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SUBMITTED PAPERS
Al I APPLICARLF INFO MUST RF COMPLETED FOR APPLICATION TO BE ACCEPTED Date: SCANNED Permit Number: N v:...,F::: u BY JUN 3 0 2015 St. Lucie County Public W Building Permit Application st. Luara..arork F� Planning and Development Services Lin t36 Building and Code Regulation Division 2300 Virginia Avenue, Fort Pierce FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Commercial Residential X PERMIT APPLICATION FOR: Building I PROPOSED IMPROVEMENT LOCATION: III Address: 6483 ALEMENDRA Legal Description: 6/7 34 39 ALL THAT PART LYING NORTHEAST OF 95 Property Tax ID #: 1306-111-0001-000/0 Lot No, 6483 Site Plan Name: FAIRWAYS Block No. Project Name: Setbacks Front Back: i.(31 Right Side: )a'G" LeftSide: Cs`J' (VLt DETAILED DESCRIPTION OF WORK: II MOBILE HOME REPLACEMENT: SINGLE FAMILY RESIDENCE - 3 BEDROOM / 2 BATH / GARAGE I CONSTRUCTION INFORMATION: III ✓ZHVAC UGasTank Z✓ Electric 0 Plumbing Total Sq. Ft of Construction: 2,275 Cost of Construction: $ 58,000 Piping I Shutters Windows/Doors nklers Generator 0 Roof S Ft. of First Floor: 2,275 Utilities: Sewer E]Septic Building Height: 0 W N ERAESSE E: CONTRACTOR: Name WYNNE BUILDING CORPORATION Name: MATTHEW LYLE WYNNE Address:8000 SOUTH US HWY. 1 SUITE 402 Company: WYNNE DEVELOPMENT CORPORATION City: PORT ST. LUCIE State: FL Zip Code: 34952 Fax: (772) 878-7656 Phone No. (772) 878-5513 Address: 8000 SOUTH US HWY. 1 SUITE 402 City: PORT ST. LUCIE State: FL Zip Code: 34952 Fax: (772) 878-7656 Phone No. (772) 878-5513 E-Mail: Fill in fee simple Title Holder on next page (if different from the Owner listed above) E-Mail: State or County License: 8898 If value of construction is $2500 or more,a RECORDED Notice of Commencement is required. I SUPPLEMENTAL CONSTRUCTION LIEN LAW INFORMATION: NEER: x Not Applicable Name: BRADENBBRADEN Name: Address: 417 COCONUT AVE. Address: City: STUART State: FL City: State: Zip: 34996 Phone: (772)287-825e Zip: Phone: FEE SIMPLE TITLE HOLDER: x Not Applicable Name: Address: City: Zip: Phone: MORTGAGE COMPANY: BONDING COMPANY: _Not 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 commencing: work or recording. your Notice of Commencement. Signature of'Own`er/ genf/ Lessee '• - ' Signature of Co`n'fraGfor/Cie H"� o13�e� STATE OF FLORIDA STATE OF FLORIDA COUNTY OF st_ Lucie COUNTY OF cf _ Ta,rie The forgoing instrument was acknowledged before me The forgoing instrument was acknowledged before me this �R day of June 20 i}@Xby this 29 day of June 20by 15 Matthew Lyle Wvnne Matthew Lyle Wynne (Name of person acknowledging) (Name,of person acknowledging.),, (Signature of Notary Public - State ida) ign ure of Notary Public- Stat orida ) Personally Known X OR Produced Identification Personally Known X OR Produced Identification Type of Identification Produced Type of Identification Produced Commission No. Commission No. (Seal) ,R�eiJ',dj,;' SUSM1MAf3EE aaM'n;F•;;. SUSANMAGEE EXPIRES: February 23, 2019 EXPIRES: FehV.,���,e��rr 4164164179 II -NCH• ` Ba d'mNtblaryPubrw UndamiFit �1 ���•• Bontletl Thru No Sntl�n' Revised 07/15/2014 rrt • £ 1W REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER REVIEW EVIEW REVIEW REVIEW REVIEW REVIEW DATE COMPLETE INITIALS CA&M PLANNING AND DEVELOPMENT SERVICES DEPARTMENT BUILDING AND CODE REGULATIONS DIVISION 2300 VIRGINIA AVE FORT PIERCE, FL 34982 (772) 462-1553 Fax (772) 462-1578 PERMIT RENEWAL REQUEST ?� PERMITNUMBER: �5 �0353 ADDRESS: / !O 11, \ �+ I, am requesting that the above permit be renewed. I understand that I must schedule an p' d ass a' ll required inspections for the permit to be finaled. Further, understand that this is a ONE TIME RENEWAL and the permit shall expire should I not receive a passing inspection during any six Lmonth period during the retlewal period. Justification U tiQ n o 70 AP )n 1 0 D i v tn) n-4 JG1 O i Q I;'"Il ozz i (I� c �s L214�4 //= e)— 16 OWNER/BLDR OR CONTRACTOR SIGNATURE DATE //� (r A l 1�f p tQ2 ij h ) !A / 5S-n ; " f Print Name STATE OF FLOWDA COUNTY OF k• �-oc �� ACKNOWLEDGED BEFORE ME TIES 1—DAY OF ky 0V , 20—�(—:;-- BY `6 O \ `t \ t -04, .O J�SSq' � WHO IS PERSONALLY KNOWN TO ME , OR HAS PROVIDED \ Q 1' AS IDENTIFICATION. STATE OF FLORIDA, County of S\� ' i' C 1 SIGNATURE OF NOT Y FOR OFFICE USE ONLY: ":p{C;•",. DEANNA MARIE GIVENS MY COMMISSION#GO D22023 SEAMPIRES: December 16, 2020 10liondediluu Notary Pubfrotlnderwrders 11 Number of Open Inspections: Total Inspections: (Divide open by total to get % of open inspections) Percentage: Original permit fee: x % open = $ Renewal fee Example: [15 divided by 23=.65(%)] $175(permit fee) x.65=$113.75 (renewal fee) Revised 721/2014 r Professional Insulators of South Florida FTC Insulation Installation Certificate To: 1St Lucie County Date: February 9, 2017 Re: Lot/BIOCk: Address: 138 No ales Project: The undersigned hereby certifies that insulation has been installed in the above described property as follows: 1. Exterior CBS walls have been insulated with: Spray -on Cellulose Thickness in inches: Fiberglass Blankets Manufacturer: Fi Foil Rock Wool Blankets Density: X Aluminum F091 R-Value: R 4.1 Rigid Board Polystyrene Other S. Celliugs (level) -have been insulated with: " ' - rsy=on Celio4pse" " Thickness in inches: 11.1" X Fiberglass Blown Manufacturer: Climatepro Reek Wool Blankets Density: Aluminum Foil R-Value: R-30 Polyurethane Open Cell SPF Ceilings (inaccessible) insulated with: Spray -on Cellulose Thickness in inches: 9.5" X Fiberglass Blankets Manufacturer: Johns Manville Ignition Barrier Density: Fiberglass Blown R-Value: R 30 Cellulose Loose Fill Open Cell SPF 3. interior kneewalls have been insulated with: Fiberglass Blankets Thickness in inches: Fiberglass Loose Fill Manufacturer: Rock Wool Density: Fiberglass Blown R-Value: Cellulose Loose Fill Open Cell SPF 4. Garage partition walls of A/C living area have X iFiberglass Blankets been insulated with: Rock Wool Thickness in iuches: 3.5" Polyurethane Manufacturer: Johns Manville Spray -on Cellulose Density: Open Cell SPF R-Value: R-11 5. The following have been insulated: `,�4�µl p•IIl�I�IIr y:C •ppp� ;o w Sa; rrrr -APal�oa •�• ,:C1254041 WrtVerE Btrt[ nttuo Coap, General Contract/Builder CB Professional Insulators of South Florida, Ina insulation Contractor R 669-1 Z000/z000d to-1 999L8LRLL da00 6uiplin8 euuAM -WM 60:86 Ll,- 13-30 Planning & Development Services Building & Code Regulation Division 2300 Virginia Ave Fort Pierce, is 34982 772-462-2165 Fax 772-462-6443 Request for 30-Day Temporary Power �.Release -Date: `�\� 2 ►� 1 Permit Number: VSd Q ProjectAddress: L9\� ✓ J'���[1no� THE UNDERSIGNED HEREBY REQUEST RELEASE OF ELECTRICAL POWERTO THE ABOVE DESCRIBED PROPERTY, FORA PERIOD NOT TO EXCEED THIRTY (30) DAYS, "FOR THE PURPOSE OF TESTING SYSMMS AND EQUIPMENT IN PREPARATION FOR A FINAL INSPECTION. IN CONSIDERATION OF APPROVAL OF THE REQUEST WE HEREBY ACKNOWLEDGE AND AGREE AS FOLLOWS: I. This tempoiary power release is requested fbr the above stated purpose only, and there will be no ooeupaney of any type, other than that perrntttad by construction during this time period. 2. As witness by our signatures, we hereby agree to abide by all terms and conditions of this agreement, inducting Building Division Polley, which is incorporated herein by reference. 3. All conditions and requirements listed in the attached document entitled "Requirements for 30 Day Power for Testing' have been fulfilled and the premise is ready for compliance inspection. ' 4. All requests for an extension beyond 30 days must be made in writind to the Building Official stating the reason for the request. Power maybe removed from the site and/or a Stop. Work Omer issued if the Final Inspection has not been approved within 30 days. A fee of $100.00 will be required to IAt the Stop Work Order. WE HEREBY RELEASE AND AGREE TO HOLD•HARMLESS, ST. LUCIE COUNTY, AND THEIR EMPLOYEES FROM ALL LIABILITIES ACLA IMS AIMS OF ANY TYPE OF NATURE WHICH MAY ARISE NOW OR IN THE FUTURE OUT OF THIS TRANSACTION, INCLUDING ANY DAMAGEWHICH MAY BE INCURRED DUE TO THE. DISCONNECTION OF ELECTRICAL POWER IN THE EVENT OF VIOLATION OF THIS AGREEMENT. RECEIVED AP" 14 991' rV.A_, 7AAAhAAA1 000-1 onwofo7ir dire Rtiinl im 01111M -immi cc_ni ai _t,i_rn L98-� t000A000d GM-1 999L8L8UL daoO suiplin8 auuAM -WOaA LS:LO 9L,-VL-tO - --'� -7.D APR 0 6101'- t —.-. ,,_„ _ , �. .,�.... Professional Insulators of South Florida FTC Insulation Installation Certificate To: ISt Lucie County bate: March 28, 2016 Re: I Lot/Block. Address: 16483 Alemendra Street Project: Fairwa The undersiuned herehv certifies that insulation has been installed in the above described nrooerty as follows: 1. Exterior CBS walls have been insulated with: Spray -on Cellulose Thickness in inches: lFiberglass Blankets Manufacturer: Fi Foil Bock Wool Blankets Density: X Alamiuum Foil R-Value: R 4.1 Rigid Board Polystyrene Other 2. Ceilings (levee have been insulated with: Spray -on Cellulose Iffi o iess in-ine7ies: ' .- - - — _ . < Flbergiaqs-Mown- Manufacturer: Johns Manville Rock Wool Blankets Density: Aluminum Foil R-Value: R-30 Polyurethane Open Cell SPF Ceilings (Inaccessible) insulated with: Spray -on Cellulose Thickness in inches: 9.5" X Fiberglass Blankets Manufacturer: Johns Manville Ignition Barrier Density: Fiberglass Blown R-Value: R-30 Cellulose Loose Fill Open Cell SPF 3. Interior kneewalls have been insulated with: Fiberglass Blankets Thickness in inches: Fiberglass Loose Fill Manufacturer: Flock Wool Density; Fiberglass Blown R-Value: Cellulose Loose FBI Open Cell SPF 4. Garage partition walls of A/C living area have X Fiberglass Blankets been insulated with: Rock Wool Thickness in inches: 3.5" Polyurethane Manufacturer: Johns Manville Spray -on Cellulose Density: IOpen Cell SPF R-Value• R-11 5. The following have been insulated: aays{�N!!+{gcbi :;►� '.,, « r��•+,``a WYNNE BUJIMING CORP. General Contract/Builder CDC1254041 Competency Professional Insulators of South Florida, Inc, Insulation Contractor By: 69L—A 6000A000d ttg-1 999L8L8ZLL da00 suipiing auuAM —WMt 9ti:60 U , 80—ti0 Planning & Development Services Building & Code Regulation Division 2300 Virginia Ave Fort Pierce, Fl. 34982 772-462-2172 Fax 772-462-6443 CER71FXCATE OF TERMITE TREATMENT CONSTRUCTION SAIL TREATMENT PERMIT #: PEST CONTROL CONTRA PEST CONTROL LICENSE JOB ADDRESS: 6�83 l e &yeAja F6ci i�41 bu 7 41�� _1.Ap/V din II Gdvt. We, the undersigned, hereby certify that we have pretreated the above described construction for subterranean termites in accordance with the standards of the National Pest Control Association. Square feet if area treated: r�� Chemicals used: a JP.i L � Percentage of solution:/ o Q 6 Date of Treatment: _Footing 1' Treatment !Re -Treat _Driveway 151 Treatment _Re -Treat _Other 1s� Treatment Re -Treat Total gallons used: - I I'). Time of Treatment: 2 : d d Slab �1't Treatment _Re -Treat _Pools _1�t Treatment —Re-Treat Perimeter for Final Inspection Signature of F_xtermiIto r Note. There must be a completed form for each required treatment orre-treatmentand this form must be on the jab site to be picked up by the Inspector at time of each Inspection or the scheduled Inspection W11 fall and a•re-Inspection fee charged. FBC104.2.609fffitateofProtecUveTreatmentforprevendonoftermites AweatherresistantJobsitepostingboard shall be provided to receive duplicate Treatment Certifitates as each required protective freatrnentie completed, providing a copy for the person the permit is issued to and another copyfor the building permit files The Treatment certificate shall provide the product used, Identity of the applicator, time and date of the treatment, site location, area treated, chemical used, percent concentration and numberofgallons used, to egtabllsh a vedfiable record of protective treatrnent. If the soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. St Lucie County requires for the final inspection for C®; a Permanent Sticker to be placed on the electrical panel box cover, listing all the treatments and dates of applications- on KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSMQKSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 SOIL COMPACTION REPORT ASTM D 1667 and ASTM D 2922 DATE TESTED October 6, 2015 KSM JOB # : 152146-1d/ES/ct PERMIT # 15060553 CONTRACTOR Wynne Development JOB LOCATION 6483 Alamandra Spanish Lakes Fairways Ft. Pierce, Florida ITEM TESTED Compacted Foundation Fill TEST LOCATION DEPTH *PEN DRY MAX. DRY PERCENT OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N.E. 0" - 12" 40 107.1 111.9 95.7 2. N.W. 38 110.1 98.4 3. Center 40 107.3 95.9 4. S.W. 36 108.0 96.5 5. S.E. 40 106.5 95.2 Soil Description: Brown and Gray Sand In Place Moisture: 113.0 , I I I I I 7.9 Percent W I E I I I I I Optimum Moisture: G 112.0 _� .._..I .._,.I I .•_,• I .,_•, I ••_„ I ••_„_ I I I 11.0 Percent H I I I I I I Max. Dry Density: T 111.0 j— _..�.._.. .._..j .._.. .._.. .._.._ 111.9 P.C.F. P I I I I I I I @Test Locations The • c 110.0 • I — F_ I I I I • 1 —'T' —"T" ..T..—"- Density & Penetrometer p I I I I I Readings Indicate the I 1o9.o—••—••. .,_.,I „_,•I ••_•,_„_••_ Degree of Compaction Meets. I I I I Minimum Required I I I I for Un t:ak1d6 tRvlaion t R 108.0 P@s4. ? h r1 Natural Grade. y 8 9 0 .11i ' , 14 OC11 2 ^i oisture - % of D�y�%Oht . e°• No. gJttbe E.4e er, P.E. s, 9 .TAT e ' Building Department 37293SI Lpc. No.: 860 / Julie E. Keller, P.E.: 68366 n� � "/i KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377 SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-5469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 DATE TESTED October 6, 2015 KSM JOB # : 152146-1 d/ES/ct PERMIT # 15060553 CONTRACTOR Wynne Development JOB LOCATION : AIamandra (�y$3 Spanish Lakes Fairways Ft. Pierce, Florida ITEM TESTED Compacted Foundation Fill TEST LOCATION DEPTH 'PEN DRY MAX. DRY PERCENT OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N.E. 0" - 12" 40 107.1 111.9 95.7 2. N.W. 38 110.1 98.4 3. Center 40 107.3 95.9 4. S.W. 36 108.0 96.5 5. S.E. 40 106.5 95.2 Soil Description: Brown and Gray Sand In Place Moisture: 113.0 I I I I I 7.9 Percent W I E I I I I I Optimum Moisture: 112.0 .._..� ••—•• I •._•• I .._•- I .-_-- I ,._•._ I I I I 11.0 Percent H I I I I I I Max. Dry Density: T 111.0—••_..�.._.. .._...._.. ' .._.. } .._.._ 111.9 P.C.F. P I I I I I I @Test Locations The c 110.0 j-••—••�-••• I I I I I ••T••—••T••—••T•• ••T ••—••- Density & Penetrometer p I I I I I Readings Indicate the I 109.0 �.._.._.._. I ,.,_••I _ _,•_, _, _, _ Degree of Compaction Meets, I I I I I Minimue�Rlj Uit�d,,,B D I I I I I I for Q kt?dtot /i'i6 atural Grade. R108.0 8 9 10 11 12 13 14 peully Subm s s$IF Moisture - % of Dry Weight " RECEIVED OCT 14 - E- dtt i,hlakes.com Fax aii>Y Lucie County Building Department G. Keller. nald o. No.: 860 / Julie E. Keller. P.E.: 68366 10/07/2015 15:29 772589FaFQ KSM ENGINEERING PAGE 02/05 IV401 S Z%L—iJWj KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377 SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845.7445 wwwAsmengineering.net MELBOURNE (321) 768-8488 FAX (561) W-8876 E-Mail. KSMOKSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.:5693 FAX (772) 589-6469 SOIL COMPACTION REPORT ASTM D 1657 and ASTM D 2922 DATE TESTED October 6, 2015 PERMIT # 15060553 CONTRACTOR Wynne Development �yw3 JOB LOCATION 4483-Alerrmendra A l a mangy a Spanish Lakes Fairways Ft. Pierce, Florida KSM JOB # : 152146-1 d/ES/ct ITEM TESTED ComRacted Foundation Fill TEST LOCATION DEPTH "PEN DRY MAX. DRY PERCENT OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N. E. 0" - 12" 40 107.1 111.9 95.7 2. N.W. 38 110.1 98.4 3. Center 40 107.3 95.9 4. S.W. 36 108.0 96.5 5. S.E. 40 106.5 95.2 Soil Description: Broom and Gray Sand In Place Moisture: 113.0 7.9 Percent W Optimum Moisture: 112.0 11.0 Percent H I I I I Max. Dry Density: T I ' 111.0 L.. _..�.._.. I I I I .._...._.. .._..+ — - 111.9 P.C.F. P I I I I I I Test Locations The I I 1 I I T Density & Penetrometer p I I f I I Readings Indicate the 1o9.o I Degree of Compaction Meets, I I I I I MinimutchRO19A13dr°, u I I I I I I forl�f1'�k i„a °4i4y�, R y 108.0I-.._..j�.._.. .._..--- _--- �.._..+.._..� " Rtn��e�j¢�j 14atural Grade. 6 9 10 11 12 13 14 Moisture - % of Dry Weight zlq ` L12_ Fax a�i °(MJ >1_`ucie CQu%E1uildinq D?pa�tment� nald G. Kel ar. .: 377RR GI n. n • AF / .li �liu F Kcllar PF FA1Aw; TITAN // CONCRETE Materials for Life' 1 = "Thank you - We appreciate your business" P� /L � / J S b ' 3 Ticket no. { 11]:I I 1 1..r r.'. ��eUILprNC � O u d I � MfMeEP r Delivery date:),.' I I V I E, Plant C. i.'fa Truck 13(; Driver r-If"K ER.. :OCJl)til..r?::i Of( 4" I� Type Job .a F...(-?S Custornerndl.l'1"I"Ib rb I customer nine! O •1k: 1 11111_1_ I:I IVV :,L I Ir- LAJI`i..i I Zone Tax CD I =i Tarmac project Customer P.O. no. order no. r -i' ' I Terms wde � Ch d I' d I7me due `I II ��1 t'1 �I arge ervere 3.CID-1 !I--Ch.,, e F.O.B. 4C.O.D -F.O.B. _Delivery name anF il'at�dress" ''-•Llt III • ... ( Lot ( Block 1:."1V.N1)f:fl t>F'ORr PT..r::F?c:r:�: r1J:f ldflY ; :I: `Z N, G:.`i "T' I:L-3"! Product -- Cede Ir .! f7 Ac 0M JI ;Y.,.l:> Slump ��.•e1w Unit price (Amount -� �?;}�1� C: Y C" f 1..i} Load Arrive job dire Start discharge rinish discharge Leave job site Arrive.plant. .((�� / Sales tax r / TOTAL Additional water added to this concrete will reduce its strength. Any water added is at customer's risk. Gallons of water added:_ Gallons of water added: _ Gallons of water added: _ Amt of CY Retained: Customer Approval•.. Customer Approval: Customer Approval: Customer Approval Tested Tested properly No. Authorizedand received by ❑Yes ❑No ❑Yes ❑No I 7146488 Ix ` Safety is a constant state of mind, with every employee feeling responsible and empowered to act to cause him and others to work safely, on the belief that all accidents are preventable and that zero incidents is the only goal. ' Lot: Block: t Address: Correct Not Correct N 1RTr)MFP r.nPV TITAN FLORIDA LLC TERMS AND CONDITIONS OF I. All sales will be subject to these Dud conditions ("Contract") and, if buying on crew., w Buyer's credit agreement with Seller, incorporated herein by reference; all other terms, including any terots contained in Buyer's purchase order, are excluded unless agreed to by Seller in writing. Any changes must be in writing and signed by each party. This Contract will be construed in accordance with the laws of the state of Florida. For all disputes relating. to this Contract, Buyer hereby consents to the jurisdiction and venue of the state and federal courts for the location of the delivery site of the goods sold hereunder. 3. Payment terms: Net the last day of the month following the month of delivery, without deduction, retainage, set off or charge backs. A cash discount of I % 10' proximo may be deducted if no previous balances are past due. Interest at the lesser of 1'/.%per month or the maximum rate allowed by law will be imposed on outstanding and delinquent invoices from the date of delivery until paid. Buyer will pay to Seller all applicable federal, state and local sales and use taxes. In addition to any other available rights and remedies, Seller will be entitled to recover from Buyer all costs ofcollection and litigation including, but not limited to, reasonable attorneys' fees. Seller reserves the right to require payments in advance or to cancel the unfilled portion ofthis Contract without notice in the event of Buyer default of any Contract provisions, or if the financial status of Buyer becomes impaired or deemed unsat- isfactory to Seller. Failurc of Seller to exercise any of its rights will not be deemed a waiver of any such right. 3. Regular delivery hours are 7:00 a.m. - 5:00 p.m.. Monday through Friday. An additional charge may be added for deliveries outside of these hours and for any waiting/unloading periods in excess of 60 minutes. Prices are based on full loads; an additional charge will apply to loads of less than seven cubic . yards. The minimum load for each delivery is Ph cubic yards. 4. Buyer will give Sel Icr at least 48 hours prior notice of the time and rate of requested deliveries. Delivery schedules will be mutually agreed upon between Seller and Buyer. Deliveries will be. made to the best of Seller's ability to dispatch, however, Buyer waives any claims associated with any delays in delivery. 5. Buyer must provide suitable approaches to delivery points beyond paved streets. For delivery beyond curb lines, Bayer assumes all liability for damage to vchicles,.sidewalks, driveways, pipes, septic tanks, and/or other property, and Buyer will indemnify and hold Seller harmless from and against any and all liability, loss and expense incurred as a result of such delivery, including but not limited to towing charges, except to the extent caused by Seller's gross negligence or will fug misconduct. Buyer waives any right of subrogation against Seller. 6. Buyer is responsible for full payment of, including all costs of disposal and Seller's return charge per truck for, (i) orders not cancelled at least one hour prior to delivery time; (11) concrete delivered due to Buyer's mistake or in excess of requirements; (iii) concrete not deliverable due to unsuitable approaches. 7. Concrete prices and quantities me based upon the wet volume at the time of discharge from the truck, and are not sold "form measurement' or measured "in place". Yield mill be established in accordance with applicable ASTM standards. Buyer will pay all charges incident to inspection or tests made by or on behalf of Buyer. 8. Limited Warranty: Buyer is solely responsible for determining the type and quantity of goods to be purchased. Seller warrants that its products will meet or exceed applicable American Society for Testing Materials ("ASTM") and American Concrete Institute ("ACI") standards, when tested in accordance w ith ASTM and evaluated by ACI standards. Seller will repair or replace any goods supplied by Seller that fail to.meet this limited warranty, within one year after delivery thereof. Seller will uphold its warranty obligations under Florida statute 718.203. as applicable. ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDING WITHOUT LIMITATION THE WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, ARE HEREBY 17XPRESSLY EXCLUDED. THE REMEDY SET F04TH IN THIS SECTION 8 WILL CONSTITUTE. THE SOLE REMEDY Qr BUYER UNDER THIS. LIMITED WARRANTY. ltl 9. Seller will not be responsible for slump, strength or quality of any concrete to which water or other material has been added by or on behalf of Buyer. Buyer will be responsible to see that the concrete is handled in accordance with best construction practices. Seller has no control over the placing or handling of concrete after unloading.. and does not guarantee the finished wort' in which it is used. Buyer will be responsible to prevent concrete alter unloading from coming into contact with any material, such as aluminum, which may adversely impact concrete strength. 10. Buyer will Burnish any admixtures or ingredients it desires that are not regularly supplied by the Seller in the marketplace. Buyer will be solely respon- sible for the effect of such admixture or ingredients on the concrete. Any extra product which may be required in excess of the mix design quoted, or which may be requtred,to provide workability,strength, setting time orwater/cement ratio, willresult in an additional ingredient charge payable by Buyer. 11. Concrete will be batched and delivered in accordance with ASTM C-94. Concrete temperature will be dictated by the environmental and material condi- tions at the time of delivery. Any requirement beyond these conditions will require the implementation of controlled measures during production at the expense of Buyer. 12. Buyer must give Seller written notice within 48 hours after delivery of any claim against Selleras a result of any alleged nonconforming materials or any other cause whatsoever (other than failure to meet compressive strength, in which event the time for notice will be within 48 hours after the customary time for analysis of the test cylinder), time being of the essence. Seller will be. given reasonable opportunity to investigate all claims. Any failure by Buyer to give written notice within such 48 hour period will be deemed a conclusive waiver by Buyer of all such claims against Seller. n 13. SELLER WILL. NOT BE LIABLE UNDER ANY CIRCUMSTANCES FOR ANY SPECIAL, INCIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES INCLUDING, WITHOUT LIMITATION, ANY DAMAGES RELATED TO DELAY, WHETHER BASED ON STATUTE, TORT, CONTRACT, OR OTHERWISE, AND WITETF'IER OR NOTAR[SING FROM SELLER'S NEGLIGENCE, STRICT LIABILITY OR FAULT. IN NO EVENT WILL SELLER BE RESPONSIBLE FOR DAMAGE DUE TO THEACTIONS OF;OTHERS OR THE FAILURE OF BUYER TO COMPLY WITH ITS OBLIGATIONS. SELLER'S LIABILITY FOR ANY CLAIMSIIWILL BE LIMITED TO THE PURCHASE PRICE OF THE GOODS SOLD UNDER THIS CONTRACT. - ' 14. Notice. All notices to Seller will be sent in writing to the sales officcrk-tSifng'the price quothfion, with a copy to Credit Department; 455 Fairway Drive, Deerfield Beach, FL 33441. I 'Q.i 15. Sevembility. The unenforceability of any provision of this Contract will not affect the enforceability of any other provision of this Contract, and each other provision of this Contract will be severable and enforceable to the extent permitted bylaw. WARNING: CAUSES SKIN IRRITATION - INJURIOUS TO EYES, CONTArNS PORTLAND CEMENT. FRESHLY MIXED CONCRETE MAY CAUSE SKIN IRRITATION OR INJURY. AVOID CONTACT WITH SKIN WHERE POSSIBLE. WASH EXPOSED AREAS PROMPTLY WITH WATER. IF ANY MIXTURES GET INTO THE EYE, RINSE IMMEDIATELY WITH WATER AND GET PROMPT MEDICAL ATTENTION. KEEP OUT OF REACH OF CHILDREN. MATERIAL SAFETY DATA SHEETS (htSDS) ARE AVAILABLE AT W WW.TITANAMERICA.COM. Rev'd 2-08 TITAN' // CONCRETE Materials for Life' - A gMncret6 I "Thank you - We appreciate our business" // � / ZL PP Y 16 a sG r Q S 3 Ticket no. F 01-:1• f!:,T1::l":f.:E 1:1 :)') `i,F-D. u f Tk' Rr?AY) d?F:ttilEi fF; Delivery date Plant Truck Dnver Truck size 7 eob :1E)/�:.'.(;/ 1 °'i �/.''.f3 1.1a 1:9 E..i:_: _:I:PIfSK1:•+ ROM: Customer :i`i[1 YP 1 Y ff:Ltl i Customer no....... Customer nam ... .Zone Tax CD t!,t!JI''.L13:::i';\:°7 I ragrlmm:.v iinl.r... coil(-m TE (:'r N13-r Tarmac protect T I Customer P.O. no. Order no. +.., c, (Terms code .Charge delivered 3-C.O.D. Time due A.fa .l:)3]. E,,.,f%)f).) 1. :L;E?c3�a 2-Charge FO.B.. 4-f.O.D -BO.B. Delivery nam�anid address,,: r•�t:7l lhl•Ti•r ,Lot 'Block Younty N01 r •¢E:F,�s Fll. } I rc r IYn'ara .+ I'"el Y 6` � I::r r.i: Instructions - + ... ' _.--. + Slump t:<,. �.t5• rjr .,r rlru,.,ll L.ral.l.... .tn..,r), •rr.; Itrrrs:a•t_ r..rat,t.l;,r ,:,T, xrti r..a.n �c...t.ta =111111111101 Quantity Pr"oduct- • ` x Load ff 4';ade Descri t 30ClVIO" FUEL iICj 491.4 1:71,10l.l701H 12tP`CI If" .. Arrive jobsite Start'discharge Finish discharge Leave job site Arrive plant Subtotal Sales tax / J TOTAL Additional water added to this concrete will reduce its strength. Any water added is at customer's risk. Gallons of water added:—N Gallons of water added: Gallons of water added:._ I Amt of CY Retained: .Customer Approval: Customer Approval: Customer Approval: Customer Approval: Tested Tested properly I No. '7 7 I Authorized and received by ❑ Yes ❑�No ❑ Yes ❑ No Q Safety is a constant state of mind, with every employee feeling responsible and empowered to act to cause him and others to work safely, onthe belief that all accidents are preventable and that zero incidents is the only goal. I L+ RECEIVED OCT- 27 7n'r, Lot: P I Block: Address: Correct Not TITAN FLORIDA LLC TERMS AND CONDITIONS OF 1. All sales will be subject to these and conditions ("Contract") and, if buying on cra...., .j Buyer's credit agreement with Seller; incorporated herein by reference: all other terms, including any terms contained in Buyer's purchase order, are excluded unless agreed to by Seller in writing. Any changes must be in uniting and signed by each party. This Contract will be construed in accordance with the laws of the state of Florida. For all disputes relating to this Contract, Buyer hereby consents to the jurisdiction and venue of the state and federal courts for the location of the delivery site of the goods sold hereunder. 2. Payment terms: Net the last day of the month following the month of delivery, without deduction, retainage, set off or charge backs. A cash discount of l % 10", prosinio may be deducted ifito previous balances are past due. Interest at the lesser of Ph% per month or the maximum rate allowed by law will be imposed on outstanding and delinquent invoices from the date of delivery until paid. Buyer will pay to Seller all applicable federal, state and local sales and use taxes. In addition to any other available rights and remedies, Seller will be entitled to recover from Buyer all costs of collection and litigation. including, but not limited to, reasonable attorneys' fees. Seller reserves the right to require payments in advance or to cancel the unfilled portion of this Contract without notice in the event of Boyer default of any Contract provisions, or if the financial status of Buyer becomes impaired or deemed unsat- isfactory to Seller. Failure of Seller to exercise any of its rights will not be deemed a waiver of any such right. 3. Regular delivery hours are 7:00 a.m. - 5:00 p.m., Monday through Friday. An additional charge may be added for deliveries outside of these hours and for any waitinghmloading,periods in excess of 60 minutes. Prices are based mr lull loads; an additionalcharge will apply to loads of less than seven cubic yards. The minimum load for each delivery is I'h cubic yards. 4. Buyerwill give Seller at least 48 hours prior notice of the time and rateof requested deliveries. Delivery schedules will be mutually agreed upon between Seller and Buyer. Deliveries will be made to the best of Seller's ability to dispatch, however, Buyer waives any claims associated with any delays in delivery. 5. Buyer must provide suitable approaches to delivery points beyond paved streets. For delivery beyond curb lines, Buyer assumes all liability for damage to vehicles, sidewalks, driveways, pipes, septic. tanks, and/or other property, and Buyervyill indemnify and hold Seller harmless from and against any and all liability, loss and expense incurred as a result of such delivery, including but not limited to towing charges, except to the extent caused by Seller's gross negligence or willful misconduct. Buyer waives any right of subrogation against Seller. 6. Buyer is responsible for full payment of, including all costs of disposal and Seller's return charge per truck for, (i) orders not cancelled at least one hour prior to delivery tine: (ii) concrete delivered due. to Buyer's mistake or in excess of requirements; (iii) concrete not deliverable due to unsuitable approaches. 7. Concrete prices and quantities are based upon the wet volume at the time of discharge from the truck, and are not sold"form measurement" or measured "in place". Yield will be established in accordance with applicable ASTM standards. Buyer will pay all charges incident to inspection or tests made by or on behalf of Buyer. 8, Limited Warranty: Buyer is solely responsible for determining the type and quantity of goods to be purchased. Seller warrants that its products will meet or exceed applicable American Society for Testing Materials ("ASTM") and American Concrete Institute ("ACI") standards, when tested in accordance with ASTM and evaluated by AC'1 standards. Seller will repair or replace any goods supplied by Seller that fail to meet this limited warranty, within one year after delivery thereof. Seller will uphold its warranty obligations under Florida statute 718:203, as applicable. ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDING WITHOUT LIMITATION THE WARRANTIES OF MERCFIANTABILITYAND FITNESS FOR A PARTTC'ULAR PURPOSE, ARE HEREBY EXPRESSLY EXCLUDED. THE REMEDY SET FORTH IN THIS SECTION 8 WILL CONSTITUTE THE SOLE REMEDY OF BUYER. UNDER THIS LIMITED WARRANTY. 9. Seller will not be responsible for slump, strength or quality of any concrete to which water or other material has been added by or on behalf of Buyer. Buyer will be, responsible to see that the concreteis. handled in accordance with best construction practices. Seller has no control over the placing or handling of concrete after unloading, and does not guarantee the finished work in which it is used. Buyer will be responsible to prevent concrete after unloading from coming into contact with any material, such as aluminum. which may adversely impact concrete strength. 10. Buyer will furnish any admixtures or ingredients it desires that are Dot regularly supplied by the Seller in the marketplace. Buyer will be solely respon- sible for the effect of such admixture or ingredients on the concrete. Any extra product which may be required in excess of the mix design quoted, or which may be required to provide workability, strength, setting time or water/cement ratio, will result in an additional ingredient charge payable by Buyer. 11. Concrete will be hatched and delivered in accordance with ASTM C-94. Concretetemperature will be dictated by the environmental and material condi- tions at the time of delivery. Any requirement beyond these conditions will require the implementation of controlled measures during production at the expense of Buyer. 12. Buyer must give Seller written notice within 48 hours after delivery ofany claim against Seller as a result of any alleged nonconforming materials or any other cause whatsoever (other than failure to meet compressive strength, in wretch event the time for notice will be. within 48 hours after thecustomary time for analysis of the test cylinder), time being of the essence. Seller will be given reasonable opportunity to investigate all claims. Any failure by Buyer to give written notice within such 48 hour period will be deemed a conclusive waiver by Buyer of all such claims againstSeller. 13, SELLER WILL NOT BE LIABLE. UNDER ANY CIRCUMSTANCES FOR ANY SPECIAL, INCIDENTAL, PUNITIVE OR CONSEQUENTIAL. DAMAGES INCLUDING, W yTHOUT LIMITATION. ANY DAMAGES RELATED TO DELAY, WHETHER. BASED ON STATUTE, TORT,. CONTRACT, UROTIiER\VISE'; AND WHETHER OR NOTARISING FROM SELLER'S NEGLIGENCE, STRICT LIABILITY OR FAULT. iN NO EVENT WILL SELLER BB 0,; PONSIBLE FOR DAMAGE DUE. TO THE ACTIONS OF OTHERS OR THE FAILURE OF BUYER TO COMPLY WITH ITS OBLIGATIONS. SELLER'S LIABILITY FOR ANY CLAIMS WILL BE LIMITED TO T'HE.PURC14ASE PRICE OF THE GOODS SOLD UNDER THIS CONTRACT. 14. Notice. All notices to Seller will be sent in writing to the sales office issuing the price quotation, with a copy to Credit Department, 455 Fairway Drive, Deertield: Beach, FTC 33441. 15. Severability. The unen£orceability of airy provisigll of, this. Pontraq will not affect the enforceability of any other provision of this Contract, and each other provision of this Contract will be severable add enforceable to'the extent permitted by law. WARNING: CAUSES SKIN IRRITATION - IN.IURIOUS TO EYES, CONTAINS PORTLAND CEMENT. FRESHLY MIXED CONCRETE MAY CAUSE SKIN IRRITATION OR INJURY. AVOID CONTACT WITH SKiN WHERE. POSSIBLE. WASH EXPOSED AREAS PROMPTLY WITH WATER. IF ANY MIXTURES GET INTO THE EYE,. RINSE IMMEDIATELY WITH WATER AND GET PROMPT MEDICAL ATTENTION. KEEP OUT OF REACH OF CHILDREN. MATERIAL SAFETY DATA SHEETS (MSDS) ARE AVAILABLE AT W W W. LTTANAMERICA.COM. Rev'd 2-08 BRADEN 6 BRADEN, A. I. A., P. A. 97rchilecb & 'Planners 417 COCONUT AVENUE, STUART. FLORIOA 34995 TELEPHONE: (772) 2S7-925B FAX (772] 2S7-6289 ;,4A 00032 St. Lucie County Building Department Permit iP 1506-0553 1 E Address: 6483 Alemendra To whom it may concern, Please note, the ballard shall be 4". /rfOG�'� -SION ST. LC?CrF. [:O'CNTY RUII•DINGE 1� i BEVIENVED FOR CO I C REVIENVE'D BY L DATE PLANS AND PERMIT MUS�B� E l 7 JOB OR NO INSPECTION \VILL BE NIADE. CtiGSE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS Rm(aRED ?JY FIELD INSPECTORS THAT . ,;l(�y DE %, lC'C,ESS�RY IN ORDER 13 f0j411PLA,,'WTHALL APFUCABLl CO.- If you ve any questions please feel free to call me at (772) 287-8258. y� D e Braden Braden & Braden AIA PA August 10, 2015 _SAP ■I _ BRADEN 6 BRADEN, A. I. A., P. A. 97MMec15 & nllanners 497 COCONUT AVENUE, STUART, FLORIDA 34926 TELEPHONE (772) 2B7-B25B FAX (772) 2B7-B293 HAAC-000022 St. Lucie County Building Department Permit #k f05 RE Address: 6483 Alemendra July 29, 2015 To whom it may concern, Please note, The concrete strength of the slab shall be 2,500 psi If you have any questions please feel free to call me at (772) 287-8258. :Da, Braden Braden & Braden AIA PA RECEIVED AUG 0 6 2015 �r BRADEN 6 BRADEN, A. I. A., P. A. 527rchitects & 'Planners 417 COCONUT AVENUE, STUART,, FLORIOA 34996 TELEPHONE: (772) 2B7-B259 FAX (772) 2B7-B2B3 SSAAC-000032 July 29, 2015 St, Lucie County Building Department Permit #:1 0 05 35 RE Address: 6483 Alemendra To whom it may concern, Please note, The concrete strength of the slab shall be 2,500 psi. If you have any questions please feel free to call me at (772) 287-8258. TWeIRDBraden Braden & Braden AIA PA JOSEPH E. SMITH, CLERK 0 E CIRCUIT COURT — SAINT LUCIE COUNT FILE R 4086614 OR BOOK PAGE 1914, Recorded 06/30/2015 at 31 AM 9 PERMTNUMVE0. �'� I'1(•,iPn,r'i•narntJ hn nvn,Airy;nin NOTICE OF COMMENCEMENT The undersigned hereby given notice that improvement will be made to certain real Property, and in accordance with Chapter 713. Florida statutes the following inrormmion is provided in Ne Notice of commencement. I. DESCRIPTION OF PROPERTY (Legal description and street address) TAX FOLIO NUMBER:.1 306-1 1.1 —0001 41001.0 ',OT BLDG UNIT all that part lyinq northeast of 95 2, GENERAL DESCRIPTION OF IMPROVEMENT:. —'—y 3. OWNER INFORMATION:" a. Name Wyn x, 'la' ' -ti on b.Add,ess 8000 S U51 Suite 402, PSL, FL 34952c. interest in progeny d. Name and address of fee simple Utleholdcr (if oNer Nan owner) 4.CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER: Wynne Development Corporation 8000 S. US1 Suite 402 Per Fr 341452 772-878-9913 5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT: 6. LENDER'S NAME, ADDRESS AND PHONE NUMBER: 7. Persons within me $,ate of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13 (D(a) 7., F undo Statutes: Tom Lee Spanish Lakes Blvd. Ft. Pi ec Ce, FL NAME, ADDRESS ,AND PHONE NUMBER: B. N adtldiori 10 himself or herself. Owner designates the following to receive a copy of she Lienor's Notice as provided in Section 713.13 (1)(b), Florida Statutes; NAME, ADDRESS AND PHONE NUMBER: 9. Expiration date of notice ofcommencement (the expiration date is I year from the date of recording unless a different dale is specified) ._. 20_ 201- 0590 Matthew Lyle Wynne, vice —President SignatureoofOwn He� Print Name and Provide Signatory's TitINORce f er or Owner's Aulhoneed Olrcer/Director/PartnerfManager State of Elurid. Countyof et. r ,rie The forego rig insuument was acknowledged before me this 7gfh tlsy of df)FL. lU 1 r— gy Mat then Lvle Wvn tie ,as (Name of person) (TYPe a! au,honsy:.. e.g. Owneq officee wstee, anarney in tact) Forplynne Building Corporation (Name of party on behalf of wham itutrument was executed) Personally K owr. a1 p,aduced the fallowing type of M s. Susan Magee / i MYOMNS dRB 1IFFRDW (Printed Name of Notary Public) �tgn.lu*lc of Notary Pubh i9'. eEiEXPIYaREiv&t Febru@ryW,iln Under penalties of perjury, I dedam that 1 have read the foregoing and that the face in it arc we lot e belief (seniors 92.525. Flonde Suwtes). Signaturc(5) of Owner(s) or Owner(s)' Authorized on cer/Director/Petsner/Manager who signed above: STATE OFFLORIDA j ST. LUCIE COUNTY THIS IS TO CERTIFY THAT THIS IS A TRUE AND CORRECT COP OF THEsw'r f ORIGINAL. SMITH, J�11`M°b 20t5 f Date: WYN.,..i BUILDING CORPORA7'.::N 8000 South U.S. #1 Suite 402 Port St. Lucie, FL 34952 Spanish Lakes Communities Division Port Saint Lucie August 17, 2015 To: St. Lucie County Building Department Attn: Permitting and/or Plan Review Re: 6483 Alemendra Permit # 1506-0553 To Whom It May Concern: Miami Division Miami In regards to the above permit, the mobile home that was located on the lot was moved to 5 Kachina in our Spanish Lakes One park. If you have any questions I can be reached at (772) 878-5513. Thank you, Matthew Lyle Wynne - V.P. Telephones: Port Saint Lucie (772) 878-5513 Miami (305) 235-3175 ec St. Lucie County Building '& Zoning 2300 Virginia Ave oao Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY Wynne Building Corporation (Company/Individual Name) will be using the following sub -contractors for the project located at cp—\q � PQVV_Q K_"C c (Street address or Property Tax It is understood that if there is any change of status regarding the participation of any of the sub -contractors listed below, I will immediately advise the Building and Zoning Department of St. Lucie Co only. Trade Name of Company/Contractor St. Lucie County/ State of Florida License Number Electrical S & W Electric, Inc- 2045 ER0009416 Plumbing Lindquist Plumbing & Supply Co. 19150 CFC057672 IIVAC/ Comfort Control of St. Lucie 8288 Mechanical CACO24379 Roofing Treasure Coast Roofing, LLC 19496 RC29027087. Gas PERMIT ISSUE DATE: NUMBER: 04/23/2015 09:12 7728787656 WYNNE BUILDING CORP PAGE 02/02 PERMIT# ISSUE DATE •, :, ; . .. PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division 9 BUILDING PERMIT SUB-CONTRACTORAGREEMENT St. Lucie Couttty ContrueWr Certification Number. 1 n e s State Of Florida Certification Number (if spplimWe): ER0009416 have agreed to be the _ Elect cat Sub -contractor for Wynne Development Corp. (Type of T mde). (Primary Commetor) For the project located (Project Street Address or Property Tax 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 lsdividual showa on the Contractor's License) NOTA, EiD SIIIGNATTIRES ARE REQUIRED Business Name: S&W Electric Address: W_ Coker Rd. City/State/Zip: art Pierce, FL_ 34945 Phone: 464-6466 email: G<Ar PRLawrence Stubbs �S PRINTNAME DATE STATE OF FLORIDA, COUNTY OF SSL- Lu (_,( THE ,FOREGOING INSTRUMENT WASSIGNEDBEFORE ME TBTS)(hO,� DAY OF. .�1t 20\!S' By _ 1 _ WHO IS PERSONALLY KNOWN _ OR HAS PRODUCED _� SIGNATURE OF NOTARY PUBLIC SLCPDS' 12/16/2013 IDENTIFICATION. ,P I ✓QZ. it cp a �� PRINT NAME OF14UFARY PUBLIC (STANK) LAURA R. CUBBEDGE r Cbmmisslon # EE 209915 'y. ' Expires October 21, 2016 % p� 6i BoideEfiuTmF Fdnlnscdce BBb38S701B 11/18/2014 15:56 7728787`5c: WYNNE BUILDING CORP PAGE 02/02 F ERMIT# ISSUE DATE PiANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR. AGREEMENT St. Lucie County Contractor Certification Number: , 2 6 9 n 1 - State of Florida Certification Number (If applicable): CEC142a458 Tom_ _ dctuist pli mbing have agreed to be the (Company Name(Individual Name) PlumbingSub-contractor fo& nne peveloptnent Corp. ('Type of Trade) (Primary Contractor) For the project located at N-V`1 `a kA %. (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) QUA.L) IER (Name of the Individual shown on the Contractor's Liccnse) NOTAREZIED SIGNATU"S ARE REQUERI&D Business Name: Lindquist Plumbing Address: 3185 Sneed Rd pity/State/Zip: rcir-t Di ray FT, -4454S Phone: SIGNATURE email: Wade ('waP PRINT NAME DATE STATE OF FLORIDA, COUNTY OF J�ce THE FOREGOING INSTRUMENT WAS SIGNED BEFORiE ME THIS a.% DAY OF Tu.V E 20_t,1' BY I,)A-bC Se WHO IS PERSONALLY KNOWN ✓ OkHAS PRODUCED AS IDENTIFICATION. ✓� (STAMP) A�Lt�Lt�oV bt,� l C•, - )a eoTiY /�tnrN SIGNATURE OF OTARY PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/16/2013 DOROTNY ANN BASKIN UA" ; Notary Public - State o1 FIWWo My Comm. Expires Oct 2. 2016 "„l° IlondedThrough Nallonal Notary Assn. V �I IJI LVIJ iVr./i IIiV�V�uJV rr ��r�.w uv��.ua�\w vv , 'CflE I l a :l zry ' pLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division j BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of FloridacertifieationNumber(tfeppli-ble): CACO24379 Comfort Control of St. Lucie County, Inc, have agreed tObethe (Company Nam' ndividual Name) air conditioning Sub -contractor for Wynne Development Cozp. ('type of Trade) (Primary Contractor) r, \ A For the project located at L Sl (Project Street Address or property Tax ID 0) 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. 00"0) BIUSINL; SS QUALIMR (Name of the Individual shown on the Contractor's License) i NIDTARIZEIB ;ftGNATURIES ARE REQUIRED Business Name: Comfort Control of St. Lucie Count lnc. Address: lgoi City/State/Zip: Port St. Lucie FL, 34983 Phone: email: - i G MINT NAME DATE A RIDA, COUNTY OF Jf I Lu-c., c, _ THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS DAY OF �y+ ' 20--s BY ^ n r� I� �e �n wHO IS PERSONALLY I(NOWN OR HAS PRODUCED SIGNATU OF NOTARY PUBLIC SLCPDS- 12/162013 AS IDENTIFICATION. PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 19496 State of Florida Certification Number (If epplicabic): R C2 9 0 2 7 0 8 7 Treasure Coast Roofing, LLC have agreed to be the (Company Name/Individual Name) (Type of Trade) For the project located at Sub -contractor for Wynne Development Corp (Primary Contractor) (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: Treasure Coast Roofing, LLC Address: City/State/Zip: Phone: 1816 Biltmore St. Port St- Lucie, FL. 34984 (772) 343-8308 email: 7JZ Brian Maloney ��2co\�S SIGNAT PRINT NAME DATE STATE OF FLORIDA, COUNTY OF S! " c f F THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS O G DAY OF :J-4 N AE , 20_&— BY ie f q-oy WHO IS PERSONALLY KNOWN t/ OR HAS PRODUCED AS IDENTIFICATION. 7Dok..�1 U,/1 A(STAMP) oTLy IiNN SC�.J SIGNATURE NOTARY PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/16/2013 � « DOROTHY ANN BASKIN ?:°` b'S Notary Public - State o1 Rorlda My Comm. Expires Oct 2, 2016 Cammipion O FF 918226 ••$hti'••• Bonded Through National Notary Assn. ST. LUCIE COUNTY BUILDING & ZONING 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 772-462-1553 FILLED LANDS AFFIDAVIT I, the undersigned, am the owner of the following described property: MIzAv4o�:U� #1306-111—Onni—onn/n- 6/7 -14 �Q all i-hai- nand- )ring (Tax ID/Legal descriptiort/Address) northeasterly of I-95 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. Matthew T yl a Wynne �d�.' Qj,129115 Property Owner Name umP1ope • y.? caner tenature Date STATE OF FLORIDA, COUNTY OF St. Lucie ACKNOWLEDGED BEFORE METHIS 29th DAY OF June .2015 BY Matthew HO IS PERSONALLY KNOWN TO ME R WHO HAS PRODUCEO AS IDENTIFICATION. C Susan Magee SIGNATURE OF NOTARY TYPE OR PRINT NAME OF NOTARY (SEAL) NOTARY PUBLIC TITLE COMMISSION NUMBER SUSAN MAGEE i My COMMISSION 1 FF 187647 EXPIRES: February 23, 201S RfSa+ eonded Thm Notary Public; UndemBeo WYNNE BUILDING CORPORATION 8000 South U.S. #1 Suite 402 Port St. Lucie, FL 34952 Spanish Lakes Communities Division Port Saint Lucie July 7, 2015 To: St. Lucie County Building Dept. Attn: William Durden Re: 6483 Alemendra Permit # 1506-0553 R JUL 15 2015 pe�rm-nirar; St. Lucie County, FL In regards to the abovementioned permit, the Roof Underlayment that will be used is TitaniOrn UDL-25 Plus - NOA# 14-0603.18. If there are any questions, I can be reached at (772) 878-5513. Thank you, - V.P. Telephones: Port Saint Lucie (772) 878-5513 Miami Division Miami L r Miami (305) 235-3175 l®�''� MIAMI- COUNTY EMI"PRODUCT CONTROLROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786)315-2590 F (786) 31525-99 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eoWeconomv Interwrap, Inc. 32923 Mission Way Mission, BC, Canada V2V-6E4 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TT, UDL TF, UDL TTMC-300, RhiuoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 13-0610.01 and consists of pages I through 5. The submitted documentation was reviewed by Alex Tigera. NOA No.: 14-0603.18 ExPt� P/ 8 Ap 0 1 5 q ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Underlayment Material: Polypropylene SCOPE' This acceptance is for Titanium' UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TT, UDL TF, UDL TTMC-300, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments as described in this Notice of Acceptance, for use with approved prepared roof assemblies where ASTM D226 Type underlayment is specified and installed with prescribed approved fasteners and fastener densities. Designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code PRODUCT DESCRIPTION: Test Product Product Dimensions Specification Description Titanium' IJDL-25 PLUS 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with one Manufacturing Type I & II side coated with UV protected and slip resistant Location #1 & #3 polymer stabilized polypropylene on both sides. Titanium®UDL-30 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Type I & II sides coated with UV protected and slip resistant Location #1& #3 polymer stabilized polypropylene on both sides. Titanium' UDL-50 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Type I & II sides coated with UV protected and slip resistant Location #1& #3 polymer stabilized polypropylene on both sides. UDL TT 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with one Manufacturing Type I & II side coated with UV protected and slip resistant Location #1 polymer stabilized polypropylene on both sides. UDL TF 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Type I & II sides coated with UV protected and slip resistant Location #1 polymer stabilized polypropylene on both sides. UDL TTMC-300 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Type I & II sides coated with UV protected and slip resistant Location #2 polymer stabilized polypropylene on both sides. RhinoRoof U10 42" x 286' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Type I & II sides coated with UV protected and slip resistant Location #3 polymer stabilized polypropylene on both sides. I��L� 4 Copy MIAMI-DADE COUNTY .. Expiration Date: 08/08/18 Flu , Approval Date: 06/I1/15 Page 2 of 5 RhinoRoof U15 42" x 286' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Type I and 1I sides coated with UV protected and slip resistant Location #3 polymer stabilized polypropylene on both sides. RhinoRoof U20 42" x 286' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Location #3 Type I and IT sides coated with UV protected and slip resistant polymer stabilized polypropylene on both sides. Titanium UDL25 48" x 250' rolls ASTM D226 Woven synthetic polymer underlayment with two Manufacturing Location #3 Type I and 11 sides coated with UV protected and slip resistant polymer stabilized polypropylene on both sides. RhinoRoof RSA 36" x 67' rolls ASTM D1970 Unreinforced polymer modified bitumen material Manufacturing Location #4 adhered to the underside of a polymer -coated, synthetic woven sheet. The underside is backed with a release film. MANUFACTURING LOCATIONS: 1. MLI 2. ML2 3. ML3 4. ML4 EVIDENCE SUBMITTED: Test Aeency Test Identifier Test Name/Report Date intertek Testing Services 43031783 TAS 104 02/19/03 3119607COQ-003B ICC-ES AC48 02/20/08 3124826-01 ASTM E108 02/19/08 3124826MID-007 ASTM E108 02/25/08 311801000Q-003 ASTM D226 02/20/08 3130639COQ-002A ASTM D226 02/20/08 3146738COQ-003A ASTM D226 06/20/11 3146738COQ-003B ASTM D 1876/ TAS 117 03/28/08 101465036COQ-001 ASTM D1970 06/27/14 100539395COQ-006 ASTM D226 06/02/14 101863861COQ-001A ASTM D226 10/28/14 101823107COQ-011 ASTM D226 12/09/14 Trinity ERD 115010.05.10 ASTM D4798 / D226 05/14/10 138010.08.11 ASTM D226 08/11/11 135520.08.11 ASTM D2523 / D1781 08/17/11 F No.: 4�03PY Expiration Date: 08/08/18 Approval Date: 06/11/15 Page 3 of 5 INSTALLATION SPECIFICATIONS: Titaniumo UDL-25 PLUS, Titanium' UDL-30, Titaniumo UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments 1. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic, Underlayments shall be installed in strict compliance with applicable Building Code. 2. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments shall be installed with a minimum 4-inch head lap in a shingle layer fashion. 3. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, and Titanium UDL25 Synthetic Underlayments shall be fastened with Miami -Dade approved corrosion resistant tin -caps and 12 gauge 1 'A" annular ring -shank nails, spaced 6" o.c. at all laps and three staggered rows fastened 12" o.c. in the field of the roll. 4. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments may be used with Asphaltic shingles, Wood shakes and shingles, Non-structural metal roofing, and quarry slate. Titanium' UDL-30, Titanium' UDL-50, UDLTTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U 15, RhinoRoof U20, Titanium UDL25 and RhinoRoof RSA Synthetic Underlayments shall not be used as roof tile underlayments. 5. For Roof Tile applications; Titanium® UDL-25 PLUS may be used as an anchor sheet in roof tile applications when used in combination with a top membrane layer, consisting of a Miami -Dade approved TAS 103 self - adhering underlayment. (See current NOA listing of approved TAS 103 self -adhering underlayment for installation guidelines and limitations of use). 6. For fire classification of specific roof assemblies using Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U 10, RhinoRoof U 15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments-refer to a current Approved Roofing Materials Directory for fire ratings of this product. BUILDING PERMIT REQUIREMENTS: Application for building permit shall be accompanied by copies of the following: 1. This Notice of Acceptance. 2. Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this material. W10 NOA No.: 14-0603.18 MIAMI-DADE COUNTY Expiration Date: 08/08/18 Approval Date: 06/11/15 Page 4 of 5 LIMITATIONS: 1. Fire classification is not part of this acceptance; refer to a current Approved Roofing Materials Directory for fire ratings of this product. 2. This acceptance is for prepared roofing applications. Minimum deck requirements shall be in compliance with applicable building code. 3. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments shall be applied to a smooth, clean and dry surface with deck free of irregularities. All nails in the deck shall be carefully checked for protruding heads. Re -fasten any loose decking panels. Sweep the deck thoroughly to remove any dust and debris prior to application. 4. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments shall not be hot mopped, refer to manufacturer's published literature for product compatibility. 5. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments shall not be applied over an existing roof membrane as a recover system. 6. Titanium' UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments shall not be left exposed as a temporary roof for longer than 30 days of application. 7. UDL TTMC-300 Synthetic Underlayment shall not be left exposed as a temporary roof for longer than 180 days of application. 8. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments are components used in roof system assemblies. Roof system assemblies are approved under a specific Notice of Acceptance. Refer to Prepared Roofing system Product Control Notice of Acceptance for listed approval of this product with specific prepared roofing products. 9. Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments may be used with any approved roof covering Notice of Acceptance listing Titanium® UDL-25 PLUS, Titanium® UDL-30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments as a component part of an assembly in the Notice of Acceptance. If Titanium® UDL-25 PLUS, Titanium® UDL- 30, Titanium® UDL-50, UDL TTMC-300, UDL TT, UDL TF, RhinoRoof U10, RhinoRoof U15, RhinoRoof U20, Titanium UDL25, and RhinoRoof RSA Synthetic Underlayments are not listed, a request may be made to the Authority Having Jurisdiction (AHJ) or the Miami -Dade County Product Control Department for approval provided that appropriate documentation is provided to detail compatibility of the products, wind uplift resistance, and fire testing results. 10. All membranes or packaging shall bear the imprint or identifiable marking of the manufacturer's name or logo and the following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below. 11. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. END OF THIS ACCEPTANCE FILE COPT NOA No.: 14-0603.18 Expiration Date: 08/08/18 Approval Date: 06/11/15 Page 5 of 5 .. , Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: ml 1324 - 70' Carlton Elev D Site Information: Customer Info: WYNNE BUILDING CORPORATIN Project Name: ml1324 Lot/Block: Subdivision: Address: N/A City ST LUCIE State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 336104115 Mopdee1: Name Address and License # of Structural Engineer of Record, If there is one, fodiim Sad pffi Name: License M Address: tL Luuie Gounty, FL City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 32.0 psf Floor Load: N/A psf This package includes 25 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 n,,,,rnrmq to Al c;15-31.003. section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T7006033 A 4/20/015 18 T7006050 JB 4/20/015 2 T7006034 Al 4/20/015 19 T7 lic 4120/015 3 T7006035 A2 4/20/015 20 T7006052 KJ5 4/20/015 I4 I T7006036 A3 4/20/015 21 T7006053 KJ7 4/20/015 5 T7006037 A4 4/20/015 22 T7006054 KJA 4/20/015 6 IT7006038 IA5 4/20/015 23 T7006055 KJB 4/20/015 7 IT7006039 A6 4120 015 24 T7006056 MV2 4/20/015 8 T7006040 1B 4/20/015 25 IT7006057 MV4 4/20/015 9 IT7006041 IBH7 4/20/015 10 IT7006042 I GRA 4/20/015 11 IT7006043 IGRB 4/20/015 12 IT7006044 JGRC 4/20/016 13 I T7006045 1A 4120/015 14 I T7006046 I J3 4/20/015 15 JT7006047 J5 4/20/015 16 IT7006048 J7 4/20/015 117 I T7006049 JA 4/20/015 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, perANSI/TPI-1, Chapter2. E NSF GO` 80 r2 .9 STATE OF :�4U � OR1�• 6- April 20,2015 Albani, Thomas 1 of 1 Job Truss Truss Type Oty Ply 7o'Cmllon ElevD T]Do6o33 m11324 A COMMON 9 1 Job Reference (optional Chambers Truss, Fee Pierce, FL 4CO 12 4x4 = 2x3 11 4x6 = ads = 2x3 11 3x8 = 4x6 = Scale = 1:60.8 l6 LOADING (Pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2010/TPI2007 CSI. TC 0.57 BC 0.51 WB 0.48 (Matrix) DEFL. in (loc) Vdefl Utl Vert(-L) 0.30 14-15 >999 360 Vert(TL)-0.6114-15 >676 240 Horz(rL) 0.13 10 n/a Na PLATES GRIP MT20 244/190 Weight: 1661b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6.1-3 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabillzers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation quide. REACTIONS. gb/size) 2=1221/0-8-0, 10=1221/0-8-0 Max Horz2= 223(LC 6) Max Uplift2=-787(LC 8), 10=-787(LC 8) FORCES. (I s) - Max. Comp./Max. Ten. - All forces 250 glo) or less except when shown. TOP CHORD 2-3=-2851/1613, 3.4=-2350/1342, 4-5=-2322/1353, 5-18=-2344/1412, 6-18_ 2293/1436, 6-19=-2293/1436,7-19=-2344/1412,7-8=-2322/1353,8-9=-2350/1342, 9-10=2851/1613 BOT CHORD 2-17=-1 408/2666,16-17=-1408/2666, 15-16=-1408/2666, 15-20=-753/1731, 20-21=-753/1731,14-21=-753/1731,13-14=-1408/2627, 12-13=-1408/2627, 10-12=-1408/2627 WEBS 6-14=455/854, 7-14=253/174, 9-14=-552/440, 6-15=-455/854, 5-15= 253/174, 3-15= 551/440 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VOI1=165mph (3-Second gust) Vasd=128mph; TCDL--4.21ssf; BCDL=3.Ops1; h=12ft; 3=451t; L=50ft; 9ave=6ft; Cal. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. ' 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit between the bottom chord and any other members, with BCDL= 5.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=78 4 10=787. 7) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0�\GENS .�, BYO 8 l'T FL Cert. 6634 April 20,2015 Q WARNING. Verl7y design parameters and READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMII.7E73 rev. OWSAIo15 SEFOREUSE. I Design valid for use only with Mnek connectors. this design Is bored only upon parameters shown, and Is for an Individual building component. Appikoblllty of design parameters and proper incorporation of component is raWcnablllty of buildho designer- not truss desipnei. Unclad shown Is for lateral support ofindhiduai web members any. Addlllorol temporary bracing to Insure stability darlrag construction is the mopondbSllty, of" MiTek' erector. Monfonal permanent bracing of the overall structure Is the responslbllily of the building desgner. For general gultlance regarding fabrication. quality control, storage, delivery. erection antl bracing, conwll ANSIAPI I Quality Cdterla, D58.89 and Best Building Component 6904 Parke East BNd. Safety Information wadable from Trues Rate Institute, 781 N. Lee Sheol. Wife 312. Alexandria. VA 22314. Tamp., FL 3361 D SPECIAL T7006034 6, 4.00 12 5x6 = CbZ-1 Scala = 1:61.8 4x4 = 14 13 4x8 = 2x3 11 5x12 = 2.00 12 1�2 LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (lox) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.86 Verf(LL) 0.76 12 >539 360 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -1.3012-13 >317 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.39 10 n/a rVa BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight: 1581b FT=O% LUMBER - TOP CHORD 20 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 6-12: 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bracing. WEBS 1 Row at midpl 6-12 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1171/0-8-0, 10=1171/0-8-0 Max Harz 2=224(LC 7) Max Upllft2=-837(LC 8), 10=-837(LC 8) FORCES. (11b) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=-2741/1788, 3-4= 215411460, 4-5=-2097/1474, 5-6=-2129/1562, 6-7=-4406/2927, 7-8=-4337/2831, 8-9=-4384/2824, 9-10= 4785/3126 BOT CHORD 2-14=-1582/2548, 13-14=-1582/2548, 13-15=-1023/1828, 15-16=-1018/1832, 12-16=-1017/1840,10-12-2876/4512 WEBS 3-13=-631/465,5-13=-271/242,6-13=-269/469,6-12=-1740/2753, 7-12=-258/249, 9-12= 388/377 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst; h=12ft; B=451t; L=50f1; eave=6fl; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This Truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ' 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit between the bottom chord and any other members, with BCDL = 5.Opsf. 6) Bearing at joint(s) 10 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capact of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=837t 10=837. 8) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 3931 FL Cert. 6634 April 20,2015 Q WARNING- Vedydeslgn parameters and READ NOTES ON THIS AND INCLUDEOM?EKREFERANCEPAOEMII.7473 rev. MV0015eEFORE USE. Design valid for use onlywlth MUek connectors. M design 5 based only upon paramelemsho%T, and Is for an individual building component. Is building designer -not truss designer. Braclog shown E COPI AppllcablllN of design pmametersond proper Incolporalion of component responrNify of Mo Isforlatelalsupponotlydivldltaiwebmembers OdY. A d[IbsaltemporarybracingtolnsmestaNityduMgconsruciionls MoTmponslbllliryof erector. Addlionwl permanent bmcing of the overall structure I5 the respons tblllly of the building designer. For general guldance regarding �1I�� 1 fabrication, quality control, storage. delivery, erection and bracing, consult ANSIAPII Quality Criteria, DSO-89 and BCSI Building Component Safety Informatlon ava0able from inns Rate Institute, 781 N, We Street. Salle 312. Alexandra. VA 22314. 6904 Parke East Blvd. Temp., FL 3361If Job Truss was Type cry Ply 7D' Cernon Eiev D T]006035 W11324 A2 SPECIAL 1 1 Job Reference o lional Chamber. Truss, For Pierce, FL 7.62DSMar272015M,7.klnduslries,Inc. Mon A,2015:26:332015 Paget O:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX.nc6yVW BN7Ki5bMicW2rJwTTgNAOnODpFJUmKglzOoOK 1-0 7.8-0 13-0.8 17-0-0 B0- 23-11-12 26-8-10 35-0-u - m -0- 7-e-0 5-11A 3-0-8 -0- 5-1142 2-9-14 B-2-6 -0 Scale; 3/16-1' 4.00 FIT 4x4 = 4x5 = 6 7 to 2 1 m 9 N 2x3 11 6x12 = ass 2.00 F12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2010/TP12007 CSI. TC 0.86 BC 0.86 WB 0.70 (Matrix) DEFL. In Qoc) Vd fl Ud Vert(LL) 0.76 13 140 360 Vert(TL)-1.1911-13 >347 240 Horz(TL) 0.42 11 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 1681b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purllns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-9 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1171/0-8-0, 11=1171/0-8-0 Max Horz2=218(LC 7) Max Uplift2=-837(LC 8), l l=-837(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-2746/1787, 3-4=-2132/1457, 4-5=-2075/1471, 5-6= 1998/1418, 6-7=-1880/1381, 7-8=-2019/1397, 8-9=-4321/2829, 9-10— 4369/2821, 10-11=-4778/3131 BOT CHORD 2-17= 158012533, 16-17=-1580/2533, 15-16=-1174/2004, 14-15=-1013/1855, 13-14=-2504/4176,11-13=-2882/4503 WEBS 3-16=-675/465, 5-15=-287/192,6-15=-379/503, 7-14=-242(437,8-14=-2499/1605, 8-13=-955/1626,10-13=-413/387 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL= E4.2psf; BCDL=3.Opsf; h=12fq B�35ft; L=50ft; save=6ft; Cat. II; ��"• ••• Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 :��`2`; • V\C' N 3 _,9�j 3) Provide adequate drainage to prevent water pending. _ 4) All plates are MT20 plates unless otherwise indicated. 3938 5) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit!• fit between the bottom chord and any other members. 7) Bearing at joinl(s)11 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verity capacrZ ATE of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=837, 00�•• 11=837. �I� .40RI \ �� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.&10****, 111111111 FL Cert. 6634 April 20,2015 ®WARNING. Verfrydes/gnpararadersand READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473MKOWSTO/S BEFORE USE. Design valid for use only Win Minsk connectors. Ihls design h based only upon parameters shown. and Is for an individual building coraWmal. Applicability of design parameters and proper Incorporallon of component b responsldllty of bulltling designer - not tons designer. Bsaclrg shown Le //jjj��� 11h U Is for lateral support ofindividual web members ordy. AddlttonaltemWrarybracingtolnswestabnitydWngconsttucllonlslherespondblllltyoflhe r erector. Additional permanent bracing ofthe overall structure Is the responslblllty of the building designer. For general guldonoe regarding fabrication, quality control, storage, delivery, erection anal bracing, consult ANSIpPII Quality Criterla, DSB-89 and BCSI Building Component 004 Parke East BMtl. Salary INoanatlon avana ble from Truss Rate institute. 781 N. Lee Street. Sidle 312, AlexancrW, VA 22314. Tempo, FL 33610 V1324 IA3 (SPECIAL R515PA 4.00 12 5,,6 = 4x4 = 2x3 Sxe = 2.00 12 Scale: 3/16'=1' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.76 Vert(LL) 0.68 12 >605 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -1.14 10-12 >363 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.38 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 159 Ib FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-1-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation rude. REACTIONS. (Ib/size) 2=117110-8-0, 10=1171/0-8-0 Max Horz2=194(LC 7) Max Uplift2=-837(LC 8), 10=-837(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2729/1771, 3-4= 2607/1786, 4-5_ 210411448, 5.6=-2324/1632, 6-7=-2452/1671, 7-8=-4324/2787, 8-9= 4610/3102, 9-10=-4723/3088 BOT CHORD 2-15=-157512516, 14-15= 157512516, 13-14_ 112811961, 12-13=-2458/4129, 10-12=-2848/4446 WEBS 4-14=-718/514, 5-13=-272/588, 6-13=-306/516, 7-13=-2100/1327, 7-12— 939/1576, 8-12= 4122397 NOTES- IIIII I I I I IIIIII 2) Wind ASOE1) Unbalanced roof live rVulta165mph (3 secondds have been lgust) Vasd=128mph; TCD�4.2psf; BCD�3.Opsf; h=12ft B=45ft; L=50ft;, eave=6ft; Cat. II; dered for this design. 1611 P.S A• q�,��I�� Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 `�� Q�.• G E N S •. B9 .�� 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate Is required to be placed over the splice line at joint(s) 12. 5) Pistols) atjolnt(s) 12 checked for a plus or minus 2 degree rotation about its center. 3938 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other IIva 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 wll;: �. III between the bottom chord and any other members. 8) Bearing at Jolnt(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacti ` of bearing surface. .. ATE 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except Ql=1b) 2=837, 0 0o"N•• Al P .• ��,� 10=837. �I `�\ 10) "Semi -rigid pitchbreaks Including heels" Member and fixity model was used in the analysis and design of this truss. is�O....... N .. `�� s0,`�,�, WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-T4Ta rev. 02/t6G016 BEFORE USE I FL Cert. 6634 1 6904 Parks East Blvd. Tampa, FL 33610 Job Truss Truss Type Dry Ply ]0' Carbon Elev D T]00603] ,11324 At SPECIAL 1 1 Job Reference o tionel Chambers Truss, ton fierce FL 5-4 g Scale = 1:62.9 4xB Sx6 = 3x6 4.00 � 4 5 6 2x3 II 5.12 = 2.00 f 12 LOADING(psf) TOLL 20.0 TOOL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CS]. TC 0.85 BC 0.86 W B 0.99 (Matrix) DEFL. in Vert(-L) 0.70 Ven(TL) -1.14 Horz(TL) 0.38 (too) I/deft L/d 10 >590 360 8-10 >362 240 8 n1a Na PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 1571b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except• TOP CHORD Structural wood sheathing directly applied. 4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-1-3 or. bracing. BOT CHORD 2x4 SP M 30 MiTek recommends that Stablllzers and required cross bracing WEBS 2x4 SP No.3 be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1171/0-8-0,8=1171/0-8-0 Max Harz 2=170(LC 7) Max Uplifl2=-837(LC 8), 8=-837(LC 8) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2732/1777, 3-4=-2167/1493, 4-5= 3002/2033, 5-6_ 3106/2070, 6-7= 4297/2756, 7-8-4794/3146 BOT CHORD 2-13— 1570/2517, 12-13=-1570/2517, 11-12=-1195/2039, 10-11=-2412/4080, 8-10=-2897/4519 WEBS 3-12=-626/420, 4-11=-616/1112, 5-11=-266/557, 6-11 =-I 656/940, 6-10=-980/1602, 7-10=-527/494 NOTES- 11111111111/, 2) Unbalanced Wind: ASCE7-10; Vuroof live oad65mph (3 se and gust) Vastl s have been Considered for this TCDL=4.2pst; BCDL=3.Opsf; h=12ft; B=4511; L=5011; eave=6ft; Cat. II; ���,. A p Is A• Exp C; Encl., GCpl=0.16; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 % �\V•,•� G E N S ' 9 �j 3) Provide adequate drainage to prevent water pondfng. 4) All plates are MT20 plates unless otherwise indicated. - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3938 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 wilC is fit between the bottom chord and any other members. 7) Bearing atjoint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacit of bearing surface. : 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except OWle) 2=837?o O. ATE 8=837. e T'••rC` P �� 9) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ,j� , 4 0 R \ 1D •.• \,�� FL Cert. 6634 April 20,2015 WARNING -Vedrydesfgn parameters and READ NOTES ON MIS AND INCLUDEUMfTEKREFERANCEPAGEUlh7473reI OY/64201EBEFORE USE. Design valid for use onlywlth MNek connectors. This design Is based only upon parameters shown, and Is for an individual buBe rg component. AnpUtcolohIty of design parameters and proper incorporation of component 6 responsiblllty, of building designer -not truss designer, Bracing shown Is for lateral support annOvlduai web members only. Additional temporary bracing toinsure atadllyduMg construction is the margonSibllllNofthe erecbr. Additional permanent blaclrg of the overall structure Is the responsibility of the building designer. For general guicance regarding MiTek' fabrication, quality control, storage, delNery. erection and! lancing, consult ANSI/TPII Quality Criteria,D59-69 and BCSI Building Component 69N Parke E.1 Blvd. Safety Information ayailable from Try Rate Inshore. 781 N. Lee Street. Salle 312 Alexandria, VA22314. Tampa, FL 33810 Job Truss Truss Type Oly Ply 70'Cartion ElwD T]006038 p11324 AS SPECIAL 1 i Job Reference (optional) Chambers Truss, Pon Pierce, FL ].620 s Mor 2] 2015 Mnek Intlustries, Inc. Mon Apr 2D 15:26:36 2015 Page 1 ID:_MiGCA6bx7j2Syl HDXFw7ye3KX-BBo5BYEGOF4gSpOBBBOOY55A4N1tbaEi?S??GMzOoOH 1-0 7-10-13 11-0-0 1]-11-10 24-0-0 26-8-1 35-0-0 6-0 -0-0 ]-1013 3-1-3 6-11-10 6-0-6 2-e-1 4,00 12 4x8 = 13 3x4 = 3x4 = 5x6 = 2.OD 12 4x5 = 14 6 pyp g Scale = 1:62.9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ven(LL) 0.74 10 >555 360 MT20 2441190 TCDL ZO Lumber DOL 1.25 BC 0.83 Ven(TL) -1.2110-11 >341 240 MTieHS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.72 Horz(TL) 0.39 8 n1a rda BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 151 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 3-11-14 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=1171/0-8-0, 8=1171/0-8-0 Max Horz2=146(LC 7) Max Uplift2=-837(LC 8), 8=-837(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 2691/1791, 3-4=-2368/1605, 4-13=-2371/1648, 5-13=-2370/1648, 5-14=-4103/2666, 6-14=-4103/2666,6-7=-4353/2795,7-8=-4790/3131 BOT CHORD 2-12=-1581/2480, 11-12= 1307/2219, 10-11=2041/3253, 8-10— 2881/4516 WEBS 3-12=-400/355, 4-12=-171/351,4-11=-181/348, 5-11=-1096/784, 5-10=-444/964, 6-10=-748/1211, 7-10= 466/436 NOTES- 1) Unbalanced roof live loads have been considered for this design. �11111// 2) Exp CAEncE, GCpi VO.I78; MW FR9 (d ectio al);gust) Lumber DOL 1.60 pllate grip DOL=1060 .Opsi; h=12ft; B=45f[; L=50fi; save=6ft; Cat. II; ,``\-\��Fr��,PS A. ,q ��,,, 3) Provide adequate drainage to prevent water pending. ��,, •'� G E N 4) All plates are MT20 plates unless otherwise Indicated. �� �` • V\ S ••'9?� �� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y'`• 6) - 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 3938 fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. Mir z 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Ot=lb) 2=83F •. .: 8=837. = ATE 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. �� •,A,P s,O N A; `� FL Cert. 6634 April 20,2015 ® WARNING-Verifydeslgn parameters and READ NOTES ON THISAND INCLUDED MITEKHEFERANCE PAGEMP-7475 rev. DP/f6/2D166EFORE USE. Design valld for ass oNywlth Mrii connectors. This design Is based only upon parameters shown. and Is for an Individual bullcrng component. truss designer. Bracing �� y Appllcablllty of design paametersand proper Incorporation of component Is responsbility of bulldIng designer- not shown Is for lateral support of Individual web members only. Addlfional temporary broclrxl to Insure stability during construction Is the responslbllllty of the erector. Addlilonal permanent bracing of the overall structure Is the responLUlllty of 0e buldirg designer. For general guidance regarding fabrication, quality control, storage. delivery, erection anal bracing, consult ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Information avaliab a From Tnns Rate Institute. 781 N. lee Street, Wife 312, Alexandria VA 22314, Tempe, FL 33610 As HIP 4.00 12 3 PI C1A:E 2x3 II 4x6 = 2x3 11 4x8 = 2x3 II 46 = 3x4 = 3x4 = 4x6 = 2x3 II Scale = 1:61.8 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.68 10-12 >373 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.9110-12 >278 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.11 8 nta Na BOLL 5.0 Code FBC2010rrP12007 (Matrix) Weight: 1421b FT=095 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-3 cc, bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=977/0-8-0, 13=316/0-8.0, 8=1048/0-8-0 Max Harz 2=-121(LC 6) Max Upilft2=-712(LC 8), 13=205(LC 8), 8=-757(LC 8) Max Grav2=977(LC 1), 13=351(LC 17). 8=1048(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2024/1307, 3-16=-2314/1627, 16-17=-2314/1627, 4-17=-2314/1627, 4-5=-2314/1627, 5-6=-2314/1627,6-18=2314/1627,18-19=-2314/1627, 7-19=-2314/1627, 7-8=-2288/1477 BOT CHORD 2-15=-1106/1837, 14-15=-1103/1838, 13-14= 1103/1838, 12-13=-1427/2314, 11-12= 1269/2096,10-11=-I 269/2096, 8-10=-1268/2087 WEBS 3-13=-387/829, 4-13=-462/352, 6-12= 254/217, 7-12=179/405, 7-10= 20/296 NOTES- ��,`,,15 1 A I fI f ff♦I 1) Unbalanced roof live loads have been considered for this design. �% �P,,,,, A�9♦, 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=1211; B=45ft; L=50ft; eave=6ft; Cal. II; �� N Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ; �� •�� G E S'•.•q� 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3938 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in at I areas where a rectangle 3-6-0 tall by 2-0-0 wide W IL fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 2=71 y {� 13=205,8=757. 7) "Semi -rigid pilchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. O. ATE Al 1111111111 FL Cert. 6634 April 20,2015 ®WANNINd f Verily CedgnpvemefersanOFEAe NOTES ON Is IS been r nlyan n arometISTEK EFERAN, PAGE for an fachAd albuilding coma one � LE Design vaulty for use oNywllh sAffekstem con proper.Ihh derail n based only upon parameters shown, and Is for an-nMdas, designer, component. COP) Applkabal of design parametersand propers any, rallonofcomponent Isading to Ens of buildinsfe"Itg during er- nottruss Is rer.9racingshown Is for lateral support of Individual web members very. Adtllllorwl temporary braclrg to Insure sN des tlruNfl r general guidance Is the re regarding of the etocloc A, quallm1 permanent ge, dgve the overall andstmcphrebra Is the responsibility of the slily Ci erla, Der. ror general gcunponng Seeglyallon. quality aontrot. from Tr ss Note. erection arty.Lacing. consult 312.ANSI/TPIl ndrd. Clln31 D56-69 and BCSI Building Component Tama Parke East BNtl. Safety Intormallon avallaWe from truss Nate Institute, 781 N. Lee Street, Suite 312. Nexantlrl¢ VA 22314. TOrrpa, FL 33610 Jo ob fuss Truss yp¢ Oly Py 70'Carron Bay T]006040 p 8 COMMON 3 1 Job Reference (optional) Char ninn. Jr..., Fon lnBRe, FL 4x4 = 2.3 II 3x4 Scale =1:24.6 3x4 = to 6.11-0 6-11-0 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (too) Udall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Ven(LL) 0.05 5-8 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.07 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.08 Horz(fL) 0.01 4 n/a n/a BCDL 5.0 Code FBC201O/TPI2007 (Matrix-M) Weight: 47 It, FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=442/0-8-0, 2=498/0-8-0 Max Horz2=93(LC 7) Max Uplift4=-294(LC 8), 2=-375(LC 8) FORCES. (III) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-920/562, 3-4=-934/644 BOTCHORD 2-5=-631/1052,4-5=-726/1044 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation culde. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Ops1; h=12ft; B=45fl; L=50f; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pet 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 I1II11 IIf III , fit between the bottom chord and any other members. %% 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at Jomt(s) except Gt=lb) 4=294, ♦♦%�. A• 6) Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. `♦♦�A, . •�VG E N i 3931 FL Cert. 6634 April 20,2015 Q WARNING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 ree a2d6c?015 BEFORE USE. Design for use only with Mgek connectors. This design Is based only upon parameters shown, and is for an Individual building component. valid Apprecollty of tlesign parameters and rxoper lncomorct lon of component Is responsibility of bullding designer -not truss designer. Bra ing shown Is for lateral suppod of IrdNldual web members only. AddObnal temporary bracing to Insure stab6lry during tontine lon Is the respontlbllllN of the Welk'erector. Additional permanent bracing of the overall structure is the respotabilty, of the building derlgner. For general guidance regarding fabdealion quality control. storage, delivery. orecilon and bracing -consult ANSONI Quality Criteria, DSB-89 and Best Bullding Componenl 6904 Parke East BNd. Safety Inlormallon ovollobie from Truss Nate Instrule. 781 N. Lee Street. Sulle 312 Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 70'CBrllon ElevD T]006041 m111324 BH7 BOSTON HIP 1 1 Job Reference (optional) Chambers-rms., Fort Pierce, FL r.- -1.1 e, 1- - l w =- •• - so ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-cmTDmZGBjASEJH9mfJyj9kjndbApo?w8hODfthzOoOE 15.60 216-0 b6 lu0. 9-6.0 11-60 13.6-et 0 17d0 19-fi-0 21-40 2360 2560 2360 3560 0. 11 ]-0.0 2-60 2-0.0 2A0 6 1-60 2-0.0 2-00 1-60 6 2-DO 2-0.0 2-6-0 ]-0.0 1-DO Scale: 3/16•=1' 4x6 = 3x8 = Fop chord must be braced by and jacks, roof diaphragm, or properly connected purlins as shown. 3x4 = 4 rB _ 29 n 10 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc) /detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vefl(LL) 0.47 32-33 >872 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.6432-33 >648 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.14 28 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 2081b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-5 cc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jl(s): 11, 18, 15, 7, 23 MIT& recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation gulde. REACTIONS. (lb/size) 2=1171/0-8-0, 28=1171/0-8-0 Max Horz2=223(LC 7) Max Uplift2=-837(LC 8), 28=-837(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2803/1824, 3-4=-1036/631, 4.6=-984/626, 6-8- 966/629, 8-9= 971/654, 9-12=-957/688, 12-14=-9581730, 14-16=-958030, 16-19=-956/688, 19-22=-971/654, 22-24=-966/629, 24-26=-985/626, 26-27=1036/631, 27-28=-280411824, 3-5=-1922/1423, 5-7=-1926/1427, 7-10=-1926/1427, 10-11=-1926/1427,11-13_ 1926/1427, 13-15=-1926/1427,15-17=-1926/1427,17-18=-1926/1427,18-20=-1919/1424, 20-21= 1919/1424,21-23=-1919/1424,23-25=-1919/1424,25-27= 1915/1420 BOT CHORD 2-35=-1620/2593, 34-35=1626/2581, 33-34=-162612581. 32-33= 1787/2835, ,,,5 r 1I 1111111 31-32=-1627/2582, 30-31= 1627/2582, 28-30-1621/2594 , � WEBS 3-33=-175/333, 18-33= 459/465, 27-32= 172/309, 14-15=-274/363 . P • •., A. A �, 0�••pE1VS•. • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1211; B=45ft; L=50R; eave=6ft1 Cat. 11 3938 Exp C; Encl., GCp1=0.I S; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. �•� 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will ATE fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Qt=lb) 2=837, OR 1 O \ �% 28=837. S •_\ is truss. 9) Graphical puffin representation does ncluding enot depict the size or he orientation of ls" Member end fixity model was used lthe hpurfn along the top and/oe analysis and design of rlbottom chord. 'rP11j111N A; FL Cert. 6634 April 20,2015 ® WARNING-Verfrydeslgo Parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMII-7473 rev. INVIS2015BEFORE USE. Designvolm for use orLyw1M Mriek connectors. Thisdeslgn6 banedonlyupon poramefersshown, andisforon BrdNdual building component. ltlll� I Applicabi lly of design paameters and proper Incoiporaflon of component h respon4billty of buldBg designer -nor Inns designer. Bracing shown Is for lateral support of Incilvkival web members oNy. Additional temporary bracing to Insure stablllty during construction is the responsibility or the erector. Additional permanent bracing of the overall stluchze Is the responsibility of Me building designer. For general guidance regarding MiTek• fabil lon, quality control, storage, delivery, erection and Ixaclng. consult ANSUTPI I Quality Crtledo, DSB-89 and BCSI Building Component 6904 Parke East BW. Barely Informellm urvalabie from Truss Rate Insillute. 781 N. We Sleet. Suite 31Z Nexatxida. VA 22314. Tsetse, FL 3261 D Job Truss Truss Type Cry, Ply 70-Cuthon ElevD T7006042 m11324 GRA SPECIAL 1 1 Jab Reference (optional) Chambers Truss, Fou Pierce, FL 1-5-11 2.3] 12 44 = 4x10 19 4 20 4x4 = 21 5 22 64x10 2x3 I1 3x4 = 3x4 = as 11 3x4 = 4-1-8 3x4 = Scale = 1:27.4 LOADING lost) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2010/TPI2007 CSI. TC 0.18 BC 0.29 WB 0.06 (Matrix-M) DEFL. In Vert(LL) 0.08 Vert(TL) -0.10 Horz(TL) 0.03 (too) I/dell Ud 11 >999 360 10 >999 240 7 rda n/a PLATES GRIP MT20 244/190 Weight: 581b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-1 no puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-8-14 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=701/0-8-0, 7=701/0-8-0 Max Harz 2=65(LC 24) Max Upliff2=-523(LC 8). 7=-523(LC 8) Max Grav2=720(LC 17), 7=720(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1503/1148, 3-19=-1529/1216, 4-19=-1511/1196, 4-20=-1494/1181, 20-21 =-1 494/1181, 5-21 =-I 494/1181,5-22=-1511/1196, 6-22=1529/1218, 6-7=-1503/1122 BOT CHORD 2-12=-1116/1395, 12-23=-1108/1395, 11-23=-1108/1395, 10-11= 1210/1494, 10-24=-1059/1395, 9-24= 1059/1395, 7-9= 1069/1395 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,` ,`1S 1111 Mir ,, 2) Wind: ASCE 7-10; Vult=155mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opst; h=121t; B=45ft; L=50ft; eave=6ft; Cat. II; 0 I� Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 � PAbe �,, 3) Provide adequate drainage to prevent water pending. �� O�•' G ....... 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SF',•,9�i� �� 5)' This truss has been designed for a live toad of 20.0ps1 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. 3938 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=523` 7=523. 7)'Seml-rigid pltchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) snail be provided sufficient to support concentrated load(s) 128 to down and 114 lb up at 4-1 •: 123 lb down and 124 to up at 5-0-0, 130 lb down and 1461b up at 5.7-3, 124lb down and 129 Its u at 5-11-0, 124 Ib down and 129 lb. ATE up at 7-11-0. 130 lb down and 146lb up at 8-2-13, and 123Ib down and 124 Its up at 8d0-0, and 1281b down and 1391b up at 9-8-e i� •'• �. 41 on and 15 Its b down at ts down at 5-11-0, 39 downpath7-11-0, 33and 6lb down and 7 to 1b downt 8-2-13 up 18 Its down)to and 16 b up al 8-10-0, and 16 lbdownand 71Is up at 19-8-8 on bottom chord. i1,e 'Y ' O R P`�� % The design/selection of such LOAD CASE(S) section,loadsto the face of the truss are noted as front (F) or back (B). ,� 9) n--j/110 N Al 111"t`��� LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 April 20,2015 r� WARNING-Vanly design parameter. antl READ NOTES ON THIS AND INCLUDED MMEKREFERANCEPAOEMII-7473 rev. OYfE/10150EFORE USE. Design vale for use only Wth Musk connectors. This design is based only upon puMmeten shown, and is for an lndMdual building component. Appleab0ily of design Wormetemand proper Incorporation of component b respumalbrlty of budding designer -not truss designer. Bracing shown Isforlateral suppod offndMdud web members only. Addllkmal temlaux rybrocing to insure stablitycluMg conffiucllon is the responstbillltyoffhe MiTek' erecbr. Addlllonal permanent bracing of the overall structure Is the respornibillty of the building designer. For general guidance regarding fabdcallon, quality control, storage, dellvery, emcBon aM bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information WoRable from Truss Rate imtltufe. 781 N. Lee Street, Sulfe 312. Alexandre. VA 22314. Tanya, FL 33510 Job Truss Truss Type Oty Ply TO-Carhon ElevD T]006042 m11324 GRA SPECIAL 1 1 Job Reference (optional) Gh.mb.rs Truss, Fen Pierce, FL ].620s Mar 2]2016 Mnak lOdushl.S, Inc. Men Apr 2a I b 26.412015 Paget ID:_MiGCA6bx7j2Sy1 HDXFW7ye3KX-YBb_BFIOFoiyZbJ9 k_8F9pC?0tbG0gR8kimyZZ0o0C LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5= 54, 5-6= 54, 6-8=-54, 13-16= 10 Concentrated Loads (lb) Vert: 3=7(B) 4= 64(B) 5= 64(B) 6=7(B) 12= 6(B) 11=-35(B) 10= 35(B) 9=-6(B) 19=-28(B) 20= 60(B) 21_ 60(B) 22= 28(B) 23=-18(B) 24= 18(B) AWARNING-Veil ydesfga pemenfars eeC READ NOTES ONTHISAND INCLUDED MI]EKREFERANCEFAGE MII-7473 rev. 02/1W201S BEFORE USEfft-6,�' Design vdld for use onlywlth M9ek connectors. this design b based only upon nalamelonshOWIL and Is for an Indivldual IndIding component. building designer- not truss designer. Bracing 4wwn ®py Appecoblllb, of design parameters and proper Incoiporalion ofcompa mbras,nambllity of Is for lateral support findividual web members only. Additionalfemporary bracing to lnsurestmlllty duliagconshuctlonls the resnonst,1111ty offhe erector. Additional permanent bracing of the overall structure Is M responslblllfy of the butt Ing designer. For genefOl guidance regarding fabricallon, quality control, storage, WIVery. erection and Ixacing, consult ANSUTPI I Quality Criteria, DSB-89 and Best Buildlog Component 6904 Perk. East M. Safety Information avdlable from Truss Rate Institute. 761 N. Lee Streel, Wife 312 Alexandria VA22314. Tows, FL 33610 Job Truss Truss Type Uty Py ]e' Carlton ElevD T]006043 m11324 GflB SPECIAL 1 1 Job Reference optional Gnamoere 'me, ran neme, IL 6 0-0 Scale: 3/16-l' 2x3 11 4x4 = 4.00 F12 4x8 = 3x4 = 3x6 = 2x3 4x4 = 9 3 25 26 4 27 28 29 5 630 31 32 733 34 35 8 10 2 „Ic51= e11 o d 1836 37 17 38 16 39 4041 42 14 4313 12 2x3 11 5x115= 3x4 =3x6 3x4 = 3x4 = 3x4 = 3x4 = 3x6 = = LOADING(pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2010ITP12007 CSI. TC 0.39 BC 0.32 WB 0.43 (Matrix-M) DEFL. In (too) Wall Ud Verl(LL) 0.11 17-18 >999 360 Verl(TL)-0.1517-18 >999 240 Horz(fL) 0.03 15 Na Na PLATES GRIP MT20 244/190 Weight: 1461le FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP,M 30 TOP CHORD Structural wood sheathing directly applied or 5-10.6 as purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 4-15 MiTek recommends that Stablllzers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-8-0. (Ib) - Max Horz2=96(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-546(LC 8), 15— 835(LC 8), 14=-542(LC 8), 10= 389(LC 25) Max Grav All reactions 250lb or less at joint(s) except 2=733(LC 17), 15=1189(LC 1), 14=801(LC 1), 10=470(LC 14) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1549/1053, 3-25=-1272/936, 25-26=-1272/936, 4-26=-1272/936, 4-27=-288/511, 27-28=-288/511, 28-29= 288/511, 5-29=-288/511, 5-30=-288/511, 6-30=-288/511, 6-31= 288/511, 31-32=-288/511, 32-33=-288/511, 7-33=-288/511, 7-34= 288/511, 34-35=-288/611, 8.35=-288/511, 8-9=-535/483, 9-10=-924/624 ,"S IIA„, `' BOT CHORD 2-18=-907/1433, 18-36=-902/1441, 36-37=-902/1441, 17-37=-902/1441, 17-38=-838/1272, 0 15-418 511/ 12? 41' 3 42 —5111/412, 4243=51114182' 14?435-5111/412, 13-14=-452/515, ��,,Q ` , �' • • Abe �'�. 12-13=-452/515, 10-12=-685/1021 �� .r •\G E N S •'•.'9 'i WEBS 3-18=01257, 4-17=0/292,4-15=-1854/1286, 6-16 503/480, 7-14=-430/408, 8-14=857/572 *:• 0 3938 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0ps1; h=12fp B=451t; L=501t; eave=6fl; Cat. I y Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 O .• ATE 3) Provide adequate drainage to prevent water pending. � .l` 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0s, • • < O Ft O �e % 5) fit between truss he been designed chord and r a live to d of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ei,;s'S�Q N A�- 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5461b uplift al joinl2, 8351b uplift at Joint 15 11111111111 �1� .542 lb uplift at Joint 14 and 389 Ib uplift al joint 10. 7) "Semi -rigid plichbreaks Including heels" Member end fixity model was used In the analysis and design of this buss. April 20,2015 WARNING. Verify design petameters and READ NOTES ON TN/SAND INCLUDED MI]EK REFERANCEPAGE MII-7473 rev. M64?01SBEFOREUSE. dnn vnM fnru nnlvwlth MDekconr%actols. Thffideskin hib5edonlyaeon mameferishown. Bldi5tofan NtllAdual WIlding Componer erector. Addlornal permanent brocing Of Une Overall ANCNre IS me re5p mlallny ar InO lwllano ce3gnel. rv, yeue,uI awuu,—I, V Mv •....�.� Fabrication, quality control, storage, delivery, erection and bracing, conwit ANSIAPIi Quality Criteria, DSl and Bost Building Component 6904 Palle East Blvd. Safety Information avaSo[Ule from Then Rate Institute, 781 N. Lee Sheet. Suite 312. Alexandrkt VA22314. Tamp., FL 33610 Job Trusa Truss Type isty Ply 70' C,vma Elev D TI006043 tn11324 GRB SPECIAL 1 1 Job Reference (optional) Chambers Tmse, Fort Pierce, FL 13 ID: kfiGCAfibx7j2Sy1HDXFw7ye3KX47L9MOb1105gpAIcuLVRVOnMLJXoDJ7NIeNOSJuvzOo0B NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289111 down and 341 Ib up at 5-0-0, 124 Ile down and 129 Ib up at 7-0-12, 1241b down and 129111 up at 9-0-12, 1241b down and 129 lb up at 11-0-12, 124 Ib down and 129 lb up at 13-0-12, 124 Its down and 129 lb up at 15-0-12, 124 lb down and 129 Ib up at 17-0-12, and 124 Its down and 129 Its up at 19-0-12, and 124 Its down and 12911) up at 21-1-4 on top chord, and 831b down at 5-0-0, 39 Its down at 7-0-12, 39 Its down at 9-0-12, 39 Its down at 11-0-12, 39 lb down at 13-0-12, 39 Ib down at 15-0-12, 39 It, down at 17-0-12, and 39 to down at 19-0-12, and 39 Its down at 21-1-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-8=-54, 8-9= 54, 9-11— 54, 19-22=-10 Concentrated Loads (lb) Vert: 3=-1 60(F) 18=-45 (F) 25=-60(F) 26=-60(F) 27=60(F) 29= 60(F) 30=-60(F) 31=-60(F) 32=-60(F) 33=-60(F) 36=-13(F) 37=-13(F) 38=-13(F) 39=-13(F) 40=-13(F) 41=-13(F)42=-13(F)43= 13(F) ®WARNING - VeNlydeslDeparamet. rulREAD NOTES ONTIIISANOINCLUDEDMITEKREFERANCEPAGEMr,74"my. OT/MOISSEFOREUSE. ek connectors. This design Is based only awn parameters shown W and Is for an Individual id1ng component. Design valid for use onlywllh Mnpo Wilding designer- not fruss designer. Bracing she ®�� 91E Applicability of design parameters and proper incorporation of compwani b rerponslblllty of is for lateral sup an of Individual web members only. Addltlorwl lemporory bracing to Insure stability during construction is the responsibllllty of Ine, erector. Additional permanent bracing of the overall structure Is the responLblllty, of the WIIOkfg designer. For general guidance regarding fabdcaflon, quality conhol, storage, delivery, erection and bracing. consult ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 004 Parke East BHd. Safety Information waAWle from ins Rate Institute. 781 N. Lee Street. Sulte 312 Alexandra, VA P2314. Taws, FL 33610 Job Truss Truss Type Cry Ply 70'Carlton Rev T7006040 mita24 GRC HIP 1 1 Job Reference o tional Chambers Truss, Fad Pierce, FL ID: _kfiGCA6bx7129y1HDX'"'""KK-y)H6pHKHY5X— ,.r._ n- fsXusnRXRcgNTC PtrixOVuzOo09 138-0 20-9-10 28-0-0 35-0-0 6-0 6-8-0 7-1-10 7-2 6 ]-0-0 -0-0 Scale = 1:61.8 4.00 F12 5x8 = 3.6 II 5x6 WB= 5x6 = US = 26 14 La 2x3 11 3x6 = SAO = 3x4= 4x5 = 2x3 11 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TC 0.94 BC 0.60 W B 0.71 (Matrix) DEFL, Vert(LL) Vert(TL) Horz(TL) in (too) Well Ud 0.2610 >965 36040 -0.38 10-12 =9 2 0.10 e Na Na PLATES GRIP MT20 244/190 Weight: 1551b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SP No.2, 6-13: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS. (lb/size) 2=445/0-8-0. 13=2650/0-8-0, 8=103710-8-0 Max Horz 2=-84(LC 6) Max Uplift2=-430(LC 8), 13=-2294(LC 8), 8=-942(LC 8) Max Grav2=539(LC 19), 13=3139(LC 2). 8=1234(LC 20) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 260 (Ib) or less except when shown. TOP CHORD 2-3=-869/566, 3-16=-1085/1586, 16-17=-1085/1587, 17-18=-1085/1587, 18-19=-1085/1587, 4-19-1085/1587, 4-20=-108511587. 5-20-108511587, 5-21=-1085/1587,21-22=1085/1587,6-22=-1085/1587. 6-23=-2144/1634, 23-24=-2144/1634,24-25=-2144/1634,25-26-2144/1634,7-26_ 2144/1634, 7-8=-2967/2109 BOT CHORD 2-15-458/764,15-27-467/793,27-28=-4671/93,14-28-467/793,14-29=4671793, ,,�111If��� 13-29-467/793, 13-30-1473/2144, 30-31=-1473/2144, 31-32=-1473/2144, 32-33-1473/2144, 1233-1473/2144, 12-34-1898/2774, 11-34=-1898/2774, \\\-%(� rr�� S A. / \ \`r`I-, ., 559 52501% � 8 3917/2865, 4 •VG E N WEBS 3-15=-178 3 13 791, 4 13 893/863, 19 64225/611, ♦♦\\�O' `S 7-12=-670/448, 7-10-181/595 3938 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=126ri TCDL=4.2psf; BCDL=3.Opsg h=12ft; B=45ft; L=50ff eave=6ft; Cat. M• Exp Q Encl., GCpl=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. =•O. ATE 4) This fuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. T 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ' <1%"- C 0 R O 0 -`*fit between the bottom chord and \��♦ other members. 6) Provide mechanical connection (by others) of truss tonding bearing plate capable of withsta430111 uplift at joint 2, 2294lb uplift at joint ,�\\ ',p � 13 and 942111 uplift at joint 8. /� I �1 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. WARNING-Vedrvdeslgn parameter and READ NOTES ON THISAND INCLUDED MmEKREFERANCE PAGEMII.7473 rev. OW&GOf6 BEFOREUSE I FL Cert. 6634 1 6904 Parke Ees1 BNd. Terrga, FL 3S610 Job Truss Truss Type Dry Ply 7D CmNon Eld,D T7006044 m11324 GRC HIP 1 1 Job Reference o tional Chambers Tmss, For! Pierce. R /A'LV a M.,[, Ltl] Mn ncmammies, Inc. MM Npr GV I];LO:W...] ago[ ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-yj H6pHKHY5X021jfsXasnRXRcgNTCPtrixOVuzOo09 NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 231 lb down and 3521b up at 7-0.0, 118 Its down and 189111 up at 9-0.12, 118 lb clown and 189 It up at 11-0-12. 118 lb down and 189111 up at 13-0-12, 118111 down and 189111 up at 15-0-12, 118 Ib down and 189 lb up at 17-0-12, 118 lb down and 189111 up at 17-11-4, 118 Ito down and 189111 up at 19-11-4, 118 Ito down and 189 lb up at 21-11-4, 118 Ib down and 189 He up at 23-11-4, and 118 lb down and 189 It, up at 25-11-4, and 231 lb clown and 352lb up at 28-0.0 on top chord, and 388111 down and 240111 up at 7-0-0. 68 to down at 9-0-12, 68111 down at 11-0-12, 68111 down at 13-0-12, 68 lb down at 15-0-12, 68 lb down at 17-0-12, 68111 down at 17-11-4, 68111 down at 19-11-4, 68 lb down at 21-11-4, 681b down at 23-11-4. and 68 lb down at 25-11-4, and 388 Ib down and 240 Ib up at 27-11-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-44, 3-7=-44, 7-9=-44, 2-8=-10 Concentrated Loads (Ib) Vert: 3=-156(B) 5= 96(B) 7=-156(B) 15=-333(B) 10=333(B) 16=-96(B) 17=-96(B) 19=-96(B) 20=-96(B) 21=-96(0) 22=-96(B) 23_ 96(B) 25=-96(B) 26=-96(B) 27=-23(B) 28=-23(B) 29= 23(B) 30= 23(B) 31=-23(B) 32=-23(B) 33=-23(B) 34= 23(B) 35=-23(B) 36=-23(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Mll-74M rev. 02/iN10fE BEFORE USE. slan.1d for use only with MBek connectors. iris design R based only upon parameters shown. and Is for an IndMtlual bulidlo8 componer of the overall siuciure is the rospardesury or tro pullaing anogner. For genera outun eregaramg nnrcn very, erection analbracing-consult ANSVMI Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East BHA. late IDsiliule. 781 N. Lee Steel. Sulte 312. Alexandria. VA 22314. Terrya, FL 33610 Job Truss Truss Type Qty Ply 7W Cartlon Elev D T]006045 JI MONO TRUSS 6 1 9,11324 Job Reference (optional) P i Chambers Trues, Fod Pierre, FL 7.620a Ma1212015 Mnek lndustnes, Inc. Mon Apr 2015:26.442015 age ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-yjH6pHKHYj5XQ21jfsXusnRkgczbTNXtrixOYuzOoOg Refer to MiTek "TOE -NAIL" Detail for connection to supporting carrier truss (typ all applicable jacks on this job) 3x4 = Scale = 1:6.2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (Ioc) Udetl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010r-PI2007 (Matrix) Weight: 5lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=-8lMechanical, 2=120/0-8-0, 4=5/Mechanical Max Horz2=47(LC 6) Max Up1ift3=-8(LC 1). 2-153(LC 8) Max Grav3=26(1-0 8), 2=120(LC 1), 4=14(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bmcing be Installed during truss erection, In accordance with Stabilizer Installation quide. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45f ; L=50ft; eave=61t Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 3 and 1531b uplift at joint A II�� 2. �� ........4,9ei 6) "Semi-dgid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. ; ��p O E N S •, '�� ' 3 • Vi-a � *: 938 ATE �. -An�•c�OR1�P N FL Cert. 6634 WARNING-Vorlfy des/gn parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. OT/16/2015 BEFORE USE. don valkl for use only with Mnek connectors. IDh design h based only upon Mometers shown, and Is for an IndMdual Wilding componen ardl bracing. consult ANSUTPI I Quality Cdtada, DSB-89 and BC51 Building Component 6904 Parka Easl Blvd. 781 N. Lee Street. Suite 312 Alexondda VA 22314. 1 Tampa, FL 33610 Job Truss I ruse Type Cry Ply 70'Carkon ElevD T]006046 m11324 J3 MONO TRUSS 6 1 Job Reference (optional) Chambers Truss, For Piece, FL ].HDX w7ye3 016 MiTek lcLvIO aOICc Mon 7P?z OITC62015 z5Lz ID:_MiGCA6bx7i2Sy1HDXFw7ye3K%-OvgVlcLvI0D01CcwDa37P?zw0lTCgn03Mgz5LZ000E 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 TCDL 7.0 Lumber DOL 1.25 BC 0.10 ROLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC2010/rP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=53/Mechanical, 2=174/0-8-0, 4=13/Mechanical Max Herz 2=84(LC 8) Max Uplif13=47(LC 8), 2=-178(LC 8) Max Grav3=61(LC 13), 2=174(LC 1), 4=39(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. S.I. = 1:9.6 DEFL, in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 360 MT20 244/190 Vert(TL) -0.01 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a Weight: 11 lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purlins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and requirecl cross bracing be Installed during truss erection, In accordance with Stabilizer Installation aulde. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=4511; L=50ft; eave=6ft; Cat. II; Exp C; Encl.. GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Rater tomech mechanical for truss ti truss connections. ,,`, PS 1 A. qC 5) Provide mechanical connection truss others) of truss to bearing plate capable of withstanding 471b uplift at joint 3 and 1781b uplift at joint \� �I,� 2. ......... 6) °Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. •, r 3938 ATE101. ,0 "';i,S11111 ONA� E�%%� 6634 WARNING. Vs fryd..1, Ramm.fera and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEFAGEMIF7473rev. OH'=016 BEFORE USE. sign ,cid for use onlywlth Mgek connectors. INS design is based only upon parameters shown, and Is for on Individual building componen plicc ail.I.N ofvnongn Mam, tOrsand pmbpeers c0ITolGt[ob f cominoomry Is esp�iDtbiIlnvua s budding de B er-not imoss designer. B=IngY< toWco.Addltlorgl permarstor Maeingvey,eocilonand bracing. ANSIm,ueality yuca, DSS89 ndBCS Building. oemson •m .....___ Safety moor quality control, storage. delivery, ereciio. and bracing. consult 312, net Quality Criteria, D68.69 and BC61 Building Component 6m4 Perk- East BHd. Safety Information avauoble from miss Plate Iretltato. Tel N. Lee Street Suite 312 Alexantlrla. VA T1314. Toga, FL 33610 Job Truss I russ Type Oty ply 70-Corkon 61.D T700600] m11324 J5 MONOTRUSS 15 i Job Reference o tionel Chambers Truss, Forl Pietse. FL 3x4 = µ av m.co,ra eo,a rutle , ID:_kfiGCA6bx7j2Sy1 HD%FW7ye3KX.QvgVlcLvIODO1CcwDa37P7zpD0EnCgn03Mgz5LzOoO8 LOADING (psf) SPACING- 2-0-0 CSL DEFL in poc) Vdell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.03 24 >999 360 TCDL 7.0 LumberOOL 1.25 BC 0.33 Vert(TL) -0.05 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 Na n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=114/Mechanica1, 2=230/0-8-0, 4=23/Mechanical Max Horz2=122(LC 8) Max Uplili3= 114(LC 8), 2=-202(LC 8) Max Grav3=127(LC 13), 2=230(LC 1), 4=69(LC 3) FORCES. (ib) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.9 PLATES GRIP MT20 244/190 Weight: 17 Be FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MR-ek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.OpsG h=1211; B=451t-, L=500; save=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and my other members. 4) Refer to girders) for truss to truss connections. I II II I t 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1141b uplift at Joint 3 and 202 to uplift at ,`\\\\1S A. Joint 2. ,\% P 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. �p ........S; 3938 ATE ' O .� c4 O R 1 p NA ,& WARNING. Ved/yderlSn paramrar,. and READ NOTES ON MIS AND INCLUDED MmEKREFERANCEPAGE MII.14]0 rev, OWSM016 BEFORE USE ■■■ Design vdb for use ONywllh Mlrek connectors. Ihls design is based only upon parameters snows. and is for on lndlddual Wndin , component. Applicability of design pa imete sOnd proper incorporation of component h respomlbllity, of building designer - not taus designer. Bracing shown Is for lateral support o(Intllvldual Web members only. Additional temporary bracing to Insure slarsUlty during conshuction is the responsibility of the We k' erector. Ad011onal permanent bracing of Ins overall structure Is the responsiloUlty of Ina Wilding designer. For general gWtlance regarding fabrication, quality con1m. storage, delivery, erecflon and bracing, consult ANSI/TPI I Quality Criteria, DSO-69 and SCSI Building Component 6904 Parke East Bad, Safety Information avolobie from Truss Rate institute. 781 N. Lee Steel, S ffo 312 Alexandrb, VA 22314. Terrye. FL 33610 Job Truss Truss Type Ory Ply 7V Ca,han Elev D T]006048 m11324 J7 MONO TRUSS 12 1 Job Reference (optional) Chambers Truss, Fort Piece, FL 3x4 = Swle: 3/411' 7-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL In poc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.12 2-4 >639 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.22 2-4 >365 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(TL) -0.00 3 n/a rt/a BCDL 5.0 Code FBC2010ITPI2007 (Matrix) Weight: 23111 FT =0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MJTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (lb/size) 3=172/Mechanical, 2=291/0-8-0, 4=33/Mechanical Max Horz2=160(LC 8) Max Uplift3=-174(LC 8), 2=-234(LC 8) Max Grav3=189(LC 13), 2=291(LC 1), 4=99(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=12f; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. \I\1111111111 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 174111 uplift at Joint 3 and 234111 uplift at \ \\\ S A. /��� Joint 2. �� --f^,P A� 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. �� O\V` ••••E B �i� 3938 ATEAl O S/�NA� HI rt 3 p 112 ,2015 0 WARNING - Verify Eeslga paramefersaed READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMII.7473 rov. OWO15EEFORE USE Design Valid for use only wllh MRek connectors.IDs design h based only upon porameters snown, and is for an BrdMdoal WIldira component. ApplkabAlty of design parameters and proper incoiporallon of component N respomblllN of building designer- not truss designer. Bracing sho"Is for lateral support of Individual web members any. Additional temporary bracing to insure slotAlry duMg construcBon Is the responslbillity oflireerector. 7TnW. Additional permanent lsoci g of the overall structure Is the respons Ugly of the builGing designer. For general guidance regardingfabrication quality control. storage, delivery, election antl bacng. consult ANSI/TPl1 Quality Criteria, DSB-89 antl BCSI Building Componentt BNd. Safety Information avolable Rom inns Rate Ioslltufe. 781 N. Lee Street. State 312. Alexandria. VA P2314. 10 Job Truss Truss Type Oty Ply Ty Cain.. Elev D T]006049 Tl1a14 JA MONO TRUSS 2 1 Job Reference o Lionel Chembena Truss, Fon Pierce, FL 3x4 = r.ozas marzr ema muea inausrws, mc. Me" cu u.eo.r, cum 9e, ID�-kfiGCA6bx7j2Sy1HDXFw7ye3KX.NlyFSIM9geT6HWmIL?5bUO3Fop_hgkGJXg94gDzOoO6 Scale = 1 t8.5 2-03 LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Ven(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a tVa BCDL 5.0 Code FBC20101TPI2007 (Matrix-M) Weight: 9lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. (Ib/size) 3=41/Mechanical,2=142/0-8-0,4=17/Mechanical Max Horz2=73(LC 8) Max Up11113=-38(LC 8), 2=-136(LC 8). 4=-4(LC 8) Max Grav3=45(LC 13), 2=142(LC 1), 4=26(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu11=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf-, h=121t; 8=45ft, L=50ft eave=6ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for thus to truss connections. 111I111, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38lb uplift at Joint 3,136 lb uplift at joint 2 \\\\\\\rJ A. and 4 lb uplift at joint 4. `�\ '�F1s`P 6)'Semi-rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. � O..•�G E N 93 3 *./ ATE LV .4OF, ,DP:��,O ® WARNING -VerlfydeslgnparametesandREADNOTES ONTHISANDINCLUDEDMmEKREFERANCEPAGEM*74Ib...=64?OISBEFOREUSE. Design valid for use oNywith Mffek connectors, this tlesign is based only upon paramefersshown. a rd is for an Individual bullderl component. ■ AppllcabillN of design porametersand proper Incorporallon of component Is responslblllty of buldkg designer -not truss deslpner. Bracing shown Is for lateral support of Intllvklual web members only. Adtllflonai temporary bracing to Imure stabllltyduring construction Is the responslUllly of the MiTek' erector. Additional permanent bating Of Ilse overdl structure Is the responsibility of the bultdIng cesicnor. For general guldance recording fabrication, quality control. storage, delivery, erection crud bracing, consult ANSI/TPI I Quality Crltodo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallahle from Truss Rafe Institute, 781 N. Lee street. 2 A eet. suite 31lexandrkL VA22314, Tmrya, FL 33610 Job Truss Truss Type Cry ply TO -Carton ElsvD TTOD6OSD m11324 JB MONOTRUSS 2 1 Job Reference joptionaft Chambers Truss, Fan Piece, FL 3x4 = /AXsroarzrzm>ruuasggoT6s. imIownnP,Ao gk J_.•a= ID_kfiGCA66x7j2Sy1HDXFw7ye3K%-NIyFSIM9geT6H WmIL75bUO3A0pxUgkGJXg949DZOo06 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (too) Vdefl Ld TCLL 20.0 Plate GOP DOL 1.25 TO 0.40 Ven(LL) 0.03 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(rL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WE 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=105/Mechanica1, 2=269/0-8-0, 4=32/Mechanical Max Horz 2=114(LC 8) Max UpIIR3=-99(LC 8), 2= 222(LC 8), 4-1 (LC 8) Max Grav3=105(LC 1). 2=269(LC 1), 4=61(LC 3) FORCES. (I e) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=.441/229 BOT CHORD 2-4=-300/485 Swle=1:12.9 PLATES GRIP MT20 244/190 Weight: 19111 FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during (russ erection, In accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf h=1211; 8=45f ; L=50ft; eave=bit; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonco rcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 9-6-0 tall by 2-0-0 wide will 11 fit between the bottom chord and any other members. o0%P`S A. 4) Refer to girder(s) for truss to truss connections. %% T� 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 99 Ib uplift at Joint 3, 222 lb uplift at joint 2 `,�� p" .; C E N and l lb uplift at joint 4. 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. = :•• 3931 Mir z ATE ' 14 4e/ . R \ Q P`JGN���, UNAL -%%%% 1411111110 QWARNING. Verify design parameters and READ NOTES ON MIS AND INCLUDED M?EK REFERANCEPAGEMII-7473 rev, gYfa4016 BEFORE USE. Design valid for me only with M al<connectors. Thisdoslgn is based only upon parametemsinOwn. and Is to, an individual building component. lei' � APPlicabllly of design parametersand proper Incorporation ofcomporesp nent is onslblllly, of building designer- not inns designer, Bracing shown 6 for lateral support of lndvidual web members orgy. Additional temporary bracing to Insure stabllty dmuing construction is the responsibility of tho Mewerector. Addlffond permanent bracing of the overall structure Is the responslblllty of the building desgner. For general guidance regarding fabrlcagon. quallly control.storage, dellvery,erection and bracing -consult ANSI11Pl1 Quality Cdterla,DSB-69 and BCSI Building Component 6904 Parke East Blvd. solely Information avalable from lures Rate Institute, 781 N. Lee Street Sulte 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type uty Fly 70' Cartlon Elev D T]006051 m11324 Jc MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Foal Pierre. FL 3x4 = 7.6208Ma1272015 ri industries. Inc. Mea Ppf2V1>1G;9b2Vlb 1a9e1 ID:_"GCA6bx7i2Syl HDXFw7ye3KX-rU WdfeNnbxbzutLVuicgldbOKDKVPBWTUvdhtzOGO5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In Qoc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ven(TL) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hou(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010r-PI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=10/Mechanical, 2=109/0-8-0, 4=4/Mechanical Max Horz2=50(LC 8) Max Up1ift3=-7(LC 5), 2=-126(LC 8), 4= 3(LC 5) Max Grav3=12(LC 13), 2=109(LC 1).4=10(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1.6.3 PLATES GRIP UT20 244/190 Weight: 5lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation ulde. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12f ; B=45ft; L=50ft; save=6fh Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. "S t A, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71b uplift atjolnt 3,1261b 0 uplift at joint 2 and 3Ib uplift at joint 4. ,�� `% - f, P 6)'Semi-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. � 0\,-•�C E N M ATE 4.0 R 1 O Pa /ONAk- 00 . inn l mu` A WARNING- varaydeclgn paremstars and READ NOTES ON THISAND INCLUDED Mn'EKREFERANCEPAGEMIt-7473 rev. 02716201S BEFORE USE. Learn valid for use onlywdth Mack connectors. This tlesign is based only upon parameters shown, antl is for an Individual bulNrg comporent. �� Applicability of design parameters and proper Incomorallon of component Is responsibility of building designer - not truss designer. Bracing shown Isral support of web ff only. uction ls Me bracing to Insure clablilty For regarddinlg the espaNblllN MiTek' ofthe bulldirg dedgreLrary ovoidl ssructure Is fine rorrol thers Additional permanent bracln, ot generallg idance faWmIlmn illy conhol, storogo. delNew. erecflon antl bocAlg. consult ANSI/1711 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informallon mcecole from Truss Plate Imillule. 781 N. Lee Street Wife 312, Alexandria, VA 22314. Tanga. FL 3361 D Job Truss Truss Type Oty Ply 70'Carlton EfwD T]006052 nIIS24 us MONO TRUSS 1 1 Job Reference o tionai D P 1 Chambers Truss, Fod Pierce, FL 1.5-0 3x4 = 2.83 12 ].620e Mar 2]2015 MTek lndaelnea, Inc. Mon Apr 2015.26.48215 age ID:_kfiGCA6bx712Syl H DXFw7ye3KX-rUWdfeNnbxbzufLVuicgI dbNIDI EPBWTIJvdhfzCoO5 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vart(LL) 0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.09 4-7 >885 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 HOrz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=176/Mechanical, 2=239/0-11-5, 4=46/Mechanical Max Horz 2=109(LC 8) Max Upllft3=167(LC 8), 2=-206(LC 8) Max Grav3=181(LC 13), 2=239(LC 1). 4=86(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-555/261 BOTCHORD 2-4=-336/596 Scale: 3/4'=1' PLATES GRIP MT20 244/190 Weight: 23lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 no puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabllizer Installation quide. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft1 B=45ft; L=50ft; eave=61t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,,`J%J11111t 111r1,',, fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ��% PS A• q�e �,,� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167lb uplift at joint 3 and 2061b uplift at �� �" •'• joint 2. ,�� `2.: •\,�GENS••�,i 6) "Semi -rigid pifchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '` ' • %-O• 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (0). 3938 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2= 54 Trapezoidal Loads (pit) Vert: 2=0(F=27, 8=27)-to-3=-95(F=-20, B=-20), 5=0(F=5, B=5)-to-4=-18(F= 4, B=-4) •T4 O R \ � P . ��>:b N A, �,,� Q WARNING. V dffydecrgn pammera. and READ NOTES ON MIS AND WCLUDED MITEKREFERANCE PAGEMIJ-7473 rev. 0Y1NS0/S BEFORE USE. Design valid for ase only with Mgek connectors. This design h basect only upon parameters shown, and Is for an IndlAdual bulldog component. ■ Applk:abl ity of design parameters and proper Incorporation of component Is responsibility, of bulldig designer -not imss designer. Bracing shown Is far lateral support of IndMdual web members only. Additional temporary bradrxl to Insure stotdllty during conshucffo , is the responslbllllry of Itha MiTek erector. Addllional Permanent bracing of the overall structure is the responsibility of the building cleslgner. For general gurdarae regarding fabrication. quality control, Storage. delivery, erection and bracing, consult ANSIRPI I Quality criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information .table from rna Rate Institute. 781 N. Lee Street. Suite 312, Alexandria VA 22314, Tampa, FL 33610 Job Truss Truss Type Ory 70'Cerllon Bev T]oo6Bs3 m11324 MIT MONOTRUSS 2 JPly 1 Job Reference (optional) Chambers Truss, Fod Pierce, FL ".12 II—.xrv,., c, c v, o rv... en n,uu>,,,ea, ,,,,.. rvrv„ny, cam.'. .1a..v�., �aiiv ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Jh47s_OOMFjqWpwhS073Zg8Zgddiebic_zeBE6zOoO4 Scale = 1:21.1 3xA = uV e 14 = 6.8-12 9110-1 6.8-12 3-13 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) f/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 2-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.08 2-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 38 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=104/Mechanical, 2=294/0-11-5, 5=310/Mechanical Max Horz 2=192(LC 8) Max Upllft4= 130(LC 8), 2=-280(LC 8), 5=-232(LC 8) Max Grav4=155(LC 13), 2=351(LC 2), 5=387(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-703/330 BOT CHORD 2-7=-455/700, 6-7-455/700 WEBS 3-6=-807/524 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 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 quide. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psY BCDL=3.0psI; h=12ft; B=45ft L=50ft; eave=6ft Cal. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loatls. ....... 3) - This truss has been designed for alive load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130111 uplift at joint 4, 2801b uplift atjoint and 232111 uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 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) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-8=-44 Trapezoidal Loads (pit) Vert: 8=0(F=22,.B=22)-to-4=-108(F= 32, B=-32), 2=-1(F=5, B=5)-to-6=-25(F=-7, B=-7) April 20,2015 A WARNING -Vefllydealgn paremeters end READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMII-7413 rev. OW642015 BEFORE USE. ■■■■■■ Design valid for use onlywch MQek connectors, this design Is based only upan Parameters shown, and Is for an InclAdual building component. Applicability of design naameters and proper hlaomlOfallon ofcomponent Is responsiblllty of Wrung designer - not trim designer. Bracln8 shown Is for lateral support of Indlvklual web members only. Additional temporary bracing to Insure stability during constmcRon Is the respons ibelity of Bea Welk' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcation, quality control, storage, delivery, erection and Uacing. consult ANSI/TPI I Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East BHd. Safety Information avallable from Truss Plate I sstltule, 781 N. Lee Street, Sulte 312 Alexandria. VAM14. Tampa, FL 33610 Job Truss Truss Type Qly Ply 70'Carkon ElavD T]006054 m11324 KJA MONO TRUSS 2 Y Job Reference (optional) Chambers Truss, Yon Pierce, FL 3x4 = ', s-s"'2o MI eR mau81r188.'no. MOn MPr'o la:[0:9tl [ o,o Ia'e, ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Jh4?s_OQMFjgWpwhSQ73Zg8aBdfG8emc_zeBE6zDoO4 Scale = 1:13.9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO INS 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC20l0fFP12007 (Matdx-M) Weight: 201le FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=129/Mechanical, 2=186/0-9-11, 4=34/Mechanical Max Horz2=97(1-C 8) Max Uplift3=124(LC 8), 2=-159(LC 8) Max Grav3=133(LC 13), 2=186(LC 1), 4=69(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-342/134 BOTCHORD 2-4=-199/364 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. NOTES- 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=12fC B=45ft; L=50ft; eave=6fh, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DCL=1.6D 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide wl11 fit between the bottom chord and any other members. `\\\ 4) Refer to girder(s) for truss to truss connections. A. A 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12411b uplift at joint 3 and 1591b uplifter 0`; •"' joint 2. ,�� ,�`: '\,\ G E N SE 6) "Sentrulgid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 3938 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-3=-81(F=-14, B=-14), 5=0(F=5, B=5)-to-4=-15(F=-3, B=-3) ,TE Uf ' .. K )R1QQ �N NA1-00' % un111\\\ 20,2015 ®WARNING-Verlfyda.1, paremelers and HEAD NOTES ON THISANG INCLUDED MITEKREFERANCEPAGEMII-74"rev. 02O640i6BEFORE USE. ■■■ ®I,� Design void for use oniywith Mnek connectors. This design is based only upon parometers shown, antl is for an NdMdual bueirg component. Appikaloiry of design parameters and proper incoipporatlon ofcomponent is re5port9blllty of bulMirgdesigner - not#on designer. Bmclig shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stabuty doling construction Is the responsUllity, of the MiTek' erector. Addltlonal permanent bracing of the overall stmctow Is the reseonsbillty of the building deggner. For general guidance regarding fabticaflon quality control, storage. delivery, erection and bracing. consult ANSIAPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Peke East SNtl. Safety Information available from Trans Plate WHOM. 781 N. Lee Sheet, Sulte, 312 NexarWrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Uty Ply 70'Caihon ElevD T]00605a m11324 Us MONO TRUSS 2 1 Jab Reference o tional Chambers Truss, Fod Pierce, FL 3A = TerID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-nteO4KP27ZrhezVtO7el62gmg149t5OmD0DkmyzOo03 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud TCLL 20.0 Plate Chip DOL 1.25 TO 0.09 Ve 1(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 " Rep Stress [nor NO W B 0.00 HO2(TL) 0.00 2 n/a n1a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=88/Mechanical, 2=148/0-9-11, 4=24/Mechanical Max Horz2=75(LC 8) Max Uplift3=-82(LC 8), 2=-139(LC 8) Max Grav3=88(LC 1), 2=148(LC 1), 4=53(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (111) or less except when shown. Scale: 1'=1' PLATES GRIP MT20 244/190 Weight: 17111 FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-9 no purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=12ft1 B=451t; L=50fi; eave=loft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. `,l1 t I � ref 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82111 uplift at joint 3 and 139 lb uplift joint �� 2. �♦ p�nS A 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ���,�` Pc EN .. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,���; '%, S LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-3=-67(F= 7, B=-7), 5=O(F=5, B=5)-10-4=-12(F=-1, B= 1) 3938 I , rt3 April 20,2015 ®WARNING-Verlfytleclgapammefe..dREAD NOTES ON THISANDINCLUDED MIrEKREFERANCERAOEMII-T4T3re- a2/iWZ01SBEFOREUSE. ■ Design valid for use only wllb MBek connectors, Tints design 5 bored only upon parameters shown and Is for an Individual bulldhrg component. Applicability of design parameters and proper mcaporallon of component Is respondbiltty of bulldirg designer- not hues designer. (racing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure Stabddydurhg constructlen Is the respondb9ilty of the MiTek' erector. Additional permanent bracing of the overall structure Is the rms oansblii y of fine building designer. For general guidance regarding labdcatlon, quality control. storage, delivery, erection and bracing, consult ANM/1PI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East SNd. Safety Informatlon evadable from Truss Hate ImA Lute. 781 N. Lee Street. Suite 3M Ale coxida VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 70' Carlton Elav D T]DD6D6fi m11324 MV2 VALLEY 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 /.ti'Le a Mdr ZI 21ab MI l as Inauslria., Ia.. M.a Apr [u la'Gb:il G V,5 I08B 1 ID. _kfiGCA6bx7j2Sy1HDXFw7ye3KX.F3CmHgPgusZX1744agAXeFDyWOMgCXGVSH7HI_zOoO2 4.00 12 Scale = 1:6.1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(ILL) n/a - n/a 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 Incr YES W B 0.00 Hofz(TL) -0.00 2 n/a I✓a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 5lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ito/s)ze) 1=35/2-0-0, 2=30/2-0-0, 3=6/2-0-0 Max Harz 1=21(LC 8) Max Upllftl=-20(LC 8). 2=-30(LC 8) Max Grav 1=36(LC 13), 2=32(LC 13), 3=17(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purlins. BOT CHORD Rigid telling 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 oulds. NOTES- 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft', L=50ft; eave=6ft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity till 1I 11111 ,``�TLS A. �♦1,F of bearing surface. �� P q� B9 ♦ice, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201b uplift at joint 1 and 30 lb uplift at joint `,�� �`;.; G E N S ., 2. 7 Semi-ri id Ilchbreaks Including heels" Member end fixity model was used in the analysis and design of this Was. )" s P 9 ry v g 3938 .T(r ATE Z 00 A\�` c� O R •♦♦S'S��NA� • Rig 0 ME 4 , W 2 22 ,2015 ®WARNING - Vedlydeslgnparameters and READ NOTES ONTNLSANDINCLUDEDMITEKREFERANCEPAOEMIF74)3ray.OVISIZOI6eEFOREUSE. ■ Design valkl for use onlywilh Mgek connectors. this design is based only argon porannetemshown, and is for an individual bulldrg component.' Applicability of design pameters and proper lncomoratlon ofcomponent is responsibility of rullding designer -not truss designer. Bracing shown a Is for lateral support of IndlvHml web members only. Additkmd temporary bracing to kwue stability during construction Is the respondbllllty, of the WOW erector. Additional permanent bracing of the overall structureIstheresponsUiltyofthebulldesigner.Forgeneralguidanceregarding fabdl tlomqu itrycontrd,storage,dellvery,erectionoWdb ing,co wiI ANSI/TPI19uality Criteris,DSS-69 and Bost Building Component 6904 Palle East Blvd. Safety Information ava is le from Truss Hate Institute, 781 N. Lee Street Suite 312. Alexandria, VA BYb 14. Tampa, FL 3361 D Jab Truss Truss Type aty Ply TO -Carton ElaVD T]00605] m11324 MV4 VALLEY 1 1 Job Referee (optional)_ Chambers Truss, Pon Pierce, FL 7.620 a Mar 27 2015 Mnek ladustnes, Inc. Mon Apr 20 15:26:512015 Page l I D:_kfiGCA6bx712Syl HDXFw7ye3KX.F3CmHgPguszX1744agAXeFDwOLOcXGvSH7Hl_zOoO2 Scale = 1:9.5 3x4 6 3x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In goc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) rVa - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a Na BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight: 12111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 1=95/4-0-0, 3=95/4-0-0 Max Horz 1=56(LC 8) Max Uplift=-54(LC 8), 3=-72(LC 8) Max Grav 1=97(LC 13), 3=102(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. 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 quite. NOTES- 1) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4,2psf; BCDL=3.Opsf; h=1211; B=45ft; L=501t; eave=6fC Cal. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pst 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 ,,��� it between the and any other members. iaProvide mechanical conom nection (by others) of truss to bearing plate capable of withstanding 54lb uplift at joint 1 and 72lb uplift at Joint ````-�S A. n p, 5) connection 6) Serr igid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. `,��'�\ �' E N SAC 3938 rrr 0 R N 1 Q P FS � ,l mug P= WF-Le 6 1 "215 a WARNING - VerRydeslgn parameters and READ NOTES ON TN/SANDINCLUDED MREK REFERANCEPAGE111I1-7473m, M6/2015 BEFORE USE. Design valid for use onlywllh Mnek connectors. INs design is based only upon parametemshown, and is for an indvidual Wilding component.Applicability of design Inaamelers and proper Ncorporonon of component Is responslblllN of building designer - not than designer. Bracing shown Is for lateral support of IncIVbual web members only. Addlibnal temporary bracing to Insure stabilly during construction Is the responaibilllly of the T�iTel- erector. Additional permanent bracing of the overall structure Is the responYbllity of the buildrp designer. For general guldance regardin0 fabrication. quality control, storage. delivery. erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component BNd. Safety Information available from miss Rate Institute. 781 N. Lee Street. Suite 312. Alexandria VA 22314, 0 Symbols PLATE LOCATION AND ORIENTATION 14-1 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1h41 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4.8 1 dimensionsshownto Idyl (Drawings not to scale) 1 2 3 TOP CHORDS n Of O U Q. O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 Of O U a O © 2012 MiTek& All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2016 ® General Safety Notes Failure to Follow Could Cause Prop Damage or Personal Injury �o 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing. is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themsel vgs o N may require bracing. or alternative Tor l bracing should be considered. J 3. Never exceed the design loading shown and neve� stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer. erection supervisor, property owner and oil other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane atjolnt locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in ccoord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, sae, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified, 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16, Do not out or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, bock. words and pictures) before use. Reviewing pictures alone Is not sufficlent. 20, Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria. 2-61 MIN. SETB K BEQ, FRONT SIDES 'S,15 CNR SIDES REAR ZNG.�/ TECH. /✓�/ /el 2 z ct;j 4/�S' s•L ,M�r)L�lLr4 f kq s P4 I FILE COPY FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: WYNCNEE CARLTON 70 III Street: L{1`"\ p �j K,,p Builder Name: WYNNE Permit Office: City, State, Zip: PORT ST. LUCIE , FL, 34983 Permit Number: Owner: Jurisdiction: Design Location: FL, Fort Pierce 1. New construction or existing New (From Plans) 9. Wall Types (1788.5 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 1788.50 ft' b. NIA R= ft' 3. Number of units, if multiple family 1 c. N/A R= R' 4. Number of Bedrooms 3 d. N/A R= ft, 5. Is this a worst case? No 10. Ceiling Types (1720.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1720.00 ft' 6. Conditioned floor area above grade (ft2) 1720 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(118.5 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 176 a. U-Factor: Sgl, U=1.30 118.50 ft' SHGC: SHGC=0.50 b. U-Factor. N/A ft' 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 41.5 SEER:15.00 c. U-Factor. NIA ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 41.5 HSPF:8.70 SHGC: Area Weighted Average Overhang Depth: 0.624 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems a. Electric Cap: 40 gallons 8. Floor Types (1720.1 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1720.10 ft' b. Conservation features b. N/A R= ft' None c. NIA R= ft' 15. Credits None Glass/Floor Area: 0.069 Total Proposed Modified Loads: 30.18 PASS Total Standard Reference Loads: 39.33 1 hereby certify that the plans and specifications covered by Review of the plans and �� CK$ sTg1� this calculation are in c pliance with the Florida Energy specifications covered by this y __ 0 Code. calculation indicates compliance ��",, with the Florida Energy Code. O PREPARE Y Before construction is completed c9 _ DATE: this building will be inspected for r y compliance with Section 553.908 , I hereby certify that this bunamy', as desig d, is rr mpliance Florida Statutes. with the Florida Enera�ode OWNER/ FNT BUILDING OFFICIAL: DATE: 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 7/30/2012 4:20 PM EnergyGaugeO 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: WYNNE CARLTON 70 111 Bedrooms: 3 User Conditioned Area: 1720 Total Stories: 1 1 Worst Case: No WYNNE Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Single-family New (From Plans) Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address St. Lucie PORT ST. LUCIE , FL, 34983 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 Blockt 1720 13760 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 Main 1720 13760 Yes 2 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 179 ft 0 1720.06 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 Gable or Shed Composition shingles 1813 ft' 286 ft' Medium 0.5 N 0.9 No 0 18.4 ATTIC / V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1720 ft' N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 1720 ft' 0.1 Wood WALLS Ornt Adjacent TO AIVAI TypeSpace Cavity Width Height Sheathing Framing Solar Below Ahqnr 0 1 N Exterior Concrete Block - Int Insul Main 5 69 6 8 6 590.75 ft2 0 0 0.8 0 2 N Exterior Concrete Block - Int Insul Main 5 2 6 8 0 20 ft2 0 0 0.8 0 3 E Exterior Concrete Block - Int Insul Main 5 19 6 8 0 156 ft2 0 0 0.8 0 4 S Exterior Concrete Block - Int Insul Main 5 56 1 8 0 448.6666 0 0 0.8 0 5 W Exterior Concrete Block - Int Insul Main 5 38 3 8 6 325.125 ft 0 0 0.8 0 6 S Exterior Concrete Block - Int Insul Main 5 31 0 8 0 248 ft2 0 0 0.8 0 DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Main None 0.6 3 0 7 0 21 ft- 2 - Wood Main ,. None 0.39 3 0 7 0 16.25 ft WINDOWS Orientation shown is the entered Pro osed orientation. Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Tinted) Yes 1.3 0.5 24 ft2 0 ft 6 in 0 ft 0 in None None 2 E 3 Metal Single (Tinted) Yes 1.3 0.5 20 ft2 1 ft 0 in 0 ft 6 in None None 3 S 4 Metal Single (Tinted) Yes 1.3 0.5 12 ft2 1 It 0 in 0 ft 6 in None None 4 W 5 Metal Single (Tinted) Yes 1.3 0.5 30 ft2 1 It 0 in 0 ft 6 in None None 5 W 5 Metal Single (Tinted) Yes 1.3 0.5 32.5 ft2 0 ft 0 in 0 ft 0 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft2 382.8 ft2 64 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 2255.7 123.84 232.89 0.3650 9.8363 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 8.7 41.5 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Duds 1 Central Unit None SEER: 15 41.5 kBtu/hr dm 0.8 1 sys#1 9nnnn10 n•9n DRA e.........n........51 I ICA CI.M ..nn.n c:__ A- .. HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 40 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cart # Company Name System Model # Collector Model # Area Volume FEF None None ft. DUCTS --- Supply -- — Return — Air Percent HVAC # V # Location R-Value Area Location Area Leakage Type Handler CFM25 Leakage ON RLF Heat Cool 1 Attic 6 176 ft' Attic 130 ft' Default Leakage Attic (Default) (Default) % 1 1 TEMPERATURES Programabl[De(Thermostat: Ceiling Fans: Jan Cooling Venting Feb �]N Feb Me, [[X]] Mar f[ Apr Apr ay n May u Jul Jun rj rj Aug rj Sep �x� f Oct Oct Nov Dec [ ]Jan [ ] [X] [X� Jul Aug Sep X� X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 80 80 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 80 80 78 78 78 78 78 78 78 78 Heating (WD) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating (WEH) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: PERMIT #: PORT ST. LUCIE, FL, 34983 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. MOIR 7/40/9n19 d-9n OM Fnwmvr:aunc6il I IRA - FlaRcc9n1 n Rcc9nn dn5 d 1 0. m H.nl Rnflwora 0— A .w w ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. PORT ST. LUCIE, FL, 34983 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 1788,50 ft' b. N/A R= ft' 3. Number of units, if multiple family 1 c. N/A R= ft. 4. Number of Bedrooms 3 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1720.00 ft' 6. Conditioned floor area (ft') 1720 b. N/A R= ft' 7. Windows"Description Area c. N/A R= ft' a. U-Factor: Sgl, U=1.30 118.50 ft . 11Ducts a. Sup: Attic, Rat: Attic, AH: Attic R ft' 6 176 SHGC: SHGC=0.50 b. U-Factor: N/A ft' SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft' a. Central Unit 41.5 SEER:15.00 SHGC: d. U-Factor; NIA ft2 SHGC: 13. Heating systems kBtu/hr Efficiency Area Weighted Average Overhang Depth: 0.624 ft. a. Electric Heat Pump 41.6 HSPF:8.70 Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14. Hot water systems a. Slab -On -Grade Edge Insulation R=0.0 1720.10 ft' a. Electric Cap: 40 gallons b. N/A R= ft' EF: 0.9 c. N/A R= ft' b. Conservation features None 15. Credits None 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. Otherw , a new EPL Display Card will be completed based on installed Code complia f ture . Builder Signature: Date: Address of New Home: 1pK��j � City/FL Zip��� `3`QS7� *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 Ip_ u Y®1 Tilly Project SummaryJob: wrightsoft° � Date: JULY 25, 2012 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfortcanlrolofslo.com Project• • For: CARLTON 70111 BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE�(Fl- 334983 { Notes: Design Information Weather: Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TO 28 OF Heating Summary Structure 17435 Btuh Ducts 4298 Btuh Central vent (37 cfm) 1143 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 22876 Btuh Infiltration Fort Pierce, FL, US Method Simplified Construction quality Average Fireplaces 0 Heatingg Coolingg Area (ft2 1720 1720 Volume k)fta) 14858 14858 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 94 50 Heating Equipment Summary Make Carrier Trade COMFORT 15 PURON HP Model 25HCB536A30 AHRI ref no3032420 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 36000 Btuh @ 47°F 28 OF 1180 cfm 0.054 cfm/Btuh 0 in H2O Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range Relative humidity L 50 % Moisture difference 61 gr/lb Sensible Cooling Equipment Load Sizing Structure 18569 Btuh Ducts 5276 Btuh Central vent (37 cfm) 612 Btuh Blower 0 Btuh Use manufacturer's data In Rate/swing multiplier 0.95 Equipment sensible load 23235 Btuh Latent Cooling Equipment Load Sizing Structure 2469 Btuh Ducts 1535 Btuh Central vent (37 cfm) 1552 Btuh Equipment latent load 5556 Btuh Equipment total load 28790 Btuh Req. total capacity at 0.70 SHR 2.8 ton Cooling Equipment Summary Make Carrier Trade COMFORT 15 PURON HP Cond 25HCB536A30' Coil FX4DN(B,F)037 AHRI ref no3032420 Efficiency 12.7 EER, 15 SEER Sensible cooling 24780 Btuh Latent cooling 10620 Btuh Total cooling 35400 Btuh Actual air flow 1180 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ,,Z-_ + wrightsoft' Right-SueeO Universal 2012 12.0.04 RSU05864 ACC\ E:\Wnghtsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W Load Short Form Job: -�- wrightsoft" Date: DULY 25, 2012 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1601 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax:772-785-9144 Web: comfortcontrolofslc.com Project• • For: CARLTON 70111 BEDROOM, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Design Information Htg CIg Infiltration Outside db (°F) 42 90 Method Simplified Inside db (°F) 70 75 Construction quality Average Design TO (°F) 28 15 Fireplaces 0 Daily range - L Inside humidity (%) 30 50 Moisture difference (gr/lb) 1 61 HEATING EQUIPMENT Make Carrier Trade COMFORT 15 PURON HP Model 25HCB536A30 AHRI ref no3032420 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 36000 Btuh @ 47°F 28 OF 1180 cfm 0.054 cfm/Btuh 0 in H2O COOLING EQUIPMENT Make Carrier Trade COMFORT 15 PURON HP Cond 25HCB536A30 Coil FX4DN(B,F)037 AHRI ref no3032420 Efficiency 12.7 EER, 15 SEER Sensible cooling 24780 Btuh Latent cooling 10620 Btuh Total cooling 35400 Btuh Actual air flow 1180 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.81 ROOM NAME Area (ft2) Htg load (Btuh) CIg load (Btuh) Htg AVF (cfm) CIg AVF (cfm) FOYER 102 1321 904 72 45 LAUNDRY 53 982 1942 53 96 KITCHEN 144 364 3185 20 158 MS BATH 56 924 500 50 25 MS CLOSET 63 74 202 4 10 MS BDRM 305 5443 6287 296 311 HALL 23 27 72 1 4 BATH 45 503 294 27 15 BDRM 2 194 4604 3130 250 155 CLOSET 23 277 148 15 7 BDRM 3 189 1828 1439 99 71 _ .. -..- -'- "I aloo 97A1 1 01 9AA ULV Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right-SuileSUniversal 201212.0.04RSU05864 �Iq p-A`2s PS'geF. :�.- a';1SY ACCN E:\Wrightsofl HVAC\Wynne Corp\WYNNE CARLTON 70111.rup Calc = MJB Front Door faces: W r 4N Entire House d 1720 21733 23845 1180 1180 Other equip loads 1143 612 Equip. @ 0.95 RSM 23235 Latent cooling 5556 T 11 OTALS 1720 22876 28790 1180 80 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. i +- + wrightSOft' Right -Suite® Universal 2012 12.0.04 RSU05864 ACCN EAWrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70 III.rup Cale = MJ8 Front Door aces: W ri+wrightsoft' Right-JOWorksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST.. PORT ST. LUCIE. FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfoncontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN Tname ed wall dimensions area Entire House 179.0 ft 8.6 ft d 1720.0 ft2 FOYER 6.0 fiheight 8.0 ft heat/ccol 6.0 x 17.0 ft 102.0 ft2 Ty Construction number U-value (Btuh/f MF) Or HTM (Btuh/ft� Area (In or perimeter (ft) Load (Btuh) Area (ftj or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heal Cool Gross N/P/S Heat Cool 6 11 T `C W �41 �G �D 12C-Osw iDc2om 13A-Sots 12C-Osw 1A-rlob 11J0 12C-Osw 1A-r1om 12C-Osw Dc2ov 4A5-2omd 12B-Obw 1160 16A-30m1 22A4pm 0.091 0.870 OA25 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 0.390 0.032 1.180 n n n a a a s s w w w - n - - 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 15.96 21.56 2.72 10.92 0.90 33.04 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.56 47.10 0.85 11.31 2.32 0.00 591 12 20 156 20 21 449 6 325 30 33 248 16 1720 1720 579 0 20 115 1 21 443 6 262 2 0 232 16 1720 179 1474 292 70 293 605 353 1128 213 668 479 701 629 177 1541 5914 1264 325 44 251 962 365 967 158 573 1788 1531 198 184 3990 0 0 0 0 48 0 21 0 0 0 0 0 124 0 102 102 0 0 0 27 0 21 0 0 0 0 0 124 0 102 6 0 0 0 69 0 353 0 0 0 0 0 337 0 91 198 0 0 0 59 0 365 0 0 0 0 0 106 0 237 0 W El1 P L--D C F 6 c)AED excursion 1092 -24 Envelope loss/gain 14539 13693 1048 743 12 a) Infiltration b) Room ventilation 2896 0 816 0 90 0 25 0 13 Internal gains: Occupants @ 230 Appliances/other 2 460 3600 0 0 0 Subtotal (lines 6 to 13) 17435 18569 11381 769 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 26% 28% 0 0 0 17435 4298 0 0 0 18569 5276 16% 18% 0 0 0 1138 183 0 0 0 769 135 Total roam load Air required (cfm) 21733 1180 23845 1180 1 1321 72 904 45 -P�- wrightsoft' Right-SURIG Universal 2012 12.0.04 RSU05864 ACCA E:\Wdghtsoft HVAC\Wynne Corp\WYNNE CARLTON 70 Ill.rup Cale = MJB Front Doorfaces: W wrightsoft• Right-J®Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfancontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area LAUNDRY 7.5 ft 8.0 it heat/cool 7.0 x 7.5 If 52.5 W KITCHEN 0 If 8.0 it heat/cool 1.0 x 144.0 it 144.0 fN Ty Construction U-value Or HTM Area (115 Load Area (ft') Load number (Btuh/ft''F) (Btu /ft') or perimeter (it) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 1QJ �C W lQ!LD �C 12C-Osw 1Dc2om 13A-5ccs 12C-Osw to-rlob 11J0 12C-Osw 1A-r1om 12C-Osw 1Dc2ow 4A5-2omd 12B-0bw 0.091 0.870 0.125 0.091 1.080 0.600 0.091 1.270 0.091 0.570 0.770 0.097 n n n a a a 5 s VJ w w - 2.55 24.36 3.50 2.55 30.24 16.80 2.55 35.56 2.55 16.96 21.56 2.72 2.18 27.10 2.22 2.18 48.10 17.40 2.18 26.39 2.18 59.58 47.10 0.85 0 0 0 0 0 0 60 0 0 0 0 56 0 0 0 0 0 0 60 0 0 0 0 40 0 0 0 0 0 0 153 0 0 0 0 108 0 0 0 0 0 0 131 0 0 0 0 34 0 0 0 0 0 0 0 0 0 0 0 68 0 0 0 0 0 0 0 0 0 0 0 68 0 0 0 0 0T 0 0 0 0 0 0 185 0 0 0 0 0 0 0 0 0 0 0 58 1{J y-G W P. LD 11DO 0.390 n 10.92 11.31 16 16 177 184 0 0 0 0 C 16A-30ml 0.032 - 0.90 2.32 53 53 47 122 144 144 129 334 F 22A-tpm 1.180 - 33.04 0.00 53 8 248 0 144 0 0 0 6 c) AED excursion -51 -84 Envelope loss/gain 733 419 314 308 12 a) Infiltration b) Room ventilation 113 0 32 0 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 1200 0 0 2400 Subtotal (lines 6 to 13) 846 1651 314 2708 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 16% 18% 0 0 0 846 136 0 0 0 1651 291 16% 18% 0 0 0 314 50 0 0 0 2708 477 Total room load Air required(cfm) 982 53 1942 96 364 20 3185 158 ""-"2072-Aug=02.2 - Fr wrightso t' Right -Suite® Universal 2012 12.0.04 RSU05864 Page A GA EAWrightsoft HVAC\Wynne Corp\WYNNE CARLTON 70111.rup Cale = MJ8 Front Door faces: W wrightsoft° Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST.. PORT ST. LUCIE. FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfoncontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name MS BATH MS CLOSET 2 Exposed wall 8.0 it 0 it 3 Room height 8,0 it heal/cool 8.0 it heat/ccol 4 Room dimensions 7.0 x 8.0 it 7.0 x 9.0 ft 5 Room area 56.0 ft- 63.0 W Ty Construction number U-value (Btuh/ft'--°F) Or HTM (Btutvfl� Area (ft� or perimeter (it) Load (Btuh) Area (Ill or perimeter (ft) Load (Btuh) Heat Cool Gross NIP/S Heat Cool Gross N/P/S Heal Cool 6 1qJ �G 12C-Osw 1Dc2om 0.091 0.870 n n 2.55 24.36 2.18 27.10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-5ocs 0.125 n 3.5D 2.22 0 0 0 0 0 0 0 0 11 �J �C `D 12C-Osw 1A41ob 11J0 12C-Osw to-rlom 12C-Osw Dc2ary 0.091 1.080 0.600 0.091 1.270 0.091 0.570 a a a s s w w 2.55 30.24 16.80 2.55 35.56 2.55 15.96 2.18 48.10 17.40 2.18 26,39 2.18 59.58 0 0 0 64 6 0 0 0 0 0 58 6 0 0 0 0 0 148 213 0 0 0 0 0 127 15B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Ij1 4A5-2cmd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 128-0bw 0.097 - 2.72 0.85 0 0 0 0 0 0 0 0 LD 11D0 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-30ml 0.032 - 0.90 2.32 56 56 50 130 63 63 58 146 F 22A-tpm 1.18D - 33.04 0.00 56 8 264 0 63 0 0 0 6 c) AED excursion -13 4 Envelope loss/gain 676 4011 1 56 142 12 a) Infiltration b) Room ventilation 120 0 34 0 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/other 0 1 0 0 0 0 1 0 Subtotal (lines 6to 13) 796 435 56 142 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 16% 150/0 0 0 0 798 128 0 0 0 435 65 32°/, 42% 0 0 0 56 18 0 0 0 142 60 Total room load Air required (cfm) 924 50 500 25 74 1 4 202 10 -Fk- wrightsoft' Right-Sufte® Universal 2012 12.0.04 RSU05864 2012-Aug-02 20:38 age 3 Page 3 ACC GA E:1Wnghlsoft HVAC\Wynne Corp1WYNNE CARLTON 70111.rup Calc =MJB Front Door laces: W +wrtghtsort• Rig ht-JO Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE. FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfoncontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area MS BDRM 49.0 ft 8.5 It heat/cool 1.0 x 304.5 It 304.5 W HALL 0 If 8.0 It heat/cool 4.5 x 5.0 If 22.5 ft' Ty Construction number U-value (BtuNft'--'F) Or HTM (Btul✓fl5 Area (ft� or perimeter (ft) Load (Btuh) Area (ft� or perimeter (ft) Load (Bluh) Heat Cool Gross I N/P/S Heat Cool Gross N/P/S Heat Cool 6 lqJ �G W 12C.Osw 1D-c2om 13A-Socs 12C-Osw 0.091 0.870 0.125 0.091 n n n a 2.55 24.36 3.50 2.55 2.18 27.10 2.22 2.16 81 0 0 0 81 0 0 0 206 0 0 0 176 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111--DDD 1A+1ob 11,10 1.080 0.600 a a 30.24 16.80 48.10 17.40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U)J T-G W 12C-Osw 1A-rlom 12C-Osw 4A5-2omd 12Mbw 0.091 1.270 0.091 0.570 0.770 0.097 s s w w w - 2.55 35.56 2.55 15.96 21.66 2.72 2.18 26.39 2.18 59.58 47.10 0.85 217 0 119 30 0 0 217 0 89 2 0 0 552 0 227 479 0 0 473 0 194 1788 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Et1Oc2ow P I-D 1100 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-30ml 0.032 - 0.90 2.32 305 305 273 706 23 23 20 52 F 22A-lpm 1.180 - 33.04 0.00 305 49 1619 0 23 0 0 0 6 c) AED excursion 855 -2 Envelope loss/gain 3355 4193 20 51 12 a) Infiltration b) Room ventilation 783 0 221 0 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6to 13) 4138 4414 20 51 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 32% 429/6 0 0 0 4138 1305 0 0 0 4414 1874 32% 42% 0 0 0 20 6 0 0 0 51 21 Total room load Air required (cfm) 5443 296 6287 311 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2012-Aug-02 2 -Fp- wrightsoft' Right -Suite® Universal 2012 12.0.04 RSUG5864 Page 4 AC EAWr1W ighlsoft HVAC%Wynne CorpYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W wrightsoft• Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST.. PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfoncontrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name BATH SORIA 2 2 Exposed wail 6.0 ft 40.5 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 9.0 x 5.0 ft 1.0 x 193.5 it 5 Room area 45.0 ft2 193.5 ft- Ty Construction U-value Or HTM Area (ft� Load Area (ft') Load number (Btuh/ft2-°F) (Bluh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 HV 12C-Osw 0.091 n 2.55 2.18 40 40 102 87 108 108 275 236 LC 1Dc2om 0.870 n 24.36 27.10 0 0 0 0 0 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 108 88 224 192 11 t2 1A-r1ob 1.080 a 30.24 48.10 0 0 0 0 20 1 605 962 11J0 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 108 108 275 236 1A-r1om 1,270 s 35.56 26.39 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 w 2.55 2.18 0 0 0 0 0 0 0 0 ID-c2ow 0.570 w 15.96 59.58 0 0 0 0 0 0 0 0 I---G 4A5-2omd 0.770 w 21.56 47.10 0 0 0 0 0 0 0 0 P 12B-Obw 0,097 - 2.72 0.85 0 0 0 0 0 0 0 0 LD 11DO 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-30ml 0.032 - 0.90 2.32 45 45 40 104 194 194 173 449 F 22A-lpm 1.180 - 33.04 0.00 45 5 165 0 194 41 1338 0 6 c) AED excursion -6 49 Envelope loss/gain 307 185 2891 2025 12 a) Infiltration 75 21 609 172 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 O 0 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 383 207 3500 2197 Less external load 0 0 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 383 0 207 3500 2197 14 15 Subtotal Duct loads 32% 42% 121 88 32% 429% 1104 933 Total room load 503 294 F3$0 27 15 50 55 Air required (cfm) - w 1: 0 B Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wr'i htsOTt' 2012-Aug-02 20:38:19 9 Right -Suite® Universal 2012 12.0.04 RSUD5864 Page 5 i1C�A E:1Wrightsoft HVAC\Wynne Corp1WYNNE CARLTON 70 lll.rup Cale = MJ8 Front Door faces: W F�1 wrightsofC Right-M Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE. FL 34983 Phone: 772-878-2799 Fax: 772-785-9144 Web: comfonconlrulofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 2 3 Room name Exposed wall Room height CLOSET 2.5 If 6.0 It heat/cool BDRM 3 14.0 It 8.0 It heatic0cl 4 Room dimensions 9.0 x 2.5 ft 13.5 x 14.0 It 5 Room area 22.5 ft- 189.0 ft' Ty Construction U-value Or HTM Area (ft� Load Area (ft� Load number (etuh/WF) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/PIS Heat Cool Gross N/PIS Heat Cool 6 14J LG 12C-Osw 1D-c2om 0.091 0,870 n n 2.55 24.36 2.18 27.10 0 0 0 0 0 0 0 0 112 12 100 0 255 292 218 325 W 13A-5ocs 0,125 n 3.50 2.22 20 20 70 44 0 0 0 0 V� 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 0 0 0 0 11 to-rtob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 0 �C 1 11J0 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 0 0 0 0 " 1A-rlom 12C-Osw 1.270 0.091 s w 35.56 2.55 26.39 2.18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 INII 1Dc2rnv 4A5-2omd 0.570 0.770 w w 15.96 21.56 59.58 47.10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I--�a Lam; P 128-Obw 0.097 - 2.72 0.85 a 0 0 0 0 0 0 0 I-D 11D0 0.390 n 10.92 11.31 0 0 0 0 0 0 0 0 C 16A-30ml 0.032 - 0.90 2.32 23 23 20 52 189 189 169 438 F 22A-tpm 1.180 - 33.04 0.00 23 3 83 0 189 14 463 0 6 c) AED excursion -3 -31 Envelope loss/gain 1 173 93 1179 951 12 a) Infiltration b) Room ventilation 1 38 0 11 0 211 0 59 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 210 104 1390 1010 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 32% 42% 0 0 0 210 66 0 0 0 104 44 329/6 42% 0 0 0 1390 438 0 0 0 1010 429 Total room load Air required (cfm) 277 15 148 7 1028 99 1439 71 all wrightsoft' Right -Suite® Universal 201212.0.04 RSU05864 ACC E:1Wrightsoft HVAC1Wynne Corp%WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W wrightsoft• Right-J®Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-878-2799 Fax 772-785-9144 Web: comfonconlrolofslc.com Job: Date: JULY 25, 2012 By: PATRICIA ZIMMERMAN 1 Room name LIVING RM 2 Exposed wall 46.5 If 3 Room height 9.8 It heat/cool 4 Room dimensions 1.0 x 525.5 It 5 Room area 525.5 ft' Ty Construction U-value Or HTM Area (ft� Load Area Load number (Btuh/ftMF) (Bluh/ft� or perimeler (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/PIS Heat Cool 6 V}/ 12C-0sw 0.091 n 2.55 2.18 250 250 637 546 1Dc2om 0.870 n 24.36 27.10 0 0 0 0 - W 13A-Sots 0.125 n 3.50 2.22 0 0 0 0 V� 12C-0sw 0.091 a 2.55 2.18 0 0 0 0 11 I-(' 1A41cb 1.080 a 30.24 48.10 0 0 0 0 11J0 0.600 a 16.80 17.40 0 0 0 0 12C-0sw 0.091 s 2.55 2.18 0 0 0 0 t-G 1A-r1om 1.270 s 35.56 20.39 0 0 0 0 W 12C-0sw 0.091 w 2-55 216 206 173 442 378 1Dc2av 0.570 w 15.96 59.58 0 0 0 0 4A5-2omo 0.770 w 21.56 47.10 33 0 701 1531 P 12B-Obw 0.097 - 2.72 0.85 0 0 0 0 L-D 11D0 0.390 n 10.92 11.31 0 0 0 0 C 16A-30ml 0.032 - 0.90 2.32 526 526 471 1219 F 22A4pm 1.180 - 33.04 0.00 526 47 1636 0 6 c) AED excursion 506 Envelope loss/gain 3786 4180 12 a) Infiltration b) Room ventilation 857 0 242 0 13 Internal gains: Occupants @ 230 Appliances/other 2 460 0 Subtotal (lines 6 to 13) 4643 4882 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 16% 18% 0 0 0 4643 745 0 0 0 4882 859 Total room load Air required (cfm) 5386 293 5741 284 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed -Pp- wrightsoft' Right -Suite® Universal 2012 12.0.04 RSUD5864 2012-Aug-02 20:338 AZ7A E:\Wrighlsoft HVAC%Wynne Cory\WYNNE CARLTON 70 Ill.rup Calc = MJ8 Front Door faces: W FU copy DESCRIPTION: BEING ALL OF 6483 ALEMANDRA STREET, OF THE UNRECORDED PLAT OF FAIRWAYS OF ST. LUCIE COUNTY, FLORIDA. ABBREVIATIONS: FFE = FINISHED FLOOR ELEVATION R/W = RIGHT-OF-WAY R = RADIUS OF CURVE L = LENGTH OF CURVE SF = SQUARE FOOT A = DELTA OF CURVE 26.62 A ' 30 0 15 30 EXISTING SURVEYORS NOTES: 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE SHOWN HEREON. 2. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE LOCATED UNLESS OTHERWISE SHOWN. 3. THIS SITE LIES WITHIN FLOOD ZONE °X°, ACCORDING TO THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. 1211100065 J, EFFECTIVE DATE 2-16-12. 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. 5. BEARINGS SHOWN HEREON ARE REFERANCED TO THE CENTERLINE OF ALEMANDRA STREET HAVING AN ASSUMED BEARING OF NORTH, ACCORDING TO THE UNRECORDED PLAT OF FAIRWAYS, OF ST. LUCIE COUNY, FLORIDA 6. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER. 7. THIS IS A SPECIFIC PURPOSE SURVEY FOR THE PURPOSE OF LOCATION AND ELEVATION OF FORMBOARDS. BOUNDARY LINES SHOWN HEREON ARE FOR GRAPHICAL PURPOSES ONLY. O a N AVERAGE TOP a OF FORMS ELEVATION=26.86 �6 2 OF PAVEMENT E St. Lu:le 0�-.. 1 0Zrlr EXISfMG ALE: In=30' ALEXANDER A PIAZZA PSI, INC. TE:10-07-15 Surveying • Mapping • Consulting AWN: CJM*LW280 619 SW Biltmore Street Port St. Lucie, Florida 34983 B NO.: Phone: (772) 340-7770 15-2184 Fax: (772) 340-2250 PERMIT # 1,5-0 6 - (f> m CERTIFIED TO: WYNNE BUILDING CORPORATION .::ate FB PG: — I— — — K:\BUILDERS\DWG2015\15-2184.dwq, 10/8/2015 9:36:22 AM ALEXANW J. PIAZIB Professional Surveyor & Mapper Florida Certificate No.: 6330