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SUBMITTED PAPERS
ALL APPLICABLE 1 t` O M ISfBE COMPLETED FOR APPLICATION TO BE ACCEPTED Date: �C `�'IT SCANNED Permit Number: BY St. Lucie County Building Permit Application `Z__�il-©a9G Planning and Development Services Building and Code Regulation Division 2300 Virginia Avenue, Fort Pierce FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Commercial Residential X PERMIT APPLICATION FOR: Building l S tiv�G� �C'avvll \/ �e5 tyLiy�SL,� PROPOSED INPROVEMENT LOCATION: Address: 13309 NW Baywood Place pod yn C itif A gg910 Legal Description: Riverbend Plat Book 67 Page 36 City of Port St. Lucie, St. Lucie County, Florida Property Tax ID #. Site Plan Name: Riverbend Project Name: Riverbend Setbacks Front50.21 Back: 5933 J-'70-S Right Side: 7.00 Left Side: 2804 Block No. DETAILED DESCRIPTION OF WORK: III New Construction-SFR Yorkshire (6811) Elevation A Garaae R I CONSTRUCTION INFORMATION: III AUU I UUrrdI WUIK LU UV PCr 1Ur UrCU U11UU1 1.1115 Atli Ur l L—Lr W1HVAC Li Gas Tank Gas Piping Z✓ Electric ❑✓_Plumbing ❑Sprinklers Total Sq. Ft of Construction: 4906 Cost of Construction: $ 373,000.00 Shutters Z Windows/Doors Generator W] Roof S of First Floor: 3688 VUtilitiesSewer Septic Building Height: OWNER/LESSEE: CONTRACTOR: Name Standard Pacific of South Florida Name: Robert Smithwick Address:825 Coral Ridge Drive Company: Standard Pacific of South FI GP, Inc. City: Coral Springs State:FIL Zip Code: 33071 Fax- 954-434-8840 Phone No. 954-232-2290 Address: 825 Coral Ridge Drive City: Coral Springs State: FL Zip Code: 33071 Fax: 954A34-8840 Phone No. 954-232-2290 E-Mail: Permits@brownspermitting.com Fill in fee simple Title Holder on next page (if different from the Owner listed above) E-Mail: Permits@brownspermitting.com State or County License: CECO57817 If value of construction is $2500 or more, a RECORDED Notice of Commencement is required. - 904 P ,. L A. CERTIFICATION: This application is hereby made to obtain a permit to do the work and installations as indicated, and to obtain a certificate of capacity, if applicable, for the permitted work I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits may be required fbir ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AND AIR CONDITIONERS, FENCES, ETC., not otherwise included with this building permit application. St. Lucie County makes no representation that its granting of a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Homeowner Association rules, bylaws or any covenants that may restrict or prohibit such structure. Please consult with. your Homeowner's Association and review your deed for any restrictions which may apply. The following building permit applications are exempt from undergoing a fall concurrency review: room additions, accessory structures (all types), swimming pools, fences, walls, signs, screen rooms, utility substations & accessory uses to another non- residential use. NOTICE TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR MIPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOBSITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: IF IT IS NOT YOUR RIGHT, TITLE, AND INTEREST THAT IS SUBJECT TO ATTACHMENT; AS A CONDITION OF ISSUANCE OF THIS PERMIT, YOU PROMISE IN GOOD FAITH TO DELIVER A COPY OF THE CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT. ENT. SPATE OF FLORIDA COUNTY OF Broward The foregoing instrument was acknowledged before me this 3 day of Nov 20 14 by Robert Smithwick who is personally known X or has produced as identification. Signature of Nota �. DENISE BROWN STATE OF FLORIDA COUNTY OF Broward The foregoing instrument was acknowledged before me this 3 day of 20 14 by Robert Smithwick who is personally known X or has produced h .as identification. Signature of Notary Commission -A Commission # F�7 p€ xp res Novemb Y 18 Co i�(1)!1oDFNISE BROWN (Se 1) �.' Badad lhuTmy Ftlnliuiventt �9�B57919 aYR' n"s r .: Commission # FF 140607 Expires November 9amWTWTmrF� N80Dem19 NOTE: TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNA ST BE NOTARIZED. IF APPLYING FOR THIS BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAR TO SIGN THIS APPLICATION IN THE OFFICE LISTED ON THE FRONT OF THIS APPLICATION. OWNER BUILDER AFFIDAVIT WILL BE REQUIRED FOR ALL OWNER/BUILDER APPLICANTS. For specific instructions see appropriate permit checklist. Il _ bU4 6'06 :_ `ca APPLICATION u:AP1163696 STATE OF FLORIDA PERMIT o:56SF-1566642 DEPARTMENT OF HEALTH nocDMENT e:F110129241 ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM •aFlo rva'R�' CONSTRUCTION INSPECTION AND FINAL APPROVAL DATE PAID: 10/2212014. FEE PAID:515.00 RECEIPT o-56-PID-2558711 APPLICANT: Standard Pacific of Florida GP Inc AGENT: Dave Fowler (Culpepper 8. Terpening, Inc) PROPERTY ADDRESS: 13309 NW Baywood PI Port Saint Lucie, FL 34952 LOT: 29 BLOCK: SUBDIVISION: Rlverbend IDO: 4425.7030.034.000.2- CHECKED [X] ITEMS ARE NOT IN COMPLIANCE WITH $TAT= OR RULE AND MUST BE CORRECTED. TANK INSTALLATION SETBACKS ( 1 [011 TANK sxzE [I] 1050.00 (2] 483.00 [ ] [271 SURFACE WATER 80 FT ( 1 (021 TANK MATERIAL Concrete ( 1 [281 DITCHES FT [ 1 1031 OUTLET DEVICE [ 1 (291 PRIVATE WELLS FT [ 1 [041 MULTI -CHAMBERED ( Y LNJ [ ] [301 PUBLIC WELLS FT [ 1 1051 OUTLET FILTER Polylok PL-68 ( 1 (311 IRRIGATION WELLS FT [ ] [061 LEGEND 1. 28-015-08DC3 2. 70-143-54SC4 [ 1 [321 POTABLE WATER FT [ ] [071 WATERTIGHT [ 7 [331 BUILDING FOUNDATIONS 6 FT [ ] [081 LEVEL [ 1 (341 PROPERTY LINES 5 FT [ 7 1093 DEPTH TO LID [ 1 [35] OTHER FT DRAINFIELD INSTALLATION FILLED / MOUND SYSTEM [ 1 (107 AREA [I] 577.32 [21 SOFT [ 1 [361 DRAI[iVI= COVER [ 1 [111 DISTRIBUTION BOX _ HEADER X [ 1 [377 SHOULDERS [ I [121 NUMBER OF DRAZNLINES 1. 3.00 2. [ 1 (38] SLOPES [ 1 [131 DRAINLINE SEPARATION [ 1 [391 STABILIZATION [ 1 [141 DRAIHLINE SLOPE [ ] [151 DEPTH OF COVER ADDITIONAL INEIURMATION [ ] 1167 ELEVATION ( ABOVE / Fzzcw IBM 4.00 [ 1 1403 UNOBSTRUCTED AREA [ 1 (171 SYSTEM LOCATION [ 1 (411 STORMWATER RUNOFF [ ] [1N] DOSING PUMPS [ 1 [421 ALARMS [ 1 (191 AGGREGATE SIZE [ 3 (431 MAINTENANCE AGREEMENT ( 1 [201 AGGREGATE EXCESSIVE FINES [ 1 [44] BUILDING AREA I ] 121] AGGREGATE DEPTH [ 1 [45] LOCATION CONFORMS WITH SITE PLAN FILL / EXCAVATION MATERIAL [ 1 1461 FINAL SITE GRADING ( 1 [221 FILL AMOUNT 1 1 [471 CONTRACTOR Brian Davis (Brian Davis Sep [ 3 (231 FILL TEXrUR9 [ 1 [481 OTHER INFILTRATOR QUick4 Plus EQ36 LP [ 1 (241 EXCAVATION DEPTH ABANDONMENT [ I [25] AREA REPLACED [ 1 [491 TANK PUMPED ( 3 [261 REPLACEMENT MATERIAL [ ] (50] TANK CRUSHED a FILLED Comments: Comments are, on page 2. CONSTRUCTION [ APPAOVED / DISAPPROVED 1: F` SL Lucie CHO DATE: 05/08/2015 Envl mo tiSpod wtl Jac bK!K[rchnor APPROVED / FINAL SYSTEM [ DxsAPPROveD ];� St. Lucie cFm HATE: 08/12/2015 (Explanatton of Violntiono on following page) J nmc 1U pats 6 acs rc0-Ttnoi DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC Page 2 of 3 EN Database v1.0.1 AP1163698 EID1566642 r- 1 STATE OF FLORIDA S DEPARTMENT OF HEALTH ONSITE SEWAGE TREAMIENT AND DISPOSAL SYSTEM CONSTRUCTION INSPECTION AND FINAL APPROVAL. Comment Comments APPLICATIoN s:AP1163698 PERMIT 0:56-SF-1566642 DocDMENT i):F11012924 DATE PAID:10/22/2014 FEE PAID RECEIPT 8 The system is sized for bedrooms with a maximum occupancy of 6 persons (2 per bedroom), for a total estimated flow of 460 gpd. system approved. contractor was notified on site final needed for gutters Gutters were on for final. Final approval emalled to building dept and contractor. DR 4016, 08109 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC Page 2 of 3 EH Database v1.0.1 AP1163698 EID16GG642 1 INSULATION INSTALLATION CERTIFICATE Gale Insulation BUILDER: 56-dar0l,ci4L 133 JOB ADDRESS: Lil t3 ca&�L PERMIT SUBDIVISIONXi U•e�d -. CITY: LOT/BLOCK: The undersigned hereby certifies that insulation has been installed in the above described property as follows: 1. Exterior CBS walls has been insulated with to a thickness of _S inches, wh according to ✓SDI I w�- will yield an "R" value of IA Exterior frame walls has been insulated with to a thickness of inches, which according to rwill yield an' R" value of 2. Ceilings (flat) has been insulated with iaT to a thickness of �_ inches, which according to btla410AR6 will yield an "R" value of Ceilings (vaulted) has been insula ed with to a.thickness of inches, which according to will yield an'W value of 3. Interior knee walls has been insulated with to a thickness of inches, which according to will yield an "R" value of 4. Garage Partition walls adjacent to conditioned living space has been insulated with to a thickness of 6 ,'inches, which according to QAWS_will yield an "R" value of �. General Contractor/Builder Insulation Contractors Signature License # CGC1512179 Signature THE __A-,Fr,Frr I''A��N"T, IS PERSONALLY KNOWN TOME Sworn to and subscribed before me this '�1/ dl of MWb. % PAELISSA S. SAPP Notary Public, State of FloridaA•? `�; R P - . - ote�y upg0 -srnl of r xg W COMM. Expireq Aug t COmmheion Y FF 411 3601-A CROSSROADS PARKWAYL • Fr. PIERCE, F34945"'('" Fr. PIERCE (772) 465-9191 • VERO BEACH (772) 589.1514 • STUART (772) 283-3151 TOLL FREE (866) 619.9456 • FAX (772) 499.6758 GMC_x 56839127 Plant; Begin Loadin Arrive Job: Start Unload: Finish Unload: LeaveJob: Return Plant; r • CustomerCcBQ.. Customer'Namei F f % r r' �b Project Code:, -` Pro)ect Name[ Ticket Dale:. , Delivery Address; t Delivery Instructions:. Custbm6rictt Hi nbe -,1I�' Order Code/Date: i:k -f PmjecCP,O. Numbep Order P.O. Number. Map Page: Map/Row/Column: Dispatcher Ticket Number: Due On Job: ', Slump: f .1 TmckNumbee' .4', Driver Number.' . �: I Drive, Name; r� End Use: LOAD CUMULATIVE ORDERED MATERIALCODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT QUANTITY QUANTITY QUANTITY -_ JCash Check#/AulhCode: Signature of Driver Receiving Cash: Cash Received: Total COD Order Ani to Collect ] Check Without Standby Charges: Charge Comments: WATER ADDED: I /GAL YARDS IN DRUM: WHEN ADDED. n SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: T _ ' -_I _ -_r_ --__ ic" ' �'�_ .. __ I' I i1 i':;�_•.r SIGNATURE ❑ LOAD WAS TESTED BY: \/ Notice: Our drivers will make every effort to place materials where the customerdesignates, but the SPECIAL TERMS: AAy �yafer added is at customEre oven ask. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. .Af NING: PraducKmay cause skin and/or eye Irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be harardous to ya11 afetyfnd with. Please refer to the backside of this ticket for important central after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling lMormatior/ ntl lo(e ateaal safetyggqeta sheeU for additional infelmation. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us In writing AUTHORIZED SIGNATUJiFI: / within one business day after the receipt of materials. I h'r' 68UNIVERSAL INVOICE 1V/ V This Delivery Ticket incorporates herein by reference Buyer's previousl- ----ecuted Credit Application, if any, Seller's Standard Terms and Conditions, Selle inotation. if any, and Seller's Order Conition (including limitations of warranties), as if fully set forth on this Delivery Tic "Agreement"). Seller will provide the Stuuuard Terms and Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expyessly .1grees to pay in accordance with the Agreement. TE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock. sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025%crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye bums and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above reconunended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more infonnation please visit www,cemexusa.com. Este ticket de entrega incluye como referencia al comprador (ya previamente ejecutada en su aplicacion de crddito): cualquier termino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmacibn del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveerd los terminos estAndares y condiciones detal- lados en caso de asf set requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se express en el mismo. Acepta pagar el monto de acuerdo al contrcto: al menos que se identi- fique con mra nota al frente de este documento. / ULa'IV EN 10 / YK0VUU1'0, VE UUINUKLI'U / UENIGA, VULAN'1'Lr, Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcdnica, arena, gravy y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo [P), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita. granito, roca volcdnica, arena. Brava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mds de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritation en Ins ojos, quemaduras en piel y ojos, y reacciones alergicas en In piel. Concreto seco y polvo de agregados, pueden causar irritation en Ins ojos, pie] y/o en la zona respiratoria. Polvo del manejo en el trituramiento, pulido, torte y/o perforation puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de set ingeridos, mantenerse. en temperature calida, reposar y tomargrandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad: La humedad puede causar la liberaciGn del amoniaco. La inhalation del amoniaco puede causar toser, irritation o quemadmas ell la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salad depcnde en la duracion.y el nivel de In exposition. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, proteccion en los ojos y ropa Primeros adecuada para proteccion. Lavese las manos con jabon suave y agua despues del manejo de materiales. Evite inhalar auxilios: polvos. Si se expone a polvos miis de los limites recomendados, use proteccion respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en In pane afectada por 15 minutos. Si se inhala polvo, expongase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, liivelos a fondo con agua. Acuda a atencion medica inmediatamente si la in•itacion continua. CEMEX, Memorial Hermann Tower 929 Gessner. Suite 1900 V7 combinado Houston. Texas 77024 02/12 Para mas information visita www.ce 56839121 Plant:. ` Begin Loadfn9?4 ?aTo.11Qti:`k` Arrive Job: StartUnload: Finish Unload: Leave Job: Return Pfantc Customer Coder Customer Name: 1f Project Code: Project Name: Ticket Data: Delivery Address[ Delivery Instructions: yt, Customer Job Number. Order Code / Date: Project P.O. Number. Order P.O. Number, / Map Page: Map/Row/Column: Dispatcher. Ticket Number. Due On Job: Slump: Truck Number Driver Number: Dever Name: End Use: -'r';:rN NIL-1,7D U, LOAD CUMULATIVE ORDERED MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT QUANTITY QUANTITY QUANTITY - 0? • ,1 a Yt—LY J� Pf'i PaL-2 ' Cash Check #IAuth Code: Signature of Diver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check Charge Comments: WATER ADDED: r_/ GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB L E CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE ❑ LOAD WAS TESTED BYE Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIALTERMS: Any water added is atcuslamers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our .may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information. returned concrete. Buyers exceptions antl claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: ' Within one business day after the receipt of materials. O r,RL_ 1,F, . t_nr�n wl.fri i 68UNIVERSAL INVOICE slivery Ticket incorpora`-- `-,rein by reference Buyer's previously e--ted Credit Application, if any, Seller's Standard Nd Conditions, Seller's ation, if any, and Seller's Order Confirm n (inclu(fing limitations of waiTanties), as if fully \n this Delivery Ticket k agreement"). Seller will provide the Stand__ .'erms and Conditions upon request. Buyer agrees ss otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to ",,aY in accordance with the Agreement. W, . . AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause imitation to eyes, skin, and/or respiratory tract. Dust from handling, crushing. grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled; move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cenieznsa.com. Este ticket de entrega incluye Como referencia al comprador (ya previamente ejecutada en so aplicacion de credito); cualquier tetmino estdndar, condiciones del--vendedor, propuestas del vendedor y orden de confirmation del vendedor (con limitaciones y garantf as), como acuerdo total del ticket de entrega (`Contrato"). El vendedor proveera los terminus estandares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados Como se expresa en el mismo. Acepta pagar el monto de acuerdo al contrato; al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, rota volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albaililerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, rota volcanica, arena, grava, y otros materiales silicios. Estes productos incluyen cenizas volantes (fly ash) la coal puede contener mas de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritation en Ins ojos, quemaduras en piel y ojos; y reactions alergicas en la piel. Concreto seco y polvo de agregados, pueden causar irritatidn en Ins ojos; pie[ ylo en la zona respiratoria. Polvo del manejo en el trituramiento, pulido, torte y/o perforacign puede contener materiales silicos, Ins cuales pueden causar silicosis puhmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida.reposar y tomar grandes cantidades de. agua. Las cenizas volante$ pueden contener amoniaco. Seguridad: La humedad puede causar la liberation del amoniaco. La inhalation del amoniaco puede causar toser, irritation o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salud depende en la duration y el nivel de la exposition. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, protection on los ojos y ropa Primeros adecuada para proteccion. Lavese las manos con jabon suave y agua despues del manejo de materiales. Evite inhalar auxilios: polvos. Si se expone a polvos mas de los limites recomendados, use proteccion respiratoria. Primeros auxilios: En caso de contacto on los ojos, inmediatamente fluya agua en la pane afectada por 15 minutos. Si se inhala polvo, expongase a sire fresco. Si el cemento fresco tiene contacto con sus ojos, tavelos a fondo con agua. Acuda a atencion medica inmediatamente si la irritation continua. CEMEX, Memorial Hermann Tower 929 Gessner. Suite 1900 V7 combi_nado Houston, Texas 77024 mn ? Para rods information visita www.ce zcc-m.c-x c �xA %r.16339125 Plant: Begin Loading., -'To Job: Ariive.Job: .Start Unload: :Finish Unloads Leave Job: Return Plant: Customer Code:. Customer Name:. Projecl:Code:. Project Name: s 1Y Ticket Date: DeliveryAddress: Delivery Instructions: Customer Job Number. Project P.O. Number -nr rt Order Code / Date: Order P.O. Number: Map Page: Map/Row/Column: Dispatcher' Ticket Number. Due On Job: Slump: Track Number. Driver Numbers Driver Name: Entl Use: i. _ )_n=` trT_t';. iJ,"P.C"IG!,ff--D LOAD CUMULATIVE I ORDERED QUANTITY QUANTITY QUANTITY MATERIAL CODE t PRODUCTION DESCRIPTION LION! UNIT PRICE AMOUNT LI; r.� L1=ri ha is Cash Charge Check#/Auth Code: Signature of Driver Receiving Cash: Cash Received: Without Standby Order Amount Change: Collect Without D Order Charges: Check comments: � r _1 WATERADDED: lV / GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE I CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: __ __ 1%I i" r+�:_ __, ��_�'_I_ L.�Is-1Z• �_ 'dist'!-..j ❑ LOAD WAS TESTED j BY: SIGNATURE n Notice: Our drivers will make every effort to place materials where the customer designates, but the eSPIECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to theI is DDlonger guaranteed. WARNING: Product may cause skin and/or eye irmation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of' our may be\hazallous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility forme finished results. No credit far ll safety ha, citing information, and to the material safety data sheetsfor additional information. returned o concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing i9AUTHOR]ZED SIG within one business Buy rserthereceiptof materials: (L( �. 6BUNIVERSAL INVOICE �JILJM slivery Ticket incorpora ierein by reference Buyer's previously it ued Credit Application, if any, Seller's Standard d Conditions, Seller's tation, if any, and Seller's Order Confirr in (including limitations of warranties), as if fully, this Delivery Ticket ("Agreement"). Seller will provide the Standard Terns and Conditions upon request. Buyer agrees ss otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expresgy,agretes to in accordance with the Agreement. A FE+' / UL1 ME+NT / U0-N ;KL1E+' FKUDUUTS / NLY Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock. sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit Este ticket de entrega incluye como referencia al comprador (ya previamente ejecutada en su aplicacion de credito): cualquier termino estlndar, condiciones del vendedor, propuestas del vendedor y orden de confirmation del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega (" Contrato"). El vendedor proveera los tenninos estandares y condiciones detal- lados en caso de asf set requeridos. Con este.documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contrato; al menos que se identi- fique con una nota al frente de este documento. Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanileria, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita. granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la coal puede contener m5s de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritation en los ojos, quemaduras en pier y ojos, y reacciones alergicas en la peel. Concreto seco y polvo de agregados,pueden causar irritation en los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el trituramiento, pulido, torte y/o perforation puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y catrcer si son inhalados. En caso de ser ingeridos, mantenerse. en temperatura calida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco: Seguridad: La humedad,puede causar la liberation del amoniaco. La inhalation del amoniaco puede causar toser, irritation o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salud depende en la duration y el nivel de la exposition. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, protection en los ojos y ropa Primeros adecuada para protection. Ldvese las mans con jabon suave y agua despues del manejo de materiales. Evite inhalar auxilios: polvos. Si se expone a polvos mas de los limites recomendados, use protection respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 minutos. Si se inhala polvo, expongase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a Tondo con agua. Acuda a atencion medica inmediatamente si In irritation continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston. Texas 77024 02/12 Para rods information visita www.ce 521 NW Enterprise Drive • Port St. Lucie', _ r�da 34986 ly//— O-Ly(o (772) 9243575 (772) 924-3580 (fax) M'yTFRNATtO�Pv MAR 1: 'i 2015 IN -PLACE DENSITY AND WATER CONTENT OF SQV*kN4ASOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW "�ASY'M 6938 Project: Riverbend Project ID: 13-0183.00 Address: St. Lucie County, Florida Report ID: D-0125 Client: Standard Pacific Homes, South Florida Date: 3/5/2015 Permit No: N/A Field Tech: Ken Thomas Test Mode: Direct Transmission Area Tested: Lot No. 29 - Foundation Pad Soil Description: Tan Fine Sand Proctor / LBR ID: P-6 Max Density (PCF): 116.0 Opt Moisture (%): 10.2% Test Standard: D 1557 Compaction Required (%): 95.0% Probe Elev Wet Dry Moist. Compaction Depth Density Density (%) Location (in) (PCF) (PCF)Results 1 East 12 0-1 126.6 115.3 9.8% 99.4% Pass 2 Center 12 0-1 125.9 113.8 10.6% 98.1 % Pass 3 West 12 0-1 126.6 114.9 10.2% 99.1% Pass 4 5 6 7 8 9 1 0 1 1 1 2, Testing Gauge Information: Manufacturer: Troxler Model: 3430 S/N: 22260, Density Standard (DS): 2006 Moisture Standard (MS): 676 Remarks: Testing completed below slab grade Legend for Elevation: Res ! 9 d: PR = Proofroll 1, 2, 3 = 1st, 2nd, 3rd Lift Gc V �Vi 4%" SL = Springline FL = Final Lift SG = Subgrade BG = Below Grade 9 y : . O 60675 ; 31YO 15 BC = Basecourse BOF = Bottom of Footing TOP =Top of Pipe FG =Finished Grade _ on aid 'w,,M0ler, P.E. S�ofession�aTl Engineer#:TEI75 •!� approval of GFA International �fe oA-T1 Cffi OF ; Test report shall not be reproduced, except in full, without the written Environmental • Geotechnical • Construction Materials Testing • Special and Threshold Inspectiong �Q V-EFe Io%kapog4i10�C�7ypTiiance Florida's Leading Engineering Source 0.. www.teamgfa.com eio�,ONA� ,EN%O� � zv - Pre -Construction 'xarvicc. HULETermite Treatment ' unvirunn.entul 7670 Okeechobee Blvd., West Palm Beach, F1. 33411 Phone: 1-800-285-7378 Fax: 561-684-0122 Property Information Treatment Date.: /J - Time _ J: 0 0 Lot 27 (�j \ Block I C t V �� `iS J�.ti J►� .. _ Subdivision Name /3.309 'UW Street Address (If known) PU% 61xl 1,5-4 3 /Y167 City State Zip Owner's Name N-known) Bui_lde_r/Coyntracto)r SLlw�ah� �.4-clt'.t 'd�Jre.+SS.. Name of Builder Shell Contractor , Construction Type 25foriolithi'c OFloating/Stemwall OPatio OEntry ODriveway OOther: - Product/Treatment Information Treatment Type: 13U derslab ❑ Wood Treatment, Product: ❑ D�isodium Octaborate 91mtdacloprid ❑ Permethrin Concentration . 6,5, Square Feet Treated / ❑ Patio/Driveway/Entry ❑ Final ❑ Bait System ❑ Other ❑ Cypermethrin ❑ Bifenthrin ❑ Other; Mixed Product Applied l/ Linear Feet Treated ❑ If this 'box is checked, then Final Perimeter treatment has been completed and the following statement is applicable.: Certificate of Compliance' This building has received a complete treatment for the prevention of subterranean termites. This treatment is in accordance with the laws and rules established by the Florida Department of Agriculture and Consumer Services. Applicator's Name (please print) HES-TE019 02/14 zl�- ee� - Appltcat is Signature Hulett Environmental Servio,102014 JOSEPH E. SMITH, CLE," 'IF THE CIRCUIT COURT - SAINT LUCIE CG,"'- r FILE # 4002940 OR E i3679 PAGE 2565, Recorded 10/10/201,' 01:01 PM NOTICE OF COMMENCEMENT Permit No. t411 —OZ Lp Tax Folio No. e a 11-1 na_nna a_nnna State of Florida County of St. Lurie The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following Information is pmvlded in this Notice of Commencement. Legal Desrrlption of Property: (anti street address if available): Rnerbend(PB6748) 1110 — — Palm City FL 34990 General description of improvement:_ New Construction—SFR and or Pool of 29 Owner Information or LesZee lnfor Non if the Lesse. contracted for the Improvement Name Standactl Patric of South Florida Address e25 Coral Ridge, Drive, Coral Springs Ell 33071 Intereslinprowny: Name and address of fee simple titleholder (ifdifferent from Owner listed above): Contractor's Name: Standard Pacific of South Florida GP, Inc Contractor Address: 025 coral Ridge Drive, coral springs Tl 33071 Phone Number. 9545752524 Surety (if applicable, a copy of the payment bond is attarhedl: Amount of bond: $ Nameandaddress: Phonenumber. Persons within the State of Florlda designated byOwner upon whom notices or other documents maybe served as Provided by Section 713,1311) (a)7., Florida Statutes: Name: RobertSmiNwick _Phone Number 954594-0387 Address: 0250oralilkh, DrvRCcvmSpggsR33D71 Inaddidantohlmwlforherself,Ownerdesignates of Wrecelveacopyofthe Uenols Notce as provided In Section 713.1}(1) (b), Florida Statutes. Phone number of person or entity designated by owner: Expiration date of notice of Commencement (me expiation date may not be before me completion of construction and final payment to the contmmor, but will be 1 year from the date of regarding unless a different date Is specified) WARNING TO OWNER: MY PAYMENTS MADE BYTHE OWN ER AFTER THE EKPIRATIDN OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SNE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR IEN DER OR AN A70AN EY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE 0F/C/9�NJrdENCEMENT. Under penalty ofa j If ethatl ve mad the foregoing notice ofcommencementandthat the facts stated therein are true to the best of myknowledge ndb e. (Sgmtureof Owner r'Wssee,or nefsor Ue ee's Authorised Officer Oiremor/Partner/Manager Robert Srtlithwick• VP (Signatory's Title/Office) The Foregoing instrument was acknowledged! before me thls Z3 day of_'?Cfh, 2014 By Robert Smiihwlet as Officer for Standard Pectic of Florida Nam (Person Type of authority (e.g. officer, trustee) Parry on behalf of wham instrument was executed )5i Permnallyknown% or produced identification_ grutue of Notary Public' St of Hard) ',�yo�'^?��',y'� (Print,Type, or Stamp Commissioned Nameot Not r1lav" DENISE BROWN Type f Identification produred CommLvientl FF 14337 Exprea Nmember4, 2010 wa.am7arrws...vmsemu STATE OF FLORIDA ST. LUCIE COUNTY THIS IS TO CERTIFY THAT THIS IS A TRUE AND CORRECT COPY OF THE ORIGINAL. qEW Clark; MIgy, DICie Dote: I Vo r PLANNING & DEVELOPMENT SERVICES DIVISION BUILDING & CODE REGULATIONS DIVISION 2300 Virginia Ave Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY Standard Pacific Homes will be using the following sub -contractors for the (Company/Individual Name) project located at 13309 NW Baywood Place Lot 29 4425-703-0034-000-2 (Street address or Property Tax ID #) 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 AC Quality Electric -Gary R. Evans EC13004128 Plumbing Ridgeway Plumbing CFC019077 HVAC/ Engineered Air CAC045860 Mechanical Roofing CJM Roofing CCC1327323 Stephen Mallek Gas NA OFFICE USE ONLY: PERMIT I ' ISSUE DATE: NUMBER: II II " uxq PLANNING & DEVELOPMENT SERVICES DEPARTMENT e BUILDING & CODE REGULATIONS DIVISION COUNTY 4�4\1 BUILDING PERMIT ' A SUB -CONTRACTOR AGREEMENT St Lucie County Contractor Certification Number: State of Florida Certification Number(Irappiimble): EC13004128 AC Quality Electric have agreed to be the (Company Name/IndlVldnal Name) Electrical sub -contractor for Standard Pacific (Type of Trade) --(Primary Contractor) for the project located at 13309 NW Baywood Place Lot 29 (Project Street Addressor 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 personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED .---&,� C--,/ Gary R. Evans DIUNAUJRE PRINT NAME DATE Business Name: AC Quality Electric Address: 2307 NW 115 Ave City/State/Zip: Coral Springs, Fl 33065 Phone: 954-294-0101 email: al@acqualityelectric.com OFFICE USE ONL PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (Ifapplimbte): CFC019077 Ridgeway Plumbing have agreed to be the (Company Name/Individual Name) Plumbing sub -contractor for Standard Pacific (Type of Trade) (Primary Contractor) for the project located at 1226g NW I tLg kbu d Puce 1-or ZS (Project Street Address or Pr perty 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 personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED SIGNATURE Gary Kozan W9110YaY\5519 Business Name: Ridgeway Plumbing Address: 640 Industrial Ave UAlh City/State/Zip: Boynton Beach, Fl 33426 Phone: 561-732-3176 email: kathy@ridgewayplumbing.com OFFICE USE ONLY: PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (Irapplimble): CAC0458GO Engineered Air have agreed to be the (Company Name/Individual Name) HVAC sub -contractor for Standard Pacific (Type of Trade) (Primary Contractor) for the project located at 1330.9 N�✓ ( woo d 19(Ge2 L-)T- 29 (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 personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIG" NAL SIGNA" t)RES ARE RE O Uilii:D Dennis A. Duff SI TURE PRINT NAME DATE Business Name: Engineered Air Address: 2520 N. Andrews Ave Ext City/State/Zip: Pompano Beach, FL 33064 Phone: 954-449-1600 email: chrisw(aengineeredairlc.com OFFICE USE ONLY: PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St Lucie County Contractor Certification Number: Z8 " 3 State of Florida Certification Number(ifappiicable): CCC1327323 CJM Roofing have agreed to be the (Company Name/Individual Name) Roofing (Type ofTrade) sub -contractor for Standard Pacific (Primary Contractor) for the project located at t-63o q N w 81 Wotacl 1pku2 W7- ZS (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 personally filing a Change of Contractor notice. (Form: SLCcDv No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED &dkk Stephen Mallek 1017/13 SIGNATURE PRINT NAME DATE Business Name: CJM Roofing Address: 4365 Okeechobee Blvd. City/State/zip: WPB, FL 33409 Phone: 561-722-5988 email: tammy(o ojmroofing@gmail.com PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number Wapplimble): Specialized Home Electronics, Inc. have agreed to be the (Company Name/Individual Name) Low Voltage sub -contractor for standard Pacific (Type of Trade) (Primary Contractor) for the project located at 133011 NI.J NLI Wooc4 pletCe 29 (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 personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED VWURF PRINT NAME DATE Business Name: Specialized Home Electronics, Inc Address: 12940 SW 128th Street City/State/Zip: Miami, FL 33186 Phone: 305-255-4466 email: rbarker@shealarms.com OFFICE USE ONLY: f RrS> CITY OF PORT ST. LUCIE UTILITY SYSTEMS DEPARTMENT 900 SE Ogden Lane Port St. Lucie, FL 34983 (772) 873-6400 — TDD Accessible OR (772) 871-6715 — FAX Jesus A. Merejo, Director ACCEPTANCE OF COMPLETION OF CONSTRUCTION FOR APPROVAL TO PLACE A POTABLE WATER DISTRIBUTION SYSTEM INTO OPERATION Permittee: Michael DeBock, Vice President Date: 09/10/2014 Address: Standard Pacific of Florida Permit Number: W13-006 15360 Barranca Parkway Irvine, CA 33609 PWS Id No: 4560954 PSLUSD Project No: 5163 RE: Riverbend Subdivision Onsite Water Main — Entire Project 1,575 LF of 6" Water Main and 2,380 LF of 8" Water Main We are in receipt of your Request for Approval to Place a Water Distribution System into Operation, for the project authorized by the above referenced permit number that the subject water main distribution system extension has been constructed, tested, and disinfected in accordance with the plans and related materials permitted by this agency, and is now ready for operation. Based on your engineer's certification of construction completion, satisfactory bacteriological results, and the pressure & leakage test report for the above -referenced project, the project is hereby released for service in substantial accordance with the approved plans with the understanding that the project will be operated in compliance with Florida Administrative Code (F.A.C.) Chapter 62-604. Approval of individual connections to a completed distribution system must be obtained from the City of Port St Lucie Utility Systems Department, separate of this notice by a Letter of Acceptance by the Utility Director or his designee. /a-7- Laney Southerly, PE PSLUSD Engineering Manager C: Jesus A. Merejo, Director, Utility Systems Department PSLUSD Permit Manager Project Manager FOR Project File Page 1 of 1 o4Qoarsr CITY OF PORT ST. LUCIE - 3 m UTILITY SYSTEMS DEPARTMENT 900 SE Ogden Lane 'c<oRIAA Port St. Lucie, FL 34983 %7GrytorAllgges- (772) 873-6400 — TDD Accessible (772) 873-6406 — FAX Jesus A. Merejo, Director Steptember 11, 2014 PatrickJ. Ferland, P.E. Culpepper & Terpening, Inc. 2980 South 25`h Street Ft Pierce, FL 34981 Email: pferland@ct-eng.com RE: Letter ofpcce tance Permit Number: W13-006 Issue Date: 06/10/13 Project; Riverbend Subdivision Project #: 5163 We are in receipt of, and have accepted your ownership transfer documentation (turnover package) for the project authorized by the permit referenced above. Based on our acceptance of ownership and the responsibility of maintenance of Port St Lucie Utility Systems Department (PSLUSD) owned portion of the above referenced project by the PSLUSD; you may now receive water and/or wastewater service from the PSLUSD. Monthly billing has begun. Special conditions, if any, are attached to this letter. Should you have any questions, please feel free to contact Lisa Campbell at (772) 873-6301 or Iampbell@cityofpsl.com. Sincerely, +Jesus A. Merejo Director C: Owner Applicant File Page 1 of 1 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, 133oa NW (Parcel Id#/Legal des Pl. Palm City, F1 34490 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. STATE OF FLORIDA, COUNTY OF Broward ACKNOWLEDGED BEFORE ME THIS 3 DAY OF KWV . 20 14 BY Robert Smithwick WHO IS PERSONALLY KNOWN TO ME_OR WHO HAS PRODUCED P SIGNATURE OF NOTARY PUBLIC Denise Brown TYPE OR PRINT NOTARY COMMISSION NUMBER ......ly^. DENISE BROWN (SE ) Commission # FF 140607 �`, {y4 Expires November 4, 2018 ' 3`-A' 11w IM Fd lrsumxe 80J"'9 �PF.�`', emam SLCPDSD Revised 08242010 AS IDENTIFICATION. L TiftUrNpar" 2.. A&WftMbY=ri L AftwwM6*wid 4. AIWOMMUP osiww6rifil 0 I btk -ft ha* rq MNY M, =am WE -M iw. wawm** . 10,01%7WAIMOW'. 711Z //S- Ecs-Toudy PureFiber• Technology Description Owens Coming'" EccToucho Insulation with PureFiber® Technology is flexible insulation made in R-values from I I to 49. EcoTouch° Insulation is available plain, or faced with either a kraft or foil vapor retarder. The product is manufactured in thicknesses from 3Y2"to 14". Uses EcoTouch® Insulation can be used in a wide range of exterior wall and roof/ceiling applications. The product can be installed in wood or metal framing cavities, or can be installed between furring strips. Features and Benefits Excellent Thermal Control With the range of R-values and thicknesses available, EcoTouch® Insulation can meet most thermal EcoTouch° PINK° FIBERGLAS'' Insulation with PureFiber° Technology Product Data Sheet PROPINK° EcoTouch® Insulation Product Data Width Length Thickness R-Value' specifications with ease. The With less dust than other fiberglass R30C and R38C provide excellent insulation products, EccTouch® thermal performance in the Insulation has excellent stiffness and limited space of cathedral ceilings. recovery characteristics.2 Effective Acoustical Control EcoTouch® Insulation enhances interior noise control by improving the Sound Transmission Class (STC) of walls and floor/ceiling assemblies. Long Term Performance EcoTouch® Insulation is dimensionally stable and will not slump within the wall cavity. Due to its inorganic fibers, EcoTouch® Insulation will not rot or mildew' and is noncorrosive to steel, copper, and aluminum. Easy Installation EcoTouch® Insulation is easy to handle and install. Sized for installation in either wood or metal stud construction, EccTouch° Insulation can either be friction -fit or stapled into place. Trimming and fabrication can be done with an ordinary utility knife and is easily installed into odd - shaped cavities and small spaces. Designed with the Environment in Mind EcoTouch® Insulation includes a minimum of50%total recycled content —the highest certified recycled content available in the fiberglass industry3 EccTouch° Insulation is GREENGUARD Gold Certified and is verified to be formaldehyde free SpaceSaver Packaging EcoTouch® Insulation is compression packaged in exclusive SpaceSaver packaging from Owens Coming Insulating Systems. SpaceSaver packaging reduces freight and speeds job site handling/installation. Design Considerations Kraft and standard foil facings on this insulation will bum and must not be left exposed. Install facings in substantial contact with the finish material. Protect from open flame or other heat source. Buildings utilizing curtainwall construction may be required to be equipped with a sprinkler system to provide adequate fire protection. Check local building codes for specific requirements. Commercial roof/ceiling thermal applications require that the building envelope block the movement of air from the outdoor environment to the conditioned space. Neitherthe insulation nor its facing should be relied upon to provide an air barrier. Failure to provide an adequate air barrier could lead to loss of thermal control, discomfort of the building occupants and frozen pipes. When insulation is added to the inside perimeter of a structure, the area outside the insulation becomes exposed to greater temperature extremes, Check for piping which should be protected against freezing. The need for and placement of a vapor retarder in commercial construction depends on many factors. The architect or specifier should evaluate the requirements of each project. If a vapor retarder is specified, maintaining the facing integrity may be important for effective moisture/ humidity control. Repair any punctures or tears in the facing by taping. Follow the tape manufacturers application recommendations. Insulation installed too close to light fixtures may affect the luminaire's performance. Do not install insulation on top of or within 3" of recessed light fixtures unless the fixtures are approved EcoTouch° PINK° FIBERGLAS'' Insulation with Purel'iber° Technology Product Data Sheet Technical Data Property (Unit) Value Test Dimensional Stability (shnn4agc) <0.1% AS TM C167 Surface Running Characterlsdcs ASTM f84 (Game spread / smoke developed) Unfaced 25150 Kraft faced NR / NR Fall faced 75 / 150 poly I FSK/ PSK farad• 25/50 Critical Radiant Flux (W/cm:) AS FM 4970 all Wings 4.12 Water Vapor pwmeance (perms) ASTM E96 Kraft faced 1.0 Toil fated 0.5 PDiy fated 0.7 FSK & PSK faced 0.02 Water Vapor Sorption (bywc�ght) <S% ASTM C1104 Odor Emission Pass ASTM C1304 Corroslon Resistance Pass AS I M C665pan 138 Fungi resistance pass AS FM C1338 Classifications EcoTouch®Product ICC Building Construction ASTM C665 Unfaced all types Type I Kraft faced Type 111. Iv, V Iype II, class C. Cat, 1 Foil faced Typo Ill. Iv, V Typa III. Class C. call. I for such use. This is a requirement ofthe National Electrical Code. Due to the potential for skin irritation, EcciTouch© Unfaced Insulation should not be used for exposed applications where it will be subject to human contact Applicable Standards EcoTouch° Unfaced Insulation is manufactured in compliance with ASTM Standard Specification C665 and is classified noncombustible per ASTM E136. ECOToucho Kraft -faced Insulation is manufactured in compliance with ASTM C665, Type II, Class C. EcoTouch° Foil -faced Insulation is manufactured in compliance with ASTM C665, Type III, Class B and C. Federal Specification HH-1-521 F has been canceled and is replaced by ASTM C665. The thermal resistance values for EccTouch® Insulation were tested in accordance with ASTM C518; R-value for insulation only. The surface burning characteristics of EcoTouch© Insulation were derived from products tested in accordance with ASTM E84. This standard is used solely to measure and describe properties of products in response to heat and flame under controlled laboratory conditions, and should not be used to describe or approve the fire hazard of materials under actual fire conditions. However, the results of these tests may be used as elements of a fire risk assessment that takes into account all of the factors pertinent to an assessment of the fire hazard of a particular end use. Values are reported to the nearest five rating. El Figure I Figure 2 latbn way Concrete Block Thermal Batt Insulation I I I I I I Gypsum Drywall I I EcoToul PINK° FIBERGLAS' Insulation with PureFiber° Technology Product Data Sheet The vapor retarder permeance of the kraft and foil facings on EcoTouch° Insulation were developed from tests conducted in accordance with ASTM E96, desiccant method. Installation Between Wood Studs/Rafters EcoTouch® Insulation fits between studs. If required, the flanges can be stapled to either the face or the side of the stud every 8-12" to prevent gaping or "fishmouthing" of the vapor retarder. ECOTouch® Unfaced insulation can be friction -fit between studs after the cover material has been installed on one side of the cavity. Use wire or metal straps to hold insulation in place in applications without a cover material, or where the insulation does not fill the depth of the cavity. I I Cathedral ceiling products (R30C I I and R38C) are intended to be I I friction -fit between rafters. Cathedral ceiling insulation should I I be installed to provide a minimum I I Metal Stud I" ventilation passageway between the roof deck and insulation. (See I I Figure 1) It is recommended to I I use a vent baffle to assure proper I 1 0 a clearance. Between Metal Studs EcoTouch® Insulation can be friction -fit in place until the interior finish is applied. Insulation should fill the cavity and the wall should eventually be closed on both sides. (See Figure 2) In areas where it will be applied in heights over 8', use wire or metal straps to hold the product in place until the interior finish is applied. When faced insulation is used, the attachment flanges may be taped to the face of the metal stud prior to applying the interior finish. Wire or metal straps should also be used to hold the product in place in applications without a cover material or where the stud depth is larger than the insulation thickness. Furring Strips EcoTouch° Insulation can be applied between furring strips, hat channels, or Z shaped furring in areas where a finish surface will be installed. Contact the furring strip manufacturer for appropriate fastening system. Caution: FIBERGLAS" insulation may cause temporary irritation to the skin, eyes and respiratory tract. Avoid contact with eyes and skin, wear loose -fitting, long-sleeved clothing, gloves and eye protection when handling and applying the material. Wash with soap and cold water after handling. Wash work clothes separately and wipe out washer. kq t FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Standard Pacific Riverbend Yorkshire Lot Builder Name: Standard Pacific Homes Street: i3�a ryWZ2'11..ocki Nre- Permit Office: City, State, Zip: Port St. Lucie , FL , Permit Number. Owner: Standard Pacific Homes Jurisdiction: f � Design Location: FL, ST LUCIE_CO_INTL WC- 25 1. New construction or existing New (From Plans) 9. Wall Types (3646.5 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 3321.00 ft' b. Frame - Wood, Adjacent R=11.0 325.43 ft 3. Number of units, if multiple family 1 c. N/A R= ft= 4. Number of Bedrooms 4 d. WA R= ft2 10. Ceiling Types (3688.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 3688.00 ft' 6. Conditioned floor area above grade (ft2) 3688 b. WA R= ft2 Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R 112 7. Windows(931.7 sgfL) Description Area a. Sup: Attic, Ret: Attic, AH: AC 1 First Floor 6 360 a. U-Factor: Dbl, U=0.60 438.67 112 b. Sup: Attic, Ret: Attic, AH: AC 1 First Floor 6 220 SHGC: SHGC=0.31 b. U-Factor. Dbl, U=0.59 288.00 ft' 12. Cooling systems kStulhr Efficiency SHGC: SHGC=0.32 a. Central Unit 57.0 SEER:15.00 b. Central Unit 17.8 SEER:15.25 c. U-Factor: Dbl, U=0.77 136.00 ft2 SHGC: SHGC=0.22 13. Heating systems kBtuRv Efficiency d. U-Factor. other (see details) 68.99 ft2 a. Electric Heat Pump 57.0 HSPF:8.70 SHGC: other (see details) b. Electric Heat Pump 17.8 HSPF:8.60 Area Weighted Average Overhang Depth: 8711 ft. Area Weighted Average SHGC: 0.300 14. Hot water systems a. Natural Gas Cap: 40 gallons 8. Floor Types (3688.0 sqft.) Insulation Area EF: 0.590 a. Slab -On -Grade Edge Insulation R=0.0 3688.00 112 b. Conservation features b. N/A R= 112 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 46.54 Area: 0.253 PASS Glass/Floor Total Standard Reference Loads: 65.77 1 hereby certify that the plans and specifications covered by Review of the plans and 04S1iE STgTR this calculation are in compliance with the Florida Energy specifications covered by this Code. o;e�M=eaMcnn2wue.owr Chris calculation indicates compliance tr %` = '; °, �O t• Dn:m=ce&Mdrowti cus, _���ineeie°a� with the Florida Energy Code. Before construction is completed mo-r •' r PREPARED BY: na DATE: -p �.�fta!� this building will be inspected for compliance with Section 553.906 - I hereby certify that this building, as designed, is in compliance Florida Statutes. COD with the Florida Ene y o �. WE't¢� OWNER/AGENT: BUILDING OFFICIAL: DATE: rt fZ DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with 403.2.2.1.1. Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 912612014 9:05 AM EnergyGaugeO USA- FlaRes2010 Section 405.4.1 Compliant Software Pagel of 6 PROJECT Title: Standard Pacific Riverbend Y Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 3688 Lot# 29 Owner. Standard Pacific Homes Total Stories: 1 Block/SubDivision: Riverbend # of Units: 1 Worst Case: No PlatBook: Builder Name: Standard Pacific Homes Rotate Angle: 0 Street: Permit Office: Cross Ventilation: County: St. Lucie Jurisdiction: Whole House Fan: City, State, Zip: Port St. Lucie , Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Dally Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, ST_LUCIE_CO INTL FL_ST LUCIE_CO_INTL 2 39 90 70 75 722 58 Medium BLOCKS Number Name Area Volume 1 Blockl 2819 30534.3359 2 Block2 869 9272.23046 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated • 1 AC 1 First Floor 2819 30534.3367 - No 5 3 1 Yes Yes Yes 2 AC 2 Second Floor 869 9272.23 No 2 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio AC 1 First Floor 248 ft 0 2819 ft' ___ 0 0 1 2 Slab -On -Grade Edge Insulatio AC 2 Second Flo 91 ft 0 869 ft2 0 0 1 ROOF / Roof Gable Roof Solar SA Emitt Emift Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Barrel tile 4125 ft- 0 ftMedium 0.65 No 0.9 No 0 26.6 ATTIC / V Ventilation Vent in) RBS IRCC # Type Ratio (1 Area 1 Full attic Vented 300 3688 ft' N N 9/2612014 9:05 AM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type _ 1 Under Attic (Vented) AC 1 First Floor 38 2819 ft2 0.11 Wood 2 Under Attic (Vented) AC 2 Second Flo 38 869 ft2 0.11 Wood WALLS Adjacent Wall Type, Space Cavity R_Val,a Width Height Ft Ft Sheathing Framing Solar Aron R-Valne Frort'n Below n t Tn In In _ 1 E Exterior Concrete Block- Int InsAC 1 First Flo 4.1 13 0 10.67 0 138.7100 0.4 0 0.4 0 -2 E Exterior Concrete Block- Int InsAC 1 First Flo 4.1 10 0 10.67 0 106.6999 0.4 0 0.4 0 -3 E Exterior Concrete Block- Int InsAC 1 First Flo 4.1 13 0 10.67 0 138.7100 0.4 0 0.4 0 -4 E Exterior Concrete Block- Int InsAC 1 First Flo 4.1 12 0 10.67 0 128.0400 0.4 0 0.4 0 -5 S Exterior Concrete Block- Int InSAC 1 First Flo 4.1 80 0 10.67 0 853.5999 0.4 0 0.4 0 -6 S Exterior Concrete Block- Int InsAC 1 First Flo 4.1 13.5 0 10.67 0 144.0449 0.4 0 0.4 0 -7 W Exterior Concrete Block- Int InsAC 1 First Flo 4.1 34 0 10.67 0 362.7799 OA 0 0.4 0 _ 8 W Exterior Concrete Block- Int InsM 1 First Flo 4.1 20 0 12.67 0 253.3999 0.4 0 0.4 0 _ 9 N Exterior Concrete Block- Int InsAC 1 First Flo 4.1 14 0 10.67 0 149.3800 0.4 0 0.4 0 10 N Exterior Concrete Block- Int InsAC 1 First Flo 4.1 24 0 10.67 0 256.0800 0.4 0 0.4 0 11 N Garage Frame - Wood AC 1 First Flo 11 8 0 10.67 0 85.36000 0.4 0.4 0 12 W Garage Frame - Wood AC 1 First Flo 11 6 0 10.67 0 64.02000 0.4 0.4 0 13 W Exterior Concrete Block- Int Ins6C 2 Second 4.1 18 0 10.67 0 192.0599 0.4 0 0.4 0 14 N Exterior Concrete Block- Int InsAC 2 Second 4.1 50 0 10.67 0 533.5 ft2 0.4 0 0.4 0 15 S Exterior Concrete Block- Int InsAC 2 Second 4.1 6 0 10.67 0 64.02000 0.4 0 0.4 0 16 E Garage Frame - Wood AC 2 Second 11 16.5 0 10.67 0 176.0550 0.4 0.23 0.4 0 DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated AC 1 First Flo None 0.6 2.67 0 8 0 21.36 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening _ 1 E 1 Metal Low-E Double Yes 0.77 0.22 481111 23 ft 0 in 2 ft 0 in None None _ 2 E 1 Metal Low-E Double Yes 0.4 0.31 21.28000 23 ft 0 in 2 It 0 in None None _ 3 E 2 Metal Low-E Double Yes 0.77 0.22 48 ft2 13 ft 0 in 2 ft 0 in None None 4 E 3 Metal Low-E Double Yes 0.6 0.31 16.17000 6 it 0 in 2 It 0 in None None 5 E 4 Metal Low-E Double Yes 0.77 0.22 401N 8 It 0 in 2 ft 0 in None None 6 S 5 Metal Low-E Double Yes 0.6 0.31 116.9783 1.33 it 0 i 2 it 0 In None None 7 S 5 Metal Low-E Double Yes 0.6 0.31 22.68000 1.33 it 0 i 2 it 0 in None None _ 8 S 5 Metal Low-E Double Yes 0.6 0.31 9.180000 1.33 It 0 i 2 it 0 in None None _ 9 S 6 Metal Low-E Double Yes 0.59 0.32 80 ft2 18 it 0 in 2 it 0 in None None _ 10 W 7 Metal Low-E Double Yes 0.6 0.31 116.9783 1.33 ft 0 i 2 It 0 in None None _ 11 W 8 Metal Low-E Double Yes 0.59 0.32 128 ft2 12 it 0 in 4.67 It 0 i None None _ 12 W 8 Metal Low-E Double Yes 0.4 0.31 24.88439 12 ft 0 in 1 ft 0 in None None 13 N 9 Metal Low-E Double Yes 0.59 0.32 80 ft2 18 it 0 in 2 ft 0 in None None 9/26/2014 9:05 AM EnergyGauge® USA- FlaRes2010 Section 405A.1 Compliant Software Page 3 of 6 y !K WINDOWS Orientation shown is the entered, Proposed orientation. / v # Wall Oml ID Frame Panes NFRC Overhang U-Factor SHGC Area Depth Separation Int Shade Screening _ 14 _ 15 _ 16 17 18 _ 19 _ 20 21 N 10 Metal W 13 Metal N 14 Metal N 14 Metal N 14 Metal N 14 Metal N 14 Metal S 15 Metal Low-E Double Yes Low-E Double Yes Low-E Double Yes Low-E Double Yes Low-E Double Yes Low-E Double Yes Low-E Double Yes Low-E Double Yes 0.6 0.31 22.68000 9 It 0 in 2 ft 0 in 0.6 0.31 58.48919 1.33 ft 0 i 2 ft 0 in 0.6 0.31 13.67280 1.33 ft 0 i 2 it 0 in 0.6 0.31 38.99279 1.33 ft 0 i 2 ft 0 in 0.6 0.31 9.180000 1.33 ft 0 i 2 ft 0 In 0.4 0.31 16.17000 1.33 ft 0 i 2 ft 0 in 0.4 0.31 6.652800 1.33 ft 0 i 2 ft 0 in 0.6 0.31 13.67280 1.33 ft 01 2 it 0 In None None None None None None None None None None None None None None None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 640 ft' 640 ft' 78 it loft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 4836.8 265.53 499.37 0.3750 7.2905 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump None Electric Heat Pump None HSPF: 8.7 57 kBtu/hr HSPF: 8.6 17.8 kBtu/hr 1 2 sys#1 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Duds _ 1 2 Central Unit Central Unit Split Split SEER: 15 57 kBtu/hr 1710 cfm SEER: 15.2517.8 kBtu/hr 534 cfm 0.75 1 0.75 2 sys#1 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas None Garage 0.59 40 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Carl # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft' 9/26/2014 9:05 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 r DUCTS —Supply— —Return — Air Percent HVAC# # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 360 fN Attic 120 ft2 Default Leakage AC 1 First F (Default) (Default) % 1 1 2 Attic 6 220 ft2 Attic 120112 Default Leakage AC 1 First F (Default) (Default) % 2 2 TEMPERATURES Programable T]hermosta((t:��Y. C[[ei]ling Fans: Heating Jan [X1 FDec eb Mar [ ] [) Apr l l J May ] �X Jun [ � Jul DC [ � Aug �X [ � Sep [ ] L J Oct ct rfX'� NovrD0' m Nov Venting [ ]Jan l l I 1 Feb X Mar [X) l[l 11 EX] ))Jun [ Jul [ Aug [ Sep lXl [ ] Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (V11D) PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) PM 68 68 68 88 68 68 68 68 68 68 66 66 Heating(WEH) PM 68 68 68 68 68 68 68 68 68 68 66 66 9126/2014 9:05 AM EnergyGauge® USA - FlaRes2010 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: PERMIT* Port St. Lucie, FL, MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARYOF 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. Ceilingslknee walls 405.2.1 R-19 space permitting. 9126/2014 9:05 AM EnergyGauge® USA- FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX" = 71 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" a. U-Factor. SHGC: b. U-Factor. SHGC: c. U-Factor. SHGC: d. U-Factor. SHGC: Area Weight Area Weight Description Doi, U=0.60 SHGC=0.31 Dbl, U=0.59 SHGC=0.32 Dbl, U=0.77 SHGC=0.22 other (see details] other (see details) ed Average Overhang Depth: rd Average SHGC: B. Floor Types a. Slab -On -Grade Edge Insulation b. WA c. NIA Port St. Lucie, FL, New (From Plans) Single-family No 3688 Area 438.67 ft' 288.00 112 136.00 ft2 68.99 112 8.711 ft. 0.300 Insulation Area R=0.0 3688.00 ft R= 1112 R= ft2 9. Wall Types a. Concrete Block - Int Insul, Exterior b. Frame - Wood, Adjacent c. WA d. NIA 10. Ceiling Types a. Under Attic (Vented) b. NIA c. WA Insulation R=4.1 R=11.0 R= R= Insulation R=38.0 R= R= Area 3321.00 fN 325.43 ft2 ft2 ft' Area 3688.00 ft ft' ft' 11. Duds R ft2 a. Sup: Attic, Ret: Attic, AH: AC 1 First Floor 6 360 b. Sup: Attic, Ret: Attic, AH: AC 1 First Floor 6 220 12. Cooling systems kBtu/hr Efficiency a. Central Unit 57.0 SEER:15.00 b. Central Unit 17.8 SEER:15.25 13. Heating systems kBtuthr Efficiency a. Electric Heat Pump 57.0 HSPF:8.70 b. Electric Heat Pump 17.8 HSPF:8.60 14. Hot water systems a. Natural Gas Cap: 40 gallons EF: 0.59 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. - r Builder Signature: Date: (I I (74 (. Address of New Home: (3 30�j jq� �W W PI City/FL Zip: PCIL *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 405A.1 Compliant Software Yorkshire Model HVAC Load Calculations for Standard Pacific Homes KnVACHVAC Lcmm Prepared By: Chris Wildroudt Engineered Air LLC CACO45860 2520 N Andrews Ave Ext Pompano Beach, FL 33064 954 974-7277 Wednesday, December 04, 2013 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. RhVac - Resitlential S Light Commeidaf HVAC Loads - _ Elitee Software Development, Ines; Engineered+Air LLC ., -_ _ =`Yorkshire Mo0e1 Mar ate, FE 33063 Pa e2: Project Report Project Title: Yorkshire Model Designed By: Chris Wildroudt Project Date: 12-4-13 Client Name: Standard Pacific Homes Company Name: Engineered Air LLC CACO45860 Company Representative: Chris Wildroudt Company Address: 2520 N Andrews Ave Ext Company City: Pompano Beach, FL 33064 Company Phone: 954 974-7277 Company Fax: 954 973-1883 Desl nData � ..� �< - .,y,'m °� + :a��..., «4.ba ".•�� m;"w.� ' t:',�:r' ,` Reference City: West Palm Beach, Florida Building Orientation: House faces East Daily Temperature Range: Medium Latitude: 26 Degrees Elevation: 15 ft. Altitude Factor: 0.999 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum . Rel.Hum Dry Bulb Difference Winter. 45 42.23 n/a n/a 70 n/a Summer: 91 78 56% 50% 75 59 _ Total Building Supply CFM: 2,343 CFM Per Square ft.: 0.635 Square ft. of Room Area: 3,688 Square ft. Per Ton: 665 Volume (ft3) of Cond. Space: 39,351 Total Heating Required Including Ventilation Air. 43,384 Btuh 43.384 MBH Total Sensible Gain: 51,529 Btuh 77 % Total Latent Gain: 15,063 Btuh 23 % Total Cooling Required Including Ventilation Air: 66,592 Btuh 5.55 Tons (Based On Sensible + Latent) Ot2S#,'a :p.. " "R k`..". ,'sY a*=•�.'`R°. ,ae "`` .mtE,. +; d`. ,+' yKV 31. .. °I Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturers performance data at your design conditions. S:WEW CONSTRUCTION\Chris Elite Files\Stan Pac Prado Yorkshire.rh9 Wednesday, December 04, 2013, 2:35 PM Rhvac -'Residential &iLight Commercial HVAC Loads - Elite:SoftwareDevelopment, Inc. Engineered Air, LLC • '- �' ®, " - Yorkshire Modei' Mar ate, FL 33063 r Page 3 Total Building Summary Loads Component , ` Area San `Loss Let San' Total Descri lion as ' Quain `+ _ Gain a.Gain ' -Gain' Lo-E French Door: Glazing-Low-E French Door,u-value 96 1,848 0 1,628 1,628 0.77, SHGC 0.22 Lo-E Fixed Glass: Glazing -Low E Fixed Glass, u-value 46.2 460 0 600 600 0.4, SHGC 0.31 Lo-E operable: Glazing-Low-E Operable Glass, u-value 155.8 2,335 0 5,404 5,404 0.6, SHGC 0.31 Lo-E French Door: Glazing-Law-E French Door, u-value 40 770 0 956 956 0.77, SHGC 0.22 Lo-E operable: Glazing-Low-E Operable Glass, u-value 282.8 4,238 0 5,931 5,931 0.6, SHGC 0.31 Lo-E S G D: Glazing -Low E Sliding Glass Door, u-value 288 4,248 0 5,708 5,708 0.59, SHGC 0.32 Lo-E Fixed Glass: Glazing -Low E Fixed Glass, u-value 22.8 229 0 296 296 0.4, SHGC 0.31 11J: Door -Metal - Fiberglass Core 21.4 192 0 192 192 13A-40cs: Wall -Block, board insulation only, R-4 board 2389.4 8,543 0 5,569 5,569 insulation, open core, siding finish 12E-Obw: Part -Frame, R-19 insulation in 2 x 6 stud 304.1 311 0 311 311 cavity, no board insulation, brick finish, wood studs 16D-30:Roof/Ceiling-UnderAtticwith Insulation on Attic 1566 1,253 0 1,553 1,553 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R-30 insulation 22A-pl: Floor -Slab on grade, No edge insulation, no 339 8,382 0 0 0 insulation below floor, any floor cover, passive, light. dry soil Subtotals for structure: 32,809 0 28,148 28,148 People: 7 2,100 1,960 4,060 Equipment: 4,700 5,100 9,800 Lighting: 1400 4,774 4,774 Ductwork: 3,905 3,230 4,638 7,868 Infiltration: Winter CFM:243, Summer CFM:125 6,670 5,033 2,191 7,224 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 4,718 4,718 Total Building Load Totals: 43,384 15,063 51,529 66,592 Check:Fi ures . ,, j _ Total Building Supply CFM: 2.343 CFM Per Square ft.: 0.635 Square ft. of Room Area: 3,688 Square ft. Per Ton: 665 Volume (ft) of Cond. Space: 39,351 Building_ Loads ,°',: ' Total Heating Required Including Ventilation Air. 43,384 Btuh 43.384 MBH Total Sensible Gain: 51,529 Btuh 77 % Total Latent Gain: 15,063 Btuh 23 % Total Cooling Required Including Ventilation Air: 66,592 Btuh 5.55 Tons (Based On Sensible + Latent) Notes a Rhvac is an ACCA approved Manual J and Manual D computer program. - Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. S:WEW CONSTRUCTION\Chris Elite Files\Stan Pac Prado Yorkshire.rh9 Wednesday, December 04, 2013. 2:35 PM Rhvac ;Res�denbal 8 Cfght Commercial HVAC Loads Elde Software Development,.lnc:, , Engineered, Air LLC .. ^' ® 'Yorks imModef M- ar ate, FL 33063 " .. .... -q'� _ System 1 AC 1- First Floor Summary Loads Lo-E French Door: Glazing-Low-E French Door, u-value 95 1,848 0 1,628 1,628 0.77, SHGC 0.22 Lo-E Fixed Glass: Glazing -Low E Fixed Glass, u-value 46.2 460 0 600 600 6.4, SHGC 0.31 Lo-E operable: Glazing-Low-E Operable Glass, u-value 155.8 2,335 0 5,404 5,404 0.6, SHGC 0.31 Lo-E French Door: Glazing-Low-E French Door, u-value 40 770 0 956 956 0.77, SHGC 0.22 Lo-E operable: Glazing-Low-E Operable Glass, u-value 148.8 2,230 0 2,404 2,404 0.6, SHGC 0.31 Lo-E S G D: Glazing -Low E Sliding Glass Door, u-value 288 4,248 0 5,708 5,708 0.59, SHGC 0.32 11J: Door -Metal - Fiberglass Core 21.4 192 0 192 192 13A-4ocs: Wall -Block, board insulation only, R-4 board 1756.6 6,280 0 4,095 4,095 insulation, open core, siding finish 12E-Obw: Part -Frame, R-19 insulation in 2 x 6 stud 128 131 0 131 131 cavity, no board insulation, brick finish, wood studs 16D-30: Roof/Ceiling-Under Attic with Insulation on Attic 697 558 0 691 691 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R-30 insulation 22A-pl: Floor -Slab on grade, No edge insulation, no 248 6,132 0 0 0 insulation below floor, any floor cover, passive, light dry soil Subtotals for structure: 25,184 0 21,809 21,809 People: 5 1,500 1.400 2,900 Equipment: 4,000 3,500 7,500 Lighting: 1000 3,410 3,410 Ductwork: 2,995 924 3,536 4,460 Infiltration: Winter CFM: 185, Summer CFM: 95 5,098 3,847 1,675 5,522 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 3,954 3,954 System 1 AC 1 - First Floor Load Totals: 33,277 10,271 39,283 49,555 Ch@Ckj�...111�5 'e,,,...•,u:rt a ��� :.�. ,+�`'t``.'a�..- ._.. s?w. ..^..a�.�+..- y. _..a., ..a . Supply CFM: 1,787 CFM Per Square ft.: 0.634 Square ft. of Room Area: 2,819 Square ft. Per Ton: 683 Volume (ft3) of Cond. Space: 30,079 S 'stemtLoads, t a , s f'�; s. 3... _ _ tT;':_ _ _ _•.�.�e _, '= �, .°-�_ � "; � ,.. "�, Total Heating Required Including Ventilation Air: 33,277 Btuh 33.277 MBH Total Sensible Gain: 39,283 Btuh 79 % Total Latent Gain: 10,271 Btuh 21 % Total Cooling Required Including Ventilation Air: 49,555 Btuh 4.13 Tons (Based On Sensible + Latent) ,.: Y �a�{. Aq'�$ x "�e"e§b1i�"W� V"rviv y..i q��!''4.4*ANT "{ew%i :Notes •-• w . i4 �.+d �``••ti4 %4 V'�$r�.s r�N ° '[%i. ,' Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. - Be sure to select a unit that meets both sensible and latent loads according to the manufacturers performance data at your design conditions. S:WEW CONSTRUCTION\Chris Elite FileslStan Pac Prado Yorkshire.rh9 Wednesday, December 04, 2013, 2:35 PM Rhvac - Residan6al 11 Light Commercial HVAC Loads . , ._ Elite'software Development, Inc.l Engineered Air, LLC ® Yorkshire Mode Mar ate FL 33063 Pa as System 2 AC 2 - Second Floor Summary Loads Compone nt Description, ` T •.; µ, ' Area ().an , . Sen Loss Lat Gain Sen xGain' Total Gain Lo-E operable: Glazing-Low-E Operable Glass, u-value 134 2,008 0 3,527 3,527 0.6, SHGC 0.31 Lo-E Fixed Glass: Glazing -Low E Fixed Glass, u-value 22.8 229 0 296 296 0.4, SHGC 0.31 13A-4ocs: Wall -Block, board insulation only, R-4 board 632.7 2,263 0 1,474 1,474 insulation, open core, siding finish 12E-Obw: Part -Frame, R-19 insulation in 2 x 6 stud 176.1 180 0 180 180 cavity, no board insulation, brick finish, wood studs 16D-30: Roof/Ceiling-Under Attic with Insulation on Attic 869 695 0 862 862 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R-30 insulation 22A-pl: Floor -Slab on grade, No edge insulation, no 91 2,250 0 0 0 insulation below floor, any floor cover, passive, light dry soil Subtotals for structure: 7,625 0 6,339 6,339 People: 2 600 560 1,160 Equipment: 700 1,600 2,300 Lighting: 400 1,364 1,364 Ductwork: 910 2,306 1,102 3,408 Infiltration: Winter CFM: 57, Summer CFM: 29 1,572 1,186 516 1,702 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 764 764 System 2 AC 2 - Second Floor Load Totals: 10,107 4,792 12,245 17,037 Check Fi ures p s. , Supply CFM: 557 CFM Per Square ft.: 0.641 Square ft. of Room Area: 869 Square ft. Per Ton: 612 Volume (iN) of Cond. Space: 9,272 S stem Loads . Total Heating Required Including Ventilation Air: 10,107 Btuh 10.107 MBH Total Sensible Gain: 12,245 Btuh 72 % Total Latent Gain: 4,792 Btuh 28 % Total Cooling Required Including Ventilation Air. 17,037 Btuh 1.42 Tons (Based On Sensible + Latent) Notes _ Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. SANEW CONSTRUCTION\Chris Elite Files\Stan Pao Prado Yorkshire.rh9 Wednesday, December 04, 2013, 2:35 PM Building Permit # Planning & Development Services. Depattment Building & Regulations Division Product Review Affidavit Owners Name Standard Pacific Homes Applicant: Lot 29 Product Opening Design Product Rated Manufacturer Model Number Product Approval Glass Method of Attachment Pressures Design Pressure Number Type Windows +42. a/-s7.5 +80/-80 PGT 700 FL-11-1013.14 Impact 2-Tapcon in Head, 5-Jamp Mullions PGT FLA 1-0922.01 Fixed Glass +43.9/-47.5 +80/-80 PGT 701 FL-13-0502.03 Impact Tapcons-Max O.0 Spacing 12" Block Glass NA Skylights NA Sliding Glass Doors Swing Type Doors +40.0/43.6 +50/-55 Therma Tru Smooth Star FL-14665.1 Imapct Wood Screws +34.91-38.5 +55/-55 Therma Tru Smooth Star FL12334.1 Impact Install w/CBS Const. 1X buck w/ITW 1/4" anchors French Doors +40.4/-36/8 + Amarr 950 13-0503.6/.8 Impact 2 X 6 Vertical wood Jam allachment to 2000 PSI Concrete using Garage Doors dh quick bolts Hurricane Protection NA Roof Ventilation P(1) -39.1 - Roofing Material NA P (2) -68.1 Eagle Roofing Capistrano FL7473.R5 NA Mechanically (2) #8 2 1/2" Screws P 3 -100. I have reviewed the above components or cladding and I have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specif/ie�d by current code provisions. Name: S2b6L 4,YZK�a, Signature: A sq� 4 Design Prof- fLbe4mI )42 r r i" Cert. No. Q I24 Date: ��1��/r¢ �QO� L (U �"�� _V Planning & Development Services Department c Building & Code Regulations Division ® 2300 Virginia Avenue, Fort Pierce, FL 34982 — (772) 462-1553 Certification for Design Load Compliance Project Name: Lo�— 2!!? Project Address: It1w Vlumy 1'16C'r_ Permit#: Occupancy Type: yLConstructionType: V /3 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 ail 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 x Code 2010 Edition with 20 Supplements using ASCE 7-10 2. Structure. Designed as (check one): Y— Enclosed _Partially Enclosed _Open 3. Risk Category: _I �II _III _ IV Exposure Category: _B A C _D 4. Design Wind Velocity mph ( DASD LZ0LRFD End Zone Width: ft S. Mean Roof Height 17 1 1 0 It Roof Pitch: _q:12 Parapet: 6. Components & Cladding Design Pressures Used: (PSF, based on 10sgft @ 15'MRH, clearly label on all plan openings): Zone 1�_ 35•HSZone 2: /i 1.7 j Zone 3--'T iXS�Zone 4: 4(Z19 Zone 5- s(, rl Garage^3Sly, 7. Design Loads: Floor: q 6 P5F Roof/Dead: 1 S PSF Roof/Live: ZD Balcony: of 0 PSF Dock: PSF Deck:=PSF Stairs: PSF Fence: SO PSF Railings: 50 PSF r 8. Were Shear Walls Considered For Structure? ,ZYes _Not Applicable Explain Why Not: 9. Is A Continuous Load Path Provided? Yes _Not Applicable Explain Why Not: 10. Design Soil Bearing Pressure: z 5"C�D PSF Soil Test Reports Submitted? 4 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 th``malif eftstructural portions of the building codes currently adopted and enforced by St. Lucie County. I `ap)iltffiral elements depicted on these plans provide adequate resistance to the design SLCCDV Fonn # 026-iTTfWNed 3/15/12 (JS) s-reRke" �Z. c)i (SA PE SE .Print Name Cent # & Co. Cent Auth. z 70'47 Company Name & Address PERMIT #:56-SF-1566642 APPLICATION #:AP1163698 STATE OF FLORIDA DATE PAID: DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM FEE PAID: CONSTRUCTION PERMIT RECEIPT #: DOCUMENT #: PR953933 CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: (Standard Pacific of Florida GP Inc.) PROPERTY ADDRESS: 13309 NW Baywood PI Port Saint Lucie, FL 34952 LOT: 29 BLOCK: SUBDIVISION: Riverbend PROPERTY ID #: 4425-7030-034-000-2 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 1,200 ] GALLONS / GPD Septic CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ .]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ 7 D [ 575 ] SQUARE FEET Drainfield SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [X] STANDARD [ ] FILLED [ ] MOUND [ ] I CONFIGURATION: [x] TRENCH [ ] BED [ ] N F LOCATION OF BENCHMARK: Rim of catch basin in NW corner of lot I ELEVATION OF PROPOSED SYSTEM SITE [ 10.0011 INCHES FT ][ ABOVE BE LOW] BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIEIA TO BE 14.00 11 INCHES FT ][ABOVE BELOW BENCHMARK/REFERENCE POINT L D F O H E R ILL REQUIRED: [ 4.UU ) -INCHES EA�Vmxi un L i The system is sized for 4 bedrooms with a maximum occupancy of 8 persons (2 per bedroom), for a total estimated flow of 460 gpd. The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E-6.013(3)(f), FAC. SPECIFICATIO Chants Potts TITLE. Environmental Specialist II APPROVED BY TLE: Environmental Slist II pecia Si. LucieCHD Chantele Potts DATE ISSUED: 10/24/2014 EXPIRATION DATE: 04/24/2016 DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Page 1 of 3 Incorporated: 64E-6.003, FAC V 1.1.4 AP1163698 SE941562 NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statutes. Such proceedings are governed by Rule 28-106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty-one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN # A02, Tallahassee, Florida 32399-1703. The Agency Clerk's facsimile number is 850-410-1448. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a'final order. Should this order become a -final -order, —a -party -who -is -adversely -affected -by -it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules of Appellate Procedure. Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. ROOF TRUSSES A FLORIDA CORPORATION 4451 SAINT LUCIE BLVD FORT PIERCE, FL 34946 PH: (772) 409-1010 FX: (772) 409-1020 www.altruss.com TRUSS ENGINEERING BUILDER: STD PAC HMS — SOUTHEST FL PROJECT: RIVERBEND /OAWROVW ❑ uev=,uvu xtrMnR LOT/BLK/MODEL: LOT:29 / MODEL:6811 YORK%TTRP/ F-0E"fsff)" 4omrtiao or memmn made on the shop dmvhW dart' ilia review do nut relieve this saYmntraotor from JOB#: 60137 aasu� with requitemeots of the drawings and spaoficasiacs. This aback in only for review of Aauarai mformsoae VIM the design concept Of dW. F\ojxt and MASTER#: 1� complimsce Wits she informsrion qiv," W.tm comma doamnurus. The subcontractor it mspones7,k for eoaPoming said coneLting dl quantities mad di;resions; selecdrig fabrication processes and recbnrauOn of OPTIONS: MBR SITTING AREA aeottnseuoq xanghit it wrh eha of :,if erodm: and paformmg bithis vrorwork in n ssfitisf .n ,r. DwJAN 3 0 2015By 417M".KR WAL,4ff, P.F., fl334D5 .A*A-1 ROOF ffl- TRUSSES AFLORIOAOORPORATION Lumber design values are in accordance with ANSlfrPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. RE: Job 60137 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: STANDARD PACIFIC HOMES - SE FL Project Name: RIVERBEND LottBlock: 29 Model: 6811 YORKSHIRE Address: 13309 NW BAYWOOD PLACE Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load: 55.0 psf Floor Load: 0.0 psf This package includes 87 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that 1 am the Truss Design Engineer and this index sheet conforms to 611315-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0451526 A01 1218/14 13 A0451538 A13 12/8114 25 A0451550 B09 1218/14 2 A0451527 A02 1218114 14 A0451539 A14 1218114 26 A0451551 B10 12/8114 3 A0451528 A03 1218114 15 A0451540 A15 1218114 27 A0451552 B11 1218/14 4 A0451529 A04 12/8114 16 A0451541 B01 1218/14 28 A0451553 B12 1218/14 5 A0451530 A05 12/81M 17 A0451542 802 1218/14 29 AD451554 B13 1218114 6 A0451531 A06 1218114 18 A0451543 B02A 1218114 30 A0451555 C01 1218114 7 A0451532 A07 1218114 19 A0451544 B03 1218114 31 A0451556 CO2 1218/14 8 A0451533 A08 1218/14 20 A0451545 B04 1218/14 32 A0451557 CO3 1218/14 9 A0451534 A09 1218114 21 A0451546 B05 1218114 33 A0451558 C04 1218/14 10 A0451535 A10 1218/14 22 A0451547 B06 1218/14 34 A0451559 C05 12/8/14 11 A0451536 All 12/8/14 23 A0451548 B07 1218114 35 AD451560 C06 1218/14 12 A0451537 Al2 12/8114 24 A0451549 BOB 1218/14 36 A0451561 C07 1218/14 The truss drawing(s) referenced have been prepared by MITek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Julius Lee. My license renewal date for the state of Florida is February 28,2015. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. Digitally signed byJULIUS LEE DN: cn=JULIUS LEE, o=TRUSS 9 _� : �- ENGINEER, ou=STRUCTURAL PE, _ � : Luz STATE OF ��; email jlenterprises2012@yahoo.c './S'ONA�- Er. ` \ / O C=US 1109 COASTAL BAYA 35 BOYNTON BEACH, FLl334'35 Date: 2014.12.09 06:08:26-05'00' Page 1 of 2 A LVi� N + O Lm0 Omo V Qmi LOT S W N +� O LNO m V � � S W N � O fAD OAo V OAl LAIC A LAJ N + O LWO m V OZ a n a a a n n a a ap np a a a a n D D a n n a a a a a a a a n a a a a a a a ao m p p p p p o Lip Lip (�O LOO LSO Lip f�L) Lip LSD fop W � � m W pippp � � m m V V V�V V V V V V V V O�J � (T � (T pNp�� CT CT � x xx m m m m 00 0 oaO oO oO � N N 2 N 2 2 c)0 N N�� 00002 0 00��c� 0 -i N [] A m m m S W N�� LT W - � (b V Ol U1 A W N -+ O LO (P V LT LJf A W N C O (C Oo 2 Va V LT y Z 3 A A A A A A A A A A A A A A A A A A> A A A A A A A A A A A A A A A A A A A m V m m m fT S m W m N m m O V LD V m V V V (T V fT Z � � (T CM1 _ LT LT LT � Ln J _ LT S �I m m O m m m Oppf m m m m N C O LOO OOo V� LOT A W N� O NZ m 3 lD t�? t�? � Q g2 Q � 0 m La m mw po m m Le w m m m m A A A A A A A A A A A A A L Cr 0) O V > C� 0 'wwm' rlMR Job Truss Truss Type Oly Ply Std. Pac./6611ElA 60137 A01 Hip „ 1 1 A0451526 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 4.00 12 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek 4x6 = Sx8= 3x4113.8 MT20HS= 7 8 0 10 Inc. Man Dec 08 17:56:07 2014 Dead Load Deft = 1-1/16 in 5x 3x4 11 11 12 zr 22 za 21 =1u Mizuns= 15 '1'1 14 '� '� 13 4x8= 3x10= 3x411 4x6 3x411 3x10= 5,,6= 7x14 MT20HS= 7-0.12 1 ib-3-0 19-9-6 25-3-4 1 31-9-12 37-0-12 1 42 I12 1 45-8-0 i 7-0.12 7.2-4 5-G6 5.5-tb 6 -6-8 5-3_0 5-e-0 2-t1-0 Plate Offsets (X.Y)-f3:04-12.0-3-01 15:0-3-0.Edge1, r7:0-54.0-241 f13:0-3-0 0-3-01 f16:0-2-8 0-341 119:0-2-0 0.2-01 120:0-8-0 Edael 121:0-2-00-0-01 r22:0-3-8 0-1-81 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/deff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.9319-20 >586 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -1.5419-20 >355 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 1.00 Horc(TL) 0.59 13 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 306 lb FT=0% LUMBER - TOP CHORD 2x4 SP M 30'Excepl' T6,T5: 2x4 SP No.2, T2,Tl: 2x4 SP M 31 BOT CHORD 2x4 SP M 30'Excepl' 131,133: 2x4 SP M 31, B2: 2x4 SP No.2 135: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W3: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 ac pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-94 oc bracing. WEBS 1 Row at midpt 20-22, 3-20, 4-19, 6-17, 7-16, 10-16, 10-14, 11-14, 12-13, 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 214310-M (min. 0-1-12) 13 = 2047/0-3-8 (min. 0.2-7) Max Harz 2 = 521(LC 6) Max Uplift 2 = -1024(LC 6) 13 = -956(LC 6) Max Gray 2 = 2143(LC 1) 13 = 2047(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=5163/4192, 34=-7671/6713, 4-5=-5150/4457, 5-6=-5088/4473, 6-7=372713271, 7-8=2981/2689, 8-9=2964/2675, 9-10=296412675, 10-11=-166711511 BOTCHORD 2-27=4573/4811, 22-27=457314811, 20-21=0/282, 4-20=1352/1584, 20-29=6767f7250, 19-29=67681`7249, 18-19=-4417/4827,18-30=441714827, 17-30=-4417/4827, 17-31=3109/3501, BOTCHORD 2-27=4573/4811, 22-27=3573/4811, 20-21=0/282, 4-20=1352/1584, 20-29=6767l/250, 19-29=-6768r/249, 18-19=4417/4827, 18-30=4417/4827, 17-30=4417/4827, 17-31=3109/3501, 31-32=310913501, 16-32=-3109/3501, 8-16=444/506, 14-34=545/621, 34-35=545/621, 35-36=545/621, 13-36=-545/621 WEBS 3-22=1378/1519, 20-22=4712/4922, 3-20=2132/2346, 4-19=2717/2637, 6-19=99511195, 6-17=1776/1747, 7-17=1066/1280, 7-16=-7381721, 14-16=1472/1757,10-16=-1907/2124, 10-14=2070/1959, 11-14=1591/1913, 11-13=1991/1769 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0ps(; BCDL=5.0psf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedar(2) zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water panding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 5 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) at joint(s) 9, 11, 12, 2, 21, 4, 18, 8, 15, 3, 22, 2(1, 19, 6, 17, 7, 16, 10, 14, 1 and 13 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 nonconcument 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1024 lb uplift at joint 2 and 956 lb uplift at joint 13. 10) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. 434969 - 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Type CryPlyStd. PaC.16811 EI A 60137 A02 TH�i 2 1 A0451527 r Job Reference (optional) d 2x4 II . 2 " 22 4x8= 3.10= 4.00 12 KUM /.uuu s Der 3 2014 Pam: r.uuu s UM 3 2014 MITek Industries, Ina Mon Dee 08 17:56:08 2014 5x6= =Iumieuno= 3x411 3.8= 7x14 MT20H8= 3.6 = 8 3x4 II 3x8 MT20HS= 16 15 3x4 11 48 = DeWL&ad DeO. = 1J/16 in 5x6 = 36 14 5x6= 458-0 ]812 ta3e I 2az-0 31Al2 I a]a-n 1 a3.1—r1 1. 2 ]AI 411-0 ]-]-12 &415 6-2-5 b68 Plate Offsets (X Y)-- T3:0-2-8 0-1-81 WO-5-0 Edgel r&0-2-8 0-1-81 r14,0-3-0 0-3-01 r17:0-2-8 0-3-41 T20:0-4-8 Edgel r21'0-2-0 0-O 122:0-3-8 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.85 Vert(LL) 0.8818-20 >621 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Ved(TL) -1.6818-20 >324 240 Mr20HS 187/143 BCLL 0.0 • Rep Stress Ina YES WB 0.97 Horz(TL) 0.53 14 n/a n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 306 lb FT=0% LUMBER - TOP CHORD 2x4 SP M 31 'Except- T3,T5: 2x4 SP No.2, T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 'Except' 82,135: 2x4 SP No.3, B6: 2x4 SP M 30 WEBS 20 SP No.3_!Except' W3: 2x4 SP M 30, W4,W5: 2x4 SP N0.2 OTHERS 2x4 SP Ne.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 20-22, 3-20, 6-20, 6-18, 15-17, 11-17, 11-15, 13-14, 12-15, 12-14 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 2143/0-8-0 (min. 0-1-12) 14 = 2047/0-3-8 (min. 0-2-7) Max Horz 2 = 515(LC 6) Max Uplift 2 = -1025(LC 6) 14 = -971(LC 6) Max Grov 2 = 2143(LC 1) 14 = 2047(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5169/4190, 34=7338/6346, 4-5=-7262/6362, 5-6=-7356/6562, 6-7=-3983/3451, 7-8=-3741/3356, 8.9=-3131 /2773, 9-10=3124/2769, 10-11=-3124/2769,11-12=1657/1466 BOTCHORD 2-27=457314818, 22-27=4573/4818, 20-21=0/282, 5-20=-439/601, 20-29=4563/4938, 19-29=4563/4938, 18-19=-4563/4938, 18-30=-3112/3528, 30-31=-3112/3528, 31-32=-3112/3528, 17-32=-3112/3528, 9-17=-325/378, BOTCHORD 2-27=4573/4818, 22-27=4573/4818, LOAD CASE(S) 20-21=01282, 5-20=439/601, Standard 20-29=4563/4938, 19-29=4563/4938, -- - — - - - 18-19=4563/4938,18-30=-3112/3528, 30-31=-3112/3528, 31-32=3112/3528, 17-32=3112/3528, 9-17=325/378, 15-34=357/406, 34-35=-357/406, 35-36=357/406, 14-36=357/406 WEBS 3-22=1281/1415, 20-22=4632/4863, 3-20=1861 /2077, 6-20=2484/2674, 6-18=1640/1723, 7-18=744/957, 8-18=370/422, 8-17=743r738, 16-17=-1453/1718, 11-17=-1939/2181, 11-15=2081/1975, 12-15=-1754/2087, 12-14=1995/1781 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate gnp DOL=1.25 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 nonconcument 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1025 lb uplift at joint 2 and 971 Ib uplift at joint 14. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Julius Lee, P.E. H34869-1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss TmssType O Ply Std. Pac./6811 EIA 60137 AO3 Hip „ 1 1 AO451528 Job Referenceo tionalty Run: 7.600 s Oct 3 2014 Pont: 7.600 s Oct 3 2014 MiTek Industries, Inc. Man Dec 08 17:56:09 2014 Pagr 4x6 = Dead Load De0. =1-V16 in 4.00 12 5z6 3z6 — 3x4 II 3x8 MT20HS= 7 8 9 10 11 4x6-12 4x6 Is TA Sx10 MT20HS 41� 3x411 5 W5 4VIG n o 3z6 % 4 3 d 3 w2 1 2x4 2x4 11 9 16 0 1 La 1 17 Bx8 ,H 28 18 29 30 31 x5 26 47 7xl4 MT20HS WEr= 32 33 21 20 15 14 13 4x8= 300= 3.411 3x411 48= 4.611 Aid MT20HS= 7-0-12 143-0 22-2-0 31-9"2 38-8-13 46-0-0 7-0-12 1 7-21 1 7-11-0 1 9 52 1 6-11-1 1 7-3-3 I Plate Offsets (X,Y)—[3:0-2-8,0-1-8], [4:0-5-O,Edge], [6:0-2-0,0-2-0], [12:0-3-0,0-1-12], [13:Edge,0-3-8], [14:0-2-0,0-1-12], [16:0-2-8,Edge], [18:0-6d,Edge], [19:04-8,Edge], [20:0 .0-0-01 121:0-3-8 0-1-81 LOADING(psl) SPACING- 2-0-0 C31. DEFL. in poc) I/deb Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.9017-19 >610 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 1.00 Vert(TL) I -1.5617-19 >352 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 HOrz(fL) 0.57 13 n/a n/a ' BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 291 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 31 'Except- T3,T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except- B1: 2x4 SP M 31, B2,135: 2x4 SP No.3 B6: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP M 30, W13: 2x4 SP Ne.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 1-4-12 cc bracing. WEBS 1 Row at midpt 19-21, 3-19, 6-19, 6-17, 14-16, 11-16, 11-14, 12-13 2 Rows at 1/3 pis 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/Size) 2 = 2158/0-8-0 (min. 0-1-13) 13 = 206210-7-8 (min. 0-2-7) Max Horz 2 = 500(LC 6) Max Uplift 2 = -1036(LC 6) 13 = -1002(LC 6) Max Gray 2 = 2158(LC 1) 13 = 2062(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=5212/4211, 3-4=-7404/6376, 4-5=-7327/6392, 5-6= 7405/6579, 6-7=4509/3882, 7.8=4263/3761, 6-9=361013101, 9-10=3597/3098, 10-1 1=3597/3098,11-12=1692fi433, 12-13=1998/1758 BOTCHORD 2-26=4583/4859, 21-26=4583/4859, 19-20=01282. 5-19=417/573, 19-28=-4839/5296, 18-28=4839/5296, BOTCHORD 2-26= 4583/4859, 21-26=4583/4859, 19-20=0/282, 5-19=-417/573, 19-28=483915296, 18-28=-4839/5296, 17-18=483915296, 17-29=-3614/4095, 29-30=-3614/4095, 30-31=-3614/4095, 16-31=361414095, 9-16=394/457 WEBS 3-21=1290/1421, 19-21=4651/4909, 3-19=1869/2098, 6-19=-2290/2422, 6-17=1533/1588, 7-17=879/1123, 8-17=229/312, 8-16=730f772, 14-16=144811732,11-16=-2160/2470, 11-14=2123/2015, 12-14=2075/2450 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf, h=25ft; Cal II; Fxp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C-Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS forreactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 10, 2, 20, 5, 18. 9, 15, 13, 3, 21, 19, 6, 8, 16, 11. 14, 12 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 7 checked for a plus or minus 3 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0t between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical cennection (by others) of truss to hearing plate capable of withstanding 1036 lb uplift at joint and 10021la uplift at joint 13. 10) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, noncencurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. 434869-1109 Coastal Bay — Boynton Beach, FL 33435 Jab Tmss Truss Type Oty Ply Std. Pac./6811 EI A 60137 A04 Half Hip 1 1 A0451529 �, Job Reference(.Pro. o 0onal 4x8 = �•�••�•� ,.•.••. ,.w cow mnexmausmes, ma man uec uo u:ao:rv<u1< ID:cS2yUAsdmV4V5zIDI VW*PzmH46a23VAeleKsA9Pn_mJ7bbPSXLY9pdp?dyfcpMwll 7-0-12 14-3-0 20.2-0 25-11-14 31-9-12 3&70.15 4fi-0.0 7-0-t2 7-2-4 571-0 59-14 59-14 7-1-3 7-1-1 5x10 MT20HS= Dead Lead De0. = 1-1/16 in 40012 2x411 46= 5x6 M= 4x8= 3x411 TA 5 6 7 8 9 10 4x6 5x10 MT20H9i 4 Vyb 1 3 _ 0 0 27 17 16 28 75 29 25 20 26 19 7x14 IMOH5= Sx10 MT20HS= 3.8— 3zfi = 3x10= 3x411 4II 7x10 � \\ II 1� 1u113 30 72 3130 12 31 32 11 3x411 U6= 5x6= 1 38-10.15 7-1 I 46410 i a 8],[14:0-7-12,0-4-0],[17:0-2-12,0-1-8],[18:0-8-0,Edge),[19:0-2-0 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in Qoc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.9717-18 >570 360 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(rL) -1.6317-18 >337 240 BCLL 0.0 • Rep Stress Ina YES WB 0.98 Horz(TL) 0.66 11 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 31 -Except' T3,T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 *Except' B2:2x4 SP.No.2,.B5: 2x4 SP No.3 136,134: 2x4 SP M 30 WEBS 2x4 SP No.3'Excepl• VO: 2x4 SP M 30, W4,W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-M oc bracing. WEBS 1 Row at midpl 18-20, 3-18, 4-17, 12-14, 9-14 2 Rows at 113 pts 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11 = 2062/0-3-8 (min. 0-2-7) 2 = 2158/0-8-0 (min. 0-1-13) Max Hom 2 = 458(LC 6) Max Uplift 11 = -995(LC 6) 2 = -1042(LC 6) Max Grav 11 = 2062(LC 1) 2 = 2158(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5204/4206, 34=-7757/6691, 4-5=5063/4313, 5-6=-4760/4104, 6-7=4760/4104, 7-8=-4244/3618, 8-9=4244/3618 BOTCHORD 2-25=4510/4850, 20-25=451014850, 18-19=0/283, 4-18=1315/1584, 18-27=-66880344, 17-27=6690(7343, 16-17=420114768, 16-28=4201/4768, 15-28=4201/4768, 15-29=3630/4262, BOTCHORD 2-25=4510/4850, 20-25= 4510/4850, 18-19--=83,.4-18=1315/1584. — --- 18-27=-6688/7344,17-27=-669017343, 16-17=4201/4768, 16-28=-4201/4768, 15-28=4201/4768, 1529=3630/4262, 14-29=-3628/4264, 7-14=846/897, 12-31=1521/1817, 31-32=1521/1817, 11-32=1521/1817 WEBS 3-20=1390/1498, 18-20=4642/4961, 3-18=2101 /2389, 4-17=2879/2776, 5-17=98611206, 5-15=163/276, 6-15=434/492, 7-15=-617/648, 12-14=1557/1852, 9-14=2538/2935, 9-12=4021559, 9-11=2545/2131 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 2851b FT = 0 LOAD CASE(S) Standard - -- -- — - - -- NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wintl: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and G-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 995 lb uplift at joint 11 and 1042lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. J Ul i us Lee. P.E. 934869-1109 Coastal Bay —Boynton Beach, FL 33435 Jol, truss Truss Type Dry Plr Std. Pac./6811 El A 60137 A05 Half Hip . , 1 1 A0451530 Job Reference (optional) Al KUUF IHUbbtS,YUKI YItKUL, M44V40 KUn: /.ODU S UM 4 ZU14 Vnnr LODU S UM 4 24114 40012 5x10 MT20HS= 2z4 II 6 7 5x10 t4T20HS N� 4x6 5 3x8 � 4 "9 3 N2 2x4 II 9 vo 1 2 28 18 t7 16 JI d 26 27 7x14 M710HS= Sx10 MT20.,3x8= 21 20 4z6= 4x8= 3x10=. 3x411 I'll 1A, 10.1n 7d-11-1A 11-Q-11 14 30 13 3x411 3x8= 1/L11L1S Inc. mon 000Ud1/:Jb:1UZU14 Dead Load Defi.=1-1/i6 in 3x4 II 11 I¢ 313212 5z6 = Aa n 7-0-12 7-2-4 13-11-0 6-9-14 6-9-14 7-1-3 7-1-1 Plate Offsets (X Y)-13:0-34 0-1-81 14:0-5-0 Edue1 19:0-5-0 Edqel rl2:0-3-0 0-3-01 113:0-3-8 0-1-81 115:04" 0-4-41 rl9:0-8-0 Edgel I20:0-2-0 0-0-01 121:0-3-8 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 1.00 Vert(LL) 1.0018-19 >552 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.6716-19 >329 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.70 12 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 2781b FT=0% LUMBER - TOP CHORD 2x4 SP M 31 'Except- T3,T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 'Except' B2: 2x4 SP No.2, 85: 2x4 SP No.3 B6,B4: 2x4 SP M 30 WEBS 2x4 SP No.3'Except' W3: 2x4 SP M 30. W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or2-104 oc bmcing. WEBS 1 Row at midpl 19-21, 3-19, 5-18, 13-15, 10-15 . 2 Rows at 113 pis 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 12 = 2062/0-3-8 (min. 0-2-7) 2 = 2158/0-8-0 (min. 0-1-13) Max Horz 2 = 417(LC 6) Max Uplift 12 = -989(LC 6) 2 = -1048(LC 6) Max Gray 12 = 2062(LC 1) 2 = 2158(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5214/4224, 34=-7742/6614, 4-5=-7664/6631, 5-6=-5644/4826, 6-7=-5587/4755, 7-8=-5587/4755, 8-9=4936/4157, 9-10=4936/4157 BOTCHORD 2-26=4464/4860, 21-26=4464/4860, 19-20=01283, 5-19=136411616. 19-28=652817293, 18-28=-652977292, 17-18=4667/5351, 16-17=4667/5351, 16-29=4181/4971, 15-29=4179/4972, 8-15=839/890, 13-31 =1 664/2010, BOTCHORD 2-26=4464/4860, 21-26=-4464/4860, LOAD CASE(S) 19-20=01283, 5-19=-136411616, Standard 19-28=-652817293, 18-28=652917292, 17-18=4667/5351, 16-17=4667/5351, 16-29=4181/4971, 15-29=417914972, 8-15=839/890, 13-31=1664/2010, 31-32=1664/2010,12-32=-1664/2010 WEBS 3-21=1376/1471, 19-21=4543/4909, 3-19=2080/2414, 5-18=-2407/2301, 6-18=1071/1282, 6-16=-210/553, 7-16=519/603, 8-16=-6761724, 13-15=1694/2042,10-15=-2888/3391, 10-13=4601601, 10-12=2682/2221 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vult=170mph (3-second gust) Vas ,....ph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcumenl with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 989 lb uplift at joint 12 and 1048 lb uplift at joint 2. 9) This truss has been designed fora moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Julius Lee, P.E. 934869-1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Dry PN Std. Pac./6811 El A A0451531 60137 A06 Half Hip ,,, 1 1 Jab Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946 2x4 II . 2 48 = Run: 7.600 s Od 3 2014 Print: 7.600 a Oct 3 2014 MiTek Industries, Inc. Mon Dec 05 17:56:11 2014 4.0012 5z10 MT20HS= 4z6G 3.6= R 5 6 7 V30 18 17 1xl4 MT20HS= 5x10 MT20HS VVB= 22 28 21 4xe= 3z6= 3z10= 3z4 11 3x4 II 316=5x10 MT20HS= 0 0 10 15 3x4 II Dead Load Dell. =1-1/4 in 410= 3z411 11 12 2 1 1 qq IN 14 33 34 13 3x8= 5x6- 7-0.12 1 143-0 116-24) 23.11-14 I 1' a - I 38-10.15 (_ 464]-0 7-0.12 7-2-4 7-11 7-9-ib 7-9-14 7-1-3 7-1-1 Plate Offsets (X Y)-[&0-3-8 0-1-81 r4:0-5-0 Edgel r9:0-5-0 Edgel r11:0-3-8 0-2-01 rl3:0-3-00-3-01 rl4:0-2-8 0-1-81 r20:0-8-O.Edgel. f21:0-2-0 0-0d1 r2T0-3-8,0-1-81 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 1.0817-19 >509 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.26 BC 0.81 Vert(TL) -1.8817-19 >292 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Inv YES WB 0.95 Hoa(rl-) 0.76 13 n/a n/a BCDL 10.0 Code FBC20101rP12007 (Matrix-M) Weighb2741b FT=O% LUMBER - TOP CHORD 2x4 SP M 31 `Except' T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 •Except• B2: 2x4 SP No.2, B5: 2z4 SP No.3 B6;2x4 SP-M30- VJEBS 2x4 SP No.3 `ExcopC W3: 2x4 SP M 30, W9: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-10-6 oc bracing. WEBS 1 Row at midpt 20-22, 3-20, 14-16, 11-16 2 Rows at 113 pis 11-13 MITek recommends that Stabilizers and required cioss bracing be installed during truss erection, in accordance with Stabilizer Installation uitle. REACTIONS. (Ib/size) 13 = 2062/0-3-8 (min. 0-2-7) 2 = 2158/0-8-0 (min. 0-1-13) Max Hom 2 = 376(LC 6) Max Uplift 13 = -984(LC 6) 2 = -1054(LC 6) Max Grav 13 = 2062(LC 1) 2 = 2158(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=5213/4223, 3-4=-7724/6545, 4-5=-7646/6565, 5-6=-6350/5430, 6-7=6063/5221, 7-8=£556/5466, 8-9=5610/4653, 9-10=5610/4653, 10-11=5573/4635 BOTCHORD 2-27=439814860. 22-27=4398/4860, 20-21=0/283, 5-20=1498/1720, 20-29=-639lf7261,19-29=639217259, 19.30=-5605/6581,18-30=-5605/6581, 17-18=5605/6581, 17.31=5385/6399, BOT CHORD 2-27=-4398/4860, 22-27�4398/4860, 20-21=01283, 5-20=-1498/1720, 20-29=-639117261, 19-29=-639217259, -- - - 19-30=5605/6581, 18-30=5605/6581, 17-18=5605/6581, 17-3 1 =5385/6399, 16-31=538516399, 10-16=408/475, 14-33=1848/2251, 33-34=-1848/2251, 13-34=1848/2251 WEBS 3-22=1370/1448, 20.22=4462/4886, 3-20=2018/2398, 5-19=-2084/2016, 6-19=1499/1797, 7-19=831/470, 8-17=132/328, 8-16=-961/891, 14-16=1857/2261, 11.16=-313813740, 11-14=-474/607. 11-13=-2864/2351 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0pst BCDL=5.Opsh, h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and fight exposed ;C-C for members and forces & M WFRS for reactors shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 984 lb uplift at joint 13 and 1054 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated lead of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869- 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pac./6811ElA 60137 A07 Roof Special t , . , 1 1 A0451532 Job Reference o tional A7 ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56:12 2014 Pagr ID:cS2yUAsdMV4V5z DIW✓JpPzmH46.WOAFbKmurURse588rYd3UHdffzTDHrvF7wrrvyAzBn 11-4-0 6-57 10-11-15 1 76-11-0 19-8-0 I 21 10-13 1 37-fi-i4 39-2-4 46-0-0 1-0- 6-57 4-6 7 511-1 2-9-0 52-13 6-8-0 7-7-7 6-9-12 i I 2x4 6 b 4.00 12 5x6 = 5x6 = 3x6 = 3x6= 3xG = 3x6= Dead Lead Den. = 3M in 3x4 II 12 24 79 la 2b 26 W 17 28 16 lb 2a 14 30 31 13 4x6= 3x8=- 3x8= 4x611 5x8 WB= 3x6= 5.6= I -0 1 2410713 1 354-11 I 2-70313 4-0 10-11-15 0 Plate Offsets KY- it&0-3-0.0-2-121 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.5413-14 >465 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.9113-14 >276 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.74 HOrz(TL) 0.04 13 n/a n/a BCDL 10.0 Code FBC201 OrTP12007 (Matrix-M) Weight: 250 Ib FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2z4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-6-5 oc bracing. WEBS 1 Row at midpt 6-19, 8-17, 9-16, 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (Ib/size) 13 = 656/0-3-8 (min. 0-1-8) 2 = 975/0-8-0 (min. 0-1-8) 16 = 2588/0-3-8 (min. 0-3-1) Max Horz 2 = 349(LC 6) Max Uplift 13 = -338(LC 9) 2 = -077(LC 6) 16 = -1107(LC 7) Max Grav 13 = 735(LC 14) 2 = 975(LC 1) 16 = 2588(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1789/1441, 3-4=1295/963, 45=1201/977, 5-0=1315/1176, 8-9=-1079/1141, 9-10=565/196, 10-11=565/196 BOTCHORD 2-24=1709/1635, 19-24=1709/1635, 18-19=-339/343,18-25=339/343, 25-26=339/343, 26-27=339/343, 17-27=339/343, 17-28=1141/1079, 16-28=-1141/1079, 1516=176/316, 15-29=176/316, 14-29=176/316, 14-30=426/640, 36-31=4261640, 13-31=4261640 BOTCHORD 11) "Semi -rigid pitchbreaks with fixed heels' Member end 2-24=1709/1635, 19-24=1709/1635, fixity model was used in the analysis and design of this 18-19=339/343, 18-25=339/343, truss. 2526=-339/343, 26-27=339/343, 17-27=-339/343, 17-28=114111079, LOAD CASE(S) 16-28=-1 141/1079,15-16=-176/316, Standard 15-29=176/316, 14-29=176/316, 14-30=426/640, 30-31=426/640, 13J7=-026/640 WEBS 3-19=505/668, 5-19=394/575, 6-19=1079/1177, 6-17=833/871, 7-17=247/264, 8-17=-1408/1542, 8-16=1518/1495, 9-16=1528/1338, 9-14=266/553, 11-14=222/427, 11-13=759/515 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; CaL 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plate(s) at joint(s) 4, 6, 7, 10, 12, 13, 2, 19, 3, 5, 17, 8, 16, 9, 14. 11 and 1 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 18 checked for a plus or minus 5 degree rotation about its center. 6) Plate(s) at joint(s) 15 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent 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 bohom chord and any other members, with BCDL = 10.Opsf.. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 to uplift at joint 13,477 to uplift at joint 2 and 1107 lb uplift at joint 16. 10)This truss has been designed for a moving cencentrated load of 200AIb live located at all mid panels and at all panel points along the Bottom Chord, noncencument with anv rimer live Inane J ulius Lee, P.E. #34869- 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type Dry Ply Std. Pac./6811 El A 60137 A08 Roof Special 1 1 A0451533 , „ Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Ina Mon Dec 08 17:56:12 2014 2x4 3 2x4 II n 1 2 d 31 46 = 4.0012 5x6= Dead Load Dee.=5116 in 26 Go 3x6 = 3x8 = 5x6 = 3x8 = 3x8= 3x611 3x6= 3x6= 3x411 3x6= 3x8= '3x411 9 10 12 13 11 1 3 0 9 1 )% 21 36 20 37 is 38 75 3916 d 1l 48= 3x411 2x4 II 3.4114,6= 6x8= 3x4113x4= 10.11-15 21-841 24-10.13 29-8-5 r60 40870 4368 46-0.0 10.11-15 10.8-1 3-2-13 49-8 59-11 50.10 2-H-15 2-5-8 Plate Offsets (&Y)-119:0-2-12.0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.45 26-30 >657 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.8024-26 >373 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.93 Horz(TL) 0.05 14 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:2681b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T7: 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except' B4,B6: 2x4 SP No.3, B5,B7: 2x4 SP No.2 ----WEBS----2x4 SP-No.3__ OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-8 Be pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-5-2 oc bracing. WEBS 1 Row at midpl 6-26, 6-24 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 1001/0-8-0 (min. 0-1-8) 22 = 253110-3-8 (min. 0-3-0) 14 = 687/0-3-8 (min. 0-1-8) Max Harz 2 = 318(LC 6) Max Uplift 2 = -503(LC 6) 22 = -1082(LC 7) 14 = -343(LC 9) Max Grav 2 = 1001(LC 1) 22 = 2531(LC 1) 14 = 744(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOPCHORD 2-3=186811558, 34=137911082. 4-5=128511095. 5-6=1399/1292, 6-7=312/417, 7-8=-369/347, 8-9=219/272, 9-10=-838/470, 10-11=-841/465, 11-12=841/465, 14-16=714/527 BOTCHORD 2-31=1753/1710, 26-31=-1753/1710, 25-26=402/414, 25-32=-402/414, 32-33=402/414, 33-34=402/414, 24-34=-402/414, 23-24=-121811100, 22-23=-1218/1100, 22-35=-1218/1100, 21-35=-1218/1100,19-20=0/253, BOTCHORD 10) This truss has been designed for a moving 2-31=1753/1710, 26-31=1753/1710, concentrated load of 200.0lb live located at all mid panels 25-26=402/414, 25-32=402/414, and at all panel points along the Bottom Chord, 32-33=-402/414,.33-34=402/414,- -- _- _ nonconcurrent with any other live loads. 11) "Seifii-rigid pitchbreaks witFfnred ffeel3" M(Fmherend -- 24-34=-402/414, 23-24=-1218/1100, 22-23=1218/1100, 22-35=121a/1100, fixity model was used in the analysis and design of this 21-35=-1218/1100,19-20=0/253, truss. 10-19=-376/436, 19-37=533/809, 18-37=-533/809, 18-38=533/809, LOAD CASE(S) 17-38=533/809, 17-39=551/800, Standard 16-39=-551/800 WEBS 3-26�499/666, 5-26=-396/568, 6-26=1056/1196, 6-24--1177/1173, 8-24=1246/1488, 8-22=2483/2136, 8-21=1 191/1476. 9-21=871 /859, 19-21=-262/193, 9-19=782/923, 12-18=0/314, 12-16=944/617 , NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsh, BCDL=5.Opsf, h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 4, 6, 7, 11, 13, 2, 20, 10, 19, 16, 17, 15, 26, 3, 5, 24, 22, 21, 8, 9, 1, 23, 12, 18 and 14 checked fora plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 25 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 8) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 2, 1082 to uplift at joint 22 and 343 lb uplift at joint 14. luli us Lee, P.E. 434869-1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pac./6811 El A 60137 A09 Roof Special . , 1 1 A0451534 Job Reference o Oonal Al ROOF lRUSUEb, FOR I PILRUL, FL 341VI0 Run: 7.600 s Oct 32014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56:14 2014 4.0012 M= Dead Load Dar. =3116 in 6 2x4 II 3x6. Sx6= 3x8= 4x6=3x6= 2x411 4x6— 3x6 7 8 9 0 2 13 2x4 4 3 77 0 2x4 11 2 4 d 2 5 0 9 j 31 26 25 a2 24 33 23 22 34 21 35 36 18 37 38 1[ 3x6=316= 3x8= 5x8= 4x6= 20 3x8= 3x411 15 3x4113x4= 4�= 3x6= 6x8= 3x4113x4= 9-37 70.1i-0 I 2470.13 30-21 356-0' 40.2-1 43-6-8 I46-0-0 9-3-7 7-7-9 7-11-73 5-}10 5-3-10 48-7 3-4-7 2-& Plate Offsets (X.Y)—f7:0-2-12.0-2-81. it 9:0-5-8.0-3-121. f22:0d-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.2826-30 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.4926-30 >607 240 BCLL 0.0 ' Rep Stress Ina YES VJB 0.63 Hom(TL) 0.06 14 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 258 In FT=0 LUMBER - TOP CHORD 2x4 SP No.2'ExcepV T3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2'Excepr B1: 2x4 SP M 30, B3,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpl 7-24, 9-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1000/0-8-0 (min. 0-1-8) 22 = 253510-3-8 (min. 0-3-0) 14 = 686/0-M (min. 0-1-8) Max Horz 2 = 287(LC 6) Max Uplift 2 = -514(LC 6) 22 = -1082(LC 7) 14 = -339(LC 9) Max Grav 2 = 1006(LC 13) 22 = 2535(LC 1) 14 = 734(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOPCHORD 2-3=1968/1688, 34=1501/1207, 4-5=1430/1222, 5-6=5441546, 6-7=548/507, 7-8=1304/1429, 8-9=1304/1429, 9-10=1028/594, 10-11=1005/673, 11-12=1005/673, 12-13=10051673, 14-16=701/528, 13-16=673/534 BOTCHORD 2-31=1828/1811, 26-31=1828/1811, 25-26=993/1057, 25-32=993/1057, 24-32=993/1057, 24-33=1011/886, 23-33=-1011/886, 22-23=1011/886, BOTCHORD 2-31=1828/1811, 26-31=1828/1811, LOAD CASE(S) 25-26=993/1057, 25-32=993/1057, Standard 24-32=-99311057, 24-33=1011/886, 23-33=-1011/886, 22-23=1011/886, 10-19=-359/427,19-36=593/1040, 18-36=594/1038 WEBS 3-26=5331742, 5-26=-341/581, 5-24=819/867, 7-24=-1401/1653, 7-22=1285/1288. 9-22=-1694/1416, 9-21=0/275, 9-19=818/994, 12-18=-400/469,13-18=-714/1075 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Volt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 13 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pone ing. 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 nonconcumenl 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) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 514 lb uplift at joint 2, 1082 lb uplift at joint 22 and 339 lb uplift at joint 14. 9) This truss has been designed for a moving concentrated load of 200.0I1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Julius Lee, P.E. #34369— 1109Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Dry Ply Std. Pac./6611 El A 60137 A10 Roof Special 1 1 A0451535 , , Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run; 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Mon Dec 08 17:56:14 2014 Pagt ID:cS2yUAsdmV4V5ztDIWWPPzmH46-Tp100?o9N5hauOHXyzgXZii?Mm62lpDYaEnZ3oyAzB 25430 1 5-70.13 1238 16-11-0 21-0A 2410-12 304-14 35b0 3310.11 43E-8 4660 510.13 6-0-12 4741 4-741 3-0-4 4814 51-2 4-0-11 3]-13 2-58 2x4 4 3 2x4 II 2 4.00 12 Sx6 = Dead Load Deft. = 3/16 in 2x4 II 5x6 = 3x4 II 3x8 = ' 3x4 It 3 10 _. 11 13 14 �L4 32 27 26 33 34 24 35 36 37 79 38 3917 25 23 22 21 2x411 16 15 3x8= 5xa= 4x8= 3x411 3z41146 4x6 == 6x8 = 3z4 II 3z4 = 33-7 76-11-0 24-10-12 24 0-13 30-7-0 356-0 39-10-11 43{}8 46-0-0i 9-3-7 t 7-7-9 1 7-11-12 0. 1 Se-3 1 411-0 1 4-0-11 3-7-73 2-SS Plate Offsets (X,Y)—r7:0-2-12,0-1-81, f20:0-2-0,0-2-121, f2&0-0-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) Utleft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.2827-31 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -OA927-31 >606 240 BCLL 0.0 ' Rep Stress Ina YES WB 1.00 Hom(TL) 0.07 15 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight: 2551b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except* B1: 2x4 SP M 30. B3,135: 2x4 SP No.3 WEBS 2x4 SP No.3 -OTHERS.---2x4 SP — - - ----- BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 ce purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-23 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 997/0-8-0 (min. 0-1-8) 23 = 2540/0-3-8 (min. 0-3-0) 15 = 683/0-3-8 (min. 0-1-8) Max Hom 2 = 258(LC 8) Max Uplift 2 = -524(LC 6) 23 = -1082(LC 7) 15 = -334(LC 9) Max Grav 2 = 1012(LC 13) 23 = 2540(LC 1) 15 = 722(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (16) or less except when shown. TOPCHORD 2-3=1984/1715, 34=-1519/1239, 4-5=-1448/1254,5-6=559/569, 6-7=-517/559, 7-8=-1494/1784, 8-9=1553/1753, 10.11=-11851724, 11-12=-12031724, 12-13=12037724, 15-17=-687/531 BOTCHORD 2-32=1787/1826, 27-32=178711826, 26-27=962/1075, 26-33=962/1075, 25-33=-962/1075, 2534=341/266, 24-34=341 /266, 23-24=341 /266, 23-35=1509/1357, 22-35=1509/1357, 11-20=-299/346,20-37=-891/1294, BOTCHORD 2-32=1787/1826, 27-32-1787/1826, 26-27=962/1075, 26-33=962/1075, 25-33=962/1075,25-34=341/266,- - ----- — - 24-34=341/266, 23-24=341/266, 23-35=150911357, 22-35=150911357, 11-20=299/346, 20-37=891/1294, 19-37=-891/1294. 19-38=89111294, 18-38=-89111294, 18-39=-90911305, 17-39=909/1305 WEBS 3-27=5291735, 5-27=337/580, 5-25=825/893, 7-25=774/1035, 7-23=2154/1979, 9-23=-628/500, 9-22=1432/1740, 10-22=834/809, 10-20=910/1111, 13-20=274/189, 13-19=01306, 13-17=1300/893 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x6 MT20 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 fit between the bottom chord and any other members. 8) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 524 Ib uplift at joint 2, 1082 lb uplift at joint 23 and 334 It, uplift at joint 15. 10) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, noncencurrent with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P-E. 434869-1109 Coastal Bay —Boynton Beach, FL 38435 Job Truss Truss Type Oty Ply Std. Pac./6811 El 60137 Al Half Hip , , 1 1 A0451536 Job Reference (optional) Al HUUF I RUSSES, FUR I HIERGt, FL 34946 4.00 12 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek 5.6 = 3x6 = 4.8 = 3X4 11 3x8 Mf20H8= Inc. Mon Dec 08 17:56:15 2014 Dead Load D.B.=1-1/16 in 3x4 II 12 2X4 11 2 m u .... ..... __.._ oe m 21 20 15 14 13 4x8= 3x10= 3x411 3X411 3x6= 5x6= 7X14 Mf20HS= 1g LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.84 Vart(LL) 0.8717-19 >627 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -1.51 17-19 >362 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES WB 0.98 Hoa(TL) 0.57 13 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Mainz-M) Weight: 289 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 31 'Except' T3,T4: 2x4 SP M 30 BOT CHORD 2X4 SP M 30 'Except' 81: 2X4 SP M 31, 82,B5: 2x4 SP No.3 B6: 2x4 SP No.2 WEBS 2x4 SP No.3'Except' W3: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt 12-13, 19-21, 3-19, 6-19, 6-17, 14-16, 11-16 2 Rows at 1/3 pis 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during Wss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 13 = 2047103-8 (min. 0-2-7) 2 = 214310-8-0 (min. 0-1-12) Max Horz 2 = 500(LC 6) Max Uplift 13 = -995(LC 6) 2 = -1029(LC 6) Max Grav 13 = 2047(LC 1) 2 = 2143(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5170/4175, 34=-7328/6312, 4-5=-7251/6328, 5-6=7328/6515, 6-7=-4446/3829, 7-8=4203/3711, 8-9=352513030, 9-10=3514/3029, 10-11=-3514/3029 BOTCHORD 2-26=4549/4819, 21-26=4549/4819. 19-20=0/282, 5-19=417/572, 19-28=4785/5232,18-28=478515232, 17-18=4785/5232,17-29=-3553/4022, BOTCHORD 2-26=454914819, 21-26=-4549/4819, 19-20=01282, 5-19=-417/572, 19-28=-4785/5232, 18-28=4785/5232, 17-18=-4785/5232, 17-29=3553/4022, 2930=3553/4022, 30-31=3553/4022, 1631=-3553/4022, 9-16=398/462, 14-33=-136511612, 13-33=136511612 WEBS 3-21=127811411, 19-21=4617/4869, 3-19=1843/2066, 6-19=-2279/2410, 6-17=1526/1582, 7-17=-862/1103, 8-17=245/325, 8-16=-748f787, 14-16=1383/1654, 11-16=2156/2465, 11-14=3161479, 11-13=-2401/2035 NOTES- .) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasil=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0:18; MWFRS (envelope) and C-C Exterior(2) zone; canfilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.25 plate gnp DOL=1.25 3) Provide adequate drainage to prevent water panting. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 10, 12, 13, 2, 20, 5, 18, 9, 16. 3, 21, 19, 6, 8, 14, 16, 11 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 7 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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, with BCDL= 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 995 lb uplift at joint 13 and 1029 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869-1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type QN PN Std. Pac./6811 El A 60137 Al2 Half Hip 1 A0451537 1 , , , Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Od 3 2014 Print: 7.600 s Oct 3 2014 M7ek Industries, Inc. Mon Dec 08 17:56:16 2014 Pag1 ID:cS2yUAsdmV4V5ziDIlNWpPzmH4GPBQmRhpPvixl7iRw4Oi?f7nN I aoAD11 g2XGg7hyA2B t 7-012 I I 2S59i-1-414I 351-951142 I 3e-0.15 _ 7-0_12 7-24 "l 7-13 I S9_ 810 4.00 12 2x4 II 2 5x10 MT20HS= 2x4 11 4x6 = 5x6 VJB= 48 = Dead Load De0.=1-1116 in 3x4 II ._. ..... -_. .. __._....-_....- .. 31 21 20 3x6 = 14 13 12 48 = 3x10 = 3.4 11 3x4 11 3x6 = 5x6 = LOADING(pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2010ITP12007 LUMBER - TOP CHORD 2x4 SP M 31 'Except' T3,T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 'Except" -- ---- B2,B6:.2x4SP-No.2,.B5:2x4.SP-No.3- 134: 2x4 SP M 30 WEBS 2x4 SP No.3'Except' W3: 2x4 SP M 30, W40e: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 19-21, 3-19, 5-18, 13-15, 10-15 2 Rows at 1 /3 pts 10-12 MTek recommends that Stabilizers and required cross bmcing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 204710-3-8 (min. 0-2-7) 2 = 2143/0-8-0 (min. 0-1-12) Max Horz 2 = 458(LC 6) Max Uplift 12 = -988(LC 6) 2 = -1035(LC 6) Max Gray 12 = 2047(LC 1) 2 = 2143(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5168/4180, 3-4=7681/6610, 4-5=7606/6627, 5-6=-0999/4260, 6-7=-4681/4037, 7-8=-0681/4037, 8-9=4145/3537, 9-10=4145/3537 BOTCHORD 2-26�4487/4816, 21-26=-4487/4816, 19-20=0/282, 5-1 9=1 300/1569, 19-28=-662717269,18-28=-662817268, 17-18=4150/4707,17-29=-4150/4707, 16-29=4150/4707,16-30=-3547/4162, CSI. DEFL. in (loc) Udell Ud TC 0.89 Vert(L-) 0.95 18-19 >573 360 BC 0.99 Vert(TL) -1.61 18-19 >339 240 WB 0.92 Hoa(TL) 0.65 12 n/a n/a (Matrix-M) BOTCHORD 2-26=4487/4816, 21-26=-4487/4816, 19-20=01282,.5-19=1300/1569,-- - - 19-28=662717269, 18-28=-662817268, 17-18=4150/4707, 17-29=4150/4707, 16-29=4150/4707, 16-30=3547/4162, 15-30=3545/4163, 8-15=867/917, 13-32=1448/1730, 32-33=-1448/1730, 12-33=-1448/1730 WEBS 3-21=1363/1474, 19-21=456014871, 3-19=2122/2403, 5-18=2864/2765, 6-18=983/1201, 6-16=177/255, 7-16=433/491, 8-16=-639/675, 13-15=-1485/1762,10-15=-2527/2921, 10-13=-378/534,10-12=2486/2082 PLATES GRIP MT20 2441190 MT20HS 1871143 Weight:286Ib FT=O% LOAD CASE(S) - - — Standard - - - - --- 1� NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf BCDL=5.0psf; h=25ft; CaL 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate gnp DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 988 It, uplift at joint 12 and 1035 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurtent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. JuliusLee, P.E. tt34869— 1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pac./681 1 El A 60137 A13 Half Hip , , 1 1 77�9 Job Reference (optional) Al KUUF IHUsbLS, FUKI KILKUe, Yl a4114b Kun: 7.600s Oct 32014 Pnnb 7.600 s Oct 32014 MiTek Industries, Inc. Mon Dec 08 17:56:16 2014 Pagt I D:cS2yUAsdmV4V5ztDIWNlpPzmH46-PBOmRhpPvixl7iRw4Oi1f/nLXagHDjEg2XGg7hyAzR. 11-0-p 7-0.12 14-3-0 18-2-0 2471-14 31-9-12 3&10.15 45-8-0 5-41 7-2-4 1 311-0 I E9-14 1 6-374 1 7-1-3 1 69-1 4.00 12 2x4 II , 2 5x10 MT20H8= Dead Load De0. = 1-1116 in 4x6 = 2x4 II 5x6 VJ9= 410= 3x4 II lE _...._ .. 11 Ju 21 20 4x6e 14 13 12 4x8= 300= 3x411 3x411 316 54= 7-0.12 1 143-0 78-2-0 24-11-14 1 31-9-12 38-10.15 45-B-0 7-0.72 7-2-0 3-17-0 6-9-14 6-9-14 7-1-0 6-9-7 l� Plate Offsets (X.Y)-13:0-3-8 0-1-e1 f4:0-5-0.Edgel 19:0-3-0.Edgel 112:0-3-0 0.3-01 113:0-2-0 0-1-81 115:0-8-0 0-4-41 119:0-e-O Edgel f20:0-2-0 0-0-01 121�0-3-8 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.9818-19 -559 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(FL) -1.6418-19 >333 240 MT20HS 187/143 BCLL 0.0 • Rep Stress Ina YES - NB 0.91 Horz(TL) 0.69 12 n/a n/a BCDL 10.0 Code FBC2010rFP12007 (Matrix-M) Weight: 278 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 31 'Except' T3,T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 'Except• B2: 2x4 SP No.2, B5: 2x4 SP No.3 136,134: 2x4 SP M 30 WEBS 2x4 SP No.3 •Except• W3: 2x4 SP M 30, W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-10-7 oc bracing. WEBS 1 Row at midpt 19-21, 3-19, 5-18, 13-15, 10-15 2 Rows at 1 /3 pis 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 12 = 204710-3-8 (min. 0-2-7) 2 = 214310-8-0 (min. 0-1-12) Max Horz 2 = 417(LC 6) Max Uplift 12 = -982(LC 6) 2 = -1041(LC 6) Max Grav 12 = 2047(LC 1) 2 = 2143(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=5171/4189, 3-4=7662/6549, 4-5=7584/6566, 5-6=-5576/4770, 6-7=5499/4682, 7-8=-5499/4682, 8-9=4821/4063, 9-10=4821/4063 BOTCHORD 2-26= 4431/4820, 21-26=443114820, 19-20=01283. 5-19=1354/1604, 19-28=646517217, 18-28=6466f7216, 17-18=-061415287, 16-17=4614/5287, 16-29=4085/4854, 15-29=4083/4856, 8-15=861/909, 13-31=1585/1913, BOTCHORD 2-26=4431/4820, 21-26=4431/4820. 19-20=0/283, 5-19=1354/1604, 19-28=-646517217,18-28=-6466/7216, 17-18=461415287, 16-17=4614/5287, 16-29=408514854, 15-29=408314856, 8-15=861/909, 13-31 =1 58511913. 31-32=158511913, 12-32=158511913 WEBS 3-21 =1 36311460. 19-21=4509/4868. 3-19=2051/2379, 5-18=-2392/2289, 6-18=1065/1276, 6-16=197/527, 7-16=518/602, 6-16=-703f757, 13-15=161311942, 10-15=-2871/3370, 10.13=434/575, 10-12=-2613/2165 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cal. 11; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; mnfilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pone ing. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) aljoint(s) 4, 6, 11, 12, 2, 20, 5, 17, 8, 14, 3, 21 119, 18, 7, 16, 13, 15, 10 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 9 checked for a plus or minus 3 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, with BCDL= 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 982 lb uplift at joint 12 and 1041 lb uplift at joint 2. 10)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34369— 1109 Coastal Bay— Boynton Beach, FL 33435 Job Truss Tmss Type Oty Ply Std. Pac./6611 El 60137 A14 Half Hip 1 1 A0451539 , Job Reference o lions A7 ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Mon Dec 08 17:56:17 2014 Pagt ID:cS2yUAsdmV4V5zIDIWWpP=H4640_8elglg03glsO6e5DEBKKKd BdyBS_GBODf/yAZB 7-0-t2 3-116-2 53-100 I 2469-09 I 3S-1112 I 370.10 47-0-1742-40 _I 11 _3 -0 6-9-12 4.0012 5x10M120H5= 4x6 5 6 2x4 II . 2 3x6 = 7 _- Dead Load Dell. =1-t/8 in 3x6 = 5.6 VVB= 3x4 It 410 = 3x4 II 17 22 21 3xil 3x6= 15 74 73 46= 4x70= 3x4= 3x4 It 3x6= 5x6= 7-0.12 143-0 16-2-0 23-it-14 3t-9-t2 37-10-4 448-0 7-2-07-9-14 i 7-9-14 6-0.8 G9-72 12 J� Plate Offsets (X.Y)—r4:0-5-0,Edgel. r9:03-0,Ednel, 113:0-3-0,03-01, rl4:0.3-8,0-1-81, r19:0-2-12.0.1-81, r20:0.7-12,Edge1, r21:Edge.0-1-81. 122:0-3-8.0-2-41 LOADING(psp SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(L-) 0.99 17-19 >541 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.26 BC 0.98 Vert(TL) -1.7317-19 -309 240 MT20HS 187/143 BCLL 0.0 • Rep Stress Ina YES WB 0.87 Horz(TL) 0.71 13 ma n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 2671b FT=O% LUMBER - TOP CHORD 2x4 SP M 31 *Except' T374: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 *Except* B1,B6: 2x4 SP M 30. B2: 2x4 SP No.2 135: 2x4 SP-No.3.-- WEBS 2x4 SP No.3 •Except• W3: 2x4 SP M 30, W9: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 20-22, 3-20. 14-16, 11-16 2 Rows at 1/3 pts 11-13 Mi Tek recommends that Stabilizers and requiretl cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (Ib/size) 13 = 200210-3-8 (min. 0-2-6) 2 = 2098/0-8-0 (min. 0-2-8) Max Horz 2 = 376(LC 6) Max Uplift 13 = -956(LC 6) 2 = -1025(LC 6) Max Grav 13 = 2002(LC 1) 2 = 2098(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5044/4084, 3-0=-7408/6286, 4-5=-7330/6306, 5E=6067/5199, 6-7=-5790/4998, 7-8=6157/5140, 8-9=5068/4205, 9-10=5068/4205, 10-11=-5029/4182 BOTCHORD 2-27=4266/4699, 22-27=4266/4699, 20-21=01282. 5-20=1452/1663, 20-29=-6143/6958,19-29=-6144/6957, 19-30=-5311/6222,18-30=-5311/6222, 17-18=-531116222,17-31=-5023/5956, BOT CHORD 2-27= 4266/4699, 22-27=4266/4699, 20-21=0/282, 5-20=1452/1663, 20-29=�6143/6958,-19-29=46144/6957, 19-30=-5377/6222, 18-30=5311/6222, 17-18=5311/6222, 17-3 1 =502315956, 16-31=502315956, 10-16=-356/416, 14-33=172312094, 13-33=-1723/2094 WEBS 3-22=1314/1402, 20-22=4333/4727, 3-20=190412258. 5-19=2029/1971, 6-19=142711709, 7-19=73V384, 7-17=1131298. 8-17=190/386. 8-16=10811996, 14-1 6=1 754/2144, 11 -1 6=287913436, 11-14=554/651, 11-13=-270612227 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opst,, BCDL=5.0psf; h=25ft; Cat It; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 6, 12, 13, 2, 21, 5, 18, 10, 15, 3, 22, 20, 19, 7, 17, 8, 14, 16, 11 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 9 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 956lb uplift at joint 13 and 1025 lb uplift at joint 2. 10) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. N34869-1109 Coastal Bay —Boynton Heath, FL 33435 Jab Truss Truss Type city PIY Std. Pac./6811 EI A 60137 A15 HALF HIP 1 A0451540 2 Job Reference (optional) Ai ROOF T HO6aea, FORT PIERCE, FL 34946 Hun: 7.600 s OU 3 2014 Print: 7.600 s Oct 3 2014 MiTek lndustdes, Inc. Mon Dec 08 17:56:18 2014 Pagr 14Y14 I . I ID:cS2yUAsdmV4VSz1DM VJpPzmH46-LaXXsNrfRKBOMOblBpkTkYshBNWnher7VdnCZyAzBt 1-0-0 y2-0 7-1ns 11 _a 1a2-0 1a1a3 zssi 31-s1z 37-io4 add-0 11J-01d-u�t-szl 12-a11 I 3.11-0 b1.0 i s83 6fi.14 s+11 I 6a8 I aS1z 1-24 4.00 12 5.6 = 3x814T20H8% 4x5� 3x6 2x4, 5 6 4 2x4 II n 1 2 x5 5 27 ffi 3q 3335 24 Sx6= 4x8= 4x6= Sx8 = 20 II 4x6 = 3x4 II 5x10 MT20H6= 3x6 = 9 3x4 II 3x6= 3x8MT20HS= 4.8= 17 3x4 II 40 16 3x6 = Deed Load Dell. = 1-1/16 in 3x4 II 14 4 l� 15 5x6 = .tb14 1430 - 1-54 aa�2-0 7-1-15 11-1-0 142-0 23-06 31812a96 31-110 I 4d-M �1S41'S3-11-1s I b11-n 11-0a-0. a9fi a08 aalz T 0 &10 Plate Offsets (X.)I-13:0-1-0.0-2-67 r13:0-2-12 0-2-01 f15:03-0 0-3-01 f18:0-0-0 0-2-01 122:0-6-12 0-3-01 (24:0-1-12 0-2-01 126:0-0-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.8819-21 >607 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -1.5419-21 >346 240 MT20HS 187/143 BCLL 0.0 • Rep Stress Ina YES WB 0.83 Hore(TL) 0.67 15 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 512 lb FT=O% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* TV 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except* 133: 2x6 SP No.2, B2: 2x4 SP M 31 134,137: 2x4 SP No.3, B5,B6: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-54 oc bracing. REACTIONS. (lb/size) 15 = 200210-3-8 (min. 0-1-8) 2 = 209810-M (min. 0-1-8) Max Horz 2 = 334(LC 6) Max Uplift 15 = -952(LC 6) 2 = -1030(LC 6) Max Gray 15 = 2002(LC 1) 2 = 2098(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-3505/2804, 34=-7778/6638, 45=-6761/5678, 5-6=914517791, 6-7=-909117800, 7-8= 6962/5876, 8-9=6681/5698, 9-10=7573/6224, 10-11=6220/5101, 11-12=-6220/5101, 12-13=6144/5054 BOT CHORD 2-32=2940/3133, 27-32=2940/3133, 27-33=3097/3304, 26-33=3097/3304, 25-26=1363/1472, 3-34=5293/5881, 25-34=5293/5881, 25-35=678717498, 24-35=6787f7498, 24-36=268/326, 23-36=268/326, 7-22=1603/1834, 22-37=-764318735, 21-37=7643/8735, 21-38=-640017562, 20-38=640017562, 19-20=-640017562,19-39=31571/368, 18-39=E757/7368, 12-18=353/414, 16-41=-193912377, 15-01=1939/2377 BOT CHORD 2-32=2940/3133, 27-32=2940/3133, 2733=-3097/3304, 26-33=-3097/3304, 25-26=1363/1472, 3-34=5293/5881, 25-34=5293/5881, 25-35=-678717498, 24J5=678W7498, 24-36=2681326, 23-36=268M26, 7-22=1603/1834, 2237=-7643/8735, 21-37=7643/8735, 21-38=-640017562, 20-38=-6400f7562, 19-20=-640017562, 19-39=-615717368, 18-39=615717368, 12-18=353/414, 16A1=-1939/2377, 15-41=-1939/2377 WEBS 5-24=1353/1304, 9-21=9971797, 10-19=89/391, 10-18=1299/1195, 16-18=-1954/2412, 13-18=3478/4205, 13-16=-6411715, 13-15-2923/2385, 3-27=586/560, 3-26=-1958/1869, 8-21=1516/1898, 7-21=253812386, 22-24=-5565/6256, 5-22=2072/2435, 4-24=115711160 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 952 lb uplift at joint 15 and 1030 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.011h live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard NOTES- 1) 2-ply truss to be connected togetherwith 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 2) AII 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) Wind: ASCE 7-10; Vul"70mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked fora plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load noncnnenrront with onv Mhor 6vo Inade 3 Oli us Lee, P.E. 434369-1109 Coo stal Bay —Boynton Beach, FL 33435 Job Tress Tmss Type Ory ac./6811 EIA PlyTJb 60137 B01 Roof Special Girder 1 A0451541 , , erence o brxi. Al KUUY IKUbbLJ,YUKI V1LK",1L34a4b 4.00 12 5x6= 3x6 3x64 2x4- 4 3 2x4 II f 2 Ri 40 27 4126 42 25 4x6 3x6= 3x6= 3.8= = Kun: 1.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56:20 2014 Dead Load Deg. =1/4 in 20 � I 4 1 9-3-7 i -1 1--12 I 31-7-0 I 3I 3S-6-4 1 4388 146-0-00 24079-37 6-e4 64-0-4 4-0-4 2-5-8 Plate Offsets (X.Y)-19:0-3-12.0-3-01, r10:0-3-8.0-1-81. r15:0-2-12.0-1-121, r16:0-3-0.0-3-01, rl8:04-8.0-3-01 (20:0-5-0 0-2-01 r21:0-4-8 0-0-121 122:0-3-8 0-2-01 [23:0-5-0 0-4-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TCG 0.67 Vert(LL)-0.3119-20 >814 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Verl(TL)-0.5619-20 >447 240 BCLL 0.0 ` Rep Stress Ina NO WB 0.99 HOR(1L) 0.10 16 n1a n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 289 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except* Bl: 2x4 SP M 30, B5: 2x4 SP M 31 136:2x4 SP_No.3,.B3:. 2x6 SP No.2. WEBS 2x4 SP No.3'Except' W17,W7:2x6 SP No.2 W9,W11: 2x4 SP No.2 OTHERS 2x6 SP No.2 *Except* 01: 2x4 SP No.3 LBR SCAB 21-24 2x6 SP N0.2 one side BRACING- TOPCHORD Structural wood sheathing directly applied or 2-5-1 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-0-1 oc bracing. WEBS 1 Row at midpt 7-23, 13-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16 = 1301/0-3-8 (min. 0-2-2) 2 = 81110-8-0 (min. 0-1-8) 23 = 3530/0-3-8 (req. 04-3) Max Holz 2 = 232(LC 6) Max Uplift 16 = -657(LC 7) 2 = -545(LC 34) 23 = -1607(LC 5) Max Gray 16 = 1806(LC 33) 2 = 818(LC 11) 23 = 3530(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-14321986, 34=9521714, 4-5=-8801729, 5-6=150R55, 6-7=162R56, 7-8=1542/3649, 8-9=1620/3653, 9-10=1026/367, 10-34=4326/1648, 11-34=4326/1648, 11-35=4543/1724, 12-35=454311724, 12-36=4543/1724, 13-36=4543/1724, 13-37=-2262/840, Continued on page 2 TOPCHORD 2-3=1432/986, 34=9521714, 45=8=729, 5-6=150R55, 6-7=162R56, 7-8=154213649, _ 8-9=1620/3653, 9-10=10261367, 10-34=4326/1648, 11-34=-0326/1648, 11-35=-4543/1724,12-35=4543/1724, 12-36=4543/1724, 13-36=4543/1724, 13-37=-2262/840, 37-38=2262/840, 14-38=22621840, 14-39=2109R86, 15-39=2109R86, 15-16=1653/654 BOTCHORD 240=1058/1307, 4041=105811307, 2741=-1058/1307, 26-27=-600/518, 2642=600/518, 2542=-600/518, 25-43=1605/632, 241 43=1605/632, 2432=1597/633, 23-32=1596/633, 2344=2397/1021, 2244=-239711021, 2245=2971757, 4546=-297R57, 3346=297R57, 3347=-2971757, 2147=2971757, 20-21=-160/905, 11-20=443/343. 2048=1707/4658, 4849=-1707/4658, 49-50=170714658, 19-50=1707/4658, 19-51=-1707/4658, 51-52=1707/4658, 52-53=1707/4658, 18-53=170714658, 17-18=01285, 14-18=389/302 WEBS 3-27=550/446, 5-27=169/629, 5-25=843/512, 6-25=-578/238, 7-25=568/1416, 7-23=3120/1405, 8-23=274/218, 9-23=1412/692, 9-22=1563/3841, 10-22=1568R52, 20-22=131/427,10-20=.1328/3603, 13-20=317/188, 13-19=01836, 13-18=2642/928, 15-18=975/2605 NOTES- 1) Attached 12-0-0 scab 21 to 24, back face(s) 2x6 SP No.2 with 2 row(s) of 10d (0.131'W') nails spaced 9" o.aexcept: starting at 0-0-0 from end at joint 24, nail 2 row(s) at 7" o.c. for 24-12. 2) Sceb(s) 21 to 24 to provide bearing enhancement at jt.23, a cluster of 12 evenly spaced - 1 Old (0.131"x3") nails are required within 12" of jt.23. Total nails to be divided equally between front and back if scabs are on both sides. Bearing is assumed to be SP No.2. 3) Unbalanced roof live loads haw been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate gdp DOL=125 -- -- 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 chard live load noncencurrent 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 657lb uplift at joint 16, 5451b uplift at joint and 16071b uplift at joint 23. 10) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed 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) 165 lb down and 125 lb up at 34-94. 110 lb down and 76 lb up at 36-34, 110 lb down and 76 lb up at 38-34, 110 lb down and 76 lb up at 40-34, and 110 lb down and 76 lb up at 42-34, and 165 lb down and 125 Ito up at 44-34 on top chord, and 7241b tlown and 298 lb up at 33-10-12 , 244lb down at 34-94, 237 lb down and 21 lb up at 36-34, 237 lb down and 21 lb up at 38-34, 237 lb down and 21 lb up at 40-34, and 237 lb down and 21 lb up at 42-34. and 244 lb down at 44-34 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-70, 6-9=70, 9-15=70, 21-29=20, 18-20=-20, 16-17=20 Concentrated Loads (lb) Julius Lee, P.E. #34369 - 1109 Coastal Bay - Boynton Beach, FL 33435 Job buss Truss Type oty Plv Std. Pac./6811 EI A 60137 B01 Roof Special Girder , , 1 1 - A0461541 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Od 32014 Print: 7.fi00 s Od 3 2014 MiTek Industries, Inc Mon Dec 08 77:Sfi:20 2074 Pan ID:cS2yUAsdmV4V5ziDlV 4pPzmH46-HLHH3s RkGlhJEnxpzy6RBB19VJlOZ9EuGSyAza LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 34=-125(F) 35=-70(F) 36=70(F) 37=70(F) 38=-70(F) 39=-125(F) 46=555(F) 47=-60(F) 48=57(1`) 50=57(F) 51=-57(F) 53=57(1`) 54=60(F) Julius Lee, P.E. 434869— 1109 Coastal Bay — Boynton Beach, FL 3343S Job Truss Truss Type Oty PlySM. Pac./6811 El A A0451542 60137 B02 Roof Special , , , , 2 ' 1 Job Reference(opilonall At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 a Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc Mon Dec 08 17:56:21 2014 Pag< ID:c52yUAsdrvN4V5ztDIV VpPzmH46a9DfUPlYkFZbDTKUxIAMAUD_bYgu_BZBp_RouyAzBr i4- 42-8 8-58 13-2-t3 16-11-0 18-9-0 2410.12 217-13 38-10-0 ' 14-0� 42-8 1 4-3-0 49-5 1 38-3 1 1-1. Gt-12 1 4S1 1 42-3 4.w 12 5x6= Dead Load Deg. = 11116 in 2z4 II 7 8 ox4 II 4zfia 6 3x8 MT20H� MT20HSa 4 5W410 4x4 ki 7 15 1.5x4112 6x8= 29 34 so 16 31 35 qq ,e 4 f 1 J31 4x8= 5xlo= 2 27 19 28 18 14 32 13 33 3x4 = 2z4 11 2x4 11 Sx8 = 46 = Safi = 42-8 8-SB 1 12-84 1 18-9-0 2410.12 3&10-0 42-8 43-0 42-12 6-0-12 61-12 8-11-4 Plate Offsets (X Y)—r3'0-2-0 0-1-81 r127Edge 0-0-141 it 3'0-2-12 0.3-01 (15T-2-12 0-3-0I r16'0-4-0 0-1-121 r17:0-6-00-3-01 r18:0-2-00-0-81 LOADING(psQ SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.59 18 >509 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -1.03 18 >290 240 MT20HS 187/143 BCLL 0.0 • Rep Stress Ina YES WB 0.93 HOrz(TL) 0.42 13 n/a n/a BCDL 10.0 Code FBC2010/I-PI2007 (Matrix-M) Weight 186 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 'Except' T1: 20 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP M 30, B4: 2x4 SP No.3 B5: 2x4 SP M 31- - WEBS 2x4 SP No.3 `Except* W4,W9: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPC.HORD Structural wood sheathing directly applied or2-2-0 oc purins. BOTCHORD Rigid ceiling directly applied or4-3-11 oc bracing. WEBS 1 Row at midpt 5-16, 13-15, 9-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 2 = 769/041-0 (min. 0-1-8) 12 = -844/Mechanical 13 = 3213/0-3-8 (min. 0-2-11) Max Hom 2 = 151(LC 8) Max Uplift 2 = 409(LC 6) 12 = -916(LC 13) 13 = -1284(LC 6) Max Grav 2 = 769(LC 1) 12 = 456(LC 8) 13 = 3213(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 2-3=-1417/1247, 34=3370/2800, 4-5=3296/2804, 5E=531/473, 6-7=549/632,7-8=-669/1132, 8-9=799/1151, 9-10=2933/3602, 10-11=2948/3502, 11-12=2212/2803 BOTCHORD 2-27=1 10311303,19-27=110311303, 17-18=7/254, 5-17=-907/1254, 17-29=-2670/3454, 29-34=2671 /3452, 30.34=2671/3451, 16-30=2673/3448, BOTCHORD 2-27=1 10311303,19-27=110311303, LOAD CASE(S) 17-18=7/254, 5-17=907/1254, Standard 17-29=2670/3454, 29-34=2671/3452, 30-34=2671/3451, 16-30=-2673/3448, 16-31=454/689, 31-35=454/689, 15-35=454/689, 8-15=343/468, 13-33=258612125, 12-33=2586/2125 WEBS 3-19=601/630, 17-1 9=1 07511262, 3-17=1400/1894, 5-16=301912612, 6-16=416/534, 7-16=-113011265. 7-1 5=1 36011072, 13-15=3497/3108, 9-15=1891/2435, 9-13=1634/1539, 11-13=842/912 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf, h=25ft1 Cat II; Exp C; Encl., GCpi=0.18;MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 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 noncencurrent 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 409 lb uplift at joint 2, 916 lb uplift at joint 12 and 1284 lb uplift at joint 13. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonwncumant with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Julius Lee, P.E. #34869— 1109 Coastal Bay — Boyntan Beach, FL 33435 Job Truss Truss Type Oty Ply Std. PBC./6811 EIA 60137 B02A Common 1 1 A0451543 Job Reference o tional Ai ROOFiROoaca, ruRiricnue, rL,weao 4.00 12 3z4 3x8 MT20HS-- 1.&40 4 3 Hun: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc Mon Dec 08 17.56.21 2014 5x6 = Dead Load Defl. = 3/16 in 3x4-- 1.5x4 113x6 8 1.5x4 i 10 1.5'4112 V 11 24 - 16 25 15 13 26 —� 19 27 I� d 14 1E 3x4= 3x8 MT20HS= axe= 316= 5x8= 3x6= 3x6 = 1E11-0 24-1B-12 33-10-0 Z17 93-7 I 7-7-9 7-11-12 I 8-11-0 1 Plate Offsets (X,Y)—f2:0-0-0.0-0-7I f7:0-1-12.0-1-81 02:0-4-00-3-01 LOADING(psf) SPACING- 2-0-0 CS]. . DEFL. ,in (loc) Ildefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.2716-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Ven(TL) -0.4816-20 -626 240 MT20HS 187/143 BCLL 0.0 • Rep Stress Ina YES WB 0.91 Horz(TL) 0.06 12 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 1661b Ff=0 LUMBER - TOP CHORD 20 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 82: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 14-12 oc pudins. BOTCHORD Rigid ceiling directly applied or 544 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during Wss erecfion, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 112210-8-0 (min.0-1-e) 12 = 187810-3-8 (min. 0-2-3) 11 = 139/Mechanical Max Harz 2 = 151(LC 8) Max Uplift 2 = -553(LC 6) 12 = -771(LC 7) 11 = -85(LC 9) Max Grav 2 = 1122(LC 1) 12 = 1878(LC 1) 11 = 294(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-3=-2300/2029, 34=184VI557, 4-5=1770/1573, 5-6=892/900, 6-7=885/890, 7-8=-601/747, 8-9=699635, 9-10=706/659, 10-11=-261/389 BOTCHORD 2-24=1814/2124, 16-24=1814/2124, 16-25=1001/1385, 15-25=100111385, 14-15=1001/1385, 13-14=14/303, 13-26=14/303, 12-26=14/303, 12-27=333/308, 11-27=333/308 WEBS 3-16=521/727, 5-16=-327/575, WEBS 3-16=5211727, 5-16=327/575, 5-14=823/885, 6-14=214/325, 7-14=462/661, 7-12=1578/1485, 8-12=196/295, 10-12=529/669 NOTES- 1) Unbalanced roof live loads have been considered for thisdesign. 2) Wind: ASCE 7-10; Vult=170mph (3-secend gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) and C-C Exlenor(2) zone; canfilever left and Fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) al joint(s) 4, 6, 9, 2, 15, 16, 3, 5, 14, 7, 8, 12, 10,1 and 11 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 13 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5531b uplift at joint 2, 771 to uplift at joint 12 and 85 Ib uplift at joint 11. 10) This truss has been designed for a moving concentrated load of 200.0I10 live located at all mid panels and at all panel points along the Bottom Chord, nommncurfent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. 934869-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type 01y Ply Std. Pac./6811 El 60137 B03 Common . , , , , 3 I 1 A0451544 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL M946 Hun: 1.600 5 Ott 3 2014 Print 1.600 5 OM 3 2014 Sx5 = 4.00 12 6 3x44 3x8 MT20HS% 4x4 7 3x6 LSx40 4 8 3 26 17 16 27 75 28 14 13 29 3x4= 3x8MT20HS= 3x9= 3x6= 4611 3x6 = LOADING(psf) SPACING- 2-0-0 C51. DEFL, in (loc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Veri(LL) -0.2717-22 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.4717-22 >615 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.63 Horz(TL) 0.04 13 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No:3 OTHERS 2x4 SP No.3 WEDGE —,- Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-9-10 oc pudins. BOTCHORD Rigid ceiling directly applied or 5-7-15 oc bracing. WEBS 1 Row at midpt 7-15 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2 = 1085/0-8-0 (min. 0-1-8) 13 = 1889/0-M (min. 0-24) 10 = 25710-8-0 (min. 0-1-8) Max Harz 2 = -139(LC 9) Max Uplift 2 = -534(LC 6) 13 = -993(LC 7) 10 = -379(LC 7) Max Grav 2 = 1085(LC 1) 13 = 1889(LC 1) 10 = 337(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=2193/1892, 3-4=-1732/1418, 4-5=-1660/1434, 5-6=790!/(53, 6-7=-824/723, 7-8=72W743, 8-9=741/642, 9-10=202/434 BOTCHORD 2-26=161512023, 17-26=1615/2023, 16-17=-811/1279, 16-27=811/1279, 15-27=.-811/1279,15-28=638/957, 14-28=-6381957,13-14=638/957, 13-29=-295/174, 12-29=-295/174, 12-30=-295/174,10-30=-295/174 WEBS 3-17=5211730, 5-17=-337/576, WEBS 3-17=521f730, 5-17=3371576, 5-15=817/863, 7-15=1234/1463, 7-13=1 561/1614. 9-13=£35/ 1301, 9-12=-415/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsh, BCDL=S.Opsf; h=25ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL--1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 2, 993 lb uplift at joint 13 and 379 lb uplift atjoint 10. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitdlbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard iduslries, Inc. Mon Dee 08 17:56:22 2014 Pagr 1AVYh5rdv30fpPu01 Tg7vmdVJ2j0Tj-,LKyAzBd 33-10-0 ji5-2-0 4-4-15 1-4-0� Dead Lead Del = 3116 in 3z4a 9 �:1Q05z411 70 'O 11 d 12 30 1.Sx411 3.6— PLATES GRIP MT20 2441190 MT20HS 187/143 Weighb1691b FT=O% Julius Lee, P.E. N34869— 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type pry PN Std. Pac./6811 El 60137 604 Hip ., 1 1 A0451545 Job Reference (optional) At ROOF IKUSStB, FOR PILHGt, FL 34946 Run: 7.600 s Oct 32014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 0817:56:22 2014 Pag, ID:cS2yUAsdmV4V5ztDIWWpPzmH46-ELnli1uAVYhSrdv3QfpPu01 NG?sjd1ATQTLLKyAzBd l: 5-6-5 10.1-10 15-2-0 1e-e-0 24-0-0 20.5-7 33-10.0 5-2- 1 54 5 47-6 5-04i 3-6-04-0-75 1-4 4.00 12 3x6 � 3x4 5 1.5x40 4 5x6= 5,8= 4x4-- 8 3x6 3x4 10 Dead Load DeO. = 3/16 in 5.4 11 PH 28 19 18 29 30 75 31 32 12 33 17 16 14 13 3x4= 3xe MT20HS= 3x8= 3x4= 3x6= 4x611 1.Sx411 3.6= 3x6 = 7-1 12 15-2-0 t8-8-0 24-0-0 24b-7 33-10.0 7-10.2 1 7-3-14 1 1 3-&0 5-e-0 1 5-1-1 1 4-4-15 I� Plate Offsets (X Y)-17:0-5-4.0-2-81, I8:0-1-12.0-2-01. r14:0-3-0.04-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Ven(LL) -0.2017-19 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.4017-19 >725 240 MT20HS 1871143 BCLL 0.0 ` Rep Stress Ina YES WB 0.60 Hom(TL) 0.04 14 n/a n/a BCDL 10.0 Code FBC201 Orl-P12007 (Matrix-M) Weight: 177 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 `Except` B2: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 1-4-12 oc puriins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 2 = 107210-8-0 (min. 0.1-8) 14 = 193610-8-0 (min. 0-2-5) 11 = 22410-8-0 (min. 0-1-8) Max Horz 2 = -126(LC 9) Max Uplift 2 = -540(LC 6) 14 = -1024(LC 7) 11 = -372(LC 7) Max Gray 2 = 1072(LC 1) 14 = 1936(LC 1) 11 = 313(LC 33) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=-2155/1805, 34=1862/1546, 4-5=-176711554, 5-6=963/871, 6-7=-854/890, 7$=619/545, 8-9=799/872, 9-10=814/810, 10-11=-145/414 BOTCHORD 2-28=153311983, 19-28=1533/1983, 19-29=1028/1496, 18-29=1028/1496. 17-1 S=l 02811496, 17-30=-65/500, 16-30=65/500, 1631=768/1041, 15-31=768/1041, 14-15=768/1041, 14-32=291/170, 13-32=291/170, 13-33=291/170, 11-33=291/170 WEBS 3-19=338/494, 5-19=253/506, WEBS 3-19=338/494, 5-19=253/506, 5-17=781/837, 7-17=-594/680, 7-16=680/699, 8-16=-1233/1488, 8-14=1595/1574, 10-14=685/1370, 10-13=-004/287 NOTES- 1) Unbalanced roof live loads have been considered for thisdesign. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; CaL 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; parch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) aljoint(s) 4, 6, 7, 9, 2, 19, 3, 5, 17, 16, 8, 14, 10, 13, 1, 12, 15 and 11 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 18 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 640 lb uplift at joint 2, 1024 lb uplift at joint 14 and 372 lb uplift at joint 11. 16) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, noncancument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. u34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pac./6811 El A 60137 B05 Hip 1 1 AG451546 ,, Jab Reference (optional) At RUUF I RU65E5, FUR I PIERUE, tL 34a4b 5x8 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MI-Tek Industries, Inc. Mon Dec 08 17:56:23 2014 !.r..:lE Dead Load Defl. = 3/16 in 3x6= 1.5x411 3x6— 3z8= 4x611 1.Sx411 3x6— 3x4 = 3x6 = 0.3-15 13-2-0 20.8-0 24-4-0 29-51 33-10.0 6-3-15 1 6-10-1 TT. 3-80 I 5T1-1 1 4-4-15 Plate Offsets (X,Y)—f4:0.5-4,0.2-81, 16:0-1-8,0.0-121. 111:030.0-1-121 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.95 Vert(L-) -0.1814-16 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.3714-16 >798 240 BCLL 0.0 ` Rep Stress Ina YES WE 0.91 Hoa(TL) 0.06 11 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 1701b FT=0% LUMBER - TOP CHORD 2x4 SP M 30 `ExcepC T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 `ExcepC B2: 2x4 SP No.2 WEBS,-2x4.SP No.3 _ _ _ _ OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpl 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1062/0-8-0 (min. 0-1-8) 11 = 1971/0-8-0 (min.0-2-5) 8 = 19810-8-0 (min. 0-1-8) Max Horz 2 = -111(LC 9) Max Uplift 2 = -544(LC 6) 11 = -1062(LC 7) 8 = -360(LC 7) Max Gmv 2 = 1067(LC 13) 11 = 1971(LC 1) 8 = 297(LC 33) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2142/1729, 3-4=-1273/1031, 4-5=252/270, 5-6=-299/238, 6-7=880/980, 7-8=140/397 BOTCHORD 2-25=1456/1969, 16-25=1456/1969, 16-26=1456/1969,15-26=-1456/1969, 14-15=-1456/1969, 14-27=601/1148, 13-27=601/1148, 12-13=879/1113, 12-28=879/1113, 11-28=879/1113, 11-29=-U9/165, 10-29=349/165, 10-30=349/165, 8-30=349/165 WEBS 3-16=0/304,3-14=-880/931, 4-14=-2301518, WEBS 3-16=01304, 3-14=880/931, 4-14=2301518, 4-13=1065/958, 5-13=324/392, 6-13=1195/1492,_ 6-11=1646/1516, 7-11=754/1418, 7-10=385/296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C E tedor(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 lb uplift at joint 2, 10621b uplift at joint 11 and 360 lb uplift atjoint 8. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Dty Fly Std. Pac./6611 ElA 60137 606 Hip ,• 1 1 A0451547 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 L5x d SX8= 4.00 12 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries. Inc. Mon Dec 08 17:56:23 2014 1.5z411 5x6= 1.5x411 Dead Load Defl. = 3116 in 25 -- 11 -- 15 25 - - 29 13 5x8 30 -- 31 axis = 1.5x4 11 3x6 = 3x8 = 3x6 = — 1.5x4 11 3x6 — 3x4= 5-3-3 11-2-0 17-e-15 22-8-0 24-0-0 29-51 21111 5-16t3 6-rit5 Ott-t 1-e-0 5-1-t 4-4t5 0 N 5x4 11 0 r I� Plate Offsets (X.Y)—f4:0-54.0-2-e1. 112:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.1514-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(fL) -0.3516-17 >845 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 HOR(TL) 0.06 12 We n/a BCDL 10.0 Code FBC2010/I1`I2007 (Matdx-M) Weighl:1721b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-8-2 oc padins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be instilled tluring truss erection, in accordance with Stabilizer Installation Lida. REACTIONS. (Ib/size) 2 = 103610-8-0 (min. 0-1-8) 12 = 2065/0-8-0 (min. 0-2-7) 9 = 130/0-8-0 (min. 0-1-8) Max Horz 2 = -95(LC 9) Max Uplift 2 = -535(LC 6) 12 = -1132(LC 7) 9 = -322(LC 7) Max Gray 2 = 1050(LC 13) 12 = 2065(LC 1) 9 = 261(LC 33) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2138/1683, 34=-1458/1132, 4-5=780/616, 5-0=7801616, 6-7=916/1111, 7-8=1067/1170, 8-9=175/584 BOTCHORD 2-26=-1429/1971, 17-26=1429/1971, 17-27=142911971,16-27=-142911971, 15-16=748/1333, 15-28=748/1333, 14-28=-748/1333,14-29=4581787, 13-29=45W787, 12-13=45W787, 12-30=526/198, 11-30=-526/198, 11-31=526/198, 9-31=526/198 WEBS 3-17=01271, 3-16=-688f745, 4-16=186/446, 4-14=-672/638, 5-14= 4751539, 6-14=1235/1501, 7-12=-295/428, WEBS 3-17=01271, 3-16=68W745, 4-16=186/446, 4-14=-672/638, 5-14=475/539, 6-14=-1235/1501, 7-12=-295/428, 8-12=-755/1456, 8-11=410/292, 6-12=-1535/1301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.0psf, h=25ft; Cat it; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 lost 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 535 lb uplift at joint 2, 1132 lb uplift at joint 12 and 322 lb uplift at joint 9. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869— 1109 Coastal Bay— Boynton Beach, FL 33435 Job Truss Truss Type Oly Ply Std. Pac./6811 El A 60137 BO7 Roof Special ,1 1 AO451548 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 a Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Mon Dec 08 17:56:24 2014 Pagr ID:cS2yUAsdMV4V5zlDIWV4pPZmH46Akvo6OvQlAx94x2SY3rtZp6nuoan5NMOtnCSPDyAZBI -1-0-0 5-8-3 10-21 157-6 20-6-0 2be-12 1-4-0 _8-3 4S_ 3 SS6 4-10-10 3-2-12 4x4 = 3x8 = 2x4 II Dead Load Dell. = 114 in 4tl rn I 'u 9 3x6= 3x8= 3x4 3x4= 1.5x411 5x6= 10-2-0 157-6 20-SO 23-8-12 1a2-0 1 sss 1 4-10-10 3-z-iz Plate Offsets (X,Y)-r2:0-0-14.040-71, r4:0-2-4.0-24L r79-2-4.0-2-% r9:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (fee) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(L-) -0.3413-17 >831 360 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.82 Vert(T-) -0.6613-17 >431 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.77 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 1301b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1'2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 82: 2x4 SP Nc.2 WEBS-_ - 2x4 SP No.3_ OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-4 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-9-15 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation uide. REACTIONS. (Ib/Size) 9 = 1059/Mechanical 2 = 1157/0-8-0 (min. 0-1-8) Max Harz 2 = 315(LC 8) Max Uplift 9 = -080(LC 7) 2 = -590(LC 6) Max Grav 9 = 1059(LC 1) 2 = 1157(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2363/1948, 3-4=1888/1468, 4-5=1749/1463, 7-10=0/278 BOTCHORD 2-18=2167/2182, 13-18=2167/2182, 12-13=1427/1610, 12-19=1427/1610, 11-19=1427/1610, 11-20=1071/1288, 10-20=1071/1288, 10-21=1099/1307, 9-21=1099/1307 WEBS 3-13=481 /656, 4-13=-59/332, 5-13=165/275, 5-7=-1582/1340, 7-11=394/405, 7-9=-1564/1313 141u 2 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) -Vasd=132mph;-HVHZ;TCDL=S.Opsf; BCDL=S:Opsf, h=25ft; Cal 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -14-0 to 23-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plate(s) at joint(s) 1, 4, 6, 10, 7, 8, 9, 2, 13, 3, 11 and 5 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 12 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 7)'This truss has been designed fora live load of 20.Op9f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4801b uplift at joint 9 and 590 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E-934869-11O9 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type Dry Ply Std. Pac./6811 El A 60137 BO8 Roof Special I I , • 1 1 AO451549 Job Reference optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 IS: 1 0 4.00 12 Run: 7.600 s Oct 3 2014 Pnnt: 7.600 s Oct 3 2014 Mt 4x4 = 4,,8 = Ades, Inc. Mon Dec 08 17:56:24 2014 1Ax94x2SY3dzp6khoZO5Ou0tnC5PG 23.8-12 3.2-12 Dead Load Defl. = 3116 in 3x4 = 6 15*4 It o 9 3,6 = 3x5= 3x8 MT20HS= 3x4= 2x411 5x6= 8-22I 1-11-15 I G70 372 e-s-5.10-0 8-2-12 Plate Offsets (X Y)-12:0-0-2 0-0-71 14:0-2-4 0-2-41 [6:Edge 0-1-e]r7:0-2-12 0-2-e1 f9:0-3-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.1913-17 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.3613-17 >781 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.73 Haz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 1291b FT=O% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* Ti: 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except• 82: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 1 Row at midpt 5-7 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Re/size) 9 = 10591Mechanlral 2 = 115710-8-0 (min. 0-1-8) Max Horz 2 = 233(LC 8) Max Uplift 9 = 484(LC 7) 2 = -594(LC 6) Max Grav 9 = 1059(LC 1) 2 = 1157(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2402/1987, 34=2088/1672, 4-5=1971/1655, 5-6=-444/385, 7-10=0/302 BOTCHORD 2-18=2099/2219, 13-78=2099/2219, 13-1 9=1 84412165, 12-1 9=1 84412165, 11-12=-1844/2165, 11-20=1 0 1411267, 10-20=1014/1267, 10-21 =1 064/1308. 9-21=1064/1308 WEBS 3-13=289/437, 4-13=1551383, 5-13=339/167, 5-11=209/337, 5-7=-1729/1398, 7-11=861/984, 7-9=-1565/1269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vull=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opst h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 23-7-0 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcunent with any other live loads. 7) •This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4841b uplift at joint 9 and 5941b uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.OI11 live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I l i us Lee, P.E. 934869-1109 Coe staI Bay — Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pac./6811 El A 60137 B09 Half Hip Girder , , 1 1 A0451550 Job Reference (optional) Al KUUF IKUJStJ, FVKI YItKVt, FL a9a90 1-4-0 Run: 7.600 s Oct 3 2014 Pnnt 7.600 s Oct 3 2014 MITek Industries, Inc, Man Dec 08 17:56:25 2014 Pag, ID:cS2yUAsdnW4V5zIDiv WpPzmH46c TAKmw2oT3014de6nM6WOfw1 CzBggw96RyfxfyAzBe Dead Load DeO. = 7116 in 3z6 = 6z8= I 7.Sx411 4z4,= 3x8MT20HS= 4.8= 4.00 12 J W4 1.Sz4 II 2 'l 7 21 22 74 23 24 25 13 12 26 27 11 28 10 29 9 3z12= 3x611 7xlOMT20HS= 3x6—= 3x811 7x8 = fr2-0 1 10.7-9 I 7417� 1 19-3.3 28-8-12 6-2-0 45-9 4313 4313 4-5-9 Plate Offsets(X.Y)-13:0-5-12.0-2-121.1570-1-12.0-2-01. 17:0-2-0.0-1-81 19:0-4-80-1-81 M0:0-1-120-1-81 H1:0.2-00-1-81 f1204-003-121114:0-4-40-1-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (roc) War I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.3911-12 >713 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.7811-12 >361 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.81 HOR(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight1371b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 `Except' T2: 2x4 SP M 31, T3: 2X4 SP N0.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except* _ W4:.2x8 SP_No.2,.W2,W3:2X4 SP.No.2_ OTHERS 2x4 SP I BRACING- TOPCHORD Structural wood sheathing directly applied or 2-0-7 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-11-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1866/Mechanicel 2 = 229410-8-0 (min. 0-2-3) Max Horz 2 = 169(LC 24) Max Uplift 9 = -895(LC 4) 2 = -1158(LC 4) Max Gray 9 = 1884(LC 23) 2 = 2671(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-7050/2677, 3-19=8236/3524, 19-20=823613524, 4-20=8236/3524, 4-5=8236/3524, 5-6=6224/2811, 6-7=-6224/2811, 7-1 8-9=-1753/875 BOTCHORD 2-21=146613819, 2-22=2581/6653, 14-22=-2581/6653, 14-23=2579/6741, 2324=2579/6741, 24-25=2579/6741, 13-25=-2579/6741, 12-13=2579/6741, 12-26=2811/6224, 26-27=2811/6224, 11 -27=2811/6224,11-28=153213285, 10-28=-153213285 WEBS 3-14=011319, 3-12=-1092/2163, 4-12=4251337, 5-12=-847/2410, 5-11 =-1 209/564, 7-11 =1 43113366, WEBS 3-14=011319, 3-12=1092/2163, 4-12=4251337, 572=847/2410, 5-11-1209/564, 7-11=1431/3366,. 7-10=1640/876, 8-10=1666/3601 NOTES- 1) Wmd: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.I h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); canfilever left and right exposed ; Lumber DOL=1.25 plate grip DOL--1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates chocked 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 noncencurrent with any other live loads. 6) `This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 895 lb uplift at joint 9 and 1158 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live loads. 10)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s) 78 lb down and 104 to up at 6-2-0, and 119 1b down and 1221b up at 7-0-12, and 119 lb down and 122 lb up at 9-0-12 on top chord, and 981 lb down and 104 Ito up at 6-2-0, 242lb down at 7-0-12, and 242lb down at 9-0-12, and 1261 Ib down and 623 lb up at 11-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 Standard 1) Dead+ Roof Live (balanced): Lumber Increase=125, -Plate lncrease=1.25- Uniform Loads (plf) Vert 1-3=70, 3-8=-70, 9-16=-20 Concentrated Loads (lb) Vert 3=-78(F) 14=271 119=119(F) 20=119(F) 23=-55(F) 25=55(F) 26=1261(F) J Unus Lee, P.E. #34869-1109 Coastal Bay — Boynton Beach, FL 33435 Jab Truss TmssType Oty Ply Std. Pac./6811 El 60137 B10 Half Hip , , 1 1 A0451551 Job Reference (optional) A! ROOF , RUSSES, FORT PIERCE, FL 34946 nun: /.WU s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Ina Mon Dec 08 17:56:26 2014 Pag1 ID:cS2yUAsdtwV4V5ztDIVJWpPzmH46-670YX6xgYnBtKECrfUtL2ECBPcGIZEbJL5hCU6yAZB: -i-0-0 321 I 7-3-15 12-2-0 410.1 1-2-0 13-0-0 142-0, 14-0 32-0 41-15 0-1�0.4 3x4 = mm 13 10x10= 5x6 � 1.5x4 II 3x4 = 5x6= 3x6 — 1430 32-0 7-0.15 12-2-0 134 0 1424 32-0 41-15 I 410.1 1-2-0 10.10.4a Dead Load De0. = 3116 in Plate Offsets (X Y)-13:0-3-14 Edgel 15:0-1-4 0-2-01 l-TO-3-00-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(-L) 0.2211-12 >770 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.3111-12 >536 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.98 HOrz(TL) 0.17 7 n/a n/a BCDL 10.0 Code FBC2010TFP12007 (Matrix-M) Weight: 73 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30'Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-3-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 7 = 59710-8-0 (min. 0-1-8) 2 = 780/0-8-0 (min. 0-1-8) Max Horz 2 = 264(LC 7) Max Uplift 7 = -276(LC 6) 2 = -413(LC 6) Max Grav 7 = 597(LC 1) 2 = 780(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOPCHORD 2-3=652/454, 3-4=2694/2728, 4-5=333/322 BOTCHORD 2-21=-593/452, 21-22=593/452, 22-23=593/452, 13-23=-593/452, 12-13=-90/293, 3-24=-2633/2394, 3-25=641/653, 12-25=-641/653, 12-26=123311104. 11-26=1233/1104, 11 -27=1 233/1104, 10-27=1233/1104, 8-29=503/427, 29-30=503/427, 7-30=503/427 WEBS 4-11=33/357, 4-10=917/1000, 8-10=324/466, 5-8=-318/487, 5-7=652/688 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsh BCDL=S.Opsf; h=25fl; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chow live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Gpsf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 to uplift at joint 7 and 413lb uplift atjoint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34669— 1109 Coastal Bay— Boynton Beach, FL 33435 Job Truss Truss Type Oty Fly Std. Pac./6811 El A 60137 B11 Half Hip 1 1 A0451552 , , „ Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 4.00 12 1 11.5x4 11 2 1319s 22 232414 4x4 = 3x4= lmlo= 27 Run: 7.600a Oct 32014 Pont: 7.600 s Oct 32014 MiTek Industries, Inc. Mon Dec 08 17:56-26 2014 314 12 1.5x4 II 5x6 5 T2 B4 P30 OH 28 11 29 10 3x4 = 3x4 = 1.5x4 II Dead Load Dell. = W16 in 14 32-0 I S32 10.2-0 134a 2 0.104 1 32-0 31-310.13 32-0 1g4 ga-12 Plate Offsets (X Y)--13:0-3-3 0-0-111 15:0-1 -1.0-2-01, r6:0-2-0.0-0-121. 17:0-3-0.0.2-121. 18:0-5A.0-1-81, r10:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.1912-13 >894 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.2612-13 >637 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.63 Horz(fL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 75 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B5: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* __ ___W3:.2x4SP_No.2__________ OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verficals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Ob/size) 7 = 58710-8-0 (min. 0-1-8) 2 = 770/0-8-0 (min. 0-1-8) Max Horz 2 = 215(LC 7) Max Uplift 7 = -285(LC 6) 2 = 414(LC 6) Max Gray 7 = 587(LC 1) 2 = 770(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=702/506, 34=-2261 /2273, 4-5=586/555 BOTCHORD 2-22=627/507, 22-23=627/507, 23-24=627/507, 14-24=627/507, 13-14=-89/293, 3-25=-2311/2145, 3-26=778/7(58, 13-26=7781768, 13-27=1405/1276, 12-27=1405/1276, 12-28= 1405/1276, 11-28=1405/1276, 11-29=339/318,10-29=-339/318, 8-10=99/273, 9-30=396/366, 8-30=396/366, 8-31=735/683, 7-31=735/683 WEBS 4-12=126/379, 4-11=628/921, 9-11 =1 50/335, 5-9=-1251314, 5-7=704f718 WEBS 4-12=1261379, 4-11=-828/921, 9-11=150/335, 5-9=125/314, 5,7=704f718_ NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 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 3b0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2851b uplift at joint 7 and 414 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job muss Truss Type Dry Ply Std. Pac./6611 EIA 60137 612 Half Hip:,771' 1 AO451553 Job Reference (optional) „i ROOF TRUSSES, FORT PmROE, rLsaago 4x4 = 3x8= 3x41I Run: 7.600 s Oct 3 2014 Pnnt: 7.600 s Oct 3 2014 MiTek 48 = Inc. Mon Dec 08 17:56:26 2014 3x4 Dead Load Dell. = 318 in 14 1q a2-0 sort s- 13-4-0 11a2A 32-02dq S2-0 Plate Offsets KY)—r2:0-2-14.0-1-81, t3:0-7-8.Edge1 r4:0-5-4 0-2-01 r5:Edge 0-1-e1 1`7:0-5-0 0-1-81 19:Edoe 0-3-81 r1110-1-12 0-1-01 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ved(LL) 0.3610-11 >463 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(rL) -0.5510-11 >309 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES WB 0.83 Horz(fL) 0.19 6 n/a n/a BCOL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 71 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 *Except- T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W1: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-9-9 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-7-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. Qb/size) 6 = 55210-8-0 (min. 0-1-8) 2 = 80510-8-0 (min. 0-1-8) Max Horz 2 = 174(LC 6) Max Uplift 6 = -264(LC 6) 2 = -436(LC 6) Max Gmv 6 = 552(LC 1) 2 = 805(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=565/409, 3-4=-3535/3615, 5-6=-217/267 BOTCHORD 2-20=456/349, 20-21=456/349, 21-22=456/349,12-22=456/349, 11-12=-84/299, 3-23=3536/3334, 3-24=329/447, 11-24=329/447, 11-25=785(778, 10-25=7857778, 10-26=-370/388, 9-26=370/388, 7-9=-31/267, 8-27=994/959, 7-27=994/959, 7-28=-1364/1347, 6-28=1364/1347 WEBS B-10=0/267, 4-8=0/316, 4-6=1279/1274 110M--D 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ: TCDL=5.Opsf; BCDL=5,opsf, h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 natation about its center.' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 lb uplift at joint 6 and 436 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, noncencumenl with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. 934869-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Oty PIY Std. Pac./6811 El A 60137 B13 HALF HIP ,„ 1 A0451554 2 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL M946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56:27 2014 Pan, ID:cS2yUAsdMV4V5ztDIWVJpPzmH46aJaW SyJJSJ)ocOn1 DCPabRkJFObslgmSaIRIOYyAzBI 14z-4 -1-0-0 12-0 38e - 62-0 3e-0 13-0-0 1a68 1-ao a-2-0 loao� 2zoo oso1 b7-0 o-7-u 1.5 oad Dell. =1/8 in 3x4 = 42A 1-5A 3-2-0 3Aa 5Ha 62-0l V 8-2-0 labp9-9-0 13da 1a14.3e' 1-s4 I 1d-1z Iaao I 1a-0 I b7-0 z-§�1z o-7-12 Plate Offsets (X Y)-13'0-2-15 0-0-111 14:0-0.8 0-2-81 16:04-8 0-"l LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 -Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.14 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.26 9-10 >618 240 BCLL 0.0 Rep Stress Ina NO WB 0.41 Hom(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 142 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 *Except' T2: 2x6 SP No.2 BOT CHORD 2x4 SP N0.2'ExcepP B2: 2x4 SP M 30 _WEBS_- __ 2x4.SP_No.3___ OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2 = 1107/0-8-0 (min. 0-1-8) 6 = 123110-8-0 (min. 0-1-8) Max Horz 2 = 164(LC 4) Max Uplift 2 = -627(LC 4) 6 = -672(LC 4) Max Gray 2 = 1576(LC 15) 6 = 2012(LC 28) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-17811513, 3-4=5927/1934, 4-19=4661/1427, 19-20=4665/1428, 5-20=-4667/1429 BOTCHORD 2-23=469/1343, 23-24=469/1343, 24-25=469/1343, 11-25=469/1343, 10-11=53/418, 3-26=170615054, 3-27=946/3286, 10-27=946/3286, 10-28=-1404/4544, 9-28=1404/4544, 9-29=115013506, 29-30=115013506, _ 30-3 1 =1 15013506, 8-31 =1 150/3506, 8-32=1150/3506, 32-33=115013506, 33-34=-1150/3506, 7-34=1150/3506 WEBS 4-9=243/1303, 5-8=33/749, 5-9=325/1398, 5-7=-3794/1245, 6-7=517/1817 NOTES- 13) Hanger(s) or other connection device(s) shall be 1) 2-ply truss to be connected together with 12d provided sufficient to support concentrated load(s) 36lb (0.131"0.25") nails as follows: down and 451b up at 6-2-0, 91 lb down and 82 It, up at Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc 7-0-12, 91 Ib down and 82 lb up at 9-0-12, and 91 Ito —clinched, -2x6--2-rows staggered at 0-9-0 oc clinched.-- down and 82 no upat-10-10-12,-and 91-lb downand 821b - Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 up at 12-10-12 on top chord, and 1100 lb down and 241 oc clinched. lb up at 6-2-0, 252 It, down and 46 lb up at 7-0-12, 252 Webs connected as follows: 2x4 - 2 rows staggered at Ib down and 46 Ib up at 9-0-12, and 252 lb down and 46 0-3-0 oc clinched, Except member 5-8 2x4 - 1 now at lb up at 10-10-12, and 252 lb down and 46 lb up at 0-9-0 oc clinched, member 95 2x4 - 1 row at 0-9-0 oc 12-10-12 on bottom chord. The design/selection of such clinched, member 5-7 2x4 -1 row at 0-9-0 oc clinched, connection device(s) is the responsibility of others. member 6-7 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back'(B) face in the LOAD LOAD CASE(S) CASE(S) section. Ply to ply connections have been Standard provided to distribute only loads noted as (F) or (B), 1) Dead + Roof Live (balanced): Lumber Increase=1.25, unless otherwise indicated. Plate Increase=1.25 3) Unbalanced roof live loads have been considered for Uniform Loads (plf) this design. Vert: 14=-70, 4-6=70, 11-13=-20, 7-10=20 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Concentrated Loads (Ib) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=S.Opsh Vert: 4=45(B) 9=387(B) 19=85(B) 20=85(13) h=2511; Cat II; Ei p C; Encl., GCpi=0.18; MWFRS 21=85(13) 22=85(B) 29=89(B) 31=89(121) 32=89(8) (envelope); canfilever left and right exposed ; Lumber 34=89(B) DOL=1.25 plate grip DOL=1.25 - 5) Provide adequate drainage to prevent water ponding. 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 nonconcurent with any other live loads. 8)' 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-M wide will fit between the bottom chord and any other members. 9) Provide mechanical connecgon (by others) of truss to bearing plate capable of withstanding 6271b uplift at joint 2 and 672lb uplift at joint 6. 10) This truss has been designed fora moving concentrated load of 200.OI1b live located at all mid panels and at all panel points along the Bottom Chord nonconcurent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500m. J ul ius Lee, P.E. N34869-1109 Coo stal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Ot), plY Std. Pac./6811 Ell A 60137 C01 Monopitch , . 1 1 A0451555 Job Reference o nonal Al ROOF TRUSSES, FOR] F'IERUE, FL 34WB 3x4 4 1.5x4 11 W! 2 --g:� Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek 4.00 12 3x8 3x8 Mf20HS�- 7 1.5x4 11 6 5 /S 5 13 � 23 14 �171610x10=25 26 12 2] 2811 29 10 3.4 = 4,,8 = 1.5x4 11 6x8 — 4x4 = 5x6 = 1.5x4 II 3x4 II 1-2-1 50.2 &0.8 1s-3-0 zz-7-8 1+10-2 4-a-s 7-z-7 s-0-8 ' Inc. Man Dec 08 17:56:28 2014 Dead Load Den. =1/4 in Plate Offsets (x,Y)-13:0-2-6,0-1-151, [7:0-2-14,0-1-8]. 110:0-3-0,0-3-01, t12:0-2-0,0-0-121, 113:0-2-12,0-2-81, t15:Edge,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.2814-15 >951 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.4911-12 >555 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.63 HOR(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 146 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2'ExcepP 132: 2x4 SP M 31, B4: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-9 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-6-0 ob bracing. WEBS i Row at midpt 8-10, 7-13, 7-10 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10 = 114110-3-8 (min. 0-1-8) 2 = 1103/0-" (min. 0-1-8) Max Horz 2 = 535(LC 6) Max Uplift 10 = -637(LC 8) 2 = 490(LC 6) Max Gray 10 = 1141(LC 1) 2 = 1103(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1749/1147, 3-4=3531/2874, 4-5=-2292/1701, 5-6=2300/1874, 6-7=-2225/1891, 8-10=317/586 BOTCHORD 2-22=1795/1587, 17-22=1795/1587, 17-23=-1893/1688,16-23=1893/1688, 15-16=-954/870, 3-24=277V2723, 15-24=-2771/2723, 15-25=3422/3344, 14-25=-3422/3344, 14-26=3422/3344, 13-26=-3422/3344, 5-13=409/594, 12-27=220/358, 27-28=-220/358, 11-28=-220/358,11-29=-860/865, 10-29=-860/865 WEBS 4-14=380/543, 4-13=1249/1292, 11-13=-643/582, 7-13=1588/1522, WEBS 4-14=380/543, 4-13=-1249/1292, 11-13=-643/582,7-13=1588/1522, 7-11=0/310, 7-10=-1156/1151, 3-17=348/347, 3-16=1235/1440 NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and farces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate gnp DOL--1.25 2) All plates are MT20 plates unless otherxise indicated. 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 chard live load nonconcument with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 637 lb uplift at joint 10 and 490 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chard, nonconcurrent with any other live loads. B) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard J u li us Lee, P.E. #34869-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Qty PN Std. Pao./6811 El A 60137 CO2 Half Hip 1 1 A0451556 1 „ Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 a Oct 3 2014 MiTek Industries, Inc Mon Dec 08 17:56:29 2014 Pagr ID:cS2yUAsdnmV4V5zIDINANpPzmH46-WhihA8z26a5BixQLdR2gsgdapG4mhI 113ws5QyAZBW 247-8 14{t &2-0 5421 988 16d2 1 22J6 22f�6 . 11 3-2-0 1-10-2 40-6 6-11-10 636 Oi-024F0 1.5x 4x4 = 4.00 12 e Dead Load Defi. =114 in 3x4=1.5x411 1.5x411 6x8= 4x4= 5x6- 3x4 II 11-5413-2-015-0-21 94Y8 I 760-2 1 6-3 r 1-14 7-B-12 1-10-2 406 6-11-10 s-7-6 R Plate Offsets (X,Y)—f3:0-26,0-1-151, T7:0-2-10,0-1-81. f8:0-2-0.0-241, f9:0-3-0.0-3-0], f11:0-2-0.0-0-e1. 112:0-2-12,0-2-81, 114:Edge.0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.2813-14 >949 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(FL) -OA610-11 >589 240 BCLL 0.0 Rep Stress Ina YES WB 0.61 H=(TL) 0.17 9 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 152 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 `Except- T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` B2: 2x4 SP M 31, 134: 2x4 SP No.3 _WEBS. - 2x4.SP-No.3.`Except*-- W9: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structuml wood sheathing direc0y applied or 36-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-6-6 oc bracing. WEBS 1 Row at midpt 8-9, 7-12, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/Size) 9 = 1005/0-4-13 (min. 0-1-8) 2 = 110410-8-0 (min. 0-1-8) Max Holz 2 = 504(LC 6) Max Uplift 9 = -551(LC 6) 2 = -502(LC 6) Max Gray 9 = 1005(LC 1) 2 = 1104(LC 1) FORCES. (to) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1752/1192, 34=-3539/2937, 4-5=-2293/1751, 56=2211/1759, 6-7=2289/1932, e-9=-183/261 BOTCHORD 2-22=1783/1589, 16-22=1783/1589, 16-23=-1882/1690,15-23=-1882/1690, 14-15=-949/871, 3-24=2779/2732, 14-24=2779/2732, 14-25=-3428/3353, 13-25=3428/3353, 13-26=3428/3353, 12-26=342813353, 6-12=388/558, 11-27=-228/345, 10-27=228/345, 10-28=-900/901, 9-28=900/901 WEBS 4-13=375/542, 4-12=1259/1300, WEBS 4-13=375/542, 4-12=1259/1300, 10-12=675/619, 7-12=1538/1480, __ 7-10=0/302,7-9=1171/1.169,_ — 3-16=3481357, 3-15=123811430 NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 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 the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 It, uplift at joint 9 and 502lb uplift atjoint 2. 7) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type DtY PN Std. Pac./6811 El 60137 CO3 Half Hip ,. 1 1 A0451557 Job Reference (optional) Nt ROOF TRUSSES, FOR I PIERCE, Pc 34946 Run: 7.600 a Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Man Dec 08 17:56:29 2014 Pagr ID:cS2yUAsdr V4V5ztDlWWpPzmH46-WhihA8z2riaSBixOLdR2gsgZMpENmdFll3ws50yAzBW rt-4-01 3-2-0 I S0.2 I 9-0.8 I 1451 I22-3-a 1 24-7-8 1-4-0 3-2-0 1-112 40.6 5-0-e 110.7 2-0-0 2-4-0 4x4= 1.5x411 4.00 12 0 oxto= 3x4= 1.5x411 1.5x411 6xa= 4x8= 5x6= 2x4 II I1-54 i 1-121 1 5-0-2 N. I 1451 I z510.7 0-8-8 I z2-3-9 1 1-54 8-12 1-10-2 40.fi 2-0-0 10 16 Dead Load Dell. =114 in Plate Offsets (X ))-f3:0-2-6 0-1-151 f5:0-3-0 0-3-41 f8:0-1-12 0-1-121 f11:0-3-0 0-3-01 f13:0-2-0 0-1-41 f14:0-2-12 0-2-81 f16,Edoe 0-2-e1 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in Coe) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Ved(LL) 0.2815-16 >964 360 MT20 244/190 TCDL 15.0 Lumber DOL L25 BC 0.98 Ved(TL) -0.4811-12 >556 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.86 Horz(fl-) 0.15 11 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight:1501b FT=O% LUMBER - TOP CHORD 2x4 SP No.2'Except' TV 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except` B2: 2x4 SP M 31, B4: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpl 7-14, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11 = 117710-3-8 (min. 0-1-8) 2 = 108310-8-0 (min. 0.1-8) Max Horz 2 = 461(LC 6) Max Uplift 11 = -582(LC 7) 2 = -506(LC 6) Max Grav 11 = 1177(LC 1) 2 = 1085(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1715/1193, 3-4 -3466/2898, 4-5=2209/1711, 5-6=-2118/1711, 6-7=2164/1820, 7-8=1152/969, 9-11=-330/381 BOTCHORD 2-23=1715/1554, 18-23=1715/1554, 18-24=-1812/1653,17-24=1812/1653, 16-17=-916/853, 3-25=2701/2680, 16-25=2701/2680, 16-26=3325/3285, 15-26=3325/3285, 15-27=3325/3285, 14-27=3325/3285, 6-14=304/439, 13-28=254/294, 12-28=254/294 WEBS 4-15=354/536, 4-14=-1277/1319, 12-14=7717789, 7-14=1293/1251, WEBS 4-15=354/536, 4-14=127711319, 12-14=-7711789, 7-14=1293/1251, 7-12=912/1110, 8-11=855/917, 3-18=339/351, 3-17=1212/1377, 8-12=1209/1255 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -14-0 to 24-7-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 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, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 582 lb uplift at joint 11 and 506 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity, model was used in the analysis and design of this truss. LOAD CASE(S) Standard Jun us Lee, P.E. #34869- 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type Dry IA 60137 C04 Half Hip 1 A0451558 =Referenm , , al Al ROOF TRUSSES, FUR IPIERCE, FL M946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Ina Mon Dec 08 17:56:30 2014 Pagr ID:cS2yUAsdmV4V5ztDIW WpPzmH46-?uG3NU_BcOiJos WaKyHD4MngDaWJ2BuGjfPdtyAzBl -1- 34-0 5-0.2 90-8 1455 18--8 22-38 247A 1-40 }2-0 1-10.2 40.6 8-5.13 }9-3 4-0.0 2-4-0 4x4 = 1.5x4 II 4.00 12 uxlu= 3x4= 1.5x4 II 1.5x411 6z8= 4z8= `' _ 3x4 II 54Y2 941-8 14-6-5 1" 22-18 1-14 1-e-12 1-10.2 40-0 6-513 }9-3 4-0.0 10 Dead Load Der. =114 in Plate Offsets(X.Y)-f3:0-2-0.0-1-151.fe:0-2-0.0-1-121.111:0-3-0.0-3-01.f14:0-2-12.0-2-81. f16:Edge.0-2-81 LOADING(psf) SPACING- 2-U-0 CSI. DEFL. in (Joe) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ved(LL) 0.2715-16 >970 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Ved(TL) -0.4511-12 >587 240 BCLL 0.0 ' Rep Stress Ina YES WB 1.00 Horz(TL) 0.16 11 n/a n/a BCDL 10.0 Code FBC201 OrTP12007 (Matrix-M) Weight: 147 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2'Excepr T7: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 31, S4: 2x4 SP No.3 -___WEBS_ _2x4_SPNo.3_-_-__ OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-15 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-14 MTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide - REACTIONS. (lb/size) 11 = 117710-M (min. 0-1-8) 2 = 1083/0-8-0 (min. 0-1-8) Max Horz 2 = 420(LC 6) Max Uplift 11 = -601(LC 7) 2 = -520(LC 6) Max Gray 11 = 1177(LC 1) 2 = 1089(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All farces 260 (lb) or less except when shown. TOPCHORD 2-3=1721/1234, 34=-3478/2933, 4-5=2225/1759, 5-6=-2143/1767, 6-7=2197/1901, 7-8=1113/959, 9-11=356/443 BOTCHORD 2-23=1689/1560, 18-23=1689/1560, 18-24=1786/1660,17-24=-1786/1660, 16-17=-903/856, 3-25=2673/2688, 16-25=2673/2688, 16-26=3292/3296, 15-26=-3292/3296, 15-27=-3292/3296, 14-27=-3292/3296, 6-14=337/484, 13-28=-243/298,12-28=243/298, 12-29=466/484, 29-30=4661484, 30-31=466/484, 11-31=466/484 WEBS 4-15=351/537, 4-14= 1271/1296, WEBS 4-15=351/537, 414=1271/1296, 12-14=7331770, 7-14=1 351/1303, 7-12=842/1010. 8-11=9131904 __ 3-18=341/355, 3-V=1217/1354, 8-12=972/1044 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.0psh h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for membersand forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 601 Ito uplift at joint 11 and 5201b uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.0I1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunenl with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #214869- 1109 Coastal Bay - Boynton Beach, FL 33495 Job Truss Truss Type Cry Ply Std. Pac.16811 El A 60137 C05 Half Hip . , 1 1 A0451559 Jab Reference o lional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MfTek Industries, Inc. Mon Dec 08 17:56:30 2014 Pagr ID:cS2yUAsdMV4V5zlDI W WpPzmH46-?uG3NU-BoOiJos WmKyHD4MohDc3V7OuG1fPdlyAzB\ 112 941-8 16-3.8 22-3.8 24-7-8 I1-4-01 12-0 1 1-10.21 M 1 7-3-0 I 6-0.0 I 2-4-0 4x10 = 4.00 12 1.5x4 11 4x8= " _ 6x8= 3x4= 1.5x411 1.Sx411 3x411 4x4= Sx6= 11-54 321-0}0e I -0.}080 b 2 -5t4121 I404i fi Dead Load Defl. =114 in a Plate Offsets _(XY)-13:0-2-60-1-15117:0-5-40-1-121 r10:0-3-00301 if 2:0-2-00-0-121 r13:0-2-120-2-81 rl5'Edge 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.2714-15 >967 360 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.89 Vert(TL) -0.5011-12 >531 240 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 1421b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 `Except` T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 31, B4: 2x4 SP N0.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-7-5 oc pur ins, except end ver icals. BOTCHORD Rigid ceiling directly applied or 3-8-1 oc bracing. WEBS 1 Row at midpt 7-13, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10 = 1177JO-3-8 (min. 0-1-8) 2 = 108310-8-0 (min. 0.1-8) Max Horz 2 = 378(LC 6) Max Uplift 10 = -617(LC 7) 2 = -531(LC 6) Max Gray 10 = 1177(LC 1) 2 = 1083(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1713/1273, 34=3438/2934, 4-5=2231/1833, 5-6=-2149/1842, 6-7=-2270/2078, 8-10=3921484 BOTCHORD 2-22=1661/1554, 17-22=1661/1554, 17-23=-1760/1654, 16-23=1760/1654, 15-16=-887/851, 3-24=2603/2644, 15-24=-2603/2644, 15-25=3222/3254, 14-25=-3222/3254, 14-26=3222J3254, 13-26=-3222/3254, 6-13=4611665, 12-27=-186/347,11-27=186/347, 11-28=-7111774, 10-28=7111774 WEBS 4-14=357/540, 4-13=-1213/1204, 11-13=431/504, 7-13=166111587, WEBS 4-14=357/540, 4-13=1213/1204, 11-13=-531/504, 7-13=1661/1587, 7-11=01313, 7-10=-1068/983, 3-17=342/361, 3-16=1208/1324 NOTES- 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation abeul 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 the bottom chard 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 617 lb uplift at joint 10 and 531 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencurrenl with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869- 1109 Coastal Bay - Boynton Beach, FL 33435 Jab Truss Truss Type pry Ply Std. Pac./6611 El 60137 C06 Half Hip 1 1 A0451560 I „ Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 a Oct 3 2014 Print: 7.600 a Oct 3 2014 MiTek Industries. Inc. Mon Dec 08 17:56:31 2014 4z6 = 4.00 12 3z4 = 1.5x4 IDead Load Den. =1/8 in 5 6 7 8 4z4 = 1.5x411 3z8 MT20HS= 3z8= 5x6= 17-4 I 14-3-8 22-3-8 7-7-4 &-8-4 8-0-0 Plate Offsets (X Y)-12:0-0-6 0-1-41 f4T-3-2 Edgel 19:0-3-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.22 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.37 9-10 >717 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Inns YES WB 1.00 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 121 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2'Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS —_2x4.SP.No.3_ _-- BRACING- TOPCHORD Structural wood sheathing directly applied or 4-7-3 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-3-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guitle. REACTIONS. (lb/size) 9 = 1177/0-3-8 (min. 0-1-8) 2 = 108310-8-0 (min. 0-1-8) Max Hot 2 = 337(LC 6) Max Uplift 9 = -631(LC 7) 2 = -541(LC 6) Max Grav 9 = 1177(LC 1) 2 = 1083f C 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2099/1616, 3-0=-1154/853, 4-5=-11431875, 5-6=10141911, 7-9=-347/438 BOTCHORD 2-17=1667/1917, 12-17=186711917, 11-12=-1867/1917, 11-18=-186711917, 10-18=4867/1917, 10-19=574/616, 9-19=574/616 WEBS 3-12=0/324, 3-10=-972/1031, 6-10=-574/667. 6-9=-980/930 NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and G-C'Extedor(2) zone; cantilever left and -- right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 lost 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-&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 631 Ito uplift at joint 9 and 541 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live loads. 9)"Semi rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard J ulius Lee, P.E. #34369-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Ory Ply Std. Pac./6811 El 60137 C07 Half Hip .. 1 1 A0451561 Job Reference o Banal At ROOF IRUSSES. FUR PIERCE, FL 3494U Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56:31 2014 4x4 = 3.4 = 5 Dead Load Deft. = 5116 in 1.5x4 II 4x4= 1.5x411 °%9- 3x8= Sx6 = Plate Offsets (X.Y)—f4:0-2-4.0-2-41. f8:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.39 8-9 >674 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.75 8-9 -354 240 BCLL 0.0 • Rep Stress Ina YES WB 0.94 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 117 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 62: 2x4 SP M 30 WEBS 2x4 SP N0.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stahilizer Installation uide. REACTIONS. (Ib/size) 8 = 1177/0-3-8 (min. 0-1-8) 2 = 108310-8-0 (min. 0-1-8) Max Hom 2 = 296(LC 6) Max Uplift 8 = -644(LC 7) 2 = -550(LC 6) Max Grav 8 = 1177(LC 1) 2 = 1083(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 2-3=2146/1695, 34=-1418/1094, 4-5=-1281/1112, 6-8=-363/452 BOTCHORD 2-16=1891/1971, 11-16=189111971, 11-17=-1891/1971, 10-17=1891/1971, 9-10=1891/1971, 9-18=7951856, 8-18=795/856 WEBS 3-11=0/274, 3-9=-746/841, 5-9=443/576, 5-8=111511062 NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; wntilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plate(s) atjoint(s) 1, 4, 6, 8, 2, 3, 11, 9 and 5 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 10 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 6441b uplift at joint 8 and 550 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.011a live located at all mid panels and at all panel paints along the Bottom Chord, none ncurrent with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, RE_ a34869-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Oty Pry Std. Pac.16811 El A 60137 COS Half Hip 1 1 A0451562 „ Job Reference (optiona0 Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek 4x6 = 3.8 = Inc. Mon Dec 08 17:56:31 2014 Dead Load Der. = 5/16 in 1.5x4 II 3x6 = 5x8 = 1.5x4 11 5.6 = LOADING(psf) SPACING- 241-0 CSI. DEFL. in (loc) Ildefi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.3510-14 -750 360 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.6710-14 >397 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.46 Horz(TL) 0.06 8 n/a n/a BCOL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except- T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'Except- B2:2x4 SP No.2 WEBS_ _ 2x4.SP_No.3— OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-1-5 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-2-8 oc bracing. WEBS 1 Row at midpl 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1177/0-3-8 (min. 0-1-8) 2 = 1083/0-8-0 (min. 0-1-8) Max Horz 2 = 254(LC 6) Max Uplift 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;G-C for members and forces 8 M WFRS— for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrenl 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 655 lb uplift at joint 8 and 557 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8 =-655(LC 7) 2 =-557(LC 6) Max Gray LOAD CASE(S) 8 = 1177(LC 1) Standard 2 = 1089(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2160/1784, 3-4=-1682/1311, 4-5=1544/1311, 6-8=-377/470 BOTCHORD 2-15=1915/1990, 10-15=1915/1990, 10-1 6=1 023/1234, 9-16=1023/1234, 9-17=1023/1234, 8-17=-102311234 WEBS 3-10=487/660, 4-10=0/274, 5-10=353/403, 5-9=0/309, 5-8=-1426/1204 NOTES- 1) Unbalanced roof live loads have been considered for this design. PLATES GRIP MT20 2441190 Weight:1181b FT=O% Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Tmss Type Oty Ply Std. Pac./681 1 El A 60137 C09 Half Hip .1 1 1 A0451563 Job Reference (optional Al ROOF TRUSSES, FORT PIERCE, FL 34946 4x6 = . —rr- Run: 7.600 s Oct 3 2014 Pnnt: 7.600 s Oct 3 2014 MiTek Industries. Inc. Mon Dec 08 17:56:32 2014 Dead Load De11. = 3116 in 3x8= 3x4= 3x4 It 4x4 = 3x8= JX4 1.5x411 5x6= Plate Offsets (X Y)--12:0-0-14.0-1-41. 19:0-3-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.2012-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.3612-16 >733 240 BCLL 0.0 • Rep Stress Ina YES WB 0.57 Hoa(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 113 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 *Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-8-12 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-3-9 oc bracing. WEBS 1 Row at midpl 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9 = 117710-3-8 (min. 0-1-8) 2 = 108310-8-0 (min. 0-1-8) Max Horz 2 = 213(LC 6) Max Uplift 9 = -663(LC 7) 2 = -563(LC 6) Max Grav 9 = 1177(LC 1) 2 = 1089(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-220611810, 34=-1890/1500, 4-5=-1780H489, 7-9=405/499 BOTCHORD 2-17=1885/2033, 12-17=1885/2033, 11-12=4376/1695,11-18=1376/1695, 10-18=-137611695, 10-19=-1376/1695, 9-19=1376/1695 WEBS 3-12=289/434, 4-12=-32/310, 5-12=139/263, 5-10=01341, 5-9=-1793/1481 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf 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 663 lb uplift at joint 9 and 563 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 38435 Job Truss Tmas Type pry PN Std. Pac./6811 El A 60137 CIO Roof Special 1 1 AO451564 , , Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946 4M11-7 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek 416 = Inc. Mon Dec 0817:56:32 2014 Dead Load Deft. = 318 in 4x4 = 3x4= 3x8 MUGH5= 3x8= 5x6= 5-8-9 9-9-8 1-2 Plate Offsets (X,))—t5:0-2-0,0-231, 19:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loci I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.37 9-10 >725 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.75 9-10 >354 240 MT20HS 1871143 BCLL 0.0 ` Rep Stress [nor YES WB 1.00 HOR(TL) 0.07 9 n/a Na BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 113 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.3 _-_-OTHERS---2x4 SPNo.3_-__-- _ BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1177/0-3-8 (min. 0-1-8) 2 = 1083/0-8-0 (min. 0-1-8) Max Horz 2 = 188(LC 6) Max Uplift 9 = -650(LC 7) 2 = -493(LC 6) Max Gray 9 = 1177(LC 1) 2 = 1083(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2267/1961, 34=-1950/1624, 4-5=-2561/2122, 5-6=-2341/1908, 7-9=-359/445 BOTCHORD 2-17=1979/2099, 12-17=1979/2099, 12-18=1377/1600, 11-18=1377/1600, 10-11=-1377/1600, 10-19=1397/1574, 9-19=1397/1574 WEBS 3-12=380/529, 4-12=-230/438, 4-10=848/1153, 5-1 0=1 030/949, 6-10=591/857,6-9=-1713/1568 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf, h=25ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C Cfor members and forces & MWFRS --- - -- -- for reactions shown; Lumber DOL-- 1.25 plate grip DOL=1'25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to heanng plate capable of withstanding 650 lb uplift at joint 9 and 493 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonwncuffent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUOos Lee, P.E. A34869 — 1109 Coastal Bay. —Boynton Reach, FL 33435 Job Truss Truss Type oty Ply Std. Pac./6811 EI'A 60137 C11 Monopitch .. 1 1 A0451565 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 4x4 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek 4.00 12 3x4= 3.8 MT20HS= 3x4= 6x6= 7-4-14 1387 22-7-8 7-4-14 6-3-9 S-11-1 Inc. Man Dec 0817:56:332014 Dead Load Den. =114 in Plate Offsets ((.Y)—I9:0-3-0,0-3-01 LOADING(pst) SPACING- 2-0-0 CS]. DEFL, in (loci I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.31 9-10 >857 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.57 9-10 >469 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES WB 0.44 Horz(TL) 0.05 9 Na n/a BCDL 10.0 Code FBC201 OrrPI2007 (Matrix-M) Weight: 12416 FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oe pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-0-5 oc bracing. WEBS 1 Row at midpt 7-9, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 9 = 111610-3-8 (min. 0-1-8) 2 = 110410-8-0 (min. 0-1-8) Max Horz 2 = 530(LC 6) Max Uplift 9 = -621(LC 8) 2 = 493(LC 6) Max Grav 9 = 1116(LC 1) 2 = 1104(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2212/1532, 34=1995/1387, 4-5=-1913/1399, 5-6=12501763, 7-9=-288/516 BOTCHORD 2-17=2118/2033, 12-17=2118/2033, 11-12=1670/1634, 10-11=-1670/1634, 10-18=854/817, 18-19=-854/817, 9-19=854/817 WEBS 3-12=279/421, 5-12=320/470, 5-10=-690/807, 6-10=5031`722, 6-9=1101/1159 NOTES- 1) Wnd: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.OpsF 4CDL=5.Opsf; h=25ft; CaL II; Exp C; Encl., GCpi=0.18; M WFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions Shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Al plates are MT20 plates unless otherwise indicated. 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 nonconcument with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 621 lb uplift at joint 9 and 493 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869— 1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Dry PN Std. Pac./6811 El A 60137 C12 Monopitch 1 1 A0451566 , , , , Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 1.5) Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc, Mon Dec 08 17:56.33 2014 4.001`12 3x4= 3x8 MT20HS= 3x4= 5x6= 44 = 7414 13-8-7 22-7-8 7414 1 6-3-9 I 8-11-1 Dead Land Defi. =114 in Plate Offsets (X,Y)-19:0-3-0,0-3-0I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.31 9-10 >857 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.67 9-10 >469 240 MT20HS 187/143 BCLL 0.0 • Rep Stress Ina YES VJB 0.44 HOR(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 1241b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING-_ TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-0-5 oc bracing. WEBS 1 Row at midpt 7-9. 6-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9 = 1116/0-3-8 (min. 0-1-8) 2 = 1104/0-8-0 (min. 0-1-8) Max Harz 2 = 530(LC 6) Max Uplift 9 = -621(LC 8) 2 = -493(LC 6) Max Grav 9 = 1116(LC 1) 2 = 1104(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 25a (lb) or less except when shown. TOPCHORD' 2-3=2212/1532, 3-4=-1995/1387, 4-5=191311399, 5-6=12501763, 7-9=288/516 BOTCHORD 2-17=2118/2033, 12-17=2118/2033, 11-12=1670/1634, 10-11=1670/1634, 10.1 8=-854/817,18-19=854/817, 9-19=854/817 WEBS 3-12=279/421, 5-12=-320/470, 5-10=690/807, 6-10=503/722, 6-9=1101/1159 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) _ Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope)andC-CEMedor(2)zone; cantilever left antl- - - - - - - - -- right exposed ;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) All plates are MT20 plates unless otherwise indicated. 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 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 621 lb uplift at joint 9 and 493 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P-E. #34869 - 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type EI A St�Referenm 60137 C13 :�QPly Half Hip 1 AO451567 Jobanal n, ROOF TRUSSES, FORT FiEFCE. rL.waro nun:/.uue 5 Ud 32014 Print:7.600 s Oct 32014 MITek Industries, Inc. Mon Dec 0817:56:332014 Pagt ID:cS2yUAsdmV4V5z(DIWWpPzmH46-PTxB?V03vx4ufJEBaSW n_LIQh6iW2Lyhu4ECyAzB: 247A 7b11 T2 5 22-0A 22-],8 14-0' 7811 7-2-15 1 7-2-15 7 2-0O 3x4 = Dead Load Deg. = 1/8 in 4.00 12 67 8 4x4 = 1.5x411 3x8 MT20HS= 3x4= 5x6= 7-6-17 14-9-9 I 22-0-8 22-7 8 7-6-11 7-2-05 T-2-15 Zn Plate Offsets (X Y)-12:0-0-6 0-141 16:0-2-0 0-2-131 19:0-3-00-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deb Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.20 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.3410-12 >784 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES WB 0.55 Hom(fL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2010rfP12007 (Matrix-M) Weight: 128 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 •Except- T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'ExcepP W5: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-7-11 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-0-10 oc bracing. WEBS 1 Row at midpt 7-9, 3-10, 5-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 9 = 1169/0-3-8 (min. 0-1-8) 2 = 109610-8-0 (min. 0-1-8) Max Holz 2 = 497(LC 6) Max Uplift 9 = -579(LC 8) 2 — -502(LC 6) Max Grav 9 = 1169(LC 1) 2 = 1100(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250'(Ib) or less except when shown. TOPCHORD 2-3=2145/1464, 34=1196[711, 4-5=1052i`732, 7-9=400/549 BOTCHORD 2-17=197611958. 12-17=-1976/1958,' 11 -1 2=1 97611958, 11-18=-197611958. 10-1 8=-1 976/1958, 10-19=1045/1062. 9-1 9=1 04511062 WEBS 3-12=01331, 3-10=959/999, 5-10=266/585, 5-9=-1254/1245 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf, BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -14-0 to 24-7-e zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 6, 7, 9, 2, 3, 12, 10, 5 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 8)' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 9 and 502 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.0111 live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard J u lius Lee, P.E. #34869-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pac.16811 El A 60137 C14 Half Hip , , 1 1 A0451568 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 1.5, Run: 7.600 s Oct 3 2014 Print: 7.600 a Oct 3 2014 MTek 4x4 = 4.00 12 3x4 = 3x6= 5x8= 3x8= Mil 10. 0.14 2a0.8 22-7-8 it01 4 9-2-10 2-; 0 Inc. Mon Dec 08 17:56.34 2014 Dead Load Den. = 114 in 8 Plate Offsets MY)—(2:0-0-14.0-0-71, r6:0-2-0.0-2-41. f11:0-3-12.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/deft L/d PLATES GRIP TCLL -. 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.41 11-15 >664 360 MT20 2441190 ' TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.7011-15 >384 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES NB 0.89 HOR(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 1341b FT=0% LUMBER - TOP CHORD 2z4 SP M 30 *Except- T3: 2x4 SP No-2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS- _ 2x4.SP. No.3_ WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-9-10 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-11-2 oc bracing. WEBS 1 Row at midpt 7-9, 5-10 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 116610-3-8 (min.0.1-8) 2 = 1100/0-8-0 (min. 0-1-8) Max Hoe 2 = 456(LC 6) Max Uplift 9 = -572(LC 6) 2 = -518(LC 6) Max Grav 9 = 1166(LC 1) 2 = 1100(LC.1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2191/1673, 34=1651/1113, 4-5=1578/1128, 5-6=414/213, 6-7=307/280, 7-9=1190/1155 BOTCHORD 2-16=2128/2018, 11-16=2128/2018, 11 -1 7=-1 251/1222, 10-17=-125111222 WEBS 3-11=586/815, 5-11=307/841, 5-10=110011171, 6-1 0=-1 571279, 7-10=-892/981 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)andC-C'Exterior(2) zone; cantilever left and -- right exposed ;C-C for members and forces 8 MWFRS .for reactions shown; Lumber DOL=1.25 plate grip DOL--1.25 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 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 noncencument 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 572 Ito uplift at joint 9 and 518 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fizily model was used in the analysis and design of this lass. LOAD CASE(S) Standard J ulius Lee, P.E. U34869-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Dry ./6811 EIA Ply�JbReference 60137 C15 Half Hip . • 1 A0451569 o bonal Ai rtwr TRUSSES, FORT PiERUE, rL.waao run: /.Wu s Ucl 3 2014 Pnnt: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56:34 2014 4.00 12 4x4 = 3x4 = 3x6 = 3x4= 3x4= 3x8= 3x611 9:3 18-0-8 23-7-8 9-N 8.9.2 I 5-7-0 Dead Load Defi. =114 in Plate Offsets (X Y)—f2:0-06 0-0-71 f&0-2-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.3010-12 >940 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.5410-12 >523 240 BCLL 0.0 ' Rep Stress Inv YES WB 0.96 Horz(fl-) 0.06 9 n/a n/a BCDL 10.0 Code FBC201 OrTP12007 (Matrix-M) Weight: 133 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30'Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-6-15 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-9-8 cc bracing. WEBS 1 Row at midpt 7-9, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1211/1-3-8 (min. 0-1-8) 2 = 1146/0-8-0 (min. 0-1-8) Max Horz 2 = 414(LC 6) Max Uplift 9 = 605(LC 7) 2 = -553(LC 6) Max Grav 9 = 1211(LC 1) 2 = 1146(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2364/1867, 3-4=192011405, 4-5=-185211423, 56=816/610, 6-7=702/645, 7-9=1176/1164 BOTCHORD 2-17=2253/2182, 12-17=2253/2182, 11 -1 2=-1 46711460, 11-18=1467H460, 10-18=-146711460 WEBS 3-12�4941707, 5-12=308/594, 5-10=934/1016, 7-10=986/1075 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; CaL 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and tight exposed ;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 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 nonconcurrenl with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6051b uplift at joint 9 and 553 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard Julius Lee, P.E. #34S69-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pac./6811 El A 60137 C16 Half Hip , , , , 1 1 AO45157O 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 a Oct 3 2014 Print: 7.600 a Od 3 2014. Mi Tek Industries, Inc Mon Dec 08 17:56:35 2014 ID:cS2yUAsdrxV4V5ztDI W WpPMH4&LrJyDB2KRYKcvdOZhtYSw73bVE12AKBdP?NAI4I -1-4-0 3-2-0 &0.5 9{s8 14-0-8 1&0-8 19-84 23-7-8 25-7-8 ' 1-" 3-2-0 1 2-7-5 I 0.0.3 I 4-6-0 1 2-0-0� &7-t2 I 3.11-4 F 24}0 4 II 4x4 1.5x 4 00 12 3x4 = Dead Lead Dell. =11/16 in 1.5x4 11 8 9 10 11 1.51 N a 3x4= 1.5x411 1.5x411 3.8= 5= 6.8 = 1-5-41 3-2-D I 9-6-8 I 14041 1 1&0.8 I 23-7-8 1-5-0 1-&12 &4-8 46-0 2-0-0 7-7-0 a - Plate Offsets (X Y)--f3'0.0-0 0-1-141 18:0-2-0 0-1-121 112:0-3-0 0-3-01 N&O-2-12 0-2-121 r17:Edge 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 1.00 Vert(LL) 0.5816-17 >482 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 Be 0.90 Vert(TL) -0.9716-17 >290 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.89 HOrz(TL) 0.27 12 n/a n/a BCDL 10.0 Code FBC20107rP12007 (Matrix-M) Weight: 1521b FT=O% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* Ti: 2x4 SP M 30 BOT CHORD 2x4 SP N0.2 *Except* B2: 2x4 SP M 31, B4: 2x4 SP No.3 ---WEBS- - .2x4 SP-No.3-- ---- --- - - OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verOcals. BOTCHORD Rigid ceiling directly applied or 3-0-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accoNancewith Stabilizer Installation aide. REACTIONS. (Ib/size) 12 = 121110-3-8 (min.0-1-8) 2 = 114610-M (min. 0-1-8) Max Hor4 2 = 373(LC 6) Max Uplift 12 = -620(LC 7) 2 = -564(LC 6) Max Gray 12 = 1211(LC 1) 2 = 1146(LC 1) WEBS 6-16=426/617, 6-15=-1071/1039. 13-15=-695/840, 8-15=1121/1072, _ _8-13=707/812,.9-13=-601n00,___ 9-12=1024/979, 3-18=127911387, 3-19=2511298, 4-16=842/956 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1736/1312, 34=3232/2788, 4-5=-2482/2030, 5-6=2458/2041, 6-7=-1498/1237,7-8=1455/1332, 8-9=-954/862, 10-12=302/372 BOTCHORD 2-24=1658/1536, 19-24=165811536, 19-25=-1738/1610, 18-25=173811610, 17-18=-905/868, 3-26=2588/2623, 17-26=-258812623, 17-27=3106/3097, 16-27=-3106/3097, 16-28=2202/2301, 15-28=220212301, 7-15=254/358, 13-30=547/580, 12-30=-5471580 WEBS 6-16=426/617, 6-15=-1071/1039, 13-15=695/840, 8-15=112111072, 8-13=707/812, 9-13=-6011700, 9-12=10241979, 3-18=1279/1387, NOTES- 1) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extener(2) zone; cantilever left and right exposed ;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.25 plate gnp DOL=1.25 2) Provide adequate drainage to prevent water pending. 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 nonconcument with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 620 It, uplift at joint 12 and 564 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nenconcumenl with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. 934869 - 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pac./6611 El A ' 60137 C17 Half Hip .. 1 1 AO451571 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.500 s Oct 3 2014 Print 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17.56.35 2014 1.5, 4x4 = 4 00 12 3.8 = 1.5z4 Weed Load Dail = 11116 in 7 8 9 10 5z8 — 2x4 11 4x4 = 5x6 = 3z4= 1.Sx411 1-5-0 1 3-2-0 I 9-GB I 740.8 1 19-3-15 1 117-8 6-4-8 4-6-0 5-3-7 439 a Plate Offsets (X Y)—f3:0-0-0 0-1-141 17:0-2-4 0-2-41 111:0-3-0.0-3-01. 113:0-2-0.0-141. f14:0-2-12.0-2-81. f16:Edge.0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.5715-16 >491 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.9715-16 >291 240 BCLL 0.0 ` Rep Stress Ina YES WB 0.89 Horz(TL) 0.26 11 We n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 147 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 •ExcepP T1: 2x4 SP M 30 BOT CHORD 2x4 SP N0.2 `ExcepP B2: 2x4 SP M 31, 134: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verficals. BOTCHORD Rigid ceiling directly applied or 3-2-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uitle. REACTIONS. (lb/size) 11 = 121110-3-8 (min. 0-1-8) 2 = 1146/0-8-0 (min. 0-1-8) Max Hom 2 = 332(LC 6) Max Uplift 11 = -633(LC 7) 2 = -573(LC 6) Max Gray 11 = 1211(LC 1) 2 = 1146(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1736/1339, 3-4=-3233/2798, 4-5=2481/2046, 5-6=-2460/2058, 6-7=1498/1258, 7-8=1373/1253, 9-11=295/365 BOTCHORD 2-23=1618/1536, 16-23=1618/1536, 18-24=1699/1609,17-24=-1699/1609, 16-17=885/868, 3-25=2539/2623, 16-25=2539/2623, 16-26=-3049/3097, 15-26=3049/3097, 15-27=2153/2300, 14-27=2153/2300, 12-29=651/747, 11-29�651047 WEBS 4-15=843/948, 6-15=417/616, 6-14=107111036, 12-14=519/572, BA4=788/809, 8-11=1159/1012, 3-18=251/300, 3-17=1280/1352 WEBS 4-15=843/948, 6-15=4171616, 6-14=1071/1036, 12-14=519/572, 8-14=788/809, 8-1 1=1 159/1012, 3-18=251/300, 3-17=-1280/1352 NOTES- 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=5.Opsf; h=25ft; CaL 11; Exp C; End., GCpF0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and night exposed ;G-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plate(s) at joint(s) 5 checked for a plus or minus 5 degree rotation about its center. 4) Plate(s) at joint(s) 7, 9, 11, 2, 16, 3, 13, 15, 4, 6, 12, 14 , 8, 1 and 18 checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 6331b uplift at joint 11 and 573 lb uplift at joint 2. 8) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435 Job Tmss Truss Type - Ory PN Std. Pac./6811 EI A 60137 C18 Half Hip 1 1 A0451572 Jab Reference (ootionall Nl nuvr Irt wJ CJ,. r urt. nCrtliq rL.Y . KUn: /.ODU 5 Ua J ZU14 Vnm: LOWS UQ 0 2014 MI I eK InaUSbleS. Ina MOO UaQ Ua 1 /:56:35 2014 40flad Load DeB. = 114 N sxs= 2x411 3x4= 3x8= 3x6= CSz411 4x6= 4.00 12 5 6 7 8 9 10 11 12 1.5x4 II Z. 4 1 0 o 3 d 1.5x4 11 3 q d 1 2 43 N � 3 2x4 II d 32 24 3g5 37 22 3x4 38 20 39 19 40 18 17 41 16 42 15 3x6= 10x10= 641— 48= 3x6— 3x8= 3x411 3x6 = 2x4 11 3x6 II 4.6 = 3fi 24 r M 7-01 I 12-2-0 14-0-6 1e-3-z I zz-s1z za67 3s36 ] 1-0 12-0 310-0 51-15 1-108 a2-10 a2-10 6A-1/ 6813 1 Plate Offsets(X,Y)--12:0-3-0,0-1-1L[3:0-3-14.Edge], f21T-2,1.0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Bdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(L-) 0.2322-23 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.4321-22 >633 240 BCLL 0.0 ` Rep Stress Ina YES WB 0.85 Horz(TL) 0.10 13 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 211 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 `Except` B4: 2x4 SP No.3 WEBS_--2x4SP_No.3__-----____ OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-7 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-0-13 oc bracing. WEBS 1 Row at midpt 8-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 159/0-8-0 (min. 0-1-8) 2 = 872/0-8-0 (min. 0-1-8) 18 = 230110-3-8 (min. 0-2-11) Max Horz 2 = 264(LC 7) Max Uplift 13 = -97(LC 7) 2 = -457(LC 6) 18 = -1103(LC 6) Max Grav 13 = 289(LC 34) 2 = 872(LC 1) 18 = 2301(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 25a (Ib) or less except when shown. TOPCHORD 2-3=-758/469, 3-4=3054/2861, 4-5=160611437, 5-6=-382/363, 6-7=-379/372, 7-8=462/378, 8-9=360/238, 9-10=-360/238, 10-11=-360/238 BOTCHORD 2-32=597/528, 32-33=597/528, 33-34=597/528, 24-34=-597/528, 23-24=96/297, 3-35=-2725/2697, 3-36=827/934, 23-36=827/934, 23-37=1424/1462, 22-37=1424/1462, 22-38=-560/559, 21-38=-560/559, 19-40=1361/1249, 18-00=1361/1249, BOTCHORD 2-32=597/528, 32-33=597/528, 33-34=-597/528, 24-34=-597/528, _ 2334=96/297, 3c35_2725/2697,_ 3-36=827/934, 23-36=827/934, 23-37=1424/1462, 22-37=142411462, 22-38=560/559, 21-38=560/559, 19-40=136111249, 18-40=136111249, 17-18=1361/1249, 17-41=1361/1249, 16-41=1361/1249,14-15=0/262, 11-14=255/312 WEBS 4-22=-418/588, 5-21=-023/536, 19-21=332/403, 7-21=880/946, 7-19=896/899, 8-19=1256/1414, 8-18=2181/2017, 8-16=119211377, 10-16=461/540, 11-16=379/430, 5-22=1053/1099 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsh BCDL=5.0psf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 last bottom chord live load noncencurrent 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) Provide mechanical connection (by others) of truss to bearingplate capable of withstanding 97 lb uplift at joint 13, 457 lb uplift at joint 2 and 1103lb uplift at joint 18. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #.44869— 1109 Coastal Bay— Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pao./6811 El A 60137 C19 Half Hip . • 1 1 AO451573 Job Reference (optional � t-0-9 32-0 3-1-2 32-0 I 633 10-2- r1-0-0 13 l 14O-e 310.310.8 4.00 12 5x6 i 2x4 11 5 6 nun. r.auu s v. d Lul4 rnnr r.auu s Va s zu14 MI 3x4 = 3x4 = 3x8 MT20H6= 3x8 = 8 n 10 Inc. Mon Dec ea 11:bb:31 2014 Dead Load Defl. = 3/16 in 3411 46 = 11 12 0 6 d 3x6 = 333425 a6 1.5x4 II 3x4 = IOx10= 3x6= 20 42 6x8 = 2x4 II 19 � 4.8= 17 3x6 = 4.6 II 16 1.5x4 II � 2x4 II 15 46 = 4x6= 3624 2-0 63J 10.2-0 14Od 22-5-12 2311E 353-0 1 2-0 }t-2 }10.13 3168 TT1' 4+11 441a 6&10 6314 1 9 Plate Offsets(XY)—r2:0-3-00-1-1I r3:0-9-60-1-51 r5:0-1<0-2-01 r21:0-240-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.2023-24 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.26 BC 0.90 VertCTL) -0.31 23-24 >873 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES VJB 0.70 Horz(TL) 0.12 13 n/a We BCDL 10.0 Code FBC2010rTP12007 (Matnx-M) Weight: 203 lb FT=O% LUMBER - TOP CHORD 2x4 SP Ne.2 *Except* TI: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B4: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-3-2 oc purtins, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-10-10 oc bracing. WEBS 1 Row at midpt 10-18 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 13 = 187/0-8-0 (min. 0-1-8) 2 = 88610-8-0 (min. 0-1-8) 18 = 225810-3-8 (min. 0-2-11) Max Horz 2 = 215(LC 7) Max Uplift 13 = -102(LC 7) 2 = -466(LC 6) 18 = -1080(LC 6) Max Grev 13 = 305(LC 36) 2 = 886(LC 1) 18 = 2258(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-794/517, 34=-2967/2691, 4-5=-1007/825, 5-0=-535/495, 6-7=-528/492, 7-8=457/404, 8-9=1397/1498, 9-1 0=1 39711498 BOTCHORD 2-33=613/561, 33-34=6131561, 34-35=-6131561, 25-35=613/561, 24-25=-91/299, 3-36=2483/2581, 3-37=956/1063, 24-37=-956/1063, 24-38=-1568/1624, 23-38=1568/1624, 23-39=-1568/1624, 3940=-1568/1624, 2240=-1568/1624, 2241=839/926, BOTCHORD 2-33=613/561, 33-34�613/561, LOAD CASE(S) 34-35=-613/561, 25-35=613/561, Standard 24-25=-91/299, 3-36=2483/2581, 3-37=956/1063, 24-37=956/1063, 24-38=-1568/1624, 23-38=1568/1624, 23-39=1568/1624, 39-40=-1568/1624, 22-40=1568/1624, 22-01=-839/926, 21-41=-839/926, 6-21=317/366, 19-03=-149811337, 18-43=-1498/1337, 11-14=374/440 WEBS 4-23=76/349, 4-22=7701798, 5-22=228/432, 5-21=-084/481, 19-21=394/383, 7-21 =993/1 100, 7-19=871/852, 8-19=-1272/1481, 8-18=1394/1312, 10-18=152611295. 10-16=0/330,10-15=333/294 NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf, h=25ft; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 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 noncencurrent 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 boom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 13,466 lb uplift at joint 2 and 1080 Ito uplift at joint 16. 8) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. J uli us Lee, P. E.#34869-11O9 Coo stal Bay —Boynton Beach, FL 38435 Job Truss Truss Type Dry PN Std. Pac./6811 El 60137 C2O Half Hip ,4 1 1 AO451574 Job Reference o fional Al Kuur IKubbtJ, ruKI rutKGt, rL. VW o 1.Sz4 II N 1 2 11 d 3,6 = 4.00 12 5x8 = 5 KUn: LUJU5 VQ JZU14rnnL 0.bUU5UQ JZUI4MI IeRI ID:cS2yUAsdIwV4V5ztDl Vd WpPZMH46-MQ142E 36-13P Ve"n 4--6-96412 3z4 11 3x4 = 4x4 = 3x6 = 3x8 = 6 7 8 9 10 inc. man Uee ua 1 r:56:3a zu14 Dead Load Defl. = W16 in 3x6 II 46 = 11 12 \ C 11 YY yy r �vn V c..38 39 « 333425 35 3a4= 1.5x4 11 10x10= 3x6 = 40 20 41 79 42 18 17 43 6z8— 48- 3.6= 2.411 4.611 2 X3 `x I¢ N II 16 15 1.5x411 4.6= 46 = 3624 324 1 M 1 9-2-0 14 1 1' 1" 2W2 2&1e8 3 34 3 1.a 1 32-0 2-0fi 2-11-10 &1aa 310-12 469 84-12 6+112 10-4 Plate Offsets IX Y)-12:0-M 0-1-11 f3:0-9-2 0-1-51 15:0-5-4 0-2$1 r21:0-2-8 0-2-121 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.1823-24 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 VertflL) -0.3421-22 >802 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.79 Horz(TL) 0.12 13 n1a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 1931b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2'ExcepY B4: 2x4 SP No.3 --- WEBS— _-2x4.SP_No.3e OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-3-7 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 10-18 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 13 = 23010-8-0 (min. 0-1-8) 2 = 909/0-8-0 (min. 0-1-8) 18 = 219210-3-8 (min. 0-2-9) Max Horz 2 = 174(LC 6) Max Uplift 13 = -115(LC 7) 2 = A80(LC 6) 18 = -1044(LC 6) Max Gray 13 = 329(LC 36) 2 = 909(LC 1) 18 = 2192(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-846/562, 3-4=-290412569, 4-5=1448/1172, 5-6=91 W779, 6-7=-856f721, 7-8=251/205, 8-9=-1440/1633, 9-10=1440/1633 BOTCHORD 2-33=621/607, 33-34=621/607, 34-35=-021/607, 25-35=-621/607, 24-25=-88/300, 3-36=-2294/2482, 3-37=114611279, 24-37=1146/1279, 24-38=1767/1886, 23-38=1767/1886, 23-39= 1767/1886, 22-39=-1767/1886, 22-40=-1192/1368, 21-40=119211368, BOTCHORD 2-33=621/607, 33-34=62V607, LOAD CASE(S) 34-35=-621/607, 25-35=-621/607, Standard 24-25=88/300, 3-36=2294/2482,_ 3-37=114611279, 24-37=114611279, 24-38=-176711886, 23-38=-176711886, 23-39=1767/1886, 22-39=-1767/1886, 2240=-1192/1368, 2140=-1192/1368, 6-21=388/451, 19-42=1633/1405, 1842=163311405, 11-14=-361/425 WEBS 4-23=130/341, 4-22=-628/631, 5-22=161/421, 5-21=-539/460, 19-21=228/274, 7-21=1028/1192, 7-19=846/801, 8-19=1426/1714, 8-18=1365/1267, 10-18=1673/1381, 10-16=0/327, 10-15=280/259, 12-14=-229/280 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=5.0psf, h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 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 nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 13, 480 Its uplift at joint 2 and 1044 lb uplift at joint 18. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Julius Lee, P.E. #34969-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pac./6811 El A 60137 C21 HALF HIP GIRDER . • 1 2 A0451575 Jab Reference (optional) Al HUOF IRUSSES, FUHI YIEHUE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 5x12- 2x411 4.0012 5x8= .�... ,, ._�_ .... ..�.,... .� 1.5x4 II 2 111d 3 d 46 47 48 49 21 5 432524 44 10x10= 3x611 3.8= 3x6 = 8x12 19 53 54 55 78 56 5758 2x4 [1 40= 6x10 = 16 5960 610 3x6= 1.5x4 II 5xl2 = 1`r.<:s Inc. Mon Dec 08 17:56-41 2014 Dead Load Dee. =1/4 in 6413 2x4 II 1E-14 1S-0 3-z-0 4-&0 1154F 15211E-0 61b-2--0 0 0- I I z I 2zs0 22 1at211a 3Ss1x1A M 0.-1�.9 0.3 362A 0310 Plate Offsets (X Y)-r3:0-5-8 0-2-121 r4:0-5-4 0-2-81 17:0-6-00-2-121 (10:0-4-0 0-2-81 112:0-2-8 0-2-121 rl7:0-6-0 0-3-07 T20:0-5-12 O-0-OI T23:Edpe 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.31 22-23 -880 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.5722-23 >470 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 HOR('TL) 0.19 17 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 380 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 2-03=1124/3212, 2543=1124/3212, 83: 2x4 SP M 30, B2: 2x4 SP M 31 2544=-1209/3374, 2444=120913374, 134: 2x4 SP No.3 23-24=567/1790, 345=1743/5495, WEBS 2x4 SP No.3'Except' 2345=1743/5495, 2346=2248/6808, W10: 2x8 SP No.2 2246=-2248/6808, 2237=2293/7014, OTHERS 2x4 SP No.3 4748=-229317014, 4849=2293/7014, BRACING- 2149=2293/7014, 21-50=1459/4110, TOP CHORD 50-51=1460/4121, 51-52=1460/4121, Structural wood sheathing directly applied or 4-9-2 oc 20-52=-146214133, 19-20=0/370, pudins, except end verticals. 6-20=1241/658, 19-53=-62/358, BOT CHORD 53-54=62/358, 54-55=62/358, Rigid ceiling directly applied or 10-0-0 oc bracing, Except 18-55=-62/358, 18-56=11731414, 6-0-0 oc bracing: 17-18,15-17,14-15. 56-57=11731414, 57-58=11731414, 17-58=11731414, 17-59=2579/897, REACTIONS. (lb/size) 16-59=25791897, 16-60=2579/897, 12 = 357/0-8-0 (min. 0-1-8) 60-61=2579/897, 15-61=2579/897, 2 = 139510-8-0 (min. OA-8) 15-62=2579/897, 14-62=2579/897 17 = 448110-3-8 (min. 0-3-8) WEBS Max Horz 4-22=-49612249, 4-21=980/175, 2 = 169(LC 35) 5-21=429/323, 6-21=-784/2592, Max Uplift 18-20=1454/484, 7-20=-1900/5225, 12 =-128(LC 5) 7-18=011015, 7-17=6126/2199, 2 =-774(LC 4) 9-17=-620/470, 10-17=4530/1637, 17 =-2202(LC 4) 10-15=0/747,10-14=922/2558, Max Gmv 11-14=598/469, 12-14=-055/141, 12 = 536(LC 34) 3-25=673/290, 3-24=-2313/813 2 = 1966(LC 11) 17 = 5926(LC 19) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3529/1118, 3-4=7154/2314, 4-30=6352/2188, 30-31=6352/2188, 5-31=6352/2188, 5-32=6352/2188, 32-33=-6352/2188, 6-33=6352/2188, 6-34=3837/1382, 34-35=3837/1382, 7-35=3837/1382, 7-36=-235216455, 8-36=2352/6455, 8-37=-2352/6455, 9-37=2352/6455, 9-38=2352/6455, 38-39=2352/6455, 10-39=-2352/6455, 10-40=103/340, 11-40=103/340, 1141=103/340, 4142=1031340, 1242=103/340, 12-13=0/534 BOTCHORD 243=112413212, 25.43=112413212, NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-8-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-3-0 oc clinched, Except member 21-4 2x4 - 1 row at 0-9-0 oc clinched, member 5-21 2x4 - 1 row at 0-9-0 oc clinched, member 21-0 2x4 - 1 row at 0-9-0 oc clinched, member 18-20 2x4 -1 row at 0-9-0 oc clinched, member 20-7 2x4 - 1 row at 0-9-0 oc clinched, member 7-18 2x4 - 1 row at 0-9-0 oc clinched, member 17-7 2x4 -1 row at 0-9-0 oc clinched, member 17-10 2x4 - 1 row at 0-9-0 oc clinched, member 10-15 2x4 - 1 row at 0-9-0 oc clinched, member 14-10 2x4 - 1 row at 0-9-0 oc clinched, member 11-14 2x4 -1 row at 0-9-0 oc clinched, member 14-12 2x4 - 1 row at 0-g-0 oc clinched, member 3-25 2x4 - 1 row at 0-9-0 oc clinched, member 3-24 2x4 - 1 row at 0-9-0 oc clinched, 2x8 - 2 rows staggered at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsh h=25ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 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 lead nonconcument 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 12, 774 lb uplift at joint 2 and 2202 lb uplift at joint 17. 10) This truss has been designed fora moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. Continued on page 2 Julius Lee, P-E. 3134869- 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type PIY Std. Pac./6811 EI A60137, C21 HALF HIP GIRDER , , 77� A0451575 2 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL M946 Run: 7.600s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56:41 2014 Page ID:cS2yUAsdmV4V5ZDIWWpPzmH46-A?QDhE7500416Ysj28fs90Jc1 fKxa01 WowgWVkYAZBP NOTES- 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this miss. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 36 lb down and 45 lb up at 6-2-0, 91 lb down and 82 lb up at 7-0-12, 91 lb down and 82 lb up at 9-0-12, 91 lb dawn and 62 lb up at 11-0-12, 91 lb down and 82 lb up at 13-0-12, 119 lb down and 122 lb up at 15-0-12, 119 lb down and 122 lb up at 17-0-12, 119 lb down and 122 lb up at 19-0-12 , 119 lb down and 122 lb up at 21-0-12, 119 lb down and 122 lb up at 23-0-12, 119 lb dawn and 122 lb up at 25-0-12 , 119 lb down and 122 lb up at 27-0-12, 119 Ib down and 122 Ito up at 29-0-12, 119 lb tlown and 122 lb up at 31-0-12 , and 119 lb down and 122 Ito up at 33-0-12, and 119 lb down and 122 lb up at 34-8-12 on top chord, and 1100 lb down and 241 lb up at 6-2-0, 252 lb down and 46 lb up at 7-0-12, 252 lb down and 46 lb up at 9-0-12, 252 lb down and 46 Ib up at 11-0-12, 252 lb down and 46 lb up at 13-0-12, 242 lb down at 15.0-12, 242 lb down at 17-0-12, 242 lb down at 19-0-12, 242 lb down at 21-0-12. 242 lb down at 23-0-12, 242 lb down at 25-0-12, 242 lb down at 27-0-12, 242 lb down at 29-0-12, 242 lb down at 31-0-12, and 242 lb down at 33-0-12, and 242 lb down at 34-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-12=70, 24-27=20, 20-23=20, _13-19=20__—__ Concentrated Loads (lb) Vert: 4=45(F) 22=387(F) 15=55(F) 10=-119(F) 11=119(F) 14=55(1`) 30=85(1`) 31=85(F) 32=-85(F) 33=85(F) 34=119(F) 35=119(F) 36=119(F) 37=119(F) 38=119(F) 39=119(F) 40=119(F) 41=119(F) 42=119(F) 47=89(F) 49=89(F) 50=89(l 52=89(1`) _ 53=55(F) 55=55(F) 56=55(F) 58=55(1`) 59=55(1`) 61=55(1`) 62=55(F) 63=55(F) 64=55(1`) 1 u11 us Lee, P.E. #34869— 1109 Coastal Bay— Boynton Beach, FL 33435 Job Truss Truss Type pry PIY SM. Pac./6811 El 60137 C22 Roof Special • . 1 1 AO451576 Job Reference (optional) Ai ROO 7.3 �oea, run riERt, , rL ecune Run: /.tiuu s Oct 3 2014 Print 7.600 s Oct 3 2014 MTek Industries, Inc. Mon Dec 08 17:56:42 2014 Pag( ID:cS2yUAsdMV4V5ADI WJYpPzmH46-eC_bua7jniCCFiQvbrASicsoh3lmJUdf0aZ22AyAzBJ 1-4-0 }1t-4 9-0-12 1}8-8 17-8-12 22-3-8 1-4-0 _11-4 5-5.8 4k12 1 43-0 F 4-6-12 4x6 = Dead Load DO. = 318 in 4 II 4x4 = exa 5x12 = 5x6 — 5-5-0 13-5-8 22-3-8 5-5-0 I 8-0-8 1 B-10-0 1�1 Plate Offsets MY)—I5:0-1-12.0-241. I8:0-3-0.0-3-01 19:0-3-12 0-}01 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.30 9-10 >892 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(rL) -0.67 9-10 >396 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.91 Horz(TL) 0.07 a n/a n/a BCDL 10.0 Code FBC201011?12007 (Matrix-M) Weight: 1081b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-11-3 cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 994/0-3-8 (min. 0-1-8) 2 = 109310-8-0 (min. 0-1-8) Max Horz 2 = 173(LC 6) Max Uplift 8 = -435(LC 7) 2 = -500(LC 6) Max Grav 8 = 994(LC 1) 2 = 1093(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2347/2015, 3-4=2129/1802, 4-5=3132/2639, 5-6=2614/2132 BOTCHORD 2-15=2009/2175, 10-15=2009/2175, 10-16=-1416/1610,9-16=1416/1610, 9-1 7=1 574/1795, 8-17=-1574/1795 WEBS 3-10=316/472, 4-10=318/581, 4-9=-1265/1649, 5-9=1262/1173, 6-9=-63V927, 6-8=1906/1700 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 435 lb uplift at joint 8 and 500 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard J ul ias Lee, P.E. #34369-1109 Coo staI Bay —Boynton Beach, FL 33435 Job Truss Truss Type City Ply Std. Pac./6811 El A 60137 C23 Roof Special „ 2 1 I AO451577 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 C d Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek 4x6 = Inc. Mon Dec 0817:56:422014 Pagr Dead Load Der. = 7116 in 4x4 = 3x4 = 6.8 = 3x6 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Ina YES BCDL 10.0 Code FBC2010/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 •Except• T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 —OTHERS___ 2x4.SP_No.3—--- BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-2-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 100510-3-8 (min. 0-1-8) 2 = 1095/0-8-0 (min. 0-1-8) Max Hom 2 = 93(LC 6) Max Uplift 7 = -434(LC 7) 2 = -511(LC 6) Max Gray 7 = 1005(LC 1) 2 = 1095(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=2356/2079, 3-0=-2139/1667, 4-5=-3152/2828, 5-6=2914/2490, 6-7=-3372/3027 BOTCHORD 2-17=188512184, 9-17=188512184, 9-18=-129611613, 8-18=1296/1613, 8-19=2893/3266, 7-19=-2893/3266, 7-20=1391/1675 WEBS 3-9=315/469, 4-9=-314/589, 4-8=1406/1652, 5-8=-096f769, 6-8=-480/611 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) Well Ud TC 0.96 Vert(LL) 0.32 8-9 >846 360 BC 0.72 Vert(rL) -0.74 8-9 >360 240 WB 0.84 Horz(rL) 0.07 7 We .me 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed -;GC for members and forces& MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 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 3-0- I tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 434 lb uplift at joint 7 and 511 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end Wily model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 98 lb FT=O% la Julius Lee, P.E- #34869— 1109 Coastal Bay— Boynton Beach, FL 33435 Job Truss Truss Type Oty PlyStd. Pac./6811 El A 60137 C24 Roof Special •• 6 1 A0451578 Job Reference (optional) A nwt TRUSSES, FORT PiERUC, FL.wsao nun:/.tiuu s Od 32014 Pnnb 7.600 s Oct 32014 MiTek Industnes, Inc Man Dec 0817:56:432014 Parr ID:cS2yUAsdrWV4V5ztDIVJVJPPzmH46-6OYz6w8LY?KTsr769ZhKFpPzBS4r'2yrpFEJracyAzB -7-4-0 3-77-4 9-4-12 73-8-0 17-6-9 22-&0 24-0.0 1-4-0 3-11-4 5-541 43O 310.9 "-7 1-4-0 4x6 = 4.00 F12 Dead Load Den. = 7116 in 14 It 4x4= JZV- 6x8= 3x6= 5-5-0 I 13-8-0 I 22-8-0 5-e-0 A-30 n n I. Plate Offsets MY)-19:0-2-4.Edgel LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdee Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.32 9-10 >838 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.75 9-10 >362 240 BCLL 0.0 ' Rep Stress Incr YES INS 0.85 Horz(TL) 0.08. 7 n/a n/a BCDL '10.0 Code FBC2010/rPI2007 (Manx-M) Weight* 103 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 4-2-12 oc bracing. MiTek recommends that Stabilizers and real ire tl cross bracing be installed during truss erection, in accordance with Stabilizer Installation uitle. REACTIONS. (Ib/size) 2 = 1095/0-M (min. 0-1-8) 7 = 113210-8-0 (min. 0-1-8) Max Ho¢ - 2 = -83(LC 9) Max Uplift 2 = -512(LC 6) 7 = -559(LC 7) Max Grav 2 = 1095(LC 1) 7 = 1132(LC 1) 2) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & M WFRS forreacfions shown; Lumber DOL=1.25 plate grip DOL=1.25 ' 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 chard live load nonconcument with any other live loads. 5) *This truss has been designed for a live load of . 20.apsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512lb uplift at joint 2 and 559 1b uplift at joint 7. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. FORCES. (Ib) - LOAD CASE(S) Max. Comp./Max. Ten. - All forces 250 Qla) or less except Standard when shown. TOP CHORD 2-3=2356/2078, 34=-2139/1866, 4-5=-3152/2823, 5-6=291412485, 6-7=3375/3031 BOTCHORD 2-19=1833/2184, 10-19=1833/2184, 10-20=-1256/1613, 9-20=1256/1613, 9-21=-2867/3269, 7-21=-2867/3269, 7-22=1812/2243 WEBS 3-10=315/469, 4-10=315/590, 4-9=-1410/1652, 5-9=696f768, 6-9=-481/622 NOTES- 1) Unbalanced roof live loads have been considered for this design. Ju It us Lee, P-E- #34869— 1109 Coastal Bay— Boynton Beach, FL 33435 4.0012 58= M= 6 1.5x4 11 2 N 'T 1 0 • 2025 3x4= 4x8= 1.5x4 II 10x10= Job Truss Truss Type City Ply Std. Pac./6811 El 60137 C25 ROOF SPECIAL 1 1 A0451579 ' ,, Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600s Oct 32014 Print: 7.600 s Oct 32014 MTek Industries, Inc. Man Dec 08 17:56:43 2014 Pag1 ID:c52yUAsdmV4V5ztDIWWpPzmH46-6OYz6w8LY?KTsR692hKFpP1 LS162xOpFEJmcyAzE 1-012-0 6LH 10-1-8 I 144)8 18-1-0 250 1 1I -7I I4-01A4 -0-0N 4-0-8 4 5x10 MT20H5r 5x6-- 4x4= s 7 8 4.8 = /x1UM12UH5= 3x4 II Dead Load Deft. =11116 in 1.5x4 II 10 1112-0 4L8 >10-8 10.18 14-0-8 18-1-0 22-5-0 1- 1mS2 14-8 2�-0 330 311-0 Plate Offsets (X,Y)—[3:0-2E,0-1-15], [4:0-5-4,0-2-8], [5:0-3-0,0-34], [7:0-3-0,0-34], [8:0-1-8,0-2-0], [9:04-0,0-1-12), [11:0.3-0,0-3-0], 114:0-7-0,0-5-0], [15:0-3-0,0-2-01, [118:Edge 0-2-81 LOADING(pso SPACING- 1-10-0 CSI. DEFL. in Qoc) Udell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.61 14-15 >436 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL)-1.0714-15 >250 240 MT20HS 187/143 BCLL 0.0 • Rep Stress Ina YES WB 0.94 Horz(TL) 0.33 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 118 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP N0.2'Except' 132,134: 2x4 SP M 30 WEBS. _ _ � 2x4_SP No.3 *Except'_ W6,W6,W7:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-9 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 11 = 916/Mechamcal 2 = 100710-8-0 (min. 0-1-8) Max Horz 2 = 132(LC 6) Max Uplift 11 = -003(LC 7) 2 = 445(LC 6) Max Grav 11 = 916(LC 1) 2, = 1007(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1592/1289, 34=-3393/2850, 4-5=390413277, 5-6=-4292/3625, 6-7=5050/4192, 7-8=-4755/3931, 8-9=4516/3724 BOTCHORD 2-25=1283/1443, 20-25=128311443, 20-26=1 374/1535,19-26=137411535, 18-19=7021799, 3-27=2263/2654, 18-27=2263/2654, 18-28=2756/3216, 17-28=2756/3216, 17-29=2811/3286, 16.29=2811/3286, 16-30=2530/3020, 15-30=2530/3020, 15-31=430815225, 14-31=430715226, 13-32=628f767, 12-32=6287767,12-33=-1485/1820, 11-33=1485/1820 WEBS 4-17=399/577, 4-16=-535/692, 5-16=1346/1186, 6-16=-1222/1435, 6-15=1996/2466, 7-15=1687/1468, WEBS 4-17=399/577, 4-16=535/692, 5-16=1346/1186,_6_16=-1222/1435, 6-15=1996/2466, 7-15=-1687/1468, 8-15=654/392, 12-14=84511057, 9-14=2321/2778, 9-11=-194111585. 3-20=3181327, 3-19=113311028 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=5.Opsf; h=2511; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Pmvide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about itscenter. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 403 lb uplift at joint 11 and 4451b uplift at joint 2. 10) This truss has been designed fora moving concentrated load of 200.0110 live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869— 1109 Coastal Bay —Boynton Beach, FL 33435 Job truss Truss Type Dry Ply Std.Pac./6811EIA 60137 C26 Roof Special Girder - .. 1 1 A0451580 Job Reference o (optional) Al ROOF TRUSSES, FORT PILRUL, FL 34946 Run: 7.600 s Oct 3 2014 Pont: 7 600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56:44 2014 Pagr ID:c62yUAsdmV4V5ztDIWVVpPzmH46-aa6MJG9zJJTKU?aljGCZnlxAOsO8nOTyUu2963yAzBl 4- 1-0-0 2-6-8 10.8 e-GO 72-1-8 17-1-8 22-5-0 1NI-2-641 1 2-0-0 I Me 1 3-7-8 1 5-0-0 1 5-3-8 4x4 = I 4.00 12 5x6 1.5-4 11 2 �1 d 4x4 � 3x6 11 3x4 = 7x8 = 7x10 Mr20H8= 4x4 = 2x4 II 1 2-6-8 I 4-10.8 880 12-7-8 1 17-1-8 1 22-5-0 2-G8 2- 0.7-8 &7-8 SO-0 5-3-8 Dead Load Defl. = 9116 in 32 9 5x10 MT20HS= Iy Plate Offsets (X,Y)—f3:0-1-0.0-2-01, f6:0-2-0,0-2-01, f8:Edge.0-1-81, f13:0-0-0.0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.5010-11 >531 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -1.0610-11 >252 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 0.82 Hoa(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC201 O/f P12007 (Matrix-M) Weight: 125 lb FT=O% LUMBER - TOP CHORD 2x4 SP Ne.2 `Except' T4: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2AE WEBS 2x4 SP No.3 *Except* W7,W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-3-7 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-0-4 oc bracing. WEBS 1 Row at midpt 6-13, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9 = 974/Mechanical 2 = 104310-&0 (min. 0-1-8) Max Horz 2 = 113(LC 4) Max Uplift 9 = -440(LC 5) 2 = -493(LC 4) Max Gray 9 = 1498(LC 29) 2 = 1300(LC 22) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2874/802, 3-4=-3657/1199, 4-5=3057/1069, 5-6=3057/1060, 6-20=-6361/2090, 20-21�6361/2090, 7-21=8361/2090, 7-22=-524/159, 22-23=-524/159, 8-23=524/159 BOTCHORD 2-24=864/2828, 2-25=780/2704, 15-25=-780/2704,15-26=784/2762, 14-26=-784/2762, 14-27=1251/3961, 13-27=-1251/3961,12-13=2124/6372, 11-12=-2124/6372,11-28=1709/5677, 28-29=-1709/5677,10-29=-1709/5677, 10-30=1709/5677, 30-31=1709/5677, 31-32=-1709/5677, 9-32=1709/5677 WEBS 3-15=26/445, 3-14=473/1303, WEBS 3-15=26/445, 3-14=47311303. 4-14=802/358, 4-13=1300/396, 5-13=-49111767, 6-13=3720/1199, 6-11=396/228, 7-11=397/1068, 7-10=0l745, 7-9=5281/1577 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked fora plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 fist 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of Was to bearing plate capable of withstanding 4401b uplift at joint 9 and 493 lb uplift at joint 2. 10)This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 11) "Semi -rigid pitchbreaks with fixed 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) 57 lb down and 41 lb up at 288. 34 lb down and 25 lb up at 14-9-12, 34 Ito down and 25 lb up at 16-5-12, and 34 lb down and 25 lb up at 18-5-12, and 34 lb down and 25 lb up at 20-5-12 on top chord, and 2901b down and 49 lb up at 2-6-8, 202 lb down at 14-9-12, 202 Ito down at 16-5-12, and 202 lb down at 18-5-12, and 202 lb down at 20512 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-4=70, 4-5=70, 5-6=70, 641=-70, 9-17=-20 Concentrated Loads (lb) Vert 3=41(F) 15=25(F) 20=6(F) 21=6(F) 22=6(F) 23=6(F) 28=3(1`) 20=3(1`) 30=3(F) 32=-3(F) Julius Lee, P.E. 434869-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Dry Ply Std. Pac./6811 El A 60137 C27 Hip ,. ,r 1 1 A0451581 _ Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 4.00 12 3x4 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 125 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ` Rep Stress Ina YES BCDL 10.0 Code FBC2010rrPI2007 LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- -TOP CHORD-- --- — ---- --- Structural wood sheathing directly applied or 5-4-6 oc purins. BOTCHORD Rigid ceiling directly applied or 6-2-10 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 55510-&0 (min. 0-1-8) 4 = 55510-8-0 (min. 0-1-8) Max Horz 1 = 37(LC 8) Max Uplift 1 = -242(LC 6) 4 = -242(LC 7) Max Grav 1 = 555(LC 1) 4 = 555(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=1035/997, 2-3=936/1014, 3-4=1036/997 BOTCHORD 1-13=838/929, 6-13=838/929, 6-14=836/935, 5-14=-836/935, 5-15=837/930, 4-15=-837/930 WEBS 2-6=0/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 4.8 = Run: 7.600 a Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industnes. Inc. Mon Dee 08 17:56:45 2014 4x4 — CSI. DEFL in (loc) Well Ud TC 0.59 Vert(LL) -0.05 6-9 >999 360 BC 0.61 Vert(TL) -0.10 6-9 >999 240 WB 0.10 HOrz(TL) 0.02 4 n/a n/a (Matrix-M) 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 beadng plate capable of withstanding 242 Ito uplift at joint i and 242 lb uplift at joint 4. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 3x4 — PLATES GRIP W20 244/190 Weight: 46 lb FT=O% J ul i us Lee, P.E. #34869— 1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Dry Ply Std. Pac./6811 El 66137 1 , • 1 1 1 A0451582 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 3x6 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 Mi fek Industries. Inc. Mon Dec 08 17:56:45 2014 3-0-0 Dead Load Deft =1116 in 3x6 — Plate Offsets MY)— 0-2-01 f4:0-5-4 0-2-01 17:0d-0 0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Verl(LL) -0.22 6-7 >673 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(FL) -0.29 6-7 >507 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.54 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Maldx-M) Weight: 50 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-5-7 oc pudins. BOTCHORD Rigid ceiling directly applied or 9-11-7 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uitle. REACTIONS. (fib/size) 1 = 58610-8-0 (min. 0-1-11) 5 = 58610-8-0 (min. 0-1-11) Max Horz 1 = 23(LC 37) Max Uplift 1 = -286(LC 6) 5 = -286(LC 7) Max Gray 1 = 1446(LC 15) 5 = 1446(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=3381/597, 2-15=44371764, 3-15=-44371764, 3-16=4437/764, 4-16=44371764, 45=3382/598 BOTCHORD 1-17=546/3162, 8-17=546/3162, 8-18=-541/3236, 18-19=54113236, 7-19=541/3236, 7-20=518/3236, 20-21=518/3236, 8-21=518/3236, 6-22=523/3162, 5-22=523/3162 WEBS 2-8=0/617, 2-7=-269/1419, 3-7=271/218, 4-7=-270/1419,4-0=0/617 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus a degree rota0on about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 1 and 286 lb uplift at joint 5. 8) This truss has been designed for a moving concentrated load of 200.OI1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 951b dawn and 56 lb up at 3-0-0, 29 lb down and 37 lb up at 5-0-12, 29 lb down and 37 lb up at 6-2-0, and 29 lb down and 37 lb up at 7-3-0, and 95 lb down and 56 Ib up at 9-4.0 on top chord, and 488 lb down and 23 lb up at 3-0-0, 207 lb down and 1 lb up at 5-0-12, 207 lb down and 1 Ib up at 6-2-0, and 207 lb down and 1 Ib up at 7-34, and 488 It, down and 23 lb up at 9-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASES) 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 Invease=1.25 Uniform Loads (plo Vert: 1-2=70, 24=70, 4-5=-70, 9-12=20 Concentrated Loads Qb) Vet 2=2(F) 4=2(F) 8>1(F) 7=11(F) 3=-10(F) 6=-1(F) 15=10(1`) 16=10(1`) 19=11(F) 20=-11(F) Julius Lee, P-E. u34869— 1109 Coastal Bay— Boynton Beach, FL 3B435 Job Truss Truss Type Oty El A 60137 CA Corner Jack 10 A=ual) A0451583 At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56:46 2014 Pagr ID:cS2yUAsdmV4V5z1DIW✓ypPzmH46-XzE6kyADIwi2lJkhghElsS1e_gFfFVJpFxCXGBxyAZBF -1-4-0 0-11-11 0-11-11 2x4 11 Plate Offsets (X YI-12:0-1-15 0-0-01 LOADING(psf) SPACING- 2-0-0 CSI- DEFL in (loc) Wall IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Veri(LL) -0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Ved(TL) -0.00 8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2. BIB n/a BCDL 10.0 Code FBC201 OrTP12007 (Matrix-M) Weight: 7lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 6) Provide mechanical connection (by others) of truss to OTHERS 2x4 SP No.3 bearing plate capable of withstanding 1981b uplift at joint BRACING- 2, 18 lb uplift at joint and 5lb uplift at joint 3. TOP CHORD__- 7) This truss has been designed for a moving __ _ -Structural wood sheathing directly applied or 0-11-11 oc -- concentrated load of 200.01b live located at all mid panels- - - - puriins. and at all panel points along the Bottom Chord, BOT CHORD nonconcu -ent with any other live loads. Rigid ceiling directly applied or 10-" oc bracing. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this MiTek recommends that Stabilizers and required truss. cross bracing be installed during Wss erection, in accordance with Stabilizer Installation uide. LOAD CASE(S) REACTIONS. fib/size) Standard 2 = 201/0-8-0 (min. 0-1-8) 4 = -18/Mechanical 3 = -3/Mechanical Max Horz 2 = 61(LC 6) Max Uplift 2 = -198(LC 6) 4 = -18(LC 1) 3 = -5(LC 9) Max Gmv 2 = 292(LC 13) 4 = 197(LC 17) 3 = 29(LC 16) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wnd: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurfent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. J ulius Lee, P.E. N34369-1109 Coastal Bay -Boynton Beach, FL 33485 Job Truss Truss Type ety ply Std. Pac./6811 El 60137 CJ3 Corner Jack '• •� 4 1 A0451584 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip OOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 79/Mechanical 2 = 246/0-8-0 (min. 0-1-8) 4 = 30/Mechanical Max Horz 2 = 101(LC 6) Max Uplift 3 = -66(LC 8) 2 = -181(LC 6) Max Grav 3 = 79(LC 1) 2 = 322(LC 13) 4 = 227(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=283/105 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconwrient with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries. Inc. Mon Dec 08 17:56:46 2014 2x4 = 2-tt-11 2-11-11 CSI. DEFL. in (too) Loaf Ud TC 0.28 Vert(LL) -0.02 4-8 >999 360 BC 0.30 Vert(TL) -0.02 4-8 >999 240 WB 0.00 H0rz(TL) 0.00 2 n/a n/a (Matdx-M) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 3 and 181 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurtent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard f PLATES GRIP MT20 244/190 Weight: 13 lb FT=O% Julius Lee, P.E. #34869-1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Oty PN Std. Pac./6811 El A 60137 CJS Corner Jack „ 2 1 AG451585 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 3.4 = Run: 7.600 s Oct 3 2014 Print 7.600 s Oct 3 2014 MTek Indushies, Inc. Mon Dec 08 17:56:46 2014 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ter0.70 Vert(LL) -0.08 4-8 >750 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.13 4-8 >441 240 BCLL 0.0 ` Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 19 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 6) Provide mechanical connection (by others) of truss to OTHERS 2x4 SP No.3 bearing plate capable of withstanding 118 lb uplift at joint BRACING. 3 and 206 Ib uplift at joint 2. TOP CHORD 7) This truss has been designed fora moving wood sheathing directly_ applied.or 4=11d 1 oc. concentrated load of 200.0Ib live located at all mid panels _—Structural pudic. —and-at allpanelpoints along the Bottom Chord,--- — — -- BOT CHORD nonconcument with any other live loads. Rigid ceiling directly applied or 10-0-0 oc bracing. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this MiTek recommends that Stabilizers antl required truss.cross bracing be installed during truss erection, m accordance with Stabilizer Installation uitle. LOAD CASE(S) REACTIONS. (Ib/size) Standard 3 = 147/Mechaniral 2 = 327/0-8-0 (min. 0-1-8) 4 = 61/MEchanical Max Horz 2 = 142(LC 6) Max Uplift 3 = -118(LC 8) 2 = -206(LC 6) Max Grav 3 = 147(LC 1) 2 = 368(LC 13) 4 = 250(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-001/126 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. J uli us Lee, P.E. #34869-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Oty PIY Std. Pac./6811 El A 60137 CJ5C Corner Jack `• 2 1 A0451586 Jab Reference (optional Al ROOF I RUbSES, FOKr PIERuI,, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries. Inc. Mon Dec 08 17:56:47 2014 2x4 = 3-2-0 4-11-t7 3-2-0 7-9-11 Plate Offsets (X.Y)—f6:0-2-0.0-0-41 R:0-2-0.0-0-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.04 6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(rL) -0.05 6 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010TPI2007 (Matrix-M) Weight: 21 to FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` B2: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-11 oc puffins. BOTCHORD Rigid ceiling directly applied or 9-11-3 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation aide. REACTIONS. (fib/size) 4 = 112/1VIechanical 2 = 327/0-8-0 (min. 0-1-8) 5 = 96/Mechamcal Max Horz 2 = 142(LC 6) Max Uplift 4 = -77(LC 8) 2 = -206(LC 6) 5 = 40(LC 8) Max Grav 4 = 112(LC 1) 2 = 368(LC 13) 5 = 261(LC 21) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=333/219 BOTCRORD 2-12=341/296, 7-12=341/296 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0A8; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.25 plate grip DOL=1.25 2) Plate(s) at joint(s) 1, 2, 7 and 3 checked for a plus or minus 0 degree rotation about its center. 3) Plate(s) at joint(s) 6 checked for a plus or minus 4 degree rotation about its center. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 77 lb uplift at joint 4 , 2061b uplift at joint 2 and 40 lb uplift at joint 5. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard J ulius Lee, P.E. #34669-1109 Coastal Bay — Boynton Beach, FL 83435 Job Truss Truss Type Oty PIY Std. Pac./6611 EI A AO451587 60137 DO1 Common ,. 2 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Od 3 2014 Pnnt: 7.600 a Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56.47 2014 Page ID:cS2yUAsdrwV4V5ztDl WWpPzmH46-?9oUxlBmENLTJtOPmGPi21l4OC_lkOASHpjOyAzBE -1-4-0 4-3-14 9-56 I 14-6-14 I 18-1012 I20-2-12 1-4-0 4314 5-1-8 5-1-8 4-3-14 1-4-0 3x8 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2010frP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- _—TOP_CHORD-- Structural woad sheathing directly applied or 5-1-13 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Ouitle. REACTIONS. (fib/size) 2 = 944/0-8-0 (min. 0-1-8) 6 = 94410-8-0 (min. 0-1-8) Max Horz 2 = -82(LC 9) Max Uplift 2 = -866(LC 6) 6 = -720(LC 6) Max Gray 2 = 944(LC 1) 6 = 944(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=187713764, 34=1556/3419. 4-5=1556/3418, 5-0=1877/3764 BOTCHORD 2-19=3424/1732, 10-19=-3424/1732,' 9-10=2323/1204, 8-9=2323/1204, 8-20=-3450/1732, 6-20=-3450/1732 WEBS 4-8=-10651468, 5-8=-389/548, 4-1 0=-1 065/468. 3-10=389/549 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; canttlever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. Crime 3x4= 3x8 Mr20HS= 3x4= CSI. DEFL. in (loc) I/de8 L/d TC 0.73 Vert(LL) 0.25 B-18 >922 360 BC 0.94 Vert(TL) -0.23 8-10 >965 240 WB 0.41 Horz(TL) -0.07 6 n/a n/a (Matrix-M) 4) Plate(s) at joints) 1, 7, 2, 9, 8, 5, 10, 3 and 6 checked for a plus or minus 0 degree rotation about its center. 5)Plate(s) at joint(s) 4 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom -chord live load nonconcurrent withanyother live loads.. — -- — — 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 868 lb uplift at joint 2 and 720 lb uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.OI11 live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ` 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load De0. =1/8 in 5x4 II I 3x8 = PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 87 lb FT=O% Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type oty Ply Std. Pac./6811 El ' 60137 D02 Common 4 1 A0451588 Job Reference (optional) Al ROOF I RUbbLs, FORT PIER06, FL 34846 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Mon Dec 0817:56:48 2014 Pagr ID:rS2yUAsdnvV4V5z DIW✓YpPzmH46-TLLs9dCUNYzmzdu3y6HVyt6uYTIfIKEYPN/OMGgyAZBE 4-8-0 9-4-10 14-1-4 18-9-4 4-8-0 4-8-10 4-a-10 4-8-0 3x8 MT20HS= 4.6 = 7a10 MT20HS= Dead Load Dell. =118 in 3x8 MT20HS= I� Plate Offsets (X.Y)—[1:0-0-0.0-0-8] t5:0-0-0 0-0-81 LOADING(last) SPACING- 2-0-0 CSI. DEFL. in (Joe) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.43 6-9 >520 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(FL) -0.46 6-9 >490 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.39 Horz(TL) -0.05 5 n/a n/a BCDL 10.0 Code FBC2010/1P12007 (Matrix-M) Weight: 80 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 DOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left. 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-3-9 oc puriins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during buss erecfion, m accordance with Stabilizer Installation Guide. REACTIONS. Ob/size) 1 = 845/0-8-0 (min. 0-1-8) 5 = 845104e-0 (min. 0-1-8) Max Horz 1 = 71(LC 8) Max Uplift 1 = -751(LC 6) 5 = -687(LC 6) Max Grav 1 = 845(LC 1) 5 = 845(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except whenshown. TOPCHORD 1-2=1838/3607, 2-3=1369/2989, 34=-1369/2989,4-5=-1838/3607 BOTCHORD 1-13=3352/1695, 6-13=-3352/1695, 6-14=3352/1695, 5-14=3352/1695 WEBS 3-6=1467/537, 4-6=510/797, 2-6=510(/97 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MlAFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This buss 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 751 lb uplift at joint 1 and 687 Ito uplift at joint 5. 8) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this buss. LOAD CASE(S) Standard Julius Lee, P.E. #34869 — 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss TmssType - Qry Ply Std. Pac./6811 El 60137 - D03 Common , , , , 3 1 A0451589 I Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Man Dec 08 17:56:48 2014 Pagr ID:cS2yUAsdnvV4V5ztDIV JPPZMH46-TLLs9dCUNYzrnzdu3y6HVyt6rq-rMNDYPWOMGgyAZBE 3x4= LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2010rTP12007 LUMBER - TOP CHORD 2x4 SP No.2 - BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 ___BRACING-- TOPCHORD Structural wood sheathing directly applied a4-9-15 oc pudins. BOTCHORD Rigid ceiling directly applied or 5-8-10 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation qaide. REACTIONS. (lb/size) 4 = 56510-8-0 (min. 0-1-8) 2 = 668/1-4-0 (min. 0-1-8) Max Horz 2 = 74(LC 6) Max Uplift 4 = -236(LC 7) 2 = -353(LC 6) Max Gray 4 = 565(LC 1) 2 = 668(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1110/948, 34=1143/989 BOTCHORD 2-14=765/985, 6-14=-765/985, 6-15=7491792, 5-15=-7497792, 5-16=804/1016, 4-16=804/1016 WEBS 3-5=72/520, 3-6=-19/504 4x5 = CSI. DEFL in (loc) I/defl Ud TC 0.84 Vert(LL) -0.17 5-6 >880 360 BC 0.86 Vert(TL) -0.30 5-6 >504 240 WB 0.20 Hoa(TL) 0.02 4 n/a n/a (MaMx-M) 4) This muss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a --rectangle 3-6-0 tall by2-0-0 wide will fit between the- - bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 lb uplift at joint 4 and 353 It, uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconwitent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-sewnd gust) Vasd=132mph; HVHZ; TCDL=5.0psY BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. LOAD CASE(S) Standard Dead Load Den. =1/6 in 4x4 = PLATES GRIP MT20 2441190 Weight: 56 lb FT=O% Julius Lee, P.E. #34869-1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type oty Ply Std. Pac./6811 EIA 60137 D04 Common �• 6 1 A0451590 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946 1.5. 3x4 = Run: 7.600 s Oct 3 2014 Print: 7.600 a Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56.48 2014 4,6 = I 9-6-5 12-"7-771 64-10 313711 3x4 = Dead Load Deft = IM in Plate Offsets (X.Y)-12:0-2-6.0-1-41. 14:0-2-6.0-1-41 ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.17 6-7 >880 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.30 6-7 >501 240 BCLL 0.0 Rep Stress Ina YES WB 0.19 HOrz(FL) 0.02 4 n/a n/a BCDL 10.0 Code FBC201 OfrP12OO7 (Matrix-M) Weight: 59 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-13 oc purins. BOTCHORD Rigid ceiling directly applied or 6-4-0 oc bracing. MiTek recommends that Stabilizers and rag inad cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (fib/size) 2 = 66311-4-0 (min. 0-1-8) 4 = 66310-8-0 (min. 0-1-8) Max Horz 2 = -59(LC 7) Max Uplift 2 = -351(LC 6) 4 = -351(LC 7) Max Grav 2 = 663(LC 1) 4 = 1 1) FORCES. (Ib). Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1100/927, 3-4=11001926 BOTCHORD 2-16=674/975, 7-16=674/975, 7-17=6741777, 6-17=-674f777, 6-18=702/975, 4-18=702/975 WEBS 3E=33/507, 3-7=33/507 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) VNnd: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf, h=25ft; Cat. II; Exp G End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2 and 351 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869— 1109 Coastal Bay— Boynton Beach, FL 33435 Job Truss Truss Type DN Plr Std. Pac.l6811 EI A 60137 D06 Common „ 1 1 AO451591 Job Reference o 8onal Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Mon Dec 08 17:56:49 2014 Pag, ID:cS2yUAsdnW4VSZtDl WWpPzmH4&xYvFMZD68r5cemTG WpokU4(Oil56SrXhdAmwoGyAZBC -1-4.0I 6-8-0 13A-0 I 74-8-0 1-4-0 6-8-0 6-&0 4.6 = 3x4 = 3x4= Dead Lead Dell. =1116 in ix4 If R Plate Offsets (X Y)-12:0-3-2 0-1-0j [4:0-3-2 0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Inc) Ildeg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Verl(LL) -0.14 6-14 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Verl(TL) -0.23 6-14 >707 240 BCLL- 0.0 ' Rep Stress Ina YES WB 0.13 HOrz(fL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010TP12007 (Matrix-M) Weight: 52 lb FT=0 LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 _BRACING- - TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 64-3 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation uitle. REACTIONS. (Ib/size) 2 = 693/0-8-0 (min. 0-1-8) 4' _ 693/0-8-0 (min. 0-1-8) Max Horz 2 = 61(LC 6) Max Uplift 2 = -363(LC 6) 4 = -363(LC 7) Max Gray 2 = 693(LC 1) 4 = 693(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except whenshown. TOP CHORD 2-3=1031/936, 3-4=1031/936 BOTCHORD 2-15=707/909, 6-15=-707/909, 6-16=-707/909, 4-16=-707/909 WEBS 348=2/339 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf, BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 noncencunent with any other live leads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 2 and 363 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcu rent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius lee, P.E. N34869-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type OtY Ply Std. Pac./6611 El 60137 DO7 Common 3 1 A0451592 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 4.4 = Run: 7.600 s Od 3 2014 Print: 7.fi00 s Oct 3 2074 MTek Industries, Inc Mon Dec 08 17:56.49 2014 4x6= 13 14 1.5x4 II 6-2-8 e-e-q 12-4-12 6-2-8 I 51412 Dead Load Den. = 1/8 in 3x8 II Plate Offsets (X Y)-11:0-0-8 0-1-21 14:0-6-0 Edgel LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.15 5-8 >991 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(rL) -0.27 5-8 >557 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.12 Hoa(fL) 0.03 4 n/a n/a BCDL 10.0 Code FBC201 O/rP12007 (Matrix-M) Weight: 44 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 5-11-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 558/Mechanical 4 = 558/Mechanical Max Harz 1 = 63(LC 8) Max Uplift 1 = -236(LC 6) 4 = -229(LC 7) Max Grav 1 = 558(LC 1) 4 = 558(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=912/869, 2-3=889/889, 3-4=379/55 BOTCHORD 1-13=-718/796, 5-13=-718f796, 5-14=7181796,4-14=-718/796 WEBS 2-5=7/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf, h=25ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcoment 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 Omer 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 236 lb uplift at joint 1 and 229 Ib uplift at joint 4. 8) This truss has been designed for a moving concentrated load of 200.OI1h live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Oty PIY Std. Pac./6811 El A 60137 E01 Common „ ,. 4 1 A0451593 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE; FL 34946 1.5 3.4 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2X4 SP M 30 WEBS 2x4 SPNo.3 OTHERS 2x4 SP No.3 BRACING- __TOP_CHORD__ _ Structural wood sheathing directly applied or4-10-15 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erectit in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 9 = 753/0-8-0 (min. 0-1-8) 8 = 753/0-M (min. 0-1-8) Max Horz 9 = 66(LC 8) Max Uplift 9 = -818(LC 6) 8 = -070(LC 7) Max Gray 9 = 795(LC 13) 8 = 795(LC 14) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1249/832, 34=1088/810, 4-5=1088/810, 5{=1249/832 BOTCHORD 2-18=763/1304, 9-18=763/1304, 9-19=248/617, 8-19=-248/617, 8-20=763/1304, 6-20=763/1304 WEBS 3-9=314/480, 4-8=-645/860, 5-8=314/480, 4-9=645/860 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 Run: 7.600 s Oct 3 2014 Print: TWO s Oct 3 2014 MTek Industries, Inc Mon Dec 08 17:56:50 2014 Page 10:oS2yUAsdmV4V5ztDIVJWpP=H46-PkTdaJEkv9DTCw2S3XJZ11BIAHV59FhmgVTKjyAZBE 4x4 = Sx4 II R 4x6 II CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TC 0.40 Vert(LL) -0.12 8-9 >699 360 MT20 2441190 BC 0.61 Vert(fL) -0.16 8-9 >530 240 WB 0.33 Horz(TL) 0.00 8 n1a n1a (Matrix-M) Weight: 69 lb FT=O% 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 the bottom'chord-in all -areas where a - _ -- - - -- — - - -- -- - -- - - - -- rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 818 lb uplift at joint 9 and 670 lb uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcerrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869- 1109 Coastal Bay- Boynton Beach, FL 38435 Jab Truss Truss type Oty Ply Std. Pac./6811 El fi0137 EG5 Monopitch Girder 1 1 A0451594 Job Reference (optional) Ai ROOF TRUSSES. FORT rrtrtCq FL 34946 Run: / bUU s UM 32014 Pnnb 7.600 s Oct 3 2014 MHek Industries, Inc. Man Dec 0817:56:50 2014 Page ID:cS2yUAsdnW4V5ztDIWWpPzmH46-PkTdaJEkv9DTCw2S3XJzi IBMOHUYBBTMgV MjyAZBE _ -1-4-0 2-9-14 5.1-8 2-9-14 2-3-10 1.5x4 II 4 3x4 = 4.4 = 2-9-14 55 1-8 2-9-1a I a3-1n ' Plate Offsets (X Y)-13:0-1-8 0-1-81 16:0-4-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.02 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.04 6 1999 240 BCLL 0.0 • Rep Stress Ina NO WB 0.60 HOR(TL) 0.01 5 We n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 30 lb FT=O% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-4 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 8-8-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, it accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 82110-8-0 (min. 0-1-8) 5 = 1586/0-5-8 (min. 0-2-2) Max Hom 2 = 144(LC 4) Max Uplift 2 = 438(LC 4) 5 = -754(LC 6) Max Gmv 2 = 1068(LC 14) 5 = 1789(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2038/647 BOTCHORD 2-11=344/1026, 2-12=675/1914, 6-12=675/1914, 6-13=675/1914, 13-14=-675/1914, 5-14=675/1914 WEBS 3-5=-21307751, 3-6=-036/1567 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf, h=25ft; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurentwith 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 438 lb uplift at joint 2 and 754 Ib uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. 7)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this tNSs. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1478 lb down and 454 Ib up at 2-7-4, and 898 Ib down and 412 lb up at 4-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 5-8=-20 Concentrated Loads (Ib) Vert: 6=-968(B)14=698(B) Julius Lee, P-E. 934869-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Ply Std. Pac./6811 EIA 60137 EG7 Fry Jack -Open Girder . , 1 A0451595 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Od 3 2014 Print: 7.600 s Oct 3 2014 Mrrek Industries, Inc. Mon Dec 08 17:56:50 2014 Pagr ID:cS2yUAsdnvV4V5ztDIVW*PzmH46-PkTdaJEkv9DTCw2S3XJz11BK8HS1 BDdmgVrKyAzBE 2-10-7 6-2-0 r 2-10-7 3-3-9 3x4 = 1.5x4 II 3 ' 11 3x4= 2-1 0-7 6-2-0 2-10-7 339 Dead Load Deft. =1116 in Plate Offsets (X Y)—f4:0-1-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Doc) 11deft L/d ' PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Ved(LL) 0.06 4-5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Ved(TL) -0.12 4-5 >586 240 BCLL 0.0 ' Rep Stress Ina ' NO WB 0.46 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 281b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- __ _TOP_CHORD.______ Structural wood sheathing directly applied or -3-10 oc puriins. BOTCHORD Rigid ceiling directly applied or 7-94 to bracing. MiTek recommends that Stabilizers and required _ cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 874/0-8-0 (min. 0-1-8) 4 = 1282/Mechaniral Max Hom 1 = 125(LC 4) Max Uplift 1 = -377(LC 4) 4 = -613(LC 4) Max Gray 1 = 900(LC 11) 4 = 1282(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=1784/761 BOTCHORD 1-9=-807/1854, 9-10=-807/1654, 5-10=807/1654, 5-11=807/1654, 11-12=807/1654, 12-13=807/1654, 4-13=807/1654 WEBS 2-4=1761/860, 2-5=-398/1099 NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree notation about its center. 3) This truss has been designed for a 10.0-pat bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. -5)-Refer to girder(s)for truss to truss wnnec ionsr — -- - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 377 lb uplift at joint 1 and 613 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 538 lb down and 246 Ito up at 1-11-4, and 538 lb down and 246 lb up at 3-11-4. and 538 lb down and 246 lb up at 5-54 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=70, 4-6=20 Concentrated Loads (lb) Vert 10=538(1`) 11�538(F) 13=538(F) Julius Lee, P.E. 434369— 1109 Coastal Bay —Boynton Beach, FL 33435 Job tress cress type Dry Ply Std. Pac.l6811 EI A 60137 EG7A Jack -Open Girder •• 1 1 A0451596 Job Reference o tional A! ROOF TRUSSES,rt i nErtw, rL ,waro nun: r.ouu a Lia 3 ZU14 Print: /.tiuu s Uct 3 2014 MITek Industries, Inn Mon Dec 08 17:56:51 2014 Pagr ID:cS2yUAsdreV4V5ADIWWpPzmH46-twl?nfEMgTLKg4dedEgCZVkXFhlvwjl_5UF1 s9yAZBP _ 2-10-6 6-2-0 ' 2-10-6 3 10 1.5x4 II 3 1.5x4 II 3x4 = 2.411 -210-6 6-2-0 ' 2-10-6 I 3-3-10 Plate Offsets (X.)O-11:0-1-13 0-14i1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) -0.05 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Verl(fL) -0.08 4-5 >933 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.30 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 281b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-54 oc pudins. BOTCHORD Rigid ceiling directly applied or 8-5-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 1 = 60110-8-0 (min. 0-1-8) 4 = 575/Mechanical Max Hom 1 = 125(LC 21) Max Uplift 1 = -250(LC 4) 4 = -288(LC 4) Max Grav 1 = 779(LC 11) 4 = 745(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-1171/394 BOTCHORD 1-9=-456/1094, 9-10=456/1094, 5-10=456/1094, 5-11=456/1094, 11-12=456/1094, 4-12=456/1094 WEBS 24= 1165/485, 2-5=-125000 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 1 and 288 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0lb live, located at all mid panels and at all panel points along the Bottom Chord, nonwncurent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other cennecdon device(s) shall be provided sufficient to support concentrated load(s) 274 lb down and 95 It, up at 0-10-12, and 274 lb down and 95 Ib up at 2-10-12, and 274 lb down and 95 lb up at 4-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-3=-70, 4-6=20 Concentrated Loads (lb) Vert: 5=-211(B) 9=-211(B) 12=211(B) Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Oly Ply Std. Pac./6811 El 60137 HC4 RAFTER 40 1 A0451597 Job Reference (option Al rcuur INUaoma,ruKi ricmum,rL. D Run: 7.600 s Oct 3 2014 Pdnt: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56;51 2014 Page ID:YwMtazYTmRGkHbBJ,pTy?Kyn003-twl?nfEMgTLKg4dedEgCZVkUfh s 2_5UF1s0yAzB, 2A-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.02 1-2 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.00 Vert(rL) -0.01 1-2 >999 240 BCLL 0.0 ` Rep Stress Ina YES NB 0.00 HOrz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 4lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-5 oc purins. - - -BOT-CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uitle. 771 REACTIONS. Qb/size) 1 = 93Mtechanical 2 = 93/Mectlanical Max Horz 1 = 41(LC 8) Max Uplift 1 = -69(LC 8) 2 = -78(LC 8) Max Grav 1 = 93(LC 1) 2 = 93(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MINERS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) `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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 69 lb uplift at joint 1 and 78 lb uplift at joint 2. 5) "Semi -rigid pitchbreaks with faed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. G34369-1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type OtY Py Std. Pac./6811 El A 60137 HJ2 Diagonal Hip Girder ., 11 1 1 AO451598 Job Reference (optional) At KuuF I KUbbLs, YUKI KILKUL, rL aaaati Hun: 1.0uo s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 0817:56:51 2014 Pag1 ID:cS2yUAsdraV4V52tDIVJWpPz H46-twl?nfEMgTLKg4dedEgCZVkSYhoKwn2_5UFls9yAZB/ 3x4 II Plate Offsets(X.Y)—T2:0-1-1.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.08 4-8 >547 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.06 4-8 >644 240 BCLL 0.0 ` Rep Stress Ina NO WB 0.00 Horz(TL) 0.01 2 nla n/a BCDL 10.0 Code FBC2010TFP12007 (Matrix-M) Weight: 16 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP Nc.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 58/Mechanical 2 = 23410-10-15 (min. 0-1-8) 4 = 3/Mechanical Max Horz 2 = 91(LC 19) Max Uplift 3 = -36(LC 6) 2 = -194(LC 4) 4 = -21(LC 16) Max Grav 3 = 100(LC 12) 2 = 545(LC 11) 4 = 318(LC 15) FORCES. fib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-9=297/243 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf,, BCDL=S.Opsf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlrrPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent 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 girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 3 , 194 lb uplift at joint 2 and 21 lb uplift at joint 4. 9) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffenI with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb dam and 102 lb up at 1-4-9, and 681b down and 1021b up at 1-4-9 on top chord, and 168 )b dam and 52 lb up at 1-4-9, and 168 lb dam and 52 lb up at 1-4-9 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 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 Inaease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 9=85(F=43, 13=43) 10=63(F=32, B=32) Julius Lee, P.E. #34369-1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pac./6811 El A 60137 HJ3 Diagonal Hip Girder .. , . 2 1 A0451599 Job Reference fornionan Al ROOF. TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Mon Dec 08 17:56:52 2014 Pagr ID:cS2yUAsdw V4V5ZDlWWpPzmH46.L7bN_?F_RmTBREBgByLR6jHw56ifD18JB_aPbyAzBf 2-1-13 4-2-3 ' 2 t 13 2-0-6 �8 4x4 Plate Offsets (X.Y)—I2:0-1-0.0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.58 Vert(L-) -0.12 4-8 >414 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.11 4-8 >451 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Hoa(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 18 lb FT=0 LUMBER - TOP CHORD 2z4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- -TOP -CHORD - Structural wood sheathing directly applied or 4.2-3 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3 = 87/Mechanical 2 = 24810-10-15 (min. 0-1-8) 4 = 18/Mechanical Max HOR 2 = 101(LC 4) Max Uplift 3 = -00(LC 6) 2 = -194(LC 4) 4 = -2(LC 16) Max Gray 3 = 108(LC 12) 2 = 578(LC 11) 4 = 309(LC 15) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-9=310/248 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf, h=25ft; Cat. 11; Exp C; End., GCpi=0.16; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 It, uplift at joint 3 , 1941b uplift at joint 2 and 2lb uplift at joint 4. 7) This truss has been designed for a moving ioncentratedload-of 200:OIUIive l(catO at all mid panels antl at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this Wss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 102 lb up at 14-9, and 88 lb down and 102 lb up at 1-4-9 on top chord, and 168 lb down and 52 lb up at 14-9, and 168 lb down and 52 Ih up at 14-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) VerL 1-3=70, 4-6=20 Concentrated Loads (lb) Vert 9=85(F=43, B=43) 10=63(F=32, B=32) J ul i us Lee, P.E. #34869— 11O9 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type ON PN Std. Pac./6811 EIA 60137 HR Diagonal Hip Girder ' 1 1 1 AO4516OO Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 5 00 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Ina Mon Dec 08 17:56:52 2014 Pagr ID:eS2yUAsdrwV4V5nDIVJVJpPzmH46-L7bN—?F—RmTBREBgByLR6jHdw54Vflm8JB_apbyAZB: -7-10-10 4-fi-3 8-7-14 1-10-70 4-6-3 I 4-1-12 J 11 3x6 = 5 4x4 = Plate Offsets (X.Y)-12:0-0-11.0-2-11, 16:0-1-0.0-1-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (lac) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.13 6-7 -784 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.18 6-7 >572 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.80 HOR(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 39 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-7 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4 = 177/Mechanical 2 = 37210-10-15 (min. 0-1-8) 6 = 299/Mechanical Max Horz 2 = 155(LC 4) Max Uplift 4 = -145(LC 4) 2 = -194(LC 4) 6 = -83(LC 7) Max Gray 4 = 177(LC 1) 2 = 1029(LC 11) 6 = 1009(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOPCHORD 2-13=2078/265, 13-14=-2067/288, 3-14=2048/277 BOTCHORD 2-16=333/2012, 16-17=-333/2012, 17-18=333/2012, 7-18=333/2012, 7-19=333/2012, 19-20=333/2012, 6-20=-333/2012 WEBS 3-6=-2109/349, 3-7=0/925 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); card lever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a considerafion. 3) Plates checked fora plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 145lb uplift at joint 4, 194 lb uplift at joint 2 and 83 It, uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 9) "Semi -rigid pitchbreaks with fixed 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 Toad(s) 88 1b down and 102 1b up at 1-4-9, 88lb down and 102 lb up at 14-9, 17lb down and 24 lb up at 4-2-8, 17 lb down and 24lb up at 4-2-8, and 48 to down and 77 lb up at 7-0-7, and 48 Ito down and 77 lb up at 7-0-7 on top chord, and 168 lb down and 52111 up at 1-4-9, 168 lb dawn and 52 lb up at 14-9, 199 lb down and 51b up at 4-2-8, 199 lb down and 5 lb up at 4-2-8. and 222 lb down and 5 Its up at 7-0-7. and 222 lb tlown and 5 to up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) . Vert: 4-12=70, 5-9=20 Concentrated Loads (lb) Vert: 13=85(F=43, B=43) 14=39(F=20, B=20) 15=-96(F=48, B=-48) 16=63(F=32, B=32) 18=4(F=-2, 13=2) 20=-66(F=33, 8=33) J ul i us Lee, P. E. U34369-1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Oty ply Std. Pac./6811 El A 60137 HJ7G Diagonal Hip Girder • . to 1 1 A0451601 Job Reference optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 a Od 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc Mon Dec 08 17:56:53 2014 Pagr ID:cS2yUAsdmV4V5ztDI W WpPzmH46-pJ91CLGcC4b23Gml lfsgfwppkURyOZgHYok7xl yAZBB 5 IV I e14 8-72114 -1-10-10i 242-14 I1-10-10 2-2- 44 = 247-0 45-0 I 6-5-14 e-7-14 R 16 Plate Offsets (X Y)-12:0-0-3 Edgel (3:0-0-4 0-1-141 f311-74 0J-81. I8:04-12.0-1-81 _I9o-3-8.Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.44 Vert(LL),. -0.16 10 >630 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.20 10 >505 240 BCLL 0.0 ` Rep Stress Ina NO WB 0.49 Hom(TL) 0.05 7 We We BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 49 lb FT=0 LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3, 132: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS_ -2x4SP-No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-1 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing., MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 5 = 5411vlechanical 2 = 417/0-10-15 (min. 0-1-8) 7 = 415I10echanical Max Horz 2 = 166(LC 4) Max Uplift 5 = -37(LC 6) 2 =-255(LC 4) 7 =-227(LC 7) Max Gray 5 = 54(LC 1) 2 = 1057(LC 11) 7 = 1128(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-16=2132/200, 3-16=2122/220, 3-17=2254/410, 4-17=2240/404 BOTCHORD 2-19=270/2053, 11-19=-270/2053, 11-20=327/1908, 20-21=327/1908, - 10-21=327/1908, 9-10=-225/1935, 3-22=445/2298, 9-22=44512298, 9-23=431/2190, 8-23=431/2190, 6-24=431/2190, 24-25=43112190, 7-25=431/2190 NOTES- 1) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.0psf, h=25ft; Cal II; Exp C; End., GCpi=0.18; MWFRS —(envelope);c ritlevefleftand-dghtenpbseAd Lumber -- DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 noncencurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 to uplift at joint 5 , 255 lb uplift at joint 2 and 227 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 200.011t, live located at all mid panels and at all panel points along the Bottom Chord, noncencumenl with any other live loads. 9) "Semi -rigid pitchbreaks with fixed 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 load(s) 88lb down and 102 lb up at 1-4-9. 88 lb down and 102 lb up at 1-4-9, 17lb down and 24lb up at 4-2-8. 17 lb down and 24 lb up at 4-2-8, and 68 lb down and 36 lb up at 7-0-7, and 68 lb down and 36 to up at 7-0-7 on top chord, and 1681b doom and 52 16 up at 1-4-9, 168 Ib down and 52 lb up at 1-4-9, 199 lb down and 5lb up at 4-34, 199 lb down and 5lb up at 4-34, and 233 lb down and 54 lb up at 7-0-7, and 233 lb down and 54 lb up at 7-0-7 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). Standard Vert. 1-5=70, 10-13=20, 6-9=20 ConcentratedLoadsQb) -- - -- Vert: 10=4(F=2, B=-2) 16=85(F=43, B=43) 17=39(F=20, B=20) 18=26(1`=13, B=13) 19=63(F=32, B=32) 24=136(1`=68, B=-68) WEBS LOAD CASE(S) 4-7=2428/478, 4-8=115/1298, Standard 3-11=202/260, 3-10=-2297/394 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Oty PN Std. Pac./6811 El 60137 J2 Jack -Open Structural Gable r • 4 1 A0451602 Job Reference (optional) vrti r¢rti,q rt aaeao nun: i.buu s UM 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Man Dec 08 17:56:53 2014 2x4 = 2-&8 2-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Ilde8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.01 4-8 >999 360 MT20 244/100 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.01 4-8 >999 240 BCLL 0.0 ' Rep Stress Ina YES . W 3 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 1216 FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-6-8 oc purtins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 641Mechanical 2 = 230/0-8-0 (min. 0-1-8) 4 = 23/Mechamcal Max Horz 2 = 92(LC 6) Max Uplift 3 = -54(LC 8) 2 = - -178(LC 6) Max Grav 3 = 64(LC 1) 2 = 313(LC 13) 4 = 222(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=265/103 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL--1.25 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIRPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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-&0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3 and 178 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nomm�curtent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. . LOAD CASE(S) Standard JVIWS Lee, P.E. 034869-1109 Coastal Bay — Boynton Beach, FL 33435 Job - Truss Truss Type Dry Ply Std. Pac./6811 EI A 60137 J3 Jack -Open „ ,. 5 1 A04516O3 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 2x4= LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 15.0 Lumber DOL 1.25 BC 0.30 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 BCDL 10.0 Code FBC2010rTPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directlyapplied or3-0-0.oc. pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Qb/SiZe) 3 = 801Mechanical 2 = 247/0-B-0 (min. 0-1-8) 4 = 31/Mechanical Max Horz 2 = 102(LC 6) Max Uplift 3 = -66(LC 8) 2 = -182(LC 6) Max Grav 3 = 80(LC 1) 2 = 323(LC 13) 4 = 227(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 IN) or less except when shown. TOPCHORD 2-3=284/105 NOTES- 1) Wmd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc Man Dec 08 17:56:54 DEFL. in (loc) Udeff L/d PLATES GRIP Vert(LL) -0.02 4-8 >999 360 MT20 2441190 Vert(TL) -0.02 4-8 >999 240 Hoa(TL) 0.00 2 n/a We Weigh[: 13 lb FT = 0 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 to uplift at joint 3 and 182lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, - - nonconcunenl with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard J ul i us Lee, P.E. #34869-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply�JbReference /6811 El 60137 J7 Jack -Open �• 8 AO451604 o tional Nl ROOF T RUSSES, YUK I YICKI =, YL J4y40 1.; 3x4 = nun: i nuu S Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17.56.54 2014 Dead Load De1L = Ue in Plate Offsets (X,Y)-12:0-0-14,0-0-121 LOADING(psi) SPACING- 2-0-0 CST. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ved(LL) -0.15 4-8 >501 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.27 4-8 >267 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 HOR(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2010rFP12007 (Matrix-M) Weight: 23 to FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or7-9-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. pb/size) 3 = 189/Mechanical 2 = 37810-8-0 (min. 0-1-8) 4 = 75/Mechanical Max Hom 2 = 167(LC 6) Max Uplift 3 = -151(LC 8) 2 = -224(LC 6) Max Grav 3 = 189(LC 1) 2 = 397(LC 13) 4 = 262(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3�475/130 BOT CHORD 2-9=263/43 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; mrifilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 3 and 224 to uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard J.H.5 Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pac.16811 El A 60137 VA Jack -Open ,. A 1 A04516U5 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s 00 32014 Print 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 0817:56:55 2014 Pagl ID:cS2yUAsdn W4V5ztDI WWPPzmH46-miH Wd1 H4hnnlhwPs4v8kLv7ulBDsa2a06DE?wyAzl3E -14-0 2-8-0 6-2-0 2-8-0 I 3-6-0 11 2x4 = 2_6_p I 6-2-0 2-e-0 3 6-0 Dead Load Dell. =1/16 in 0 d l� Plate Offsets (X Y)-13:0-1-2 0-0-11 13:0-5-13 0-1-101 f6:0-2-0 0-0-81 17:0-2-0 0-041 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/deft IJd PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.53 Ved(LL) 0.10 5-6 >741 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Ved(rL) -0.14 5-6 >510 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC201 OrrPI2007 (Mabix-M) Weight: 251b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2'ExcepC 83: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING-__ TOPCHORD Structural wood sheathing directly applied or 5-1-11 oc purins. BOTCHORD Rigid ceiling directly applied or 9-3-2 oc bracing. . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 4 = 140/Mechanical 2 = 448/0-8-0 (min. 0-1-8) 5 = 77/Mechanical Max Horz 2 = 167(LC 6) Max Uplift 4 = -105(LC 8) 2 = -244(LC 6) 5 = -11(LC 8) Max Gray 4 = 140(LC 1) 2 = 448(LC 1) 5 = 257(LC 22) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=438/253, 34= 1317/1317 BOTCHORD 2-15=381/354, 15-06=381/354, 7-16=381 /354, 6-7=48/275, 3-17=1373/1267, 3-6=21W381 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. — 5)-Refer to girder(s)Tor truss to truss connections: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 to uplift at joint 4, 244 lb uplift at joint 2 and 11 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, none urcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. NOTES- 1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 1 a.0 psf bottom chord live load noncencurrent with any other live loads. LOAD CASE(S) Standard Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Tmss Type Off Ply Std. Pac./6811 El A 60137 JIM Jack -Open ', .r q 1 AO4516O6 Job Reference (op8onan Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Od 3 2014 Print: 7,600 a Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56:55 2014 Pagr ID:cS2yUAsdrvN4V5ztDIW WpPzmH46-miHWd1 HtjhnnlhwPs4v8kLv6?I6fsa2a06DE?wyAZBE -1-4-0 3-2-0 6-2-0 1-4-0 I 3-2-0 I 3-0-0 1. 2x4 = Dead Load DefL = 1M in 0 14 19 Plate Offsets (X,Y)-r3:0-2-12,0-3-61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.13 5-6 >555 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.17 5-6 >430 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 HOR(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 24 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except* B2: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 4 = 155/Mechanical 2 = 37810-8-0 (min. 0-1-8) 5 = 10911VIechanical Max Hom 2 = 167(LC 6) Max Uplift 4 = AI1(LC 8) 2 = -224(LC 6) 5 = -36(LC 8) Max Grav 4 = 155(LC 1) 2 = 397(LC 13) 5 = 272(LC 21) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 Qld) or less except when shown. TOPCHORD 2-3=4581344 BOTCHORD 2-12=5031407, 7-12=503/407 NOTES- 1) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 111 Ile uplift at joint 4, 224 lb uplift at joint 2 and 36 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. C34869 - 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type Oty PlyStd. Pac./6811 El A 60137 J7D Jack -Open 2 AO4516O7 1 Job Reference (Optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 3x4 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Man Dec 08 17:56:55 2014 Pag, ID:cS2yUAsdMV4V5VDINANpPzmH46-rniHWd1 HtjhnnlhwPs4v8kLv5k18Csa2a06DE?wyAZBE Dead Load Dell. =118 in Plate Offsets (X Y)—t1:0-14 0-0-61 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.15 3-6 >501 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.28 3-6 -258 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Mabix-M) Weight: 191b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOA CHORD 2x4 SP No.2 6) Provide mechanical connection (by others) of truss to BRACING- bearing plate capable of withstanding 103 lb uplift at joint TOP CHORD 1 and 154 Ib uplift at joint 2. .—Structural word sheathing directly applied oc6-0-0.oc— 7) This truss has been designed for a moving purT . concentratedload-of200:Olblive located at all mid panels BOCHORD ROT C and at all panel points along the Bottom Chord, Rigid ceiling directly applied or 6-6-12 oc bracing. nonconcurrent with any other live loads. "Semi 8) -rigid pitchbreaks with fixed heels" Member end MTek recommends that Stabilizers and required fixity model was used in the analysis and design of this cross bracing be installed during truss erection, in truss. accordance with Stabilizer Installation guide. REACTIONS. Qb/size) LOAD CASE(S) 1 = 275/0-8-0 (min. 0-1-8) Standard 2 = 195/1VIechanical 3 = 80110echanical Max Hom 1 = 126(LC 6) Max Uplift 1 = -103(LC 6) 2 = -154(LC 6) Max Gray 1 = 353(LC 13) 2 = 195(LC 1) 3 = 264(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOTCHORD 1-7=394/122 NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.0psf; BCDL=S.Opsf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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. Julius Lee, P.E. #a4869— 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Dry Pry Std. Pac./6811 EI A 60137 MV2 Valley • • q 1 AO4516O8 Job Reference o tional At ROOF TRUSSES, FORT Ri enct, FL: witi Run: 7.600s Oct 32014 Print: 7.600 s Oct 32014 MiTek Industries, Inc. Mon Dec 0817:56:562014 Pag( ID:cS2yUAsdmV4V5rtDIVJVJpPzmH46-EuqugNIVU2zdwrVcQoQNGZRPHiglbl HjEmyoYMyAZB! 4.00 12 2x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 ` Rep Stress Ina YES WB 0.00 Hoa(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix) Weight: 5lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 4811-11-4 (min. 0-1-8) 2 = 37/1-11-4 (min. 0-1-8) 3 = 1111-11-4 (min. 0-1-8) Max Hom 1 = 23(LC 6) Max Uplift 1 = -18(LC 6) 2 = -32(LC 6) Max Gray 1 = 226(LC 14) 2 = 37(LC 1) 3 = 211(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and CC Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 18 lb uplift at joint 1 and 32 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.011, live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Oty PIY Std. Pac./6811 EI A A0451609 60137 MV3 Valley . , , , 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 IT56:56 2014 Page ID:cS2yUAsdrwV4V5ztDI VAWPMH46-EuqugNIVU7zdwrVcOoONGZR08ieubl HjEmyoYMYAZB! 2-8-8 2-8-8 2x4G LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 TCDL 15.0 Lumber DOL 1.25 BC 0.20 BCLL 0.0 ` Rep Stress Ina YES WB 0.00 BCDL 10.0 Code FBC2010/TP12007 (Matrix) 4.00 12 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a - n/a 999 MT20 244/190 Vert(TL) n/a - n/a 999 HOR(TL) -0.00 2 n/a n/a LUMBER - TOP CHORD 2x4 SP No.2 7) Provide mechanical connection (by others) of truss to BOT CHORD 2x4 SP No.2 bearing plate capable of withstanding 31 Ito uplift at joint 1 BRACING- and 52 lb uplift at joint 2. TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels pur ins.-- - - - - ----- - - -- - -----antl BOTCHORD al'all panel m points'along the Bottom Chord, - Rigid ceiling directly applied or 10-0-0 oc bracing. nonconcunent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end MTek recommends that Stabilizers and required fixity model was used in the analysis and design of this .cross bracing be installed during truss erectien, in truss. accordance with Stabilizer Installation guide. REACTIONS. Qb/size) LOAD CASE(S) 1 = 80/2-7-12 (min. 0-1-8) Standard 2 = 62/2-7-12 (min. 0-1-8) 3 = 18/2-7-12 (min. 0-1-8) Max Horz 1 = 37(LC 6) Max Uplift 1 = -31(LC 6) 2 = -52(LC 6) Max Grav 1 = 244(LC 14) 2 = 62(LC 1) 3 = 218(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Weight: 7lb FT=0 J ul ius Lee, P.E. #34869-1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pac./6811 EIA 60137 MV4 Valley ' • • 4 1 A6451610 Job Reference o clonal A! ROOF TRUSSES, FORT PIERCE, FIL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc Mon Dec 08 17:56:56 2014 Pagt ^_10:cS2yUAsdmV4V5ztDIWWpP=H46-EuqugNIVU?zdwrVcOoONGZRKnic6blH)EmyoYMyAzBt 2x4s 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix) Weight: 12 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 131/3-11-4 (min. 0-1-8) 3 = 13113-11-4 (min. 0-1-8) Max Ho¢ 1 = 61(LC 6) Max Uplift 1 = -51(LC 6) 3 = -72(LC 6) Max Grav 1 = 273(LC 14) 3 = 273(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrant with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 1 and 72lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. N34869— 1109 Coastal Bay— Boynton Beach, FL 33435 Job Truss TmssType Oty Ply Std. Pac./6811 El A 601V MV5 Valley .. , t 1 1 A0451611 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s OG 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Dec 08 17:56:57 2014 Pagr ID:cS2yUAsdrWV4V5z1DIWWpPzmH46440G2iJ7FJ5UY?4c_Vxcpm_Wn6ySKUXtTOIL4pyAzB, . — rr' 2x4 T5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(rL) n/a - n/a 999 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC201 D/rP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or3-11-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 129/3-10-12 (min. 0-1-8) 3 = 12913-10-12 (min. 0-1-8) Max Horz 1 = 60(LC 6) Max Uplift 1 = -50(LC 6) 3 = -71(LC 6) Max Gray 1 = 272(LC 14) 3 = 272(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=S.Opsf; h=25ft; Cat. II: Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501b uplift at joint 1 and 71 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design -of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight 12 lb FT=O% Julius Lee, P.E. 434369-1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply Std. Pac./6811 El 60137 MV7 Valley • I 1 1 A0451612 Job Reference (optional) Ai HOOF TRUbSES, FOR T HERGt, rL J4Uft 21 2x4 Hun: I.buU s Oct 3 2014 Pant: 7.600 s Oct 3 2014 MiTek Industries, Inc. Man Dec 08 17:56:57 2014 Pagr ID:cS2yUAsdmV4V5ztDIWWpPzmH46-i4OG2iJ7FJ5UY74c Vxcpm_Qs6uvKUXtTQiL4pyAz& 1.5x4 II 1.5x4 II LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) n/a - n/a 999 TCOL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) . n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Hom(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Stmcturdl wood sheathing directly applied or 5-2-8 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 185/5-1-12 (min. 0-1-8) 3 = 185/5-1-12 (min. D-1-8) Max Horz 1 = 86(LC 6) Max Uplift 1 = -72(LC 6) 3 = -101(LC 6) Max Gray 1 = 303(LC 14) 3 = 303(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1441286 NOTES- 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint and 101 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonoonourrent with any other live loads. 8) "Semi-dgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight 16 lb FT=O% Julius Lee, P.E. #34869 — 1169 Coastal Bay — Boynton Beach, FL 33435 M TRU5 E5 AFLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards- ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses' published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A -I Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. B) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. I I ) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings.' Point loads for materials, erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com 1� Name: U Address: Efra� STRUCTURAL CONNECTORS' Customer: a� MlTak'compony Canto&. Number. Hangers !•C . H:.r''.!f b7, : +le'34 'S>� _<rt•�°,4.:: J�',y •t.."t'JiS;Gh::{?(I` k'i a'r j, •F' : i•+ .i`:'J N,F -'¢ij •;.;..1 a it.l:.'nxax �l r:. 'nl:a• � 9 . . •i 'ill:: ;a ::r•L -af^, uuo- x.+-•-r'Lih !'r.•'(., n•I,s' 'r.. . e ,r yy .r h5 r?:, ?< '�i:, J.� •.;5''.i' a?,:4.t•.w... 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'fixyt:?t: •4Yf:l.i 1/•:Eri>i,y... w,j',Ltl1,.r.;7:.h ..,J,. ..y ,I r.� ?gv. �I �.�:S:,�,,,..:' t . 1+z � r:a,h ,r •,. .L+�: • �! if.:: •il :dv .In„.0 A� 1'i?G. 11 •.�o ,AI .lJ$PI$t0e , r6L•:r,.: :�' •:, ,4}v1 jY'^ .Jr LCedB: :;;. _.,J, :'I : (y :_td:dF'GY' "P,+ t { ft fi•Yr.1..i:i tu.rr'.✓',' +.1T i:: ;k ., --,a ;r;rM1 a+�1. ,-LVL �.1TF" �}.J is 4,X':. � .(} �'w '''S'%:Y54i:✓•p �1� 1 �':. u .1): L [ t;' "li: i-.� f :s1`r� .�, aS r•`i.��d9i :�iv,.l{�1.p.;;. ,tic ENJ9%-1 'i:r�, yL::..SrGb`I:. T'y •�r '�#w(•:•r5t.4.^J'Gil)' x. r �.., . YI ,r,•„P.; •( r l.J ''' Y1ys/fx';,� {. 1,,}J,r tY" .`4:•S`;. ,, � nC"at�.A...:... r'<'I: l• . I:., ,P •::.Y..i l�,ts. •,.e . °rY' �:-+v=..•'I rb ..,%l ij, i'ri� � .. ,4,.3 :F t .....%•,..It; �`F'/ ll' I . Vim '.12516 Svc fi ? x {iFr�ju. . illy �.i2!,•P.a:• ,4r: hr .;r s'(,. h: r,:.n�: dl.Itc„ i'L'eb'e ,e.i�tNo'..R arts? 57:00%:l 1609fi�'IITt• r10�%'i :•100%+; 10d%=: !10096•l ?10096: rr'J,��la;-n;e•FaSteneY5ehddule r::J;�rwlr,, T1 JUS24 1881, 655 750 820 $10 4-10d (Header) FL821.39, �- 2 - Sad (Joist) 11- ' 0510.01, RR 25779 LUS24 670 765 025 490 4-lad(Header) 2-iod (Joist) T2 JUS26 1881, 850 975 1060 1115 1 - 4-10d(Header) FL821.4Z 4-10d (Joist) 11- 0510.01, RR 25779 LUS26 865 990 1070 )I65 4-Ind(Header) 4.10d (JoLsry T3 MSH422 183: 22 -10d (Face - Face Max Nailing) F1.822.36, 6 - 10d (Face - Tap Max Nailing) 08- 6 - 10d (Joist - Face Max Nailing) 0303.06, 6 -10d (Joist -Top Max Nailing) RR25836, 4-10d (Top -Top Max Nailing) 13116-R THA422 2245 2245 2245 - 6- 16d(Carded Member -Face Mount) 6. tad (Carded Member - Top flange) 22 -16d (Face - Face Mount) 2-16d (Face -Top Flange) 4-16d (Top - Top Flange) • THA1422 1635 1835 1833 - 2 -10d xI-112 or2 - I0d x I-W (Carded Member) ' 20 -10d or2 -10d (Face) 4 -10d (Tap) USP Structural Cannectars T4 THD26 1781, 2495 2855 3060 2170 - 18-16d(Face) FL13285.35 12 -10d x 1-1/2 (Joist) O6- 092LOS, RR 25843 HTU26 2940 3340 3600 1555 11 - l0d x 1-112 (Corned Member) 20 - I Od x 1-112 (Carved Member - Max Nailing) 20 -16d (Conying Member) 20 -16d (Carrying Member- MarNalBng) TS TH D26-2 17814 2540 2920 3175 2285 18 - 1.6d (Face) FL13285.35 12 -10d (Joist) , 06- 092La5, RR 25843, 13116-R HHU526-2 2785 3155 3405 1550 14 -16d (face) 6- I6d (lorst) HTU26-2 2940 3340 3600 2175 20- 20d(Carried Member -Max Nailing) 20 -16d (Carrying Member. Max Nailing) T6 THD28 1783. 3865 3965 3965 2330 28.16d (Face) FL13285.35 16 - 10d x 1-1/2 (Joist) - , 06- 0921.05, RR 25843 HTU28 3020 4340 4660 2140 26- lad x1-W(CardedMember- Max Nalling) 26 -10 (Carrying Member- Max Nolling) T7 THD28-2 1781, 3950 4540 4935 2595 - - - 28-i6d(Face) FL13285.35 16 -10d (Joist) 092L05, RR 25843, .13116-R HHU526.2 42I0 4770 5140 2000 - 22 -16d (face) 8 -16d (Joist) HTU28-2 3820 4340 4680 3,185 - - 26- IOd(Carded Member -Max Noliing) 26 -16d (Carrying Member- Max Nailing) T8 TH046 17" 2540 2920 3175 2285 18 - 16d (Face) PL13285.35 12-10d (Joist) , 06- 092Lo5, RR 25843, 13116-R USP Structural Connectors HHUS46 2790 3160 34I0 1550 - 14 - I6d (face) 1 ' 6- J6d (Jolst) T9 THD48 1781. 3950 4540 4935 2595 28-16d(Face) FL19285.35 16 - 10d (Joist) 092L05, RR 25843, 13116-R HHUS48 4210 4770 $140 2000 - 22.16d (Face) 8-16d point) T10 THDH26-2 1881, 3915 4505 4795 2235 - 20-16d(Face) FL82L75, 8 - 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGU526-2 4355 4875 5230 2155 - 20 -16d (Face) 8 -16d (Jobt) T11 T1413H26-3 1883, 3915 4505 4795 2235 20-16d(Face) FL82L75, 8 -16d (Joist) 06- 092L05, RR 25779 HGUS26-3 4355 4875 5230 2155 -, 20 -16d (Face) 9.16d (MOO T12 THOH28-2 1881, 6535 7515 8025 2665 L- 36 -16d (Face) FL82L77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) I2 -16d (Joist) T13 TNOH28-3 1882. 6770 7785 8025 2665 36-16d(Face) FL82L77, 12 - 16d (Joist) 06- 092L05, RR 25779 HGUS29-3 7460 7460 7460 3235 36.16d (Face) I2 -16d (lots,) USP Structural Connectors Nam s p Address: Customer STRUCTURAL address: CONNECTORS. p MOeICComieny Contact Number. Fastener Comparison Table �:��-,. ��-' =� � ��� � Connecuie�;'_-�.�s.-�'•� tor-�afiedJ-. ----- .r:. � �� -•'�; ro,�Gfouo- .�Ca6eli -.- §P:6toc os"^`'Reoca �,. � redFastene"'�rs`.,,�.�<� - 11 JUS24 4-10d(Header) LUS24 4-I0d(Headeo 2-10d(Joist) 2-I0d(Joat) - TID THDH26-2 20-16d(Face) HGUS26-2 20-I6d(Face) 8-16d(joist) 8-16d(Jois0 T11 THDH26-3 20-16d0:ace) HGIJSZFr3 20-16d(Face) 8 -16d (joist) 8-16d (im" - T12 THDH28-2 36-16d(Face) HGUS28-2 36-16d(Face) 10 - 16d (Joist) 12-I6d (joist) - T13 I THDH28-3 36-16d(Face) HGU528--3 36-16d(Face) 12-16d (joist) 12-16d(lo(st) - 72 JUS26 4-10d (Header) LU 226 4-10d (Header) 4 -10d (Jots[) 4- IOd (Joist) - T3 MSH422 22-10d(Face-Face Max Na0ing) 7NA422 6-I6d (Carried Member -Face Mount) 6-10d (Face -Top Max Nailing) 6- 10d(Carried Member -Top Flange) 6-10d(Joist - Face Max Nailing) 22-IGd(Face-Face Mount) 6 -10d (Joist -Top Max Nailing) 2-16d (Face - Tap Range) 4-10d (Top -Top Max Nailing) 4 - 16d (Top - Top Range) - T4 THD26 18-16d(Face) H71126 12-IOdx1-1/2(Carried Member) 12 -10d x1-1J2 (joist) 20- IOd x 1-112 (Carried Member - Max Mailing) 20 -16d (Carrying Member) 20-16d(CarryingMember -Max Nailing) - TS THD26-2 18-16d(Face) RHUS26-2 14-I6d(Face) 12-10d (Joist) 6-16d (loot) T6 THD28 28-16d(Face) HTU28 26-1Odx1-112(CarriedMember- 16-10dxl-112 (joist) Max Nailing) 26-16d (Carrying Member- Max Nailing) - '17 THD28-2 28-16d(Face) HHU928-2 22-I6d(Face) 16-lad (Joist) 8-16d(loist) - T8 THD46 18-16d(Face) - HHUS46 14-I6d(race) 12 - 10d (Joist) 6-16d (loaf) - T9 THD48 28 -16d (Face) HHUS48 22- 26d (Face) I6-S0d (joist) 8 -16d (jow) USP Structural Connectors H STRUCTURAL Names Address Customer CONNECTORS' IJUS24 THDH28-2 9 U2 MSH422 THD28 Number. (Qty.1) 1 THDH26-2 (Qty I)- I THDH28-3 Val R •� Y � v l� (W.• 1) 1 THD26 Left flange (Qty. 1) I THD28-2 Left flange (Qty.1) 1 THD26-2 Left flangc ght flange (W.1) THD46 USP Structural Connectors (Qty.- 1) 1 (QtY ght flange (Qty.- flange (QtY 1) UName SY Address: STRUCTURAL Customer. CONNECTORS' A �eKCompany Contact: Number: 3" flange r� 4 :•g iFS 4 Right flange THD48 Pty.1) USPStructural Connectors 8= 11V6 .hckOpmthet 1 t Jd Aeta-U ouinnalt USSF9,ian PEh7:S R35e6 Pove]35nF.4m229112 P(let�tJ,n2220i214Tek nie FiW 19 t3t6522a12Pntet mZYW BOW%'sE,Ri7hINh[IyRa 411N-S6:s3EN7051,N9M51CaVlyZlWUIFje 99.71 9 ---5.7.9 r i 2a75 � � 661 � I6d Db6 MIS 54 4 toe o2h TYPICAL HIPJACK CONNECTION ' ter,-t2L 7'STBK MAX 55 PBF MAX ROOF LOAD WEED 170 MPH EXC H=25' MAX "'73 4 24 d> 2. 12 WIen 2x49 NAME 3 12 H4PID T1 HAIL® tt all mm=_rjadr h Wth 2.16d toe nalsTO SC ,gyp. tt1 u flIn 1 a e 74 15 7 lb LA G AMR) NAKED 15x4 6 HAIL® ax:= 7 = t3Ll.ID NAh� HANM 24•shap 6-1 Ed.IS each eaend 54-9 Plate00s=6 My): 90.80.1 LOADING (P-O SPACING 2-0-0 1S1 DEF1. in Q0c) t&D Ud PLATS GRIP TCLL 30.0 Plates Increase 125 TO 0.71 Vert(LL) -O.Si 6-7 >999 360 MM 244119D TCOL 15.D Lumber Increase 125 BC 0.49 Vert(M -OA9 6.7 >999 240 BCLL OD • Rep Stress Inv NO WB 0.50 H0e(m 0.01 5 We nia BCOL 100 Code FRC20tar Pi2097 (Matrix M) weight: --1h FT-m L1LUER BRACING OP- CHORD. 2x4SYP M BE _ —_ __ __ _ __ TOP CHORD Structural mod sheahigd'aectlyapp0edorrr0-0mpurtlns. BUr CHORD N4SPNa2 BOT CHORD Structural mod sheathingdhec0yappiled or 0-9-4 wbracing. - WEBS 294 SP Na3 lATak recormnends that Stalxtltels and¢�ircdl==bracing be Installed during inns erection. In aesrdanre vAth Stabilimr Iralahatan dulde. REACTIONS Qbrsize) 4-16&'l1vLchanle42-60E1D-1D-15 (m1n.0-i-e),fi-362Mechvhkal Max Hoag-302(LC 4) Mu UpEtt4--1S6(LC4), 2..382(L 4), 6�159(LC B) Max Grav4-219(LC 2), 2-734(LC 2). S-412(LC 2) FORCES (b)-Max.CampjlAm Ten_ -All fomes250 Qbj orless exceplwhen shorn. TOP CHORD 2-11--g33iM li-12--BSW07, 3-12- B45f303 BOrCHORD 214--hEI/&16, 1415--199/8=6,7-15.=.3'Y648, 7-15--4391&te, 6-I6--43JB49 WEBS 3-6--916i4TS NaMS. 1) Wlnd:ASGE 7-10;170mph (3-second gusQ Vas&132mph; TCDL• S.Opsf; BCOL-Sopsl; h-2-ah; Chi II; Exp C; Eria. GCpI-0.18; MWFP.S (envelope); camileverlell and right a -poxd; W tuber DOL-133 pate grip DOL-t.33 2)Thls truss Is not designed to support a ceiling and Is not Intended forusevAhene aeslhere areamnsidera0on- 3) Plates checYxd for a plus or nines O d.^greemladon about Ilseenfer 4)TTdshuss hasbeendesignedlord10.0psfb0 mdtod Eveloadrmnco =o rdtddlanyothuliveloads 5) • TNstru= has been designed fora Eve load ot20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-D9 widevti0 Et beivrean the bottom chord and any other members. `♦ Jv�'' cEnr' 44c... — 9Yu�c _ W= STATE OF % -.. FZOR101" . ' 0 3.109 COASTAL BAY BOYNTON BC,FL 33435 10/20/12 TYPICAL ALTERNATE BRACING DETAIL .FOR EXTERIOR FLAT GIRDER TRUSS 12 4 12dPITCH TRUSS 24' Q.c. 4 12d MAX 30" (2'-5") UPLJFT C4NNECTICN 151111111f 7j' SEE ROOF TRUSS 2x6 #2 SP BOTH FACES ryLl.�i 17�1^. • ir N 34868 ��e* EXTERIOR FLAT L �w= GIRDER SIMPSON H5 iO 9TATEOF Oi/S/j0 N A1.F'C\`` 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/22 IFEBRUARY 14, 2D12 STANDARD PIGGYBACK TRUSS I ST-PIGGY-PERP.I CONNECTION DETAIL (PERPENDICULAR) NLTek Industries, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUS ADDITIONAL CONSIDERATIONS BY BUILDII ENGINEERlDESIGNER ARE REQUIRED. PIGGY-BACKTRUSS (CROSS-SECTION VI Refer to actual! design drawing for additional piggyback truss information. NEARSIDE 19ek kidUsWeS. Chestufem, I.ID Page 1 of 1 MAX MEAN ROOF HEIGHT-30 FEET BUILDING CATEGORY 11 WIND EXPOSURE BorC WIND DESIGN PER ASCE 7-98. ASCE 7•IY2, ASCE 7-05 100 MPH (MWFRS) WIND DESIGN P ER ASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND L.OADS:1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT', UP TO 140 LBS MAXIMUMAT EACH CONNECTION POINT BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS ATTACH PIGGYBACKTRUSS TO BASE TRUSS WITH (2) - 26d (0.131- X3S) NAILS TOENAILED: /FAR SIDE , I 1 FLATTOP CHORD OFBASETRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing foraddcGonal base truss Information. NOTES FOR TOE-NNL- 1. TOE44AILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2 THE END OISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLTfT1NG OFTHE WOOD. NOTES FORTRUSS: 1• THIS DETAIL IS VALID- FOR ONE -PLY PriGYBACKTRUSSANLY: 2. THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LIMBER: 3. THE SPACING OF PIGGYBACKTRUSSES AND BASE TRUSSES IS 2 FT OR LESS: 4- THE PIGGY13ACKTRUSSES SHOULD BE PERPENDICULARTO BASETRUSSES a PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. ``tttllllll!!///' _� *' N 34869 —� U b. W� 10 ' STAtEOF %� S-ftORLDN ``('j 1109 COASTAL BAY BOYNTON BC,FL 33435 '10/19/12 FEBRUARY 14, 2Di2 1 Standard Gable End Detail ,. �D NHrek Industries, Inc. Roof SHEET 2 MTek industries, Cheae&*K MO Page 2 Of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 247 ox. HORWNTALBRACE (SEE SECTION A -A) 1' 3' 2>S DIAGONALBRACE SPACED e4r O.C. ATTACHED TO VERTF:AL WBH r') -1 Sd COMMON WIRE NAXSANO ATTACHED TO BLOMING WITH (5).10d COMMONS. PLANE LDAD57PHAT �•� \ OFTHEGABLEEVDS \ \ S FASTENED TDf-0UR S WITH TWO IdNAILS EACH. FASTEN PURLIN TOBLDCAPCWMAJD 1'od NAILS (MN) Dlag.Bi-dCe \ \ PROVIDE U-BLOC,INGBETWEEN THE TRII a1113 points SUPPORTING THE BRACE AND THETWOTR \ ON ETHER SIDE AS NOTED. TOENAIL BLOC if needed \ TOTRIISSJE 2)-10dNAILS ATEACH I ATTACH DI ASONALBRACETORI nM1Nmw Wail CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES SMCTURAL GABIETRU".SES AWY BE BRACED AS NOTED: METHOD I : ATT ACH A MATgiWG GABLPTRUSS TOTHE INSDE FACE OFTHESTRUCRIRALGABLEANDFAS TEN PEA' FOLLOWM NAILING SCHEDULE METHOO2 :ATTACH2X SCASSTODfE FACEOF EACH VERRCAI AN ADEQUATE 6E PRESf7VfT0 PRPW10EhFULL10wTFrtnM RI%ffoRr&N o NI11 UU� NOW: THIS DErAILISTO BEUSED ONLYFOR , STRUCTURAL GABLES W IIH INLAYED STi UDS. TRUSS6 W nHOLIT INLAVE➢ STUDSARENarADDRESSED HERE GABSTANDARDLETRUSS EN *' N 348691) 'II ; _ STATEOF � •'•.�ZORIOP. •' Gib � 1109 COASTAL BAY BOYNTON BC,FL 33435 STANDARD ACK FEBRUARY 14, 2012 I TRUSS CONNECTIONBDETAIL I ST-PIGGY-PLATE ��Q o 00 olio �aa MiTek Industries, Inc. This detail is applicable for the following wind cond'Nons: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-101Nmd Standards under all enclosure and exposure Conditions as long as no uplift exceeds 377lbs. Refer to actual piggyback truss design drawing for uplifts. NOTE: This Detail is valid for one ply trusses spaced 247 o.c. or less. PIGGYBACKTRUSS nefer to actual truss design drawing for addt5on2l piggyback truss Information. I SPACE PURL M ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OFTHE RASE TRUSS (SPACING NOT TO EXCEED 24' O.M)- A PURLNTO BE LOCATED AT EACH BASE TRUSS.IOINr. Mirek tndusvres, Chastenree, Mo Page 1 Of 1 Attach piggyback truss to the base truss with 3"xB' TEE -LOCK Muni -Use connection plates spaced 48' c.m Plates shall be pressed Into the piggyback truss at Qr o.c. staggered from each face and nailed to the base truss with four (4)- Ed (I-TxO.099') riads in each plate to achieve a maximum uplift capacity of 377 lbs. at each 3'xB' TEE -LOCK Multi -Use connection plate_ (Minimum of 2 plates) Attach each pudm to the top chord of the base truss. -(P-udins and Connection by others). BASE TRUSS Refer to actual truss design drawing for additional base tttss information. tttlhl{llfflrf� ����� SUS • S•k ��'�i • N M869 —� �— �a STATE OF �"r;'ONAtt0���� 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/1-2 FEBRUARY 14, 2012 I TRUSSED VALLEY SET DFTAIL I ST-VALLEY SYP II��I L�VL I MTek industries, Inc wrok IndusW s, Cnestug.W. MD Page 1 of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE= 3.5 X 0.131'=16d 2 INSTALL VALLEYTRUSSES(24-O.C.MAXIMLIPA) AND SECURE PER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EOUILNANTTO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. S. NAILING DONE PER NOS - of B. VALLEY STUD SPACING NOT TO EXCEED 4r O.C. 7. ALL LUMBER SPECIES TO BE SYP. SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS S' O.G. WIND DESIGN PER WIND DESIGN PER ATTACH 2x4 CONTINUOUS NO.2 SYP TO THE ROOF W/TWO 16d (0.131- X 3.S-) NAGS INTO EACH BASETRUSS_ DETAIL A (MAXIMUM V SHEATHING) N.T.S. VON TRUSS 6 ASCE T-65 IW MPH L LOAASD�„ 6jpi3O V3�I14Fnf AD ��:•�ICFNs�c'•:Ftp�� *.= _ _ N 34869 n :- O-10 19112 _ STATE OF �. •.FCORIDP. 1109 COASTAL BAY BOYNTON BC,FL 3343S OCTOBER 1, 2006 I LATERAL TOE -NAIL DETAIL I ST TOENAIL SP =00 0 00 �m MlTelt Industries, Inc. MTeklndusbies, ChesRdield,610 Page 1 oFi NOTES: 1. TOE 14NLS SHALL BE DRIVEN AT AN ANGLE OF45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MIST BE OBIVEM THROUGH AND EMT AT THE BACK CORNER OFTHEMEMBER END AS SHOWN. 2.THE END CISTANCE EDGE DISTANCE, AND SPACING OF NAILS SHALLBESUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3, ALLOWABLE VALUES ALL BE THE LESSER VAWEOFTHETWO SPECIES FOR MEMBERS OFDIFFERENT SPECES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (lb/nail) DIAL S1'P DC HF SPF SPFS O .131 88.0 BO.fi 699 MA 59.7 B .135 935 85 6 74.2 77-B 63.4 fn _162 1089 99.6 BSA 845 739 ni Z .128 74.2 679 58.9 1 57E3 503 .131 759 59.5 603 1 59D 51.1 .148 614 ?4 S 549 1 GI? 529 m VALUES SHOVWAF—= CAPACITY PERTOE-NAIL APPLICASLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE : (3)-16d NAILS (.16T dalm.x 3.3) WITH SPF SPECIESBOTTOM CHORD Far load duration increase of 1,15: 3 (nails) X 134.5 (lb/hail) X 1.15 (DOL) = 291,5 lb Maximum Capacity so. 45.00' ANGLE MAY VARY FROM 30'TO 60' THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEVS SHQVJARE FOR IULSTRATION PURPOSES ONLY SIDE VIL3'V 2 N L^4) 2 NAILS NEAR SIDE ffF NE44 SIDE 45.00' SIDEMEW f251 3 N41LS NEAR SIDE NEAR SIDE NEAR SEE ANGLE MAY VARYFROM 30' TO 60' 45.00' �}GEN' 3F••:F� � N34868 �ELI •• 10/19/12 W` �IITIII I1111�� 1109 COASTAL BAY BOYNTON BC,FL 33435 OOCCT%OBBERR11,, 2006 I UPLIFT TOE -(MAIL DETAIL . I ST-TOENAIL UPLIF �YJLJ(J O fai reLlodustr'ws, aesadield. MO Page i of NOTES 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MENSER L--IVIJU 2.�TFE END�1ANLTME. EDGE DISTANCE. AND 3PAACING OFINAILS SHALL ESUCHN' . PS TO AVOID UNUSUAL SPLITTING OF THE WOOD_ 3. ALLOWABLE VALUE SHALL BE THE LESSEE! VALUE OFTHE BOTTOM CHORD SPECIES MTek Industries, Ina OR TOP PLATE SPECIES FORMEMBERS OF DIFFERENT SPECIES SIDE VIEW FAP•SIDE VIEIAS SHOYM ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WTHDRAWAL VALUES PER NOS 2001(lb/nail) DIAM. SYP DF HF I SW I SPF-S .131 31.6 29B .1362 1293 47,85 398 11.3 2o9 fn .1I T5B 547S.1 B 220.13ZO v z .128 53.1 41B 2B.7 TL0 IBA . 737 543 428. 293 27.7 188 ry .148 1 SIA 402 1 332 1 31.3 1 213 m 0 .120 as9 04 73.4 159 `o .128 a98 3B5 265 25.0 17.0 b .131 1 50.1 39.5 27.1 25.6 17.4 a9 .143 1 568 44.6 1 30.6 2B9 798 VALUES SHOWN AFE CAPACITY PERTOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAYBEAPPU®. EXAMPLE: (3)- 16d NAILS (,162' dam. x 3.51 WITH SPFSPECIFS TOP PLATE For Wlnd DOL of 1 M: 3 (nails)X36.8 (ILVnaa)X 1.33 (DOL forw(nd) = 146.81b Maximum Allowable Uplift Reaction Due To Wind ForVNnd DOL of 1.60. 3 (nails) X 36.8 (Ib/naR)X 1.60 (OOL forwind)=176.61b Maximum Allowable UpGftReaction Due To Wind If the uplik maction specified on thaTruss Design Drawing Is more than 14681bs (179'Wbs) another mechanical uplift connection must be used. USE (3) TOENAILS ON 2x4 BEARING VIALL '^ USE (4)TOE-NAILS ON 24 BEARING WALL END VIEW 10/19/12 ' _ STATE OF�i/yn/ �` 1109 COASTAL BAY SOYNTON BC,FL 33435 BENCHMARK \ TOP OF DRAINAGE CATCH 13A51N -� (50 18) ELEV. 9.14 - 37. / / A / / / / / / / I j WATER SERVICE \ `. 8G3 S.F. UNOBSTRUCTED AREA Q` BORING O. <l (VACANT) / + 575 S.F. DRAINF)EtLD (TRENCH) �° \ y QUICK 4 EQ 3 ,'1NFILTRATOR5 I`. \ 3 ROWS OF ,G CHAMBERS EACHcil / ORJNG/ NOj.,,2, 451 \ PROPOSED 4 BR ,%\ /.. 20'. Lake Maintenance. ' \ \ HOUSE Easement (Typ) ;' \ (3688 S.F.) \ i MIN. FFE 10.85 O SEPTIC TANK / °a \ 30 \ \ (VACANT)' 1 2' DRAINAGE EASEMENT 31 (VACANT) I 29 0.44 ACRES i y EXISTING GROUND ELEVATION (TYPICAL)' LAKE / St Lucie County Health Department W Erw r ronmental Health Division / Site Plan Approved for Construction / Supersedes All Previous Site Plans for / OSTDS # Sv-3F— � Ifi&6roL42. & Well #. l^�a� � Dater LD14 Reviewer._'T_1�-t�o� 1) ALLF ELEVATIONS BENCHMARKS BROWN - - HEREON HEREON ARE RELATIVE TO THE NORTH AMERICAN VE VERTICAL DATUM (N.A.V.D.) OF 1988. - 2) AN APPROXIMATE CONVERSION BETWEEN THE - NATIONAL GEODETIC VERTICAL DATUM (N.G.V.D.) OF 1929 AND N.A.V.D. CAN BE MADE BY ADDING .. _ THOMAS P. KIERNAN 1.475 TO THE N.A.V.D. ELEVATION TO OBTAIN THE N.G.V.D. ELEVATION. 13309 NW BAYWOOD PL Professional Surveyor & Ma Florida Certificate 6199Pper fJ R E V I S I O N S cae ✓oe 3-OB .029 CULPEPPER S TERPENING, INC .....Inxo exoixeexs I I+xo sunverons SO,=]�5'sTxrlir SAINT LUCIB COUNTY, FLORIDA ]L®�°. �� 7�y 7�q'7�.'7[�7�y �p7�'�, ,�+7/7�7�,pL�'T�,�+R 7�7 110117�V ELLl0�.IL➢E1VD 3 SHEET N0. DATE BY ESC O D TE BY CRIP ON SCALE 1'��0' OF 10-16-14 DRABN BY1jr7 ' PROJECT NAME Pvy9 r°x v®��oxmL ga�s�u ULL➢LL{'JL W lli.'117T01��AY 5fde'�i+°c"oa�sasnv°°^ann.°"��uNn°�s�"'' LOT 29 RlVERBEND SEPTIC S�'i�717FaM SITE 1PPleaA 1 OF 1 svascm axtrnxc ixaus P. paxw a:� -3. .. ]-0• '�• 3 OeL f3)]D-dl ®BAR DETAIL ' _ ' p • p e 1 nwYT� o-a• Yxn O• O O O 1 awLL eYa 1grlrtp c I W-N• 1 (2)CLERESTORY PLAN AT � LAW ( . R N M"ATIONp)® A SQ.FT.CAW.'S - CCVEPED LAN41 ]G- MR. corER£D PHIItY' lop MR. wRncC pl. p21R. 3 CAR G.RAC 693 MR. TOTAL {16o EG._FT. Y VUR Aim TDTAL. St Lucie County HeaskhQ Environmental Health D' AM 1 f i1 Site Plan Approved for Consdv m s BRIIROOM p4 — -------- -- Supersed�s�i Previous Site PI "' "' o �x �- OS.TDS # 156 & Well r� J a '4 A� A ]'-p• 4'-ID N• LL®UNDRyk' IGOER r - Date: l i ' Y Cl6 i tJYt.ONG -0• . � 4-T N IT b•-0 N• p'- Rev Im ICT+o A)mY Y-t• Ss �' P • C&14 A I m-p 7 —L_I ..7 I I Y I T_I N. ' m p•-p - •'" 9 . as 06 0• "oR FADER MOIIL+ !N %9pE ry AYE Tim IN m nil Irs QENTRY TOPPER PLAN OA r =T 11— jA I I , �a.OPe vY••t:T: . AT co pr Y O 1 1 FLOORPLAN a� 0 oP. boo PROJECTY(Y YODEL 6ARAciE EIWDiQ: PAGE I I g w soy I ' SET 5/8'IR&c LOT'28' r LB azas VACANT SET ry f pd. NLR7�. SET 5/8'IR&C LB.4286. - .. .. - Ilk p N5154'15"W 194.05' 7p - KK II h� - I� ; LOT 38. ah ham. VACANT GO 'f I N ryl 1 ,�'tl.Y\t tt\l.'1.7$.IAF ttl I .. I _ L ,r .i �� - I I o�� G SCALE q ao a sa I I, �50.21 t f2 n I ij Ld et ( rzer j II h I .d OPEN O I ly, _ I lnoh 90 R _ WMT 3 p„ 3 a : ,w PeOPosTD POenco cowtm _ �¢ LOT 29 W II p, II LAKE -..4' PAVER BRICK "t, 1i COVERED U Q J t y i p W WALK. A a ' SET Plc&D 117 7 PROPOSED\ 7 STORY r } RESIDENCE ADDRESS STREET O; 5 D - F.F.E =.11 50 I 13309 NW BAYWOOD PLACE!, sfaat t OPEN ` IN, J F• w O. R BRICK COURTYARD 4 : -5JIT- . 3� I . ' F � ry art m 1 N . RONT�Q I. Jh _v o •, p 4 =,3 — %L DESCRIPTION , rm M r'3 n� t \1t °6t33t333'1 1t11t' t _ — — —. CIDES LEGAL O. ] 1 Being all of Lot 29,' according to the Tat of ---12' DRAINAGE EASEMENT a'�� — — n SIN i 9 9 P LOT 37 a : 3 _N53_41'18"W 196.33 —d — — — — — RIVERBEND, as: recorded in Plat Book 67, Page .36 . , VACANT f yT N'_ - ... SET 5/8 IR .. - SET5/elR& - REAR�Q of the Public Records of St. Lucid County Florida: h LB 428 ��' � Contains 0.44 acres more or less. LB 4286 TE H .. .. . BENCHMARK :. LOT 30. i - - .. I _. U .•. I TOP OF DRAINAGE - - - N Oil CATCH BASIN . VACANT (NAM 1988) GENERAL NOTES LEGEND. & ABBREVIATIONS s - 1. The bearings shown hereon are referenced to thecenterllne of Baywood Place having a bearing of CONd.1 - DENOTES CONCRETE., P.C.P. DENOTES PERMENANT CONTROL PRINT - C.M.DENOTES CONCRETE MONUMENT S39'10'42"W, according to the Plat of RIVERBEND, Plat Book 67, Page 36,_ City of Port St. Lucie, St Lucie (P DENOTES PLAT DATA O.R.B. DENOTES OFFICIAL RECORDS BOOK - _ County, Florida. : _ (Mj D CALCULATED FROMETD MEASUREMENTS IR&C' DENOTES IRON ROD & CAP m M) DENOTES MEASURED DATA FIELD . I.P.DENOTES IRON PIPE - " ID DENOTES IDENTIFICATION NUMBERI.R. a - - DENOTES IRON ROD - - 2. All above ground fixed improvements, f any, have been located and shown, hereon. DENOTES FLOW LINE U.E.L.DENOTES unuTr EASEMENT FIND. DENOTES FOUND DENOTES TOP BANK P.LS DENOTES PROFESSIONAL D SURVEYOR Y 3 Underground utilities and utility services have not been located on this survey - - LB.. DENOTES LICENSED BUSINESS �3' . oFrROTEs ElEvnnoN (TYPICAL) O.H.U.. DENOTES OVERHEAD UTILITIES m W.M.E. DENOTES WATER MANAGEMENT EASEMENT ... .. " N.A.BO. DENOTES NORTH AMERICAN VERTICAL DATUM DENOTES saEErucNT. 'yYy' _ 4. Flood Note: By graphic plotting only, this property is in Zone. X", according to'the Flood Insurance Rate (MR): DENOTES Map, :Community Panel No. 12111CO406 J, effective date February 16, 2012.-The exact designation can only. R/W DENOTES TIGHT WAY . DENOTES WATER VALVE - „ - DENOTES LAKE MAINTENANCE EASENENT be determined by do elevation certificate. DENOTES DRAINAGE MANHOLE ® - THOMAS P. KIERNAN/DATE D .5. Reproductions of this map are not valid without the. signature and "original- raised seal. of a Florida Licensed - Surveyor & Mapper ' :... %' . : - - - - - Professional Surveyor Mapper ... .. - . _ DENOTES. WATER METER I Florida CertlficaEe' No.:6199 6. Lands shown hereon were not abstracted by this office for rights -of -way, easements of record, ownership, REVISION: ADDED COURTYARD & ROAD ELEVATION GLM 12-19-14 . obdndonment's deed restrictions, or Murphy Act Deeds. p 1 FF7. The last ddte' of field Work. WOS February,05, 2014. Boundary-TopographiC : CULPEPPER S TERPENING,'I�. s ,1 - CONSULTING ENGINEERS I LAND SURVEYor deletions to survey maps or reports by other.than the signing party or parties is prohibited Surveyh and Site Plan , z98oSOUTH25thSTRFETwithout written consent of the signingpartyor parties: LOT `29 FCr PORT PIERCE, FLORIDA3498Y s showh hereon are referenced to the North Am erican' Vertical Datum (N A.V.D.) of 1.988: Standard' Pacific Homes H 77 �3tt3eng oorn T PHONE q ^"m • T 37 PAX 7 464-9497 ,I-_J� IY//— L7 w LOT 38 VACANT LOT 37 VACANT I I I SET 5/8-IR&C LB 4286 W I �S 13y '^� �, r—PmE4TAL OO n ,., I LOT 29 N A. I 50.21, �I a:�Wl F 4' PAYER BRICX� I WALK ct W SET PK&D o LB 4286 � I �LP 4' GAS TANK SET 5/8'IR&C LB 4286 - BENCHMARK TOP OF DRAINAGE CATCH BASIN ELEV. 9. 14' , (NAVD 1988) LOT 28 VACANT VEVERED q RY 1 STORY CBS 12.1 RESIDENCE F.F.E.=12.50 CaNC PAD LOT 30 UNDER CONSTRUCTION GENERAL NOTES 1. The bearings shown hereon are referenced to the centerline of Baywood Place having a bearing of S39'10'42"W, according to the Plat of RIVERBEND, Plat Book 67, Page 36, City of Port St. Lucie, St Lucie County, Florida. 2. All above ground fixed improvements, if any, have been located and shown hereon. 3. Underground utilities and utility services have not been located on this survey. 4. Flood Note: By graphic plotting only, this property is in Zone "X", according to the Flood Insurance Rate Map, Community Panel No. 12111CO406 J, effective date February 16, 2012. The exact designation can only be determined by an elevation certificate. 5. Reproductions of this map are not valid without the signature and original raised seal of a Florida Licensed Surveyor & Mapper. 6. Lands shown hereon were not abstracted by this office for rights —of —way, easements of record, ownership, abandonment's deed restrictions, or Murphy Act Deeds. 7. The last date of field work was August 19, 2015. 8. Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited without written consent of the signing party or parties. 9. Elevations shown hereon are referenced to the North American Vertical Datum (N.A.V.D.) of 1988. 4' POOL SET 5/8"IR&C LB 4286 I I I I I II 0 F RFU�/vF0 AUU2�,70� GRAPHIC SCALE 30 0 15 30 WmT-3 i m1,�n 30 )n LAKE STREET ADDRESS 13309 NW BAYWOOD PLACE LEGAL DESCRIPTION o o ,9� Being all of Lot 29, according to the plat of _ _ RIVERBEND, as recorded in Plat Book 67, Page 36 K p o— — — o of the Public Records of St. Lucie County' Florida. $ Contains 0.44 acres more or less. SET 5/8'IR&C I LB 4286 DotDatijg U 1 t APpr(3vecj I I F PaAaddy Pull 1Da LEGEND & ABBREVIATIONS 13 '00 Glo CONC. DENOTES CONCRETE C.P. DENOTES PERMENANT CONTROL POINT C.M. DENOTES CONCRETE MONUMENT PJJ DENOTES PUT DATA O.R.B. DENOTES OFFICIAL RECORDS BOOK C) DENOTES CALCULATED FROM FIELD MEASUREMENTS IR&C DENOTES IRON ROD & CAP M) DENOTES MEASURED DATA I.P. DENOTES IRON PIPE 10 DENOTES IDENTIFICATION NUMBER I.R. DENOTES IRON ROD — DENOTES FLOW UNE U.E DENOTES UTILITY EASEMENT TOB DENOTES Top OF BANK P LS DENOTES PROFESSIONAL LAND SURVEYOR ENO. DENOTES FOUND. DENOTES ELEVATION (TYPICAL) FN DENOTES FOUNDED BUSINESS O.H.U. DENOTES OVERHEAD UTIUTIES W.M.E. DENOTES WATER MANAGEMENT EASEMENT N.AV.D. DENOTES NORTH AMERICAN VERTICAL DATUM '1rYy' DENOTES STREET UGHT ' (NR) DENOTES NON -RADIAL ' R/W DENOTES RIGHT WAY .MG DENOTES WATER VALVE /��) ��- LME DENOTES LAKE MAINTENANCE EASEMENT ® DENOTES WATER METER �1 ` /J DENOTES DRAINAGE MANHOLE THOMAS P. KIER AN DATE Professional Surveyor &-Mapper Florida Certificate -No'. 6199 FINAL SURVEY/ ASBUILT LOT 29 For: Standard Pacific Homes File: LOT 29.DWG B-21-15 SCALE 1"=30' DRAWN BY. GLM CULPEPPER S. TERPENING, INC CONSULTING ENGINEERS I LAND SURVEYORS 2980 SOUTH 25rh STREET FORT PIERCE, FLOREDA 34981 PHONE 772� 377 FAAXm772-464-9497 c Ill '.� ✓.itl 1c'j4 SET _ 5/8"IR&C - LOT 28 LB 4266. � C E I VACANT I V E D `SET 5/871R&C I - r� LB .4286 - 1ro' a 145 I a II`1� I N5154.15"W 194.06': PERMITTING' L Y�^ __3g' St. Lucie County, FL. LOT 38 VACANT GO GRAPHIC SCALE I. f pladJ; M ;p 73.0 N I p = i 30 0, 15 30 y" iZ I, h^ WMT=3 immFM�m F I 20 n �' 1 rn. rIQi3` a jW LOT 29 I W, II II II LAKE SET Px&D EXISTING 3 F .7. . m FORMBOARDS 12.1' k 01 V;N LB 4286 Io 2 126 eM �. a N TOP. OF -=� �� STREET ADDRESS C M P' Pik I o N * 12.0' FORM=12.50. N I. 13309 NW BAYWOOD PLACE ° [ o I I a+e Imo, 7; µ p R r,. - r•i -- ; ..4.35 :t't°Ih a' 0 h I_ aoo4r I LEGAL DESCRIPTION A.t 63.3T _ _ _ s5_ _. — _ Being all of Lot 29, according to the plat of Ni age II I�, _ — — — —12 DRAINAGE EASEMENT I ' 7i' a) , u II ' " — - _ — — — RIVERBEND, as 'recorded in Plat Book 57, Page 36 LOT 37 _N53'4118 W 196_33 —o sei5jB7R&c of the Public.Records of St. Lucie County, Florida. VACANT I 30 — — — — — ;; o; �,ro[ ^; — —.— - o LB 4286 i f Contains 0.44 acres more or less. n <% hNT i . SET 5/8"IR&C LB 4286 .. LOT.30 BENCHMARK I Vt �a j1' I TOP OF DRAINAGE VACANT I CO CATCH BASIN ELEV 9.14'' I ��-.1� Ir171 1 ' (NAVD 1988) I a fi`IH1 P}iP— ed x Dat rov LL " LEGEND & ABBREVIATIONS GENERAL NOTES o _ S 1. The bearings shown hereon are referenced to the centerline of Baywood .Place having a ,bearing of - ..GONG. DENOTES CONCRETE - " P.C.P. DENOTES PERMENANT CONTROL POINT C.M." DENOTES CONCRETE MONUMENT - S3910'42' W, a . . ccording 'to the Plat of RIVERBEND, Plat Book 67, Page 36, City of Port St. Lucie, St Lucie (P) DENOTES PLAT DATA O.P.B. DENOTES OFFICIAL RECORDS BOOK County, Florida. cj) DENOTES CALCULATED FRoN FIELD MEASUREMENTS IR&c DENOTES IRON ROD &CAP' ' M) DENOTES MEASURED DATA I.P. DENOTES IRON PIPE ID DENOTES IDENTIFICATION NUMBER .. I.P. DENOTES IRON ROD' € 2. All above ground fixed improvements, if any, have been located and shown hereon. •DENOTES FLOW LINE..' U.E..DENOTES UTILITY EASEMENT.- - TO ' DENOTES TOP OF BANK P.L.S.DENOTES PROFESSIONAL LAND SURVEYOR - ;• .. .. I .. - FNO. DENOTES FOUND . g 3. Underground utilities and utility services have' not been located on this survey. ' , _ L.B. DENOTES LICENSED BUSINESS' - DENOTES ELEVATION (TYPICAL) , . - O.H.U. DENOTES OVERHEAD UTIUTES W,M,E DENOTES WATER MANAGEMENT EASEMENT N.AV.D. DENOTES NORTH AMERICAN VERTICAL OANM y'y 4. Flood Note: By graphic platting only, this property is in Zone "X according to the Flood Insurance Rate (NR) DENOTES NON -RADIAL - • .. 4 DENOTES STREET ucHr Map, Community Panel No. 12111CO406 J, effective date February 16; 2012.'.The exact designation can only LRM/E DENOTES RIGHT LAKE MAINTENANCE EASEMENT DENOTES WATER VALVE ' be determined by an elevation certificate.' .. ® DENOTES WATER METER DENOTES DRAINAGE MANHOLE KIERNAN. DATE 5. Reproductions of this map are not. valid without the Signature and original raised seal of a,Florida Licensed -: THOMASP. ' D Surveyor &. Mapper. _ - Professional Surveyor & Mapper Florida Certificate No. 3199 6. Lands shown hereon were not abstracted by this office for rights -of -way, easements of record, ownership, , abandonment's deed restrictions, or Murphy Act Deeds. - E 7. The last date of field Work was March 13, 2015. .AS-Built-Formboard File: LOT 29.DWG. 'CULPEPPER, & TERPENING, INC 8. Additions or: y p p y signing party p prohibited SuNex SCALE 20=30' CONSULTING ENGINEERS I LAND SURVEYORS a deletions to survey maps or reports b other than the sI nin art or parties is 2980 SOUTH 25Lh STREET without written consent of the signing party or parties. DRAWN BY:GLM FORT PIERCE,FLORIDA34961 LOT 29 For: PHONE 772-464-3537 FAX 772-464-9497 2 9. Elevations shown hereon are referenced to the North American Vertical Datum (N.A.V.D.) of.1988. Standard Pacific Homes V71�7•ct-`ng.com SLATE OF PLORIDA amLTLFLCA770N No. LB 4286