The URL can be used to link to this page

PL-15-2325 a � tr# ` °,• x s - t t •ire �� I�E t�-r �� ! _ � E�� . Miami Shores Village 10050 N.E.2nd Avenue NE 'X Miami Shores,FL 33138-0000 x— Phone: (305)795-2204 E Expiration: 03/16/206 Project Address Parcel Number Applicant 1275 NE 94 Street 1132050100090 Miami Shores, FL 33138-2946 Block: Lot: JAMES AND JANINE TURK Owner information Address Phone Cell JAMES AND JANINE TURK 2020 N BAYSHORE Drive MIAMI FL 33137- 2020 N BAYSHORE Drive MIAMI FL 33137- Contractor(s) Phone Cell Phone Valuation: $ 2,000.00 ALLSTATE DIVERSIFIED ENGINEERD (305)256-0306 (305)258-7797 .�...::._...._:.,�....:.�:..�....�:. .�.:::: _...:..a Total Sq Feet: 0 Type of Work:SEPTIC Available Inspections: Type of Piping: Inspection Type: Additional Info: HRS Approval Bond Retum: Final Classification:Residential Scanning:3 Review Plumbing ti Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $1.20 Invoice# PL-9-15-57066 DBPR Fee $4.50 09/17/2015 Check#:4675 $271.20 $50.00 DCA Fee $4.50 Education Surcharge $0.40 09/14/2015 Check#:4651 $50.00 $0.00 00001 CZ Permit Fee $300.00 Scanning Fee $9.00 0011111114 ;�004- Technology Fee $1.60 Total: $321.20 Ica cm Applicant Copy For Inspections, Call(306) 762-4949 or Log on at https://bldg.miamishoresvillage.com/cap/. Requests must be received by 3 pm for following day inspections. NOTICE: In addition to the requirements of this permit, there may be AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER additional restrictions applicable to this property that may be found in GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT the public records of this county. DISTRICTS,STATE AGENCIES,OR FEDERAL AGENCIES. September 17,2015 2 A A26001388 March 8, 2016 Miami Shores Village Building Department 10050 NE 2^d Avenue Miami Shores, Florida 33138 Final Inscectton Letter R Permit Number. C 14-91 5 Address: 1275 NE 94th Street Building Department, I, Victor J. Bruce and Architect of Record, having performed visual observations of the project, hereby attest to the best of my knowledge, belief, and professional judgment, the structural and envelope components of the above referenced renovation are in compliance with the approved plan. I also attest that to the best of my knowledge, belief, and professional judgment, , the approved permit plans represent the as built condition of the structural envelope component of the said structure. Please contact m at 305.310.5030 if you have any questions and/or comments. Si rel Victor I Bruce A.I.A., L D R AP Architect AR-0017103 370 NE 101 s+Street Miami Shores,Florida 33138 telephone 305-310-5030 fax 1-877-408-8280 email vbruce@ai-associates.net Work Order Summary 4003878100 - ,,., Siegel Gas-Medley Scheduled Date/Time 02/24/2016 00:00:00 Notification:3004364350 Sales Order.79502551 3 Planner Group:001 Planner Group-5575 ,��i�^� .. ,E�'.� �� X1,3 ,..•3 333.. .3,i� � fI A.�I=�N .-�42 take 1-120 laydown/new acct Plant:5575 Customer.202879324 Assigned to:5575_999 MEDL TI DEFAULT JAMES TURK 103124436 Grid#:STMIEO Zone: 1275 NE 94 ST MIAMI SHORES FL 33138 Material: Owner. Subtanks: Y Equipment ID: Company ID: Manufacturer Serial#: S I�`' ,+ l: €�ttU ,€9€r��i n�l�t331€ 33 €� h1 ti €'i't 3,SjE: €2 ! t nS., i�3• �i, [l ti33�'I - EE �'E�Y EEEk A .�; t: #,•I..33,' (3: Eli. *02/03/201613:54:36 Sara Garda(GARCIASA)*Take 1-120 laydown tank.New account.***must call 1/2 hr b4/ contractor Steve 305 216 6807"**On schedule for Thursday 02/04/2016'.Charge $148.55 leads check.Per contractor stove ready/convertion done already.Intro price market 1.99 ppg.customer will set up acct automatic with credit card/fixed seed 3 months.*02/04/201611:11:40 Sara Garda(GARCIASA)*THURSDAY ROUTE/TOP OFF FOR FRIDAY-DAVID 02/05/2016.*02/22/201611:45:25 S ti,Ui-, �i _ 3 i��3p. ^�33b3 �,• :- �z' ROW OP# Description Status Work Center Completed Duration Actual 0010 Install Aboveground Small Tank DSPT 5575 999 MEDL T1_DEFAULT 2.0' 0.0 3 �iii, � ii�l.3a 1 P Ij a� '' s _z,yvjjJ<, •€.. a. ii1'� °°?#`3 i 31£�a; 3 ,€3•♦3bi•. €j1€ ' r, New Tank and Regulator information Tank Size Manufacturer Serial# Manufactu r MFR Year/M Race Date/Type PFI Performed and Documented jtPgj ASME (if licable) a rT Yes No Regulator MFG Date Condition Manufacturer Model First Stage Second Stage 01 P Integral Twin Appliance Informfitlon Appliance Type ex.Heat - Quantity Per Type 3 Total BTU of Type 54,000 Customer Care Line Information T"be eftmd for new hwWW or news re) New Customer Safety Assurances YM If New Exterior Line Is Installed or Replaced If New Interior Line is Installed or Perform Test for Leakage • Replaced Perform Pressure Test Tank shutoff showed to customer? Line Material Line Depth(in inches) Line Material Customer knows smell of propane? € F�!€ New piping prior Test for Leakage(Propane) Comments: to the 2nd stage Start Pressure End Pressure Time Held System OK reg. PSIGI PSIGI MIN Pressure Testing(Air/inert Gas Only) the New piping after Start Pressure End PTime Held System OK ltd ressurePSIG PSIGI MIN Leak C k(Propane Only) Regulator System Performance Test Single or integral Start P ure End Prespe Time „ld System OK Flow Pressure Lock-up Pressure twin stage system PSIG SIG a MIN IN WCWC MIN IN WC1 I, IN WC Two Stage k(PropvAfe Odry) Regulator System Performance Test let stage Start Pressure End Pressure Time Held System OK Flow Pressure Lock-up Pressure PSIG PSIG MIN "`PSIG PSIG 2nd Stage Start Pressurej End Pressure Time Held System OK Flow Pressure Lock-up Pressure IN WC MIN IN WC IN WC Customer Signature ,. /, Service Tech 0-/ Signature �� / 1 IMPORTANT SAFETY INFORMATION:Emeraencv Telephone#800-Gas-4You IMPORTANT TERMS&CONDITIONS /.� Payments-By sending your check,you are authorizing the Company to use r"For your safety,propane has a strong,unpleasant odor added so that information on your check to make a one-time electronic fund transfer from propane leaks can be detected. You and each person using or handling your account at the financial institution indicated on your check, or to propane must be able to recognize the smell of propane. Ask for a Propane process the payment as a check transaction.This electronic debit will be for Safety Brochure or MSDS to demonstrate the smell of propane. Always take the amount of your check,no additional charge will be added to the amount. action if you smell any foul odor. Since there is a possibility of odor fade or Funds may be withdrawn from your account as soon as the same day we other problems with your sense of smell,you should respond immediately to receive your payment and you will not receive your check back from your even a faint odor of gas. Additionally,it is recommended that you purchase financial institution. If we cannot collect your electronic payment, we will and install propane gas detector(s) according to the manufacturers' issue a draft against your account. If you wish to opt out of the electronic Instructions as a back-up warning device. If there is any possibility that a check conversion,please contact your local Company office. person will not recognize the odor of propane,you should not use It until a Definitions— propane gas detector has been installed. Fuel Recovery Fee: This fee, which is assessed for propane deliveries and QIF YOU SMELL GAS: service calls, helps to offset the significant expenses incurred by the • No Flames or Sparks: Put out all smoking materials & other open Company in fueling its fleet of commercial motor vehicles.This fee fluctuates flames.Do not use lights,appliances,telephones,including cell phones. on a monthly basis as the Company's cost of fuel fluctuates.For updated fuel Flames or sparks from these can trigger an explosion. recovery fee information, please contact your local Company office on a • Leave the Area Immediately: Get everyone out of the building or area monthly basis. where you suspect gas is leaking. HazMat&Safety Compliance Fee:This fee,which is assessed for propane • Shut-Off the Gas:Turn off the main gas supply valve on the propane deliveries and service calls, helps to offset a portion of the costs the tank if It is safe to do so. Turn the valve to the right to close. Company must incur to comply with federal, state and local government • Report the Leak:From a neighbor's house or other nearby building away regulations, including, but not limited to, hazardous materials, homeland from the gas leak,call the Company right away. If you cannot reach security, emergency preparedness and workplace safety. it is also used to The Company,call 911 or your local fire department. fund, among other things, vital employee safety training and inspections, • Do Not Return to the Area or Building until The Company or the local cylinder re-qualification, and environmental compliance. THE FEE IS NOT officials who have responded determine it is safe to do so. GOVERNMENT IMPOSED, NOR IS ANY PORTION OF IT PAID TO ANY GOVERNMENT AGENCY. • Get Your System Checked: Before you attempt to use any of your Special Trip Charge: This charge is incurred by Customers who request propane appliances,The Company or another qualified propane service immediate deliveries or non-emergency service after business hours or on technician must conduct a leak check. weekends.This charge can vary greatly due to the distance involved and/or `CARBON MONOXIDE: IMPROPERLY VENTED OR DEFECTIVE APPLIANCES the time required to service this request and will be based on local labor CAN CAUSE POTENTIALLY FATAL CARBON MONOXIDE POISONING. HAVE rates which can be obtained from your local Company office. YOUR SYSTEM PERIODICALLY INSPECTED BY THE COMPANY OR ANOTHER Service Dispatch Charge:This charge is to cover the costs associated with QUALIFIED PROPANE SERVICE COMPANY. dispatching a service technician to a Customer's residence or other location to perform service work on customer-owned equipment and appliances or to &RUNNING OUT OF GAS: DO NOT RUN OUT OF GAS, SERIOUS SAFETY pick-up a Company-owned tank or cylinder. Customers should note that HAZARDS,INCLUDING FIRE AND EXPLOSION,CAN RESULT. upon arrival at Customer's location, additional charges may be assessed • If an appliance valve or gas line is left open when the propane supply depending upon the nature of the problem.The Service Dispatch Charge is runs out, a leak could occur when the system is recharged with collected at the time the service or tank/cylinder pick-up is scheduled.This propane. charge will not be credited toward service work performed. Please check • Air and moisture could get inside the propane container resulting in the with your local Company office regarding the availability of appliance repair possibility of odor fade. service. • If you run out of gas,your pilot lights will go out and can be extremely Tank Rent is an amount charged to customers who are leasing Company- dangerous if not handled properly Owned Equipment. • A LEAK CHECK IS REQUIRED. Returned Check Charge is an amount charged to customers whose check is • SET-UP REGULAR FORECASTED DELIVERIES. Check the gauge on your returned because of insufficient funds. tank and If the fuel level drops at or near 20%,call The Company. PAYMENT TERMS AND LATE FEES: For Customers Receiving Invoices: A Customer agrees to pay all fees,rates,and charges within ten days after the ''LIGHTING PILOT LIGHTS invoice date or on the due date, whichever is later, to the location It is strongly recommended that a qualified propane service technician light designated by the Company. For Customers Billed-On-The-Road:Customer any pilot light that has gone out. agrees to pay all fees,rates,and charges within ten days after the delivery or • A pilot light that repeatedly goes out or is difficult to light may be a service to the location designated by the Company. signal that there is a problem with the appliance or the propane If Customer fails to pay any fees,rates,or charges within 25 days after the system. If this occurs do not try to fix the problem yourself. Contact a invoice or due date, the Company may, unless prohibited by law, add a qualified propane service technician to evaluate the appliance. monthly late charge of 1%%of the average daily balance or a late charge of &IF YOU LIGHT A PILOT YOURSELF, YOU ARE TAKING THE RISK OF $36.00, whichever is greater. The Company reserves the right to require STARTING A FIRE OR AN EXPLOSION. MANY SERIOUS INJURIES OCCUR WHEN Customer to pay for propane deliveries or service in advance or to post a PEOPLE ATTEMPT TO LIGHT PILOT LIGHTS. PROCEED WITH GREAT CAUTION cash deposit,which may be applied by the Company at any time in whole or in part to the outstanding balance. and follow the manufacturer's directions. The HazMat&Safety Compliance Fee and Fuel Recovery Fee do not apply to Ai OTHER IMPORTANT SAFETY RULES residential customers in VT or to any customers in CT. • DO NOT allow unqualified personnel to service your propane appliances or system. i • If any of your appliances have been flooded, shut off the gas CALL BEFORE YOU DIGI If you are planning to landscape or make immediately at the tank.DO NOT use the gas system until the wet or improvements to the exterior of your home or business, the Company flooded appliances have been checked or serviced. reminds you to have the underground lines marked under your State's call • Keep combustible products, like gasoline, kerosene or cleaners, in a before you dig program. it is important for you to know exactly where your separate room from propane appliances. Appliance pilot lights could gas lines are located and avoid digging in that area. We care about your Ignite fumes from those combustibles. safety,so contact your local Company office before you start to dig and we will work with you to locate your propane gas lines. Sales 8t Service Order 4003878100 i0i i�52 NW 89th Ave Medley FL 33178-1409 Sales Order 79502551 3054691-4411 Siegel Gas-Medley Scheduled Date/Time 02/24/201600:00:00 Order Date:02/03/2016 Notiflcaton:3004364350 PO#: AA,NtI} '�:,.£ ,li f. ��' € f shy, NON BOR 70092 take 1-120 laydown/new acct JAMES TURK 103124436 Plant:5575 Customer.202879324 1275 NE 94 ST MIAMI SHORES FL 33138 Assigned to:5575 999 MEDL T1_DEFAULT 305-491-1412 Grid#: Zone:STMIE0 iiF s. €, 4i. ,i€ t ail6, P,,,ejl take 1-120 laydown/new acct 4 i Service Performed: Date:2/'�` Hours: Equipment ID: Company Id: j 0010 Install Aboveground Small Tank eA 6 y "L 7a •s .. CONTRACT:NO CONTRACT EXISTS Tank Location Code G F E Meter Tank Tank dN H obvbw Fad a Reading Size .. S "fay �` -�� Percent - 9 A B C �E �Lv.M€ , 1.000 70028 APP&S Service Labor 138.17 138.17 Sub Total 138.17 � E, ,,;. a^ i, as MINE' u N ll; Copper Tubing(ft) Poly Tubing(ft) Labor(hrs) Parts&Fittings Gallons in Tank When Set: Paid in Advance$:0.00 Payment Terms: , E, r F Credit Card F- Check# Money Omer PAYMENT AMOUNT Cash Customer's Signature A ;_ rl:rp'-- Date; 3 Does Customer Require A CWj of the WORK ORDER? ( Yes ( No Service Person's, _ Date Manager's Signature Date Signature _„J_, (if required) / / � ' t IMPORTANT SAFETY INFORMATION:Emenzencv Telephone#800-Gas-4You IMPORTANT TERMS&CONDITIONS I Payments-By sending your check,you are authorizing the Company to use For your safety,propane has a strong,unpleasant odor added so that information on your check to make a one-time electronic fund transfer from propane leaks can be detected. You and each person using or handling propane must be able to recognize the smell of propane. Ask for a Propane Your account at the (financial institution indicated your check, to process the payment a a check transaction.This electronic debit will bea for Safety Brochure or MSDS to demonstrate the smell of propane. Always take the amount of your check,no additional charge will be added to the amount. action if you smell any foul odor. Since there is a possibility of odor fade or Funds may be withdrawn from your account as soon as the same day we other problems with your sense of smell,you should respond immediately to receive your payment and you will not receive your check back from your even a faint odor of gas. Additionally,it is recommended that you purchase financial institution. if we cannot collect your electronic payment, we will and install propane gas detector(s) according to the manufacturers' issue a draft against y�ur account. if you wish to opt out of the electronic instructions as a back-up warning device. If there is any possibility that a check conversion,plea a contact your local Company office. person will not recognize the odor of propane,you should not use it until a Definitions— propane gas detector has been installed. Fuel Recovery Fee:This fee, which is assessed for propane deliveries and ©i IF YOU SMELL GAS: service calls, helps to offset the significant expenses incurred by the • No Flames or Sparks: Put out all smoking materials & other open Company in fueling its Peet of commercial motor vehicles.This fee fluctuates flames.Do not use lights,appliances,telephones,including cell phones. on a monthly basis as the Company's cost of fuel fluctuates.For updated fuel Flames or sparks from these can trigger an explosion. recovery fee information, please contact your local Company office on a • Leave the Area Immediately: Get everyone out of the building or area monthly basis. where you suspect gas is leaking. HazMat&Safety Compliance Fee:This fee,which is assessed for propane • Shut-Off the Gas:Turn-off the main gas supply valve on the propane deliveries and service) calls, helps to offset a portion of the costs the tank if it is safe to do so. Turn the valve to the right to close. Company must incur o comply with federal, state and local government • Report the Leak:From a neighbor's house or other nearby building away regulations, including, but not limited to, hazardous materials, homeland from the gas leak,call the Company right away. If you cannot reach security, emergency preparedness and workplace safety. It Is also used to The Company,call 911 or your local fire department. fund, among other things, vital employee safety training and inspections, • Do Not Return to the Area or Building until The Company or the local cylinder re-qualificatio , and environmental compliance. THE FEE IS NOT officials who have responded determine it is safe to do so. GOVERNMENT IMPOSED, NOR IS ANY PORTION OF IT PAID TO ANY GOVERNMENT AGENCY. • Get Your System Checked: Before you attempt to use any of your Special Trip Charge: This charge is incurred by Customers who request propane appliances,The Company or another qualified propane service immediate deliveries or non-emergency service after business hours or on technician must conduct a leak check. weekends.This charge!can vary greatly due to the distance involved and/or &CARBON MONOXIDE: IMPROPERLY VENTED OR DEFECTIVE APPLIANCES the time required to�ervice this request and will be based on local labor CAN CAUSE POTENTIALLY FATAL CARBON MONOXIDE POISONING. HAVE rates which can be obtained from your local Company office. YOUR SYSTEM PERIODICALLY INSPECTED BY THE COMPANY OR ANOTHER Service Dispatch Charge:This charge is to cover the costs associated with QUALIFIED PROPANE SERVICE COMPANY. dispatching a service technician to a Customer's residence or other location to perform service workon customer-owned equipment and appliances or to &RUNNING OUT OF GAS: DO NOT RUN OUT OF GAS, SERIOUS SAFETY pick-up a Company-oned tank or cylinder. Customers should note that rrival HAZARDS,INCLUDING FIRE AND EXPLOSION,CAN RESULT. upon aat Custo er's location, additional charges may be assessed • If an appliance valve or gas line is left open when the propane supply depending upon the nature of the problem.The Service Dispatch Charge is runs out, a leak could occur when the system is recharged with collected at the time the service or tank/cylinder pick=up is scheduled.This propane. charge will not be credited toward service work performed. Please check • Air and moisture could get inside the propane container resulting in the with your local Company office regarding the availability of appliance repair possibility of odor fade. service. • if you run out of gas,your pilot lights will go out and can be extremely Tank Rent is an amount charged to customers who are leasing Company- dangerous if not handled properly Owned Equipment. • A LEAK CHECK IS REQUIRED. Returned Check Charge is an amount charged to customers whose check is • SET-UP REGULAR FORECASTED DELIVERIES. Check the gauge on your returned because of insufficient funds. tank and if the fuel level drops at or near 20%,call The Company. PAYMENT TERMS AND LATE FEES: For Customers Receiving Invoices: Customer agrees to pay all fees,rates,and charges within ten days after the LIGHTING PILOT LIGHTS invoice date or on the due date, whichever is later, to the location It is strongly recommended that a qualified propane service technician light designated by the Company. For Customers Billed-On-The-Road:Customer any pilot light that has gone out. agrees to pay all fees,mates,and charges within ten days after the delivery or • A pilot light that repeatedly goes out or is difficult to light may be a service to the location designated by the Company. signal that there is a problem with the appliance or the propane If Customer fails to pay any fees,rates,or charges within 25 days after the system. If this occurs do not try to fix the problem yourself. Contact a invoice or due date, the Company may, unless prohibited by law, add a qualified propane service technician to evaluate the appliance. monthly late charge of 1'fe%of the average daily balance or a late charge of A&F YOU LIGHT A PILOT YOURSELF, YOU ARE TAKING THE RISK OF $36.00, whichever is greater. The Company reserves the right to require Customer to pay for propane deliveries or service in advance or to post a STARTING A FIRE OR AN EXPLOSION. MANY SERIOUS INJURIES OCCUR WHEN cash deposit,which may be applied by the Company at any time in whole or PEOPLE ATTEMPT TO LIGHT PILOT LIGHTS. PROCEED WITH GREAT CAUTION in part to the outstanding balance. and follow the manufacturer's directions. The HazMat&Safety Compliance Fee and Fuel Recovery Fee do not apply to OTHER IMPORTANT SAFETY RULES residential customers in VT or to any customers in CT. • DO NOT allow unqualified personnel to service your propane appliances or system. • If any of your appliances have been flooded, shut off the gas CALL BEFORE YOU DIG! If you are planning to landscape or make immediately at the tank. DO NOT use the gas system until the wet or improvements to th exterior of your home or business, the Company flooded appliances have been checked or serviced. reminds you to have he underground lines marked under your State's call • Keep combustible products, like gasoline, kerosene or cleaners, in a before you dig program. It is important for you to know exactly where your separate room from propane appliances. Appliance pilot lights could gas lines are located and avoid digging in that area. We care about your ignite fumes from those combustibles. safety,so contact your local Company office before you start to dig and we will work with you to locate your propane gas lines. fI °eo Fort Dallas Truss Company, LLC. U V w! 7035 SW 44th ST FSRDALLAS' Miami, FL 33155 R U S S Tel: (305) 667-6797 2MD_ _COMPANY.LLC._ Fax: (305) 667-0592 Re : 15A14: NESS CARMEL Site Information: Project Customer: NESS CARMEL Job Name :NESS CARMEL CiTLot/Block: Subdivision Site Name: TURK RESIDENMCE it Address: 1275 N E 94 ST MIAMI SHORES St: FL Zip: - 0 F y R N. General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC201 OITP12007 Design Program: 7.60 Oct 3 2014 Roof Load: 55.0 psf Floor Load: WA Wind CodeASCE7-10 C-C for members and forces$MWFRS for reactions Wind Speed: 175 mph This package includes 63 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# No. Date Truss ID# Seal# No. Date Truss ID# Seal# 1 03/27/15 CJ12 0001 21 03/27/15 HG3 0021 41 03/27/15 J7B 0041 2 03/27/15 CA 0002 22 03/27/15 HG4 0022 42 0/27/15 J,7 •• 0042 3 03/27/15 CJ9 0003 23 03/27/15 HH1 0023 43 03/�-V?5 • J9 ••• • 4 03/27/15 CJ93 0004 24 03/27/15 HHG1 0024 1 44 Q/811450 0044 • 5 03/27/15 CJ98 0005 25 03/27/15 A 0025 45 06/tW4• M2 • 0.045 6 03/27/15 GRI 0006 26 03/27/15 J2A 0026 46 03121t?51 J • • 7 03/27/15 GR13 0007 27 03/27/15 J3 0027 47 03 -M••• 80149•• 8 03/27/15 H1 0008 28 03/27/15 J3A 0028 48 03/2#/15• 14 •• Q(i!{S•• 9 03/27/15 H10 0009 29 03/27/15 J3C 0029 49 =/,I. T11 W4§•�• 10 03/27/15 H11 0010 30 03/27/15 J3D 0030 50 6/27115 112 0050 • 11 03/27/15 H2 0011 31 03/27/15 J3F 0031 51 88/27/1# • 9051 12 03/27/15 H3 0012 32 03/27/15 AA 0032 52 0312//15• T1 S••• •� 13 03/27/15 H4 0013 33 03/27/15 J5 0033 53 03/27/15 •195• 0053 14 03/27/15 H5 0014 34 03/27/15 J58 0034 54 03/27/15 T2 0054 15 03/27/15 H6 0015 35 03/27/15 J5c 0035 55 03/27/15 T3 0055 16 03/27/15 H7 0016 36 03/27/15 J5D 0036 56 03/27/15 T4 0056 17 03/27/15 H8 0017 37 03/27/15 AE 0037 57 03/27/15 T7 0057 18 03/27/15 H9 0018 38 03/27/15 J6 0038 58 03/27/15 T8 0058 19 03/27/15 HG1 0019 39 03/27/15 J7 0039 59 03/27/15 T9 0059 20 03/27/15 HG2 0020 40 03/27/15 VA 0040 60 03/27/15 V2 0060 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. JOSE , P.E. J Truss Design Engineer's Name: Jose Martinez, P.E. Consulting ! 24 E 5th ST, Hialeah, FL 33010(Florida PE#031509) 4 E. 5th Street iaieah, FL 33010 NOTE: The seal on these drawings indicate acceptance of MAR 27 2015 Phone (305) 667-6797 professional engineering responsibilty for the truss (Florida P.E.031509) components shown. Page 1 of 2 Enqineers Name nates Fort Dallas Truss Company, LLC. 7035 SW 44th ST FOR DALLAS; Miami, FL 33155 RU ' Tel: (305) 667-6797 D aD_ coMPANY.LLC.____ Fax: (305) 667-0592 Re : 15A14: NESS CARMEL Site Information: Project Customer: NESS CARMEL Job Name:NESS 1 CARMEL Lot/Block: Subdivision Site Name: TURK RESIDENMCE Site Address: 1275 N E 94 ST MIAMI SHORES St: FL Zip: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC20101TP12007 Design Program: 7.60 Oct 3 2014 Roof Load: 55.0 psf Floor Load: WA Wind Code:A8CE7-10 C-C for members and forces&MWFRs for reactions Wind speed: 175 mph This package includes 63 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# seal# 61 03/27/15 V4 0061 62 03/27/15 V6 0082 09000 9000 00.000 63 03127/15 V8 0083 TRS DESIGN c A.*�LT&WS, LLC C.O. 27578 0• •999 0900•• • • . 9999 K 9999•• I PRVvGY 9909••• • [ ] NOTARROVED 00.•99 :9.99: ARROVEI)AS WW .••• 0000 00000 [ I •WE&RE�7Y • • • 0000 '9 •0 0•. RE .. .. .... ...... [ ] " 09 ' • j j0 0000:6 • 0 • •• •0 0990 :0900: l)�esi�era Bfor ae�omme 6d dttatC asre-- tine Carroafor kam oomppanoe iiia Fw*d pat and nordepafkaesa�fan.nsecae�for�rla>la ssspor�te fns def�d and fns and aosseta0ng � and als�ing piaoeaes, for teciu�ea a assenlbyr and to peflOrtn�g hft wads fn a aafe ma+alec The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. _ Truss Design Engineer's Name: Jose Martinez, P.E. J®SE MA 24 E 5th ST, Hialeah, FL 33010 (Florida PE#031509) MAR 2 a 701`Donsulting E ear ClviltSt 6th SM"MOI aleah, FL 33010 NOTE: The seal on these drawings indicate acceptance of hone (3 5) x'7-8' 7 professional engineering responsibilty for the truss (Florida 0= 031509) components shown. Noe 2 of 2 F,.,.;--M— Fort Dallas Truss Co. LLC. To: Delive ?035 SSV 44 St. iry Miami, FL.33155 i NESS CARMEL — ---` --- i Job Number. 15A14 (305)667-6797 Fax: (305)667-0592 15456 S W 117 LANE Page: t Project: NESS CARMEL Block No: MIAMI,FL Date: 03/27/15 15:30:57 Model: Lot No: Contact: Site: Office: Deliver To: Account No: 000000019 Name: TURK RESIDENMCE Designer. / Phone: (305)216-6807 Salesperson: JAVIERVILLEGAS Fax: (NES)S - 1275 N E 94 ST Quote Number. MIAMI SHORES,FL P.O.Number. Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 12-08-00 OA Hght:02-08-13 2 CJ 1Z MONO TRUSS 2.12 1 2X4/2X4 04-02-03 OA Hght:01-02-13 I CJ4 GIRDER 2,12 2 9 '/ 2X4/2X4 09-10-01 OA Hght.02-02-13 4 CJ9 MONO TRUSS 2,12 3 2X4/2X4 f09-03-00 OA Hght:02-01-09 1 CJ93 MONO TRUSS 2,12 4 2X4/2X4 09-10-01 OA Hght:02-11-05 2 CJ9B GIRDER 2,12 5 2x4/2X4 28-06-00 OA fight:03-05-15 I QRl GIRDER 3,00 6 2X4/2X4 j I (I)3-Ply 39-05-00 OA fight:02-08-15 3 GRi3 GIRDER 3.00 7 2X4/2X6 •••• 20-06-00 OA Hot:02-W15 "00000 •••• • d ® I H1 HIP 100 •• • 0000 2X4/2X4 •00000 • 00 39-0540 OA Hgkb 64W 1 • I H10 HIP 3.00 •00• ••0• i0.0ii 2X4/2X4 • • • • • • 39-05-00 OAHphi Qllt 50 i 000.0 •J• 1 H11 HIP 3.00 • 0 0000 ••• 2X4/2X4 00,0•• ••0• 0000•0 19-06-00 OA H�ht.U&;l� l5 0 • I H2 HIP 3.00 • i••0i• ••••iii 2X4/2X4 •• • 0 0 26-01-00 OA Hgh�:b3.050-07 0 0• • I H3 SPECIAL 3.00 •••• 1 2X4/2X4 26-01-00 OA fight:03-11-07 H4 SPECIAL 3,00 13 2X4/2X4 J�� 1 H5 28-06-00 SPECIAL 3.00 OA fight:03-10-15 14 2X4/2X4 28-06-00 OA Hght:04-04-15 l H6 SPECIAL 3.00 15 2X4/2X4 28-06-00 OA Hght.-04-10-1s H7 SPECIAL 3.00 16 2X4/2 X4 39-05-00 OA Hght:03-07-11 17 H8 HIP 3.00 2X4/2X4 H9 39-05-00 HIP 3.00 OA Hght:04-01-11 1g 2X4/2X4 20-06-00 OA llght:02-02-15 � -�Y--•—�- 1 HG1 GIRDER 3.00 19 2X4/2X6 �_ � ^ Fort Dallas Truss Co. LLC. TO: ' Delivery 9035 SSV 44 St. _ _ AliamI, FL.33155 NESS CARMEL Job Number. 15A14 (305)667-6797 Fax: (305)667-0592 15456 S W 117 LANE Page: 2 Project: NESS CARMEL Block No: MIAMI,FL Date: 03/27/15 15:30:59 Model: Lot No: Contact: Site: Office: Deliver TO: Account No: 000000019 Name: TURK RESIDENMCE Designer. / Phone: (305)216-6807 Salesperson: JAVIER VILLEGAS Fax: (NES)S - 1275 N E 94 ST Quote Number. MIAMI SHORES,FL P.O.Number. Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 19-06-00 OA Hght:02-02-15 HG2 GIRDER 3,00 20 2X4/2X6 (1)2-Ply 26-01-00 OA Hght:02-11-07 " � o �.-•�� 2 HG3 GIRDER 3,00 21 2X4/2X4 (1)2-Ply 39-0$-00 OA Hght:04-11-15 2 HG4 GIRDER 3,00 22 2X4/2X6 1 HHl 18-08-00 SPECIAL 3, 01-09.00 OA Hght 03-03-03 23 2X4/2X4 2 HHGI (1)2-Ply 18-07-04 01-09-00 OA Hght 03-07-03 24 - •• GIRDER 3,00 2X4/2X6 20 j 01-00-00 OA Hght 00-08-15 JACK 3.00 25 gra 2X4/2X4 03-00-00 OA Hght 01-02-15 2 J2A SPECIAL 3,00 26 2X4/2X4 0609 12 J3 SPECIAL 03-00-00 OA H�ht 01 9 0 • *set 3.00 ••• 00•0 • 2X4/2X4 1 000000 • 6 03-00-00 OA HghkQ�15 2 MA 03-00-00 3,00 280 .••• •06• 0000•• 2X4/2X4 • • • • 6 • •0600 2 J3C SPECIAL 3.00 • 0 ..: •• •• • • • Jr 2X4/2X4 0000 0000•• 03-00-00 OA Hji;t107-1 947 • 2 DID SPECIAL 3,00 • :060:0 •••••• 2X4/2X6 • • I 03-03-00 OA HgRt•01-09-15 •090 • 3f BF MONO 3,00 0009 2X4/2X4 05-00-00 OA Hght:01-08-15 2 J4A SPECIAL 3, 32 2X4/2x4 05-00-00 OA Hght:01-08-15 11 Jg SPECIAL 3,00 33 2X4/2X4 05-00-00 OA Hght:02-05-07 2 J5B SPECIAL 3,00 34 2X4/2X4 05-00-00 OA Hght 02-05-07 2 JSC SPECIAL 3,00 35 2X4/2X6 05-03-00 OA Hght:02-02-15 1 JSD MONO 3,00 36 2X4/2X4 I J5E 03-08-00 SPECIAL 300 01-09-00 OA Hght:01-10-03 37 2X412 X4 06-07-00 OA Hght:02-01-11 5 J6 SPECIAL 3.00 38 2X4r2X4 Fort Dallas Truss Co. LLC. To: Delive 7035 SW 44 St. Miami,FL.33155 I NESS CARMEL ( lob Number. 15A14 (v305)667-6797 Fax: (305)667-0592 15456 S W 117 LANE I Page:e 3 Project: NESS CARMEL Block No: MIAMI,FL Date: 03/27/15 15:31:00 Model: Lot No: Contact•. Site: office: Deliver TO: Account No: 000000019 Name: TURK RESIDENMCE Designer / Phone: (305)216-6807 Salesperson: JAVIER VILLEGAS Fax: (NES)S - 1275 N E 94 ST Quote Number. MIAMI SHORES,FL P.O.Number. Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 5 J7 07-00-00 SPECIAL 3,00 OA Hght:02-02-15 39 0. "''✓ 2X4/2X4 o7-00-00 OA Hght 02-02-15 4 J7A SPECIAL 3,00 40 2X4/2X4 07-00-00 OA Hght:02-11-07 7 J7B SPECIAL 3,00 41 2X4/2X4 „ 5+ 07-00-00 OA Hght:02-02-15 � - 3 J7C SPECIAL 3,00 42 .,� 2X4/2X4 09-00-00 OA Hght:02-08-15 4 J9 MONO 3.00 43 2X4/2X4 04-10-12 00-01-12 OA Hght:01-09-0I 7 M1 MONO TRUSS 3,00 `;`} 2X4/2X4 07-04-06 00-01-12 OA Hght:03-00-I5� M2 07-04-06 3,00 45 2X4/2X4 04-10-00 OA Htht 02 t'1i-11 •••••• I MG2 MONO TRUSS3 .001 ••• • ••• i 0000 • 2X4/2X6 ••• • •• OA H 1 I 4 Tl 20-06-00 MODIFIED 1 3,00 • • 476 0000 0000 000000 2X4/2X4 • • • • • • 28-06-00 OA HSV0a-s5-I S 0000* 1 T10 SPECIAL 3.0 0 0 •••• ••0 64812X4/2X4 00 0• 0000 000000 28-06-00 OA Hii;t10119 15 • • 49 1 T11 SPECIAL 3,00 • 000000 ••••0 2X4/2X4 • • • • 28-06-00 OA Hg 1tt!03-0S 15 •••• • •• I 1 T12 SPECIAL 3,00 ••0• SQ 2X4/2X4 39-05-00 OA Hght:03-02-15 1 T14 SPECIAL 3. 51 2X4/2X4 39-05-00 OA Hght:03-05-15 TIS SPECIAL 3.00 52 2X4/2X4 39-05-00 OA Hght:05-05-01 5 T16 TRIPLE HOWE 3.00 53 2X4/2X4 I T2 19-06-00 HOWE 3.00 OA Hght:02-11-03 54 2X4/2X4 4 T3 16-09-12 SPECIAL 3,00 OA Hght:02-11-03 55 --� m ___�-•s 2X4/2X4 26-01-00 OA Hght:04-05-09 1 T4 SPECIAL 3.00 $6 2X412X4 18-08-00 01-09-00 01-09-00 OA light:03-03-03 57 300 2 T7 FAN . 2X4/2X4 Fort Dallas Truss Co. LLC. To: I DeliVely 7035 sw 44 St. I NESS CARMEL -- --- - NIiami,FL.33155 Job Number 15A14 (305)667-6797 Fax: (305)667-0592 15356 S 1V 117 LANE Page: 4 Project: NESS CARMEL Block No: MIAMI,FL Date: 0327/15 15:31:01 Model: Lot No: Contact. Site: Office: Deliver To: Account No: 000000019 Name: TURK RESIDENMCE Designer. / Phone- (305)216-6807 Salesperson: JAVIER VILLEGAS Fax: (NES)S - 1275 N E 94 ST Quote Number. MIAMI SHORES,FL P.O.Number. Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 3 T8 18-08-00 SPECIAL 3, 01-09-00 OA Hght:03-03-03 58 uta 2X4/2X4 28-06-00 OA light:03-05-I5 1 T9 SPECIAL 3,00 59 2X4/2X4 02-00-00 OA light 00-05-08 3 V2 VALLEY0 60 /2X6 OA fight 01-00-00 3 V4 04-00-00 VALLEY 3,00 61 2X4/2X4 06-00-00 OA Hght:01-06-00 -^ 2 V6 VALLEY 3,0 0 62 2X4/2X4 08-00-00 OA Hght:02-00-M I V8 GABLE 3, 63 2X4/2X4 The truss drawing(s)referenced above have been prepared under my direct supervision based on the parameters by • Arch. or ENG of Record using MiTek 20/20 software. •• . ..• •••••• JOSE M ,�' •' Truss Design Engineer's Name: Jose Martinez, P.E. Consulting I ••••�• 24 E 5th ST, Hialeah, FL 33010 (Florida PE#031509) . `Street;,•• :....: dalb;.EL 330? • 6111 il . -Q7 •• ••••• NOTE: The seal on these drawings indicate acceptance of 667 9�• 00:00' professional engineering responsibilty for the truss MAR 27 2015 (Floddal+itfe 031 000000 0.00•• components shown. • Engineers Name • • 000006 Oate••' • •• • 0000 •••••• ASA14 iCJ122ob MONO TRUSS 2 PI 1 ;NESS CARMEL - YP ty Y 00011, Li4ob Re torenceAoptLc!na1) 1 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar 2715:32:08 2015 Page ID:GYhAtM A IkwK9Cxype7glziE6R-UZmGEYzOxcr3pHSvtFcwOXcOeSfSPKInIsmm97zWi 2-10-15 7-7-12 12-8-0 2.10-15 448-13 ----r 9-0-5 --� Scale=1:20.9 2.12 12 Sx8 N18sHS11 4 S Sx6 10 382)t4N0.2SO 3 3xe= 4.7 N 2.1-7 2 •3WNo.27.11 3.8 No 31.3.6 3 34.7.1 1 2-9 LJ 1-8 2.4 No.2 7.8$ Lij 6.8 2x4 N0.2 S." 3x4= 11 12 a 13 7 Sz8= Sx8= 9 g 2x411 1-00(0.1.8) a1.8(a1.11) 2.4-15 -10-15 7-7-12 1248-0 2-4-15 441.13 5.0.5 Plate Offsets(X,lh-{3:0-3-0,0-3-01,(7:0-3-0,0-3-01,[8:0.2.4,0-3-01 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.07 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(TL) -0.17 7-8 >671 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WS 0.85 Horz(TL) 0.02 7 n/a n/a SCOL 10.0 Code FBC20101TP12007 (Matrix) Weight 57 lb •FT=0% LUMBER- BRACING- 0 ••• 000.0 ..000 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathingdlreetly applied x,$-10.1 I 2 oc Py s, BOT CHORD 2x4 SP No.2 except end verticals. 0..•.. 0 0 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly ap l iSda 5.6-12 M tFacing. ...... • REACTIONS.(Ib/size) 7=1271/0.1-8 (req.0.1.11),9=91911-0-0 *so:* 0•• •••• '0••• Max Horz9=331(LC 4) •0000• •�•��• :0090:• Max UpilfT=-757(LC 8),9634(LC 4) 00000 Max Grav7=1440(LC 18),9=919(LC 1) 00:00: 0000 0 0;0 0• :*9:0: • s• 0000 FORCES.(lb)-Maximum Compression/Maximum Tension .••.•• "�•;• TOP CHORD 1-2=-781/672,2-3=-18471838,3-10=-24010,4-10=-15310,4.5=-1010,4-7=-697/482 • • • ' • BOT CHORD 1-11=-6411792,9.11=-641!792,9.12=-6411728,8-12=-641/728,8-13=-109611867,7-13=-109611867,6-7=010 ;•• goose* WEBS 2.9=-820/580,2.8=-81911554,3-8=-82/283,3-7=-179211073 � �•0 • :see*: NOTES- •• • 0000 0•••.0 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf,,h=28ft;Cat.11;Exp C;Encl., 06:0 GCp)=0.18;MWFRS(envelope)gable and zone;cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 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 pall bottom chord live load nonconcurrent with any other live loads. 5)WARNING:Required bearing size at joint(s)7 greater than Input bearing size. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 757 Ib uplift at joint 7 and 634 Ib uplift at joint 9. 7)This truss has been designed for a moving concentrated load of 200.01b dead 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. 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 Uve(balanced):Lumber Increase=1.33,Plate Increass=1.00 Trapezoidal Loads(plf) Vert:1=1(F=45,131=45)-to-4=-279(F=-94,B=-94),4=-219(F=-94,B=-94)-to-5=-225(F=-98,B-98),1=0(F=10, B=10)-to-6=-63(F=-22,B=-22) (Job - - ------ 7Truss— ---- Truss Type ----- -- ----'Qty - Ply -TNESS CARMEL -------'--1— -I 15A14 CJ4 ROOF TRUSS 1 1 I 0002 Job Reference o tional) �- -- 1 f I --Lp--- FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:09 2015-Page ID:GYhAtM A IkwK9Cxype?gizIE6R-ylKeRu_eiwzwRR15Qz79x19dgs1Z8y3x WWJhZZWiZ 4-2-3 4-2-3 Scale=1:8.2 3 2.12 FiF 2 2x4 11 1 1.3 2x4 Nat 4-" 2. 2x4 Na3 1-4 2x4 N0.2 4-2.9 , 9 4 3x4= axe 11 9 7 1.o.olal-el 2.415 42-3 2.4-15 1-9.4 ' Plate Offsets(X,l)-12:0.2-8,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.01 45 2-999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Vert(TL) 0.01 45 2-999 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) -0.11 3 n/a n/a BCOL 10.0 Code FBC2010ITP12007 (Matrix) Weight:13 �••FT-0% LUMBER- BRACING- ••• 9999• ..9999 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing Vlre4ly applie W,+2-3 oc purllno. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly appg gr•10-0-0 in$racing. • WEBS 2x4 SP No.3 • • •000:0 964.0• 0 • REACTIONS.(lblstze) 3=-8/Mechanical,4=-27/Mechanical,5=27511-0-0 •••e •••• ••••• Max Horz5=97(LC 6) •see* • •4 4 4 9 9 • Max Uplif8=-248(LC 21),4=-250(LC 21),5-961(LC 6) :0090 .644 Max Grav3=258(LC 6),4=250(LC 6),5=808(LC 21) •••••• i •••• 00:0.0 •664 996646 FORCES.(lb)-Maximum Compression/Maximum Tension •4 4 6 6 6 • 6 TOP CHORD 1-2=-85131,2-3=-49144 • • • • BOT CHORD 1-6=-7/97,5-6-7197,5-7=0/0,47=010 • • �•••�4 0000:0 WEBS 2-5=-4121579 6•• • 6 • 69 • •646 9644: NOTES- 6 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCOL=6.Opsf;h=28ft;Cat.ll;Exp C;Encl., •••• GCpi=0.18;MWFRS(envelope)gable end zone;cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 248 ib uplift at joint 3,250 lb uplift at joint 4 and 961 lb uplift at joint S. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent 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 truss. 8)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=1.33,Plate Increase=1.00 Trapezoidal Loads(pif) Vert:1-0(F=45,B=45)-to-3=-95(F=-2,B=-2),1=-0(F=10,B=10)-to-4-21(F-1,B=-1) --- --- y -- - -- ------------- - --'- ----"T�uss --------:-Truss-Type ----- lQtPiy � "15A14 CJ9 MNESS CARMEL ONO TRUSS �4 1 i 00031 _- 1 I Job Reference(optional)______ J FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 20144 MiTek Industries,Inc. Fri Mar 2715:32:09 2015 Page ID:GYhAtM A IkwK9Cxype7glziE6R-ylKeRu_eiwzwRR15Qz79xl9bPs_iasCx_WWJhZZWiZ 2-10-15 9-10-1 2-10-15 6.11-2 Scale 1:19.2 SXS MI83HSII 3 4 2.12 12 9 3x4:= 2 -4 2x4 M 3110415 38 Na t-7-7 1 2.7 N 0. Li 1-5 2x4 19.2 510.7 3x4= S 10 s sx8- 7 s 2x4 11 1-o•gat.s� 0.1.9{0.1-91 2-4-15 -10-15 9-10-1 24-15 0-6.0 6.11-2 Plate Offsets(X,l)-{6:0-3-0.0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.85 Vert(TL) -0.28 6.7 >281 180 M18SH8 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 CodeFBC2010/TP12007 (Matrix) Weight:42 lb FT=0% LUMBER- BRACING- • 9999• �� TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathlnSritreAly appII94 K%-0-0 oc purli�••ns• , BOT CHORD 2x4 SP No.2 except end verticals. 00 • • WEBS 2x4 SP No.3•Except' BOT CHORD Rigid ceiling directly's Iler�or 6.0-0 ot'hUcing. •••••• 3-6:2x4 SP No.2 Pi.0000 0 • 00.90• 9999 �••••� REACTIONS.(Ib/size) 6=713/0-1-8,7=602/1-0-0 •• Max Horz7=207(LC 4) •••• ••••• Max Uplif6=-454(LC 8),7=-483(LC 4) •••••• . • • Max Grav6=783(LC 18),7=602(LC 1) •• •• •i•• 9999•• FORCES.(lb)-Maximum Compression/Maximum Tension :00:00 • 00 TOP CHORD 1-2=-8751512,2-8-347164,3-8-223183,3-4-710,3.6=.5881489 • • ••••i• BOT CHORD 1.9=-4781890,7.9=-4781890,7-10-4791809,6.10=-4781809,5.6=010 • • •••••• WEBS 2.7-5241549,2-6-6431583 • • • ' • • •• • 9999 •9000• NOTES- 1) TES- ' • 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=28ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable and zone;cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)S. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 454 Ib uplift at joint 6 and 483 Ib uplift at joint 7. 7)This truss has been designed for a moving concentrated toad of 200.O1b dead 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 and fixity model was used in the analysis and design of this truss. 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=1.33,Plate Increase=1.00 Trapezoidal Loads(plf) Vert:1=1(F=45,B=45)-to-3=-215(F=-63,B=-63),3=-155(F=-63,B=-63)-to-4=-161(F=-66,8=-66),1=0(F=10, B=10)-to-5=-49(F=-15,B=-15) ------------------------------ IJob - - -- Truss - Truss Type - ary- 'ply NESS CARMEL -- 15A14 �CJ93 'MONO TRUSS 1 1 0004 I Job Reference{o tp ionai) __ FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar 271 S:32:09 2015 Page ID:GYhAtM A IkwK9Cxype?glziESR-ylKeRu elwzwRR15Qz79xl9cOsOT8ugx__WWJhZzWiZ 2.10-15 9.3-0- 2-10-15 6.41 Scale•1:17.2 5x8 M18SH311 a 3 4 2.12 12 3x4 Z 1.4 2x4 N0.2 9-612 3$ 4 .84 1 _27bIN 666Li g8 1-5 2"N0.2 9-3-9 U4= 9 10 8 5x8= 7 S 2x4 11 144RO-1-M 0.1490.1-91 2.4-15 2-10-15 9.3-0 24-15 0-8-0 r 6.41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 SC 0.74 Vert(TL) -0.21 6.7 >348 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:39 lb FT=0% LUMBER- BRACING- •••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathl$g gr%dy applied*140-0 ocagljtyse BOT CHORD 2x4 SP No.2 except end verticals. •e • • WEBS 2x4 SP No.3'Excepe BOT CHORD Rigid ceiling directly appU14 04-0 o��b;r>:cing•. • 3-6:2x4 SP No.2 • •••••• •040.0• 0 • REACTIONS.(lb/size) 6-61510-1-8,7=54611-" •••• *000 •••••i Max Horz7=185(LC 4) '4040••• •s•e0• :*Soo 0 Max Uplif6=-405(LC 8),7=-495(LC 6) ••0•ee • • Max Grav6=872(LC 18),7=546(LC 1) • • i ••0• ••••• 4040 4040 0e•• FORCES.(lb)-Maximum Compression/Maximum Tension •e 0 e• •"';• TOP CHORD 1.2=-836f582,2-8-309181,3.8-1711",34-710,3-6-5041439 • • • • BOT CHORD 1-9=-549/848,7-9=-5491848,7-10=-5491734,6.10=-S4W34,5-6=0/0 • i•e e i• •• •i e WEBS 2-7=4781498,246=-626/638 e•e • • 4040 • ••00 :•000: NOTES- • 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=28f,Cat.II;Exp C;Encl., •••• GCpi=0.18;MWFRS(envelope)gable end zone;cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 405 ib uplift at joint 6 and 495 Ib uplift at joint 7. 7)This truss has been designed for a moving concentrated load of 200.O1b dead 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)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=1.33,Plate Increase=1.00 Trapezoidal Loads(pif) Vert:1=1(F=45,B=45)•to-3=-202(F=-56,B-56),3-142(F-56,8-56)-to-4=-148(F-59,B-59),1=0(F=10, B=10)-to-5=-46(F-13,B=-13) Job Truss iTrus-Type Oty Ply NESS CARMEL 15A14 CJ9B ROOF TRUSS 2 1 I 00051 —__— I Job Reference (optional) _J FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek industries,Inc. Fri Mar 27 15:32:10 2015 Page + ID_241Pg4XgSF9J2TPCCRf78zrAh2-4yuOfE?GTD5n2bcH_geOTyivSGR8tPP4DAFsE?zWiZ 2.11.83 5 14, 6-6-4 9-10-1 2-11-8 00 r 3-0.5 3-343 Scale=1:18.5 2x4 11 S 8 2.12 12 13 3x8= 3x4 11 2x4 11 3 2 -8 2x4 No210.0.1! 4.112x 284 54 21 S No.12-4-0 1 2.12 30- F– }0 4 N 3 "b 4 No 1-9.8 4-8 No.3} 1.11 2x4 Not 3814 5x8 3x4= 14 1 NaJ 2 17 x d 12 13 I Li 7-10 2x4 No.2 63.9 2x4 II 10 9 8 2X4 11 3x4= 5x8= 1.0-0(0.1-8) 388 2-5.1 2.11-8 3.5.14 6.644 9.10.1 •5.1 8.1 0 8 r 2-1- 13 0.0.10 Plate Offsets(X,1 -{4:0-3-0,0-1-8]t[8:0-3-0,0-2-121,[11:0-5-12,0-3-12] LOADING(psf) SPACING- 240-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.01 9 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.39 Vert(TL) -0.04 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WS 0.17 Horz(TL) 0.01 8 We n1a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:51 lb FT=0% 60.0 LUMBER- BRACING- • ••••' TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathingJre&y applie$grog-0-0 oc purltits, BOT CHORD 2x4 SP No.2*Except* except end verticals. . • • • 3-10:2x4 SP No.3 BOT CHORD Rigid ceiling directly apelTertor 6.0-0 of thking. •••••• WEBS 2x4 SP No.3 ••••• • REACTIONS. ib/size 8-709/Mechanical,12=60611-0-0 • •••• •0000• •• • sees Max Horz12=207(LC 4) sees 00000 Max Uplif6=-451(LC 8),12=-489(LC 4) • "i i •••• ••i••' Max Grav8=781(LC 18),12=606(LC 1) •• •s 0000 sees•• FORCES.(lb)-Maximum Compression/Maximum Tension ! 0000 • •• TOP CHORD 1-2=-7901752,2-3=-7291714,3-4=-6851508,4.13=-84/0,5-13=-35117,5-6=-7/0,5.8=-347/263 ' • • • • • BOT CHORD 1-14=-7211806,12-14=-7211806,12-15=-7761712,11-15=-775(113,10-11=01127,3-11-17/115,10-16=-68/13.8,9-10—68/138:'0.1t-L3551555+8-17-355 7.8=0/0 00 WEBS 9.11=-3071467,4.11=-627/383,4-9=-5211 =- 92,4-86241403,2-12--32212" � �"• ��i sees NOTES- 1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=28it;Cat.ii;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about Its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 451 Ib uplift at joint 8 and 489 ib uplift at joint 12. 6)This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss. 8)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=1.33,Plate Increase=1.00 Trapezoidal Loads(plf) Vert:1=1(F=45,131=45)-to-5=-215(F-63,B-63),5-155(F-63,B=-63)-too-161(F=-66,B=-66),1=0(F=10, B=10)-to-11=-18(F=1,B=1),10=-18(F=1,B=1)4o-7=-49(F=-15,B-15) IJob ,rruss Truss Type Qty Ply !NESS CARMEL ;L15A14 �GR1 ROOF TRUSS 1 1 0006 __ Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar 2715:32:11 2015 Page ID_biMc2FerbbYUeR68B00uSzWk5p-u8RPsaOuEXDegkBTYN9dOAEwafdGcfmERq?QmRzWi2 3-0-0 6.6.15 11-0-15 15.7.0 19 9-1 23-11-1 28-6.0 2-1-0 11A 3 6 15 4 6--1 —T 4-6.1 42-1 4.2.1 46.15 Scale-1:49.6 4x5= 6 3x4 c 3.00 Fly 3x4 7 4x12= 40= 4-6 84-0 4x5= 402= 4xS 3 4 614 2x4 2.10.14 8 9 2 616 2x N 31.61 7-14 }13 1 1.3 / 14 61 30.91Y edAl 3x4= k54 �•• 20 1 21 18 22 17 23 16 /5 24 14 13 25 12 11 26 27 10 3411 3x10= 5x8 W8c 3x$= 3x4= 4x12= 3x8 11 660(0-1-111)= US= 5x6 We= 3-0-0 1.9-0 1 6815 11-0-13 1S 7-0 18.9.1 24�1-1 28$0 _� 0.11.0 1 Plate Offsets IX,Y)-{2:0-2-4 a2-0I,[3:0.9-4 0.2-0] [8.0.2-s a2-4I,[10.0-3-0 0-0-81 [11.0.3 s 0.2 0],[12'x1 12,x1-8] [17 0.3-0.0-1-03,[18 0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In poc) I/doff Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) 0.5616-17 >563 360 MT20 2441190 TCOL 15.0 Lumber DOL 1.33 BC 0.97 Vert(TL) -0.9114-1e >346 1s0 BCLL 0.0 Rep Stress Incr NO WS 0.99 Horz(TL) 0.15 10 n/a n/a SCOL 10.0 CodeFBC2010ffP12007 (Matrix) Weight:141 lb FT=0% LUMBER- BRACING- • • •6660••••• TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathl110 j*Rrspy applied, except end ve is 8-9:2x4 SPM 31 BOT CHORD Rigid ceiling directly apPl�ed•� 4-0-3 oc bUc?rfg. •• BOT CHORD 2x4 SP M 31•Except• •••• •••••• 13-15:2x4 SP No.2 006:04, • WEBS 2x4 SP No.3 Except• • 3-17,8-12,9-11:2x4 SP No.2 •••9 •••• •••••• • • • • • • OTHERS 2x48PNo.3 •••• •••• ••••• REACTIONS.(Ib/size) 10=1597/Mechanical,19=200310.8-0 0*6:*e: .••• 90%00 Max Horz19=195(LC 8) 006* •••••• Max UpIIf1105846(LC 5),1951200(LC 4) •••••• • • • • • • • FORCES.(lb)-Maximum Compression/Maximum Tension • •• 0••.*• ••••:9 TOP CHORD 1-2-2191627,2.3-189511005,34=.555212799,4-5-4532f2234,5-65324111534,6-75323511535,7-854249(2Q!!7,• 0 0 8-9=-478112427,9-10=-1469/819 • 0000 •••••• • • BOT CHORD 1-205577/232,19.20=-577!232,19.21=-577/59,18-215577159,18-225101311894,17-2251013/1694, 646 17-2352995!5727,16.23=.2995/5727,15.16=-2199/4369,15-24=-2199/4369,14-24=-2199/4369,13-14=-1982/4094, 13.25=-1982!4094,12-2551982/4094,12-26=-251814934,11-2652518/4934,11-275152/266,10-27=-152!266 WEBS 2-19=-199011132,2.18-1270/2393,3-18-917155i,3.17-204514004,4-17-11551681,4-16-13881858,5.16=-1491461, 5-14=-14061918,6-14=-49911189,7-1451146(758,7-12=-115/401,8-12=-9021558,8-11=-11841700,9-11=-2351/4667 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=28ft;Cat.11;Exp C;Encl., GCpl=0.18;MWFRS(envelope)automatic zone;cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)15,13. 5)Plate(s)at joint(s)1.3,4,6,8,10,2,19,18,17,16,5,14,7,12,11 and 9 chocked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)15 and 13 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 846 lb uplift at joint 10 and 1200 Ib uplift at joint 19. 10)This truss has been designed for a moving concentrated load of 200.01b dead 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)200 Ib down and 121 Ib up at 3-0-0 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 Continued on page 2 - — - --- - _ _- _ ----- ---- --- -- - - ----- ---- Job Truss irrusstypeQty—_Piy— NESS CARMEL I 15A14 GRI 'ROOF TRUSS 1 1 0006 IJ`obReference(oFtionaIZ _ FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 27 15:32:112015 Page • I0:_biMc2FerbbYUeR68800uSzWk5p-u8RPsaOuEX0egkBTYN9d0AEwafdGcfmERq?QmRzWIZ LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-90,3-4115(F-25),4-6=-90,6-8=-90,8-9-115(F-25),1-18-20,17-18=-30(F-10).11-17=-20,10-11=-30(F=-10) Concentrated Loads(lb) Vert:18=-200(F) 0000 • • • • • • 0000• 0000•• 000.0• • • • 0000 •••••• 0000•• • • 0000•• 0000 �••••� 0000• 0000• 0000•• • •• • • • • • • • 0000• •• •• 0000 0000•• 0000•• • 0000•• ••••i• •• • 0000 00 :00. • 0000 ob _"— -- ITntss Truss :C1 Ply NESS CARMEL 15A14 GR13 ROOF TRUSS I1 I .7 I 0007 I Job Reference(gptional}.—.__ FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:13 2015 Page ID:GYtu4tM_A_lkwK9Cxype?glziE6R•gWZ9HG 18m8TMv2LsfoC55bKisTR44a3Xv8UXgKzW iZ 18 901 1211 15-0-0 17.5-0 , 22 4 8 25.10-5 29 4-3 32.10-0 37 4-0 39-5-0 8� 3 0�-0 3 0 0 2-5-0 4 11 8 3-5.13 35.13 i 3.5-13 4 8A 2-1-0 Scale-1:67.8 3.00 FIT 5x8= 2X4II 6x10— — 3"8= 4 58 6X8 M18SN3= 2"II 5x8 wa= 2X4 II Sx8= 2$12 8 8 /0 11 12 j 7.104 4zK 3 axle!/ a 3 2x4 31- 4.6.12 20 3 7 a3 8.10.14 14 27 28 28 28 29 24 30 23 31 22 32 21 33 20 34 18 is 17 35 18 36 1s 37 7x8= 5x8= 7x10= 7X8= 2X4 II 2X4 II 4x8= 7x = US�8'8ie-t-8) 10x12 Mt8SH8= e 00.1-8)x'8= 5x8 M188H8= 39.5-0 1-9-02t1r0 S-0$ 8 0-0 12 0-0 15-0-0 17-s-0 , 22.4$ , 25.10.5 2&4-3 32.10-0 37 4-0 30 6-0 1.8 00+7-0 3.&S 3.5.8 3 0 0 3-0-0 2.5-0 ' 411 8 3-5.13 3.5.13 T-3-s•13 4.8-0 0 Plate Offsets(x,YH2:0-3-0,0-2.41,14:0.54,0-2-81,16:0-8-0,0-3-01,[7:0-5.4,0-3-01,19:0.3.0,Edgel,[12:0-5.6,0-2-81,113:0-2-12,0-2-41,[20:0.3-4,0.5-0L[22:0-3.0,0-3-12 123:0-5-0,04-121,[24:0-3.0,0-3-41 -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Ydefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) 1.0620-21 :401 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(TL) -1.4920-21 >283 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.14 15 nla n1a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:683 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-11.13 oc purlins. 7-9:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(lb/size) 26=462210-8-0,15=443910-8.0 Max Horz26=-99(LC 9) Max Uplif26=-2623(LC 4),15=-2772(LC 5) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-16651997,2-3=-9207/5283,3-4=-1208217094,4-5=-1438118580,5-6=-14385/8584,6.7=-16799110033, 7-8=-21573/12947,8.9=-21573112947,9.10-21573112947,10-11-14893/8975,li-12-1489318974,12-13-10051/5996 ,13-14=-194811124 BOT CHORD 1.27-94511602,26-27-94511602,26.28=-864/1602,25-28-86411802,25-29-4961/8875,24-29=-496118875, 24-30=-6686111704,23-30=-6886111704,23-31=-9731116622,22.31=-9731116622,22-32=-13176122324, 21-32=-13176122324,21-33=-13170122327,20-33=-13170122327,20-34=-11438119296,19-34=-11438119296, •••• 18-19=-11438119296,17-18=-11438119296,17-35=-564019834,16.35=-5640/9634,16.36=-107211887,15-365-107211887 •0•••• •••••• 15-37-107211887,14-37-107211887 • • • •• • 0000 • WEBS 2-26=-351112014,2-25=-416517395,3-25-206911246,3-24-185813123,4.24=-3051528,4.23=-213313515, • • 5-23=-2031203,6.23=-2879/1760,6-22=-326815511,7-22=-7332/4424,7-21=0/233,7-20=-11211714,8-20=-4fI71 , • 094: •••••• =- 10-201500/2551,10-19=-2421518,10-17=-493512952,11-17=-4581366,12-17=-354515892,12-16=-632/4791••••• �••••� 13-16=-471817'872,13-15=-3441/2209 •••• •••• • • • • • 0 NOTES- 0000 0000 ••••0 1)3-ply truss to be connected together with 10d(0.148"x3")nails as follows: 00:00: • •• •••••• Top chords connected as follows:2x4-1 row at 0.7-0 oc. •. •. •.;..• 000000 Bottom chord connected as follows:2x8.2 rows staggered at 0.9-0 oc. • Webs connected as follows:2x4.1 row at 0-7-0 oc,Except member 25.2 2x4-1 row at 0-9-0 oc,member 3-25 2x4-t rrna:4 • •• 0-9-0 oc,member 243 2x4-1 row at 0-9-0 oc,member 24-4 2x4-1 row at 0-9-0 oc,member 23-4 2x4-1 row at 0-9.Obc,mefter ;•••;• •••••• 5-23 2x4-1 row at 0-9.0 oc,member 23-6 2x4-1 row at 0-9-0 oc,member 22-6 2x4-1 row at 0-9-0 oc,member 22-7 2x4.lrow at • • • 0-9-0 oc,member 21-7 2x4.1 row at 0.9-0 oc,member 20-7 2x4.1 row at 0-9-0 oc,member 8-20 2x4.1 row at 0-9-01 rpber •••••• 20-10 2x4-1 row at 0-9-0 oc,member 10-19 2x4-1 row at 0-9-0 oc,member 17-10 2x4-1 row at 0-9-0 oc,member 111144.1 :••• • • row at 0-9-0 oc,member 17.12 2x4.1 row at 0-9-0 oc,member 16.12 2x4-1 row at 0-9.0 oc,member 16-13 2x4-1 row at 0-9-0 •••• oc. 2)All loads are considered equally applied to all plies,except K noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=28ft;Cat.Ii;Exp C;Encl., GCpl=0.18;MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL-V1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)The solid section of the plate is required to be placed over the splice line at joint(s)9,23. Continued on page 2 . -- I - -___ __ __.._-..- -_._-__ Job - - --I Truss Type---- -- -- -- aty ---,Pty NE§S CARMEL �1$A14 GR13 ROOF TRUSS I1 3 00071 ___-_ I Job Reference o tionaiZ_ J FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:13 2015 Page NOTES- ID:GYhAtM A IkwK9Cxype?glziEGR-gWZ9HG18m8TMv2LsfoC55bKisTR44a3Xv8UXgKzWIZ 8)Plate(s)at joint(s)1,4,6,7,12,14,2,25,3,24,5,22,21,20,8,19,10,11,17,16,13 and 18 checked for a plus or minus 0 degree rotation about Its center. 9)Plate(s)at joint(s)9 checked for a plus or minus 3 degree rotation about its center. 10)Plate(s)at joint(s)23 checked for a plus or minus 2 degree rotation about its center. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2623 Ib uplift at joint 26 and 2772 Ib uplift at joint 15. 13)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 14)Girder carries tie-in span(s):7-3-0 from 9-0-0 to 154-0 15)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)949 Ib down and 576 Ib up at 94-0,949 Ib down and 57 at 1540-0,and 600 Ib down and 364 ib up at 22-48,and 694 lb down and 421 Ib up at 32-10-0 on bottom chord. The design/selection of such connection de is the responsibility of others. LOAD CASE(S)Standard 1)Dead+Roof Uve(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(pif) Vert:1-4=-90,46=-90,6.7=-90,7-8=-90,8-12=-142(F=-52),12-14=-90,1-24=-20,22.24=-146(F=-126),20-22=-20,16-20=-45(F=-25),1416=-20 Concentrated Loads(lb) Vert:24=-949(F)22=-949(F)20=-800(F)16=-694(F) • • •••• •••••• •••••• •••• •••••• • •••• •••• • • •••••• • •• ••••• • • • • • •• •• •••• •••••• • • • • • •••••• • 1221' b 'TrussTrussT pe Qty PIy 'NESS CARMEL 6A14 H� 1 ROOF TRUSS 1 10008 L I Job Reference(_optional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek industries,Inc. Fri Mar 2715:32:14 2015 Page ID:GYhAtM A IkwK9Cxype?glziE6R-Ij7XUc2mXScDXCw2DWjKeosTEtiUp6zg8oD4NmZWiZ 2-1-0 9-0-011-B-0 18.5-0 20-6-0 2-1-0 6-11.0 2-6-0 6-11.0 2.1-0 Scale•1:34.5 US 4x6= 3.00 12 3 4 3x4 s 12 1.3 94. 3-102x N 32-1-13 4-92M 32-1-IS d-12 13 3x4 a oA 2 S CN ,1 2.10 3x4= 14 14 t0 18 9 8 17 18 3x4= 11 US= 3x4= r 2x4 II US= 2xa u 0.84Nx1.M osgat.el 1-9-0— M94-0 11-8-0 18-5-0 1 20-6.0 1-9-0 6.11-0 Z-6-0 6.110 -4-0 1.9-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) 0.1310.11 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(TL) -0.4310.11 >455 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:90 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing, Except: WEBS 2x4 SP No.3 7.2-13 oc bracing:9.10. REACTIONS.(Ib/size) 11=113210-8-0,7=113210-8-0 Max Horz11=102(LC 10) Max Up11t81-740(LC 6),7=-740(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2y408/430,2-12=-1725834,3.12=-16541761,3-4=-1624/77$4-13=-16541762,5-13=-1725!735,5-6=-408/430 BOT CHORD 1-14=-3741396,11-143741396,11-15=-374/396,10-15=-3741396,10-16619/1556,9.16=-61911556,8-9=-374/396,8-17=-3741396,7-17=-374/396, 7-18=-3741396,6.18=-3741396 WEBS 2-11=-1132884,2-10=-602/1167,3-10=-1021166,4.9=-102/166,5-9=-60211167,5-7=-1132884 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf,h=28ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)-0-0-9 to 2-11-7,Interior(1)2-11-7 to 17-6-9,Extedor(2)17.6.9 to 20-6.9 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 •••• plate grip DOL=1.60 • • • •••• •••••• 3)Provide adequate drainage to prevent water ponding. •••goo ••••• • 4)Plates checked for a plus or minus 0 degree rotation about its center. e e 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••so** •••• •••••• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 740 lb uplift at joint 11 ead h6lb e • • uplift at joint 7. ••e•e• 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all pass l�o�Vis •••••• • • along the Bottom Chord,nonconcurrent with any other live loads. • •• goo* ••••• 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truse4••e•• • •• •e%.o • • • • • LOAD CASE(S)Standard •e •• •••• •••••• • •ee••• • • • • • • •e•e•e • • • e•eee• • ••e• i 101 Truss Truss Type I City IPly— NESS CARMEL L100095A14 — H1 ROOF TRUSS 1 I 1 I Job Reference optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar 27 15:32:16 2015 Page ID:GYhAtM A IkwK9Cxype?glziE6R-F5Flvl4123sxmW3RLxiojDxrTgLGHyszbSIBQfzWIY 2.10 6-110 11-9-0 16.7-0 , 19.6>I 22-10.0 27-8-0 32 8 0 37 4 0 39.5-0 2-1 4.10-0 410-0 4-10-0 3-1�-3.1 8 410-0 410-0 I iP 0.0 2-1.01 scale a 1:67.7 3.00 12 8x8= 5x8= 3x4= 5x8 M183Hg; 6 Ka 8 5x8 M18sH8; 4 5 4.62x 5.2.9 9 10 30:= 3x4 3 649 2zd 3 7-17 2x 341-114 11 $ 3xa� 231.4 2x 520 2x4 32-1 8.17 2x 58-0 0 212.0-p4 3x8-- 2 j 2 3.212x 0.3 11-16 0.1 \ 1 8312x 3 0.10-0 12 13 t ` 22 21 20 18 17 18 13 td 3x6— TS�3�c 28 27 28 18 29 30 31 32 3x8-O.B�o10 '13) 6x10= 5x8= 3x6= 5x6 wa= 3x6= 5x6= 6x10= --3x82113) 31-5-0 1.8 O2r1r0 6.11-0 11-8-0 18 7,0 22-10 0 27 8-0 32 8-0 37 4-0 311$-0 r•9 00 4.10-0 4.10 0 410-0 8 3-0 10-0 410-0 4 10-0 0 90 Plate offsets V Y)42:0-2-8,0.1-11,[4:0-2.4,0.3-0.110:0-2-4,0-3-01,112:0-2-6,0-1-8],[16:0-3-0,0-3-4],120:0.3.0,0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) 0.5617-19 2753 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.98 Vert(TL) -0.9317.19 2457 180 M18SHS 244/190 BCLL 0.0 Rep Stress incr YES WB 0.87 Horz(TL) 0.22 14 nla n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:206 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. WEBS 2x4 SP No.3*Except* 2-21,12-15:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS.(lb/size) 22=217310-8-0,14=217310-8-0 Max Horz22=-182(LC 11) Max Uplif t2=-1311(LC 6),14-1311(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-231/482,2-23=-4740/2266,3.23=-4691/2285,3-4=-500212446,4-5=-4914/2447,5-6=-437212127,6.7=-4231/2114, 7-8-4231/2114,8-94372/2127,9-10=-491412447,10-11=-5002/2447,11-24=-469112285,12-24=-474012266, 12.13=-231/483 BOT CHORD 1-25=-4311220,22-25-4311220,22.26-431/240,21-26=.431/240,21-27=.222514512,20-27=-2225/4512, 20-28=-227114744,19-28=-227114744,18-19=-185014204,17-18=-1850/4204,17-29=-212214744,16.29=-212214744, 16.30=-2075/4512,15-30-207514512,15.31=-4311220,14-31=-431/220,14.32=-4311220,13-32=-4311220 WEBS 2-22=-2214/1259,2-21=-215214339,3-21=-602/412,3-20=-179/355,5-20=-261224,5-19=-7761577,6.19=-2631663, 000000 7-19=-3901281,7.17=-390/280,8-17=-2631663.9.17-7761578,9-16=-261224,11-16=-1791355,11-15=-602/412, • •••• ••••.• 12.15=-2145/4339,12-14=-2214/1258 9.9 • • • 0000 • NOTES- 09.•06 0090 0990.• 1)Unbalanced roof live loads have been considered for this design. p p p 00000*6 ••:0: 6 0: 2 t=1 Wind:ASCE 7-10;Vul75mp ( h 3-second gust)Vasd=136mph;TCDL=9.0 sf;BCDL=6.0 sf;h=28ft;Cat.11;Ex C;E00 GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 3-10-12,Interior(1)3-10-12 to 35.64,Ex4erior2� • • 35-6-4 to 39-5-9 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;L6r1tZer DOL=1.60 plate grip DOL=1.60 6••9 6 0 • •• 0 0 9 0 6 3)Provide adequate drainage to prevent water ponding. •0'.0' 4)All plates are MT20 plates unless otherwise Indicated. • 5)The solid section of the plate Is required to be placed over the splice line at joint(s)20,16,18. 6)Plate(s)at joint(s)4,6,8,10,1,2,22,21.3.19,7,17,11,15,12,14 and 13 checked for a plus or minus 0 degree rotation abdut Its 0 0 ••0000 center. 6 9 6 9 6 7)Plate(s)at joint(s)20,16 and 18 checked for a plus or minus 3 degree rotation about Its center. • • • V090: • 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by ethers)of truss to bearing plate capable of withstanding 1311 Ib uplift at joint 22 and 1311 Ib 6••0 uplift at joint 14. 10)This truss has been designed for a moving concentrated load of 200.01b dead 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 and fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard fob ----- ' -----(Truss_--_- — — Truss7ype IOty iPIY--_'-NES$ CARMEL j f 0010 I15A14 H11 ROOF TRUSS 1 1 j Referenceeoptional) FORT DALLAS TRUSS CO.LLC.,MIAMI.FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 27 15:32:17 2015 Page 10:GYhAtM_A_IkwK9Cxype?glziE6R-jlpg7d4fpN 90fedueGlFRU?y4hHOP?6gmSkySzWiY 2.1-0 , 7.7-0 13 1-0 18.7-0 20.10-0, 26 4 0 31-10-0 37.4-0 39 5 0 1 iM I 5 6-0 5_64) 5.V 5.6-0 8 6 0 5.6-0 F 2-1-0 Scale"1:67.7 3.00 F12 5x8= 54= e 3x8% s4482x 7-38 4� Use 3x4= 3x4 3 8182x4 h D.3" 10 3:10 s Y41 6 s 20 2x a3 3 2 9 818 8214 0 �1"2.04US2 1222x4 1• 1018 o.�§-2-11 0 26 27 28 21 20 28 18 30 1a 17 31 1s 1s 32 14 33 13 34 _ 3x8= _3x8 2.11 8x10= SKSM188149-- 3x4= 3x4= 3x4= 8x10= it 3 8.0(0• 2.1 0 131 3x4= US M18SH8= 5x8 M188H9= i 3&SA 1-8021 7.7-0 13.1 0 18.7-0 20.10-0 26d-0 31-10-0 37 4-0 3 5 80 580 5$0 2-3.0 580 580 -9-0 Plate Offsets(X,Y)•{2:04-4,0-1-81,[11:0-4-4,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) 0.5719-20 -739 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -0.8416.18 "01 180 MISSHS 2441190 BCLL 0.0 Rep Stress incr YES WS 0.88 Horz(TL) 0.17 13 We We SCOL 10.0 Code FBC20101TP12007 (Matrix) Weight:200 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2•Except• BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 15-17,17.21:2x4 SP M 31 WEBS 1 Row at midpt 2-22,11.14 WEBS 2x4 SP No.3'Excepr 2-22,11-14:2x4 SP No.2 REACTIONS.(Ib/size) 23=2173/0-8-0,13=217310-8.0 Max Horz23=-203(LC 11) Max Uplif23=-1278(LC 6),13=-1278(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3091448,2-24-493612256,3-24=-488112277,34=-4953/2290,4-5a-486312302,5-6--408311834,6.7=-3942/1815, 7-8=-408311834,8-9=-486312303,9-10=-495312290,10-25-488112277,11-25-493612256,11-12=-3091448 BOT CHORD 1-26=-3961308,23-26Q-3961306,23-27=-3961306,22-27a-3961308,22-28=-222514695,21-28=-2225/4695, 20-21=-2225/4695,20-29=-212314684,19-29=-212314684,19-30=-1513/3807,18-30=-151313807,17-18195714684, 17-31=-1957/4684,16.31=-195714684,15-16=-205914895,15-32=-205914695,14.32=-2059/4695,14.33=-3961306, 13-33=-3961308,13-34=-3981306,12-34-3961306 WEBS 2-23a-2225/1243,2-22=-208714426,3-22--5191375,3-20=-2171180,S-20=-"302,5-19=-10621768,6.19=-2231622, *so* 7-18=-223/622,8-18=-1062(768,8-16=-431302,10-16=-2171180,10-14=-519/375,11.14=-207914426,11-13=s2225/3241 0••• •••••• NOTES- .s iso* o 1)Unbalanced roof live loads have been considered for this design. •••••• •••• **so:* 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=28ft;Cat.II;Exp C;STWL;•• • • • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)-0-0-9 to 3-10-12,Interior(1)3-10-12 to 35-6.4,Ext"W) *see ;••••; 35-6-4 to 39-5.9 zone;cantilever left and right exposed;C-C for members and farces&MWFRS for reactions showrw Lumber • • DOL=1.60 plate grip DOL=1.60 •••• •••• ••;•• 3)Provide adequate drainage to prevent water ponding. •••••• • •• ••••• 4)All plates are MT20 plates unless otherwise indicated. • • •�s o • so 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. :so:*: 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1278 lb uplift at Joint 28 and 12r18 lb so 0 00 0 •••••• uplift at joint 13. 0 s s 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all paR j1 j*1n3s Voss: along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used In the analysis and design of this truss. sees LOAD CASE(S)Standard ljo�--- Truss — ----- Truss Type ------ ------ -I giy—Ply'NESS CARMEL 15A14 H2 ROOF TRUSS 1 1 I 0011 L— I I Job Reference(optiona1j _ 1 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar Z7 15:32:18 2018 Page • 10:GYhAtIWA IkwK9Cxype?giziE6R-SUN2Kz5Hah6fopOgSLnGoe1AZU3ulxyG20SHVXZWiY Z-1-0 940-0 10-6-0 17-5-0 19.6-0 2-1-0 6.11-0 1-6-0 6-11-0 2-1-0 Scale-1:32.3 US= 4x5= UO FIT 3 2X4 Mul 4 I a ltd' 12 +-g 9-4- 3.10 2xK 43 2-1-18 12 t3 54� I� of 2.102x a o.36.9.7 6 00 d 3x4= 14 1S 10 to 8 ,= a 17 18 3x4= 11 US= 3x4= 7 2x4 II 2x4 II o.aala+�1 aaola+-al 1-9-0 2-1-0 9.0.0 10-6.0 17-5.0 - 17-9r0 19.6-0 1-8-0 6.11-0 1-8-0 6-11-0 1-9.0 LOADING(psf) SPACING- 240-0 CSI. DEFL. in Doc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) 0.0910-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.78 Vert(TL) -0.38 7-9 >484 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FOC2010ITP12007 (Matrix) Weight:87 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing, Except: WEBS 2x4 SP No.3 7-10-3 oc bracing:9.10. REACTIONS.(Ib/size) 11=1077/0-8-0,7=1077/0-8-0 Max Horz11=-102(LC 11) Max Uplif01=-704(LC 6),7=-704(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3841434,2-12=-15641637,3-12=-14941664,3-4=-1469/680,4.13=-1494!665,5.13=-1564/638,5-8=-384/434 BOT CHORD 1-14=-378/375,11-14=-3781375,11-15=-378/375,10-15=-3781375,1(1.16=-527/1401,9-16=-527/1401,8.9=-378/375,8-17=-3781375,7-17=-378/375, 7-18=-3781375,6-18=-378/375 WEBS 2-11-10791757,2-10=-53511033,3.10=-128/171,4.9=-128/171,5-9=-53511033,5-7=-1079/757 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=28ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 2-11-7,Interior(1)2-11-7 to 16-6-9,Exterior(2)16.6.9 to 19.6.9 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 •••• plate grip DOL=1.60 • • •••• •••••• 3)Provide adequate drainage to prevent water ponding. • • • • 4)Plates checked for a plus or minus 0 degree rotation about Its center. s o 0 •6 9•• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 704 Ib uplift at Joint I leavW*64 lb • • • liftatoint7. u 0000•• P 1 0000 .... 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panelpoints • • 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 • •••• •••••• 0000•• • • • • • • • 0000•• 0000•• • • • 0000•• •• • 0000 • • • 0000 IJob (Truss -- ----- -- ---- --ri-- y ---- ---[15A1� rrussrype QPS CARMEL. H3 ROOF TRUSS I 1 4 1 +NES 0012 ---- I Job Reference optional) J FORT GALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.800 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:19 2015 Page 1.1.10, ID:GYhAtM_A lkwK9Cxype4giziE6R-fgwQXJ6vL EWdzo003JVLsZPWuPfUJxPH4xr1 zWIY -p 4 0-0 I 4-0 8 17.1- 21-1-0 24.11-6 2&1-0 4-0-0 3.10.6 1-1.10 Scale 1:44.1 4xS- 2x4 11 3.00(12 4x8= 4 5 8 2x4 11 3 2X4 II 7 7x10= 25 1-4 9.17 4-2-8 9.t 9.2-8 �a, 9.4-12 20 7x10= � 2 4-152x4N .32.107 S•142X N 32.107 6.132x4N .32.161, 8 1 ?q 17 1 9.10 11-1 l 27 1 1 _ 3x4= 3x4= 2x4 II 18 15 14 10 34 29 30 31 13 32 12 O s ot0-1-t9.) 4x8= 3x8= 5x8= 2x4 11 3x8= 4x8= 2x4 I I 0-&0(0-1.141 I.1-10 S 1 '.1 8 8 0 0 13-0 8 17.1-0 211-0 - 2411 6 2 281-0 1 31 0.4.0 1 Plate Offsets(X,Y)-{2:0-5-0 9.5-8],[4:0-5.4.0-2-0] [6:9.5-4 9.2-0] [8.0-5-0 0-5-81 [11 9.5-8 9.2-0] [13 x1 12 9.1 8I,[14 0-4.0 0-3-0] [15 9.1 12 0 1 8][17 05.8 0 2- LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) I/deft L/dLPATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) 0.24 14 >999 36020 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(TL) -0.36 14 >802 180BCLL 0.0 Rep Stress Incr YES WB 0.85 Norz(TL) 0.05 10 n e n eBCDL 10.0 Code FBC2010ITP12007 (Matrix) ight:158 Ib FT 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. BOT CHORD 2x4 SP No.2*Except' 3BOT CHORD Rigid ceiling directly applied or 5-5-14 oc bracing. Except: WEBS 2xx44 SSPP No.3 10-0-0 oc bracing:16.17,11-12 12,16.19,22-23:2x4 SP No.3 REACTIONS.(Ib/size) 18=144010-8-0,10=1440/0.8-0 Max Horz18=102(LC 10) Max Uplif88=-882(LC 6),10=-882(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2-553/217,2-25=-328711678,3-25=-324411694,34=-318511731,4.5=-274311472,5-69.-2743/1472,6.7=-318511734. 7-26=-324411694,8-26=-328711678.8-9=-5531209 BOT CHORD 1-27-2141553.18.27=-2141553,18-28=-2901553,17-28=-2901553,16.17=01140,3-17-339/328,16.29=-2371463. 15-29-2371463,15-30-117012364,14-30-117012384,14-31-110512364,13-31-110512364,13-32-230/463, 12-32-230/463,11-12=0/242,7-11-3391328.11-33-2141553,10-33-2141553.10-34-214/553,9-34-2141553 WEBS 2-18-1351/832,2-17-1340/2582,15.17-95711943,4-17-4881742,4.15-2661224,4-14=-3211508,5-14=-4141348, 6.14-322/508,6.13-2661213.11-13-89911943,6.11-4641741,8.11-133112582,8.10=-1351/830 NOTES- •••• • • 1)Unbalanced root live loads have been considered for this design. • • 0660 •••••• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=S.Opsf;h-28ft;Cat.11;Exp C;AV',* • •00* •• GCpt=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 2-11-7,interior(1)2-11-7 to 23-1-9,Exterk*2}13.1-9 ••i• ••••:• to 26.1-9 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumb=r i;j6V.60 • • plate grip DOL=1.60 •••••• 3)Provide adequate drainage to prevent water ponding. so** •••• • 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. 0000 •••• ••0••0 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 882 Ib uplift at joint 18 an"824b 0 •••0 ••••• uplift at joint 10. •• •• •0•• 00.0.0 7)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all wNt • •• along the Bottom Chord,nonconcurrent with any other live loads. � ipi'"i • 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixi model • • • • •••••• fixity was used In the analysis and design of this truss. •••••• LOAD CASE(S)Standard • • + •0.00• •• • 0000 • • • 0000 iJob--— -----– iTruss--- iTrussT------------------i ------- --------- ---- -----------_— ----- yi� °ty Ply NESS CARMEL 00131 15A14 H4 ROOF TRUSS 1 1 1Job Reference o tio"j) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:20 2015 Pag11 e ID:GYhAtM A IkwK9Cxype9giziE6R-7tUo1f7X61MMF7NCamgkt36T51160mrZWkgOZOzWiY 1-1-10 5-0-0 1100 151-0 �- 41-0 21-1-0 24-11.6 26.1-0 1-1-10 3-10 6 6-0-0 600 3.10 6 1-140 Scale=1:44.1 49— US= 3.00 12 4 S 3x4 II 3X4 II 1.4 416 •13 S• &2.13 611.3.8 7x10= T4 4142x 3347 312 3347 X23 7x10= e1 2 1 7 8 3 �[ e 3ul 18 26 17 0 3x4= 3x4= 2X411 1S 28 14 13 12 29 11 2x4 ii 0-"0-1.141 40-8= US= 3x4= Us= Us= �at•14► v1-10 s1 300 1100 W-0-0 s 1-0 26.1-0 !} 31 -0 21-1-0 24.11-6 2 3.6 0.4.0 1 470 Plate Offsets(x,Y)-42:0.5-0 0-5-8] 14:0.5-4 16:""21-15:0'2-8,6.1-121-17:0-5-0-0 5-sL110•o-3-12 0 2 12] 116:(1-3-12,0-2-121 LOADING(psf) SPACING- 24-0 CSI. DEFL. in (loc) i/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) 0.2112.14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(TL) -0.4114.15 >698 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.06 9 We We BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:161 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2•Except• BOT CHORD Rigid calling directly applied or 5.10-0 oc bracing. Except: 3-15,6.11,15.18,21-22:2x4 SP No.3 2-2-0 oc bracing:15-16,10-11 WEBS 2x4 SP No.3 REACTIONS.(lb/size) 17=144010-8-0,9=1440/0-8-0 Max Horz17=-123(LC 15) Max Upiifd7=-854(LC 6),9=-854(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-5341193,2-24=-335411634,3-24=-328811650,3-4=-3332/1774,45=-23541221,5-6=-3332/1779,6.25=-3288/1650, 7-25=-3354/1634,7-8=-5341190 BOT CHORD 1-26=-185/526,17-26=-185/526,17-27=-293/526,16-27=-293/528,15-16=0/156,3-16=-5071455,15.28=-2451573, 14-28=•245/573,13-14=-1021/2273,12-13=-1021/2273,12-29=-234/573,11-29234/573,10-11=01261,6-10=-507/456, 10-30=-1831526,9-30-183/526,9-31-183/526,8-31=-1831528 WEBS 2-17=-1329/786,2-16=-1340/2681,14.16=-788/1716,4-16=-688/938,4-14=-1091182,4-12=-201/201,5-12=-1971232, 10-12=-743/1715,5-10-669/939,7-10=-132912682,7-9=-1329/784 NOTES- e •••• • • •••• •••••• Unbalanced roof live loads have been considered for this design. . . . • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=28ft;Cat.II;Exp C;Entf, :•�� • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 2-11.7,interior(1)2-11-7 to 23-1-9,Extet"Mi-9 '•" •••••^ to 26.1-9 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumb#690N1.60 • • • plate grip DOL=1.60 •••••• 3)Provide adequate drainage to prevent water ponding. 0000 •6•* • • 4)The solid section of the plate is required to be placed over the splice line at joint(s)13. •00**• •••• ••••• 5)Plate(s)at joint(s)1,4,5,8,16,3,15,11,6,10,2,14,12,7,19,20,22 and 23 checked for a plus or minus 0 degree rotation about • •• 00:90* Its center. • • • • 6)Plate(s)at joint(s)13 checked for a plus or minus 5 degree rotation about its center. " •• ••*00 •••• • 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '•"•• • • 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 854 Ib uplift at joint 17 and 8544b :000:0 •••> • uplift at joint 9. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel ents ••• •••• 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 job Truss Truss Type Qty Ply (NESS CARMEL 15A14 'H5 i ROOF TRUSS 11 1 � I I 00141 -_.__ —1 Job Reference o lona!) _� FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar 2115:32:212015 Page ' ID: biMc2FerbbYUeR68800uSzWk5p-b32By?89tcUDtHyO7ULzQHfhOh4?yDwIIOQySszWiY 2-1-0 7-6-8 13-0-0 16-6.15 17-2-15 21-5-15 25.9-0 28-6-0 2 1-0—' 5.5.8 —5-5-8 3-6-15 4-3-1 4-3-1 2-9-0 Scale•1:49.8 4x8= 3.00 12 40= US= 3x8= 4x8= 4 8 S 7 0 axe a c 10814 3 3-4 n 3x8= 4.18 N .311• i18 2x4 N 3 1 7S 7-14 2x 50.12 7-11 3 SA•12 0 •^3 Z N it 2 118 2x4 N 1-94 5.7.0 3x4=21 19 2218 23 17 16 24 1525 14 2e 13 12 27 1128 10 3x0 II Us= US_3x4= 3x8= 3x4= U4=2x411 3x8= Us II 0$010.2.3) 1-9-0211x0 746.8 13-0-0 18-6-15 1T-2•as 21-5.1s 25-9-0 28-6.0 1-9-0 0=4=0 5-5.8 S-S 8 3.8.15 4-3-1 4.3-1 2-941 Plate Offsets(X,Y)•{2:0-2-0.0.1-8],[3:0.3-0,0-3-01,[4:0.5-4,0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) 0.2816.18 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.88 Vert(TL) -0.4116.18 >763 180 BCLL 0.0 Rep Stress Incr YES WS 0.88 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:1661b FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6.7 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3"Except' BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. 2-18:2x4 SP No.2 REACTIONS.(Ib/size) 19=1689/0-8-0,10=1435/Mechanical Max Horzl9=309(LC 6) Max Uplif09=-1104(LC 6),10=-805(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3041494,2-20=-344811805,3-20=-3397/1826,3-4=-3070/1693,4-5=-2935/1680,5-6=-3039/1745,6-7=-2791/1605, 7.8=-10911614,8-9=-11381617,9-10=-1534/812 BOT CHORD 1-21=-4421293,19.21=-442/293,19-22=•442/263,18-22=-442/263,18-23=-193413339,17-23=-1934/3339, **96 16-17-193413339,16-24-1670/2942,15-24=-167012042,lr).25—l575f2787,14-25-1575/2787,14-26=-12SW2226 • • 13-26=-1250/2226,12.13=-125012226,12-27=-125012226,11-27=-125012226,11-28=-9115,10-28=-9115 • o•. •••• •••• • WEBS 2-19=-168711075,2-18=-170713103,3-18=-3351322,3.18=-4361436,4.16=-1091353,4-15=-165/215,5-15=-800/49$, • •••• • 6-15=-4621769,6.14=-3471273,7-14=.4191729,7.12=01279,7.11=-15371902,8-11=-74/119,9-11=-83911559 •••••• ••i• ••••i• • NOTES- •••••• • :••••: 1)Unbalanced roof live loads have been considered for this design. ••••• •••••• • • 2)Wind:ASCE 7.10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf,h=28ft,Cat.II;Exp C;End t•• •••• ••••• GCpi=0.18;MWFR3(envelope)automatic zone and C-C Exterior(2)-0411-9 to 2-11-7,Interlor(1)2-11-7 to 25-9-0,Extsris42),?jb9-0 . . �;• • to 28.44 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plats• •• • • 000000 grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. •••••• • •• 4)Plates checked for a plus or minus 0 degree rotation about Its center. : • ; . 0 Goo*** 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••••• 6)Refer to girder(s)for truss to truss connections. : .�.' ;000000••0; 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1104 ib uplift at Joint 19 she 809 Ib :**6 • • uplift at Joint 10. ,.;. 8)This truss has been designed for a moving concentrated load of 200.0Ib dead 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 Truss Type 1:Jo 4 --- -- H6 Truss _- -- ---- !ROOF TRUSS --- - 1�y- - iPty 1 NE Reference rCARME 11 nal ---- -- -- --00151 - I — ( pt 1 _1 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 27 15:32:22 2015 Page ID_biMc2FerbbYUeR68B00uSzWkSp-3FcZAL8oevc4URXbhBsCyUBvh5Ozhkarz29VeJzWt 2-1-0 , 64-11 10 8-5 _ 15-0-0 18-6.15 1 2-15 23-9-0 28-&0 '-244—' 43-11 4-3-1 43-11 3-6-15 -0 46-1 49.0 Scale■1:49.8 US= 100 12 4x7= 4xS= 40= 8 7 8 9 21 3x4 1 c 411-10 3x80 3x4 4 II 40 c 4 3.19 N' 8.182x0. 33.7- 7.152x4N 715 9.142x 5512 a 2x411 5182x .3344 51 350.3 10.112x 632 N 2 3-18 .3 2-7-8 01 � �, 981 0.19-0 FP 3x4=22 19 23 18 /7 1s 24 is 25 14 13 26 12 V 11 5x8= 3x4_ 5"we= 3x4= 3x8= 3x4=3x4= 3x8= 3x8 11 584(0.2-3) 1-9-0 2r110 8-8.8 15-0-0 18-6.15 19-2-!5 23-9-0 28.8.0 1-9.0 0.4.0 6-5.8 6.5-8 3.6.15 4-8.1 49-0 Plate Offsets(X,*n46:O-5-4,0-2-01,19:0.5-4,0.2-01,[19:0-3-0,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.49 VeMLL) 0.2716.18 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.96 Vert(TL) -0.4916.18 >637 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Hom(TL) 0.11 11 n/a n/a BCDL 10.0 CodeFBC2010iTP12007 (Matrix) Weight:166 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid catling directly applied or 2-2-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 3.19 REACTIONS.(Ib/size) 19=168910-8-0,11=1435/Mechanical Max Horz19=328(LC 10) Max Uplif89=-1092(LC 6),11=-771(LC 7) FORCES.(ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3611509,2-20=-2691453,3-20-2511478,34-335711737,4-5=-332111751,5.6=-277011509,6.7=-246211384, 7-8=-253611426,8-9-230511302,9-21-15591836,10-21-16131825,10-11-15291791 BOT CHORD 1-22=-458/350,19-22=-4581350,19.23=-184613155,18-23=-184613155,17-18=-183613213,16-17=-183613213, •6099 • 16.24=-145512651,15-24=-145512651,15.25=-124612294,14-25=-124612294,13-14=-74811480,13-26=-74811680, • •••• 0••••• 12-26-748/1480,'12-27-25140,11-27-25140 0 • • 0 WEBS 2-19=-469/401,3.19-320811792,3-18=01208,5-18-141255,546-692/527,&.16-2311516,645-3301266, •• • ;••• •• 7-15=-6671399,8-15=-4981851,8-14=-6061450,9.14=-6"1090,9.12-8311540,10-12-88911732 •••••• •••• •••••• • NOTES- •••••• • :••••: 1)Unbalanced roof live loads have been considered for this design. •••••. .••••. • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=28ft;Cat.II;Exp C;Endl!•• 0000 ••••• GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 2-11-7,Interior(1)2-11-7 to 25-4-4,Exterier,(2)46" • •• 00000 to 28.44 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.Ijjl16V• •• ••• •••••• grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. •••••• • • 4)Plates checked for a plus or minus 0 degree rotation about its center. : • : • • 0000:0 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. • • ;••••• • • 6)Refer to girders)for truss to truss connections. • • • ••••.. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1092 Ib uplift at joint 19 610 77t Ib ;•"• • • uplift at joint 11. •••• 8)This truss has been designed for a moving concentrated load of 200.01b dead 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 fop---- .---- Truss - - —1TrussType ---_-^— QQty —aiy---NESS CARMEL ---- -1 15A14 H7 ROOF TRUSS — 4 1 00161 lJob Reference(optional) L ORT DALLAS TRUSS CO.LLC..MIAMI.FL..wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar 2715:32:23 2015 Page 10_biMc2FerbbYUeR68800uSzWkSp-YSAxNh9QPDkx6a6nFvNRVik3OVnYQ7q?Clv2AIzWiY 21-9-0 2-1-0 7.0-11 12 0-5 17-0-0 20115 211,11, 2411-12 28 8-0 2.1-0 4-11-11 411.11 411-11 36-15 3.2-12 3.6.4 0.6.1 Scale 1:49.8 3.00 12 4X7= 4x12= Us= 3x4 s 8 8 9 9 1 3x4 m 3x4 z� 10 4.8 7.0'8 2x411 4 s 11 3x4 a 3 0152x4N 34-1-1 7.142x4N d 3x$::! 5-162X4015-162X401 .32.11.5 1013 34-10-3 1.1222 a32 j 2 3.172x x21.0 1� 1 W-20 21 17 22 18 23 is 24 14 25 13 28 18 12 3x8 it 5x8= 5x8= 3x4= 5x8= 3x4= rx8= "-0(02.3) 1-9-0 2r1r0 7-0-11 1215 17-0.0 20.6-15 21-9-Q 28.8.0 1-9-0 0-40 4.11-11 411-11 4-11-11 3.8.15 1-2-1 8.9-0 Plate Offsets(X,Y)-42:0-2-0,0-1-81 16:0-5-4 0-2-0] [8:0.3-12,0.2-01,110:0-1-12.0-1-81,[12:0-3-0 0-39],(14.0-3-8 0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (10c) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) 0.2518-17 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(TL) -0.3716.17 ,#862 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:168 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11.13 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 4-3-8 oc bracing. 2-17:2x4 SP No.2 REACTIONS.(Ib/size) 18=1689/0-8-0,12=1435/Mechanical Max Horz18=349(LC 10) Max Upllf88=-1074(LC 6),12=-732(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-318/511,2-19=-340011679,3-19=-3351/1698,3-4=-3276J1681,4.5=-318611683,5.6=-2450/1281,6.7=-198811061, 7-8=-201411085,8.9=-200011082,9-10=-1857/938,10-11=-61/51,11.12=-153/137 BOT CHORD 1-20=-459/309,18.20=-4591309,18-21=-459/227,17-21=-459/227,17-22=-1849/3295,16.22=-184913295, 0000 16.23=-171813145 15-23=-1718/3145,15-24=-120912323 14-24=-120912323 14-25=-812/1719 13-25=-812/1119 '0000' 13-26-57211217,12-26-57211217 0 • • • WEBS 2.18=-170511042,2-17=-161613100,3-17=-3891318,3-16=-269/216,5-16=-25/297,5.15-994/650,6.15=-292/6h,* ' :99' 00 6.14-6101385,7-14=.4721321,9.14-639/900,9.13-3631346,10-13=-3701758,10-12-18251876 600:9*• •••• 000000 NOTES- •••••• ' VOSS: 1)Unbalanced roof live loads have been considered for this design. •"•• *""0 • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf,h=28ft;Cat.ll;Exp C;Enc[!•• 0000 ••••• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0.0-9 to 2-11-7,Interlor(1)241-7 to 25-1-2,ExterlW042"-2 • •• **:Go* to 28-4-4 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.61061241#6 • • •..••• grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. •••••• • • 4)Plates checked for a plus or minus 0 degree rotation about its center. : ' ; . . • ; 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••••• 6)Refer to girder(s)for truss to truss connections. : 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1074 lb uplift at joint 18 aAd 7321b ;"' • • uplift at joint 12. 0000 8)This truss has been designed for a moving concentrated toad of 200.0Ib dead 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 Jcb------- 1T►ug$---------i Truss iy-Type - ——I orPly 'NESS CARMEL ------ -—- 00171 15A14 H— 1 ROOF TRUSS 1 1 Job Reference(optional) —J FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:24 2015 Page ID:GYhAtM A IkwK9Cxype9giziE6R-OekJb1A2AXsokkhzpcuglvHB3v339ZB8RMeciBzWi 2-1-0 7 4 0 12.7-0 17.49 22-0.7 26-10-0 32.1-0 37.4-0 39- -_0 2-1-0 5-3 0 5 3-0 49.9 47-13 r 49-9 —� 5 3-0 5.3-0 2-1.0 Scale"1:87.7 3.00 12 Us= 2%411 40= 3x8= 9x8= 4 58 7 8 'bs 9x8 a 3-42x bt11514 8 3 3x8% 4-18 2xd >3-0- 5172x4 310.1 -10 2xd 3 3-0- 8.15 2x4 3-0.11 23 3x821.3p 1649 .0 20 2x a31- 515 N 13 3 2x4 Na�411•to'1'518 21 20 18 17 18 19 13 12 3z$_ 24 2S 28 18 27 28 28 14 30 31 32 3.9 9-e-.W�3tc82I1) 8x10= �� 3x8= 5x8 M18sNs= 3Xs= We= 3x58�11� � 3x4= 5x8 We= �( 39.5-0 1-9-02,1x0 7 4 0 12-7-0 17 49 22-0.7 28.10-0 + 32-1-0 37.4-0 37I$0 �• 53-0 5 3-0 49.9 7.13 4.9 9 S 3-0 53-0 Plate Offsets(X,Y)-{2:0-2-4,0-1-8],[3:0-3.4,0.3-OL[4:0-5-4,0-2-81,[8:0.3-8,Edge],[9:G3-4,0-3-0],[10:0-2-4,0-1-8],[18:0-4-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) 0.8818.17 >638 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(TL) .1.0018-17 >423 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.19 12 n/a n/a BCDL 10.0 CodeFBC2010/TP12007 (Matrix) Weight:201 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except' TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc purlins. 3-4,8-9:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 31*Except" WEBS 1 Row at midpt 2.20,10-13 1-19,11-14:2x4 SP No.2 WEBS 2x4 SP No.3'Excepr 2-20,10-13:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 21=217310-8.0,12=2173/0-8.0 Max Horz21=140(LC 14) Max UplifE1=-1363(LC 6),12=-1363(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension 0.0 0 TOP CHORD 1-2=-288/482,2-22=-479512463,3-22=-474312484,3.4=-4844/2582,4-5=-5445/2908,5-8=-5445/2908,8.7=-542908 •••••• •••••• 7-8-469412542,8-9=-483912559,9.23=-474412485,10-23=-479812485,10.11=-2871482 0 0 • • BOT CHORD 1-24=-4101262,21-24=-410/282,21-25=410/262,20-25=-4101282,20.28=-2379/4581,19.26=-237914581, •• • •••• • 18.19=-237914561,18.27=-2325/4581,17-27=-232514581,17-28=-263415364,16.28=-283415364,16.29=-2635V20• ••i• ••••i• 15.29=-2635/5362,14-15=-226514563,14-30=-226514563,13-30=-226514563,13-31=-410/261,12-31=-410/261,•0:0,, • • • 12-32=-410/261,11-32=-4101281 •e•••• WEBS 2-21=-218811315,2-20=-230614340,3.20=-5451419,3-18=-1901393,4-18=-591278,4.17=-65711064,5-17=-459,•384!0 •••• • • 7-17=-1691153,7-16=01286,7-15=-1057/658,8-15=-2761879,9-15=-192/389,9-13=-543/418,10-13=-23031434 0 0 0 • •••••• ••••• 10-12-218911314 •••••• • •• ••i••• NOTES- •• •• •••• •••••• 1)Unbalanced roof live loads have been considered for this design. 969960 • •• 2)Wind:ASCE 7.10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.0psf,h=28ft;Cat.II;Exp C;Ertl., • ; • • ••••1• GCpi=0.18;MWFR8(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 3.10-12,Interior(1)3-10-12 to 35-6.4,Exterior(2) •••••• •••••• 35.6.4 to 39.5-9 zone;cantilever left and right exposed;C-C for members and forces 8,MWFRS for reactions shown;Lumb*• • • • DOL=1.60 plate grip DOL=1.80 •• • •••• • • 3)Provide adequate drainage to prevent water ponding. • 4)All plates are MT20 plates unless otherwise indicated. • 5)The solid section of the plate is required to be placed over the splice line at joint(s)19,14. 6)Plate(s)at joint(s)4,6,8,1,2,21,20,3,18,17,5,16,7,15,9,13,10,12 and 11 checked for a plus or minus 0 degree rotation about its center. 7)Plate(s)at joint(s)19 and 14 checked for a plus or minus 3 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1363 lb uplift at joint 21 and 1363 Ib uplift at joint 12. 10)This truss has been designed for a moving concentrated load of 200.0Ib dead 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 IJob ---Truss ---- - -�TrussTYPe Qty rPiy — --- ---- — t NESS CARMEL 1`5A14 H9 ROOF TRUSS i 1 1 1 0018 ! I Job Reference joptional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 Well Industries,Inc. Fri Mar 2715:32:25 2015 Page ID:GYhAtM A IkwK9Cxype?glziE6R-UglhoMBgxq_fLuFAMKPva7pMHJXjulGlf009FezWiY 2-1-0 6-3-0 10-5-0 14-7-0 19-&8 24-10-0 29 0 0 33 2-0 37 4-0 39.5-0 2.1-0 4 2-0 4.i. 4.2 5.1-8 4.2-0 4.2-0 4 2-0 2-1-0 Scale"1:87.7 3.00 f 1-2 sx8= 2"II sx8= 8 7 e 40_ 3x4 s 3x4 a 4x 4 4.62sf==1.13 4x7 r 48 10 2x4V23 2x II 6•TO 2x4 334-1 7-18 2x0 .33-6-11 2x4 . 11 17 3 34&11 11 21.42x 5.22 3.3.2 0.172x 41 25 2x4 It S e 1 32 •15 32 12 13 0 -21 a3-s� 20 axe= 29 27 n21 �8 29 19 16 17 10 30 1S 31 14 32 US .+n 3x4= US M18SH� W= US= sxe� 3x4= sxe M1eSHS= 3x4= e•a 5) 39.5.0 1.9-021 8 4-0 14.7-0 19 8 8 24.10-0 314.0 37-4-0 3 8.3.0 s 1 8 &J-. 8 3 0 0 •9-0 Plate Offsets(X,Y)•43:0-4-8,0-1-8],[4:0-3-8 Edge] [6.0-5-40.2-8] [8.0-5-4,0-2-8],(10 0-3-8 Edge],[11 0-4-8 04 81—[14.0-3-8,0-3-01,L23:0-3-8,0-3-01 LOADING(psf) SPACING- 240-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.55 19 2-763 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.45 Vert(TL) -0.85 19 2-498 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.21 14 We n/a SCOL 10.0 Code FBC2010ITP12007 (Matrix) Weight:199 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORD 2x4 SPM 31 BOT CHORD Rigid ceiling directly applied or 5.0.7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-23,11-14 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 23=2173/0-8.0,14=217310-8-0 Max Horz23=161(LC 10) Max Upllfg3=-1339(LC 6),14=-1339(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-297/461,2-24=-3071403,3-24=-287/428,3-4=-4832/2423,4-5=-479812435,5-6=-4629/2374,6.7=-4890/2498, 7-8=-4890/2498,8.9=-4629/2374,9.10=-479812438,10-11=-483212424,11-25=-287/428,12-25=-307/403, 12-13=-297/461 0000 BOT CHORD 1-26=-4101279,23-26=-410/279,23-27=-2216/4290,22-27=-2216(4290,22-28=-238414725,21-28=-2384/4725 • • 20-21=-238414725,20-29=-2106/4372,19-29=-2106/4372,18-19=-197514372,17-18-197514372,16-17-225172$,O. •••• •••• • 16.30=-2252/4725,15-30=-225214725,15.31=-208414290,14-31-208414290,14-32=-410/279,13-32=-410/279•' • •••• • WEBS 2-23=-481/420,3-23=-442512353,3-22=-133/436,5-22=-229/234,5-20=-439/444,6.20=-1841384,6.19=-454I7ldt•••• ••i• •••.i• 7-19=-5501454,8.19=-454/711,8.17=-184/384,9-17=-4391444,9.15=-2291234,11-15=-1331438,11-14--4425/��,i•• • • • 12-14=-461/420 ••••• 0000 NOTES- • • • • •••• •••• ••••• 1)Unbalanced roof live loads have been considered for this design. • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL�.Opsf;SCOL-6.Opsf;h=28ft;Cat.ll;Exp C;Encl.e••a •••• •••• GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)44-9 to 3-10.12,Interior(1)3-10-12 to 35-6.4,Extelt8r(fr "" •••••• 35.6.4 to 39.5.9 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;l!1l11tbl�t• • •• DOL=1.60 plate grip DOL=1.60 • • • • 3)Provide adequate drainage to prevent water ponding. • ' ;...;, ""•' 4)All plates are MT20 plates unless otherwise indicated. • • • • • 5)The solid section of the plate is required to be placed over the splice line at joint(s)18. •••• : •000 :••.•: 6)Plate(s)at joints)4,8,8,10,1,21,2,23,3,22,5,20,19,7,17,9,15,11,14,12,13 and 16 checked for a plus or minus 0 degree ••:• rotation about Its center. 7)Plate(s)at joint(s)18 checked for a plus or minus 3 degree rotation about Its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1339 Ib uplift at joint 23 and 1339 Ib uplift at joint 14. 10)This truss has been designed for a moving concentrated load of 200.0Ib dead 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 lob----—t— Truss --- --- TTruss Type -------iQty---Ply-- NESS CARMEL — --- 15A14 HG1 — ROOF TRUSS 1 I 1 00191 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 27 15:32:25 2018 Page ID:GYhAtM A IkwK9Cxype?giziE6R-UglhoMBgxq_fLuFAMKPva7pluJRNulnIPo09FezWiY 24.0 7-0-0 13-6-0 18-5-0 20-6-0 2-1-0 4.11-0 6.6.0 4-11-0 2-1-0 Scale=1:33.9 74= 3.00/2 3 502= 4 S4 Nil NoL2 8-" 8X10%% We 11 I 2 1-3 7 3.102x�N3 -}1S 2 4.82x4 31-345 d-0 5 of 2-1 -1 s•s w 8 � 8 No212 8 0R 7.1 = 1T 11 13 1e 14 8 8 15 7 18 3x4 3x4= 7xe= 7X8= 8x10= 080(Q23) 0.8.010.2.3) 1-9-0 1 7-0-0 13-6.0 18.5-0 1 20.6-0 1-9-0 411-0 6-6.0 4.11-0 010 90 Plate Offsets(X,YM2:0-2-8,0-2.12],[3:0-5-8,0-3.4],[4:0-3-0.0.2.141,[5:0.2-8,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 1.00 VelI 0.24 8-10 3,-805 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(TL) -0.36 8.10 >541 180 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.03 7 We n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:113 Ib FT:z 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Excepr TOP CHORD Structural wood sheathing directly applied. 3-4:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0.3 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3'Excepe 2-10,5-8:2x4 SP No.2 REACTIONS.(Ib/size) 11=1843104-0,7=184310-8-0 Max Horzll=76(LC 8) Max Uplift11=-1240(LC 4),7=-1240(LC 5) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-609/311,2-3=-402312216,3-4=-388412188,4.5=-402612213,5-6=-6031311 BOT CHORD 1-12=-287/592,11-12=-2871592,11.13=-303/594,10-13=-3031594,10-14=-207813978,9.14=-207813978,8.9=-207813978, 8.15=-283/587,7-15=-2831587,7-16=-2831587,6-16=-2831587 000000 • • 0000 0000•• WEBS 2.11=-153811074,2-10-186813379,3-10=-281544,3-8=-198/200,4-8=-471564,5-8=-185913378,5.7=-1539/1072••0 0 000* •• NOTES- 00.000 ••i• ••••i• 1)Unbalanced roof live loads have been considered for this design. *00:00 • • • 2)Wind:ASCE 7-10;Vu1t=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=B.Opsf;h=28ft;Cat.II;Exp C;Enq,•• see* •••• GCpl=0.18;MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=* • • • 3)Provide adequate drainage to prevent water ponding. •••• •••• ••••• 4)Plates checked for a plus or minus 0 degree rotation about its center. •••••• • •• ••:••• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. •••••• •• ••• •••••• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1240 Ib uplift at joint 11 and 1240 Ib • uplift at joint 7. •••••• • • 7)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points! • • ••••:• along the Bottom Chord,nonconcurrent with any other live loads. 0 :00000 • 8)Girder carries hip end with 7-0-0 right side setback,7.0-0 left side setback,and 5-3-0 end setback. ••• :••••: 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. '00 • ;*00 • • 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)753 Ib down and 319 Ib up 0000 at 13-6.0,and 753 Ib down and 319 ib up at 7411-0 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=1.33,Plate Increase=1.00 Uniform Loads(pif) Vert:1-3-90,34-148(F-58),4-6-90,1-10=-20,8.10=-33(F=-13),6-8=-20 Concentrated Loads(lb) Vert:10-411 8=-481(F) ;Truss ---------i Truss Type -------Qty -'Ply --r ------- — - --- --, NESS CARMEL HG2 ROOF TRUSS 1 1 00201 15A14_ 7 I Oct Reference(optional) ___I FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.800 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:26 2015 Page ID:GYhAtM A IkwK9Cxype?glzIE6R-ylr40iBli86Wz2gMwlx87KMYxiohdRXRug7Jn4zWIY 2-1-0 7-0-0 12-6-0 17-5-0 _ 19-6.0_ 210 r 4-11.0 5.6.0 411-0 2-1-0—' Scale:3l8-=1' Us= U,_ A00 12 3 4 10x10 x 10x10 a I 2 1.3 7 3402W M431-5.15 4 -11 4.8 2x4 N 31.513 -4'0 3 N of 2.1 2-10-21x o. a 49.5 ye 8 0 1-9 2x8 Wo—.2 W-0.0 8.92x9 No.2 9.7.1 3x4= d 12 13 10 8 8 /4 1S 3x4_ 11 7x8= 7x8= 8x10= 7 0450(0.2.1) 08-0(0.2.1) 1-9-0 2.1-0 7.0.0 12-6.0 17-5-0 17-9x0 19.6-0 1.9-0 4.11-0 5.6-0 4.11-0 1-9-0 Plate Offsets(X,Y)-42:0-3-12,0-2-121,[3:0-8.4,0-2-0],[4:0-2-8,0-2-4],[5:0-3-12,0-2-121,[8:0-5.0,0.2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Iidefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) 0.21 8.10 >886 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.79 Vert(TL) -0.30 8-10 >614 180 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:103 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Excepe TOP CHORD Structural wood sheathing directly applied or 2.10-12 oc purlins. 3-4:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-3-0 oc bracing. BOT CHORD 2x8 SP No.2 WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 11=1752/0-8-0,7=1752/0-8-0 Max Horzll=78(LC 8) Max Uplifdl -1182(LC 4),7=-1182(LC 5) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-601/307,2-3=-3707/2026,3-4=-3564!2001,4-5=-370312020,5.6=-599/306 BOT CHORD 1-12=273/583,11-12=-2731583,11.13=-2951581,10-13=-295i581,9-10=-1892/3666,8-9=-1892/3666,8-14=-272/581,7-14=-272(581,7-15=-272/581, 6.15=-272/581 000* WEBS 2.11=-144111023,2-10=-169413078,3-10=-531537,3-8=-1811176,4.8=-711556,5-8=-1680/3067,5-7=-1438/1018 • •r•••• •••••• •• • •••• • NOTES- • • 1)Unbalanced roof live loads have been considered for this design. ..... • •••• •••••• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=28ft;Cat.11;Exp C;End.#:•• • • • GCpl=0.18;MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.6p•• •••• ••••0 3)Provide adequate drainage to prevent water ponding. • • • • 4)Plates checked for a plus or minus 0 degree rotation about Its center. •••• •••• ••••• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 690080 • •• 00:000 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1182 Ib uplift at Joint 11 jts•1 j 82 Ib •• ••• •••••• uplift at joint 7. • 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all pan}Pi 4ft ' • along the Bottom Chord,nonconcurrent with any other live loads. • • • • 00900* 8)Girder carries hip and with 740-0 right side setback,7-0-0 left side setback,and 5-3-0 and setback. . • :06466 :0000:9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.0 • • •••••• 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)753 ib down and'91916 up V"' • ' at 12-6-0,and 753 lb down and 319 ib up at 7-0.0 on bottom chord. The design/selection of such connection device(s)is the 0000 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=1.33,Plate Increase=1.00 Uniform Loads(pif) Vert:1-3=-90,34-148(F-58),44=40,1-10=-20,8-10=-33(F=-13),8.8=-20 Concentrated Loads(lb) Vert:10=-481(F)8=481(F) (Truss TrussType I— Oty — Ply NESS CARMEL 'IA14 HG3 ROOF TRUSS j 1 0021; L L FORT DALLAS TRUSS CO. L �Job Reference(optionalL C.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 27 15:32:28 2015 Page 10:GYhAtM A_IkwK9Cxype?glziE6R•uPzgOODYEIMEDM 12SzcCIRvoWUzSLHkMzcpryzW)Y 1-1-10, 5-0-0 7-0-0 11-0-15 1S-0.1 19.1-0 21-1-0 24.116 26.1-0 1 1 103.10.6 2� 0-0 4-0-15 3-11-3 4-0.15 2-0-0 3-10-6-- 1-1-10 Scale a 1:44.1 3.00 12 4x8= 2x4 11 Sxa= U = 2x4 11 2x411 4 S 6440 7 8 3 -72 440 j 7x10 1-4 7 7x10: 2 2 2 32 7� e t 3.19 3 4.16 4 34}1 8.16 4}i 8.14 4 4}i 9 & 183 10 e 311 1 1 4 1 3x4= 28 21 — 11 33 3x4= 2x4 If 19 28 18 17 18 28 1S 30 14 31 13 2x4 11 0&0(01.12) 800= 7xe= SX6= 3x8= 2x4 it 4x12= 8x10= 2x4 11 0&0(0.1.12) 1-1-10 26.1-0 9-1 8.0 0 7 0 0 11-0-18 13-0-1 181-0 21.1-0 2411$ 2 9.1 1 2 1 S 1 - S 2 1 -a 0-" 0.9.10 Plate Offsets(X,Y)-{2:0-3-12,0.2-4),[4:0-5-4.0-2-0),16:0-4.0,0-3-01,19:0-3.12,0.2-4I,(12:0.412,0-2-8),[13:0-5.0,0-4-0],(14:0-3-8,0-2-81,118:0-2-0,0-4-41,119:0-5-0,0-4 [20:0-4.12,0.2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in poc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) 0.3315-16 >866 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(TL) -0.4515.16 >631 180 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.05 11 n1a nla BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:331 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 43-11 oc purlins. BOT CHORD 2x4 SP No.3'Excepr BOT CHORD Rigid calling directly applied or 7-8.8 oc bracing. Except: 1.20,10-12:2x4 SP No.2,17-19,13-17:2x6 SP No.2 6-0-0 oc bracing:19-20 WEBS 2x4 SP No.3 1040-0 oc bracing:12-13 REACTIONS.(lb/size) 21=284110-8-0,11=284110-8-0 Max Horz21=-82(LC 9) Max Upllfill -1829(LC 4),11=-1829(LC 5) Max Grav21=3005(LC 18),11=3005(1-C 17) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1137/602,2-3=-7426/4202,34=-7135/4111,45=-7609/4398,5-8=-7609/4398,6-7=-6275/3592,7-8=-7149/4121, 0000 =- • 8-9=-7427/4203,9.101143/595 • 0 ••••• •••••• BOT CHORD 1-26=-59911138,21-26=-59911138,21-27=-656/1199,20-27=-65611199,19-20=-14/139,3-20=-28/339,19-28=-093(1481, • 18-28=-693/1187,17-18=-3451/6350,16.17=-3451/6350,16.29=-427517727,15-29=-427517727,15-30=-4277/730, :004 •• 1430=-427717730,1431=-68211174,13-31=-68211174,12-13=-461262.8.12=-23/333,12-32=-59611143, 0009 •••••• 11-32=-596/1143,11-33-596/1143,10-33=-59611143 • 0•• •WEBS 2-21=2580/1668,2-20=3392/6064,18-20=2902/5411,420=-6361996,418=-324/405,416=1069/1698,5.16=1 2 6-16=182/116,6-15=46511036,6.14=-1768/1120,7.14=-394/883,12- 4=283215337,7-12a66211063,9 49, i••••i 0 •• • • 9-11=-2580/1667 •s•• •••• ••••• • NOTES- • • 0000•• • s•• 99i000 • 1)2-ply truss to be connected together with 10d(0.148"x3'0 nails as follows: •• •• •••• ••'••• Top chords connected as follows:2x4-1 row at 0-9.0 oc. •••••• • • Bottom chords connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9.0 oc. : 0 : . • ••0•;• Webs connected as follows:2x4-1 row at 0-7-0 oc,Except member 20-2 2x4-1 row at 0-9-0 oc,member 18-20 2x4.%row Vj *00000 0-9-0 oc,member 20-4 2x4.1 row at 0-9.0 oc,member 18-4 2x4-1 row at 0-9-0 oc,member 16.4 2x4-1 row at 0-9-0 oe,member :••.•: 5.16 2x4.1 row at 0-9-0 oc,member 16.6 2x4-1 row at 0-9-0 cc,member 6.15 2x4.1 row at 0.9-0 oc,member 14-6 2x4*-1 rof at ;"• • • 0-9-0 oc,member 147 2x4-1 row at 0-9.0 oc,member 1412 2x4-1 row at 0-9-0 oc,member 12-7 2x4-1 row at 0-9-0 oc, 0000 member 12-9 2x4-1 row at 0-9-0 oc. 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 toads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vu&175mph(3-second gust)Vasd=136mph;TCDL-9.Opsf;BCDL=6.Opsf,h=28ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 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 Jive load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1829 lb uplift at joint 21 and 1829 lb uplift at joint 11. 9)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live toads. 10)Girder carries hip and with 7-0-0 end setback. Continued on page 2 Fjob rruss iT-ruBgType --- ryTQty PlNESS CARMEL 15A14 HG3 ROOF TRUSS 1 0021 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 Mi'Tek Industries,Inc. Fri Mar 27 15:32:288 2015 Page NOTES- ID:GYhAtM A IkwK9Cxypo?glziE6R-uPzgQODYEIMEDM 12SzcCIRvoWUzSLHkMzcpryzWiY 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)1104 ib down and 467 Ib up at 19-1-0,and 1104 Ib dow 467 Ib up at 7-0-0 on bottom chord. The design/selection of such connection devices)is the responsibility of others. LOAD CASE(S)Standard 1)Dead+Roof Uve(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4-90,4-7-45(F=45),7-10=-90,1-20=-20,18-19=-20,14-18-184(F-164),13-14=-20,10-12-20 Concentrated Loads(lb) Vert:18=-706(F)14=-706(F) • • 0066 0•0666 •• • 0000 • 0000•• 0000 0000•• • 000.00 • • 0 0000 0000 •0000••• 0 6 • • 0000 6000 66.6• 00.06• • 06 •66.6 00 6• 6660 66600• •0666• • 06 • 6 • • 066660 •••6•• •• • 66.6 • • • -i�5A14 ' Truss --- - ---Truss Type -------- ----Qty-�P�y --r— -— --- ---- - � �NESS CARMEL � HG4 (ROOF TRUSS I1 I- 00221 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcam ' s 11�ob Reference opttonaq Po 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 27 1'5:32:30 2015 Page —;!122 10-0 8 140 4 18 0-0 21-5 piD:GYhAtM A IkwK9Cx 8po?glziE6R-3go5ar4EplNdySf879t?4HAXSaKAFZFR1pH5wwrzWi 6 5 345.3 1 37-"0 39 5-0 3-11.12 3-11 1 2 3.11.12 3-5-0 3-7-4 3.7.4 2-10-13 ' 2.10-1-3 r 240A3 2-1-o Scale=1:67.8 3.00 12 SxB= Us_ 7 4x7 4xTr = 3xd 4x7 8x8 M18SH8` 3x4 116.61 4 5 10 11 3x4 3x4 0 7.23 N4 4 S 12 -. 1A n 3 6-242x a.33- dxb 8x70 it 1-5 h 22 bc4 3 46 2 4.252x 832• •192,8! 22.6 4f1 111;1-0-0 tOx12M188H8` �a 1 Tx a 1 a 1 14 1S o 27 4x5 29 26 30 25 31 24 32 23 33 22 34 21 3520 18 3637 18 38 3s 40 41 -_ 1T 18 684(61-12) 5x8= 4x5= 7x8= US= 4x8= Sao= 8x10= US= 5x10 MIMS- 4x5= WO M189H8✓ 04-0(0.4.6) 1.9 021 60.12 104.8 140 4 18-0 0 21.54 26.0-4 29 T 8 31.8.8 345 3 37 4-0 3 3a� 1.9 00 3.11.12 3-it-tz 3 11-12 3-11-12 3.5-0 3.7 3.7.4 2-10.13 4-181 2.10-13 0 Plate Offsets(x,Y)-{2:0-2-8,0-2.4],15:9-3-8,Ed9e1,[7:0-5-4,0-2-12j,[9:0-3-4,0-z-0],[10:0-3-8,Edgel,[11:9-2-12,0-1.12],[13:0-2-0,0-2-01,[14:0-5-12,0-3-0I,[17:0.3-4,0 [18:0-3-8 0-2.121,[19:0-4-12,0-4-121,[21.9-2-8 9-2 8] (24:0-3-0,04-121,[26:---8 9-_2-41 _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. i (loc) Ildef1 Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 0.7619.21 >555 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(TL) -1.1019.21 >385 180 M18SHS 2441190 BCLL 0.0 Rep Stress incr NO WB 0.99 Horz(TL) 0.20 16 n/a n e SCOL 10.0 Code FBC2010RP12007 (Matrix) Weight:504 Ib FT.O. LUMBER- BRACING- TOP CHORD 2x4 SP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-12 oc purlins. 7-8:2x4 SP No.2 BOT CHORD R(gid ceiling directly applied or 541.10 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3*Except* 2-26:2x4 SP No.2,11-19:2x8 SP No.2,1417:2x4 SP M 31 REACTIONS.(lb/size) 27=425319-8-0,16=1055210-8-0 Max Horz27-193(LC 9) • • see* ••**•• Max UPIIftt7-2551(LC 4),16-6374(LC 5) '..' * �... �' Max Grav27=4253(LC 1),18=10575(LC 17) • • • FORCES.(lb)-Maximum Compression/Maximum Tension ••••*• • • • TOP CHORD 1.2-1660/894,2.3-898215093,3-4=-11118/6380,45=11376/6545,5-6-11332/6556,6.7-11187/6481, *Goo* **** 7-8-12267/7195,8.9-12599/7334,9.10=-17461/10274,10-11-17478110262,11-12-24506H4524, *so*** **so* ••••• 12-13-24366114435,13-14=-19411111457,1415=-3052/1703 • • BOT CHORD 1.28-85111607,27-28-85111607,27-29-102311607,28-29=-1023/1607,26-30=-4972/8851,25-30=-4972/8651 �� : •�*• **�� 25-31-8138110760,2431=-8138110760,24-32=-6209/10994,23-32=-6209110994,23-33=-6021/10798, •• •• so:* •••••• 22-33-6021110798,22-34=-9653/16939,21-34-9653/16939,21-35=-13846123744,29-35=-13846123744, *so:•• • 19-20-13848/23744,19.36=-13843/23632,36.37=-13843/23632,18-37-13843123632,18-38=-10981118749; ; • * *s e e;� 17-38-10981/18749,17-39-1627/2954,16-39=-1827/2954,16.40=-162712954,40-41=-1627/2954,15-41=-1827/2954 •••••• WEBS 2-27-3305/2021,2-26=-4093/7133,3-26=-1627/1039,3-25=-128412280,425=-6041442,424=-329/614,6-24,-308x1$9, • *see*: 8.23=-324/560,7-23=-271/365,7-22-1738/2802,8-22=-1554/2746,9.22-674414190,9.21-332415575, •• 6 :*so • • 11-21=-8775/5357,11-19=-412717038,12-19=-8781502,12-18=-467/664,13-18=-3161/5392,13.17-3473/2127, **so 1417-9686116342,1416-7930/4794 NOTES- 1)2-ply truss to be connected together with 10d(0.148"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-40 oc. Bottom chords connected as follows:2x8-2 rows staggered at 9-9-0 oc. Webs connected as follows:2x4.1 row at 9-7-0 oc,Except member 26-2 2x4-1 row at 0-9-0 oc,member 3-26 2x4-1 row at 0-9-0 oc,member 25.3 2x4-1 row at 0-9.0 oc,member 425 2x4-1 row at 0-9-0 oc,member 24-4 2x4-1 row at 0-9-0 oc,member 6.24 2x4-1 row at 9-9.0 oc,member 23-6 2x4-1 row at 0-9-0 oc,member 23-7 2x4.1 row at 0-9-0 oc,member 22-7 2x4.1 row at 0-9-0 oc,member 22-8 2x4-1 row at 0-9-0 oc,member 22-9 2x4-1 row at 0-9-0 oc,member 9-21 2x4-1 row at 0-9-0 oc,member 21-11 2x4-1 row at 0-9.0 oc,member 19-12 2x4-1 row at 9-9.0 oc,member 12-18 2x4-1 row at 0-9-0 oc,member 18.13 2x4-1 row at 9-9-0 oc,member 13-17 2x4-1 row at 0-9-0 oc,member 17-14 2x4-1 row at 0-9-0 oc,member 1418 2x4-1 row at 0-2-0 oc,2x8-2 rows staggered at 0-2-0 oc. 2)All loads are considered equally applied to all piles,except If noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwisd"indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=28ft;Cat.II;Exp C;Encl., GCPI=0.18;MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise Indicated. Continued on page 2 TT--russType- -- ---- -Qty Ply- -- j NESS CARMEL-- ---- -- — .Job � �Truss I ---- - ---` -- 15A14HG4 ROOF TRUSS I1 ' 0022 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar 2715:32:30 2015_Page NOTES- ID:GYhAtM A IkwK9Cxype?glziESR-go6ar4EplNdySf879t?4HAXBaKAFZFR1pH5wwrcWi 7)The solid section of the plate is required to be placed over the splice line at Joints)8,24. 8)Plate(s)at Joint(s)5,7,10,1,2,26,3,2S,4,6,23,22,9,21,11,19,12,18,13,17,14,15 and 20 checked for a plus or minus 0 degree rotation about Its center. 9)Plate(s)at Joints)8 checked for a plus or minus 3 degree rotation about its center. 10)Plate(s)at joint(s)24 checked for a plus or minus 2 degree rotation about its center. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2551 ib uplift at Joint 27 and 6374 Ib uplift at joint 16. 13)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 14)Girder carries tie-in span(s):18-8.0 from 29-7-8 to 37-8-0 15)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)6920 Ib down and 4200 lb up at 28-7-8 on bottom chord design/selecdon of such connection device(s)is the responsibility of others. LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-7=-90,7-8=-90,B-15=-90,1-38=-20,36.40=-460(F=-440),15-40=-20 Concentrated Loads(lb) Vert:19=-6920(F) • • •••• •••••• • •••• •••• • • •••• •••• ••••• •••••• • •• ••••• • • • • • •••••• • J -------- - -` ty -Y r --- - = - -------- -- — 0023' Job - -------Truss -------�- -- -;Truss Type Q -- PI C , 1 NESS CARMEL I15A14 HH1 ROOF TRUSS 1 I 1 � L�-- --�_— ! Job Reference optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:30 2015 Page ID:_biMc2FerbbYU•R68BOOuSzWk5p-goSar4EplNdySf879t74HAXF7KAgZld1 pHSwwrzWi 4.10-6 9-4.0 9-014-2-8 18-841 1-9-0 5-0 4-10-6 4-5-10 - 4-" 4-5.8 Scale"1:35.3 5x18= 2x4 11 4 S 83x4= 3.00 12 18 7 2x4 11 1 S 3 1.4 11 4-12 11 4-11 2x N 3 -3-4 s.9 48.10 8.9 2x4 a 3 2.1.11 8 8 i 1 4.8.10 7-82x4 3 24- 12.411 2 14 3.12 N 14- N 1 17 12 18 11 10 19 9 20 8 4x8= 3x4= 3x4= 3x4= U4= 5x8= 00.1.8) 4.10.6 9.9-0 14-2-8 18-8.0 410-6 4-10-10 4-5.8 4-5.8 Plate Offsets(X,Y)-{2:0-4-10 Edgel,14:0-8-0 0-2-41 [8.0-3-0,0-2-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.1611-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.71 Vert(TL) -0.3011.12 21-720 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:97 Ib FT-0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.2-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5.1-7 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 8=989/Mechanical,2=120710-8-0 Max Horz2=272(LC 6) •••• Max Upiif8=-536(LC 7),2=-750(LC 6) • • • • •••• •••••• FORCES.(lb)-Maximum Compression/Maximum Tension •• • •••• • TOP CHORD 1-2=0/23,2-14=-282011106,3-14=-276911128,3-15=-280311222,4-15=-2761/1235,4.5=-2117/1021,5-6=-154w86t i-16=-3i/98,A-16=-37120tM:.479 BOT CHORD 2-17=-123412691,12-17=-1234/2691,12-18=-1002/2001,11-18=-100212001,10-11=-1013/2071, =- 10-19101./ZQ*,S-19=-101312,071,9-20=76311541, 8-20-763/1541 • • WEBS 3-12=-3121324,4-12-497f793,4-11-2711530,5-11=-412/313,5-9=-603/325,6.9=-94/362,6.8=-1729/852 ••••• •••••• :0060: NOTES- •••• •••• ••�••• 1)Unbalanced roof live loads have been considered for this design. ••;.•: ; •••. ••••• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=28ft;Cat.ll;Exp C;L:ncl.,*• •••• '••';• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-10-0 to 1-2-0,'nterior(1)1-2-0 to 6.4-0,Exterior(t) to • • 9-4-0,Interior(1)9-9-0 to 15.6.4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.6Qplate ip . . ....;. DOL=1.60 •••••• • 3)Provide adequate drainage to prevent water ponding. • • • • • 5)This truss bb has Plates chocked feen dor a esigned for a us or minus 10.00 ps ottomree ochorrd live load nonconcurrent with any other live loads. •about Its center. 00 • 00:0 •• • • 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 536 Ib uplift at joint 8 and 750 Ib uplift at joint 2. 8)This truss has been designed for a moving concentrated toad of 200.01b dead 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 and fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Ori PI--• .I --------i Truss 'Truss Type --- � r_.------ - --—- ----------1 i y 'NESS CARMEL 15A14 HHG1 ;ROOF TRUSS 1 0024, L-- I 1 Job Referenceoptional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITsk Industries,Inc. Fri Mar 2715:32:31 2015 Page ID_biMc2FerbbYUeR68600uSzWk5p-J fz3QFRWgip4pjJjaWJgO3S7)XVIitA2xrTSHzWiY 3.8-12 7.2-6 108-0 14-8-0 18-7-4 1-9-0 3-8-12 3-5-10 3-5-10 4-0-0 3-11.4 Scale"1:35.5 5-x8 M18SHS= 2x4 II 4x9= S 8 7 3.00 12 3x8= 4 3x4-- ILS 9S 2- 3-112x N 32-&15-9 N 43-1088 2x4 2.419.9 0 1.67-82x N 2.418 4.122x N 31.813 2 2x N 2x4 11 1 o. 18 13 18 17 12 18 11 f0 19 9 ZO 5x8 M18SHS' 3x8 11 7x8= 7xe= SKS M18SHS= 7x12= 8 5x8 M/8SH8II 0.80(82.12) 3-8-12 7-2-8 10-8.0 1448-0 18.7-4 3-8-12 3-510 3.5.10 4-0-0 3-11-4 Plate Offsets(X,Y)-42:0-4-0,0-2-4I,15:0-5-4,0-2-121,[7•048 0.1-81,[8.0-4-12 0-2-8I,[9.0 6-0 0-4.41 [11:0-2-12,04-la—112-.0.3.0,0.4.41.[13:Q-",0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) 0.3712-13 >577 380 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.68 Vert(TL) -0.5212-13 >413 180 M18SH3 244/190 SCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.09 8 n/a We SCOL 10.0 CodeFBC2010/TPI2007 (Matrix) Weight:232 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 31*Except' TOP CHORD Structural wood sheathing directly applied or 3.49 oc purlins, 5-7:2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6.8-0 oc bracing. WEBS 2x4 SP No.3*Except* 7-8:2x6 SP No.2,7-9:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 8-6911/Mechanicai,2=594710-8-0 •••••• Max Horz2=314(LC 4) • • •••• •••••• Max UpIH8=-4208(iC 4),2=-3718(LC 4) •••• i •••• •• Max Grav8=8459(LC 18),2=6623(LC 18) • • •••••• •••• •••••• • FORCES.(lb)-Maximum Compression/Maximum Tension •••••• • • • TOP CHORD 1-2=0131,2.3-19875110178,3-4=.1897419538,4-5=-13721/6849,5-6=-9151/4569,6.7=-9151/4569,7-8=-68Z,9114$9• •••••• • • BOT CHORD 2-15=-9917/18878,13-15=-9917/18878,13.16=-9917/18878,16.179917/18878,12-17=-9917118878, 0000 •••• ••••• 12-18=-9386118373,11-18=-9386/18373,10-11=-8834113607,10-19=-6834113607,9.19=-6834/13607,9-20 133/Zo4 • • 8-20=-133/260 • •• ••••• WEBS 3-13=-76811444,3-12=-9701656,412=-178913725,411=-575813106,5.11=-2955/6176,59=-542912759,6.9&3091297, =- •••• ••••;• 7-95548111119 •••••• • • NOTES- • • • • • •••• 1)2-ply truss to be connected together with 10d(0.148"x3'7 nails as follows: • • • • • Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. •••• : •••• :•••• Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. •• • Webs connected as follows:2x4-2 rows staggered at 0-2-0 oc,Except member 12-3 2x4.1 row at 0-9-0 oc,member 412 2x4.1 row at 0-9-0 oc,member 11-4 2x4.1 row at 0-9.0 oc,member 11-5 2x4-1 row at 0-9-0 oc,member 9-5 2x4.1 row at 0-9-0 oc, member 6-9 2x4-1 row at 0-9-0 oc,member 9.7 2x4-1 row at 0-9-0 oc. 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;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=28ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 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 psi bottom chord live load nonconcurrent with any other live loads. 8)Refer to girders)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4208 Ib uplift at joint 8 and 3718 Ib uplift at joint 2. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)Girder carries tie-in span(s):26.9-0 from 48-0 to 18-7.4 12)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1600 Ib down and 971 Ib up at 3-8-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Continued on page 2 •'Job i Truss — _ ------iTruss Type—-- --------rQty-,Ply---r------ --------- NESS CARMEL - f5A14 HHG1 ROOF TRUSS 1 00241 i I _2_ _Job Reference o tional) .LP FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:31 2015 Page ID:_biMc2FerbbYUeRB8B00uSzWkSp.J_fz3QFRWgip4pjJjaWJgO3S7jXVIitA2xrTSHzWIY LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=-90,5-7=-90,2-16=20,8-16=-682(F=-662) Concentrated Loads(Ib) Vert:13=-1600(F) • • •••• •••••• •••••• •••• •••••• • •fee fees • • elle ••f• elft• •elect • •• fell• •• •• ••e• •fell• • • • • • •cele• •elft• • ------Truss ----- !ROOF sType - -- ---,Qty r- --- --- - - - --- — Ply NESS CARMEL I AA14 IJ1 ROOF TRUSS 120 1 0025 -- I I �Job Reference Lptional) - FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampas 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:32 2015 Pag 1.-0.0 e ID: 0-0 A IkwK9Cxype?glziESR-nAOLGmG3H tghzIWH12YMbccP7w210RKGba1 kzWi - 1.0-0 3.00112 Scale a 1:6.0 2 1 i 1-22%4X0.21-11-13 a i 3 2x4 N0.2 14-9 4 3 3x4= 1 14Q 1.0-0 Plate Offsets(X,lf)-{1:0-0-11.0-0-9] 14-0 LOADING(psf) SPACING- 2-0-0 :BC DEFL. in (loc) Udsfl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 0.54 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 0.47 Verl(TL) -0.01 1 n/r 90 BCLL 0.0 Rep Stress Incr YES 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010iTP12007 ix) Weight:3 Ib FT=Oak LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 641-0 oc bracing. REACTIONS.(ib/size) 3=114/0-1-8,2=0/Mechanical Max Horz3=-525(LC 23),2=525(LC 23) Max Uplif i -117(LC 6) Max Grav3=252(LC 22) 0006 FORCES.(lb)-Maximum Compression/Maximum Tension • • 0000 •••••• TOP CHORD 1-2=-2501481 • • • • BOT CHORD 1-4-5251329,34-5251329 •000 • •••••• •••• •••••• NOTES- •••i•• • • • 1 Wind:ASCE 7-10;Vult=175m h 3-second gust)Vasd=136m h;TCDL=9.0 sf•BCDL=6.0 f•h=28ft•Cat.11;Ex C•Eft •••••• P ( 9 ) P P � p � �• •••• • • GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and torcas 8 •••••• ••••• MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 • • 2)Plates checked for a plus or minus 0 degree rotation about its center. **:*a: • •• ••••• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• •• •••• •••••• 4)Refer to girder(s)for truss to truss connections. •60:6:• • • •• 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 Ib uplift at joint 3.• • :•••:• 9600:6 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all paGel ppA1*s • • • along the Bottom Chord,nonconcurrent with any other live loads. •• • :00*• ;•••• 8)"Semi-rigid pitchbreaks with faxed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Joti - --- - -- iJ2A ROOF TRUSS f t - --- �Truss -Tress Type----------------lacy �pr'- I CARMEL ----------� I115A14 ! 2 1 0026 --- II I Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,-MIAMI,FL.,wcampos 7.600 s Oct-T2014 MiTek industries,Inc. Fri Mar 271532:32 201 g5Pae ID:GYhAtM A IkwK9Cxype?qizIE6R.nADLGmG3H_tghzlWH12YMbcbg7vZlLsKGba1 kzWi 3-0-0 - 3-0-0 Scale"1:8.3 2 2x4 I1 3 3.00 12 1 1.3 2x4140.2 32.9 w n 2. 2x4 No.3 1q`- d d 1.4 2x4 No.2 30.9 8 3x4= 4 3x9 11 3 T 1-9-0 3-0-0 Plate Offsets(XI Y)-[2:0-2-15.0-0 1-9-0 1-3.0 LOADING(psf) SPACING- 2-0-0 :BC DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 0.58 Vert(LL) -0.00 5 2-999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 0.56 Vert(TL) 0.00 4-S 2-999 180 BCLL 0.0 Rep Stress Incr YES 0.23 Horz(TL) -0.08 3 n/a n/a BCDL 10.0 CodeFBC2010ITP12007 rix) Weight:10 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(lb/size) 3=-200IMechanical,4=-175/Mechanical,5=70411-0-0 Max Horz5=90(LC 6) Max Uplif8=-411(LC 24),4=-412(LC 24),5=-646(LC 6) sees Max Gmv3=173(LC 6),4=168(LC 6),5=1173(LC 24) • • • s •O•• •00•O0 FORCES.(lb)-Maximum Compression/Maximum Tension ••0•0• 0 •••O •• •• 000o 0000•• TOP CHORD 1-2=-130f73,2-3=-105/92 • • BOT CHORD 1-6-491136,5-6=491136,5.7=010,4.7=010 00 • WEBS 2-5=-5921770 000000 • • • 0000•• NOTES- •0•e•0 0000•e • e •O•• ••o• Osseo 1)Wlnd:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=28ft;Cat.ll;Exp C;F.W ' ' GCpi=0.18;MWFRS(envelope)gable and zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members an +•• • •• ••••• tiforotes 8 • • • MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOLs1.60 •• •• •••• 000000 2)Plates checked for a plus or minus 0 degree rotation about its center. 0' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • • • • • • 4 Refer to girder(s)for truss to truss connections. 0000••••••• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 411 Ib uplift at joint 3,:12 Ib uplift e :so**: at joint 4 and 646 Ib uplift at joint 5. •• • :000 • O 6)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points ••:• along the Bottom Chord,nonconcurrent 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 truss. LOAD CASE(S)Standard Job + Truss Truss Type QtY PIY NESS CARMEL 115A14 IIJ3 - ROOF TRUSS 12 I 1 1 00271 L_ IJob Reference(optional) - FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,wcampos 7.600 s Oct 32014 Wax Industries,Inc. Fri Mar 27 15:32:32 2015 Page 3--0-0 0-0 AtM A IkwK9CxypelglziE6R-nAOLGmG3H_tghzlWH12YMbccY7vM1MXKGba1— kzwi � 3-0-0 Scale=1:8.3 3 2x4 11 300 12 2 1 1.3 2X4 No.2 3.2.9 a N b,- 2- 2X4 N0.3 d d 1-4 2X4 No.2 3-0.9 8 3F 3x4= 4 3411 S T 1-� o-0.aal-aI 3.0-0 Plate Offsets(X,Y)•{2:0-2-8,04-01 1-9-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Vert(TL) 0.00 4.5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.07 3 n/a We BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:10 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 3=-121/Mechanical,4y119/Mechanical,5=569/0-8-0 Max HorzS=90(LC 6) Max Uplif8=-297(LC 24),4=-301(LC 24),5=-515(LC 6) Max Grav3=101(LC 6),4=146(LC 26),5=948(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension 0009 TOP CHORD 1-2=-130/71,2-3=-78157 • • • • •••••• B T CHORD 1-6=-491136,5-6-49/136,5-7=010,4-7=010 0 0 0 •••• • WEBS 2-5=-4791626 •• • •••• • NOTES- •••:•• •••• •••••• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf,h=28ft;Cat.11;Exp C;E c'.•0 0 •••••• GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterlor(2)zone;cantilever left and right exposed;C-C for m'embers and 0••••• • • forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0000 •••• ••••• 2)Plates checked for a plus or minus 0 degree rotation about Its center. •••••• •• 00:00 0 3)This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. • • • • • 4)Refer to girders)for truss to truss connections. •• •• •••• 0000•• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 297 Ib uplift at joint 3,�aLallft • •• at joint 4 and 515 lb uplift st joint 5. • • • • ••••0• 6)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all page)po(pts 0••••• 0 0 along the Bottom Chord,nonconcurrent with any other live loads. 0 0 0 0 0 0 0 0 0 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss.•• • V•• 0 • LOAD CASE(S)Standard •••• I ,15A14 J3A----- --TROOP TRUSS ----- -j2ty-- Ply-- --- AR ------ --- --- ---- TrussTypeNESS CARMEL 1 + 1 ��28� j i Job Reference(optional) J FORT DALLAS TRUSSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2U4 MiTek Industries,Inc. Fri Mar 2715:32:33 2015 Page I -03 -0 tM_A IkwK9Cxype?glziE6R-FNnjU8Hh2H?WJ7tiq?Znvp9nLXFYmpoTVFKaXAzWI 3 3-0-0 Scale=1:&3 3 2x4 II 100 12 2 1 1-3 2x4 N0.2 3.2-8 2- 2x4 Na3 1-4 20 N0.2 3." 8 i:E 4 3x4= 3x8 Il 8 7 11-9-0 o•a 04-el 3-0.0 Plate Offsets(X,Y1-{2:0-2-8,0-1-0] 1-9-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Iidefl Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.00 5 2-999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(TL) 0.00 4-5 2-989 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.07 3 We We BCDL 10.0 COdeFBC2010/TP12007 (Matrix) Weight:10 ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(lb/size) 3=-121/Mechanical,4=-124/Mechanical,5=573/0-8.0 Max Horz5=90(LC 6) Max UplIf l -296(LC 24),4=-314(LC 24),5=-519(LC 6) Max Grav3=101(LC 6),4=143(LC 26),5=959(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-130/71,2-3=-78/56 • • BOT CHORD 1-6=-491136,5-6=-491136,5-7=010,4-7=010 ' ' "" """ WEBS 2-5=-477/624 �••� i •••• •• NOTES- 9060• 9999 9.06.0 1)Wind:ASCE 7-10;VUIt=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=28ft;Cat.11;Exp C;Encl.,0 :•••• GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members ryt108rcQs& •"0•• ' ' MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0 0.6 •••• ••••• 2)Plates checked for a plus or minus 0 degree rotation about Its center. •0690• • •• •0100• 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0�• •��• 0��0� 4)Refer to girder(s)for truss to truss connections. 00• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 296 ib uplift at joint 3,3�t41ig aclift • • at joint 4 and 519 Ib uplift at joint S. . • • •••••• 8)along the Bottom Chord,nonconcurrent with any other live loads.This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points ;••••• 6 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used In the analysis and design of this truss.••0 • •••• • 0 • • LOAD CASE(S)Standard 9999 IJob Truss — --- _.�Truss Type-- caty Ply _'NESS CARMEL --- 15I A14 �JX ROOF TRUSS I 2 0029 �Jobfleference(optional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.800-1-1 3 2014 MITek Industries,Inc. Fri Mar 2715:32:33 2015 Page 0 94IP X SFSJ2TPCCR _ qd q fl8zrAh2-FNn U8Hh2H?WJT i 3.0-0 1 t q?Znvp9giXljmpKTYFKaXAzWi 3.0-0 Scale 1:8.3 3 2x4 II 3.00 12 2 1 1.3 4x4 N0.2 3.2.9 n N b 2. 2x4 N0.3 �d {d i 14294N0.23.0.9 0.1. 8 3x4= 4 34 II 8 r 1-9-0 3.0-0 Plate Offsets(X,Y}-{2:0-2-8,0-1-0] 1"9 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 30.0L�i ate Grip DOL 1.00 TC 0.37 Vert(LL) -0.02 4 -o651 360 MT20 244/190 TCDL 15.0mber DOL 1.33 BC 0.38 Vert(TL) -0.06 4 >166 180 BCLL 0.0p Stress Incr YES WB 0.15 Horz(TL) 0.00 We n/a BCDL 10.0deFBC2010/TP12007 (Matrix) Weight:10 Ib FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 3=0/Mechanical,5=329/0.8-0 Max Horz3=558(LC 24),5=-558(LC 24) Max Uplif6 -296(LC 6) Max GravS=350(LC 22) FORCES.(lb)-Maximum Compression/Maximum Tension *000 TOP CHORD 1-2=-632(619,2-3=478/541 0 • BOT CHORD 1-6=-558/624,5-6=-558/624,5-7=0/0,4.7=0/0 • • 0000 •••••• WEBS 2-5=-340/S10 • • • •00• •• •• • • • NOTES- •••••• •••• •••••• • 1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=28ft;Cat.11;Exp C;Encl••• • : GCpl=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members>�r CFt%?QPS& •••••• :0900: MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0000 0000 0 0.0 0 2)This truss is not designed to support a catling 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. ••;••; ; •0•• ••••• 4)This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 0• 0 0 ••0• •0.0;• 5)Refer to girder(s)for truss to truss connections. 000000 0 0 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 296 Ib uplift at joint S. : 0 : 0 • •0 0•:• 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel pouts ••••• 0 0 along the Bottom Chord,nonconcurrent with any other live loads. 0 • 0 0 9909: 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.•• • •••• • 0 LOAD CASES)Standard •••• Job Truss ---iTruTruss Type Qty NE ply --i—--SS CARMEL � •15A14 J3D ROOF TRUSS 2 1 ' 00301 �_ I I Job Reference o tional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITak Industries,Inc. Fri Mar 2715:32:34 2015 Page ID:GYhAtM R IkwK9Cxype?glziE6R-jZK5hRIJpb7NxHRuOj40ROh4gxi3Vlxckv383czWIY 1-6.2 3-0-0 1-6.2 1-5-14 Scale a 1:11.7 3.00 Fiff 3 2x4 II 2 1.3 2x4 Nat 3.2-9 1 a3 -0.11 3X4= L.4-5 4 3x4= No.21-5-14 7 2X4= S 2"II =440.1-8) 0.&0(0.1.8) 10 3-0-0 0.8-8 1-5-14 Plate Offsets(X,Y-41:0-8.10,0.1-8],[1:0-0-8,0-1-41 0-9-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) -0.00 5 2-999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.11 Vert(TL) -0.00 4-5 2-999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:12 lb FT 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 aExcepY BOT CHORD Rigid ceiling directly applied or 8.0-0 oc bracing. 1-6:20 SP No.2,2-5:2x4 SP No.3 REACTIONS.(Ib/size) 1=6210-8-0,3=45/Mechanical,6=17310-8-0,4=12/Mechanical Max Horzl=82(LC 6) Max Uplif9=-14(LC 6),3--43(LC 6),6-126(LC 6) Max Gravl=229(LC 25),3=45(LC 1),6=277(LC 23),4=212(LC 26) FORCES.(lb)-Maximum Compression/Maximum Tension 0000 TOP CHORD 1-2=-69/30,2-3=-23112 • • BOT CHORD 1-7-27137,6-7-27137,5-6=01126,2.6—175/208,5-8=O/0,4.8=0/0 • • 0060 •• 000 6:0 • •••• • NOTES- • • •••• •••• •••••• 1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=28ft;Cat.11;ExpC;irk,c�••• • • • GCpi=0.18;MWFRS(envelope)gable and zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and>�orces& •••••• MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0009 •••• • • 2)Plates checked for a plus or minus 0 degree rotation about Its center. •0000• 0000 • •r r r r 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • 4)Refer to girders)for truss to truss connections. ••;••; ; ••• . 00000 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 lb uplift at joint 1,45%61411ft at 0000 ••••;• joint 3 and 126 Ib uplift at joint 8. •r r..• r r• 6)This truss has been designed for a moving concentrated load of 200.Oib dead located at all mid panels and at all paSel poir§s along the Bottom Chord,nonconcurrent 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 trust ••. • ;••r.; LOAD CASE(S)Standard • - ,`ob -- ---'Truss ------ --- -I fuss Type-------- --- ;QtY iPly NESS CARMEL — ---- 0031 15A14 — J3F ROOF TRUSS I1 1 t I IJob Referenc�optionai) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:34 2015 P g 3-3.0 ' ID:GYhAtM A IkwK9Cxype?glziE6R•JZK5hRIJpb7NxHRuOJ40ROhOJxeWVlxckv383czWiY 3-3-0 Scale"1:10.6 3.00 12 2 2x4 11 1 1-2 2x4 Nat 3.5.1 iS 3d 2x4 Nat 3.3.0 S 3 2x4 II 4 3-3-0 Plate 3.3-0 offsets tx,v�-ta:a2-o 0-1-0-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in poc) Udefl Ud PLATES GRIP TCLL L5.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) 0.01 3-4 >999 360 MT20 244/190 TCDL Lumber DOL 1.33 BC 0.34 Vert(TL) -0.04 3-4 >876 180 BCLL Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n e n e BCDL Code FBC2010/TPI2007 (Matrix) Weight:11 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.3-0 oc purlins, BOT CHORD 2x4 SP No.2 except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(Ib/size) 4=168/Mechanicat,2=127/Mechanical,3=41/Mechanical Max Horz4=74(LC 6) Max Uplif8=-76(LC 6),2=-123(LC 6),3=-3(LC 6) Max Grav4=276(LC 23),2=127(LC 1),3=232(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension 0000 TOP CHORD 1-4=-181/189,1-2=-60/35 • • BOT CHORD 4.5=010,3-5=0/0 • • 0009 0.0000 • • • • NOTES- •• • :•99 •• 999•09 ••9• •9990• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=28ft;Cat.ll;Exp C;CrW:99 9 • • GCPI=0.18;MWFRS(envelope)gable and zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions •••••• shown;Lumber DOL=1.60 plate grip DOL=1.60 9••0 *000 9 • 2)Plates checked for a plus or minus 0 degree rotation about Its center. `0090` `0000` 60:906 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 00900• 0 09 00090 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 76 Ib uplift at joint 4,1}9Ib`tlplift at 0 • `"0:' joint 2 and 3 Ib uplift at joint 3. 990909 • 0 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all paletohs ` along the Bottom Chad,nonconcurrent with any other live loads. P 900900 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this trust •'• ' :so**: LOAD CASES)Standard 00 ' i"' ` ` i t Job ---- Truss-- ------i Truss Type—----- -----;Q -- Fly - ---- ---- — — —- - j NESS CARMEL 15A14 J4A j ROOF TRUSS 2 1 00321 Job Referencq(ptional)_ FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcarnpos 5�0-0 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:35 2015 Page ID:GYhAtM A IkwK9Cxype?glziE6R-BluTuniyavFEYQ05yQbF EE6kLxPE)PmzZphb2zWIY 5.0-0 Scale a 1:10.5 3 3.00 12 2x4 u 2 1.3 2x4 No.2 5.3.5 w 1 25 1.4 2x4 N0.2 5.0.8 1 3x4= 5 4 2x4 11 5 1-9-0 2-3-0 5-0,0 1-9-0 0.8.01 0181 2-9-0 LOADING(psf) SPACING- 2-0-0 CSI. OEFL. in (loc) I/def! Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.02 4-5 >999 360 MT20 2441190 TCOL 15.0 Lumber DOL 1.33 BC 0.56 Vert(TL) 0.04 4-5 >744 180 BCLL 0.0 Rep Stress Incr YES WS 0.18 Horz(TL) -0.12 3 n/a n/a BCOL 10.0 CodeFBC2010/TP12007 (Matrix) Weight:16 Ib FT-O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 3=58/Mechanical,4=-17/Mechanical,5=50811-0-0 Max HorzS=139(LC 6) Max Upllfti=-81(LC 10),4=-82(LC 24),5=-422(LC 6) Max Grav3=58(LC 1),4=204(LC 26),5=601(LC 24) FORCES.(Ib)-Maximum Compression/Maximum Tension TOP CHORD 1.2-208195,24-49117 •• BOT CHORD 1-6-751208,5-6=-751208,5-7=010,4.7=010 • • WEBS 2-5=-4391601 • • •••• •••••• NOTES- •••••• ••i• ••••i• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=28ft;Cat.II;Exp C;6rir4 s•• • • • GCp!=0.18;MWFRS(envelope)gable and zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members aild fppes 8 •••••• MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0000 • • • 2)Plates checked for a plus or minus 0 degree rotation about Its center. •••• 0000 90:069 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 90069: • •• 00000 4)Refer to girder(s)for truss to truss connections. • • • • •• u •••• •••••• Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 Ib uplift at joint 3,81 1b plift at • joint 4 and 422 Ib uplift at joint 5. •••••• • • 6)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel polrks • • ••••:• along the Bottom Chord,nonconcurrent with any other live loads. •••••• 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss • • • :••••: LOAD CASE(S)Standard • Y . iJob Q----i ---— — - - -- ----— ----- yae cy Ply ;NESS CARMEL � 4 5A14J5 ROOF TRUSS 11 j 0033; —— I I I Job Reference optional) _�J FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek industries,Inc. Fri Mar 2715:32:35 2015 Page ID:GYhAtM_A IkwK9Cxype7glziE6R.BluTunlyavFEYQ05yQbF EE7SLyAEIWmzZphb2zWIY 5-0-0 5-0-0 Scale 1:10.5 3 3.00 i 12 2x4 11 2 1-3 W No.2 5.3.5 a-- t 1 g 2-5 S8 `dlJli id 294 N0.2$48 3x4= S 7 4 2x4 11 5 1-9.0 2.1.0 5-0-0 1-9-0 a140 2-11-0 LOADING(=Rep - 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL DOL 1.00 TC 0.55 Vert(LL) -0.02 4.5 >999 360 MT20 244/190 TCDL 1OL 1.33 BC 0.51 Vert(TL) 0.04 4.5 >790 180 BCLL s Incr YES WB 0.17 Horz(TL) -0.10 3 n/a n/a BCDL 12010ITP12007 (Matrix) Weight:16 lb FT=0% LUMBER. BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(lb/size) 3=75/Mechanical,4-5/Mechanical,5=478/0-8-0 Max HorzS=139(LC 6) Max UplifB=-94(LC 10),4=-65(LC 24),5=-390(LC 6) Max Grav3=75(LC 1),4=210(LC 26),5=566(LC 24) FORCES.(lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=-210/94,2-3=-51/22 BOT CHORD 1-6-751208,5-6-751208,5-7=0/0,4-7=010 ••••• • WEBS 2-5=-425/578 • • too* •••••• • • • • NOTES- •• • •••• • 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=28k;Cat.II;Exp C;Encl,**6* ••.• 6690:0 GCpi=0.18;MWFRS(envelope)gable and zone and C-C Exterlor(2)zone;cantilever left exposed;C-C for members a11Ii'Mas& ' :see*: MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0008 •••• • • 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. ••. •••• 00000 4)Refer to girder(s)for truss to truss connections. 000000 • •• 90:090 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb uplift at joint 3,S&Ib oil;at • •••••• joint 4 and 390 Ib uplift at joint S. ••••• •• • •• 6)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all par.=@(•pe•intl • along the Bottom Chord,nonconcurrent with any other live loads. • • •••••• 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this trussi • •••••. :•••• LOAD CASE(S)Standard •• • .••. • • I Job Truss Truss Type - ----- Qty rely-r --'--_--- _ --0034 NESS CARMEL 1 I15A14 J5B ROOF TRUSS I2 1 l�- --� __ IJob Reference (optional)FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar 27 15:32:35 2015 Page ' ID:GYhAtM A IkwK9Cxype?glziE6R-BluTuniyavFEYQ05yQbF EEBrLxiEj7mzZphb2zWiY 2-1-10 2.6•Z 5.0-0 2-1-10 +Q-4-8 2-5-14 Scale"1:13.9 4 3.00 F12 3x4 2x4 11 3 2 1.4 2x4 N0.2 63.5 1 N 5.1 3.7 4 N0.31.3.11 1-82MNO2 2.611 4 N063 2-Ll tit 3x4= 10 11 6 5 672x4 N•.22-1 1� 3x8= 2x4 II 7 2x4 11 3x4= 2-'p�10(0922 5-0-0 1-9.0 0.4-10 0-4.8 2-5.14 Plate Offsets(X,Y)•49:0-2-5.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.00 6.7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.54 V904n) -0.02 6.7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.01 4 We n1a BCDL 10.0 CodeFBC20101TP12007 (Matrix) Weight:22 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2*Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except- 3-7:2x4 SP No.3 10-0-0 oc bracing:5-6. WEBS 2x4 SP No.3 REACTIONS.(ib/size) 4=S7/Machanical,5=-17/Mechanical,9=487/0-8-0 Max Horz9=139(LC 6) Max UpliflI -7g(LC 10),5=-137(LC 27),9=-398(LC 6) Max Grav4=81(LC 1),5=191(LC 26),9=572(LC 27) 0000 FORCES.(lb)-Maximum Compression/Maximum Tension • • TOP CHORD 1-2=-5541593,2-3=-4181503,34=-38/22 : ••• •••• ••••:• BOT CHORD 1-10=-542/560,9.10=-542/560,8-9=-5421352,7-8=-1/147,3-8=-1411261,7-11=-2631158,6.11=-263/158,5.6=07(1 • i••• •• WEBS 2-9=-3621444,3-6=-1931322 000000 •••• •••••• • NOTES- 0000•• • • • 0000•• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.0psf;h=28ft;Cat.II;Exp C;I Acr •• .••••• • • GCpl=0.18;MWFRS(envelope)gable and zone and C-C Exterlor(2)zone;cantilever left exposed;C-C for members arltMites& •••• ••••• MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0000041 • •• ••;••• 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)Refer to girder(s)for truss to truss connections. 000000 • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 79 lb uplift at joint 4,117 Ib uplift at • • ••••:• joint 5 and 398 lb uplift at joint 9. .•.••• 5)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all pa lei inns :06609 •••• along the Bottom Chord,nonconcurrent with any other live loads. • • 0000 • • 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 60:6 LOAD CASE(S)Standard ----r ---- --—--- 4444-� ---- ---�----- -- - 4444- --- Job --�Truse- Itruss Qty TPly NESS CARMEL - 15A14 � li5C ROOF TRUSS 2 1 lJob 0035ReferenceL tonal FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 27 15:32:36 2015 Page ID_241Pci4XgSFSJ2TPCCRf76zrAh2-fySr67JaLCNSAabHW76UXRmNUkJdzCJvBDYE7VzWI 1-5-10 5.0-0 1-5-10 3-6-6 Scale■1:13.9 3 3.00 12 3x4 s 2 1-3 2x4 Nat 5.3•S 1 1-7 2x6 Nat -6.1 3 .0.11 2x4 No.3 3.3.0 3x4= 6 5 4 x d 3x4= 4.8 2x4 N0.2 3-5.14 8 3.4= 6 2x4 II 3x4= X40 1-5.101 at•e) 4.10-8 aa10 aao 3.4-8 gL4.A Plate Offsets(x,Y>-0:a8-10,0-1-81,[1:041-6,0-1-41 LOADING(psf) SPACING- 2-a0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) -0.01 5-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.43 Vert(TL) -0.07 5-6 "91 180 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:23 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2*Except' BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. 1-7:2x6 SP No.2,2-6:2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 1=10/0-8-0,3=120/Mechanical,7=350/0-8.0,4=34/Mechanical Max Horz1=130(LC 6) Max Uplif9=-10(LC 24),3=-113(LC 6),7=-254(LC 6) Max Gravl=209(LC 26),3=120(LC 1),7=352(LC 23),4=221(LC 25) 0000 FORCES.(lb)-Maximum Compression/Maximum Tension • • TOP CHORD 1-2=-154/83,2-3=-59/32 9696" BOT CHORD 1-8=-58/11,7-8=-58/11,6.7=0/138,2-7=-394/457,6-9=-23/5,5-9=-23/5,4-5-o/0 •• •00•• 0000 0000••••• • WEBS 2-5=-5/25 00 ' ' • • NOTES- 0096" ' :04100: 000•• 1)Wend:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=28ft;Cat.11;Exp C;loct,". 096660 GCpi=0.18;MWFRS(envelope)gable and zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members antlKeoces& *800 ••••• MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 • ' 0000•• • •• 0000• 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. 00 " 0096 *goo:* 4)Refer to girder(s)for truss to truss connections. 0000•• • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 10 Ib uplift at joint 1,1 b lb uplft at • . ••••:• joint 3 and 254 Ib uplift at joint 7. ••.••• 6)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all papal porrNs :•••• along the Bottom Chord,nonconcurrent with any other live loads. •• • •••• • • 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss. ••:• LOAD CASE(S)Standard Job Truss ------—�Truss Type --- —------ Qty--;Ply - —--- -- —— -- —------ NESS CARMEL l 45A14 . AD ROOF TRUSS (1 1 I 0036i ' Job Reference otionaQ FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:36 2015 Page ID:GYhAtM_A_IkwK9Cxypo?glziE6R-fySr67JaLCNSAabHW76UXRmFgkFgzCRvBDYE7VzW i " 5.3-0 5.3-0 Scale=1:13.3 2 3.00 12 1-2 2x4 N0.2 544.13 3x4 II 1 1 1s 3.4 2x4 No.2 5.3-0 S 3 US II 4 5-3-0 5-3-0 Plate Offsets MM-14:0.2-8,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) 0.07 3-4 >860 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.67 Vert(TL) -0.21 3-4 >287 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Harz(TL) 0.07 2 n/a We SCOL 10.0 Code FBC20101TPI2007 (Matrix) Weight:17 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(ib/stze) 4=278/Mechanical,2=208/Mechanical,3=69/Mechanical Max Horz4=122(LC 6) Max Uplif0=-137(LC 6),2=-196(LC 6),3=-3(LC 6) Max Grav4=326(LC 23),2=208(LC 1),3=253(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 14-3041323.1-2=-99157 *0000 • BOT CHORD 4-5=0/0,3-5=0/0 • • 000* ...... NOTES- • • • • 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=28ft;Cat.11;Exp C;EA I;•• 0000 •••••• GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS fomeadtibhs • :0090: shown;Lumber DOL=1.60 plate grip DOL=1.60 • 2)Plates checked for a plus or minus 0 degree rotation about Its center. •••••• •••••• • • 3 This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6096 • • 4)Refer to girder(s)for truss to truss connections. .••••• • •• ••••• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 137 lb uplift at joint 4,498 Wniplift 0.:..* •••••• at joint 2 and 3 Ib uplift at joint 3. • 6)This truss has been designed for a moving concentrated toad of 200.01b dead located at all mid panels and at ail panel pion 6 • •• along the Bottom Chord,nonconcurrent 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 truss:. •.• • �••••� LOAD CASE(S)Standard •• • •••• • • • - Job i --- --- -- - —;NESS CARMEL- —---- - -- - (-- -- .x Truss iTruss Type_ --— — Qty Ply 15A14 J5E ;ROOF TRUSS I 1 1 1 I� 0037; FORT DALLAS TRUSS CO LLC.,MIAMI,FL,wcampos ---- - �__(.Job Reference(optional j - 7.600 s Oct 3 2014 MiTek Industries,Inc. Frl Mar 27 15:32:37 2018 Page -1-9-0 ID_biMc2FerbbYUeR68800uSzWk5p-780EJTKC6WVyokAT3rdj3fJRM8e31fg3atlogxzWl, 3-8-0 1-9-0 3-8-0 Scale m 1:10.6 3 3.00 12 2 1-3 2x4 N0.2 54.7 2x4 II 1 2-4 2x4 Not 3-" 9 1.5 2x4 N0.3 1.9-1 4 US a-a-otal.al 3-8.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.01 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 SC 0.42 Vert(TL) -0.06 2.4 >847 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 COdeFBC2010/TP12007 (Matrix) Weight:17 Ib FT=0% LUMBER- TOP CHORD 2x4 SP No.2 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins.OTHERS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 3=83/Mechanical,2=43910-8-0,4=33/Mechanical Max Horz2=140(LC 6) Max Upilf8=-99(LC 10),2=-412(LC 6) Max Grav3=83(LC 1),2=439(LC 1),4=233(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23,2-3=-72!45 BOT CHORD 2-6=0/0,4-6=0/0 NOTES- ••• •••• ••••�• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,,h=28ft;Cat.11;Exp C;a .••• ••�• ••••�• GCp1=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zons;C-C for members and forces&MWFRS for iagae= shown;Lumber DOL=1.60 plate grip DOL=1.60 •••••• 2)Plates checked for a plus or minus 0 degree rotation about its center. 00000008 • • 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. • • • • 4)Refer to girder(s)for truss to truss connections. "" "" ""' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 99 Ib uplift at joint 3 anoi 40 jtf • •• ••••• • • • up etJOint2. • •••• ••••:• 6)This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all pa"�1�AI�g • • along the Bottom Chord,nonconcurrent with any other live loads. • 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss • • • •••••• LOAD CASES)Standard • • • •••••• • Qty-i -—'NESS CARMEL L� 1�5A14 • A ROOF TRUSS +5 jPIy 1 0038 FORT l II Job Reference optional) J DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:37 2015 Page ID:GYhAtM A IkwKOCxype?glziESR-780EJTKC6WVyokAT3rdj3fJS?8dgica3QtiogxzWiY 6.7-0 6-7-0 Scale•1:13.9 8 3 300 12 2x4 If 2 1-3 2x4 N0.2 6.10.14 1 2-8 Lj 038 1d 2x4 N0.2 8.7.6 3x4= r 8 4 2x4 if 8 1-9-0 2-1-0 a1-el 6-7-0 1-9-0 0-4-0 4-6.0 LOADING(psf) SPACING- 240-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.02 4-5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(TL) -0.12 4-5 >455 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) -0.12 3 We n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:21 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(ibisb:e) 3=157/Mechanical,4=31/Mechanical,5=534/0-8.0 Max HorzS=177(LC 6) Max UpllfB=-152(LC 6),4=-15(LC 24),5-410(LC 6) Max Grav3=157(LC 1),4=234(LC 26),5=539(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2681114,2.6=-72124,3-6-55143 •�.• BOT CHORD 1-7=-92(255,5-7=-92/255,5-8=010,4.8=0/0 • • WEBS 2-5=-522/667 • • •••• •••••• NOTES- • • •••••• •••• •••••• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=28ft;Cat.11;Exp C;rye •. GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members arl Lfsices& 0000 ::00000 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about Its center. •••••• ••9969 ••••• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *00000 • .• •.;..• 4)Refer to girders)for truss to truss connections. • • • • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 152 lb uplift at joint 3,19Iti uplift at •••• *too:* joint 4 and 410 ib uplift at joint 5. •••••• • • 6)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points • • ••••:• along the Bottom Chord,nonconcurrent 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 truss: ••• • :••••: • LOAD CASE(S)Standard •••• Job Truss Truss--T-y-pe ---— - — Qty Ply — — 15A14 r IJ�_ i ROOF TRUSS �5 Ii 1 'NESS CARMEL 0039 ---L I L� Job Reference(oetionap FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,wcampos 7.800 s Oct 3 2014 MiTek Industries,Inc. Frl Mar 2715:32:37 2015 Page 2-1-0 ID:GYhAtM A Ik��ype7glzlEBR-780EJTKC6WVyokAT3rdj3fJSx8bYIsS30tlogxzWil 2.1-0 4.11-0 Scale=1:13.3 3 B 300 12 2 2x4 11 1-3 2x4 N0.2 7.40 1 2-s aS8 1-4 2x4 N0.2 7.0.9 3x4- 7 8 4 2x4 If 8 1-9-0 00.1.8) 1-� 7-0-0 5.3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.02 4.5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(TL) -0.18 4.5 >364 180 BCLL 0.0 Rep Stress incr YES WB 0.21 Horz(TL) .0.13 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:221b FT=0% LUMBER- TOP CHORD 2x4 SP No.2 BRACING- BOT CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins.WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(Ib/size) 3=177/Mechanical,4=39/Mechanical,5=552/0-8.0 Max HorzS=187(LC 6) Max Max Grrav3=177(LC 1)LC �39(LC 2LC 6),5=552(LC LC 1) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-283/119,2-8=-80/27,3-6=-63/48 BOT CHORD 1-7=-95/265,5.7=-95/265,5.8=0/0,4-8=0/0 •••• WEBS 2-5=-551/694 • • a • 0000 0000•• NOTES. • ' ' ' 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=28ft;Cat ll;Exp C;E11"10.'• "" "•'•• GCpt=0.18;MWFR3(envelope)gable and zone and C-C Extertor(2)zone;cantilever left exposed;C-C for members VW4(@rtAs& • MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 :0660: 2)Plates checked for a plus or minus 0 degree rotation about its center. "" "" 0 ' i 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 0900• •*00*• ";" 4)Refer to girder(s)for truss to truss connections. Z'61 0000 • •• *0:000 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 170 lb uplift at jolnt 3,Z'61 upild at ••:••* •••••• joint 4 and 418 Ib uplift at joint 5. 0 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all parV 0049 0 •• along the Bottom Chord,nonconcurrent with any other live loads. • • • • 0000•• Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used to the analysis and design of this truss• • 0• • • LOAD CASE(S)Standard """ •• • 0000 • • • •••• -� -- - Job --- --- I Truss-------�Truss Type--- ------ i Oty Ply i NESS CARMEL ---- 15A14 `J7A ROOF TRUSS i4 1 0040' Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:38 2015 Page ID:GYhAtM_A IkwKg Cx-y0ppe?giziEGR-bKacXpLgtgdpPutgdY8ycsscpYyHR3gCfX1LCNzWiY 2-3-0 2-3.0 4.9-0 Scale 1:13.3 3 6 300 12 2x4 N 2 1-3 2x4 Not 7.40 1 2.5 0." 1.4 2x4 No.2 7.049 3x4= 7 9 4 2x4 II 5 1-9-07-0.0 - 5.3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) i/doff Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.03 4.5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.54 Vert(TL) -0.14 4.5 >408 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) -0.15 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:22 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 104.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(lb/size) 3=165/Mechanical,4=31/Mechanical,5=572/1.0-0 Max Horz$=187(LC 6) Max Uplif l -159(LC 6),4=-15(LC 24),5=-440(LC 6) Max Grav3=165(LC 1),4=235(LC 26),5=572(LC 1) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-279/119,2-6=-76f25,3-6=-58145 •••• BOT CHORD 1-7=-951265,5-7=-95/265,5-8=0/0,4-8=0/0 • • WEBS 2-5=-553/700 • • •••• •••••• NOTES- •• • i••• •• •••••• •••• •••••• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=28ft;Cat.ii;ExpCAn E4r�••• • GCpi=0.18;MWFRS(envelope)gable and zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and?orces :4900: & MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •••• •••• • • 2)Plates checked for a plus or minus 0 degree rotation about its center. • • • • •••• •••• ••••• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 000000 • •• •• ••• 4)Refer to girder(s)for truss to truss connections. • • • • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 159 Ib uplift at Joint 3,13 litlplift at •••• 6006 • Joint 4 and 440 lb uplift at Joint S. •••••• • • 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all Patel 116169 • along the Bottom Chord,nonconcurrent with any other live loads. 666609 •••••• 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this trust. 0.0 • ;••••; LOAD CASE(S)Standard •• • 0••• • • •••• Job-- --- -- ig------- - mss type----- --tory-•Ply NESS CARMEL '15A14 ' J7B ROOF TRUSS 7I 1 I 0041: L---------- Job Reference(optionalL J FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar 27 15:32:38 2015 Page ID:_241Pg4XgSF9J2TPCCRf78zrAh2-bKacXpLgtgdpPulgdY8ycssfdYzOR2XCfX1 LCNzWIY i 2-1-10 2.5.1q 0.4.0 q g g US= Scales 1:18.3 4 9 3.00 rff 2x4 I I 20 ii 3 2 •42x4No.27.4-0 47 2x4 Na3 2.8 2x 4-5 No. 2.4.5 1 °.! No. 11 edyl 7x9 I 1.7 2x4 No.22.8.11 3x4= 10 5.7 2x4.+W 3.11.18 2x4 II 8Lj 54 2x4 N0.2 4-5.14 82x4 11 5 3x8= 1.9 10 2.5-1; 2 04.8 1- 10 75-0-0 - o-o-a Plate Offsets(X,Y)47:0-412.0-5-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.01 5-6 :1-M 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 SC 0.50 Vert(TL) -0.08 5-6 >606 ISO BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.00 5 n/a We BCDL 10.0 C0deFBC201O/TP12607 (Matrix) Weight:40 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-12 oc purlins, BOT CHORD 2x4 SP N0.2*Except* except end verticals. 3-6:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing:6.7. REACTIONS.(Ib/size) 5=135/Mechanical,7=624/0-8-0 Max HOrz7=185(LC 6) Max Upiif5=-90(LC 10),7483(LC 6) Max Grav5=261(LC 28),7=624(LC 1) 4444 FORCES.(lb)-Maximum Compression/Maximum Tension • • TOP CHORD 1-2-7151766,2-3=-7321780,3-9=-5191661,4-9-5041685,4-5-1601133 : .•• •••• ••••:• BOT CHORD 1-10=-7141718,8.10=-7141718,7-8=-689/693,6.7=0/147,3-7=-588/791,6-11=-157/167,5-11=-157/167 •• • •••• • • • WEBS 2-8=-178/128,5-7=-187/164,47=-718/489 •••••• •••• •••••• • NOTES- 46.499 4 6 . • 4444•• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL�.Opsf,BCDL=6.Opsf;h=28ft;Cat.ll;Exp C;61M*% 6*09*• • • GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and" •••• ••••• s8 • • MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.80 •••••• • •• •••• 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 4 •• •.•. ••4•;• 4)Refer to girder(s)for truss to truss connections. •••••• 6 • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 90 Ib uplift at joint 5 acid 48.3 It • • ••4•:• uplift at joint 7. ...... 6)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all papel points • :see*: along the Bottom Chord,nonconcurrent 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 truss. •4:• LOAD CASE(S)Standard ob Truss Truss Type Qty - - -- - --- -- � ;Ply ,NESS CARMEL 0042 15A14 VC ROOF TRUSS I3 1 i _L Job Reference�optionaij FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 27 15:32:39 2015 Page ID:GYhAtM A IkwK9Cxype?giziE6R-4X8_k9LSe7lgl2KsBGgB840opyHwAWyMtBmrkgzWiY 2-1-0 7.0.0 2-1-0 —� 4.11-0 Scale•1:13.3 3 8 3.00f2 2 2x4 11 1.32x4 N0.2 7.4.0 1 2.5 0.5.8 td 2x4 N0.2 7.0.9 3x4= 7 8 4 2x4 11 8 1-� aaaal-e) 7-0-0 1-9-0 544 LOADING(psf) SPACING- 244 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.02 4.5 2999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(TL) -0.16 4-5 2359 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) -0.13 3 We n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight•22 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 3=177/Mechanical,4=39/Mechanical,5=553/0-8-0 Max HorzS=187(LC 6) Max Upliffl-169(IC 6),45(LC 24),5=-418(LC 6) Max Grav3=177(LC 1),4=239(LC 26),5=553(LC 1) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2831119,2-8-80127,3.8-83148 0090 BOT CHORD 1-7=-95/265,5-7=-95/265,5.8=0/0,4.8=010 • • •••• •••••• WEBS 2-5=-551/694 • • • • NOTES- •••••• ••i• ••••i• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf,h=28ft;Cat.II;Exp C;B+M p•• • • • GCpi=0.18;MWFRS(envelope)gable and zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members a """ MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 .i�L�W0 s& •"". ' ' 2)Plates checked for a plus or minus 0 degree rotation about its center. •••• •996 ••0•• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••••• • •• 69:069 4)Refer to girder(s)for truss to truss connections. • • • • • •• •• •••• •••••• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 169 Ib uplift at joint 3, lk Alla at • joint 4 and 418 lb uplift at joint S. • • 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all paf4el polrft :000:0 •••••• along the Bottom Chord,nonconcurrent with any other live loads. • • • • 7)"Semi-rigid pitchbreaks with fixed heats"Member and fixity model was used in the analysis and design of this trust.••• 0000 •••• LOAD CASE(S)Standard ..:. Truss - Truss Type --- --- ---- --+Q -- Ply -,NESS CARMEL ---- - - •I15A14 J9 ROOF TRUSS 4 1 1 0043 L-- --- 'Job Reference(optional) I FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 1.600 s Oct 3 2014 MITek(ndustries,Inc. Fri Mar 27 15:32:39 2015 Page - ID:GYhAtM A IkwK9Cxype?glziEGR-4X6 k9LSe7lg12KsBGg684Oj?yDVATsMtBnvkgzWiY 2 1 0 9-0-0 2.1-0 6-11-0 Scale•1:18.9 2x4 it 3 3.00 /2 B T 3 2x4 N•.2 9.41 3x4 0 8 3d Na 2.1-13 2 1 2.5 4 Na 0.5.8 8315 1.4 2x4 N•.2 9.0.9 3x4= 9 10 4 S 2x4 if 44= 0.8.0(0.1.8) 1-9-0 2-11 9.0-0 1.9.0 r 6-11-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/doff Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.07 4-5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(TL) -0.38 4.5 >213 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) -0.01 4 n1a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:41 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, BOT CHORD 2x4 SP No.2 except and verticais. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. REACTIONS.(Ib/size) 4=336/Mechanical,5=64310-8-0 Max Horz5=233(LC 8) Max Upliff -230(LC 6),5-462(LC 6) Max Grav4=353(LC 26),5=643(LC 1) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3741428,2-6=-110/9,6.7=-94/22,7-8=-89132,3-8=-87/62,3-4=-3081313 •••• BOT CHORD 1-9=-3741373,5.9-3741373,5-10=-3741456,4-10-3741456 ' • • • •••• •••••• WEBS 2-5=-5941722,2-4=-458/376 • • • • NOTES- •••••• ••i• ••••i• 1)Wind:ASCE 7-10;Vult=175m h 3-second gust)Vas = - ' p ( 9 ) d=136mph;TCDL 9.Opsf;BCDL-6.Opsf;h=28ft;Cat.ll;Exp C,6nd.*•• • • • GCpi=0.18;MWFRS(envelope) able en ( pe)g d zone and C-C Exterior(2)-0-0-9 to 2-11.7,interior(1)2-11-7 to 4-7-5,Exterioy( 7-5 to ..�• ;'•'•; 8-104 zone;cantilever left exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.66 late grip • • DOL=1.60 P••e •••• ••••• 2)Plates checked for a plus or minus 0 degree rotation about its center. 000000 . .. ..;.•' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • •• ••• •••••• 4)Refer to girder(s)for truss to truss connections. • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 230 Ib uplift at joint 4 iVtf*1=b uplift at joint 5. • • • • • •••••• 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all p;ei points ;""' • • along the Bottom Chord,nonconcurrent 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 truss.* • LOAD CASE(S)Standard 0000 I - --------- - r-- .IJob Truss- - - ---,mugsrype - --- --------T, Ply ;NESS CARMEL ----- -� 15A14 IIM1 'MONO TRUSS I7 L�Job 0044 -- L�-- Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,inc. Fri Mar 2715:32:40 2015 Page ' ID:GYhAtM A IkwK9Cxype?glziEGR-YJIMyVM4PRtXfCv2lzBQhHxxEMdSvOQV6rWSGGzWiY 4.10-12 4.1042 2x4 I scale"1:10.8 3 4 3.00 FIT 2 3x4 1.4 2x4 No.2 53.13 3•5 4 No.3 .1-8 1 0.32.2.0 1-5 2"N0.2 4-11-5 3x4= 8 5 3x4= • 2x4 11 0 8-0(Gt 81 0.1.8(0-1.0 4-10-12 0-8-0 4.2-12 Plate- ets(X,Y)-{1:0-5.3 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.02 1-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.63 Vert(TL) -0.16 1.5 >327 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 We We BCDL 10.0 Cod9FBC20101TP12007 (Matrix) Weight:20 lb FT-0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SP No.3 2-2-0 REACTIONS.(Ib/slze) 5=254/0-1.8,1=245/0.8-0 Max Horz1=140(LC 6) Max UplifB=-191(LC 8),1=-126(LC 6) Max GravS=321(LC 24),1=311(LC 23) 0000 FORCES.(lb)-Maximum Compression/Maximum Tension • • TOP CHORD 1-2-97/31,2-3-87/56,34-210,3.5-2731310 i ••• •••• ••••i• BOT CHORD 1-6=0/0,5-6=010 •• • 00** • NOTES- •••:•• 0000 0000•• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=S.Opsf,h=28ft;Cat 11;Exp C;Egcj1 •• *000 :•••• GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members 2nd 1�oroes& • • MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •••• •••• *0000 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 nonconcurreM with any other live loads. •••••• • •••• ••••• 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)S. •• •• 0090 •••••• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 191 Ib uplift at joint 5 0�8� • • uplift at joint 1. • • • • • 0000•• 6)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all pagel poytts ;••••• • • along the Bottom Chord,nonconcurrent with any other live loads. 0 0 „ •••••• 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss.•• • ;••• • • LOAD CASE(S)Standard ♦s•• Job -------—I Truss __-Truss Type — --- ----- Qty ?I-- i y NESS CARMEL —� 15A14 i M2 ROOF TRUSS 7 1 00451 —-----�-- I Job Reference Coptional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos L7.600 s Oct 3 2014 MITek ID:ne7YstpZsn m_LYvaFw5U0zdyMq•YjIndustries,Inc. Fri Mar 2715:32:40 2015 Page iMyVM4PRtXfCv2lzSQhHx?rMc2vzWV6rWSGGzWiY 1-1-10 1 2.5.10 7-4-6 7 6,2 1-1-10 1-4-0 4.1x12 1- 2 Scales t:t7.3 US 4 S 3.00 12 12 2x4 1111 3 -5 2x4 No.2 7.10• 40 11 4.8 2x4 N6.3 2 1 4-0 4 No 2-58 Na - 9 4 .3 -2$ 1.8 24 Not 2 3x4 13 14 15 0.34 1.1a 1 10 68 2x4 No.2 5.10.4 7 8 8 2x4 11 US= 0 8-0 018) 6o-2-0(0.1.8) 0-9-10 -1-1 _2-5.10 7-4-6 x9.10 1-4.0 4-1012 Plate offsets 0-,Y)-{2:0-2-4,x2-0� 19:x2-4 a2-oj LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 30.0L ate Grip DOL 1.00 TC 0.44 Vert(LL) -0.02 6-7 2-999 360 MT20 2441190 TCDL 15.0mber DOL 1.33 BC 0.65 Vert(TL) -0.18 6.7 2-397 180 BCLL 0.0p Stress Incr YES WB 0.25 Horz(TL) 0.00 6 n1a n/a BCDL 10.0deFBC2010/TP12007 (Matrix) Weight:45 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, BOT CHORD 2x4 SP No.2*Except except end verticals. 3-7:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 64114 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing:7-9 REACTIONS.(Ib/size) 6=334/0.2-0,10=4961x8-0 Max Horz10=200(LC 6) Max Uplif6=•247(LC 10),10=-304(LC 6) Max Grav6=359(LC 29),10=496(LC 1) •••• FORCES.(Ib)•Maximum Compression/Maximum Tension • • TOP CHORD 1-2=-2701446,2-3=-7041340,3-11=-6951383,11-12=-689/391,4.12=-646/401,4.5=•2/0,4-6=•348/305 ••• • • ••• BOT CHORD 1-13=•398/278,10-13=-3981278,10-14=-398/30,9.14=-398/30,7-9=0/171,3-9=-492/461,8-15=0/0,7-15=0/0, X16=-15/129,6-l$L*S1/129 • WEBS 2-10=485/406,2-9-571/819,6.9=-130/86,4-9=-4851703 •a•••• •••• *000:0 NOTES. •••C•• • • • •0400: 1)Wind:ASCE 7.10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf,,h=28ft;Cat.11;Exp C;rsrtcl.��. .••0•• 0 • GCPI=0.18;MWFRS(envelope)automatic zone and C-C Extertor(2)-041-9 to 2-11-7,Interior(1)2-11-7 to 4-6.2,Exterio$(lr46.2 to •••• 09:900 7.6-2 zone;cantilever left exposed;C-C for members and forces$MWFRS for reactions shown;Lumber DOL=1.604)W%yslp • •• ••;0• DOL=1.60 0 • • • 2)Plates checked for a plus or minus 0 degree rotation about Its center. •• •• 0000 •••••• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •09:0: • • 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. ; ; 0 • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 247 Ib uplift at joint 6%nd 301 ib 0000* uplift at joint 10. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all pantll'pol;m000 ••�*9• 0 • along the Bottom Chord,nonconcurrent with any other live loads. • 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysts and design of this truss. �� • LOAD CASE(S)Standard (Job- -- -- - --'Truss ----- --- Truss Typs-- ------ qty -ply NESS CARMEL --- -- •15A14 • 'MG2 MONO TRUSS �1 0046 F-- I I Job Reference joptionaI i FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampOs 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:41 2015 Page 4-10-0 .GYhAtM A IkwK9Cxype?glziE6R-OvGk9rNiAl?OGLUElhifEVU7110PeTAeLVG?pizWIY 4-10-0 2x4 It Scales 1:124 2 3.00 12 1.2 2x4 Na2 5.0.11 1 23 4 N0.31.49 1.4 0.3 - 1-32x4Nm34 4 3-4 2x8 N0.2 410-0 8 3 4x8= 4 � 8-0(0.1 s► 0.1490.1-8) 4-10-0 Plate Offsets(X,Y)-44:0.2-12.0-2.121 4.10-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.02 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.39 Vert(TL) -0.06 3.4 >874 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 3 n/0. n/0. BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight;28 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, BOT CHORD 2x6 SP No.2 except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(Ib/size) 4=429/0-8-0,3=429/0-1-8 Max Horz4=1IO(LC 4) Max Upllf# -233(LC 4),3=-289(LC 4) Max Grav4=433(LC 18),3=429(LC 1) FORCES.(lb)-Maximum Compression/Maximum Tension 0000 TOP CHORD 1-2=-65/40,2-3=-204/193,1.4=-204/151 • • BOT CHORD 4-5-11010,3_5=-110100•• • "" • • • WEBS 1-30/111 •• • 6666 • NOTES- •••�•• ••6• 6990•9 66• Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=13timph;TCDL=9.Opst;BCDL=6.Opsf;h=28ft;Cat.II;Exp C;Er9••ct GCpl=0.18;MWFRS(envelope)gable and zone;Lumber DOL=1.60 plate grip DOL=1.60 :: "6 :0090: " ' ' 2)Plates checked for a plus or minus 0 degree rotation about Its center. 0000• 0••••• *0:0* 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••.••• • •• 00000• 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. • • • • • • 5 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 233 Ib uplift at Joint 4 a•��>:• ••••• •96:9 � 0 �b uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all pawel polnL • • ••••+• along the Bottom Chord,nonconcurrent with any other live loads. •••••• 7)Girder carries tie-in span(s):5-0-0 from 0-0-0 to 4.10-0 • • • • • 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss."• ' ;"' '• •9 6 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+Root Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(pif) Vert:3-4-99(F-79),1-2-90 I .... . .... ... . . -LJo Truss Truss T ---- 15A14 T1 - 4 y Y 1-I Pl ------ -- ------ --- - - 0047 yP e °t NESS CARMEL ROOF TRUSS — "i-—� I "_ Job Reference L tp tonal FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar 2T 15:32:41 2015 Page 2.1-0 ID:GYhAtM A IkwK9Cxype?qlzIE6R-0vGk9rNIAl?OGLUElhifEVUCUItJeJ9eLVG?pizWil( 6.2.0 10-3-0 18-5-0 20-8-0 I—2-1-0 r--- 41 0 4.1-0 441-0 4.1-0 2-1-0 Scale"1:34.0 US= 3.00 12 4 US 13 4x6 x /3 �` S 14 0l1 7ti< 08d 2X411 12�N 4-102X N 32-5.9 2 1S 2x4 II 3 4.2.5 5.10 0. 2x 2 8 e1 r 0 3x4= 18 17 11 10 5 11 18 18 3x4= US= 3x8= 3x4= 8 4;= o•5.a1a1.61 0.5.0(0.1.8) 1.9-0 2-1�0 10-3-0 6.2-0 16-5-0 1 20-6-0 Pisteffs Oets(X Y)-t8:0-2-8 0-2-8) t11.0-2-8,aa-61 8-2-0 1.&0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Iiden Ud PLATES GRIP TCLL 30.0 Piste Grip DOL 1.00 TC 0.30 Vert(LL) -0.0810-11 >999 Ln1a MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(TL) -0.4910-11 >401 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 8 Na BCDL 10.0 CodeFBC20101TPI2OO7 (Matrix) Weight:92 Ib FT=0% LUMBER- BRACING- BOT CHORD 2x4 SP No.2 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.6.5 oc purlins.WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.(Ib/size) 8=113210-8-0,11=1132/0-8.0 Max Horz11=115(LC 14) Max Uplif8=-718(LC 7),11=-718(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-482/520,2-12=-362/472,3-12=-345/499,3-13 -15641709,4-13=-15261722,4.14=-1526/722,5.14=-1564/709,5-15=-345/499,6-15=-3621472,6-7=-4 BOT CHORD 1-16=-4731467,11-16=-473/487,11-1 WEBS7=-781/1631,10-17=-781/1631,9-10=-666/1631,9-18=-66611631,8-18=-86611631,8.19=-473/4 67,7-19=-473!467 4-10=-67/344,5-10-2691356,5-8-174511185,6-8=-407/388,3-10=-269/355,3-11=-174511185,2-11=-407/388 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=28ft;Cat.II;Exp C;Encl., GCpI=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 2-11-7,Interior(1)2-11-7 to 7-3-0,Exterior(2)7-3-0 to 10-3-0,Interior(1)13-3-0 to 17-6.9 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions 6664,90 shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about Its center. ; ••. •••• '•••;• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• • :••• •• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 718 Ib uplift at joint 8 ant?ffclb• 09:9 •••••• uplift at joint 11. 6)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel•••�• • • along the Bottom Chord,nonconcurrent with any other live loads. i(4t�1� •••••• 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. • • • •••• •••• ••••• LOAD CASES)Standard 00:00: • •• 09%.6 •• •• •••• •••••• • • • • • ••••% • Job )Truss Truss Type Qty —rPly - --- NESS CARMEL '15A� 14 Tj 1 O i ROOF TRUSS 1 0048 L—_ I ,Job Reference o tionalL FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.800 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 2715:32:42 2015 Page ID_biMc2FerbbYUeR88800uSzWk5p•U6p7MBOLx27FuY3RsODumiOGk9DWNgeoa9?ZLazWIY 2-1-0 7-0-0 10-6.15 15-7-0 19-11-1 24-0-13 28-6-0 2-1-0 4.11-0 3-6.15 50-1 4.41 41-11 4-5-3 Scale"1:49.8 US= 5 100 fl-f 37- 4x8= 43 44% US= 3x8= 29411 7 20 8 8x10 ti 5.12 20 2.10.13 2 1.3 3-152x4 1• 142x N 31-7.1 9-12 14 7-10 3.2 &92x4 '31.9.1. X0/1 d 3�� 3x4= 21 18 22 /s 23 14 t3 24 12 11 2S 10 28 Sxs= 3X4= Sx8 M18SHS= 3x8= s 3x8= 9= XG 0.8410.1-e1 Us wa= 1-9-0 2r1r0 7-0-0 10-8.15 15.7-0 19-11-1 28.8-0 1-8.00-4-0 4-11-0 3-6.15 5.0.1 4-41 8-8.15 Plate Offsets IX,YH2:0-2-4,0-2-8],[3:0-5.4 0-2-01 [9:0-3-0,0-2-121,[14.0.1-12 0-1 8) (15.0 3-0 0.1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) 0.3712-14 >854 360 MT20 244/190 TCDL 1S.0 Lumber DOL 1.33 BC 0.97 Vert(TL) -0.65 9-10 v,483 180 M18SHS 244/190 BCLL 0.0 Rep Stress incr YES WB 0.98 Horz(TL) 0.11 9 We n/a BCDL 10.0 CodeFBC2010/TP12007 (Matrix) Weight:1421b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP M 31"Except' except and verticals. WEBS 11-13:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2x4 SP No.3 WEBS 1 Row at midpt 7-9 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 9=1435/Mechanical,16=1689/0-8.0 Max Horz16=250 LC ( 10 Max Uplif9=-750(LC 7),16x-998(LC 6) FORCES.(Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2x-2611473,2-17=-3343/1475,3-17=-3290/1495,3-4=-456712177,4-18x-3437/1733,5.18¢3394/1746, 5-19=-339611751,6.19=-3432/1738,6.7=-424012064,7-20=-91116,8-20=-91/16,8-9=-1891155 BOT CHORD 1-21=-4221250,16-21=-4221250,16.22x-422/284,15.22=-4221284,15-23=-1536/3183,14-23=-153613183, 13-14=-2225/4625,13-24=-222514625,12.24—222514625,11-12=-209614289,11-25=-209614289,10-25=-209614289, 10-26=-139412669,9-26x-1394/2669 WEBS 2-16=-167711032,2-15=-1546/2956,3-15=-3721294,3-14=-85211597,4.14x-721/483,4.12=-14421840,5-12x-420/1129, 6.12=-1121/620,6.10x-7131484,7.10x-75911778,7-9x-2898/1536 •••• NOTES- • • 0000 0000•• 1)Unbalanced roof live loads have been considered for this design. •• • 0000 • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=28ft;Cat.II;Exp C;End!•••• *0:0 •••••• GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)-0-0-9 to 2-11.7,Interior(1)2.11-7 to 12-7-0,Exterios(;i}1x•7.0 • • • to 15-7-0,Interfor(1)18-7-0 to 19-11-1,Exterlor(2)25.44 to 2844 zone;cantilever left exposed;C-C for members and for%%s,, •••••• MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •••• • • 3)Provide adequate drainage to prevent water ponding. '....' •.000 0 0 0.0 0 4)All plates are MT20 plates unless otherwise Indicated. 000• 0•• 0000•• • •• The solid section of the plate is required to be placed over the splice line at jotnt(s)11. 0000 6)Plate(s)at joint(s)1,3,4,5,6,8,9,13,2,15,14,12,10 and 7 checked for a plus or minus 0 degree rotation about Its centers • • •:•• •• 7)Plate(s)at jolnt(s)11 checked for a plus or minus 3 degree rotation about Its center. 0 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. : : • • 000000 9)Refer to girder(s)for truss to truss connections. y •••••• 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 750 Ib uplift at joint 9 and a981 W 0 0 0 0• 0 0 uplift at joint 16. •••0•• 11)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points •••• along the Bottom Chord,nonconcurrent with any other live loads. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Truss T pe --–"— -- r — — —---- ---' — ---- - ---- y Qtyy 'Ply-- NESS CARMEL 15A14 - T11 ROOF TRUSS 1 1 0049 Job Reference Optional) J FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.800 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 27 15:32:43 2015 Page 1D_biMc2FerbbYUeR68B00uSzWkSp-yINVaWPzIMFBWfedQ6k7JwZTIZZG68gxopi6tbzWiY 2-1.0 5-6.8 9-0-0 12-6.15 15-7.0 17-11-1 23-0-13 28.6.0 2-1-0 3-5 8 3-5.8 3-8.15 3-0-1 24-1 5-1-11 5-5-3 Scale"1:49.8 4xS= 3.00 12 US— 5x8= 6 4x5= 3x8= 3x4 If 4 5 35 2.3113 a 19 9 3x6::: 3 2x4 11 18 1.4 8142x4 4-2-2.12 2x 3 2 4-19 2x4 N 3 2.1-1 14 2x 2- 812 3-0 810 2x4 N 32-3-l" �0y 1 10 3-17 3.8d 19 14 22 1S 23 13 24 �N 20 21 12 = 11 Sxe 3x8= axe We= 40= 3x8= 2x4 11 2S Sx9= 0.8-0(82.3) 3x4= r 1-9-0210.4 0 9.0-0 12$15 17-11-1 23-0-13 28.8.0 6.11-0 3-6.15 5.4-2 5-1-11 Plate Offsets 0-,Y)-t3:az-s,al-eL t5:0-5-4 0-2-12t r7:11.2.1a o-2-ot t10 0-3-0 0 3-0�,t1ra3-o x2121 g.5.3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell UdFPLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) 0.3212-14 >972 360 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.94 Vert(TL) -0.5812.14 >544 180 BCLL 0.0 Rep Stress Incr YES WS 0.92 Horz(TL) 0.14 10 n e We BCDL 10.0 Code FBC2010ITP12007 (Matrix) 48 ib FT-0% LUMBER. BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8.10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 8-10 REACTIONS.(Ib/size) 10=1435/Mechanical,17=1689/0-8-0 Max Horz17=278(LC 10) Max UplifdO -752(LC 7),17=-990(LC 6) FORCES.(ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4181520,2-18=-2991469,3.18=-2891489,3-4=-339111560,4.5=-330011549,5.6=-4237/2133,6-7=-397212028, 7-8=-3755/1893,8-19=-52128,9.19=652/28,9-10=-224/182 BOT CHORD 1-20=-471/406,17-20=-4711406,17-21=-1517/2893,16.21=-1517/2893,16-22=-2017/4034,15-22=-201714034, 14.15=-201714034,14-23=-1653/3207,13-23=-1653/3207,12-13=-1653/3207,12-24=-131912619,11-24=-1319/2619, 11-25=-131912619,10-25=.1319/2619 WEBS 2-17=-4061382,3-17=-306111684,3-16=-219/424,4-16=-150/444,5_16=_8961552,5-14=-S06/540,6.14w.69711246, 6-12=-54411010,7-12=-12821728,8-12=-648/1283,8-11=01300,8-10=-286511440 NOTES- °°°° 1)Unbalanced roof live loads have been considered for this design. : •°• •0000°°°• 2)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h-28ft;Cat.11;Exp C;Encs," :so* • so GCPI=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)-0-0-9 to 2.11-7,Interior(1)2-11-7 to 12-6.15,Exterr"t 12-6.15 to 15-7-0,Interior(1)17-11-1 to 25-44 zone;cantilever left exposed;C-C for members and forces&MWFRS foe seecNens :0000: • shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. •°•• 000000 • • 4)The solid section of the plate is required to be placed over the splice line at Joint(s)15. •••• •••• ••••• 5)Plate(s)at Joints)1,4,5,6,7,9,10,2,17,3,16,14,12,11,8 and 13 checked for a plus or minus 0 degree rotation about its•• • •• 00:000 center. 0 6)Plate(s)at joint(s)15 checked for a plus or minus 3 degree rotation about its center. go 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. °'•°°° ° • 8)Refer to girder(s)for truss to truss connections. ° ° •• • • • • •••••• 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 752 Ib uplift at joint 10 aqd 990eib ;°°°°° • ° uplift at joint 17. 0 0 0 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel°polnts 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 rJobTTruss.�-------(Truss Type -- Taty Tply TESSCARMEL ----- —1 15A14 IT12 +ROOF TRUSS 1 11 0050 ar :Job Reference o tional) L FORT DALLAS TRUSS CO. LJ C.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industrfes,Inc. Fri M 2715:32:44 2015 Page 10:_biMc2FerbbYUeR668OOuSzWk5p-QUxtnsPbSgNz7pCp_pFMr76gPzy0rfpS1 TUgP1zWiY 15.11-1 2-1-0 In". 6 8 11-0-0 14 8 15 15.7 19-10-6 23-9.11 27.9-0 2.1-0 4-5.8 4.5.8 3-6-15 1.011 3.11.5 3.11-5 3-11.5 0- 9-0 0-4-1 Scale•1:49.8 5x18= 2x4 11 40= US= 2x4 II 3x4= 4X5= 3.00 12 4 8 7 8 9 10 11 a10- 3x4 3 3x8�22 1-4 - 419 N 3 2.7- S17 2x4 N 1 7-14 .3 461 9.14 47.8 1613 y 4.8.13 n 2 3-20 2x4 N 1-6 1 .�- 1 d `I 3x4_ t20 519 17 18 14 13 23 2 24 25 18 26 27 1s 28 29 30 12 3x8 0 Sx8= 3x4=4x8= 3x8= 3x4= 3x8= 3x8= Sx8= 0 (62.2) 4x5= 1-9-0 2r1r011-0-0 146.15 1S•11-1 19-10-8 23.9-11 28-6.0 1-9-0 0.4=0 45.8 45.8 3.8-15 1.42 3.11-5 3-11-5 4.8.5 Plate Offsets MM-{2:0-2-0,04-81,[4:0-5-4 0-2-01 [12:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) 0.26 17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.77 Vert(TL) -0.43 17 *728 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.09 12 We We BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:166 ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except' BOT CHORD Rigid ceiling directly applied or 4.7-12 oc bracing. 2-20:2x4 SP No.2 REACTIONS.(Ib/size) 21=168910-8-0,12=1435/Mechanicai Max Horz21=297(LC 10) Max Upilf@1=-981(LC 6),12=-754(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-334/537,2-22=-3262/1455,3-22-3219/1473,3-4=-326911435,4.5=-3431/1556,5.6=-3563/1631,6-7=-3301/1526, 7-8=-2900/1341,8-9=-2900/1341,9-10=-1917/917,10-11=-3815,11-12=-35/4 BOT CHORD 1-23=-4851328,21-23=-485/328,21-24=-485/173,20.24=-485/173,20-25=-1593/3169,19.25=-159313169, 18-19=-144613152,18-26=-144613152,17-26=144613152,17-27-1470/3226,16.27=-1470/3226,15-16=-1492(3273, 15-28=-1492/3273,14.28=-1492/3273,14.29=-90211913,13-29=-902/1913,1330=-1591310,12-30=-1591310 WEBS 2-21=-1683/956,2.20=-1422/3048,3-20=-4461319,3-19=-196/160,4.19=-25/260,4-17=-2691439,5-17-939/508, 6-17-496t743,6-16-293/477,7-16-4031321,7-14=-5251350,8-14=-408/330,9-14-576/1253,9-13=-1179/646, 10-13=-94812044,10-12=-1524/809 .... NOTES- • • 6666 6666•• 1)Unbalanced roof live loads have been considered for this design. •• • •••• • •••• ••i• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=138mph;TCDL=9.Opsf;BCDL=6.Opst;h 28ft;Cat.II;Exp C;EAeI., ••••i• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 2-11-7,Interior(1)2.11-7 to 14.6.15,Exteate o• • • • 14-6.15 to 15-7-0,Interior(1)15-11-1 to 27-9-0 zone;cantilever left exposed;C-C for members and forces&MWFRS for�rfg cons •• ;••••; shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. •00000 •••••• 00000 4)Plates checked for a plus or minus 0 degree rotation about its center. 0 • ' • 6666• 6666•• 5)This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. •6•00• • • • 6)Refer to girder(s)for truss to truss connections. 6 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 981 Ib uplift at joint 21 41?1',S:b ' '• uplift at joint 12. 8)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all pan81 poipts ;""' .•6••6 along the Bottom Chord,nonconcurrent with any other live loads. • • • ••.•.. 9)"Semi-rigid pltchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6666 LOAD CASE(S)Standard �.-----------t -- -- - -- -- --- o russ - — --ITiuss Type — — Qty I Ply— NESS CARMEL ---- -- ---� !)5A14 I T14 (ROOF TRUSS 11 1 1 0051' - �ob_Reference(9ptional) __ FORT DALLAS TRUSSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 27 15:32:45 2015 Page ID:GYhAtM A IkwK9CxypeTgizIE6R-ugVF7CQDDzWplznOXWmbOLel NJFa4rEG7EDyTzwly Z_1-0 6&7§ T 11-0.0 13-0-0 15-5-0 19.3 4 23 1 8 26.11.12 30.10-0 37 4-0 39-5.0 2-1-0 4 5 8 4 5 8 2 0 p �5 0� J.10 4--' 3.10-4 3.10-4 3 10-4 6 6-0 2.1-0 Scale"1:6&7 &005-2 Sx6= 5x8= Us= 4 Sx6= 3x8= 2x4 If 5x6 We= 5x9= 3x4: 4- 6 7 8 9 10 11 3 3x$=: *42x 4-24 2X4 -71 3X8 2 2 2S 2x4 3 4 32 -19 34-1 0.18 4-1 •15 0-32.041 &11.1012 r • N0.2 6-W 29 26 II 30 SKS== 31 24 23 22 32 21 33 20 18 18 33 1718 38 1S 37 14 3x8= d 3.6�.6. .1_1� SX8 yrs 3x4= 2X4 II U12= 38 3x8= 2x4 II 3x4= 3x8= 5x8 M1SSH9-- 5x8 M18V9= 1.9 02 10 6-" 1 13-0-0 15 6-0 1&3d 231 8 2611.12 30.10 0 37-" 3 390 1-9.00 45.8 4-5 8 2-0-0= 2W 3 10 4 3 10.4 3.10- 3.10.4 0&441g 0 Plate Offsets(x,Y)-{2:0-2-0-,o-1-8L[4:0-5-4 0-2-81 [9.0-3-0Edge1 [12.0-2-12 01-81 [15 0-4-8 0-2 oI,t25 0 3-s 0-1 a] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (ioc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 1.0419-20 >405 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -1.5519-20 >274 180 M18SHS 2441190 BCLL 0.0 Rep Stress incr YES WB 0.82 Horz(TL) 0.22 14 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) I Weight:204 Ib FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2*Except TOP CHORD Structural wood sheathing directly applied or 148.15 oc purlins. 11-13:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3.11-3 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 12-15 WEBS 2x4 SP No.3'Except 2-25,12-15:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 26=217310-8-0,14-217310-8.0 Max Horz26=123(LC 10) Max Upiif@6=-1083(LC 6),14-1371)(1-C 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2211481,2-27=-456012060,3-27=-451512077,34=-4926/2440,4-5=-528812726,5-6=-5402(2759,6.7=-7341/3808, 7-8=-7479/4027,8-9=-747914027,9-10-747914027,10-11=-475312591,11-28=-483512598,12-28=-4905/2573, 12-13=-603/314 BOT CHORD 1-29=-4321218,26.29=-432/218,26.30=-432/211,25.30=-432/211,25-31-182214343,24-31-1822J4343, 23-24=-209914670,22-23=-2099/4670,22.32=-357117255,21-32=-357111255,21-33=-392917753,20-33=-392917753, 20-34=-392917753,19-34=-392917753,18-19=-330516413,18-35-3305/6413,17-35=-3305/6413,18.17=-3305/6413, •••• 16.36=-330516413,15-36=-3305/6413,15-37=-308/614,14.37=-3081614,14.38=-3081614,13-38=-308/614 •0000 0 WEBS • • 0000•• 2-26=-2153/1145,2-25=-1847/4188,3-25=-6671401,3-24=-3041589.4-24=-108/232,4.22=-842(1045,5-22=-50!/11Q4,• • 6.22=-285111567,6.21=-196/392,7-21=-660/476,7-20=0/284,7-19=-397/226,8-19=-3521290,10-19=-57811173• � 0 000 •. 10-17=01277,10-15=-204211114,11-15=-2581710,12-15=-2160/4053,12-14=-215711371 466606 •••• •••••• NOTES- •••i•• • • • 0000•• 1)Unbalanced roof live loads have been considered for this design. •••• •••• • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=28ft;Cat.II;Exp C;EncE'••• 0000• 00:00 GCpI=0.1 a;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 3-10-12,interior(1)3.10-12 to 35-6.4,ExteNeKB}• • •• 0009*• 35.6-4 to 39.5-9 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;�t^qe • • • DOL=1.60 plate grip DOL=1.60 •••• •••••• 3)Provide adequate drainage to prevent water ponding. •••••• • •• 4)All plates are MT20 plates unless otherwise indicated. • • • • • • • 5 The solid section of the plate is required to be pieced over the splice line at joint :009:9s)6,9,23. 0000• 6)Plate(s)at joint(s)1,4,5,11,13,2,26,25,3,24,22,21,7,20,B,19,17,15,10,12,14,16 and 18 checked for a plus ortet n�s 0 • ••�• 0••••0 degree rotation about Its center. 7)Plate(s)at joints)6,9 and 23 checked for a plus or minus 3 degree rotation about its center. 00% 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1083 Ib uplift at joint 26 and 1379 lb uplift at joint 14. 10)This truss has been designed for a moving concentrated load of 200.01b dead 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 Job — --- --Truss- .-------- TrussTYPe Ot -'PI-- - -- -- - — ------� < T Y r NESS CARMEL 15A14 — T15 !ROOF TRUSS' 1 1 0052; L- Job Reference optional) j FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar 2715:32:46 2015 Page ID:GYhAtM A IkwK9Cxype?glzIE6R-Mt3dCYRr HegN7MC5EIgxYBw9mheJUbNUnzmUwzWiY 2.1-0 7-0.8 12-0-0 13.5 18.7.4 23-7-12 26.10-0 33-1-0 374 0 39 5-0 2.1-0 4.11 8 4 11 8 1-5-0 5-2.4 5 0 8 5 2.4 43-0 43-0 2.1-0 State"1:69.7 3.00 1Z Sx8= 3x4 x 5x8= 2x4 II 7x10= 3x8= be 5 6 7 8 8 3 4 2}5 2x 3x4 a 10 3x8 24 5.212x4 3 118 3 54.12 818 12 5.15 5412 11768 3x8 x 2 3-22 2x o.3 0 1 1912320- 1515 11 12 0 27 28 22 28 21 30 20 31 18 32 18 17 33 18 15 34 14 35 13 30 3x8= 3.0 e e a(al�lils) 0 5x8 MIME= 3X8= 2x411 3x8= 5z8= __3x81111 2x4 It Sx8MIBSHS= Sx8MIMS= 1-9-021 7-0$ 12-0-0 1 18.7-4 23-7-12 28-10.0 33.1.0 37 4-0 3 3a� 9-00 11 411 8 1•S-0 5 2 4 5.0.8 5-24 7" Plate Offsets(X,Y)-42:0-2-8 0-1-81 [6:0-5.4 0-3-0],18.0-3-12 Edge] [11.0-2 12 0-1-3],[14:0-3-8,0-1 87 [21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Udeft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) 0.7517-19 21-562 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Vert(TL) -1.1317-19 >373 180 M18SH8 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.19 13 We We BCDL 10.0 C0d&FBC20101TP12007 (Matrix) Weight:200 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except' TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc purlins. 6-8:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-5-14 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3*Except* 2.22,11-14:2x4 SP No.2 REACTIONS.(ib/size) 23-217310.8-0,13=21731(1-8-0 Max Horz23=134(LC 10) Max Uplif@351052(LC 6),13=-1369(LC 7) FORCES.Qb)-Maximum Compression/Maximum Tension TOP CHORD 1-252781455,2-24=-4715/2167,3-244666/2187,3-4=-4891/2363,4-25=-487312368,5-25=-4844/2383,5.6=-4827/2398, 6-7-648813404,7-8-648813404,8-9-41012614,9-10=-494212637,10-26=-442712361,11-26=-447112344, 11-1252121489 BOT CHORD 1-27=-405/272,23-27-4051272,23.28-4051272,22-28=-4051272,22-29=-1994/4488,21-29=-1994/4488, 21-3052560/5574,20-30=-2560/5574,20-31=-2557/5575,19.315255715575,19-32=-304816104,18-3253048/6104, 17-185304816104,17-3353048/6104,16.3353048/6104,15.1653048/6104,15-3452158/4258,14.3452158/4258, 14-3554401211,13-3554401211,13-36--4401211,12-36=-440/211 0090 WEBS 2-2352156/1263,2-2252174/4260,3.225598/430,3-215257/458,5.21598711974,6-2152132/1209,6.2 0/23 ' ' 5 6-19679/1063,7.195522/422,8.1952251350,8-17=0/293,8-15515781815,9-1552861734,1 a155270/4ni •g'• •••• •••• • 10-145697/478,11-145221514126,11-135215111279 •• • 0 0 0 0 • NOTES. •••�•• 0000 0000•• 1)Unbalanced roof live loads have been considered for this design. 0 ' 0000•• 2)Wind:ASCE 7.10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,-BCDL=6.Opsf,h=28f;Cat.II;Exp C;E'a., 0 •""• :0000:� GCpi�.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)-0-0-9 to 3.10-12,interior(1)3-10-12 to 84-11,ExterNP(2? •••• •0••• 8.0-11 to 12-0-0,Interior(1)13-5-0 to 28-10-0,Exterior(2)35.6.4 to 39-5-9 zone;cantilever left and right exposed;C-C is&•••• • •• ••i•• members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 • • • • • 3)Provide adequate drainage to prevent water ponding. 00 00 *000 000000 4)All plates are MT20 plates unless otherwise indicated. •••••• • • 5)Plates checked for a plus or minus 0 degree rotation about its center. • 0000•• 0 • 0 • • i •i• 8)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1052 lb uplift at joint 23 and J60 lb ••••: uplift at joint 13. so 0 9 9 9 0 9 9 8)This truss has been designed for a moving concentrated load of 200.01b dead 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 and fixity model was used In the analysis and design of this truss. LOAD CASE(S)Standard . Job s--- Trigg ------ ri,ssType _ --- iaty:Ply NESS CARMEL — - 15A14 i T16 ROOF TRUSS 5 1 ' 00531 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,wcam os Job Reference{optional) p 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar 2715.32:48 2015 Page " 10:GYhAtM_A IkwK9CxypelglziE6R.JFSOdESSWuuOcQWbofKIOzGGLaGRnQFgy5StZozWIN 2.1-0 7-11 8 13-10-0 19 8 8 25.7-0 31-5-8 37.4-0 39 5-0 2.1-0 5 10 8 5 10$ 5 10 H 5-10.8 5.10-8 5-10 8 2-1-0 Scale.1:65.8 3.00 12 US= 8 4x7; 3x4— 22 23 3x4 5 42x 2 8.5-31 4x7 zz 4 8 3x4� 3x4 3 8.182x4 4-9.15 9 300s 211 4 2x 5.17 2x4 3-4-12 7-15210 334-12 ` 4-01 212 0@4 3x10 ZZf 3- 5.1014 9.15 •14 10 o 10 2X4 N ;y 7 N0.2 5*3 v 25 26 19 27 18 17 28 18 29 14 31 32 3x9= 3x9= he it US= 5x8 MIMS= /5 13 12 08.0(02-0) 3x4_ 5x8= 3x4 5x8 M183H8= 5xS 08•-4Us(0.210) 1'&02x1'0 7.11.8 13.100 19$8 25 7-0 1-5 a 39.5-0 3 f-9-00 310$ 510 a g 1 510 8 31 37.4-0 3 Plate Offsets KY)-{2:0-4-8,0.1-81,[4:0.3-8 Edge1 [8.0.3-8 Edge] [10.0-48,0.1 8] [13.0-4-0 0-2-01,[16.0-4-0 0.3-0] 1119:0-4-0,0-2-01 5.10.8 a 1_4-6_1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.86 Vart(LL) 0.5216.17 >809 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 SC 1.00 Vert(TL) -0.8915-16 >47S 180 M18SH8 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.19 12 n/a n/a BCDL 10.0 Code FBC2010lTP12007 (Metrix) Weight:198 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2*Except' BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. 1-18,11-14:2x4 SP M 31 WEBS 1 Row at midpt 7-16,10-13.5-16,2-19 WEBS 2x4 SP No.3•Except• 10-13,2-19:2x4 SP No.2 REACTIONS.(lb/size) 12=217310-8-0,20=217310-8-0 Max Horz20=-214(LC 11) Max Uplltd2=-1258(LC 7),20=-1258(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1.2=-413/404,2-21=-501912232,3-21=-496212255,3.4=489712243,45=4801/2257,5-22=-394411930, 3886/1947, 6.23-3886/1947,7.23= -394411930,7-8=-480112257,8-9a-4897/2243 =- 9.24496 10.11=-4131404 212255 10.24=-50 19!2232, BOT CHORD 1-25=-353/410,20-25-353/410,20-26=-356410,19.26=-3561410,19-27=-2209!4772,18-27=-2209/4772, 17-18=-220914772,17-28=-200514622,16.28=-2005/4622,16.29=-1923/4622,15-29=-1923/4622,14-15=-203314772, 14-30=-203314772,13-30=-203314772,13-31=-353/410,12-31=-3531410,12-32=-3531410,11-32=-3531410 WEBS 6.16=-48811334,7-16=-11501773,7-15=-321316,9.15=-291/263,9.13=-4821357,10.13=-2029/4394,10-12=-220311243, 0000 5.16=-1150/772,5-17=-32/316,3-17=-2911263,3-19=-4821357,2-19=-202914394,2-20=-220311243 • • • • •••• •••••• NOTES- • • • • 1)Unbalanced roof live loads have been considered for this design. •• ••• • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=28ft;Cat.II;Exp C;EGQ.*:,• • • GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0.0-9 to 3-10.12,interior(1)3-10.12 to 15-9-3,Exterio-r(2) •••••• 15-9-3 to 19-8-8,Interior(1)23-7-13 to 35-6.4 zone;cantilever left and right exposed;C-C for members and forces&Myll-wfpr =L 1 .••••. • • reactions shown;Lumber DO 1.60 plategrlpDOL .60 •••• ��•• •�•�• 3)All plates are MT20 plates unless otherwise Indicated. • • •••••• • •• ••••• 4)The solid section of the plate Is required to be placed over the splice line at joint(s)18. • • • • • 5)Plate(s)at joint(s)4,6,8,1,18,7,15,9,13 10 1217, • •••• •••••• ,S 3,19,2,20,11 and 14 checked for a plus or minus 0 degree Po�atton about Its center. 6)Plats(s)at joint(s)16 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 toads. • • • •••• 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1258 ib uplift at joint 12 and 6?56 ib :•••• uplift at joint 20. •• • : •• • 9)This truss has been designed for a moving concentrated load of 200.0Ib dead 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 flxity model was used in the analysis and design of this truss. LOAD CASE(S)Standard �1?5AI4 aTrussTTrussType rQty—,PlyNESS CARMEL'T2 ROOF TRUSS j 1 I 1 0054 Job Ref r n i I e e ce o tionai) - FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 Mi Tek Industries,Inc. Fri Mar 27 15:32:49 2015 Page ID:GYhAtM_A IkwK9Cxype?glziESR-nSkmgaTkHCOFEaSnmMrXYBpOz fRWwngBICO5EzWiY 2-1-0 8-9-0 17-5-0 19-6-0 2-1-0 7.8.0 7-8-0 2-1-0 Scale 1:32.4 US_ 3.00 FIT 3 �11 12 3x4 t= 10 1-310.- }a N 32.41 S 21 3x4 2 13 c 4 gt 202x4 a 7410 0 81I 3x4= 14 13 8 7 10 17 3x4 3x4 = 3x8 II 4x8 8 Us II 08.0(0.1-8) 04.0(0.1-8) 1-9-0 -1 1 9-8.0 748-0 1 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft UdPLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.06 6.8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.83 Vert(TL) -0.41 6.8 >448 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.01 6 We We BCOL 10.0 Code FOC2010ITP12007 (Matrix) Weight:86 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6411-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 6=107710-&0,9=10771041-o Max Horz9=-110(LC 11) Max Uplit0=-690(LC 7),9=-690(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4431396,2-10=-15451653,10-11=-1470/669,3-11-1460/683,3-12=-14601683,12-13=-14701669,4-13=-15451653,4.5=-4431396 BOT CHORD 1-14=-3381471,9-14=-338/471,9-15=-3771471,8-15=-3771471,7-8=-3381471,7-16=-3381471,(1-16=-3381471,(;.17=-3381471,5.17=-3381471 WEBS 3-8=-151229,4.8=-6151910,4-6=-10951858,2-8=-8151910,2-9=-10951858 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf,h=28ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 2-11-7,Interior(1)2-11.7 to 6.9-0,Exterior(2)6.9-0 to 9-9-0,Interior(1)12-9-0 to 16-6-9 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. • • • • •••• •••••• This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 690 Ib uplift at Joint 6 and'890 Ib •••• • uplift at Joint 9. • • •••••• •••• •••••• 6)This truss has been designed for a moving concentrated load of 200.Oib dead located at all mid panels and at all pangliii4; along the Bottom Chord,nonconcurrent 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 truss,•••• 00000 • • •••• •••• ••••• LOAD CASE(S)Standard •••••• • •• ••••• •• •• •••• •••••• • • • • • •••••• • 5A14 ' T3 ROOF TRUSS 1400551 Job -- -- iTruss--------iTruss"T e i----- ----- f — Ply 1 iNESS CARMEL ----- va Qty L --- I � 1Job Reference(ogional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.800 s Oct 3 2014 MITek Industries,Inc. Fri Mar 2715:32:49 2015 Page ID:GYhAtM A_IkwK9Cxype?glziE6R-nSkmgaTkHCOFEaSnmMrXYBpPW foWuFgBICQ5EzWiY 2-1-0 9-9-0 2-1-0 7.8-0 1&912 7-0-112 Scale"1:27.9 US= 3 3.00 12 10 � 71 12 3-4 4d 1- tae• 3x4 Z: 9 M 2x N 3 2-&1 4x7 2 4 12.0 2x4 Na3 7 1410.38-7-114 3 0.7--� 3x4= 13 14 7 is �' 8 a 3x4= _ 3x8 I I 4X9 s 3x0 11 0$0(0.18) a3-0(a1->n 9-9-0 18-9-12 M9.07-8.0 7-0-12 Plate Offsets MY11•43:0-2-8,0-2-41,(5:0-3-0 0-0-41 LOADING(TOARelp ACING- 2-0.0 CSI. DEFL. in (loc) Ildefi L/d PLATES GRIP TCLL 3ate Grip DOL 1.00 TC 0.96 Vert(LL) -0.06 6.8 >999 360 MT20 2441190 TCDL 1mber DOL 1.33 BC 0.83 Vert(TL) -0.41 6.8 >430 180 BCLL Stress Incr YES WB 0.79 Horz(TL) 0.01 5 n/a n1a BCDL 1deFBC2010iTP12007 (Matrix) Weight:77 Ib FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(lb/size) 8=1053/0-8-0,5=785/0-3-0 Max Horz8=160(LC 10) Max Uplift-678(LC 6),5=-407(LC 7) FORCES.(ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-442!395,2-9=-1456/718,9-10=-1381/732,3-10=-13711746,3-11=-1373/742,11-12=-1381/727,4.12=-1444/725,4-5=-8161521 BOT CHORD 1-13=-3371470,8-13=-3371470,8-14=-420/496,7-14=-420/496,6-7=-420/496,8-15=-2341346,5-15=-2341346 WEBS 2-8-10681890,248-702/824,34;-551226,4-6=-4111979 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=28ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)-0-0-9 to 2-11-7,Interlor(1)2-11-7 to 6.9-0,Exterior(2)6-9.0 to 9-9.0,Interior(1)12-9-0 to 13-8-0 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown; •.•• Lumber DOL=1.60 plate grip DOL=1.60 • • 3)Plates checked for a plus or minus 0 degree rotation about Its center. • • •••• •••••• • • • • This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• • •••• • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 678 Ib uplift at joint 8 aa4407•IY ••:• ••••:• uplift at joint 5. • 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panerpoints :••••: along the Bottom Chord,nonconcurrent with any other live loads. 000* •••• • • 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.'•�••• *0000 0 *000* LOAD CASE(S)Standard • • • •• 09%.0 •• •• •••• •••••• • • • • • •••••• • --- ---- - -------- ------I1 y y 1 iNESS CARMEL --- - --� Truss Type �t PI �15A14 � i T4 ROOF TRUSS � 0056 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcam s Job Reference o tfonaly 7.800 s Oct 3 --m 4 MITek Industries,Inc. Fri Mar 2715:32:51 2015 Page ID:GYhAtM A IkwK9Cxype?gizIE6R•jgsWFFV�pGzTuF9unt?ecutmK7_mv7e3hX97zWiY F1-1_10 5 0 0 9 0 0. 13 0 8 17 0-12 21.1.0 24-11-6 26.1-0 1-1-10 3 10 6 4-0 4 4-0 d 4-0.4 4-0-4 3-10.8 1-1.10 Scale•1:43.4 3.00 12 4x0= B W:= 3x8 5 4-6 5$12 7 3x4-- 20 x4a2x4 11 2X411 3 8 7x10= 214 8• 5.18 41.1 0.18 N 33.10.7 2 5.18 4.8.117-1$2x 4.0.11 7.1 4 41-1 4tky&� 7x10= 0 1 10 -11 0. 11 0 31 19 33 35 o I 3 383x4= = 12 2x4 N 10 17 18 10 14 0.14 II 0.0•l)(0-1-14) US_ 4x8= 5x8= 4x5= U8= 2x4 I I o.a-olal•1a► 1.140 91 0-0-0 9 0 4 13-0 8 17-0-12 21.1-0 24-11-6 2 0-6 �1-0 0• 1 0.4 0 1 Plate Offsets(&Y142:0-S-0,0-5-81,[10:x5-0 0-5-81,[13.0-5-0 0-2-01 115:0-2-8,0-1-81,116:0-4-0.0-3-01 07 0-2 80-1 81,[19 0-5-0 0-2-OI ae•10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) 0.2016-17 21999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(TL) -0.3315-16 21875 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.06 12 We n/0. BCDL 10.0 CodsFBC20101TP12007 (Matrix) Weight:1801b FT 0% LUMBER- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 341-7 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid calling directly applied or 5-9.0 oc bracing. Except: 3-18,9.14,18.21,24.25:2x4 SP No.3 10-0-0 oc bracing:18.19,13-14 WEBS 2x4 SP No.3 REACTIONS.(lb/size) 12=144010-8-0,20=144010-8-0 Max Horz20=l45(LC 10) Max Uplif>l2=-820(LC 7),20=-820(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-5661215,2-27=-3344/1508,3-27=-3300/1524,3-4=-3212(1538,4.5=-315611548,5-28=-2246/1169,6.28=-22061184, 6-29-220611184,7-29-224611169,7.8-315611552,8-9-32121154Z 9.30-3300/1523,10-30-334411508, 10-11-566/230 BOT CHORD 1-31-2161567,20-31-2161567,2"2=-3601567,19-32=-3601567,18-19=01141,3.19=-302/282,18-33=-221/476, 17-33=-2211476,17-34=-1064/2"3,16-34-10"2"3,16-35:-105712"3,1S.35-105712"3,15-36=-2131476, 14-36=-213/476,13-14=0/242,9-13=-302/282,13-37=-231/567,12-37=-231/567,12-38=-2311567,11-38=231/567 WEBS 6-16=-2651701,7-16=-5161393,7-15-3001216,13-15=-858/2000,7-13=-414A09,10-13=-1220/2823,10-12=-1375/828, 5-18=-518/383,5-17-300/216,17'19-85812000,5-19=-4471709,2-19=-122012023,2-20-13751828 •••• NOTES- * �•••• • • •••••• • • 1)Unbalanced roof live loads have been considered for this design. •• • •••• • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=28ft;Cat.ll;Exp C;0 Eller* ••••' • •• •••••• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)-0- -9 to 2-11-7,Interior(1)2-11-7 to 10-0-8,Exterlo(i;-10.0.8 • • • to 13-0-8,Interlor(1)16.0-8 to 23-1-9 zone;cantilever left and right exposed;C-C for members and forces$MWFRSfoY • ••••: reactions shown;Lumber DOL=1.60 plate grip DOL=1.80 3)Plates checked for a plus or minus 0 degree rotation about Its center. •0000 0 0 009*a 00000 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 000000 • •• 00:06• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 820 Ib uplift at joint 12> j)1b '.:.•' 000000 uplift at joint 20. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all pan41FAIRIS ' •• along the Bottom Chord,nonconcurrent 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 truss.* • ;••••• • LOAD CASE(S)Standard •..• ; �•�� ;'•••� --- _ --russ Type --I - - - - " (�ob- - _- I Truss- ROOF TRUSS Qty I Ply NESS CARMEL 11 5A1 4 0057; �2 �Jqb Reference(optlonW) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Fri Mar 2715:3251 2015 Page ID_biMc2FerbbYUeR68B00uSzWk5p-jgsWFFV_ppGzTuF9untTecurinJN_x77e3hX97zWIY -1-9-0 4-10.6 9-4.0 13-9-10 184" 20-5 0 1-9-0 4.10-6 4.5.10 4.5.10 4.10-6 1-9.0 Scales 1:37.6 US= 3.00 12 4 2x4�� 14 is 2x4�i 3 1 S 1.4 0 1 4.10 38.11 48 38.11 2x 1.0.9 2x4 it 2 13 3.10 1d1-12 S82x o -11-12`` 1s 8 1 2x4 I I 17 10 t8 9 8 19 1 4xS= 041-NO.1-8) 0.8.0(0-i-9) 8"4'4 12-3.12 18.8-0 8.4.4 5.11-8 6.4.4 Plate Offsets(X,Y)-{2.O-4-10 Edge],[6:0-4-10,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL COO TC 0.60 Vert(LL) 0.18 840 31,999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(TL) -0.40 8.10 >534 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.08 6 We n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weigh:84 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-12 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 6=118510-8-0,2=118510-8-0 Max Horz2=117(LC 14) Max UplifB=-768(LC 7),2=-768(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0123,2-13=-281711172,3-13=-276911193,3-14=-250411051,4.14=-246111064,4-15=-2461/1064,5.15=-250411051,5-16=-276911195,6.16=-2817/11 6.7=0123 BOT CHORD 2-17=-115412628,10-17=-115412628,10-18=-75411904,9-18=-75411904,8.9=-75411904,8-19=-103812628,6.19=-103812628 WEBS 4.8=-256(568,5-8=-3801384,4-10-2551568,3-10-3801383 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf,h=28ft;Cat.11;Exp C;Encl., 0000 GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-10.0 to 1-2-0,Interior(1)1-2-0 to 6.4-0,Exterio6(2)6.4-0 to '000.0 •0•••• DOL,I gprior(1)12-40 to 17-6.0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.@%ptate3)rip 0000 •• 3)Plates checked for a plus or minus 0 degree rotation about its center. •0.000 00:0 •0.0:• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 006:66 0 • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 768 Ib uplift at joint 6 an 7 Ib •••••• uplift at joint 2. �0� 0000 • 0 6)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all pan*S"his *0400* ••••• along the Bottom Chord,nonconcurrent with any other live loads. • • 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysts and design of this trus• •••• • •0 0• 0 0•0 0 0 fit• •• 0000 000000 LOAD CASE(S)Standard 000000 • 0 • • • • • 0000•• 0000•• • • • 00.00• •• • 0000 • • • Truss T-e I Ply IN NESS CARMEL -- Yp ��--------- — Q� ----- - - 15A14 ' T8 -ROOF TRUSS 3 1 0058 -- I Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos ( P- 7.600 s Oct 3 2014 MITek Indus 11111S,Inc. Fri Mar 2715:32:52 2015 Page ` ID: biMc2FerbbYUeR68600uSzWkSp-B1QvTbwca7Og52gMSUOEApR?GBeSjOkGtiQ5lZzWiY -1-9-0 410-6 9-4-0 13-9-10 1-9-Q 4.10.6 45.10 4-5.10 18-8-0 4.10.8 Scale=1:34.2 4x5= 3.00 12 4 1T 2x4 O y�` 13 2K4,1, 5 1-4 11 4.9 2x 11 4-7 349.11 9 2x s 14 2 11 3.9 2x o. 1-11-12 0.7 o -1142 12x4 II 9 a 13 9 19 8 7 17 4x5= 3x4— 3x4= 3x4= Us= o.ago•1al 12-3.12 g-4-4 18-8-0 _Plate Offsets(X Y)-d2:0.410 Edge] BRU-0-0,0-1.10] 5.11.8 644 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) I/doff U=PLA P TCLL 30.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) 0.19 7-9 >999 36190 TCDL 15.0 Lumber DOL 1.33 BC 0.95 Vert(TL) -0.42 7.9 >523 18BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.08 6 Na NBCDL 10.0 CodaFBC2010/TP12007 (Matrix) T=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-2 oc purlins.WEBS 2x4 3P No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 6=993/Mechanical,2=1211/0-8-0 Max Horz2=127(LC 10) Max Upilf6=-524(LC 7),2=-778(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0123,2-11=-2894/1267,3-11=-284611288,3.12 -2583/1163,412=-254011176,413=-2647/1358,5-13=-2691/1345,5.14=2995/1548,6-14=-3059/15 BOT CHORD 2-15=-1188/2696,9.15-1188/2696,9.16=-905/1986,8-16=-905/1988,7-8=-905/1986,7-17=-1405/2874,8.17=-1405/2874 WEBS 4-7=-3451691,5-7=-472/446,49=-252/555,3-9=-375/381 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=28ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-10-0 to 1-2-0,Interior(1)1-2-0 to 6-4-0,Exterior(2)6-40 to •••• 9.40,Interior(1)12-4-0 to 15-7-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 late gj;ip •9666 • •••••• DOL=1.60 3)Plates chocked for a 4)This truss has een designed for a 10.0 degree s botttoomc0000• bottom live load nonconcurrent with any other live loads. 0641:400 6•:• •••••• 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 524 lb uplift at joint 6 and"9090 • ••6.6• uplift at joint 2. ••6 6 6 6 6.6.6 6 • • 7)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel pelvis• •••• ••;6 6 6 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. 6•:6• •6•• 6•••6 •• •• 606• •6666 LOAD CASE(S)Standard • •66.6• • 6 • • • •66666 ••666• • • • •66.6• 15A14 --- (Truss 4 4 44 Truss Type -- 4444-- Qty—i;Ply NESS CARMEL T9 ROOF TRUSS 1 I 1LJ.b 00591 _ Reference o ionai) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.800 sOct 3 2014 MITek Industries,Inc. Fri Mar 2715:32:53 2015 Page �2-1 2. ID: biMc2FerbbYUeR88B00uSzWkSp-fD__HgxWr ELRWhiBOY7CwTj1 8Rb5_Sg2p6MAeEOzWiY2-1-0 00 8-6-15 12-0-15 15.7-0 28-6-0 -0 11-0 3-6-15 3-6-1 3.6-1 64.1 6-6-15 -� Scale"1:49.0 4x5= 6 3x4 3.00 12 4xg= 18 16 40= 46 67-6 4X5= 4x6= 3 4 7 20 3x8:- &122x4 32.10.13 820 6949 8 1.3 17 8.14 4.0.8 5-12 33.11.1 7.12n 0 1 3.152x4 N 14 2x N 31 1-102X N 31.3-15 8.10 2x 2x4 31.3.11 3x4= I^ 21 18 22 18 23 14 13 12 11 24 10 2S 8 3x6 II 4x12= 3x10= 5x8 W8= 4X9= 3x10= 3.611 0 8 0(018) 5x8 M18SNS= 1_9-0 2t1r0 5-0.0 8-6.15 15.7-0 21-11.1 28.6.0 1-9-0 0.4-0 2-11-0 3-6.15 7-0-1 6.4-1 6.8.15 Plate Offsels MM-42:0-3-8,0-1-81,[3:0-7-0 a2-Ol [4.0-3-4 0-2-0I [7'0-2-8 0-2-4],[8.0 2 8 0-2 Oj [10•x2-4 0-148],[14 0-4-8 04-812[15:0-2.8,0-2-91 LOADING(psf) SPACING 24-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) 0.4410-12 >710 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.47 Vert(TL) -0.7812.14 >406 180 M18SH9 2441190 BCLL 0.0 Rep Stress incr YES WB 0.93 Horz(TL) 0.10 9 n/a n1a BCDL 10.0 CodeFBC2010/TP12007 (Matrix) Weight:139 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins, 6-7,7-8:2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid telling directly applied or 5.1-6 oc bracing. WEBS 2x4 SP No.3*Except' WEBS 1 Row at midpt 7-12,8-10 8-10:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS.(lb/size) 9=1435/Mechanical,16=1689/0-8-0 Max Horz16=223(LC 10) Max Upiif9=-748(LC 7),16=-1005(LC 6) FORCES.(lb)-Maximum CompressiordMaximum Tension TOP CHORD 1-2=-3521576,2-17=-2895/1312,3-17=-2863/1324,3-4=-5107/2273,4.5=-5463/2462,5.18=-349011728,6.18=-343311741, 6-19=-3450/1720,7.19=-3511/1707,7-20=-4700/2235,8.20=4700/2235,8.9=-14761794 BOT CHORD 1-21=-5271354,16-21=-527/354,16.22=-527/202,15-22=-5271202,15-23=-135912728,14-23=-1359/2728, 13-14=-2022/4197,12-13=-202214197,11-122294/4799,11-24=-229414799,10-24=-2294/4799,10-25=-1121203, 9-25=-1121203 WEBS 2-16=-1691/992,2-15=-1433/2846,3-15=-620/378,3-14=-122712587,4.14=-1639/851,5.14=-639/1279,5-12 -1042/702, 0••• 6-12=-409/1149,7-12=4 5181911.7-10=-10981664,8.10=-219514644 0 0000 0 NOTES- • • •00 0 *606 ' 1)Unbalanced roof live loads have been considered for this design. 600090 00:0 000000 2)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf,h=28ft;Cat.Il;Exp C;Encl., 0 0 • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 2-11.7,Interior(1)2.11-7 to 12.7-0,Exteriorr4�' m ,0 000 0 0 to 15-7-0.Interior(1)18.7-0 to 21-11-1,Exterior(2)25.44 to 284-4 zone;cantilever left exposed;C-C for members and ira0 000 0000 .••••te!b0 0*0 00 0 0 0 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.80 3)Provide adequate drainage to prevent water ponding. 0 0 0 0 0000 0 4)All plates are MT20 plates unless otherwise indicated. •0 5)The solid section of the plate is required to be placed over the splice line at joint(s)13. •• 0• 0• ••0 go*** 0000;' 6)Plate(s)at joint(s)1,3,4,6,7,9,2,16,15,14,5,12,10,8 and 11 checked for a plus or minus 0 degree rotation about its meloo.• • • 7)Plate(s)at joint(s)13 checked for a plus or minus 3 degree rotation about its center. ' 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 0 :600:0 0 0 0 0 9)Refer to girder(s)for truss to truss connections. 0 • • 0 0 0 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 748 Ib uplift at joint 9 and 1895 ib: 0 0 0 0 ' ' uplift at joint 16. • 11)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points 0000 000 along the Bottom Chord,nonconcurrent with any other live loads. 12)"Semi-rigid pitchbreaks with fixed heels"Member and flxity model was used in the analysis and design of this truss. LOAD CASE(S)Standard - �15A14 ' i V2 I ROOF TRUSS 3 1 I 0060 -----— I � � Job Reference o tlonaq J FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,inc. Fri Mar 2715:32:53 2015 Page ID:GYhAtM A IkwK9Cxype?glziE6R.fD_HgxWELRWhiBOY?Cwlll JVbCCSuePSMAeEOzWiY 2.0-0 2-0-0 Scale=1:4.6 1-2 24 N0.2 2-" I 2 1 2.0-0 2-0.0 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 0.90 CSI. DEFL. in (loc) Udef1 Ud PLATES GRIP TCDL 15.0 Plate Metal DOL 0.90 TC 0.00 Vert(LL) n/a - n/a 999 BCLL 0.0 Lumber DOL 0.90 BC 0U10 A.01 Vert(TL) n/a - n/a 999 BCDL 10.0 Rep Stress Incr YES Matrix 00 Horz(TL) 0.00 n/a n/a Code FBC2010/TPI2007 ( ) Weight:S lb FT=0% LUMBER- BRACING- BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(Ib/size) 2=1112-0-0,1=1112.0-0 Max Grav2=22(LC 3),1=22(LC 3) FORCES.(lb)-Maximum Compression/Maximum Tension BOT CHORD 1-2=0/0 NOTES. 1)Gable requires continuous bottom chord bearing. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonco with any other live loads. 4)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used In the analysis and design of this truss. LOAD CASE(S)Standard 0000 • • 0000 0000•• •• • 0000 • 0000•• 0000 0000•• • • • 0000•• • 0000•• 0000 0000 • • • • • • 0000 0000 0000• 0000•. • •• 0000• •• •• o••• 0000•• • 0000•• • • • • • • 0000•• 0000•• • • • 0000•• •• • 0000 • • • •••• Job iT►uss — �TrussType i Ply ;NESS CARMEL ------ --j i 1�5A14 i V4 ROOF TRUSS i3 1 0061; 1--- --- Job Referenc�opgonal)_ FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.800 s Oct 3 2014 MiTsk Industries,Inc._FH Mar—2115-32.51-20-15 Page 4 -0ID:G. AtM A IkwK9Cxype?glziE6R•fD_HgxWELRWhISOY?CwTJ1 Glb81SueP5MAeEOzWiY 4-00 4-0-0 2x4'I Scale=1:7.4 2 100 12 1.2 11-1 1 2- 14 1-3 2x4 No.2 4.0-0 4 3 3x4 2x4 II ta1-al . (0-1.8) =10.0CodeFBC20101TP12007 ACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP ate Grip DOL 1.00 TC 0.21 Vert(LL) n/a - n/a 999 MT20 244/190 mber DOL 1.33 BC 0.32 Vert(TL) n/a - n/a 999 p Stress Incr YES WB 0.00 Horz(TL) 0.00 We We Cc (Matrix) Weight:11 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 104-0 oc bracing. REACTIONS.(Ib/size) 1=147/44)-0,3=14714-0-0 Max Horz1=65(LC 6) Max Uplif0=-81(LC 6),3=-97(LC 6) Max Grav1=267(LC 23),3=267(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2-55133,2.3-1561182 BOT CHORD 1.4=0/0,3-4=0/0 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsfi BCDL=6.Opsf;h=28ft;Cat.ll;Exp C;Encl., GCpl=0.18;MWFRS(envelope)gable and zone and C-C Exterior(2)zons;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • •• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 Ib uplift at joint 1 and 37 Ib*Vft •"' �:• at joint 3. • • 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel o • along the Bottom Chord,nonconcurrent with any other live loads. �•l • •••• •"'• 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss. •••••• ' ;•••• LOAD CASE(S)Standard see*** •'• 0 • • 000 0000 000 0•0 • • 0000•• •0 ••• •0069 • • • • •• •• •960 •69. 0 • 900969 • • • • • • 6.9699 0000•• 6 • • • • •0• •966•• • •00• --yp------ ------ -- — NESS —C-'-A---R--M--EL------- A14 ------- ---- --- -- - -��O-btruss - _-- Truss r e - --- I Qcy aIy NESSCARMELA14 V6 ROOFTRUSS 2 1 0062'"--------- -- --- Reference o tonal FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTeekk Industrie-es,Inc. Fri Mar 2715:3-2:54 2015 Page 10:GYhAtM A IkwK9Cxype?gizIE6R-7PYfuHXs6keYKLzkZvRIFEWKj?068LUZKOwBmSzWIV 6-0-0 6.0-0 Scale"1:t t.0 2x4 It 2 3.00 12 1-2 11.13 2.3 Na3 10.14 1 1.3 2x4 Na.2 s." 4 3 3x4 2x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.67 Vert(TL) n/a - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 CodeFBC20101TP12007 (Matrix) Weight:18 Ib FT LUMBER- BRACING. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1040-0 cc bracing. REACTIONS.(Ib/size) 1=257/6-0-0,3=25716.0-0 Max Horzl=113(LC 6) Max Upliff -142(LC 6),3=-170(LC 6) Max Gravt=317(LC 23),3=317(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-94/57,2-3=-271/311 BOT CHORD 1-4=0/0,3-4-0/0 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=28f;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about Its center. 3)Gable requires continuous bottom chord bearing. •••• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 142 Ib uplift at joint 1 anct170ja• 604* •••••• uplift at joint 3. :909 • 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel. • ••0• ••••0 Pts • along the Bottom Chord,nonconcurrent with any other live loads. 0 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss. 000060 • !••••• LOAD CASE(S)Standard •••• •••• • • 0000 0000 0000• 0000•• • •• 0000• •• •• 0000 ••••�• 0000•• • • • • • • 0000•• 0000•• • • • 0000•• 00 0 0000 • • • - --- -- - ------- _ Job truss ------ rTnss Type --------- Qty -;Ply ,NESS CARMEL -------- - L15A14 i V8 GABLE 1 1 0061 _-_- Job Reference optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 8 7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Mar 27 15:32:54 2018 Page ID-0-0 A IkwK9Cxype?glzIE6R.7PYfuHXs6keYKLzkZvRiFEW00?RrBJ2ZKOwBmszwiy 8-0-0 Scale=1:14.5 2x4 If 3 3.00 Fly 2x4 If 1-3 0.8 3-1 414c,31-444 2.5 4 No.3 0.11.5 1 1-42x4 No.2 a." 5 5 7 4 30 m 29411 W II 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) n/a - nla 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 SC 0.49 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 n/a n/a BCDL 10.0 CodeFBC2010/TP12007 (Matrix) Weight:26 Ib FT a 0% LUMBER- TOP CHORD 2x4 SP No.2 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(Iblsize) 1=21518-0-0,4-2818-0-0,5=54818-0-0 Max Horz1=161(LC 6) Max Upliftl=-106(LC 10),4=-83(LC 22),5=-362(LC 6) Max Gravl=298(LC 24),4=187(LC 26),5=548(LC 1) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-168/95,2-3=-4W11,3-4=-49129 BOT CHORD 1-6=010,5.6=010,5.7=010,4.7=010 WEBS 2-5=-5621612 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.0psf;h=28ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable and zone and C-C Exterior(2)zons;C-C for members and forces S MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about Its center. •••• 3)Gable requires continuous bottom chord bearing. • '....' ••..:• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '..' ; •••. • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 ib uplift at joint 1,8316j �at •;. ••••:• joint 4 and 362 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all paneNdbTt d ' :••••: along the Bottom Chord,nonconcurrent with any other live loads. •••• 0000 • 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss. •••••' '..••• ••••• • • LOAD CASE(S)Standard •••••� . .. ••••• •• •• 0000 ••••�• .0000• • • • • • • 0000•• •000.0 • • • 0000•• 00 • 000• • • • 0000 4 � Florida Building Code Online Page t of 4 :t".,".f l,eT'u;t e'•j.! SCIS Horne W9 In User ReD>stratton het Topics Submit Swcharge Stats&Fans AMWOM FSC Staff SCIS Site MeV links Searc' Bus nes ' Proessinai Product Approval Reguialio1l pftkwt wAnam t=seayn>AaakMdd LAt s apaaexte0 DOW FL# FL821-R3 Application Type Revision l - Code Version 2010 Application Status Approved Comments Archived Product Manufacturer United Steel Products Company Address/Phone/Email 703 Rogers Drive Montgomery,MR 56069 (952)898-8772 rswanson@mli.com Authorized Signature Rex Swanson rswanson@mli.com Technical Representative Todd Grevious,PE Address/Phone/Email 14305 Southeross Drive Burnsville,MR 55306 (952)898-8651 tgreviousegfbraitari.com Quality Assurance Representative Chad Becker Address/Phone/Email 703 Rogers Drive Montgomery,MR 56069 (507)364-7333 cbeekeromil.com Category Structural Components Subcategory wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service,LLC Quality Assurance Entity PFS Corporation Quality Assurance Contract Expiration Date 12/31/2015 00000 0 Validated By Terrence E.Wolfe P.E • • 0000 •••••• • Vaildation Cheddist-Hardcopy Received •••• i •••• • 000.0• 0000 0000•• • Certificate of Independence FL0021 R3_CQt ICC ladeoeddrnceXkdr adf •••••• 0 i**40: i — 0.00 0000 • Referenced Standard and Year(of Standard) Standard 0••••• Yes••••0 •0.••• AF&PA National Design Specification ••0••• 200; •• 00 00 00 •• ASTM D1761 ••0000 2000•i••0 ••••�• ASTM D7147 •••••• 2005 • • ••••00 Equivalence of Product Standards • • 0 i••••i Certified By 0.0• :090 • • 0000 http://floridabuilding.org/pr/pr app dtt.aspx?pamm=wGEVXQwtDgf7enlm9An9zB7dZ8... 6/13/2012 * • t - Florida Building Code Online Page 2 of Sections from the Code Product Approval Method Method 1 Option C Date Submitted 02/22/2012 Date Validated 04/25/2012 Date Pending FOC Approval 04/30/2012 Date Approved 06/11/2012 Summary of Products Go to Page >� Page 2 15 Eliadel Number or!tame esa'I n 1.0 e1tlsa4-3 Its orUsa on Instructions Approved for use In HVHZ:No "21 R3 ii esr1881.odf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC 2mpact Resistant:N/A Created by Independent Third Parry: Design Pressure=N/A Fvaluation Reports Other:Product Deleted. 1.22 ttUS26 HUS26-2: SIatK Nan joist nits of lice inguitathm instructions Approved for use In HVHZ:Yes FI RAY ki II AE esr188l.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A ftatualillon Reports Other.Subject to toads and installation instructions FLO21 R3 AE AE esr188L.ndf timed in report ESR-1881. 21.23 us3s- ant Nan 301SUEAM Limits of Use dation InsiruWons Approved for use In HVH2:No FL821 R3 U esrl Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressures N/A IlvalluatIon Reports otdfOZ:ther.Product Deleted. 1.24 HtJs2i#-2 ant Nab Joist. Lhnfts Of use Installation instractic" Approved for use in HVHZ:Yes X21 R3 It esr1881. Approved for use outside HVHYes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evioustleft R"Orts. . pAppieved :Subject to toads and Installation instnretlons J�, 23 Ash t$$�. f d In rt ESR-1881. U" station instructi`cn s for use In HVHL:No FLO21 R3 U-esr1881.ved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC ct Resistant:N/A Created by Independent Third Party: • Design Pressures N/A atuatioir Reports • • other.Product Deleted. • • •• • •••••• • 21:.26 JtWULO fon3bL9t Hw.,tw •• • • •• •• mita of Use. trtstbfttlm instructions •••••• ••• •••••• Approved for use In HVHZ:Yes FL821 R3 U esr188Ladt • 00* • • Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LU •••••• Impact Resistant:N/A Created by Independent Third Party:•••• • • • • Design Pressure:N/A Evaluation Reports ••••• • •• ••••• Othen Subject to loads and Installation Instructions FL821 R3 AE esr1881.vd_r •• •• Outlined In report ESR-1881. •••••• • •• 21.27 KS412 Stant tw Joist Hanger •• •••••• • mla:of Use Installation InstruWane • • • • �• Approved for use In HVHZ:Yes FL821 R3 II esr1881.adf • • • • •••••• •• ••• Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC• • • • Impact Resistant,N/A Created by Independent Third Party • • •••••• • • Design Pressure:N A Evaluation Reports •• • �•� g / ep Other,Subject to loads and installation instructions FL821 R3 AE esr188i.pdf •• • http://floridabuilding.org/or/pr app dtl.aspx?param=wGEVXQwtDgti7enlm9An9zzB7dZ8... 6/13/2012 Florida Building Code Online Page 3 of 4 outlined In re ort ESR-1881. 21.28 IFHUS414 Slant Nall 3olst Haaler Limits of Use Instalfatioa Instructions Approved for use in HVHZ:No F-LB� II esrlilllls f Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted. Em- LAgidd"IJ& 21,24 JHUS44 slant Nan 301st Ha Limits of Use Installation Instructions Approved for use in HVHZ:No ELS21 R3 11 esr1881.odP Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressures N/A Evaluation Reports r duct Deleted.t•iUS46 nt Nall Joist Han er Use nstallation Instructions for use in HVHZ:Yes Flr12! R3 i1esr1881.for use outside HVHZ:Yes Verified By:ICC Evaluation Service,EEC esistants N/A Created by Independent Third Party:essure:N/A Evaluation Reports Other Subject to loads and Installation instructions F-LB21 R3 AE esr1881.ndf utlined in report ESR-1881. 21.3! HUS48 Slant Nall Joist H er its of Use Installation Instructions Approved for use In HVHZ:Yes FL821 R3 II esri8Sl.0df Approved for use outside HVHZs Yes Verified By:ICC Evaluation Service,LLC Impact Resistants N/A Created by Independent Third Party: Design Pressure,N/A Evaluation Reports Other:Subject to loads and installation Instructions EW21AE esrl881.0df utilned In report ESR-1881. 21.32 FUS210 Slant Nall 3olst Hanger Limits of Use Installation instructions Approved for use In HVHZ:Yes FLB21 R3 11 esr1881.ndP Approved for use outside HVHZ*Yes Verified By:ICC Evaluation Service,LLC Impact Reslstant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Othen Subject to loads and Instatlatlon Instructions EU21 R3 AE esr1881.edP 'outlined Inre ESR-1881. 21.33 US210-2 11allNati Joist H er imitsof Use Ilation Instructions Approved for use In HVHZs Yes 1 R3 II_esrl$�,odApproved for use outside HVHZ*Yesed By:ICC Evaluation Service,LLC Impact Resistant:N/A ed by Independent Third Party: Design Pressure:N/A ation Reports Other-Subject to loads and installation Instructions Fs 821 R3 AE esrl881.ndf utilned in re ESR-1881. 21.34 ]U5210-3 ant Nall Joist Han Limits of Use nstaliation Instructions Approved for use in HVHZ*Yes Q 8 R3 1i esri881.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressures N/A valuation Reports ••• Other Subject to loads and Installation Instructions FL821 R3 AE esr1881.odf • • outlined in report ESR-1881. • • ••• •••••• • 21.35 5212-2 fent Nall Joist HELM •• • • • • • Limits of Use nstaflation instructions 460099 •••• •••••• Approved for use in HVHZ:No FL821 R3 It esr1881.odf •• ••• • • Approved for use outside HVHZ:N0 Verified By:ICC Evaluation Service,L •••••• Impact Resistant:N/A Created by Independent Third Par !000 •• • • Design Pressures N/A valuation Reports ••••• ••• • ••••• Othen Product Deleted. • • 22.36 US212-3 ant Nall Jai Hanger • • • •• •••••• Limits of Use ns:tailation Instructions • Approved for use in HVHZ:Yes FL821 R3 n esr1881.odf •• •: •• Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service+LLC • • • •••••• Impact Resistants N/A Created by trxlependent Third Part: ••• •• • • Design Pressure:N/A valuation Reports • ••• • •••••• Other.Subject to loads and Installation Instructions FLO21 R3 AE esri 1.odf •• • •• • • utiined in re rt ESR-1881. • • ltttp:llfloridabuilding.orglprlpr app dtl.aspx7param=wGEVXQwtDgti7enirn9An9zB?dZ8... 611312012 � ' s Florida Building Code Online Page 4 of 21.37 US214-2 Slant Nall Joist Hanger Limits of Use installation Instructions Approved for use In HVHZ:Yes FL821 R3 II esr18BIxdf Approved for use outside HVHZ:Yes Verified sy:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design pressure,N/A evaluation Reports Other-Product Deleted. 21.38 US214-3 Slant Nall Joist 2ser Limits of Use installation Instructions Approved for use In HVHZ:No FL821 R3 U esr1881.a1f Approved for use outside HVHZ,No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by independent Third Party: Design Pressure,NIA Evaluation Reports Other:Product Deleted. 21.39 PUS24 Slant Nall Joist Han er Limits of Use Installation Instructions Approved for use in HVHZ:Yes F1,821 R3 II eiVINI.odt Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Subject to toads and Installation Instructions F1821 R3 AE_e rs 1881.atf Wined In report ESR-1881.Requires supplementary onne:ction to provide minimum of 700#uplift for use In VHZ. 821.40 13US24-2 Slant Nall Joist Hanger Limits of Use Installatton Instructions Approved for use in HVHZ—Yes FL821 R3 11 esr1881.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressures N/A Evaluation Reports Other.Subject to loads and installation Instructions FLB21 R3 AE esrISSIAn Jf Wined In report ESR-1881.Requires supplementary onnection to provide minimum of 700#uplift for use In vna. Go to Page 0 0 0 Page 2/5 0 0 seek F— �� contact us Priam!840.487.1824 The state of FhWa is an AA/8E0 emomyor.COWMAMMBIR :: + ::aerwrd Statement Under Florida law,a-malt addresses are puede records.It ytw do not-waM youre-mail address rammed M resporse to a pubiK-reeds request,do not send ewcbwk ma8 to ttNS andty.rnstead,collect the omce by phom or by mmirdonal rnak.if you have any quaSwns reprHtng 138ft s ADA web aaasstbw Please contact ow Web Master at Pnmkm*Approval ACCepto scvurfivut r uaK+r. .iAllL.! 4040•• • • 4040•• 4040••:• 4040 • 4040•• 4040 4040•••• •0•• • 4040•••• • 40400000 • • • 4040•••• 4040+• 40400• • • 4040•• 00.0 0040•• 4040•••• • 400 00.00 • • • • • •0 4040 4040•• ••••:• 4040•••• • • • • • • 0.0400• 4040•••• • • • •00.0• •• • 40*00 • • • •••• http://floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgti7enlm9An92B7dZ8... 6/13/2012 5PACE M1OUpqvHANG)556GHAR1Ta OMME �na+�s1�1 FaslanerSeAeebtM�6 Armloads(LIM.:4 ..' Hader. Jei4 1F-1.194► FNor Roof upwCode j"810 St"A Ne. Ret Ne OMNI w `H 1 0 A Mrdl dam:`' IN% 116% 1267. 1604E Rai JL24 LU24 20 1-9n6 3 1.1/2 ISMS 4 1 101 2 10dxi»12 45S US 570 2455. 20 IMO 3 1.112 ISMS 4 i6d 2 lodx 112 us 625 680 245 F30.R5 __ 18 1.9118 3-iB 112 - 4 tOdHDG 2 iOdx 14#2HDG 456 535 5o 290 IS 1-SMS 34M 1.1/2 - 4 186HOG 2 10dxl42HOG SS$ 816 610 20 2x4 AIS24 L.US24 18 1-SMB 331/8 144 / 4 10d 2k1od d 855 750 820 510 5. JUS244W 15 1.9118 3-U8 1.3+4 1 4 NiW= 2W. 655 750 M $10 FiS.R13 StRQ4 U24- 16 1-6116 3-1/4 2 1.3116 4 10d 2 -12 � S38 580 360 S.F20. 16 1-9116 3.19 2 1-3118 4 l6d 2 -112 550 635 690 360 R12 H025 HU26 i4 1.2/t6 312 2 1-118 4 16d 2 -U2 565 650 705 290 S F Am 4314 1-1R '15118. 8 141 4' 12 8&i 785 .855 486 S. 2 19116 43/4 1-12 15118 8 Od 4* -12 815 940 1020 465 F30,R6 '. 188. :4.12 1-12 -- S todHDG 4 1OdX1=ltt 8184 S00 870 730 Ii.F32 18': 1.9118 "'4-iR 1-112 - 6 18dHOG 4 10t>tt12t63G: 830 960 1021 730 Jll326 Ltl f8 I-MS 4.1 1-314 t. 4 104. 4 `10d", . 850 975 1060 1115 g F15 R73 JUS28-0C 18 1916 :4.13115 I-M ' 1 4 MiD= 4 M1000C 850 978 1060 1115 -- fod fTBS 1475 1S5 855 n F32 2x8 i8 f9t10 `51116 2;' t `,.,5 :t $' StM, U26. 18 1911 5-142' '13116 _`8 104 4 iOd'1 800 670 7� 5.F20. 16 1-&16 SUS 2: 1-3116 0 16d t' tOdz-1R; 8� 950 10 T2S R12 Htls?6 t1U528 18' 1-518 ,5711$ 3' 2 14 'l80' "SO O l 2635 3030 3216 19Z 5,FiS, Ri HD28HM 14 IM6 7Pr7T 1.12 4 1Bd 2; IN 1-12 ws 650 1 7a 290 S.F30. H028 MM 14 .19118 5114 s.2 t-116 "S P1tid 4 ` °:a00x112=: 1130 1295 1410 M RS .5.16 W26 2O t-8M6 4314 1.12 ISMS 6 101 4 100x1-12 685 m 1 866 465 S, 20 i-9M8 4314 1-12 15115 6 IN 4 10dx 142 815 940 1020 486 F30.R6 LW-TZ LUC28Z 18 1.9118 4.12 1-12 - 8 iOdHDG 4 10dxi42HOG 695 ON 870 730 21 F32 18 1-9115 4.12 142 - 6 16dHDG 4 l0dxi-12HDG 830 ON 1035 730 An Uri 20 1.9116 611 1412 MIS 10 lod 6 101x1-1R 1140 1295 1295 m S. 20 1.9116 6.318 i-i2 15MO 10 i6d 6 iOdx 1-12 1360 1565 1700 8i F30.R5 Jf.25F-R - 18 1-9MS 6416 1412 - 8 fOdWG 4 10dx1-12 HOG 930 1005 1160 730 21, 18 1.0116 6.118 1.12 - 8 1&It8)G 4 10dx1-12 HOG 1106 1215 1215 730 F32 JUS28 l US28 1S 1-9116 44318 1344 1 4 lad 4 tod m 975 1 1060 1116 S. M26-M -- 18 .1.9118 4.13116 1-314 1 4 N10GGC 4 NIOC-M 850 975 1060 1115 F15. 2 x 8 JUSZa LUM 18 tA118 6M 1.314 1 6 i0d 4 Iw 1075 1236 1345 1115 RM JUS284C 18 1-9116 5518 1.374 1 6 NiOC-GC 4 NIMM 1075 1236 1345 1115 X26 m1828 18 1-9115 51/16 2 1 8 10d S 10d 1 1415 1�8 ON 21, 391ST MUS28 18 1-9018 7-1118 2 1 8 10d 8 101 .1710 IWO 2140 MO F32 SUH26 U26 16 1-Sf t6 SUS 2 1.3116 6 104 4 101 x 1412 995 800 870 725 18 t9M6 5i18 2 i-3716 6 i6d 4 101x1.12 S30 OM 1035 725 F� SUM28 _- 16 1-9116 8518 2 1-3ti5 8 10d 6 10dxf-12 S30 1065 1160 O00 R12 16 1-9118 SM 2 1.3118 8 16d 6 10dx 1-12 1105 1270 1300 800 HUS25 HUS26 18 1-58 57/16 3 2 14 16d 6 /6d 2635 3030 3295 i925 5,F15, HUM HU828 16 i-54 7-3M6 3 2 22 16d 8 16d 3.970 4345 4345 2575 R13 HM HU28 /4 1918 5.114 2 1-U8 S 16d 4 10dx 1412 its 1295 1410 730 S.F30.R5 HO2t0 HU210 14 1-2116 7.3118 1 2 i-14 12 16d 4 100x1-12 1680' 1945 nf5 rA 20 1-9116. "8318 1.1P3..151t6 10 '104 6 10dxf+12 1140 12061296 80 S. An LUX20;` 19118 83$ IA& t5M6 ".10 1841: 8 10dxf•1Q 13� 15� 1700 886 F30.R5 JiWJZ /8, .t-9116 $418 b12 E ft 4 t�zt-U2t�G: 91 1� ttw 7� 21.F32 15 -1918 $-IS MR - $' 1Bdm,+ 4''' .fagg-121$7G- 11th 1215 1215 730 5210•, tu2t6 : 20 t TB I BU4 ;blR 15118 :14 iOd` 8 . 10diti lR':'< iwS I= 1878, 1085 5 ZD<:: .1911$ 8.1 •. .1-V2 .15116 14 -164' 8 ..10dkt-V2 1905: 1911 19&4 1098 FA,R5 52f0�7Y, tUC21OZ 18 .19116 '8.114 IKU2 It ='f0M 6 . INX144RX, 1275 1465 ISS 1095 21. 11 - Is, t- :1-112 �.. ;t?` 'f 6:. 1 12HAG<_ 1520 1745 1900 iO96 F32 ••• JU 6US25 15 .1416 6.615 .4314. t 6. tOd 4 IN ion 1235 1348 1113 0. Poo* • ••••o• 2z 10 51828l3C:' t6° _i-$tt6' 6918 '1314 I 6' N10GGG 4 N10C•GC:." 10'75 ins 1345 1116 Fi5, e•e• • JU5210::' 1US210' 8 1911 744 i-314 8 :``1 10d 1306 1500 1630 15 • • mum- 1 '.,19118 '7-314 'i.f 4 f $ N10CGC 4 M10GGCI 130b 1550 1830 •1116• R13 • N •••••• �r t$' 19Ms �t , ` 2 $.. toa 6' iod - i7i0 taro 2t� n F32 • • • sms __ 16' e ' 2 1116 - $' i0d 6 104x1-i02 930 1055 1180 800 g 000 •••• , . 16 1-9M6 . 1 2 13116 0 106 ^S: 10dx 112. 1160 1335 1450 011 • • Y 6606 0 ••�••• SUMS: 0210; t6 1.9116 2 t-3M6 .10 .- 16d' S 10dx1-102;, 1380 1568 1T1b •• ••••• HU a8'7 1-9'8'lm `7:=1 3 2 22 16d 0 iBd '' 3970 4345 4345 2910 5,F15,• • • 4518214 HU8210 15' 1 93116 3. 2 30 1Bd o 164. $310 5610 5510 Rt3 be** ••••.• HDnO HU210 14 IMS, 13116 : '2 1.14 , 12 iBd: 4 1Odx 1-12: iM 1945 2115 0 074 S Rb • •• ilLhmbedstnawbean reaeed6046rorwep4 raMunk Inafk.ro5xemk1creaaesrtatbeDeffr . • • • • 09000• 21 AdWw=nA embe elm be 1.12 for 10d axl N10C-GC nab i4G fm 16d and N16CGCte.rA *0900 • • 31t8da s10.148d9.x3-114 lw4mwbemWat0.54cfOreakloadwbnl6daamnormaesaedlNd. 0 •9•••• 44FotJUSatalHUShaxtas Nmttatbednda30'945at�6xarxttnbteioiaarfnmehdoOrehaalmtoad�uetlnembtebeds 5)WS3 Wood Sam are 1-1/4 x 3 Ww and are OUfnwiMHaaas ••�� • ;�`> •900 • • 61 NW-l8d x 1-12 nabs are 0.148 6a.x 112 Wm lOd end NIW,=nabs ae 0.148 da it 3 Wa,i6d and NISC.GC naris ae 0.162 da x3-1/2 Fria •0• Af woodudsorupdatedmdwtmbmdoaedestOaWtenmOWL 1-800-328-5934•www.USPconnectors.com continued on next page Florida Building Code Online Page 1 of 4 SCIS home Lae;n user ReeisaatW Not Topics S submR Swti+arse Stats&facia pubttcattm� RBC Staff' aq5 5Re Map t«cs search BUs�C1Es /� Pro essinal Product Approval �egi_,ialbll USSR_ �lY uitW" GY�tiRoduct AMMM21 Mew>Pf or si•;:!....MO SUI > >RPPHCeNmk 000 FL g F1817-R3 Application Type Revision Code Version 2410 r^ Application Status Approved Comments Archived Product Manufacturer United Steel Products Company Addmss/PhorWEmail 703 Rogers Drive Montgomery,MN 56069 (952)898-8772 rswanson@mli.com Authorized Signature Rex Swanson rswanson@rrdi.com Technical Representative Todd Grevious,PE Address/Phone/Email 14305 Soutlunn Drive Burnsville,MN 55306 (952)848-8651 0000 tgrevious@gibraitarl.com • • •••••• •••••• Quality Assurance Representative Chad Becker • • •••••• •••• •••••• AddreWPhone/Email 703 Rogers Drive • Montgomery,MN 56069 •••••• • • • (507)364-7333 •••• •••• �••••� cbecker@mll.com • • • • •••• •••• ••••• •••••• • •• ••••• Category Structural Components •••••• ••i••• •••••• Subcategory Wood Connectors •••••• • •• Compliance Method Evaluation Report from a Product Evaluation ET�tity •• •••i• :••••; Evaluation Entity ICC Evaluation Service,LLC •0*0 0000 Quality Assurance Entity PFS Corporation Quality Assurance Contract Expiration Date 12/31/2015 Validated By Terrence E.Wolfe P.E Validation Checklist-Hardcopy Received Certificate of Independence FL817 R3 C2 I1CC indecende►ue.c�*-ndf Referenced Standard and Year(of Standard) Standard Year A.F.AND P.A.NDS 2005 ASTM D1761 2000 ASTM D7147 2005 Equivalence of Product Standards Certified By ltttp:/ifloridabuilding.org/pr/gr appdtl.aspx?param=wGEVXQwtDgvuK%2bkWe185D°/a... 6/13/2012 r , f Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Method 1 Option C Date Submitted 02/22/2012 Date Var:dated 04/25/2012 Date Pending FBC Approval 04/30/2012 Date Approved 06/11/2012 _....__.. ........._.............. _ .__._---_.... ......... ..__................-.....__.... _._.___.._._____..___......,..-� (Summary of Products t Go to Page d Page 1/4 O I'L 114"olk Humber or Name IDescription 17.1 ISN264,BN284 Breakfast Nook Hanger Limits of Use Installation instructions Approved for use In HVHZ:Yes FL817 83 IT esr1465,odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Panty: Design Pressures N/A Evaluation Reports Other:Requires supplementary connection for minimum FL817 R3 AE esr1465.ndt t7013*u ift for use in HVHZ. 17.2 CMSTCI$ ILED STRAPPING mits of Use nstallation Instructions pproved for use In HVHZ:Yes FLB17 R3 iI esr1465.pproved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC mpact Resistasrts N/A Created.by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: EWIZ 93 AR WAAGLW 17.3 JDSC4LDSC4YR, DRAG STRUT CONNECTOR Limits of use Installation Instructlone Approved for use In HVHZ:Yes FLB17 R3 it esr1465.odP . • Approved for use outside HVHZ:Yes Verified By:ICC Evaluatton Servtce`LLC••• 016 •••••• Impact Resistant:N/A Created by Independent Third Party:** . • •• •• Design Pressure:N/A Evaluation Reports •00:•• 000 •••• • Other: E 17.4FH220 Ft212 ormed Seat er • • •••••• Limits of Use Installation Instructions •• • • • Approved for use in HVHZs No K817 R3 It esr1465.cdP •0000• ••• •• ••••• Approved for use outside HVHZ:No Verified By:ICC Evaluation Servicevt�.9••• • • ••:••• Impact Resistant:N/A Created by Independent Third Party. • • • • • Design Pressure:N/A valuation Reports •• •• • • 000000 Others Product Deleted • • 17.5 [FH214 Formed Seat Ha • Insks of Use Installation Instructions : • •• Approved for Use In HVHZ:No FL817 R3 H esr1465,mr i ••• i••••i Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LIC • •• • • Impact Resistant:N/A Created by Independent Third Party: .•• Design Pressure:N/A Evaluation Reports Other.Product Deleted 27.6 IFH26 formed Seat Hanger Ulnas of Use Installation Instructions Approved for use In HVHZ:No FL817 R3.Ii eir1465.odf Approved for use outside HVHZ:No Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other.Product Deleted 17.7 IFH28 Formed Seat Han er mite of Use Installation Instructions Approved for use In HVHZ:No FL817 R3 ti esr1465.odf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistants NIA Created by Independent Third Party: Design pressure:N/A Evaluation Reports Other.Product Deleted 4 r f 17.8 IFHD210 lFormed Seat Hanger as of Use Pnstallation.Tnstrucdons http://floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgvaK%2bkWe185D%... 6/13/2012 r , Florida Building Code Online Page 3 of 4 Approved for use in HVHZ:No F.l817_ A3 II-asr1465.cidP Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A evaluation Reports Other:Product Removed. 17.4 formed Seat MM Limits of Use Instructions Approved for use In HVHZ:No FL817 93 11 esrs4Modf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Removed. 817.10 M2214 Formed Seat Wass, Limits of Use Installation Instructions Approved for use in HVHZ:No FLA17 A3 II esr1465.odf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other.Product Removed. Utz 1 83 69 9WIMMIN 17.11 FHD28 Formed Seat H ct mils of Use Installation Instructions Approved for use in HVHZ:No 11817 R3 11 esr1465.ndf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other.Product Removed. BA17,19 69 17.12 FH02S Formed Seat klasiger Limits of use Installation instrwxions Approved for use in HVHZ:No FL817 R3 It esrI46.5,pdP Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports r herProduct Removed. 83 A9 RAWAIM9.13 Ffct F7CIF R TRUSSIts.of Use stolladion Instructions •0•proved for use!n HVHZ:Yes FLBi7 R3 II esr1465.oproved for use outside HVHZ:Yes VerifiedBy:ICCEvaluationService,OLLC0pact Resistant:N/A Created by Independent Third Party:•• • • 0• • Desi Pressure:N/A Evaluation R • Design sports 0000•• ••• 0 0000•0 Others • 17.14 IFTCZFTC2F fr=R TRUSSCLIP 0••••• • 0 • Limits of Use installation Instructions 0 0 • • Approved for use in HVHZ:Yes FL817 R3 I1 esr1465.odf 0000 • 0 •0••0 Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,k**••• • • ••i•• Impact Resistant:N/A Created by Independent Third Party`••0 0• • • •••••• Design Pressure:N/A Evaluation Reports 0 Other: •0 0.0 0 • • 17.15 FTp2 R TRUSS£LIP 0 • • • 000009 00 mits of Use Installation Instructions • • • • • Approved for use In HVHZ:Yes FL817 R3 L esr1465.o Approved for use outside HVHYes Verified By:ICC Evaluation Service,LLC 0 •• • • Z: Impact Resistant:N/A Created by Independent Thins Party: •• Design Pressure:N/A Evaluation Reports Other:Subject to loads and installation Instructions 11017 93 AE fzI465 exit ut" In report ESR-2756.Requires supplementary on to provide minimum of 700#uplift for use In VHZ. 17.16 32-2 TRUSS CUP of use stattalion Instructions Approved for use In HVHZ:No ELS17 R3 r esr14 5.odf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted 7 f 17.17 rGTIJ40,GTU80 GTU100 WTruss Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL817 R3 R esri S.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports http://floridabuilding-org/pr/pr app_dtl.aspx?param—wGEVXQwtDgvaK%2bkWel85D%... 6/1312012 Florida Building Code Online page 4 of 4 Othen ulz 83 Ac womm 17.18 jHGA10 Hurricane Gusset Angle Limits of Use installation instructions Approved for use In HVHZ:Yes RB17 M-11- 1465.Ddt Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other. 17.19 jHHCP2 URRICANE SEISMIC ANCHOR mita of Use Installation Instructions Approved for use in HVHZ:Yes FLBt7 R I It "x1465.0 Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party. Design Pressures N/A Evaluation Reports Other: UIZ BA 49 WA" 17.20 1HIC26 IP-)ACK Manger Limits of Use Inswitativin,instructions Approved for use in HVHZ:Yes Verified By:FCC Evaluation Service,LLC Approved for use outside HVHZ.,Yes Created by Independent Third Party: Impact Resistant:N/A Evaluation Reports Design Pressure:N/A Othen *11!.Go to page Page 1(4 l� Sack Meet Conrad Us :s 194a laoedl fadeaee.Straet_Taaahafl4eefL]21�Phone:840.487-1824 The State of Florida is an AVEW emPloW.t..a..w._hr 3002.m10 eta of Franda.;;PrivatV Statement::AccaSSWItV Statemant:: under Flonde law.e-mail addresses are puWk records.if you do not want your e-mail address released In response to a putdiarecords request,do 00 send electronic mall to this emity.instead,contad the office M phone or by traditional mail.tf Vila have any questions reltarding CBPR's ADA web accessibility,please contact our Web Master at wohautaraBrihnr.ata+�a.�_ Product Approval A•tepa n e••• • ® • • • 0000 •e•e•• •• • nee• • •see•• 0 e0e e000e• • •ecce• • • • •see•• ••ee ecce • • ••e• •ee• •see• • is •ecce• • •• •e••e e• e• 01.9 eee••e• •00.41• • • • • e e 000.00 nee••• • • • • e • • • ••see• ee • 0000 • e • e• e http://floridabuilding.org/pr/pr app dtl.aspx?pararn=wGEVXQwtDgvaK°/D2bkWel85D%... 6/13/2012 p t 01, __4 _ °'—A'� Typical HHC Typical HJHC Typical HJCIHTHJ Installation top view installation top view Installation top view fi sl ) r #'�., h s��I �✓f i �} x'a; Y � , i � fj 1d x n..,�Y � . 6N" 031/4" L 5�IBa �� 15" 5—. � � l!4' 10 V2" 1,5 Il4" HJC HTHJ HHC HJHC " Fater SdWW Altowable Loads 4JWf Cwft uemiwi Cued Member Dr-L t SP S-P-F USP% Steel H Per Hip Wed. Roar Rant Fbor IRod_; Cade Stodt foo. Re/No. Gaw Type ft ft7 100% 115% 125!6 160% 100% 11591 125-% 166% Rd •••• LTH", • • 2 x 6 right1 bft KCSTHJA28, 12 5-318 16 16d 5 7 10d 2385 2740 2980 1840 2065 2375 2510 t •10. •••• ....•• • 612 sees • • • 2 x 8 rl�t!left HJC28 -- 12 7-1/6 20 16d 6 8 tOd 2980 3425 3W5 1840 2560 2945 •••• **Goo* 2x64etmbal HH=I LTKIAK A 12 5.7/16 20 l6d 5 — 10d 2980 3425 3505 1015 2580 2945 2946 • • • • • sees 2x BbrOW HHC28 — 12 13116 24 16d 6 -- 10d 3505 3W5 3505 1840 2945 2945 1 2W j30 •••••• • • 2 x 6 Mrtntna! I HJ4C26 12 5 7416 20 16d 5 2 tOd 2980 13425 3505 1840 2580 2945 2945 •••• • ••• 2x84erminaf I HJHC2812 7416 24 ted 6 2 10d 3505 360 3505 1840 2945 2945 • • -- e1Q i sees • ••• 2x6temdnei HTFU&iq LTUA 18 1 5 16 16d 1 5 166 2190 2520 2740 1790 1870 2155 2340 •••• • •••• • t)Uplift loads ham been 6xxeased 60%Bor wind a seismb beds rq Ux6set increase Shag be pemdtted • so:*: • • 2)Loaftp*0edfor tMtoad ofNoIlack emada • e 3)Wow nwQwerebt-W for 16dnabs. • • i•••i• •••••• 4)NAILS:10d nfs are 0.148 dia x 3 bm 16d naUs are 0.162 dia.x 3.12[on • • • • • Hew,produce updated product inkxmaSgn are desigtaFed M red ford e• • •••• • • • sees HJC Specialty Options Chart ." 0Pbrt Kip TnmShm 6 .r Rww 304a60 E $( '• � Agowabb4.oada 100%o4t�rlebad Add SK,mo d ho ��Varies orQerhtg' tegtmed,aWOdudmxnber nax.width .y 4" Ex WC26•SM Typical HJC(skewed)installation HJC(skewed) with alternate skew angle top view 1-800-328-5934•www.USPconnectors.com USP2241-131 � a p 3 shefar �, Tfi' 25- Q O Sys Z� yP. Vr;F✓��jry c+ev1 i i THGB THGBH THGW MIN.2x6THGB �. •..' : .... .• MIN.WTHGBH •••• •••••• * BLOfUNG 2x8 MIN. • AND BOLTS .... :....: •� MAY BE ,+j '....• ..... • �r • ADDED FOR •• •••••• ADDITIONAL n ?� • 1t/�ry,' -�� .�� •••• •••••• V.YFr fig. • •• r Y 1TrW(MAX. BOTMIVI r. CHORD s41 6 a. DO" ` Typical THGB2 Installation Typical THGW Installation Figure 8 THGB I THGBH I THGW HANGERS Page 14 of 19 Simpson Strong-Tie it •a 1 B TABLE 7–THGBINGSHITHGW ALLOWABLE LOADS AND DIMENSIONS Fasteners Length of Southern Pine Allowable Loads Model No. Width Carried Carrying Fastener in D" , 111 Floor Snow Roof Wind Members Mernber Member (160) (100) (115) (125) (160) 10-10d 3 6320 7265 7900 8425 THGB2 3 '118 and 4-V4"MB 412 8010 6740 7750 8425 8715 2-'4"MB 6 6740 7750 8425 8715 10-104 3 6880 7910 8600 8675 THGB2 3 'Ile and SDSax32 41/2 8010 6880 7910 8600 8675 2-'V4"MB 6 6880 7910 8600 8675 10-10d 3 10010 10010 10010 10010 THGBH2 3 s/�s and 8-314"MB 41/2 8010 10010 10010 10010 10010 2-V4"MB 6 10010 10010 10010 10010 10-104 3 6320 7265 7900 8425 THG133 415116 and 4-3/4"MB 41/2 8010 6740 7750 8425 8715 2-3/4"MB 6 6740 7750 8425 8715 10-10d 19- 3 6880 7910 8600 8675 THGB3 . 415116 and SDS%x32 4112 8010 6880 7910 8600 8675 2-'/4"MB 6 6880 7910 86D0 8675 10-10d3 10010 10010 10010 10010 THGBH3 415/16 and 0/4"MB —4 U2 8010 12000 1Z000 12&*'* 12 2-V4"MB 6 12335 12336' 12335•1 12335 . At,�`ys"..:: > 'rrtT `'`' t' cn i'.�:.:�, ":tsar 1 to °'C-',i ri .. i�xs'Y r'o 3� FttR' a ,M�',u". lx " wr ;:*i. °' • 10-104 3 6280 7229•• 7850 • 8375 THGBH4 6 9/1B and 4-3/a"MB3 41/2 8010 6720 77M" 8W* . 871*5 ' 2-114"MB 6 6750 7Z§Qesj87 • • 10-10d 3 9326 9585•• 9"94* 956ti... . THGB144 6 '/16 and 0/40 MB3 41/2 8010 8565 w8:91 9565 ' 9565 • 2-'/4"MB 6 9565 &5 8986•• • 9585•• • • 10-10d 3 100101&hgwe 1001Q... 1003600 THGBH4 6 s/18 and 014"MB 412 8010 13400 14050 14eW• 14050 2 Y4"MB 6 13455 14050 14050 14050 THGW3-3 10-10d 4112 21830 21830 21830 21830 414/18 and 8-3/4"MB 8010 THGW3.4 2 s/"MB 6 21830 21830 21830 21830 THGW4-3 10-10d 41/2 24165 24165 24165 24165 THGW4-4 6 s/1s and 8-3/a"MB 6 8010 24165 24165 24165 24165 2-Y44"MB Notes: 1. Allowable loads are governed by either test limits or calculations with no more than 33%load duration increase on the fasteners for earthquake or wind. No further increase allowed; reduce allowable loads where other load durations govern. Allowable loads do not include a steel stress increase. A 2 ply minimum truss is required. To achieve maximum uplift, install nails and bolts as listed In the table. If only 10-104 nails are installed to the carried member,the allowable uplift is 1960 lbs for So.Pine and 1625 lbs.for Spruce-Pine-Fir,and the down loads will be as listed in the table. SDS%x3 must have a minimum of 2 ply member. 2. Bolts must be Installed symmetrically when using less than 8 bolts on the 8-bolt back plate. 3. Loads for THGW models are based on end grain bearing. Page 13 of 19 Simpson Strong-Tie A, r ► ' • y o 9 � c • SIM200802 Used for Florida State Wide Product Approval # FL11468 Products on this Report which are aporoved: Product FL# Product FL# Product FL# Product FL# HGU5.25-SDS 11468.1 HGUS26-2 11468.7 HGUS7.37/10 11468.13 MGU3.63-SDS 11468.21 HGU5.50-SDS 11468.1 HGUS26-3 11468.7 HGUS7.37/12 11468.13 MGU5.25-SDS 11468.21 HGU7.00-SDS 11468.1 HGUS26-4 11468.7 HGUS7.37/14 11468.13 MGU5.50-SDS 11468.21 HGU7.25-SDS 11468.1 HGUS28 11468.8 HHGU5.50 11468.14 MGU7.00-SDS 11468.21 HGU9.00-SDS 11468.1 HGUS28-2 11468.8 HHGU7.00 11468.14 MIU1.56/7 11468.22 HGUQ210-2 11468.2 HGUS28-3 11468.8 HHGU7.25 11468.14 MSCPT2 11468.23 HGUQ210-3 11468.2 HGUS28-4 11468.8 HHGU9.00 11468.14 MSCPT2-2 11468.23 HGUQ210-4 11468.2 HGUS3.25/10 11468.9 HHUS210-3 11468.15 MSCPT2-2N 11468.23 HGUQ26-2 11468.3 HGUS3.25/12 11468.9 HHUS210-4 11468.15 MSCPT2N 11468.23 HGUQ26-3 11468.3 HGUS410 11468.10 HHUS5.50/10 11468.15 THA426 11468.24 HGUQ26-4 11468.3 HGUS412 11468.10 HHUS7.25/10 11468.15 THAL216 11468.25 HGUQ28-2 11468.3 HGUS414 11468.10 HUCQ1.81/11-SDS 11468.16 THAR218 11468.25 HGUQ28-3 11468.3 HGUS46 11468.10 HUCQ1.81/9-SDS 11468.16 THGB2.••••. 11468.26 HGUQ28-4 11468.3 HGUS48 11468.10 HUCO210-2-SDS 11468.16: .'h4GB3 '•" ff4 .26 HGUQ410 11468.4 HGUS5.25/10 11468.11 HUCQ210-3-SDS 11468.16 : .*GBF�::• 11j%26 .... .. ...... HGUQ46 11468.4 HGUS5.25/12 11468.11 HUCQ310-SDS 11468.17...:7NGBH3 %1468.96 HGUQ48 11468.4 HGUS5.50/10 11468.11 HUC0410-SDS 11468.17 •••THGBH4o•.. VC98 26 HGUS2.75/10 11468.5 HGUS5.50/12 11468.11 HUC0412-SDS 11468.17 •••THGQ2-SfX1r3 *V&J7 HGUS2.75/12 11468.5 HGUS5.50/14 11468.11 HUC05.25/11-SDS 11468.17'•:*n4GQ%S= ?1"4'88:27 HGUS2.75/14 11468.5 HGUS5.62/10 11468.11 HUC05.25/9-SDS 11468.17•• :jjiGQHd-WS3 ff 27 HGUS210-2 11468.6 HGUS5.62/12 11468.11 HUCQ610-SDS 11468.17: -7jiGQFj3-SQS3 114jq•;7 HGUS210-3 11468.6 HGUS5.62/14 11468.11 HUC0612-SDS 11468.17. THGQaW83 11468.27 HGUS210-4 11468.6 HGUS6.88110 11468.12 HUS1.81/10 11468.18 ••'T;iGW3-3.-••• 00918 HGUS212-3 11468.6 HGUS6.88/12 11468.12 LGU3.25-SDS 11468.19 THGW3Jr• 11468.28 HGUS212-4 11468.6 HGUS6.88/14 11468.12 LGU3.63-SDS 11468.19 THGW4-3 11468.28 HGUS214-3 11468.6 HGUS7.25110 11468.13 LGU5.25-SDS 11468.19 THGW4-4 11468.28 HGUS214-4 11468.6 HGUS7.25/12 11468.13 LUS310 11468.20 THJU26 11468.29 HGUS26 11468.7 HGUS7.25/14 11468.13 LUS36 11468.20 THJU26-W 11468.29 SIMPSON s g s a . � SIMPSON STRONG-TIE COMPANY, INC 'K )k 7 ' --- 0 " CORNER SET Cam" AML� PARTIAL POWE LAM TOP CORO CONNECTION No denim Los" •0006• CORNEA JACKS-USP(21 MPS (ACCOROMIO TO NATIONAL OEaIGN SPED) • • 6041* •••••• ra!ACAS -U"13 1 MP3 FON GROUP a 810MBS(&YA) • •• •000 •• 8-0'JACKa-(2)edNAxa # MCOMUCMMAdAa78a(M*Alq • i1�•• ••00 ••••:• r-0'L1CKS-(2)OdMMA I M COMMCM WAS a W La&14" • ._.._"�_^ ._�._. • 1•d'JACKS•(2) LS U3P HANGERS OSS M LCAC$ 410040 •••. • ••• Z (ACCCROINO TO FLORIDA BUMOINO CODE COMAt6Wi 4b"ICFJ OVW • ••• ONTROL.ONIal" • • /2 MP3 HURRWAM CUPsa'b NPL(FT too*)w(8)ea i t�►rf�dA Na 0711%,t'b•• • ••• MIM A.14 CLFSP WITERFtr HANCER■30 b(UPLIPT tGG A#AWASW!(19)Qd NlCt.A)Ro/ •••• Lux"-as • I", sa=07 •••••• •V402)NCL t32avAm •••i• UC2a■1 W!b/J0001b LFT i0711 GMNRO)N!JFS tEd FL 1328 ••••• • 1F."XIMUM ALLOWAELH LOAD& •• • • t 4r vAs CCDM M JACK••1Rt 1/L11011 M70)♦ JACK SI28 ••i• r.srtCO.�a►Pl Wo rC.?fC0 CCAMBR JAC11 7'•0• !'-0' 7d• 1'0' !•i 7AWg1 MMS{ UPUP►(tt79%) i"Al 11!• NAILS NA4a ."43 F•i 1tCK••M Y M1Ra 1100P(121 We 3"�• MA44 NAILS NAIL" II f•0•/ACM-M NMAttA C,CLk4ifG I'WIM29 COR47HR jMK 7•-7 V-4r 74r 1..IV ■or• UPl7lT(,00%) IM•,19,9, 70T• MAAa MA7LM %A" . nv!4Jgw 7W euw GMt79I0IO•VI tett ROD! (125" 200•,799•s W1101 11 01 MAILS NAA& 4AR! I! AYO LGA•'WHEN MIR tN7l lRM►tf0 rC71 WMR At$#AAm0 ANLL i.G•AChOM4 . 721•LUWA/TMM 97CRL*M t.14 PI.AtF.S 5TR83a WCIlFJI•.t .,9•,: • � "'� •� ` �°�•. IOMA•AIGRAOEOfLUMBER LOAO+I+O sM `•� •, (P9P) LL FLCOVA ; 'P( » r-a, 2.4 Nes 1!s TOP 10 MULAIGCOCS Jp�3. AT Y.Cr 2 a• Moi s Boris o 10 ConsultS�t !~`na It< YjU Ct11�3) 't� w.• •. 2■9 407 19 4PAC:M ttee kt0C - ;!� 2' C� afea , FL.330 •gpef 5) 68T' 797•• • TRUSS CONNECTORS tb1AY 14, 2012 TRUSSED VALLEY SET DETAIL TPA-VALLEY-2-190 R Mor-jk,cd:.sWes.Tampa.FL page 101 1 GENERAL SPECIFICATIONS I.NAIL SIZE n3.S'XO.131'.i8d 2.WOOD SCREW a 4.5'WS45 USP OR EOUILIVANT 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. Wak Industries.Inc. 4.INSTALL VALLEY TRUSSES(24.O.C.b1AXIMUAf)AND SECURE TO BASE TRUSSES AS PER DETAIL A RACE VALLEY WEBS IN GABLE END.COMM TRUSS S INDIVIDUAL SS.IGN DRAW NGACCORDANCE WITH THE OA GIRDER TRUSS 8.NAILING DONE PER NOS-OS T.VALLEY STUD SPACING NOT TO EXCEED 48'0.a 8.BASE TRUSS AND VALLEY TRUSS MUST BE SOUTHERN PINE LUMBER. ., ! VALLEY TRUss TYPICAL .f .1 ,� USE TRUSSES P t� VALLEY TRUSS TYPICAL GABLE ENO,COMMON TRUSS �\ OR GIRDER TRUSS *00 �`� L i...._.. o` i I • • SEE DETAIL � � ++,` ' ••, • �••• •0 A BELOW(TYP.) fit. I /�� ! ••• •• •••• • ••• SECURE VALLEY TRUSS �� i �\ ••• .• • . • W/ONE ROW OF 16d �� •• • •••• 0 •••0 NAILS8'O.C. •••• • ••• • • •••••• • •• • ••• WIND DESIGN PER ASCD jPlp MAXIMUM WIND SPEEO.19d t4pH •00..• • 00:0 I MAX MEAN ROOF HEiGW.Pj?jjEET 0 • ROOF PITCH.MINIMU12 MMUM68r12• • 0000! EXPOSUREC •••••• \ I ATTACH 2X4 CONTINUOUS N0.2 SYP WIND DURATION OF LO/j0 INC�EASLs;�.g0 i 000: j TO THE ROOF W/TWO USP WS4S(114'X 4.S y MAX TOP CHORD TOTAL LVAD 050 PSF 0000 • • MAX SPACING-24.O.C. BASE AND V l 1 WOOD SCREWS INTO EACH BASE TRUSS. ( Ak�9 �.• MINIMUM REDUCED DEAD LOAD OF 4.8 PSF ON THE TRUSSES. eiy so .3 �1s*'7+'Y- a s 1 r - r s r - t t s _ a' �a ( • f- - . � :.. "s a s � - GENERAL NOTES NOTES GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RECOMENDACIONES PARA LEVANTAR PA UETES DE TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Trusses are not marked in any way to identify the Lin busses no Brian marcados de n�ngun frlodo que Q i p 10' 3 m or frequency or location of temporary lateral restraint Owtifquelafrecueruiaolocalizacanderestlicdonlateral I i ) Daeon Repeat diagonal bracing and diagonal bracing.Follow the recommendations yaniostre diagonal temperales.Use las recomendadones DONT overload the crane. [� 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 Refer to 151(4.5 m)* every 15 truss spaces 30Y for handling,installing and temporary restraining de manejo instalad6n,restrkr6n y amostre temporal de NO sobrecargue/a gr6a. trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal SCSI-B7***for more ��` I9.1 m)max. and bracing"of trusses.Refer to SCSI-Guide to los busses.Vea el tolleto 2CS1-Guia de Buena Pratt res bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five Information. ��, Y NEVER use banding to lift a bundle. trusses(see below),6)Install bottom chord temporary lateral restraint and diagonal brad see " Good Practice for Handling-Installing,Restraining gang el ManejlZ fnsta/aci6n.Restricribn yAniQ�j�(g4 � �( Vea el resumer SCSI-87*** &Bracing of Meta(Plate Connected Wood Trusses de Madera Conectados can Playas de Metal*** NUNCA use las ataduras below).7)Repeat process with groups of four trusses until all trusses are set pat levantar un pagrA=te. para mess informadon. Tru ***for more detailed information. para infamaddn rmas detallada. A single lift point may be used for bundles of 1)Instate los arriostres de Dena.2)Instate el primero buss y ate seguramente at arriostre de " 1 �/' Truss Design Drawings may specify locations of Los dibuyns de dfseito de los trusses prxderl espekifiror .7 m)and Berra.3)Instate its proximos 4 busses inn restrfcddn lateral temporal de mfembro mrto(Yea permanent lateral restraint or reinforcement for las boa/rzaciorles de restrict 6n lateral pemlar Brie o top chord pitch trusses up to 45'(13abalo).4)Instate el arriestre diagonal de la cuerda superior(Yea adalo).S)Instate arriosbAppy diagonal brace to vertical partrusses up e - parallel chord to 30'(9.1 m). webs at end of cantilever and at individual truss members. Refer to the SCSI- reftrerzo en los miemdas irldJviduales cid buss. Vial la diagonal para/as pianos de!os miembras secundarios para estabilice!os primeros dyer trusses � - 83***for more information.All other permanent hoja resumen SCSI-83-para mess infamaccin. 8 Use at least two lift points for bundles of top bearing locations. AN lateral restraints --_ chord pitch trusses up to 60'(18.3 m)and l- ®WARNING Do not over load supporting (vea abajo).6)Instate la restriericin lateral temporal y artiosire diagonal para la cuerda inferior bracing design is the responsibility of the building rest0 de los diseiros de arriostres pemranentes son la parastructure wun with truss bundle. (vea abajo).7)Repita Este procedimde iento en grupos cuabv trusses hasta que locos las lapped at(east two trusses. designer responsabil lad de/disenador del edifido. let chord trusses up to 45'(13.7 m).Use at least busses ester1 insta/adots *Top chord temporary lateral restraint spacing shall be 10'(3 m)o.c.max.for 3x2 chords three lift points for bundles of top chord pitch 1ADVERTENCIAI No sobrecargue/a and 15'(4.6 m)o.c.for 42 chords. trusses>60'(18.3m)and parallel chord trusses estructura apoyada con By paquete de Refer to SCSI-82***for more information- >45'(13.7 m). busses. Vea el resLmen SCSI-82***para mos informaci6n. INSTALLING - INSTALACION Out-of-Plane ®WARNING The consequences r st improper position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES Tolerances for Out-of-Plane. Otrtot Plumb Max.Sow Truss Length handling,erecting,installing,restraining Puede tusar un solo!agar de levantar pat pa Q place truss bundles to stable and bracing can result in a collapse of the " queues de busses de/a cuerda superior hasty 45' 0 ` RESTRICCION ARRIOSTRE PARA 70D05 PLANOS DE TRUSSES structure,or worse,serous personal injury Y trusses de cuerdas paralelas de 30'o mems. Pure paquetes de trusses en Una posiddn / To/eranclas para Fvera de Plarg. 3/4" 12.5' or gym, a :•. .. Use por to mends dos puntos de levantar con estable• 0 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Length-• Max.Bow D/5O Dint.) 19 mm 3 8 m Q7�E s �i grupos de trusses de cuerda superior indinada (PCTs).See top of next column for temporary restraint and bracing of PCTs. 114" V 7/8" 1a.s' iADVERTENCZAI d resultado de un manejo, hasta 60'y muses de cuerdas paralelas hasta y 6 mm (0 3 m) 22 mm 4.5 m levarltamiento,instaladdn,reshiccidn arrisci re I' Este mdodo de restriction y amostre es para todo busses excepto trusses de cuerdas paralelas Max.Bow Lang. Y :19r t£R 45'Use por b menos dos puntos de levantar inn grupos de busses de cuerda superior indinada tie" 2' 1" 16.7' incorrecto puede ser la caida de/a esbuctura o E +• -s (PCTs)3x2 y 4x2.Vea la parte superior de la columna pard!a resoles ion y aur ostre temporal de PCTs P � � mess de 60'y trusses de cuerdas paralelas mess de 45: � pp �Meir�' o 13 mm D.s m 125 mm 5.1 m , aun peor,hendois o muertots. �,- 1 - $ i 314" 3' 1-1/8" 18.8' is �7 1)TOP CHORD-CUERDA SUPERIOR i Length_� a , Plumb 19 mm 0.9 m) 29 mm 5.7 m A trJ@9 Exercise rare when removing �. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES a litre 1" 4' 1-1/4' 20.8' bands and handling trusses to avoid Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing ng RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Tolerances for I 25 mm) t2 m 32 mm 6.3 m damaging trusses and prevent injury.Wear - � _ Long/tud de Tramo Espaciamiento del Ar►loatn Temporal de/a Cwrda Superior 0 Out-of-Plumb. 1 personal protective �'"`" I 1-v4" 5' 1-3/8" 22.9' pe p equipment for the eyes, Usinga single int at the Up 5 30' feet,hands and head when works with n9 pick-point peak can damage the truss. I 10'(3 m o.c.max. P D/ 3z mm) t 5 m 35 mm 7.0 m 9 ) Tole2rxias gra 50 max n9 (9.1 m) I 1-1/2" 6' 1-1/2" 25.0' so'or less Fuera-de-Plomada. busses. r EI tiro de un sob lugar en el pito pat levantar puede 30'(9.1 m)- 38 mm) 11 8 m (38 mm) 17.6 m hater dairo a/buss. 8'(2.4 m)o.c.max. 1-3/4- 7• 1-3/4" 29 2' }P k?Jf17I M Ublice caute/a at quitar las ataduras 45'(13.7 m) CONSTRUCTION LOADING 45 mm 2.1 m 45 mm 8 9 m o los pedazos de metal de sujetar para evitar dano a 45'(13.7 m)- los busses evenir la henda personal. Lleve sy 6'(1.8 m)o.c.max. CARGA DE CONSTRUCCIISN 2" 28' 2" 233.3' yp' � --� APProx,v2-�I Dir (io3 ori) 51 mm 224 m) 51 mm (1 U1 m el equfpo protective personal para otos,pies A uss length t9 DO NOT proceed with construction until all lateral ,�'t1P`S'ON Use dztkaJ.P at1P Utilice - Taglln• I 60'(18.3 m)- manor y cabeza cuando trabaja inn musses. - f-TRUSSES UP ro 30(s.l m) 4'(1.2 m)o.c.max. restraint and bracing 1s secure! andproperlyin lace. 5 al care in cuidado especial eh -I I 80' 24.4 m)* 9 Y P MaxNmrm 8Lck Heigh Petl TRUSSES HASTA 30 PIES -for Material on True*" windy weather or dins ventosos o cera a NO proceda con la mnsfruccion hasta que Codas las restric- •Consult d Reyisiered Design Professional for trusses longer thdn 60'(18.3 In). near power lines de cables el6ctricos o Attach clones laterales y los arnlosbes est6n colocados en forma Material Height and airports. de aeropuertos. Locate Sjxeader ver 10'(3 m) *Consulte a un Professional Regisuado de Dise&para trusses m& ---- apropfada y Segura. reader bar above or stefbedt D.C.max. de 60 pies. Gypsum Board 12"(305 mm) rae-in roa-in id-height v *** _ DO NOT exceed maximum stack heights.Refer to SCSI-84*** See l BCSI 2 *pa CTLRoptions.de�R for more information. Plywood or ore 16"(406 mm) Vea el BCSI-B2*** Spreader barI_ SPreaaar bar 1rz to -'I �" a' -_ _ NO exceda las alturas maximas de mouton.Vel el resWnen A�p�a� hi files 2 buneles c f vis trues lengBn -' °® * * SCSI-B4***para mos informad6n. • s • • for truss Tagkre Spreaderbar23a Refer to SCSI-63* for Conor k 8"(203m ) TRUSSES UP TO 60'(18.3 m)_� �-- 314 truss Gable End Frame restraint/bracing/ • • �� T TRUSSES HASTA 60 PIES Te Ilne f --- A • 9 HANDLING TRUSSES UP TO AND60'(18.3m) reinforcement information.MANEJO TRUSSES HASTA T SOBRE 6•PtEs -► Pae inelre fu irz sobre resmccArmazones ep�p� � � \ TCTLR � _- Sri�L y+ a 0 Hold each truss in position with the erection equipment until to chord temporary lateral restraint Haarrlos!les veue l r pare nBCS-0 ••s••• po � P p pO ry Hasdales Yea el resumer BCSI-B * 0000 • • • is installed and the truss is fastened to the bearing points. 10"or> ( (S) NEVER stack materials near a peak or at mid-span. • • c Avoid lateral bending. Note:Ground bracing not shown for clarity. NUNCAamontone los materiales cerca de un p/cE.s•• ••+•• Evite/a flexion lateral. 0 Use proper rig- Use equipo apropiado Sostenga sada buss en pos/c/on con equipo de grua bastes que la restrca6n lateral temporal de la Truss attachment • • in and hoisting para levantar a cuerda superior est6 instalado y el truss este asegurado en los soportm Q Repeat diagonal braces for each set of 4 trusses. r ulnad at su s •••••• ••••• ging 9 9 eq ppo ) � DO NOT overload small groups or single trusses. • • a responsible for equipment. ins vicar. Replies los arrisotres diagonales para cada grupo de 4 trusses Section A-A NO sobrecargue®The contractor is r p Pro r9 pequenos grupos o trusses inBiefdudeis. 000090 properly receiving,unloading and storing INSTALLATION OF SINGLE TRUSSES BY HAND 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS M 4N. • the trusses at the jobsite.Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES Place loads over as many trusses as possible. •• • • (i;•!• Coloque las cargas sobre tantos busses tomo w • • e •• smooth surface[o prevent damage. 8POR LA MANO ® ESTRAINT&DIAGONAL BRACING AREEl mnbabsta bene la responsabilidad de ` \�'� a %; _ VERY IMRT NT R posible. 4 •• s recibir,descargar y almacenar adecuadamente 0 Trusses 20 =- a ' Trusses 30' _ �' _ over los trusses en la ob2.Oescargue los trusses en (6.1 m)or " (9.1 m)or r iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL © Coilotiquel/as cargas Isobreblasl Paredewals sopoRantes• • •_'' • la tiers lino pat prevenlr el darTo. less,support less,support at SON MUY IMPORTANTES! Diagonal • ••) _I quarter points. ( bracing CLR route reinforcement ALTERATIONS-ALTERACIONES near peak. � i "�- f Truss bracing not slaws i«clarity. • -' -`. Soporte i" � li Soporte de Truss 2x CLR ®Re er ro BCSI-B5.*** cerca at Pico .:.._ .-- -- los cuartos \ T el resumen BCSI-BS-*** _ ss Member • los trusses Trusses up to AY -► de tramo las f Trusses up to 30' -is. Web members L r dr de 20 pies o I (6.1 m) I trusses de 30 I (9.1 m) I I DO NOT cut,alter,or drill any structural member of a truss unless Z. specifically permitted by the truss design drawl try+• y � DO NOT store NO almacene Trusses hada 20 pies pies o mends. Trusses hasta 30 pies ��- 9 n9 c unbraced bundles vertiralmente los j NO mite attere o perfore ningrin miembro esbucfural de tin buss _ A F • upright trusses suelros TEMPORARY RESTRAINT & BRACING I A a menos que estei espedlIcamente permitido en el dibujo del dlserio Trusses may be unloaded directly on the ground Bottom del muss y at the time of delivene or stored temporarily in RESTRICCION Y ARRIOSTRE TEMPORAL I ( chords Minimum 2 2x Scab block contact with the ground after delivery.If trusses ! centered over splice.Attach JQ�Trusses that have been overloaded during construction or altered without the Truss Man- are to be stored for more than one week,place � a I Diagonal braces to Cull with minimum 8-164 ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. blocking of sufficient height beneath the stack Refer to 9CSI-82***for more Top Chord Temporary every 10 truss spaces (0.135x3.5'nails each side of trusses at 8'(2.4 m)to 10'(3 m)on-center . information. Lateral Restraint I 20'(6.1 m)max. of splice or as specified by me Tnuses que se han sobrecargado durante la cwtstrtx'd6n o han sido atterados sin la autor- t<. ( ) (TCTLR j 10'(3 m)-15'(4.6 m)max. Building Designer- izad6n previa del Fabricante de Trusses,pueden hatter nulo y sin efecto la garantia limitada del o.c.. .+ Vea el resumer BCSI-B2***para trials infor- u*Win) j Same spacing as bottom Note:Some chord and web members SECTION A A Fatxicante de Trusses. Los trusses pueden ser descargados directamente mact6n. en e/suelo en aquel momento de entrega o chord lateral restraint not shown for darlty almacenados temporalmente en contacto inn el t :� 0 Locate ground braces for first truss directly 3)BOTTOM CHORD-CUERDA INFERIOR rottdrx nye component Manufaramer for mora Information or Corel a Registered Design Professional for assistance. suet despu6s de entrega.Silos busses estar3n y-r in line with all rows of top chord temporary %` Truss To view a ran-printing PDF d this document,visit sbdMustry.coviol. gtuardados para mals de una seniana,parga '" lateral restraint(see table in the next column). Lateral Restraints-2x4x12'or ��: Member NOTE:Tex•truss manufacturer and Mea designer rely on the presumptcn that the contractor and a e operator(if apptics e)are bloqueando de altura sufxiente detr'ds de la pita DO NOT store on NO almacene en berra C greater lapped over two trusses aofess orwis with Ore capaapay m Inde t ke the week they have agreed to do m am gn en project.I the contractor belaeves rt needs de los busses a 8 hasty 10 pies en centro(o.c.). Obque los dRiOSlreS de Cierra para e!printer �9D° I of CLR ice reinforce- '^' assistance in same aspect of the c-triuction project,h should seek assistance from a competent pain.The methods and procedures uneven ground. desigual. truss direciamente en linea inn cada una de Note:Some chord outlined in this document areintended to ensure that the vera l censtruuion techniques employed ores put the trusses into place SAFELY. For trusses stored for more than One week,cover ment. and web members These recommendations for handling,Instaiing,resusimN and bradrg trusses are based upon the collective experience a leading 1a5 blas de restrict ion lateral temporal de la ! �� personnei Involved with truss design,manufacture and instanataa,but mast,due to the nature of responsibillues imrolved be P�'.ted bundles to protect from the environment. ctrerda superior(vea/a tabla en la pr6xlma Brace first truss ! Bottom \ riot shown for only as a GUIDE for use by a qualified budding deslgner or contractor It is not intended that these recommerdallons be u p eted as f SeCUfey before I chords �� clarity. superior to the buiamg designers design spenhcatkxn for handling,irkailing,restraining and bracing trusses and r does not preclude the Para trusses gudfddd05 pa rna5 de una 52mdnd, columna). use of other equivalent meUads for restraxnngPo,aang and pnvvici g stamlity for the walls,columns,floors,roots and all the„trnetated cubs los paque[es res erection of additional :`_-.rte j stmct�ral tw ori .. - rg components as determined by the contra".Thin,sea and Tut expressly dtrdaim any responsibility r«damages pa prolegerbs del ambience. Refer to BCSI* *for more detailed information Y..- _•-_ ..re�- i s DO NOT walk On VUSSeS. v ' arising from the use,application,or reliance qct the recommendations and IrAMINtbn contained heron. -•; pertaining to handling and jobsite storage of "�-- N unbraced trusses. _ a Diagonal braces eve 10 r trusses. I NO canine en busses every SBC _ Vea el loNe[o i3C57r'•*para igsueltos. truss spaces 20'(6.1 m)max.formadt5n mess detest- 4 � rwestwssrasrp TRUSS PLATE INSTITUTE hada sobre H maneyo y almacenado de los busses I 10'(3 m)-15'(4.6 m)max. 6300 Enterp, xjMse Lane•Madison,WI 53719 218 N.Lee St,Ste.312 Alexandria,VA 22314 µ, en area de tman. 608/274-4849•stustry.com 703/683-1010•tpinst.org 1111p lit co 11 1 R I A lx .rr A it J&M; I I��gilld"w 4 M I iI Is e. a t.• s e t - a • It ra all If a h to •I iriNsirol,r lo I rzi To I Flo I r 10 • •L111hraPH1110 If e • * . - e • • • 1 • • i i i i I I i, 's � i � � _.�—____ _— —__�____.__ .__—---�—,—_—____a__�_ __ _.__.—_j____�.------ —.�--.__�� t •i►.. r � ��. �� r 1 i f DYNATECH ENGINEERING CORP. Geotechnical, Environmental, Testing Labs. l O� n C/ ' PHONE: (305) 828-7499 750 West 84 STREET FAX: (305) 828-9598 HIALEAH, FL 33014 E-Mail: Dynatech@Bellsouth.net GEOTECHNICAL TESTING LABORATORIES ENVIRONMENTAL DRILLING SERVICES HYDROGEOLOGY INSPECTION SERVICES ASBESTOS ROOFING DYNATECH ENGINEERING CORP. � ® O Miami, October 30,2014 `® Mr. Charles De La Rosa FLORIDA FOUNDATION CORP. 3180 Coral Way, Suite#1106 Miami, FL 33145 Re: Proposed Residence @ 1275 N. E. 94Street, Miami FL.33138 Dear Mr. De La Rosa Pursuant to your request, DYNATECH ENGINEERING CORP. performed a site inspection on October 28, 29, 30, and November 0 2014 at the above referenced project. The purpose of our inspection was to document pile driving operations. All piles consisted of 14 inches diameter auger cast piles placed at the location marked by client to the depth indicated on the attached field logs to achieve a bearing capacity of 35 tons in compression. Enclosed please find copies of our field inspection logs. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, Wlssam Naamam,P.E. ��® DYNATECH ENGINEERING CORP. J��° Florida Reg.No. 39584 Special Inspector No. 757 No. 39584 Certificate of Authorization No.: CA 5491 °°e aTATE OF ° qua 750 West 84 Street, Hialeah, FL 33014-3618 • Phone: (305) 828-7499 • Fax: (305) 828-9598 E-Mail: Dynatech@Bellsouth.net - b9J Rinme an R Iffier REPORT OF AUGERED CAST PILES � D DYNATECH ENGINEERING C . 750 WEST 84TH STREET HIALEAK FLORIDA 33014 a (305) 828-7499 REPORT OF AUGERED CAST PILES DATE : 10/28/2014 PAGE No. 1 OF 4 a CLIENT : FLORIDA FOUNDATION CORP. ADDRESS: 3180 Coral Way, Suite#1106 Miami,FL 33145 PROJECT : Proposed Residence QADDRESS: 1275 N. E. 94th Street,Miami FL. 33138 Const. Pile Number as Driven 1 2 3 4 5 6 7 Auger Diameter(Inch) 14 14 14 14 14 14 14 Pile Length t) 25 25 25 25 25 25 25 Theoretical Pile Volume t3 26.75 26.75 26.75 26.75 26.75 26.75 26.75 II' Number of Strokes 83 84 67 129 70 70 71 Volume Per Pump Strokes is 0.53 0.53 0.53 0.53 0.53 0.53 0.53 Actual Pile Grout Volume Fts) 43.99 44.52 35.51 68.37 37.10 37.10 37.63 Actual/Theoretical Volume 1.64 1.66 1.33 2.56 1.39 1.39 1.41 Reinforcing Size a 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's with with with with with with with e1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in center center center center center center center and#3 and#3 and#3 and#3 and#3 and#3 and#3 ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' Grout Truck Number 324 324 324 324 310 310 310 REMARKS: Pile#4 was Redrilled. Field Technician: DB DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 REPORT OF AUGERED CAST PILES DATE : 10/28/2014 PAGE No. 2 OF 4 CLIENT : FLORIDA FOUNDATION CORP. ADDRESS: 3180 Coral Way, Suite#1106 Miami,FL 33145 PROJECT : Proposed Residence ADDRESS: 1275 N. E. 94th Street,Miami FL. 33138 Const.Pile Number as Driven 8 9 10 11 12 13 14 Auger Diameter Inch 14 14 14 14 14 14 14 Pile Length (Ft) 25 25 25 25 25 25 25 Theoretical Pile Volume is 26.75 26.75 26.75 1 26.75 26.75 26.75 26.75 Number of Strokes 74 68 72 74 74 70 73 Volume Per Pump Strokes (Ftg) 0.53 0.53 0.53 0.53 0.53 0.53 0.53 Actual Pile Grout Volume(Fts) 39.22 36.04 38.16 39.22 39.22 37.10 38.69 Actual/Theoretical Volume 1.47 1.35 1.43 1.47 1.47 1.39 1.45 Reinforcing Size 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's with with with with with with with 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in center center center center center center center and#3 and#3 and#3 and#3 and#3 and#3 and#3 ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' Grout Truck Number 310 1 310 310 29 29 29 29 REMARKS: Field Technician: DB DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAK FLORIDA 33014 (305) 828-7499 REPORT OF AUGERED CAST PILES DATE : 10/28/2014 PAGE No.3 OF 4 CLIENT : FLORIDA FOUNDATION CORP. ADDRESS: 3180 Coral Way, Suite#1106 Miami,FL 33145 PROJECT : Proposed Residence ADDRESS: 1275 N. E. 94th Street,Miami FL. 33138 Const. Pile Number as Driven 15 16 17 18 19 20 21 Auger Diameter(Inch) 14 14 14 14 14 14 14 Pile Length t) 25 25 25 25 25 25 25 Theoretical Pile Volume t$ 26.75 26.75 26.75 26.75 26.75 26.75 26.75 Number of Strokes 73 72 72 72 71 74 68 Volume Per Pump Strokes (Ftg) 0.53 0.53 0.53 0.53 0.53 0.53 0.53 Actual Pile Grout Volume Ft' 38.69 38.16 38.16 38.16 37.63 39.22 36.04 Actual/Theoretical Volume 1.45 1.43 1.43 1.43 1.41 1.47 1.35 Reinforcing Size 6#5's 6#5's 6#5's 6#5's 6 45's 6#5's 6#5's with with with with with with with 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in center center center center center center center and#3 and#3 and#3 and#3 and#3 and#3 and#3 ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' Grout Truck Number 29 29 325 325 325 325 330 REMARKS: Field Technician: DB YNATECII ENGINEERING CORP. 750 WEST 84TH STREET H ALEAR FLORIDA 33014 (305) 828-7499 REPORT OF AUGERED CAST PILES DATE : 10128/2014 PAGE No. 4 OF 4 CLIENT : FLORIDA FOUNDATION CORP. ADDRESS: 3180 Coral Way, Suite#1106 Miami,FL 33145 PROJECT : Proposed Residence ADDRESS: 1275 N. E. 94th Street, Miami FL.33138 Const. Pile Number as Driven 22 23 24 1 25 .Auger Diameter(Inch) 14 14 14 14 Pile Length (Ft) 25 25 25 25 Theoretical Pile Volume is 26.75 26.75 26.75 26.75 Number of Strokes 74 74 71 74 Volume Per Pump Strokes (Fts) 0.53 0.53 0.53 0.53 Actual Pile Grout Volume(Fts) 39.22 39.22 37.63 39.22 Actual/Theoretical Volume 1.47 1.47 1.41 1.47 Reinforcing Size 6#5's 6#5's 6#5's 6#5's with with with with 197 in 1#7 in 197 in 1#7 in center center center center and#3 and#3 and#3 and#3 ties 12" ties 12" ties 12" ties 12" ox 28' ox 28' ox 28' ox 28' Grout Truck Number 330 330 330 330 REMARKS: Field Technician: DB YNATECH ENGINEERING CORP, 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 REPORT OF AUGERED CAST PILES DATE : 10/29/2014 PAGE No. 1 OF 5 CLIENT : FLORIDA FOUNDATION CORP. ADDRESS: 3180 Coral Way, Suite#1106 Miami,FL 33145 PROJECT : Proposed Residence ADDRESS: 1275 N. E. 94th Street,Miami FL. 33138 Const. Pile Number as Driven 26 27 28 29 30 31 32 Auger Diameter ch 14 14 14 14 14 14 14 Pile Length t) 25 25 25 25 25 25 25 Theoretical Pile Volume(Fts) 26.75 26.75 26.75 26.75 26.75 26.75 26.75 Number of Strokes 80 78 73 74 75 75 75 Volume Per Pump Strokes (Fts) 0.53 0.53 0.53 0.53 0.53 0.53 1 0.53 Actual Pile Grout Volume(Fts) 42.40 41.34 38.69 39.22 39.75 39.75 39.75 Actual/Theoretical Volume 1.59 1.55 1.45 1.47 1.49 1.49 1.49 Reinforcing Size 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's with with with with with with with 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in center center center center center center center and#3 and#3 and#3 and#3 and#3 and#3 and#3 ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' Grout Truck Number 324 324 324 324 324 317 317 REMARKS: Field Technician: DB NATECH ENGINEERING CORP. 750 WEST 84TH STREET FJALEAK FLORIDA 33014 (305) 828-7499 REPORT OF AUGERED CAST PILES DATE : 10/29/2014 PAGE No. 2 OF 5 CLIENT : FLORIDA FOUNDATION CORP. ADDRESS: 3180 Coral Way, Suite#1106 Miami,FL 33145 PROJECT : Proposed Residence ADDRESS: 1275 N. E. 94th Street,Miami FL. 33138 Const. Pile Number as Driven 33 34 35 36 37 38 39 Auger Diameter(Inch) 14 14 14 14 14 14 14 Pile Length (Ft) 25 25 25 25 25 25 25 Theoretical Pile Volume(FV) 26.75 26.75 26.75 26.75 26.75 26.75 26.75 Number of Strokes 75 74 76 72 73 80 72 Volume Per Pump Strokes Ft9 0.53 0.53 0.53 0.53 0.53 0.53 0.53 Actual Pile Grout Volume(Ft3) 39.75 39.22 40.28 38.16 38.69 42.40 38.16 Actual/Theoretical Volume 1.49 1.47 1.51 1.43 1.45 1.59 1.43 Reinforcing Size 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's with with with with with with with 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in center center center center center center center and#3 and#3 and#3 and#3 and#3 and#3 and#3 ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' Grout Truck Number 317 317 317 317 329 329 329 REMARKS: Field Technician: DB YNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 REPORT OF AUGERED CAST PILES DATE : 10/2912014 PAGE No.3 OF 5 CLIENT : FLORIDA FOUNDATION CORP. ADDRESS: 3180 Coral Way, Suite#1106 Miami,FL 33145 PROJECT : Proposed Residence ADDRESS: 1275 N. E. 94th Street,Miami FL. 33138 Const. Pile Number as Driven 40 41 42 43 44 45 1 46 Auger Diameter ch 14 14 14 14 14 14 14 Pile Length (Ft) 25 25 25 25 25 25 25 Theoretical Pile Volume(FV) 26.75 26.75 26.75 26.75 26.75 26.75 26.75 Number of Strokes 74 73 72 72 72 73 81 Volume Per Pump Strokes (Ft') 0.53 0.53 0.53 0.53 0.53 0.53 0.53 Actual Pile Grout Volume Ftp 39.22 38.69 38.16 38.16 38.16 38.69 42.93 Actual/Theoretical Volume 1.47 1.45 1.43 1.43 1.43 1.45 1.60 Reinforcing Size 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's with with with with with with with 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in center center center center center center center and#3 and#3 and#3 and#3 and#3 and#3 and#3 ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' Grout Truck Number 329 329 329 311 311 311 311 REMARKS: Field Technician: DD DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET H ALEAK FLORIDA 33014 (305) 828-7499 REPORT OF AUGERED CAST PILES DATE : 10/29/2014 PAGE No. 4 OF 5 CLIENT : FLORIDA FOUNDATION CORP. ADDRESS: 3180 Coral Way, Suite#1106 Miami,FL 33145 PROJECT : Proposed Residence ADDRESS: 1275 N. E. 94th Street,Miami FL. 33138 Const. Pile Number as Driven 47 48 49 50 51 52 53 Auger Diameter(In ch 14 14 14 14 14 14 14 Pile Length t 25 25 25 25 25 25 25 Theoretical Pile Volume t3 26.75 26.75 26.75 26.75 26.75 26.75 26.75 Number of Strokes 72 75 74 71 71 71 77 Volume Per Pump Strokes (FV) 0.53 0.53 0.53 0.53 0.53 0.53 0.53 Actual Pile Grout Volume Ftg 38.16 39.75 39.22 37.63 37.63 37.63 40.81 Actual/Theoretical Volume 1.43 1.49 1.47 1.41 1.41 1.41 1.53 Reinforcing Size 6#5's 6#5's 6#5's 6#5's 6#5`s 6#5's 6#5's with with with with with with with 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in center center center center center center center and#3 and#3 and#3 and 93 and#3 and#3 and#3 ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' Grout Truck Number 311 1 311 324 1 324 324 324 324 REMARKS: Field Technician: DB "Y""YNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 REPORT OF AUGERED CAST PILES DATE : 10/29/2014 PAGE No. 5 OF 5 CLIENT : FLORIDA FOUNDATION CORP. ADDRESS: 3180 Coral Way, Suite#1106 Miami,FL 33145 PROJECT : Proposed Residence ADDRESS: 1275 N. E. 94th Street,Miami FL. 33138 Const. Pile Number as Driven 54 Auger Diameter(Inch) 14 Pile Length (Ft) 25 Theoretical Pile Volume(FV) 26.75 Number of Strokes 74 Volume Per Pump Strokes(Fts) 0.53 Actual Pile Grout'Volume t3) 39.22 Actual/Theoretical Volume 1.47 Reinforcing Size 6#5's with 1#7 in center and#3 ties 12" ox 28' Grout Truck Number 324 REMARKS: Field Technician: DD DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAK FLORIDA 33014 (305) 828-7499 REPORT OF AUGERED CAST PILES DATE : 10/30/2014 PAGE No. 1 OF 1 CLIENT : FLORIDA FOUNDATION CORP. ADDRESS: 3180 Coral Way, Suite#1106 Miami,FL 33145 PROJECT : Proposed Residence ADDRESS: 1275 N. E. 94th Street,Miami FL. 33138 Const. Pile Number as Driven 55 56 57 58 59 60 61 Auger Diameter(Inch) 14 14 14 14 14 14 14 Pile Length (Ft) 25 25 25 25 25 25 25 Theoretical Pile Volume t$ 26.75 26.75 26.75 1 26.75 26.75 26.75 26.75 Number of Strokes 71 74 73 75 75 71 73 Volume Per Pump Strokes(Fts) 0.53 0.53 0.53 0.53 0.53 0.53 0.53 Actual Pile Grout Volume(Fts) 37.63 39.22 38.69 39.75 39.75 37.63 38.69 Actual/Theoretical Volume 1.41 1.47 1.45 1.49 1.49 1.41 1.45 Reinforcing Size b#5's 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's with with with with with with with 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in center center center center center center center and#3 and#3 and#3 and#3 and#3 and#3 and#3 ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' Grout Truck Number 334 334 334 334 334 320 320 REMARKS: Field Technician: DD "IffJ"""YNATECH ENGINEERING CORP. 750 WEST 84TH STREET MALEAH, FLORIDA 33014 (305) 828-7499 REPORT OF AUGERED CAST PILES DATE : 11/04/2014 PAGE No. 1 OF 2 CLIENT : FLORIDA FOUNDATION CORP. ADDRESS: 3180 Coral Way, Suite#1106 Miami,FL 33145 PROJECT : Proposed Residence ADDRESS: 1275 N. E. 94th Street,Miami FL. 33138 Const.Pile Number as Driven 62 63 64 65 66 67 68 Auger Diameter(Inch) 14 14 14 14 14 14 14 Pile Length (Ft) 25 25 25 25 25 25 25 Theoretical Pile Volume(FV) 26.75 26.75 26.75 26.75 26.75 26.75 26.75 Number of Strokes 74 72 76 73 74 74 75 Volume Per Pump Strokes(Fts) 0.53 0.53 0.53 0.53 0.53 0.53 0.53 Actual Pile Grout Volume Ftg 39.22 38.16 40.28 38.69 39.22 39.22 39.75 Actual/Theoretical Volume 1.47 1.43 1.51 1.45 1.47 1.47 1.49 Reinforcing Size 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's with with with with with with with 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in center center center center center center center and#3 and#3 and#3 and#3 and#3 and#3 and#3 ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' Grout Truck Number 315 315 315 315 315 315 310 REMARKS: Field Technician: DB DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 REPORT OF AUGERED CAST PILES DATE : 11/04/2014 PAGE No. 2 OF 2 CLIENT : FLORIDA FOUNDATION CORP. ADDRESS: 3180 Coral Way, Suite#1106 Miami,FL 33145 PROJECT : Proposed Residence ADDRESS: 1275 N. E. 94th Street,Miami FL. 33138 Const. Pile Number as Driven 69 70 71 72 73 74 75 Auger Diameter ch 14 14 14 14 14 14 14 Pile Length (Ft) 25 25 25 25 25 25 25 Theoretical Pile Volume(Fts) 26.75 26.75 26.75 1 26.75 26.75 26.75 26.75 Number of Strokes 80 100 76 80 80 80 77 Volume Per Pump Strokes (Fts) 0.53 0.53 0.53 0.53 0.53 0.53 0.53 Actual Pile Grout Volume(Fts) 42.40 53.00 40.28 42.40 42.40 42.40 40.81 Actual/Theoretical Volume 1.59 1.98 1.51 1.59 1.59 1.59 1.53 Reinforcing Size 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's 6#5's with with with with with with with 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in 1#7 in center center center center center center center and#3 and#3 and#3 and#3 and#3 and#3 and#3 ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ties 12" ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' ox 28' Grout Truck Number 310 310 310 310 310 310 333 REMARKS: Field Technician: DB CONCRETE TEST GEOTECHNICAL 'i TESTING LABORATORIES ENVIRONMENTAL w' DRILLING SERVICES HYDROGEOLOGY ! INSPECTION SERVICES ASBESTOS DYNATEC H ENGINEERING CORP. ROOFING LABORATORY REPORT COMPRESSIVE STRENGTH OF CONCRETE TEST CYLINDERS CLIENT : FLORIDA FOUNDATION CORP. ADDRESS : 3180 Coral Way, Suite 1106,Miami,FL 33145 PROJECT : Proposed Residence n LOCATION : 1275 NE 9e Street.Miami,FL CONTRACTOR : Florida Foundation, Corp. CONCRETE SUPPLIED BY: Superior mix concrete CYLINDER SET NUMBER: 1 DESIGN DATA Specified Strength: 4000 P.S.I.In 28 Days-Slump 6 Inches-Air Content Percent Mix Type:Norm Wt. X Light Wt. Mortar Mix Gunite Grout Other: Specifications:ASTM X ACI Other Transit Mix Pump Mix x Other: FIELD AND LAB DATA Location of Pour. PILE# 1.2. 3 and 4 Concrete Truck No.324 Ticket No. 54042 Weather Condition SUM Air Temp 81' F Concrete Temp 85' F Time Concrete was Sampled 9:15 am Time Concrete was Batched 8:30 am Size of Load c.y. Slump 9 in. Air Content % Water added Gal. Authorized by: Field Test and Field Data by D.E.C. Cylinder were made,cured in general compliance with to ASTM C-31 Yes X No Unknown Cylinder tested in general compliance with to ASTM C-39 Yes X No Wet P.C.F. Cylinder Date Date Age Total Load Strength Type of Specimen L D# Molded Tested Das Test LBS PSI Fracture Size inches 7565 10-28-14 10-31-14 3 21,490 1709 3 4x8 7566 11-4-14 7 33,000 2625 3 7567 11-25-14 28 7568 11-25-14 1 28 Sampled By:D.B. Tested By:D.B. Respectfully Submitted) Checked By:WN js Q Wissa aamani,P.E. 1 2 3 4 DYNATECH ENGINEEWD.-CORP. Florida Reg.No. 39581:, Certificate of Atitho1�$b�: � 4� , No, 39584 c 750 West 84 Street,Hialeah,FL 330%3618-Phone:(305)828-74WFax:(305)824W.m--E-mail:Dynatech@bellsouth.netwww.DynatechEngineering.com 1 I GEOTECHNICAL ° TESTING LABORATORIES ENVIRONMENTAL s DRILLING SERVICES HYDROGEOLOGY INSPECTION SERVICES ASBESTOS DYNATECH ENGINEERING CORP. ROOFING LABORATORY REPORT COMPRESSIVE STRENGTH OF CONCRETE TEST CYLINDERS CLIENT : FLORIDA FOUNDATION CORP. ADDRESS : 3180 Coral Way, Suite 1106,Miami,FL 33145 PROJECT : Proposed Residence @ LOCATION : 1275 NE 90'Street,Miami,FL CONTRACTOR : Florida Foundation, Corp. CONCRETE SUPPLIED BY: Superior mix concrete CYLINDER SET NUMBER: 2 DESIGN DATA Specified Strength: 4000 P.S.I.In 28 Days-Slump 6 Inches-Air Content Percent Mix Type:Norm Wt. X Light Wt. Mortar Mix Gunite Grout Other: Specifications:ASTM X ACI Other Transit Mix Pump Mix Other: FIELD AND LAB DATA Location of Pour: PILE#26,27,28,29 and 30 Concrete Truck No. 324 Ticket No. 54105 Weather Condition au= Air Temp 73' F Concrete Temp 78' F Time Concrete was Sampled 8:30 am Time Concrete was Batched 7:24 am Size of Load 9 c.y. Slump 9 in.Air Content % Water added Gal. Authorized by: Field Test and Field Data by D.E.C. Cylinder were made,cured in general compliance with to ASTM C-31 Yes X No Unknown Cylinder tested in general compliance with to ASTM C-39 Yes X No Wet P.C.F. Cylinder Date Date Age Total Load Strength Type of Specimen I.D# Molded Tested Das Test LBS PSI Fracture Size inches 7569 10-29-14 11-1-14 3 21,450 1706 3 4x8 7570 11-5-14 7 33,500 2665 3 4x8 7571 11-26-14 28 7572 11-26-14 1 28 Sampled By:D.B. Tested By:D.B. Respectfully Submitted, Checked By:WNS�. r --)--4 VA Wissam Naamani,Pa E: 1 2 3 4 DYNATECH ENG Florida Reg.No. 38°4 ®� Certificate of AuthdrizaWaMt CA491 9 ` E0 p d7 750 West 84'"Street,Hialeah,FL 33014-3618•Phone:(306)828-7499*Fax:(305)828- 598 E-mail:Dynatech@bellsouth.netwww.DynatechEngineering.com 2 GEOTECHNICAL z " TESTING LABORATORIES ENVIRONMENTAL DRILLING SERVICES HYDROGEOLOGY INSPECTION SERVICES ASBESTOS DYNATEGH ENGINEERING CORP. ROOFING LABORATORY REPORT COMPRESSIVE STRENGTH OF CONCRETE TEST CYLINDERS CLIENT FLORIDA FOUNDATION CORP. ADDRESS : 3180 Coral Way, Suite 1106,Miami,FL 33145 PROJECT Posed Residence n. LOCATION 1275 NE 94" Street,Miami,FL CONTRACTOR : Florida Foundation, Corp. CONCRETE SUPPLIED BY: Superior mix concrete CYLINDER SET NUMBER:3 DESIGN DATA Specified Strength: 4000 P.S.I. In 28 Days-Slump 6 Inches-Air Content Percent Mix Type:Norm Wt. X Light Wt. Mortar Mix Gunite Grout Other: Specifications:ASTM X ACI Other Transit Mix Pump Mix X Other: FIELD AND LAB DATA Location of Pour: PILE# 55, 56, 57, 58 and 59 Concrete Truck No. 334 Ticket No. 54619 Weather Condition Sunni Air Temp 66' F Concrete Temp 74' F Time Concrete was Sampled 8:30 am Time Concrete was Batched 7:40 am Size of Load 9 c.y. Slump 9 in.Air Content % Water added Gal. Authorized by: Field Test and Field Data by D.E.C. Cylinder were made,cured in general compliance with to ASTM C-31 Yes X No Unknown Cylinder tested in general compliance with to ASTM C-39 Yes X No Wet P.C.F. Cylinder Date Date Age Total Load Strength y g gt Type of Specimen L D# Molded Tested Das Test LBS PSI Fracture Size inches 7573 10-30-14 11-3-14 4 24,640 1960 3 4x8 7574 11-6-14 7 35,000 2784 3 4x8 7575 11-27-14 28 7576 11-27-14 1 28 Sampled By:D.B. Tested By:D.B. Respectfully Submitted„ Checked By:WN Idislak/l issam Naamani,P. E. 1 2 3 4 DYNATECH ENGINEERI q-FP Florida Reg.No. 39584 �\�®®®� •- ;� ., Certificate of Authoriza�n o.:,qk 549x'' :,y n TA 0 t 750 West 84 h Street,Hialeah,FL 33014-3618•Phone:(305)828-74MFax:(305)828-959&, AAL Et'%O' E-mail:Dynatech@bellsouth.netwww.DynatechEngineering.com s° 3 GEOTECHNICAL TESTING LABORATORIES ENVIRONMENTAL DRILLING SERVICES HYDROGEOLOGY INSPECTION SERVICES ASBESTOS DYNATEC:H ENGINEERING CORP. ROOFING LABORATORY REPORT COMPRESSIVE STRENGTH OF CONCRETE TEST CYLINDERS CLIENT FLORIDA FOUNDATION CORP. ADDRESS : 3180 Coral Way, Suite 1106,Miami,FL 33145 PROJECT Proposed Residence @a, LOCATION 1275 NE 94th Street,Miami,FL CONTRACTOR Florida Foundation, Corp. CONCRETE SUPPLIED BY: Superior mix concrete CYLINDER SET NUMBER: 4 DESIGN DATA Specified Strength: 4000 P.S.I. In 28 Days-Slump 6 Inches-Air Content Percent Mix Type:Norm Wt. X Light Wt. Mortar Mix Gunite Grout Other: Specifications:ASTM X ACI Other Transit Mix Pump Mix Other: FIELD AND LAB DATA Location of Pour: PILE #62, 63, 64, 65, 66 and 67 Concrete Truck No.315 Ticket No. 54410 Weather Condition Sunny Air Temp 72` F Concrete Temp 76' F Time Concrete was Sampled 8:50 am Time Concrete was Batched 8:02 am Size of Load 9 c.y. Slump 9 in.Air Content % Water added Gal. Authorized by: Field Test and Field Data by D.E.C. Cylinder were made,cured in general compliance with to ASTM C-31 Yes X No Unknown Cylinder tested in general compliance with to ASTM C-39 Yes X No Wet P.C.F. Cylinder Date Date Age Total Load Strength Type of Specimen I.D# Molded Tested Das Test LBS PSI Fracture Size inches 7577 11-4-14 11-7-14 3 7578 11-11-14 7 7579 12-2-14 28 7580 1 1 12-2-14 1 28 Sampled By:D.B. Tested By:D.B. Respectfully Submitted, Checked By:WN ' Wissam Naamani,P. E. 1 2 3 4 DYNATECH ENGINEERING, CORP. Florida Reg.No. 3998 �,O"''y S L Certificate of Author W & 4 1 No. 39W e 0 67 c ® �eeea -'iYATE OF ' 750 West W Street,Hialeah,FL 33014-3618•Phone:(306)828-7488•Fax:(3o4i' E-mail:Dynatech@bellsouth.netnwww.DynatechEngineering.com 4 '°°Milli"�°, SITE PLAN 1 .1 I.I f I I I'E k E IT 41 1 LM I I I I� r lul V it II S� -ate_ 7 .r-••.ar-•- �='�--�. , �:.�-) I / � 1 � R -sn-- � I i I ��J I I - I I I � I -r- Owl OM 01 PILE PLAN I (t 13/16!"= l -C