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Home My WebLink AboutSUBMITTED PAPERSALL APPLICABLE INFO MUST BE COMPLETED FOR APPLICATION TO BE ACCEPTED Date: (Q Jr �.1 SCANNED Permit Number: I 577o • L U ID BY RECEIVED St. Lucie County Building Permit Application JUN -5 2015 Planning and Development Services Building and Cade Regulation Division 2300 Virginia Avenue, Fort Pierce FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Commercial Residential PERMIT APPLICATION FOR: f3LA_j 161 PROPOSED IMPROVEMENT LOCATION:' Address: 2686 Conifer Drive, Fort Pierce, FL. 34951 Legal pescription: FIRST REPLAT IN MEADOWOOD UNIT THREE- LOT 47 (OR 3710-2857) Property Tax ID N: 1334-506-0004-000-0 Lot No. 47 Site Plan Name: Block No. Project Name: q ✓/ Setbacks Front I S Back: Li 4- a-- Right Side: D Left Side: 1 D• o DETAILED D-ESCRIPTION,OF WORK: Construct Single Family Residence ('CONSTRUCTION INFORMATION: ❑✓_ HVAC ri Gas Tank Gas Electric Ej Plumbing �Spr Total Sq. Ft of Construction: 2873 Cost of Construction: $ 100,000.00 m.—Lnecrc du dppry: Piping _Shutters nklers ElGenerator _ S Ft. of First Floor: _ Utilities:C2 Sewer E]Septic ZWindows/Doors W1 Roof Building Height: OWNER%LESSEES _ .. R ' ,..' � I , I CONTRACTOR: Name GHO Meadow Corp. Name: William Handler Address: 590 NW Mercantile Place Company: GHO Homes Corp. City: Port St. Lucie State: FL Zip Code: 34986 Fax: 561-688-0909 Phone No. 561-688-2020 Address: 590 NW Mercantile Place City: Port St. Lucie State: FL Zip Code: 34986 Fax: 561-688-0909 Phone No. 561-688-2020 E-Mail: debbies@ghohomes.com Fill in fee simple Title Holder on next page ( if different from the Owner listed above) E-Mail: debbies@ghohomes.com State or County License: CBC051145 If value of construction is $2500 or more, a RECORDED Notice of Commencement is required. 'SUPPLEMENTAL ,CONSTRUCTION LIEN, LAW INFORMATION: DESIGNER/ENGINEER: x Not Applicable Name: Nuelie Engineering MORTGAGE COMPANY: Name: x Not Applicable Address: 815 University Blvd., Apt 301 Address: City: Jupiter State: FL Zip: 33458 Phone: 561-629-6976 City: Zip: Phone: State: FEE SIMPLE TITLE HOLDER: x Not Applicable Name: BONDING COMPANY: Name: x Not Applicable Address: Address: City: City: Zip: Phone: 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 reco ded and posted on the jobsite before the first inspe ion. If you intend to obtain financing, consult with I nder or an attorney before commencing work or ecordina vour Notice of Commencement. _ Signature of ssee/A t STATE OF FLORIDA / COUNTY OF '5> • is (-,1 C The for oing instrument was acknowledged before me thisydayof MQAA 20 J_,�.by `�li !Nam of oers. n adknowledeine I Personally Known ✓ OR Produced Identification Type of Identification Produced Commission No. Revised 07/1 STATE OF FLORID r / �( G COUNTY OF / I ) 7 The forgoing instrument was acknowledged before me this,, day of 1 20__,g—bby r ��l C✓I ��'�U' Dc�.iLi� . (Name of erso ack1]edging ) (Signature 4 NotW Public -State of Florida ) Personally Known _1OR Produced Identification Type of Identification Produced MI%7TISSION #FF743206 Commission No. cvPIRES July 20, 2018 LA(jM VEGUERIA MY COMMISSION #FF143206 .vPiraFS Juiv 20.2018 REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE I COMPLETE I� INITIALS 0�( Jc E co �y y� St Lucie County Inspections < 2300 Virginia Avenue Ft Pierce, FL 34982 OR(722) 462-2172 CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT �r PERMIT # 1. 06%11 JOB ADDRESS 2686 Conifer Dr, Fort Pierce, FL 34951-2940 BUILDER GHO Homes PEST CONTROL CONTRACTOR HomeTeam Pest Defense, Inc. PEST CONTROL LICENSE # JF0001886 We, the undersigned, hereby certify that we have pretreated the above -described construction for subterranean termites in accordance with the standards of the National Pest Control Association. Square feet of area treated: 31 DO Percentage of solution: Date of treatment: 02/23/16 Chemicals used: Sentdcon Always Active bait Total gallons used: Time of treatment: 08:00 AM ❑ Footing FBC104.2.6 Certificate of Protective Treatmentfor prevention of ternilles. ❑ 1st Treatment A weather resistant jobsite posting board shall be provided to receive ❑ Re -treat duplicate Treatment Certificates as each required protective treatment is ❑ Slab completed, providing a copy for the person the poermit is issued to and another copyfor the buildingpermit files. The Treatment Ceroricate shall ❑ 1 st Treatment provide the product used, identity of the applicator, time and date of the ❑ Re -treat treatment, site location, area treated, chemical used percent concentration ber of gallons used, to establish a verifiable record of protective ❑ Driveway ECEIV t. Ifthe soil chemical barrier method for termite prevention is used, ❑ 1st Tres n fin a rior treatment shall be completed prior to final building approval. ❑ Re -treat M R 02 201 st uc County requires for the final inspection for CO, a Permanent ❑ Pools ti e o be placed on the electrical panel box cover, listing all the ❑ 1 st Treatm t re nts nd dates of applications. ❑ Re -treat BY: ❑ Other `I ❑ 1 st Treatment *41p, ®� � Signature of exterminator ❑ Re -treat ?pl6 bcl ® Perimeter for Final Inspection NOTE: There must be a completed form for each required treatment or re -treatment and this form must be on the fob site to be picked up by the inspector at time of each inspection or the scheduled inspection will fail and a re -inspection fee charged W1/40,16 11:11 TO:17724626443 FROM:5616880909 Y 2 Page Planning & Development Services Building & Code Regulation Division 2300 Virginia Ave Fort Pierce, FL 34982 772-462-2165 Fax 772-462-6443 Request for 30-Day Temporary Power Release Date: 12/21 /15 Project Address: Permit Number: 2686 Conifer Drive THE UNDERSIGNED HEREBY REQUEST RELEASE OF ELECTRICAL POWER TO THE ABOVE DESCRIBED PROPERTY, FOR A PERIOD NOT TO EXCEED THIRTY (30) DAYS, FOR THE PURPOSE OF TESTING SYSTEMS AND EQUIPMENT IN PREPARATION FOR A FINAL INSPECTION. IN CONSIDERATION OF APPROVAL OF THE REQUEST WE HEREBY ACKNOWLEDGE AND AGREE AS FOLLOWS: 1. This temporary power release is requested for the above stated purpose only, and there will be no occupancy of any type, other than that permitted 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, including Building Division Policy, 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 writing to the Building Official stating the reason for the request., Power may be removed from the site and/or a Stop Work Order issued if the Final Inspection has not been approved within 30 days. A fee of $100.00 will be required to lift the Stop Work Order. WE HEREBY RELEASE AND AGREE TO HOLD HARMLESS, ST. LUCIE COUNTY, AND THEIR EMPLOYEES FROM ALL LIABILITIES AND CLAIMS OF ANY TYPE OF NATURE WHICH MAY ARISE NOW OR IN THE FUTURE OUT OF THIS TRANSACTION, INCLUDING ANY DAMAGE WHICH MAY BE INCURRED DUE TO THE DISCONMECTION OF ELECTRICAL POWER IN THE EVENT OF VIOLATION OF THIS AGREEMENT. SIGNATURE SIGNATURE DATE iZ • 21 IS DATE DATE I'7 !%`E1, :. 08 2016 1(.- - `1' CONCRETE Thank you - We appreciate your business Materials for Life* g6C)Xic/ grmcrete Ticket no 11 1v VERO BEACH 11 2724 INDUSTRIAL VERO BEACH, FL BLVD 34045E 32960 Delivery date Plant Truck Driver Truck size T job 1FI/F11/1c "24 I 14?M 4 Ia11AG- gr1RN ?Tg. �101. LF Customer no. Customer name Zone Tax CD 300044R6 I rH0 I-1n1aFS rnRpnRATTnN T9 Tarmac project no. Customer P.O. no. Order Terms code t.Charge de8-C.O.D. Time due 420731 1311-92 925no.8 I1 �z-Cha ge F.O.B. live"d 4C.O.D4.0.8. 11.4= Delivery name and address Lot Block count r 1CONIFER T. LCOUNTY _686 COPIIFER DR LOT 47, FORT FIERCE - Instructions 1ST TRK 4" SLUMP, REST 5° MEADOWOOD: KING$ HWY SOUTH TO W ANGLE RD T/R TO JOHNSTON RD T/R TO MEADOWOOD DR T/L TO CONIFER DR T/L QUafltlty iProclud" ":'..a i%Lz% Load I Cumulative I Ordered I Code I Description 3..00 I 14.00 114.00 1.00 1.00 3000 #8 PM -UEL SURCHG :NVIRON SURCHG Load Arrive job site Start discharge Pinish discharge Leave job site Arrive plant Subtotal Sales tax TOTAL 4dditional 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 efained: Customer Approval: Customer Approval: Customer Approval: it/Custome�pproval:, TestedTested properly No. Authorize/ and r eived by ❑ Yes ❑ No ❑ Yes ❑ No 714 8 8 8. 1-x 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: Address: Correct Not Correct r`I IeTMAr-D r`r)DV TITAN FLORIDA LLC :'� e TERMS AND CONDITIONS OF SALE I. All sales will he subject to these terms and conditions ("Contract")and, if buying on credit, to Buyers credit agreement with Seller, incorporated herein by reference; all other terms, including any temts 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 thegoods 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 I % 10" proximo may he deducted if no previous balances are past due. Interest at the lesser of 1'I:% 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, Sellet 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 Buyer 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 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 P6 cubic yards. 4. Buyer will give Seller 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. S. Buyer must provide suitableapproaches to delivery points beyond paved streets. For delivery beyond curb lines, Buyer assumes all liability for damage to vemcles, 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 willful misconduct. Buyer waives any right of subrogation against Seller. 6. Buyer is responsible for full payment of; including all costs ofdisposal and Seller's return charge per truck for. (i) orders not cancelled at least one hour prior to delivery time; (ii) concrete delivered due to Buyer's mistake or in excess of requirements: (iii) concrete not deliverable due to ureantable approaches. 7. Concrete prices and quantities are based upon the wet volumeat thetime of discharge from the truck, and are not sold "form measurement" or measured "in place". Yield wil l 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 Watranty:.Buyer is solely responsible for determining the type and quantity of goods to be purchased. Sellerwarrants that its products will meet or exceed applicable American Society for Testing Materials ("ASTM") and American Concrete Institute ("ACT") standards, when tested in accordance with 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, WIIETHFR EXPRESS OR IMPLIED, INCLUDING WITHOUT LIMITATION THE WARRANTIES OF MERCHANTABILITYAND FITNESS FOR A PARTICULAR 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 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 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 famish 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 required to provide workability, strength, setting time orwater/cement ratio, will result 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 environmentaland 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 Seller as a result of any allegednonconforming 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. t3. 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 WHETHER OR NOTARISING FROM SELLER'S NEGLIGENCE, STRICT LIABILITY OR FAULT. IN NO EVENT WILL SELLER BE RESPONSIBLE 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 THE PURCHASE PRICE .OF'THE GOODS SOLD UNDER THIS CONTRACT. 14. Nonce. 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, Deerfield Beach, FL33441. _ 15, Severability. 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 by law. WARNING: CAUSES SKIN IRRITATION - INJURIOUS TO EYES. CONTAINS PORTLAND CEMENT. FRESHLY MIXED CONCRETE MAY CAUSE SKIN IRRITATION OR INJURY. AVOID CONTACT WITH SKIN WHERE POSSIBLE. WASII EXPOSED AREAS PROMPTLY WITH WATER. IF ANY MIXTURES GET INTO THE EYE, RINSE IMMEDIATELY WITIi WATER AND GET PROMPT MEDICALATTENTION. KEEP OUT OF REACH OF CHILDREN. MATERIAL SAFETY DATA SHEETS (MSDS) ARE AVAILABLE AT W WW.TITANAMERICA.COM. Rev'd 2-08 AJW oTITAN ��A� ra;v"CONCRETE "Thank j pu - We appreciate your business" Materials for Life' jJ�Ry� �7•>0. � �SO (o O Ticket no. gnorcretd -FORT PIERCE 4199 SELVIT'7 ROAD 280339 FT PIERCE, FL 34982 Delivery date v Plant Truck IDriver Z t Q, k'Truck size Type job, 10/01./15 6c8 `�� -1.'s TCm Filt.t'.R3G-ErbR 11.0i• BEAM Customer no. Customer name - Zone Tax CD 90004426 I GHO HOMES CORPORATION I I T Tarmac project no. I Customer P.O. no. Order no. (Terms code 4 h vge delivered 3-C.O.D. Time due 42073.1 J 1 1 JG 59258 , 2{harge EO.B. 4C O.D -EO.B. 10.12 Delivery name and address i Lot Block County ST. LI DRY, CON 2686 CONIFER DR LOT 47, FORT PIERCE I Instructions 1ST TRK 4" SLUMP, REST 3" MEADOWQOD: KINGS HWY SOUTH TO W slump ANGLE RD T/R TO JOHNSTON RD T/R TO MEADOWOOD DR T/L TO 6.012 CONIFER DR T/L I 1. 00 111,00 Description d B8P103000 08 PM 007 FUEL SURCHG 2114 ENV I Rr•N SURCHG CY LD LD Load Arri'v_e job site Start discharge Finish discharge Leave job site Arrive plant �r /Su/btotal. Sales tax J TOTAL 4dditional water :added to this concrete will reduce its strength. Any water added is at c��tomer's risk. Gallons of water added:_ Gallons of water added: _ Gallons of water added: Amt�df CY Retain,Y!,Yd/ I Customer Approval: Customer Approval: Customer Approval: Cuso pr Approval: Tested Tested properly I No. 44939 Aytho i e d•% eived by o Yes ❑ No Q Yes o No 1 x Lot: Safety is a constant state of mind, with every employee feeling responsible Block: and empowered to act to cause him Address: Correll Not Correll -� and others to work safely, on the belief that all accidents are preventable and Q that zero incidents is the only goal. r• ni icrnnnoo nnoJ TITAN FLORIDA LLC TERMS AND CONDITIONS OF SALE 1. All sales will be subject to these terns and ooneitions ("Contract") and, if buying on credit. to Buy_, ., _redit 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 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. 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 I % 10" proximo may be deducted if no previous balances are past due. Interest at the lesser of 11/2% per month or the maximum rate allowed by law will be imposed on outstanding and delinquent invoices from thedate 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 of this 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- isfactoryto 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 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 I'L cubic yards. 4. Buyer wiIt give Set lerat 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, Buyer assumes all liability for damage to vehicles, 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 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, G) orders not cancelled at least one hour prior to delivery time; (it) concrete delivered due to Buyer's mistake or in excess of requirements; (iii) concrete not deliverable due to unsuitable approaches. T 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 measgqred "in place". Yield will be established in accordance with applicable ASTM standards. Buyer will pay all charges incident to inspection or tests maday or on behalf of Buyer. S. 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 ACI standards. Sellerwill 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 WIT14OUT LIMITATION THE WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR 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 concrete is handled in accordance with best construction practices. Seller has no control over the placing or handling of concrete alter 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 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 required to in 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. 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 Seller as 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. 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 OTH ERW ISE, AND WHETHER OR NOTARISING FROM SELLER'S NEGLIGENCE, STRICT LIABILITY ORFAULT. IN NO EVENT WILL SELLER BE RESPONSIBLE 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 THE PURCHASE 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, witha copy to Credit Department, 455 Fairway Drive, Deerfield Beach, FL 33441. 15. Severability. The unenforceabilhy 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 by law. WARNING: CAUSES SKIN IRRITATION- INJURIOUS 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.TITANAf4iERICA.COM. Revd 2-08 tcr 79, �,� ' rrThank,,yo "N: O appredalte your'bustness" ., �4 F � 11!laterlals`fe�f Lj'�t;�` ° grte viE013 :!3�MCH' FL 3'�'�s1i Delivery date. plantsJze ` ifypdj46 ,' TC u a x t Ca4r ; ° cE+i ttb Jt ti+i COstdtoor no Custgmer name _ Mane Tam CD V1644L . � Yt�fi' Sioil � ,i EJfdlttsr�r "f r£tlAj. . Tb ro�actllG : p0. no.. p j n' �{ Y{;4 a dye 3CDD, 1Temis cod=2xn�.egekoe.". I IJima due J�17 6{ .. 4e oo-ia g, u �rrLtJ •1 DgUvery'nagreantl add41ress- -. + • Lot Block T ', [aunty a 4J4.JjjXF11}ii NT _ . , y,,7 y 'C.��? �.,`r�lti!# `fit%' LyCt f M':r ' j✓t�FtT I�.t�t�� ", , ' _ ' •� `.. Instr""4<ttons a ,,.P, Su S 3,.�' '3`€�j xt E?LdJh}p. hy.,a�" w �1�i7€�1tla� f�#liELa;� Hi�Y 1E31;'Ti'1 t[� W" Slump'.:' �,... 1 NOLE 1"r'ri "htr r iNt TtS"d rf�+ 6rR TO kEPOd Ui) D(S .r tt: ref , R im r /I buarltiijf Laid: ;` ' ' CumUlative " Order0dx ' , .�gdte 'Description' .. ..�. <• . ' .. - - ' 42€ frif uil r1fxSTE fS R f -TP `r +54 . a , i VTt tc'Y'7 ' -LML ` F.. 16VJ''Qf14' 14 Gr#r, -P , .i • a Load' Arrfve (gbsita Ktprk'dt3ch8rga, Flntsh discharge LeaveJobsfte Arflva,plant. a. F , 5uNv4Vlfrl ,. _ r t flares tax I .112 Additional water adder! to this canvete wii reduce its strength Arty watervadde' ag4a ust m 'Gallans of water added" Gsllanssof waxai added, Gpftdnsofwater added:.vAliit4fL ptalnedc ITV L 's n _'. ' Cpstomer Approval:. CustomerQpprovak. 4stoner,,, Tested =, ` Tested. properly ,Na. ..•-ut`ha d'by Yes Q No Q Yes. Q No. I ,, ,X Lox3 Safety is,,a constant state of mind,,with every,emplayeefeeling.responsiblie Black:• qh empaWere6to,acttq,eaUsehits Address; _ Correct Not"Correll., and otters to wark.safely, on'the belief tlfiat all accidents"are,preventable and ',that zer0'incidehls is the only;gaal. ' GUST, & ER COPY ; , v`' r •C ) �....I -tJ ' %:&t TITAN' - CONCR"IE "Thank you - We appreciate your'business" Materials for Life` Ticket no. qwncretd VERG J3EACH �3rrt?306 2�c'4 INDUSTRIAL. PLJL) UERO 13EACC , FL :3n?96'x Delivery date Plant Truck Driver Truck sae Type job "1 16 4 `' 1 LAYS, 4NTHr'JUV — . 0171 `I AR ow Customer no. - _ Custamarname Zone Tax CD �30Ii.04xt^'fz_ I t3td0 iiU!*1E;S _COpr,',ilt�taTION L _ Tarmac project no: Customer P.O. no.nanscod,t{pa,yedemw a.[DD, Teredue Ilgr,' .1fr>der ORa ;IT2-Cwrgo K.OD-F.D,B. Delivery name and address T, LCOuD 7° CNI R :655 f"DiJIF[:R LTit L4.!'f ta'i, FU^i P;tERCG, Instructions iST TRK 4" SL.UMP, PC-QT VEPL)O "_IOD; isY'J'G i HWY SOUTH Y0 Wll slump ANGLE RD ` /fl TO JGU-iN6101d Rra 1 ze P TO MEMPnWOOD nR T>L 10 L*,SIR IQuantity • rr PfoCluCt k Load - Cumulative ordered' ' Code Description lt,Cct7 ,c tdkl :i`,.i7.4.1 lr RtthwSrn( diCi ; y 11. iu 0O-J(h1 411;TFRf f RER h179' . 7 a _ t k@ (r<tl 9107 -IJEL,. WRCHU t) Y.01aI i E CJ 1 t HVXRbtA ",�URCHG -T) Load Arrive job site 5tartdiscFfarge. Finish discharge Leave joh site. Arrive plant Vt ' Sales tax TOTAL Additional water added to this concrete will reduce its strength. Any water added is tcusto'fiier's rbk. } Gallons of water added:._ Gallons of water added:_ Gallons of water added:_ Amt of Cy a/ai4d: I Customer Approval: Customer Approval Cusipmei Approval: Cult er pr 1' Tested Tested properly f Au oriz d o �� e a ji (� Yes No ❑ Yes )� No 4 8 t3A � ❑ I X Lot: Safety is a constant'state of mind, with every employee feeling responsible Block: and empowered to' act to cause him Address: Correct Not Correct and others to work safely, on the belief that all accidents are preventable and that zero incidents is the only goal. CUSTOMER COPY T`T,�4►N x '"Tha'nky,`ou = We apprecitat` yaur..`business", Tlcket,no.° . crote., [40Z� VER0n°O acHt .PL P.560 rery date Plant inrds D � er „ � 1 �. " 17rucks;e 000b- ?mcrm6r no. r u�-- Ann TAm u.L�.'l —� fit Custorner,nama ; , , -. Zone ! !' H INT ac protect oo custorherP.O no Order nd� �7erms code Tree dJe r tzfiarge tl6mmd 3CO.D 4 z.cnapge wo.s. att�Aog. ,t;7.4 e7 name and address UJQck ,CtuMY `, -,LiJCT£ COUNTY .^ �' � Lot Lot 6 47 LIM41JMP FAR lu iw 4Ij r IMae gtier4s , ! `xs i R' Erik at'r :3S,L1MN jRk i wl.. it# A7]0l+d001)r ii fR R *aCiUt't1 1'C? t1 Stump ARUt k,Jz R!� Te a Tcr 'acHNS'fQ , �" T;)4 Tci t4 tsr#�!n rr ° ri7 t C3iV R DR Trt. .Cumuiatnre Ordere :Description d'0�0», 3 ,'zt ' Ci.kltt l R tR fi "�� R y C. tir 1s. C'ige. , ` v . �--- Artivejob site: Startdscnarge .,'fthi5h discharge ieSve io6site Arrive plant , r L', - - '- tt tw p j a Subtotal sales tee xnYNl.+vsn' Wt<On ., Tested propef(Y No, No �© Yes e0 No , '> is a const6tit state ofi;mTrid', with ernployeo tfe'eling ,resp c sib'(e npowered ;to act to eause.him `hers to, work safdyr on, thr e bell f i i , accidents aro peventao[e and 'o indOnts is i re=only goalr, " G?tvRF:Rc;QR y`"I- u.y� tJ 84fiuult . � J01 * TITAIN, "Thank -you C_GlVr�Rc�7 - IlUe�ppreciate y pri*ak iess" Materials for Life` Tickat no. ,. gmncrete; VE RO Bf?A04 . . ;Rr24 IkL1.IR7' inL BLV,n 340.3 +a VERO HEAr,lj, FL -2960 -- Dcliverydate plant Truck''. Driver ��Tnnkslze Type job IfWC^f r ,, r 13;-=' f'tid. i)FRFY f'.}C jyrly�dL _"!nP 7m - Customer no. Customerparrie- i- I Tone-- TazCD rlin rn wnm�� rokanuaT T,i Tarmac project no. Customer P.O. no. Ordeitro. Terms code I -Charge ddw¢red &coo Time due ' C} -7:" .. ri.1 Filil ...... V ( �� I 3 ,1{•ha�ge F.D�:. ADD FOB., L.e,_. - _ Deliverjr namearld address, '� + Lot - atotk. County 'T. { COTE COUNTY rt �� DP,ti' _68E. GUNLFER llt?' Lill 479 i=(1101 P1 FRf•E , InstructionsISTTear, ts" �I 11ktf'; REST Ee' r`irt i30NEJ jI: 11TNG9 d-WV SOIf! i TO bt slump ANGLE RAJ T/R TO 1OHNSTWI D TJT4 70 MEP...+ 101,001) DR T/L 1'() &,�O CONIFER DR TtL. Quant' " `.'r .� �x,�"�•- i< < �P,CoiItTR#'w"dl<'t b 'r(.a?r�L ils .a' I '�{ri!<,_ Load Cumulative,- �ordered Code : _ _ Description, IPi. 01Z?f 110. Mfo 5 .;O3d Fkt Ri(D? iZ F n i , � y 9>xi, VQ1 t . 4111 . r''" , 'Il r�r£192r1 (vmt:_�E1Kcit;ui�rvlt insrETtFi AeR m7fb .%5# Y I Ori} :,. - (...': j 20 SEE'>'�' Lead Arrive job site startdisdfarGe Finish d(stharge 'Leave Jab site Arrive -plant• % Subtotal Sales tax TOTS Additional water added to this concrete will reduce its strength. Any water added'is at customer' s GallonsCf water added:_ Gallons ofwater;added:_, Gallons of water added: Amcor CY Retained: Customer Approval: customer ,Approval: .__ Customer Approval: I Cunoder Approvah__ Tested , , Testedproperly No: ppy i� �% ❑ Yes ❑ No' ❑Yes ❑ (�o. G 1 4 8 r 3 AuthorBed and re ced by X ilr Lot: Safety is a,conmrit state.of mind, with every employee feeling ,responsible Block: and empowered to act to cause him Address: Correct Not Correct and, others to work safely,, on the belief that all accidents are preuenfable and+ that zero incidents+is the only goal.. WSTOMER COPY Date: 9/15/2015 Attention: St. Lucie Building Dept HomeTeam Pest Defense is responsible for the prevention of termites at the following address listed below. This property will receive a termite baiting system, installed at time of final grade. If you have any questions and/or need additional information please feel free to contact us at 321A09-8489 Address: 2686 Conifer Drive, Fort Pierce, FI LotBlock: 47 Perni6Nnmbcv 1506-0P]0 Builder CSR: _Dyane LeBlanc Sincerely, �t 'n Colabclla General Manager HomeTeam Pest Defense W-0 .0 HomeTeam VEST DEFENSE' New Construction Subterranean Termite Treatment This report is submitted for information purposes to the builder on (new) construction cases where treatment for prevention of subterranean termite infestation is required by the Florida Building Code, Section 104.2.6. All contracts for services are between the Pest Control Operator and builder, unless stated otherwise Section 1: Hometeam Pest Defense Company Address: 4341 Fortune Place City: West Melbourne State: FL Zip: 32904 1532 Company Phone No.: 321409-8489 Business License No.: JB165929 Section 2: Builder Information Company Name: GHO Homes Phone No.: 561-688-2020 Section 3: Property Information Building Permit No.: Location of Structure(s) Treated: 2686 Conifer Dr, Ft Pierce,Fl Type of Construction: ® Slab ❑ Basement ❑ Crew[ ❑ Other Approximate Depth of Footing: Outside: Inside: Type Fill: DIRT Section 4: Treatment Information Date(s) of Treatment(s): 9/152015 EPA Registration No.: 62719-608 Brand Name of Product(s) Used: Sentricon Always Active bait system Final Mix Solution: Treatment Area Sq. FL: Linear FL 210 Linear Ft. of Masonry Voids:_ Total Gallons of Terniticide Applied: Service Agreement Available? ® Yes ❑ No This building has received a complete treatment for the Liquid treatment ❑ Yes ® No preventionof subterranean termites. Treatment is in Liquid Final exterior treatment: ❑ Yes ®No accordance with the rules and laws established by the Borate treatment: El Yes ®No Florida Department of Agricultural onsumer Bait in lieu of Pretreat: ❑ ® Yes No Services. Initial Note: Some State laws require service agreements to be issued. This form does not preempt State law Attachments (List) Name of Applicator(s : HDjORRES _Certification No.: JF132379 Authorized Signatur Date 09/15/15 RH-N 105 Ho�m�eTeam 4341 W.MeltkunePlece W. Melbourne, FL 32904.1532 THIS AGREEMENT PROVIDES FOR p T s r o[ f a x a [• 9-3439 ww.p wNNI.Pesttletense,com RETREATMENT OF A STRUCTURE AND THE REPAIR OF DAMAGES CAUSED DY WOOD DESTROYING ORGANISMS WITHIN THE LIMITS STATED IN THIS AGREEMENT. AGREEMENT FOR THE INSTALLATION AND MONITORING OF THE SENTRICONO COLONY ELIMINATION SYSTEM FOR NEW CONSTRUCTION Section 1. GENERAL INFORMATION. Name: Service Address: ad& 6,177 r 4 City: �ie/e Z State: r—,/ Zip Code: Location of Treatment Slickcs: Linear Footage of Su es,c(e1: Section 11. SERVICE COMMIT HomeTeem Pest Defense, Inc. (the A. Install the Scntriwn temdl above (the'Shucture(sp) B. Monitor the Stations in eu C. Total ocstR D. The Annual E. During the r F. Deringther with the I lotion and maintained Builder Zip Code: Builder Phone: Treatmrnt Type: ❑Corrective reventive ail from the Stations as appmprlo, condition; (see attached graph) located at the Service Address follmatng imtvllation ofthe Stations for an emmal Settionlll. CUSTOMER UNDERSTANDING OF PERFORMANCE OFSENTRICON SYSTEM. Customer understands Nat: A. The Sentricon System involves installation and monitoring, colony elimination with Recruit hostile but, and subsequent monitoring for Continuous protection from new termite Colonies; B. Intervals of from a few weeks 1, mom than a year should be expected between: L Installation ofthe SentriwailtationsandsuRtienl hannoeaah,hyco allow the addition ofRccruit termite bait:and Addison of Reemit termifebait. C. During the intervells)beoveen installmion of the Stations and complete elimination of existing termite Colonies, mrmhe feeding within the Structures. possibly involving additional structural damage, may occur. Additional services such as spot applications of Conventional mankicides are. available to Combat termite activity on a localized, short-term basis if desired, but are not needed for and will not Contribute to termite Colony climinalion D. The active Ingredient in the Seninwn System is an insect growth regulator (Reomit) that prevents worker termites from molting. (Malting is critical to wlony survival.) E In team that it Conducted on Recruit, Dow AgeScicnces LLC, the manufacturer of RCCrltiL observed evidence ofvery low levels ofmammalhumxicity onlynt very high levels ofexposure. F. Treatment is provided against the ahack of subterranean lemsites (Reticulilermes spp. Heterotemtes slip. and Coptotem¢s spp. (Formosan). This Agreement does not provide for the treatment of any other pests, plant, animal or organism other than such termites. The Company has not impacted ar hewed the stmcture(s) for health -related molds or fungi. Bylaw. the Company is not qualified, authmized or licensed m inspect forhwlth-related molds l efo r 0. Tile Company makes no representations regarding the exact location or number ofany existing termite wlonics. Section IV- DOW AGROSCIENCES LLC OWNERSHIP OF SENTRICON SYSTEM COMPONENTS. Customer also understands that: - A. The Scntriwn System and all of the components of me Scntricon System ('Components") have been designed by Dow AgroSchmaes LLC. The Components are end will remain the property of Dow AgraSciences LLC. Crammer hall no rights with respect to any of the Components, other than the right on their use as installed by the Company on the Costamers premises under this Agreement. B. On expiration or termination of this Agreement, the Company and Dow AgreScienccs LLC or their respective representatives are authorized by Customer to retrieve from Customers premises the Smliom and other Components for appropriate disposition. In addition; if the Company, for whatever resson, Comes he represent or to be authorized to represent the Sentncon System, 1. The Company will: C. So notify Customer, b. Offcr Customer the alternatives of either m rig a different form of moral protection or terminating this Agreamech c. Credit the Customer for services paid for but not Yet received, if appropriate; d. Refund to the Customer on amount equal to the Be paid for scrvices not yet received if Customer elects to discontinue the relationship, or if the Company cannot offer an effective alternative form oftermitc pxuecllon: and a Retrieve. orallow Dow AgroSciences LLC or its representatives reasonable access to the premises for the retrieval ofthe Components; and ii. Customerwill: a. Grant the Company and Dory Agro$elwces LLC or their respective representatives reasonable access to the premises for the retrieval of the Components; End It. Either agree with the Company on [tic use arm normative forth of termite wnhol or terminate this Agreement. This Agreement cents]no cartel, limitations, coed ltions and exclusions on the Company's obligations. Please rwd the entire Agreement before signing. In consideration for the Company Performing the services specified above and subject in the to= and waditim s of this Agreement, Customer agrees to make the payments indicated above. Customer acknowledges mceil of a signed copy of this Agreement. This Asreemcm is not binding on the Company until signed by an authorized manager or executive officer ofthe Company. CUSTOMER: RIGHT TO CANCEL; YOq THE CUSTOMER, MA Y CANCEL THIS TRANSACTIONATANY TIME PRIOR TO MIDNIGHT OF THE THIRD BOSINFYS DAY AFTER THE DATE OF THIS TRANSACTION. SEE THE ATTACHED NOTICE OF CANCEL LA TION FOR AN EXPLANA TION OF THIS RIGHT. THE REMOVAL OF THE BAIT OR BAITING SYSTEM MAY RESULT IN A LACK OF TERMITE PROTECTION 0 Hoonco, Recmir and Danube art rsgiuertd mdnnarksof eau Agr Scianm LLC. wneTam Peu De! u, Iw.3oU 032IISYR)-3113 VIEW Pat St. Lude FBPEUY4930 521 NW Bftrprhe Drive Port St. Luse. FL34980 Phtm 72-92435751 F=Ti69243M Soil Nuclear Gauge Report Date: 9192015 Test Method: ASTM D 6938 Client: GHO Homes Corporation 590 NW Mercantile Place Pod St. Lucie, FL 34986 15-0338.00 Meadowood Golf & Country Club Fort Pierce, Florida Test Results Test# Retest Of Test Date ProctorlD Method Soil Classification Optimum Moisture (70) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (fin) Percent Compaction MinlMax Comp. (015) Remark 4 826115 P-1 WA 10.4 1202 8.8 116.4 12 97 951105 Pass 5 W6115 P-1 WA 10.4 120.2 82 116.9 12 97 951105 Pass 6 826115 P-1 WA 10.4 1202 8.4 116.4 12 97 951105 Pass Test Information Test# Test Location Elevation Reference Gauge Make / Model I SN Field Technician 4 Below Slab Grade: Foundation Pad - Lot No. 47,2686 Conifer Drive -Northeast Area i2 -1 Troxler 3430 35058 Boyle, John 5 Below Slab Grade. Foundation Pad - Lot No. 47, 2686 Conifer Drive - CerderArea 0-1 Troxler 343/)35058 Boyle, John 6 Below Slab Grade: Foundation Pad - Lot No. 47,2686 Conifer Drive - Southwest Area 0 -1 Troxler 3430 35058 Boyle, John Remarks I Comments Related Tests Pass: Tests results comply with specifications Tests we'DiredTmnsnimiorr (Method A) unless pmbe depth is hated as *Badarattcr. Gauge wnbretion data on Sbe with the testing agency. I Test # I Related Test # Test T e RECEIVED SEP 10 2015 Test Reports shall not be reproduced, except in full, without the written approval of GFA International Inc. 44653 is Danfo#h, P.E. ssional EnginPbeo # Of Pd arr- am 1of1 �0RM4405-10 9 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method I&I. Project Name: Meadowood_eBG_MW47 Builder omes Street: 2686 Conifer Drive Permit Office: City, State, Zip: Ft. Pierce, FL, 34951- Permit Numb Owner: GHO Homes Jurisdiction: Design Location: FL, MELBOURNE_REGIONAL_AP 1. New construction or existing New (Confirmed) 9. Wall Types (2040.9 sgft.) feito , f ulation Area 2. Single family or multiple family Single-family a. Concrete Block - Inl Insul R 1 1804.40 ft2 b. Frame - Wood, Adjacent R= 1 236.44IF 3. Number of units, if multiple family 1 c.. N/A ft2 4. Number of Bedrooms 2 d. WA IF 10. Ceiling Types (1972.0 sgft.) a Insulationk972.010 5. Is This a worst easel No a, Under Attic (Vented) R=30.0 1t 6. Conditioned floor area above grade (fie) 1972 b. WA R= ft2 Conditioned floor area below grade (fig 0 c. WA R= ft2 11. Ducts R R2 7. Windows(279.2 sqft.) Description Area s. Sup: Attic, Ret: Main, AH: Main 6 194.4 a. U-Factor: Dbl, U=0.65 279.22 f12 SHGC: SHGC=021 b. U-Factor: WA f12 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 25.0 SEERA 6.00 c. U-Factor. WA ft2 SHGC: 13. Healing systems kBtu/hr Efficiency d. U-Factor: WA ft2 a. Electric Heat Pump 25.0 HSPF:7.70 SHGC: Area Weighted Average Overhang Depth: 5.778 ft. Area Weighted Average SHGC: 0.210 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor T es (1972.0 s It:) Insulation Area � q EF:0.920 a. Slab -On -Grade Edge Insulation R=0.0 1972.00IF b. Conservation features b. WA R. ft2 None c. WA R. ft2 15. Credits Patel Glass/Floor Area: 0.142 Total Proposed Modified Loads: 23.60 PASS Total Standard Reference Loads: 41.48 I hereby certify that the plans and, specifications covered by Review of the plans and 4T13H STgT this calculation are In compliance with the Florida Energy specifications covered by this J0 y 9 SOS Code. calculation indicates compliance Ryan McCracken Ryan with the Florida Energy Code. rj- rrrr,,. ••%� � e,iq,,,••� „ O PREPARED BY: McCracken DATE: 4/22/2015 Before construction is completed this building will be Inspected for compliance with Section 553.908 u o 0 A I hereby certify that this building, as designed, is in compliance Florida Statutes. !,) with the Florida Energy Cade. COD WE OWNER/AGENT:-f��`Q r- BUILDING OFFICIAL: DATE: rr DATE: - --- -- - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 4/22/2016 8:25 AM EnergyGaugoO USA - RaRes2010 Section 405.4.1 Compliant Software Page 1 of 6 PROJECT Title: Building Type: Owner: # of Units: Builder Name: Permit Office: Jurlsdiction: Family Type: New/Existing: Comment: Meadowood eBG_MW47 Bedrooms: 2 User Conditioned Area: 1972 GHO Homes Total Stories: 1 1 Worst Case: No GHO Homes Rotate Angle: 135 Cross Ventilation: Whole House Fan: Single-family New (Confirmed) Address Type: Lot If Block/SubDivision: PlafBook: Street: County: City, State, Zip: Street Address 2686 Conifer Drive St. Lucie Ft. Pierce, FL, 34951- CLIMATE V Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Tamp Heating Design Daily Temp + Winter Summer Degree Days Moisture Range FL, MELBOURNE REGI FLMELBOURNE REGI 2 45 90 70 75 369 69 Medium BLOCKS Number Name Area Volume 1 Blockl 1972 18398.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infif ID Finished Cooled Heated 1 Main 1972 18398.8 Yes 3 2 1 Yes Yes Yes FLOORS # Floor Type Perimeter R-Value Area _ Tile Wood Carpet _ _Space i Slab -On -Grade Edge Insulatio Main 224.98 it 0 19721P .... 0.7 0 0.3 ROOF _ / V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emilt Deck Pilch Tested Insul. (dog) 1 Hip Composltion shingles 2205 f 2 0 fP Medium 0.85 No 0.9 No 0 26.6 ATTIC / V q 1 Type Full attic Ventilation Vent Ratio (1 in) Vented 300 Area 1972 f12 FIBS IRCC N N CEILING # Ceiling Type Space R-Value Area Free Truss Type 1 _ _ _ Under Attic (Vented) Main 30 1972 1? _Framing 0.11 Wood 4/27J2015 8:25 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 WALLS ATo_waIIT Space ilua-FttJn-Et- Width Int Spec=Iua Framing Solar Below IL# V�-Omt yp e_ R-Vacent area ue-Eracllon-Absor-Grade./o _ 1 S=>NW Garage ' Frame -Wood Main 11 22 4 9 4 208.41? 0.23 0.01 0 -2 W->NE Garage Frame - Wood Main 11 3 9 4 28.0 1? 0.23 0.01 0 -3 S->NW Exterior Concrete Block - Int Insul Main 4.1 4 4 9 4 40.4 f12 0 0.6 0 _4 E=>SW Exterior Concrete Block - Intlnsul Main 4.1 6 8 9 4 62.2 ft2 0 0.6 0 -5 S=>NW Exterior Concrete Block - Int Insul Main 4.1 7 8 9 4 71.611' 0 0.6 0 -6 S=>NW Exterior Concrete Block - Int Insul Main 4.1 11 9 4 102.7 ft2 0 0.06 0 -7 E=>SW Exterior Concrete Block - Int Insul Main 4.1 44 10 9 4 418.4 ft2 0 0.06 0 -8 NwSE Exterior Concrete Block - Int Insul Main 4.1 25 4 9 4 236.4 IF 0 0.6 0 -9 W->NE Exterior Concrete Block - Int Insul Main 4.1 8 4 9 4 77.8IF 0 0.06 0 _ 10 NW=>E Exterior Concrete Block - Int Insul Main 4.1 4 2 9 4 38.9 ft2 0 0.06 0 11 N»SE Exterior Concrete Block - Int Insul Main 4.1 12 8 9 4 118.2 ft2 0 0.06 0 12 E->SW Exterior Concrete Block - Int Insul Main 4.1 11 2 9 4 104.2 ft2 0 0.06 0 13 NEwS Exterior Concrete Block - Int Insul Main 4.1 3 9 4 28.0 IF 0 0.06 0 14 NW�E Exterior Concrete Block - Int Insul Main 4.1 3 9 4 28.0 IF 0 0.06 0 15 W->NE Exterior Concrete Block - Int Insul Main 4.1 51 2 9 4 477.6112 0 0.06 0 DOORS # Ornt Door Type Space Storms U-Value Width Haight Area Ft In Ft In 1 S=>NW Wood Main None .35 2 8 8 21.3 fI2 2 S->NW Insulated Main None .35 3 8 24IF WINDOWS Orientation shown Is the entered orientation => changed to As Built rotated 135 degrees). / Wall Overhang V # Omt ID Frame Panes NFRC U-Faclor SHGC Area Depth Separation Int Shade Screening 1 SaNW 5 Metal Low-E Double Yes 0.65 0.21 5.6 ft2 6 It 81n 5It 10 in Drapes/blinds None 2 S=>NW 5 Metal Low-E Double Yes 0.65 0.21 9.7 112 6 It 81n 3 It 0 in Drapes/blinds None 3 S=>NW 6 Metal Low-E Double Yes 0.65 0.21 30.0 f12 1 if 6In 1 ft 41n Drapes/blinds None _ 4 E=>SW 7 Metal Low-E Double Yes 0.65 0.21 30.0 1? 1 f161n 1 ft 41n Drapes/blinds None _ 5 N->SE 8 Metal Low-E Double Yes 0.65 0.21 30.0 ft2 1 fl 6 in 1 ft 4 in Drapes/blinds None _ 6 N=>SE 8 Metal Low-E Double Yes 0.65 0.21 20.0 ft2 1 fl 6 in 1 ft 4 in Drapes/blinds Nona _ 7 W->NE 9 Metal Low-E Double Yes 0.65 0.21 30.0 ft2 15 It 6 in 1 it 4In Drapes/blinds None 8 N=>SE 11 Metal Low-E Double Yes 0.65 0.21 72.0IF 11 ft2 in 1 ft 4In Drapes/blinds None _ 9 E->SW 12 Metal Low-E Double Yes 0.65 021 10.01? 1 it 6 in 1 It 4In Drapes/blinds None _ 10 NW=>E 14 Metal Low-E Double Yes 0.65 0.21 10.0 IF 1 It 6In 1 It 41n Drapes/blinds None 11 W=>NE 15 Metal Low-E Double Yes 0.65 0.21 12.0 ft2 1 1t 6In 1 ft 4 in Drapes/blinds None 12 W->NE 15 Metal Low-E Double Yes 0.65 0.21 20.0 It2 1116 in 1 ft 4In Drapes/blinds None 4/22/2015 8:25 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 GARAGE # Floor Area Calling Area Exposed Wall Pedmeter Avg, Wall Height Exposed Wall Insulation 1 669.99981511? 669.9998151IF 811t 9.33It 0 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Default ..00057 2948.4 161.86 304.4 .4161 9.6149 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts _ 1 _ Electric Heal Pump None _ HSPF: 7.7 25 kBlu/hr 1 sys#1 COOLING SYSTEM # 1 System Type _ Central Unit Subtype None Efficiency _ Capacity _ Air Flow SHR Block SEER: 16 25 kBtu/hr 750 cfm 0.75 1 Ducts _ sys#1 HOT WATER SYSTEM # System Type SubTpe__ Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.92 50 gal 50 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cart # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None fl DUCTS / V # 1 -- Supply ---- Location R-Value Area Attic 6 194.41t --- Return -- Air CFM 25 CFM25 HVAC # Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool Main 98.6 fl2 Default Leakage Main (Default) (Default) 1 1 4/22/2015 825 AM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 Programable Thermostat: Y Ceiling Fans: Cool' [[� ]] Jan Heating [X] Jan Heatin [[�Feb [XJ Feb [[�Mar [XJ Mar f I Apr [ ] Apr r (� Ma fXJ May Jun ] Jun [X� [ ] Jul Jul [X] Au [ ] Au` [X] Se ] Sep Oct Oct Nov Nov Dec Dec (( 11 Jan ll 11 Feb ll�xll Mar lxl Apr l May E 1 Jun l 1 Jul l 1 Aug l 15e Oct 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 00 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WO) AM 66 66 66 66 66 68 fib 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 fib 68 68 68 66 66 4/22/2015 8:25 AM EnergyGauge® USA - FlaRes2010 Section 405A.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Buildina Performance Method ADDRESS: 2686 Confier Drive PERMIT #: Ft. Pierce, FL, 34951- 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. V2212015 6:25 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX` = 57 The lower the EnergyPerformance Index, the more efficient the home. 2686 Confier Drive, Ft. Pierce, FL, 34951- 1. New construction or existing New (Confirmed) 9. Wall Types Insulation Area a. Concrete Block - Int Insul, Exterior R-4.1 1804AO IF 2. Single family or multiple family Single-family b. Frame - Wood, Adjacent R=11.0 236.44IF 3. Number of units, if multiple family 1 c. N/A R. ft2 4. Number of Bedrooms 2 d. NIA R. ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1972.00 fl 2 6. Conditioned floor area (fP) 1972 b. N/A Re flz c. N/A R= ft2 7. Windows" Description Area 11. Ducts R ft 2 a. U-Factor: Dbl, U=0.65 279.22 ft2 a. Sup: Attic, Rel: Main, AH: Main 6 194.4 SHGC: SHGC=021 b. U-Factor: WA ft2 SHGC: 12. Cooling systems kStu/hr Efficiency c. U-Factor: WA 1112 a. Central Unit 25.0 SEER:16.00 SHGC: d. U-Faclor: WA IF 13. Healing systems kelu/hr Efficiency SHGC: a. Electric Heat Pump 25.0 HSPF:7.70 Area Weighted Average Overhang Depth: 5.778 ft. Area Weighted Average SHGC: 0.210 8. Floor Types Insulation Area 14. Hot water systems Cep: 50 a. Slab -On -Grade Edge Insulation R=0.0 1972.00 ft2 a. Electric EFa10.92 b. WA R. ft2 b. Conservation features c. WA R. ft2 None 15. Credits Patel I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) In this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: '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 Building Analysis g YSIS - Job: Biscayne Grande Lot47 Date: 4.17.15 Entire House By: Skyetec For: GHO Homes 2686 Conifer Dr., Ft. Pierce, FL 34951 0 - Location: Indoor: Heating Cooling Vero Beach, FL, US Indoor temperature (°F) 70 75 Elevation: r26 It Design TD (°F) 27 15 Latitude: 28°N Relative humlddlty (%) 50 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 22.0 61.5 Dry bulb (OF) 43 90 Infiltration: D Daily range F) - 16 (L ) Method Simplified We bulb (°FS - 78 Construction quality Average Wind speed (mph) , 15.0 7.5 Fireplaces 0 Component Btuh/ft2 Btuh % of load Walls 3.7 6244 19.9 Glazing 15.9 4588 14.6 Doors 10.5 491 1.6 Ceilings 0.9 1658 5.3 Floors 3.1 6043 19.3 Infiltration 1.9 3491 11.1 Ducts 6498 20.7 Piping 0 0 Humidification 0 0 Ventilation 2314 7.4 Adjustments 0 Total 1 1 31327 100.0 Component Btuh/f 2 Btuh % of load Walls 2.3 3967 13.4 Glazing 18.4 5320 18.0 Doors 11.2 521 1.8 Ceilings 1.7 3202 10.8 Floors 0 0 0 Infiltration 0.6 1021 3.5 Ducts 8297 28.1 Ventilation 1286 4.4 Internal gains 5895 20.0 Blower 0 0 Adjustments 0 Total 29610 100.0 Latent Cooling Load = 9760 Btuh Overall U-value = 0.120 Btuh/ft'-°F Data entries checked. °� 57- „ - ,.Ny°l wrightsoft' Right-Suile9 Universal 2013 13.0.09 RS000268 201&Ilpr 21 1 Page I 4CGA 9 ..soli Load CalculallonslSkyleclTacoma Lot 75.rup Calc = MJB Front Door (aces: S Job: Biscayne Grande Lot 47 Project Summary Date: 4.17-15 Entire House By: Skyetec P For: GHO Homes 2686 Conifer Dr., Ft. Pierce, FL 34951 Notes: �- Weather: Vero Beach, FL. US Winter Design Conditions Summer Design Conditions Outside db 43 OF Outside db 90 OF Inside db 70 OF Inside db 75 OF Design TO 27 OF Design TO 15 OF Daily range L Relative humidity 50 % Moisture difference 61 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 24829 Btuh Structure 21212 Btuh Ducts 6498 Btuh Ducts 8297 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Bluth Blower 0 Btuh Piping 0 Btuh Equipment load 31327 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Infiltration Equipment sensible load 28034 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 7145 Btuh Ducts 2615 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (W) 1919 1919 Equipment latent load 9760 Btuh Volume (ft') 18574 18574 Air changes/hour 0.38 0.20 Equipment total load 37794 Btuh Equiv. AVF (cfm) 118 62 Req. total capacity at 0.80 SHR 2.9 ton Heating Equipment Summary Cooling Equipment Summary Make Make Rheem Trade Trade RHEEM Model Cond RA1642AJ AHRI ref Coil RH1T4821 AHRI ref 7942888 Efficiency 100 EFF Efficiency 13.0 EER, 16 SEER Heating input 12.3 kW Sensible cooling 34400 Btuh Heating output 41975 Btuh Latent cooling 8600 Btuh Temperature rise 27 OF Total cooling 43000 Btuh Actual air flow 1400 cfm Actual air flow 1400 cfm Air flow factor 0.045 cfm1Btuh Air flow factor 0.047 cfm/Btuh Static pressure 0.50 In H2O Static pressure 0.50 In H2O Space thermostat Load sensible heat ratio 0.75 9oldiffalfe values have bean manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8lh Ed. wr'ig17t5of ' Righl-Suilem Universal 2013 13.0.09 RS000260 2015-Apr-21 16:04 Pgo ago I ACCA ...soil Load Calculatlonsl5kyleclTacoma Lot 15.rup Cale = MJB Front Door faces: S N First Floor 3.5 Tan Job #: Biscayne Grande Lot 47 Performed by Skyetec for: OHO Homes 2686 Conger Dr. Ft. Pierce, FL34951 Schedule F EMatslFen R Rengevenl D Dryerl6nl Rheem Egalpemm ANU 3S Ton16effRRH1T4821 Cone 33Tan188ffRRA1a42A1 Scale: 1 : 133 Page 1 Right-Sulle® Universal 2013 13.0.09 RSU00268 2015-Apr-21 16:04:24 ...lationsVSkylec\Tacoma Lot 15.rup 1 f � r Duct System Summary Job: Biscayne Grande Lot 47 Y ry Date: 4-17-15 Entire House By: skyetec n . 2n�Fm�tAly'arrJ,p For: GHO Homes 2686 Conifer Dr., Ft. Pierce, FL 34951 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air Flow Total effective length (TEL) Heating 0.50 in H2O 0.18 in H2O 0.32 in H2O 0.222 / 0.098 in H2O 0.120 hV100ft 1400 cfm Cooling 0.50 in H2O 0.18 in H2O 0.32 in H2O 0.222 / 0.098 in H2O 0.120 in/100f1 1400 cfm 267 ft k r "Y :Sup plyBr`anch`petal.Talile �, f Name Design (Bluh) Htg (cfm) Clg (cfm) Design FIR Diam (in) H x W (in) Duct Mail Actual Ln (ft) Flg.Egv Ln (ft) Trunk OR 2 c 3469 135 165 0.174 7.0 Ox 0 VIFx , 7.4 120.0 st2 Bath 2 c 134 3 6 0.171 4.0 Ox 0 VIFx 10.0 120.0 st2 Den h 3945 176 97 0.130 8.0 Ox0 VIFx 36.2 135.0 sit Dining c 3299 120 157 0,139 7.0 Ox0 VIFx 29.7 130.0 sit Foyer h 1049 47 35 0.133 4.0 Ox0 VIFx 37.5 130.0 sit Hers c 93 2 4 0.130 4.0 Ox0 VIFx 25.9 145.0 st3 His h 805 36 17 0.125 4.0 Ox0 VIFx 32.4 145.0 st3 Kitchen c 6515 277 309 0.127 10.0 Ox0 VIFx 45.5 130.0 sill Living c 2112 74 100 0.128 6.0 Ox0 VIFx 28.4 145.0 st3 Living -A C 2112 74 100 0.122 6.0 Ox0 VIFx 32.4 150.0 st3 M Bath h 1548 69 59 0.126 5.0 OXO VIFx 31.4 145.0 st3 Master an h 3330 149 117 0,120 7.0 Ox0 VIFx 34.4 150.0 st3 Master BR -A h 3330 149 117 0.120 7.0 Ox 0 VIFx 30.1 155.0 st3 Utility c 2322 86 110 0.170 6.0 Ox 0 VIFx 10.4 120.0 st2 we c 46 1 2 0.128 4.0 Ox0 VIFx 28.1 145.0 st3 WIC c 75 2 4 0.172 4.0 Ox0 VIFX 9.0 120.0 st2 fx• r t s6 ",,''Supply?Tftfnk'`Detail',T,abli:'=,,. Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FIR (fpm) (in) (in) Material Trunk sl1 Peak AVF 620 598 0.127 580 14.0 0 x 0 VinlFlx st3 Peak AVF 554 517 0.120 519 14.0 0 x 0 VinlFlx st2 st2 Peak AVF 780 802 0.120 574 16.0 0 x 0 VinlFlx Bold/ItnBc values have been manually overridden 2015-Apr.21 16:04:23 r wrightsOft` RI9hl-SuileO Universal 2013 13.0.09 RS000268 Page 1 lil.� ...soft Load CalculationASkyleclTacoma Lot 15.rup Cale = M.18 Front Door faces: S Name Grill Size (in) Hlg (cfm) Clg (cfm) TEL (ft) Design FIR Veloc (fpm) Dlam (in) H x W (in) Stud/Joist Opening (in) Duct Matl Trunk rbl Ox0 1400 1400 81.5 1 0.120 1003 16.0 Ox 0 1 VIFx +� wri htSoft 201SApr-2116:age2 9 Right -Suite® Universal 2013 13.0.09 RS00026B Page 2 ACCA ...soft Load Calculalions%SkyleciTacoma Lot 15.rup Cale - MJ8 Front Door laces: S • JOSEPH E. SMITH, ,`_ ,kK OF THE CIRCUIT COURT - SAT'.^ LUCIE COUNTY FILE # 4081129 0 )OK 3757 PAGE 601, Recorded, '15/2015 at 03:07 1 I RECEI, ?J 10 095 NOTICE OF COM��rMENCErrME��NT Permit No, Tax Folio No. 1 3M - � W ^ 00 y-CY`b O StateofFlodda Countyof St.Lude The undersigned herebyghes notice that Improvementwlg be made to contain real property, and in accordance with Chapter 713, Florida Statutes, the following information D provided In this Notice of Commencement Legal Des llllo of pq rty:(andr�Oct, aQdnress is ;Raylel:Unl �' 3. O/108�0 IJ.Jni'}ii 1-6 Generaldmoiptionoflmprovemenan ��QP:71 �'Tl C.I 54(f 1rC.f✓1 Ir�l_ 0wnerirdomiat�lop ar lecsee��lgqfo��maUon� ifJthe lessee,onbactedfor the Improvement: Name GHfI YYs�CJU(�.119hC� G�n(n• 'ca., _ S9D R IYW�� ; .>,I'a i1T�J' _ A14 P,W Name listed abovel: Surety (it applicable, a copy of thg p y/Dent bond Is attached): Amount of bond: $ Nameandaddmss: Ys�hl phonenumber. lender Name: 1�iIA Phone Number. Lenders address: Persons Within the State of Florida designated by Owner upon wham notices or other documents may be served as providedbysiecdon 713.13(11(a)7, Florida5totutes: ' Name; ♦� I A Phone Number; Address; In addIthm1ohlmselforhorseif, Ownerdesignates of torecaiveacopyorthe Uenoes NoUmaf proOded in Season 71a.1a11) (b), Fladda St totes. Phone numberof person or entity designated by owner: Expiration data of notxe of commencement: (the eaplration date may net be before the completion ofconstructlonand Rwl payment tothe contractor, butwtll be 1 yearfrom the date of recording unless a different date IsspecNled)_�I (� WARNINGTO ONNEA: MY PAYMENTS MADE BYTHE OWNER AREATNEENPIRATtON OFTHENOITIE OF COMMENCiMENTARE CONSIDERED IMPROPER PAYMENTS UNDER CRAFTER 713, PART I, SECTION 713,13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTSTOYOUR PROPERTY.A NOTICE OF OOMMENCFMENTMUSTSE RECORDED AND POSTED ON TNEIOB SITE BEFORE THE FIRST INSPECTION. IFYOU INTEND TO OBTAM FINANCING, CONSULT WITHYOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORCNG YOUR N(YnCE OF COMMENCEMENT. Underpenaltyaf perjury, I d dare that I have read the foregoing notice of commencement and that the famstated therein are were the but of my knowledge and belief. f5Ismtumof Owne se,arOwn or Lessee'sAuthodred Officer/ rector/Pad.,11A,nager PC old (SlgnatpN,ntle/Olfite) The rgolfustnemet was acknowledged before man thisa da—ILL 2111-15/1'I�� By l �1C �e as P(C_�PCYJ� for 1, ti 11 VV1\/IJC�/YP 7i'�L,pd�. N of Pe Type of authadty(e.g.amaaA trustee) Panyonbehallofydlam Instrument woo ea¢mped Personally known_✓o/r producatl Idemmcatbn_, (Slgnatmof NotaryPubllc•Sbte o111 adda) N;� (Pdnq TypborSbmp WmmisdonMName 1V IIq!AURAVEGUERI sfidentMndwpmduwd , ',y., MV COMMISBION pFF1 so,im O F FINES July 20. 201e pvq avaLtaa Flprlde11a1e15enim.com STATE OF FLORIDA ST. LUCIE COUNTY THIS�IS Ty ORRECTTCf FIT TRUE IAN Date• PLANNING & DEVELOPMENT SERVICES DIVISION BUILDING & CODE REGULATIONS DIVISION 2300 Virginia Ave Fort Pierce, FL 34982 BUILDING PERMIT nf�-,' SUB -CONTRACTOR SUMMARY / l �' I I � k4m _eo will be using the following sub -contractors for the (C mpany/Individual Name) I _ ((�� r r project located at 2- //)CJ O Vl 1 l e/ r r V < %J (Street address or Propc?ty 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 County. Trade Name of Company/Contractor St. Lucie County/ State of Florida License Number Electrical j S e �( C e, z <, �l ecr n' t✓ 2— CC Ooo/�82 Plumbing 1I (c)A ,�YI b)o LI FGO190� HVAC/ �41`y' /Y16✓e0q-Cn-h l s-k 4- Mechanical C a 3 6 882 Roofing ClJ\' �(/1cuk D v ?- )-- GG .3;2 J43 Gas PERMIT NUMBER: 15 Ob-- o t i o ISSUE DATE: PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (if applicable): 29293 EC-0001782 SEABREEZE ELECTRIC INC / MIKE KOZENIESKI (Company Name/Individual Name) ELECTRICAL (Type of Trade) For the project located at have agreed to be the Sub -contractor for C-f)-p f T 0 0 -e-;- (Primary Contractor) 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: Address: City/State/Zip: 892 TAMIAMI TRAIL PT CHARLOTTE FLORIDA, 33953 Phone: 941-255-5968 MIKE SIGNATURE PRINT NAME STATE OF FLO A, COUNTY OF CHARLOTTE KOZENIESKI email: BRIAN@SEABREEZEELECTRIC.COM z 3d DATE THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS _=3, DAY OF APRI L , 2015 BY MIKE KOZENIESKI WHO IS PERSONALLY KNOWN X ORHAS PRODUCED AS IDENTIFICATION. Z L/U_WJ0_ BRIAN W WHITE SIGNATURE OF NOTARY PUBLIC SLCPDS: 08/06/2014 NAME OF NOTARY PUBLIC (STAMP) BRIAN W WHITEy Public -State of Floridamm. wima Expires Apr 1, 2018mmission # FF 108897 PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: M� -4- 1 1 1 f State of Florida CertificationNumber (if applicable): (..n �C O1tQ_77� have agreed to be the Zt,umpuny 11M.Inurvruuar rvamem P11XMJ3t,V1q Tva.d� Sub -contractor for RCS �ACkM2S C-01 (Type of Trad (Primary Contractor) For the project located at (Project Street Address or Property Tax ID #} - Oct 04 -Ood - 6 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: /lk,-k ',Gi _PILk., ba-L Address: ^l-L, LIC) ^� '�lt 'eS City/State/Zip: ri0� t i �z�n 1 ��C G�n '1/FL 33 �t a Phone: �� (�, 3Z'3l�io email: - r�w1 �� P�uYx6Zien •CC41vi SIGNATURE PRINT NAME DATE STATE OF FLORIDA, COUNTY OFa I rn_RaaC� THE F/R�RE.�GOING INSTRUMENT WAS SIGNED BEFORE ME THIS ✓ DAY OF 120 I S BY l.J t�✓� ti� CL�- ✓i WHO IS PERSONALLY KNOWN OR HAS PRODUCED SIGNATURE OF NOTARY PUBLIC SLCPDS: 12/162013 AS IDENTIFICATION. (STAMP) PRINT NAME OF NOTARY PUBLIC RM THLEEN M. HALLPublic - State o1 Floridam. Expires Jun 17, 2018ission # FF 133586 rough National Notary Assn. PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: C a O 1 n State of Florida Certification Number (If applicable): CAC036882 AIR MOVEMENT SYSTEMS, INC. (Company Name/Individual Name) AIR CONDITIONING (Type of Trade) For the project located at have agreed to be the Sub -contractor for 6-I ' 0 L D m::eA 6 0 �Q . (Primary Contractor) Street Address or Property �Y S. 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) BUSINt'SS QUALIMR (Name of the Individual shown on the Contractor's License) vv�T"b NOTARIZED SIGNATURES ARE REQUIRED C ►T� Business Name: Address: City/State/Zip: Phone: L-NaY I INONI'l J 5��-•S"NK, PO BOX 740034 BOYNTON BEACH, FLORIDA 33474 561-734-7200 email: ATTICHOT1953 AOL.COM FRED MENSCHEL SIGNATURE PRINT NAME STATE OF FLORIDA, COUNTY OF �l .P ,l 4 4 '`—, DATE THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS L DAY OF 20� kW WHO IS PERSONALLY KNOWN _ _ X OR HAS SIGNATURE OF NOTARY PUBLIC SLCPDS: 08106/2014 (STAMP) M LAURA VEGUERIA MY COMMISSION #FF143206EXPIRES July 20, 2018 FtarldaNClarySe-IW-00 T J PERMIT# ISSUE DATE I i PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: "W ' / L State of Florida Certification Number0eappncablej: CC r :D 3 2,�-Ze % / a / f// // have agreed to be the o mpan amegndividual Name i 01 Sub -contractor for 6yo y</. (Type of Tr (Primary Contractor) For the project located at (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: I :G /d I h/L� / /CLLJ6ne _ Address: City/State/Zip: email: PRINT NAME DATE STATE OF FLORIDA, COUNTY OF 1l T L U C,374 THE FOREGOING INSTRUMENT /ENT WAS SIGNED BEFORE. ME THIS � DAY OF /9 201,5 BY �,014b S• &6'W WHO. IS PERSONALLY KNOW_. OR HAS PRODUCED AS IDENTIFICATION. ' /JPl�I! SP %�yNAv SIGNATU OFNOTARY PUBL PRINT NAME OFNOTARY UBLIC SLCPDS: 09106/2014 (STAMP) DENISE LEMAY # * MY COMMISSION f EE 870742 EXPIRES: March 23, 2017 'j� oFtrev:°p Bo*dThN Budget Notary Senlces PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION 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, lz;q _. (Parcel Id#) - 000 -0 268(0 CUNI`e, o'e. for which I have applied to St. Lucie County for a Final Development Permit. In accepting this Final Development Permit, BP Number , I acknowledge that as owner of the above described property, and in accordance with Section 7.04.01(D), St. Lucie County Land Development Code, I shall be responsible for assuring adequate drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide for, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. Owner '.'II"-Iz[eltl G+�i11/'4jW PCin OF V� - LA-k(j L Da e ACKNOWLEDGED BEFORE ME THISDAYOF GL 20 �BY f rill I A W) J41 I1 /w � ✓ WHO IS PERSONALLY OWN TO ME _ OHAS COMMISSION NUMBER SLCPDSD Revised 08/242010 AS IDENTIFICATION. ( AI' te"r.... A .."��. LAURA VEGUERIA {±t g MY COMMISSION #FF143206 -?o�ndt' EXPIRES JUIy 20, 2018 (407) 30-0153 FlorldallotarySewim.com Community Association 19 February 2015 To Whom It May Concern: This is to confirm that GHO Homes are current with the Meadowood Community Association dues which include the water and sewer service. Meadowood Community provides the water and sewer to their owners as part of their quarterly assessments. If further information is required, please feel free to contact me. Sincerely, Charles Anklam LCAM Property Manager Meadowood Community Association 3002 Johnston Road Fort Pierce, FL 34953 Tel 772-466.5702 Fax 772466-9756 Planning 8 Development Services Building 8 Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34982 Phone:(772)462.2172 Fax:(772)462.6443 Address: City / State / Zip: Parcel #: Zoning: 2686 Conifer Dr Saint Lucie County, FI 34951 1334-506-0004-000/0 NM111 r W� Ili q� REVIEW COMM NTS REC" JG' 10 10 15 1 Ownei(s): Gho Meadowood Corp Jurisdiction: ST LUCIE COUNTY Lot#: 47 APPLICATION INFORMATION Permit Number: 1506-0110 Stories: Permit Type: BUILDING RESIDENTIAL (SFR UP TO 2 FLOORS) CONTRACTOR INFORMATION Contractor Name: William N Handler Business Name: Gho Homes Corp Business Addr: 590 Nw Mercantile Place City / State / Zip: Port St Lucie, FI 34986 REVIEWS AND COMMENTS Revlew Tvoe Status Reviewed By ADDRESSING ASSIGNMENT COMPLETE Lydia Galbraith Comment: Block: Automatic Sprinkler System? No Fax Number: 561-688-0909 Email: Debbies@Ghohomes.Com Date Started Date Completed Date Released 6/11/2015 6/1512015 6/15/2016 DOCUMENTS MISSING PENDING Audrey Humphrey 6/512015 6/5/2015 Comment// NEEDS A RECORDED NOTICE OF COMMENCEMENT 6/5/2015 Comment: NEEDS TWO SET OF SIGNED ENERGY CAUCS AND MANUAL J'S (RETURNED DUE TO NOT BEING SIGNED) Comment: VEG PERMIT FILED UNDER (G) FOR GHO MEADOWOOD CORP 6/11/2015 ENVIRONMENTAL REVIEW COMPLETE Ben Balcer 6/10/2015 6/10/2015 Comment: FRONT COUNTER REVIEW COMPLETE Audrey Humphrey 6/512015 6/5/2015 6/6/2015 Comment: PLANS EXAMINER REVIEW INCOMPLETE William Durden 7/112015 Comment: PLEASE FURNISH ENEGRY CALULATIONS AND MANUAL J IN ACCORDANCE WITH SECTIONS 402 AND 403 7/1/2015 OF THE 2010 FLORIDA ENEGRY CODE. NOTE ONLY; ENERGIES MUST HAVE ORIGINAL SIGNATURE OF PREPARER Comment: PLEASE FURNISH A DETAIL SHOWING THE LANDING AT THE MAIN EGRESS DOOR BEING NO MORE THAN 7/1/2015 1 1/2" FROM THE TOP OF THE LANDING TO THE TOP OF THE THRESHOLD IN ACCORDANCE WITH 311.3.1 OF THE 2010 FLORIDA BUILDING 7/1/2015 Comment: PLEASE FURNISH A INTERIOR WALL DETAIL SHOWING STUD SPACING, STUD SIZE, AND WALL FINISH IN ACCORDANCE WITH 602.5 OF THE 2010 FLORIDA BUILDING CODE Comment: PLEASE FURNISH EITHER THE ICC EVALUATION REPORT OR A EVALUATION REPORT FROM A CERTIFIED 7/1/2015 TESTING LABORATORY THAT FOAM INSULATION MEETS THE REQUIRMENTS OF SECTION 316 OF THE 2010 FLORIDA RESIDENTIAL CODE Planning BDevelopment Services REVIEW COMMENTS Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 Phone:)772)462.2172 Fax:)772)462.6443 7/1/2015 Comment: PLEASE FURNISH PLUMBING RISER DIAGRAM BEING IN ACCORDANCE WITH 3004 AND 3005 OF THE 2010 FLORIDA RESIDENTIAL CODE. 7/1/2015 Comment: PRODUCT APPROVAL NUMBER FL-15447-R3 SUBMITTED FOR THE WINDOWS IS FOR MULTIPLE PRODUCTS PLEASE SUBMIT CORRECT PRODUCT APPROVAL NUMBER FOR THE WINDOWS. 7/1/2015 Comment: PRODUCT APPROVAL NUMBER FLA6349 SUBMITTED FOR THE OBSCURED FG WINDOWS IS FOR MULTIPLE PRODUCTS PLEASE SUBMIT CORRECT PRODUCT APPROVAL NUMBER FOR THE WINDOW. 7/1/2015 Comment: PLAN SHOWS 3080 DOOR W/SIDELIGHT. PRODUCT APPROVAL FL5814.4 IS FOR A3080 DOOR ONLY. PLEASE SUBMIT CORRECT PRODUCT APPROVAL FOR 3080 W/SIDELIGHT. 7/1/2015 Comment: PRODUCT APPROVAL NUMBER FL-9174 SUBMITTED FOR THE GARAGE DOOR IS FOR MULTIPLE PRODUCTS PLEASE SUBMIT CORRECT PRODUCT APPROVAL NUMBER FOR THE GARAGE DOOR. 7/1/2015 Comment: PRODUCT APPROVAL NUMBER FL-16133 SUBMITTED FOR THE SLIDDING GLASS DOORS IS FOR MULTIPLE PRODUCTS PLEASE SUBMIT CORRECT PRODUCT APPROVAL NUMBER FOR THE SLIDDING GLASS DOORS. ZONING REVIEW COMPLETE Lydia Galbraith 6/11/2015 6/16/2015 6/15/2015 Comment: Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34982 Phone:(772)462.2172 Fax:(772)462.6443 PROPERTY INFORMATION Address: 2686 Conifer Dr City / State / Zip: Saint Lucie County, FI 34951 Parcel#: 1334-506-0004-000/0 REVIEW COMMENTS 1 Owner(s): Gho Meadowood Corp Jurisdiction: ST LUCIE COUNTY Zoning: PUD Lot#: 47 APPLICATION INFORMATION Permit Number: 1506-0110 Stories: Permit Type: BUILDING RESIDENTIAL (SFR UP TO 2 FLOORS) CONTRACTOR INFORMATION Contractor Name: William N Handler Business Name: Gho Homes Corp Business Addr: 590 Nw Mercantile Place City / State / Zip: Port St Lucie, FI 34986 Block: Automatic Sprinkler System? No Fax Number: 561-688-0909 Email: Debbies@Ghohomes.Com Review Typg Status Reviewed By Date Started Date Completed Date Released ADDRESSING ASSIGNMENT COMPLETE Lydia Galbraith 6/11/2015 6/1512015 611612015 Comment: DOCUMENTS MISSING PENDING Audrey Humphrey 615/2015 6/5/2015 Comment: NEEDS A RECORDED NOTICE OF COMMENCEMENT 615/2015 Comment: NEEDS TWO SET OF SIGNED ENERGY CAUCS AND MANUAL J'S (RETURNED DUE TO NOT BEING SIGNED) 6/11/2015 Comment: VEG PERMIT FILED UNDER (G) FOR GHO MEADOWOOD CORP ENVIRONMENTAL REVIEW COMPLETE Ben Balcer 6110/2015 6/10/2015 Comment: FRONT COUNTER REVIEW COMPLETE Audrey Humphrey 6/5/2015 6/512015 6/5/2015 Comment: PLANS EXAMINER REVIEWmment: INCOOMP1EE William Durden 7/112015 A02 AND 403 ANY;: 7/1/2015 OF'T� 2E0R10'FLU Y`C� EON EN�E�RGIES MUS H RIG SIGN Comment: PLEASE FURNISH A DETAIL SHOWING THE LANDING AT THE MAIN EGRESS DOOR BEING NO MORE THAN 1 7/1/2015 1/2" FROM THE TOP OF THE LANDING TO THE TOP OF THE THRESHOLD IN ACCORDANCE WITH 311.3.1 OF THE 2010 FLORIDA BUILDING 7/1/2015 Comment: PLEASE FURNISH A INTERIOR WALL DETAIL SHOWING STUD SPACING, STUD SIZE, AND WALL FINISH IN ACCORDANCE WITH 602.5 OF THE 2010 FLORIDA BUILDING CODE -9�wl Ic Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL U982 Phone:(772(462.2172 Fax:(772(462-6443 REVIEW COMMENTS comment: PLEASE FURNISH EITHER THE IGG EVALUATION REPORT OR A EVALUATION REPORT FROM A CERTIFIED 7/1/2015 TESTING LABORATORY THAT FOAM INSULATION MEETS THE REQUIRMENTS OF SECTION 316 OF THE 2010 FLORIDA RESIDENTIAL CODE 7/1/2015 Comment: PLEASE FURNISH PLUMBING RISER DIAGRAM BEING IN ACCORDANCE WITH 3004 AND 3005 OF THE 2010 FLORIDA RESIDENTIAL CODE. 7/112015 Comment: PRODUCT APPROVAL NUMBER FL-15447-R3 SUBMITTED FOR THE WINDOWS IS FOR MULTIPLE PRODUCTS PLEASE SUBMIT CORRECT PRODUCT APPROVAL NUMBER FOR THE WINDOWS. 7/1/2015 Comment: PRODUCT APPROVAL NUMBER FL-15349 SUBMITTED FOR THE OBSCURED FG WINDOWS IS FOR MULTIPLE PRODUCTS PLEASE SUBMIT CORRECT PRODUCT APPROVAL NUMBER FOR THE WINDOW. 7/1P2015 Comment: PLAN SHOWS 3080 DOOR W/SIDELIGHT. PRODUCT APPROVAL FL5814.4 IS FOR A3080 DOOR ONLY. PLEASE SUBMIT CORRECT PRODUCT APPROVAL FOR 3080 W/SIDELIGHT. 7/1/2015 Comment: PRODUCT APPROVAL NUMBER FL-9174 SUBMITTED FOR THE GARAGE DOOR IS FOR MULTIPLE PRODUCTS PLEASE SUBMIT CORRECT PRODUCT APPROVAL NUMBER FOR THE GARAGE DOOR. 7/1/2015 Comment: PRODUCT APPROVAL NUMBER FL-16133 SUBMITTED FOR THE KIDDING GLASS DOORS IS FOR MULTIPLE PRODUCTS PLEASE SUBMIT CORRECT PRODUCT APPROVAL NUMBER FOR THE BUDDING GLASS DOORS. ZONING REVIEW COMPLETE Lydia Galbraith 611112015 6/15/2015 6M612015 Comment: Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 Phone:(772)462.2172 Fax:(772)462.6443 REVIEW COMMENTS 1 Address: 2686 Conifer Dr Owner(s): Gho Meadowood Corp City / State / Zip: Saint Lucie County, FI 34951 Parcel #: 1334-506-0004-000/0 Jurisdiction: ST LUCIE COUNTY Zoning: PUD Lot#: 47 Block: APPLICATION INFORMATION Permit Number: 1506-0110 Stories: Automatic Sprinkler System? No Permit Type: BUILDING RESIDENTIAL (SFR UP TO 2 FLOORS) CONTRACTOR INFORMATION Contractor Name: William N Handler Fax Number: 561-688-0909 Business Name: Gho Homes Corp Business Addr: 590 Nw Mercantile Place Email: Debbies@Ghohomes.Com City / State / Zip: Port St Lucie, FI 34986 REVIEWS AND COMMENTS Review Tvne Status Reviewed By Date Started Date Completed Date Released ADDRESSING ASSIGNMENT COMPLETE Lydia Galbraith 6/11/2015 6/1512015 6/15/2015 Comment: DOCUMENTS MISSING 615/2015 Comment: 6/50015 Comment: 6/11/2015 Comment: ENVIRONMENTAL REVIEW Comment: FRONT COUNTER REVIEW Comment: PE REVIEW COMMENTS (2) Comment: 7/112015 7/112015 Comment: Comment: 7/1/2015 7/1/2015 Comment: PENDING Audrey Humphrey 6/512015 NEEDS A RECORDED NOTICE OF COMMENCEMENT NEEDS TWO SET OF SIGNED ENERGY CAUCS AND MANUAL TS (RETURNED DUE TO NOT BEING SIGNED) VEG PERMIT FILED UNDER (G) FOR GHO MEADOWOOD CORP COMPLETE Ben Balcer 6110/2015 6/10/2015 COMPLETE Audrey Humphrey 61512015 61512015 61512015 INCOMPLETE William Durden 71712015 PL FURNISH A DETAIL SHOWING THE LANDING AT THE MAIN EGRESS DOOR BEING NO MORE THAN 1 1 FROM THE TOP OF THE LANDING TO THE TOP OF THE THRESHOLD IN ACCORDANCE WITH 311.3.1 OF HE 2010 FLORIDA BUILDING P1.ASE FURNISH A INTERIOR WALL DETAIL SHOWING STUD SPACING, STUD SIZE, AND WALL FINISH IN CORDANCE WITH 602.5 OF THE 2010 FLORIDA BUILDING CODE PLEASE FURNISH EITHER THE ICC EVALUATION REPORT OR A EVALUATION REPORT FROM A CERTIFIED TESTING LABORATORY THAT FOAM INSULATION MEETS THE REOUIRMENTS OF SECTION 316 OF THE 2010 FLORIDA RESIDENTIAL CODE PL FURNISH PLUMBING RISER DIAGRAM BEING IN ACCORDANCE WITH 3004 AND 3005 OF THE 2010 RIDA RESIDENTIAL CODE. a Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 Phone:(772(462.2172 Fax:(772(462.6443 REVIEW COMMENTS Page 2 7/12015 Comment: P UCT APPROVAL NUMBER FL-15447-R3 SUBMITTED FOR THE WINDOWS IS FOR MULTIPLE PRODUCTS EA SUBMIT CORRECT PRODUCT APPROVAL NUMBER FOR THE WINDOWS. 7/12015 Comment: PR UCT APPROVAL NUMBER FL-15349 SUBMITTED FOR THE OBSCURED FG WINDOWS IS FOR M TIPLE PRODUCTS PLEASE SUBMIT CORRECT PRODUCT APPROVAL NUMBER FOR THE WINDOW. 7/1/2015 Comment: SHOWS 3080 DOOR W/SIDELIGHT. PRODUCT APPROVAL FL5814.4 IS FOR A3080 DOOR ONLY. P SE SUBMIT CORRECT PRODUCT APPROVAL FOR 3080 W/SIDELIGHT. Comment: PDUCT APPROVAL NUMBER FL-9174 SUBMITTED FOR THE GARAGE DOOR IS FOR MULTIPLE 7/12015 /RODVeTS PLEASE SUBMIT CORRECT PRODUCT APPROVAL NUMBER FOR THE GARAGE DOOR. 7/12015 Comment: P DUCT APPROVAL NUMBER FL-16133 SUBMITTED FOR THE KIDDING GLASS DOORS IS FOR MULTIPLE jPf ODUCTS PLEASE SUBMIT CORRECT PRODUCT APPROVAL NUMBER FOR THE SLIDDING GLASS DOORS. PLANS EXAMINER REVIEW COMPLETE William Durden 7/1/2016 718/2015 7/8/2015 Comment: ZONING REVIEW COMPLETE Lydia Galbraith 6/1112015 6/1512015 6/1512015 Comment: C i R4 e k to e_ 1( r u � t;.- 7 �*"' � i� -Pv` jr- F .. � �'d x. � � � � h1Y�' «'`r; � � .� pp .. tt } Yr,k ` � �� tf r tY> T c C r a �� 7. ` �a Yi �<r! i k , ), ,� �� '.'i ' � AX \F}i xl Y ��"' Yr ti r i P''. i.��. �. �. � t � r e�r ��„]r�yq .. 1 r, � �a .;Z: .: �� .IMP, 02/16/2016 08:39 TO:17724621578 FROM:5616880909 Page Prmi-ri FFR 1 R 7016 in, mme nlermehmi, ee019VIN.3103. BIG256 03I14 Q2014 JOIInS Mnnvdle. All Rights Reserved. 7171711, Street, Denver. C0$0201 OFFICE USE ONLY: DATE FILED: d �� REVISION FEE: PERMIT # RECEIPT # PLANNING & DEVELOPMENT.SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 349825652 (772) 462-1553 FAX (772) 462-1578 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: a (O 8 U Cc, N I F-E T�- D f T- -p 1 e-R c z 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: Q 141(�sN4efD T1LE 71 E:5I C—,N Fj2_d�L ALA I rc�f> `��i22�L TYKE 3. CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: cad • 6,57 / 9 BUSINESS NAME: C%,Vo QUALIFIERS NAME: o/GL) ADDRESS: s?o Nw m&2i CITY: o 5r ,55- LLf"C PHONE (DAYTIME): (-7 72) $73- 4. OWNER/BUHAER INFORMATION: NAME: C�Ho Noml ADDRESS: S90 NW CITY: 70RT S- z- N PHONE: (-f 7 L S 7 3-/ 5. ARCHITECT/ENGINEER•I/NFORMATION: NAME: '* AICAELGE j ADDRESS: /s UN/ CITY: J v PfT E PHONE(DAYTIME): (SG/ 629- (o ST. LUCIE COUNTY CERT. #: E S CORP. STATE: FAX: STATE: FAX: NC-. Lnf M/z//II %c STATE: ZIP: I .a Mw'N} ;So6 0116 COUNTY BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (HNC) BOARD AND CODE ADMINISTRATION DIVISION MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.mlamidnde.eov/buildln el Eagle Roofing Products LLC 15 04�Orry 1575 East C.R. 470 ST. LUCT_F COUNTY BUILDING DIVIS N Sumterville, n 33555 REVIEWED FOR C L1y� REVIEWED B S SCOPE: DATE 4 PLANS AND PERNUT MUST BE KEPT ON JOB This NOA is being issued under the applicabklt*o of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County HNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). _ � . wa This NOA shal ow. The Miami -Dade County Product Control Section (In Mi n r than Miami Dade County) reserve the right to have this pr a purposes. if this product or material fails to perform in the n w r a expense of such testing and the AHJ may immediately re I s t s d ct or material within their jurisdiction. BNC reserves the ri a t ed by Miami -Dade County Product Control Section that this a al I th qu a is of the applicable building code. This product is a r as escribed herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida BuildingCode. THESE PANS AND ALL PROPOSED WORK DESCRIPTION: Capistrano Concrete Tile 1 ;'ARE SUBJECT TO ANY CORRECTIONS. LABELING: Each unit shall bear a permanent label it ' EQUIR BY FIELgD INSpP�'� CTORS.TH and following statement: "Miami -Dade County Product Contr 9' `Nbil10'a qPE& . CMPLY:WIYH ALL APPLICABLE ODES; RENEWAL of this NOA shall be considered after a renews app11 afion 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 renews NOA #07-1018.09 and consists of pages l through 7. The submitted documentation was reviewed by Alex Tigers, MIAMI•bADC? COUNTY A o. FILExP 11-0321.03 P oDate:30/05/16 Approval Date: 05/12/11 Page I of 7 ROOFING ASSEMBLY APPROVAL Category Roofing Sub Category: Roofing Tiles Material: Concrete 1. SCOPE: This approves a new roofing system using "Capistrano Concrete Tile" as manufactured by Eagle Rooting Products LLC in Sumterville, FL. and described in Section 2 of this Notice of Acceptance. For locations where the pressure requirements, as determined by applicable Building Code does not exceed the design pressure values obtained by calculations in compliance with RAS 127 using the values listed in section 4 herein. The attachment calculations shall be done as a moment based system, 2. PRODUCT DESCRIPTION: Manufactured by Applicant Capistrano Concrete Tile Dimensions L = 17" W = 12 ''/4„ Thickness = %" Test Specifications Product Description TAS 112 High profile concrete roof tile. For direct deck or battened nail -on applications. Trim Pieces I = varies TAS 112 Accessory trim, clay roof pieces for use at w = varies hips, rakes, ridges and valley varying thickness terminations. Manufactured for each tile profile. NOA No.:11-0321.03 Expiration Date: 10/05/16 Approval Date: 05/12/11 Page 2 of 7 2.1 EVIDENCE SUBMITTED: Test Agency Test Identifier PRI Asphalt Technologies ERPF-00 1 -02-02 Redland Technologies 7161-03 Appendix III Redland Technologies Letter Dated Aug. 1, 1994 Redland Technologies P09647-01 Redland Technologies The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc, The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. Celotex Corporation Testing Services Celotex Corporation Testing Services Walker Engineering, Inc. P0402 94-083 94-084 25-7094-(3,6 & 9) 25-7120-(1 & 2) 25-7183-(3 & 4) 25-7214-(3, 4, &7) 25-7804-4 520111-3 520191-2-1 Calculations Test Name/Renort TAS-112 Static Uplift Testing TAS 102 & 102(A) Wind Tunnel Testing TAS 108 (Nail -On) Wind Tunnel Testing TAS 108 (Mortar Set) Withdrawal Resistance Testing of screw vs, smooth shank nails Static Uplift Testing TAS 101 (Adhesive Set) Static Uplift Testing TAS 101 (Mortar Set) Static Uplift Testing TAS 102 Static Uplift Testing TAS 102 Static Uplift Testing TAS 102 Static Uplift Testing TAS 102 Static Uplift Testing TAS 102 Static Uplift Testing TAS 101 Static Uplift Testing TAS 101 Aerodynamic Multiplier Date Aug. 2006 Dec. 1991 Aug. 1994 Aug. 1994 Sept. 1993 April 1994 May 1994 Oct. 1994 Nov. 1994 Feb. 1995 March, 1995 Sep. 1996 Dec. 1998 March I999 Sep,2006 NOA No.:11-0321.03 Expiration Date: 10/05/16 Approval Date: 05/12/11 Page 3 of 7 3. LIMITATIONS: 3.1 Fire classification is not part of this acceptance, 3.2 For mortar or adhesive set tile applications, a static field uplift test in accordance with TAS 106 may required, refer to applicable building code. 3.3 Applicant shall retain the services of a Miami -Dade County Certified Laboratory to perform quarterly test in accordance with TAS 112, appendix `A'. Such testing shall be submitted to the Building Code Compliance Office for review. 3.4 Minimum underlayment shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 3.5 30/90 hot mopped underlayment applications may be installed perpendicular to the roof slope unless stated otherwise by the underlayment material manufacturers published literature. 3.6 This acceptance is for wood deck applications. Minimum deck requirements shall be in compliance with applicable building'code. 4. INSTALLATION 4.1 Eagle Roofing Products LLC Capistrano Concrete Tile and its components shall be installed in strict compliance with Roofing Application Standard RAS 118, RAS 119 and RAS 120. 4.2 Data For Attachment Calculations Table 1: Average Weight (W) and Dimensions (I x w ) Tile Profile Weight-W (Ibf) Length -I (ft) Width-w (ft) Capistrano Concrete Tile 10 1.417 1.04 Table 2: Aerodynamic Multipliers - A ft Tile Profile A (ft) Batten Application A (ft.) Direct Deck Application Capistrano Concrete Tile 0.300 0.277 Table 3: Restoring Moments due to Gravit - M. ft-lb Tile Profile VAT' 4":12" 6":12" 1 6":12" Greater than 1 7":12" Capistrano Concrete Tile Battens Direct I Deck Battens I Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck 6.68 6.99 6.57 1 6.88 6.44 6.73 1 6.28 1 6.56 6.10 1 6.38 NOA No.:11-0321.03 Expiration Date: 10/05/16 Approval Date: 05/12/11 Page 4 of 7 Table 4: Attachment Resistance Expressed as a Moment - Mr (ft-Ibf) for Nail -On Systems Tile Profile Fastener Type Direct Deck (min 15/32" plywood) Direct Deck (min. 19132" plywood) Battens Capistrano 2-10d Ring Shank Nails 28.6 41.2 19.4 Concrete Tile 1-10d Smooth or Screw Shank Nail 6.1 6.8 2.8 2-10d Smooth or Screw Shank Nails 6.9 9.2 7.3 1 #8 Screw 20.7 20.7 18.1 2 #8 Screw 43.2 43.2 29.8 1-10d Smooth or Screw Shank Nail Field Clip) 23.1 23.1 19.0 1-10d Smooth or Screw Shank Nail Eave Clip) 29.3 29.3 24.0 2-10d Smooth or Screw Shank Nails Field Cli 27.6 27.6 38.6 2-10d Smooth or Screw Shank Nails(Eave CII 38.1 38.1 41.8 2-10d Ring Shank Nails 33.1 48.1 45.2 1. Installation with a 4" the headlap and fasterners are located a min. of 2W from head of tile. Table 5: Attachment Resistance Expressed as a Moment Mf (ft-Ibf) for Two Patty Adhesive Set Systems Tile Profile Tile Application Minimum Attachment Resistance Capistrano Concrete Tile Adhesive 29.3 1 See manufactures component approval for installation requirements. 2 Flexible Products Company TileBond Average weight per patty 10.7 grams. Pol foam Product Inc. Average weight per patty 8 grams. Table 6: Attachment Resistance Expressed as a Moment - Mr (ft-Ibf) for Single Patty Adhesive Set Systems Tile Profile Tile Application Minimum Attachment Resistance Capistrano Concrete Tile Pol foam Poi ProT" 66.5 Polyfoarn Poi ProTM 3B.7 3 Lar a paddy placement of 63 rams of Pol ProT". 4 Medium paddy placement of 24 rams of Pol ProM. Table 7: Attachment Resistance Expressed as a Moment - Mf (ft-Ibf) for Mortar Set Systems Tile Profile Tile Ap6licatIon Attachment Resistance Capistrano Concrete Tile Mortar Sef 24.5 5 Tile-Tite Roof Tile Mortar. NOA No.:11-0321.03 MIAMMADE COUNTY Expiration Date: 10/05/16 r Approval Date: 05/12/11 Page 5 of 7 5. LABELING: All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo (See Detail Below), or following statement: "Miami -Dade County Product Control Approved". FLORIDA CAPISTRANO CONCRETE ROOF TILE LABEL, SUMTERVILLE PLANT (LOCATED ON UNDERSIDE OF TILE) 6. BUILDING PERMIT REQUIREMENTS: 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 this Notice of Acceptance. 6.1.2 Any other documents required by Building Official or Applicable building code in order to properly evaluate the installation of this system, NOA No.:11-0321,03 MIAMMADE COUNTY Expiration Date: 10/05/16 •0 1 Approval Date: 05/12/11 Page 6 or 7 PROFILE DRAWING CAPISTRANO CONCRETE ROOF TILE END OF THIS ACCEPTANCE APPROVED NOA No.:11-032I.03 Expiration Date: 10/05/16 Approval Date: 05/12/11 Page 7 of 7 L Planning & Development Services Department Building & Code Regulations Division 2300 Virginia Avenue, Fort Pierce, FL 34982 — (772) 462-1553 Certification for Design Load Compliance Project Name: MW-47/ pp// \ /_� Project Address: 2— O Gb �6/n) �e✓ fJl'/� Z r / ' i1/ - Permit #: Occupancy Type: Single Family Construction Type: INSTRUCTIONS FOR USE: • This certification must be completed, signed, and sealed by the design professional of record. • Submit (2) copies for residential, (3) copies for commercial with all permit applications involving the following: o New Residences (single or multi -family) o Residential Addition o Any accessory structure requiring a building permit o Any non-residential structure. • Note: Form not required for interior renovations provided that no exterior structural elements are affected and certain minor building permits at the discretion of the local building official. Contact the # above for questions. DESIGN PARAMETERS AND ASSUMPTIONS USED: (complete all that apply) 1. DESIGN CODE: Florida Building Code 2010 Edition with 2012 Supplements using ASCE 7-10 2. Structure Designed as (check one): X Enclosed _Partially Enclosed _Open 3. Risk Category: I X II _III _ IV Exposure Category: _B x C —D 4. Design Wind Velocity 160 mph _C ASD _LRFD End Zone Width:4•5 ft S. Mean Roof Height A7 ft Roof Pitch: 6 :12 Parapet: ft 6. Components & Cladding Design Pressures Used: (PSF, based on SOsgft @ 15'MRH, clearly label on all plan openings): `h J 'f , gone 5:* y'X}�'tarage: �t l r Zone1:T��f'Zone2:l9T33Zone3: 19.E �.�1one4: 3°�y ��Z ��`�i� 7. Design Loads: Floor: 40 PSF Roof/Dead: 12 PSF Roof/Live: 30 Balcony: a PSF Dock: 0 PSF Deck: 0 PSF Stairs: 0 PSF Fence: 0 PSF Railings: 0 PSF 8. Were Shear Walls Considered For Structure? Yes Not Applicable Explain Why Not: zd- "-a- 9. Is A Continuous Load Path Provided? X Yes _Not Applicable Explain Why Not: 10. Design Soil Bearing Pressure: 2500 PSF Soil Test Reports Submitted? yes DESIGN PROFESSIONAL CERTIFICATION STATEMENT: I certify that, to the best of my knowledge and belief, the attached plans & specifications have been designed to comply with the applicable structural portions of the building codes currently adopted and enforced by St. Lucie County. I also certify that structural elements depicted on these plans provide adequate resistance to the design forces specified: -��-.I .i W U n111"ti0 Llv itd >.DY-,6 Print Name / Cert # & Co. Cert Auth. 8/��J,✓r�enst%aciIev Sg re, D/aj2e/an Seal I Compan Name & A�ddr ss Rvised--,--.2FILE COR, FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Meadowood eBG MW47 Builder Name: GHOHomes Street: 2686 Confler Drive Permit Office: City, State, Zip: Ft. Pierce, FL, 34951- Permit Number: Owner: GHO Homes Jurisdiction: Design Location: FL, MELBOURNE_REGIONALJIP 1. New construction or existing New (Confirmed) 9. Wall Types(2040.9 sgfl.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R-4.1 1804.40 ha b. Frame - Wood, Adjacent R-11.0 236.44h2 3. Number of units, If multiple family 1 a N/A R. fP 4. Number of Bedrooms 2 d. N/A R. flr 5. Is [his a worst case? No 10, Ceiling Types (1972.0 sgft.) Insulation Area a. Under Attic (Vented) R-30.0 1972.00 fl 6. Conditioned floor area above grade (f 2) 1972 b. N/A R. fP Conditioned floor area below grade (fig 0 a N/A R. fP 11. Ducts R flr 7. Windows(279.2 sgtt.) Description Area a. Sup: Attic, Rat: Main, AH: Main 6 194.4 a. U-Factor. Dbl, U-0.65 279.22 tt' SHGC: SHGC-0.21 b. U-Factor: NIA ita 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 25.0 SEER:16.00 c. U-Factor: NIA ftr SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 25.0 HSPF:7.70 SHGC: Area Weighted Average Overhang Depth: 5.778 ft. Area Weighted Average SHGC: 0.210 14. Hot water systems a. Electric Cap: 50g S. Floor Types (1972.0 sq8.) Insulation Area 0.920 EF: .920 a. Slab -On -Grade Edge Insulation R=0.0 1972.00 tt' b. Conservation features b. N/A R. a2 None c. N/A R. ff' 15. Credits Patel Glass/Floor Area: 0.142 Total Proposed Modified Loads: 23.60 PASS Total Standard Reference Loads: 41.48 1 hereby certify that the plans and specifications covered by Review of the plans and 1113E S7- this calculation are in compliance with the Florida Energy specifications covered by this Jp s Code. Ryan McCracken Ryan calculation indicates compliance with the Florida Energy Code. un„ �4 =. ' °•. „ O cCracken Before is PREPARED BY: construction completed DATE: 4/22/2015 this building will be Inspected for compliance with Section 553.908 - y I hereby certify that this buildin , as designed, is In compliance Florida Statutes. with the Florida Energy 13 Clip WE OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 4/22/2015 8:25 AM EnergyGaugsO USA - FlaRes2010 Section 405.4.1 Compliant Software PROJECT 'nee: Building Type: Owner. # of Units: Builder Name: Permit Office: Jurisdiction: FamllyType: Now/Existing: Comment: Meadowood_eBG_MW47 Bedrooms: 2 User Conditioned Area: 1972 GHO Homes Total Stories: 1 1 Worst Case: No GHO Homes Rotate Angle: 135 Cross Ventilation: Whole House Fan: Single-family New (Confirmed) Address Type: Lot # Block/SubDivlslon: PlalSock: Street: County: City, State, Zip: Street Address 2686 Conifer Drive St. Lucia Ft. Pierce , FL, 34951- CLIMATE _ / V Design Location IECC Design Tomp TMY Site Zone 97.5% 2.5% Int Design Temp Heating Design Dally Temp Winter Summer Degree Days Moisture Range FL, MELBOURNEREGI FLJAELBOURNE REGI 2 45 90 70 75 369 69 Medium BLOCKS Number Name Area Volume 1 Blockl 1972 18398.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 Main 1972 18398.8 Yes 3 2 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpel 1 Slab -On -Grade Edge Insulatlo Mein 224.98 it 0 1972 hR ---- 0.7 0 0.3 ROOF _ / V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emltt Tested Emie Deck Pitch Tested Insul. (deg) 1 Hip Composition shingles 2205112 0 ttz Medium 0.85 No 0.9 No 0 26.6 ATTIC / V # Type Ventilation Vent Ratio (1 In) Area RBS IRCC 1 Full attic Vented 300 1972 it' N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) Main 30 1972f12 0.11 Wood 4/22/2015 8:25 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 WALLS Allacenl Cavv.ity Width Height SheathAran Freming Solar Below Space a5ing 1 S->NW Garage Frame -Wood Main it 22 4 9 4 208.4 f12 0.23 0.01 0 -2 W=>NE Garage Frame -Wood Main 11 3 9 4 28.0 ftr 0.23 0.01 0 -3 S=>NW Exterior Concrete Block - Int Insul Main 4.1 4 4 9 4 40.4 ftr 0 0.6 0 -4 E=>SW Exterior Concrete Block - Int Insul Main 4.1 6 8 9 4 62.2112 0 0.6 0 -5 S=>NW Exterior Concrete Block - Int Insul Mein 4.1 7 8 9 4 71.6 1112 0 0.6 0 -6 S=>NW Exterior Concrete Block - Int Insul Main 4.1 11 9 4 102.7 112 0 0.06 0 -7 E=>SW Exterior Concrete Block - Int Insul Main 4.1 44 10 9 4 418.4 Ba 0 0.08 0 -8 N=>SE Fxtedor Concrete Block.- Int Insul Main 4.1 25 4 9 4 236.4 ftr 0 0.6 0 -9 W=>NE Exterior Concrete Block - Int Insul Main 4.1. 8 4 9 4 77.8 ft2 0 0.06 0 _10 NW->E Exterior Concrete Block - Int Insul Main 4.1 4 2 9 4 38.9 112 0 0.06 0 _11 N=>SE Exterior Concrete Block - Int Insul Main 4.1 12 8 9 4 118.2 ft2 0 0.06 0 _12 E=>SW Exterior Concrete Block - Int Insul Main 4.1 11 2 9 4 104.2 ft2 0 0.06 0 _13 NE->S Exterior Concrete Block- Int Insul Main 4.1 3 9 4 28.0 ft2 9 0.06 0 _14 NW=>E Exterior Concrete Block - Int Insul Main 4.1 3 9 4 28.0 ft2 0 0.06 0 15 W=>NE Exterior Concrete Block - Int Insul Main 4.1 51 2 9 4 477.6 1112 0 0.06 0 DOORS # Omt Door Type Space Storms U-Value Width Haight Area Ft ln Ft _ 1 S"NW Wood Main None .35 2 8 8 21.3ft2 2 S->NW Insulated Main None ' .35 3 8 24 ft2 WINDOWS Orientation shown is the entered orientation changed to As Built rotated 135 defireas . Wall Overhang # Omt ID Frame Penes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 Sa NW 5 Metal Low-E Double Yes 0.65 0.21 5.6 112 6 ft 81n 5 it 10 In Drapes/blinds None 2 SwNW 5 Metal Low-E Double Yes 0.65 0.21 9.7 ft2 6 ft 81n 3 ft 0 in Drapes/blinds None 3 S�NW 6 Metal Low-E Double Yes 0.65 0.21 30.0 IF 1 ft 6In 1 It 41n Drapes/blinds None _ 4 E=>SW 7 Metal Low-E Double Yes 0.65 0.21 30.0 IF 1 It 6In 1 It 4 in Drapes/blinds None 5 N=>SE 8 Metal Low-E Double Yes 0.65 0.21 30.0 Its 1 It 6In 1 1141n Drapes/blinds None 6 N=>SE 8 Metal Low-E Double Yes 0.65 0.21 20.0 ft2 1 If 6In 1 It 4 in Drapes/blinds None _ 7 WUNE 9 Metal Low-E Double Yes 0.65 0.21 30.0 IF 15 ft 6In 1 ft 4 In Drapes/blinds None 8 N=>SE 11 Metal Low-E Double Yes 0.65 0.21 72.0 IF 11 ft 21n 1 It 4 In Drapes/blinds None _ 9 EwSW 12 Metal Low-E Double Yes 0.65 0.21 10.0 ft2 1 ft 6In 1 It 4 in Drapes/blinds None _ 10 NWwE 14 Metal Low-E Double Yes 0.65 0.21 10.012 1 It 6 in 1 1141n Drapesblinds None 11 W->NE 15 Metal Low-E Double Yes 0.65 0.21 12.0 f12 1 it 6In 1 It 41n Drepes/blinds None 12 W->NE 15 Metal Low-E Double Yes 0.65 0.21 20.0 112 1 ft 6 fn 1 ff41n Drapes/blinds None 4/22/2015 8:25 AM Energy0augeS USA - FleRes2010 Section 405.4.1 Compilanl Software FILC COPY Page 3 of 6 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 669.9998151 fill 669.9998151 Rr 81 0 9.33 it 0 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Default .00057 2948.4 161.86 304.4 .4161 9.6149 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Nona HSPF: 7.7 25 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER:16 25 kBtu/hr 750 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.92 50 gal 50 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ff' DUCTS V # -- Supply — Location R-Value Area --- Return --- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 AOIo 6 194.4 It Main 98.6 fP Default Leakage Main (Default) (Default) 1 1 4rMMO15 825 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software 4 up TEMPERATURES Progremable Thermostart:'Y Ceiling HeatiDec ng Jan f Feb r' r Mar [ ] LJ Wr yFans: rr rr Aug BID 5 Oct rD0' Nov tDD' Dec Venting Jan [I ]l Feb [[[XXXIII Mar lxl May [ Jun [ JJu ul p l� [ ] Thermostat Schedule: HERS 2008 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) A 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 76 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 66 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 422/2015 8:25 AM EnergyGauge® USA • FleRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 2686 Confier Drive PERMIT #: Ft. Pierce, FL, 34951- 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.ff. 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, crawispaces, 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'/u after 4/16/13). Heat pump pool heaters minimum COP=4.0. Coolingtheating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.23. 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. 4/22/2015825 AM EnergyGaugeO USA -FlaRes2010 Section 405A.1 Compliant Software FILEPO*Y ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 57 The lower the EnergyPerformance Index, the more efficient the home. 2686 Confier Drive, Ft. Pierce, FL, 34951- 1. Now construction or existing Now (Confirmed) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Inl Insul, Exterior R-4.1 1804.40IF b. Frame - Wood, Adjacent R-11.0 236.44 ft 3. Number of units, If multiple family 1 c. N/A R. 0' 4. Number of Bedrooms 2 d. WA R. ftr 10. Calling Types Insulation Area 5, Is this a worst case? No a. Under Attic (Vented) R-30.0 1972.00112 6. Conditioned floor area (ftr) 1972 b. N/A R. ftr c. R= ft 7. Windows" Description Area 11. Ducts 2 R fl a. U-Factor: Dbl, U-0.65 279.22 ftz a. Sup: Attic, Ret:.Maln, AH: Mein 6 194.4 SHGC: SHGC-0.21 b. U-Factor: N/A ftr SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor. N/A ftr a. Central Unit 25.0 SEER:16.00 SHGC: d. U-Factor: WA ft' 13, Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 25.0 HSPF:7.70 Area Weighted Average Overhang Depth: 5.778 ft. Area Weighted Average SHGC: 0.210 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab-0n-Grade Edge Insulation R-0.0 1972.00112 a. Electric EF: 0.92 b. N/A R. ftz b: Conservation features c. N/A R. ftz None 15. Credits Patel I certify that this home has compiled 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 Inspect n. Otherwise, a new EPL Display Card will be completed based on Installed Code compile t features. Builder Signature: Date: S Address of New Home: City/FL Zip: *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 i Job: Biscayne Grande Lot 47 Building Analysis Date: 4-17-15 1 1 .� r .ky -.,..a.s.-r r.Y r. • . VW " , n •• «a.!Wow'3:.st:tfP[0• For: GHO Homes 2686 Conifer Dr., Ft. Pierce, FL 34951 Location: Indoor: Heating Cooling Vero Beach, FL, US Indoor temperature (°F) 70 75 Elevation: 26 ft Desisn TD (°F) humiddity 27 50 15 50 Latitude: 280N Relative (%) Outdoor: Heating Cooling Moisture difference (gr/lb) 22.0 61.5 Dry bulb (°F 43 90 Infiltration: Daily range OF) - 16 ( L ) Method Simplified Wet bulb (° - 78 Construction quality Average Wind speed mph) 15.0 7.5 Fireplaces 0 }4 arh"°:as',.14' y t ;•r,.aP 'vw a.xfi°frr�affiri �aw.w�.,eY' F " f F b.Fr a rw' rr'ts H,eatlng.,=:,,.�� Component Btuh/ft2 Btuh % of load Walls 3.7 6244 19.9 Glazing 15.9 4588 14.6 Doors 10.5 491 1.6 Ceilings 0.9 1658 5.3 Floors 3.1 6043 19.3 Infiltration 1.9 3491 11.1 Ducts 6498 20.7 Piping 0 0 Humidification 0 0 Ventilation 2314 7.4 Adjustments 0 Total 31327 100.0 rJ�dfii e.-� 'p«cy 4{°�'i r,a ty }vrWrv..eyo-^sn`�ri'ref*`fe t�Y.i jf1,. t7 °laR q�?f'tiiy;,x."Y h, '.:�c _.r � $1 r....,...Fkn, 1,,..�F,.,�GCi00�ln�_i..as,..:'!:'a crl,.. t.�,.•:,.a.4i..,,..�atF,`Yi��„•,.Y$`t x.,..:,_..�.5 Component Btuh/ft2 Btuh % of load Walls 2.3 3967 13.4 Glazing 18.4 5320 18.0 Doors 11.2 521 1.8 Ceilings 1.7 3202 10.8 Floors 0 0 0 Infiltration 0.6 1021 3.5 Ducts 8297 28.1 Ventilation 1286 4.4 Internal gains 5895 20.0 Blower 0 0 Adjustments 0 Total 29510 1 100.0 Latent Cooling Load = 9760 Btuh Overall U-value = 0.120 Btuh/ft2-°F Data entries checked. wri htsoft• FIL 2o15- RIght-S...soft load' Caallculallons\SkylocJacoma Lot 15.rup alCalo 1MJ8 9Frronit DoorBface$: 5 � Job: Biscayne Grande Lo Project Summary Data; For: GHO Homes 2686 Conifer Dr., Ft. Pierce, FL 34951 a.t •. Y.��l -.�':4 a xt A T':-f p• e.A" >., ;::�'�„ :. •�.� '�.�„ ,>.,.� w'k�1y. fPib ectvl'rifortnatio.n',.r.,,� �.,',.,, .,�...•_:><.�: �..�_-. t,r: __..�.� Notes: Weather: Vero Beach, FL, US Winter Design Conditions Outside db 43 OF Inside db 70 OF Design TD 27 OF Heating Summary Structure 24829 Btuh Ducts 6498 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 31327 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft') 1919 1919 Volume ft3) 18574 18574 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 118 62 Heating Equipment Summary Make Trade Model AHRI ref Efficiency 100 EFF Heating input 12.3 kW Heating output 41975 Btuh Temperature rise 27 OF Actual air flow 1400 cfm Air flow factor 0.045 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TO 15 OF Daily range L Relative humidity 50 % Moisture difference 61 gr/Ib Sensible Cooling Equipment Load Sizing Structure 21212 Btuh Ducts 8297 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Equipment sensible load 28034 Btuh Latent Cooling Equipment Load Sizing Structure 7145 Btuh Ducts 2615 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 9760 Btuh Equipment total load 37794 Btuh Req. total capacity at 0.80 SHR 2.9 ton Cooling Equipment Summary Make Rheem Trade RHEEM Cond RA1642AJ Coil RH1T4821 AHRI ref 7942888 Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heal ratio 13.0 EER, 16 SEER 34400 Btuh 8600 Btuh 43000 Btuh 1400 cfm 0.047 cfm/Btuh 0.50 in H2O 0.75 Sold/Italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ' r vvirightsoft' Right-SuileO universal 2013 13.0.09 RS000266 ' 201 SApr-21 16:Paage I ACCK ge 1 ..loll Load CalculationslSkylaclTacema Lot 16,rup Colo = MJB Front Door tacos: S First Floor 3STon Job M Biscayne Grande Lot 47 Performed by Skyetec for: GHO Homes 2688 Conifer Dr. Ft. Plerce, FL 34951 Schedule F I EdumtFm R I Rnnge Vud D DryerWnt Rh.m Egdpnent AHU 36Tan 18 SEER RHIT4821 Cad 3.5 fin 18 SEER RA1842AI Scale: 1 : 133 Duct System Summary Job: Biscayne Grande Lot 47 " Date: 4.17.15 Entire House By: Skyetec For: GHO Homes 2686 Conifer Dr., Ft. Pierce, FL 34951 External static pressure Pressurelosses Available static pressure Supply I return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.18 in H2O 0.32 in H2O 0.222 / 0.098 in H2O 0.120 In/100ft 1400 cfm 267 Cooling 0.50 in H2O 0.18 in H2O 0.32 in H2O 0.222 / 0.098 in H2O 0.120 In/100ft 1400 cfm '-Supply:Branch#DegtaiRTab"16- Name Design (Btuh) Htg (cfm) Clg (cfm) Design FIR Diam (in) H x W (in) Duct Mat[ Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BR c 3469 135 165 0.174 7.0 Ox0 VIR 7.4 120.0 st2 Bath 2 c 134 3 6 0.171 4.0 Ox 0 VIFx 10.0 120.0 st2 Dan h 3946 176 97 0.130 8.0 Ox0 VIFx 36.2 135.0 stl Dining c 3299 120 157 0.139 7.0 Ox0 VIFx 29.7 130.0 all Foyer h 1049 47 35 0,133 4.0 OXO VIFx 37.5 130.0 stl Hero o 93 2 4 0.130 4.0 OxO VIFx 25.9 145.0 st3 His h 805 36 17 0.125 4.0 OxO VIFx 32.4 145.0 st3 Kitchen c 6515 277 309 0.127 10.0 Ox0 VIFx 45.5 130.0 stl Living C 2112 74 100 0.128 6.0 OXO VIFx 28.4 145.0 st3 Living -A c 2112 74 100 0.122 6.0 Ox0 VIFx 32.4 150.0 st3 M Bath h 1548 69 59 0.126 5.0 Ox0 VIFx 31.4 145.0 st3 Master BR h 3330 149 117 0.120 7.0 Ox0 VIFx 34.4 150.0 st3 Master BRA h 3330 149 117 0.120 7.0 Ox0 VIFx 30.1 155.0 st3 Utility c 2322 86 110 0.170 6.0 Ox0 VIFx 10.4 120.0 st2 we c 46 1 2 0.128 4.0 Ox0 VIFx 28.1 145.0 st3 wic2 c 75 2 4 0.172 4.0 OxO VIFx 9.0 120.0 st2 . • . r•,. "1� �":;��Supjil'y-'TrtnklDetail�`i'able, `t".!: ` �'ix��.��1:m - ' n �: Trunk Hlg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FIR (fpm) (in) (in) Material Trunk sit Peak AVF 620 598 0.127 580 14.0 0 x 0 VinlFlx st3 Peak AVF 554 517 0.120 519 14.0 0 x 0 VinlFlx st2 st2 Peak AVF 780 802 0.120 574 16.0 0 x 0 VinlFlx BoldAlallc values have boon manually overridden C -�({- wrightSOft• Right-SuileO Universal 2013 13.0.09 RS000268 fft ... soft Load ColculalionslSkylec\Tacoma Lot 15.rup Cale - MJB Front Door laces; 2015-Apt-21 16:04:23 Name Grill Size (in) Htg (cfm) Clg (cfm) TEL (ft) Design FIR Veloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Duct Mail Trunk rb1 Ox0 1400 1400 81.5 0.120 1003 16.0 Ox 0 VIFx rC, wri htsoft• 2015-Apr.2116:04:23 R. P. 9 Right-Sullam Unlvemal201313.0.00 RS000265 Page 2 ...soft Load CalculattomMylo6 Tacoma Lot 15.rup Cate = MJ0 Front Door faces: S r I• , Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 28666 - 2866 GHO Lot 47 Spec. Site Information: Customer Info: GHO HOMES Project Name: Spec. Model: Biscayne Grande Lot/Block: 47 Subdivision: Meadow Wood Address: Lot 47 Meadow Wood City: Ft. Pierce State: FL MITek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/rP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 [All Heigh][I Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 56 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# I Truss Name I Date I No. I Seal# ITruss Name I Date 1 IT7022908 -CJ1 4/27/015 118 IT7022925 -1-1J7 4/27/015 12 IT7022909 I -CAA 14/27/015119 IT7022926 I-HJ8 14/27/0151 13 IT7022910 I-CJ1B 141271015120 IT7022927 A01 14/27/0151 14 I T7022911 I -CJ3 14/27/015 121 I T7022928 I A02 14/27/015 1 15 I T7022912 I -CJ3A 14/27/015 122 I T7022929 I A03 14/27/015 1 16 IT7022913 I-CJ3B 14127/015123 IT7022930 A04 14/27/0161 1 T702914 -05 14/27/015 124 IT7022931IA05 14/27/015176 I T702215 1 14/27/015125 IT7022932 IA06 14/27/0151 19 1 T7022916 I -CJ7 14/27/015 126 I T7022933 I A07 14/27/015 1 110 I T7022917 I -EJ2 14/27/015 127 I T7022934 I A08 14/27/015 1 111 IT7022918 I-EJ2A 4/27/015128 IT7022935 IA09G 14/27/0151 112 I T7022919 I -EJ3 14/27/015 129 I T7022936 I A10 14/27/015 113 T7022920 I:EJ7 14/27/015130 IT7022937 1A11 14/27/0151 114 T7022921 1-EJ7A 14/271015131 IT7022938 IA12 14/27/0151 115 I T7022922 I -EJ8 14/27/015 132 I T7022939 I A13 14/27/015 1 116 I T7022923 I -EJ14 14/27/015 33 T7022242 I A14 14/27/0151 117 I T7022924 1-HJ3 14/27/015 134 I T7022941 I A15 14/27/015 1 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast 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, per ANSI/TPI-1, Chapter 2.��/��y--� / /9'41 ``S�A v%,`�P A. . N S •: • 3938 T �'•.,< O R co P ' F11JONA� �0 FL Cert. 6634 April 27,2015 Albani, Thomas 1 of 2 M RE: 28666 - 2866 GHO Lot 47 Spec. Site Information: Customer Info: GHO HOMES Project Name: Spec. Model: Biscayne Grande Lot/Block: 47 Subdivision: Meadow Wood Address: Lot 47 Meadow Wood City: Ft. Pierce State: FL No. Seal# Truss Name Date 35 T7022942 IA16G 14/27/015 I36 IT7022943 11301 4/27/015 37 T7022944 B02 _ 4/27/015 38 IT7022945 IB03 14/27 015 39 IT7022946 604 4/27/0151 140 IT7022947 I B05 14/27/015 1 141 _ IT7022948 IB06 4/27/015 142 IT7022949 IB07G (4/27/015 43 T7022950 I C01 4/27/015 44 IT7022951 ICO2 4/27/015 I45 IT7022952 IC03 4/27/015 46 IT7022953 IC04 4/27/015 1 47 T7022954 C05G 4/27/015 148 IT7022955 ID01 14/27/015 1 149 T7022956 I D02G 4/27/015 1 50 T7022957 E01 4/27/015 151 IT7022958 IE02G 14/27/015 1 52 T70229.5_9_ IE03 ,__ _ 4/27/015 153 IT7022960 IE04G 4/27/015 54 [T7022961 FG01 4/27/015J 55 T7022962 FG02 4/27/015 56 T7022963 1 MV2 ]4/27/015 2 of 2 W JOb Truss Truss Type Oty Ply 2666 GHO Lot 47 Spec. T7022908 28666 -oil JACK OPEN 10 1 1 Job Reference factional) East Coast Tmu, Fan Pieme, FL. 34946 7.53DsJut112014MReklndustnee,lnc. Mon Apr271o:19:042015 Pagel ID:6z11mLrNk el6oOuhJmH5aNViC-7vDgkGDneiljCxRaMsnrlszVgyUwb57Wdly3kzMZEb .2-M a0 2-a0 1-ao Scale =1:9.7 la Refer to MITek "TOE -NAIL" Detail for connection to supporting carrier truss (typ all applicable lacks on thisjob) 111-31 Plate Offsets (X Y)— 11 �0-2-4 0-0.81 12.0-1-7 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.00 8 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) 0.00 8 >999 180 BCLL OD ' Rep Stress Incr YES W3 0.00 Hom(TL) 0.00 2 n/a Ties BCDL 10.0 Code FB02010/TP12007 (Matrix-M) Weight: 101to FT=0% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (I alsize) 2=304/0-8-0, 4=45/Mechanical, 3=-25/Mechanical Max Hoa 2=111(LC 8) Max Upilft2=-265(LC 8), 4=-45(LC 1).3=25(1_13 1) Max Grav 2=304(LC 1).4=63(LC 8).3=41(LC 8) FORCES. (lb)-Max.Camp./Max. Ten. -All forms 250(I1p) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 100.0-0 oc bracing. MITek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. NOTES- 1) Wind; ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL-3.Opsf, h=15ft; B=450; L=24ft; eave=4ft; Cat. II; Ezp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and Tight exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested. plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on tha bottom chord In all areas where a rectang to 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 265 Its uplift at joint 2, 45 Its uplift at joint 4 and 251b uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. OOPS 1IAr% a"D 93 380- *; y �. LATE 4101 �/� F'"gNA��% FL Cert. 6634 April 27,2015 ® WARNING -Verify design Panmef en and READ NOTES ON MS AND INCLUOEO MITEK REFERANCE PACE 1411-7473 rev. ONEBR01S BEFORE USE. Design valid for use only with Welt connectors. This design is based only upon parameters shovm, and is for an individual building component. ApplicabiBty of design parameters and properincopomtion of component is responsibllily of building all not truss designer Bracing shown Is for lateral suppod of Indivlcf web members only. Addltlonol temporary bracing to Insure stability during construction is the responsibllliry of the WOWerector,. Additional permanent bracing of the overall structure Is the responsibllily of the building designer. For general guldonce regarding fabricotan, quality control.storage.delivery, erection and bracing. consult ANSI/TPI I Quality, CMed,DSB-eg and BCSI Building Component 69M Parke East Blvd. SoloWnformotan available from Truss Plate Institute.781 N. Lea Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33310 Job Truss Truss Type Dry Ply 2866 CHO Let 47 Spec. T]0228g8 I 28668 -CJ1A JACK -OPEN 3 1Job Reference loot onall East Coast Truss, Fort Pierce, L. 34946 7.530 s Jul 112014 vital, lndusdhes,Inc. Mon Apr 27 10:19:05 2015 Pagel ID:6zll mLrNk_e16o0uhJmHSaNMC-b5nCxcEPP7tag5CnkS00NFP8FDIIf2L81HU WaBzMZEa -2-0-0 } 140 2.0.0 ao Scale =18.7 1a Plate Offsets (%Y)— f1,0-2-40-0-8I12.0-0.11Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 VencrL) 0.00 8 >999 180 BCLL 0.0 ' Rep Stress [net YES WB 0.00 Holz(TL) 0.00 2 1 n/a BCDL 10.0 Code FBC2010/1P12007 (Matrix-M) Weight: 10111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purlms. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 MI7ek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer I Installation REACTIONS. (lb/size) 4=-45/Mechanical, 3=-25/Mechanical, 2=304/D-3-0 Guide Max Hom 2=111(LC 8) Max Uplift4=-51(LC 13), 3=25(LC 1).2=485(LC 8) Max Grav 4=50(LC 8).3=36(LC 8), 2=304(LC 1) FORCES. (lb) -Max. Comp./Matz. Ten. -All forces 250 fib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuh-160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=3.Opsf h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; full (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its Center. 4) This truss has been designed for a 10.01 bottom chord live load nonconcurrenl with any other live loads. 5)' Th Is truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ib uplift at joint 4, 25 Its uplift at joint 3 . and 2851b uplift at joint 2. 8) "Semi -rigid p1tchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 April 27,2015 ®WAANINO-sr Ity dWBnperamafere end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 01-7473 rmr, OVIV2e15 BEFORE USE. ��* Design valid for use only with Meek connectors, TM design k based arty upon parameters shoymm, and is for on Individual building component.- I�� Applicoblty of design parameters and proper lncooratlon of component is responsibility of building designer- not truss designer. Bracing shovm ■■■�J��.SYYYek' Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during consiructlon is the responsibility of the WOW erector. Additional permanent bracing of the overall st ucture Is the responsibility of the building designee For general guldance regarding fabrication. quality control, storage. delivery, erection and bracing. consult ANSI/IN1 Quality Criteria, DSB.89 and BCSI Building Component 69N Period East aNd. Safety lnfonnaflon available from Truss Plate Institute,781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 n Job Truss Truss Type Qty Ply 2Wfi GHOL0l47Spee. n023910 28668 -CJ1B JACK -OPEN 1 7 b Ree East Coast Truax, Fan Pierce. FL. 34946 7.630 a Jul 112014 War Iclasses. Inc. Mon Apr 27 10:19:05 2015 P290I ID:6zilmLrNk el6oOuhJmH5mNViC-31LaeyF1AJ7RSFbzH9vFwSxJ7dYoOVbHz E38dzMZEZ -2-00 I 1-60 2.0-0 7-D•0 Scale =1:9.7 1-ao 1-o-o i B) to resist 1. Plate Offsets fX YI— I1,0-2-4 0-0-81 12 0-0-4 Edoel LOADING (psi) SPACING- 200 CSI. DEFL. in (too) Ildefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.00 8 n/r 120 MT20 2441190 TCOL 15.0 Lumber Increase 1.25 BC 0.49 Von(TL) -0.01 8 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0,00 Hom(TL) -0.02 4 n/a n/a BCDL 10.0 Code FBC20IMPI2007 (Malrix-M) Weight: 10 lb FT=0% LUMBER - TOP CHORD 2x4 SP ND.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=1331Mechanical, 3=100/Mechanical Max Horz 3=111(LC 8) Max Uplift4=149(1_C 8), 3=:Z1(LC 8) FORCES. (Ill -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1127/1020 BOT CHORD 2-4=1314/1525 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required Gross bracing be installed during truss erection, In accordance with Stabilizer Installation gUldit. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=9.Opsf; BCDL=3.0psf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed: end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the increase for factors. `,1d 111 i II I11 responsibility of the fabricator to plate sizes to account these 3) Plates checked for a plus or minus 0 degree rotation about its center. �� S A,/�� P A� �j 4) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrenl with any other live loads. �0 •' •• �i -•.•q '� 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 .r • G E N S , �� •'.!C', fit between the bottom chord and any other members. 6)Refer to girder(s) for truss to truss connections. ' 1.---� 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1491b uplift at joint 4 and 51 Ib uplift at joint 3. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss, ..-- :� e'r� FL Cert. 6634 April 27,2015 ®WARNING -Val design parameters end READ NOTES ON True AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev, OVtWO1S BEFORE USE. ■■■ Design vend forcee only with Mriek connectors. This design k based any upon parameters shovm, and is for an lndMduol building component. �� cooratlon of component b responsibility of building designer. not buss designer. Bracing shown Applicability of design parameters and properinm Is for lateral support of indlvlduai web members only. Additional temporary bracing to Insure stability durng ccnstmctlon is the responsibility of the M) Tek' erector. Additional permanentverall bracing of the ostructure is the responablliN of the building designer. For general guidance regarding BYr 1 Il fabril quality control storage.delivery, erection and bracing, consult ANSVTPI I Quality Wells,DSB-89 and BC11 Building Component 69U Perce East Blvd. Salalylnformation available from Truss Plate Institute,781 N. Lea Street. Suite 312, Alexandria, VA 22314, Tampa, FL 33610 rL Job TNss TNss Type Oty Ply 2866 GH0 Lot 4T epee nozzen 28666 -CJ3 JACK -OPEN 8 1 r n do al E9el GoaSlTNee. FOIL Pierce. FL 34e4B I.AfaeJN,,ldl.kuasnaaSNe;InC. man XP![I lu.s..va a.e,e, ID:6z11mLrNk el6oCuhJmH5aNVC-3ILa8yF1AJ7RSFbzH9vFwSxJ7derOVbHuE38dzMZEZ -ao-0 I a o0 2." 34D Saele-1:14.5 LOADING(psf) SPACING- 2-D-0 CSI. DEFL. in (loc) uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.00 4-8 >999 240 MT20 244/190 TOOL 15.0 Lumber Increase 1.25 BC 0.10 Ven(TL) -0.00 4-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 16lb FT=W LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 20 SP No.3 BOT CHORD Rigid calling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing ' be installed during truss erection, In accordance with Stabilizer I Installation guide. REACTIONS. (It/size) 3=67/Mechanical, 2=32110-8-0, 4=21/Mechanical Max Holz 2=163(LC 8) Max Uplift3=-40(LC 8).2=190(LC 8) Max Grav 3=75(LC 13), 2=321(LC 1), 4=43(LC 3) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-295/145 BOT CHORD 2-4--140/289 NOTES- 1) Wind: ASCE 7-10: Vult-160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=3.Opsf; h=15ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the \-,n`"S1"i responsibility of the fabricator to Increase plate sizes to account for these factors. �` P q<g e'i \v' ........ 3) Plates checked Pon a plus or minus 0 deems rotation about its center. %%` O C E N' 4) This truss has been designed fora live Pat load chord live load bottom nonconcuffental with any other live loads. `% �� '�\ SF•.'97� 5)' This truss has been designed for a live load of 20.Ops1 on me bottom chard 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. Z �-0 39380,—; ;.- 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connectian (by others) of truss to bearing plate Capable of withstanding 401b uplift atjoint 3 and 1901b uplft at JGinl _ _ 2. ry 8) "Sent -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss.,!{T E ! i� IfONq� FL Cert. 6634 April 27,2015 ®WARNING -Verity designParameren and READ NOTES ON MIS AND INCLUDED Ii REFERANCE PAGE MII-7I73 rev. OVICA1015BEFORE USE. ■■■ Design valid for use only with N9rek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design Parameters and proper incorporation of component Is responsibility of building designer - not tri designer, Bracing shovm Is for lateral support of Individual web members only. Additional temporary breathe to Insure stai during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsblfty of the building designer. For general guldance regarding fabrication. quality control, storage, delivery. erection and bracing. consult ANSITPll Quality Clicks, DS9.89 and BCSI Building Component 69M Parke Eeet Blvd. Safety lnlormatlen available From imss Plate lnhuteJ81 N.Lee Street. Sulte 112, Alexandria. VA 22314. Tempe, FL 33610 ca Job Truss Truss Type Oil Ply Sees GHO Lot 47 Spec. TT022912 26666 -CJ3A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fog Pierce, FL. 34946 Jul 112e1<muak inoumnes, mc. Mon nprea iu:re:ur zma raga i 2-7-0 1 0-5-0 Scale - 1:14.8 LOADING (par) SPACING- 2-0-0 CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 400 6 -999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.11 Ven(TL) -0.01 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 HoR(TL) 0.01 5 n/a n/a BCDL 10.0 Code FSC2010/TPI2007 (Matrix-M) Weight: 18111 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 ac purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer REACTIONS. (III/size) 4=81/Mechanical, 2=325/0-8-D, 5=8/Mechanical Installation cluldg. Max Hoe 2=163(LC 8) Max Upllft4=-30(LC 8). 2=190(LC 8) Max Grav 4=91(LC 13), 2=325(LC 1), 5=15(LC 3) FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-292/118 BOTCHORD 2-6=-106/288 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL-3.Opsf, h=1511; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl.. GCPI=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,, \11S 1A, ,, 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the �� 1/, responsibility of the fabricator to increase plate sizes to account for these factors. �� P A4 a cen, 3) Plates checked for a plus or minus 0 degree rotation about Its ter. �� 0 E N •''• e 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any otherlive loads. ,.• •�\ SF•.'9�� i� 5)' This truss has been designed for a live load of 20,Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will .•! -`" fit between the bottom chord and any other members. =* aTi 39380----�f� 6) Refer to girders) for truss to truss Connections. ., 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 30 lb uplift atjoint 4 and 190 he uplift atjolnl _ 2. 8) "Semi -rigid pilchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss.>: ' -"- Z 1 1- T E 10. '.0; ONq �'1E�Is FL Cert. 6634 April 27,2015 A WARNING -Varlry daa/gnpanmarenand READ NOTES ON TNIS ANOINCLUDED MITEK REFERANCE PAGE MIIJ473 rev. OYtd12015 BEFORE USE. ■ Design valid torus. Phil MBekconnect.a. This design is based only upon parameters shown and is for an individual building component. meters Applicability of design paraand proper Incorporation of component is responsibllity of bullding designer -not We designer. Bracing shown Is for lateral suppod of Individual web members only. Additional temporary bracing tolmure stabllltyduing construction is the responsibility ofihe Welk'erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding Icbricatlon. quality control,storage, delivery. erection and bracing. consult Al duality Orgado,DSB-89 and BCSl Building Component 6904 Parke East Blvd. Safety Information available fromirms Plate Institute. 761 N. Lee Street, Suite 312, Mammalo, VA 22314. Tampa, FL 33610 I,r Job Truss TrusSType Qty Ply 2868GH010111 Bass. T9022910 28666 -CJ3B JACK -OPEN 1 1 to Qb ere had coast Truss, Von rmma, VL. Mee LOADING (pat) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 SCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC201 OITPI2007 LUMBER. TOP CHORD 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 ID:6zI1 2-8-7 1 1.8-9 i some =1:19.4 CSI. DEFL. In (too) Well L/d PLATES GRIP TC 0.45 Vaf1(LL) .0.02 8 >999 240 MT20 244/190 BC 0.17 Van(TL) -0.02 3-7 >999 180 VJB 0.02 Horz(TL) 0.02 6 1 We (Matrix-M) Weight: 221b FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-9 0o purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 Go bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installatione REACTIONS. (lb/size) 9=46010-8-0, 5=65/Mechanical, 6=42/Mechanical Max Hors 9=249(LC 8) Max Upllft9=-276(LC 8), 5=-30(LC 5), 6=-15(LC 5) Max Grav 9=460(LC 1), 5=78(LC 13). 6=54(LC 3) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-411/269 NOTES- 1) Wind; ASCE 7-10; Vult-160mph (3-second gust) Vasd=1241TCDL=9.Opsf; BCDL=3.Opsf,, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-04 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2761b uplift at Joint 9, 301b uplift at joint 5 and 15 Ib uplift at joint 6. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. PSfAnA�6�4. J O f` 4V- 3938Q,. . . _-ATE '. �� i�i�sd fO N Al - FL Cert. 6634 April 27,2015 ®WARNING - Verify design parameters end READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE M117179 rev. 0211020r6REFORE USE.seesee Design valid for use only with MBek connectors. This design is based onlyupon parameters shown, and is for an Individual building component. HV Applicability of design parameters and proper Incorporation of component Is responsibllity of building designer- not turn designer. Bracing shown Is for lateral suppod of Individual web members only. Additional temporary bracing to Insure stability during eomhuction Is the resocrel lBiN of the MITek' erector. Additional pennanenl bracing of the overall structure is the responsibli of the bullding deslgner. For general guidance regarding fabl..fi ,qualityconlrolsbuge delivery, erection and bracing. consult ANSIITP11 Quality CnilDSB-89 and SCSI Building Component 6004 Parke East Blvd. Safety lnfmrnalbn available from Lass Plate Institute, 7811 Lee Street, Suite 3iR Alexandll VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply 2866 GHO Lol47 Spec, V022914 28666 -CJ5 JACK -OPEN a 1 bRf I) East Coast TruM Fort Pierce. FL, 34e45 7.530 a Ju111 Z014 MIICK Iinatuacs, Inc. mon Apr zi lu:lv:vo zvlo ragas ID:6ztlmLrNk el6oOuhJmH5mNViC-OgTLZdGHiwF9hYIMPexj7tlfgRGKsP4aRFjACVzMZEX 2.00 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.53 TOOL 15.0 Lumber Increase 1.25 BC 0.29 BCLL OA ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/TP12007 (MaVix-S) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. fib/size) 3=127/Mechanical, 2=41910-8-0, 4=43/Mechanical Max Hom 2=217(LC 8) Max Uplift3=-84(LC 8), 2=-202(LC 8) Max Grav 3=140(LC 13), 2=419(LC 1).4=76(LC 3) FORCES. (Ib) - Max, Comp./Max, Ten. - All forces 250 (111) or less except when shown. TOP CHORD 2-3=311/53 BOT CHORD 2-4=-160/429 Scale = 1:19.8 DEFL. in (too) Ildefl Ud PLATES GRIP Vert(-L) -0.02 4-8 >999 240 MT20 2441190 Venji.) -0.05 4-8 >999 180 Haa(TL) 0.00 2 n/a n/a Weight: 22111 FT=0% BRACING - TOP CHORD Structural woad sheathing directly applied BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer s NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4$ Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 2) Alate s requestted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. `'1S 1 At,Fr��/�� 3) Plates checked for a plus or minus 0 degree rotation about its center. O�•' p •'' 6 �� N 4) This truss has been designed for a 10.0 par bottom chard live load nonconcurrent with any other live foods. �� E ��`: '�,Y `sF'•, 9�/�!A� - 5) - This truss has been designed for a live load of 20.Opsf on the bottom chard 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, 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 to uplift at joint 3 and 2021to uplift at joint * 7 C 2. 8) This truss design requires that a minimum of 7/18' structural wood sheathing be applied directly to the top chord and Y? gypsum " rNr " ATE sheetrock be applied directly to the bottom chord,%-" i T �e 4OR�OP.�,�. ,,41 61 EtCa�. ��NA� FL Cert. 6634 April 27,2015 'A WARNING. Vedry Jasignparamerura and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGEMII.7473 rev. OVI'd 16 BEFORE USE. Design valid for use only with Mnak connectors. The design Is based only upon parameters shown, and Is loran individual building component. Applicability of design parameters and proper incorporation of component u responslbillfy of building designer- not Wss desgner. Bracing shown Is for lateral support or lndlNdual web members only. Additional temporary bracing to Insure siabllity, tluring construction is the responsibility of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabncaticn, qualify control, storage. delivery, erection and bracing. consult ANSUTPII Quality Criteria, DSB-B9 and 001 Building Component 69N Parka East Blva. Safety Information available from Truss Plate Institute,781 N. Lea Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Plp 2866131101.047apec. T]022916 28MG -CJ5A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.53DsJu1112014MITeklnavmrIe9,Inc. Mon Apr2]10:19:092015 Pagel ID'.6z11mLrNk el6oOuhJmH5aNViC-UtijmHVTEN7JiKYzlSyXSZpZrcibsDkfvSjlyzMZEW -2.0.0 2-7-0 2.11 2-7-0 2-SO Style-1:19.8 Plate Offsets(XY)— 11,0-2-40-0-8112,0-5-100-1-0113,0-1-90-2-121 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.04 6 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 SC 0.28 Vert(TL) -0.08 6 >729 180 BCLL 0.0 ' Rep Stress III YES WB 0.01 Horz(TL) 0.04 5 NO We BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 24 lb FT a 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied. WEBS 2x4 SP No.3 ll recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 4=133/Mechanical, 2=434/0-8-0, 5=28/Mechanical Installation oulde. Max Ho¢ 2=217(LC 8) Max Uplift4=-79(LC 8), 2=-206(LC 8) Max Grav 4=146(LC 13), 2-434(LC 1), 5=55(LC 3) FORCES. (to) -Max, Camp,/Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-429/110 BOTCHORD 2.6=-224/653 NOTES- 1) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124ni TCDL=9.Opsf; BCDL=3.Opsf, h=15ft; 3=451t; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWI RS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 111111111111j 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the ,S A- responsibility of the fabricator to increase plate sizes to account for these factors. �� Px G �� 3) Plates checked for a plus or minus 0 degree rotation about Its canter. N �� O,.•• E S •• e9 ��. 4) This truss has been designed for a 10,0 psf bottom chord live load noncoocument with any other live loads. `� �`; �,1 �••, �Ji 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will ti .• / -`ey, fit between the bottom chord and any other members. /}'v'O 39380...E 7) Refer toProvide girder(s) al corns lion (b connections. 7) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 791b uplift at joint 4 and 2061b uplift at Joint 2. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and W gypsum ;{ .' ` • F� sheetrock be applied directly to the bottom chord. %. ATE 4 0 R 1 .; 'f, 4."e; 8��NA� ` FL Cart. 6634 April 27,2015 WARNING- Verily design parar lam and READ NOTES ON THIS AND INCLUDED MITEX REFERANCE PAGE""-7473 rev, OVIV2015 BEFORE USE. ��+.�A*�*� Design valid for use only Win MBek connecton. The design is based only upon parameters shown. and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not tdesigner. Bracing shown -.Y� ■■�.YY Is for lateral supped of Individual web members only. Additional temporary bracing to Insure stabillly during conduction is the responsibillry, of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery. erection and bracing, consult ANSI/1PI1 Qua0Iy CrIterto,DSB-89 and SCSI Buildings Component 69N Parke East BNe. Safety Information available from Truss Plate Institute, 81 N. Lee Street, Sulte 312, Alsxondrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply 2866 GHO Lot 47 Spec. T702291fi 28666 -ClJACK-OPEN 1 1 Job Reference o is e East Coast Torn, Fort Pierce, FL. 34945 7,530 s Jul 112014 MiTek lndu4id.s, Inc. Mon Apr 27 10:19:10 2015 Pagel 10:6z11mLrNk el6oOuhJmH5mNViC-y3a5 JIVEYVsxsvkW1zB416w4EpFKJnuZCHHOzMZEV -2.0-0 1 z-sa a -so 1 e-10-o z-ao z-so z-ao z-so Scale: 112" 1' dl LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SPACING- 2-0-0 CSI. Plates Increase 1.25 TC 0.80 Lumber Increase 1.25 BC 0,84 Rep Stress Incr YES W13 0.05 Code FBC2010/TPI2007 (Matrix-M) REACTIONS. (I nsize) 5=156/Mechanical, 2=500/0-8-0, 6=108/Mechanical Max Horz 2=266(LC 8) Max Uplift5=-66(LC 8), 2=213(LC 8), 6=-31(LC 8) Max Gran, 5=171(LC 13), 2=500(LC 1), 6=115(LC 13) FORCES, (to) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1327/339 BOT CHORD 2-8--624/2071 DEFL. in (lot) I/dell Ud Vert(LL) 0.18 7 >449 240 Vert(TL) -0.35 7 >232 180 Hoa(TL) 0,20 6 n/a n/a PLATES GRIP MT20 2441190 Weight: 291b FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or4-10-7 Do purlins. BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation aulde. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=1511; B=45ft; L=24ft; eave=4ft; Cat. 11; ' Exp C; Encl., GCpI=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 1/111111 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. �N O\,t.•' Ci E N e �� 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. ,��\ `S�••, 9� 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 ti '� �.�—^ '.• %"`"j, fit between the bottom chord and any other members. = * •. 0 3938 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection by others) of truss to bearing plate capable of withstanding 66111 uplift at joint 5, 213111 uplift at Joint 2 '• C and 31111 uplift at joint S. 8) "Semi -rigid pitOhlbreaks including heels" Member end fixity model was used In the analysis and design of this truss. -,, ATE �Z �(y FL Cert. 6634 April 27,2015 ®WARNING- Vedly design peramerere and READ MOMS ON THIS AND INCLUDED MITEK REFERANCE PAGE flowers rev. OVIMO15 BEFORE USE. Design valid for use only with Mnek connectors. This design Is based only upon parameters shown. and Is for an individual building component. Applicablrity of design parameters and proper Incorporation of component b responsibility of building designer- not truss designerr fira.Ing shown Is for lateral support of individual web members only, Additional temporary bracing to Insure stablllly during conshuctlon is the responsibility of the Ps ,a'Te1.• ,V' 1 Il erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidon..regarding fabrication, quality control, storage, delivery, ere.flon and bracing. consult ANSVTPIT Quality Critelli 058.89 and SCSI Building Component 69U Parke Each Blvd. Safety Information availoble#am Truss Plate Institute,781 N. Lee Street, Suite 312, Alexandria, VA 2014. Tampa, FL 33610 Job Truss Truss Type Gry Ply 2666 GH0 Lot 41 are, no22917 28668 -EJ2 JACK -OPEN 2 7 Job Refei a East Coast Truss, Fen Pierce, FL. 34946 I..0 I Jal 11 [V,. MIIOM1 music. lllu. ri ". a, ,c.1g.11 ar,u rotiv , ID:6zl1 mLrNk ei6o0uhJmH52NViC-OFBTCfJA7rdjYOUw4iUOdM9keLg3mg17DxqpqzMZEU -2-0-0 ' z-o-o z-o-iz Scale=1:12.4 Plate Offsets IX Y) 11 �0 2 4 0-0-81 f2:0-5.7 0-1-11 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in floc) I/tlefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.00 8 r999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.12 Vert(TL) 0.00 8 -999 180 SCLL 0.0 Rep Stress ]nor YES WE 0.00 Horz(TL) 0.00 2 n/a ma BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 13 to FT se 0% LUMBER- BRACING - TOP CHORD 2x4 SP I TOP CHORD Structural wood sheathing directly applied or 2-0-12 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 ec bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer fret.11.1an REACTIONS. lb/size) 3=33/Mechanical, 4=4/Mechanical, 2=288/0-3-0 Guide. Max Horz 2=138(LC 8) Max Uplift3=-17(LC 5). 2iiiml C 8) Max Grav 3=39(LC 13). 4=24(LC 3). 2=288(LC 1) FORCES. fib)- Max. Comp./Max. Ten. -Ali forces 250 (lb) or leas except when shown. TOP CHORD 2-3=-288/209 BOT CHORD 2-4=-230/301 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf h=15ft; Beiri L=241 eave=411; Cat. II; Exit C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 1111 f f f l f IITg� 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the 111 A /, i responsibility of the fabricator to Increase plate sizes to account for these factors. ,%1 OPs • • • • • 'q(e CIA f+ 3) Plates checked for a plus or minus 0 degree rotation about Its renter. ` 0 • E N •'• 4) This truss has been designed for a 10.0 par bottom chord live load nonconcumerll with any other live loads. •�\ r, S�•.'9�y ti 5) • This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chard and any other members. o 3938 8) Refer to girder(s) for trusstruss nnections. Connection co*F 7) Provide mechanical nnectitlon (by others) of truss to bearing plate capable of withstanding 171b uplift at Joint 3 and 19916 uplift at joint 8) Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. •` ' ' --'' NZ ATE NA� FL Cert. 6634 April 27,2015 ®WARNING•Vedfy tleslgn prusurr en and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MII7473 rev. OVIVaOr6 BEFORE USE. ■ Design valid for use any with Mirekconnectors This design is based only upon parameters shown, and is for on Individual bellding component. Applioability of design parameters and proper Incorporation of component is responsibllity of building designer nor tmss designer. Beaing shown Is for lateral support of Individual wale members onry. Additional temporary bracing to Insure stability during conetructlon is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the be falling designer. For general guldance regarding Obriaollon, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Dually Criterla,DSH-89 and SCSI Willing Component 69N Parks East BNG. Safety Information available from Tress Plate Institute, )BIN. Lee Street. Svile 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1816 GHO Lot 41 Spec. 7022918 28688 -um Jack -Open 1 1 Job Reference a 1' al East Coast Truss, Fort Pierce, FL. 34946 7,530 a Jul 11 2014 Mnak Industrial, Inc. Mon Apr 2710:19:112015 Page 1 ID:6zl1 mlrMLe16oOuhJmHSaNViC-QFBTCfJA7rdIYOUw4iUQdmAoeL53mgl7DxgpqzMZEU -1.1ae 2-a12 1-7a8 2-a12 scale: lr=1' Plate Offsets (X Y)— f29-4-0 0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) I/deg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(-L) 0.00 . 7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 7 >999 180 BCLL 0,0 • Rep Stress Inor YES WS 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 10 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=35/Mechanical, 4=6/Mechanical, 2=27410-3-0 Max Ho¢ 2=133(LC 8) Max Uplig3=-18(LO 5), 2=185(LC 8) Max Grant 3=41(LC 13), 4=25(LC 3), 2=274(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 2-4=190/255 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-12 0o puffins. 00T CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MITek recommends that Stabilizers and required crass bracing be Installed during truss erection, In accordance with Stabilizer NOTES- 1) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.OpsF trial 5ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever leg and right exposed ; end vertical leg and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handlinganderection conditions. It Is the fabricator Increase for factors. III I I I I I IIIIII I,, responsibility of the to plate sizes to account these 3) Plates checked for a plus or minus 0 degree rotation about its center. \\\\ , S A \\ P q� �j 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. O�•' p E N •' Q9 5) • This truss has been designed fora 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 �� S ; '�Y �'•,•�� fit between the bottom chord and any other members. 6)Refer to girders) for truss to truss connections. /p',,`'0^39380�.---=-� }jam 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 3 Ib and 185 uplift at joint 2. 8) "Semi -rigid pitchbreaks Including heals" Member end fixity model was used In the analysis and design of this trusst/33�.�/' �•-"`.ram C ATE :4l� 40 0 R I Q P' N��. .,aJIIIss N A' -�\\\� JU FL Cert. 6634 April 27.2015 pp wARNINO-Verifyde,ugn Parameter and READ NOTES ON TIgS AND INCLUDED MITEK REFERANCE PAGE 14II.7470 rev. OVIMO15 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an lndiv dual building component. ��• Applicability of design parameters and proper Incamomilon of component Is responsibility of bullding designer- not truss designer. Braang shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stabllitV during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall Oruclum Is the responsibility of the building designer. For general guidance regarding fabrication, quality Control. storage, delivery, erection and bracing, consult ANSI(TPI 1 Quality CNeria,DSB-Sg and BCSl Building Component 69" Perk. Ease BIM, Safety Information available from Truss Plate Institute,781 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tempe. FL $3610 �r rl Job Truss Truss Type Oly Ply 2866GHOLut47Spec. T7W2B19 28866 -EJ3 JACK -OPEN 3 1 Job a ti a East Coast Tmes. Pon Place, FL. 34946 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress Ina YES BCDL 10.0 Code FBC201 O/TP12007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 3.0.0 Scale=1:14.6 CSI. DEFL. in (foe) I/dell Ud PLATES GRIP TC 0.55 Vert(LL) 0.00 4-8 >999 240 MT20 244/190 Be 0.09 Vert(TL) -0.00 4-8 >999 180 WB 0.00 Horz(TL) .0.00 3 n/a n/a (Matrix-M) Weight: 16111 FT-O% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid calling 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 REACTIONS. (lb/size) 3=67/Mechanical, 4=21/Mechanical, 2=32110-3-0 Max Hom 2=163(LC 8) Max Uplift3=-46(LC 8), 4=-38(LC 5), 2=-256(LC 8) Max Gray 3=71(LC 13), 4=43(LC 3). 2=321(LC 1). FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; What 60mph (3-second gust) Vasd=124mph; TCDL=9.OpsL BCDL=3.Opsf, that 5ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip COL-1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a or minus 0 degree rotation about 8s center. plus 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. \\ �{\P , • • A� �� e 5) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `\\ Q`;•• E N �� .r S •.4� fit between the bottom chord and any other members. \ .• �\ w '. 6) Refer to i irder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 to uplift at Joint 3, 38 lb uplift at joint 4 and 2561b uplift at 2, ,�--"" = * .' O 3938 � joint 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. �,.. c - ATE :'ku: OR I FL Cert. 6634 April 27,2015 ®WARNING- Vedly dredge parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE MII-7473 rev. OVIMOIS BEFORE USE. ■■■�■■■� Design valid for use any with Mask connectors. This design is based only upon parameters shownr and is for an lndlvldual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer not truss designer. Bracing shown i Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability outing construction is the resporabillify, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designee For general guidance regarding fabrication, quality control. storage,delivery. erection and bracing consult ANSVIPII Quality CrBeda, D56.89 and SCSI Bulling Componenl 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, ]81N. Lee Sheet, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply 2866 GHO Lot 47 Spec, R022920 28666 -EJ7 JACK -OPEN 21 1 1 Job Reference (optional) East Coast Truss, Pon Pierce. FL. 349467.53OsJulll2O14MITeklndusthea,lnC. Mon Apr271o:1B:12201b Pagel ID:6zl1 mLrNk el6oOuhJmH5mNVi"SirP7Jom9laAA37e00fg;BG82ZBoD4AMthNLHzMZET -2"0"0 7-DO 2-DO 7-00 Scale-124.6 Plate Offset (XY)— 11�0-2-40-0-81 F2'0-0-BEtlael LOADING(psf) SPACING- 2-0-0 CS1' DEFL. In (foe) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.83 Vert(LL) 0.15 4-8 >555 240 MT20 2441190 TOOL 15.0 Lumber Increase 1,25 BC 0.62 Vert(TL) -0.18 4-8 >475 180 BCLL 0.0 ' Rap Stress Incr YES WB 0,00 Hom(TL) 0.01 2 n/a If BCOL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 28 Is FT=0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=183/Mechanical, 2=52610-8-0, 4=60/Mechanical Max Horz 2=271(LC 8) Max Uplift3=-131(LC 8), 2=-386(LC 8), 4=-89(LC.8) Max Grav 3=197(LC 13), 2=526(LC 1), 4=106(LC 3) FORCES. (Ile) - Max, Comp./Max. Ten, -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-768/738 BOT CHORD 2-4=-1093/1120 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=3.Opsf,.h=15ft; 13=45ft; L=24ft;'eave=4ft; Cat. II; Exp C; Encl„ GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As have been designed to for tolerances handling condition. It is the 1111111111//j It requested, plates not provide placement or rough and erection responsibility of the fabricator to increase plate sizes to account for these factors. \� S A, �� -'vt�•P A� �� • E N �• a �� 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcumenl with any other live loads. ��`' f,p,•• C ♦ ` `S ••••9 ' • 4 - •.,y" 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 .�.~, �.--^-"'" a 39380__-�.---"- fit between the bottom chord and any other members, ///''ppp•''''0 "k 6) Refer to girders) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 to uplift at joint 3, 386111 uplift at joint 2 p and 891b uplift at joint 4.Ca •' 7r�' 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and W gypsum : 4U sheetrock be applied directly to the bottom chord, ' O ..._ ATE ' w SS,oNA' .,`�� 1014 FL Cert. 6634 April 27,2015 ®WARNING -Verity design parameters and READ ROME ON MIS AND INCLUDED WTEN REFERANCE PAGE 01-7473 mv. 0&1672016 BEFORE USE. ■■■�■■■� Oaten valid for use any with Mit connectors. Thisdesign is based any upon parameters sho and is for on sell building component Applicability ofdesign Parometers and proper Incorporation of component is responsibllity of buildingdesigner- not truss designer. Bracing shown Is for lateral support of lndividuol wale members only. Additional temporary bracing to Insure stablllty during eonetruetlon is the responslblllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance recording retractor, quality contrast storage,delivery, erection end bracing, consul ANSI/TPII Quality Coledo,DSB-8P and BCSI Bulla Ing Component 6904 Parke East Blvd. Safety Information arailobie Bom Truss Plate lnelitue,781N. Lee Street, Suite 312, Alexandria, VA 22314. Temps, FL 33610 Job Truss Truss Type Cry Ply 2161 GNO 10117 Spec. 7022921 1 26668 -EJ7A JACK -OPEN i 1 Job Reference fgptignpl) East Coast Truss, Fort Plerce, FL. U946 7S3D S Jul 112014 MiTek Industries, Inc. Man Apr 27 10:19:13 2015 Pagel IDBzl1mLrNk_el6cOuhJmH5r NViC-MGGEcLKOXTtRoKdJC7XUlxkaASt6XeHJaXOxujzMZES -2-e-7 a-0D 7-a0 ' z-&74-ao Scale =1:26.4 7-ao LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC Usi Vert(LL) -0.06 6-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.70 Vert(TL) 4.14 6-9 >589 180 BCLL 0.0 • Rep Stress Incr YES WB 0.13 Holz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 331b FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 ac 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) 4=123/Mechanical, 2=537/0-8-0, 5=158/Mechanical Max Hors 2=300(LC 8) Max Uplift4=-89(LC 8), 2-250(LC 8), 5=-44(LC 8) Max Grav 4=135(LC 13), 2=537(LC 1), 5=171(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=763/220 BOT CHORD 2-6=243/677 WEBS 3-6=373/187 NOTES. 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vassal24mph; TCDL=9.Opsf, BCDL=3.Opsf, h=1511; 6=45f1; L-24f; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors, Q IIIII I I I II/II A. Ip'' �\ P Abe , 3) Plates checked for a plus or minus 0 degree rotation about its center. O�•• G .a N •• 0fa ••'•9A 4) This truss has been designed for a 10.0 par bottom chord live load non concurrent with any other live loads. ♦♦` E ♦ �` \ S' ' • 4 �'. !%'- 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom �...----� 'T-J 3938 ': chord and any other members. 6) Refer to girder(s) for truss to truss connections. = * •: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89111 uplift at joint 4, 250 to uplift at joint 2 and 44111 uplift at joint S. 8) "Semi-rlgitl pilchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.�411� — . r� L ♦ FL Cert. 663 April 27,2015 ®WARNING-VeNrydWegn paramefen and READ NOTES ON MIS AND INCLUDED 6UTEK REFERANCE PAGE 14II1473 rev. OLfe42016 BEFORE USE. �,��■■l• Design valid for use only With Mgek connectors. This design a based only upon parameters shown and is for an Individual building component. �.. R � Applicability of design parameters and proper lncorporaflon of component is responsibility of bull designer- not truss designer. Bracing shown Sal, Is for lateral support of Individual web members only. Additional terrporory bracing to Insure stability during construction is the responsibility of the MiTek• erector. Addiflonal Permanent bracing of the overall stractvm is the responsiblllty of the building designer. For general guidance regarding fabrication, quality control. storage.delivery, erection end bracing. consult ANSI/TNI Ossify Criteria,DSB-9a and BCSl Building Component69" Parke East Blvd. Salelylnformalion available from 4uss Plate Institute,7BIN. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dly Ply 2866GHOLot476pec. 177022922 28666 -EJa Jack -Open 3 1 o iona East Coast Truss, Fort Piece, FL. 34946 7.530eJulll2U14MTeklndusmes.inc. Man Apr271U:I9:14NID Vogel ID:6z11mLrNk el6oOuhJmH5aNViC.ggqcqhL2lm01PTCVlr27EeGZOsIOGMpBAUOgzMZER -0 2-SO 4-SO { 8.10-0 B-10-0 2-Do 2aD 2-aD 2-so 2-11 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 1.00 TCDL 15.0 Lumber Increase 1.25 BC 0.38 BCLL 0,0 ' Rep Stress Incr YES WB 0.13 BCOL 10.0 Code FBC2010rrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=8/10echanical, 2=593/0-8-0, 7=344/Mechanical Max Holz 2=361(LC 8) Max UpIIft6=-18(LC 8), 2--277(LC 8), 7=-177(LC 8) Max Grant 6=9(LC 13), 2=596(LC 13), 7=380(LC 13) FORCES. (I s) - Max, Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-3=2298/714, 4-5=-551/167 BOT CHORD 2-11=-1433/3706, 4-9=-265/538, 8-9=-269/545 WEBS 5-9=-130/356, 5-8=-734/362 I h Scale=1:28.9 DEFL. In (too) /dell L/d PLATES GRIP Vert 0.35 10 ,299 240 MT20 244/190 Verl .0.58 10 -181 180 Holz(TL) 0.32 7 n/a n/a Weight: 401la FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. Mr`ek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installat on Guide NOTES- 1) Wri ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf, hot 5ft; 8=4511; L=24ft; eave=4ft; Cal. II; Exp C; Encl., GCPI=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcumenl with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding IS Its uplift at joint 6, 2771b uplift at joint 2 and 1771b uplift at joint 7. 7) "Semi -rigid p3chbreaks Including heals" Member end fixity model was used In the analysis and design of this truss. 411 R ONA`L 00� '0111111111% F77TE-Cert. 6634 April 27,2015 &WARNING-Vfrydof h,arameters and READ NOTES ON MIS AND INCLUDED Al REFERANCE PAGE Iffl 73 rev. 021IM015 BEFORE USE. ■�� Design volid for use only with MBek connectors. This design 4 based only upon parameter shown, and Is for an individual building component. Appfcabllity of design parameters and proper Incomoratlon of component Is responslbllily of budding designer -not truss designer. Bracing shown Is for lateral supped of Individual was, members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the WOWerector. Additional pannaneal bracing of the overall structure Is the responsibility of the building designer, For general guidance regarding fabrication, quality control,storage.delivery, erection and bracing, consult ANSIATIl Quality Criteria,DSB-09 and Ill Building Component 8904 Parke East Blvd. Safety Information available from Truss Plate institute, 781N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply 2866 CHO Lot 47 spec. 7022923 28666 -EJ14 JACK -OPEN 2 1 Job Referenog (goi East Coast Truss, Fort Pleme, FL. 34946 7.5605Ju1112014Mneklndustle3,lnc. Man Apr2710:19:10201a P8901 IDSzI1 mLfNk_el 6cOuhJmH5mNViC-y3a5 JIVEYVsxsvkW/zB416_E?hKJatuZCHHOzMZEV -2-0-0 Yao aao ao LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.55 TCDL 15.0 Lumber Increase 1.25 BC 0.11 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 OTHERS 20 SIP No.3 REACTIONS. (lb/size) 2=286/D-8-0,4=-21/Mechanical, 3=-1/Mechanical Max Hors 2=120(LC 8) Max Uplig2=-229(LC 8), 4=-21(LC 1), 3=-6(LC 5) Max Grav 2=286(LC 1), 4=40(LC 8), 3=18(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. BOT CHORD 2-4=226/261 Scale=1:10.5 DEFL. In (too) I/deg L/d PLATES GRIP Vert(LL) 0.00 8 >999 240 MT20 244/190 Vert(TL) 0.00 8 >999 180 Horz(TL) 0.00 2 n/a n/a Weight! 11111 FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-0 Go 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 Installed NOTES- 1) Wnd: ASCE 7.10; Vult-160mph (3-second gust) Vasd=124ni TCDL=9,Opst BCDL=3.Opsf h=15g; B=451t; L=24g; eave=4g; Cat. It; Exp C; Encl., GCpl=0.18; MWFRS (directional); Cantilever leg and right exposed ; end vertical leg and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It Is the \\\1\I 11111 FF�, responsibility of the fabricator to increase plate sizes to account for these factors. \\\ S A. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This Trusts has been designed for a 10.0 per bottom chord live load nonconcurrenl with any other live loads. �� O\:'••• •E N 5) • This truss has been designed fora live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will �A� - 4V G- S�C'•_9if�� fit between the bottom chord and any other members. ,• ' 6)Rafer togirder(s)for truss to Cass connections. �"63938?7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 229 to uplift at Joint 2, 21 to uplift at Joint 4antl 6 lb uplift at Joint 3.33 8) "Semi -rigid pitch breaks Including heels" Member end fixity model was used in the analysis and design of this truss. :�Z 'e,SS',O N A 1 E'a FL Ci 6634 April 27,2015 ®WARNING- VaillydWgriparametere andREAD NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE 1151747J ran. OVIMO15 aEFORE USE. ■■■� Design va9d for used tl with MSek connectors. This design is based only upon parameters shown, and is for an lnd'vldual building component. Applicablllly of design parameters and proper incorporation of component Is responsibility of building design not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consul] ANSI/TPI I Quality Ontario,DSS-59 and SCSI fording Component 69M Parke East Blvd. Safety lnhornalion available from Truss Plate Institute,781 N. Lee Steel, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Div Ply 2866 CHO 1_0147 Spec. 704924 26666 -HJ3 DIAGONAL HIP GIRDER 2 1 Job f n e footiongli East Coast Truss. Fall Pierce, FL. 34946 7.530 s Jul 112014 MI1ak lodaarhes, Inc. Mon Apr 27 10:19:16 2015 Pagel ID:GzllmLrNk el6oOuhJmH5mNVC-IIC i lMg3469ldniJVZMnMpohFfF7ape2wlycLMZEO 2.7-11 Scale a 1:14S LOADING (psp SPACING. 2-0-0 CSI. DEFL, In (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.03 6-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.28 Vert(TL) 0.03 6-12 -999 180 BCLI. 0.0 ' Rep Stress Incr NO WB 0.00 HGrz(TL) 0.00 2 n/a n/a BCOL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 241b FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or III oc bracing. OTHERS 2x4 SP NG.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer sa o REACTIONS. (Ib/size) 6=98/Mechanical, 2=289/04-5 Max Harz 2=130(LC 5) Max Uplifl6=.107(LC 5), 2=-311(LC 8) Max Gran, 6=106(LC 28), 2=361(LC 28) FORCES. fib) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=C039/991 BOT CHORD 2.14=-1087/1138 NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpl=0,18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right `IIIiI l l l / exposed; Lumber DOL=1.60 plate grip DOL=1.60 �� A �fl 2) Plates checked for a plus or minus 0 degree rotation about its center. �� i`S �4,9 �i p 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� .• Ci E N 'S-s'•. 4) "This truss has been designed for alive load of 20,Opsf on the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0-0 wide will `- � '�V �'•, fit between the bottom chord and any other members, Q '� ""' •• �'$ 5)Refer to girder(s) for truss to truss connections. O 39380� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at Joint 6 and 311 to uplift at 71r joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 95lb dawn and 1241b up at 1-3.15. % ATE and 95 lb down and 1241b up at 1.3-15 on top chord, end 961b down and 74 to up at 1-3-15, and 961b down and 74 lb up at 1.3.15 on i bottom chord. The design/selection of such connection device(s) Is the responsibility o1 others. �,. �T'..�` ti, �1 �N 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �� (�`''•: OR \ 0 ••' \ �-Z LOAD CSE(S) Standard 1) Dead +ARoof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 /O N A' E: Uniform Loads(plf) Vert: 1-3=70, 3-4=-70, 5-10=-20 Concentrated Loads (Ib) Vert: 13=104(F=52, 8=52) 14=88(F=44, B=44) FL Cert. 6634 April 27,2016 ®WARNING- Verify destgo Parameters and READ NOTES ON IRIS AND INCLUDED MITEK REFERANCE PAGE MII-7479 rev. OW0,2016 BEFORE USE. asass Design valid torus. only with MRekccnnectoru This design is based any upon parameters shown, and is for an individual building component. �1• Applicability of design parameters and proper incorporation of component is responsibility of bolding designer- not truss de¢Igner. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the respomiblllN of the rL K(�®1.• MVP Il erector, Additional permanent bracing of the overall structure is the responsiblllty, of the building designer. For general guidance regarding fabrication, qualdy control, storage, delivery. erection and bracing, consult ANSI/TPII Guan", CrMeda,DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 7BIN. Lee Street, Suite 312, Alemindrou VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 2866 GHO Lot 47 Spec. T7022925 25566 -HJ7 Diagonal Hip Gilder 4 1 b eec do a East coast Truss, Fort Pierce, FL. 34946 7.530 S Jul 11 zm4 Mu ex lnousmes. Ina, manner zr iviSit ,o zeta Page ID6z11mLrNk_el6oCuhJmH5mNViC-nDyMFNMIpOGOfnMutG4bKZMzQfzYk 7mGVfbU2zMZEP -2-9-15 -022 St-9 9.10-1 2-7-11 0.2.4 61.9 4&7 Scale = 125.9 2x4 II 4 5 LOADING(psf) TCLL 20.0 TCDL 15.0 SCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase L25 Rep Stress Incr NO Code FBC2010/TPI2007 CSI. TO 0.75 BC 0.40 WB 0.25 (Matrix-M) DEFL. in Vert(LL) -0.06 Vert(TL) -0.05 Hou(TL) 0.01 (too) I/deg L/d 8-14 >999 240 7-8 >999 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 531D FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.11.14 or. purlins, BOT CHORD 20 SP No.2 except end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 Do bracing. OTHERS . 2x4 SP No,3 Ill recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer e REACTIONS. (lb/size) 2=45910-10-15, 7=443/Mechanical Max Hom 2=264(LC 21) Max 1Jplift2=-320(LC 8), 7=-210(LC 5) Max Grav 2=596(LC 28), 7=470(LC 28) FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-1424/882, 15-16=-706/276, 3-16=-660/25B BOT CHORD 2-18=-993/1530, 18-19=-323/602, 8-19=-323/602, 8-20=-323/602, 7-20=-323/602 WEBS 3-7=-588/259 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9,Ops1; BCDL=3.Opsf,, h=15ft; B=45ft; L=24ft; eave=4H; Cat. II; ttl t 1111// Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical leg and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 \\\\\\ S A, It It, P A�6 2) Plates checked for a plus or minus 0 degree rotation about its canter. si , ♦ .,....,,5 q I ♦♦ O E N •''• '� 3) This truss has been designed fora 10.0 psf bottom chord live load nonwncument with any other live loads. • ♦♦ �P'•,•� � 4) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 31 tall by 2.0-0 wide will the b d and any other members. fit between the bottom = *"4.6-39385) Refer teen truss t for truss truss connections.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3201b uplift at Joint 2 and 210 to uplift atjoint 7.7)"Semi-rigid -•_,r�8) pitchbreaks including heels" Member end fixity model was used In the analysis antl tlesign of this truss. � Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100lb down end 1241b up at ., 4t eZ 1-3-15. 1001b down and 124 to up at 1-3-15, 104 lb down and 931b up at 4-1-14, 1041b down and 93 lb up at 4-1-14, and 148 lb down 59lb down 74 Ib 1-3-15, 59 Ib down A' �(.'•. < ii0 P \��♦ and 137 Ib Ib up al 6.11-13, and 148 dawn and 1371to up at 6.11.13 on tap chord, and and up at 111 ts down 22 to 4-1-14, and 34 to down and 16 lb at 13 d ldesign/ 0 R up at and up at The own and 22 sibility of oresponsibility bottom device(s) is the r spon II Oss � Ib dwn antl 16lb up at6 11 13 onchord. election of such connection �O N A� ' 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 FL Cert. 6634 April 27,2015 ®WARNING- Vally design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mi i OPIMO15 BEFORE USE. Design valld for use only with Mittel, connectors. This design is based onlyupon parameters shown, and is for anIndividual building component. ��• Appicabllih/ of design parameters and proper Incorporation of component B responsibility of butting designer not truss designer. Bracing shown ■ Is for lateral support of lntlNltlual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector, Additional permanent bracing of the overall structure is the responslbiWy of the building deslgne, For gantlet guidance regarding fabrication, quality contra storage. del ivery. erecllon and bracing. consult ANSUIBII Quality Cited,DSB-87 and BCSI Building Component 6904 Perks East Blvd. Safelylnformailon available from Truss Platt lnsiputa.781 N. Lee Streel, Suite 31Z Alexandria, VA MI 414 Tampa, FL 33610 Job Truss Truss Type Dty Ply 2866 CHO Lot 47 Spec. noz2szs 28666 -HR Diagonal Hip Glyder 4 1 of al Ezsl Coast Truss, Fart Pierce, FL U946 7.wu a JN 113u W call IBK parallel. i.e. Man Aprzr rvan: is ce ro rdya 2 ID:6zlImLrNk_e1600uhJmH5aNV C-nOyMFNMIpOGOfnMutG4bICLMzDfzYK_7mGVfbU2zM2EP LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill) Vert: 1-4=70, 4-5=-70, 6-12-20 Concentrated Loads (lb) Vert: 15-104(F=52, B-52) 16-64(F=32, 8=32) 17=-56(F=-28, B=-28) 18=88(F=44, 8=44) 19=14(F=7, 3=7) 20=-29(F=-14, 13=14) ® WARNINO. VoNry deafgo paramef.m and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE MII.7473 rov. OVIMa015 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based any upon parameters shown. and Is for an Individual building component. p■ �`• Alegi cabllity of design parameters and proper Incorporation of component is responsibility of building designer- not tress designer. Bmdng shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability cuing construction is the sesponslblllity of the ISp erector, AcdlFonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IVBiTek' fabrication, quality control,storage.delivery, erection and bracing, consult ANSVTFl1 Ouailb Crllerla,DSB-89 and BCSI Burding Component 6904 Parke East Blvd. Safety Information available from Truce Plate lnstltute,781N. Lee Street, Sure 312, Alexandra. VA 22314. Tampa, FL 33610 all Job Tluaa Truss Type Dry Ply 2866 CHO Lot 47 Spec. P02292fi 28M ^HJB Diagonal Hip Girder 1 1 Job Referenceo do al East Coast Truss, Fail Pleme, FL. 34940 2-7-11 3-10.3 tea, Inc. Mon Apr 2710:19:17 2015 Pagel nOtGxx4Rzbgsnu6J3F5TSIvV9081 UzMZE 9,10.1 2-Se Scale - 1:26.1 2.4 II 5 6 3as 8-10.3 2-SB 1 9 9-fon � Plate Offsets (X Y)— f1�0-2-4 0-0-81 f2�0-0-8 Edoel f3,0-1-8 0-3-151 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Vdefl L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.87 Verl .0.21 10 >535 240 MT20 2441190 TCOL 15,0 Lumberincrease 1.25 BC 0.70 Ven(TL) -0.43 10 a265 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.16 Hom(TL) 0.17 8 n/a n/a BCDL lQ0 Code FBC2010/TP12007 (Matrix-M) Weight: 511b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP Nm2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. its/size) 2=54610-10-15, 8=466/Mechanical Max Horz 2=236(LC 21) Max Uplift2=-350(LC 8), 8=415(1-C 5) Max Gran, 2=699(LC 28), 8=484(LC 28) FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-17=-2977/1120,3-17=-251/100,3-18=-759/327, 18-19=737/305,4-19=-620/242 BOT CHORD 2-20=-1265/3417, 3-21=-336/668, 21-22=335/667, 9-22=334/663, 8.9=.336/669 WEBS 4-9=-72/281, 4-8=-835/377 Structural wood sheathing directly applied or 3-2-4 cc purlins, except end verticals, Rigid ceiling directly applied or 9-7-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation auldQu NOTES- 1) Wind: ASCE 7-10; Vult=160mph lit -second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsp h=15ft; B=45ft; L=24ft; save=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3501b uplift at joint 2 and 215111 uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down and 124111 up at 1-3-16, 100 lb down and 12416 up at 1-3-15, 118111 down and 83 1Is up at 4.1-14, 121 to down and 83 111 up at 4-1-14, and 175 lb down and 139 lb up at 6-11-13, and 1551Is down and 132 Its up at 6A 1.13 on top chord, and 59 Ib down and 74111 up at 1-3-15, 69111 down and 74 to up at 1-3-15, 46111 down and 44 Ib up at 4-1-14, 42111 up at 4-1-14, and 851Is dawn and 59 lb up at 6-11.13, and 19111 down and 20 Ib up at 6-11-13 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 6 3.99338" Ao v P �ss�0RI i�off�pNA; E7 FL Cert 6634 April 27,2015 ®WARNINO-yedfy design PSMMOIq and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAOE Mll-7473 rev, 01/15R015 BEFORE USE. *,��_■ Design valid for use only with Mil connectors. This design is based only upon parameters shown, and is for an Indivltival building component. Applicability of design parameters and proper lncorporatlon of component 6 responsibility of building designer -not truss designer. Bracing shown Is for latemi support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the I�iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the bullding designer. For general guidance regarding fabrication, quality control, storage, dellvery, erection and bracing ccnsuit ANSUTFII Quality Criteria, DSO.89 and BCSI Building Component SON Parke East Blvd. Safety Information available from Truss Plate Institute.781 N. Lea Simal, Wt. 312, Alexonadd, VA 22314, Tampa, FL 33610 Job Truss Truss Type Dty Ply 2866 GHO Let 47 Spec. T7022926 28666 -His Diagonal Hip Gircer 1 1 �Job Reference east coast imss, 7.530. Jul 112014 fall Industries, Inc. Mon Apr 27 10:19,17 2015 Paget 10:6z11mLrNk el6oOuhJmHSmNViC-FPWkSiNxahOtGxx4Rzbgsnu6J3F5TSIvV9081UzMZEO LOAD CASE(S) Standard Uniform Loads (pip Vert: 1-5=-70, 5-6=-70, 10-14=-20, 3-7=-20 Concentrated Loads (Ib) Vert: 17=104(F=52, Sol 18=52(F=18, 13=34) 19=-91(F=-34, B=-57) 20=88(F=44, 3=44) 21=7(F=21, B=-13) 22=-79(F=1, 13=79) �p WARNING •Vanly otslgn pnameters and READ NOTES ON INS AND INCLUDED MITEK REFERANCE PAGE MII Tdls rev. OVIM015 BEFORE USE. ■■■� Design valld for use any, with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component .• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillily of the MTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erectlon antl bracing, consult ANSVIN I Quality Cifferit DSB-89 and SCSI Building Component 69U Parke East Blvd. Safety Information available from Truss Plate Institute, 781 IT Lee Street. Suite 312, Alexandria, VA 22314. Temp., FL 33610 Job Truss Truss Type Oty Ply 2866 GHG Lot 478pec. T7022827 2806 Ao1 Hip 1 1 lJob Reference (optional) East coaal Truss, Pon Pleil FL. 54946 S 4 - 7-9-4 0-38 5-5.10 546-10 544 5-10-12 Scale = 1:84.3 5x8 = 6,00112 5 3.12 2.4 II 6 3x6 4 2x4 II 34 3.4 i 3 7 8 2 3.4 9 8 4 14 Y10,0 29 77 30 16 15 31 22 21 20 19 3x4 = 44 as 12 11 _ _ 13 _ 3x6 = 418 3x4 2z4 I 2x4 US= 3x6 4x8 M18SHS = 6x8 = 147-0 4- 2- 8- -B 3S&0 3 9- 331-4 8.0.12 6.6-0 -0. 8-&d 0- a 5-510 SS10 -0. 444 5.10-12 Plate Offsets (%Y)-- 111�0-3-80-1-81f14,0-2-40-3-01118:0-2-120-2-12112VG-3-00-0-4112270-3-SO-2-01 LOADING(pso SPACING- 2-0-0 CSI. DEFL. In (too) Vdeg Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Ven(LL) 0.35 19 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.9217-18 >589 180 M18SHS 244/190 BCLL 0.0 • Rep Stress Incr YES WEI OAS Horz(TL) 0.33 10 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-S) Weight: 2731b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP 285OF 1.8E *Except* BOT CHORD Rigid ceiling directly applied. Except: 4-20,8-12: 2x4 SP No.3 10-0.0 oc bracing: 18-20, 12-14 WEBS 2x4 SP No.3 'Except' WEBS 1 Row at midpt 5.18. 6-17, 6.14 18-22,11-14: 2x4 SP 285OF 1.8E Mil recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer [installation ulde REACTIONS. (fib/size) 1=2047/0-8-0, 10=2049/0-8-0 Max Hoe 1=-469(LC 6) Max Uplifts=-662(LC 8), 10=-658(LC 8) Max Grav 1=2138(LC 13), 10=2168(LC 14) FORCES. (to) - Max. Comp./Max. Tan. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=31390/1213,2-3=4047/1252,3-4=-3B95/1297, 4-5=-4175/1531, 5.6=-2793/1054, 6-7=-5073/1718,7-8=-5090/1664,8-9=-4962/1531, 9-10=-4056/1234 BOT CHORD 1-22=-1246/3696, 4-18=-617/366, 18-29=-399/2584, 17-29=-399/2584, 17-30=-700/3177, 16-30=-700/3177, 15-16=-700/3177,15-31=-700/3177,14-31=-700/3177, 8-14=465/277, 10-11=-1044/3518 tt ,, tits IIIIII WEBS 2-22=-635/233, 18-22=-904/3677,5-18=-708/1973,5-17=-336/1370, 6-17=-1390/482, 6-15=0/293,6-14=-662/1908,11-14=-972/3544,9-14=-163/989, 9-11=-1049/344 �� -n P NOTES- `': ,r ��G E N 1) Unbalanced roof live loads have been considered for this design. % A� ' -r-- 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=15ft; B=45ft; L=45ft; eave=6ft; Cat. II; � 39i Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 Z 14 plate grip DOL-1.60 3) All plates are MT20 plates unless otherwise indicated. In, _ _ d'- �r 4) Plates checked for a plus or minus 0 degree rotation about Its center, �,�•'-- - ATE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, �;� ., 44/ 6)' This truss has been designed for a live load of 20,Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and other BCDL=10,Opsf. 0,F T 's��'•. < N any members, with 7) Provide truss to bearing 662 to i 65816 at 0 R 10._`'• Ili ss ' • • mechanical connection (by others) of plate capable of withstanding uplift at joint and uplift I %% '��',11111 8) Tint 10. his truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 16° gypsum Al Etta` sheetrock be applied directly to the bottom chord, FL Cert. 6634 April 27,2015 ®WARNING - Verily design parameters and READ NOTES ON MIS AND INCLUDED All REFERANCE PAGE 1101,7473 rev. 02/16,2915BEFOREUSE. ■■■�� Design valid for use only with ALTek connectors. This design is based cry upon parameters sh vm. and is for an Individual building component, AppllcoblllN of design parameters and proper Incorporation of component Is fespansibllity of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure slabi0ly during construction is the respcndibllllty, of the MiT®k' erector. Additional permanent tonal of the overoll structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage.delivery, erection and bracing. consult ANSUIPI1 Quality Ctlssic,DSB-89 and BCSI Building Component 6604 Parke East Blvd. Safety lnformullon al from Truss Plate Institute.781 N. tee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply 2868 GHG Let 47 Spea Tr022928 26366 AN Hip 2 1 Is nce o lion 2x4 4 6-5-0 3.0.0 4-1M 5x5 = 5x5 = 4-10-8 5-0 4 5.10.12 ca w 3x8 = 4x6 = _._ 16 '� " 46 = 44 = 4x6 3x4 II 3x4 11 SIB = ex8 = 7x8 = Scale=1:94.1 2x4 = D d� 13 d LOADING(psl) TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumberincrease 1.25 Rep Stress [nor YES Code FBC2010ITP12007 CSI. TC 0.69 BC 0.80 WB 0.76 (Matrix-S) DEFL. In (too) Udell L/d Vert(LL) 0.38 17-18 >999 240 Vert(TL)-0.9318-20 >584 180 Holz(TL) 0.39 12 the n/e PLATES GRIP MT20 244/19D Weight: 2901D FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP 285OF 1.8E *Except* BOT CHORD Rigid ceiling directly applied. Except: 5-23,9.15: 2x4 SP No.3 10-0-0 oc bracing: 21-23, 15-17 WEBS 2x4 SP No.3'ExcepV WEBS 1Row at midpt 5-20.7-18.7-20,9-18 21-25,14-17: 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer [installation de REACTIONS. (lb/size) 2=2191/0-8-0, 12=2194/0-8-0 Max Hom 2=483(LC 7) Max Uplift2=-793(LC 8), 12=-790(LC 8) Max Grav 2=2268(LC 13), 12=2248(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2-3=3838/1199, 3-4=4103/1237, 4-5=-4087/1288, 5-6=-2872/1056, 6-7=-2521/1007, 7-8=-3622/1378,8-9=-3565/1208, 9-10=-4871/1540, 10-11=-4972/1522, 11-12=-3877/1208 BOT CHORD 2-25=-842/3649, 5-21=211/1082, 21-34=-748/3871, 20-34=-749/3867, 213-35=357/2586, 19-35=-357/2586,18-19=357/2586,17.18=-1084/4401, 9-17=-253/1091, \IIIIII111 /,� WEBS 3-254-727/244421-25=-824/3605,3-21=0/300,5-20-1689/527. 6-20=-285/977,,' 14-17=-881/3376, 11-17=-194/1144, 11-14=-1154/363, 8-17-18=-568/1609, •68=487/293, �� O.•E N S '•C.T'9 7-20=-218/360, 9-16=-16181542 40 ;��`r; �\ .•!/ • i NOTES- 1) Unbalanced roof live loads have been consideretl for this design. � * ; 2) Windt ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph' TCDL=9.OpsY BCDL=3.Opsf, h=1511; B=45ft; L=45ft; eave=6ft; Cat. II: _ Exp C; Encl., GCpl=D.18; MWFRS (directional); cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 � .0. ATE :W� sZ 3) Provide adequate drainage to prevent water ponding. k. Z 4) The solid section of 5) P ate(s) at jolnt(s) 4,the 6, plate I2 required 79.placed,12.3, 25 21.01i14 11, 1, 13 Band l8 checked fora plus or minus O degree 7. 1,` ..,� p R % O P ��% rotation about its center. I, ss • ...... \� (ati rotation 10.0 tload live loads. �� N A� 7) This truss has been designed for a psf bottom chord live n nconcurrent with any other 8) • This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 9) Provide mechanical connection (by others) o1 truss to bearing plate Capable of withstanding 7931b uplift at joint 2 and 790111 uplift at FL Cert. 6634 joint 12. 10) This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the top chord and %• gypsum April 27,2015 sheetrock be applied directly to the bottom chord. ®WARNING -Vents, deal 6apemme1. and READ NOTES ON THISAND INCLUDED MITEK REFERANCEPAGE Ni rev. OVIMO15 BEFORE USE. ■j Design valld for use only with MBek connectors. This design is based only upon parameters shown. and Is Icron Individual bulltling component. Applicability of design parameters and proper Incorporation of component is responsibility of bulltling designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during Construction is the responsibilllty of the MiTek• erector. Addlllonal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSUIl Quality Cdleda,DSB-B9 and BCSI BNIdIng Component 69U Parke East BIW. Safety lnfurmalion aeollable from Truss Plate lnstnAe.781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33810 Job Twist; Truss Type Dty Ply 2868 GHO Lot 475pec. T7022928 28WG A02 Hip 2 1 ob a ti East Coast Toss, Fad Pierce, FL M946 7.MD a Jul If 2014 MRek Industries, Inc. Man Apr2T 10:19:202015 Papal ID:6z11mLrNk e16oOuhJmHSaNViC-f Bt4kPpt=S7Ogf659XUPW9MGECggCLB7dodpzMZEL A WARNING. Verfl, person Peramefere and READ NOTES ON IRIS AND INCLUDED MITEK REFERANCEPACEMIl rev. OV16f2015 BEFORE USE. Design valid for use only, Will MRek connection. This design Is based only vpan parameters shown, and Is foran individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building deslgner- not truss designer. Bracing shown Is for lateral supped of Individual web members only, Addlilonal temporary bracing to Insure sfabllityduring condwalon is the responsibility of the WOWerector. Additional permanent bracing of the overall stweture Is the responabilily of the bvllding designer. For general guidance regarding fabrication, quality control.storage,delivery, erection and bracing. consult ANSVTPI 1 Quality Criteria,DSB-69 and BC5l Building Component 6904 Parke East Blvd. Safety Information available from Truss Plata Institute,761 N. Lee Street. SWa 312, Alexandra, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply 2866 GHG Lot 47 Spec: 17022929 28666 AM Hip 1 1 1 Job Referenceo li na East Coast Truss, Fort Pierce, In-U946 2x4 6.8.4 4.30 7-40 5.0.2 4 G2 like = Sias 8,00 12 0 3. 10 5-32 44 = 44 3x4 3xB = 3x4 II 3x8 6e- Tell= t4 - 30-0 3 - 3 38- 4 84112 886 -G 35-0 ]-GO 54)•2 4-62 -6 3810 332 Scale-1:93.7 a 2x4 = $¢ 12 Plate Offsets (X Y)- I6,0-6-0 0-2-81 I7,0-2-0 0-2-01 19�0-3-12 0-3-01 113:0-3-8 0-1-81 116 0-6-8 0-3-41 t21,0-5-g 04-121 12470-3-00-0-41 LOADING(pso SPACING- 2-0-0 CSI. DEFL. In floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Ven(LL) 0.38 22 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.82 Ve(TL) -0.8818-20 >616 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina YES WS 0.76 Hom(TL) 0.42 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Marti Weight: 289 Ib FT-0% LUMBER- BRACING - TOP CHORD 20 SP No,2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1'Except' BOT CHORD Rigid ceiling directly applied. Except: 5-23,9-14: 2x4 SP No.3, 22-24: 2x4 SP No.2 10-0-0 oc bracing: 21-23, 14-16 WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 5-20, 6-18, 9-17, 8-18 21-25.13-16: 2x4 SP No.2 MTek recommends that Stabilizers and required press bracing OTHERS 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer stallat o uitle REACTIONS. (Ib/size) 2-219010-8-0, 11=219510-8-0 Max Mom 2=441(LC 7) Max UpliB2=-794fLC 8), 11=-790(LC 8) Max Grav 2=2201(LC 13), 11=2198(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3757/1204,3-4=-3915/1236, 4-5=-3896/1288, 5-6=-3069/1127, 6.7=2694/1058, 7-8=-3072/1124,8-9=-3879/1292,9-10=-5117/1595, 10-11=-3809/1205 BOT CHORD 2-25=-847/3497, 5-21=-230/974, 20.21--736/3625, 20-34=461/2840, 19-34=-461/2840, 18-19=-461/2840, 17-18=-750/3397, 16-17=-1177/4651, 9-1I5-226/985, 11-13>889/3316 WEBS 6-17=-206/811, 8-17= 1506/49218-13=1158/435203-1690883 3354, 10-16=273/1308, �`` PS 1 qrr q NOTES- ,��: �\ SE 1) Unbalanced roof live loads have been considered for this design. Z v O 8C 2) Wind; ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.OpsY h=15ft; B=45ft; L-45ft; eave=6ft; Cat. II; Eat,C; Encl., GCpi=0,18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60= * :• plate grip DOL=1 60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated.' AT : 5) Plates checked for a plus or minus 0 degree rotation about its center. �u/� •� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads, the bottom In rectangle 3-6.0 tall by 2-0-0 wide will �,. T'.�T P • �� 00 •. �,.• 7)' This truss has been designed for a live load of 2D.Opsf on chord all areas where a R 40 fit between the bottom chord and any other members, with BCDL= 10.Opsf. 794 to 2 790 Ib uplift at ��i`% O 8) Providemechanical connection (by others) of truss to bearing plate capable of withstanding uplift at Joint and N A� E� �` joint 1 9) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 April 27,2015 A WARNING - Very di algnparaenwars and READ NOTES ON MIS AND INCLUDED MITEI( REFERANCE PAGE Mll-7473 rev. OLIO/4015 BEFORE USE. Design valid for use any With,VJTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper lnoomoratlon of component is responsibility of building designer- not two designer. Bracing shown W■ Is for lateral support of lndwdual web members oniy,. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designee For general guidance regarding WOW fabdcatlon. quality control,storage,delivery, erection end bracing. consult ANSUSNI Gually critedo,DSB-09 and BCSI B.Ilding Componenl 69N Perk. East ale. Safety Information available from Truss Plate Institute,781 N. Lea Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Typo Dry Ply 2860 GHO Lol476pea T 022930 20666 I A01 Hip 1 1 Job Reference olio East CalslTrss, Fan Pierce, FL. 34%5 7.530 a Jul 112014MTeklndustnes,md. Man ApallU:I%ZJlp1D Paget 'ovD e-o11 uev.Tve I 1 1 za.o.o ID:6z1�1mLrNk el6oCuhJmH5mNV,C.3Z171I mShA%80_sOEnEiE6128BhUDstyFot5rTEBzMZEl Iaw XI vaaW 4va2-0 z d 2x4 e.00 12 6x0 = 2x4 II 5xB = 4.6 i 6 7 0 ea ...... ...... 4x0 = 16 — 4x8 = 4x8 = 3x4 13aB = 3x4 11 5x8 = 4x8 = 6x6 — 7xe = Scale =1:92.7 2x4 = 13 B 15 10 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201017P12007 CSI. TO 0.68 BC 1.00 WB 1.00 (Matrix-S) DEFL. In floc) I/dell L/d Ven(LL) 0.39 23 >999 240 VerI .0,92 17-18 >587 180 Horz(TL) 0.44 12 n/a n/a PLATES GRIP MT20 2441190 Weight: 293 to FT-0% LUMBER. BRACING. TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 5-24,9-15: 2x4 SP No.3 10-0-0 oc bracing: 22-24, 15-17 WEBS 2x4 SP No.3'Except• WEBS 1Row at 111 9.18 22-26.14-17: 2x4 SP No.2 MTek recommends that Stabilizers and required crass bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=2192/0-8-0, 12=2193/0-S-0 Max Holz 2=399(LC 7) Max Uplift2=-7918), 12=•790(LC 8) Max Grav 2=2219(LC 13), 12=2220(LC 14) FORCES. (lb) - Max. Comp./Max. Tan. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-3762/1205,3-4=-3924/1233,4-5=-3908/1285,5.6=-3339/1205, 6-7=-3143/1170, 7-8-314311170. 8-9=-3392/1172, 9.10=-4647/1487, 10-11=4723/1454, 11-12=-3822/1212 BOT CHORD 2-26=-848/3503, 5-22=-248/1013, 21-22=730/3615, 21-35=-561/3119, 20-35=561/3119, 20.36=.568/2958, 19-36=.568/2958, 18-19=-568/2958, 17-18=1019/4207, \\11111111111 WEBS 3-26—677//247522 26=-843/341593-22=01291, 5.21=1239/418, 6-21=32511126, p% gC�I�j, 142017=-874/3355, 11-1723130/9 32011 141,1029/332 234/947, 9.1e=-1593/543. `\\\\\�P .. `�.�p •��G E NSF••;?�' NOTES. rd 39380� - 1) Unbalanced roof live loads have been considered for this design. * 7 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h-16ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Eruct. GCpl=0,18; MWFRS (directional): Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 : _ . 1 —, : :fir plate grip DOL=1.60 ATE � 3) Provide adequate drainage to prevent water ponding. , •�1�� 4) Plates checked for a plus or minus 0 degree rotation about Its center. live loads. ��T'..<` p. ••. �,•'� N 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other i� p R \ �% 1 6) a 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 1j� ss IP een the bottom chord and members, ting �111q� N Al \\\\ mechanical connection (by others) of truss to beaer 7) Providefit plate Capable of withstanding 793 lb uplift at joint 2 and 7901b uplift at joint 12. 8) This truss design requires that a minimum of 7/16'stluctural wood sheathing be applied directly to the top chord and W gypsum sheelrock be applied directly to the bottom chord. FL Cert. 6634 April 27,2015 ® WARNING - Verity design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev. 02,167016 BEFORE USE. Design valld for use only with NNek connectors. This deign B based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responabllity, of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members a*. Additional temporary bracing to Insure stability during constmcllon is the responsibllllty of the MiTek' erector Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricatlon, quality control.storage, delivery, erection and bracing. consult ANSI/1Pil Quality citedo,DSB-89 and BCSI Building Component 69U Perko East Blvd. Safety Information available from Nuis Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2MI4, Tampa, FL 33610 Job Truss Truss Type Oty Ply 2866 GHO Lot 47 Spec. nozzsm 28666 A05 Hip I 1 n do al East Coast Truss, Fog Pli FL 34946 k 2x4 d add 12 2.4 II 5x5 = 3xa = 7.530 Sea = 1. xs -_- 44 — 16 ,. 4x8 = 6x8 =40 ,a 2x4 3x6 = Set I 3x8 = 4x8 5xe = 32A M]-9d iSOa 15r7A 27d4 2N It 3]$ta 454a il I ]-2- 2 o- 1 ].]iz sago I ]s: tAa Scale=1:92.7 2x4= d�I 13 L Plate Offsets (X Y)-- 15'0-2-8 0-2-41 I13'0-6-0 0-2-81 114'0-3-8 0-1-81 11TO-6-0 0.5.01 121'0-5-8 0-3.01 124'0-2-15 0.0-41 125'0-3-80-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vde0 Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.70 Vert(LL) 0.34 20 >999 240 MT20 244/190 TCDL 15.0 Lumberincrease 1.25 BC 0.66 Vert(TL) -0.8620-21 >626 180 BCLL 0.0 ' Rep Stress Incr YES Wit 0.78 HDa(TL) 0.34 12 the n/a BCDL 10.0 Corte FBC2010/TPI2007 (Matrix-S) Weight: 276111 FT-0% LUMBER- BRACING• TOP CHORD 2x4 SP 285OF 1.8E'Except* TOP CHORD Structural wood sheathing directly applied. 1-4,10-13: 2x4 SP ND.2 BOT CHORD Rigid calling directly applied. Except: BOT CHORD 2x4 SP 285OF 1.8E *Except* 10.0-0 ac bracing: 15-17 9-15: 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 *Except* be Installed during truss erection, in accordance with Stabilizer 14-17,21-25: 2x4 SP No.2 Installation guide, OTHERS 21 SP No.3 REACTIONS. (lb/size) 2=2186/0-B-0, 12=219110-8-0 Max Hom 2=357(LC 7) Max Uplfft2=-794(LC 8), 12=-792(LC 8) Max Grav 2=2235(LC 13), 12=2232(LC 14) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3832/1220, 3-4=-3817/1197, 4-5=-3715/1250, 5-34=-3689/1314, 6-34=.3689/1314, 6-7=-3689/1314, 7-35=.3689/1314, 8-35=3689/1314,8-9=.363711270, 9-10=-4117/1362, 10-11=-4213/1322, 11-12=-3819/1214 BOTCHORD 2-25=-870/3561, 21-36=.694/3466, 2D-36=-694/3466, 19.20=.682/3254, 18-19=-682/3254, r, 93 WEBS 3-25 .535/220, 5-20=' 173r744, 6-20Z 584/287/ B?20=186/714, 8-18=273/1050, �e \\\\\\ S AA< ',, 9-18=-1130/383, 14-17=.860/3212, 11-17=-16/553, 11-14=-772/280, 5-21=-194/939, ,` �Pt111„f \��>O .•' E ......... ••v 21-25=-873/3577 `�� " : �\C+ ,9, NOTES. • 4"0 39380 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9,Opsf BCDL=3.Ops1; h=15ft; B=45ft; � * ; "� � L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional): Cantilever left and right exposed ; end vertical left end right exposed; Lumber DOI-ii 7 CIO ��' plate grip DOL=1.60 • 3) Provide adequate drainage to prevent water pontling. i"" ATE 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This has been designed for 10.0 bottom live load any other live loads. i 0• •••'c� truss a psf chord nonconcurrent with i��s 6) -This truss has been designed for a live toad of 20.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ......... \\ fit between the bottom chord and any other members, with BCDL = 10.0psf. N 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 792 to uplift at "fill�.\\\ 110, joint 12. 8) This truss design requires that a minimum of 7/16'sWctural wood sheathing be applied directly to the tap sheetrock be applied directly to the bottom chord. chard and W gypsum FL Cert. 6634 April 27,2015 ®WARNINO-Valfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 ruv. OLIKOIa BEFORE USE. sesses ■■■ Design valid for use only with Mffek connectors. this design is based only upon parameters shcvm. and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is respansially of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the Welk'erector. Additloncl permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality dogtrot, storage,delivery, erection and bracing. consult ANSUTPll Quality criteria,OSB-89 and BCSI Building Component 69N Parks Seel Died. SOfetylnlormatlon available hom Truss Plate Institute,781 N.Lee Stmet,Sulte3l2.Alexanddo,VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 286E GHO Lot 47 Spec. T]022932 28665 A06 HIP 1 n LJob Bidgi oCo 'Bel l;OB511 N5B, YOn"areB, YL. O sisi ,.+w eau,,, w,9n, v ". u a...a...... n.v.. •.r... .... . . , ID:6z11mLrNk e16o0uhJMH5mNViC-O% umTWq?4mJ5dHCanlQp5sOr\ VYJMXIMZEvLZMZED r —I I ) - - e- -'�"—I ss-z-lz as -on 142W1 2-0-0 211 3-0-0 3-0-0 INN 1M sd-12 5-1-12 44-12 2-11-12 &242 a-S4 z-0-0 - 34 4x6 = 2.4 11 6.00 12 Sao 294 II 3x6 = axe = 3x4 It 4x4 = 40 = 4a8 = 3x4 1 axe = 30 29 '- 5x8 = axe = 3x4 5xe = 4x8 = 2.4 II 22 L1 2u 3x4 41S = 9w1e-1:92.7 34 14 3xe O 5 a d 18 2x4 = I� 17 Idl 19 18 d 41= Ake= 2x4 II 16.1-0 24-0 83A 8-2-0 121 1474 198-12 21-0OA 2(IM 3 32-0-0 9B-2-12 <5-0-0 F-r-0 3.7.08-,a 1.1" 41-12 6-142 <-bt2 -0 62-12 6-&4 1-0.0 1.11.12 Plate Offsets (X Y) 13�0 1 8 0 2 51 17:0-3-0 0-2-71 113�0-2-8 0-3-01 123:0-2-12 0-2-01 127 0-2-12 0-4-41 f31 �0-2.12 0-2-81 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. In (roc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.30 3.33 -999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.70 3-33 >773 180 BCLL 0.0 ' Rep Stress If YES WB 0.62 Horz(TL) 0.45 16 true n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix-5) Weight: 674 to FT=0% LUMBER - TOP CHORD 2x4 SP 285OF 1.8E *Except" 7-10,10.13: 2x6 SP DSS BOT CHORD 2x6 SP DSS *Except" 2-34,3-31: 2x4 SP 285OF 1.8E, 7-30.8-29,12-21: 2x4 SP No.3 28-30: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Its/size) 2=2250/0.8.0, 16=2140/0.8-0 Max Holz 2=314(LC 7) Max Uplifl2=-803(LC 8), 16=-779(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: l oc bracing: 27-29, 21-23 FORCES. (Ib) -Max, Camp./Max, Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8668/2147, 3-4=-4808/1495, 4-5=-0068/1311, 5-6=-3984/1333, 6-7=-3554/1220, 7-8=-3624/1255, 8-42=-3640/1260, 942=3640/1260, 9-10=-4244/1450, 10-11--4244/1450,11-43=-3823/1309,12-43=-3823/1309, 12-13=3795/1303, 13-14=-3206/1139, 14-15=-3308/1094, 15-16=-393411242 BOT CHORD 2-34=-2668/11198, 3-33=-1155/4394, 32-33=116714401, 31-32=-880/3558, 7.31=-344/0, 26-27=-1020/4244, 2546=-1044/4324, 24-25=-1044/4324, 23-24=-1044/4324, 20-21=-76/278,19-20=-907/3446,18-19=907/3446, 16-18=-907/3446 WEBS 6-32=-137/533, 6-31--631/248, 9-27=-921/263, 9-26=0/284, 20-23=-715/3255, 13-23=-700/2860,13-20=-1553/320, 15-20=-756/297, 15-18=0/270, 29-31=-59/261, 27-31=-690/3141,7-27=-418/1593,4-33=58/352, 4-32=-1049I339, 11-23=-790/228 NOTES- 1) 2-ply truss to be connected lagetherwith 10d (0.131"1 nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 Go, 2x6 - 2 rows staggered at 0.9-0 Go. Bottom chords connected as follows: 2x4 -1 now at 0.9-0 cc, 2x6 - 2 rows staggered at 0-9-0 Go, Webs connected as follows: 2x4.1 row at 0-9-0 Go. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; that 5ft; B=45f: L=45ft; eavei Cat. II; Exit C; Encl., GCp1=0.18; MVJFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending, 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.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. NS1 A!2I tol�i v6` 3938 _are — �— ea, ATE 41 ' �� FL Cert. 6634 April 27,2015 ® WARNING. Vestry design parameters anal NOTES ON THISAND INCLUDED MITER REFERANCE PAGE MII.1dT] rev. OVIM015 BEFORE USE. �■■■ Design valid for use only with Minsk connectors, This design B based only upon Parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer not truss designer. Bracing shown Is for lateral supporl of Individual web members only. Additional temporary bracing to Insure stability during construction is the resporribllllty, of the p� Te I.• fVr 1 Il IYI I ity of the building designer. For general guidance regarding erector. Additional permanent bracing of the overall structure is the responsibility Cbdcation, quality control, storage, delivery, erection and bracing. consult ANSIpill QualOy Criteria,DSB-89 and SCSI Building Component 69N Parke East Blvd. Sooty Information available from Truss Plate Institute.781N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply 2866 GHO Lot 475pec. T]022832 28666 AM HIP I O i 1 er na East Coast Truss, Fort Planes. FL. 34945 ID.6zilmLrNkN _eiGOOuhJmH5mNViC-OXgumTWq74mJ5dHCanlDp5sO_VYJMXi MZEvLzMZED NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 803 lb uplift at joint 2 and 779 to uplift at joint 16. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. WARNING - Verify design pamenefere and READ NOTES ON THIS AND INCLUDED MREH REFERANCE PAGE fill rev. OVIVIVIS BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and is for an individual building component. A pplicabry, of design Parameters and proper Incorporation of component is responsibility of building designer- not tress designer. Bracing shown r Is for loterml support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillly of the Additional permanent bracing of the overall structure is the responslbiliy of the bulldingdesigner. For general guidance regarding WOWerector. fabrication, quality control, storage, all erection and bracing. consult ANSIRPI I Quality Criteria, all and SCSI funding Component Safety Informal all from Truss Plate Institute. ]81N. Lee Street, Suite 312, Alexandria. VA 22314. 69U Parka East Blvd. Temp., FL 33610 Job Truss Truss Type Oty Ply 28B6 GHO La147 Spec. nozzs33 2Bfifi6 A07 1 Hlp 1 1 Job Reference lopt a East Coast Truss, Fort Pleme, FL, U946 a m 2x4 2.7.0 42.8 42.8 1-M 2-M 410.0 . 2-3.7 0.9.9 6.00 12 _ 3x8 = 5x0 3.4 1134 = 34 = 5 6 7 35 8 a 7.00 s Jul 112014 MITek Industries, Inc. .Mk el6oDuhJmH5mNVC-ujEHzpWSmNuAinsl 215 34-00 l 39.2.12 I AS,}15 4-9-1 12.12 2x4 11 5, = 36 10 37 11 3x0 44 = 2x4 1 (INS - 3x8 = 2x4 11 4x8 - 3x8 = 3x8 = 2.4 11 44 3.4 4x6 = 34 = 2-7-0 11-0-0 fit ffi lea 60 2 .-2' I 2&2-15 let 3&2121 I 4SOA 1.An ].zn ].1.] ].1.] d.31 52-12 SB-d Scale=1:92.7 6 SO = 15 L Plate offsets (x Y)- f3 0-1-9 0-1-121 r4 o-ae D-3-0t rso-6-o 0-2-fit rt t-0-6-0 o-2-8t rt8 0-3-0 o-04t r2o 0-3-00-04t 124 o-2-tz o-2-121 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in floc) Vde0 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.70 Vert(LL) -0.14 3-25 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.42 3-25 -424 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.82 Horz(TL) 0.07 22 We n/a BCDL 10.0 Code FBC2010(TPI2007 (Matrix-S) Weight: 2701b FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid telling directly applied. 6-23: 2x4 SP No.3 WEBS 1Row at midpl 8-22.8-19 WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing OTHERS 20 SP No.3 be installed during truss erection, In accordance with Stabilizer Installation nutria REACTIONS. All bearings 0.8-0 except Qt=length) 19=0.11-5. (Ib) - Max Horz 2=274(LC 7) Max Uplift All uplift 10D lb or less atjolnt(s) except 2=297(LC 0), 22=-511(LC 8), 19=457(LC 8), 14=331(LC 8) Max Grav, All reactions 250 Ib or less at joint(s) except 2=466(LC 17), 22=2047(LC 13), 19=1439(LC 18), 14=732(LC 14) FORCES, (lb) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=.851/219, 3-4=-491384, 4-5=-68/767, 5-6=-54/1029, 6-7=55/1033, 735=-56/1200, 6-35=-56/1200, 8-9=0/484, 9-36=0/484, 10-36=0/484, 1D-37=0/484, 11-37=01484, 13-14=-736/263 BOT CHORD 2-26=-175/1349, 24-25=-520/309, 22-38-3111223, 21-38=311/223, 21-39=311/223, 20-39=311/223, 19-20=-311/223, 16-17=49/564, 14-16=103/586 9�845 WEBS 421� 1131111 t ll f /, 98/ , 13-10 2, 7-22536/1465 29, 7-24=-12/398, 10.119= 442 21/548 `�.......... 3632/T, B 8 •<eq ,�i� E NS •V NOTES- ; �`�� '•?r v va0 380 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf; h=15ft; B=45ft; L=45ft; eave=6ft; Cat. II; * %• Exp C; Encl., GCpi-0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 _ _ plate grip DOL=1.60 r 3) Provide adequate drainage to prevent water pending, „ • �,m - ATE 4) Plates checked for a plus or minus 0 degree rotation about its center. • �411 % •_ 5) This truss has been designed for a 10.0 par 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 •: 00 � T Q' • �i� • 40 \ �, •'� \ fit between the bottom other with BCOL =10.0psf. . R �� j� SS......... chord and any members, 22 ��% 7) ProvidemechanicalConnection (byothers) to bearing plate Capable of withstanding 297 lb uplift stjoint 2, 511 IS uplift at joint �0NA� �� 457nodal Coand b etJoin � 8) This truss design requires that a minimum of 7116- structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 April 27,2015 ® WARNING . Vwlly deafOn paramerer4 andREAD NOTES ON TMS AND INCLUDED M1VTEK REFERANCE PAGE Mrr-7V3 rev, OLI doot S BEFORE USE. Design valid for use only w th fMek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation at component is relponfibllity of building designer - not that designer. Bracing shovm Is for laical support of Individual web members only. Additional temporary bracing to Insure stoblity during construction is the responslbllllN of the WOWerector. Additional permanent bracing of the overall struclure Is the responsiblllty of the buI ding destgner. For general guidance regarding fabrication, query control, storage.delivery, erection and bracing. comult ANSI/rPlt Qualify Criteria, Of B-89 and BCSI Building Component 69U Parka East Blvd. Safety Information ova0able Fromiruss Plata Institute.781 N. Lee Street. Sulte 312, Alexandra, VA W314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 2866 GHO Lot 47 Spec. 7022934 28686 A08 HIP 1 1 o e inl East Coast Truss, Fort Pierce, FL. 34946 -2-OM 1 2-7-0 1 8.0.0 I 12.9-0 150-(1 I 20.61 r2-0.0 2-7-0 0.S0 340 2." 5450 Sale M16SHS = 3.4 1134 = 6.00 12 4 5 6 32 di 24L13 ' 8-0.13 440.5 4-2.12 - 4.94 SAS = 2x4 II 5x8 = 7 33 B 34 9 2x4 i We IM& 2x4 = 2 1 /�:. 23 44 = 2.4 II 2.4 II 20 19 18 17 16 15 5x8 = 31 = 4x6 = 3xB = 3x4 44 = zx4 I Seale = 1:90.9 2x4 = h 12 13 3x6 = 44 = -v 0 &0.0 12.9-0 i V 23-0-13 31-1-11 3SO-0 450.0 12-7.0 B-SO 390 230 a-0.13 50.13 4-10.5 9-0.0 Plate Offsets(XY)- 13'0-6.40-2-8114'0.6-00-2-81170-3-80-3.4119'0-6-00-2-811150-3-00-0-011170.300.0-41121'0-2-80-2-01 LOADING (III SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.84 Vert(LL) 0.12 3-22 -999 240 MT20 2441190 TCOL 15.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.32 3-22 >567 180 MiBSHS 244/190 BCLL 0.0 ' Rep Stress Incr YES VVB 0.60 Hom(TL) 0.10 12 1 n/a BCDL 10.0 Code FBC201 O/TP12OD7 (Matrix-S) Weight: 247W FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 5.20: 2x4 SP No.3 WEBS 1 Row at midpl 7-19, 7-16 WEBS 2x4 SP No.3 MI ek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, In accordance with Stabilizer s REACTIONS. All bearings 0-8-0 except Ut=length)16=0-8-12. (Ib) - Max Harz 2=232(LC 7) Max Uplift All uplift 100 lb or less atjoini(s) except 2=-287(LC 8). 19=-561(LC 8), 16=450(LC 8), 12=298(1_C 8) Max Grav All reactions 250 lb or less at joints) except 2=496(LC 17), 19=1948(LC 17), 16=1394(LC 18), 12=669(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-11601151. 3-4=-91/466,4-5=-119/1174,5-6=-122/1180, 6-32=-11211296, 7-32=-112/1296. 7-33=01429,8-33=0/429,8-34=0/429, 9.34=0/429, 11-12=.765/245 BOT CHORD 2-23=-236/1754, 12A4=-50/923 WEBS 4-22=0/280, 4-21=-1196/298, 19-21=1286/484,7-19=-1214/327, 9-16=-745/218, 9-14=-66/350,11-14=-429/237,6-19=.669/227,8-16=-494/243, 7-18=0/941, 1111111111111 7-16=-580/185 `,`��.-\`�{+s`PS A. q�4,�♦ NOTES- �� 0,•''CENSeq '•♦♦i 1) Unbalanced roof live loads have been considered for this design. ��`r; _F•'.•!�r 2) Wind: ASCE 7-10: Vufl=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.epsf; h=15ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl„ GCp1=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 fi-O 938 Q_-4- plate grip DOL=1.60 X 1k. 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) Plates checked for a plus or minus 0 degree rotation about Its center. - 6) This truss has been designed for a 10,0 rest bottom chord live load nonconcurrenl with any other live loads. O.• ATE ': ��; 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �♦ T •,• T� O P•; ,�`�� fit between the bottom chord and any other members. ♦ (C` ' 0 Fj 1 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 287111 uplift at joint 2, 561 Ib uplift at joint 19 ♦i0 s • •.. • • G' �� uplift at joint 12. 9) This Otruss esignIs uplift at orequiires hata int 16 and 298 (minimum of 7116'structural wood sheathing be applied directly to the tap chord and %i gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 April 27,2015 ®WARNING.VsHrydeslpnparam.nimend READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE MII-)ng ro. ONi6/2015 BEFORE USE. ■■■■ Design valid for use only with Wake connectors. fits design is based only upon parameters shown, and is for an individual building component. App icabllity of design parameters and proper Incorporation of component Is responsibilityof bung designer -not truss designer. Bracing shown Is for lateral supped of lndlvltluaI was, members only. Additional temporary bracing to Insure stability during constructlon N the msponslblllty of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSUTPII Quality World, DSB419 and BCSI Building Component 69N Parke East Blvd. Safety Information ovalable fromrruss Plata Institute. 781 N. Lee Street, Suge 312, Alexandra. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply 2866 GHO Lot 47 Spec. T7022B35 28066 A09G Hip Girder 1 1 loh Referenceo i ai =a. Fpaa 1rues, z a0I zr7 orlrpa, r•LaoY90 I tz-9-0 1 tso-o 1 teat: '2-OA 24-0 4S0 5.90 2.16 4-a12 Sx8 = 6.00 F12 4 24 4x6 = 2.4 II 4x6 = Sea = 3x4 11 44 = 3x6 = 6xB M18SHS = Sx8 = '1A 3d 5 6 'A5 7 8 18 37 3a 939 40 41 16 42 43 44 11 4O 45 48 v 34 11 21 20 47 48 19 16950 77 5152 53 16 S4 15 55 56 14 5,10 = 2x4 11 36 = 36 = 6x10 = 2x4 II 3x4 II Ox10 = 36 = -94 0. 5-4-8 1 3 - - 7.0 0 Scala=1:90.9 12 2.4 cc 17I I� r r�� 4x8 = 2-0.0 Plate Offsets(XY)— 4-SO 5-9.0 f3,0-0-150-1-12114�0.6-00-2-8117'0-3-OEdne1 .2-3-0 5-411 4-11-13 - It00-4-00-3-41 if 1.0-6-00-2-81 5-9-11- U-u I22�0-440.2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.77 Vert(LL) 0.22 22-23 ,828 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.40 22-23 >455 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Ina NO WB 0.90 Hom(TL) 0.19 12 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 2421b FT = 0 LUMBER - TOP CHORD 2x4 SP 285OF 1.8E *Except* 1-4,11-13: 2x4 SP No.1 BOT CHORD 2x4 SP No.2'Except* 3.22: 2x4 SP 285OF 1.8E, 5-21: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except' 6.20,1016: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 BRACING. TOP CHORD Structural wood sheathing directly applied or 3-7-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 1 Raw at midpt 4-22, 11.16, 8-20 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installatoo (Ib)- Max Harz 2=.190(LC 30) Max Uplift All uplift 100 Ib or less at Joint(s) except 2=-467(LC 8), 20=-2096(LC 8), 16=-1955(LC 8), 12=-508(LC 8) Max Grav All reactions 250 lb or less at)oint(s) except 2=901(LC 36), 20=3771(LC 17), 16=2576(LC 18), 12=978(LC 37) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or leas except when shown. TOP CHORD 2.3=-2495/755, 3-4=-1195/602, 4-33=-608/1649, 33-34=-608/1649, 5-34=608/1649, 5-6=-639/1715,6-35=.888/2397, 7.35=-888/2397, 7-8=-888/2397, 8-36=-258/547, 36-37=-258/547, 37-38=-258/547, 9-38=-258/547,9-39=-392/644, 39-40=-3921644, 40-41=-392/644, 10-41=-392/644, 10-42=410/686,42-43=410/686, 43-44=-410/686, 11-44=-410/686, 11-12=-1134/636 BOT CHORD 2-24=-988/3347, 3-23=.475/1030, 23-45=507/1110, 45-46=.507/1110, 22-46=-507/1110, 20-21=-284/141, 20-47=.527/32, 47.48=-527/32, 19-48=.527/32, 19-49=-527/32, 18A9=-527/32, 18-50=.527/32, 17-50=-527/32, 17-51=-445/258, 51-52=445/258, 52-53=-445/258„16-53=.445/258, 16-54=382/946, 15-54=-382/946, 1545=-382/946, 55-56=-382/946, 14-56=.382/946, 12-14=366/1246 WEBS 4-23=-615/1346,4-22=.2929/1286, 20-22=-2260/1105, 6-22=.47711074. 9-17=-260/105, 9-16=-1058/1044, 11-14=-389/721,6-20=-1368/679, 10-16=.915/595, 11-16=-1834/1142, 8-19=-245/398, 8-20=.2321/1512, 8.17=-184/656 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psp BCDL=3.0psf h=15ft; B=45ft; L=45ft; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. ' 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20,Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will ON MIS AND INCLUDED MITEK REFERANCE PAGE MIIJ473 rev. OVf6VOI5 BEFORE USE. )n Is based only upon parameters shovm, and Is for on Individual building component. Jinn of comnanont Is resoonsicaty of building designer -not truss desioner. Bracing shot ♦ • NS 39380 PATE 44Y` 4/ �O�COC 0 R \ 0 P : �_,♦ FL Cert. 6634 April 27,2015 MiTek' 69N Perk. East Blvd. Tamp;FL 33610 erection and t: Institute 781 N. T Job Tme9 TN95 Type Dry Ply 20fifi GHO Lp147 GpOc. T 022935 28668 A09G Hip Girder 1 1 fe a c 1' a Fast Coast Truss, Foe Pleree, FL. 34946 luau a dui 11 zula mi I ae,nausmes, mc. rum, Apr a, m. m.ur 201, rasa • ID:6zl1mLrNk e16O0uhJnTH5rssNViC-Fg1AlWabawXSpYkLv2Pg2M61Sw_WyyTPP10Y7?zMZE7 NOTES- 8) Provide mechanical connection (by others) of truss to dealing plate capable of withstanding 467111 uplift at joint 2, 20961b uplift at joint 20, 1955 lb uplift at Joint 16 and 5081b uplift at joint 12. 9) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s) 431b down and 72111 up at 7-0-0, 431b down and 72 to up at 9-0-12, 43 1b tlown and 721b up at 11-0-12, 127111 down and 120 lb up at 13-0-12, 168 to down and 16316 up at 15-0-12, 168 111 down and 163 lb up at 17-0-12. 168 lb down and 163 1Is up at 19-0-12, 10816 down and 163 lb up at 21-0-12, 16816 down and 1631b up at 22-6-0, 168 Its down and 163111 up at 23-11-4, 168 lb down and 163 to up at 25-11-4, 168 Its down and 163111 up at 27-11-4, 168 111 down and 163111 up at 29-11-4, 168 111 down and 163 111 up at 31-11-4, 16B Its dawn and 163 Its up at 33-11-4, and 168 1Is down and 163 III up at 35-11-4, and 108 to down and 163111 up at 38-0-0 on top chord, and 761 to down and 440 Ih up at 7-0-0, 333 lb down and 197111 up at 9.0-12, 333 Its down and 1971b up at 11-0-12, 140 lb dawn and 64 Its up at 12-1012, 66 Ib down and 109 Its up at 17-0-12, 66 to down and 109 Its up at 19-0-12, 66 lb down and 109 Its up at 21-0.12, 66 Ib down and 109 Ib up at 22-6-0. 66 Ib down and 109 Its up at 23-11-4, 66 It, down and 109 Its up at 25-11.4, 66 Ib down and 1091b up at 27-11.4, 66 to down and 109 It, up at 29-11-4. 66 Its down and 109 Its up at 31-114, 66 Its down and 109 Its up at 33-11-4, and 66 Is down and 109 Is up at 35-11-4, and 454 Ib down and 347 Ib up at 37-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increas sel25 Uniform Loads (pin Vert: 1-4=-70, 4-11=-70, 11-13=-70, 24-27=-20, 3-22=-20, 21-30=-20 Concentrated Loads (Ib) Vert: 4=62(B)7=113(B) 11=-113(B)22=-1 HIS)5=-53(B) 18=-40(B) 23=-761(B) 6=-113(B) 14=-454(B)33=62(B)34=62(B)35=-113(B)36=-113(B)37=-11SIB) 38=113(B) 39=113(B) 40=-113(B) 41=113(B) 42=113(B) 43=-113(B) 44=-113(B) 45=-324(8) 46=-324(B) 47=40(B) 48=40(B) 49=40(B) 50=40(B) 51--40(8) 52=-40(8) 53=40(B) 54=40(B) 55=40(B) 56=-40(B) WARNING. Verity design paramaleas and READ NOTES ON This AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. OV18P2015 BEFORE USE. aaaaaa Design vend for use only with MRek connectors. This design is based only upon parameters shown, and is for an Individual building component. la Applicability of deslgn parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the We[( erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control.storage.delivery, erection and bracing, consult ANSI1TFI l duality Criteria, DSB.89 and SCSI Bending Component 69M Perk. East Blva. Safety Information available from Tress Plate institute,781 N. Lee Steel, Suite 312, Alexandria, VA 22314. Tempe, FL 33610 Job Truss Truss Type Cry Pty 2B88 GHO Lot 47 Spec, 17022938 28MB A10 Roof Speclal 1 1 a Bona East CoastTmss, Fed Pierce, FL U946 7.530s Jul 112014 M1ek lndusUles, Inc. Mon Apr 2710:19:362015 Page ID6zllmLfNk_el6cOuhJmH5aNViC-B39wRCa6%nA2suk2TRIBnBPHELOsMitcVECuzMZE5 2-0.01 60.122 13448 Sb4 l 410.0 7-D0.O0 4 10.241 3-08I-2-0. 4 15.1 2-11 0 , t Scale: 118•=1' Eato 12 2x4 - 2 3 3 27 28 25 24 4x8 = 48 = 3x4 II 8x8 = 7x8 = Sx5 = SAE = 5x5 = 3x8 = 44 = 3x8 = 3x4 II 3xB = 44 = 2x4 = 13 LOADING(pso TCLL 20.0 TCDL 16.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201 OfTP12007 CSI. TC 0.69 BC 0.71 WB 0.94 (Matrix-S) DEFL. In (too) I/de0 L/d Vert(LL) 0.38 20 >999 240 Vert(TL) -0.90 22-23 >597 180 Horz(TL) 0.39 13 n/a n/a PLATES GRIP MT20 2441190 Weight: 306111 FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied. BOT CHORD 2x4 SP 285OF 1.8E *Except* BOT CHORD RI91d calling directly applied. Except: 5-25,10-16: 2x4 SP No,3 10-0-0 oc bracing: 2345, 16-18 WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 5-22. 7-20, 9-20. 6-22. 7-22 23-27,15-18: 2x4 SP No.2 MrFek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation qmlde, REACTIONS. fletsize) 2=2192/0-8-0, 13=219310-8-0 Max Hom 2=482(LC 7) Max Uplift2=794(LC 8), 13=-790(LC 8) Max Grew 2=2242(LC 13), 13=2213(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3781/1199, 3-4=-4032/1236, 4-5=-4016/1288, 5-6=-2856/1063, 6-7=2718/1073, 7-8=268111053, 8-9=-3052/1127, 9-10=-375211271, 10.11c4831/1537, 11-12=-4918/1521, 12-13=-3816/1211 BOT CHORD 2-27=842/3598, 5-23=-210/1090, 23.36=746/3806, 22-36=-7473803, 22-37=470/2842, 37-38=-470/2842,21-38=-470/2842,20-21=470/2842, 19-20=706/3294, 111111111111j 71. WEBS 3-279-71834/4323-2=-8243568,3-230/288,6-22=1572/515, 7-20=-325/158, \//I�PS•,�,;�'q4111�j� ��p 6y,T;� 6-22=30/2016, 7-22=1215M49, 9511048, -79- 232/86310-11918-88913364, 181454/470 7, 12-75=1150/366, ••;G E N 3F \' •'!j-� - b 0 NOTES- this design. v'b = *:' � 1) Unbalanced real live loads have been considered for 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops(; BCDL=3.Ops/; lil B=45ft; L=45ft; eave=6ft; Cat. II; _� Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed and vertical left and right exposed; Lumber DOL=1.60 : �" ;T[C - plate grip DOL=1.60 - 3) Provide adequate drelnageto prevent water pond Ing. �. ATE :: �41/z. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed fora 10,0 bottom chord live load nonconcument with any other five loads. i T'. T Q` • �l �� ej •'•: O p psf • been designed for live load 20.Opsf the bottom In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will (� R •'•• �� aj s U' 6) This truss has a of on chord `� "'qS fit between the bottom chord and any other members, with BCDL c 10.Ops(. 11 NAIL, E% 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 794It, uplift at joint 2 and 7901le uplift at joint 13. 8) This truss design requires that a minimum of 7116'sWctural wood sheathing be applied directly to the tap chord and W gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 April 27,2015 AWARNI NO. Varly d4aign Parameter and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIW473 rev, OV I SR015 BEFORE USE. Design valid for use only with Mnek connectors. This design Is based any upon Parameters shown. and Is for an Individual building component. A pplicabillty of design Parameter and proper Incorporation of component is responsibnity of building designer- not truss designer. Bracing shown Is for lateral suppod of IndMdual web members only. Addlllonal temporary bracing to Insure stability during conshucllon N the responsibility of the Milok' erector. Additional permanent bracing of the overall structure is the responsibility of the buildingdesigner. For general guldanceregarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSIpPII Quality Criteria,DSO.89 and BCSI Bullding Component 69M Parka East Blvd. Safety Information avolloble from Truss Plate Institute,781 N. Lee Street. Suite 312, Alexandda, VA 22314, Tampa, FL 33610 n, 10 Job Truss Truss Type Ory Ply, 2866 GHO Lot47 spec noa2s37 28WB All Roolapedal 1 1 Job Reference (national) East CO2A Trues, Fed Pleme, FL N946 Lw\neal 5,5 = 7.530 a Ja 112014 MITek 5 9.0 5. 4 5.10-12 2x4 = 13 25 -- 24 -' axe - 4x8 = 18 TO 14 4x8 44 = 44 3.4 2x4 11 3.8 = 3x4 II 54 64 = 7x8 = scale: iM-=1' a Tel¢ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) War List PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert( 1) 0.41 20 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.95 21-22 >567 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Hom(TL) 0.44 12 n/e No BCDL 10.0 Code FBC2010rTPI2007 (Matrix-S) Weight: 2961b FT=O% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOTCHORD 2x4 SP No.2'Excepl' BOTCHORD Rigid ceiling directly applied. Except: 5-24,9-15: 2x4 SP No.3, 19-22: 2x4 SP No.1, 17-19: 2x4 SP 285OF 1.8E 10-0-0 cc bracing: 22-24, 15-17 WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 9-18. 6-21, 5-21, 7-21 22-26,14-17: 2x4 SP No.2 MITek recommends that Stabilizers and required crass bracing OTHERS 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=219210-8-0, 12=2193/0-8-0 Max Harz 2=482(LC 7) Max Upl'dt2=-793(LC 8), 12=-790(LC 8) Max Grav 2=2207(LC 13), 12=2193(LC 1) FORCES, (Ib)- Max. Comp./Max. Ten. -Ail forces 250 (to) or less except when shown. TOP CHORD 2-3=-3754/1200,3-4=-3940/1237,4-5=-3923/1288, 5-6=-2857/1063, 6-7=-2773/1073, 7-8=2967/1113,8-9=-3408/1167,9-10=-4819/1542, 10-11=4938/1522, 11-12=-3817/1208 BOTCHORD 2-26=-842/3533, 5.22=-210/1083, 22-35=-747/3724, 21-35=-748/3722, 20-21=60513064, 19-20=-604/3064, 18.19=-604/3064,17-18=-1098/4428, 9-17=-234/1067, \\1\I111 fill, 12-14=-88113317 \\\\ S A WEBS 3-26=-76DI243,22-26=-828/3517,3-22=01269. 7.18=418/105,8-18=306/1078, 9-18=-1753/602, 14.17--871/3372, 11-17=-202/1113, 11-14=1141/356, 6-21=73112044. �� C E N S 5-21=-1574/516, 7-21=1302/496 `��`r: • V\ E NOTES- 3938C 1) Unbalanced roof live loads have been onsidered forthis design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd-124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=15ft, B=45ft, L-45ft, eave=6ft, Cal. II, = - Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60-- y� ` plate grip DOL=1.60 '- ATE : 3) Provide adequate drainage to prevent water ponding. �. 441�,� 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 bottom chord live load nonconcunent with any other live loads. ♦ T'..P P ; • _ ,� �i� •'. (1 O,.• \ pelt This truss has been designed for live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willfit R �� j� ss . • • 6)' a of ��\\� en the bottom chord and nothers) emechanical ��n,;� N A„ \\\\ 7) Provide connection (by of truss to bearing plate capable of withstanding 793 lb uplift at joint 2 and 7901b uplift at joint 12. 8) This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the tap chord and %' gypsum sheetrock be applied directly to the bottom chord. FL Bert. 6634 April 27,2015 A WARNING •VerRy design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERANCEPAGE 0I.7473 ray. 0&14r2OISBEFORE USE. *''f Design valid far use only With Mgek connectors. This design is based only upon parameters shown. and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility, of building designer- not ruse deslgnec Bracing shown +I1�•1� Is for lateral support of Individual web members only. Additional temporary bracing to Insure Dablllty during conduction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding IVIiTek' fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criti 1411-89 and BCSI Building Campireml 6904 Parke End Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Sint. 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 2866 Cho Let 47$Pee, T702293e 28666 Al2 Roof Speclel 1 7 Job Reference footionaft East Coast Truss, Fort Pierce, FL. 34946 2x4 = 40.12 6L4 6-5-0 6-00 340 ' 48-14 4.145 - 5413 5x5 = boo 12 a 10:19.39 2015 an Asa = am — 18 m sa 4x6 = 44 = 44 3x4 11 2x4 II 3x4 II 3x8 = 6x8 = 7x3 = 0 -10-46 - 6612 aa.4 vo- 5-5.0 6- o M. 4&1d O 35 5413 2,4 = 12 1 13 Scale: 1/8-=1' Plate Offsets (X Y)- 17'0-5-4 0.2.81 18'0.2-8 0-2-41 114.43-8 0-1-81 117:0-6-8 0-5-41 122,0-5-8 0-4-121 125 0-3-0 0.0.41 [269-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well I -Id PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.42 19-21 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 SC 0.94 Vert(TL) -0.96 19-21 >561 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.76 Holz(TL) 0.44 12 n/a Pigs BCDL 10.0 Code FBC2010ITP12007 (Matrix-S) Weight: 288 to FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP 285OF 1.8E'Except' BOT CHORD Rigid calling directly applied. Except: 2-25,23-25: 2x4 SP No.2, 61 2x4 SP No.3 10-0.0 oc bracing: 22-24, 15-17 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-21, 6-21, 7-21, 9-18 22-26,14-17: 2x4 SP No.2 MITek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabllizar Instailatlon ultle REACTIONS. (lb/size) 2=2190/0-8-0, 12=219510-8-0 =45ft' Max Hoe 2=-482(LC 6) Max Uplift2=793(LC 8), 12=.790(LC 8) Max Grav 2=2233(LC 13). 12=2215(LC 14) FORCES. (to) - Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3764/1200, 3-4=-4009/1236, 4.5=-3992/1288, 5-6=-2856/1064, 6-7=-2832/1061, 7-35=-3242/1171,8-35=-3242/1171,8-9=3691/1239, 9-10=-5161/1628, 10-11=6254/1624, 11-12=.3798/1201 BOT CHORD 2-26=-8433582, 5-22=-211/1084, 22-36=745/3785, 21-36=-7463783, 21-37=76013470. 20-37=-760/3470,19-20=-760/3470,18-19=-760/3472,17-18=-1194/4728, 1/1111111 84,1 WEBS 2848488318=-392M2 . 7.21=-1675/5 8. 72690// 5,9-18= 13801/5 0, 14-176/884 3387, NIS, 0PS -"\ C N ; - 11-17=-301/1434, 11-14=.1339/408 "X NOTES- d-0 9 1) Unbalanced roof live loads have been Considered for this design. - - - - - - 5 ' =6ft' Cat 11' 2) Wind. ASCE 7-10; Vu"60mph (3-second gust) Vasd=124mph, TCDL=9.Ops1, BCDL-3.Opsf, h-15ft, B-4 ft, L- , eave- a. _ Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 ' ATE :• w 3) Provide adequate drainage to prevent water pending. 4) The solid section of the plate is required to be placed over the splice line at Joints) 20. 0,0•. 5) Plate(s) at)oint(s) 4, 6, 7, 8, 10, 2, 25, 24, 5, 9,15.12, 3, 26, 22, 21, 19, 18,14, 17, 11,1 and 13 checked fora plus or minus 0 degree 0,� �s • 0 R ;,� rotation about its Center. 7) This tru)sslhas bean designed for a 10.0 psff b20 checked for a plus or lottom chnus 4 ord Iry ree rotation n nconcu ent with any other live loads. ,,'��1/110 N A; e�� ` 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL - 10.Ops1. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7931b uplift at joint 2 and 7901b uplift at FL Cert. 6634 Joint 12. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and Ya• gypsum April 27,2015 sheetrock be applied directly to the bottom chord. ®WARNINO.V"I design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE MNI473 rev. ONIBR015 BEFORE USE. ■■■■ Design valid for use any with Wok connector. ihb design is based any upon parameters shownu and is for an lnagAdaai bullding component. Applicability of design parameters and proper Incarceration of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of individual web members only, Additional temporary bracing to Insure stability aging constructlon is the responsibility of the pp erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing consult ANSIITFII Quality Criteria,DSB-89 and BCSI Building Component INBiTek' 69U Parka East BNtl. Safetyfnlmmatlon available fromrruss Plate Institute, 7BIN. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33810 Job Truss Truss Type Qty Ply 2866 GH0 Lot 4T Spec. 022930 28686 Al2 Roof Spacial 1 1 east a East Coast Truss, Fad Pierce, FL. 34946 7,5303 Jul 112014 Walk Industries. Ins. Mon Apr 2710:19:392015 Page RUH mLrNk el 6oOuhJmH5aNViC-ber34EekPS9lvJdJIb771QpwPkhUdGp8ZajJoDzMZE2 ®WARNING-Ved]y dealgn Parent and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MV-7472 rev. OV104015 BEFORE USE. Design valid for use only Wth M Tok connectors. This design 6 based only upon parameters shown, end Is for an Individual bullding component. Applicabllity of design parameters and proper Incorporation of component is responsibility of building designer- not two designer. Bracing shown Sal• Is for lateral support of Individual wab members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the IL I�®1.• erector. Additional permanent bracing of the overall structure is the responsibility of the bullfing dosignar. For general guidance regarding M Il fabrication, quality control. storage,delivery, erection and bracing. consult ANSUTP11 Ouality CrItedo,DSB-89 and SCSI Building Component 6904 Parka East 31W. Safety lntaranation available from Truss Plate lmfitufe.781 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 2866GH0Lot47Spec. T7022939 28666 A13 Raaf Spaclal 1 1 Job Referei (gpliginall East Coast Truss, Pon Pierce, FL. Mass 7.5303 Jul 1120141 lndustai Inc. Mon Apr arlurizOm Pages ID:6zI1 mLrNk_el6o0uhJmH52NViC-Y1 ypVW ILx3PT9dmhrOlTgmDNkM759P RGGCQt5zMZEO - ua z-Do e-o-tz aa� o-ao 6-4-o sea &12 sate s-toe zoo Scare: l/Brii:1' 6x8 = 7 446 i 5 34 i 34 34 so 2.4 = 2 4 d 23 22 b 28 27 26 25 3x8 = 3x8 = 44 = 4,16 3.4 II 64 = 6.8 = 5x5 = 6.00 12 6 Sx6 vi =` — axe — 17 16 3.4 11 54 4x8 = 2x4 = 349.12 60.11 147A t6T-0 iB-l-0 Y3-0d R9J1-0 32-0 3&l aa110 a56a r 60-12 �41d 39-0 I }4o eiL I 3-0-0 -0.12 4b1< S1aB 140 Plate Offsets (x Y)— B 0-6-0 0-2-et 170-2-8 0-2-41r9 0-6-0 0-2-81 It 60-6-e 0-5-o r24 0-5-12 0-4-8t 127 0-3-0 0-o-41 LOADING last) SPACING- 2-0-0 CSI. DEFL. in (laic) UdeO L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.79 Vert(LL) 0.40 20-22 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 1.00 Vart(TL) -0.95 20-22 >566 180 BOLL 0.0 ' Rep Stress Ina YES WE 0.76 Horz(TL) 0.42 13 n/a me BCDL 10.0 Code FBC201 QTP12007 (Matrix-S) Weight: 3061b FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 6-26.10-16: 2x4 SP No.3, 21-24.18-21: 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 *Except* 24-28,15-18: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 cc bracing: 24-26, 16-18 WEBS 1Row at midpl 6-23.6-22.8-22 MTek recommends that Stabilizers and required Gross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. (lb/size) 2=219210-8-0.13=219310-8-0 Max Hom 2=448(LC 7) Max Uplift2=-794(LC 8), 13=-790(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2.3=-375B/1203,3-4=-3922/1236,4-5=-3903/1287,5-6=-3025/1115, 6.7=-2704/1067, 7-8=-3101/1117,8-9=-3947/1364, 9-10=-3990/1340, 10-11--4844/1542, 11-12=-4932/1526, 12-13=-3828/1216 BOT CHORD 2-28--845/3380, 5.24=-2221975, 23-24=-740/3491, 22-23=-438/2639, 21-22=-938/3966, 20-21=-938/3966, 19-20=-795/3542, 18-19=-1067/4371, 10-18=-286/1161, WEBS 6-22=-155/367,7 228-294/970.82 2=3328, 41660/617, 8 20' 660/293 9 20= 282/844, \\\\\�PS . .A4F�'�,� 9-19=261/885, 10-19=1338/435, 15-18=896/3360. 12-18=-183/1081, 12-15=1148/366O,.•�G E N g • Bq �� 11OTES- ) Unbalanced roof live loads have been considered for this design. : 80-�^ 2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vesd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical leftand dght exposed; Lumber DOL=1.60= _ plate grip DOL=1.60 3) Provide adequate drainage to prevent water painting. 4) The solid section of the plate Is required to be placed over the splice line at joint(s) 21. w, • -" AT E 5) Plate(s) at Jolnt(s) 4, 6, 7, 8, 9, 11, 2, 27, 26, 5, 10, 16, 13, 3, 28, 24. 23, 22, 20, 19, 16, 18, 12, 1 and 14 checked for a plus or minus 0 0,�',• xP P �4c/>`, degree rotation about its center. �� s • O R 1 �. • G.�`\\ 6) Plate(s) et Joints) 21 checked fora plus or minus 3 degree rotation about Its center. • • \ istruss has been designed fare hiss tli0l truss has been designed for alive load of .111 onthe bottom ve load hi chord In all areas wherth any el a ive loads. 8) *This rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 7941b uplift at Joint 2 and 790111 uplift at ,Dint 13. 1 FL Cert. 6634 10) This truss design requires that a minimum of 7116• structural wood sheathing be applied directly to the top chord and M• gypsum sheetrock be applied directly to the bottom chord. April 27,2015 ®WARNING • Verity design Parameters and READ NOTES ON Trar ANDINCLUDED MITEKREFEMNCEPAGENI-147.3 rev. OVIII2015 BEFORE USE, Design valid for use artily with Wrek connectors. This design Is based any upon parameters shown, and Is for an Individual building component. Applicablnty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral svppon of holvdval web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general 9v1dance regarding fabiicollon. quality control, storage,delivery. erection and bmcing. consult ANSI/TPII Quality CitedO,DSB-6/ and SCSI Building Component 69N Parka East BNd. Safety Information available From Truss Plate Institute,781 N. Lee Street. Suite 312, Alexandria, VA 22314, Tampa, FL 33010 Job Truss Truss Type City Ply 2866 GHO Lot 47 Spec. T]022860 26665 A14 Roof Bpedel 1 1 Job ce o do East coon Tmss, ran rlarce, rL. a4s4u ID:6zll mLrNk el 6oOuhJmHSmNViC-OD WBiGhciNXKmnLuOlYiN2RNEeicgcGbFYyzPXzMZE7 200 8111 ii&13 174-0 340-0 39.2.12 45.0-0 2.0.0� 6 -111 6]-3 5-7-3 I 7-40 8-40 240-0 31-00 1 3-0-0 5.2.12 5-9-4 I2-6 Scale=1:93.2 m 20 5x5 = See M18SHS = 6.00 F12 c., ... .. ._ .. 4x6 = 44 SIB = 54 WS = 3x8 = 3xB = 2x4 11 3.8 = 2.4 11 = 44 = 4,6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (Joe) /deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Ved(LL) 0.34 17-18 "99 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.97 Ven(TL) -0.8320-22 >647 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Inter YES WB 0.72 Hoa(TL) 0.29 12 PIG n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 2711b FT=O LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-20, 7-20, 8-18 OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installationutl REACTIONS. (Ib/size) 2=217010-8.0, 12=2170/0-8-0 Max Hoa 2=406(LC 7) Max Uplift2=-798(LC 8), 12=-799(LC 8) Max Grav 2=2234(LC 13), 12=2196(LC 14) FORCES. (Its) -Max. CompdMax. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3913/1279, 3-4=-3653/123D, 4-5=-3581/1255, 5-6=-2826/1094, 6-7-249311035. 7-8=-2945/1123,8-31=-3015/1126,9-31=-3015/1126, 9-10=-3320/1194, 10-11=-3399/1166, 11.12=-3841/1255 BOT CHORD 2-22=-946/3688, 22-32=-728/3189, 21-32=-728/3189, 21-33=428/3189, 20-33=-728/3189, 20-34=-525/2619, 19-34=-525/2619, 18A9=-525/2619, 17-18=-898/3447, 16-17=-897/3449,15-16=-89713449,14-15=-931/3340,12-14--931/3340 Illllllllli 0/355, WEBS 7-18=-2841102958-18 —1231/498, 8-15 1110121332. 9.15 -3 551202, 11--15=508/223 ,,��P . • A. .`� 0 '2ENc NOTES- : A� V� ` 1) Unbalanced roof live loads have been considered forthis design. SO 83! 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf; h=15ft; B=45ft; L=45ft; eave=611; Cat. 1; = Exp C; Encl., GCpi=0,18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 I t IIIDOL=1 60 pae9 p 3) Provide adequate drainage to prevent water ponding. — _ '� LZ Z 4) All plates are MT20 plates unless otherwise indicated. ATE 'J: W 5) The solid section of the plate Is required to be placed overthe splice line at joinl(s)16. ;.'O , (U 6) Plate(s) at joint(s) 4, 6, 7, 8, 9, 10, 2, 21, 22. 3, 5, 20. 18, 17. 15, 11, 14, 1, 13, 12 and 19 checked for a plus or minus 0 degree rotation �� T A, �e about its center. 7) Plate(s) at jolnt(s) 16 checked for a plus Or minus 4 degree rotation about its center. loads. �. �� '1j s ......... c_` �� `\�� 5 ve hs truss has been desgned for a 1.0 Pat bottom chord ve load monconcurrent wih any otherlit TTihis 3-6-0 tall by 2-0-0 wide will N A� ; truss has been deisigned for a IOI a lad of 20: psf oo the bottom chord In all arleas where a8) rectangle 9) it fit between the bottom chard and any other members, with BCDL=10.0psf. 10) Provide mechanical connection (by others) of Tmss to bearing plate capable of withstanding 798 to uplift at joint 2 and 7991b uplift at joint 12. 11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and %" gypsum FL Cert. 6634 sheetrock be applied directly to the bottom chord. April 27,2015 pp WARNING-VeNly tleslgn paramelan and READ NOTESONTHIS AND INCLUDED MITER REFERANCE PAGE MII.74T3 rev, 0VIMOf5 BEFORE USE. ■■■R I Design valid for use any with Mnek connectors. This design B based only upon parameters shown and is for an lndivldual building component. p1• Applicability of design parameters and proper lncorponsi on of component is responslbiity of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary boding to Insure stability during coitrucilon is the responsibilllly, of the Il WOW WOW erector. Additional permanent bracing of the overall structure is the respaneibiity of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 69N Parke Fast Blvd. Safety Information available from Truss Plate Institute. ]BI N. Lee Street. Suse 312, Alexandria, VA 22314. Tempe, FL 33510 Job Tru55 Truss Type Oty Ply 2866GHOLa14] Spec. no22eat 26MB A15 Raaf9padal 1 f ReferenceJob na East Coasf Train. Fort Pil FL. 34946 2,4 5-B-0 e-a-o . 3.0.e 4-2.12 as4 6.00 12 Sx8 = 2x4 5xB = 5 29 6 7 4xe = 2x4 4x6 = Side = Side = 46 = &S = 5x5 = 3xe = 44 ] 11d l 1540 21.0.0 266-0 l 3uJ-0 3841-0 450.0 l ]-11< 7h12 Sbe S0.0 64-0 12 9-0.0 Scale=1:92.7 2x4 = 12 Plate Offsets(7CY)- f5�0.6-00.2-8117:0-6-00-2-8118,0.5-40-2-8119�0-2-80-2-41114'0-2-00-3-41 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Vde0 Lrd PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.88 Ven(LL) 0.33 15 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.75 Ven(TL) -0.76 14.15 >713 180 BOLL 0.0 ' Rep Stress Ina YES WE 0.68 Hcrz(TL) 0.26 11 n/a We BCDL 10.0 Code FBC2010rTP12007 (Matrix-S) Weight: 2691to FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-18, 8.15 MITek recommends that Stabilizers and required gross bracing be Installed during truss erection, in accordance with Stabilizer Installationud REACTIONS. (Ib/size) 2=2171/0-8-0, 11=21681l Max Harz 2=364(LC 7) Max Upllft2=-801(LC 8), 11=-796(LC 8) Max Grav 2=2197(LC 13), 11=2183(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3759/1238,3-4=-3044/1052,4-5=-3021/1112,5-29=-2894/1153, 6-29=-2894/1153, 6-7=-2894/1153,7-8=-3224/1187,8-9=-3155/1146,9-10=-3531/1219, 10-11=-3825/1304 BOT CHORD 2-20=-884/3485, 19-20=.884/3485, 18-19=-B84/3485, 18.30=.566/2758, 17-30=.56612758, 16-17=-63412817, 15.16=-634/2817,14-15=-1056/3826, 13.14=-1056/3826, 11-13=-987/3341 WEBS 3-20=0/292,3.18=-837/363,5-18=-134/601, 5.17=.153/610, 6.17=-409/186, `,1t111 III/II 10-13-32612057-15=-263/946, 8-15=1305/522, 8-13=-1270/447, 9-13=422r1303, q<' n PS , ♦♦,,O- eA,' E N ♦ ` C i '�,\ SF''•9�i'�r NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15fF B=45R; L=4511; eave=6111; Cat. ll; �`Z'; ♦ �` �t `O 3938- Exp C; Encl., GCpl=0.18; MWFRS (directional): cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 _- plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) The solid section of the plate is required to be placed over the splice line at Jolnt(s)19, 14. ATE 5) Plate(s) at Jolnt(s) 4, 5, 7, 8, 9, 12, 2, 3, 20, 18, 17, 6,15,13, 10, 1, 11 and 16 checked for a plus or minus 0 degree rotation about Its center. 6) Plate(s) at joint(s) 19 checked for a plus or minus 4 degree rotation about its center. i,Q�'. /.` P:'�`-• ♦♦ ��'• < 0 R p ••' �?\ 7) Plate(s) at Joinl(s) 14 checked for a plus or minus 3 degree rotation about its center. ��♦ , �/� rS�Q 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads, L �� 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will if f Ij1„T. fit between the bottom chord and any other members, with BCDL=10.0pst. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 801 Ib uplift at Joint 2 and 796 lb uplift at ;Dint 11. 1 FL Cert. 6634 11) This truss design requires that a minimum of 7/16'sWaural wood sheathing be applied directly to the top chord and W gypsum sheelrock be applied directly to the bottom chord. April 27,2015 ®WARNING- Verify Eeaignpanmen rend REAO NOTES ON THIS ANDINCLDDED MITEKREFERANCEPAGEM1UI-T4rJ n, OVIMO15 BEFORE USE. �■y Design valid for use any Win Mnek connectors. This design is based only upon parameter shl and is loran lndlvldual building component. Appllcoblllty of design parameters and propermcarporaSCn of component 4 responsibility of bullding designer. not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the WOWerector. Addltlonal permanent bracing of the overall structure Is the responsiblllty, of the building designer. For general guidance regarding fabrication, quality control,storage,delivery, erection and bracing, consult AN51/IPII Quality Calera,DSB-By and SCSI tonsure Component 69N Parke East Blvd. Safetylnfosmallon available from muss Plate lndltute.7BIN. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply 2866 GHG Lot 47 Spec. 7022942 28666 A16G Roof Special Girder 1 Z J b R f ( y 11 2x4— 2 0.11-4 8-a12 5-0.15 5-0-3 5.1.15 2- 4 2-&12 4-0-0 - 3-0-0 4-0 6.00 F12 axe = 3x6 11 Bx8 =4x8 = Bx8 = gx8 36 i 5 35 6 7 a 936 7x8 = 10 ' 4xd 11 Sxg M18SHS = 34 i 4 `N A A 11 3 38 37 14 Scale=1'E4.2 15 2x4 = 16 1 28 27 26 25 24 23 36 39 22 40 21 20191 42 18 17 Sea = 3.8 II 6x6 = Axe = 4x6 = HUS26 7x8 = 4.6 = 6.6 = 44 = 34 II 5xe = 4x8 = 7x8 = NAILED 6x8 M16SHS = NAILED U24 HUS2&2 e 114 13-a3 { 1&s-1s 1_2 e 1 2&e-o 1 36-&o I�-1 1VO 9-na d-M1O Plate Offsets (% Y) 12 0 4 0 0-1 151 IS 0 4 0 D-1 151 f9'0-4-0 0.1 151 110'0 3 1 0 2 41 112'0-5-8 0-5-81 113.0-6-0 0-2-81 115'0-4-0 0.1-151 122'0-3-0 0-5-41 LOADING (fast) SPACING- 2-0-0 CSI. DEFL. In (loc) Weil LId PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.53 19-21 -999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.52 Ven(TL) -0.8019-21 >677 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina NO WB 0.95 Hom(TL) 0.16 15 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight: 7601b FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP 265OF 1.8E *Except* TOP CHORD 5-7,7-9: 2x8 SP DES BOT CHORD 2x8 SP DSS BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 11-19,13-19: 2x4 SP 285OF 1.8E OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=3561/0-B-0, 15=4904/0-8-0 Max Holz 2=-305(LC 6) .Max Uplift2=-1740(LC 8), 15=-2862(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (I e) or less except when shown. TOP CHORD 2-3=-7223/3453, 3-4=-6552/3293, 4-5=-6446/3339, 5-35=-7405/3979, 6-35=-7408/3977, 6-7=-7402/3973, 7-8=-7402/3973,B-36=-8740/4819,9-36=-8732/4820, 9-10=-9849/5676, 10-11=-1744/1030, 12-19=-3510/1874, 11-12=-1001/584, 12-37=13743/8190, 13-37=-13729/8186, 13-14=-10375/6150,14-15=-10203/5881 BOT CHORD 2-28=-2975/6472, 27-28=-2975/6472, 26-27=-2975/6472, 25-26=-2693/5752, 24-25=-4473/8734,23-24=4473/8734,23-38=-4715/8720, 38-39=-4715/8720, 22-39=-4715/8720,22-40=-5259/9416,21-40=-5259/9416; 21-41=-7768/13479, 20-41 =-7768/13479,19-20=-7768/13479,19-42=-5294/9310, 18-42=-5294/9310, 17-18=-509519089, 15.17=-5095/9089 WEBS 3-28=0/306, 3-26=-837/338, 5-25=-1518/2772, 6-25=545/268, 8-25=2256/1403, 8-23=-1256/1463, 9-23=-769/1039, 10-12=-10200/5934, 12-21=-6293/3886, 13-19=-3382/5695, 13-18=-750/1299, 14-17=-352/305, 14-18=-423/348, 10-21=-2738/4272,1D-22=-1642/1176,5-26=-181/512, 9-22=-2774/4404 Structural wood sheathing directly applied or 4-D-10 Go puffins, except and verticals. Rigid ceiling directly applied or 7-7-1 oc bracing. 1 Row at midfal 10-12 En .•�plS. ey2., Fv"o 39380�. NOTES- AO • ,' . •rCL 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: ~:`" •• � Top chords connected as follows: 2x4 -1 row at 0-7-0 cc, 2x8 - 2 rows staggered at 0.9-0 Ga. i -: ATE •, Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 cc. % Webs connected as follows: 2x4-1 row at 0-9-0 Go. .( pRkp P•••\�`� 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply �� s • •, • &%% connections have roof been provided to loads have been tribute my for noted as (F) or (B), unless otherwise Indicated. e•��IFS 11O N Af ' 3),\ 4) Wind; ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=1511; B=45ft; L=4511; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 FL Cert. 6634 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. April 27,2015 7) Plates checked for a plus or minus 0 degree rotation about Its center. ®WARNING.Verify dear,pahanaers and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE MIIJ473"I O7/1O fd BEFORE USE. ■( Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building de signer- not truss designer. Bracing shown`• Is for lateral support of individual web members only, Additional temporary bracing to Insure stability during construction is the responsiblllity of the LVI Il M(Tek' erector. Additional permanent bracing of the overall structure is the responslbllity of the buildng designer. For general guidance regarding kiald.tlon, qualify control, storage, delivery, erectlon and bracing, consult ANSUPPII Quality Cruel] , GSB-81 and BCSI Building Component 69N Perks Eest Blvd. Safety lnlmmotan available from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria, VA 22314. Temp., FL 33610 Job Truss Truss Type Dry Ply sides CHO Lot 47 Spec. T]022842 28666 A18G Roof Special Girder 1 n L Job Reference lool'onell East Coast Truss. Fart Pierce, FL. 34946 7,530 a JUI112014MReklndustdee,tnc. Mon Apr2710:19:482016 Paget ID:6zlImLMk ei6oOuh1mHSmWiC-rNtSZJINHDITUlp21 f6dJhUkZsCEH8TdUPHcezMZDv NOTES- 9) - This truss has been designed for a live load of 20.Ops1 on the bottom chord In all areas where a rectangle 3.6-0tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1740 IS uplift at joinl2 and 2862 Is uplift at joint 15. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 12) Use Simpson Strong -Tie HUS26 (14-iOd Girder, 6.1 Od Truss, Single Ply Girder) or equivalent at 26-3.12 from the left end to connect truss(es) to front face of bottom chord. 13) Use Simpson Strong -Tie U24 (4-10d Girder, 2-10dxl 1/2 Truss, Single Ply Girder) or equivalent at 31-10-8 from the left end to Connect truss(es) to front face of bottom chord. 14) Use Simpson Strong -Tie HUS28-2 (6-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent at 33-9-10 from the left end to connect truss(es) to front fare of bottom chord, 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" Indicates 3-10d (0.148"x3") or3-12d (0.148"x3.25) toe-nalis. For more details refer to MITek's ST-TOENAIL Detall. 17) Hangar(s) or other Connection devices) shall be provided sufficient to support concentrated load(s) 168 Ib down and 163 IS up at 35-11-4, and 1681b down and 163 IS up at 38-01 on top chord, and 661b down and 1091b up at 35-114, and 454 to down and 347 to up at 37-114 on bottom chord. The design/selection of such Connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balancetl): Lumber Increase=1.25, Plate Increasezi Uniform Loads (pill Vert: 1-5=70, 5-9=70, 9-11=70, 12-13=70, 13-16=70, 2-15=-20 Concentrated Loads (Ib) Vert: 19=491(F) 13=-113(F) 18=-054(F) 37=-113(F) 38=-2121(F) 39=-278(F) 40=278(F) 41=-237(F) 42=-40(F) ®WARNING-Varlty dealpn pert rs.a. and READ NOTES ON TMS AND INCLUDED At REFERANCE PAGE 01-7V3 nv, OVINOfS BEFORE USE. Design valid for use on"th MRek connectors. This design 8 based only upon parameters shown and is for an lndiNduol building component. Applicoblliry of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer, Bracing shown Is for loterol support of lndivldual web members only. Additional temporary bracing to Insure stabllity during construction is the reasonability of the M enactor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage. delivery. erection and bracing. consult ANSI/rPll Quality Ceterlu,DSB-89 and BUI Buffered Component 1)TBk• 69M Parke Eaat all SPietylntormatlan available 8omimss Plate Institute.781N. Lee Street. Suite 312, AIexondl VA 22314. Tampa, FL 33810 Job Truss Truss Type Oty Ply 2866 GHO Lot 47 Spec. T]022943 28666 801 Halt Hlp i 1 Job Referencefgpi East Coast Truss, Fad Pleme, FL. 34946 .2.01-- -o-o �—I z 1x• 7.530 a Jul 112014 MITek Ieauslnas, Iol Mon. I DScI l ml-rNk el 6o0uhJmHSmNViC.rNtSzJINHDITUip21 fB 11-11-0 19.1.0 k 261 5-14 7-2.0 7.2.0 1x4 II 5x5 = 3x4 = 8.00 (,7 Scale=1'.50.0 4x4 = II 3x4 = "' — .'. axe = pa. LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING. 2-0-0 Plates Increase 1.25 Lumber Increase 1,25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.59 BC 0.84 WB 0.75 MalWeight: DEFL. in floc) I/deb Lid Ven(LL) -0.22 10.12 >999 240 VertfTL) .0.5210-12 >598 180 Horz(TL) 0.06 9 n/a n/a PLATES GRIP MT20 244/190 1481b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied. WEBS 2x4 SP No.3 WEBS 1 Raw at midpt 8-9, 5-10 OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer II 'o u REACTIONS. (lb/size) 9=1160/Mechanical, 2=1334/0-8-0 Max Horz 2=435(LC 7) Max Uplift9=-404(LC 5), 2=.518(LC 8) Max Grav 9=1218f-C 13). 2=1367(LC 13) FORCES. (lb). Max. Comp./Max. Ten. - All forces 250 (Ito) or less except when shown. TOP CHORD 2-3=2089/680, 34=1785/588, 4-5=-17051630, 5-17=10701485, 17-18=-1070/485, 6-18=.1070/485, 6-7=-1 0701485, 7.8=-1070/485, 8-9=-1104/412 BOT CHORD 2-12=-674/1926, 12-19=-525/1377, 11-19=.525/1377, 11-20=.525/1377, 10-20=-525/1377 WEBS 5-10=.318/108, 6.10=.560/306, 8-10=-467/1418, 3-12=-436/273, 5-12=.133/608 NOTES- 1) Al.=; Ii? on5 iIExp CEnc, GCpl0.18MWFRS (directional); left and right exposed end vertical left and right posed; Lumber DOL=160 1111111111111 NS A. q%4 e plate grip DOL=1.60 2) Provide adequate drainage to prevent water portioning.•\,�G �� E iJ `S�•'.9 �• 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,..---"'-"" v"0 39380 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.&0 tell by 2-0.0 wide will 8t between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections.• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4041b uplift at joint 9 and 5181b uplift at _ joint 2. �'0 •• ATE 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1W gypsum sheetrock be applied directly to the bottom chord. -1 T •.•A� O Q. •.; I ' 0 R (C` G, NAt- FL Cert. 6634 April 27,2015 ®WARNING- Verify design paramafen and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-T47G rev. 02/16,2015 BEFORE USE. �A*i Design valid for use only with Meek connectors. This design is based only upon parameters shown and is for an individual building component. .. q � Lai' Appllcabllity, of design Parameters and proper Incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of Individual veto members only, Additional temporary bracing to Insure stability during construction is the responsibility of the Welk'erector. Additional pennonent bracing of the overall structure is the responsibility of the building designee For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult AN5IFTPII Quality Criteria, D58-119 and SCSI Building Component 69N Parke East Blvd. Surely Information available from Tuss Plate Institute, IBI N. LeeStreet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply 2666 GHO Lot 47 Spec. Po22944 28666 B02 Rcaf Special 1 1 ee i _ East Coast TNss, Fort Pierce, FL. 34946 7.530 a Jul 112014 MRex Inductees, Inc. Nis Apr 211V: 1e:4e aa Pages ID'.6z11mLrNk el6oCuhJmH5aNVi"7RrAfm72XOK6sOEJhAL9XDCGzAlzoAcs78r8dzMZDu •2-Da &tOd 11-2.0 12.7-U 19-5.0 2 "o ' 2.6O No-0 I 5312 12." G10_0 8.12M ix4 44 = BOD 12 64x4 = Scale =1:50.9 AM = 3z4 = 1x4 II 3.8 ca 'F° 3yS = Bala II LOADING(psf) TCLL 20.0 TCDL 15.0 SCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.26 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.74 BC 0.67 WB 0.64 (Matrix-S) DEFL. Vert(LL) Vert(7L) Hom(TL) in (loc) Vde0 L/d -0.11 10-12 >999 240 -0.3610-12 >672 180 0,07 9 nla n/a PLATES GRIP MT20 2441190 Weight; 152111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied, WEBS 2x4 SP No.3 WEBS IRow at mldpl 6-10 OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing ,be Installed during truss erection, in accordance with Stabilizer Installatigaguldit REACTIONS. (lb/size) 9.1162/Mechanical, 2=1332/0-8-0 Max Harz 2=388(LC 7) Max Uptift9=384(LC 8), 2=-521(LC 8) FORCES. (lb) -Max. Camp/Max. Ten. -All farces 250 lb) or less except when shown. TOP CHORD 2-3=-2052/667, 34=1580/545, 4-5=1494/584, 5.6=-15061616, 6-18=1255/522, 18-19=-1255/522, 7-19=-1255/522, 7-8=-12551522, 8-9=-11021405 BOTCHORD 2-13=-594/1804, 12-13=-594/1804, 11.12=-52711537, 10-11=-527/1537 WEBS 3-12=538/251, 6-10=-371/128, 7-10=-542/292,8-10=-499/1520, 5-12=-399/1086, 6-12=739/331 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vu11=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.OpsY h=15ft; B=45h; L-26ft; eave=4ft; Cat. II;�\ 11111111f11ff, 0%% Cj A. DOL-1.60 e,9 0 Exp C; Encl„ GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber Q .;C E N S •, plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ``�� ` �`Z',• �,•�.•?j + ,,.1 •• ii `O 39380,E-�--'� 4)Plates checked for a plus or minus 0 degree rotation about Its center. = * �• 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrenl with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chard In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Referto girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 384lb uplift at joint 9 and 521 Itsuplift at O •q ATE joint 2. 9) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the lop chord and •/a• gypsum i�T••, �`� i� R \ • AjASS sheetrock be applied directly to the bottom chord. • • • ��`� AAA, N A� e,'-N 10 FL Cert. 6634 April 27,2015 ®WARNING -Vestry dal Parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE MII.7173 rev. OVIV1015 BEFORE USE. Design valid for use only wllh Wok connectors. This design N based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper lncoporation of component is responsibility, of bundling deslgner - not truss designer. Bracing shown Isforlatoreisuppcdolind]AdualwebmembersonN. Addltlonol temporary bmcing to Insure stability during constructors is the responsibility of the WOWerector, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guldance regarding fabrication, quality control. storage,delivery, erection and bracing. consult ANSVIPII Quality Cdferlo, Dli and BC5l Building Component 6904 Parka East BIW. Safety Information available from Truss Plate Institute,781 N. Lee Street. Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty Ply 2e66 GHO Lot 47 Spec. T7022945 2666E 803 Roof Special 1 1 _ .lob Reference (optional) Past Coast Truss, Fort Pierce, FL. 34946 7.630 a Jul 112014 MITek Industries, Inc. Mon Apr 27 10:19:60 2015 Page 1D:6zllmLrNk_el6oOuhJmH5aNV C-nl?DN7ndpgYBk?yQsPhaikmgwMYgiG4m5nuOg4zMZDt -2-0-0 I 5-10i I 11-z-0 I 138-0 I 19.11-e I z6-3-o 24'. 3104 5-312 2. 13 13B &3B 1w JIM = 6.00 12 Scale = 150.9 3x4 = 3x4 — 5x8 = 3x4 = 34 LOADING(psf) SPACING- 2-0-0 1 DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vertil 0.12 11-12 >999 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.27 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.60 Hoa(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-S) Weight: 150 lb FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, In accordance with Stabilizer [Installation oulde. REACTIONS. (Ib/size) 9=1161/Mechanical, 2=1333/0-8-0 Max Harz 2=372(LC 7) Max Uplift9=-384(LC 8), 2=-521(LC 8) FORCES. (lb) -Max. Camp./Max. Ten. -AIL farces 250 (Ib) or less except when shown. TOP CHORD 2-3=2D46/685, 3-4=-1847/665, 4-5=1759/704, 5-6=-20421819, 6-17=-17151659, 7-17=-1715/659, 7-8=-1317/534, 8-9=-11011404 BOT CHORD 2-12=-560/1786, 11-12=-421/1310, 10-11=451/1317 WEBS 3-12=-384/240, 5.12=-187/540, 5-11=-406/1093, 6.11=-1151/492, 7-11=-155/494, 7-10=-796/339, 8-10=-525/1580 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vesd=124mph; TCDL=9.Opsf; BCDL=3.0psf, h=15ft; B=45ft; L=26ft; save=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus Or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girders) for buss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 384lb uplift at Joint 9 and 521 lb uplift at Joint 2. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the tap chord and W gypsum sheetrock be applied directly to the bottom chord. FL Cer 6634 April 27,2015 ®WARNING- Ined', deN9npemmefem and READ MOTES ON MIS AND INCLUDED Al REF£RANCE PAGE Mll-7473 rev. OVII11015 BEFORE USE. Design valid for use only Wth MTek connector. This design 6 based only upon poromefen shown, and Is for an Individual building component. Applicobily, of design parameters and proper incorporation of component is responsallily of bu0dmg designer - not fuss designer. Bracing showy Is for lateral support of Individual nab member only. Additional temporary bracing to Insure stability during construction is the responslbllilty, of the WOWerector. Adallonot pe'monenl bracing of the overall stucture Is the responsibility of the building designer. For general guldens regarding fabdcation. quality control. storage. delivery. erection antl bracing. consult ANSIpPD Quality Crecrla, DS3.89 and BCSI BuIl ing Component 69N Parke East Blvd. Safely Informallon available from Tuss Plate Institute, 781 N. Lee Street, Suite 312. Alexondrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 2866 GHO Lot 41 Spec. T1022946 28666 804 Roof Spacial 1 1 I Job Reference a East Coesl Trues, Pon Pleme, FL. 34946 `Wml b312 4 o 4x4 = Sao 12 5.38 MITek lndusides. Inc. Mon Aor 2710:19:512015 scale=1:50.9 3x4 = an. — — — 3x8 = 44 = 2x4 II LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.15 11-13 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.27 Vert(TL)-0.4311-13 -728 180 BCLL 0.0 ' Rep Stress Incr YES WB 0,66 Hom(TL) 0.05 9 me n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 1431b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP 285OF 1.8E MITek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=1161/0-7-0.2-1333/0-8-0 Max Horz 2=342(LC 7) Max Uplift9=-382(LC 8), 2=523(1_C 8) FORCES. (Ib)-Max.Comp./Max, Ten. -All forces 260(Ib) or less except when shown. TOP CHORD 2-3=2054/683, 3-4=-1856/664, 4-5=1771/703, 5-6=-25331971, 6-18=21521773, 7-18=-2152/773,7-8=-1475/563,8-9=.1105/398 BOT CHORD 2-13=437/1863, 13A9=-337/1331, 19-20=-337/1331, 12.20=-337/1331, 11-12--337/1331, 10.11=-429/1475 WEBS 3-13=-377/236,5-13=175/620,5-11=519/1437,6-11--1402/583, 7-11=-252/826, 7-10=-859/341, 8.10=57111725 NOTES-11 Unbalanced roof live loads have been considered for this design. 1) S A- f q��ii 2) Wind: ASCE 7-10; Vult-160m th (3-second Vasd=124mph; TCDL=9.Opsf; BCDL=3.OpsY h=15tt; 8=45ft; L=26tt; eave=oft; Cat. II; �`ka% • Q ��i gust) Exp CI Encl., GCpl=0.18; MWFRS left exposed end vertical left and right exposed; Lumber DOL=1.6D ,�� O •, G E N S •.q?� i� (directional); cantilever and light ; `� .r .•�� •; plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. ; _�-- ,/ y zo 39380�: 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 Pat bottom chord live load nonconcunenl 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 i 'r -'A.- fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 9 62311; ;, ATE uy� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3821b uplift at joint and uplift at .• �• Joint 2, 8) This truss design requires that a minimum of 7116'sWctural wood sheathing be applied directly to the top chord and gypsum i O ,i(� •;�� R `p P'.� �� ,��O sheetrock be applied directly to the bottom chord. ... 01�`, FL Cert. 6634 April 27,2015 ®WARNING.Vwlry da,49aparametan and READNOTES ONTHISAND INCLUDEDINTEK REFERANCEPAGEMII-T4T0 ray. OV14/20158EFORE USE. �R R Design void for use only with Wok connectors. This design is based onty upon parameters shovm, and is for anlndivldual building component. Applicability of design parameters and proper Incorporation of component is responslblllty of bulding designer- not truss designer. Bracing sham +.Y�• �+�.YY■■ Is for lateral support of Individual web members only, Additional temporary bracing to Insure stabllity during construction is the responslbillity of the MiTek' erector. Additional peananeni bracing of the overall structure Is the responsibility of the bullring designee For general guidance regarding fabrication, quality control, storage. delivery, erealion and bracing. consult ANSIp1`11 Quality criteria,DSB-89 and SCSI Building Component 69U Parke East Blvd. Safely Information available from Luse Plate Institute, 781N. Lee Street, Suite 312. Alexandra, VA 2MI4. Tampa, FL 33610 .4 Job Truss Truss Type Oty Ply 2666 GHO Lot 47 Spec. T]022947 20668 B05 Roof SpI.al 1 1 Job Reference o to East Coast Truss. Fart Pierce. FL. U945 -2-0-D 5.10.4 2. O 5-fab 6.00 12 4t4 = 7.530 s Jul 44}4 Scale=1:51.1 3x4 = ••• — — — 3x4 = 4" = 3x4 = i14-6.6 -- i 1]-0-0 1 B." I LOADING(psp SPACING. 2-0-0 CSI. DEFL. in (roc) Udall Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.66 Vert(LL) -0.16 9-10 >999 240 MT20 2441190 TOOL 15.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.47 9-10 >671 180 BCLL 0.0 Rep Stress Ina YES we 0.95 Hom(TL) 0.09 9 n1a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 137111 FT=0 LUMBER- BRACING - TOP CHORD 214 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied. WEBS 2x4 SP No,3 Mi rek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during MISS erection, in accordance with Stabilizer REACTIONS. (fib/size) 9=1161/0-7-0, 2=1333/0-8-0 Max Hom 2=315(LC 7) Max Uplift 9=.381 (LC 8), 2=-524(LC 8) FORCES. (ID) -Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=20391681, 3-4=1843/663, 4-5=17621702, 5-6=-2184/798, 6-18=2733/944, 7-18=-27331944 BOT CHORD 2-13=-525/1820, 13-19=-317/1317, 19-20=.317/1317, 12-20=-317/1317, 11-12=-317/1317, 10-11=-84912763, 9.10=532M703 WEBS 3-13=-370/225,5-13=-165/582,6-11=-345/1066,6-10=-506/231, 7-10=-355/1204, 7-9=1877/665, 6-11=-1192/465 NOTES- \\111111111///� 1) Unbalanced roof live loads have been Considered for this design. \.% S A, if 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=3.Opsf, h=151t; B=45ft; L=261t; eave=oft; Cat. II; .......... E �\ P . �f Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ,�� p�.• N ' ie �� plate grip DOL=1.60 - ^��;'V SF•lq� 3) Provide adequate drainage to prevent water ponding. = •• 4) Plates checked for a plus or minus 0 degree rotation about Its center. 0 3938 --•-^ - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. ^ 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 fit between the bottom chord and any other members, with BCDL =10.Ops1. 2r�' 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 381 Ito uplift at joint 9 and 524 lb uplift at ^ joint 2. '0 ATE 8) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and %" gypsum ,� •• rC`� 0 Q. •. \�1,�� sheetrock be applied directly to the bottom chord. �� • ORI SS ONA` E_-,V` FL Cert. 6634 April 27,2016 A WARNING. Verify design Parameters and READ NOTES ON MIS AND INCLUDEDWTEK REFEMNCEPAGE NII-7473..OVIMO15BEFORE USE. Design valid far use any, Mth Walk connectors. This design is based only upon parameters shoym,and isfor an individual building component. Applicability of design parameters and proper Incorporation of component is responstailly of cursing designer- not tmv designer. Bracing shown i�Y■ Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblliity, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responclathy of the building designer. For general guidance regarding fabdcatbn quality control storage, delve, erection and bracing. consult ANSI/TPI1 Quality CMedq DSB-89 and BC$I Building Component 69M Parke East BIM. Safety lnformallon available bonsTruss Plate lnslilute,781 N. Lee Street. Sulte 3lz Alexandria. VA 22314. Tampa. FL state Job Truss Truss Type Ory Ply 2906 GHo Lot47 Spea nozz9ae 2966E B06 Roofspralal 1 1 I Job Reference n East CoaATmas, Fort Psi FL 34946 44 = 4.30 II11 [Via MII ex Inmrouri .. aeu',n a, ,v.6.65 [v,v rutiv , VC-BMILOOpMlwmbTh7Y%FHIW OOPaYPVYdCnI62HPZMZC I8-841 22.11.0 I 2&30 3-2.4 338 338 Scale -1:50.9 IF 3xd = ear — eM1r _ 34 = 4x12 = 2x4 3x4 = LOADING(psf) SPACING• 2-0-0 CS'. DEFL. in (lot) gdeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vart(LL) 0.23 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.58 Von(TL) -0.49 12-13 >638 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Hoa(TL) 0,09 10 n/a n/a BCDL 10,0 Code FBC2010/TPI2007 (Matrix-S) Weight: 137 Ib FT=O% LUMBER- BRACING• TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural woad sheathing directly applied, except end verticals. 5-7,7-9: 2x4 SP 285OF 1.8E BOT CHORD Rigid telling directly applied. BOT CHORD 2x4 SP No.2 *Except* MTek recommends that Stabilizers and required cross bracing 10-14: 2x4 SP 285OF 1.8E be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=1160/0-7-0, 2-1334/0-8-0 Max Horz 2=282(LC 7) Max Uplift 10=380(LC 8), 2=-525(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ih) or less except when shown. TOP CHORD 2-3=203V684, 3-4=-1836/665, 4-5=-1751/704, 5-6=-2232/838, 6-7=-4525/1550, 7-8=•2332/796,8-9=-2332/796, 9-10=-1106/381 BOT CHORD 2.15=-518/1798, 15-20=-302/1310, 20-21--302/1310, 14-21=-302/1310, 13-14=-302/1310, 12-13=-74912437. 11.12=-1238/3904 WEBS 3-15=-374/232, 7-12=-1446/535, 6-13=-962/433, 5-13=-397/1196, 5-15=-1721572, 6-12--734/2180,8-11=-264/141,9-11=-805/2453, 7-11=-1707/546 NOTES- �%% _^ PS A• 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst BCDL-3.Ops/; h=15ft; B=45ft; L=26ft; eave=4ft; Cat. II; �� \V, ...... ,Z.: •�kG E N sF•.9� Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 `�� ` -,— •• /-.^ • °• plate grip DOL=1.60 3) Provide prevent water pending. .• v'O J9380 * ; %j checked a plus 4) Plates checked for a plus or minus 0 degree rotation shout Its center. or C 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7 •�•"//" Z Tq 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will • fit between the bottom chord and any other members, with BCDL=10.0psf. 7) Provide mechanical connection (by others) of truss to bearing, plate capable of withstanding 380 lb uplift at joint 10 and 525 to uplift at i W �ii T� •'c� P : joint 2. 8) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chard and V gypsum �j S+ F(1 ��,` sheetrock be applied directly to the bottom chord. FL Cert. 6634 April 27,2015 ® WARNING -Vawty Ee v, parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII•T IT! MK OVIMO15GEFORE USE. ■■■ Design valid for use only with Wet, connectors. This design 6 based only upon parameters shown, and is loran Individual buTdIng component. Applicability of design parameters and proper Incorporation of component Is responslbi0y, of building designer -not truss designer, Bracing shown Is for lateral support of individual web members only. Additional lemporary bracing to Insure stablity outing construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding lobncatlon, quality control, storage,delivery, erection and bracing, consult ANSI/ITII Quality chord,DSB-Bp and BCSI Building Componeal 69N Parka East Blvd. Safety Information available from Truss Plate lnttute.781N. Lee Steel, Suite 312, Alexandria.. VA 22314, Tampa, FL 33610 Job Truss Trues Type Oty Ply 1866 GHO LM 47 Spec. T702284B 28666 B07G Roof Spedai Girder 1 1 Job Reference p i East COastTmss, , Fan Pierce, FL. 34948 SAM r.OJV 9'u' 11 "'. Mnex alau5Mes, Inu. on ". [r ,v.. e. c" cv,o '.v. , ID:6z11mLrNk e16oOuhJmH5mWiC-IXFkDMg8t32dCdGB5EmWsaxXC_rde3lMOPscpaMZO 11-z-a 1 1as12 1saD z1-o-o I z3a-s I 2e-3-0 Sou 6112 zoo z4re 24L8 Scale -1:50.8 4x4 = 600 12 I¢ Ax4 — 4xa — 4x8 = 5x10 = 2x4 II 3x4 = 3x4 = LOADING(psQ SPACING- 2-0-0 CS]. DEFL, in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Valftl) 0.2913-14 -999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.63 13-14 >494 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Hoa(TL) 0.09 11 nla n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 136 Ib FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, 5-8,8-10: 2x4 SP 265OF 1.8E except end venicals. BOT CHORD 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 5-9-7 oc bracing. WEBS 2x4 SP ND.3 *Except* MITek recommends that Stablllzers and required crass bracing 10-11: 2x6 SP No.2, 10-12,8-12: 2x4 SP No.2 be installed during truss erection, In accordance with Stabilizer OTHERS 2x4 SP NG.3 Installation guide, REACTIONS. (lb/size) 11=1060/0-7-0,2=1321/0-8-0 Max Hors 2=262(LC 7) Max Uplift 11-348(LC 8).2=-521(LC 8) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=20011676, 3-4=18031656, 4-5=-1715/695, 5-6=-2155/818, 6-7=-3643/1258, 7-8=-3644/1207,8-22=-3171/1056,9-22=-3171/1056, 9-23=-3171/1056, 10-23=-3171/1056, 10-11=-989/334 BOT CHORD 2-17=-505/1777, 17-24=-282/1272, 24-25=282/1272, 16-25=-282/1272, 15-16=-282/1272, 14-15=720/2358, 13-14=-1842/5652, 13-26=1828/5619, 12-26=-1828f5619, 12-27=-681252, 11841241, 7=-181/2sz WEBS 5--971/428, 6-14=-082/1450, 3995/3040, S A. /// 10' 12 B712=82545/8 5.8-14>P532/864 \�\\\\ `o�P\1r1r11jill, NOTES-�� r �, G E N'S' q rr ,'` 4k-� �/` 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf. h=15ft; 5=45ft; L=26ft; eave=4ft; Cat. II; : --' '••�• j, 0 39380 Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 Z * 7• �:. plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting, ^ . - 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. by 2-0-0 ATE i O •• 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 wide will rr fit between the bottom chard and any other members, with BCDL-10.0psf. 11 521111 uplift at ,y•�'•;°� 7) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 348111 uplift at joint and 8)JSemi-rigid phchbreaks including heels" Member end fil model was used in the analysis and design of this truss. /ONIA) \\\\4\\\\ 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 69 US down and 71 Ib up at 22-4-12, and 69111 down and 71 Ib up at 24-4-12 on top chord, and 4011b down and 41 Ib up at 22.4-12, and 40 Ib down and 41 lb up at 24-4-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. FL Cert. 6634 10) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard April 27,2015 ®WARNING -Verify dexii8n p names.. and READ NOTES ON TIOS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. OVISTOIS BEFORE USE. �■I Design valid for use any With Walk connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper lncorporatlon of component is responsblllly of bulding designer- not truss designer, Bmclng sham ■.� Is far lateral support of Individual web members only. Addltlonal temporary bracing to Insure stabilty during construction is the responsibility of the erector. Additlonai permanent bracing of the overall structure Is the respcnslblllty of the building designer. For general guidance regarding MiTek• fobdcotian, quality control, storage, delve, erection and bracing, consult ANSI/IPII Quality Ctltorla. DSB-89 and SCSI Building Component 69N Parke Exist Give. Solely informatlan available from Truss Plata Instiitute,781 N. Lee Street. Suite 312, Alexandria, VA M 14. Trans.. FL 33010 Job Truss Truss Type Oty Ply 2866 GHO Lot 475pec. nD229a9 26666 B070 Roof Special Girder 1 1 II East Coast Truss, Fort Plama, FL. 34946 7,5306 JullIZ014MITOklnausmes,Inc. Mon Apr2riu:161o4auID vagaz ID:6zll mLrNk 016ODuhJmH5aNVC-fXFkDMgBt32dCOGB5EmWsuXC rde3lMOPscprzMZOp LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (tell Vert: 1.5=-70, 5-8iii 8-10=-70, 11-19=20 Concentrated Loads (Ib) Vert: 22=29(F)23-29(F)26=24(F)27=24(F) AWelfu-Vorllydes/9nparameferaandREADNOTESONTHISANDINCLUDEDMITEKREFERANCEPAOEMII-F479rev.OVIM015BEFOREUSE. Design vaHd tar use Doty with Maek connectors. This design Is based only upon parameters shown, and Is for an IndNdual building component. Applicability of design parameters and properincorporatlon of component is responsibllity of building designer -not truss designer. Bracing shown Is for lateral support of individualrmweb members only, Additional temporary bracing to insure stability during constructlonh the responsibility of the �q(10k K erector. Additional permanent bracing of the overall struclure Is the responslority of the building designer, For general guidance regarding LOB 1 IVI• fabrication, quality control. storage. delivery. erection and bracing. consult ANSIRPI I Quality Olteda,DSO-B9 and BC5l totaling Component 69N Parke East Blvd. Solely Informatlon available from➢use Plate Institute,781 N. Lee Sheet Suite 312, Aiexandda. VA 22314, Tampa, FL 33610 Job - Truss Truss Type Oty Ply 2866 GOO 101116111, P022950 28568 Got Common 1 1 Job Rise reancer Notional) East Coast Truss, . Fon Piame.FL]4949 2. 0 . 5-1D-4 6.3.12 4.4 = 5-10.4 Scale=1:43.2 A Plate Offsets (X Y)-- Fl:0-2-4 0-0-81 LOADING(psf) SPACING- 2-0-D CSI. DEFL. In (too) Well LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(L-) -0.10 7-9 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.24 7-9 ,999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.20 HOrz(TL) 0.05 6 Na n/e BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 1061b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP NG.2 TOP CHORD BOTCHORD 2x4 SP No.2 BOTCHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=1003/0-8-0, 2=1152/0-8-0 Max Hom 2=236(LC 7) Max Uplift 6=-329(LC 8), 2=-465(LC 8) FORCES. (I s) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 2-3=1657/562, 3-4=1458/581, 4-5=1467/590, 6-6=-1665/571 BOTCHORD 2-9=-39911491. 9-17=-1751971, 8-17=-175/971, 7-8=-1751971. 6-7=-51311442 WEBS 4-7=196/601, 5-7=-390/244,4-9=-182/591, 3-9=-383/237 Structural wood sheathing directly applied. Rigid ceiling directly applied. MiTek rewmmends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quids NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psY, BCDL=3.OpsY h=1511; B=45tt; L=241t; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 Pali bottom chord live load nonconctlment with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 to uplift at joint 6 and 465 lb uplift at Joint 2. 7) This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the top chord and Ya' gypsum sheetreck be applied directly to the bottom chord. FL Cert. 6634 April 27,2015 ®WARNING- Verity dealan peramer. no READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I-7473 rev. VVIV2015 BEFORE USE ■■■ Design valid for use only Wan Well connectors. This design h based only upon parameters shown, and is for an indiNduol building component. Applicability of deign parameters and proper Incorporation of component is respoosbllily of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Addlllonal temporary broang to Insure stability during conslmcBon is the responsiblllity of the Welk'erector, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guldonce regarding fabdcatlon. quality central, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and Bat Bulding Component 69M Parke East Blvd. Safetylnformation available faintness Plate Institute,781 N. Lea Street, Suite 312, Alexandria, VA Y1314. Tampa, FL 3M10 Job Truss Truss Type Ory Ply 2866 CHO Lot 47 Spec. U022951 28666 CO2 Common 7 1 Job Reference foot ane11 East Coast Truss, Fall Pierce, FL. U946 7.530sJu1112014Mfreklndusldeglnc. Mon Apr2710:f9:562015 Pagel ID:6zll mLrNk e16oOuhJmH5aNViC-cvMUe2rOPgILSwOaDfo_x?Ow4nbO64ueTjLiujzMZDn -2-0-0 5-00.4 1 ii-2A 1 10-s.1z F 22-4.0 1 2"0 2-40 5.104 6312 6312 5-10.4 2.0.0 LOADING(psf) SPACING- 2-0.0 TCLL 20.0 Plates Increase 1.25 TCOL 15.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FSC20101TPI2007 4x4 cc C51. DEFL. In (loc) Vdefl L/d TC 0.31 Vert(LL) -0.10 8-10 >999 240 BC 0.52 Vert(TL) -0.24 8-10 >999 180 WB 0.20 Horz(TL) 0.05 6 We US (Matrix-S) Scale as 1:46.9 PLATES GRIP MT20 244/190 Weight: 112 to FT=0% 4 II )$ LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing OTHERS 20 SP No.3 be installed during truss erection, In accordance with Stabilizer Installation REACTIONS. (Ib/size) 2=1150/0-8-0, 6=1150/0-8-0 aulde. Max Hoa 2=.244(LC 6) Max Uplift2=.463(LC 6), 6=463(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1652/558, 3-4=1454/577, 4-5mm14541577, 5.6=-1652/558 BOT CHORD 2-10=.310/1511. 10-19=-86/991, 9.19=-86/991, 8.9=.86/991, 6-8=310/1405 WEBS 4-8=-184/590,5-8=-384/237, 4-10=-184/591, 3-10=-383/237 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCOL=9.0psf; BCDL=3.Opsf; that Eft; 8=45ft; L=24ft; save=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; antl vertical left and right exposed; Lumber DOL=1.60 `7115 1 I plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. ,, % A '% P •E 4) This truss has been designed fora 10.0 par bottom chord live load nonconcument with any other live loads. 5)' Thls buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tell by 2-0-0 wide will �% 001N, A) ,%, N '�� C' SF••, 9i1 fit between the bottom chord and any other members, with BCDL - 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 4631b uplift atjoint 2 and 463 to uplift at „� f"- '•• �'Yh +l - Joint 6. 7) This truss design requires that a minimum of 7116'sWctural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. ATE •�O� *"-4 O R 1 Q P \_,�• . /1S,0NAi FL Cert. 6634 April 27,2015 ® WARNING -shelf, design psuar lam and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. DUldRtl15 BEFORE USE. Design valid for use only with Wok connectors. This design Is based only upon parameters shown. and Is for an Indiv4ual building component. Applicability of design parameters and proper lncoMomllon of component is responsibility of building designer- not lmss designer. Bracing shown V IS for lateral support of lndividuol web members only. Additional temporary bradng to Insure stobYlty durng construction is the respornallllty of the ll(Tel. • Fs k erector. Additional peananenl bracing of the overall Structure is the resppnsioRy of the building designer. For general guidance regarding LY' 1 faicaton. quality control storage. fell erection and bracing consult ANSIy1Nl Can fly Creole, DS5-Bp and SCSI Bugding Component b 69W Parke East BNd. Safety Information avalable from Uun Plate lmtitute.781N. Lae Street. Suite 312 Aleandd.. VA 22314. Tampa.R 33e310 Job Truss Truss Type Oly Ply 2666 OHO Lot 47 Spec. no2zesz 2806 CO3 Hip 1 7 ab I East Coast Truss, Fort Pierce, FL. 34946 7.530 a Jul 112014 MITex lrJusNes, Inc. Man Apr zl l u:l vat wn a rage IDSzI1 mLrNk e16o0uhJmH5ar4ViC46warOs09_OC347mnNJDUDY4gBxFr)woIN4GOAzMZDm 1110 -2-0-0 Si 11-00 1 44 26A-0 2-0O S10d 51-12 O91 51-12 SAO< 2-0.0 N24 Scala: 11411' ix4 3x4 LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BOLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2010/TP12007 4x4 = CSI. DEFL. in (too) Udell Lid TC 0.31 Ven(LLi -0.10 8-10 "99 240 BC 0.52 Vert(TL) -0.24 B-10 1999 180 WB 0.20 Horz(TL) 0.05 6 n/a n/a (Matrix-S) PLATES GRIP MT20 2441190 Weight: 112 to FT=0% 14 II I$ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer I REACTIONS. (lb/size) 2=1150/0-8-0, 6=1150/0-8-0 Installation guide, ' Max Hom 2=243(LC 7) Max Uplift2=-463(LC 8). 6=-463(LC 8) FORCES. (to) -Max. Comp)Max. Ten. -All forms 250(to) or less except when shown. TOP CHORD 2-3=1652/558, 3-4=14541576, 4-5-1454/576, 5-6=-1652/558 BOT CHORD 2-10=-310/1510, 10-19=-89/997, 9-19=-89/997, 8-9=-89/997, 6-8=-310/1405 WEBS 3-10=-375/233,4-10=-180/584,4-8=-180/583,5-8=-375/233 . NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCOL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL-1.60 plate grip 3) Plates checked for a plus or minus 0 degree rotation about Its center. fora 10.0 bottom live load live loads. .%% S Ai� . ,� P A4e '0' 4) This truss has been designed psf chord nonconcumenl with any other 5)' This truss has been designed for a live load of 20,Ops1 on the bottom chord In all areas where a rectangle 3-64 tall by 2-0-0 wide will E N `� �`; '�,� `Se,C••,, 9i/� fit between the bottom chord and any other members, with SCOL = 10.Ops(. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 463 to uplift at joint 2 and 463 to uplift at * .: b 3 9380,��.-� " joint 6. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and Yh' gypsum — sheetrock be applied directly to the bottom chord. ATE :�W� 00. � 0 1 O P % R FL Cert. 6634 April 27,2015 ®WARNING- Vriry design panmelan and READ NOTES ON MS AND INCLUDED MITEK REFERANCE PAGE MII-TIT3 rev. QVIWO15 BEFORE USE. ■*B■ Designvalld for use onNwfth Walk connectors. This design is based only upon pammeten shown, and is loran mllydi building component. AppllcablliN of design parameters and proper Incorporation of component is responsibility of building designer- not Inns designer. Bracing shown -•Y� Is for lateral support of Individual web members only, Additional temporary bracing to Insure stability during construction is the responslbllllN of the 1 WOW erector. Additional permanent bracing of the oven,0 duct" is the respondbl�N of the building designer. For gencrol guidance regarding Iyl fabrication. quality control storage, delivery. erection and bracing. consult ANSI/TPII Quoin Criedo,DSB-89 and SCSI evident, Component 69M Parke East Blyd. Solatylolarmollon available Oom Truss Plalem iNte.781N. Lee Street, Suite 312. Alexandria, VA 2MI4. Tampa, FL 336110 Job Truss Truss Type CRY Ply 3866 GHO Lot 47 Spec. 77022953 lJob 28688 C01 Hip 1 1 Reference (optional) East Coast Twos, Pon Pierce, FL. U946 4X4 = 418 = 7.530 a Jul 11 2014MRek Induddes. Inc. B8-D I 13-0-0 + 22-4-0 aao 4-n-o 9.0.0 2-ao Scale: 1/4-=1• 14 Plate Offsets (X Y)— fl,0-2-0 0-0-81 12'0-1-8 Edael 15'0-5-4 0-2-01 17'0-1-8 Eda 1 180-2-4 0-0-e1 LOADING last) SPACING- 2-0-0 CSI. DEFL. in (too) i Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) .0.12 9-19 al 240 MT20 244tl90 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) .0.34 9-19 -795 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.18 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 1181b FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1150/0-8-0, 7=1150/0-8-0 Max Harz 2=-205(LC 6) Max Uplift2=-463(LC 8), 7=463(LC 8) FORCES. (lb)-Max.Comp./Mac. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=1667/598, 3A-1347/502, 4-20=-1150/493, 20-21=1150/493, 5-21=1150/493, 5-6=-1346/503,6-7=-1666/598 BOT CHORD 2-11=-363/1462, 10-11=-167/1149, 9.10=167f1149, 7.9=-363/1432 WEBS 3-11=-369/223, 4-11=-64/315, 5-9=-64/315, 6-9=-371/223 Structural wood sheathing directly applied. Rigid ceiling directly applied. MITek recommends that Stabilizers and required crass bracing be installed during truss erection, In accordance with Stabilizer Installat on guide NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL-3.Opsf h=15ft; B=4511; L=241t; eave=4ft; Cat. II; t%j1I I I I121jj ,IJs., Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 .%% S A �� P nn 3) Provide adequate drainage to prevent water pending. .......A� �� Q�•��T �� E N SF.•q� �� 4) Plates checked for a plus or minus 0 degree rotation about Its center. `�� ,Z,:.��G 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcument with any other live loads. -This CO 39380 6) 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 „ 'k 7 fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4631b uplift at joint 2 and 463 Is uplift at joint 7. 7 - B) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and Vi gypsum ATE sheetrock be applied directly to the bottom chord, �� FL Cert. 6634 April 27,2015 ®WARNING -Vied castle I.Mrs andREAD NOrES ON TIES AND INCLUDED MITEK NEFERANCE PAGE MIr403 m. OVIM015 BEFORE USE. Oesign valid for use only with Mfol,conneclon. The tlesign b based only upon parameters shown, and Is foram IndlNdual building component. Applicability of design acrametenand properincorporotion of component b responsibility ofbullding deagner-nol frundeslgner. Bmdngshown Is for lateral support of lndlvldual web members only. Additional temporary bracing to Insure stabllty during construction is the responsibility of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For Senate? guidance regarding fabrication, quality conlyd.storage.delivery, erection and bracing. consull ANSVIPI I Quality Criteria, D58.89 and 1101 Balding Component 69N Parke East BIM. Sofetytntormalion available from truss Plate Institute. 781 N. Lee Steel. Suite 312. A?exondria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply 2866 GHO Lot 47 Spec. no22954 28666 C05G Hip Glider 1 t b Reference East Coast Truss, Fort Pleme, FL. 34946 7,530eJu1112014MTeklndusirles,Inc. Man Apr2710:19:592015 Pagel ID:62IlmLfNk_e16o0uhJmH5aNViC-OU2dG4uHhbgvJO89uoMhZdeKL VSJDe59hZNV2zMZDk r24fo 4-a0 1 7-ao 11-2.0 i lsao i 16.4.0 1 22-4-o I 2410 2-o-D so-0 &o-0 12-0 4-2.0 3-a0 2-ao Scale: I14•=1' 4x8 = 1.4 It 08 = 36 = 3x4 = '-' 3x4 = 3x6 = axe = LOADING(pso SPACING- 2-00 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.27 12-13 -998 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.36 12-13 >735 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code FBC2010(TPI2007 (Matrix-M) Weight: 122 Is FT-0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3.6 cc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, In accordance with Stabilizer I Installation guide. REACTIONS., (Ib/Size) 2=2023/0-8-0, 8=2D23/0-B-D Max Hom 2=-168(LC 23) Max.Uplift2=-1252(LC 8), 8=-1252(LC 8) FORCES. (Ita)- Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-3557/2253, 3-4=-3371/2237, 4-22=3534/2499, 22-23=-3534/2499, 6-23=3534/2499, 5-24=.3534/2499,24-25=-3534/2499,6-25=-3534/2499, 6-7=3371/2237, 7-8-3557/2253 90T CHORD 2-13=-1836/3106, 13-26=.1780/3014, 12-26=-1780/3014,11-12=-1780/3014, 11-27=-1780/3014, 10-27=-1780/3014, 8-10=1836/3104 WEBS 4-13=-340/641,4-12=-611/749,6-12=-683/459, 6-12-611/749, 6-10=340/643, 7-10=312/240, 3-13=-310/240 NOTES- ,,`,INS I IA1111 1) Unbalanced roof live loads have been considered for this design. % 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL-3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; ,O Off.•....... < Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumbar DOL=1.60 plate grip DOL=1.60 ` „ 3J 3) Provide adequate drainage to prevent water pending. *:: "'l0 39 4) Plates checked for a plus or minus 0 degree rotation about as center. 5) This truss has been designed for a 10.0 psf bottom chard live Iliad nonconcumenl with any other live loads. — 6) • This truss. has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom chord and any other members, • ,, ` 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12521It uplift at joint 2 and 1252 to uplift at ATE Joint a. . ,(\'• A p, • •� j 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �i� • • Q Fj 1 �••'• \ �� 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 lb down and 163 Ib up at 7-0.0, ISS • • • • • • •' ��'` 168 lb dam and 163 lb up at 9.0-12, 168 lb dam and 163 lb up at 11-0-12. lb down 163 lb up at 133-4. and 168 Ib down and 163 lit up at 15-4 0 on top chord.8d rd. andIb 454 down and 3471163 lb b l11-3-4, and 168 lb dam and up at 7-0-0, 66lb down and 109 lb up at 9-0.12. 66 down and 109 up at 11-0.12. 66111 down and 109 to up at 11-3-4, and 66lb down and 109 lb up at 13-3-4, Ib Ib and 454 lb down and 347 lb up at 15-3-4 on bottom chord. The design/selection of such connection devices) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASEISI Standard FL Ceit. 6634 April 27,2015 ®WARNING-Vwirydaargn Paramafan and READ NOTES ON MIS AND INCLUDED AOTEK REFERANCE PAGE NI-7473 mrs, M62pf6 BEFORE USE. ■■■■ Design wild for use onf/wlih Mlfekconneclors.Ih& design is based onf, upon parameters shown, and Is for an lndlMduaibullding component. Applicabllity of design parameters and properincomorotion of component is responsiblity of building designer-nol truss designer. Bracing shown rr� Is for lateral support of Individual web members only. Additional temporary bracing to Insure stabllity during construction is the responsibility of the MOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer, For general guidance regarding fabrication. quality control storage, delivery, erection and bracing, consult ANSI TFIl Quality Cdterla, DSB.BS and BC5l Building Component 69N Parke East BNd. Safety Information avalabie 5omiruss Plate Institute.781 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Fly, 2888GHOLot478pea. P022954 28888 C05G Hip Ginter 1 1 ob e a East Coast Truss, Fort Flees. FL, U946 7.53DSJWll2014WTeCImt ii9,Me. Man Ppr2rivAs592w5 raga[ ID:641mLrNk e16oDuhJmH5aNViC-OU2dG4uHhbgvJ089uoMhZAeKI VSJOe59hZNV2zMZDk LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-6=-70, 6-9=-70, 15-19=-20 Concentrated Loads (Ib) Vert: 4=-113(F) 6=-113(F) 13=-454(F) 12=-79(F)5=-227(F) 1 0=-454(F) 22=-1 13(F) 25=-113(F) 26=-40(F)27-40(F) ® WARNING • Vvlry dulon paresuders and READ NOTES ON MS AND INCLUDED MINK REFERANCE PAGE MIF7413 rev. OVIWOIS BEFORE USE Design valid for use only wtlh Minsk connectors. The design is based only upon parameters shown and is for an Individual building component. ApPllcablllly, of design parameters and proper incorporation of component B responsibility of bullding designer- not Wss designer. Bracing shaven -•Y�• ■�Y■ Is for lateral support of Individual vret, members only. Additional temporary bracing to Insure stabllhy during consimcilon is the respomlblllity, of the MiTek' erector. Additional permanent bracing of the aveml structure is the respondblrity, of the building designer. For general guidance regarding fabrication, quality control. storal deli very, erection and bracing. consult ANSIpPIl Quality Criteria,DSB-89 and SCSI Building Component 6904 pake East Blvd. Safety Information available from Truss Plate institute 781 N. Lee Sheet. Suite 31Z Alexandria, VA 22314. Tampa, FL 33810 44 Job Truss Truss Type Oty Ply 2M6 GHO Lot 47 Spec. - nozzsss 1 28666 get COMMON 2 1 Job Reference (optional) East Coast Truss, Fog Pierce, FL 34946 7.530 s Jul 11201411lTekirdusthes,Ind. Man Apr2710:20:0o2a15 Fagot ID:6zllmLrNk_a16c0uhJmH5mNViC-Uhc7UPuvSvomwYjLSVtwScAb401Z2vlEOLJwiVzMZDj -2-0-0 1-e-1 4-e-0 1 9-ao I 11-0 0 2-Go 1st 3-1-15 4-8-0 2.0-0 4x4 = Sade =125.5 1$ LOADING lost) TCLL 20.0 TCOL 15.0 PCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201orTP12007 CSI. TO 0.31 BC 0.35 WB 0.08 (Matrix-S) DEFL. in L) 0.0 Vert(L4 Vert(TL) -0.05 HOR(TL) 0.00 floc) Well L/d 7-16 >999 240 7-16 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 46lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP Ng.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP Nm3 MITek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, In accordance with Stabilizer I Installation REACTIONS. (Ib/size) 8=61710-4-0, 5=512/0-3-5 guide Max Harz 8=-124(LC 6) Max Uplift8=-492(LC 8), 5=409(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=91111002, 3-4=2931207, 4-5=-336/322 , BOT CHORD 2-8=129511213, 5-7=-4021423 WEBS 3-8=365/260 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf, h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.1B; MWFRS (directional); Cantilever left and right exposed ; end vertical left and Fight exposed; porch left and right 1�1111II f f f[y exposed; Lumber DOL-1.60 plate grip DOL=1.60 �� S AFI11' 3) Plates checked for a plus or minus 0 degree rotation about its center. �� P 'q �j� 4) This "as has been designed for a 10.0 psi bottom chord live load nonconcufrenl with any other live loads. , 0' G E N I 5) • This truss has been designed for alive load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,��`; '�,V - S '•, 9i1��'�,A fit between the bottom chord and any other members. ,• r, 6) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 492 lb uplift at joint 8 and 409 lb uplift at 4i5 3938 joint S. -- * 7) This truss design requires that a minimum of 7/16'stmctural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. =� • _ �F� �,O�F •�� O R 1 Q P� ��: FL Cert. 6634 April 27,2015 ® WARNING - Verify dead, P..at. and READ NOTES ON THIS AND INCLUDED MUTER REFERANCE PAGE Me-7473 ral OL10/2016 BEFORE USE. Design valid for use only v41h MrIck connectors. The design B based any upon parameters shaven, and Is for on IndNdual building component. Applicability of design parameters and proper lncomcratlon of component is responsiblIty of building designer- not truss designer. Bracingshown b for lateral support of lndludual web members onlI, Addlllonal temporary bracing to Insure staellty durng construction b the responsibility of the Welk'erector. Additional permanent bracing of the overall struclure Is the responsibility of the bulldog designer. For general guldonce regaining fabrication. quality control. storage. delivery. creation and bracing, consult ANSI/TPIT Quality Cri DSO.89 and BOSI BUOding Component 69D4 Parka East Saw. Safety information available from Truss Plate Institute,761 N. Lee Sheel, Suite 312. Afexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply 21 GHO Lot 47 Spec, T7022956 2BUS DUG HIP GIRDER 1 1 Job Reference (opio EaslCmsl Truss, Fort Pierre. FL. U946 2. O 1.61 1.515 3-4-0 4x4 = 22 23 7.530 a Jul 112014 Mnak Industries, Inc. Mon LrNk_e16oOuhJmH5aN V C-ytANhlvXDDxdYlIXODC 7-P3 11- c 1.5-3 12 181 2-00 4x4 = Scale-120.0 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (roc) vde8 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Ved(LL) 0.06 10-11 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.0710-11 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.09 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 47 lb FT-0% LUMBER- BRACING-- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.9-5 0o puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.6-9 oc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 12=689/0-4-0, 7=574/0-3-5 Installation guide Max Horz 12-94(LC 6) Max Uplift 12-583(LC 8), 7=486(LC 8) Max Grav 12=689(LC 1), 7=582(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=102911101, 3-4=454/411, 4-21=-380/369, 21-22=-3801369, 22-23=380/369, 5-23=-3801369, 5-6=441/397, 6-7=-472/452 BOT CHORD 2.12=-1442/1391, 11.12=-323/371, 11-24=-335/380. 10-24=-335/380, 9.10=-323/377, 7-9=-544/515 WEBS 3-12=384/316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Cps1; BCDL=3.0pl h=15ft; B=45h; L=24ft; eave=4ft; Cat. II; Exp C; End., GCpi=O.19; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 to uplift at joint 12 and 4661b uplift at joint 7. 8) 'Sernkrigld pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 77 Be up at 3-0-0, and 88 to down and 77Ib up at 4-8-0, and 88 lb down and 77 lb up at 6-4-0 on lop chord, and 130 Ib dawn and 1001to up at 3-0.0, and 15 Ib dawn and 19lb up at 4-8.0, and 130 Ib down and 100 lb up at 6-3-4 on bottom chord, The design/selection of such connection devices) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard FL Cert. 6634 April 27,2015 ®%Altha Vwlty daarpmperamaf.andREAD NOTES ON THIS ANDINCLUDEDMITEN REFEMNCEPAGEOI-7173 rrv. OVIMO15 BEFORE USE. Design valid for use only Win BBTek connectors, rh'o design Is based ony upon parometers shown, and Is for an Individual building component, design Incorporation is of building designer- not truss designer. Bracing shown Appllcablllty of parameters and proper of component responsibllity Is for lateral support of lndlvidual web members only. Addillonal temporary bmcing to Insure stability during construction is the moponslblllity of the erector. Additional permanent bracing of the overoB structure Is the responobllily of the bulldhg designee For general guldance regarding MiTek' fabrication, quality control. sfosage, delivery, erection and bracing comull ANSI1TPll Ouatty Cdterla.DSB-89 end 801 Building Component 6904 Parke Past Blvd. Safety Information available from Truss Plate Institute, ]81N. Lee Steel. Svife 312. Alexandria. VA 223 14. Tampa, FL 33610 Job Trues Tmss Type Oty Ply 2851 GHO Lot 41 Spa.. noazess asses Mi HIP GIRDER 1 1 b Reference East Coast Truss, Fad Pie..,FL.34948 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Un(lorm Loads (plo Vert: 1.4=-70, 4-5=-70, 5-8=-70, 15-18=-20 Concentrated Loads (Ib) Vert: 4=3(F)5=3(F) 11=-71(F) 10=-71(F)22=3(F)24=-1(F) 7.530 a Ju1112014 Weft truer.., Inc. Mon Apr 27 10:20:012015 Paget ID:6z11mLrNk e18oOuhJmH5aNViC-yIANhlvXDDxdYIIXODOge2jkOoJ6nMkOd72TZUMZDi ®WARNING- Uxlly dealgnparameren and READNOTES ON TNISAND INCLUDEDdUTEK REFERANCEPAOE 10II-7n3 rev. 0211WO15BEFOFIE USE. Design valid for use only with mirok contractors. III design k based only upon parameters shown, and Is for on individual building component. Eva I Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not tmss designer. Bracing shown IstorlateratsuppoNolindlvldualwebmembersonly. Additional temporary bracing to Insure slabgty during construction is the responsibllllty of the MiTek' erector. Additional permanent bracing of the overag structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSprPll Duality Wells, DSB-89 and I Building Component 69M Parke Sad Blvd. Safetylnformellon available lromiruss Plate Institute, 781 Alee Street, Wile 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 2866 GNO Lot 47 Spa.. nozzen 28666 Eel Roofspecial 1 1 1 Job Referenceo tional East Coast Traas, Fall Fla.. FL. U946 Z530aJu1112014MRakindmkUS,Inc. Man Apr2710:20:022015 Paget ID:6z11mLrNk_el6oCuh1mH5mNViC-O3klv5w9 W1UArtkZMOBGGgCCg3WpbXdol5NzMZDh 6.11.0 Scale=1:39.6 04 = 3x4 = 4 2.4 II Plate Offsets (X Y)-- 12,Edoe 0-1-81 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. In (too), Vdefl LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.08 3-4 >992 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.19 3-4 >417 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 3 ma No BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 511b FT=0%a LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 cc purling, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 1Row at midpl 1-3 M rek recommends that Stabilizers and required crass bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=29810.7-0, 3=298/Mechanical Max Ho¢ 4=-431(LC 6) Max Uplift4=-337(LC 4), 3=-337(LC 5) Max Grav 4=477(LC 14), 3=431(LC 13) FORCES. (Ib) - Max. CompAMax, Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-340/342 BOT CHORD 4.5=369/322, 3-5=.369/322 WEBS 1-3=292/292 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsY BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 11111111E ♦♦111 1 EEI� -t�p,S A. ♦♦♦ ..'• O plate grip DOL=1.60 2) Provide adequate drainage to water �♦ G E N ♦/``r:•�,k `S�•'.9�ii prevent pending. 3) Plates for 0 degree its '• �i, checked a plus or minus rotation about center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -•-"`-- �.-FN`6 3938 - = fit between the bottom chord and any other members, with BCDL- 10.Opsf. •: 6) Refer to girder(s) for truss to truss connections. : r� C Z 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at Joint 4 and 337 lb uplift at G _ ATE ': j Joint 3. •O .• �� 8) "Semi-rigld pitchbreaks Including heels" Member antl ftxhy model was used in the analysts and design of this truss. �� •, xC P �: ♦% ' .......... cc P''SS1111 11NA11 10%%%% FL Cert. 6634 April 27,2015 ®WARVINO • Verity design F4rzm.f. and AEAD NOTES ON THIS AND INCLUDED MIT£K REFERANCE PACE 111II.7473 r.v. Medals BEFORE USE Design vond for use only with Mnek connectors. ihh design 6 bestial only upon pmamelen shaven. and 6 for an Individual building component. Applicablllty of design Parpmelers and properinmryaration of component u responsibility of building designer. not mss designer. Bracing shown Is for lateral support of Individual web members only. Addillonal temporary bracing to Insure sleekly during construction is the responslbilt, of the M�Tek' erector. Additional permanent bracing of the overall structure Is the responsibllity of the building designer. For general guidance regarding fabrl quality control, storage. delivery, erection and bracing. consult ANSIRPII Quality Chada,DSB-89 and SCSI funding Component 69M Perks Eaal Blvd. Safety Information ovcnable from Truss Plate Institute,781 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 2066 CHO Lot 475pec. T]02285e 28665 E02G Roof Spacial Olyder 1 1 East Coast Toas, F03 Piece, FL. 94946 IAJV aJYI ll lute mlmrtlneuaNa mc. mun ny, u, uw aua Zulu rayv1 ID:6zll mLrNk el 6o0uhJmHSrzNVC-03klv5w9 WJUArtkZmOBGGwbCggWmN%do15NzMZDh 6.11-0 4x4 = 3x4 II axe = Lard = 6 2x4 II ei1.0.0 3x4 = ¢I 34 = Scale-1:33.4 LOADING (psp TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC201 O/TPI2007 CSI. TC 0.38 BC 0.44 WE 0.26 (MallWeight: DEFL. In Vell -0.07 Vert(Ty -0.18 HoaCrL) -0.00 (loc) gde0 Ud 5-6 -999 240 5.6 >441 180 5 n/a n/a PLATES GRIP MT20 2441190 S61b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc pull except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS IRow at midpt 1-5 MITek recommends that Stabilizers and required cross bracing De Installed during truss erection, In accordance with Stabilizer Installation REACTIONS. fib/size) 6=276/0.7-0, 5=257/Mechanical Max Harz 6=-360(LC 4) Max Uplift6=-261(LC 4). 6=260(LC 5) Max Grav 6=409(LC 20). 5=438(LC 19) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown, TOP CHORD 6-7=-334/273, 1-7=-266/236 BOT CHORD 6-6=294/290, 4.11=-120/276, 11-12=-120/276, 3.12=-120/276, 4-7=-225/270 WEBS 1-4=1721271, 4-5=-278/257 NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd-132mph; TCDL=9.0ps1; BCDL=3.Opsf, h=15ft; B=45ft; L=241 save=48; Cat. V: Lumber DOL-1.60 1111111111 11I� Exp C; Encl., GCpI=MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 0.16; plate grip DOL=1.60 ``h�� p,S A , . q� 2) Provide adequate drainage to prevent water pending. 0 degree Its ,�� 0.•�G'E N S'. 3) Plates checked for a plus or minus rotation about center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. ; A` . V F•',.•!/ ` '-0 •• 5)' This truss has been designed for a live load of 20.Opsf on the bottom chard In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will 39380 * fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 261 lb uplift at Joint 6 and 260 lb uplift at Joint 5. 8)' Semi -rigid pilchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. �.0.•'- ATE QU 9) Hanger(s) or other Connection devices) shall be provided sufficient to support concentrated load(s)159 lb down and 102 lb up at 1-10.4, and 159 lb down and 102 lb up at 3-10-4, and 1581b down and 97 lb up at 5-6-4 on tap chord. The design/selection of such �j, A •, Al �� $' ••. 0 R k �,.•• \ device(s) is the of others. �� Aj�Ss •'••••• ��% Connection responsibility 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plf) FL Cert. 6634 Vert: 1-2=70, 5-6-20, 3-7=-20 April 27,2015 ®WARNING - wants, daslOn Parsmelers and READ NOTES ON THIS AND INCLUDED All REFERANCE PAGE Mll-7473.1 OVIMO10 BEFORE USE. Design valid for use any vith Mask connector. This design B based only, upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown r Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during constmdlon k the responslbtlity of the NiiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the Wilding designer, For general guidance regancing fabrication, quality control, storage, all erection and belong, consult ANSI/TPII Dearly Cdterlq DSB-89 and BC51 Buffding Component 690/ Parka East Blvd. Werylnformalion available hum isusz Plole ButiNleJBl N.lae Stree65uite 312, Alexontlda. VA T23rd. Tampa, FL 33610 Job Truss Truss Type Dry Ply 2USCHOLat47 Spec. nazzgse 28666 E02G Roof Spatial GlNM 1 I 1 Job Reference i0 a East Coast Truss, Fort Plerce. FL, 34946 LOAD CASE(S) Standard Concentrated Loads (Ila) Vert: 4=-35(F) 8=1 02(F) 9=102(F) 10=97(F) 11=-35(F) 12=-35(F) 7.530 s Jul 112014 MRek Industnes. Inc. Man Apr 2710:20.03 2015 Page 2 ID:6z11 mLrNk a16o0uhJmHSIZNViC-vGH76RxnlgBLo7Sw7dGdkTo5LcOvFOd84J%eepzMZDg WARNING.Verrly design parameren and READ NOTES ON TN13 AND INCLUDED MIEN REFERANCE PAGE MIAW3 rw. GVJWJ015 BEFORE USE. Oesign vold for use only Win Minsk connectors. this cellos, 4 based only upon parameters shown. and Is loran IndivUual building component. {■� M` Applicability of design parameters and proper Incorporation of component B responslblllty of building designer- not fruits designer. Bracing shown Is for lateral supper! of lndvldual web members only. Additional temporary bracing to Insure stablllty during construction is the responsibility of the WGIC erector. Additional permanent bracing of the overall structure b the rosponslbility of the building designer. For general guidance regarding fabrcatlon. gudity control storage, calvary. ereclars and bri consult ANSI/IPII Dupuly Were,DSB-8� and BC5l Building Component Bg04 Perks Fag BIM. Safety lnfandelfon ..Joble from Truss Plate Institute. 781 N. Lee Street. Suite 312 Alexandra, VA 22314, Tampa. FL 33610 Job Truss Truss Type Qry Ply 2866GH01.0t475pec T7U22859 26666 E03 R49f5peda1 1 1 Job Reference factional) East Coast Trues. Fort Plate.. FL. 34946 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.26 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC201017PI2007 7.530 a JUT 11 ZU14 Mllolt 6Do 12 6 4 2.4 II Us = 3.4 It CSI. DEFL. In (lac) I/de0 L/d TC 0.76 Vart(LL) -0.02 5.6 >999 240 BC 0.19 Vert(TL) -0.04 5-6 >999 180 WB 0.30 HoR(TL) -0.00 4 Na n/a (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=29810-7-0, 4=298/Mechanical Max Horz 6=475(LC 7) Max Uplift6=-306(LC 4). 4=-341(LC 5) Max Grav 6=444(LC 14), 4=446(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-400/307, 3-0=-426/311 BOT CHORD 5-6=425/313 WEBS 1-5=-265/373, 2-5=-313/187, 3-5=-341/450 xma raga i Scale =1AO.5 PLATES GRIP MT20 244/190 Weight: 661b FT = 0% Structural wood sheathing directly applied or 6-M DO pull except end verticals. Rigid calling directly applied or 9-0-8 ac brecing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Wnd: ASCE 7.10; Vuft=170mph (3-second gust) Vasd-132mph; TCDL=9.Opsf; BCDL=3.OpsF h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; and vertical left and right exposed: Lumber DOL-1.60 DOL=1.60 \Ittil 111111 plate grip 2) Provide adequate drainage to prevent water ponding. \\ A •' ��j 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcumenl with any other live loads. �O 0,•' Ci E N •. v `� .r� •�\ SF•.'9,� 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will • P�b80�^ - 8t between the bottom chord and any other members. Sir 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 3061b uplift at joint 6 and 341 Its uplift at _ joint 4. "Seml-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.; :tr8) +� • _ 4TE ._ �': ��z O I',,��.T� O R I�P.'\�,. S 0 N AIll Ir'- ; FL Cert. 6634 April 27,2015 AWARNING -V.0 design Parvmerenand READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIAT03 rev. OVIMO15 BEFORE USE. assis ■■■*e Designvolid for use onl/Wh MnekcoonectaD. Ina design Is based only upon parameters shi and is for an lnalMdualbulltling component. Applicablflty of design parameters and proper Incorporation of component k responsibility of building dasigner- not Wes designer. Bracing shown Is for laferoleuppod of lndlvidualvreb members only. Addltlonol temporary bracing to Insure stability during construction is the responsibility of the WOWerector. Additional permanent brocing of the overall structure Is the responsibility of the but designer. For general guidance real fabrication, quality control, storage, delivery, erection and bracing, consull ANSI/TFI1 Quality Criteria,DSa-99 and BCSI Building Component 69U parka East Blvd. Safety lnfornullon available from Truss Plate Institute.781 N.Lee Street. Suite 312 Alexandda, VA 22314. Tampa, FL 33610 9 Job Tmss Truss Type Oty, Ply 2866 GHG Lot 47 Spec o229fi0 26E66 E04G Roof 6social GlNer 1 1 Job Reference iorptionat East Coast Tmss, Fort Pierce, FL U946 7.00 sJW 112014 Motor lndusldes, Inc. Mon Apr 27 10:20:04 2015 Pagel ID:6z11mLrNk_el6o0uhJmH5aNMC-NSrVJnyPWBJCP916hLxsGhL9D71F XFgJzH7AGzMZDf 3.2.0 3.9-0 Scale-145.3 3xB It 8.8 = HUS26 4x8 It HUS26 HUS26 3.2-0 8-11.0 i 3-2.0 360 Plate Offsets (X Yl- WEdge 0-3-81 1513-4-0 0-6-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (roc) Vde8 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.04 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.63 Ven(TL) -0.07 4-5 >999 180 SCLL 0.0 • Rep Stress Ina NO WB 0.88 Hoa(TL) -0.00 4 rile n/a BCOL 10.0 Code FBC201017PI2007 (Matrix-M) Weight: 75 lb FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x8 SP No.2 WEBS 2x4 SP No.3'Except 1-6: 2x6 SP No.2 REACTIONS. fib/size) 6=1872/0-7-0, 4=2141/Mechanical Max Hors 6=468(LC 5) Max Uplift6=-778(LC 4), 4=-962(LC 5) FORCES. (Its) - Max. Comp./Max. Ten. -All tortes 250 (Ib) or less except when shown. TOP CHORD 1-6=1628/702, 1-2=-930/434, 2-3=-1104/560, 3-4=-1261/648 BOT CHORD 6-7=428/276, 5-7=-428/276 WEBS 1.5=72711761, 2-5=-683/350, 3-5=891/1872 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1Row at nil 3-4 Mrrek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabllizer installation u de NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exis C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and Fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water Forcing. 3) Plates checked for a plus or minus 0 degree rotation about Its Center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide metal plate or equivalent at bearings) 4 to support reaction shown. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 77811b uplift at Joint 6 and 962 lb uplift at Joint 4. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Use Simpson Strong -Tic HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-2-0 oc max. starting at 2-3-12 from the left end to 5-6-12 to connect truss(es) to back face of bottom chord. 11) FIII all nail holes where hanger is In contact with lumber. 12) 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 FL Cert. 6634 April 27,2015 ®WARNING -Veritydesignpa ounoten and READ NOTES ON TNISAND INCLUDEDMrTEN REFERANCEPAGEM71.7473 rev. 021102015BEFORE USE. ■■■ Design void for use only with MTek connector. Ina design b based only upon parameters shown. and is for an Individual building component. �� Apabllity of design Paromeler and proper Incorporation of component Is responsblity of building designer - not truss designer. Bracing shown plk Is forlateral support of lndldduol web members only. Additional temporary bracing to Insure stablity during construction h the responsibllllty of the WOW �VI 1 Il erector. Additional permanent bracing of the oveml structure is the responsibility of the building designer. For general guidance regarding fobdcation. quatly control stamge, delivery. erection and bracing, wnsull ANSI/TPll pearly Crlteflo,DSB-89 and SCSI Building Component 6904 Parke Fast Bit. Scfelylniormotlon ava0abre from Tons Plate Institute. 81N.Lee $"at. Suite 312, Alexandria. VA 2Z114. Tempe. FL 33610 Job Truss Truss Type My Ply 2866 GHG Lot 47 Spec.. TT022960 28E66 E04G RoofapedalGWer 1 1 r inl East Coast Tmss, Fort Pleme. FL 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1.2=-70, 2-3=-70, 4-6=-20 Concentrated Loads (Ib) Vert: 7=-1 141 (8) 8=-1 142(B) 9=-1 141 (B) 7.530 5 Jul 112014 West Internee, Inc Mon Apr 2710:20:042015 Page 2 1D:6zt1 mLrNk e11DuhJmH5rzNViC-NSMalWBJCP916hLxsGhL9D71F %FgJzH7AGzMZDf ® WARNING • Verify chef, p aramafer , and READ NOTES ON THIS AND INCLUDED "TEX REFERA NCE PAGE M11-7473 rev. OV I SAW 15 BEFORE USE. Design valid for use onty win MRek connectors. Th6 design Is based only upon parameters shaven, and Is for an Individual building component. Applicability of derlgn parameters and proper Incorporation of component is responsil of building desgner-not tmrs dill Bracing shown• Is for lateral support of indlvidual web members only. Addltlonal temporary brol to Insure stability during constructlon h the respomslblllity of the p�(T®1.• P/S 1 Il erector, Additional permanent bracing of lho overoll stwctum is the fesporuslatily of the building designer, For general guidance regarding fobdcatlon, quality control, storage, delivery, erection and bracing, consult ANSI11PII Quality Criteria, DSB-99 and BC51 Belief, Component 69N Parke Eeat Blvd. Safety Information available from Tmss Plate Institute,781 N. Lee Steel, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Ia ) Job Truss Truss Type 0ty Ply 2866 CHO Lot 47 Sp. a P0229B1 28666 FGo1 ROOF SPECIAL GIRDER 1 n L r t a East Coast Tom Fort Pleroo, FL. 34946 7.530s Al1120I4Mn`aklndusAe,.lr.. Mon Apr2710:20:052015 Page1 ID.6zllmLrNk_e16oOuh1mHSaNViCi Pu%7y2HRR31JcJF2T5pwRTPM82zVdOhiizMZDa 4-54 I 6-1612 I &&] I 1337 451 2-Se 2!70.I2 3 o 2x4 I 44 = 2x4 I 54 = 44 = Scale =1:25.6 i Plate Offsets (%y)- WO-240-2-121 I8:0-7-8 Ednel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 VerI LL) 0.06 9-10 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.06 9-10 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.20 Hom(TL) -0.00 13 fire n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 2051b FT=0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 3-9: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 -Except* 1-10: 2x6 SP No,2, 5-13: 2x8 SP No.2 JOINTS REACTIONS. (lb/size) 10=578/Mechanical, 9=1942/0-6-12, 13=1208/0-7-4 Max Holz 10=240(LC 6) Max Ufa ift10=530(LC 4), 9=-1670(LC 5), 13=-1221(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 1-10=-519/356, 3-18=-1027/952, 18-19=-1027/952, 19.20=-1027/952, 4-20=-1027/952, 4-21=-1027/952, 21-22=-1027/952, 5-22-1027/952, 6.13=-1208/1221, 5-6=-1160/1151 BOT CHORD 8-9=-1878/1548, 3-8=-1758/1383 WEBS 4-7=-795/648, 5.7=-883/967,3-7=-897/992 Structural wood sheathing directly applied or 6-0-0 cc pudins, except end verticals. Rigid ceiling directly applied or 10-D-0 cc bracing, Except: 6-0-0 cc bracing: 8-9. 1 Brace at Jt(s):12 NOTES- 1) 2-ply truss to be connected together with 10d(0.131"x3") nails as follows: 1jj 11I IfF �I� Top chards connected as follows: 2x6-2 rows staggered at 0-9-0 cc. 2x8 - 2 rows staggered at 0.9-0 cc. Bottom chords connected as follows; 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0.9-0 cc. 111 `` ', 1 NS A. q( ,. Webs connected as follows: 2x4 -1 row at 0.9-0 oc. •"' a �i 2) All loads are considered equally applied to all piles, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply �� \�', `�� ,Z..•�� G E N S .,q� �� Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. `-- •, r 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCOL-9.Cps1; BCDL=3.0psf, h=15ft; B=45ft; L=2411; gave=4ft; Cal. ll; 39330�ry Exp C; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; porch left and right= exposed; Lumber DOL=1.60 plate grip DOL=1.60 * ; ; 4) Provide adequate drainage to prevent water pending. 5) Plates checked for a plus or minus 0 degree rotation about Its Center. live loads.-;- - - r ATE 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other .' 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 241-0 wide will fit between the bottom chord and any other i � ,ii�CC • (O 10. members. 8) Refer to girder(s) for truss to truss Connections. FI 1 9) Bearing 13 to using ANSI/TPI 1 angle to formula. Building designer should verify capacity „�? OiSB/p atJoint(s) Considers parallel grain value grain N Al of bearing surface. //11111111j011 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 530 lb uplift at joint 10, 1670 lb uplift at joint 9 and 1221 Ib uplift at Joint 13. 11) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 211 lb down and 214 Ib up at FL Cent. 6634 14-12. 224 Its down and 228 Ib up at 3.0-12, 224 lb down and 228 Ib up at 5-0-12, 4421b down and 4401b up at 7-0-12, 4421b down Aril 27,2015 P and 440 lb up at 8-7-4, 512 Ib down and 518 Ib up at 10-7-4, and 278 to down and 2971b up at 12-7-11, and 277 At down and 353 Ib WARNING- VroydeslgnparamMre antl READNOMS ON TMSAND INCLUDED MITER REFERANCEPAGE 16144M rev. OVIMO1509FORE USE. sign valid for use any with Mrek connected. Th4 design 4 based any upon parameters shown, and is for an Indvidual build no component. WV pllcobilty of design parameters and proper Incorporation of component is respom blllty of building tlesigner- not truss designer. Bracing shown Dr lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the uspons011lity of the WOWrater. Additional permanent bracing of the overall structure Is the resporel rry of the building designer. For general guidance regarding sdcatlon, quality control. storage.delivery. erection and bracing. consult ANSI/IPII Quality Criteria,DS6-B9 and SCSI funding Component 69M Parke East Blvd. ety Information evolable from Truss Plate lnslitule, 71111N. Lee Street, Suite 312. Alexondria, VA 22314. Tampa. FL 33610 Job Trues Truss Type Dty Ply Me GNO Let 47 Spea no229s1 28666 FG01 ROOF SPECIAL GIRDER 1 s L i a East Coast Them Fort Piame, FL. 34946 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: 1-5=70, 9-10=-20, 6-8=-20 Concentrated Loads (III) Vert: 5=-246 14=211 15=-224 16=224 18=-442(F) 20=-442(F) 21=-512 22=-278 7.53BsJu1112014Mreklndustdes,Ine. Mon Apr2710:20.052015 Pai ID:6zll mLrNk el6oOuhJmH5aNViC-rePUX7y2HRR31 JcJF2T5puuRTPrVj82zYdOhib.MZDe ® WARNING -VWry duns. panemarars and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE MII.7473 rev. OVIM015 BEFORE USE. ■■■ Design vald for use on"th MRek connectors. V Is design is based only upon parameters shown, and is for an Individual building component. Applicab lity of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer- Bracing shown Is for lateral support of lndlNdual web member, only. Addillonal lempomry bracing to Insure stability outing construction is the responsibility of the Ps p'�e1, k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance recording fabrication, quality control, storage, delivery, erection and bracing. consult ANSIRPII Geollty Criteria, 11511-89 and BCSI Building Component Py9 69M Parke East BNd. Safety Informallon avoiWble from Truss Plate Institute,781N. Lee Street, Suite 31Z Alexondrla. VA 22314. Tampa, FL 33610 r' ? Job Truss Truss Type Oly Ply 2866 GHO Lot 47 Spec. T70g296g griefs FG02 ROOF SPECIAL GIRDER 1 q L bHanCe feldcral) East Coast Truss, FOIL Plena, FL. U946 7.530 a Jul 112014 Mliek ln,usunes, Ina. man er, ao:zu:w moo eager ID:6z11mLrNk el6oOuhJmH5mW!CJgzGkTzg2¢wrTBVom KL6QcOp6CSeR7m HmEEBSMZDd 47.4 9-2-8 47.4 474 Scale =124.7 are = 1x4 II 1x4 II 34= 1x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (fee) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.03 7-8 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) .0.02 7-8 1999 180 BCLL 0.0 ` Rep Stress lncr NO WB 0.26 Hom(TL) -0.01 5 file n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 1241b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or I oc patina, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid telling directly applied or 6.0-0 cc bracing. 1.13: 2x8 SP No,2, 4-5: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=812/1-11-4, 6=629/1-11-4, 13=1183/0-7-4 Max Horz 13=247(LC 6) Max UplIN5=-808(LC 5), 6=-539(LC 5), 13=-1244(LC 4) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 8-13=-1183/1244, 1-8=-1125/1149, 1.14=900/868, 14-15=900/868, 15-16=-900/868, 2-16=-900/868,2-17=900/868, 3-17=-900/868,3-18=-900/868, 18-19=-900/868, 4-19=-900/86B, 4-5=-848/858 BOTCHORD 7-8-3511278 WEBS 1-7=894/886, 2-7=848/668, 7-12=1023/1021, 4-12=1010/1006, 6-12=-504/430, 3-12=-471/399 2-ply trusto be connected together with 10d (0.131"x3") nails as follows: s 0-9-0 ``,`--�t^.1P,CJ 1�/ A 111 •' • • • �e �� Tap chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 cc. 2x4 - 1 row at 0-9-0 oc, 2x6.2 rows staggered at oc. �� O`v, . Bottom chords Connected as follows: 2x4 - 1 row at 0-9-0 cc. ,,% • C Webs connected as follows: 2x4 - 1 row at 0-9-0 DC, 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply ` �,.-�"'- , . 0 39381 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops1; BCDL=3.OpsY h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed: end vertical left and right exposed; porch left and right = � , exposed; Lumber DOL=1.60 plate grip DOL-1.60 rm 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details building designer as ANSI7TPI 1. , � ,• - ATE i 0• as applicable, or consult qualified per 5) Provide adequate drainage to prevent water pending. ��'��x �( QP' % 6) Plates checked for a plus or minus 0 degree rotation about its center. �� ; , •�? %` iaced at 2-0-0 oc,��4IS1 8) Thisltruss hae studs s been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. O N A' % 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Bearing at joint(s) 13 Considers parallel to grain value using ANSI/TPI l angle to grain formula. Building designer should verify FL Cert. 6634 Capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8081b uplift at joint 5, 539lb uplift at joint 6 April 27,2015 and 1244111 uplift at joint 13. ON MSAND INCLUDED MITEK REFERANCEPAGEMII.7473 rov. OVINO15 BEFORE USE. 1n h based only upon parameters shown, and is loran Individual building component. Von of component is responsibility of bullding designer- not truss designer. Bracing shown ..Y� ditional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• xtum L the responsiblUty of the building designer. For general guidance regarding to bracing. consult ANSIpPII Quality Crlteda, DSB-84 and Ill Building Component 69N Parke East End. 1 N. Lee Street, Suite 312. Alexandria. VA 211314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 2WB CHO Lot 47 spec, R022982 20666 FG02 ROOF SPECIAL GIRDER 1 n i i al East Coast Truss, Fop Pleme, FL. 34946 7.530 s Jul 112D14 MRek lndustrles,Inc. Man Apr 27 10:20.06 2015 Paget ID:GzllmLrNk_e16oOuhJmHSaNViC-JgzGkTzg2lZwfTBVom KLBOo0p6CSaR7mHmEEBzMZOd NOTES- 13) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 2771b down and 3531b up at 0-3-10, 278 lb down and 297 lb up at 0-11-9, 251 lb down and 288 Ib up at 3-0.0, 251 lb dam and 28B Ib up at 4-7-4, 251 lb down and 288 IS up at 6-2-8, and 278 lb down and 297 lb up at 8-2-15. and 319 Ib down and 311 Ib up at 8-11-12 on top chord. The design/selection of such connection device(s)'Is the responsibility of others. 14) Studding applied to ply: 1(Front) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25 Uniform Loads (plo Vert: 1-4=70, 5-8=-20 Concentrated Loads (Ib) Vert: 1=-246 2=-251 4-28914=-278 16=-251 17=-251 19=-278 ®WARNING-Varydeafen Paramarars and READ NOTES ON MIS AND INCLUDED M WK REFERANCE PAGE Mf1.7473 rev. OL4a/a015 BEFORE USE. ■■■ Design valid far use only with MUek connectors.ID& design is based any upon parameters shown, and is for on Individual building component. Appllcabl0ty of design parameten and proper Incomoraflon of component Is resporsublliN of bundling designer- not tmn deslenec Bracing shown is for lateral support of Individual web members only. Addlllonal temporary bracing to Insure stability during construction is the resporribllrity of MiTek' erector. Additional permanent bracing of the ovemll structure is the responsibiNty of the building designer. For generol guidance regarding fabrication. quality control. storage,delivery. erecllon and bracing. Consult ANSI/TPII Quality Criteria,DSB-89 and Bcsi Bundling Component 69N Parka East Blvd. Safety Information available from True Plata lmtltute.7BIN. Lea Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 re r Job Truss Truss Type Qty Ply 2066 CHO Lot 47 Spec T7022963 2061 MV2 alley 1 1 Job Reference a East Coast Truss, Pon Pierce, FL. 34946 2.4 i 2-aD 7.530 s Jul 112014 Mgek Induslsies, Inc. Mon Apr 2710:20: W 2D15 Page t ID:6zilmLrNk el6oCvhJmH5mNViC-D1%eyp Ip3hnGdmhMTVZuJzsMDTEB5hG7%VonbZMZDc Scale -1:7.9 I ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) Na - n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Verf(TL) nfa - 1 999 BCLL 0.0 ' Rep Stress Ina YES WE 0.00 Ho2(TL) -0.00 2 n/a nfa BCDL 10.0 Code FBC201 O/TP12007 (Matnk) Weight: 5lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod sheathing directly applied or 2.0.0 cc punitive. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10.0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing Ibe installed during truss erection, In accordance with Stabilizer nstallation guide. REACTIONS. (lb/size) 1=62/2-0.0, 2=4812-0-0.3=1412-0-0 Max Horz 1=42(LC 8) Max Uptift1=-15(LC 8), 2=-00(LC 8) Max Grev 1.63(LC 13). 2=55(LC 13), 3=28(LC 3) FORCES. (Ib) -Max. CompdMax. Ten. -All forces 260 (I s) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9,Opsf, BCDL=3.Opsf h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about His center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. • bottom In 3-6-0 tall by 2-0-0 ,1 f111111///�F 1/ 5) This truss has been designed for a live load of 20.Opsf on the chord all areas where a rectangle wide will fit between the bottom chord and any other members. ,S%% S A. %% P A� formula. Building designer e9 i, 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain should verify capacity of bearing surface. `%%"7.p � C E N,9 ., ` : �` •, /1� 1 ,� �, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Is uplift at joint 1 end 40 Is uplift at joint . > "63938 t 2, 8) "Semi -rigid pltchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. TH �, A �z17. - ff�� ' ATE >� �� <0R1!P:\�1:0 ',,,,Ss/oNA� ��C�%.lifflill FL Celt. 6634 April 27,2015 ®WARNING - Vsi cWpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PACE MIWQO nw OVIND16 BEFORE USE. ■■■ Design valid torus. only with Mi connectors. This design is based only upon parameters shown, and is for an individual buiding component. Applicability of design parameteD and proper incorporation of component B responsibility of building tleslgner - not truss designer, Bracing shown ' Is for lateral support of lndlNduol web members only, Additional temporary bracing to Insure stability during construction is the responsibility of the MlTek' erector, Additional permanent bracing of the overall structure Is the respcnslblBN of the building designer. For general guidance regarding fabrotion.qualiy, control. storage, delNery, erection and bracing. comult ANSI/IPIl QuaOy ClHeris,DSB-89 and 501 Building Component Sees Puke East BIW. Safelylolarmalion available from Truss Plate Institute. 781 N. Lee Sheet. Suite 312. Alexandria. VA 22314, Tampa, FL 334810 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. 5EDimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. QT/16� LT� I For 4 x 2 orientation, locate plates O-'AA' from outside edge of truss. . This symbol indicates the required direction of slots in connector plates. ' Plate location details available In MTTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular 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: BEARING 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/TPII: 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 8. Bracing of Metal Plate Connected wood Trusses. Numbering System 1 6-4$ I dimensions shown t ftc sixteenths t s III (Drawings not to scale) Q rr 0 U U a O r— 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 © 2012 MTek® All Rights Reserved nIiTeke MTek Engineering Reference Sheet: MII-7473 rev. 02/16/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 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 themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this hu s design to the building designer, erection supervisor, property owner and all 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 at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord 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 fie retardant, preservative treated, or green lumber. 10. Camber is a nonstructural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, 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 puns 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 cut or alter truss member or plate without prior approval of an 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, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Ouarity Criteria. 1. CURRENT TITLE INFORMATION ON THE SUBJECT PROPERTY HAD NOT BEEN FURNISHED TO GEOPOINT SURVEYING, INC. AT THE TIME OF THIS PLOT PLAN. 2. LOTS, TRACTS AND EASEMENTS ARE AS SHOWN ON THE FIRST REPLAT IN MEADOWOOD UNIT THREE. PLAT BOOK 38, PAGE 27, ST. LUCIE COUNTY, FL. 3. CONTRACTOR AND OWNER ARE TO VERIFY ALL SETBACKS, BUILDING DIMENSIONS, AND LAYOUT SHOWN HEREON PRIOR TO ANY CONSTRUCTION, AND IMMEDIATELYADVISE GEOPOINT SURVEYING, INC OF ANY DEVIATION FROM INFORMATION SHOWN HEREON. FAILURE TO DO SO WILL BE AT USERS SOLE RISK. 4. FINISHED FLOOR ELEVATION TO BE SET AT 1.5'ABOVE CROWN OF ROAD. 5. A FLOOD MAP OF THIS AREA HAS NOT BEEN PRINTED. B. ELEVATIONS SHOWN HEREON ARE IN FEETAND ARE REFERENCED TO THE NATIONAL AMERICAN VERTICAL DATUM OF 1988 (NAVD88). 7. BEARINGS ARE BASED ON THE WEST BOUNDARY OF LOT 47 HAVING A BEARING OF S.0"50'42"W. PER PLAT. 8. FLOOD ZONE MAP PANEL HAS NOT BEEN PRINTED FOR THIS AREA. NO SPECIAL FLOOD HAZARD AREAS. DESCRIPTION: Lot 47, FIRST REPLAT IN MEADOWOOD UNIT THREE, as recorded in Plat Book 38, Page 27, of the Public Records of St. Lucie County, Florida. CURVE DATA TABLE NO. RADIUS DELTA ARC Cl 390.00, 2'16'03" 15.43' C2 360.00' 34'25'00" 216.25' CONIFER DRIVE (601 R/W) n ryh �S 89'09'18" E 764.57' 1p za.1e, C2 715.00' 49.57' I x— ELEVA r/ON= 19. 74' ay " 19.68, '19.74 �0 14. O O [V O d O N In IFCM RL52391 CO— co ,SB9_09 �18 rE C 1 Immi SIR 2o.s�x 49.57� SIR 20.8 10' UTILITY & ,To9 ____________x DRAINAGE EASEMENT x _______-- ------ d-12p SG NI 16' PAVER lr8 SC+ DRIVE ,,, „. Lot 48 VACANT LEGEND SIR - - - - - - - Set 112" Iron Rod L87768 F/R------- Found Iron Rod FCM - - - - - - - Found Concrete Monument O - - - - - - - Permanent Control Point ® - - - - - - - telephone Pedestal R - - - - - - - Water Meter Coo _ _ _ _ - - - Sanitary Sewer Clean Out OU — - - - - - - - Overhead Utility Lines SL - - - - - - - SLASH P/NE (YELLOW PINE) x _ _ - _ _ _ _ Spot Elevation 4�. 0 QCG34 *T COVERAGE LOT AREA - 9752 SF BUILDING COVERAGE - 3643 SF = 37% IMPERVIOUS TOTAL - 4467 SF = 46% PROPOSED FINISHED FLOOR ELEVATION = 21.68' (N.A.V.D. 88) REVISIONS No. I Date Dwn. 21.0-1 21.2, x 21.3 x,. I. I1 n' A/C J COVERED I ENTRANCE ` ,es 21.4n . .: 1W8.7' l N Lot 46 LOT 47 a FFE = 22.29 `1PROPOSED-RESIDENCE ,VN %EFE==27 _683 j In m 5 . ryr a x ,21.7 tit-7' b� - J o COVERED 2.3' 1.8' CS O1 PORCH 10.0' - 14.2' _ 10.0' w 2.6' 2.6' ,I x 10. L21.0 { 1 sae � i x to a ry0? Yr 0 0 x 0p r _ _ _ _ _ - _ _ _ h _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 20.---------- 10' UTILITY & I I T1x DRAINAGE EASEMENT ou ou ojh +- ou ("'' ou °+'oU 11 ou ou N49-09'18'-W— x UNPLATTED LOT 47 - MEADOWOOD BOUNDARY SURVEY - SITE PLAN For: GHO HOMES _ of Field Survey: 06/03/15 SURVEYOR'S CERTIFICATE ueovoint This certifies that a survey of the hereon described property was made under my supervision and meets the Minimum Technical Standards Standards set forth by,. the , Flurioa $card' of Professional Surveyors & Mappers in Chapter 5'J.-17.t1' ,` Florida,. Administrative Code, pursuant to Section 472. ' � Florido S/totuI LS4828 FLORIDA PROFESSIONAL RV OR & MAPPER NO. ...........2 . RAISED SEAL OF A FLCLRIbA LICENSED SURVEYOR AND MAPPER Surveying, Inc. 4152 W. Blue Heron Blvd. Phone: (561) 444-2720 Riviera Beach, Florida 33404 Fax: (813) 248-2266 www.geopointsurvey.com Licensed Business Number LB 7768 Drawn:KKM Date:06103/15 1 Data File: Check:GAR P.C.: IField Book: Section: 27 Twn.34Rng.39 Job #:GHO-MW- 1. CURRENTTITLE INFORMATION ON THE SUBJECT PROPEj-,Y HAD NOT BEEN FURNISHED TO GEOPOINT SURVEYING, INC. ATTHE TIME OF THIS PLOT .PLAN. 2. LOTS, TRACTS AND EASEMENTS ARE AS SHOWN ON THE FIRST REPLAT IN MEADOWOOD UNIT THREE. PLAT BOOK 38, PAGE 27, ST. LUCIE COUNTY, FL. 3. CONTRACTOR AND OWNERARE TO VERIFY ALL SETBACKS, BUILDING DIMENSIONS, AND LAYOUT SHOWN HEREON PRIOR TO ANY CONSTRUCTION, AND IMMEDIATELYADVISE GEOPOINT SURVEYING, INC OF ANY DEVIATION FROM INFORMATION SHOWN HEREON. FAILURE TO DO SO WILL BE AT USER'S SOLE RISK 4. FINISHED FLOOR ELEVATION TO BE SETAT ISABOVE CROWN OF ROAD. 5. A FLOOD MAP OF THIS AREA HAS NOT BEEN PRINTED. 6. ELEVATIONS SHOWN HEREON ARE IN FEET AND ARE REFERENCED TO THE NATIONAL AMERICAN VERTICAL DATUM OF 1988 (NAVD88). 7. BEARINGS ARE BASED ON THE WEST BOUNDARY OF LOT 47 HAVING A BEARING OF S.0°50'42W. PER PLAT. 8. FLOOD ZONE MAP PANEL HAS NOT BEEN PRINTED FOR THIS AREA. NO SPECIAL FLOOD HAZARD AREAS. DESCRIPTION: Lot 47, FIRST REPLAT IN MEADOWOOD UNIT THREE, as recorded in Plat Book 38, Page 27, of the Public Records of St. Lucie County, Florida. Pern�j4 *'15010-6110 R a CURVE DATA TABLE NO. RADIUS DELTA ARC Ct 390.00, 2'16'03" 15.43' C2 360.00' 34'25'00" 216.25' NOTE: TOP OF FORMBOARD = 21.76' CONIFER DRIVE (601 R/W) C.yII�S 89'09'18" E 764.57' CENTERLINE=20.03' C2 v 715.00' 49.57' BENCHMARK �ELE✓AT/ON=19.74' �O CO 1n FCM RLS2391 CO S89*09'18-6-f C 1 — - ® SIR 49.57' siR 10' UTILITY & ____________ __________DRAINAGE EASEMENT -- - -- ___----_- cF12SL Q `18 SL RECEWED SEP 1' 0 2015 Lot 48 VACANT ,h LEGEND y SIR ------- Set 112" Iron Rod LB7768 FIR - - - - - -- Found Iron Rod FCM- - - - - -- Found Concrete Monument 0 O-- - - - -- Permanent Control Point O I�-- - - - -- Telephone Pedestal A ®-- - - - -- Water Meter Co - - - - - -- Sanitary Sewer Clean Out —OU—- - - - - -- Overhead Utility Lines SL - - - - - - - SLASH PINE (YELLOW PINE) 1Mpx- - - - - -- Spot Elevation NOTES: COVERAGE LOT AREA: - 9752 SF BUILDING COVERAGE - 3643 SF = 37% IMPERVIOUS TOTAL - 4467 SF = 46% PROPOSED FINISHED FLOOR ELEVATION = 21.68' (NAV.D. 88) REVISIONS OU OU N Y FORM BOARDS LOT 47- — AREA=2640 Top of Formboards Elevation— SEI "' 12.7' 10.0' --- 1D' UTILITY & DRAINAGE EASEMENT -OU OU- 65.00' N89009' ,UNPLATTED 10.0' 1AIC a A A Lot'46 FFE = 22.2' ---- -------- oU OU - 4 LOT 47 - MEADOWOOD FORMBOARD SURVEY _ For: GHO HOMES No. I Date Description Own. I Loet Date of Field Survey: 09/03/15 1 09/03/15 FORMBOARDS SWM ASBUILT SURVEY THIS ASBUILT SURVEY WASPREPAREDFOR THE -PURPOSE OF SHOWING LOCATION OF THE FORM@OARDS'LOCATEDSEPTEMBER 3, 2015 AS SHOWN. „ - • - - vnL%I rI . a"'"a.` LS4828 FLORIDA PROFESSIONAL SU EY & MAPPER NO. ............ 8 RAISED SEAL OF A FLOkID11/LICENSED SURVEYOR AND MAPPER GeoPoinnt Surveying, Inc. 4152 W. Blue Heron Blvd. Phone: (561) 444-2720 Riviera Beach, Florida 33404 Fax: (813) 248-2266 www.ggopointsurvey.com Licensed Business Number LB 7768 Drawn:KKM Date:06/03/15 1 Data File: Check:GAR I P.C.: I Field' Book: Section: 27 Twn.34Rne.39 IJob #:GHO-MW- n 1. CURRENTTTTLE INFORMATION ON THE SUBJECT PROPERTY HAD NOT BEEN FURNISHED TO GEOPOINT SURVEYING, INC. AT THE TIME OF THIS PLOT PLAN. 2 LOTS, TRACTS AND EASEMENTS ARE AS SHOWN ON THE FIRST REPLAT IN MEADOWOOD UNIT THREE. PLAT BOOK 38. PAGE 27. ST. LUCIE COUNTY, FL 3. CONTRACTOR AND OWNER ARE TO VERIFY ALL SETBACKS, BUILDING DIMENSIONS, AND LAYOUT SHOWN HEREON PRIOR TO ANY CONSTRUCTION, AND IMMEDIATELY ADVISE GEOPOINT SURVEYING, INC OF ANY DEVIATION FROM INFORMATION SHOWN HEREON. FAILURE TO DO SO WILL BE AT USER'S SOLE RISK 4. FINISHED FLOOR ELEVATION TO BE SETAT 1.9ABOVE CROWN OF ROAD. 5. A FLOOD MAP OFTHIS AREA HAS NOT BEEN PRINTED. B. ELEVATIONS SHOWN HEREON ARE IN FEET AND ARE REFERENCED TO THE NATIONAL AMERICAN VERTICAL DATUM OF 1988 (NAVD88). 7. BEARINGS ARE BASED ON THE WEST BOUNDARY OF LOT 47 HAVING A BEARING OF S.0°50'42"W. PER PLAT. 8. FLOOD ZONE MAP PANEL HAS NOT BEEN PRINTED FOR THIS AREA. NO SPECIAL FLOOD HAZARD AREAS. CURVE DATA TABLE NO. RADIUS, DELTA ARC C1 390.00' 2'16'03" 15.43' C2 360.00' 34'25'00" 216.25' CONIFER DRIVE (601 R/W) DESCRIPTION: Lot 47, FIRST REPLAT IN _ q S 89-09-18" E 764.57' CL=20.01C2 _ �-0 MEADOWOOD UNIT THREE, as recorded in Plat 715.00' 49.57' i o Book 38, Page 27, of the Public Records of St. BENCHMARK Lucie County, Florida. �ELEVAT/ON=19.74' RECEIVED MAR - 9 1016 e2i(05�0 ,+;�I/So(o- oikD �erm) RLS2391 0 49.57' a° 10' UTILITY & rL°. -- -- -- ------ --- _ DRAINAGE EASEMENT N N Lot 48 VACANT LEGEND SIR - - - - - -- Set 112" Iron Rod L87768 FIR - - - - - -- Found Iron Rod FCM- - - - - -- Found Concrete Monument OO- - - - - -- Permanent Control Point III - - - - - - - Telephone Pedestal 10 - - - - - -- Water Meter COO -- - - - -- Sanitary Sewer Clean Out —OU- - - - - - - Overhead Utility Lines SL - - - - - - - SLASH PINE (YELLOW PINE) ex - - - - - -- 4t Spot Elevation e. Dat�_ CERTIFIED TO: GHO HOMES CORPORATION AND/OR ITS TITLE INSURANCE UNDERWRITER �C�71_M_af.`f COVERAGE LOT AREA - 9752 SF BUILDING COVERAGE - 3643 SF = 377 IMPERVIOUS TOTAL - 4467 SF = 46% PROPOSED FINISHED FLOOR ELEVATION = 21.68' (NAV.D. 88) REVISIONS 0 rs 10.0' ti` 10.0' 16' PAVER ° DRIVE 22.3' 10.0' N LOT 47 RESIDENCE AREA=3,643 SF FFE=21.68 D2 3' 1 8' 7.5' 10.0'. PAVER .6' PATIO Lot 46 FFE = 22.2' a° 10' UTILITY & �9. DRAINAGE EASEMENT 0 o , ou —I-ou—ou—ou ou ou — F7R L84286 65. 00' N89'09'18"W °° FIR L84286 UNPLATTED 1p LOT 47 - MEADOWOOD FINAL SURVEY For: GHO HOMES Date Description own. Last Date of Field Survey., 02/27/16 0/1FORMBOARDS SWM ASBiTII.T SURVEY GeoPoint 02/27/27/16 FINAL SWM THIS ASBUILT SURVEY WAS PREPARED FOR THE PURPOSE OF SHOWING THE RESIDENCE LOCATION ON FEBRUARY 27. 201 11 GARY A. RAGER . LS4828 FLORIDA PROFESSIONAL SURVEYOR &VIIJPER NO - . .................. Surveying, Inc. 4152 W. Blue Heron Blvd. Phone: (561) 444-2720 Riviera Beach, Florida 33404 Fax: (813) 248-2266 wWw.geopointsurvey.com Licensed Business Number LB 7768 Drawn:KKM Date:06/03115 1 Data File: Check:GAR P.C.: I Field Book: z O s Iw a N i RAISED SEAL OF A FLORIDA AND MAPPER 0