Y.una.mm.mruin®,., t.mtiayemai:a�Aoe,w.SYn.Ln.o.;'�r.:4..hihy:,"ymna.namo„r.,m..,yr.aM1x.rm�Jm�nw,rv®'Yurrmeanan.+rtam.h%eammmo,^r..mml.M1�rs n,=P:nl"r r,.a.,.,eJaPrr,mamamr 1WUS tEE, P.E NgBalpryifdory,PuilEryXM�P're,�i0rnef.iWA,Ni%,Imro,mWKggyn,bmm6ufJiE,IICtln BC,IrIroIkMYOUW wllnl.m%PnJtlO,NanlnYfiJl entlmtnrPoM1,PoIiMY�iYa.4a,p.,bW9iwolO,WyiloA4 R,mymairArAm WYIMm�iPnn1 Ixmnm. PIMm W nIYbIBBmIM1PemnnmipdeFm'imrSlsp(ryonJlderyld.mtnPappaJelgaq W 9nnrtlnwlilreNpMr. 011derwrM1ny.WSfim.11xb Jk Mra,qn,4nrhup4ryvulam.Y�lePwsYrr.m,.'m NvA q. Lmme9"14mY"x%FdP.'n Y,bLL M1fnupwOLq.nir Wlmrifiga,Jp.NnSaMnlynvinq W4r N.yblrllvnrtnMmaullll. #74869 1109 CevnW Bor Bop4m BemB, ft 3L35 (grigYSA11111,itmu�Knln,ll.r,P,ibtlrinl.m,1,iR6'.6(.IlitlriMnatmpurahr111damm�ffirlm,lt L r Job Truss Truss Type Oty Ply A0526319 YRMSWSB2 FL06 Floor 6 1 Jab Reference a Bona At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 15 2015 Print: 7.620 s Apr 15 2015 MTek Industries, Inc. Mon Jun 01 15:37.21 2015 Page 1 ID:OMsTuGzOH5ffu1T6ocPcrgyCiveJFL7C26wi1igJ9UOIIcOlxfkK4hDr4VZF6EObrzAdCC 2S-0 10." 241-0 1-7-0 Dead Load Defl. = 1116 in 1.5x411 3x4= 1.5x411 i.SX411 3x4= 1.5x411 1 2 3 4 5 6 3.4 = 3x4 = LOADING(psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.58 BC 0.47 WB 0.26 (Mainz) DEFIL Vert(LL) Vert(TL) HOrz(TL) in -0.08 -0.16 0.02 (loc) 7-8 7-8 7 I/defl >999 >727 n/a Lid 480 360 n/a PLATES GRIP MT20 2441190 Weight: 48lb FT=O%F.O%E LUMBER - TOP CHORD 2x4SP No.2(flat) BOTCHORD 20 SP No.2(flat) WEBS 20 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 10 = 62010-3-8 (min. 0-1-8) 7 = 520/Mechanical Max Grav 10 = 520(LC 1) 7 = 520(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=985/0, 3-0=985/0, 4-5=985/0 BOTCHORD 9-10=01862, 8-9=0/985, 7-8=0/835 WEBS 3-9=384/0, 2-10=953/0, 2-9=0/496, 5-7=923/0, 5-8=0/321 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 stongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1109 c.o .1 Bey Uymm Bead, fL 33435 Job Truss Truss Type Oty Ply YRMSWSB2 FL07 Floor 1 A0526320 Joh Reference o Tonal d At ROOF TRUSSES, FORT PIERCE, FL 34946, designCaltruss.com Run: 7.600 s [Oct 3 2014 Print 7.620 s Apr 15 2015 MTek Industries, Inc. Mon Jun 01 15:37:21 2015 Page 1 ID:OMsTuGzOH5ifu1 T60cPagyCp8-JFL7C26w1I igJ9U011cOlxfou4m3r8jZF6EObrzAdCC 1.5%A II 0-11-6 2-6-0 1..4 If 1 2 3x4 = 3 5 3x3 = I 3x4 = LOADING (pst) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 240-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Ina YES Code FBC2010RPI2007 CSI. TC 0.35 BC OA6 WB 0.06 (Matrix) DEFL. in (loc) I/defl Ved(LL) 0.00 5 — Vert(fL) -0.04 4-5 >999 HOrc(TL) 0.00 4 n/a Ud 480 360 n/a PLATES GRIP MT20 244/190 Weight: 20 lb FT=O%F.O%E LUMBER. TOP CHORD 2x4 SP No.2(flat) SOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 3-e-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 197/0-3-8 (min. 0-1-8) 5 = 197/0-3-8 (min. 0-1-8) Max Gmv 4 = 197(LC 1) 5 = 197(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Plates checked for a plus or minus 0 degree rotation about its center. - 2) "Semirigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 on and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 0 Job Truss Truss Type Qty Ply A0526321 YRMSWSB2 FL07G Floor Girder 1 1 �JobReference(ogonal) At ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn(djaMss.cam Run: 7.600 s Oct 3 2014 Print: 7.620 s Apr 15 2015 MITek Industries, Inc. Mon Jun 01 Ib:37:22 2015 Page 1 I0:OMSTUGzQH5ifu1T6OcPagygv8ORvWPO7YTKgXxJ3wS8d29BtDUymaQfj rmzZ7HzAdCB I—�� 5x6 = 5,6 = 3x6 II 9 10 2 3 PI 12 4 7 6 5 1.5x4 II 1.5x4 II 3.6 = 3x6 = LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.05 5-6 >999 480 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.08 5-6 >901 360 BCLL 0.0 Rep Stress Incr NO WB 0.65 Hoa(TL) 0.02 5 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight 45 lb FT=O%F, 0%E LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8 = 161210-7-6 (min. 0-1-8) 5 = 1508/Mechanical Max Grav 8 = 1612(LC 1) 5 = 1508(LC 1) FORCES. fib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-668/0, 4-5=554/0, 2-3=2193/0 BOTCHORD 7.83-0/2193, 6-7=0/2193, 5-6=0/2193 WEBS 3-5=-2384/0, 2-8=2384/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 714 lb down at 0-5-8, 714 Ito down at 2-5-8, and 714 lb down at 4-5-8, and 629Ib down at 5-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-8=10, 14=-100 Concentrated Loads (Ib) Vert: 9=634(B) 10=-634(B) 11=634(3) 12=549(1`) xnl:u.r...m.M,,•:.ro-l.ImwmmfvwRmlmrtm:Lommmmnomllvnlllrvcm[musi..lelrl„ile�=,mmlm,,.luu.,o:an,.:IPs7.lmxnlnit leva.umL,L,..�. mm.mmuww.mmn 0 rF. pn,.ansm[.mloenu.xx.u.,,,:rwrt.^•4r.,m..rino�m..n..�ro.,�r.ra"9.:m.wmrmmr[.ae:v:u,:Nu., N:•l,•wloomr..l„mt ml,uan,.^F 1�,l,.srl,w.w! i.,,roue,l:m,,,!=^aaordro.o....mo..rl,ml,m,llomnrc. hMI dal.,,. e'nlan 06"xn,n[,n,nmw�a:!"nolml.m,armnm,moml.rmua�.nalmsm�mllalr yvdn,.mmom,olnol.nmurc.mrmumxl+u; ai b <mun..lonmma.�e,loo.lmr.nn.iewaY n�M1mrao[.p:efary�m.mn.Pt5Wmlhinul Pfle.,aemelMl.mal�u,. mll,belne„wnmfii,.aluutlnrim, u,Men.un,utip.b6.u.11nu Wmm�n.ue„mn.n rtl , 1 e rmiaryNolnin'erolq Almu„MaN M1lnndyhr+vi,l0ln,lihl4nyv.lnnlnnu[oQ„ehgY4s! am�o6+tlmmnnlFMuml. Poyman Beatly lL 3]a35 Lllrgf BTII II Imlmu.Ynl4ll. I,r4ti. J ta, YmgYgb.,n raae.l.nenanr.�„v tr.11 Imlmu,�ffi,In,ll Job Truss Truss Type Oty Ply A0526322 YRMSWSB2 FL08 Floor 1 1 Job Reference ( Pt' 0 Al Klll9F I Ku55t6, ruK l YItKUt, FL 3aY45, oeslgngalouss.cam Run: 7.620 s Apr 15 2015 Print: 7.620 5 Apr 15 2015 MiTek Industries, Inc. Man Jun 01 15:37:22 2015 Page l ID:OMsTuGzOH5iru1T6OcPagyCjvBoRv WP07YTKgXxJ3rsS8dZgBORUvTwElTmzZ7HzAdCB 1-58 I r n 13x311 2313= 3 3x3 11 C 5x6 = LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.07 4-5 >509 480 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.12 4-5 >312 360 BCLL 0.0 Rep Stress Inv NO WB 0.04 Horz(rL) 0.00 4 n1a n/a BCDL 5.0 Code FBC2010rTP12007 (Matrix) Weight: 26 lb FT=O%F,0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 3-9-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5 = 6491Mechaniral 4 = 649/0-M (min. 0-1-8) Max Grav 5 = 649(LC 1) 4 = 649(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked fora plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "SemFdgid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x5 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131" X 3") nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 UniformLoads(plf) Vert: 4-5=-310(F=300), 1-3=-100 Qvm�.m,kn..pryer:.axnMrilo;tis(vltlrlaarumnu�anmrmloultxlerinrmn¢aunrbm rnheyrl.�I.,rrdr,.Ivrl.,o,r�ne:�Be�.lwmly, rt l.h..ruahrrn. o+.,m..h,om.arin;ryWlnrma. fl;; JgYemalmmm9hlir.re.B:lrpr�pyierp.,pNJplryrr.In.w..paprrpr.w,. nwrr.arortlanw.r..apr.rp.>:aryl.�yalh,:y,un,trpm.rmorr..aml.M1ti:nr.,y..ryr.p..ra,vryrn.an,rm, 1WUs lE1 PE .olrmsmxmmnrnWanaa.A.ao.M,me.'oerpm.mrwY.Iw,ryn.mwmmaanCnrncNlnahaerprw.tlml. nrynntlnn.no..tl.rrnurrranrunr.wai%ranrtmrl,,hwlm:.mlr.r:I.,gam,minukbhamhixnd,il.rma rmrmn. plNhuebah Nipdml&PgknslglhMntllbludYp(nB+artnrylmnuam B07PWrN1YIDdf1[lundv®NhrlemtllMlrnq In1a�Mmporbininml4pi�tllhlnn Gripv,Lm0,yr41"m,mnrm YalrPin,wknrnenb4hMh. N3489 .h+onwmup.'urmyhrB p,kthMrN nrimr RrpOlhrnir WIMIilS%AriPmlm,irykmfyMmbe%bnFp YgYekrtlbmv,nkfrNhpl. I109 Ceonol Bar Bopttm Bead,K 3N35 fglrgY0n11111rtl Mv.lrplm,ll hy4LJnir6naa,hghn,nmJLrNnartlnAmlvN,tim6e 11 W hnvr.Ylnlglt Y Job Truss Truss Type Oty Ply AO015 323 YRMSWS82 HJ3 Diagonal Hip Girder 1 1 Job Reference o 'onal Al ROOF TRUSSES, FORT PIERCE, FL 34946, destgn@altruss.com Run: 7.620 s Apr 15 2015 Print: 7.620 s Apr 15 2015 MTek Industries, Inc. Mon Jun 01 15 2015 2015 Page 1 ID:DMsTuGzOH58u1T6ocPagyCjv8.GeTuck8AEeyOYTeOGAfs6Mk871RIJ 1 PsiOj7flaAdCA -1-10-10 2-11-0 5-4-13 5r7,2 1-10-10 1 2-11-0 ~ 2-5-1— 4 �D-25 1.5x4 II '"'— NAILED 1 5x411 5-4-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ved(LL) 0.05 6-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Ved(TL) -0.04 6-9 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.05 Hom(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight 22 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 54-13 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. .MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (lb/size) 2 = 198/1-5-0 (min. 0.1-8) 6 = 1231Mechanical Max Hoa 2 = 245(LC 11) Max Uplift 2 = -392(LC 4) 6 = -226(LC 4) Max Gmv 2 = 200(LC 16) 6 = 132(LC 16) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-10=404/494 BOTCHORD 2-12=533/365 NOTES- 1) Wind: ASCE 7-10; VU1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat II; Exp B; End., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-043 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 392 It, uplift at joint land 226 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. e) "NAILED" indicates 3-10d (0.14874") or 2-12d (0.149W.25') toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted -as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 14=54, 5-7=-20 Concentrated Loads (Ib) Vert: 10=150(F=75, B=75) 11=40(F=20, B=20) 12=4(F=2, B=2) Qxtnm6hau Lswyiln,mXr'4110911A4fjVWRrPR11 n11fi1f0YpIIICIRf1610Y11P0Rljln®L1149YMba billn4P'meld,edwlnwle,Irmr0ruP6rgIn41MNY1n IqrLld,rvr9MWww. ihnrLv.vWJw MIOR,NLLlrinsa IUMUS IEF, P.E. IbIn JdIMMInb104mbnY 4rlmrMgnrgim(u.tp9plryinty l4 W wglOR�grmkw�nmrab Rdntiwtlmjweginfrb&II,rM1lgtlla+a{MI,nr L'a1w4Top M1.r,ki1111. M1b'Tniwtl�SLfgiaLYw,,vleWrwlnr a M4nr IwnMIWlnMmp,aaNanru.n,,M1a.wi�rNl.etlrpmia 14-01-1 DmW,.1...0 r114 Ae'1C, lYlntlWWO.9-1111 L Nr9P^a r16r Dri wl h4nrtldelmyNNigYYk49mvp,iWOaiwu<ImLad MM1,eyn,MIRMM1MNgM¢mM 1l34569 IwlrnM.Irrhr10.1b1O0LwYVMEm,sYnrnnn,rlrfutl Nr Y 11091Ra fwt lolMop..,T, zl mf'A WT., L ROTWi IOnry®a1m,lPmnrvpCoo0 ,nln,gbi6L n"IMbinnnwldsNilRl. 3 35 NrrilNOall errhm- i [aFL IePtlaba Hl.ve,:gMq I, W imm.Ynl4t 1166 J- Job Truss Truss Type Oty Ply YRMSWSB2 HJ7 Diagonal Hip Girder 7 A0526324 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, 71-34946,design@altruss.com s Run: 7.620 s Apr 15 2015 Print: 7.620 s Apr 15 2015 MiTek Industries, Inc Mon Jun 01 15:37:23 2015 IVWLCV IYWLLV NNI-W W 44 =NAJLED NAILED NAILED 3x4 — Dead Load Ded. = 1/4 in LOADING(psf) SPACING- 2-0-0 CSL ! DEFL in (loc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.29 Ve t(LL) 0.29 S-9 >402 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Veri(TL) -0.48 6-9 >245 240 BCLL 0.0 Rep Stress Ina NO WB 0.25 Hom(TL) I 0.01 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matdx-M) Weight 411b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 8-04 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4 = 123/1VIechanical 2 = 30210-8-0 (min. 0-1-8) 6 = 236/1VIechanical Max Horz 2 = 334(LC 4) Max Uplift 4 = -167(LC 4) 2 = 451(LC 4) 6 = 436(LC 5) Max Gmv 4 = 143(LC 19) 2 = 391(LC 11) 6 = 251(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=1262N75, 10-11=4731540, 3-11=413/467 BOT CHORD 2-13=828/1202, 13-14=606/456, 14-15=-606/456, 6-15=606/456 WEBS 3-6=487/647 NOTES-._ - 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cal 11; Exp B; End., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 1 3) Plates checked fora plus or minus 0 degree rotation about its center. I 4) This truss has been designed for a 10.0 psf bottom chord live load nonconclimenl with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in a8 areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of Wss, to bearing plate capable of withstanding 167 lb uplift at joint 4, 451 to uplift at joint 2 and 436 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "NAILED" indicates 3- 10d (0.148'k3") or 2-12d (0.148"x3.25') toe -nails. For more details refer to MITek's ST-TOENAIL Detail. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead • Roof Live (balanced): Lumber Incvease=1.25 , Plate Increase=1.251 Uniform Loads (pIB Vert 14=54, 5-7=20 Concentrated Loads (lb) Vert: 10=150(F=75, B=75) 11=40(F=20, B=20) 12=46(F=-23, B=23) 13=51(F=26, B=26) 14=4(F=2 , B=2) 15=31(F=-15,,13=15) Q nrcn'fwM.yq,r+;.IL•unorhomsryualulnumnummnlon�ornrcm111momnulorrl.n rnar+rwn�n,d,awn.aumo+yl Nr.glaol.IM1a4+ln.rtmavrlrlwrn aNnr.+..lnwa.orl®.ylna+oo. myrtlM1rdr,shin:nipmlmiYBr4M16ydrtr+ilYlm+Ali,N.1nN1 mn,nrfinn4y,nSfiu�uYkirynl,ndM1+l,m uB.ebRll, M18i INnJE4y1N14140f4rfL hrl+niMT(gF,e+��iryFIW J6tin3 P.E. W"16u IlldWIM luglplig(dl+eynulNtytlM4nn,MrBm'iwLtiutlrtmlltlNNitlgpe,ilm,lrlNMWdWI1CMIICN,Iutl NIEYIu4rNML ArgyrMT6r119Mgrxllrudtlrin+41Wu0el YMl'eyUnrlr,F40fiumObviNfloA4RrnWVTNrd6r NiYq Ngmml #34869 P[.tml.. wimid:a'.mmd.Imr,rmeinlpJ,riw+dlbldlfn6ge,rlbgryltln�aBlS11NNY11rmnnrJnrmnuel4p®tlldlmr: nnM Ib+rgaMSYn+MLAYlam4n,aym,rmlMgNpasauwWr6trv.sYnrXvnnMnalir 11090.9w Bar ,4rv�tgdrNu•�gljiiidii M14(+A1,tgrq.ni+rOlblYgMri®vglmttµs[ylnlagl3"q ngi,LtlLinnnbFtlYtlll. • Bormq Bead,,ft 3135 ey b P rf: p n f [gI+IIYSfilllllrtlrnurrlv,IrSrr. rejrnLYatl NlumgYgb.FrJMlbtlnillel��MII W fmur�tlnlgl.L ' Cain •-. L_')r ciJ !� Job as Truss Type Oty Ply AO526325 YRMSWSB2 J4 Jack -Open Job Reference (optional) nl rtuvr �nwaca, rvni r,cn� , r w ==�s�,�. 1.5x4 II 4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) 0.02 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(rL) 0.02 5-8 >999 240 BCLL 0.0 ' Rep Stress Ina YES NIB 0.05 Hoa(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight 17 lb FT=O% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-10-6 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 24311-0-0 (min. 0-1-8) 5 = 112/Mechanical Max Horz 2 = 236(LC 4) Max Uplift 2 = -435(LC 4) 5 = -282(LC 5) Max Grav 2 = 250(LC 10) 5 = 132(LC 10) FORCES. (lb) Max. Comp./Max. Ten. - All farces 250 (Ib) or less except when shown. TOPCHORD 2-3=242/416 BOTCHORD 2-5�679/361 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsf; h=15ft; Cat II; Exp B; End., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates -checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the Mftnm hnrd and anv nther memhers_ 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 2-and282 lb uplift at joint 5. 7) "Semi -rigid pitchbreakswith fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)- Standard QIInAM lvnnavNinmm'11WAIIMIDn11nIjNNlIl161(4iNB�itQ,IOWIriGlfnlmCfl1E61Xllrl. reHrmgrvvl sIn3.I.tivlmM}IlugrOrdmlLtlgn ldee„1nlM1sm. 6F„rlv.v, d! QFY Bead, Fl 33,35 (gligYOTlllll.11mwYie1R11Ip6LdM4m4Ygb.,hpWd.M1nemelveralsYl4alm,n� W Iglf. Job Truss Truss Type Oty Ply YRMSWSB2 J7 Jack -Open 28 1 AO526326 1 � Job Reference (optional) A I Kuur imucama, runs rr=KB.e, rc swab, aesigngaluuss.cam Kun: 1.aZU S ;Apr I LRIb rnnu 1.bZU S Apr 15 ZUIb MI IeK Industries, Inc. Mon Jun 01 15:37.242015 Page l ID:OMsTuGzGH51N1T6OrPrrgyCjv8-kq1 Gg48o7y4FACD1ztA5faHDiHih2UMOx4SgCAZAdG9 -140 7-0-0 1-0-0 7-0-0 I - I 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEF - in (hoc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Ved(LL) 0.21 4-7 >401 360 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) 0.16 4-7 >532 240 BCLL 0.0 Rep Stress Inv YES WB 0.00 Hou(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-4-11 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gulde. REACTIONS. (Ib/size) 3 = 141/Mechanical 2 = 388/0-3-8 (min. 0-1-8) 4 = 60/Mechaniral Max Harz 2 = 360(LC 4) Max Uplift 3 = -255(LC 5) 2 = -680(LC 4) 4 = -192(LC 5) Max Gnv 3 = 186(LC 9) 2 = 392(LC 10) 4 = 105(LC 3) FORCES. (Ib) Max. CompJMax.Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-10122012 BOTCHORD 24=2982/1511 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat. II; Exp B; End., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This tius@has,heen designed for a 10.0 psf bottom chord live load ndnconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable�of withstanding 255 Ib uplift at joint 3, 680 lb uplift atjoint 2 and 192 lb uplift atjoint 4. 7) "Semi -rigid pitcJhbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. I LOAD CASES) Standard A e5 Dead Load Defl. =118 in PLATES GRIP MT20 2441190 Weight: 24 lb FT=O% �• iwb'wYDi"I»i ul7Lntiffit>eXrLmnalmeafom�mnmmrlvnnummlXwsi..rMr+ralrr�m,M�.ar".m,u",m.,XmYll�lrerw,l».uaa....anlrlm». nNnrYn.�»,me. a.lm..+ram,�m p7Mepwal.Mae"nrr»ru r 1��p.,ila+ryy:,r,Mw.»amo�m».n...ar,tlMP,mw.l..%�"Imairl.Me,ytlo-,:p.on,ynl»Mloora.r,mt ns:I.r�mP�,,w.ama�:fw.Ylgr».an,lm, JUtNS IEE, P.E. I plhtlfelNM pmilYAlolhO iMq»l4MgmdgwlnM0.6E%0.ym uManWtlMIRP,IX,prVi/IUYYI»Ir.a1Xl.MrrrntldMNfMFhMuurlMlmxitldMY+Inl m,nr YWM nnorlYulfYlMRr nryrulirytlMMiYnl0.illm,nl p34869 (raYn aLil Wsl'»�,r109MM�mlhe,MadlSntllYlillryfsymYSeleryWvM»MBltlrhrarlXdfXlm,AvmelhP.rlrymi p114rmlMnywaahtwlPAMtlMlm,9r�,iv, prµaLju"vllnuavitluv Nnrllnnu4fnq hl 11a9 Coanol Boy frrlcryslrynYiighapunaMl'drNopiJPlry'm410tYeVgrnyavin»Srynlyml.ghay Yma'.6M�vnnnefml:ml. Boymm Bwd,ft J}d35 fyyiaYOallalaMlmwY nIR11.Igaa�iR,dasSYgIgNPIY,Jr60wk»Pv6uArll ldlmm�1FI411 Y. Job Truss pe Qty Ply AO526327 YRMSWSB2 VMO2 TVallseTy' 1 1 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1tmss.com Run: 7.600 s Oct 32014 Print: 7.620 s Apr 152015 MTek Industries, Inc. Mon Jun 01 15:37:252015 Page 1 ID:OMsTuGzQH5ffu1T6OCPagyCjvS.CObelOgOmFC6omoBAahKBnpZrhA9nxc99kCEkczAdCe 6.00 F12 2x4 G LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - nla 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Ho2(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight 5lb FT= 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applie&or 2-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 5111-11-8 (min. 0-1-8) 2 = 37/1-11-8 (min. 0-1-8) 3 = 14/1-11-8 (min. 0-1-8) Max Hone 1 = 61(LC 4) Max Uplift 1 = -32(LC 4) 2 = -70(LC 4) Max Grav 1 = 56(LC 9) 2 = 51(LC 9) 3 = 27(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. NOTES- 1) Vvind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=S.Opsf, h=15ft; Cat II; Exp B; End.. GCpi=0.18; C-C Extenor(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at ioint(s) 2 considers parallel to grain value 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32lb uplift at joint 1 and 70 Ib uplift atjoint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type pry Ply YRMSWSB2 VM04 Valley I 1 1 A0526328 Job Reference (optional) Al nwr 1 nusaes, runs VMKe e, rL a4s45, aesignL?1altmss.com nun: /.WU s lUa 32014 Pnnt: 7.620 s Apr 15 2015 MTek Inaustnes, Inc. Mon Jun 01 15:37:25 2015 Pagel ID:OMsTuGzOH5ifu1T6OcPagyCjv6-CObel D90mFC6omoBXahKBnpXEh9Hnwm99kCEkczAdCB 4-0-0 1 4-0-0 i 1.5x4 II 3 5 4 2x4 i 1.50 II LOADING(psQ SPACING- 2-0-0 CSI. I DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) nla - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) We - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz( I-) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (Matrix) Weight: 131b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 8713-11-8 (min. 0-1-8) 3 = -92/3-11-8 (min. 0-1-8) 4 = -39/3-11-8 (min. 0-1-8) 5 = 294/3-11-8 (min. 0-1-8) Max Horz 1 = 149(LC 4) Max Uplift 1 = -34(LC 4) 3 = -126(LC 9) 4 = -77(LC 3) 5 = -355(LC 4) Max Grav 1 = 90(LC 9) 3 = 174(LC 4) 5 = 371(LC 9) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-288/397 NOTES- 1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; CaL 11; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. continuous bottom chord bearing. been designed for a 10:0 psf bottom ulcppcupg9(„with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 3 considers parallel to grain value. using ANSI/fPl1 angle to grain formula. Building designer should verify rapacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding,34 lb uplift at joint 1, 126 lb uplift at joint 3, 77 lb uplift at joint and 355 lb uplift al joint S. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard )uUus LEE, P.E. r134869 1109C 0.1 Bar Boy,ecn Bead, R 33435 I Job Truss Truss Type Qty Ply A0526329 YRMSWSB2 VM06 Valley Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Prim: 7.620 s Apr 15 2015 MiTek Industnes, Inc. Mon Jun 01 15:31:25 2015 Page 1 10:OMsTuGzOH5Hu1T6OcPagyCjv8-CObe1Q9QmFC6omoBXahKBnpPDh55nxc99kCEkczAdCB 6-0-0 6.O-0 1.5x4 II 2 3 2x4 i 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 I BC 0.34 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES NB 0.00 Horz(ft-) 0.00 n/a nla BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight: 211b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 1 = 193/5-11-8 (min.0-1-8) 3 = 19315-11-8 (min. 0-1-8) Max Horz 1 = 226(LC 4) Max Uplift 1 =-121(LC 4) 3 =-234(LC 4) Max Grav 1 = 213(LC 9) 3 = 243(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb)ior less except when shown. TOPCHORD 2-3=-191/260 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opst; h=15fl; Cat. g; Exp B; End., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 121 lb uplift at joint 1 and 234 lb uplift at joint 3. 7)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,. r uapa,amn.,nnrwomi. Wilmu,�Ysnlarl 1109 c.o my 3uyMw Bead, R 33435 b 1 .ri Ago� A-1 ROOF as TRUSSES AFT ORIDACORPORAnON Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards- ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA-and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional -attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid-ponding. 7) It -is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs -cannot be art. Attic access opening should be located between trusses unless otherwise noted. S) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are notdesigned to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms,conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings Point loads for materials, erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.Altruss.com FILE COR ,v ( (( Name USP Address: STRUCTURAL CONNECTORS' Customer. Mitek'Company Contact: Number Hangers ;�.(� p•,.. 'Sit-i v'�Y^CL Jr,�,'s �' n s ,.�j , •siyin7•. r ——��, _ �' j' Y, .'x.�v �(....iSrl:>*,r'i33.I_ � 2'D 7T' _ s < �� .gn }�' Ar v',,}} Ar£�n .gyp:.. -A Y�Tr�KT+Nk) k. _ �.ir?: �:�:: >i. 3�.2rJ- si.:E..: F':Inf' ..� ..y} 1ti:.Y{a.•� 3I7 .rV_ ..SA•��,�iF• 1 h£yN .n✓�.4%�•'t�.inr@��h�t.•:.i�1„�:":N...�Allci�t"ahfe�l'o9'd-(Lbb)..'s i•. .y,.:. Fy".i:Nrt2P.rcs. 6av' U. `3' 4.. <. ✓.Y �:y .� ..'o' 3J .:JN ^fL<:e. L'- x 1Gn. h'. ! �1i1.'�,Y �.�,'� [[�v:<ra N. n <:1r p' ♦ }'f:'i i.: •y+[.',Jl �. 0,+...-� ...' '�.�+�•'4"ret:: 'n(lrPT-r. ;.`ilii7. qq�� yvY�y:F:I Vt1 t: _"��ll _ �.y���•sr'N liiE�.n} .. ye:��. , '✓2 '.•rt,ui ♦ 6.}La..a` , 1 1'�.•�gC;�'r�� r ���. . st ifr C: 'v` � /. • ��_ :�.,rr`'r l._ ,�'4_. Ff rM?f!?� 1v^..•=}:<' { F:= �4', . . li i; .�,�;' {' 1-.3•SY i a. •. ••.,�/�,x e,s���t jy.r ¢}'Sv ±�"•t,i.�•;F.Stf .+�Er r�Sl; �:� t .!Y„.i �. iri I�fS2TYq�•�S :.trt sr.,rrl;.,. p-,M4.l:p�+ji y _r'A'nEe,_ �'�,•'�,a� r" (%.4;'`ri� �� •$ 's[v�=:�3��'�Y1�'�.A0F1L Si�a�r ..�+. 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I 5'v ,•!`�, ;:T' S'::;7 :lk;t^'.V'�' F-'a^'.�, NS EK £ 'nxf : '' Y ; o- 50696 :s r, r`5y... 4rwtf 7Tf'.r ;' _.a'r' 4'QSY ± • 1 r 5 � �a� � i^• is :� a,.9aw e._5is14n 4ni ,.:t :,:p Yt T;"e ertex `•159�5 '.L4596', 160�6''$ft• �To096+1: �SoG%�i00 �y4N-�Fafter'S2ti'ddule'��z ���' <r�"a� ;La^b:t�@No.=1:r t100% sioo'%s: :`,�r T3 JU524 1887, 655 750 820 510 4-10d (Header) F1.821.39, 2 -10d (Joist) 11- 0510.01, RR 25779 LUS24 670 AS 925 490 4-I0d (Header) 2- lad (Joist) T2 JU526 1a8], 050 975 1060 1115 4 - 10d (Header) FL821.4Z 4-10d (Joist) 11- - -- — . -- 0510.01, RR 25779 LUS26 865 990 1070 1165 4-10d(Header) 4- IOd (Joist) T3 MSH422 183:4 22-10d (Face - Face Max Nailing) F1.822.36, 6 -10d (Face - Top Max Nailing) a8- 6 -10d (Joist - Face Max Nailing) 0303,06, 6 - 10d (Joist -Top Max Nailing) RR 25836, 4-10d (Top -Top Max Nailing) 13116-R THA422 2245 2245 2245 6- 16d(Carried Member -Face Mount) 6- Iad (Canted Member -Top Flange) 22 -16d (Face - Face Mount) 2-16d (Face -Top Flange) 4 -16d (top - rap Flange) TMI422 1835 1835 1835 - 2.lodxI-112ar2-Iodx1-112(Carried Member) 20 - lad art -lad (Face) 4-I0d (Top) USP Structural Connectors T4 THD26 1783. 2485 2855 3060 2170 - - 18 -16d (Face) FL13285.35 12-10d x 1-1/2 (Jolst) , O6- 092LOS, RR 25843 HFU26 2940 3340 3600 IS55 11 - lod x I-112 (Carried Member) 20 -10d x 1-112 (Carried Member - MaxNollbig) 20 -16d (Conying Member) 20 -1Gd (Carrying Member- MaxNaging) TS THD26-2 178L 2540 2920 3175 2285 18 - 16d (Face) FL13285.35 12 - IN (Joist) , O6- 092L05, RR 25843, 13116-R HHU526-2 2785 3155 3405 1550 14-IGd(Face) 6- I6d (Joist) HTU76-2 2940 U40 3600 2175 - 20- lod(Corr(edMember-MaxNali(ng) ' 20 -16d (Canrying Member. Max Nailing) T6 THD28 1781. 3865 3965 3965 2330 28-16d(Face) FL13285.35 16 - 10d x 1-1/2 (Joist) , 06- 0921.05, RR 25843 HTU28 3820 4340 4660 2140 26- lad x1-112(Carried Member - Max Noft) 26 -16d (Carrying Member- Max NoWng) T7 THD28-2 17" 3950 4540 4935 2595 - - - 28-16d(Face) FL13285.35 16 -10d (Joist) , 06- 092LOS, RR 25843, .33116-R HHUS28-2 42I0 4770 5I40 2000 22 -16d (Face) 8 -26d (Jobt) HFU28.21. 3820 040 4680 3965 - 26- lod(CarriedMember-Max Nailing) 26-16d (Carrying Member- Max Naiing) T8 THD46 178:4 2540 2920 3179 2285 18- 16d (Face) FL13285.35 12-10d (Joist) , O6- 0921.05, RR 25843, 13116-R USP Structural Connectors 1 HHUS46 2790 3160 3410 1550 - 14 -16d (Fare) T9 THD48 1783. 3950 4540 4935 2595 28-16d(Face) F1.1328535 16 - 30d (Joist) , 06- 092L05, RR 25843, 13116-R HHUS48 010 4770 5140 2000 - 22.16d (Face) 8-1Gd (joist) T10 THDH26-2 1881, 9915 4505 4795 2235 20-16d (Face) FL82L75, 8- 16d (Joist) O6- 092L05, RR 2S779, 13116-R HGU52&2 4355 4875 5230 2155 - 20.16d (Face) 8-16d (joftt) T11 THDH26-3 18n 3915 4505 4795 2235 2D-16d(Face) FL82L75, 8 -16d (Joist) 092L05, RR 2S779 HGUS26-3 4355 4875 5230 2155 20 -16d (face) 8-i6d (Icht) T12 THDH28-2 1883 6535 7515 8025 2665 - 36-16d(Face) FL82L77, 10 - i6d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) 11-16d (lah0 T13 HDH28-3 1881, 6770 7785 8025 2665 36-i6d (Face) FL82L77, 12 - i6d (Joist) [MGLIS28-3 06- 092L05, RR 25779 - 7460 7460 7460 3235 36.16d (Face) 12 -16d (foist) USP Structural Connectors M tam ti US P Name: Address: STRUCTURAL ® CONNECTORS" Customer . A NUTek'Compaay Contact: Number. " Fastener Comparison Table _..,,3. -..I �z �.fma-; �Connectar`Schedafev - aS y� U _� l: _'nP ts.� -Raga - T1 JUS24 4-10d(Header) LUS24 4-10d(Headed 2 -S9d (Joist) 2-10d (I°(st) - TIO THDH26-2 20-16d(Face) HGUS26-2 20-I6d(Face) 8 -16d (Joist) 8-16d fAVst) - T11 THDH26-3 20-16d(Face) HGUS26-3 20-16d(Face) 8 -16d (Joist) 8-16d (Joso - T12 THDH28-2 36-16d(Face) HGUS28-2 36-16d(Face) 10 -16d (Joist) 12-16d (JaLO - T13 THDH28-3 36-16d(Face) UGUS28-3 36-16d(Face) 12-16d (Joist) 12-16d (laisi) - T2 JUS26 4 - 10d (Header) LUS26 4 - 10d (Header) 4 -10d (Joist) 4-10d (Joist) - T3 MSH422 22 -10d (Face- Face Max Nailing) THA422 6-16d (Carried Member- Face Mount) 6-10d (Face -Top Max Nailing) 6-IOd(Carried Member- Top Rarge) 6 - 10d (Joist - Face Max Nailing) 22- 16d (Face - ram Mouno 6 -10d (Joist -Top Max Nailing). 2-16d (Face - Top Range) 4-10d (Fop -Tap Max Nailing) 4-I6d(Top -Top Range) - T4 TH026 18-16d(Face) HTU26 II-RVx1-1/2(CaniedMembed 12 -10d xl-1/2 (Joist) 20-10dx 1-Z2 (Carried Member- leox Nailing) 20- I6d (Carrying Member) 20-16d (Canyaig Member- Max Nailing) - TS THD26-2 18-16d(Face) HHU52E2 14-16d(Face) 12 -10d (Joist) 6-16d (Joist) - T6 THD28 28-16d(Face) HTU28 26-10dx1-1/2(CarriedMember- 16 -10d x 1-2/2 (Joist) Max Nailing) 26- I6d (Carrying Member- Max Nailing) :7 THD26-2 28-16d(Fa ce) HHUS29-2 22-I6d(Face) 16-10d (Joist) 8-16d (Joiso - T8 THD46 I8-16d(Face) HHUS,6 14-I6d(Face) 12 -lOd (Joist) 6- I6d (Joist) - T9 THD48 28-16d(Face) HHUS48 22-16d(Face) I6-10d (Joist) 1 j 8-16d (Joist) USP Structural ConngRors j . FILE COPV ^-Alh Name: U S P Addmss: STRUCTURAL I CONNECTORS Customer I A MWOompany Number. I JUS24 (Qty. 1) 1 THDH26-2- THDH28-2 (Qty. 1) THDH28-3 (QV. 1) JUS26 fQtY.- .1) Loft flange 01 V-: D Right 3 RtW4 w flange MSH422 1) THD26 (QV.. 1) TIHD26-2 (Qv,..Z) Left (all Left flange.. tio-,ir 60ist flange THD28 (Qty. 1) 1 THD28-2 ght, flange (W. 1) 1 THD46 u.,3r.,=ucwrai Lonnecmrs flange USPName: STRUCTURAL Address CONNECTORS' Customer A WeWcompaay Contact Number. Left F. flange s� 4 flange THD48 (Qtyl1) USP Structural 115 1 o-re TYPICAL HIPJACK CONNECTION TSTBK MAX 55 PSF MAX ROIOF LOAD 170 MPH EX H=26 MAX 4 24 G? 2. 12M 2x45 NAILED a/ Mw tWLED h a9 r$n 2-16tl me NAZE 1 1WLa 2_i6d toe Islas " d 14 t4 7 16 /6 d d �= am- Ntw� twlLen NAtLID 2=•s;.pe4od:ls each end I6S22012 Mo. 173vOU12•Ift' - A fi - Sala�,7s. V m h DADM (1sf) SPACING 2-0-D lS1 DSFL in 0.) well Ud PLATES capCLL 30A ITT Piztes Increase 125 0 TC .71 Verl(Ll) -OM6-7 >999 3ti0 A4f2U 244119D CDL 16.0 Lumber Increase 125 SC 0.49 Ven(rl) -0-09 6-7 >999 24D CLL 0D1 Rep Slr�s IncNO WB 050 Hoe(TL) -0.01 6 rtra nla COL I"- CodaFRC2010rTP0i7 (Maw") Weigh644m FT-0% LIMMM BRAc:NG TOP CHORD 2x4SYPfA 38 TOP CHORD Structural Intl stmaDdrg dhec9yappGed orG0-0oc pudlns BOrCHORD 214SPNa.2 BDTCHORD Stm,-Zu lwodsheaddrgdbecgyappDMorB44=bmcUu;. WEBS 20 SP No.3 MT ehrermrarnendsalrat Stabdium anre¢rbedwabraclr he Installed during Inks erecgon, In accordance vdth Stabi6a IrslaHaam guide REACTIONS (1b3ize) 4-1630AectanIc42-60a0I0-I5 (mh1. g-1-0),6�BDMedlznld Ma Hcr42-WIi(LC4) Ma Up004-1S6(LC4L 2-3MJLC 4), 6-159(LC e) Ma Cvav4-219(lC 2), 2-734(LC 2). 6-i12(LC 2) FORC:S (m)-Max. Cnmplfta Ten. -All forces 250(b) orles eceptwhen shown. TOPCHORD 2-i1--933f6i5, 11-iZ-856+307,&17-845+903 BOfCHORD 214.-661/&18, 1416-a.997849,7.15.i391618, 7-15-i39A346, o-16--43?7848 WEBS 3-6--9161475 NOTES /) W nd:ASCE7-1a; 170mph (3secand gust) Vasd-132n91%; TCOLS.OpM; SMI.-6.apst; h-Sb: Ca- 14 E p C; Erb, GCpi.ala; MWFPS (elrvelope); care0everlelt and right exposed; lumber DOL-133 pate gdp DOL-133 2)Trds M=Isnot des%ored io mpporla cOlag and Is mtlydmd--d foruse vAlere aesthetics area outsidera0m- 3)Plates checNadfor a plus or minus 0 degreemi2don about ltscenter. j 4)Thls buss has been designed for it 10-0 pst ba0nm chord Avel®d nommrcuneN xltlr any other live toads. 5)' TNs truss h23 been designed fora five load of 21.0psf on the boblmelronf Ina aneaswherea rectangle3S0 ta0 by 24o-g wldeldti 01 beIMM the bottom chard and airy other roembers, j i `tllllllIIII., ' . cEnrs Luz STATE OF IONAI- 1109 COASTAL BAY BOYNTON BC,SL 3343° 10IM112 .,L, TYPICAL ALTERNATE BRACING DETAIL .FOR EXTERIOR FLAW GIRDER TRUSS 12 412d-., PITCH�� TRUSS 24' Q.c. UPLIFT CONNECTION SEE R.00F TRUSS EXTERIOR FLAT GIRDER 4 12d MAX 30" (2'-5") IIIIu1u111 2X6 .#2 SP BOTH FACEB�J��`���icervsF SIMPSON H5 STATE OF ', 1111111111, 1109 BAY ASTAL BOYNTONOBC,FL 33435 r� Im 10/19/12 �0 STANDARD PIGGYBACK TRUSS IFEBRUARY 14. 2012 I CONNECTION DETAIL (PERPENDICULAR) I ST-PIGGY-PERP.I L�J I P I no® U= fu47ek Industries, Inc. DETAIL IS NOT APPUCABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERCESIGNER ARE REQUIRED. NWi ek Ir&sWe , ChesmdWd, MO Page l of l MAX MEAN ROOF HEIGHT-30 FEET BUILDING CATEGORY 11 WIND EXPOSURE B or C WIND DESIGN PER ASCE 7-98, ASCE 7.02, ASCE 7-05100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS: 11.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UP TO 140 LBS MAXIMtoAAT EAOH CONNECTION POINT. 6UODPIG DE IS RESPONSELF FORTHF LOAn FXCEEnINGTH241_ IMITATION AN IM PIGGY-BACKTRUSS (CROSS-SECTION VIEWATTACH PtGGYBACLCTRU55 Refertoactual trssdesign drawing for FACHPLTO GYBACTRUSSK RU addriallal piggyback Voss ildmma-ion. (2) -1fid (0.131- X351 NAILS TOENAILED. I NEARSIDE FAR SIDE NOTES FORTRUSS: 't 1 I THIS DETAIL IS VALID FOR ONE -FLY PIGGYBACKTRUSS ONLY: 2.1 THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS F R-LARCH LUMBER: 3. THE SPACING OF PIGGYBACKTRUSSES AND BASE TRUSSES IS2FTORLESS: 4. THE PIGGYBACKTRUSSES SHOULD BE PERPENDICULARTO BASETRUSSES. 5: PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS I OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT .. I �.� OS S.k_ FLATTOP CHORD `��� \' �GFNS • <C� ��i OFBASETRUSS . i *=*� BASE TRUSS (SIDE VIEW) _ Refer To actual truss design drawing _ -O • � 1 for additional base truss information. —7D'• LL_ �:0) STATEOF NOTES FOR TOENAIL• 1•W(THl'HTOE-NAILS EMERgBEAANDDRIVEN STARiAT AN ANGLE OF THELEN3GTHOFDEGREES THE -1/,/ONAV-\�`\��•� NAIL FROM THE MEMBER END AS SHOWN. 1109 COASTAL BAY 2. THE END DISTANCE. EDGE DISTANCE. AND SPACING OF BOYNTON BC , FL 3 3435 NAILS SHALL BE SUCH ASTO AVOID UNUSUAL SPLITTING OFTHEWOOD. '10/19/3.2 4 C �.k� 6 r3� �H F{EEBBRUAAR{{Y 14�, 2012 Standard Gable End Detail SHEET 2 u LJL.J O MTek hidustrixS Cheerfiek'. MO PBge 2 Of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD �® Trusses @ 24" o.c. HORRO CTIOM . I 2XS DIAGONALBRADE SPACED 48. O.C. {SEE SECTION AAL) _ ATTACHED T0 VERTICAL WBH h)-i Sd HED MITeklndasWes,Inc. Roof Sheathing-, TOARAONWIRENAGSA111dCOND MaNI TOBLOCKINGE NAI S -IDd COMMONS. T-3- Max. DESIGNEROR PLANE 'ADS IOFTHE GABIEENDS ZX 4 PURLIN FASTENED TD FOUR TRUSSES WITH TWD ISd NAILS EACH. FASTEN PURLIN \ TO BLOCIaNG WITWO IEd NAILS{MM) D)ag. B@CB at 113 points �' \ \ PAOVME2i4BLOCKRNG BETWEEN THE TRU AND BNOTI-0 it needed \ ON EITHER SmEASPPOMINGTHE TOENAILBLE A TOTINUSS5WHH(Z)-1pdNAILSATEACHI ATTACH DIA-=L'0RACETOBLO=G WI End Wall (5) -10d COMMON WIRE NABS. _ ��.,-:k, _�•,:�-_� .::�.•-�-. METHOD 2 UEMBER5 W ITH ONE ROW C FOR W IND SPEEDS CREATE MEMBERS W ITH TWO HOW S T' I CEILING SHEATHBNG BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES BEOFTHESAME: .'CE7.88,02,05),ISD Xe') NAILS SPACE[ NOTE: THIS DETAIL ISM BE USED ONLYFOR STRUCTURALGABLES W OH INLAYED Si UDS.TRUSSES WITHOUT W LAYED SJUDSARENOi ADDRESSED HERE. STA?IDARD I GABLETIiUSS AN ADEQUATE DI, BE PRESENTTOI CHDRO TO RESIS INTHIS DETAIL IS _-;• N 34869 D : = - 9 lywy W` �� _ STATE OF .� •••.�COR.OP.: 1109 COASTAL BAY BOYNTON BC,FL 33435 FILE COP It 10 STANDARD FEBRUARY 14. 2012 I N I TRUSS CCONNECTBACK DETAIL I ST.PIGGY--PLATE I�LJIJ O. 000 000 LJ� /LJLJ Wrek Industries, Inc. This detail is applicable for the following wind cond*nm' I ASCE 7.98, ASCE 7-M ASCE 7-05, ASCE 7-10 VWmd Standards under a4 enclosure and exposure Conditions as long as no uplift exceeds 377lbs. Refer to actual piggyback truss design drawing for upf, . NOTE.• This Detail is valid for one ply buses spaced 24-o.c. or less. PIGGYBACKTRUSS Refer to actual truss design drawing for add6onal piggyback truss irdormatim r r %% r/ r ' t .1 SPACE PUPLINS ACCORDING TO THE tAXAMUM SPACING ONTHE TOP CHORD OFTHE RASE TRUSS (SPACING NOT TO EXCEED 24-O.C.). A PURLINTO RE LOCATED AT EACH RASE TRUSS JOINT. t-•" d J r r Mlrek umvmles, Chasteftld. MO Page 1 of 1 Attach piggyback truss to the base truss m t 3'x8' TEE -LOCK Mini -Use connection plates spaced 48' o.rr Plates sha0 be Ipressed into the piggyback VMS at 48' o.c. staggered from each face and nailed to the base truss tvrh four (4)- lid (I-Tx0.099') nails in each plate to achieve a maximum uplift capacity of 3-17 lb at each 3'x8' TEE -LOCK Multi -Use connection plate. (Mhmnum of 2 plates) Attach each purfln to the top chord of the base truss. (Purrms; and Connection by others) BASE TRUSS Refer to actual truss design drawkrg for additional base tress information. Sl .......... Luz STATE OF 1109 COASTAL BAY BOYNTON BC,FL 33435 3-0/19/12 c !4 � i FEBRUARY 14, 2012 L = Ao_ MPTek Industries, Inc. SECURE VALLEY TRUSS W/ONE ROW OF16d NAILS 6"O.C. TRUSSED VALLEY SET DETAIL I ST-VALLEY SYP GA9IEEND. MTek IMu9des, Chesb+"ew. MD Page 1 d 1 GENERAL SPECIFICATIONS 1. NAIL SIZE =15' X DA31' =15d 2 INSTALL VALLEYTRUSS6 (24• D.C. MAXIMUM AND SECURE PER DEI•AILA 3. BRACE VALLEY WEBS IN ACCORDANCE W RN THE INDIVIDUAL DESIGN DRAWING& 4. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING 1LLEYTRUSS SPACING. VAUEYTRUSSTYPICAL ATTACH 2A CONTINUOUS NO.2 SYP TO THE RCOF W/TWO 16d (0.131' X 3.5') NAILS INTO EACH SASE TRUSS. DETAIL A (MAXIMUM V SHEATHING) N.T.S. GA9LEEW. COMMON TRUSS OR GIRDER TRUSS ASCE 7-05 12D MPH 10A2 KTOP CHORDlOTALL LOAD sp,Pg�14WIl l/! KSPACING-24.O.C.IBASE7>1.1 "MUM REDUCED DEAD` N�F�_,'2Y9F"•.'� �i� ONTRETRUSSES �v:•'L1GEN3�c••;fi�. * - N 34869 -_ -- Lul o to STATE OF Al- 1104 COASTAL BAY BOYNTON BC,FL 33435 FILE COPY u®uUU L-9T= o�® MIT& Industries. Inc. 2. 3. MAW: TOENAIL SINGLE SHEAR VALUES PER NDS 2001 (i6)nall) DIRK SVP DF HF SPF SPFS Z .131 BeE 86.6- 699 MA 59.7 o .135 935 BS 6 742 72.6 63.4 .162 106E 99.fi BEA 645 - 73.0 eri Z .128 742 679 5B9 57E 509 .131 759 I5.5 603 59E 50 trt1 .148 1 R14 1 745 1 64E 1 631 1525 m VALUES SYOV%l ARE CAPACITY PER TOE -NAIL APPUCAEE DURATION OF LOAD INCREASES MAY BE APPDEDI EXAMPLE (3)-16d NAILS (.167 d®n.X 3.91 WITH SPF SPECIES BOTTOM CHORD Forload duration increase of 1.15; 3 (nails) X 84.5 (1111mil) X 1.15 (DOL) = 291.5111 MaaimUm Capacity ANGLEMAY VARY FROM 30• TO So' 45.00' ANGLE MAY VARY FROM 30'TO 60. L DETAIL I ST TOENAIL SP IATeklndmtrieS.Ontafield.NO Page l oFl EOF45DEGREESWITHTHEMEEA BER G OF NAILS SHALLBESUCH OFTHETWO SPECIES j THIS DETAILAPPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEMSHONNAREFOR ILLUSTRATION PURPOSES ONLY SIDE VIEW W.''-4) 2 NAS i NEARSIDE NEARSIDE 45.00• 510E VIEW 3fM S NEAR SIDE FvF NEAR SIDE NEAR SCE ANGLE MAY VARYFROM 30' TO So' 45.00' ``lLttl lll,1jj� T9 9Y* �p L. 3.0/19/12 STATE OF : • �`. . •'••.gOR1DP GN�� 1109 COASTAL BAY BOiiNTON SC, FL 33435 G OCTOBER 1, 2006 DJIJLJ Ooo t_1VL-_IIJ MTek Industries. Ina SIDE VIEW FAR, SIDE UPLIFT TOE -NAIL DETAIL ST-TOENAI Mrrek IMustries, Ctommfield. Mo ' Page 1 of 1 NOTES. 1. TOE NAILSSHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THEMRVISE2 END AS SHOWN. 2. THE END CISTANCE-EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER. VALUE OFTHE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SIDE VIEWS SHOWN ARE FOR 81LSIRATIOV PURPOSES ONLY TOE -JAIL WITHDRAWAL VALUES PER NOS 2001 (Ibinall) CIAM. SYP DF HF SPF gF-S co .131 585 46.1 3IS 1 291 203 O .135 60.3 475 32B M7 209 J H .162 I 123 579 39.1 36.0 25.1 M (9 .128 53.1 47 26.7 77.0 18.4 91 .131 542 428 293 273 109 r .146 SIA 403 332 31.3 213 m c� .120 459 �4 23.4 159 O .728 49.0 38.fi 265 259 17.0 b .131 50.1 395 27.1 25.5 17.4 '4 _143 56.6 44.6 39.8 269 19.6 VALUES SHOWN ARE CAPAQWPERTOE-NAIL APPLICABLE DURATION OFLOAD INCREASES MAY BEAPPUED. EXAMPLE (3) - 16d NAILS (.162' darn. X 3.5-)WITH SPF SPECIES TOP PLATE For Wtnd DOL of 133: 3 (nails)X36b (Ilvnail)X 1.33 (DOL forwind)= 146311b Mwdmum Allowable Uplift Reection Due To Wind Far 4Mnd DOL of 1.60: 3 (nals) X 36.6 (lb1naB)X 1.60 (DOL forwind) =176.61b Maximum Allowable Uplift Reaction Due To Wind Ifthe uplift reaction specified on IheTruse Design Drawing Is more than 145.81bs (176.6lbs) another mechanical uplift connection must be used. USE (3) TOENAILS ON 2A BEARING WALL ^'USE (4) TOENAILS ON 2S BEARING WALL END VIEW 10/19/12 ;,'`•' J"cENa' idaz ��• _ STATE OF �� �///, I NIA1.71�. 1109 COASTAL BAY BOYNTON BC,FL 33435 FR.E COPY RECEIVED SEP 24 2015 BOUNDARY SURVEY d ®R1H'1LBOARD I �1,G 15o6-diyy DESCRIPTION: / I/ LOT 9, BLOCK 10, PALM BREEZES CLUB, AS RECORDED IN PLAT BOOK 49, PAGE 32, PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA SURVEYOR'S NOTES: 1. THIS SURVEY IS PREPARED FOR: RENAR DEVELOPMENT COMPANY. 2. THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND/OR RIGHTS -OF -WAY OF RECORD. 3. VISIBLE ENCROACHMENTS ARE AS SHOWN. 4. ELEVATIONS SHOWN HEREON ARE BASED ON N.A.V.D. OF 1980. 5. NOTICE: THERE MAY BE ADDITIONAL RESTRICTIONS THAT ARE NOT RECORDED ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. S. THIS SKETCH IS THE PROPERTY OF TERRY L. MACDEVITT AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT THE PERMISSION OF TERRY L MACDEVITT IN WRITING. 7. BEARINGS SHOWN HEREON ARE BASED ON THE NORTH LINE OF LOT 9. WHICH BEARS N.61"31'36"E. ALL BEARINGS ARE RELATIVE THERETO. 6. BOUNDARY DIMENSIONS SHOWN ASE PER PLAT AND FIELD MEASUREMENT UNLESS OTHERWISE NOTED. 9. CITY WATER AND SEWER IS AVAILABLE 10. LANDS SHOWN HEREON LIE WITHIN ZONE "K" ACCORDING TO THE FLOOD INSURANCE RATE MAP PANEL NO. 12111CO160 J, DATED FBRUARY 16, 20L2 11. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SITE PLAN INFORMATION PRIOR TO CONSTRUCTION DESCRIPTION I DATE I BY TERRY L. MACDEVITT I FORMBOARD TIE 1 91,4115 1 MJM PROFESSIONAL LAND SURVEYOR MARLING ADDRESS: 1810 S.A. CYCLE STREET PORT ST. LUCIE, FLORLDA 34953 VOICE (772)-528-7192 - a, DMIM an MJM MIT Hama 5 P" �® ay, 77M a A. �: " Ne.15-025 �1 " 1 CERTIFIED TO: HOMELIFE TITLE, LLC SHAYNA M. BECHTEL P.A. ATTORNEYS TITLE FUND SERVICES, LLC RENAR DEVELOPMENT COMPANY HARBOR COMMUNITY BANK RENAR HOMES, LLC NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. O Ke_v1sD_ �ywth SefFbc(r, rz(o,Is BOUNDARY SURVEY SITE PLAN DESCRIPTION: / !/ LOT 9, BLOCK 10, PALM BREEZES CLUB, AS RECORDED IN PLAT BOOK 49, PAGE 32, PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA SURVEYOR'S NOTES: 1. THIS SURVEY IS PREPARED FOR: RENAR DEVELOPMENT COMPANY. 2. THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND/OR RIGHTS —OF —WAY OF RECORD. 3. VISIBLE ENCROACHMENTS ARE AS SHOWN. 4. ELEVATIONS SHOWN HEREON ARE BASED ON N.A.V.D. OF 1988. 5. NOTICE: THERE MAY BE ADDITIONAL RESTRICTIONS THAT ARE NOT RECORDED ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 6. THIS SKETCH IS THE PROPERTY OF TERRY L MACDEVTIT AND SHALT. NOT BE REPRODUCED IN WHOLE OR PART WITHOUT THE PERMISSION OF TERRY L. MACDEV17T IN WRITING. 7. BEARINGS SHOWN HEREON ARE BASED ON THE NORTH LINE OF LOT 9. WHICH BEARS N.61"31'36"E. ALL BEARINGS ARE RELATIVE THERETO. B. BOUNDARY DIMENSIONS SHOWN ARE PER PLAT AND FIELD MEASUREMENT UNLESS OTHERWISE NOTED. 9. CITY WATER AND SEWER IS AVAILABLE 10. LANDS SHOWN HEREON LIE WITHIN ZONE "X" ACCORDING TO THE FLOOD INSURANCE RATE MAP PANEL NO. 12111CO160 J. DATED FBRUARY 16. 2012 11. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SITE PLAN INFORMATION PRIOR TO CONSTRUCTION TERRY L. MACDEVITT }a" PROFESSIONAL LAND SURVEYOR CERTIFIED TO: HOMELIFE TITLE, LLC SHAYNA M. BECHTEL P.A. ATTORNEYS TITLE FUND SERVICES, LLC RENAR DEVELOPMENT COMPANY HARBOR COMMUNITY BANK RENAR HOMES. LLC I „tO! F P.EkR I©�—S TECH REVISIONS NOT VALID WITHOUT THE SIGNATURE DESCRIPTION DATE BY AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. `a 012 MAILING ADDRESS: 1610 S.W. CYCLE STREET PORT ST. LUCIE, FLORIDA 34953 �D enoa P� VOICE (772)-528-7182 TLM �, 5 06 15 TERRY L MACDEVITf Jm x> s�t1 a 1 PROFESSIONAL SURVEYOR k MAPPER Ax.,nt-0 15-025 - U t, Prepared by and Return to: Law Offices of Shayna M. Bechtel, P.L. 3731 NE Pineapple Avenue, Suite A Jensen Beach, FL 34957 NOTICE OF COMMENCEMENT Pemrit No. Parcel ID: 2310-500-0185-000/3 STATE OF FLORIDA COUNTY OF SAINT LUCIE The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement.. 1. Description of property: Lot 9, BLOCK 10, PALM BREEZES CLUB, according to map or plat thereof as recorded in Plat Book 49, Page 32, Public Records of Saint Lucie County, Florida. 2. General description of improvement: Single Family Dwelling 3. Owner information: a. Name and address: Renar Homes (Momingside), LLC 3731 NE Pineapple Avenue, Jensen Beach, FL 34957 b. Interest in property: Fee Simple c. Name and address of fee simple titleholder (if other than Owner): N/A 4. Contractor: Renar Development Company, 3731 NE Pineapple Avenue, Jensen Beach, Florida 34957; Telephone number: (772) 692-7800 5. Surety: N/A 6. Lender: Harbor Community Bank, 2222 Colonial Road, Fort Pierce, Florida 34950 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: None. 8. In addition to himself, Owner designates Harbor Community Bank to receive a copy of the Lienor's Notice as provided in Section 713.13(b), Florida Statutes. 9. Expiration date of notice of commencement: (The expiration date is 1 year from the date of recording unless a different date is specified.) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SIRE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Signa £Owner, Rhonda S. Rowe, Manager Renar Homes (Momingside), LLC STATE OF FLORIDA COUNTY OF MARTIN The foregoing instrument was acknowledged before me on this 180, day of April, 2015, Rhonda S. Rowe, who produced identification and who did take an oath. [Notary Seal] Notary Public Unde penalties of perjury, I declare that I have read the foregoing and that the facts stated in it are true to the best of my ow, and belief. kf("Ad' JiLrCl igna f Owner, Rhonda 9. Rowe, Manager Renar Homes (Momingside), LLC � U L' OFFICES OF SHAYNA M. BECI ,L 3731 NE Pineapple Avenue Suite A, Jensen Beach, Florida 34957 Telephone (772) 225-5830 / Facsimile (866) 843-2241 SETTLEMENT AND DISBURSEMENT STATEMENT BORROWER: RENAR HOMES (MORNINGSIDE), LLC FILE NO.20150017 LENDER: HARBOR COMMUNITY BANK PROPERTY: LOT 9, BLOCK 10, PALM BREEZES CLUB PROPERTY ADDRESS: 9306 BREAKERS ROW, FORT PIERCE, FLORIDA SETTLEMENT DATE: MAY 15, 2015 DISBURSEMENTS: ITEM RECIPIENT AMOUNT Appraisal Fee Clair Appraisals, Inc. $ 350.00 Construction Inspection Fee Clair Appraisals, Inc. $ 600.00 Flood Certification Fee Core Logic Flood Data Fee $ 10.00 Settlement Fee Shayna M. Bechtel, PL $ 50.00 Title Endorsement/FF9 ORNTIC/Shayna M. Bechtel, PL $ 7.80 Wire Fee Shayna M. Bechtel, PL $ 10.00 Shipping & Postage Shayna M. Bechtel, PL $ 10.00 RECORDING CHARGES: NOC & Certified Copy Clerk of the Court $ 13.00 TOTAL CLOSING COSTS DISBURSEMENTS $ 1,050.80 LOAN TRANSACTION SUMMARY Principal Amount of Line of Credit $500,000.00 Total Construction Holdback $108,006.00 10% Construction Advance $ 10,800.60 Less LIP Contribution $ (0.00) Less Closing Costs $ 1,050.80 CASH [] FROM [ X ] TO Borrower $ 9,749.80 The undersigned hereby acknowledge that they have reviewed the forgoing Settlement and Disbursement Statement and agree that is accurately sets forth the aspects of the transaction and do further hereby authorize and direct the Closing Agent to disburse the expenses of the Loan Closing in the manner and to the persons described above. RENAR HOMES (MORNINGSIDE), LLC, a Florida limited liability company Lisa Myield, Manager/Member