The URL can be used to link to this page

RC-14-349 1 '��• (= ri i;.' • ;��,. { :Z...... ....... f', N ".mo ft*1 LA I zlr;x" z pp Ig nt; Sy IT o w jM, r 4S, Aj, nnm' mdy oo • . ......... q7' J016- M. 21 'T 7�-A t4• fy k 613A. ; IT, AC, 44�n' V4, fV ..................... 00, A4 zi,�RRO F EC D e Miami Shores Villa Jul Zo�S g BY; Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 UNIFORM MUNICIPAL TCO/TCC INSPECTION REPORTING FORM Master Permit No. cy Miami-Dade County from Municipality. �� 1� ( Municipal Permit No.(MBLD): Job Address: AJf, 9 Unit: Project Name: VprLMI5t41,10 Qualifier's Name: &OPAIV�S ? �s� Qualifier's Phone: 3QS -Z� Y' 1 Email: T}`>�¢�5®N slJNs�zC,c Owner's Name: Owner's Phone: Email: This Uniform Municipal TCO/TCC inspection Reporting Form is used to gather trade approvals for Temporary Certificate of Occupancy(TCO)or Completion(TCC). Once validated by the Municipal Building Department personnel,the form must be present at the job site for the field inspectors. When all approvals have been obtained,take the signed form back to the Municipal Building Department for TCO/TCC issuance. / Form Validated O by �� G'''L`� Date: Bldg Dept Personnel: Print Name Signature OAll"Required"TCO/TCC inspections indicated below must be signed"Approved"before certificate issuance. Req'd.° Trade inspector's Approval Date Comments Name Signature Building ❑ Electrical ❑ Fire ❑ Mechanical ❑ Plumbing ❑ Public Works ❑ Zoning ❑ Other Important Note: The TCO/TCC is not valid and building and/or space may not be occupied unless signed by the Building Official. Occupying the building and/or space without obtaining a TCO/TCC issued by the Municipal Building Department is prohibited and is in violation of the F) rida Building Code Section 110.3. OBuilding Official's Approval: Date:-7 f( 1, 13 e TCO/TCC ension TCC/TCO Duration: Conditions of TCO/TCC: �l • If Master Permit expires,the TCO/TCC will automatically be revoked and the space must be vacated. • A TCO/TCC may be revoked if any action by the contractor, owner or tenant creates any code violation affecting the proper occupancy of the area. • Any TCO/TCC that expires without renewal or has been revoked can result in a notice of violation, civil violation and/or disconnection of utility services. • Other conditions: 04(09D I.OSFBOA plefsonsgeneral contractors, inc parsonsgeneral contractors, Miami Shores Village Building Department ins. 10050 NE 2nd Ave Miami Shores, Fl.33138 Attention: Ismael Naranjo Building Official TCO Request Letter for permit number RC 214349 At the address: 1035 NE 96 Street Miami Shores, Fl 33138 This letter is intended to serve as a TCO extension request for the Palmisano residence. There are two reasons we are applying for a TCO rather than a CO.One is the time it took to receive and install a new front door ran beyond the original 90 days provided by the building department to close the permit.The second is due to the property owner's interest to build a pool and provide more landscaping and irrigation than was originally intended. At this time,the new front door is scheduled to be installed before the end of June 2015.As for the pool,the property owners are still in the planning phase with their drawings and thus they have not applied for a permit.Due to the latter circumstance,we would like to apply for a 90 day TCO. We hereby hold harmless and release Miami Shores Village Building Department and Miami —Dade Fire Department from any liability that may arise during the use of designated areas in the aforementioned facility while under the limitation of the Temporary Certificate of Occupancy. Additionally,we herebycertlfy that all means of egress shall be kept clear and accessible and that all like safety systems will be maintained and operable at all times while the building is occupied. If for any reason,you need to get in touch with our company,you may either contact the qualifier or project manager.That information is as follows: Qualifier: Anthony J.Parsons Project Manager: Robert Murphy 919-906-7620 305-281-3480 TParsons@ParsonsGC.com RMurahy@ParsonsGC.com Regards, Anthony J.Parsons 4LIzel� G/d5/iJ'"r 16950 SW 90 Avenue #CGC05.4354 OFFICE: 305 259 9598 WEB:.www.parsonsgccom Palmetto Bay,FL 33157 FAX: 305 259 9935 EMAIL: info@parsonsgc.com Miami Shores Village Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 Website:www.miamishoresvillaae.com TEMPORARY CERTIFICATE OF OCCUPANCY APPLICATION (T.C.0) Please be advised that the TCO expiration date Is based on conditions from Miami-Dade County Fire Dept. Date: 6 / Folio#:11- Master Building Permit M�G T 5 q/ Square Footage of Space: 3,33 3 Miami-Dade Municipal Proceess#: Miami-Dade Municipal Permit#:ro Contracting Company: '1"`1 iz5qjS Owner/Tenant: ��✓ dt /�G 11� �� /yf� Lot: Block: Subdivision: Al SAM Street Address: c-01'57 G+•ft` f s �i�t /�. ami/�� Signature of applicant verifies the above information is true and correct.The Temporary Certificate of occupancy is issued to the above named for building at the above location only upon the express provisions that the applicant will be able by and comply with all conditions of the Zoning ordinances and all ordinances of Miami Shores Village and/or Florida Building Code pertaining to erection,construction or remodeling of buildings or structures. This also certifies that the electrical wiring and or equipment,and the plumbing work has been inspected and approved. KAgE4f #4 V jWq' Print Name of Applicant or Qualifier Si re of Appli nt ualifier FOR OFFICE USE ONLY TCO Number: Fee: Expiration Date: Technology Fee: Approved Use for Occupancy: 3 , Total: Remarks: 8 C4 - Building Official/Designee: Z- �7 zr f Inspections: Zoning Yes/No Plumbing Yes/No Buildinges o Fire Sprinkler Yes/No Electrical Yes/No Fire Yes/No Mechanical Yes/No Miami Shores Village Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 UNIFORM MUNICIPAL TCO/TCC INSPECTION REPORTING FORM Master Permit No. Miami-Dade County from Municipality: �� 3 � Municipal Permit No.(MBLD): Job Address: 3S N �� Unit: Project Name: MA /S A,1110 IZ SIS a✓CC: Qualifier's Name:AA1'rA9sVV J-, PtC5oi/5 Qualifier's Phone: 21q �n6 76;0 Email: Owner's Name: /AA1t1 i) PAA_tM l54W0 Owner's Phone: 7Y? �2`/?'5 Email: This Uniform Municipal TCO/TCC Inspection Reporting Form is used to gather trade approvals for Temporary Certificate of Occupancy(TCO)or Completion (TCC). Once validated by the Municipal Building Department personnel,the form must be present at the job site for the field inspectors. When all approvals have been obtained, take the signed form back to the Municipal Building Department for TCO/TCC issuance. 1 Form Validated by 1✓4,tel J/4,P,0,,✓& CI Date: Bldg Dept Personnel: Print Name Signature OAll"Required"TCO/TCC inspections indicated below must be signed"Approved" before certificate issuance. Req'd. Trade Inspector's Approval Date Comments Name Sig Building A46 ❑ Electrical ❑ Fire ❑ Mechanical ❑ Plumbing ❑ Public Works ❑ Zoning ❑ Other Important Note: The TCO/TCC is not valid and building and/or space may not be occupied unless signed by the Building Official. Occupying the building and/or space without obtaining a TCO/TCC issued by the Municipal Building Department is prohibited and is in violation of the<Fl * I i Code Section 110.3. OBuilding Official's Approval: Date: AV� 1�`TCO/TCC ❑ Extension TCC/TC Duration: Conditions of TCO/TCC: • If Master Permit expires,the TCO/TCC will automatically be revoked and the space must be vacated. • A TCO/TCC may be revoked if any action by the contractor, owner or tenant creates any code violation affecting the proper occupancy of the area. • Any TCO/TCC that expires without renewal or has been revoked can result in a notice of violation, civil violation and/or disconnection of utility services. • Other conditions: 04/09D I.OSFBOA e A U.8.s@PARTMaf I of H awimmy ELFYATION`CERTIFICATE' = _. f�L=DBR14t. Y WIJ fAGEAAENT AGENCY. _ - pAr1$-No 9 N Pr°g^r°n Important: Read the Instructions on pages 4-13, Expiration Date:July 31,2415 SECTION A-PROPERTY INFORMATION Al. Building Owners Name ERIC&INGRID PALMISANO P-1 � . A2.. Building Street Address(including Apt,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. �f�,rIrabet 1035 NE 96 STREET ' City MIAMI SHORES State FL ZIP Code 33136 A3. Property Descripfion.(Lof and Block Numbers,Tax Parcel NumberAegaf Description,etc.) LOT 16&WEST 1i2 LOT 15,BLOCK 82,MIAMI SHORES 8EC3,PS 10-37,FOLi M 1-3206-014-3730 Reeltential Nan-Residential vi A4. Building Use(e.g., ,Addition,Accessory,etc,)_....:..REST A5. Latitudetongliude:Lal 26.8843259° Long.-80.176666.17' Horizontal Datum: 0,NAD 1927 ® NAD 198:1 A6. Attach at least 2 photographs of the building If the Certificate Is being used to obtain flood insurance A7.•Building Diagram Number AS. For a building with'a crawl6pace orendosure(s): A9. For a building with an attached garage: a) Square footage of crawlepace or enciosure(s) A sq ft a) Square footage of attached garage sq ft b) Number of permanent Rood openings j in the rxawispace b) Number of permanentflood openings In the attached garage or encosure(s)within 1.0 foot above adjacent grade Q within 1.0 foot above adjacent grade 2 c) Total net area of Rood openings In A8.b - 0 sq In c) Total area of flood openhngs In A9.b X87 sq in d) Engineered flood openings? © Yes ® No d) Engineered Rood openings? ❑ Yes ® No SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP Community Name&Community Number B2.County Name B3•State VlI.LAGE OF MIAMI SHORES 120652 MIAMI-DADE FLORIDA B4.Map/Panel Number B5.Suffix B6.FiRM Index Date B7.FIRM Panel B8.Flood B9.Base Flood Elevatfon(s)(Zone 12086C0306L L 09-11-09 Effective/Revised Date Zone(s) AO,use base flood 09=11-09 X . 0.2%ANNUAi:FL B10. indicate the source of the Base Flood Elevation(BFE)data or base Rood depth entered In Item 89. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for SFE in Item B9: ® NGVD 1929 ❑ 'NAVD 1988 ❑ Other/Source: B12. Is the building located In.a Coastal Barrier Resouroes System(CBRS)area or Otherwise Protected Area(OPA)? ❑ Yes ® No Designation Date:NIA ❑ CBRS ❑ ORA SECT 1ON C-BUILDING ELEVATION INFORMATION'(SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Al-430,AE,AH,A(with BFE),VE,Vi V30,V(with BFE),AR,ARiA,ARAE,ARiA1-AW,AR/AH,AR/AO.Coln*W items C2.a-h below according to the building diagram specified in Item A7.in Puerto Rico only,enter meters. Benchmark Utilized:0-62 Vertical Datum NGVD-29 Benchmark building eused fbrthe elevations In ilimm levations must be the tt)aat us d foo i * FE'E�NGVD 1829 ©NAVD'i9� ❑OtharlSourc;e: used forCheck the measurement used. a)Top of bottom floor(including basement,c rawfspace,or sndosure floor) L West ©me ters b)Top of the next higher Boor 23.48•- 19feet ❑meters c)Bottom of the lowest horizontal structural member(V Zones only) $_ ❑feet ❑meters d)Attached garage-(top of slab) ));$ §g feet ❑meters e)Lowest elevation of machinery or equipment servicing the building EgF_•Q ❑feet ❑meters (tw=ft•type of equipment and location in Carmel) ®feet ❑meters f) Lowest adjacent(Rnithed)grade rid to building(LAG). 9)Highest adjacer t(finished)grade rrsxtto•butliirwg"r-) L.2 ®feet fl maters h)Lowest adjacent grade at lowest elevation of deck or stairs,Including structural support N ❑feet ❑meters SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CER71FIQATIOid This certifytion Is to be signed acid sealed by a land surveyor,engineer,or architect authorized by law to certify elevation Informaation.I cer*that fhb Wwnaf/on on this Certfflcate represents my best`efforts to Interpret the data available. I understand that arty false sfafer led may be punishable by fine orbnprisonment ander 18 U.S Code,Section 9001. ® Check here if canments are provided on back of form. • Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No Ceri fler's Name ALBERT TOUSSAINT License Number 907 ZZ • Title PRESIDENT GompanyName AA T0USSA'INT&ASSOCIATES,•tNC- AL ER TO INT RU 907 Address 620 N.E.12(P STREET City NORTH MIAMI State FL ZIP Code 33161 Febm4vy 26,2014 Sig 'Date 02126!15 Telephone 305-891-7340 Order#14946 r See tsev9ees8 side for continuation. R all edfflons- FEMIA Form 086-0-33(7112) ELEVATION CERTIFICATE, e 2 , IMPORTANT:in these spaces,copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number. 1035 NE 96 STREET City MIAMI SHORES State FL ZIP Code 33161 Company NAIL Number SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(1)community official,(2)insurance agent/company,and(3)building owner. Comments EL=9.31,CL NE 98th STREET EL=8.58,BACK OF SIDEWALK EL=10.13!AC EL=10.09`AC Signature Date 02W16 SECTION E-BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A(without BFE),complete items E1-E5.If the Certificate Is intended to support a LOMA or LOMR-F request,complete Sections A,B, and C.For Items E1-E4,use natural grade,if available.Check the measurement used.in Puerto Rico only,enter meters. E1. Provide elevation Information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement,crawlspaco,or enclosure)Is ❑feet ❑meters ❑above or❑below the HAG. b)Top of bottom floor(including basement,crawlspace,or enclosure)is ❑feet ❑meters ❑above or❑ below the LAG. E2. For Building Diagrams"with permanent flood openings provided in Section A Items 8 and/or 9(ser}pages 8-9 of Instructions),the next higher floor (elevation C2.b In the diagrams)of the building is ❑feet ❑meters ❑above or 0 below the HAG. E3. Attached garage(top of slab)is ❑feet ❑meters ❑above or ❑below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑feet ❑meters ❑above or❑below the HAG. E5. Zone AO only: If no flood depth number is available,is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑Yes ❑ No ❑ Unknown.The local official must certify this information in Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A,B,and E for Zone A(without a FEMAissued or community4ssued BFE) or Zone AO must sign here.The statements in Sections A,B,and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZiP Code Signature Date Telephone Comment Cl Cheek here if attachments. SECTION G-COMMUNITY INFORMATION(OPTIONAL) The local official who is authorized by law or ordinance to administer the communky's floodplain management ordinance can complete Sections A,B,C(or E),and G of this Elevation Certificate.Complete the applicable items)and sign below.Check the measurement used in Items G8-G10.in Porto taco only,enter meters. G1.❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,engineer,or architect who Is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) G2.❑ A community official completed Section E for a building located in Zone A(without a FEMA-Issued or communky4ssued BFE)or Zone AO. G3.❑ The following information(Items G4-G10)Is provided for community floodplain management purposes. _71 G4.Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for. ❑New Construction ❑Substantial Improvement G8. Elevation of as-built lowest floor(including basement)of the building: ❑feet ❑meters Datum G9. BFE or(in Zone AO)depth of flooding at the building site: ❑feet ❑meters Datum G10.Community's design flood elevation: ❑feet ❑meters Datum Local Ofiiders Name Tide Community Name Telephone Signature Date Comments ❑Check here if attachment. FEMA Form 086-0-33(7112) Replaces all previous editions. ELEVATION CERTIFICATE, page 3 Building Photographs See Instructions for Item A6: IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt., Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number: 1035 NE 96th STREET City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number: If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View'; and, if required, "Right Side View' and "Left Side View."When applicable,photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. n FRONT VIEW wr' IN e REAR VIEW FEMA Form 086-0-33(7/12) Replaces all previous editions. Miami Shores Village s� �s Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 i,.?QW wev Tel: (305) 795.2204 Fax: (305)756.8972 4a 3 INSTRUCTION FOR PREPARING A TCO/TCC REQUEST A TCO/TCC is requested when the majority of the construction and only minor issues remain. The job must comply with all American with disabilities act (ADA) and life safety requirements. A written request must be submitted to the attention of the building official, Ismael Naranjo. The letter must be typed on the General Contractor Company's letterhead and it must bear the signature of the qualifier. Request will not be considered with the following information: Include the permit number and job address. State the reason for the request.Applicant must show a hardship. '3. Identify the specific arear(s) included for request, if job is being completed in phases. ✓4 State the number of days that you would like to request for. V . Include a contact name and telephone number. +s61 Include the following sentence: "We hereby hold harmless and release Miami Shores Village Building Department and Miami—Dade Fire Department from any liability that may arise during the use of designated areas in the aforementioned facility while under the limitation of the Temporary Certificate of Occupancy" I/ Included the following sentence: "We hereby certify that all means of egress shall be kept clear and accessible and that all like safety systems will be maintained and operable at all times while the building is being occupied." Request may be made in person and letter must show the qualifiers signature. Requests will not be accepted with the qualifiers signature. Once reviewed,we will call the contact person and inform the person of the result. If approved,we will advise you of the fee and schedule the necessary inspections. It is the responsibility of the contractor to request TCO/TCC inspection(s)from the Fire Department if a fire final has not been obtained.A copy of the approved final fire inspection from Miami— Dade Fire Department must be at the Job site at the time of inspections. If you have any further questions, please feel free to contact Ismael Naranjo at 305-795-2204. IV 2� g415 Miami Shores Village Building Department 10050 NE 2"d Ave Miami Shores, Fl.33138 Attention: Ismael Naranjo; Building Official TCO Request Letter for permit number RC 214349 At the address: 1035 NE 96 Street Miami Shores,FI 33138 This letter is intended to serve as a TCO request for the Palmisano residence.The reason we are applying for a TCO rather than a CO is due to the property owner's interest to build a pool and provide more landscaping and irrigation than was originally intended.They will not be able to complete all of these items before their hopeful move-in date and are willing to handle them while they live in their new home;especially because it is all exterior work. At this time,the owners are still in the planning phase with the pool drawings and thus have not applied for a permit. Due to that circumstance,we would like to apply for a 90 day TCO. We hereby hold harmless and release Miami Shores Village Building Department and Miami— Dade Fire Department from any liability that may arise during the use of designated areas in the aforementioned facility while under the limitation of the Temporary Certificate of Occupancy. Additionally,we hereby certify that all means of egress shall be kept clear and accessible and that all like safety systems will be maintained and operable at all times while the building is occupied. If for any reason,you need to get in touch with our company,you may either contact the qualifier or project manager.That information is as follows: Qualifier: Anthony J.Parsons Project Manager: Robert Murphy 919-906-7620 305-281-3480 TParsons@ParsonsGC.com RMurnhv@ParsonsGC.com Regards, Anthony J.Parsons Know Miami Shores Village Building Department �IORIVP' 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CERTIFICATE OF OCCUPANCY/COMPLETION CHECK LIST Building permit card. Surveys(2 copies) Final as built-Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+Egress, required parking spaces,Wheel stops,stripping,and all paving to exterior. 2_1A' Certificate of Elevation—(Sealed by surveyor). Expiration date required on the form. Certificate of Insulation. Certificate of Soil Treatment(Final treatment-original)\ CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites.Treatment is in accordance with the rules and law as established by the Florida Department of Agriculture and Consumer Services." Health Department Approval Letter(On septic or private water). Note: If the house is on septic tank,approval letter is required from Health Dpt. Soil Compaction Letter(Density report is required) Final certification letter from the Engineer/Architect(on masonry,trusses, special structure,etc) 2 +� Backflow preventor certificate(Required on commercial projects only) Declaration of use. (Recorded in Miami-Dade Clerk of Courts) PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO • Emergency CO(Without 24 Hrs Processing)Additional fee is$80.00. • Temporary CO(Up to 90 days max)$75.00. • Residential CO$150.00 • Residential CC$50.00 • Commercial CO and CC$200.00 Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-229134 Permit Number: RC-2-14-349 Inspection Date: February 27,2015 Permit Type: Residential Construction Inspector: Dacquisto, David Inspection Type: Survey Final Owner: PALMISANO, INGRID&ERIC Work Classification: New Job Address:1035 NE 96 Street Miami Shores, FL Phone Number Parcel Number 1132060143730 Project: <NONE> Contractor: PARSONS GENERAL CONTRACTORS,INC. Phone: (305)281-3480 Building Department Comments NEW GROUND UP 2 STORY SINGLE FAMILY Infractio Passed Comments RESIDENCE INSPECTOR COMMENTS False J Inspector Comments Passed I Failed Correction Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid For Inspections please call: (305)762-4949 February 27,2015 Page 1 of 1 i 4 ^ 7l N.E. 97th STREET Lq FD. I.P. Y' ' : Y ASPAttl' 'o I.P. - M M - M. = 30' w 8 ' a^o rn N 0.3' w ui 1ui 1 ao s s 5 Q 4 FENCE 0.7' a REVISED PLAT 0 MIAMI S ORES� OF , S C. 8 P . 43 P. 51 P,FE . T ENC. ME CLR ___ 100 5' 15� ALLEY �� » » » 3 �t7 FE 2 7 2015 50' 50' S0' 25' 25' 50' 50' 50' �� MIA Mi SHOR S, SE . 3 PB. 11 7 P. BY. lz o IN rl- Nab 17N 16 1Jr '6 '614 13 12 11 10 9 8 7 i•� r r r r ` 1.11 ' 8� A.C. 1.1'X1.1' - z 30 cn COLUMN 50' 50' 50 25' 25' 50' 17 is » » » 12 QO n o 9.96' iv 5.35' r W 10.00 0 u, g 18.8' 12.s 10.1 10.1, --�*-: N.E. 96th STREET U- //�"? TILE PORCH 0.35 ' -- --- --_ j 35.7' °O ; LOCATION MAP: p tL �^�' SECTION 5 TY.i,IPC.- 53 S./�/�RGE 42 E. _ SCALL. 1°=100' w CO / N 00 ® ® U W Ln h j V//////// t6 IA a Q 00 04 2 STORY C.B.S. SKETCH OF SURVEY LEGAL DESCRIPTION: _ RESIDENCE tn SURVEY OF LOT 16 AND THE WEST 1/2 OF LOT 15, BLOCK 82, OF � No. 9 d35 ® � F- :11; c w A. R. TOUSSAINT & ASSOCIATES, INC. THE PLAT OF -MIAMI SHORES, SECTION 3" ACCORDING TO THE PLAT w ® (L 0 c //// LAND SURVEYORS THEREOF, AS RECORDED IN PLAT BOOK 10 AT PAGE 37 OF THE z 18.0/ /� FLORIDA CERTIFICATE OF AUTHORIZATION NO. LB-273 PUBLIC RECORDS OF MIAMI—DARE COUNTY, FLORIDA. Ir Z ® 0 9'93' Lc) 620 N.E. 126 ST. NORTH MIAMI, FLORIDA 33161 LYING IN THE VILLAGE OF MIAMI SHORES. a, X1.44 X14.1 W ENC TEL• (305) 891-7340 FAX: (305) 893-0325 U 1.rxl A' 1' 35`�� SURVE-Y R'S CERTIFICATION: Cr;7LUMN6' WE HEREBY CERTIFY THAT THIS SKETCH OF SURVEY IS TRUE AND 0'86 2.1 .1 - - 0.90' GSC CALF: CORRECT TO THE BEST OF OUR KNOWLEDGE AND BELIEF AS RECENTLY 3.5' WALL ENC.WALL N _: :t. 'CLR 0 10' 20' 40' 60' 0.54 SURVEYED AND PLATTED UNDER OUR DIRECTION AND THAT THIS SURVEY C. D 4H. COMPUES WITH THE MINIMUM TECHNICAL STANDARDS FOR LAND °D `* 1.2' W. SURVEYING IN THE STATE OF FLORIDA, UNDER RULE 5J-17 FLORIDA a .•'' N CBS WALT' SCALE: 1 INCH — 20 FEET ADMINISTRATIVE CODE, CHAPTER 472.027 FLORIDA STATUTES. 1.4'X1.4' NN NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF THE SUENc. . . . • �o� .SURVEYOR'S NOTES MN REGISTERED LAND SURVEYOR SHOWN HEREON. 7527• :1 P L 1 25 ELEVATIONS SHOWN REFER TO THE A.R. TOUSSAINT & ASSOCIATES, INC. FD. - ' '5'.' C. y� 174.92 NATIONAL GEODETIC VERTICAL DATUM, jjjjg�lopll` N.&D. �n �75.00�. I.P. 1929. (N.G.V.D.) FD. I.P. �. FD. I.P. GRASS hT3Ek LEGE ALBERT R. TOUSSAINT REGISTERED ENGINEER NO. 8939 0;7' £ONC.•'CURB` -s REGISTERED SURVEYOR AND MAPPER N0. 907 �„ ;. •. _ :._;: .:• :•••• ca ",.. '•: AC - AIR CONDITIONER STATE OF FLORIDA • .; ..� '.: ". ac ...' ...'• .. C.B.S. s CONCRETE BLOCK STRUCTURE FILE 2015/14979 FLORIDA CERTIFICATE OF AUTHORIZATION LB-273 CONC a CONCRETE Tv ''•:. ASP�(AL1 _': ;:.::..:,. ' . : '. '... ..:.:�`r>.: ::•.. W a CLEAR (FENCE) DATE: ERIC J. & INGR1D PALMISANO PAvF�a�►r ENC = EN TENT FEB. 18, 2015 FD. = FOUND 1035 N.E. 96th STREET •._' ...: ::'. :.::... '::. ...:: :. :. .:.:1. . .:.. :.`. I.P. a IRON PIPE FB: PAGE: VILLAGE OF MIAMI SHORES N.Fro Nano as 560 6 VEYOR euslNEss 556 33,34 MIAMI—DADE COUNTY, FLORIDA a 1PROPERTY LINE 4 .7 7 RLS a REGISTERED LAND SURVEYOR No. DRAWING NUMBER . SHEET DRAWN BY: "M WATER METER1 4979 1 OF 1 WT GALE INSULATION S/O#401967660 CERTIFICATE OF INSULATION—INSTALLATION BUILDING PERMIT# JOB ADDRESS: 1035 NE 96 ST MIAMI SHORES, FL STATEMENT OF COMPLIANCE: We, the undersigned, hereby certify that the thermal insulation has been installed in the referenced building in compliance with the Florida Model Energy Efficiency Building Code and the approved plans and specifications, and in accordance with good construction practice. The insulation fumished is of the type, thickness and R-value as set forth below: AREA TYPE THICKNESS R-VALUE MANUFACTURER CEILING AREA FIBERGLASS 10.375"/10" R-30 KNAUF 2ND FLR/NOT BLOW/BATT ACCESSIBLE GARAGE FIBERGLASS 6.25" R-19 KNAUF CEILING AREA BATT INTERIOR FIBERGLASS 3.5" R-11 KNAUF PARTITIONS BATT EXTERIOR REFLECTIVE .75" R-4.1 FI-FOIL COMPANY MASONRY FOIL WALL MULTIFAMILY RESIDENTIAL CONSTRUCTION: The COMMON(PARTY)walls separating different tenants shall be insulated as follows: Frame/Metal Stud Walls R-11 (min);CBS or Concrete Walls R-3(min)by Energy Code requirements. See FBC-2001 CHAPTR 13-ENERGY EFFICIENCY,latest edition. These"minimum levels of insulation"are not included in the Energy Calculations,but shall be installed in the field. INSULATION CGC1512179CER FICATION DATE: D EMBE 29, 2014 INSULATION CONTRACTOR'S SIGNATURE: BUILDER: PARSONS GENERAL CONTRACTORS INC: SIGNATURE: I PERSONALLY KNOW THE AFFIANT, PAMELA FENTON. Sworn to and subscribed before me this A 9 day o 2014 Notary Public, State of Florida AA MELISSA 5. S.aPP Notary Public -St:!c of Florida My'COMM. Expires Aug i. 201' 'e;,q Commission #FF 41864 APPLICATION #:AP 8 �. STATE OF FLORIDA PERMIT #:13-SC-1528392 DW NT OF HEALTH Documm #:FI978116 ONSITE SEWAGE 'TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION INSPECTION AND FINAL APPROVAL DATE PAID:11/04/2014 FEE 'PAM:110.00 RECEIPT #:13-PID-2564847 APPLICANT: Eric laalmisano AGENT. Empire Engineering PRoRxm awRESs: 1,035 NE 86 St Miarn'i, FL 33138 LOT: JIM BLOCK: 82 �x SUBDIVISION: , ID#: 11-3206.0143730 CHECKED [X] ITEMS ARE NOT IN COMPLIANCE WITS STATUTE OR RULE AND MUST BE CORRECTED. TANK INSTALLATION SETBACKS [ I 1011 TANK SIZE [1] 1050.00 [2) [ l 1271 SURFACE WATER FT [ 1 1021 TANK MATERIAL Concrete L ] 1281 DITCHES FT [ 1 1031 OUTLET DEVICE L 1 1291 PRIVATE WELLS FT [ I [04] MULTI-CHAMBERED �[ Y N 1 [ I 1301 PUBLIC WELLS FT I 1051 OUTLET FILTER Tuf--Tate EF-4 [ I 1311 IRRIGATION WELLS FT [ .1 1061 'LEGEND 1. 13-076-08DC3 2. I 1 1321 POTABLE WATER 45 FT [ ] [073 WA-=TIGHT [ 1 (331 BUILDING FOUNDATIONS 5 FT [ I toe] .LKV.E.L [ 1 1341 PROPERTY LINES 5 FT [ I E091 DEPTH.TO LID [ 1 [351. OTHER FT DRAINFI, &D INSTALLATION FILLED / MOUND SYSTEM [ l 1101 AREA [1I 575 [21 SQFT L 1 [363 DRAINFIELD COVER [ I [111DISTRIBUTION BOX X HEADER t 1 [371 SHOULDERS [ 1 1121 NUMBER OF DRAINLINES 1. 7.00 2. [ 1 [381 SLOPES [ 1 [131 DRAINLINE SEPARATION I 1 [391 STABILIZATION I I [141 'DRAINLINE SLOPE [ I (15] DEPTH OF COVER ADDITIONAL INFORMATION L l [161 ELEVATION I ABOVE IBM 55.20 [ ] [40] UNOBSTRUCTED AREA [ 1 [171 SYSTEM LOCATION L ] [411 STORMWATER RUNOFF L l [181 DOSING PUMPS L I [42] ALARMS 1 1 [191 AGGREGATE SIZE [ ] (43I MAINTENANCE AGREEMENT 1 I 1201 AGGREGATE EXCESSIVS FINES [ l [441 BUILDING AREA [ ] 1211 AGGREGATE DEPTH L ] [45] LOCATION CONFORMS WITH SITE PLAN FILL / EXCILVATION MATERIAL [ ] [46] FINAL SITE GRADING 1 1 [221 FILL!AMOUNT [ 1 [471 CONTRACTOR Empire(Empire) [ ] [231 FILL TEXTURE [ I [481 OTHER ADS ARC 24 1 ] [243 EXCAVATION DEPTH ABANDONMENT [ l 1251 AREA. REPLACED [ 3 [491 TANK PUMPED [ ] [261 RLPS,pC NT MATERIAL [ I L5QI TANK CRUSHED 6 FILLED Comments tamaieMts swe on page 2. Dade CHD DATE: 12/03/2014 CONSTRoCTTON I A2' (�1tED QISRPPi20VED I- ' -^^^--^^-R--^ Spec ttiF 9aiay Ino::C ent of eaM in Mia FINAL SYSTS I APPROVSA DISAPPROVED ade CHD DATE: 12103/'1014 ngrtes ng a noen o TenTtli in Mia " (Explanation of Violations on 9011*x}ng page) DH 4016, 08/09 (Obsoletes all gravious edLitimm which may not be used) Incorporated: 64E-6.003, FAC Sage 2 of 3 EH Database v L&1 Ap414039$ 8Dt628392 3 _ i ry a r s 4 � NEER�y SPECIALTY ENGINEERING CONSULTANTS, Inc. ca ti Dade • Broward • Palm Beach '0vl I% February 25, 2015 Building Official Village of Miami Shores Building Department 10050 NE 2nd Ave Miami Shores, FL 33138 Re: CERTIFICATE OF COMPLIANCE Palmisano Residence 1035 NE 96th St, Miami Shores, FL PERMIT#: PC-214349 Dear Building Official: In accordance with Chapter One of the Florida Building Code, we herewith provide the Village of Miami Shores Building Department with final disposition on the building components inspected under our.authority for the referenced project as follows: • Reinforcing steel for: o Grade Beam o Structural Slab o Elevated Slab o Reinforced Masonry • Truss Erection 'To the best of our knowledge and belief, the work on the above-referenced building and components has been performed in accordance with the approved documents, all applicable building codes having jurisdiction, and as revised by the Architect/Engineer-of-Record." Should you require any additional information, do not hesitate to call on us. Respectfu�AwbFo j#ed, Speci In J�Qgnsultants I S • arkPSE. o Pesid x/25/201 6 Sr21f FWW OF o. Ivo ReiP � 14 sneer: #0035683 Regi' ta° tor: #1177 AL 1599 S.W. 30th Avenue, Suite#20 • Boynton Beach,FL 33426 Office: 561-752-5440 Fax: 561-752-5542 Miami shore's Village C:FN 20158 X129577 OR Bi; 29517 Ps 20821 (Ips) Building Department RECORDED 02/26/2015 15:25=38 maps ®m M HARVEY RUVINY CLERK. OF COURT 10050 N.E.2nd Avenue MIAMI-DADE COUNTYP FLORIDA Miami Shores, Florida 33138 LAST PAGE Tel: (305)79% OF FLORIDA,COUNTY OF DARE Fax: (305) 75& ", . copy odow on fits in Itis 1 20 HAZY RU N,Clt;lri Cir PREPAREDBY: Rao'r-_r_7' 44,1AP $y DECLARATION OF US US#311227 KNOW ALL MEN BY THESE PRESENTS: WHEREAS,the undersigned 0 IG d-d IJ6 5-0 ►d}L 10 MA/As/are the fee simple owner(s)of the following described property(`Property') situated and being in Miami Shores Mtge,Florida: Lots) ZP W Sf Y2 Bl�k 2 of >t'P $'rY1! S C►-�.S (Subdivision),according to the plat thereof,as reorded in the Plat Book I O Page J of the Public Records of Miami-Dade County,Florida,(address) 1035 AL CH. '14r S tr-C-2+ arid WHEREAS,the undersigned owners)have sought certain development approval from Miami Shores and are providing this document in consideration thereof and to induce the Village to grant same: NOW,THEREFORE,for good and valuable consideration,the receipt and sufficiency of which is acknowledged,the undersigned do(es)hereby declare and agree: 1. That the Property will not be used in violation of any ordinance of Miami Shores Village or Miami-Dade County now in effect or hereinafter enacted. 2. That the property will be used for a single family residence only. 3. That he/she will not convey or cause to be conveyed the title to the above property without requiring the successor in title to abide by all terms and conditions set forth herein. FURTHER,the undersigned declare(s)that this covenant is intended and shall constitute a restrictive covenant conceming the use,enjoyment and title to the above Property and shall constitute a covenant running with the land and shall be binding upon the undersigned,his/her successors and assigns and may only be released by Miami Shores Village,or its successors,in accordance with the cam,rules and regulations of said Village then in effect. IN WITNESS WHEREOF,the undersigned has/have caused hand(s)and seal(s)to be affixed hereto on this day of 200 . WITNESSES) - OWNERS: Signature Signature and Print and Print NC in!i l i.C/ 10CA-Im i s W x� Signature •�„ A�! Signature and Print �b��.. 13�w�� and Print STATE OF FLORIDA ) E i4-t c lock l M i J&u• COUNTY OF MIAMI-DADE ) I HEREBY CERTIFY that on this day personally appeared before me Gr2 t G 4- 1A16 tZt ` who is personally known to me or has produced (type of identification)as identification and he/she acknowledge that he/she executed the foregoing,freely and voluntarily,for purposes therein expressed. SWORN TO AND SUBSCRIBED before me on this � day of My commission expires- Notary Pukes state of Florida .. Robert Murphy NOTARY PUB C,STATE OF FLORIDA My Corrintisslon EE pid` 06122120162018 RECEI TED til Miami Shores Village DEC ® 8 2014 Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 L--3 BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. BUILDING ELECTRIC ROOFING REVISION ❑ EXTENSION RENEWAL PLUMBING [:] MECHANICAL PUBLIC WORKS [:] CHANGE OF ❑CANCELLATI SHOP CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores County: Miami Dade Zim Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): 16ya Pi-3 Phone#: 3os- -7 g g3 Address: ft`s 3; /U9s-- City: 1441 AA41 d 1aoitrlS State: rb- Zip: .?33138 ' Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: Bfif:�IOAI 66 Phone#: 3v�125LEq Address: LA q`S® Jki `k s City: AA i f1'60 f � �State• i"�/ Zip: 3-3/s Qualifier Name: Art4&11 6• Of I ��J/✓5 Phone#: State Certification or Registration#: �y G�'�?� Certificate of Competency M DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration New ❑ Repair/Replace ❑ Demolition Description of Work: 677ratA f1h EAJ6 i I �a�l A/C' Specify color of color thru.tile: Submittal Fee$ Permit Fee.$. CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ ` Training/Education Fee$ Double Fee$ Structural Reviews$ I Bond$ TOTAL FEE NOW DUE.$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs,seven (7) days after the building permit is issued. In the absence o h posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature t l/� Signature g g OWNER or AGENT CONTRACT The foregoing instrument was acknowledged before me this The foregoing instrument was ac oowledged before me this day of '- y- ,20 ` by day of L dyl `� 20 l' ,by Irl�rr17— D,who is personally known to dffGMts' �Q 4 who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY2PULIC• NOTARY PUBLI Si � Sig Print: 1� 4r% �Y��Y Print: iuv Seal: t ^�"�'' Seal: s4_ Notary Public State of Florida Notary=- Notary Robert Murphy RobeMy Commision EE 201066 'y, < MyCExpires 05/22/2016 �s�p Expire***** *** ** * * * * * y�,� ************************ ************** APPROVED BY t - 1 44""' Plans Examiner Zoning L4i I Structural Review Clerk of (Revised02/24/2014) 2x12 STRINGER %SOUTHERN YELLOW PINE#2 TREADS; 4"MIN (ACTUAL THICKNESS IS 1 STRINGER BEARING 1/2"CDX PLYWOOD RISER 2X12 Y/P RISER (3)2X12 SOUTHERN YELLOW PINE NOTE:DIMENSIONS MAY VARY WITH FIELD CONDITIO g.i 4 #1 K.D.19 STRINGERS CUTOUT TO ¢ FOLLOW THE RISE/RUN OF THE • STAIR 185"OPENING 2W4" 206'' 2069' 12% ---L ------------ j 2X6 LANDING W/5/8"COX FASTEN END RISER L _ PLYWD GLUED&NAILED. TO CONCRET SLAB 2X12 STAIR - __ _ _ - -- - - - - MEMBERS ARE 18"OC MAX W/(e)6)'X 3}' STRINGER TAPCON TO WOOD MEMBER LANDING SECURED TO LANDING W/(8);}°DIA.X 4' ALL TREAD&RISER ARE -- - - -- - - - - W/14 GA 12"STRAP W/8d NAILS LAG SCREWS GLUED&NAILES TO (USE EVERY OTHER HOLE) �_rSTRINGERS&EACH PLAN VIEW OTHER N I EQUIVALENT)NAIILE12'14 GA STL D((8d NAILS EVERY PLAN OTHER HOLE)FROM STRINGER TO UP Fr7 LANDING.- � DETAIL A DETAIL B DETAIL C LANDINGS ON FLOOR STAIR ATTACHMENT CUT OUT STRINGER V' 2X12 STRI ER ATTACHED TO DING Cn N 2x8 NG W/3/4'CDX PLYWD W/ONE 140A STRAP C o GLUED NAILED.MEMBERS 4'MIN ( RT12FOR 4 �❑ ARE 16"OC STRI G EQUIV NAILED TO BR 18 G DI W/4-8d NAILSOR 2°STRAP(MSTA12) OI ❑ O. OD NAILS(USE EVERY m 0 <m ORNER MEMBERS ATT D OTHER HOLE)AND 4x4 POST ATTACHED M MB5 MULTI PURPOSE G LED TO INSIDE FACE W/3 HILTI PINS ❑ ANGLE MP3 MIAMI DADE COU OF STRINGER W/4 ed RISER&(3)16d Z "( 07-0419.01 NAILS USED EVERY AOTHER HOLE NAILS TO POST t- ADDITIONAL 3BEARING MAY BE ; r-EACH MEMBER CONNECTED TO OBTAINED BY ADDING A r ZEACH OTHER W/JOIST HANGER 1X WITH 8d NAILS OR A rTI n 3 JUS24(USP CLPBF OR EQUIVALENT) p m ❑ O MIAMI DADE COUNTY 07-021420 2X WITH 16d NAILS USING Z 3NAILS VERTICALLY ALIGNED @12' C. O 2 � > < ° LANDING SECURED TO 4 POST 4X41 T 3ECl1RED TO SLAB = m W/ONE(1)14'GA.12° 4X4 POSTS 3ECU D TO SLAB W/STL POST ��` E CHOR(USP D44 > O (RTF12F)W/8d NAIL USE EVERY ANCHOR(USP D44 EQUIVALENT)SHOT �� ` HOT W/(2)1' OTHER HOLE)O 8 GA 12" W/DRIVE PINS TO S NAILED TO POST e SECTION 5 ® (MSTA12)S W/16D NAILS .••°R"�P.I rA'"D NAILED Z `V > (USE EVER THER HOLE) W/ NAILS 2 SIDES` o•��S E Go tQ PO Iw18d NAILS. m Go 0 D AIL D © JAIL ,Z�9 •° NDING TO POST AND SECTION CONNECTIONS _ _j PO TjU ER SEC krI • LU • • MANUFACTURER PROJECT/ADDRESS MODEL CONTRACTOR/DEVELOPER DRAWN BY: MIS orIan ° GSC GENERAL STAIR CORP. OKD BY: e W �� se 0 1 6�w.63mST. PALMISANO RESIDENCE PARSONS GENERAL 11/19/14 HIALEAH,FL 33014 CUSTOM DATE ISSUED: 1• d Quality Products On Time. PHONE:(305)769-9900 MIAMI, FL CONTRACTOR, INC ,.a , r� FAX:(305)769-1207 REV DATE: 11/17/14 30 1 `�ge999 91(il,fl�$ ;mject m1mber 84-D31 SS483AL STAIRS CORP. ,v. QA�`� =� .�°0°mbi _ pmject name rMMCAL WOODEN STAIRS FOR GSC AS PERMITTED BY FLORIDA ADMENISFRATIVE CODE. SECTION 61615-23.002M THIS Z O; t4 2249-`-. COVER PAGE HAS BEEN SIGNED.SEALED AND DATED ASSUMING RESPONSIBD.ITY FOR m a 5+ 14 PAGES OF CALCULATIONS LISTED BELOW: -V °� � o• o ®epi�' ��(� � ��'�?� �"►o �i s+• IMPORTANT NOTE: sss, . 41; Cam THIS SET OF CALCU TIONS HAS BEEN PREPARED USING,THE RA17ONAL AW is APPROACH AS REQUIRED BY F.B.C. 2010 FOR ALL WOODEN STAIRS BUILT IN 4-e ®®�°' f• iBBsg A11 MWACTURER'S PREMISES AND INSTALLED BY THEM IN THE JOB SITE OF THE P9OJECT FOR WHICH THE SHOP DRAWINGS HAVE BEEN PREPARED. TABLE OF CONTENTS ®MARK DESCRIPTION PASS ' 4K G DESSLDS DESIGN LOADS AND ASSUMPTIONS i .9 .� STDETAILS STAIR CONNECTIONS DETAILS 2 STEPS STEP DESIGN FOR BENDING 3 TO 5 � STEP DESIGN FOR SHEAR 6 TO B © NJ ' IL ® �� 1 STRANGER STRINGER DESIGN FOR BENDING 9 ^. DESIGN OF ANGLE CONNECTION 10 ANGLE Q BETWEEN STM46M AND TOP RISER p 7 v S TOP RISER DESIGN OF CONNECTION OF TOP RISER it TO 12 CONNECTIONS TO EXISTING WOOD STRUCTURE DESIGN OF CONNECTION OF TOP RISER 13 TO 14 TO EXISTD46 CONCRETE 5TRUCTURE -pe.22249. EB-M512 4 O ...... .........................._.._.................................................................................._............................................................................. ........ ......................... ................. ..... G. le P GSC RESIDENTIAL GENERAL STAIRS RESIDENVAL TYPICAL WOOD STAIR WITH MAX.WIDTH W= 3.50 FT.STRINGER LE M DESIGN LIVE LLL(DES) So L(s1)= 12-55 FT rR OAD LL(DES) BO PSF DESIGN DEAD LOAD DL- 15 PSF ....�-• • DESIGN CRYTE•RIA MATERIALS • t3 STEPS 11-1/2"X id/4"SOUTHERN YELLOW PINE No. I. STRINGER. 2" X 12"SOUTHERN YELLOW PINE No. 1 C :S/V PLYWOOD RAISERS{S/8"USED FOR CALCULATIONS) .GpJ* INTERMEDIATE RISERS .� `0� . • RAISER Al'UPPER LEVEL STRUCTURE =2"X--"SQiJTHERN YELLOW PINE Ido.2 OR BETTER A DESIGN STRESSES g �• ALLOWABLE BR NbINg sT RESSES Fb-- 1250 PSS FOR STEPS GL q� x O 4 oz Q- ALLOWABLE SHEAR STRESSES Fv- 95 Psi FOR SSS tL p 0� + ALLOWABLE BE1dDIN6 STRESSES Fba r$ FORto SQ STRTN6ER5 ' 0- o © 11 �� MODULUS OF ELASTICITY E= DESIGN >< OAbrS 15 PSF LIVE LOADS(PSP)=. 8Q PSF 0 d E DEAD LOADS (PSF CONCENTRATED LOAD AT N1TM OF STEP= 300 LB. DESIGN D:IMENSIbNO STAIR WIDTH(STIP LENGTH CONTROLLED BY M(CENTRATED LOAb)= 3.80 FT P.O.22249 ED BY DEFLECTION)String•L= 12.56 FT }. EB-005551 G STR1WE;t MAXIMUM LENGTH(G iA n DESIGN CODES AND MANUALS. O ........... ... . . O I.FLORIDA BUILDING CODE 200EDMON 2.ASCE 7.0z1 3NATIONAL DESIGN SPECS.(hLD.S)FOR WOOD CONSTRUCTION 2005 t:bTfION r7 D . W CL GM RESIDENTIAL • /---FOR,CALL'S ,.�/' /• SEE�.J . 14o) lit 10 f —FOR CALLS 1� �p�1G TAPE COiyGR�E .gyp pct5 T A;�A SEE 1. t oP , it)'xif2'xl0'LOW Co.y�k 0 so x s`L �scWX AWSLES 1U179 5 �y�5 24 ga x Pi'LlA SEE P-10 FOR CA6C;'S • �.� --~'' CALCI .. � ' SEE P-d C O lye' a • d � 'U �s 2 x 12 SYP.HOSS7R04659 W '�s '•�„� � 'p.e.22249. pts FM CAL E8-005512 0 0 i'LYn10OD R15ER (3151)(318'FOR CAL(OL.ATiCxJB) 3/41 n in, (1151)STEP Ln x x . x a L A Pr C • }I f/�'x 11!41$TBF' t G � . Sxx='S�2 in CA= ��.. 1xx s 305¢in Get : s A= 11 In Fun Sb PSI E= twom psi RESMEWTAL WOOb STAIRS {LIVE LOAD=80 PSF) FOR GENERAL STAIRS., INC. rc�p•�V ane OmAwdb Job no: consulting engtnears,p.a. QQ►� 1(NVV civil-structural v� .ice 722 &4 38thfWrtde.33155 Rhone_f 305 -01 t,3 tp m�ml, GSC RESIDENTIAL 14 6QdER11L STA3RS RESIDL•MAL TYPICAL WOOD STAIR WITH MAX.WIDTH WO 3.50 •PT.STRINGER LENGTH LW) itsa FT ,fit bESIGN LIVE LOAD LL013 80 Pg- bE5I6N—DE—Ab LOAD b1; , 15 PSP STE9 bE�I6rt . RAISE WAS � THTL'pEss Tomm 3!4"pLYWOgb('i= 3/8 "= 0.375)1N.FOR DESIGN STEP DATA:wT�.1CHE5 .. TFITCIWES.+ RS}= '11/4" •.1.25 INCHES O 1.64 l l,(S� 11.6 Is iCHES M Stdr width L= 3.50 ft O IL besigq Loads=LL: OD psf+Me: 16 psf Toto1 l to Load W= E3�00pff .3 v Concentrated LCL P= lb g AUova"Bend6�9 Sir*ess P� 1265 psi Allowable Shear Stress Fv= 95 psi Modulus of Elasticity E= i800ob0 pal 8 Q CL C3 m m x FM STEPS MECHANICAL MROMTIES n Area A(a)Y(n)to FL X(n)to RL A(n)'Y(n) A(n)"X("�. ^` ¢ Area A(n) Base 6(n) Ha19tAt�) U. 0.375 7 2.625 8.5 0.1875. 9.1876 049219 1:26 14.376 6.376 6.426 91.6406 98.0469 _ tread 11.6 U -.:I Tota)A(np�17 ia2 TotAn*Ya 101kn 9 TotAn*X IW in 3 O prod Location of Cwrter of G'&+Y=Toto[An YWTotal An Lu ys 5.93 from tap of sow Find Locatba of Cwda•of Gravity X--Total An"XrJT04 An :�.e.22249 X= {.—•�%=Ain from taft side of system }�" E 5 D ' • Q • QC page 1 GsC RE310MM t}SO RESIDENTt.AL , GENERAL STAIRS RESIDENi~<!AL tt TYPICAL WOOD STAIR WITH 1NAX.WIDTH Wn 3.60 FT.STRINGEt=LENGTH 12.55 FT Dg5=GN 1.IYE LOAD WOES) 80 PSF DESIGN DEAb LOAD W 15 PSP Find Moment of Inertia cad Section Modulus of System . Area. Ixx(n) (Yn Y)"2 A(n) Mn)"iYn-1t}"2 Iia Q*A(n)*Yn-Y)'2 rates 1172 13.9100828 2.625 1':x61 26.23 t1• tread 1.872 0.19707772 K375 2.83 470 L Area= 17 to 2 Total Ixxs 94.94 in 4 G qJ = Section Modulus Ixx/Y= .22 Ins tt 00.) rad Maw Positive Moment to step:Larger of M--WV /8 or WOO V4 QL M(dueto distributed load) u' e M(dus to P at mt qm)-- 3180 td .815Q Ib-in � ® p• Find fqulmd Section Modulus Sxgmgdx M(maX)/M 0 M Q Sxx(regd� 2.62 in 3<ar=to'Sxx pray- • 4 CA � "• of p.e.22249. EB-00551.2 . o ..°o. . 3 W LY page 2 GSC RES084TIAL 3/4'FLYW=RMER ' (3151)(3/61 FOR CALMATIM) - r 31 ' 1 11 V1'(1151)STEP a a 0 A x w Xep e" �• — X■AD 6,66' A • � tb)-10d Cd'�!NA11.8 gQUALLY�!'AG1:D .� •W!T U4'MR-P>eMTICN INTO SMP MALyroia OF SMR SmP5-FOR woR wNTAL SWEAR At STEP'$ SUPPORT - RESIDENTIAL WOOD STAIRS (LM LOAD=80 FSF) FUR GENERA!. STAIRS., %NC. -o ®QgaaaacLt® ago Cpagamm Job no: m consulting engineers,p.a. +� ..•'� . civil-structural . 'vi� rdxo ew�ee�e mteml.ttorlde,33iss lex- 30z62t107 tQQLB PLO �dia RESIDENTIAL WQOD STAIRS (LIVE•LOAD=80 PSF) PC @m�rrtRmm Job no: orno iv' b ' consulting engineers,p.a. civil-structural Ln �P 7220 s a�38th terrace phone-�0055��z6z-s2z5. N t� n►taml.tioHda.=as tax-510 282.201A GSC RESIDENTIAL »+ l ONE&STAIRS RESIDU MAL. •TYPICAL WOOD STAIR WITH MAX.WIDTH Wo 3.80 FT.STR):bM LENGTH L(st)- 12-M FT G beset LIVE LOAD LL(DES) BO PSF DESIGN DEAD LOAD DLA 16 PSF Check befkdo of Step • Def.AU=L/360 ' . ALL Def.= 0.12 to .. PGaL Deflection dueio Worst Load CoRu�ition Def=P"L"3/(48"E"Ixx) � . DA_ • Q.O1 in<or=AU.befi= 0.12 La. G Rb MMM OF NAILS TO ATTACH SSE OF RAISERS TO TREADS AT MID-DEPTH OF TREADS i 0 ' fb+d vi�'k V Q/tom) •.,� a Y vert--W(step)'L(stePllz V vert= 166 b 31 in 4 ca CL pd 4--A(l)-y(1).VM2)=in 3 A(1)oW A(2)are Orcas above sheor pioae. , g No. n o A(n) Y(n�Y Y A(n)-Y(n) EL a �� CL Area b() h() � 1. 0375 6.875 234 2.74 6.56 2 11.80 Q625 W. 0.13 034 N flw Q= 7.60 M 3 CL ® C OR V(Ata'); ®Lb V(vw't) " 166 Ib. v0ot-mwxv(hw)"2'V(va'r2 171 Lb. 1/.1, u CHECK SHEAR STRESSES AT STEP SUPPORT fvz V(totai OppUod)/A(step)<or=to Fv(** p 8 O E fv(appro 10 pd4oraFr-98 PSI OK' W 10•b COMMON NAILS X 3 IAV.LOW WITH VO4tw•ai daambie)m 116 LbKona , Peg-M=N 1.18 M(TABLE 6.36 PG 6.4967IMMR CCNSTRUCTION MANU ppJETRATION pRoVna)_-NAA L.ENM LESS 7H5M4ESS OF RAISER= 2.28 IAf p.e.22249. SPAGi1 WMQUIRED-V(&�G�)' B. iN QUANTM Of MARS REQ'b-LEN&7K5TEPYSPAGIN6z 6 bur u 6 NAILS E9-0055 2 USE ^ 6 �l COMg10N NAIL6 'Lot+tG)e 7 °O/C THRU BACK OF RAISERS TO ATTACH WIN RAISERS TO ME Of TREADS 0 ' O =RESIDENTIAL page 3 Esc RESlb6NTIAL ' 609PA1.STAIRS RESIDENTIAL ' 8.60 FT.STRINGER LENBTH L(s*z 1�?•59 FT . •ryPICAL WOOD STAIR WITH MAX.WIDTH W. 16 FSP bmaN LIVE LOAD LL(DES) 80 PSF D�DF.AD LOAD 0 � " V . sTRrPIG�R oEsrGN a ► � sn� �� sTW NGER bATAc 2"X 12" £0.FINE N0.1 88=STRUCTURAL Sir {ar.Length , 10.59 ft v StrUrga,YsM Length 6.74 ft. Stinw Lwqth-- 12.65 ft. StringerSxx(Prov)= 81.6 i 3 Stringa,Ixx(p,w)a 178 In 4 Area A= 16.08 In 2 p Ac �0 Fb(a I r d Fv(dI� 105 Pa ' • �' C °. Find DistrA�uted l aad to StAng�'fraa SteP',i(s�W(stePr•(stePY2 , w(strk lib Of v O F�Positives 9 Monw�tt d�to blsh'�ui'cd Lood ltA(sfrpW(str)"I.(st�' � . M(str)' 89289 Ib&► 0..1 E Find Seetton Modus iteQniraci Sxx(me d).M(WYFb sxx(read) ZO.bB In 3<or- k r.� Find AHMwabie betoettW pef(A)g4strY360 In p.e.22249. Def.Alk 0.42 IN 512 Find Aotud befleetion dueto Dtstrinted Loaf W(str= S"w(str)%(strr4!(384"t?RTiak befl,= 0:29 in or=to Def(Oil)-- 10 O ' W . [Y page 4 QSG RESIDENTIAL ---------------- GSC RESIDSOIAL l' - M NE1tAi.STAIRS RESIDENTIAL TYPICAL WOOD STAIR WITH AMMIDTH W- 3.60 FT.STRINGER LR*TH•LOO' 12_53 FT DESt6N LIVE LOAD LL(DES) 80 PSF DE571DEAD LOAD DL 15 PSF bEMN OF ANGLE CONNECTION BETWEEN STRINGERS AND TOP RAISERS , Find Shear Rwaetioa for Stringer at Second Fttght attadied to Extating Strut ui'e tJ V- 1043 LB. USE 94 GAGE X i-2/2"LONG 5CREWS WITH 11/4 DU lb To CONNECT 2 X 12 STRINGERS/RAUERS soLM4 YELLOW PINE SPEC II C ENTER TABLE*"31 PAGE b-486 OF THE RMBER CONS MUCr"N AAAMIAL TO Mb'ii�iE DATA BELOW ' O - V(ftnol o3owoblek V(atio�xable)x req'd aain•penetratkn p"D)/•achxil penahatbn v V(an 548 pi with 2.b04 (napes penetratim W e a AcW Penetraitan= 1.25 in. .a{ . B � V ped/V 4hwi au. � • C v a� QjwthY of saw"rwp*vd Q= aPP ¢� tnyz 3.9T nails use ® ®i �1P USE S Y 24&A.x 1-112 LONG SCREWS W/ '�`(�1.25 2C 3I.pENETRA7ION TO Era X 12 5win o jS WXM A •1,-112 X 14 X t14: X 14INCHES LONE' C,-24OXX1142"� IT4 E'ri11 tw or- 1 Lt2"92 1/21YA/Vp.Et.22249. L./�l161.>r EB-W55le 209 12"STRR'16 G 3'X R15ER O i w . ac GSC RESIDENTIAL pop 5 EMSTM tow • l 2x TOP M=RISER p � 6 I,,'+LAG SCM x BL" MIAI.LY SPACW TO ATTAGi•I Z TOP RMERS TO r:YJSTW UtOOA 6TF211GWW ' v Z . • -:24 6A.X I V2"Sr-fM tS .r IN BALM LEGS OF I V2°>2 V2"XI/W L/til IMME 20X to STRIN& CL ZX MOM tL ® �� a t a fAC4 � ' 01p H o ST'ALi& TO R `� o $ g IgsM ATT TO Am.may J TWA" �T�1� TO GONG. SLA► - ��' . AVACMD TO GONG_SLS P.O.22249. • X 5"EXF AWHO"OR EB-005512 (4)•Vle X 4 1/4"TAPGONS. . STAIR TO TRUSS OR 5LAE3 0 �oNN�OTiON '� ' W LU GSC RESIDENTIAL GENERAL STAIRS RESIMMAL TYPICAL WOOD STAIR WITH AVX.WIDT14 Wa '3.330 PT:STRINGER LEN6TT•3 L(st)= "X12.55 FT r'd DESIGN LIVE LOAD LL(DES) 80 PSF DEAGN b�EAb LOAD PL= 15 PSP , DESIGN OF CONNECTION BETWEEN TOP RAISER AND EXISTING WOOD STRUCTURE P(aPPiINQ 1043 Db. 'USE 1/2"0 LAG SCREWS X 3 3N MES LONG V ENTER TABLE 6.31 PAGE 6.486 OF'P E TIMBER C04MUC7ION MANUAL TO FDD THE DATA BELOW V(alDj OF 24 SAGE X 1.1/MOM SCREWS WITH 1-1/4"( 1.28)IR PENETRATION y C O� V(di). 0 F6�d Y(d{owoble}for 1/2"O LAC SCREWS=V(d3)OF 24 6A.*(LAC,SCREW DIAM124 GA.DIAMj-2 VON)- 4733 Ib. e Find Quantify of 1/2"O LAG SCREWS X 3 MCHES LONG=KgPVP4N(dQ= C31y.Sa ews, 2.2 sat"USE -leach side of tenter Boa equnUy spaced • O C� a USE 6 1/2 f •LAB SCREWS X 3 INVCFIES LOW WALLY SPACED TO ATTACH ® 2.1OP EMU"TO EXt5TIN6 WOOD STRUCTURE. u— m � �w S rA • STR�iG'EuE� I - ° p.e.22249. EB4 05512 2 x TOP IIa=RLS R - a & 4It LAG SCREWS x 3'LONG o MWAL•LY SFACM TO ATTACH 0 Tib'RISERS TO EXSTING pJ00D sTalct>�� . a OSO RESIDENTIAL Page 6 1 L-2 x TDP WOOD 1MER QhC•►� Co -WOTA W4 Wtatir {>= L4LLY S1'Acw TO ATiAcl4 '• TOP FW2M TO EX167MG 00, STRt�CtURU c :24.6A.X 1 V2"50!SqS .x1/4"r a ' 'f 2% 12"5TR1146 d 2%PJSBR Z b c 6 p m f o 5'f 141 R TO Y41T� r ; d o TNS _. . a 4 .ISM ATrACHW TO GONG$� p.e. ' 48. X W t�{GWAS OR 512 W!f(41-� EW AEB-0�J V4" X 4 V4'TIWWNS. 5TAIR TO Tl:ZU55 OR 5LA 3 GONNF,GTJ ON N i7 "f• cll�_�i (or 5t4°P o 0 • 3 CIBC RESIDENTIAL 14 GWERAL STAIRS RESIDE4T3I11. -TYPICAL WOOb STAIR WITH MAX.WIDTH W= 3.156 FT.STRIt WER LENGTH L(st)° 12.53 FT DESIGN LIVE LOAb WOES) ^x_80 PSF DES2GNlDEA�D LOAD DL- +15 PSF bESI6N OF CONNECTION BETWEEN TOP PAIM AND•EXISTAJ6 CONCRETE STRUCTURE P(opPlkd) 1048 LB U USE 1/4"O TAPCONS X 3 DOES LONG W/ 11/2; INCHES MINIMUM EMEDMENTINTO y.( - . G3!LB FM ri:c3000 PSI CONCRETE p O O C Find Qi.m ty of 1/4"O TAPCONS X 8 INCHES LONG =P(opplted)/Y(o1l ome) St qty}opco ' l.96 tapear►s USE ' 3 each side of center line"Udly goo USE; 6 2/4"O TAPCONS X 3 INCHES LONG EMBEDDED il12 7N.(IKYN}ItliO a H�UALLY SPACED.TO ATTACH TOP Nam TO EkI9TINFi CONN ME. t�j41 8 0. Roe m @� IL s a pgSTM Cof4cfoE a� 8 57RUC'NRE �• � �� x T101-4=R1Sf RR .tp 1/4'4 x 3'LONG iAPCa* p:e.22249 ' (EQUALLY SPACED TO ATTE"0512ACH TOP:RISERS TO:EX STM page 7 G$C RESIDENTIAL Table 4R Reference Design Values for Visually Gred6d Southern Pine Dim "..p1, Lumber (2"- 4"thick)WAs (Tabuiated design values are for normal load duration and dry service conditions,unless specified otherwise.See NDS 4.3 for a comprehensive description of design value adjustment factors.) n-4-1 USE WITH TABLE 4B ADJUSTMENT FACTORS a Design values in pounds per square Itch Ten dat Shear compression compression Modulus j# pardel parallel � parabi Spedes and Size Bending to grain grain to gmlt to wain a - co mnercial grade dassfff dm Fy Ft Fq FcL FO E O : -Decree Stnrchtrel 3,050' 1,650 175 680 2,250 1,900,W0 690,000 Seiactstructurd 2,850 ,1,6M 175 586 2,100 1,500,000 6W,000 Non-Dense Select Structural 21850 1,350 175 480 1,950 1,700,000 620,0 0DO 100 75 660 ZCCQ 2°-4°We 178 1 NarDense 175 IJUO IAUUUuu No.2 Dam 1,700 875 175 880 1,850 1,700,000 620,000 Not '1,M0 826 176 585 11650 1,60010M 580,000 Not Nat-Dense 11350 775 175 480 1,600 1AKWO 5101000 No.3 and Stud 850 476. 175 685• 975; 1,400,000 510,000 Construction 1,100 625 175 565 1,800 1,500,0W 550,000 , Standard 4°arida 825 350 175 565 1,500 1,300,000 470,000 UtfBty 300 175 175 565 •975 1,300,000 470,000 Dense Select Structural 2,700 1,500 175 S60 -2,150 t,M,000 690,000 SelectStructurai 200 1,400 175 585 2,000 1,W,0OO 650,0 Non-Dense Sept Structural 2,350 11200 175 460 1,850 1,700,000 620,000 No.1 Dense 1,750 950 175 660 1190 1,8W,OW 8W1000 Nal 1,650 900 175 585 1,760 1,700,000 620,000 Not Non-Dense 5'-6'wide 1,500 800 175 480 1,600 100,E 580,000 Not Dense 1,450 775 175 660 1,750 1,700,000 620,000 Not 1,2W 725 175 586 11600 1,600,1100 580,000 Not Non-Deme 1,160 675 175 480 11500 1,40%M0 510AM No.3 and Stud 750 425 176 685 925 1,400,M0 510,000 Dorm Select Structural 2,450 1,350 175 660 2,050 1=,GM 6! Sewstnrchtral 2,300 1,300 175 565 11900 11800,00 66DAM Non-Derma Select Structural 2,10 1,100 175 480 1,750 1,70,0 620A0 $PIS No.1 Deane. 1,650 875 175 680 1380 it=,= 60,00 No.1 8'wide 1,50 826 175 585 1,850 1,700,000 020,00 No.1 ton-Dense 1,350 725 175 480 100 116W,MO 5W,MO No2 Dente 1,40 875 175 680 1,700 1,70,00 620,00 Not 11,D 650 178 565 1,550 1,60,00 580,00 No2 Non-Dense 1,100 WO 175 48b I'm 1,44QM0 510,000 No.3 and Stud 700 40 175 566 875 1,40,00 510,000 Deme Select Structural 2,150 1,200 175 SIX) tow 1M00 Mo.= SeiectStructural 2,050 1,100 175 5% 11*860 1180,00 660,00 Non-De►so3elect Structural 1,60 950 175 480 1,750 1,700,000 820, 0 NO Dense 1,450 775 175 080 1,750 1,1100,000 660,000 No.t 10'wide 1,30 725 175 585 1,6m 1,700,000 620,00 Not Non-Dense 1,20 660 175 480 1150 1,600,00 580,00 No2 Dense 1,200 625 175 WO 11660 1,700,E 620,00 No2 11050 575 175 665 1,500 1,60,00 580,00 No2 Non-Dense 950 550 175 480 1,400 1,400,000 510,000 No.3 and Stud 600 325 175 565 850 1,40,00 5101000 Dense Select Structural 2,060 1,100 175 660 11950 1,900,000 890,000 Select Structural 1,900 11050 175 50 1,800 11800,000 6601000 Non-Dense Select Structural 11750 900 175 480 1,700 1,700,000 620,000 No.1 Dense 1,350 725 175 660 1,70 1180,00 680,00 No.1 ' 12'wide 1,250 875 175 685 1,6M 1170,00 620,00 No.1 Non-Dense 1,160 60 175 480 1,50 11600,00 580,00 No.2 Dense 1,150 575 175 860 1160 1,700,000 620,00 No2 975 550 175 5% 1,450 1160100 580100 No2 Non-Decree 90 525 175 480 1,350 1,40,00 510,E No.3 and Stud 575 1 325 1 175 1 585 825 1,400,000 510,0m Miami Shores Village JAN 2 9 2015 Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 A 1�1 n1 t7 FBC 20 0, BUILDING Master Permit No. CC PERMIT APPLICATION Sub Permit No. '0 -rwILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL F-1 PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATIONSHOP CONTRACTOR DRAWINGS JOB ADDRESS: 3 NL C/1' S-' City: Miami Shores County: Miami Dade Zip: 33/3,gar Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): Phone#: 7`� 119g; Address: 1 ay✓�' ^4� q, 57 City: A4l jfAf 0� ! 1OAV State: FG Zip: Tenant/Lessee Name:/ Phone#: Email: L �S ®� -"? Ai GOU,V s/ �j.02 CONTRACTOR:Company Name: 2 5 AJS (7 Go 1A C, Phone#: 3o-;' l 3 Address: l b ti'5,0 5,,) ai l City: 10 -3,t" State: Zip: 331!Ez Qualifier Name: f}A/-1-Y101J �. P_50N5 Phone#: State Certification or Registration#: I,GG 0;-'� 5" Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration / New ❑ Repair/Replace ❑ Demolition Description of Work: t'l L A16 Specify color of color thru tile: Submittal Fee$ Permit Fee$` CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ Q (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature t'4—� Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of R-k/21MIC Y ,20 / .by 6-S day of X 1 12 V 20 5 ,by a=lb) tCS�✓A ,who is personally known to AA✓IA04 J'i Pi A,6 ,who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign44� Sign: ;e�l� Print: f-OW4 7` A q4P#fPrint: 4o$Az'T uyel4k Seal: Seal: Notary PuOK State of Florida ° Notary Public State of Florida g RoW Murphy . . Robert Murphy +• My Commission EE 201088 ` My Commission EE 201088 �1 E>�ires 06/22/2018 �oig0F Expires 06/22/1016 sssssssssssss sss ss s & s +k ssass+kssssssssssssss pr s s 5555555555 APPROVED BY l� Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) 4 SPECIALTY ENGINEERING CONSULTANTS,Inc. �fti ati DADE - BROWARD - PALM BEACH December 2,2014 Mr.Robert Murphy Parsons General Contractors 16950 SW 90 Ave Palmetto Bay,FL 33157 RE: PALMISANO RESIDENCE,MIANII SHORES,FL PERMIT#RC 14-349 STRUCTURAL REVIEW Dear Mr.Murphy: Pursuant to your request we have reviewed our plans for this 2-story home. In particular the floor truss connection. Initially we had designed the floor trusses to bear on top of the masonry bond beam or tie beam where possible, refer to detail 1/S5. Along the back patio the beam elevation did not allow this and the floor trusses were supported and fastened to a double wood ledger,refer to detail 16/S5. In the course of construction the tie beam was set at the same elevation all the way around and required that all the floor trusses along the outside bearing point would be supported by a wood ledger. So long as all of the floor trusses are clipped and fastened to the ledger in accordance with detail l6/S5 we take no exception to this. app800pp p We hope that you find this 1 and should you have any questions please feel free to call on us. 0�0�<A,••*rGNS� Respectfully submitted " Specialty Engineering Co. ts%W 4. G 02 2014 a� e ary McDougle,PE �'° S�AT E Vice President of Eng@j .~L p State of Florida: Registered Professional Engineer: #0056214 Certificate of Authorization: #009217 1599 SW 30th Avenue,Suite 20 - Boynton Beach,FL 334326 - Office:561-752-5440 - Fax:561-752-5542 ti IN SPECIALTY ENGINEERING CONSULTANTS,Inc. ,y DADE - BROWARD - PALM BEACH Jul S��a December 2,2014 Mr.Robert Murphy 4; Parsons General Contractors 16950 SW 90 Ave Palmetto Bay,FL 33157 RE: PALMISANO RESIDENCE,MIANII SHORES,FL PERMIT#RC 14-349 STRUCTURAL REVIEW Dear Mr.Murphy: Pursuant to your request we have reviewed our plans for this 2-story home. In particular,we have reviewed the connection of the DG3 multiply roof girder at the inside comer. We had specified detail 2A/S9 for the inside wall connection. The geometry of the truss did not allow for the steel bracket to fit over the top of the truss end since the end was more than 24"tall. It was reported that the specified connector was still used but was placed over top of the lower diagonal. Since the roof truss loads that are being supported all frame into the bottom chord this type of connection is acceptable. It may be required to"shim"solid any voids since the connector specified is set for a 4:12 roof slope and the diagonal web member may not be exactly this slope. We hope that you find this information helpful and should you have any questions please feel free to call on us. Respectfully submitted, 0 )Oug Specialty Enginee ' Consultat� In 1. /e .•�N S E ••.. �. • G �0i �A •. �1 G McDougle,PE w Vice President of Enginee4iir: Of State of Florida: i0o;A- Registered Professional Engineer: ��i��S � 8214 Certificate of Authorization: #009217 's 1599 SW 30'h Avenue,Suite 20 - Boynton Beach,FL 334326 - Office:561-752-5440 - Fax:561-752-5542 PDGuss I Truss Type Qly Ply Res.:tnWrld 8 Eric Palmisano Truss 1 1 Job Reference footlanatt DECO TRUSS COMPANY INC.,Princeton.FL 33032 7.350 s 2T 2012 MiTek hxlushrea,Inc. flit Nov 1714:4624 2014 Page ID:pzGEWdMgRu89OcUZgpS3L=8'ZmDW6gZsYWWUaLOMOyP71vACmXPEy1G1j r1 �. 95-14 13100 1T 8-2_2 2280 27-40 3200 �_ 3700 38$Q 1 8-0 50-0 4-5-14 4-4-2 4-4-2 4-5-14 4 8 0 4 8 0 5 0�0J -'1 6�0 Scale1'70.6 APPLY 5/8'X 2'-0"CDX PLY WOOD TO BOTH SIDES LO o WITH 10d NAILS @ 6"O.C.STAGGERED. PLACE 2x8 SP No.2 BLOCKING OVER INTERIO5x10 MT20H=4.00 12 5x10MT20H= %73x8= 2x4 I I 4x8= 4x4= 5x10MT20H= 3 30 43 3233 56 36 737 38 396 41 428 43 44 10 Zx4II 2 25 1128 J2.4 2x4 11 �N ail SEf to 2425 21 45 20 46 1947 18 48 49 50 17 5152 5316 54 15 55 1456 57 13 29 27 4x8= 2x4 II 4x6= 4x8= 4x18= 4x8= = 2x4 11 08= PER ERECTION IS CRITICAL SINCE TRUSS IS NOT SYMMETRICAL DEC A 8 2014 Q 5 0-0 9-5-14 13-10-0 14rp 0 18-2-2 22-8 0 27-4-0 32 0 0 37-0.0 T 4-5-14 4 4-2 . 4-0 4-2-2 45-14 4-8.0 48-0 Plate Offsets MYr t3 0-7-0.0.2-8).[4Z".0.2-81.[5*",0.2-121.V 0.2-a.0-1-01.[9:0.2-0,0-2-M,110:0.7-0,0.2-81.[18:0 1.4.0.4-121 LOADING(" SPACING 2-0.0 CSI DEF). in QoQ Well Vd PLATES GRIP TOLL 30.0 Plates Increase 1.33 TC 0.93 Vw*4 0.5014-16 X559 350 MT20 244/190 TCDL 15.0 Lumberhumm 1.33 BC 0.95 VOM) -0.5314-16 >52'1 240 MT20H 1671143 SCLL 0.0 Rep Strass Incl NO WS 0.88 Horz(TL) -0.09 11 We nfa BCDL 10.0 Code FRCZ010/TPI2007 (Matt-M) Wali t 2071b FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 31-ExoW TOP CHORD Structural wood Wma*ng directly applied or 3-1-2 o:VXft ns. T1:2x4 SP No.21) BOT CHORD Rigid ceiling directly applied or 33-0 cc bracing. BOT M OIaO 2x6 SP No.2-Excepr WEBS 1 Rmv at mklpi 5-17.8.17 22:24 SP M25 ira)ra OStabilizers and required cross bracing WEBS 2x4 SP Not•Except =' truss erection In accordance with Stabilizer Installation W3,WJ:2x4 SP M 31.W4.W5:2X4 SP No.213.W8:2x6 SP No.2 OTHERS 2x4 SP Not REACTIONS pb/sIze) 2=8480.8.0(nftf)-140,18=3858/48-0(min.0.3-11).11=1629!0.8-0(min.0-2.4) Max UpMR-2146(LC 3).18-6807(LC 3).11=-1992(LC 3) Max Grov2=770(LC 9).18=44W(LC 2),11=11195(1,C 10) FORCES#b)-Max.Cmnp./Max.Ten.-Ali f 250(Ib)orless exoWwhenshawm. TOP CHORD 2-2 w-43711855.3.25=-1057!4195,330=011523,3031 1523,4.31=Ofi523,432=-5348!4176. 3233=-0346f4176,3334=-5346/4176,X4176,535*-813fO,B-3&-61300.6-16-413(0. C 7-35-61300.7-37-61300.37-38=613(0,38-39=-613-0.639=-613M,840 38M/3510, 40.41- 13510,41-42=-386813510.9.42-386613510,943=-54 67,43.44=60> 7, 1044-57,10.28-425714299.11-28=-199411770 BOT CHORD 24-26=-1725MO 21-28=-37731942.21 W46=44MM,2047=137510, 1947=1375-0,1948=-137M,18.48=-1375-0,18.49=•417861612,49-15( 4176P.(612,17-50-4178!5812. 17-51=-32441JM 51-5-2 =44MM 52-53=-324413868,1653=-3244/J888,16-54-4821/508,5, lilrL 15.54=-4821/(-085,15-55-482115085,1455=482115065,1 ,563789814005, r- 13-57-3896/4005,13-29=- 71,27-29-17341203:1 WEBS 3-21=16781588,3.20=-195412658,4.20=-190 MM.418=-3581!1432.5.18-2580/30 ,5.17-.5527/5143, \�_ 04 7-17=-1121)1878.8.17=-351314037,8.18-8521674,9.18=131411689,9.14=-246)325.1014-99111276. lawM 1013=-338/42D,2-24-54911421.25-28=-2�f240,2425-1231815.2-26=-546(0,11-27-132411441. 211-29-2961032D.27-28-555113M,11-29=-340215 \ � M Z NOTES ] 26 1)Unbalanced root We toads have been considered for lids design. C z La 2)Whit ASCE 7-10:Vult=175mph(3secand gust)Vasd=136no;TCDL=5Apsf;BCDL-6.0psf;h=26$Curt.ii;Exp C•Encl..GCp".18;C.0 Exbxior(2)-1-7-4 to M 102-13,intedor(1)10-2-13 to 211.93,Extedor(2)2093 to 32-04;parch left exposed;Lumber DOL=1.60 plate grip DOL=1.60CL ca 3)Provide adequate drainage to Wreverdwater pomfing• All P are MT20 plates unless otherwise indicated. L 4) 4) 5)Plates chadced for a plus ori 0 degree rotation about 6s center. •� ` i� CO 0 6)ProvNe medmrdcEd eAnrectfon(by oOess)of boas to bearing plate capable of wittistimcling 100 lb uplift atjoint(s)except Qt=b)2=2146.18=8807.11=1992. .0 > r- -45m:,3 7)'Ser t4W p is with And heels M era!6xriy model was used In Ore analysis anddesign of this truss z< ,93 <,- � 8)HengWs)or o dor obm=ftr device(s)shall be provided suf ktwd to support cmmttr�ed load(s)67 te dam and 390 Ou up at 5-0.0.67lb doom and 390 lb up �� N W p at 7-0-12.67 lb dam and 390 to up at 9012.67 ib dawn and 390 te up at 11-0-12,67 te dawn and 390 te up at 13.0-12,95 Ib down and 354 ib up at 15.0-12 ' '- la darn and 354 m up at 17.0-12,95 lb down and 354 m up at 165 m 0.051b dam and 354lb up at 1941-4.95lb daand 354 m up at 21-11-4.95 Ib C �s co M dam and 3541b up at 23-11-4.9516 down and 3541b up at 25.11.4.951b dam and 354 lb up at 27-11-4.and 951b do vn and 3541b up at 29-11-4.mW 951b -0 04 down and 354 ib up at 324)-0 an topdnord,and 413 lb down daand 1413 lb up at 5-0.0.69lb dam and 370 lb up at 7-012,89 lb down and 370 th up at 9-0-1Z, co 69 te dam and 370 lb up at 1141.12,69 tb dawn and 370 lb Lip at 13.0-12,43 lb down and 38 Ou up at 15-0.12,43 lb down and 36 lb up at 17-0-12.43 lb dam 0)3•0 and 36 lb up at 1850.43 lb,dam and 36 lb up at 19-11-4.43 lb down and 35 lb up at 2141-4.43 0)down and 3S Ib up at 23-11-4.43 lb down and 36 lb up at � I,� O �►- 25-11-4.431b dorm and 36 lb u p at 27-11-4.end 43Ib dam erni 36 th u p at 29-11-4.and 3861b dam and SW lb up at 31-11-4 on bottom chard.The ® =device(s) _ M 0. desitiriftelaction of cmanocddevice(s)is Ore responsibility rt ottuers. ®�E C d 1)Regular.Lumber Inaease=1.33.Plate Inaeass=1.33 0 T = L Uniform Loads(p1Q Vert 1-3-75.3-10-76.10-12-75.24-27-2D Continued on page 2 Job f NTruss Truss Type -- -—- Oty Ply Res.:Ingrid 8 Eric Patmisano s DG2 Hip Truss 1 1 A0022&92 Job Reference(optional) DECO TRUSS COMPANY INC..Princeton,FL 33032 7.350 s Sep 27 2012 MiTak Industries,Inc. Mere Nov 1714:4625 2014 Pam ID:pzGEWdMgRu69OcUZgpS3LyvtiB-nCQpKO VbWe?SJMH3U5a7W8mmssaki&V5xgy1G11 LOAD CASE(S) Concentrated Loads pb) Vert:3=-5710-80 21=-35513=-333 30-W 31=-57 33-57 34-57 35=40 36=-80 37-80 38�38=-80 40=-80 41=-80 43*=-80 44-M 45-6146-8147-6148-61 49=40 50=-40 51=40 52x- 53-Q W-40 55=40 56=40 57=40 2)Regular Only:Lumber In rease=1.33,Plate Increase=1.33 Uniform Loads(pll) Vert 1-3=00.3-10-90.ID-12-90,24-27=20 Concentrated Loads(Ib) Vert 3=-8710=-95 21=41313=-386 30687 31=-67 33=87 34=-87 35-95 38=-9537=9538=-95 39=-9540=-9541=-9543=-95 44=95 45=49 48=.89 47=-W48=8949=-43 50=43 51-43 52=- 53=-43 54=43 55=43 58=43 57=43 3)C-C Wnd:Lumber imrease=1.60.Plate Increase=1.60 Uniferm Loads(pity Vert 1-2-158,2-3=95.3,V=88.32-42=72,IG42=W,10-11=95.11-12-160.18-24=76,18-27-10 Ham,1-2-188,2-3-105.10-11=105,11-12-168 Concentrated Loads(1b) Vert 3=24410=207 21=1251 13=483 30=244 31=244 33=259 34=259 35-M 36=223 37-223 38=223 39=223 40=223 41=223 43=207 44=207 45=289 48=289 47-211948=289 49=26 50=26 51= 52=26 53=28 54=26 55=28 56=28 57=26 4)C-C Wnd Posdtive:Lumber kwease=1.60,Plate Increase=1.80 Unirerm Loads(pif) Vert 1-2-7.2-3-67.3-10=-59.10-11-67,11-12-7.18-24-5.18-27-20 Hort 1-2-23,2-3-G7.10-11=-37.11-12=23 Concent rated Loads(Ib) Vert 3=39010-354 21-141313-M 30=39D 31 33==390 34=390 35=354 38�i54 37=354 38=354 39-354 40=354 41=354 43-354 44=354 45=370 46-37047=37048-370 48=38 50-36 51= 52=36 53=38 54-36 55=38 58=38 57=36 5)Live Only:Lumber hxmasse=0.90,Plate Increase=0.90 Pit.metai=0.90 UnWarm Loads(plf) Vert 1.3=-30,3-10=30,10.12=30,24-27=-20 Concentrated Loads pb) Vert 362510=-W 21-18113-17130-25 31-25 33-25 34-25 35=-38 36-W 37=-W 38-W 39-M 40-W 41=38 43=-38 44=36 45=40 48=40 47-40 48=40 49629 50=29 51=-20 52=- 53=-29 54-29 55629 56=-29 57-29 6)C-C Wnd PoWn+Regular:Lump Increase-1.60,Plate Increase=1.80 Uniform Loads(pit) Vert 1-2=-58,2-3-102.3-10-97,10-11-10Z 11-12-W,18-24-9,18-27-20 Hort 1-2-17.2-3-27,10-11-27.11-12-17 Concrostrated Loads(lb) Vert 3wA810=287 21=941 13=385 30=298 31=298 33=298 34=296 35=287 36-287 37=287 38=287 39=287 40-267 41=287 43=287 44=287 45=276 46=276 47-278 48-276 49=28 50=28 51-2 52=28 53=28 54=26 55=26 56=26 57=25 7)lot unbalanced Regular:Lumber Increase=1.33,Piste in1.33 Uniform Lis(pl) Vert 1-3-75.3-10-75,1042--30,24-27-20 Co cenbated Loads Qb) Vert 365710=-M 21=-355136333 30-W 31657 33=-57 34=-57 35=-W 38--8037680386 3gQ 8040=8041 43680 44680 45-6148=8147=-8148=8149=-4050640 51-4052=- 53=-40 54=-40 55=-40 56-40 57=-40 8)2nd unbalanced Regular:Lumber lacy 1 M.Plate kwmase=1.33 Uniform Loads WQ Vert 13630,3-10-75.10-12-75,24-27-2D Concerstroted Loads(Ib) Vert 3-W 10=-W 21-aW 13=4W 30657 31657 33=57 34=-57 35=-80 38-80 37-0 38680 39=-80 40=-80 41-80 43680 44680 45=-6148=-81476814868149640 50=-40 51640 52=- 53640 54=-40 55=40 56=-40 57640 9)3rd unbalanced Regular Only:Lumber fincrease=1.33,Plate Inerease=1.33 Uniform Loads(plfl Vert 1-3=90,3.10690,10-12630,24-27620 Concentrated Loads(Ib) Vert 3=-8710685 21-41313=-388 30=67 31=87 W--67 34=-87 36-95 38=-95 37695 38=95 3119540=-95 41-95 43695 44=-95 45=89 46= 47689 48-M 49=43 50-43 51=-43 52=- 53-43 54-43 55=-43 58=-43 57=43 10)465 unbalanced Regular Only:Lumber Increese=1.33,Plate Increase=1.33 Urdferm Loads(pN) Vest 13=-30.3.10690,10-12=90.24-27620 Concerstrated Loads M) Vert 368710695 21=-41313=3138 30-W 31687 33-67 34-67 35=-95 38695 37-95 38695 39695 40695 41695 43695 44695 45689 48689 47=-89 48-W 49-43 Wo-43 51=-43 52=43 53643 54=-43 55=43 56-0 57=-43 C r N �p to CM� CM � o D c IL t` sp cam U,�t]f CM 0a � 0a 0 C EMco e T �EC OU �0T- ia 12tD - i RECFIED TRUSSCOMPANX INC. AUG �4 2 14 Trusses & Building Materials 13980 SW 252 Street, Miami, Florida 33032 $Y; Telephone: (305) 257-1910 Fax: (305) 257-1<911 www.decotruss.com WARNING: Extreme Care is required In Handling, Erecting and Bracing Trusses. Refer to TPPs 11HIB-91 Summary Sheet',which is attached,to the engineering package. BUILDING DESIGNER(ARCHITECT or ENGINEER of Recorded) It isyouur responsibility to determine that the dimensions conform to the architectural plans and all loads utilized herein meet or exceed the actual Dead Loads Specified and•/or imposed on your structure, and Live toads Imposed by The Building Code.PERMANENT BRACING shall be designed and specified by the building designer for the structural safety of the-building. it shall be the responsibility°of the building designer to indicate size, location and attachments for all permanent bracing as required,by design analysis.The design and location of all bracing shall be such that they work together with other structural parts of the building(such as shear walls, portal frames, .bearing walls, columns, beams.etc.) to achieve total structural integrity Permanent Bracing includes and is not limited to The Top Chord Plane,The Bottom Chord Plane and The Web Member Planes.The Anchoring/Strapping of trusses to walls,beams,ledgers etc.,shall be the responsibility of The Building Designer. Truss to Truss Connections shall be The.Responsibility'of The Truss Manufacture.(Refer to Documents ANSI/TPI- 95&WTCA 95 for further information) TRUSS ERECTOR/INSTALLER(Builder) The proper and safe erection of all the trusses is exclusively your responsibility. You are cautioned to seek professional advice regarding the Erection / Installation and Bracing, which is ALWAYS required to'-prevent toppling and dorhinoing. Top Chord,Bottom Chord.and Webs shall be adequately braced,as per the attached HIB-91 Summary Sheet. You are also responsible to refer to the Truss Placement Plan and The Engineering when erecting Trusses,to insure proper placement.Not all trusses are symmetrical in loading and/or design., Proper Placement and/or direction are always required. Check all Flat Truss to insure they are not installed UPSIDE DOWN.Never cut or alter trusses in anyway.Never concentrate Building Materials,such as Plywood or Blocks on Instilled Trusses. • • Alterations to Trusses: •••••• •••••• "The act of cut ft or attaehing anyltem dict the&uss was not odgfnal/y designed for" •:• •• :..+,� Trusses cannot be altered from the attached engineering designs,with out proper re-deolill by a Fes:• Registered Engineer.We highly recommend to our customers to use our engineer, however 18 Ur knowledge there is no code that states you must use the engineer,who sealed the truss engineeringand taxon •Howeve�ri •„•,, is of the utmost importance that,any Florida Registered Engineer who takes the task of$esjgp6 repairs t9 .' trusses;should be extremely knowledgeable,not only,in structural designs but also have e*eribnCe designing. ••••:. the engineer, •• R' trusses.Should any alterations be made to our design or manufactured item, • , �csrtractow and ; ;•�•, homeowner waive all warranties and liabilities by Deco Truss Company,inc.,its officers and engineer .futu e}• • questions regarding said structure and warranties will be held by the persons whom redesigned said tnhsse3 gAd altered them; ALWAYS REFER TO THE ATTACHED HIS-91 Summary Sheet a � Deco Truss Company, Inc. 13980 SW 252nd ST TRUSS COMPANY, INC. Miami, FL 33032 Trusses&Building Materials Tel: (305) 257-1910 Fax: (305) 257-1911 Re : 8538: Res.: Ingrid & Eric Site Information: Project Customer:TURNKEY CONSTRUCTION Job Name:Res.: Ingrid&Eric Palmisano Lot/Block: Subdivision Site Name: 1035 NE 96 St., Site Address: Miami Shores, FL St: Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2010ITP12007 Design Program: 7.35 Sep 27 2012 Roof Load: 55.0psf Floor Load:09e wind Code: Wind Speed: 175 mph This package includes 51 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# Seai# 1 07/31/14 Al A0022665 25 07/31/14 CJ9 A0022689 49 07/31/14 JG5 A0022713 2 07/31/14 A10 A00226M 26 07131/14 CJ9A A0022690 50 07/31/14 MV2 A0022714 3 07/31/14 All A0022667 27 07/31/14 D1 A0022691 51 07/31/14 MV4 A0022716 4 07/31/14 Al2 A0022MB 28 07/31/14 DG2 A0022692 5 07/31/14 A13 A0022669 29 07/31/14 DG3 A0022693 6 07/31/14 A2 A0022670 30 07/31/14 F2 A0022694 7 07/31114 A3 A0022671 31 07/31/14 F3 A0022895 8 07/31/14 A4 A0022672 32 07/31/14 F4 A0022696 9 07131114 A5 A0022673 33 07/31/14 F5 A0022697 10 07/31114 A8 A0022674 34 07/31/14 F7 A0022698 11 07/31/14 A8 A0022675 35 07/31/14 F8 A0022699 12 07/31/14 A9 A0022676 36 07/31/14 FG1 A0022700 13 07/31/14 AG14 A0022677 37 07/31/14 FG9 A0022701 14 07/31/14 AG7 A0022678 38 07131114 J1 A0022702 15 07/31/14 B1 A0022679 39 07/31/14 J1A A0022703 16 07/31/14 B2 A0022680 40 07/31/14 J3 A0022704 •••••• • • •••• •••••• 17 07/31/14 83 A0022681 41 07/31/14 J3A A0022705 • • • 18 07/31/14 04 A0022682 42 07/31/14 J3B A0022706 •••••• •• • •••••• 19 07/31/14 B5 A0022683 43 07/31114 J5 A0022707 •••:•• • • • 20 07/31/14 Be A0022684 44 07/31/14 J5A A0022708 ••'• • • • ' 21 07/31/14 B7 A0022685 45 07/31/14 J5B A0022709 "" ' ":"• •••••• •••• ••••• 22 07/31/14 BG8 A0022686 46 07/31/14 J51) A0022710 • • • •• •• •••• •••••• 23 07/31!14 CJ7 A0022687 47 07/31/14 J7 A0022711 • •••••• • • 24 07/31/14 CRA A0022688 48 07/31/14 VA A0022712 • • • • •••••• The seal on this index sheet indicates acceptance of professional engineering resporfWl;i litJ solely for the truss design drawings listed above and attached. ••:• Truss Design Engineer's Name: Mahmound Zolfaghari P.E. License Number#: 36921 Address: 13901 SW 108 Ave, Miami, FL 33176 NOTE: The suitability and use of each component for any particular building is the _- responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. Page 1 of 1 Engineers Name Date Job Truss Truss Type Qty Ply �f ANO (J 8538 FG1 FLAT TRUSS 1 3 IJPOAbLmRISerarence(optlI)ona0 DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print 7.350 s Sep 27 2012 MTek Industries,Inc. Thu Jul 31 15:43:28 2014 Peg ID:pzGEWrj gRu69OcUZgpS3LyvtIB4SVoxWLvepV7LQVyYalOBuNIpHuyxwMFzV BhysWOT 3 8 0 7-4-0 11-0 0 15 3-14 19 6 0 23-8-2 2748-8 3 8 0 343-0 3 8 0 4-3-14 4-2-2 4 2-2 4-0-6 Scale=1:46.9 3x6= 3x4= 3x6= 4x10= 3x4= 3x8= 1x4 II 3x6= 4x12= 1 2 3 4 5 6 7 8 9 Ll Li 18 19 17 20 21 16 22 15 23 24 14 13 25 12 26 11 27 28 10 3x4 I I 4x6 11 5x6 11 3x8= 4x6= 6x12= 7x10= 4x4 11 .�lar :g f;7%'f;*( 7x10= 6 36 ,l-jj F +'Haft 6� - � � 0 p 5 3 8 0 7 4 0 11-0-0 15-3 14 19.6-0 23-8-2 27-8-8 5 3 7-11 3 8 0 3 8 0 4-3-14 4-2-2 4 2-2 4-0-8 —' Plate Ofisets 0(,Y):[2:0.1-12,0.1-81,[4:0-4-0,0-2-01,[6:0-2-0,0-1-8,[9:04-8,0.2-0L[11-0.2-8,0-440,[121).",0-4-81.[14-.0-3-8,0-4-12),116:0-4-8,0-2-61,[17:0.4-8,0-2-01 LOADING(pst) SPACING 2-0-0 CSI DEFL In poc) Ildefl L/dPLATES GMP, TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -027 12 >729 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.5211-12 >383 240 BCLL 0.0 Rep Stress Inca NO WB 0.95 Horz(TL) 0.01 10 We We BCDL 10.0 Code FRC2010/TP12007 (Matrix M) Weight 464 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 31-Except* TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins,except end verticals. T2:2x4 SP Not BOT CHORD Rigid calling directly applied or 100.0 cc bracing, Except BOT CHORD 2x6 SP M 26 6.0.0 or bracing:1816,14.15. WEBS 2x4 SP No.2'Except• W1:2x6 SP No.2,WS:2x4 SP M 31 REACTIONS(tb/size) 18=1702/0.3.8(min.01-8),10=4251/02.8(min.01-8),15=9855/03.8(min.03 4) Max Gravl8=2017(LC 2),10=5038(LC 2),15=11878(LC 2) FORCES pb)-Max.CompJMax.Ten.-All forces 250 tib)or less except when shown. TOP CHORD 1-18-106010,1-2=WM,2-3=0/1895,3-4=011 1273,4-5=-4809/0,64-4809/0,6-7-12437/0,7-8-1243710,84-10667/0, 9-10=-315710 BOT CHORD 18-19=0/516,19-20=W18,17-20=0/516,17-21-0/3048,16-21=0/3046,16-22-1895/0,15.22-189=,15-23=11273/0,23-24=1127310, 14-24=1127310,13-14=014809,13-25=014809,12-25=0/4809,12-26=0/'I0667,26-27=0110667,11-27=0/10667,11-2W/950,10-28=0/960 WEBS 1-17 12662,2-17=0/1167,2-16=516810,3.16=012671,3.15y88M,4-16-49=,4-14=0/16617,6-14-237910,6-12-Or/900, 7-12=-42810,812=OM834,811=-85410,9-11=0/'10133 NOTES 0000 1)3•piy truss to be connected togetherwith 10d(0.131*4")nails as follows: • • Top chords connected as follows:2x6-2 rows staggered at 0.9-0 cc,2x4-1 rev at 07-0 oc. • • •••• •••••• Bottom chords connected as follows:2x6-2 rows staggered at 01-0 cc. • • • • Webs connected as follows:2x4-1 row at 0ves 9-0 oc,2x6-2 ram staggered at 09-0 oc. •• • ••• • ••• • 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASES)section.Ply to ply connecdoftt*& w •• • 000000 provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Provide adequate drainage to prevent water ponding. •••••• • •ic►�a•• 4)Plates checked for a plus or minus 0 degree rotation about its center. **of • • JO 5)Provide mechanical connection(by others)of truss to bearing plate at jolngs)10. 6)"Semi-dgid pitchbreeks with fixed heels"Member end thdhr model was used in the analysis and design of this truss. •so** • ••••• •riL••• 7)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)1085 ib down at 1-4-4,1085 Ib dawn at 34.4,4M Ib4dawn :••• �n3�`. •• at 5.4-4,10851)down at 744,1086 lb down at 9-4-4,10851)down at 1144,1085 Ib down at 13.44,1085 lb down at 15.4-4,1085 lb down *so* Q+a • y •• 1085 Ib down at 19-4-4,1085 Ib down at 2144,1085 Ib down at 2344,and 1085 lb down at 25.4-4,and 1085 Ib down at 27-5.12 on bottom tre design/selection of such connection device(s)is the responsibility of others. •••••• • )Z. i • i • • "tn.� i• Regular D CASLumber inoease=1.00,Plate Increase-1.00 • • rTy ••••• •i Uniform Loads(pif) •••• &1,x ••• • Vert 1-9-90,1018=-20 Concentrated Loads pb) ••• �{j Vert 10=915(B)16�-915(B)14-915(B)12-915(B)19=-915(B)20=-915(6)21=-915(6)22=915(8)23=915(6)24-915(B)25=-915(B)26=915(8) ; It, -. 2)Regular ny'.Lumber aber In 28-91 5aesseg 1. 00,Plate Increase-1.00 00 ak. Uniform Loads(plfj Vert:1-9=-110,1018=20 Concentrated Loads pb) kil �,v fa)I Vert 10=-1085(B)1 1085(B)14-1085(B)12-1085(B)19=1085(B)20=1085(6)21=1085(6)22=1085(8)23=1085(8)24-1085(B)25=1085(8) % r r 28=1085(8)27=1 B)28=1065(8) 3)Live Only*Lumber Inarerase90,Plate Increase=0.80 Pit metal=0.90 � . wok Uniform Loads(pit) _ Vert 1-9=-30,1018=-20 d ver x •0 'w@ A4 W Continued on page 2 Job Truss --FT——Type Qty Ply �f PALMISANO (Jq 8538 FG1 FLAT TRUSS 1 3 Job Reference onai DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Jul 31 16:43:28 2014 Pag ID:pzGEWdMgRu69OcUZgpS3LyvdB-ISVoxWLvepV?LQVyYa108uNipHuyxruMF.V BhysWOT LOAD CASE(S) Concentrated Loads Ob) Veit 10=-405(8)10=405(6)14-405(B)12=-405(B)19=-405(6)20=-405(B)21=405(B)22--405(8)23=-405(8)24=405(B)25=-405(8)26=-405(6)27=-405(8)28=-405(8) • • •••• •••••• • • • • •••••• •• • •••••• • •••• • ••••• •••••• •••• ••••• •• •• •••• •••••• • Cla ting En 13 01 108 roti.. Iaii,FlOrida 33176 PhOnO 305-253-2428 Fox 305-233,248 Flaxll�� Ars�f��sto��l 'rs (nom Lice No. 36921 ` " } Job Truss Trues Type Qty Ply �PALMISANC; (JI) 8538 F2 Flat Truss 8 1 I Job Reference nal DECO TRUSS COMPANY INC.,Princeton,FL 33032 27 e� 3L ? M �Is4Fi31JgysID�EWijMRuBzypS3Lyvh&ZWKUrB[DKpw7s4eTwmxFAEaorr1Bs3JGZWP6 34-7 8 7-1 9 11 8 11-11-8 15315 18-6-10 21-11 0 22-2-0 3 4 7 3-2-11 3.4-7 2 0 0 3 4 7 3-2-11 3 4 8 0-310 Scale=137.9 3x4= 4x8= 4x4= 3x4= 1x4 11 1x4 11 3x6= 4x4= 5x10= 1 2 3 4 5 6 7 8 9 �N 17 18 15 14 13 12 11 10 2x4 11 5x8= 5x10 MT20H= 3x4= 3x4= 4x4= 4x8= 2x4 11 3-4-7 8-7-1 9 11 8 11-11-8 15315 18-6-10 21-11-0 3 4-7 3-2-11 3-4-7 2 5:6 + 3 4 7 3-2-11 3.4-6 Plate Offsets(x,Y):(1:0-3-0.0.2-0).[2:0.1-12,0-1-12),[8:0-1-12,0-1-12),[9:0-3.8.0 3-0),[11:0-3.0.0-2-0).[12:0-1-12,0.1-121.[15:0-5-0.0-3-01,[16:0-30.0-2-81 LOADING(psf) SPACING 240.0 CSI DEFL In Ooc) Vdetl L/d PLATES GRIP TCLL 40.0 Plates increase 1.00 TC 0.99 Vert(LL) -0.5413.14 >484 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.96 Vert(TL) -1.0413.14 >250 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(rL) -0.05 9 n/a We BCDL 10.0 Code FRC2010/i'PI2007 (Matrix-M) Weight 104 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.21)'Excepr BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except 92:2x4 SP M 31 2-2-0 or.bracing:15.16. WEBS 2x4 SP No.2 MiTek recommends that Stabitlzere and required cross bracing I installed Burin truss erettlion in axxxxdance with Stabilizer Installation aide. REACTIONS pb/size) 17-1189/0.8.8(min.0-1-8),9-1189/0-2-8(min.0-1-11) Max Grav17=1�08(LC 2),9-14W(LC 2) FORCES Ob)-Max.Comp ax.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 1-17=-1 1-2=-3183/0,2-3=-518610,3.4=8131/0,4-5=-8131/0,5.8=-6131/0,6-7=-5242!0,7-8=-524210,8-9=-318710 BOT CHORD 15-18=0/3,14-15=015251,13-14=0/8131,12-13=0/5242,11-12=0/3187 WEBS 1-16»013275,2-18=-1121/0,2-15=0!2131.3.15=70710,3-14=0/940,4-14=285/0,5.13=28910,8-13=0/949,6-12-69910,8,12=0/2194, 8.11-1120/0.9-11=013280 NOTES 1)Provide adequate drainage to prevent water ponding. 2)All plates are MT20 plates unless otherwise Indicated. 3)Plates checked for a plus or minus 0 degree rotation about its center. 0000 4)Provide mechanical connection(by others)of truss to bearing plate at joints)9. • • 5)'Semi-rigid pitchbreaka fixed heels'Member end fixity model was used In the analysis and design of this truss. • • 0000 ••••.• 6)Gap between inside of top bearing and first diagonal or vertical web shall not exceed 0.500in. •••• •• • • LOAD CASE(S)Standard Soo:** •• • :000":••••• •••• • ••••• •••••• •••• ••••• •• •• •••• •••••• • ••• Malunound Zolfaghariy P.E. Consulting Engins 13901 S.W. 108 ,nN,. M=4 Florida 33176 Phone 305-253.2428 !wax A5-23-1 �20h Florida Pti tsiorki ErOtlsW ng Licerxse No. 3692- Job Truss Trus Type My Ply PALMISANO (JI) 8638 F3 Fiat Truss 4 1 Job Reference I DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Jul 3115:42:48 2014 Peg ID:pzGEWdMgRu69OcUZgpS3LyvdB-T14gYgsp3WSgYHRGCB1?UTjQN9Amam5T21pso0ysWP5 2$7 5-9-1 9 1 8 11-1 8 145-15 17$10 21-1-0 21 4-0 V2:6-7-6-7 3-2-10 3 4 7 2-0-0 3 4 7 3-2-11 3-4-6 013-0 Scale=1:37.2 6x6= 4x4= 3x4= 1x4 If 1x4 it 3x4= 3x8= 4x4= 5x8= 1 2 3 4 5 8 7 8 9 [ 132 U �N 17 16 15 14 13 12 11 10 2x4 11 4x6= 5x6= 3x4= 3x4= 4x4= 3x8= 2x4 11 ALIGN CHASE WITH ONE OF F2 Q 3 0 2$7 5-9-1 8-1-8 11-1 8 14 515 17$1020 03-0 2$7 3-2-10 3-4-7 2-0 0 3-4 7 3-2-11 3-4-6 01130- - Plate Ogsets 1 0 2 8 :0-1-120-1-1 :0-1-120-24g,19:0-3-8,0-3-01,111:0-2-4,0-1-%, 12:0-1-120-2 15:0-3-0 073416:0.2-1 0-2-4 LOADING(psfl SPACING 24)-0 CSI DEFL in Coe) Udall Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.93 Vert(LL) -0.46 13 >541 360 MT20 2441190 TCDL 15.0 Lumber increase 1.00 BC 0.79 Vert(TL) -0.8913-14 >279 240 SCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) -0.19 9 rda We BCDL 10.0 Code FRC2010/TP12007 (MatrizM) Weight1011b FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-5.1 oc purlins, except end veNcais. BOT CHORD 2x4 SP Not-Except' BOT CHORD Rigid ceiling directly applied or 100.0 oc bracing. B2:2x4 SP M 31 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.2 Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS(Ib/size) 1=1144/0-2-8(min.01-10),9=1144!0-2-8(min.0-1-10) Max Grav1=1361(LC 2),9=1351(LC 2) FORCES(lb)-Max.CompJMax.Ten.-All forces 250 Ob)or teas except when shown. TOP CHORD 1-2=2394/0,2-3=+1481/0,3-4=-5858J0,45=-565610,5.6=-5858!0,8.7=-4970/0,7-8=-4970/0,8.9=-304410 BOT CHORD 15-16=0/2394,14-15»014574,13-14=0!6858,12-13=0/4870,11-12444 WEBS 1-16=0/2807,2-16=-1128/0,2-15=012242,3-15=-77410,3-14=W1156,4-14-317/0,5.13=257/0,6-13=0!733,8-12=-83410.8-12=0/2058, 8-11-107010.9-11-00129 NOTES 1)Provide adequate drainage to prevent water ponding. 2)Plate(s)at jolyd(s)17,1,7,9,10,16,2,3,14,4,5,13,6,12,8 and 11 checked for a plus or minus 0 degree rotation about its center.. 3)Plate(s)at joint(s)15 checked for a plus or minus 3 degree rotation about Its center. •••• 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1,9. • • 5)"Send-rigid pitchbreeks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • • •••• •••••• 6)Gap between Inside of top Chord bearing and first diagonal or vertical web shall not exceed 0.500In. • • • • LOAD CASE(S)Standard •••••• •• • •••••• • •••• • • • • • Go 0 al-nnouand Zolfaghan,P.E. Coasaltina B40n= 13901 S. I. 108 A-V, Miami,Florida 33176 Phone 305.253-2428 Pax .105-23'-,2WW, F�}lotida PKessimal EMIerfing License 'No. 3r;,) Job Truss Truss Type Qty Ply PALMISANO (JI) 8538 F4 FLAT TRUSS 14 1 Job Reference DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s 27 2012 Print 7.350 s Sep 27 2012 Mifek indushlea,Inc. Thu Jul 31 15:4248 2014 Peg ID:pzGEWrjMgRu89OcUZgpS3Lyvtl6-TI4gYgsp3WSgYHRGC61?UTjTD99kao1T21pso0ysWP5 7-4-8 9 4 8 13-7-4 1743-8 3 0 8 4 3.84 2-0-0 4-2-12 3-8-4 Scale=1:30.0 3x4= 1x4 II 1x4 11 3x8= 3x4= 3x8= 15XII— 2 3 4 5 6 7 Ni N1 14 13 12 11 10 93x8= 2x4 11 4x8= 3x4= 3x4= 8 3x10 MT20H= 2x4 11 7-4-8 9 4 8 13-7-4 17-3-8 030 3-8.4 2 0 0 4.2-12 3-84 Plate Offsets OC Y)'(1'038 Q,3 1 19.0-380-1481 113-.0-2-80-2-41 LOADING(pst) SPACING 2-0-0 CSI DEFL In poc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -024 10 >841 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.85 Vert(fL) -0.47 10 >435 240 MT20H 187/143 BCLL 0.0 Rep Stas incr YES WB 0.76 Horz(M) -0.03 8 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matri(-M) Weight 81 Ib FT-0°k LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticais. BOT CHORD 2x4 SP No.2-Except' BOT CHORD Rigid caping directly applied or 10.0-0 oc bracing. B2:2x4 SP M 31 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.2 dodo truss erection in accordance with Stabilizer Installation gnide. REACTIONS(Ib/size) 1-936&2-8 (min.0-1-8),8-935/0-3-0(min.(1-1-8) Max Grav1=1105(LC 2),8=1105(LC 2) FORCES Ob)-Max.Comp.Mlax.Ten.-All forces 250(ib)or less except when shorn. TOP CHORD 1-2--2B07/0,2-3=-3794-0,14 -379410,4-5--3794/0," -379410,6.7-284910,7-8=-1049M BOT CHORD 12-13'x/260 ,11-12-O/2607,10-110/3794,9-10=012649 WEBS 1-13=0/2642,2-13=-80710,2-11=011255,311=318/0.4-10=-320/0.8-10=01.1194.8.9=-79710,7-9=012800 NOTES 1)Provide adequate drainage to prevent water ponding. 2)All plates are MT20 plates unless otherwise Indicated. 3)Plates checked fora plus minus 0 degree rotation about its center. 4)Provide mechanical—1.moon(by others)of truss to bearing plate at jofrd(s)1. •••• 8 Gapb betwild een of toopitchfixed hord heels"Member end"bearing and first diagonal overtical web shall riot excreel was used In the ted0.5001n.s and n of this cores • • •••••• •••a•• LOAD CASE(S)Standard • • •••••• •• 0000•• •• • 0000•• • 0000•• • • • 0000•• 0000 • • • • • • 0000•• 0000 • 0000• 0000•• 0000 0000• •• •• 0000 ••••�• 0000•• • • • • • • 0000•• 0000•• • • • 0000•• •• • 0000 • • • 0000 Mahmound Zolfagtaa T.E. lilting Eaginem 13901 S.W. 108 Av,. Mlwa ,Florida. 33176 Phone 305-253=2425 Fax s05-23.) • 20 F106ft 1 hsgionl Engiaeering License No, 36921 Job Trues 7F�W Type �Oty Ply PALMISANO (JI) 8538 F5 russ 4 1 Sep _Job Reference(optional) es DECO TRUSS COMPANY INIl.,Princeton FL 33032 Run: a ell 27 2012Print 7.350.a Sep I4gY 12 Mrre Industries, Yn H GCB.�Jul 31 15:42:48 2014 Pag TJW697iaogT21pso0ysWP6 3 8 4 7 4 8 9-48 13.0-12 16-9-0 1 -0 0-3-0 3 8 4 2-0-0 3-8-4 348-4 0-3-0 Scale=1:29.6 1x4 II 1x4 11 3x8= 3x4= 5x8= 1M— 23x4— 3 4 5 6 7 W N 14 13 12 11 10 94x8= 8 2x4 I I 4x8= 3x8_ 3x4= 3x4= 2x4 11 34" 7-4-8 9-4-8 13.0-12 16-9-0 1 -0 34" 3 8 4 2 0 0 34" 3-841 0-3-0 Plate Offsets OC Y):(1:0-3.8 O 301(77-0-3-8.0-3-01,113:0-2-12—0-2-41 LOADINGW SPACING 2-0-0 CSI DEFL In Poe) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.2210.11 >910 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.00 Be 0.98 Vert(TL) -0.4210.11 >471 240 BCLL 0.0 Rep Stress incr YES WB 0.72 Horz(TL) -0.10 7 n/a rda BCDL 10.0 Code FRC2010/rP12007 (Mabiz M) Weight 79 lb FT-0% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 248.5 oc purlins,except end verticals. BOT CHORD 2x4 SP Not-ExMW BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing, Except B2:2x4 SP No2D 2-2-0 oc bracing:10.11. WEBS 2x4 SP Not MITek recommends that Stabilizers and required cross bracing be installed d truss erection In accordance with StabilizerInstallation guide. REACTIONS(Ib/size) 1=90$0-2-8 (min.0-1-8),7-90510-3-0(min.0-1-8) Max Grav1=1070(LC 2),7-1070(LC 2) FORCES(lb)-Max.Comp./Max.Ten.-Ali forces 250(Ib)or less except when shown. TOP CHORD 1-2-25120 -3=-3558/0,3�4=-3558/0,4.5=-355810,58=-3558/0,8-7=259/0 BOT CHORD 12-13=01251 ,11-12=0/2512,10-11=0/3558,9-10=012509 WEBS 1-13'012545,,2-13=7670,2-11-OM 105,3.11=-3030,410=302/0,8-10=0/1108,6-9=-7690,7-9 12539 NOTES 1)Provide adequate drainage to prevent water ponding. 2)Plate(s)at joint(s)14,1,5,7,8,13,2,11,3,4,10,6 and 9 checked for a plus or minus 0 degree rotation about its center. 3)Plate(s)at joint(s)12 checked for a plus or minus 5 degree rotation about Its center. 4)Provide mechanical connection(by others)of truss to bearing plate at jobtt(s)1. #000 5)`Send-rigid pttchbreeks with fixed heels"Member end tirdty model was used in the analysis and design of this truss. • • ••000• 0900•• 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. • • • • LOAD CASE(S)Standard • • • • •••••• •• • •••••• • • • •••••• ••••• •••••• i••• ••••• •••••• 00 0 • •••• Mahmound Zolfaghari P.E. Corltxng Engin 13901 S.W. 108 A-V, Mmi,Florida 33176 Phone 305-253-2428 Fax ,05-23s�2-,+ Florida hsion jl Engineering License No. 3692: Job Truss Truss Type Oty Ply PALMISANO (JI) 8538 F7 FLAT TRUSS 7 1 Job Reference(optional) DECO TRUSS COMPANY[Nq.,Princeton,FL 33032 Ruin.7.350 s 27 2012 PrirtG 7.350 9 Sep 27 2012 MiTek Industries,Inc. Thu Jul 3115:42:49 2014 Pao ID:pzGEWgMgRu69OcUZgpS3LyvdB-xye2iAtRggaX9ROSmuYEOgFh6YUdJGTcHPYQKSysWP4 3-6-12 7-1-8 9-1-8 12-9-12 164-8 3-6-12 3.6-12 2 0 0 348-4 3.6-12 Scale=1:28.4 6x8= 1x4 II 1x4 II 3x4= 3x4= 34= 1 23x4= 3 4 5 6 7 TI n T2 14 13 12 11 10 944= 2x4 II 3x4= 3x4= 8 3x10 MT20H= 2x4 11 4x6= Q 3r0 3-6-12 7-1-8 9-1-8 12-9-12 164-8 0-3 0 3-6-12 3.6-12 20-0 34" 3-6-12 Plate Offsets 1:0-2-8 :0-2-80-1 [131-3-0,0-2-41 LOADING(psf) SPACING 23 0 CSI DEFL in (Icc) Vdefi L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vwt(LL) -0.2010-11 >973 360 MT20 2441190 TCDL 15.0. Lumber Increase 1.00 BC 0.94 Vert(TL) -0.3810-11 >503 240 MT20H 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) -0.02 8 n/a n/a BCDL 10.0 I Code FRC2010/TP12007 (Matrix M) Weight 77 Ib FT-O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc pudins, except end verticals. BOT CHORD 2x4 SP No.2 C BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: B2:2x4 SP No.21) 2-2-0 oc bracing:l0.11. WEBS 2x4 SP No.2MiTek recommends that Stabilizers and required cross bracing be Installed dud truss erection in accordance with Stabilizer Installation gaide. REACTIONS(Ib/size) 1 (min.0-1-8),8-885/041-8(min.0-1-8) Max Grav1=1 C 2),8-1045(LC 2) FORCES(Ib)-Max.CompJMax.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 1-2=2372/0,2-3n3395f0,34-3395/0,45=-3395/0,548=-3395/0,&7=2379/0,7-8>-989/0 BOT CHORD 12-13=(M72 11-12=(M72 5/0 ,10-11=0/3395,9-10=0/2379 WEBS 1-13=2413,�t-13-75 ,2-11=0/1085,3.11=-302/0,4-10=-299/0,6-1OQOM074,6-9=-753/0,7-9=W419 NOTES 1)Provide adequate drainage to prevent water ponding. 2)All plates are MT20 plates unless otherwise Indicated. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)'Semi-rigid pifchbreaks with 1fted heels'Member end tbdty model was used in the analysis and design of this buss. •••• 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. • • • • 0000 000090 LOAD CASE(S)Standard •• • •• • • • • •• •• • ' 0000•• 0000•• 0000•• • 0000•• 0000 • • • • i • • 0000•• 0000• 0000 • • • 0000•• 0000 0000• • • • 0000•• •• •• 0000 • 0000•• • • • • • • 0000•• 0000•• • • • 0000•• 00 • 0000 • • •••• Consulting Enginew 13901 S.W. 108 Avg. Mil,Florida 33176 Phone 305$2-53.242. 1 f AX 105-233-t24S Fl()" MWIONd tt0ift6fffig Il€er_se. No. 36; Job Truss Truss Type City Ply PALMISANO (JI) 8538 IF8 Fiat Truss 11 1 Job Reference o oral DECO TRUSS COMPANY INC.,Princeton,FL 33032 ID:p GEGEWrjMgRu89O ZgpS3Lyvb"e72�ggaX9ROSmmu�YEOgFikYUrJGacHPYQKSy1swp44 Q 3r0 3.6-12 7-1-8 9-1-8 12-8-4 16-3-0 0 3 0 3.8-12 3-6-12 2-0-0 348-12 3-6-12 Scale=128.2 8x6= 1x4 It 1x4 11 3x4= 3x4= 3x6= 1 23x4= 3 4 5 6 7 TI T2 W1 W1 14 13 12 11 10 94x6= 2x4 II 3x4= 3x4= 8 3x10 MT20H= 2x4 11 4x8= 3-6-12 7-1-89 1 8 12-8-4 18 3-0 3-6-12 3-6-12 2-0 0 3-6-12 3-6-12 Plate Offsets OC,Y):11:0-2-8,0.301,[7:0-2.8,0-1-81,[13:0-3.0,0-241 LOADING(psf) SPACING 2-0.0 CSI DEFL In (lop) Well Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.1910.11 >996 360 MT20 2441190 TCDL 15.0 Lumber increase 1.00 BC 0.93 Vert(TL) -0.3710-11 >515 240 MT20H 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) -0.02 8 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight:76 Ib FT-O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8.8 oc purlins,except and verficais. BOT CHORD 2x4 SP Not'Excepr BOT CHORD Rigid caping directly applied or 10-0-0 or.bracing, Except B2:2x4 SP No.213 2-2-0 oc bracing:10-11. WEBS 2x4 SP Not M'rekrecommends that Stabilizers and required=as bracing be installed during ud truss erection In accordance with Stabilizer Installation uide. REACTIONS Ob/size) 1=8780043-0(min.0-1-8),8=87810-8.8 (min.0.1-8) Max Grav1=10�7(LC 2),8=1037(LC 2) FORCES(Ib)-Max.Comp Jf ax.Ten.-All torus 250 Ob)or less except when shown. TOP CHORD 1-2-235210, -3=-3341/0,3.4=-334110,45-3341/0,5-6 3341/0,6.7=2348/0,7.8=-980/0 BOT CHORD 12-13=0/2352 11-12=0/2352,10-1113341,9-10=012348 WEBS 1-13=0/2393,2-13-74510,2-11=0!1049,311-298/0,4-10-2960,6-10=0/1053,6.9=-747/0,7-9=0/2385 NOTES 1)Provide adequate drainage to prevent water ponding. 2)All plates are MT20 plates unless otherwise Indicated. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)"Semi-rigid pitchbreaks with fixed heels"Member and fift model was used in the analysis and design of this truss. •••• 5)Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. • • LOAD CASE(S)Standard •••• i •• • • •••••• •• • •••••• •••• • ••••• •••••• •••• ••••• of •• • MatiTTl(?lmd Zolfag P.E. Coisiting Engineers 13901 S.W. 108 .ctvm. Mimmi,Florida 33176 Phone 305-253-2428 FaxX05-213,20 FlWda ProbP101141 Ev fte`ing License :No. 3692 Job Truss Truss Type Qly Ply PALMISANO (JI) Flat Truss 1 -8538 FGe 2 Job Reference I DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 a Sep 27 2012 Print 7.350 a Se 27 2012 MiTek Industries Inc Thu Jul 31 15:43:28 2014 P ID:pzGEWdMgRu69OcUZgpS3LyvtiB-ISVoxWLvepV?LQVyYa106uNENHrCxV7MFzV BhysWOT 3-7-12 6-11-12 10-3-12 13-11-8 3-T-12 34-0 34-0 3-7-12 Scale=1:23.0 2x4 I I 3x6= 4x12= 1 4x12= 2 3x8= 3 4 5 T1 W2 VV3 W4 W4 W1 VY1 F 01 8x8 11 12 9 13 14 8 15 7 6x10= 16 10 8x10= 3X10= 8 # t 6x8= 3-7-12 6-11-12 10-3-12 13-11-8 3.--12 3.4-0 3-4-0 3-7-12 _Plate Offsets(X.Y):[1:05.0,0 2-0],15:0.5-0,0.2-M,[6:0.3-0,00-01 17.0-1-12 04-61 [9:0-1-12 0.48) 110:0-3-0Edge] LOADING(pso SPACING 24).0 CSI DEFL in Doc) Vdeff Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.98 Vert(LL) -0.25 8 >SW 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.47 8.9 >345 240 BCLL 0.0 Rep Stressinor NO WB 0.68 Horz(TL) -0.04 10 We n/a BCDL 10.0 Code FRC20101rP12007 (Matrix-M) Weight 178 lb FT=0% LUMBER BRACING TOP CHORD 24 SP Not TOP CHORD Structural wood sheathing directly applied or 1-6-15 oe purlins, except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS ' 2x4 SP No.2'Except• W1:2x6 SP Not,W2:2x4 SP M 31 REACTIONS Ob/size) 6=36980-8-0 (min.0-1-8),10=54WM-2-8(min.01-9) Max Gmv6-4379(LC 2),1 0=6467(LC 2) FORCES(Ib)-Max.CompJMwL Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 1-10=483410,1-2=1276810,2-3-14731/0,34-14731/0,44-10981/0,54-a446/0 BOT CHORD 1011=0/1802�11-12=011802,9.12=0/1802,9.13=0112766,13.14=GM2766,8.14=0/12766,8.15-MO981,7-15 110881,7-18=0/1190, 6.16=01190 1 WEBS 1-9=0/11462,2-9=1(197/0,2-8-012059,44=0/3928,4-7=1 337/0,5.7=0110237 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3')nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0$0 oc. Bottom chords connected a follows:2x8-2 rows staggered at 080 oc. so** Webs connected as follows�2x4-1 row at 09-0 oc. • • 2)Ali 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 connection Aavej t 0000 •••• • provided to distribute only loads noted as(F)or(B),unless otherwise indicated. • 3)Provide adequate drainage to prevent water ponding. •• • •• • • • • •• 4)Plate(s)at joint(s)1,9,2,S.3,4,7,5 and 10 checked for a plus or minus 0 degree rotation abort its center. 000000 •• • •••••• 5)Plates)at joint(s)6 checked for a plus or minus 2 degree rotation about its center. • 6)Bearing at joints)6,10 considers parallel to grain value using ANSI/TPI 1 angle too grain formula. Building designer should vedy capacity of beadng uo • • r••••i 7)Provide mechanical connection(by others)of truss to bearing plate at jows)10. •••• • • • • 8)"Semi-rigid phchbreaks with fixed heels'Member end flxiy model was used In the anaysis and design of this truss. • ••• :••••• 0000 • 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1025 ib down at 1-0-12,1025 Ib down at 2-2-12,15 Ib • • down at 42-12,1025 ib down at 6.2-12,1025 lb down at 8-2-12,and 1025 ib deem at 102-12,and 1025 lb doom at 12-2-12 on bottom chord.ThA••••• 0000 ••••• design/selection of such connection devices)Is the responsibility of others. • • • e 000004, LOAD CASE(S) •••••• • • • 1)Regular:Lumber Ittcrease=1.00,Plate Increase-1.00 • • • •••••• Uniform Loads(plf) • • i•••i• Vert 1-2-5W=474),2-5-90,6.10-20 • • • • • Concentrated Loads(Ib) • • • •••••• Vert 7=865(8)11=-865(6)12=885(8)13=885(B)14-a"B)15=885(6)16=865(8) •• • ••• • • 2)Regular Only:Lumber increase=1.00,Plate Incxesse=1.00 •••• Uniform Loads(pll) Vert 1-2=670(F ),2-5-110,6-10-20 Concentrated-110025((BB) `° '� �� P.E. Vert 11=-1025(8)12=1025(8)13=1025(6)14=-1025(6)15=1025(8)16=1025(8) fl' 3)Live Only:Lumber Increase=0.90,Plate Increase-0.90 Pit metal=0.90 Cain ,fig En,& Uniform Loads(plo 2 �v t Vert 1-2=245(F=21 ,2-5=-30,6.10=20 13901 S.'YY�g>. 108 1°lie. Concentrated lea(Ib) Ver =- MCA& 33176 Vert 7=382(6)11 2(6)12=-382(8)13=-382(6)14=382(6)15=382(6)18=-382(8) Phone 305-2M-2428 fox A5-23!) �2 r nMet* License No. 3F;; Job Truss Truss Type Qty �Ply �PALMISANO (JI) 5538 Al Special Truss 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 a Sep 27 2012 Print 7.350 s Sep 27 2012 Mrrek Industries,Inc. Thu Jul 31 15:42:38 2014 Pag ID:pzGEWdMgRu690d)ZgpS3LyvUB4gTuRPkXQSB5LIgLc4rf4MIrN7goEFS?ICOLRbysWPF L g-Q 4-10-0 9-8.0 14 5 8 19-3-0 ,22-012 28&12 34-t3-12 38-9 8 43-0-0 1 8 0 4-10-0 4 10-0 4-9 8 4 9 8 2-9 12 6-3-0 42-10 42-10 Scale=1:79.7 5x8= 4.00 12 7 5x8= 2x4 If 8x8 i 4x8% 8 9 627 10 4 28 4x8 2x4 11 11 2x4 If % 5 4x4 5 12 co 3 4 1 2x4 11 2 24 28 2 N 1 23 25 21 20 19 18 17 16 15 14 13 46= 2x4 11 5x8= 3x8—3x4— 3x4= 3x8= 3x4= 4x8 11 3x6= 410-09 8 0 10-6 22-0-12 28-3-12 34 8 12 43-0-0 410-0 4 10-0 815--2-6 8-2-8 6-3-0 8 3 0 8-5.4 Plate Offsets 1:0-2-2 0-1-0 8:0-5 40-2-1 10:0.1-4 0.3-0 11:0-1-120-2 13:0.3-00.1 :0-0-00.3 0 LOADING(psf) SPACING 240.0 CSI DEFL in Doc) Udefi L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.38 Vert(LL) 0.1615.17 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.57 VergTL) -0.2913.14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.10 13 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix M) Weight 293 Ib FT-0% LUMBER BRACING TOP CHORD 2x8 SP No.2 TOP CHORD Sural wood sheathing directly applied or 4-3-5 oc purlins, except end verticals. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid calling directly applied or 5.8-9 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-20,11-13 OTHERS 2x4 SP Not MITek recommends that Stabilizers and be Burin truss erection in accordance with Stabi Installation guide. REACTIONS pb/sfze) 2=240/140-0(min.0.1-8),20=2474108-0(min.03-11),13=1475/0-2-8(min.0-23) Max Horz2-290(LC 3) Max Uplifl2=-644(LC 3),20=-2245(LC 3),13-1041(LC 3) Max Grav2-404(LC 9),20=3102(LC 6),13=1865(LC 6) FORCES pb)-Max.CompJMax.Ten.-All forces 250 0b)or less except when shown. TOP CHORD 24-26=-81/477,3.28=18/507,3.4=-978/1180,4-5=—W&1283,54 -844/1220,8.27-14081793,7-27=-1349/807,7-8=-2557/1547, 8-9-2678/1582,9-10-287811582,10-28-2254(1275,11-28-226411261 BOT CHORD 21-25=-452/Zg,2021-45229,19-20=-385/&35,18-19=-3851945,17-18-767/1800,1817=-114712278,15-16=-114712278,14.15-998!2032, 13-14=-844/1532 WEBS 3-21-380/94,320=-866/1154,5.20-55gt378,820=-3007/1848,818=-461/930,7-18=-8681599,7-17=-981/1737,817=-1454/951, 815-247/496,9.15=-894/519,1015=-4471764,10.14-297227,11-14-215/685,11-13-2179/1230,2-23-395/845 0000 00• NOTES • • 1)Unbalanced roof live loads have been considered for this design. : ••• 0000 000900 2)Wind;ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opst BCDL=5.Opst;h--2W Cat II;Exp C;End.,GCpt=0.18;C-C Exterior(2)0106-1540 •• • • to 2-8-11.Interior(1)2-8-11 to 14-11-6,Extedor(2)14-11.6 to 1934,Irdedor(1)22-0-12 to 34-6-12,Exterior(2)38-6-10 to 42-10.4;porch left exposediV j%• •••••• ••••i• DOL=1.00 plate grip DOL-1.60 3)Provide adequate drainage to prevent water ponding. *06:494, • • • 4)Plates checked for a plus or minus 0 degree rotation about its center. ••••• 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except()t=Ib)2=844,20=2245,13=?W&O•• i•••i• ••••• 7)'Semi-rigid pitchbreaks with fixed heels"Member end ftxity model was used in the analysis and design of this truss. • • 4040•••• 4040•• 00000 LOAD CASE(S)Standard 40••40•• 60,01, 0 0 0 0 40 0 0 4040•••• • 0 • • • • ••000• • 0 • • • • 9 0 •4009•• 00 0 40000 0 0 • •000 iVidmomd Zolfa;ghar,P.E. ConsWfing 1rn&e= 13901 S.W. 108 A-y.. Mama Flodda 33176 Phone 343a2 3� 428 p s05-23 ,2,4h fIhtidh PMOA kor. t1hS License No. :S€921 Job Truss Truss Type Qty Ply PALMISANO (Jq 8538 A2 Spedw Truss 1 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print:7.350 s Se 27 2012 MTek Industries,Inc. Thu Jul 31 15:42:38 2014 Pag ID:pz MpgRu69OcUZgpS3LyvBB4gTuRPkXQSBSUgLc4rf4MImN7pvEEF?ICOLRbysWPF r1 6 Q 4.10 0 98-0 19-3-0 I 24.0-12 30-3 12 36 6 12 42-11-15 1 4-10-0 41" 9 7-0 4-9-12 6-3-0 8-3 0 6-5-3 Scale=1:79.7 4.00 12 5x8= 2x4 11 6x8 25 7 8 4x6% 27 4x8% 5x6 r 4x4� 5 10 3 4 � 2x4 II 24 10 0 1 2 22R P- c5 2123 19 18 17 16 15 14 13 12 11 4x6= 2x4 11 4x6 I I 3x8=4x4 I I 3x4=3x10 MT20H= 3x8= 3x4= 3x8 11 410-0 8-8-0 16-10-8 24-0-12 30-3-12 38 8 12 42-11-15 410 0 410-0 7-2-6 7-2-6 8-5 3 Plate Offsets(XY):[1:0-2-2,0,1-0),[6:0-3-0.0-3-0L[7:0-5.4,0-2-121,[9:0-1-4,0.3-0).[12:0-1-12.0-1-SL[15:0-1-12,0-1-8) [16..0-2-0 0.1-121 LOAOING(pst) SPACING 24).0 CSI DEFL in (bc) Wes Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.70 Vert(LL) 0.2013-15 >999 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.63 Vert(TL) -0.3313.15 >999 240 MT20H 187/143 BCLL 0.0 Rep Stress[nor YES WB 0.91 Horz(TL) 0.06 11 n/a We BCDL 10.0 Code FRC20101rP12007 (Matrix-M) Weight 277 lb FT=0% LUMBER BRACING TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood shea0dng directly applied or 4-0-13 oc pudins, except end vertlkais. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-13 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 5-16,6-15 OTHERS 2x4 SP No.2 MITek recommends that Stabilizers and FE truss erection In accordance with� Installation destalied REACTIONS(lb/size) 2=25811-0-0(min.0.1-8),18=245210-8�0(min.0310),11=1480-7-15(min.0.2-3) Max Horz2=275(LC 3) Max UpOft2=-W?(LC 3),18=2239(LC 3),11=1WWC 3) Max Grev2=427(LC 9),18=3077(LC 8),11=1887(LC 6) FORCES pb)-Max.CompJMax.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 22-24-731474,3-24=30I503,3-0= 89 80919 ,"-796(1092,5-25=15881848,6-25-1473/862.6-26=3047/1908,7-26-3149M894, 7-8-2938/1737,8-9=2938/1737.9-27=2055/1203,10-27=2158!119Z 10-11-1806/1094 BOT CHORD 21-23=281/179,19.23=-450/32,18.19=450/32,17-18=9291/43,16.17=929!743,15-16=-84211665,14-15=1510/2831,13-14=1510/2831, 12-13-1012/1929 WEBS 3-19=392198,3.18=-829/969,5.18=2782/1778,5-16=1462/2497,6-16=9581155,6-15=1153/2000,7-15-1459/983,8.13=872(493, r••• 9.13=-W7/l209,9.12-702/509,10.12-1085/2089,2-21=4221669,21-22=191/262,2-23=269/170 • • • 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=S.0pst BCDL=5.0psf:h=281/;CaL II;Exp C;End.,GCpi=0.18:C-C Exterkki(8)•1i4%5 •••••• 0•••i• to 2-8-10,Interior(1)2-8-10 to 14.11-6,Extedor(2)14-11-6 to 19.3-0,Interior(1)23.810 to 38-8.9,Extedor(2)38-6-9 to 42-103;porch left exposedi i i i i• • • • •••• DOL-1.60 plate grip DOL=1.80 3)Provide adequate drainage to prevent water ponding. •000•• 4)All plates are MT20 plates unless otherwise Indicated. • • i•••i• • • 5)Plates checked for a plus or minus 0 degree rotation about its center. 0000 • •0:0• 6)Provide mechanical cormecilon(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at)oint(s)except Qt=Ib)2=667,18-2239,1i'i SWO• :00* ••i••• 7)'Semi-rigid pitchbmaks wi6fixet heels'Member end fixity model was used In the analysis and design W this truss. • • • LOAD CASE(S)Standard •••••• • • • MahI1 mound ZAffa iaii,p.E. Consuld 13901 S.W. 108 AV,. M=4 VIM* 33176 Pholle flbri i ii1 4 f*ft X o. 369-21 � Al- Job Truss Truss Type I Oty Ply PALMISANO (JI) 8538 A3 Special Truss 1 1 Job Reference tions DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s 27 2012 PrinC 7.350 s S 27 2012 MiTek Industries,Inc. Thu Jul 311&42:38 2014 Pag ID:pzGEWq'MgRu69 ZZgpSXyl IgTuRPkXQSB5UgLc4r(4Mlg77maEGf?ICOLRb rv%; 1 4-10-0 9-8-0 14-5.819 3-0 25.6-0 31-9-0 38 0-0 43 0 0 1 4-10-0 4-10-0 4_g_8 9 8 4-8 8 6-3-0 Scale=1:79.7 5x8= 4.0012 7 06' 5x8= 04= 6x8 626 27 2x4 11 8 9 28 4x8% 5 5x8 a 4x4% 11 3 4 W7 2.411 25 1 4 1 2 23 Q9 ZZ ,Z"'�.' 18::; 22 24 20 19 18 17 18 15 14 13 12 4x6__ 2x4 11 5x8= 3x8— 3x8= 3x4= 3x4= 3x4= 3x8 it 3x10 MT20H= 4-10-0 9-8-0 19-3-0 25 6-0 3_1-9-0_ 38-0-0 43-0-0 410-0 4 10-0 9-7-0 8 3 0 6-3 0 8 3 0 5 0 0 Plate Offsets(X Y)•11�0-2-2 0-1-01 18.0-3-0,0-2-121,1100-1-4 0-348 1190",0-3-01 0-3-01 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.44 Vert(LL) 0.22 14-16 X999 360 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.78 Vert(TQ -0.3614-16 X989 240 MT20H 187/143 BCLL 0.0 Rep Stress incr YES WB 0.82 Horz(TL) 0.09 12 n/a Na BCDL 10.0 Code FRC2010/TP12007 (Mafrbc4-1) Weight:279 Ib FT=O% LUMBER BRACING TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.0-2 oc purlins,except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4.5-3 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-19,8-17 OTHERS 2x4 SP No.2MiTek recommends that Stabilizers and required cross bracing be installed duri truss erection,In accordance with Stabilizer Installation auide. REACTIONS(Ib/size) 2=131/1-x0 (min.0-1-8),19=2815/08.0 (min.0315),12=144310.8.0(min.0-2-2) Max Horz2=275(LC 3) Max UpIUR -249(LC 3),19=-1845(LC 3),12-1070(LC 3) Max Grav2=341(LC 9),19=3358(LC 6),12--1814(LC 6) FORCES(Ib)-Max.CompJMax.Ten.-Ali Torres 250 Ob)or less except when shown. TOP CHORD 2-23=-346254,23.25=580/824,3-25=-575858,3-4=-976/1808,4-5=-983/1711,5-8=-842H845,628=-1708/1123,7-28=-185311137, 7-27=16461117,627=-17161104,69=-3101/1894,9-10=2989/1792,1x28=-1783/1O98,l l-28=-1887/1087,11-12-1788/1088 BOT CHORD 2x24=7811442,19-20=781/442,1619=-39M78,17-18=-396878,1617-1732Yd056,15.16-162&2924,14-15=-182812924, 13.14-932(1690 WEBS 319-9801527,5-19=586377,619=-320411914,617=574/1 168,7-17-170/452,8-17-1924/1151.9-14-7541559,10-14-863/1616, •••• 1x13=840/590,11-13-1089/1937,2-22-356327,22-23-1401318,2-24-344135 • • • • •••• •••••• 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=S.Opst BCDL=5.Opst h=261g CaL 11;Exp C;End.,GCpi=0.18;C-C Exteri*§)* IG •• • •••••• to 248-11,Interior(1)2$11 to 14-11$,Exterior(2)14-11-6 to 19.3.0,IMedor(1)23$10 to 38-6-10,Extedor(2)38$10 to 42-10.4;Lumber DOL=1 j0•p1 jeAp • • • DOL=1.80 •••••• 3)Provide adequate drainage to prevent water ponding. •••• • • :. :**a• 4)All plates are MT20 plates unless otherwise Indicated. • • •••••• 5)Plates checked for a plus or minus 0 degree rotation about its center. •••• • ••••• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except WIb)2=249.19=1845,1 YaA 67196• •••• ••i••• 7)"Semi-rigid pitchbreaka with fixed heels"Member and fludty model was used in the analysis and design of this truss. • • • •• •• •••• •••••• LOAD CASE(S)Standard •••••• • •• • • • • •••••• CNI�m 13901 S.W. 108 A% Marni,fqcdda 33176 Phone 305.253.2428 Fax io'-233-1,24h MIA& fel th ftbg License Job Tntss Trus Type Qty Ply =Refemnce 8538 A4 Special Truss 1 1 al DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run.7.350 s Sep 27 2012 Print 7.350 sSep 27 2092 MTek Ind as,Inc. Thu Jul 31 15:42:38 2014 P ID:pzGEWrjMgRu69OcUZgpS3LyvH6-E01GflIABIJyzuFXAoNudZr hW77zf08 s7u 1ysWPE T18 Q 410-0 9 8 0 14 5 8 19 3-0 23.4-8 27-8-0 33-9-0 40 0 0 43 0 0 1 410-0 410-0 4-9-8 49 8 41-8 41-8 6-3-0 6-3-0 + 3-0-0 Scale=1:79.7 5x8= 4.00 F12 7 44% 4x4 8 8 5x8= 2x4 11 8x8 4x8 2x4 1[ 9 10 5x8 4X4 5 12 3 4 2x4 II 2 24 VYD 2 d 1 23 25 21 20 19 18 17 16 15 14 13 4x6__ 2x4 II 5x8= 3x6— 3x8= 3x4= 3x8= 3x4= 3x8 11 3x10 MT20H= 410-0 8 8 0 19-3-0 27-S-0 33-90 40 0 0 43-0-0 410-0 410-0 9-7-0 8-3-0 6-3-0 8 3 0 3 0 0 Plate Offsets X10:(1:0-2-2,0.1-01,[90-5-4.0.2-121,(11:0-1-4,0-2-121[17.0-1-12,0-1-M,120:04-0,0-3-M LOADING(psl) SPACING 2-0-0 CSI DEFL in Qoc) I/deft Lid PLATES GRIP TCLL 30.0 Plates increase 1.33 TC 0.48 Vert(LL) 0.28 17 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.76 Vert(TL) -0.4617-18 >861 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(iL) 0.09 13 n/a n/a BCDL 10.0 Code FRC2010/rP12007 (Matrix-11,A) Weight:280 Ib FT=Oho LUMBER BRACING TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.8.4 oc purlins, except end verticals. BOT CHORD 2x4 SP Not BOT CHORD Rigid calling directly applied or 4-3-15 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-20,8-18 OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and am be Burin truss erection in accordance with Stabilizer Installation sfalbia5ong uide.�� REACTIONS ab/size) 2-61/1-0-0(min.0-1-8),20=2708/0.8-0(n-dn.04-0),13=142310.8-0(min.02-2) Max Horz2=291(-C 3) Max Upiifl2=527(-C 3),20-2401(LC 3),13-999(-C 3) Max Grav2-298(LC 9),20=3408(LC 6),13=1787(LC 6) FORCES Qb)-Max.CompJMax.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-24-41r.46,24-26-274/1054,3-26-270M 123,3.4=-1348M849,45=-1334/1952,5-6-121211890,6-27-1623/944,7-27-15651958, 7-8=-1821/989,89=-390612148,9-10=-3107/1734,1011=-3107/1734,11-12=-1409/780,12-13=-1769/1003 BOT CHORD 23-25-267132,21-25-983M28,20-21-9=128,19-20-186/SW,18-19-18W-W,17-18=1244/2392,16-17-1863W73.15-16—I&ii3W3, 14-15=-885/1258 WEBS 3.21=40581,320=-898/1216,5.20=-556/381,6-20=-3362/2095,6.18=-845/1219,7-18=-191/551,8.18=1580/975,8-17=-1005N934, 0000 9-17-1353t842,9-15-576r258.10-15=-6911616,11-15-113lt2l33.11-14-1111/699.12-14=-gW/1769.2-Z3=-330/565,23.24=224/357, • • 2-25=-3941210 • • •000 •••••• NOTES •• • •• • • 1)Unbalanced roof live bads have been considered for this design. •••••• •••••• ••••i• 2)Wind:ASCE 7-10;Vuit-175mph(3-second gust)Vasd=136mph;TCDL=5.Opst BCDL=5.Opsf;tw2ft Cat.11;Exp C;End.,GCpi=0.18;C-C Exterior(2)-1 8.15 to 2-8-11,Interior(1)2.8-11 to 14-11-6,Exterior(2)14-11-6 to 19-30,Intedor(1)23.48 to 27480,Exterior(2)400-0 to 42-10.4;porch left exposed; •• • • • sees•• DOL-1.60 plate grip DOL=1.80 •••• • • • • 3)Provide adequate drainage to prevent water ponding. • • •••s•• 4)AN plates are MT20 plates unless otherwise indicated. 0000 • 00000 5)Plates checked for a plus or minus 0 degree rotation about its center, s••••• •••• s•i••• 6)Provide mechanical connection Qty others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except W[b)2=527,20=2401,13--908. • • 7)"Send-rigid pitchbreaks with tbced heels'Member end fixity model was used in the analysis and design of this truss. •• •• •••• 000000 • LOAD CASE(S)Standard i••0•i • •• • • • • sees•• sees•• • • • sees•• •• s sees • • • ••• 13901 S.W. 108 tine. MaM4 Florida 33176 Phone 305-253-2428 Fax Florida ft0f988i0P41 Engineering Lie-eft" No ;nit: spedal Inapmor Li cense RTo r~7,< Job Truss Truss TypeQty Ply �PALMISANO (JI)8538 AS Special Truss 1 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 99, Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek industries,Inc. Thu Jul 31 15:42:39 2014 Pa ID:pzG rjMgRu69OcUZgpS3LyvtlB-E01GfliABlJyzuFXAoNudZrz1W5TzfY8 s7u_1ysWPE 1 4 10-0 88-0 14 5 8 19 3 0 24-4-8 28 8 0 35 9-0 42-0-0 1 410-0 4 10-0 4 9 8 4 9 8 5-1-8 5-1-8 8 3-0 6-3-0 Scale=1:79.7 5x8= 4.00 12 7 4x8- 4x8 626 27 8 2x4 11 2x4 11 5x8= 4x4= 8x8 11 4x8 a 5 9 10 12 4x4 T4 3 4 W7 2x411 25 B B 1 3 _ 1 PA 2 23 � 24 20 19 18 17 18 15 14 13 2x6_ 2x4 I I 5x8= 3x6— 3x8= 3x8= 4x8= 4x6 11 3x10 MT20H= 44:10-0 9 8 0 19-3.0 29-6-0 35 9-0 43-0-0 4 10-0 4 10-0 9-7-0 10-3-0 6 3 0 7-3-0 Plate Offsets K)0:11:0-2-2,0-1-01,[9:0-3-0,0-2-121,[11:0-3.0,0.2-t1,[15;0-2-8,04-8],119:0-4-0,0.3-01 LOADING(psf) SPACING 2-40 CSI DEFL in (Ioc) Ildefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.52 Vert(LL) 0.3215-17 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.86 Vert(TL) -0.7615-17 >522 240 MT20H 187/143 BCLL 0.0 Rep Stress Inc YES WB 0.97 Horz(TL) 0.08 13 n/a n/a BCDL 10.0 Code FRC2010rrP12007 (Matrix M) Weight:273 ib FT=0% LUMBER BRACING TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.4-0 oc purons, except erns verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 453 oc bracing. WEBS 2x4 SP Not WEBS 1 Row at midpt S-19,8.17,1144 OTHERS 2x4 SP No.2 Mrrek recommends that Stabilizers aril required toss bracing be installed Burin truss erection M accordance with Stabilizer installation gulde. REACTIONS pb/slze) 2=16/1-0.0 (min.41-8),19=2805104W(m1n.44-3),13=1401/0.8.0(min.0-2-1) Max Horz2=310(LC 3) Max Uplifl2=-477(LC 3),19=2457(LC 3),13=937(LC 3) Max Grav2=256(LC 9),19=3539(LC 6).13=1754(LC 6) FORCES (lb)-Max CompJMax.Tea.-All forces 250 Ob)or less except when shown. TOP CHORD 2-23-26/449,23-25-416/1326,3-25=-410/1398,3.4=-149542150,4-5-1481)2253,5-6-1360/2191,6-26-1529/876,7-26-1471 AIN, 7-27=14721890,8-27=1540/875,8-9=-4550/2382,9-10=4175/2151,10-11=-3158/1681 BOT CHORD 22-24=348/0,2424=1207/241,19-20=12071241,18.19=-1131397,17-18=113/397,16-17=1352f2574,15-16=-1352!2574, 14-15=1650/3150,13-14=282/512 WEBS 3.20=-405!90,3.19=926/1225,5.19=-5581381,6-19=-3546/2164,6.17=886✓1319,7-17=107/454,8-17=1728/1048,8.15=1108/2279, •••• 9-15=1897/1073,1415=528(1143,1414=1198/752,11-14=1530/2950,11-13=-1813/1064,2-22=-301/535,22-23=255!408,2-24=4571239 0 4, • • 0000 000000 NOTES • • • • c 1)Unbalanced roof live loads have been considered for this design. •• • •••••• •• 2)Wnd:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.0psf•,h=26f;Cal.II;Exp C;End.,GCpi=0.18;C-C Exteri*4)s**15 •• • 000000 to 2-8-11,Interior(1)2-8-11 to 14-11-8,EAedor(2)14-11-6 to 19-3.0,Inter(or(1)23510 to 29-6.0,Exterior(2)4240.0 to 42-10-4;porch left exposediLjVj%• • • • DOL-1.60 plate grip DOL-1.60 000000 3)Provide adequate drainage to prevent water ponding. •••• :..o:.r • • 4)All plates are MT20 plates unless otherwise indicated. • • •••••• 5)Plates checked for a plus or minus 0 degree rotation about its center. 0000 • ••••• 6)Provide mechanical connection(by others)of truss to bearing plate capable or withstanding 100 Ib uplift at joint(s)except(jt=Ib)2=477,19=2457,1891476•• •••• ••i••• 7)'Send-dgid p(tchbreaks with fbmd heels"Member end fixity model was used in the analysis and design of this truss. • • • •• •• 0000 0000•• LOAD CASE(S)Standard •••••• • •• • • • • • • • • 000090 0000•• • • • 0000•• •• • 0000 • • Malm0lmd 7o . 139Q1 S.W.1p mss. Mami9 F'101adt 33176 Phon'305"253,,2428 F .305-23.-,,2,o, florid NWOft9 Licemse No. 3692: Job Truss Truss Type City Ply PALMISANO (JI) I 8538 AS Special Truss 1 1 i _Job Reference(optional)DECO TRUSS COMPANY INC.,Princeton,FL 33032 RuID pzGEVVrjMgR 68OcUZgpS3 Lyvti&iDb�5moy3Soa2gkkVu7Inc. Thu Jul 31 15:42:40 2014 P 8nO8CwTIi9iIDWtRWTysWPD 1.8-0 40-0 13-1-8 19-3-0 25-4-8 31-8-0 37-4-12 43-0-0 1 4101 -0 410-0 3-5-8 6 1 8 6 1 8 8-1 8 5-10-12 5 7-4 Scale=1:78.3 5x8= 4.00 12 7 f 4x8 26 27 4x8 8 8 2x4 I I 4x8 5 5x6= 4x4= 5x8= % 4x4% 9 10 11 3 4 2x411 23 25 g g 28 d 1 2 RfAN �( 22 24 20 19 18 17 16 15 14 13 12 4x8= 2x4 11 5x8= 3x6=3x4= 3x4= 3x10 MT20H= 3x10= 4x8= 3x8 11 410-0 9-8 0 1511-0 22-7-0 3146-0 37-412 43 0 0 100 410-0 8-3-0 8 8 0 B-11-0 5-10-12 } 5 7 4 Plate Offsets 0(,Y):[1:0-2-2,0-1-0],17:0-2-4,0-2-8],[9;0-3-0,0-2-121,[19:0.4-0.0-3-0) LOADING(pst) SPACING 240-0 CSI DEFL In Poe) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Vert(LL) 0.391416 >999 360 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.76 Vert(TL) -0.801416 >501 240 MT20H 187143 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.06 12 n/a n/a BCDL 10.0 Code FRC2010/rP12007 (Matrix-ho Weight:269 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SP N0.2 TOP CHORD Siructurai wood sheathing directly applied or 2-11.8 oc purlins,except end verticals. BOT CHORD 2x4 SP Not BOT CHORD Rigid ceiling directly applied or 45-3 oc bracing. WEBS 20 SP No.2 WEBS 1 Raw at midpt 6-19,7-17,8-14,11-13 OTHERS 2x4 SP No.2MiTek recommends that Stabilizers and required cross bredng be installed dura truss erection in accordance with Stabilizer Installation guide. REACTIONS(lb/size) 12=1365M4W(min.0-2-0).2-13811-0-0(min.0-1-8),19-298204W(mfn.04.7) Max Horz2=291(LC 3) Max UpIlM2-945(LC 3),2=-425(LC 10),19-2557(LC 3) Max Grav12=1711(LC 6),2--181(LC 9),19s3743(LC 6) FORCES(lb)-Max CompJMax.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-23=121/808,2325=-63411739,3-25-629M 814,3.4=-1731/2850,4-5=171712753,5-8=-1828/2702,826--688/375,7-26-813/389, 7-27-209311221,827=2175/1203,89-5282/2723,9-10=-4833/2443,10-28-3193M706,11-28-3193M708,11-12-1651/864 BOT CHORD 22-24=-47310,20-24-1600/464,1820-1600/464,1819-4211322,17-18=--421/322,1817-5181128,15.16-141212730,1415-1412/2730, 1314-1708/3193 WEBS 3-20=-390/110,319-10241252,5.19-421/277,819=-384212164,817=-828/1591,7-17-1388(884,7-16-842(1697,816-15731972, *see 8-14-1355/2744,814-215411192,10-14-80M783,10.13-1317/814,11-13-1842/3442,2-22-247/483,22-23-294!473,2-24-544/297 • • • • •••• •••••• NOTES • • • • 1)Unbalanced roof five loads have been considered for this design. •• • •• • • 2)VYInd:ASCE 7-10;VuIM75mph(3seoond gust)Vasd=136mph;TCDL=5.0psf,BCDL=S.Opsf;h=261 CaL ii;Exp C;End.,GCpl=0.18;C-C Exterios(a•1•B•1F •••••• Goo*:* to 2-8-11,Interior(1)241-1110 14-11-6,Exterior(2)14-11-6 to 183.0,Interior(1)23.6.10 to 31-80,Extedor(2)38.6-10 to 42-10.4;porch left exposed,Luntw • • • DOL=1.60 plate grip DOL=1.60 •••'�•• 3)Provide adequate drainage to prevent water ponding. 0000 • • • • 4)Ali plates are MT20 plates unless otherwise indicated. • •*0000 5)Plates dux*ed for a plus or minus 0 degree rotation about Its center. 00000 • ••••• 6)Provide mechanical connection(by others)of truss to bearing plots capable of withstanding 100 lb uplift at Joints)except()t=Ib)12=945,2=425,19swo•• :090 ••i••• 7)"Semi-rigid pitchbreaks with fbmheel'Member heeMember end tbdty model was used in the analysis and design of this truss. • • •• •• •••• •••••• LOAD CASE(S)Standard •••••• • •• • • :099:0 • •••••• • • • •00 00 • ••• 1Mahm mound Zoffa&4 . . CbmWting Erie 13901 S.W. 105 ,nve. Mami9 flaidA 33176 Phone 305.253.2428 FaxsU5-23)-,20 Fl;On 4941 190fiedbg Lictme No. 3692: Job Truss Truss Type Ory Ply PALM (JI) 8538 AG7 Spectal Truss 1 7 Job Reference o tional DECO TRUSS COMPANY INC.,Pncceton,FL 33032 Run:7.350 a Sep 27 2012 Print 7.350 a Sep 27 2012 MTek Industrtsa,Inc. Thu Jul 3115:43:25 2014 Pag ID:4 EWrjMgRu69OeUZgpS3LyvtiB-ttpfJUIOLuBOlU tSBhUGImf3nvkU vZ0GKbMysW0W r1 B Q 410-0 9 8 0 145 8 19-3 0 24-0-8 28-10-0 33-6-0 38-4-12 43-0-0 1 8 0 4-10-0 4-10-0 4-9-8 4-9-8 4-9-8 4-9-8 448-0 4 10-12 4-7-4 Scale=1:78.0 5x6= 4.00 12 7 29 4x4% 4x4 Zz 6 28 g 5x6 4x4 5x8 4x4 s 5 9 5x8 11 4x6= 7x12= 3 4 10 11 12 2x'II 2 25 27 1 1 IN 24 28 22 21 20 19 18 17 16 15 14 32 3313 4x6= 2x4 11 5x8= 3x8=3x6— 4x8= 3x4= 7x8 MT20H= 4x8= 7x8 MT20H= 54= 4-10-0 9 8 0 14 5 8 19 3-0 24 0 8 28 10-0 33 6 0 38-4-12 43-0-0 4-10-0 4-10-0 49 8 4-9-8 4-9-8 4-9-8 4 8 0 4-10-12 4-7-4 Plate Offsets 0(,Y):11-0-2-2,0-1-01.15-.0-3-0,0-2-121,[10:0-5.0,0-2-SL 112:0.5.4.04.41[14:0.2-12 0-3-121.[18:040 0.3.4),[20:0-3 8 0-1-8)[21:0.3 0 0.3-0) LOADING(psf) SPACING 24)-0 CSI OEFL in Poe) Udeti L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.82 Vert(LL) 0.5915-16 >675 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.88 Vert(TL) -0.8815-16 >452 240 MT20H 187/143 BCLL 0.0 Rep Stress Inca NO WB 0.90 Horc(TL) 0.08 13 n/a n/a BCDL 10.0 Code FRC201 O/rP12007 (Metrix M) Weight 292 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-12 oc purlins, except and verticals. BOT CHORD 2x4 SP No.21)'Exoepr BOT CHORD Rigid calling directly applied or 341-6 oc bracing. B3:2x6 SP M 28 WEBS 1 Row at mtdpt 5-20.8-18,9-17,10-16 WEBS 24 SP No2'Excepr MTekrecommends that Stabilizers and required cross bracing be Installed W14,VV3:2x8 SP No.2,W13:2x4 SP M 31 during urin truss erection in accordance with Stabilizer Installation de. OTHERS 2x4 SP No.2 REACTIONS(lb/slze) 13=2524108.0(min.01-8),2=-33511-0-0(min.01-8),21=3378/08.0 (min.0-3-15) Max Horz2-241(LC 3) Max Uplt[t13=2206(LC 3),2=B67(LC 10),21-2933(LC 3) Max Grav13-2925(LC 2),21=3912(LC 2) FORCES pb)-Max.CompJMax.Ten.-AD forces 250 0b)or less except when shown. TOP CHORD 2-25=3181880,25-27=1117/2315,3-27=1112f2350,3.4=2220!'3085,45=220BJ3209,54-4461264,6-28-1340/862,7-28-1281/875, 7-29-1282/877,8.29=-1342/883,8.9=2611/1657,9-10=-4581/2812,1011=775914966,11-30=-6313/4418,3031=-6313(4418, 12-31=6313/4416,12-13-271912100 BOT CHORD 2428=-7241181,22-26-2182/ 8,21-22=21821968,2021-29612154,19-2D=238/310,18.19-238/310,17-18-1393/2413, 0000 16.17=257814251,1'r16=-4984/7794,1415-4416/8313,14-32-257/302,32-33-257/302,13-33-257/302 • • WEBS 3-22-389N24,3.21-990/1260,5-21=-347112339,5-20-233813561,6-20-1954/1422,8-18-1070/1633,7-18-108/342,8-18-191&1271•• 0000 •••• • B•17=77111373,9-17=2240/1444,9.16=858H433,1018-3745/2548,1015=959/212,11-15=58412853,11-14=-1243/727, •• • •• • • 12-14=4488/6455,2-24=100!374,24 • 25-3821524,2-28=812/417 • • • • ••• •• •• • •••••• NOTES000000• 1)Unbalanced roof live loads have been considered for this design. • i••••i 2)Wnd:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=5.0psf:BCDL=.5.Opst,h-26ft;Cat II;Exp C;End.,GCpi=0.18;C-C Exterior�T M11% :000:0 :40609:• to 248-10,interior(1)2-6.10 to 1411-6,Extedor(2)14-11-6 to 19.3-0.Interior(1)23.8-10 to 33.8.0.Exterior(2)384-12 to 42-9.4;porch left exposed;Lumbwo • **Go* DOL-1.60 plate grip DOL-1.W • • 3)Provide adequate drainage to prevent water ponding. 0000010 •••• ••••• 4)Ali plates are MT20 plates unless otherwise indicated. •••••• so:* •••••• 5)Plates)at joinf(s)4,7,10,13,2,19,3,22,21,5,20,6,18,8,17,9,15,11,14,12 and 1 checked for a plus or minus 0 degree rotation about its center. • •• 6)Plates)at joint(s)16 checked for a plus or minus 2 degree rotation about Its center. 7)Bearing at Joint(s)13 considers parallel to grain value using ANSI1rPl 1 angle to grain formula. Building designer should verify capacity of bearing sirface. i • • ••••i• 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Wb)13-2206,2=667,21-2933.• 000000 • 9)"Semhrigid plichbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. 10)Hangers)or other connectiondevice(s)shall be provided sufficient to support concentrated load(s)165 Ib down and 354 ib up at 39-11-4,and 155.11ib � i 0000 i 0009: and 354 Ib up at 41-11-4 on top chord,and 1331 Ib down and 1029 Ib up at 38-6-12,and 43 Ib down and 36 Ib up at 39-11-4,and 43 Ib down and 36 Ib up at • 41-11-4 on bottom chord. The design/selecdon of such connection device(s)is the responsibility of others. 00:4 LOAD CASE(S) 1)Regular:Lumber Increase-1.33,Plate increage=1.33 unfom Loads(pt e7 75.7-10-75,10.12-75,13-24=20 a, olmd Zoffaghart P.E. Concentrated Loads pb) ,,.. �y Vat 14-1145 30=80 31=.80 32=40 33-40 �.��vvonsw&g� &* =S 2)Regular Only Lumber Increase-1.33,Plate imxease=1.33 13941 S.W. 10o t k{Jo a Uniform Loads(pit} Vert 1-7-90,7-10-90,10-12-90,13-24-20 Florida 33176 Concentrated Loads pb) s Vert Lumber W-95 —9532-4333=43 Phone 305-253-2428 Pax 805„233-tZ48 3)C-C Wind:Lumber Increase=1.80,Plate Increase=1.80 l:lodda professional %heeritNo. 35921 nor' . , Continued on page 2 Job Truss Truss Type Qty Ply PALMISANO (JI) 8536 AG7 Special Truss 1 1 Job Reference 'nal DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print 7.350 s Sep 27 2012 Marek Industries,Inc. Thu Jul 31 15:43:25 2014 peg ID:pzGEWdMgRu89OcUZgpS3LyvdB-ttpiJUIOLu6QUzmNtSBhUGImF3nvkU_vZOGKbMysWOW LOAD CASE(S) Uniform Loads(pill Vert 1-2-158,2-27=95,27-28=65,7-28-95.7-29--95,10-29-W,10-11=72,11-12=88.21-24=74.13-21-10 Horz:1-2-168,2-27-105,27-28-75,7-28-105,7-29-105,10-29-76 Concentrated Loads Qb) Vert 14=1019 30=207 31=207 32-26 33=26 4)C-C Wlnd Positive:Lumber Increase=1.60,Plate Increase=1.80 Uniform Loads(pip Vert 1-2-7,2-7=-67,7-10=.67,10-12-59,21-24-6,13-21-20 Horz:1-2-23,2-7=37,7-10-37 Concentrated Loads Qb) Vert 14=1029 30=354 31-354 32-36 33=36 5)U ve Only:Lumber Increase-0.90,Plate Increase-0.90 Pit metai=0.90 Uniform Loads(pip Vert 1-7-30,7-10-30,10-12-30,13-24-20 Concentrated Loads Qb) Vert 14-587 30-38 31-36 32=29 33-29 6)C-C Wind Positive+Regular.Lumber Increase-1.60,Plate Inc rease=1.60 Uniform Loads(pip Vert 1-2--58,2-7-102.7-10-102,10-12--97,21-24-9,13-21-20 Horz:1-2-17,2-7=27,7-10-27 Concentrated Loads Qb) Vert 14=836 30=267 31=267 32=26 33=26 7)1at unbalanced Regular:Lumber Increase=1.33,Plate Increase-1.33 Uniform Loads(pit) Vert 1-7-75,7-10—M,10-12-W,13-24-20 Concentrated Loads Qb) Vert 14-1145 30-125 31-125 32-40 33-40 8)2nd unbalanced Regular:Lumber Increase-1.33,Plate Increese=1.33 Uniform Loads(pip Vert 1-7-30,7-10-75,10-12-75,13-24r-20 Concentrated Loads Qb) Vert 14-1145 30=-80 31=-80 32-40 33=-40 9)3rd unbalanced Regular Only.Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plp Vert 1-7-90,7-10-30,10-12-30,13.24-20 Concentrated Loads(tb) Vert 14-133130-155 31-155 32=-43 33-43 10)4th unbalanced Regular Only:Lumber Increase=1.33,Plate Inc rease=1.33 Uniform Loads(pit) Vert 1-7--30.7-10-90,10-12-90.13-24-20 Concentrated Loads Qb) Vert 14-1331 30-95 31-95 32---43 33-43 6666 • • 6666 6666•• 6666•• •• • 6666•.• • 6666•• • • • 6666•• 6666 • • • • • • 6666•• 6666 • 6666• •69006 ••94 0066• •• •• •66• •6.60• • 6666•• • • • • • • • • • • •••••• 6666•• • • • • • • • • 6666•• 09 • 6099 • • Ac Imd Zol#agharg ?.P„ CbwWting Engineim 13901 S.W. 108 Av.. Miami,Florida 33176 Phone 305.253.2428 pax s05-23a�1«* Fl d IhAV110PI11 Fttgit r4 License No. 3,69': jJobTruss Truss Type Qty Ply PALMISANO (JI) 8538 AS Hip Truss 1 1 S� Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.ID:pzGEWry S U690cUZgpS3LyvtiS4 b0,4 Soa2gkk�Vu 9n07 wPwWvi7VUIDWtRWTysWPD 1 6 0 410 0 9 8 0 18-5.4 25 8 0 32-6-12 37-9-8 43 0-0 1 410-0 410-0 8-9-4 70-12 70-12 5 2-10 12-10 Scale=1:78.3 4.00 12 5x8— 2x4 11 exe 6 28 7 27 8 4x6 4x4 5x8 25 9 5x8 4 5 10 4x4% 3 2x4 II 2 2224 0 1 21 23 19 18 tm 17 18 15 14 13 12 11 4x6_ 2x4 I I 4x6 11 3x8— 4x4= 3x8= 3x4= 3x4= 3x8 I 3x6= 410-0 9 8 0 18-5.4 25 8 0 32-6-12 37-9-6 43 0 0 410-0 410-0 8-9.4 7-0-12 70-12 5 2-10 12-10 Plate Offsets(X Y)•(1*0-2-2.0-1-01(8.0-54 0-2-12] [8.0-1-40-3-01(12.0-1-12 0.1-81 LOADING(psf) SPACING 240.0 CS1 DEFL in Qoc) Well Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.61 Verl(LL) 0.1715-16 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 SC 0.53 Vwt(rL) -0.2713-15 >999 240 BCLL 0.0 Rep Stress inkx YES WB 0.92 Horz(TL) 0.07 11 We n/a BCDL 10.0 Code FRC2010/rP12007 (Mafdre M) Weight 282 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SP N0 .2 TOP CHORD Structural wood sheathing directly applied or 4-3-12 or.purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid caping direly applied or 5.2-4 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 5-16 OTHERS 2x4 SP NotMrrek recommends that Stabilizers and required cross bracing be installed dud truss erection in accordance with Stabilizer Installation uide. REACTIONS pbJsize) 2=40811-0"(min.0.1-8),18=2257M-8-0(min.0-3,5),11-1624&2-8(min.0-2-4) Max Horz2=276(LC 3) Max Uppf2-771(LC 3),18=-2229(LC 3),11-1279(LC 3) Max Gnav2=494(LC 9),18=2817(LC 6),11-1928(LC 6) FORCES lib)-Max CompJMax Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-22=-3381347,22-24=2841367,3-24=-2211373,34=-5081515,4.5=494!530,5.25=-2108M 313.6-25=199311338,6-26-2588M B44, 7-26-25681'1844,7-27-2566M844,8.27=25 6611 8 4 4,8-9=-24 0411 673,9-10=-2040!1384,10-11-187711298 BOT CHORD 21-23-377/324,19-23=-448/214,18-19=-448!214,17-18=-4021457,16.17-40?J457,15.16-101711818,1415=-12992143, 13-14-126/2143,12-13-1210M 865 WEBS 3.19-397/72,3.18-810/961,5.18-2474/1789,518-15902386,B-16-874/68,6-16-622f934,7-15-742f638.8-15-2466M, 9-13-1211509,9-12-925/724,10-12-1363r497,2-21-4W/736 •••• • • •••• •••••• NOTES • • • • 1)Unbalanced roof live loads have been considered for this design. •• • •• • • 2)Wind:ASCE 7-10;Vuh=175mph(3-second gust)Vasd=136mph;TCDL=5.0pst BCDL=5.0psf,h-26ft Cat.II;Exp C;End.,GCpi=0.18;C-C Extario;"4111§ 0000,90 ••••i• to 2-8-11,Interior(1)2-8-11 to 124-4,Exterior(2)12-4-4 to 18-5.4.Interior(1)24.84 to 26-5-12,Extedor(2)32-6-12 to 42-10.4;porch left exposed;Lumbe• DOL-1.60 plate grip DOL-1.60 •••••• • • • 3 Provide adequate drainage to prevent water ponding. •••••• eq a9 P porgy •••• • • • • 4)Plates checked for a plus or minus 0 degree rotation abort its center. • • ••• •• 5)Provide mechanical connection(by others)of truss to bearing plate at joird(s)11. •••• • ••••• 6)Provide mechanical connection(by oMrers)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except QMb)2=771,18=2229,1•= 09:90 • •• •• • • 7)"Semi-rigid pitchbreaks with f(xed heels"Member end tbtiy model was used in the anaysis and design of this truss. � 0 • 0*00*0 ••• LOAD CASE(S)Standard • • Mahm®und&dagbai:i, CalstAting Fzginem 13901 S.W. 108 pati, Maori,FlCTida. 33176 Phone 305-253-2428 Fax 505-23:5,224h Florida Prdsgonal Wneering License No. 3692 or UlC-eme'�Tn JobTrues Truss Type Qty Ply PALMISANO (JI) 8538 A9 Hip Truss 1 1 Job Reference al DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s 27 2012 Print 7.350 s Sep 27 2012 Mrfek Industries,Inc. Thu Jul 31 15:42:412014 Pa ID:pzGEWrjMq u69CcUZgpS3LyvtiB-AP903RmQjNafCCPwIDPMi wKCKoARdRR9c?2wysWPCg _ 'Z1:10' 8 8 0 17 0 0 22 8 0 28 4 0 34 0-0 38-6.0 43-0 0 1 4-10-0 4100 7-4-0 580 580 580 460 460 Scale=1:78.3 4x4= 4.00 F12 5x8 4x4 4x8= 5x8= = 6 727 8 928 10 4x4!/ 4x4% 4x6 11 4x8% 5 2XX/X 2x4 I I 12 3 42x4 11 2x411 � 25 0 9 24 20 19 18 17 18 15 14 13 22 4x8__ 2x4 If 4x8 I I 3x8= 3x4= 3x6=3x8= 4x8 I I 3x8= 4 10 08-8 0 17-0 0 25-6-0 34 0 0 43-0-0 4-10-0 4-10-0 7-4-0 8-8 0 8 6 0 9-0-0 Plate Offsets OC Y):11:0-2-20-1-01[8:0-3-0 0-2-121 110:0a-0,0.2-121,111:0-2-0,0-1-121,113.0-3-0,0-IA,[17:0.2-12.0-1-81 LOADING(psf) SPACING 24).0 CSI DEFL In poc) Vdefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.47 Vert(LL) 0.1816-17 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.72 Vert(TL) -0.3316-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.09 13 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight 277 Ib FT=0% LUMBER BRACING TOP CHORD 24 SP Not TOP CHORD Structural wood sheathing directly applied or 4-8-5 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4.8-9 oc bracing. WEBS 2x4 SP No'2 WEBS 1 Row at nddpt 5-17.7-17,11-13 OTHERS 2x4 SP Not MiTekrecommends that Stabilizers and required cross bracing be Installeddudn truss erection In accordance with Stabilizer Installation gnide. REACTIONS(Ib/atze) 2=328/14.0 (min.0.1-8),19=2381/0.8.0(min.0-3-7),13=1501/0-2-8(n-dn.0-2-4) Max Horz2=290(LC 3) Max Uplitf2a-702(LC 3),19=-2324(LC 3),13=-1232(LC 3) Max Grav2=404(LC 9),19=2935(LC 6),13=1892(LC 6) FORCES (lb)-Max.CompJMex.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=-207/259,23-25=38/285.325=01314,3-4 743!780.4-5=-729f883,5-28-181311083.6-26-171611104,6-7-1656/1147, 7-27=2571/1738,8.27=2571/1738.8-28`2571/1738.9-28-2571M738,9.10-2183M551,10-11=2331/1559 BOT CHORD 22-24=-312/217.20-24=297/5,19-20=-29715,18-19=-753/878,17-18=753/878.1&17=137272358,15.16=151812543,14-15=1518/2543, 13-14=1070/1618 WEBS 3.20=367/88,3.19=-739M O36,5-19=-257811838.5.17=166412550,7-17=1136/778,7-18=1231313.9-14=7191403,11-14=2241708. •••• 11-13=2243/1520,2-22=-401/689 • • • • •••• •••••• NOTES • • • • 1)Unbalanced roof live loads have been considered for this design. •• • •• • • 2)Nand:ASCE 7-10:Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opst BCDL=5.0psf;11=2610 CaL 11;Exp C;End.,GCp".18:C-C ExteriorQ-A-" •••••• *00000 to 2-8.11,Interior(1)2-8-11110 10-11-0,E*Wor(2)10-11-0 to 1740-0,Interior(1)23-1-0 to 27-11-0,Extedor(2)340.0 to 42-10.4;porch left exposed;*so*** • • • • DOL--1.60 plate grip DOL-1.60 3 Provide adequate drainage to prevent water ponding.th9• •••• •••••• • • 4)Plates checked for a plus or minus 0 degree rotation about its center. • • •••••• 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. •••• • ••••• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except 01=Ib)2=702,19=2324,13gj*-"•• •••• ••i••• 7)'Semf-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. • • Is •• •• •••• •••••• LOAD CASE(S)Standard • • • :so*:* • • • • • •• • 9100 • • Mahmouncl Z014hM-4 P-E- Cons(alfiina En&=s 13901 S.W. 10$rid,. Miami,Florida 33176 Phone 305-253-2428 fax -505-23:)�22,42, E1044 ftftsfopal Engineering License No. 3692 Job Truss Truss Type Oty Ply PALMISANO (JI) 8538 A10 HipTruss 1 1 _Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 ID:�pzGEWdMgR 6690 UZgpS3LyvdB-APP809 Sep 23RmQjN fCCPwIek DPMI wJZKpThuEReMRR9c?2wyysWPC 1 1:1L. 10 0 9-8 0 15 0 0 22-0-9 28-11-7 38-0-0 43-0-0 1 4-10-0 4 10-0 5-4-0 7-0 9 8-10-13 7_0_9 0 9 7-0.0 Scale=1:78.3 4.00 Fiff 6x8 2x4 11 4x8=4x4= 5x8= 67 7 8 9 28 10 04% 4x4\\ 5x8 4x8% 266 11 3 4 2x4112 25 2372 03 22 24 20 19 18 17 18 15 14 13 12 4x6__ 2x4 11 4x6 11 3x6= 3x8= 3x4= 3x4= 3x6 11 4x4= 3x6= 4-10-0 9 8 0 15-0 0 220-9 28 11-7 36 0-0 43-0-0 4 10-0 4-10-0 5 4 0 7-0-9 6-10-13 7 0 9 740-0 Plate Offsets 0(Y)•[1.0-2-20-1-01[6'0.1-80.2-12] [10.0-5.4 0.2-121[130.1-12 0-1-8) 118.0.1-1204-M LOADING(psf) SPACING 240-0 CSI DEFL in qoc) Wall Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.51 VergU) 0.19 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.65 Vmt(TL) -0.3315-16 >999240 BCLL 0.0 Rep Stress Ina YES WS 0.69 Horz(TL) 0.06 12 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight 275 lb FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals. BOT CHORD 2x4 SP Not BOT CHORD Rigid calling directly applied or 4-8.0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at mtdpt 5-18,6-16,9-16,11-13 OTHERS 2x4 SP No.2MiTek recommends that Stabilizers and required crass bracing be installed dura truss erection in accordance with Stabilizer Installation guide. REACTIONS Maize) 2=244/1-0-0(min.0-1-8),19=2469/0-8.0(min.0-3-10),12=1476/0-2-8(min.0.2-3) Max Horz2=311(LC 3) Max Uplf62=-641(LC 3),19=-2413(LC 3),12=1173(LC 3) Max Gmv2=303(LC 9),19=3054(LC 6),12-1851(LC 6) FORCES (Ib)-Max.CompJMax.Ten.-AU fords 250 Qb)or less except when shown. TOP CHORD 23-25=01539,3-25=0/572,3.4=-964/1141,4-26=951/1227,5.26=951/1245,5-61281!/26,6.27=-2593/1645,7-27-2593H645, 7-8=2593/1645,8.9=2593/1645,9-28-2872/1852,10-28-2872HB52,10-11=2203/1374,11-12=-178611200 BOT CHORD 22-24=-255/142,20-24=512/0,19-20-512(0.18-19=-1112/864,17-18=-499/1072,16-17-499/1 072,15-18=-1610/2809,14-15=1163/'1968, 13-14-1163/1968 WEBS 3.20-376f98,3-19=-88811130,5-19=2680M871,5-18-1651/2599,6-18-12301949,6-16-1118/7803,7-16-712/571.9-16-348f257, •••• 9.15-5101393,10.15-553/1093,10,13-831/539,11-13-122412071,2-22-3281847 • • 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=S.Opsf,BCDL=5.0psf;h=26111;Cat 11;Exp C;End.,GCpi=0.18;C-C Exterior(?/i1O1S• •••••• ••••i• to 241-11,Intedor(1)2-8-11 to 8.11-0,Extedor(2)8-11-0 to 15-0.0,Interior(1)21-1-0 to 29-11-0,Exterior(2)38.0.0 to 42-10-4;porch left exposed;Lumbero•• • • • 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 enter. • • •••••• 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. •••• • ••••• 6)Provide mechanical connection(by others)of tires to bearing plate capable of withstanding 100 lb uplift at joints)except WIb)2=641,19=2413,12=I1�,.••• 0000 ••i••• 7)"Semi-rigid pftchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. • • • •• •• LOAD CASE •••• •••• S)Standard ••• • • • • •••••• •••••t 000 Mahmmound Zol ghar,P.E, CIDting En 13901 S.W. 108 Av, NfiamiI,fqcdda 33176 Phone 303.253.2428 FaX.-X05-23 ,2,#b Fl�dq ft 91004 � g License No. 3692 ppb ._`, "2� ns Job Truss Truss Type Qty Ply PALMISANO (JI) 8538 A11 Hip Truss 1 1 Job Reference I DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print 7.350 s Sep 272012 MiTek Industries,Inc Thu Ju131 15:42 42 2014 Pag ID:pzGEWrjMgRU69OCUZgpS3LyvbB-ebjPHnn2UgiWgM 6rwwbECTWek8yA6hagpMYaMysWPB r1 6 Q 410-0 9 8 0 13 0 0 19 3-0 25 6 0 31-94 38 0 0 43-0-0 1 6 0 410-0 410-0 3 4 0 8-3-0 8 3 0 6-3-0 63-0 5-0-0 Scale=1:76.9 5x8= 4.00 12 4x4= 4x4= 4x8- 4x4= 5x6- 4x4% 5 6 7 8 9 10 4 5x8 11 4x4% 26 3 d 2x4 II 25 0 N 1 2 23 c1i 2224 20 19 18 17 18 15 14 13 12 4x8- 2x4 11 4x6 I I 3x8= 3x8- 3x4- 3x4- 4x8= 3x6 11 3x10 MT20H= 410-0 9 8 0 13 0-0 21-4-0 29-8 0 38-0-0 43.0-0 410-0 410-0 3 4 0 8-4-0 8-4-0 8-4-0. 5-0-0 Plate Offsets(X,Y):[1 b-2-2.0-1-0).15:0-34.0-2-121.[10;0-3.0.0.2-121,[18:0 3-0.018) LOADING(psf) SPACING 24).0 CSI DEFL In pod) Vdetl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.43 VwXLL) 0.2114-18 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.75 Vert(TL) -0.4114-16 >966 240 MT20H 187M43 BCLL 0.0 Rep Stress Ina YES WB 0.62 Horz(fL) 0.09 12 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix M) Weight:270 lb FT=0% LUMBER BRACING TOP CHORD 2x6 SP Not TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except end verticals. BOT CHORD 2x4 SP Not BOT CHORD Rigid calling directly applied or 44-8 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-18,9-13 OTHERS 2x4 SP Not MTekrecommends that Stabitlzers and required cross bracing be installed during uri truss erection in accordance with Stabilizer Installation guide. REACTIONS(lb/size) 2=69/140.0 (min.0.1-8),19-26950 .0(min.0-3-15),12=1425/0-2-8(min.0-2-2) Max Horz2=331(LC 3) Max Upllfl2-521(LC 3),19=-2585(-C 3),12-10MLC 3) Max Gmv2=98(LC 9).19=3319(LC 6),12=1778(LC 6) FORCES pb)-Max.CompdMax.Ten.-All forces 260 pb)or less except when shown. TOP CHORD 2-23=0/402.23.25=290/1112,3.25-285H 148,3.26=-1362M819,4.26=-1348/1922.45=254138.6.7=2435H 399,7-8=-2945/1753. 8.9=2945/1753,9.10=-1732/1145,10-11-185311124,11-12-1740/1109 BOT CHORD 22-24=-312H,20-24=-1050198,19-20=-1050198,18.19=-17851'1257,17-18-107812046,16.17-107812046,15-16 -1601/2918, 1415=1601/2918,1314-1612/812 WEBS 320=-3641111.319=-98011230.419-2943/1984,418-1815/2673,5.18=-3431365,6-18-2346/1483,6-16-4521812,7-16-7741548, 9.13-1394!190,11-13-1101/1905,2-22-1901587,22-23-2381314.2-24=-345/208 0000 NOTES • • • • •••• •••••• 1)Unbalanced roof live loads have been considered for this design. 0..* •• • •• 2)Wind:ASCE 7-10;Vuit=175mph(3second gust)Vasd=136mph;TCDL=S.Opst BCDL=5.0psf h=28ft:Cat.II;Exp C;End.,GCpi-0.18;C-C Extedor(2)-1-815 • • • • to 2-8.11,Intedor(1)2-8-11 to 811-0,Extedor(2)811-0 to 13.0.0,Intedor(1)19-3-0 to 3149.0,Extedor(2)38.0-0 to 42-10.4;porch left exposed;Lu~••• s• • 000000 DOL-1.60 plate grip DOL=1.60 • • • 3)Provide adequate drainage to prevent water ponding. •••••• • 4)AD plates are MT20 plates unless otherwise indicated. *000 •••••• • • • • • 5)Plate(s)at joint(s) 5,8,10,2,3,20,19,4,18,6,16,7,14,9,12,13,11 and 15 checked for a plus or minus 0 degree rotation about its center. 00000 • 00000 6)Plate(s)at joings)17 checked for a plus or minus 5 degree rotation about its center. • • 7)Provide mechanical connection(by others)of truss to bearing plate at joings)12. ••••♦• 0090 ••••• 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except at-lb)2=521,1�2585,12�1�6••• ••i• 066096 9)"Send-rigid pitchbreeks with fixed heels"Member end tixNy model was used in the analysis and design of this truss. • LOAD CASE(S)Standard • • • ••••i• ••• 13901 S.W. 108 Av... Mini,F'lOdda 33176 Ph011e 305-253.2428 Fax -)05-23.) �2 r. �ldxid i l EDF,- eering Liceme No, 3692 Job Tnisa Truss Type Oty, Pty �PALMISANO (JI) 8538 4112 Hip Truss 1 1 Sep Job Reference o DECO TRUSS COMPANY INC.,Prehceton,FL 33032 ID:pzGEWrjMgRu69�OcUZppS3LyyvvtlB-e�bjPHnnttl2 MiTak 2UgfWgM 6_ nvwb'ECTUJk6nA3FagpMYaMysWPB _ 1 410 0 9 8 0 1 18-3-0 25 6 0 32-9-0 40 0 0 43-0-0 1 410-0 410-0 7 3 0 7-3-0 7-341 Scale 1,76.9 4x4= 5x6= 5x6= 4.00 12 4x4 1� 4xS= 4x8— 4x4= 5x6 4 5 %6 7 8 9 27 10 11 1 4x4 3Y5 %Y5 W6 2x4 I I.2 25 230 1 2224 20 19 18 17 16 15 14 13 12 44= 2x4 11 4x6 I I 3x6= 3x4= 3x10 MT20H= 3x4= 4x8— 3x8 11 4x8= 410-0 9 5 0 1 20-8-0 30-4-0 4040.0 43-0-0 410-0 410-0 9-8-0 9.8-0 9-841 3-0-0 Plate Offsets KY):r1.0.2-20-1-01[5.-0-3-0O.3dl[10.0.3 00-2-121 [18.0.4-0 0-1-12) LOADING(psf) SPACING 24)-0 CSI DEFL in floc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.51 Vert(LL) 0281416 >999 380 W20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(Ty -0.601416 >069 240 MT20H 187/143 BCLL 0.0 Rep Stress incr YES WS 0.78 Horz(TL) 0.12 12 n/a n/a 13CDL 10.0 Code FRC2010/rP12007 (Matrix M) Weight 263 tb FT=0% LUMBER BRACING TOP CHORD 2x6 SP Not TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins,except end verticals. BOT CHORD 2x4 SP No'2 BOT CHORD Rigid ceiling direly applied or 3-9.3 oc bracing. WEBS 2x4 SP Not WEBS 1 Row at midpt 9-13 OTHERS 2x4 SP Not 2 Rows at 1/3 pts 6-18 MiTek recommends that Stabilizers and required cross bracing be installed durtn truss erection in accordance with Stabilizer Installation guide. REACTIONS(ib/size) 2=7011-0-0(min.0-1-8),19=287410-8-0 (min.04-3),12-138510-2-8(min.0-2-0) Max Horz2=352(LC 3) Max Upiifa-451(LC 3),19=-2695(LC 3),12-1023(LC 3) Max Grav194526(1-C 6),12=1718(LC 6) FORCES Ob)-Max.CompJMsx.Ten.-All forces 260 Ob)or less except when shown. TOP CHORD 2-23=54/800,23-25-49111597,3-25=-48711631,3-4-1614t2418,4-9-86611186,5-26--826M 146,6-26=826/1146.6.7-2403M229. 7-8=-2403✓1229,8.9=-3225/1775,9-27=1304/814,10-27=1304/814,10-11=13801802,11-1 2=1 7 2511 01 3 BOT CHORD 22-24=487/0,20.24=15061285,19-20=-15081285,18.19=2235(1490,17-18=895N830,16-17=-895/1830,15-16=1713/3221, 1416=1713/3221,13.14-1718/3063 WEBS 3.20=-348/110,3.19=-996M301,419=3189/1912,418-14442690,5.18=-711/ 9,6.18=3404/2088,6-16=-432/1018,8-16-1074!744, •••• 9-14=0/283,9-13=-2025/1140,11-13=97911753,2-22=82/525,22-23=284/412,2-24=-484254 • • • • •••• •••••• NOTES • • • • 1)Unbalanced roof live beds have been considered for this design. •••••• ••••i• 2)Wlnd:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.0psf;BCDL=5.Opsf;h=2611:Cat.11;Exp C;End.,GCpl=O.18;C-C Exterl***16" to 2-8-11,Intertor(1)2-8.11 to 410-0.Extedor(2)410-0 to 11-0-0,Interior(1)17-1-0 to 33-11-0,Exteriog2)400.0 to 42-10.4;porch left exposed;L%W,•• • • • 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. 696066 ••••• • ••••• 5)Plate(s)at joint(s)1,5,7,10,2,3,20,19,4,18,6.16,8,14.9,12,13,11 and 15 checked for a plus or minus 0 degree rotation about its center. • • 6)Pfate(s)at joint(s)17 checked for a plus or minus 5 degree rotation about Its center. •••••• •••• ••••• 7)Provide mechanical connection(by others)of truss to bearing plate at joings)12. • • ••i• •••••• 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except at-lb)2=451,19=2895,12%?029.. • 9)'Semi-rigid pitchbreaks with fixed heels"Member end ftity model was used in the analysis and design of this truss. :*0::. • •• LOAD CASE(S)Standard • • i•••i• Mahmound Zolt4ghw,,p..b. Consulting Engineers 13901 S.W. 108,wv,. Muni,Florida 33176 Phone 305-253-2428 Fax .305-23 ,2+,� F10rida Prmfesskal Engineering License No. 3692 Speda11T"Medor UceT ze NTO (--,;r; Job Truss Truss Type City Ply J.PALMISANO (JI) 8538 A13 Hip Truss 1 1 i Job Reference(ontionaO DECO TRUSS COMPANY INC..Princeton,FL 33032 Run 7.350 s Sep'27 2012 Print 7.350 s Sep 27 2012 M7ek Industries Inc Thu Ju131 15:42:42 2014 Peg ID:pzGEWdMgRu69OcUZgpS3Lyvd ebjPHnn2UgWq 6rwwbECTSUk62A2WagpMYaMysWPB LIZ 4-10-0 9-0 0 15 7-3 22-2-6 28 9 10 35-4-13 42-0-0 43-0,0 1 6 0 4-10-0 4 2-0 6 7-3 6 7 3 6 7-3 - 6 7-3 6-7-3 �-0-b Scale=1:76.9 5x6 4.00 12 6x6 4)(8= 4x4= 4x8- 40= 4x4 11 4x8= 5x8= 4x4 4 526 6 7 8 927 10 11 12 3 1 2x4 II 2 24 1 tm 2325 21 20 19 18 17 16 15 14 13 4x6= 2x4 11 5x8= 3x8=4x4 11 3x4= 3x4= 3x8 11 3x10 MT20H= 4x8= 4- -0 9 8 0 17-9-0 25 10-0 33 11-0 42-M 414 4-10-0 8-1-0 8-1-0 8-1-04- 6110.-0 81-0 Plate Offsets(C,Y):11:0-2-2,0-1-OL 14:0-3-0,0.4-41.[5:0-3.12.0-2-81,(11:0-3-0,0-2-121,[20:0-4 ,03.01 LOADING(ps0 SPACING 2-0-0 CSi DEFL in (Ioc) Wall Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.70 Vert(LL) 0.32 17 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.87 Vert(TL) -0.6115-17 >656 240 MT20H 187/143 BCLL 0.0 Rep Stress Inca YES WB 0.89 HorzM) 0.11 13 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight:256 lb FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purfins, except end ver icals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3.9-14 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt .5-20,6-18,9-14 OTHERS 2x4 SP No.2 MITek recommends that Stabilizers and required coos-bracing be installed dudn truss erection in accordance with Stabilizer Installation utde. REACTIONS Ob/size) 2-277/1-0.0 (ndn.0-1-8),20=3144/0-8-0(min.0-4-9),13=1322/0.2-8 (min.0-1-15) Max Horz2=374(LC 3) Max Uplifi2=M(LC 10),20-2831(LC 3),13=-943(LC 3) Max Grav20=3844(LC 6),13=1630(LC 6) FORCES Ob)-Max.CompJMwL Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-24=134/892,3-24=740/2342,3.4=-198813135,4-26=2049!3240,5-26=-204 3240,546=-1306/490,6-7=3399/1709,7-8-W99/1709, 8.9-317lt1702,9.27=580/341,10-27=580!341,10-11=580/341,11-12=-577/310,12-13=-1870/874 BOT CHORD 23-25=-W7-0,21-25=-2173!484,20-21=-2173M84,19.20=-81/494,18-19=-81/494,17-18=-1427/2842,16-17=1955/3886,15.16=-1955/3888, 14-15=1628!2934 WEBS 3.21=-402/108,3-20-100311437,4-20=-1492/1115,5 20-4141/2423,5.18=703/1531,6.18=-1912/1183,6.17=-332724,8-17=430/403, 8-15=-6141333,9.15-99/533.9.14=2626/1466,11-14=-30&353.12-14=928/1688.2-23=0/476,24-25=167/251,23-24s-35ZSW, •••• 2-25-643(319 • • 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=S.Opsf,,BCDL=.S.Opsh,h=26ft;Cat.II;Exp C;End.,GCp1=0.18;C-C Exterlo!(111)1015 •• • •••••• to 15-1-0,Interior(1)15.1-0 to 35-11-0,Extedor(2)35-11-0 to 424).0;porch left exposed;Lumber DOL-1.60 plate grip DOL-1.60 •••i•• • • • 3)Provide adequate drainage to prevent water ponding. •••••• 4)Ali plates are MT20 plates unless otherwise Indicated. *000 • • • • 5)Plate(s)at joint(s)1.7.11.2,19,3,21,20,5,18,6,17,8,15,9,13,14,12,10 and 16 checked for a plus or minus 0 degree rotation about Its c ante?••••• ••••• •0:00 • 6)Plate(s)at Icings)4 checked for a plus or minus 2 degree rotation about its center. • 7)Provide mechanical connection(by others)of truss to bearing plate at joird(s)13. 000000 •••• ••••• 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except WIb)2=63,20=2831,1 TVIO•• ••i• •••••• 9)"Sen*dgid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • LOAD CASE(S)Standard • • • ••••i• Mahmound Zoe P,E, Consulting End 13901 S.W. 108 rjv, Maim,1108& 33176 Phone 305.253.2428 PAR j05-233--t2ox Fl0660d 'MAI N; lie d9g,Lieem No. 3632 636 Job Trues Truss Type I Oty Ply PALMISANO (JI) 8538 AG14 Haff Hip Truss 1 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print 7.350 s Sep 27 2012 Mi rek Indusirtes,Inc. Thu Jul 31 15:43:26 2014 Peg ID:pzGEWdMgRu69OcUZgpS3LyvtlB 3N1WgJe6BEH57LZQ9iwOTHzgTC Tw33ogOt7py.;k 1 3 6 0 7-0-0 9-8 0 14-6-14 19 4 1 24 1-3 28 10-5 33 7-7 38 4 10 43-0-0 1 3 8 0 3 6 0 2 8 0 410 14 49 2 4-9-2 4-9-2 4 9-2 49-2 47 8 Scale=1:76.6 7x10 M18SHS= 6x6= 6x12 MT20H= 4.00 12 3x6 11 5x10 MT20H= WO= 5x10 MT20H= 44 I 1 4x6 11 5x8 11 6x10= 4x4 4 315 32 33 6 35 7 36 8 9 37 38 10 38 11 40 41 12 1342 43 14 3 2x4 112 29 0 104 28 30 26 25 4424 45 46 23 2247 48 21 49 50 20 51 19 18 52 17 53 54 W 1656 57 15 4x10= 2x4 II 4x6 11 1Ox16= 5x10 MT20H= 46 4x4= 4x4= 4x8= 4x10= 3xS— 4x10= 7x10 M18SHS WB= 3 6 0 7 0 0 9 8 0 14 814 194-1 241-3 28 10 5 33 7-7 38 4-10 43-0-0 3 8 0 3-8 0 2 8 0 410-14 49-2 49 2 49-2 49-2 49 2 4-7-6- Plate 7 6Plate Offsets(X,Y):[1:0.2-2,0-1-0],[2:0.8-14,Edge],14 0-8-4,038],[5:0-38.0.148],(8:0.38,0-2-8],17:04",0-2-12],19:0-3-0,044],110-0-",0-2q,[11:0-3.8.0-2-0].(12:0-8.O.Edgej,173:04-8.0.2-4],114:04-0 0-4-01 [15.0.38 01-8[[16:038.02-01.[23:0.3.4.02-01.[241W-8.05-M LOADING(psf) SPACING 2-0.0 CSI DEFL in Coe) I/deff Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.68 Verf(LL) 0.9318-20 >425 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.57 Vwt(TL) -1.0618-20 >376 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.12 15 n/a n/a M18SHS 2441190 BCDL 10.0 Code FRC2010/TPI2007 (Matrbt-M) Weight:298 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP M 26 TOP CHORD Structural wood sheathing directly applied or 3-07 oc purlins, except end verticais. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 3-42 oc bracing. WEBS 2x4 SP N0.2-Except• WEBS 1 Rev at midpt 6-24,7-23,9-21,13-17,14-16 W10,W5:2x8 SP No.2,W4,W7:2x4 SP No.213,W6,Wg:2x4 SP M 31MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 SP No.2 dudn truss erection in accordance with Stabilizer installation guide. REACTIONS(Ib/size) 2-105811-0.0(ndn.01-8),24=8979/0-BA (min.0.6-11),15=271010-2.8(min.01-8) Max Horz2=335(LC 3) Max UpIM2=-1570(LC 10),2429890(LC 3),15-2891(LC 3) Max Grav2=801(LC 4),24=8076(LC 2),15=3141(LC 10) FORCES(Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-2921270/2888,329=2389/4598,3-4=-3702/5585,4-31=7858!8054,531=7858054,5-32=7858/8054, 32-33=-7856/8054,SM -7858/8054,6-34=-989/5B2,3435=-989/582,7-35=989/582,7-36=-5077/4359, 8.3825077/4359,8.9=5077/4359,937=-8347/7483,37-38=-8347/1483,1038=-8347/7483, 10-39a-9448/8590,x,11-40=9448/11590,11-41=-8344/7640,12-41=8344!/640, 0000 12-13=-8344f7640,1342=-5113/4714,42-43=-5113/4714,14-43=51134714,1415=-3022/2867 • 0 BOT CHORD 28.30=-2544/1246,2"0-014/2072,25-26=-43142072,25-44=-5245/3271,24-44=5245/3271, • • **00 •••••• 24-45=-582/989,45462582!989,23.46=-W24M.23-47-4359)5077,22-47-4359/5077. . . 0 • • 22-48=4359/5077.21-48-4359/5077.21-49=-748318347.49-50=-7483/8347.2050=-748318347, •6 0 •••••• 0 20-51=-8590111448,19.51=-859019448.18-19=-8590/9448.18-52=-7840!8344,52-53=-7840/8344, •••••• •• 0 9••••• 17-53=-7640/8344,17-54=4714/5113,54-55=-4714/5113.16.55=[714/5113 • WEBS 326=-4571380,3-25-1308M466.4-25-3170t1`1011,4-24=-390916145,5-24-93311097,6-24=433 03/7654, •••••• 0 • • •••••• 6.23=-231012815,7-23G8259/5956,7-21=1532/1889,9.212368913492,9.20=-435/745,1020=-1244/1237, •••• • 0 • • 101823441583,11-1821081/1234,11-1721425(1565,13172327113811,1316225082606. • • •*so** 14-16=-5196/5639,2-28-MI/l123.28-29-524/671.2-30-513f427 •• • • ••0:09 i••• NOTES •••••• •s•• 1••• 1)Unbalanced roof five loads have been considered for this design. •••••• *000 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.0pst,BCDL=5.Opsf 11=2611;CaL II;Exp C;End.,GCpi=0.18;C-C Exterfog?i 4114 • •• to 131-0,Interior(1)13-1-0 to 38.4-10,Exterior(2)384-10 to 42-9.4;porch left exposed;Lumber DOL-1.00 plate grip DOL=1.60 • • • ••i• 3)Provide adequate drainage to prevent water ponding. • Q • i•••i• M 1'90 4)All plates are MT20 plates unless otherwise indicated.ee rotation _!ts center. • • • C�1 • 8 Bearing at joi aPlates checked� p 5cons dens parallelus or minus 0 l grain value usingANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing sulfate. • :00* �••• 7)Provide mechanical connection(by others)of truss to bearing plate at jcings)15. 6609 s 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at jdnt(s)except(]t=Ib)2-1570,24=9890,15-28al. + 9)'Seml-rigd pftchbreaks With fixed heels"Member end tbdty model was used in the analysis and design of this truss. 10)This truss has large uplift reactions)from gravity load case(s).Proper connection Is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. ,� 40 11)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s)63 Ib down and 84 Ib up at 7-0-0,83 ib down and 84 Ib upyyrrs� ti at 9-0-12,197 ib down and 457 Ib up at 11-0-12,197 Ib down and 467 lb up at 13.0-12,197 lb down and 457 Ib up at 15.0-12,197 Ib down and 457 Ib up at 83 17-0-12,197 Ib down and 457 Ib up at 19.0-12,197 lb down and 457 lb up at 21-0-12,197 Ib down and 457 th up at 23.0-12,197 Ib down and 457 Ib up at dbbln"&4 25-0-12,197 Ib down and 457 lb up at 27-0-12,197 Ib down and 457 th up at 29-0-12,197 Ib down and 457 Ib up at 31-0-12,197 Ib down and 457 Ib up at s 00 330.12,197 Ib down and 457 to up at 35-0-12,197 lb down and 457 Ib up at 3740-12,and 197 lb down and 457 Ib up at 39-0-12,and 197 fin deem and 457 Ib Q up at 41-012 on top chord,and 1046 Ib down and 2972 Ib up at 7-0-0,and 329 Ib dorm and 941 Ib up at 9412 on bottom chord. The design/selecdon of (®1 (4 such connection devices)Is the responsibility of others. ---+'y LOAD CASE(S) °1 1)Regular.Lumber Inc ease=1.33,Pete Inoease=1.33 Continued on page 2 ,r? ,.., _'K., : Job Truss THaff s Type Qty ply PALMISANO (JI) 8538 AG14 Hip Truss 1 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sen 27 2012 Prim 7.350 s Sep 27 2012 MTek Industries,Inc. Thu Jul 3115:43:28 2014 Pag ID:pzGEWrjMgRu69OcUZgpS3LyvdB-M3N1WgJe6BEH57LZOgWOTHzgTC Tw33ogOt7pysWOV LOAD CASE(S) Uniform Loads(pd) Vert 1-4-76,4-14-75,15-28-20 Concentrated Loads(Ib) Vert:4=63 8=167 25=900 7-167 21=-4510-16718-4512=16719=-45 31=63 32=187 33=167 34=167 35=167 36-167 37-167 38-167 39=167 40=167 41-167 42-167 43=167 44=283 45=-45 48=45 47=-45 48=-45 49=45 50=-45 51=-45 52=45 53=45 54=45 55-45 56=45 57=45 2)Regular Ony.Lumber Increase,-1.33,Plate Increase=1.33 Uniform Loads(pd) Vert 1-4=-90,4.14=90,15-28=20 Concentrated Loads Ob) Vert 4=75 8=197 25-1046 7-197 21=4810-19718=-4812=19719=-48 31-75 32-197 33=197 34-197 35=197 38=-197 37=197 38-197 39-197 40-197 41=-197 42=197 43-197 44=329 45=48 46-48 47=-48 48-48 49=-48 50=-48 51=-48 52=48 53-48 54-=48 55=-48 56-48 57=48 3)C-C Wind:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pd) Vert 1-2=158,2-4--96.4-33=88,13-33=72,13.14=88,24-28=74,15.24=10 Horz:1-2=168,2-4=-105 Concentrated Loads Ob) Vert 4=-83 8=326 25=2815 7=326 21=1710-32618-1712-32619=-17 31=-83 32=311 33=311 34=326 35=326 36=326 37=328 38=326 39=326 40-326 41=326 42=311 43=31144=883 45-17 46=17 47-17 48-17 49-17 50-17 51-17 52-17 53-17 54=17 55-17 56-17 57-17 4)C-C Wind Positive:Lumber Increass=1.60,Plate Increase=1.60 Uniform Loads(pM) Vert 1-2-7,2-4-67,4-14-M,24-28=5,15.24=20 Horz:1-2-23,2.4-37 Concentrated Loads pb) Vert 4=84 8-457 25-2972 7=457 21-710-45718.712=45719-7 31=84 32=457 33=457 34=457 35=457 36=457 37-457 38=457 39=457 40-457 41=457 42-457 43=457 44=941 45-7 46-7 47-7 48-7 49=-7 50-7 51-7 52=7 53=7 54-7 55=7 56-7 57-7 5)Lure Only:Lumber incvease=0.90,Plate Increase-0.90 Pit meW=0.90 Uniform Loads(plf) Vert 1 -30,4-14=-30,15.28=-20 Concentrated Loads(lb) Vert 4-27 8=76 25=-460 7=76 21=3710=-7618=3712=7619=37 31-27 32=76 33-76 34=76 35-76 36=76 37=76 38-76 39=76 40-76 41=76 42-76 43-76 44=145 45=-37 46=37 47=37 48-37 48=37 50-37 51=37 52=-37 53-37 54=-37 55=37 58=-37 57=37 6)C-C Wnd Positive+Regular.Lumber Increase=1.60,Plate Inc mase=1.60 Uniform Loads(plf) Vert 1-2=-58,2-4-102,4-14-97,24-28-9,16-24-20 Horz:1-2=17,2-4=27 Concentrated Loads(Ib) Vert 4=70 8=341 25=2030 7=341 21-710=341 18-712=341 19-7 31=70 32=341 33-34134-341 35=341 36=341 37=34138=341 39=341 40=341 41=341 42=341 43=341 44 94 45=-7 46-7 47-7 48=7 49-7 50=7 51-7 52=-7 53-7 54-7 55=7 56=7 57-7 7)1 st unbalanced Regular.Lumberincrease=1.33.Plate Increase=1.33 Uniform Loads(pd) Vert 1-4--75,4-14-75,15-28-20 Concentrated Loads Ob) Vert 4=83 8-167 25=900 7=167 21-4510-16718=-4512=16719-45 31=63 32-167 33=167 34-167 35=167 36-167 37-167 38=167 39-167 40-187 41=167 42=-167 43=167 44=283 45=45 46=45 47-45 48=-45 49=45 50-45 51=45 52=-45 53=-45 54-45 55=-45 56=45 57=-45 8)2nd unbalanced Regular.Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert 1-4=30,4.14=75,15-28=20 Concentrated Loads Ob) Vert 4=63 8-167 25=900 7=167 21=4510-16718-4512=16719-45 31=63 32=187 33=187 34=167 35-167 36=167 37=-167 38-167 39=167 40-167 41=1 67 42-167 43=167 44-283 45=45 46-45 47=45 48=45 49=45 50-45 51=-45 52-45 53-45 54=45 56=45 56=45 57=-45 9)3rd unbalanced Regular Only:Lumber increase=1.33.Plate Increase-1.33 Uniform Loads(plf) Vert 1-4=90,4-14=90,15.28=20 Concentrated Loads(Ib) Vert 4=75 8-197 25-1046 7-197 21=48 10=19718-4812=19719=48 31=75 32=-197 33=197 34-197 35=197 38=197 37=197 38=197 39-197 40=-197 41=197 42-197 43-197 44=-329 45=-48 48=48 47-48 48=48 49=48 50=x0 51=48 52-48 53=48 54-48 55=48 56=-48 57=48 10)4th unbalanced Regular Only:Lumber Increase-1.33,Plate rnarease=1.33 Uniform Loads(plf) Vert 1-4-30,444-90,15-28-20 Concentrated Loads(Ib) Vert 4-75 8-197 25-1046 7-197 21=4810=19718=-4812=19719=48 31=75 32-197 33-197 34-197 35-197 36-197 37=197 38-197 39-197 40-197 41-197 42=197 43-197 44=-329 45-48 48=-48 47=48 48=48 49=-48 50-48 51-48 52=48 53=48 54=48 55=-48 58--48 57=48 60** • • •• • •• • • •••w•• •• • •w•••• • • •• •• 0110 ••••:• 0000•• ^ w •••••• • • • 0000•• Mabmound Zolfaghari P.E. Consulting Engines 13901 S.W. 108 AV%. Mami,Florida 33176 Phony 303®253-2428 lac A5-233--tz4b Florida Professional En ita g License No. 36921 Job Truss Truss Type Oty Pty PALMISANO (JI) 8538 61 COMMON TRUSS 1 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print:7.350 s Sep 27 2012 Mrrek Industries,Inc.Thu Jul 31 15:42:43 2014 Pag ID:pzGEWdMgRu69OcUZgpS3LyvdB-6oHnU7ogE gNRWYJPdRgnP7bw8RdvYdkvT587oyag;I 1 6-0, 4101 9-8-0 14-5-8 19-3-0 25 8 0 32-1-0 3848-0 1 8 0 410-0 410 49 5 48 8 1 65-0 6-5-0 6-54 Scale=1:67.8 5x6= 4.00 12 7 3x6 6 Y8 27 3x4 8 3x6% 2x4 11 3x8 5 9 2x4 G 3X4% 4 VV7 10 3 28 25 2x4 111 220 23 1 R1 11 I� 19 21 17 16 15 14 13 12 24 22 2x4 11 5x8- 3x8- 3xS- 3x6= 3x4= 3x8 34= - 410-0 9 8 0 19-3-0 28-10-8 38-6-0 410-0 41410-0 9-7-0 9-7-8 9-7-8 Plate Offsets MY):111:0-0-10 0-1-8)(16:0-40 03-01 LOADING(psf) SPACING 24-0 CSI DEFL in poo) Udefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.78 Vert(LL) 02412-14 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.91 Vert(TL) -0.5212-14 >867 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(rL) 0.09 11 n/a n/a BCDL 10.0 Cade FRC201O/rPI2007 (Matrix-M) Weight:192 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 2-6-13 oc puriins. BOT CHORD 2x4 SP Not BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP Not WEBS 1 Row at midpt 6-16,8-14 OTHERS 2x4 SP Not Mrrek recommends that Stabilizers and WEDGE Burin truss erection in accordance with Stabilizer Installationbracing dstalled Installed Right 2x4 SP Not REACTIONS pbadze) 2=171/1-0.0(min.0.1.8),16-237710.8.0(min.0-3-9),11=1229!0-2-8(min.0-1-14) Max Hort2=73(.0 3) Max Uptif2=-645(LC 3),16=-2094(LC 3),11=-854(LC 3) Max Gray 373(1C 9),16=3002(LC 6),11=1 587(LC 6) FORCES pb)-Max.CompJMax.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 2-20-335!347,20-26-QM,3-25=699,3.4=-959/1398,45=-94511501,5-8-aWI454,6-26=1437/864,7-26=1378878,7-27=1374/863, 8-27-1460851,8-9-29BOM561,9.10=-3052M542,10-28=3558/1871,23.28=-3641/1862,11-23-744/241 BOT CHORD 17-21-83410,16.17-634/0,15.16=-431512,1415-43/512,13.14-1048!2319,12-13-104812319,12-24-1651/3351,22-24-529825 WEBS 3.17-422(106,3-16-914/1199,5-16-510/346,6-16-282411688,6.14=448/829,7-14-56848,8-14-1423851,8.12-261/726, 10-12-738/546,2-19-300/581,11-22=-8251256,23.24=-625/742,22-23-1048/538,11-24-423838 00000 NOTES • • 0000 •00000 • 1)Unbalanced roof We toads have been considered for this design. ••• 0 o• • s 2)Wnd:ASCE 7-10:Vuit=175mph(3-second gust)Vasrh136mph;TCDL=S.Opst BCDL=S.Opst 11=2611;CaL Ii;Exp C;End.,GCpiW.18;C-C Exte ftrL2 1 j g to •••••• 0000:0 2-2-15,Interior(1)2-2-15 to 15.4-13,Extwior(2)15.4-13 to 1930,Interior(1)23-1-3 to 347-13;porch left exposed;Lumber DOL=1.60 plate grip DD �tJ 3)Plates)at joint(s)4,7,9,2,15,3,17,18,5,6,14,8,12,10,1 and 11 checked for a plus or minus 0 degree rotation about its center. 090000 • s o 4)Piate(s)atloint(s)13 checked for a plus or minus 5 degree rotation about Its center. ••••.• 5)Provide mechanical connection(by others)of truss to bearing plate at joird(s)11. ••••' •••••• • • 6)Provide mechanical connection pry others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(,)except at-lb)2=645,16-2094,11%e"•• A • ••••• 7)"Semi-rigid pitchbreaks with fixed heels'Member end fb*model was used in the analysis and design of this truss. • • 000000 0000 0000• LOAD CASE(S)Standard •• ••• ••i• •••••• • 0000•• • • • • • • *ease: Gooses • • • • • o • •Geo*• aGs Mahmound Zoffi gh ri PX. Ci !ting Engiiiem 13901 S.W. 103 ftti.. Mial*Florida. 33176 Phoma 305-253-2423 FaX�W5-23,--►243 Florida ProfesslonMFn 'neering license leo. 36921 311, J.Job Truss Truss Type I Oty Ply PALMISANO (JI) 18536 B2 COMMON TRUSS 1 1 _ 360 a Sap Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 ID:pzGEWdMgRu69OcUZgpS3Lyvti8 360,a�HnU7ogE q RIWYJ dRq P7bw8RdvYd vT587oyysWPA ,-1 8 Q 44!- 9 8 0 14 5 8 18-3-0 25-8 0 32-1-0 38 6 0 1'� 410-0 410-0 49 8 T 49 8 8 5-0 6-5-0 6 5-0 Scale=1:70.3 5x8= 4.00 12 6"FLAT TOP 7 3x8 26 27 3x4 r 6 8 3x8% 2x4 11 3x6 5 9 2x4 f- 3x4% 4 VY7 10 3 28 25 2x4 11 220 23 1 11 I� �1 19 21 17 16 15 14 13 12 24 22 3x8= 2x4 II 5x8 3x6— 3x8= 3x6= 3x4= 3x6 410-0 9 8 0 19.3-0 28-10-8 L 38.6-0 , V. 410-0 9-7-0 9-7-8 9-7-8 Plate Offsets()11:111:0-0-10 0-1-81[16:0.4-0 0-3-01 LOADING(psf) SPACING 2.0.0 CSI DEFL in Ooc) I/detl Ud PLATES GRIP TCLL 30.0 Plates increase 1.33 TC 0.78 Vert(LL) 0.2412-14 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.91 Vert(TL) -0.5212-14 >667 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.09 11 ria nia BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Weight 192 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 2-8.13 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-16,8-14 OTHERS 2x4 SP Not MITek recommends that Stabilizers and required cross bracing be installed WEDGE d truss erection in accordance with Stabilizer Installation guide. Right 2x4 SP Not REACTIONS Ob/s(ze) 2=1721140.0(min.0-1-8),16=2377/0.8.0(min.0-3-9),11=1229/0-2-0(min.0-1-14) Max Horz2=73(LC 3) Max UpliR2=-645(LC 3),16=-2094(LC 3),11=-854(LC 3) Max Grav2=373(LC 9),1 6=3001(LC 6),11-1588(LC 6) FORCES Ob)-Max.CompJMax.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 2-20=-335/347,20.25=0/688,3.25 /899,3.4=-958/1397,45=-94411500,5.8=-W&1453,6.26=1441/886,7-26=1383/879,7-27=1380865, 8.27=1484/853,8.9=-2M M561,9-10=-3052!1542,10-28=-355711871,23.28=-3641/1862,11-23=-7441241 BOT CHORD 17-21=-83310,16-17=833/0,15.16=-43/512,1415=-431512,13.14=1048!2319,12-13=-1048/2319,12-24=1651)3352,22-24=-529825 0000 WEBS 3.17=-4221106,3-16=-91411199,5.16-510PJ48,6.16-2823M887,6.14=-4541841,7-14=48/332,8.14=1412844,8.12=-2811726, • • •••• •••••• 10-12=738/546,2-19=-3001581,11-22=-625/2 ,23.24=-825A42,22-23=-1048/538,11-24=-423/838 0 0 0 NOTES •••• i 00 1)Unbalanced roof live loads have been considered for this design. •••••• •• • •••••• 2)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=S.Opst;BCDL=S.Opsf;h=26ft;Cal.II;Exp C;End.,GCpi=0.18;C-C Exterior(2)-1-0-4�o • • • 2-2-15,intedor(1)2-2-15 to 154.13,Exterior(2)16 4-13 to 19.3.0,Interior(1)23-1-3 to 34-7-13;porch left exposed;Lumber DOL=1.60 plate grip D0LA. • �••••� 3)Plate(s)at jdngs)4,7,9,2,15,3,17,16,5,6,14,8,12,10,1 and 11 checked for a plus or minus 0 degree rotation about its center. •••• • • 4)Plate(s)at joint(s)13 checked for a plus or minus 5 degree rotation about Its center. • • •••••• ••••• 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. •••• • • • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except at-lb)2=645,16=2094,11��••• •••• ••••• 7)'Semi-rigid pttchbreeks with fixed heels"Member end nilly rwdel was used in the analysis and design of this truss. • • ••i• ...... 0000 • LOAD CASE(S)Standard 640099so • • mabmoimd 7.of a, i,¢.r.. Consulting Engine= 13901 S.W. 108 .itie. N iaani Florida 33176 Phone 305-253-26428 Fax Florida Professional Er,&eering License- No. 369 Sr :31 Insp"t"t-tY' sLict'rge--11+ln AIV; JobTruss Truss Type Oty Ply PALMISANO (JI) 8538 83 Hip Truss 1 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s 27 2012 Print 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Jul 3115:42:44 2014 Peg ID:pzG MgRu690cU ggpS3LyvtiB-a r91Tpl?IyE3g7VzLy3KdYkvXmre5Ut87rf[FysWP9 �8 q 5 8 0 11 4 0 17 0 0 21-6-0 27-2-032-10-0 38 6 0 39 4r8 1 8 0 5 8 0 5 8 0 5 8 0 4-6-0 5-8-0 5-841 5 8 0 0 10 8 Scale=1:70.5 4.00 12 5x8- 5x8VA = 6 7 3x4% 5x6 WB% 5 8 5x8 WB-- 2x4 4 9 2x4 G 3 I111J %Vt W4:?3x4 10 26 27 2x4 I I 221 11 24 1 V11,y 20 22 18 17 16 15 14 13 25 23 4x8^ 3x4- 5x10 MT20H WB= 3x4= 3x4= 4x8= 3x8= 5x10 MT20H WB= 8 8 0 17 0 021-6-0 30-0-0 3846 8-6-0 8.6-0 4110 8-6.0 8-6-0 Plate Offsets(C,Y):12:Edge.0-0-21.14:0-3.O,Edgel,[7 0-5.4.0.2-81,[9A-30 Edge][11:Edge 00.21 LOADING(psi) SPACING 2-0-0 CSI DEFL in poc) Vdeff Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.96 Vert(LL) 0.6316-18 >137 360 MT20 2441190 TCDL 15.0 Lumber increase 1.33 BC 0.98 Vwt(TL) -1.0413-15 >443 240 MT20H 187/143 BCLL 0.0 Rep Stress incr YES WB 0.28 Horz(TL) 026 11 n/e n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight 197 Ib FT=05o LUMBER BRACING TOP CHORD 2x4 SP Not-Except• TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 3SP M 31-Except' WEBS HORD I Rawid at idp directly ePP8816,8.15 bracing. B2:2x4 SP No21) MiTek recommends that Stabilizers and be WEBS 2x4 SP Not dura truss erection in accordance with Stabl Stabilizer Installation ng uide. I� OTHERS 2x4 SP Not WEDGE Let 2x4 SP Not,Right 2x4 SP Not REACTIONS pWsize) 2=1951Al-&0 (min.0-2-0),11=1896/08.0 (min.02-0) Max Horz2=31(LC 3) Max Upli82=-1604(LC 3),11-1506(LC 3) Max Grav2=2438(LC 6),1 1=2396(LC 6) FORCES pb)-Max CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-21=-1285269,21-26=-5796!3221,3-26=-574913230,34=-5358/3050,4-5=5312!3082,64-112312689. •••• 6.7=-38802548,7-8=-412212591,8.9=-532513114,9.10=538313102,1027=-5725/3314,24-27=.SB 3299, • • •••••• 11-24-13671565 • • •• • • BOT CHORD 2022=-58311316,18-22=2882/5364,17-18=2592/4693,1617=2592/4893,15-16=1988/3729, • • • • 14-15=2614/4699,13-14=2614/4699,13.25=296515403,23.25-769/1385 •• • •••0:0 0000:0 WEBS 3-18-496/318,5-18-47/481,5-16-1193/750,616=-382/817,7-16=294294,7-15=385/817, •••••• •• 615=-1201873,613-91/493,1013=-507/3110,2-20-1119/886,21-22-738W,2021=1522/807, • • • • 2-22=-611011151,11-23=1042/880,24.25=741/729,23-24=1513(894,11-25=-020/1153 •••••• •••••• NOTES •••••• •••••• 1)Unbalanced roof live loads haw been considered for this design. •••• • *0:000 2)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=S.Opst;BCDL=S.Opst,,h=2811:Cat.II;Exp C;End.,GCpi=0.18;C-C ExteriorQgIs"t• •••• ••••• 2-2-15,Interior(l)2-2-15 to 11-40,Exterior(2)11-4.0 to 27-2-0,Intedor(1)27-2-0 to 354-14;Lumber DOL-1.60 plate grip DOL-1.60 • • 460 i• •••••• 3)Provide adequate drainage to prevent water ponding. •• •• • 4)AD plates are MT20 plates unless otherwise indicated. 690999 • •• 5)Plates checked for a plus or minus 0 degree rotation about Its canter. • • • •••••• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at-lb)2=1804,11=1506. • • i...i- 7)'Sem[-rigid pitchbreaks with fixed heels"Member end to*model was used in the analysis and design of this truss. • • • i••••i LOAD CASE(S)Standard •••• i •••• • s Mahmound 7oM#ari,P-E- Consulting En&=s 13901 S.W. 108 tvy, Mianii,Florida 33176 Phone 305-253-242a f4X SUS-233248 Flofida Professlmd ED 1'CM No. 36921 .,4 . gig Job Truss Truss TypeTI Ply �PALMISANO (JI) 8538 B4 Hip Truss 1 Job Reference ' nal DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Prim 7.350 s Sep 27 2012 MTek Industries,Inc. Thu Jui 31—15-42.-442()14 Pall ID:pzGEWrjMgRu69OcUZgpS3LyvdB-a_rglTpl?IyE3g7VzLy3KdYk4Xr1 e3nt87rfiFysWP9 r1 B Q 7 8 0 15-0-0 19-3-0 23 5 0 31-0-0 38 8 0 00.0.q 1 8 0 7 6 0 7-6-0 4-3-0 4 3 0 7-8.0 7 8 0 1-8-0 Scale=1:74.4 4.00 12 15X8= 5x8 3x4= 4 5 8 8x8 25 28 64 3 7 _ 19 24 27 �y 2x411 22 2x4 I1 2 d 1 8 9 1� 18 20 15 14 13 12 11 10 23 3x10= 2x4 11 5x10 MT20H WB= 3x8= 2x4 11 3x10= 3x8= 5x10 W20H WB= 78 0 15 0-0 823-6-0 31 0 0 38-6.0 76-0 760 80 760 7-84) Plate Offsets KY):[3:03.0,034],[4:04-0,0-1-121.[6:0.4-0,01-12],17:0-3-0.0-3.4] LOADING(pst) SPACING 2-0.0 CSI DEFL in poc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.95 Vert(LL) 0.601012 >767 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.85 Vert(TL) -0.901012 >513 240 MT20H 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 026 8 We n1a BCDL 10.0 Code FRC2010rrP12007 (Matrix-M) Weight 193 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 31'Except" TOP CHORD Structural wood sheathing directly applied. T3:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 44-0 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 3-13,7-12 WEBS 2x4 SP Not Mrek recommends that Stabilizers and OTHERS 2x4 SP No.2 dtruss erection in accordance with required tabs il�izer I�nstallationg guide.ura WEDGE Lett 2x4 SP Not,Right 2x4 SP Not REACTIONS Ob/size) 2=1949/0-8.0 (min.02-0),8=1949/0-8.0(min.02-0) Max UpWR -1638(LC 3),8-1638(LC 3) Max Grev2=2425(LC 6),8=2425(LC 6) FORCES Ob)-Max.CornpJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-19=-12481335,19-24=5884/3287,3-24=-5529/3308,3.25—{48.52780,4-25=437012797,4-5=4199!2773,5-6 41992773, 8-28=-43702797,7-28=-44852780,7-27=-5529/3308,22-27=-588413287,8-22=1248/335 BOT CHORD 18-20=52911299,15-20=-2914/5275,1415-2918J5274,13.14=-291815274,12-13=235414211,11-12=291815274,1011=291815274, *000 10-23-2914/5275,21-23-52911299 • • WEBS 3-131301/738,413=-34V799,5.13=-4731199,5-12=-4731199,6-12=-3411/99,7-12=-1301/738,2-18=11221939,19-20=-730!587,• • •••• ••••0• =- 18.19=1500/927,2-20=-80511128,8-21=11221939,22-23=730/587,21-22=-15W/927,8.23=-110511128 • • 0 NOTES •••••• •• • 1)Unbalanced roof live loads have been considered for this design. • • 2)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=138mph;TCDL=5.0paf,BCDL=5.0psf•,h=26ft:Cat.11;Exp C;End.,GCpi=0.18;C-C ExterioRM•111%% • •so**: : 2-2-15,Intedor(1)2-2-15 to 9.8-11,Exterior(2)98.11 to 28-11-5,Intortor(l)28.115 to 36-31;Lumber DOL-1.60 plate grip DOL-1.60 *000 • • • 3)Provide adequate drainage to prevent water ponding. • • •••••• ••••• 4)All plates are MT20 plates unless otherwise Indicated. 9000 • • • 5)Piete(s)at joint(s)4,6,2,14,15,13,5,12,10,1,9,11 and 8 checked for a plus or minus 0 degree rotation about its center. •••• ••••• 6)Plate(s)at joint(s)3 and 7 checked for a plus or minus 2 degree rotation about its center. 000000• • •• • •••• 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)2=1638,8=1638. •• •• •• • 8)"Semi-rigid pitchbreaks with fixed heels"Member end iixity model was used in the analysis and design of this truss. 060900 • •• LOAD CASE(S)Standard i • • • • ••000:00 ••• •• • • 0*00 Mahmound 20. 4 pX, *Engine= 13901 S.W. 108 xv,, Miml*F101ida 33176 Phone 305-253.242.8 F s05-23-*)�24h Florida ftftVjj0pVfi figg Lieeme No. 3692-1 po 6 636 Job T� Truss Type city P�Prlhntl PALMISANO (JI) 8538 B5 Hip Truss 1 DECO TRUSS COMPANY INC.,Prirxx etonFL 33032Job Reference o tion-Run:7.350 sSep27 2012 7.350 s S 27 2012 MTek Industries Inc. Thu Jul 31 15:42-412014 Peg ID:pzGEWdMgRu690CUZq;S3LyvtiB- OXvppwmb45hpE5i2i (sg5zGx8ANP61MnaCBhysWP8 . r1 6 q 66-0 13-0 0 1g-3-0 25 6 0 3240-0 3846-0 �0-0-0 1 6 0 6 6 0 6-6-0 8 3 0 6-3-0 + 6 8 0 6-6-0 1 8 0 Scale=1:73.1 5x10 MT20H= 2x4 11 5x10 MT20H= 4.00 12 4 27T95 28 6 3x4 3 28 29 3x4 7 _ d 2x1 If 220 25 30 } 23 2x4 11 18 21 18 15 14 13 12 11 10 24 5x8�z 2x4 II 3x4= 5x8 WB= 3x8= 5x6 WB= 3x4= 2x4 11 5x6 8 8 0 13-0-0 19-3-0 25-6-0 32-0-0 38-6-0 6 6 0 6-6-0 6 3 0 8-3 0 66.0 6-6-0 Plate Offsets OC,Y):f2:0 0 3 Edae1 14.0-7-0 0 281,[6:0 7-0.0 281[8 0 0 3 Edge1 LOADING(psf) SPACING 2-0.0 CSI DEFL in Doc) Udell IJd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.66 Vert(LL) 0.63 13 >732 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.9011-13 >513 240 MT20H 187/143 BCLL 0.0 Rep Strew Incr YES WB 0.83 Horz(TL) 0.27 8 We n/a BCDL 10.0 Code FRC20101TPI2007 (Matrix M) Weight:195 Ib FT-00% LUMBER BRACING TOP CHORD 2x4 SPM 31 TOP CHORD Structural wood sheathing directly applied or 2-10.1 or.pudins. BOT CHORD 2x4 SP M 31-Except* BOT CHORD Rigid ceiling directly applied or 3$10 oc bracing. B2:2x4 SP Not 9• WEBS 2x4 SP Not MiTek recommends that Stabilizers and required ass bracing be installed OTHERS 2x4 SP No.2 during truss erection in accordance with Stabilizer Installation outdo. WEDGE Left 2x4 SP No.2,Right 2x4 SP No.2 REACTIONS ab/size) 2-194910-840(min.0.2-0),8=1949148.0(min.0.2-0) Max UpII f2-1671(LC 3),8-1671(LC 3) Max Grav2-2414(LC 6),8=2414(LC 6) FORCES(ib)-Max.CompJMax.Ten.-All forces 250 0b)or less except when shown. TOP CHORD 2-20=1290/405,2425--567613;375,3-25-559013393,3.28=-4755 ,4-26=-4677!3023,4-27=-498813302,5-27=488813302, 5.28=4888!3302.6.28=-498813302,6-29=467713(M,7-29=4755 ,7-30=-558013393,23,V-W7613375.8-23-1290/405 BOT CHORD 19-21=51911268,16-21=-3004/5278,15.16=300415276,14-15-2481/4371,13-14=-2481/4371,12-13-248114371,11-12=248114371, 1411-300415276,1424-3004/5276,22-24-519/1266 •••• WEBS 3.15-97"61,4-15-1591506,4-13=-406/840,5-13-.647/W7,6-13-4061840,6-ll-l59/5W,7-11=-978/581,2-19-1154/99;1, •••••• •••••• 2421--607/471,19.20-1494/847,2-21>-62211124,8-22-11541883,23-24=-W/471,22-23-1494/947,8-24-622/1124 i 0400 • •• • • NOTES 1)Unbalanced roof live bads have been considered for this design. 000000 040 6 0••9 0 9 2)Wlnd:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=5.Opst BCDL-5.0psF,h-261ft Get II;Exp C;End.,GCpf=0.18;C-C ExterioO"-01 0 :0000: 2-2-15,Interior(1)2-2-15 to 7 811,Exterior(2)7 8.11 to 13.0-0,Interior(1)18.55 to 20.0-11,Exderfor(2)25.6.0 to 441-4;Lumber DOL-1.60 plate gdp••• • • • • DOL=1.60 • 6 3)Provide adequate drainage to prevent water ponding. 0••••� •96046 09•94• 4)All plates are MT20 plate unless otherwise indicated. •• •••• 4•••9 5)Plate(s)at joint(s)1,4,6,8,2,3,16,15,13,5,11,7,10 and 8 checked for a plus or minus 0 degree rotation about its center. •see 0 • • •••••• 6)Plate(s)at jdnt(s)14 and 12 checked for a plus or minus 3 degree rotation about its center. •• 4• •••• • Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except Qt=Ib)2=1871,8=1871. • • 8)"Semi-rigid pitchbreaks with fixed heels"Member end ftx ty model was used in the analysis and design of this truss. •••0•• 6 • • • •9469• LOAD CASE(S)Standard • 0 :0000 9 • • • •6946• 94 • 0096 • • Ms`bM0=d Zo1figia'i,.p,E, COMUN49 EnOun 13901 S.W. 108 A-V,. Miami,FlMida 33176 Phorke 305-233-2428 P4X J05-233--,24r Job Truss Truss Type Oty Ply PALM13AN0 (JI) 8538 B6 Hip Truss 1 1 Job Reference nal DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 272012 Print:7.350 a Sep 2012 MiTek Industries Inc. Thu Jul 3115:42:45 2014 Peg ID:pzGEMMgRu6gOcUZgpS3LyvdB OXvppwmb45hpihX2 sg5wyx9FNO6lMnaCBhysWP8 r-B-Q 5-8 0 11 0 0 + 16-8 0 22 0 0 27 8 0 33 0 0 31 410-0 160 56-0 580 560 580 560 560 5.6-0 1-64) Scale=1:73.3 3x4= 4.00 Fiff 3x4 5x6= 3x10 MT20H— 5x8= = 4 5 6 7 8 3x4% 3x4 3 2x4 I I �27 �28�262x4 Ii1 2� 0 11 21 23 is 17 16 15 14 13 12 26 24 3x8= 2x4 11 3x8= 5x10 MT20H WS=3x4=5x10 MT20H WB= 3x8— 2x4 11 3x8= 5 6 0 11 0 0 1&3 0 2748-0 33-0-0 38 8 0 5 6 0 5 6 0 8-3-0 8 3 0 5-6-0 5 6 0 Plate Offsets(X Y)•[2:0-7-3,0-0-91.[10:0-7-3,0-0-91 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl IJd PLATES GRIP TCLL 30.0 Plates increase 1.33 TC 0.87 Vert(LL) 0.74 15 >621 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.78 Vert(TL) -1.0913-15 >424 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.27 10 n/a n/a x M BCDL 10.0 Code FRC2010/TPI2007 (Matri ) Weight:193 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 31•ExcepN TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins.. T2,T3:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4.2-8 oc bracing. BOT CHORD 2x4 SP M 31 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.2 cutin truss erection In accordance with Stabilizer Installation oulde. OTHERS 2x4 SP No.2 WEDGE Left:2x4 SP No.2,Right:2x4 SP Not REACTIONS pffsize) 2-194WO-8-0(min.0-2-0),10=1949/08.0(min.0-2-0) Max Upitff2=-1WWLC 3),10-1689(LC 3) Max Grev2=2403(LC 6),10=2403(LC 6) FORCES(Ib)-Max.CmnpJMax.Ten.-All forces 250(b)or less except when shorn. TOP CHORD 2 22=-1321/448,22-27=-5830/3398,3-27-654813411,3.4-5027/3166,4-5-477213111,64-6S8ZW23.6-7=588213823,7.8=-4772/3111, 8-9-5027/3168,9-28-5548/3411,25-28-61KI f3;i96,10.25=-1321/448 BOT CHORD 21-23=-50M1231,18-23=3029!5238,17-18=-3029/5238,16.17=-3216/5538,15.16=-3218/5538,14-15=-3216!5538,13-14=3216/5538, •••• 12-13029/5238,12-26=-30291$238,24-28=-50M1231 000000• �3 •••••• WEBS 3-17=-834/404,4-17=503/1032,5.17=-1172/677,7-13=1172/677,8.13=-503/1032,9-13=834/404,2-21=118311030,22-23=-4951390, 0 •••• • 21-22=-1482/953,2-23=-627/1115,1024=1183/1030,25-26=-495!380,24-25=-14821953,1028-627/1115 •••• i ♦• • •• NOTES 0.0.00 •• • 0000•• 1)Unbalanced roof tine loads have been considered for this design. 0� • • • 2)Wnd:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opst BCDL=5.Opsf;h=26fi;Cal.Ii;Exp C;End.,GCpt� F�Re.18;C-C Af)-1-7 Ao •0000 0 2-2-15,Interior(1)2-2-15 to 5.6-0,Extedor(2)50 to 11-0-0,Intertor(1)16S0 022-0.0,Exterkx(2)274W to 401-4;Lumber DOL=1.60 plate grip DO".40 0004000* • • $ 3)Provide adequate drainage to prevent water ponding. 00 00000 4)Ali plates are MT20 plates unless otherwise Indicated. •••• • 0 • 5)Plates)at joint(s)1,6,11,2,16,3,18,17,5,15,7,13,9,12,14 and 10 checked for a plus or minus 0 degree rotation about its center. 0••••• *000 ••••• 6)Plate(s)at joint(s)4 and 8 checked for a plus or minus 3 degree rotation about its center. • 0 ••i• 990966 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except QWb)2=1689,10=1689. •• •• 0• 8)"Semi-rigid pitchbresks with fixed heels"Member end tixfiy model was used In the analysis and design of this truss. •••••• • • LOAD CASE(S)Standard • • •••••• 0 • Mahmomid 7olfaghm�Pj, ConsWfing Ea1,&ws 13901 S.W. 108 t'A4o Mime Florida 33176 Phone 305-253-2428 PAX AWS-23.3X248 Floft PofessloWJ » ;r z n lai=e No. 36921 Job Truss Truss Type city Ply PALMISANO (JI) 8538 B7 Hip Truss 1 1 _Job Reference al DECO TRUSS COMPANY INC.,Princeton,FL 33032 P.350 srjMgR 821X*pS3LyvtiBSap 2A21 OXvppwmb45hpl�ih 2T1 Inc. Thu Jul 3115:42:45 2014 Peg sq v2xCgNWa1MnaCBhysWP8 r1 8 Q 4 8 0 9 0 0 15 10-9 22-7-7 29-5-0 34 0 0 38-8-0 ft0 0-Q 1 8 0 4 8 0 4 8 0 6-10-9 68-13 6-10-9 45-0 4-&0 0 1 8 0 Scale-1.73.3 5x10 MT20H= 2x4 11 5x10 MT20H= 4,00 12 3x4= 3x10 MT20H= 4 28r,, 5 g 7 8 2x4 2x4- 3 9 30 2x411 28 31 24 2x411 227 10 ry t 11 I� c5 20 22 17 16 15 14 13 12 25 23 3x8_ 3x4= 5x10 MT20H W6= 3x8= 3x4= 3x8= 3x4= 5x10 MT20H WB= 9-0-0 15-10-9 22-7-7 1 29-6-0 ,_ 38-6-0 , 9-0-0 8-10-8 8-8-13 6-10-9 9-0-0 ' Plate Offsets OC Y)•[4.0.40 0.2 81[8t4-0.0-249,[15:0.1-12.0.149 LOADING(psf) SPACING 240.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.93 Vert(LL) 0.8714-15 >530 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.62 Vert(TL) -1.2914-15 >357 240 MT20H 187/143 BCLL 0.0 Rep Stress incr YES WB 0.42 Horz(TL) 0.27 10 n/a n/a BCDL 10.0 Code FRC2010frP12007 (Mawr-M) Weight 189 Ib FT-0% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 4-0-1 oc bracing. WEBS 2x4 SP Not WEBS 1 Row at midpt 4-15,8-14 OTHERS 2x4 SP Not MITek recommends that Slabilizers and required cross bracing be Installed Burin buss eredbn In accordance with Stabilizer installation guide. REACTIONS(Ib/size) 2=1949/0.8-0(min.0-2-0),10-1949/0-84) (min.0.2-0) Max UpI11l2--1703(LC 3),10=1703(LC 3) Max Grav2-2391(LC 6),10-2391(LC 6) FORCES (ib)-Max.CompJMax.Ten.-,All forces 250 Qb)or less except when shown. TOP CHORD 2-21=1200/279,21-26--5825/3501,26-27-4564111-115N,3.27--554113512,3.4=524913250,4-28=8747/4220,5.28--8747/4220, 54=6746/4218,6.7--8748/4218,7-29--8746/4218,8-29--874614218,8.9--5249/32.51,9-30--5541/3512,30.31=5548/3508, 2431=5825/3501,10-24=1199/279 BOT CHORD 20-22=840/1300,17-22=3109/5223,16-17=2780/4911,15.16=2780/4911,1415=3827/8674,13.14=2780/4912,12-13=2780/4912, 12-25-3109/5223,23-25=-640/1300 WEBS 3.17=339/348,415-115611984,5-15=703/541,7-14--681/540,8.14=115311982,9-12-3391348,2-20-1088f881,21-22-787/885, •••• 20-21-1483/982,2-22-656(112D,10.23=10881861,2425-7881886,23-24-1483/982,10-25--65511120 • • •••••• •••• • NOTES • • • •• • • 1)Unbalanced roof live loads have been considered for this design. •• • •••••• ••••i• 2)Wind:ASCE 7-10;Vult-175mph(3-second gust)Vasd-136mph;TCDL-5.0psf,BCDL-S.Opsf,h-26tt:CaL II;Exp C;End.,GCpi=O.18;C-C Exter ofM PIV%% 2-2-15,Intedor(1)2-2-15 to 3-6.11,Extertor(2)34-11 to 9-",Interior(l)14-M to 24-0-11,Ex[erior(2)29.8.0 to 40-1-4;Lumber DOL-1.60 plate grip pp j S0 • i••••i 3)Provide adequate drainage to prevent water ponding. • • • • 4)All plates are MT20 plates unless otherwise Indicated. •••• •••••• 5)Plates chedced for a plus or minus 0 degree rotation about Its center. ••••• • ••••• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt-ib)2-1703,10-1703. 0000 ••i••• 7)"Semf-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •••••• • • • •••• •••••• LOAD CASE(S)Standard •• •• •• • • • • • •••••• Mahmound Zolfbgilar4 P.& C;onsulltirig Engines 13901 S.W. 108 A-v.. Miami,Florida 33176 Phone 303-253.2426 Fax aU5-23,-i 220 FIZ414 III .. int EI 'n�ring LiCec►sC No. 3692 Job Truss Truss Type Qty Ply LM (JI) 8538 BG8 HIP TRUSS 1 3 JobPAReferenceISANO o oral DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print:7.350 s Sep 27 2012 Mrrek Industries=Ina Thu Jul 3115:43:26 2014 Peg ID:pzGEWdMgRu69OcUZgpS3LyWB-M3N1 WgJe6BEH57LZQgiwOTHucT7_T3U3ogOt7py.Wfo r1 8 Q 7-0-0 11-11-14 16 9-15 21-8-1 28.8-2 31-8-0 38-8-0 1 8 0 7 0 0 4 11-14 4-1(-2 4.10-2 4 10-2 4-11-14 7-0-0 1 8 0 Scale=1:73.3 %a 7x8 MT20H= 2x4 11 _ 4.00 12 4X4= 4x4= 5x10 MT20H= 4x4= 7x8 MT20H 3 26 27 42829 5 31 32 6 733 34 8% 36 37 9 2x411 2 21 Q4102x4 II � 1 11 k� I 2022 17 38 39 16 40 41 15 42 43 14 44 45 1346 47 12 2523 4x8= 2x4 11 7xS_ 4x4= 4x8= 7x8_ 2x4 11 4x8_ 7-0-0 11-11-14 18-9-15 21-8-1 28-8-2 31-6-0 38-8-0 7 0 0 4-11-14 410-2 4-10-2 4-102 4-11-14 ' — 7-0-0 Plate Offsets MY):13:0-2404.8],[9:0-2-0,0.4-8],[13:04-0,0.4-12].116:0.4-0,0.4-121 LOADING(pso SPACING 2-0-0 CSI DEFL in poc) ydeff Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 1.OD Vert(LL) 1.1914-15 >389 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -12514-15 >369 240 MT20H 187/143 BCLL 0.0 Rep Stress Ina NO WB 0.44 Horz(TL) 0.18 10 n/a Na BCDL 10.0 Code FRC2010/rP12D07 (Matrix-M) Weight 697 Ib FT-O% LUMBER BRACING TOP CHORD 2x4 SP No21)'Except' TOP CHORD Structural wood sheathing directly applied or 5.11-7 oc purlins. T2,T3:2x8 SP No.2 BOT CHORD Rigid calling directly applied or 8.3-2 oc bracing. BOT CHORD 2x8 SP Not-Except- B2:2x6 SP M 26 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS Qb/stze) 2=40520.8.0(min.01-14),10--4052/08.0 (min.01-14) Max UpIHM=-4709(LC 3),10-4709(LC 3) Max Grav2=4696(1-C 2),10=4896(LC 2) FORCES (Ib)-Max CompJMax Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 2-21=-8726/8375,3-21=-12298112144,3-26=-16943116799,26.27=18948/16803,4-27=16954/16808, 4-28=-1950219244,28-29=-1950219244,29-30=1950219244,5.30=-1950219244,5.31=19410119147, 31-32=19410/19147,632=19410119147,6.7=19410/19147,7-33=-19410/19147,33.34=19410119147, 34-35=-19410/19147,&W-19410119147.8-36-16971116827,36-37-16964/16=,9-37=16981116818, •••• 9-24=12296/12142,1024=6736/8386 • 0 BOT CHORD 2022=-613416554,17-22-11260/11580,17-38-11291111598,38-39-11291/11698.16-39-11291/11598, • • •••• ••••�• 16.40=-16827117090,40.41=16827/17090,15.41=16627/17090,15.42=-18916119502,42-43=-18916119602, • • • •• • • 14-43=-18916119502,14 44=16844/17108,44 45=18644/17106,13-45=-16844117106,1348=-11288111596, •• • • • • • 4(.47=11288/11596,12-47=11288/11596,12-25-11258111558,23-25=-6147!8566 000000 •• 0 •••••• WEBS 3-17=5111016,3-16=-580516145,4-16=243512590,4-15=2551/2748,5-15=996/1242,6-14=-953/1226, 0 • • • 8-14-2424r2629,8-13-2409t2563,9-13=-583018167.9-12-511/M,2-2W-352013556,21-22=-833/304, •••••• •••••• 20-21=-1728/1759,2-22=-1008/974,1023=-352413580,24-25=-6341301,23-24=171911750, •••• • • • • 1025-996/864 • • gooses •••" NOTES *go* "•w• 1)3-ply trim to be connected together with 10d(0.131"4")nags as follows: • • •�A• Top chords connected as follows:2x4-1 row at 09-0 oc,24-2 rows staggered at 09-0 or. •• •• •••• !'11 Bottom chords connected as follows:2x8-2 rows staggered at 09-0 oc. •••••• • Webs connected as follows:2x4-1 row at 09-0 oc. • • • 2)AD loads are considered equally applied to all plies,except If noted as frond(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connectionftave beth e•••o• provided to distribute only loads noted as(F)or(B),unless otherwise indicated. • • • r$ 3)Unbalanced roof live loads have been considered for this design. • • • •••• >D 4)Wfnd:ASCE 7-10:Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.0psf:BCDL=5.0psf;h-26ft;Cat II:Exp,C:End.,GCpi=0.18:C-C Exterior(2)<'R7-4 it • . 12-55,Intedon(1)12-55 to 26.0-11,Extedor(2)28-0-11 to 31-8-0;Lumber DOL-1.60 plate grip DOL=1.60 •• eProvide AD !plates are MT20 plauate te unlesse to otherwise Inrevent water dicated. IMa 7)Plates)at joint(s)1,3,9,11,2,17,4,15,5,6,14,8,12 and 10 checked for a plus or minus 0 degree rotation about its center. 8)Plates)at joint(s)7 checked for a plus or minus 3 degree rotation about its center. ; 23 - 9)Plate(s)at joint(s)16 and 13 checked for a plus or minus 2 degree rotation about Its center. ,��ka �+ t'. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at jdnt(s)except at-lb)2--4709,10=4709. 6p ; 11)'Semi-rigid pkchbreaks with fixed heals'Member end fixity model was used in the analysis and design of this truss. tp AO , 12)Hanger(s)or other connection devices)shag be provided vAcient to support concentrated load(s)197 ib down and 457 Ib up at 74W,197 Ib down and 457 ® ca 'tom tin up at 9.0-12,1971b don and 457 Ib up at 11-0-12,197 Ib down and 457 Ib up at 13-012,197 Ib down and 457 Ib up at 15.0-12,187 Ib down and 457 Ib up at 17-0-12,197 Ib down and 457 ib up at 18.8-12,197 Ib down and 457 lb up at 19-9.4,197 Ib den and 467 lb up at 21-5-4,197 lb down and 457 Ib up at 23.54,197 Ib down and 457 Ib up at 25-54,1971b den and 457 Ib up at 27-5.4,and 197 Ib don and 457 ib up at 29-5-4,and 197 lb down and 467 lb up at 31-6-0 on top chord,and 768 ib down and 902 Ib up at 7-0.0,and 768 Ib down and 902 Ib up at 31-54 on bottom chord.The designtselectlon of such ¢Fr COi connection device(s)is the responsibility of others. LOAD CASE(S) Continued on page 2 Job Truss Truss Type Oty Ply PALMISANO (JI) 8538 SG8 HIP TRUSS 1 3 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 a Sep 27 2012 Print 7.350 s Sep 27 2012 MITek Industries,Inc. Thu Jul 3115:43:27 2014 Peg ID:pzGEWdMgRu69OcUZgpS3LyvdB-gFxPjAKHtVN8jGwm tE9Zhg3LtTDCWJCOICRtFysWOU LOAD CASE(S) 1)Regular:Lumber Increase=1.33,Plate increase=1.33 Uniform Loads(pif) Vert 1-3--75,3-9-75,9-11-75,20-23-20 Concentrated Loads Qb) Vert 3=-167 8=-16717=66415=45 5=167 6=16714-4512-SU 28=167 27=167 29=167 30=167 31-167 32=167 33=167 34=167 38=-187 37=167 38=45 38=-45 40=•45 41=-45 42=4 43=45 44=45 45=45 46=45 47=-45 2)Regular Only:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert 1-3-90,3-9-90,9-11-90,20-23-2D Concentrated Loads Qb) Vert 3=197 9=19717=76815=-48 5=197 6-1971454812=768 28=197 275197 29=197 30-197 31-197 32=197 33=-197 34-197 36=197 37=197 38=48 39=-48 40=48 41=48 42---4 43-48 44=46 45=-48 46548 47=48 3)C-C Wind:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert 1-2=168,2-3-96,3-28=88,28-35=72,9-35=88,9-10=95,10-11=158,20-23P-10 How 1-2-168,2-3-105,9-10-106,10-11-168 Drag:34=1,89=1 Concentrated Loads Qb) Vert 3=311 9-311 17=88215=17 5=326 6=32614-1712=882 26=311 27=311 29=326 30=328 31-32632=326 33=326 34=326 36=311 37=311 38=17 39=17 40-1741-1742-17 43=17 44-1745-1746-1747-17 4)C-C Wind Positive:Lumber Increase=1.60,Plate Increase-1.60 Uniform Loads(pIQ Vert 1-2-7,2-3-67,3-9-59,9.10=-87,10.11=7,20-23=20 Horz:1-2-23,2-3=37.9-10-37,10-1 1=23 Drag:3-4-0,8.9-0 Concentrated Loads(lb) Vert 3=457 9-W 17=9D215=7 5=457 6=45714-712=902 28=457 27=457 29-457 30=457 31=457 32=457 33=457 34=457 36=457 37=457 38-7 39=740=7 41-7 42=7 43-7 44=-7 45=-7 46-747-7 5)Live Only:Lumber Increase=0.90,Plate Increase=0.90 PIL metai=0.90 Uniform Loads(plo Vert 1-3=30,3.9=-30,9-11=30,20.23=20 Concentrated Loads(lb) Vert 3=76 9=7617=35415=37 5=76 6=7614=3712=-354 26-76 27=76 29=76 30-76 31=76 32=78 33-76 34=76 38=76 37-76 38=37 38=37 40-37 41=37 42=-37 43=37 44=37 45=3746=3747-37 6)C-C Wind Positive+Regular.Lumber Increase;-1.60,Plate Increase=1.60 Uniform Loads(piQ Vert 1-2-68,2-3-102,3.9-97,9-10-102,10-11-58,20-23-20 Horz:1-2-17,2-3=27,9-10-27,10-11-17 Drag:34-0,8-9=0 Concentrated Loads(lb) Vert 3=341 9=341 17=48715-7 5-3416-34114-7 12--487 26=341 27-341 29=341 30=341 31=341 32-341 33=341 34-341 36=341 37=341 38=7 39=7 40=7 41-7 42=7 43=-7 44-7 45=7 46-747-7 7)1st unbalanced Regular.Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(piQ Vert 13=75,3-9=75,9-11=30,20-23=20 Concentrated Loads Qb) Vert 3=167 9-18717=66415=45 5=167 6=16714=4512=-664 26=167 27=167 29=167 30=167 31=-167 32=167 33=187 34=167 36=167 37-167 38=45 39-45 40=45 41=-45 42=-4 43=45 44=-45 45=45 48=-45 47=-45 8)2nd unbalanced Regular:Lumber Inc resse=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert 13=30,3-9=-75,9-11=75,20-23=20 Concentrated Loads(lb) Vert 3=167 9=16717=86415=45 5=167 6=16714545125684 26=167 27=167 29=167 30-167 31=167 32-167 33-167 34=167 36-167 37=167 38-45 39=45 40=-45 41=-45 4254 43=-45 44=45 45=-45 46=45 47=45 9)3rd unbalanced Regular Only:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(ptQ Vert 1-3-90,3-9-90,9-11=-30,20-23-20 Concentrated Loads(1b) Vert 3=197 9-19717=76815=.48 5=197 8=-1971454812=768 28=-197 27=197 29=197 30=197 31=197 32=197 33=197 34=197 36=197 37=197 38=-48 38=-48 40=-48 41=-48 42=-4 43-4844-4 46-4846-4847-48 10)4th unbalanced Regular Only:Lumber Increase=1.33,Plate Increase=1.33 •••• Uniform Loads(plf) o •••••• 000000 Vert 1-3=-30,3-9-90,9-11-.90,20-23-20 •• • • Concentrated Loads Qb) •••• • • • • • Vert 3=197 9-19717-76815=-48 5-197 6=19714=4812=768 26=197 27-197 29=197 30=197 31=197 32-197 33-197 34=117.319= •• • o•0••• 37=197 38=48 39=48 40=48 41=48 42=-48 43=48 44548 45=-48 46=-48 47=-48 0 • o • • •••••• ••••• • Mahmound Zolfa. ,p.E. Consulting End 13901 S.W. 108 tv.. Miami,Florida 33176 Phone 305.253.2428 Parc ,05-213248 )~loft ftfinglapAl l nOfteriq License Na. 369.2 Job Truss Truss Type Oty Ply PALMISANO (JI) 8538 D1 Hip Truss 1 1 Job Refe27 2012 Print 7.350 9 rence(oottona0 j DECO TRUSS COMPANY INC.,Princeton,FL33032 RD*PIGEWrj7-3 MgRu 9OcU gpS3LyvUB-?ZW IKUrBIDKpw27 2012 Mrrek 7us44eeTVlllmxFAFWIslrrKaJg53JGZysWP6 1 8 q 7 0 0 14-4-0 22-2-0 3040-0 37-0-0 38-8 Q r1 8 0 7 0 0 7-4-0 7-10-0 7-10-0 7 0-0 1-&0 Scale=1:70.6 4.00 12 5x8= 2x4 I I 3x10 MT20H= 3x8= 5x8= 3 24 4 6 8 5 7 d 2X4 11 219 2x4 11 8 N 1 9 I 18 20 15 14 13 12 11 10 23 21 3x8= 2x4 I 3x6= 5x8— 3x4= 3x8= 2x4 11 3x6= PROPER ERECTION IS CRITICAL SINCE TRUSS IS NOT SYMMETRICAL 7-0 0 144-0 22-2-0 3040-0 37 0 0 7 0 0 7-4-0 7-10-0 7-10-0 7-0 0 Plate Offsets 0(17[3-0-54,0-249,17.0-5.40-2-81 [13.0-4 0 0-3-01 LOADING(psn SPACING 24)-0 CSI DEFL in Coe) Udefi Ud PLATES GRIP TCLL 30.0 Plates increase 1.33 TC 0.93 Vert(LL) 0.3115-20 >654 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) -0.3910.12 >SW 240 MT20H 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.77 Hoz(TL) 0.09 8 n/a Ma BCDL 10.0 Cade FRC2010/TP120D7 (Matrix-M) Weight 168 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2-Except- TOP CHORD Structure!wood sheathing directly applied or 2-2-0 oc purtins. T2,T3:2x4 SP M 31 BOT CHORD Rigid celing directly applied or 4-7-4 oc bracing. BOT CHORD 2x4 SP N0 .2 WEBS 1 Raw at micipt 3-13 WEBS 2x4 SP No.2 2 Rows at 1/3 pts 6-13 OTHERS 2x4 SP No.2MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS pb/size) 2=597/04-0 (min.0-148),13=2092/08.0(min.0.2-15),8=108810-8-0(min.0-1-8) Max Uplitt2=1302(LC 3),13=-2185(LC 3),8-1038(LC 3) Max Gmv2=704(LC 9),13-2491(LC 6),8=1296(LC 8) FORCES pb)-Max.CompJMax.Ten.-Ail forces 250(Ib)or less except when shown. TOP CHORD 3-19=-883/1492,3-24=-83011157,4-24-6=1 167,4-5=-630/1157,5-6=-83011157,6.25=-2020/1173,7-25=2020/1173,7-22=243511445, 8-22=-350!0 BOT CHORD 15-20=1165/555,14-15=-1221/585,13.14=12211565,12-13=-83711965,11-12=-1130/2211.1011=113012211,10-23-1133/2202, 21-23-1831583 WEBS 3.15-625171,3.13-1767/2315,4-13-780/606,6.13-329211898,7-12-258/308,2-18=380/822,19.20=-8821354,18-19-275/545, *000 2-20-3201174,8.21-8331619,22-23-710/811,21-22-7191480,8.23-289/537 • • •*0000 •••• • NOTES •••• i •• • • 1)Unbalanced roof live loads have been considered for this design. • • • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=138mph;TCDL=S.Opsf•,BCDL=5.Opsf,h=26ft;Cat 11;Ftp C;End.,GCpi=0.18;C-C ExterioKPj".Aft •• • •••••• 12-2-13,Interlo(1)12-2-13 to 24-9-3,EAerior(2)24-9.3 to 30.04,porch left exposed;Lumber DOL-1.60 plate grip DOL-1.60 • • • • 3)Provide adequate drainage to prevent water ponding. 900606 :••••0 4)All plates are MT20 plates unless otherwise indicated. •••• i•••i• 5)Plate(s)at joint(s)1,3,5,7,9,2,14,15,13,4,8,12,10 and 8 checked fora plus or minus 0 degree rotation about its center. •*goo• :*so** so:**• 6)Plate(s)at joir8(s)11 checked for a plus or minus 5 degree rotation about Its center. 0009 ••••• 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(R=lb)2=1302,13=2185,8rr}Oe8P.•• • 8)'Semi-rigid pitchbreaks with fixed heels'Member cad fbdty model was used In the analysis and design of this truss. 0000•• •••• •606:0 LOAD CASE(S)Standard • • • • • • • •••••• MalImound Zol*Olar,P.E. C:10111sulting Englneecs 13901 S.W. 108 rave. Mani,Florida 33176 Phone 305-253-2428 fax A5-23:) 248 Florida Profcss>.orW En ' Liceme No. 36921 Job Truss Tnrss Type City Ply ALMISANO (JI) 8538 DG2 HIp Truss 1 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 un: 27 2012 Print 7.350 s l 31 16:43:27 2014 P D:pzGEWrjMgRu69OcU gpS3LyvdB-gFxP 27 1JAKHtVN8j2 MITelk Gv mmtEeZhq SInc. Thu vCNMC014RfFysW0U -1 8 q 50-0 9 8 0 14 4 0 18-9 14 2121 27-6-232 0 0 37 0-0 �8 6 Q 160' 5-0-0 48-0 480 4514 442 44-2 4514 500 160 Scale=1:70.6 4.00 12 5x10 MT20H= 5x10 MT20H= 5x10 MT20H= WO= 2x4 11 3x8= 3x8= 4x4= 3 30 314 32 33 5 35 36 6 3738 7 39 8 40 41r42 9 43 44 10 c� 2x4 11 2 25 26 11 2x4 If IN cc<1lll 1 12 11N 24 26 21 45 4620 47 19 48 18 49 50 17 5152 53 16 54 15 55 14 56 57 13 29 27 4x8= 2x4 If 4x4 I1 48= 4x16= 4x4= 4x4= 2x4 11 4x8= 7069tRECn0N IS CRITICAL 5x10 Mr20H= SINCE TRUSS IS NOT SYMMETRICAL 5 0 0 98-0 144-0 18 9-14 23 2 0 27.6-2 32-0-0 37-0-0 5-0-0 48-0 4 8 0 4-5-14 4-4-2 44-2 4 9:14 5.0-0 Plate Offsets MY1 13,0-7-0,0-24)1j4.,0-",0-2-8), 5:0-4-1z 0-2-1 6:0.2-80-1 b-2-00-1 *0-2-0.0-2-81.110:0-7-0.0-2-M,118:0-5-0,0 4 121,120:0-2-0,04-1g] LOADING(psq SPACING 2-0.0 CSI DEFL in (too) Well L/d PLATES GRIP . TCLL 30.0 Plates Increase 1.33 TC 0.83 Vert(LL) 0.4714-16 >582 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.91 Vert(TL) -0.5014-16 >540 240 MT20H 1871143 BCLL 0.0 Rep Stress incr NO WB 0.97 Horz(TL) -0.10 11 n/a n/a M18SHS 2441190 BCDL 10.0 Code FRC2010/rP12007 (Matrix-M) Weight 207 lb FT-0% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins. BOT CHORD 2x8 SP No.2'Excepr BOT CHORD Rigid ceiling directly applied or 30-1 oc bracing. 82:24 SP M 26 WEBS 1 Row at midpt 5-17.8-17 WEBS 2x4 SP No.2'Excepr MiTek recommends that Stabilizers and required be W3:2x4 SP M 31,W4:2x8 SP Not,VO:2x4 SP No.2D Burin truss erection in accordance withtabiEa Installation dle.bracing � OTHERS 2x4 SP Not REACTIONS(Ib/size) 2=7=1.8.0(min.0.1-8),18 807/0.8.0(min.0.3-10),11=1595/0.80 (min.0-23) Max Uplf12°-2314(LC 3).18-8731(LC 3),11-1948(LC 3) Max Gmv2-864(LC 9),18=4402(LC 2),11=1856(LC 10) FORCES (lb)-Max.CompJMwL Ten.-All forces 250 pb)or less except when shown. TOP CHORD 2-25=-58511970,3.25=1329/4885,3.30=0/2217,30.31=012217,4.31=0/2217,432=-5105/3943, 3233=-5105,"J843,3334=-510513943,5.34=510513943,5.35=-81510,3536=-81510,3637=-815/0, 8-37=-81510,6.36=-81510,7-38-81510,7--49-415/0,8.39=-815/0,8-40-378313410,40-41-37=341 0. 41-42-378313410,9-42-378313410,943=-486414M,43.44=486414835,10.44=4884148351 *000 10.28=-4143/4163.11-28-1937/1704 • 0 BOT CHORD 24-26-1908/813,21-20-4237tl2Ol,21-45=-4374/1247,4548=-437411247,2048=-4374tl247. • • #000 ••••:• 20.47=195210,19.47=1952/0,19-48=-11352/0,1848=-195210,18.49=-3943/5371,4950=4394315371, • • • •r • • 5051' 5371,17-51=-3943/5371,17-52=-314413783,5253=-314413783,18.53=-3144/3783, •• • • 0 • • 16-54=-458914864,15-54=-4589!4864,15-55=-4569/4864,1455=-4569/4864,14-56-37671J888, •••••• •• • •••••• 5857=376713896,1357-3767/3896,13-29=373913862,27-29=-16681976 • :* so*:• WEBS 3-21-16871564,3-20-1794125M,4-20=-1839x/63,4-18=-373717846,5-18-2555=2,15-17-5452/5M. •••0•• • •••••• 6-17=-626/675,817=322113736,816=-6431642,9-16=1179/1542,9-14-231/293,10-14=-864/1163, 0006 • • :**go 0 1013-3421420,2-24-61911575,25.26=2721229,24-25=-1651635,2-26=-623151,11-27-12 /1408, 0 0 •••••• ••••• 2829=299/322,27-28=541/632,11-28=-335210 0••• • 0 0 NOTES roof live loads have been considered for this design. •••••• ••i• � 000 • } 2)4Wnd:ASCE 7-10;Vuft=175mph(3-second gust)Vasd=136mph;TCDL=5.0pst BCDL=S.Opsf;h=26111;Cal.II;Exp C;End.,GCpi=0.18;C-C Exterior(&)d1#1g" • � •• 102-13,Intedor(1)10-2-13 to 289.3.Extedor(2)289.3 to 32-0-0;porch left exposed;Lumber DOL=1.60 plate grip DOL-1.60 • • • • • ••••• 3)Provide adequate drainage to prevent water ponding. • • •••••• A 4)All plates are MT20 plates unless otherwise indicated. • • • M. ••i 5)Plates chedced for a plus or minus 0 degree rotation about Its center. • • • •••• • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(it=Ib)2=2314,18=8731,11=1688. • • tOg 7)"Semi-rigid pitchbreaks with fixed heels'Member end gxity model was used in the analysis and design of this truss. •••• 8)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s)67 Ib down and 390 Ib up at 5-0-0,67 th down and 390 Ib up at 7-0-12,67 Ib down and 390 Ib up at 9-0-12,67 11)down and 39011b up at 114)-12,67 Ib down and 390 lb up at 13-0-12,95[b down and 354 ib up at 15-0-1294 ,95 lb down and 354 Ib up at 17-0.12,95 lb dawn and 354 Ib up at 18-6-0,96 lb down and 354 lb up at 19-11-4,95 ib down and 354 Ib up at 21-11-4,95 Ib down and 354 Ib up at 23.11-4,95 Ib down and 354 Ib up at 25-11-4,95 Ib down and 354 Ib up at 27-11-4,and 95 Ib down and 354 Ib up at 2811-4,and 95 Ib f�a dawn and 354 lb up at 32-0.0 on top chord,and 413 lb down and 1413 lb up at 5-0-0,69 lb dam and 370 lb up at 7-0-12,89 Ib down and 370 Ib up at 9-0.12 y 69 Ib down and 370 lb up at 11-0-12,69 Ib down and 370 Ib up at 13.0-12,43 th down and 36 lb up at 15A-12,43 lb down and 36 Ib up at 174)-12.43 ib down J - and 38 ib up at 18.8-0,43 lb down and 36 lb up at 19-11-4,43 lb down and 36 lb up at 21-11-4,43 lb down and 3616 up at 23-11-4,43 Ib dam and 36 Ib up eve 25-11-4,43 lb dam and 36 lb up at 27-11-4,and 43 lb down and 36 Ib up at 29.11-4,and 388 Ib dawn and 503 ib up at 31-11.4 on bottom chord.The J M design/selection of such connection devices)is the responsibility of others. -^+ (0 ed en LOAD CASE(S) ' 1)Regular.Lumber incmase=1.33,Plate Increase-1.33 O ►rj ag Unftm Loads(pif) Vert 1-3--75.3-10-75.10-12-75,24-27-20 N S Continued on page 2 Job Truss Truss Type Qty Ply PALMISANO (JI) 18538 I DG2 Hip Truss 1 1 Job Reference anal DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s 27 2012 Pratt:7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Jul 3115:43:27 2014 Peg ID:pzGSAfd gRu69OcUZgpS3LyvgB-gFxPjAKHtVN8jGwm tE9Zhg97tSvCNMCOKIRfFysWOU LOAD CASE(S) Concentrated Loads(Ib) Vert:3-5710-80 21=-35513=333 30-57 31=-57 33=-57 34=-57 35=-80 36=-W 37=-80 38=-80 39=-80 40=-80 41=-80 43=-80 44=W 45-81 46=61 47-6148-61149-40 50=40 51-40 52- 53-40 54=-40 65-40 58=-40 57-40 2)Regular Only:Lumber Increase-1.33,Plate Increase-11.33 Uniform Loads(pit) Vert 1-3-90,3-10-M,10-12-90,24-27-20 Concentrated Loads 0b) Vert:3=8710-95 21-41313=-M 30-87 31-67 33-67 34-67 35-95 36-95 37-95 38-95 39-9540-96 41=95 43-95 44-95 45-894&-69 47=89 48-69 49=-43 50=-43 51-43 52- 53=43 54=43 55=-43 58-43 57=-43 3)C-C Wind:Lumber Increase=1.60,Plate Increase-1.60 Uniform Loads(pit) Vert 1-2=158,2-3=95,3-32--W.32-42=72,1042=88,10-11=95,11-12=158,18-24=76,18-27=10 Hoa:1-2--168,2-3-105.10-11,105,11-12-168 Concentrated Loads 0b) Vert 3=24410=207 21=1251 13=483 30-24431-244 33=259 34=259 35=223 36=22337=22338-223 39=223 40-22341=22343=207 44-207 45=28948-28947=289 48=28949=26 50-26 51= 52=28 53=26 54=28 56=26 56=28 57-28 4)C-C Wind Positive:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert 1-2-7.2-1-67.3-10=-W,10-11=-67,11-12-7,18-24=-S,18-27-20 Horz:1-2-23,2-3=37,10-11-37.1111-12-23 Concentrated Loads(lb) Vert 3=39010=36421-1413 13=5W 30-39031-M 33=390 34=380 35=354 38=354 37=354 38-36439-35440=354 41=36443=354 44=354 45=370 46=370 47=370 48=370 49=38 50-36 51= 52=36 53=36 54=36 55.36 56=36 57-36 5)Live Only:Lumber Increase=0.90,Plate Increase-0.90 Pit metal=0.90 Uniform Loads(pit) Vert 1-3=-30.3.10=30,1012-30.24-27-20 Concentrated Loads 0b) Vert 3-2510-36 21-181 13-171 30-25 31-2533-2534-2535-36 36=38 37-3638-36 39-3640-3641-36 43-W44=-W45=-4046=-4047=-4048-4049-29 50-29 51-29 52- 53-29 54-29 55-29 56-29 57-29 6)C-C Wind Positive+Regular.Lumber Increase-1.60,Plate Increase-1.60 Uniform Loads(pit) Vert 1-2-58,2-3=-102,3-10-97,10-11=102,11-12-58,18-24-9,18-27-20 Horz:1-2-17,2-3=27,10-11-27,11-12=17 Concentrated Loads(lb) Vert 3=29610=267 21X41 13=365 30=296 31=296 33=296 34=296 35-267 36=267 37=267 38-267 39=267 40=287 41=267 43=267 44=287 45-276 46=276 47-276 48-276 49-26 50=28 51=2 52-26 53=26 54=26 55=26 56=26 57=26 7)1 st unbalanced Regular.Lumber Increase-1.33,Plate Increase=1.33 Uniform Loads(plf) Vert 1-3--75,3.10-76,10-12=-30.24-27-20 Concentrated Loads(lb) Vert 3-5710-W 21-355 13-M 30=57 31-57 33-57 34-57 35-80 36-W 37=-80 38-W 39-80 40=-80 41=-80 43-80 44-80 45-6146-6147-6148-61 49-40 W-40 51=40 52- 53-40 54-40 55-40 58=-40 67-40 8)2nd unbalanced Regular Lumber increase=1.33,Plate Inaease=1.33 Uniform Loads(pit) Vert 1-1=-30,3-10-75.10-12-75.24-27-20 Concentrated Loads 0b) Vert 3-5710-80 21=-35513=-333 30-57 31-57 33-57 34-57 35-80 38-80 37-80 38-80 39-W 40--80 41=-80 43=-80 44-W 45-6146-6147-61148"1 49=-40 50-40 51-40 52- 53=-40 54=-40 55-40 58-40 57-40 9)3rd unbalanced Regular Only:Lumber incresse=1.33,Plate Increase=1.33 Uniform Loads(ptl) Vert:1-3-90,3-10-90,10-12=-W.24-27-20 Concentrated Loads 0b) Vert 3-8710-95 21-41313=-388 30=57 31-67 33=87 34=67 35-95 36-95 37-95 38=95 39-95 40-95 41-95 43-95 44-95 45-69 46=-69 47-89 48-89 49=43 50--43 51=43 52- 53-43 54-43 55=43 56-43 57-43 10)4th unbalanced Regular Only.Lumber lncrease=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert 1---30,3-10-90,10-12-90,24-27-20 Concentrated Loads 0b) - Vert:3-6710-95 21-41313-388 30-67 31-67 33=-87 34=-87 35=45 36-95 37-95 38-95 39-95 40-95 41-95 43-95 44-95 45-69 48-89 47=-69 48=-89 49-43 50=-43 51-43 52-43 53=-4354-43 55=-43 58-43 57=-43 0000 • 0 0 •0000 0000•• • • • • • •• • 0000•• 0000•• • • • • 0000••• 0000•• 0000 • • • • 0000 0000•• • 0 0 •0000 • • 0 0000• 000000 000• 0000 0•00 0000•• • 0000•• • • 0 • a 0 0 0000•0 0 0000•• • • • • • 0000•• 00 0• ••• • • 00 0000 Mdmound Zolfaghart P.E. Con"fins Engin=s 13901 S.W. 108 tiv.. Miami,flixida M176 Phone 305«253,2423 fiA5-233-,4,4h l+laft ftht'iov:,l *tli ; Llbpse No.PHARM Job Truss Truss Type Qty Ply PALMISANO (JI) 8538 DW HALF HIP TRUSS 1 2 Job Reference DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print:7.350 s Sep 27 2012 MITek Industries,Inc. Thu Jul 3115:43:28 2014 Peg ID:pz AtmgRu69OcUZgpS3LyvtB4SVoxWLvepV9LQVyYalOSuNUHgBxtZMFzV BhysWOT 4-10-12 9.11-4 15-3-0 1.9-11r4 19-5-10 4-10.12 5.0-8 5-3-12 MID 8 rr Scale=1:43.7 Fai FO;pt�w Ailing 4x4 6x12 MT20H= 3x6= 2x4 11 7x8 MT20H= 1 20 2 3 21 4 5 4.0012 TI 3x4 6 18 c5 rl �72x' IIEf 01 U 22 231424 13 25 1226 2711 10 9 1 15 7x10 M18SHS WB= 17 7x8 MT20H 11 7x8= 4x6 11 2x4 11 W4= 8x10 M18SHS= 3x6= 4 10-12 9-11.4 15-3-0 1.9.11x4 19-5-10 4-10.12 5 0 8 5-3-12 3-6-6 3 6 6 Plate Offsets OC YP[1:0-4-12,0-2-121,12-0-1-12,0-1-81, .0-5.4 0.4-4][5.0.1-0 0.2-01[11.0-4-12 0-2-0] [12:0-2-12 0-4-8] [14:0-3 8 O-t-121 LOADING(pst) SPACING 2-0.0 CSI DEFL in Qoc) Udefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.58 Vert(LL) 0.5111-12 >631 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.79 Vert(TL) -0.7111-12 >386 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.13 7 We We M18SHS 244/190 BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight:332 Ib FT=0% LUMBER BRACING TOP CHORD 2x8 SP M 26 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins,except end verticals. BOT CHORD 2x8 SP M 26 BOT CHORD Rigid calling directly applied or 537 oc bracing. WEBS 2x4 SP Not-Except` W1,W7:2x6 SP No.2,W2:2x4 SP M 31 OTHERS 2x4 SP Not REACTIONS Qb/size) 15=8459/0.80 (min.0.4-1),7=6512/08-0(min.0.3.2) Max Horzl5=-337(LC 3) Max Upl1tt15=-8882(.0 3),7-W63(-C 3) Max Grav15=9812(1-C 2),7=7556(LC 2) FORCES Qb)-Max CompJMax Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 1-15=-8838/8381,1-20=15662/11089,2-20=15882/11089,23=2218BM5852,3-21=22188/15852,4-21=22IM15852,45=20461/15116, 5.6-2D745115475,6-18s--19015114125,7-18-14372/10= BOT CHORD 15-22-293/428.22-23=293f428,14-23-293f428,14-24-10762116M.13-24—ICY752fl5682,13-25-10752M5M,12-25-10752/1 2, •••• 12-28-1445619947,28 811 27=14459947,11-27=-14456M9947,10-11=-14447/19678,9-10=13128/17864,9-19=13128M7864, 0 • 17-19=9843113580 • • •••• •••••• WEBS 1-1 4=1 23951 74 87,2-14=3747!2787,2-12=-5373x/381,3-12=-589r266,4-12-1182r2501,4-11-308813984,&11-291/492.6-10447A14 j14 •• • •• 8-10=172111919,6-9=4193U38.7-17=4467/49n,18-19=185r258,17-18-1032f8i5.7-19-284/345 0 • • • NOTES •••i•• • • • 1)2-ply truss to be connected togetherwith 10d(0.131"x3")nags as foilows: •••••• Top chords connected as follows:2x6-2 rows staggered at 0-7-0= •••• • • • • Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. •••••• i••••• ••••• Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered 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 connectiorob%CA%bn ••• ••••• provided to distribute only loads noted as(F)or(3),unless otherwise indicated. •c1 • •••• •006:0 • 3)Wind:ASCE 7-10;Vu1h175mph(3-second gust)Vasd=136mph;TCDL=S.Opst BCDL=S.Opsf:h=26tt Cat 11;Exp C;End.,GCpI=0.18:C-C Exterior( 0-12-12 to 3-2-12,Intedor(1)3.2-12 to 11-0-1,Exterior(2)11-0-1 to 153,Interior(1)19-5.10 to 21-6-15;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)Provide mechanical connection Qty others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except 01=/13)15=6882,7=5763.•••• i *000 a•••• 8)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used In the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shell be provided sutfident to support concentrated load(s)1688 ib down and 1061 Ib up at 246.0,1745 Ib down and 00:0 • 1299 th up at 4-6-0,1718 ib down and 1252 Ib up at 5-11-4,1690 Ib down and 1193 It;up at 7-11-4,1639 lb down and 1116 Ib up at 9.11-4,1598 Ib down and 1043 Ib up at 11-11-4,and 15241b down and 9831b up at 13-11-4,and 3121 Ib down and 2911 Ib up at 15.11-4 on bottom chord.The des[gn/selecton of such connection device(s)Is the responsibility of others. LOAD CASE(S) 1)Regular.Lumber Increase-1.33,Plate Increase=1.33 Uniform Loads(pIQ I Vert 1-4-75,4-8-75,15.17-20 M ®unci ZQig (i,.P.E, Concentrated Loads(lb) Vert 12=141210-2694 22=1455 23=1504 24-148125-1456 28-1376 27=1312 C0MWf 9 Fm& 2)Regular Only:Lumber Incxease=1.33,Plate Increase=1.33 13701 S.W. 108 r,v.. Uniform Loads(pIQ Vert 1-4=90,4-8=90,15.17-20 Mida 331,y Concentrated Loads Phone 305-253-2428 Fax -105�233,24� Vert 12=183910=312122=1888 23=-1745 24-1718 25-1690 26=15�27=1524 3)C-C Wind:Lumber Increase=1.60,Plate Incxease=1.80 loddaiopjt 'r ][jc.nl 36 icersc leo. �,,.I 9 .41 '4 jT �:� Continued on page 2 JobTruss Truss Type Qty �Ply �Job*Me'sfaranoce (JI)8538 DG3 HALF HIP TRUSS2 'oral DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350s S�272012 Print:7.350 s Sep 27 2012 M7ek Industries,Ina Thu Jul 31 15:43:28 2014 Peg ID:pzGEWrjMgRu69OcUZgpS3LyWB-ISVoxWLvePV?LQVyYaIOBuNUHgSxtZMFzN BhysWOT LOAD CASE(S) Uniform Loads(pit) Vert 1-2D=88,2041-72,4-21=88,4-6=W,6-18=65,7-18=95,7.8-158,15-17-10 Horz:4-6-105,8-18=75,7-18=105,7-8=168 Concentrated Loads Ob) Vert 12=110610.2901 22=1051 23=1289 24-1242 25-1183 28=1033 27=953 4)C-C Wnd Positive:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-4-59,4-7-67,74-7,15-17-20 Horz:47=37,7-8=23 Concentrated Loads pb) Vert 12=1116 10-2911 22=1081 23=1299 24=1252 25=1193 28-1043 27=983 5)Live Only:Lumber Increase=0.90,Plate Increase=0.90 Pit mete1=0.90 Uniform Loads(pit) Vert 1-4-30,441-30,15-17-20 Concentrated Loads(lb) Vert 12-73010=-1416 22-756 23-78124-769 25-757 26-709 27-878 6)C-C Wnd Positive+Regular.Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert 1-4-97,4-7-102,741--W,I 5-17-2D Hoe:47-27,7-8=17 Concentrated Loads pb) Vert 12-76710=1579 22=723 23=899 24=865 25=822 26-714 27=658 •••••• •• • ••••% • 00 0 •••• • ••••• •••••• •••• ••••• •• •• •••• •••••• • • • • • •••••• �I�S30Batld Zolfi�ari,.�.�. Com ilting Engiri=s 13901 S.W. 10$ titi, Miami,Florida 33176 Phone 305.25-3-2421 Fax X415.23.)�1�b Florida proftsiapAl nftg License leo. 3692 Job Truss Truss Type Oty Ply PALMISANO (JI) 18538 Gig DIAGONAL HIP GIRDER 2 1 Job Refe7.350 s Srsenpce(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 D:pzGEWd360 s MgRu69OcU12 UZZgpS3LyvdB-WNy27 v012 MfTek 78gZXvCylzHu4m9XP2d5mLat8_sAbRKmj7ys�� -2-1-7 546-0 9-10-13 2-1-7 546-0 44-13 Scale-1:22.4 4x4 11 4 5 2.83 12 3x4= `� 14 T1 W3 13 2 11 W1 1x4 II 1 B1 18 17 8 18 7 10 12 1x4 11 3x4=6 3x4= 5-6-0 9-10-13 5-8-0 4413 Plate Offsets O(,Y):14:0-2-0,0-1-121,[7:0-1-12,0-1-M LOADING(pst) SPACING 24).0 CSI DEFL in poc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.87 Vert(LL) 0.09 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -0.09 7-8 >999 240 BCLL 0.0 Rep Stress Ina NO WS 0.35 Horz(TL) -0.02 7 n/a n/a BCDL 10.0 Code FRC2010/rP12007 (Matrix M) Weight 47 Ib FT-0OA LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 411-6 oc purlins,except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 410-7 oc bracing. WEBS 2x4 SP Not MITekrecommends that Stabilizers and required cross bracing be installed OTHERS 2x4 SP No.2 during urin truss erection In accordance with Stabilizer Installation guide. REACTIONS(Ib/size) 2=818/0-11-5 (min.0-1-8),7-63910-2-8 (min.0-1-8) Max Horz2-382(LC 3) Max UplffR-1019(LC 3),7=-890(LC 3) Max Grav2-739(LC 2),7=740(LC 2) FORCES Ob)-Max.CompJMwL Ten.-All tore 250(Ih)or less except when shown. TOP CHORD 2-11=504/277,11-13--1192/1208,13-14=1187/1205,3.14-1110M191,47=260/389 BOT CHORD 12-16--1372/1 118,16-17=1372/1118,8.17=1372/1118,8-18--1372/1118,7-18--137211118 WEBS 3-7=1100/1353,2-10--814/966,11-12-240/507,10.11--328/323,2-12--382/278 sees NOTES • • 1)Wirni:ASCE 7-10;Vult=175mph(3-second gust)Vasd-136mph:TCDL-5.Opsf,BCDL-S.Opst;h=26tt;CaL II;Exp C;End.,GCp(=0.18;C-C Exterit(2);6 DOL=1.Wp1ate grip DOMW • 2)Plater checked for a plus or minus 0 degree rotation about its center. •• • •• • • 3)Provide mechanical connection(by others)of truss to ging plate at joints)7. • • • 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at Joints)except Wlb)2=1019,7=890. •••••s •• • see*:* 5)'Send-dgid pitchbreeks with fixed heels"Member end Nty model was used In the anaysis and design of this truss. 000000 • • • 6)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated loads)69 lb up at 1-5.4,and 16 Ib down and 458 Ib up at 4-3-4, •••••• and 193 Ib dawn and 742 Ib up at 7-1-3 on top chord,and 14 Ib down and 56 Ib up at 1-5.4,and 13 Ib down and 14 lb up at 43-4,and 87 Ib down tUIE 1Ji�up e e•a• :6069:• at 7-1-3 on bottom chord.The design/selection of such connection device(s)Is the responsibility of others. •••• • ••••s LOAD CASE(S)Standarde e •sees• •se• •see• 1)Regular.lumber Inaease=1.33,Plate Increase=1.33 ••s••• 0000 •••••• Urdform Loads(plo • Vert 1-4--75,4-5=75,6.10--20 •see•• • • Concentrated Loads lib) • • • • Vert 13-8914=-1515=16316=5617-1318--80 e • :096:9 9646:0 • • •so • • • • • sees•• Mahxnound ZOI&O 1,P.E. cowultkg Ermines 13901 S.W. 108 xv%. Nii ,Florida 33176 Phone 305-253-2428 Fox A5-233-40 Florida Frofessiomll Wrnee&g Lir, No. 36921 Job Truss Truss Type Qty Ply PALMISANO (JI) 8538 CJSA DIAGONAL HIP GIRDER 1 1 $geepp Job RefeSreenpce o DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s EWrjMgR27 2012 gpS7.350 Sep 27K012 M ek Industries,Inc. Thu Jul 3116:42:47 2014 Pa i 2-1-7 5 8 0 Kpw7s4eTWmxFAL51VWrNQJg53JGZyl. g-10-13 2-1-7 5-8-0 4-4-13 Scale=1:22.4 4x4 11 4 5 2.83 12 s 44= 14 1 W3 13 2 11 W1 1x4 II 1 B1 17 8 18 7 10 12 18 1x4 11 4x8=8 3x8= 5 8 0 9-10-13 5 8 0 4-4-13 Plate Onsets(X Y):12:0.0.0,0 0.81,13:0.3.0,0.2A.[4:0-2-0,0-1-81,17:0-2-12,0.2-M LOADING(psf) SPACING 2-O.0 CSI DEFL In (lox) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.58 Vert(LL) 0.20 7-8 >582 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.47 Vert(TL) 0.18 7-8 >852 240 BCLL 0.0 Rep Stress incr NO WB 0.59 Horz(TL) -0.04 7 n/a n/a BCDL 10.0, Code FRC2010/rP12007 (Matrix-M) Weight 47 Ib FT-09A LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structure!wood sheathing directly applied or 8-0.0 oc purlins,except end verticais. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3.8.8 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required be installed OTHERS 2x4 SP Not dodo truss erection In accordance withtabiInstallation utde, REACTIONS(lb/size) 2=817/1-5-0(min.0-1-8).7-63710-2-8(m1n.0-1.8) Max Horz2-445(LC 3) Max UplIM-1752(LC 3),7=-2028(LC 3) Max Grev2=737(LC 2),7-737(LC 2) FORCES Qb)-Max.CompJMax.Ten.-Ati forces 250 0b)or less except when shown. TOP CHORD 2-11=Of575,11-13=118813198,13-14=1183!3195,314=-1108/3182,3.15=-1401309,4-7=-238/444 BOT CHORD 10-12--48W,12-18x3342/1113,18.17--3342/1113,8-17=-3342/1113,8-18=-334211113,7-18--3342/1113 WEBS 3-B=-854/138,3.7=1108/3348,2-10--805/1308,11-12=-2381588,10-11=-329!187,2-12=754/282 NOTES • • 1)Wind:ASCE 7-10;Vint-175mph(3-second gust)Vasd=138mph;TCDL-S.Opsf;BCDL-5.0psf;h=28ti:CaL 11;Exp C.Part End.,GCpi-0.55;C-C TderiojMWorch leftAMA;Lumber aaLtT.j plate gri DOL=1.80 •• • •• • • 2)Plates checked for a plus or minus 0 degree rotation about its center. • • • • 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. *00000 •• • 000000 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except at=lb)2=1752,7=2026. 649:90 • :0600: 5)"Semi-rigid pitchbreeks with fixed heels"Member and Uty model was used In the analysis and design of this truss. • 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)69 lb up at 1-5-4,and 181b dorm and 653 lb u W4!ft • • • • and 138 ib down and 872 Ib up at 7-13 on top chord,and 272 lb down and 58 ib up at 1-5.4,and 13 Ib down and 330 Ib up at 4-3-4,and 139 Ib %V 738 •••• ••••• ib up at 7-1-3 on bottom chord.The design/Wection of such connection devices)is the responsibility of others. • • •••••• •••• ••••• LOAD CASE(S)Standard •• ••• ••i• •••••• 1)Regular.Lumber Increase=1.33,Plate increase=1.33 • Uniform Loads(plf) •••••• • • Vert 1-4-75,4-5-75,6-10-20 • • • • Concentrated Loads(Ib) • • i•••i• •••••• Vert:13=6914=1516=11818-5817=1318=124 • • • • • MahY22ound Zolffiagl , ,1 , �AFISt X11 Ening 13901 S.W. 108 A-V,, Mlavrli,F101ida 33176 PhOne 305.253.2428 fax Florida�* JIP�r ' --- ' k��t�l iia�€�r.� License No. 3�.�y Job Truss Truss Type city Ply (JI)PALMISANO 8538 CJ7 DIAGONAL HIP GIRDER 1 1 Job Refe7 2012 Print 7.350 s rence pce o 'ones DECO TRUSS COMPANY INC.,Princeton,FL 33032 ID:pzGEW4MgRu69OcUZgpS3LyvdB-WNyv78gZXvCylzH27 2012 MiTek n Ht4m?XP2d hLdp62hAbRKmpysW:42:46 2014 P7 _ -2-1-7 3.6-7 7-0-14 2-1-7 3-6-7 3-6-7 Scale=1:17.5 2x4 11 4 5 2.83 12 3x4::n 14 3 W3 13 T1 11 2 W1 1x4 11 1 B1 F1 9T 15 8 16 7 0 1x4 11 12 6 3x4= 3x4= 3.6-7 7-0-14 3.6-7 3-6-7 Piste Offsets MY):17'0.1-120-1-81 LOADING(psf) SPACING 2-0-0 CSI DEF L In pac) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.81 Vert(LL) 0.03 7.8 >999 360 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.31 Vert(TL) -0.04 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) -0.01 7 n/a n/a BCDL 10.0 Code FRC2010rTP12007 (Matrbc M) Weight 36 Ib FT-O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-31 oc bracing. WEBS 2x4 SP No.2 MITek recommends that Stabilizers and required cross bracing be Installed OTHERS 2x4 SP No.2 duri truss erection In accordance with Stabilizer Installation gulde. REACTIONS Ob/size) 2=431/0.11-5 (ndn.0.15j,7=314/0-2-8 (min.0.1-8) Max Horz2-317(LC 3) Max UpWl2-W2(LC 3),7=-447(LC 3) Max Grov2=522(LC 2),7-3W(LC 2) FORCES Qb)-Max.CcmpJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=6081293,11-13=-490/451,313=-485/451,4-7=167/252 BOT CHORD 10.12=2131307,12-15=-5931449,8.15=5931449,8-18=5831449,7-16=-593/449 WEBS 3-7-471/622,2-10-5141871 0000 NOTES 1)Wind:ASCE 7-10;Volt=175mph(3-second gust)Vasd=136mph;TCDL=5.0psf BCDL-5.Opst;h-M Cat.ll;Exp C;End.,GCpi=0.1&C-C Ext (2); DOL=1.A pta1e gdp DOL=1 8a• • 2)Plates checked for a plus or minus 0 degree rotation abort its center. •• • •• • • 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 0 •••••• • 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at-lb)2=802,7-147. *0*** •• 00000 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 000000 • • • 6)Hanger(s)or other connection devkm(s)shall be provided sufficient to support concentrated load(s)89 lb up at 1-5.4,and 16 Ib down and 467 lb up at 4-3.4 on •••••• top chord,and 14 ib down and 58 lb up at 1-5 3 4,and 13 ib down and 14 th up at 44 on bottom chord.The design/selecdon of such connection g 'o 0 000000 • • the responsibttliy of others. 0000 • ••••• LOAD CASE(S)Standard 60:90: • • •••• ••••• 1)Regular.Lumber Increase-1.33,Plate Increase-1.33 .00 •• *000 •••••• • Uniform Loads(pit) 000000 • • Vert 1-4-75,4-5-75,6-10-20 • • • • Concentrated Loads(Ib) • • • • •••••• Vert 13=6914-1515-5616-13 •••••• • • • 0• • • • • 000•• of • 0000 • • Mabmicilmid ZolfagharL P.E. CUslting En&ie'rs 13901 S. T. 108 xv.. _ Nflamg,Florida 33176 Phone 305-253.2428 f Ax X03-233248 Flladda Profossiond Pool. Li leo. 36921 Job Truss Tn-iType Oty Ply PALMISANO (JI)8538 CJ7A DIAGONAL HIP GIRDER 1 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Rum 3a Sep 27 2012 MITek HtInc. Thu Jul 3115*42:46 2014 Pa D pzGWjMgRu690cUZgp27 2D12 Print 3LyvdBWNyv78gZXvCyy[zHt4m?XP2d6hLbj6?rAbRKysW7g -2-1-7 3-&7 740-14 2-1-7 3.6-7 3.8-7 Scale=1:17.5 2x4 II 4 5 2.83 12 f 3x4% 14 -� -- 3 W3 13 TI 11 .� 2 W1 1x4 It 1B1 15 8 16 7 10 1x4 If 12 8 3x4= 4x4= 3-6-7 7-0-14 3.8-7 3.6-7 Plate Offsets(X N):p:0-1-12,0.2-41 LOADING(pst) SPACING 24.0 CSI DEFL in Coe) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.81 Vert(LL) 0.10 7-8 >845 360 MT20 244M90 TCDL 15.0 Lumber Increase 1.33 BC 0.44 Vert(TL) 0.09 7-8 >941 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) -0.02 7 n/a n/a BCDL 10.0 Code FRC2010/1'PI2007 (Matri(-M) Weight 36 Ib FT-O% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 8-0-0 or.purlins,except end verticals. BOT CHORD 2)c4 SP Not BOT CHORD Rigid ceiling directly applied or 4-1-11 oc bracing. WEBS 2x4 SP Not MRek recommends Drat Stabitlzers and OTHERS 2x4 SP Not required puss bracing ul installed Burin truss erection in accordance with Stabilizer Installation nide. REACTIONS pb/size) 2-431/0-115(min.0-1-8),7-*14/0-2-8(min.0-1-8) Max Horz2-362(LC 3) Max Up11112=-118XLC 3),7-1038(LC 3) Max Grav2--522(LC 2),7=385(LC 2) FORCES Ob)-Max.CompJMax.Ten.-All fords 250 Ob)or less except when shown. TOP CHORD 2-11-388/293,11-13=-49011435,3.13=-485/1435,4-7=-187/323 BOT CHORD 12-15-15741449,8-15-1574/449,8-16=-16741449,7-18-15741449 WEBS 3.8-293/31,3.7-471/1652,2-10=-51411050,11-12=-150/383,10.11-169f394,2-12=-4211128 NOTES • • 1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=5.0pst BCDL=5.0pst;11=281%Cat.II;Exp C;Part.End.,GCpt=0.55;C-C t:deriog%porch left eVoM,Lumber Wf t plate gri DOL=1.60 •• • •• • • 2)Plates checked for a plus or minus 0 degree rotation about Its center. •••••• •••••• ••••i• 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at jotnt(s)except Ot=lb)2=1183.7=1038. 090000 • • • 5)"Semi-dgid pitchbreaks with fixed heels"Member end Uty model was used in the analysis and design of this truss •••••• 6)Hanger(s)or other connection device(s)shall be provided sutitdent to support concentrated load(s)69 ib up at 15.4,and 16 Ib deem and 681 Ib upp&%M%on i•••i• :0469:• top chord,and 277 lb down and 56 lb up at 1-5-4,and 13 lb down and 325 Ib up at 4-3.4 on bottom chord. The design/selection of such connectla i S is • 00:•• the responsibility of others. 00000 • LOAD CASE(S)Standard •••••• 06:0 •••••• 1)Regular.Lumber Inaease=1.33,Plate Increase=1.33 • Uniform Loads(pt0 •••••• • •• Vert 11-4-75.4-5-75,6-10=20 • • • • • • • •••••• Concentrated Loads Ob) •••••• Vert 13=6914-1515=5816-13 • • • • • Md=olmd Zolt'41311.k.r-. COnsW MS En&ears 13901 S.W. 108 MM114 F10:dda 33176 Phone 306-253-2428 FaX ? r� � # q f �� 1 ErOleering Licel,s.°. X41). t~7 2 Job Truss Truss Type 17. S Py �PALMISANO (JI) 8538 J7 JACKAPEN TRUSS 1 Job Reference nei DECO TRUSS COMPANY INC.,Princeton,FL 33032 Runp 2014 Peg dMgRu69OcUZgpS3Ly2012 Print 7.350 a yVVUB-P8CQ27 2012 MyWt3b8iOiTek du bbfJc3TZuotiyu42tNm4W310z"WP33 ID:pzG 7-0-0 1 g p 7-0-0 Scale=1:16.4 3 4.00 12 10 N T1 9 N 7 2 2x4 II 1 B1 4 3x4= 8 7-0-0 7-0-0 LOADING(psl) SPACING 240-0 CSI DEFL in Doc) Ildefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.49 Vert(LL) 0.12 4-8 >716 360 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.29 Vert(TL) -0.18 4-8 >462 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 Na Na BCDL 10.0 Code FRC2010/rP12007 (Matrix M) Weight:34 lb FT=0% LUMBER BRACING TOP CHORD 2x6 SP Not TOP CHORD Structural wood sheathing directly applied or 6-0-0 oe pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 Mrrek recommends dial Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS pb/size) 3-24210-1-8(min.0.1-8),2-471/0-8-0 (m1n.0-1-8).4=6510-1-8(min.0.1-8) Max Horz2=378(LC 3) Max Upli&,398(LC 3),2-583(LC 3) Max Grav3=373(LC 6),2=550(LC 2),4=75(LC 6) FORCES Ob)-Max.CompJMax.Ten.-All forces 250 Ob)or less except when sham. TOP CHORD 2-7-1189/597 BOT CHORD 6-8=-75211122 WEBS 2-6-758(766,6-7-72&982,248-973(640 NOTES 1)Wind:ASCE 7-10;Vult-175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf BCDL=S.Opst,h-26ft;CaL 11;Exp C;End.,GCpi=0.18;C-C Fxtedor(2)-1-6-15 to 1-5-1 tht@Rdl(i)1-5 1 to 2-8.5,Extedor(2) 2-8-5 to 6-11-4;Lumber DOL-1.60 plate grip DOL=1.60 ♦ • 0000 •••••• 2)Plates checked for a plus or minus 0 degree rotation abort its center. • • • 3)Provide mechanical connection(by others)of truss to bearing plate at joints)3,4. •• • •• • • 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except O Ib)3-39S.2=583. • • • • 0000•• •• o 000000 5)Beveled plate or shim required to provide full bearing surface with truss chord at joints)3. • 6)"Semi-rigid pitdrbreaks with fbced heeler Member end fixity model was used in the analysis and design of this truss. •••••• • :9000: • • 000•• 0000 • • • • LOAD CASE(S)Standard 6 • •••• • 0000 • •••96 0000•• 0000 06000 •• •• 0996 0090••6 • •69••• 6 • • • • 6990•• a 0• • • 6 i•6.9 00 • 0600 • • Mahrnomd Zolf bX4 PE ConsW.ting Enginui'3 13901 S.W. 108xv0. MimFlorida 33176 Phone 305-253-2428 Fr X05-23a--tz0 Pioft 1.Prob* 1 E 'nee g License No. 36921 El;b JJ7A ��JACIK-OPEN s Type Qty Py PALMISANO (JI) TRUSS 2 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Pnnt 7.350 s Se 27 2012 Mshl m Industries,Inc.Thu Jul 311&.42:512014 Peg ID:pzGENdMgRu69OcUZgpS3Lyvti6 tKmoAsuMRgFPkArtJai65L1YMImnHwvij1XPLysWP2 5-0-0 7-0-0 1 6 0 5-0-0 240-0 Scale=1:16.5 4 3x4 3 f 4.00 12 1 12 � v T1 ,h 11 W1 VV2 9 2 1x4 II 1 B1 61x4 fI 5 . 10 3x4 O 3x4= 5 0-0 7-0-0 5-0-0 2-0.0 Plate Offsets 0Y):(5-0-2-0,0-0-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in poc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Vert(Ly 0.11 (1.10 >748 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.38 Vert(TL) 0.10 6-10 >840 240 BCLL 0.0 Rep Stress Ina YES VVB 0.24 Horz(fL) -0.01 2 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Weight 32 lb . FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural•wood sheathing direly applied or 64W oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 5.3-14 oc bracing. 2 WEBS 2x4 SP No. MiTek recommendsthat Stabilizers and required cross bracing be installed OTHERS 2x4 SP No.2 durin truss erection in accordance with Stablitzer Installation guide. REACTIONS ph/size) 4=12/0-1-8(min.0-1-8),2=484M-0.0(min.0-1-8),5-30310-1-8(min.0-1-8) Max Horz2=444(LC 3) Max UpiiN4=-25(LC 3),2=-1104(LC 3),5-937(LC 3) Max Grav4=15(LC 2),2=543(LC 2),5-476(LC 6) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 9-11=-5D7/770,11-12=-453(774,3-12=449/782 BOT CHORD 8-10=2551321,6.10=-970/514,5.6=-970/514 WEBS 38=••541199,3.5=-714/1347,2-5=-3861800,9-10-473M9,8-9,-199/315,2-10-262M46 NOTES • • 1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=S.Opst.BCDL=S.Opat;h=26%CaL 11;Exp C;Part End.,GCpt=0.55;C-C*arlogo j,1-7-4101-41•1%dor(1)1-t?2•to V5, Exterior(2)2-8-5 to 611.4;porch left exposed;Lumber DOL-1.60 plate grip DOL-1.60 •• • •• • • 2)Plates checked for a plus a minus 0 degree rotation about its center. • • • 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. •••••• •• • •090:9 on 4)Provide mechanical connection(by others)of truss to bearing plate capable or withstanding 100 Ib uplift at joint(s)4 except Qt-lb)2=1104,5=937.•••i•• • :0096: 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. • 6)'Semt-rigid pitchbmaks with fixed heels"Member and fixity model was used In the analysis and design of this truss. *000 • e • • •••• • ••••• LOAD CASE(S)Standard • • •• •• •••• •••••• • • • • • •••••• • • • •00 • MahMOund Zo1fghw,, . En 13901 S.W. 1QS moi ,F1®rida 33176 Phone 305-253-2428 Fax .a05-23',).2 s F1464 P cs�i�n1i ��rig . t 1ja t Job (Truss Truss Type Qty PlyPALMISANO (JI) 8538 I JGS Monopitch Truss 1 1. Run:7.360 s 27 2012 Job Referen27 2012 Mrrek ce(optional)DECO TRUSS COMPANY INC.,Princeton,FL 33032 ID:pzGEWdMgRuPrint 690CUZgpS3LyvUB-mmee3A8rMXP8dsza3861Gde6Inc. Thu Jul 3115:43.29 2014 vS gBOgW1VUdEXkBysWOS 5-0-0 5-0-0 Scale=1:12.6 2 2x4 4.00 F12 i l T1 W1 5 1 B1 7 3 4 54= 6 2x4 11 5-0-0 5-0-0 Plate Offsets CC Y):11:0-4-0 0-321 LOADING(pso SPACING 2-04 CSI DEFL in (loc) Udeff Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.77 Vert(LL) 0.16 3-6 >366 360 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.72 Vert(TL) -0.22 36 >261 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(rL) 0.02 1 n/a n1a BCDL 10.0 Code FRC201071212007 (Matrbc-M) Weight 22 lb FT-0°A LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural-wood sheathing directly applied or 4.8-2 or.purlins, except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid calling directly applied or 6-10-1 cc bracing. WEBS 2"SP No.2 MITek recommends that Stabilizers and required cxoss bracing be Installed durtn truss erection in accordance with Stabilizer Installation guide. REACTIONS(lb/size) 1-171510.8-0(min.0-1-10).3-1165/0.2.8 (min.0-1-8) Max Horz1-232(LC 3) Max Upitft1=1317(LC 3),3--1009(LC 3) Max Grav1=1989(LC 2),3-1351(LC 2) FORCES Ob)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-1812/985,2-3-238/301 BOT CHORD 4.8=-170&2366 WEBS 1-4--98&/840,58=-804/456,4.5=-544/515,1.6=1389/10.50 NOTES •••• 1)Wind:ASCE 7-10;Vutt=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf BCDL=5.Dpsf h=26ft Cat 11;Exp C;End.,GCpI=(X18;C-C Exterigg2);Luhpber DOL-f W4*fe grip DOUMOS••• 2)Plates checked for a plus or minus 0 degree rotation about its center. •e•0 i •• • •• 3)Provide mechanical connection(by others)of truss to bearing plate at joints)3. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except amb)1=1317,3=1009. 090900 ••••0• 000000 5)'Send-rigid pkchbreaks with fixed heels'Member end tixiy model was used in the analysis and design of this truss. • • • 8)Hanger(s)or other cmnecdon device(s)shall be provided suffident to support concentrated load(s)1403 Ib down and 874 Ib up at 1-0.12,and 1408111AW ••600• and 874 Ib up of 3-0-12 on bottom chord.The design/selection of such connection devices)is the responsibility of others. 0000 9 9 • • • • 0000•• LOAD CASE(S) *090 • 00000 1)Regular Lumber Increase-1.33,Plate Increase=1.33 000000 •••• ••i••• Uniform Loads Vert 1-2(p 76,34--20 •••e•• ••i• 0090•• Concentrated Loads 0b) 0 0 Vert&-1209 7-1209 •0:0. • • 2)Regular Only:Lumber increase=1.33,Plate Increase-1.33 • • • • 9••0 0• Uniform Loads(pit) ••.••• Vert 1-2=90,3.4=-20 i •0• • i 0 9 0 0 i Concentrated Loads pb) a.- Vert •Vert 6-1403 7-1403 • 3)C-C Wind:Lumber lecrease=1.60,Plate Increase=1.60 Go:* Unftm Loads(p{f) Vert 1-2-133,3.4=-10 Horz:1-2-143 Concentrated Loads(Ib) Vert 6=884 7-884 Gitub mound Zol .gi ari, . 4)C-C Wind Positive:Lumber Increase=1.60,Plate increase-1.60 Uniform Loads a(p) a=20 Cofmg Hom 1-2-52 13901 S.W. 108 Av-- Concentrated Loads(Ib) Vert 6.874 7=874 Mg7 i£ Florida 33176 5)Uwe O�Only.Lumber Increase�.9o,Plate Increase=0.90 Pit.meial=0.90 oads(pff) Phone-05-253-2 28 Pax -105-23.)-,2+5,1 Concentrated toads Ob) � n&�1 1ta �1 EtocethIlg License No. 369.'; Vert 6=6z9 7=629 ri ri Continued on page 2 Job T. Truss Type City Ply PALMISANO (JI) 8536 k JG5 Monopitch Truss 1 1 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Jul 31 15:43:29 2014 Peg ID:pzGEWgMgRu69OcUZgpS3LyvdB-me3A8rMXP6dsza386lGde6vSOgBOgW1 VUdEXk8ysWOS LOAD CASE(S) 6)C-C Wind Positive+Regular.Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert 1-2=114,3.4=-20 Horz:1-2-39 Concentrated Loads Ob) Vert 6=596 7=5W 0000 • • 0000 00.0.0 0000•• •• • 0000•• • 0000•• • • • 0000•• 0000 • • • • • • 0000•• 0000 • 0000• 0000•• 0000 0000• •• •• 0000 0000•• • 0000•• • • • • • • • • • 0000•• • 0000•• • • • 0000•• Mahmound Zolfa an,P.E. Consulting Engines 13901 S.W. 108 Ivo ]Miami, Florida 33176 Phone F1064 PMk§Si0Vgl art fft ing License No. 359 Job Truss Truss Type Oty Ply PALMISANO (JI) 18538 JS JACK-OPEN TRUSS 4 1 Job Reference 'oral DECO TRUSS COMPANY INC.,Princeton,FL 33032 ID:pzGBEWS gRu620Print 7.350 Lyvtl8?P82C012 �R3 Indus ries TL suLJuy Izv2tNm41 313 WP3 1 6 0 5-0-7 1 6 0 5-0-7 Scale=1:13.2 3 4.00 F12 T1 d 7 2 1x4 11 1 B1 4 01 8 2.4— 5-0-7 5-0-7 LOADING(pso SPACING 2-0.0 CSI DEFL in poc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.58 Vwt(LL) 0.07 4-8 >825 360 MT20 2441190 TCDL 15.0 Lumber increase 1.33 BC 0.36 Vert(TL) -0.10 4.8 >569 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL.) 0.02 3 n!a Na BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight:20 Ib FT=O% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc pudins. BOT CHORD 2x4 SP Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP Not MITekrecommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS Ob/size) 3=157&"(min.0-1-8),2x376/0.8.0 (min.0-1-8),4=8010-1-8(min.0.1-8) Max Horz2=327(LC 3) Max Upiifti=-297(LC 3),2-552(LC 3),4=-16(LC 3) Max Gmv3=253(LC 6),2=441(LC 2),4=81(LC 6) FORCES(Ib)-Max.CompJMsx.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 2-7-590f258 WEBS 2-6=-303J432,7-8=407!845 NOTES 1)Wind:ASCE 7-10;Vuk=175mph(3-second gust)Vasd=136mph;TCDL=S.Opst BCDL=S.Opsf,h=26%Cat II;Exp C;End.,GCpi=0.18;C-C Fxterior(2);Lumber DOL=1.Tgi:1 grip D0L=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. • • 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. • • 0000 ••••0• 4 )Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joint(s)4 except(jt�lb)3=297,2=552. • • i • • 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. •• 6)-Sesd-dgkl pitchbreaks with taxed heels"Member end fixity model was used in the analysis and design of this truss. •••••• ••• ••••• ••••i• LOAD CASE(S)Standard • •••• • • • • •••• • ••••• •••••• •••• ••••• • • • •• •• •••• •••••• • seelb • • • • •••••• Mahmound Zolfag ,P.E. Cow ting l ngineem 13901 S.W. 1013 ,ft'v.. Mimnt Florida 33176 Phone 305-253-2428 Fax s05-23�-�24� Florida ftfmional En&ering License No. 3692 Job Truss Truss Type Qty Ply PALMISANO (JI) 8538 J5A JACK-OPEN TRUSS 12 1 Job Reference o onal DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run 7.350 s Sep 27 2012 Print:7.350 s 27 2012 MiTek krdustries,Irxz Thu Ju113 1 15:42:50 2014 Pail ID:PG EWgMgRu69GcUZqpS3Lyvti PBCQyWt 410 bbfJc3TZuosVyz2tNmW3lzttrysWP3 -1-6-0 5-0-0 1 8 0 5-0-0 Scale=1:12.8 3 4.00 12 v T1 7 2 1x4 II 1 B1 4 01 S 2x4= 5-0-0 5-0-0 LOADING(psq SPACING 2.04 CSI DEFL In poc) I/deft Vd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.57 Vert(LL) 0.07 4-8 >848 360 MT20 2441180 TCDL 15.0 Lumber Increase 1.33 BC 0.35 Vert(TL) -0.10 4.8 >5B2 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horc(TL) 0.02 3 n/a n/a BCDL 10.0 Code FRC201WPI2007 (Matrix M) Weight:20 Ib FT=00% 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 cc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed Buri truss erection in accordance with Stabilizer Installation guide. REACTIONS ab/size) 3=155/0-1-8(min.0-1-8),2=37410-8-0(ricin.0-1-8),4=80/0-1-8(min.0-1-8) Max Horz2=326(LC 3) Max Upt(tG-2WLC 3),2-5151(LC 3),4-1 S(LC 3) Max Grav3-251(LC 6),2--43g(LC 2),4-S1(LC 6) FORCES (Ib)-Max.CompJMax.Ten.-AN faces 250(Ib)or less except when shown. TOP CHORD 2-7=-588/257 WEBS 2-6-303/434,74-402/836 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=138mph;TCDL=S.Opsf BCDL=5.0psf h=28fG Cat.II;Exp C;End.,GCpi=O.18;C C Exterior(2);Lumber DOL=1.6D grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about tis center. • • 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. • • •••• •••••+ 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)4 except Qt=ib)3=285,2=551. • • • • 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. • • •• • • 6)•Serrd-rlgki pitchbreaks with Poked heels"Member end to*model was used in the analysis and design of this truss. . *:8:60 +•••• ••••i• LOAD CASES)Standard •••• • • • • • • ••++•• •••• • ••••• 00 0 •• •• •••• •••••• • • Mahmotmid Zo1f.&an,F.E. Cons16ng Enginws 13901 S. I. 108 retie. Nfimi,Florida 33176 Plione 305-253-2428 FaxX05-23.')�2.0 � l �af�s�al�n inee�ing LicenseNo. 352 Job Truss Truss Type I Qty Ply PALMISANO (JI) 8538 J5B JACK-OPEN TRUSS 5 1 Job Reference tional DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s 27 2012 Print 7.350 s Sep 27 2012 Mitek Industries,Inc. Thu Jul 3115:42:50 2014 Peg ID:pzG MgRu89OcUZgpS3LyvtiB-P8CQyWt3b8iOnbbfJc3TZuosLyyl2tNmW3lztuysWP3 -1-8-0 5-0-0 1-6-0 5-0-0 Scale=1:12.8 3 4.00 12 v 7 T1 2 1x4 II 81 1 4 01 3x4= 8 5-0-0 5-0-0 LOADING(" SPACING 2-0-0 CSI DEFL in Qoc) Vdeft Ltd PLATES GRIP TCLL 30.0 Plates increase 1.33 TC 0.58 Vert(LL)009 4.8 >683 360 MT20 244/180 TCDL 15.0 Lumber increase 1.33 BC 0.43 Vert(fl.) 0.08 4-8 >733 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FRC2010/rP12007 (Matrbc M) Weight 24 ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheeihing directly applied or 5.0.0 oc purfins. BOT CHORD 2x8 SP Not BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP Not MiTek recommends that Stabilizers and required cxoss bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS pb/slze) 3=13210-1-8(min.0-1-8),2-376104W(nein.0-1-8),4-81/0-1-8(min.0.1-8) Max Horz2=372(LC 3) Max Up1(Ki=-331(LC 3),2=-944(LC 3),4=-365(LC 3) Max Grav3=248(LC 6),2=442(LC 2),4=84(LC 6) FORCES Ob)-Max CompJMax.Ten.-Ali forces 250(1b)or less except when shown. TOP CHORD 2-7-209/286 BOT CHORD 6.8=-891/450 WEBS 2-8=-358!768,7-8=-498/432,6-7=508/298,2-8=-351/604 NOTES 1)Wnd:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.0psf;h=26th Cat II;Exp C;Part.End.,GCpt=0.55;C-C Exterior(2);porch left Ilymber DOL=1.60 plate gd DOL-1.60 • • 0000 0000•• 2)Plates checked for a plus or minus 0 degree rotation about its center. •••• 0 •• • •• 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except QMb)3=331,2=944,4=366••••• •9•••• *00000 5)Beveled plate or shim required to provide fug bearing surface with truss chord at joint(s)3. •••i•• • • • 6)"Semdty"Semi-right pltchbreaks with fixed heels"Member end fbmodel was used in the analysis and design of this truss. •••••• LOAD CASE(S)Standard •••••• :099:9 • • 0000 • 0000• 0000•• 0000 0000• •• 60 0000 0090:0 666669 • • • 6 • 6 •9696• 0000•• • • 6 •0606• 60 • 666• • • 6000 C:0MWfn9 Engine= 13901 S.W. 10$may,, Miamt F101ada 33176 Phone 305253-2428 Fax s05-23.).2,* 1al �dO S08*117ai Engineering License No, 36� 1 JobTruss Truss Type Qty Pty PALMISANO (JI) 5538 J5D JACK-OPEN TRUSS 2 1 Job Refe3reenpce tions! DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:D7. zG$EWrjMgR2U061 c1�1 7.ZLyvt(B-P C12Qy Tek Industries, du bf s,Inc. u Jul 31 NmW310 2014 Peg yy ztuysWP3 5-0-7 1-8-0 5-0-7 Scale=1:12.8 3 4.00 F12 7 T1 2 1x4 it 61 1 4 01 IT 3x4= 8 5-0-7 5-0-7 LOADINGW SPACING 240-0 CSI DEFL In poo) Udeti Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.59 Vert(LL) 0.09 4.8 >648 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.44 Vert(TL) 0.08 4-8 >717 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FRC2010/rP12007 (Mat" Weight:24 Ib FT-O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 5-0-7 oc purlins. BOT CHORD 24 SP Not BOT CHORD Rigid meting directly applied or 10-0-0 or;bracing. OTHERS 2x4 SP No.2 Mrrekrecommends that Stabilizers and required am bracing be installed durIng truss erection in accordance with Stabilizer installation guide. REACTIONS(lb/size) 3-13310-1-8(min.0-1-8),2--378114)-D(min.0-1.8),4=8210.1-8 (min.0-1-8) Max Horz2-374(-C 3) Mani UpNG=-334(LC 3),2=-949(LC 3),4=AW(LC 3) Max Grav3=250(LC 8),2=444(LC 2),4=95(LC 6) FORCES Ob)-Max.CompJMax.Ten.-All ford 250(1b)or less except when shown. TOP CHORD 2-7=2131297 BOT CHORD 68=-710/457 WEBS 2.8=-358(/74,7-8=-504/437,8.7=5221304,2-8=-3591823 NOTES 1)Wind:ASCE 7-10;Vuft-175mph(3-second gust)Vasd=138mph;TCDL=S.Opsf:BCDL=5.Op9f,h=28i<;Cat.II;Exp C;Part End.,GCpi-0.55;C-C Extedor(2);porch left exLumber DOL=1.80 plate gri DOL=1.80 • • 2)Plates checked for a plus or minus 0 degree rotation about its center. • •••• •••• • 3)Provide mechanical connection(by others)of truss to bearing plate at joints)3,4. • • .00.0. • 4)Provide mechanical connection(by others)of truss to bearing plate capable of whhstanding 100 Ib uplift at joints)except(W-4b)3=334,2=949,4=368.•• • • 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 0000•6 •• • go*** • 8)'Semi-rigid pitchbreaks with fixed heels"Member end tbkity model was used in the analysis and design of this tones. • • • • 000000 0000•• LOAD CASE(S)Standard • • • • 0000 0000•• • • 0000• 0000 0000• •••••• • • • •••• 0000•• go 09 0000•• • • • � • • 0000•• • •••••• • • • 0000•• •••• 0000 • • • Mahmou 2d Zoff'ag .P.h. Consulting Engines 13901 S.W. 108 rid.. Miami.,Florida 33176 Phone 305-253-2428 Fax ,05-23.-)-,;2— 0044 PtAlssional Engineering License No. 36";`2 Job Trues TJACK-OPEN s Type Qty Ply PALMISANO (JI) 8538 J3 TRUSS 6 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print:7.350 s Sep 27 2012 MITek Industries,Inc.Thu Jul 31 15:42:50 2014 Peg ID:pzGMmgRu690oUZgpS3LyvdB-P8CQyWt3b810nbbfJc3TZuovpyl r2tNmW3lztuysWP3 -1-6-0 3-0-7 1-6-0 3-0-7 Scale=1:9.6 3 I 4.00 12 7 2 T1 N 1x4 II 1 61 I � 4 01 g I X8 2x4 11 3-0-7 3-0-7 Plate Ofisets MY):[2:0.2-0.0.0-91 LOADING(psf) SPACING 2-0-0 CSi DEFL in Doc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.35 Vert(LL) -0.01 4-6 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.11 VetXM) -0.01 4-8 >M 240 BCLL 0.0 Rep Stress incr YES WB 0.00 Hore(TL) 0.00 3 n(a n1a BCDL 10.0 Code FRC2010/iP12007 (Matrix M) Weight 14 Ib FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 3-0-7 oc purlins. BOT CHORD 2x4 SP Not BOT CHORD Rigid cepingrdirecty applied or 10-0-0 oc bracing. OTHERS 2x4 SP Not MiTek recommends that Stabilizers and Burin required stoited truss erection In accordance with Stabilizer ilizer Installlationg fdie. REACTIONS(Ib/size) 3=8210-1-8 (min.0-1-8).2=294!0.8.0(min.0-1-8).4=2610-1-8(min.0-148) Max Horz2=232(LC 3) Max UpI11G -155(LC 3),2-473(LC 3) Max Grav3=144(LC 6),2=347(LC 2),4=50(LC 4) FORCES 0b)-Max.CompJMax Ten.-All forces 250 lib)or less except when shown. TOP CHORD 2-7=-442/214 WEBS 2-6=-302/486 NOTES 1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=5.OpsY BCDL=5.Ops1;h=26fk Cat.II;Exp C;End.,GCpi=0.18;C-C ExIwior(2) Lumber DOL=1.6ggKgdp DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. • • 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3.4. 4 • •••• *a**:* 4)Provide mechanical connection(by others)of truss to bearing plate capable of whhstanding 100 Ib uplift at joints)except 0t=ib}3.155,2=473: •. • • • 5)Beveled plate or shim required to provide full bearing surface with truss chord at joints)3. •• •. ••• •• • 8)'SemW9fd pitchbreaks with fixed heels"Member end Poly model was used In the anaysis and design of this truss. •• • •••••• LOAD CASE(S)Standard •••i•• • i••••i • • •••• •••••• 00 0000 Mahino nd ZG, ;lmr,?.a Costing Engines 13901 S.W. 108 rtv.. !!'rich 33176 Phone 305-253-2428 Pmt 105-23--,2, ; Mmidll ftbdioold Ehoctijilg Liceng- No. 36Q'I` Job Truss Truss Type Qty Ply PALMISANO (JI) tam J3A JACK-OPEN TRUSS 2 1 i Job Reference(optional) i DECO TRUSS COMPANY INC.,Princeton,FL Run: 2012 Print 7.350 s pIndustries, 90cUZgpS3Lyvt(B-PBCQyWt3b8 O bbfJInc. Thu Jul 31 4 3TZuovpy?T2tNmW31atuysWP33 -1-6-0 3-0-7 - r 1 6 0 3-0-7 Scale=19.8 3 4.00 12 7 2 T1 N I 1X4 II 1 B1 ) 4 01 g 8 3x4= 3-0-7 3-0-7 LOADING(pst) SPACING 2-W) CSI DEFL in pod) Wall. Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.35 Vert(LL) 0.02 4.8 >999 360 MT20 244/190 TCDL15.0 Lumber increase 1.33 BC 020 Vert(TL) 0.02 4-8 >999 240 BCLL' 0.0 Rep Stress Incr YES WS 0.00 Horz(rL) -0.01 3 n/a Na BCDL 10.0 Code FRC2010rrPI2007 (Matrbc M) Weight:14 lb FT-0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc pudins. BOT CHORD 2x4 SP Not BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP Not MRek recommends that Stabtlizers and required ambracing be instatled duri truss erectlon in accordance with Stabilizer Installation guide REACTIONS pblcze) 3=82/0-1-8(min.0-1-8),2=29411-0-0(min.0-1-8).4-26A)-i-8(min.0-1-8) Max Horz2=280(-C 3) Max UpING=-224(LC 3),2=-701(LC 3),4-184(LC 3) Max Grav3=170(LC 6),2=347(LC 2).4=29(LC 4) FORCES Ob)-Max.CompJMax.Ten.-Ali forces 250(tb)or less except when shown. TOP CHORD 2-7-351/214 WEBS 248=302!810 NOTES 1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=S.Opst BCDL-6.0psf;h=26th CaL 11;Exp C;Part.End.,GCpi=0.55;C-C E)terior(2);porch left exposed;Lumber DOL=1.60 plate gri DOL-1.60 •••• 2)Plates checked for a plus or minus 0 degree rotation about its center. • • •••••• 3)Provide medranicc connection(by others)of truss to bearing plate at joints)3.4. • •••• • 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except QMb)3=224,2=701,4=18a • ,• • 5)Beveled plate or shim required to provide full bearing surface with truss chord at jotnt(s)3. •• • •••••• • 6)'Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design or this truss. •• • •••••• • LOAD CASE(S)Standard •••i•• • i••••• ••••So •••••• • •••• •••••• •••••• • • • :00000 :0000: 00 0 Mahmound Zallagt»-a,Y. . Consulting Engineers 13901 S.W. 108 jjvm. Mani,Florida 33176 Phone 305-253-2428 Fax 0064 :bsioml En jnee xng Licewe N o ; "41 "Ofrlr Vir..fanfi'e 1°Mrs 6- s; Job Truss Truss Type Oty Ply PALMISANO (JI) 8538 J38 JACK-OPEN TRUSS 2 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print 7.350 s Sep 27 2012 MiTek Industries,Inc, Thu Jul 3115:42:50 2014 Pag ID:pzG MgRug9OcUZgpS3LyvtiB-PBCQyWt3b81OnbbfJC3TZuovpy?T2tNmW3lZtuysWP3 3-0-7 1 g 0 3-0.7 Scale=1:9.6 3 1 4.00 F12 7 2 T1 N 1 1x4 II 1 61 4 01 g 8 3x4= - 3-0-7- - - 3-0-7 LOADING(psf) SPACING 24)-0 CSI DEFL In (Loc) Wall Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.35 Vmt(LQ 0.02 4-8 >999 360 MT20 2441190 TCDL 15.0 Lum1wincxease 1.33 BC 0.20 Vert(I-) 0.02 4.8 >999 240 BCLL 0.0 Rep Stress ince YES WB 0.00 Horz(rL) -0.01 3 n/a n1a BCDL 10.0 Code FRC2010/rP12007 (Matrix-" Weight 14 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purling. BOT CHORD 2x4 SP Not BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2X4 SP Not MRek recommends that Stabilizers and required cross bracing be Installed dura truss erection in accordance with Stabilizer Installation guide. REACTIONS pb/siZe) 3=82!0-1.8(min.0-1-8),2--294/0-8-0(n-dn.0.1-8),4=28/0-1-8(min.0-1-8) Max Horz2-260(LC 3) Max Upti 3 -224(LC 3),2-701 PLC 3),4=-164(LC 3) Max Grav3=170(LC 6),2,347(LC 2),4=29(LC 4) FORCES (Ib)-Max.CompJMax.Ten.-Ali forces 250 Pb)or fess except when shown. TOP CHORD 2-7-351/214 WEBS 2-6=-302/810 NOTES 1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd-136mph;TCDL=S.Opsf;BCDL=5.0psf:h=26tt;CaL 11;Exp C;Part.End.,GCpi=0.55;C-C Exterior(2);porch left exposed;Lumber DOL=1.60 plate gd DOL-1.60 •••• 2)Plates checiced for a plus or minus 0 degree rotation about its center. • • 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. • •••0 9966:0 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joints)except aMb)3=224,2=701,4=1�. • • • 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. •0 6 0••••• • 6)"Semi-rigid pitchbreaks with fixed heels"Memberend fixity model was used In the analysis and design of this truss. 000000 0• 0 0000 •• • LOAD CASE(S)Standard ***:so 0 :9090: • • • 0000 •0006• • 0000 0000 • • • •6•• •000• •000• • • ••0• 00000 0 00 00• •0•••• • • • • • ••00.6 • • 0000•• • • • • • ••0.06 0.00 ••06 • 0 0000 Mahmounci TolragW".-.k,. Consulting Engineers 13901 S.W. 108 xv., Miami,Florida 33176 Phone 3056253-2428 Fax ,05-23' ,2--N Florida Professior.A ftneering License No, �-Qz' ewool 444"Wmtit#- rr1? r 7v;n 6.1"; Job Truss Trues Type Oty PlyPALMISANO (JI) P`�8538 J1 Jack-Open Truss 6 t Job Reference o DECO TRUSS COMPANY INC..Princeton,FL 33032 Run:7.350 s Sep 27 2012 P" 7.350 s Sep 27 2012 MiTek Industnes,Ira Thu Jul 31 15:42:49 2014 P ID:pzGEWdMgRu6%9UZgpS3Lyvtl&xy:21 tRggaX9ROSmuYE0gFk3YhpJ07CHPYOKSWVW67 1-0-7 1 6 0 1-0-7 Scale=1:6.5 3 7 4.00 R-2 2 1x4 11 T1 ip 1 B1 d 4 01 6 8 3x4= 1-0-7 1-0-7 Plate Offsets(X Y)•[2.0-D-0,0-0-71 LOADING(pst) SPACING 2-0.0 CSI DEFL in poc) Well L/d PLATES GRIP TCLL 30.0 Plates Inaease 1.33 TC 0.35 Vert(LL) 0.00 8 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.10 Vert(TL) 0.00 8 >NO 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FRC2010/fP12W7 (Matrix M) Weight 8 Ib FT-0% LUMBER BRACING TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 1-0-7 oc purlins. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP Not MiTekrecommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation culde. REACTIONS(lb/size) 2=283/08-0(min.0-1-8),4=-32!0.1-8(min.0-1.8),3=-14/0.1-8(min.0.1-8) Max Horz2=139(LC 3) Max Uplffa-502(LC 3),4-40(LC 2),3-17(LC 2) Max Grav2=314(LC 2),4=87(LC 3},3=45(LC 4) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=353/192 WEBS 2-8=-3081539 NOTES 1)Wind:ASCE 7-10;Vuit-175mph(3-second gust)Vasd-136mph;TCDL=S.Opsf BCDL-5.Opst;h=28tt:Cat 11:Exp C:End..GCpi=0.18.C-C Extedor(2);Lumber DOL=1.60 V.I.grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about Its center. • 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,3. • • • 9999 ••••�• 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,3 except tjt=Ib)2=502. • • • • 5)Beveled plate or shim required to provide full bearing surface with truss chord at joints)3. •6 • •• • • 6)"Semi-rigid pitchbreaks with fixed heels"Member end tbdty model was used In the anayrsts and design of this buss. •••••• •••••6 9999•• LOAD CASE(S)Standard •••i•• • i••••i • • 9 • 9999 •9 • • 9690 6••96 roo • 6 ••6• •9.6.6 • • • • • • ••066. • • • •0000• 9999 a •9•• • • Consulting Eng).nm 13901 S.W. 108 tie. !Miami,Florida 33176 Phone 305-253-2428 Eax s05-23.)-Qo Florida Professional EnLicense No. 3692: Job Truss Truss Type Qty Py PALMISANO (JI) [8538 J1A JACK-OPEN TRUSS 4 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 212012 Pr rt 7.350 s Sep 272012 MIT industry,I- Thu Jul 3115:42:49 2014 Peg ID:pzGEWry'MqRu69OcUZgpS3LyWB-xye2lAtRggaX9ROSmuYE0gFk3YhuJQ7cHPYQKSysYYP4 -146-0 1-0-7 146-0 1-0-7 Scale=1:6.5 3 7 4.00 F12 2 1x4 II T1 1 B1>< c5 4 01 8 8 4x4= 1-0-7 1-0-7 Plate OBsets MY):12:0-0-0,0-1-3) LOADING(psf) SPACING 2-0.0 CSI DEFL In coc) Vdell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.35 Vert(LL) 0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.09 Vert(TL) 0.00 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FRC2010/rP12007 (Matrix-NI) Weight 8 Ib FT-O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP Not :,Iek recommends that Stabilizers and required cross bracing be installed dudn truss erection In accordance with Stabilizer Installation guide. REACTIONS pb/size) 2=263/0.8.0(min.0-1-8),4=-3200-1-8(min.0-1-M,3=-14/0.1-8(min.0.1-8) Max Horz2-148(LC 3) Max UpiifR -513(LC 3),4=-40(LC 2),3-17(LC 2) Max Grav2=314(LC 2),4=83(LC 3),3=58p-C 4) FORCES Ob)-Max.CompJMax.Ten.-Ali forces 250 Ob)or less except when shown. TOP CHORD 2-7=-353/192 WEBS 248=-3081544 NOTES 1)Wind:ASCE 7-10:Vu1h175mph(3-second gust)Vasd=136mph;TCDL=S.Opsf BCDL=S.Opst h-261k Cat.11:Exp C;Part.End..GCpi=0.55;C-C Exterior(2);porch left ejM Lumber DOL-1.60 plate gri DOL=1.80 2)Pietas checked for a plus or minus 0 degree rotation about its center. •0*90 • 3)Provide mechanical connection ion(by others)of truss to bearing plate at joints)4,3. • 4)Provide mechanical connection pry others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints}4,3 except("lb)2-513. •••• • •*0000 •• 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. •• • •••••• 6)'Semi-rigid pitdhbreaks with fixed heels"Member end MV model was used in the anaysis and design of this truss. ••• •• • • •••••• • •••••• LOAD CASE(S)Standard • • • • •••• •••••• • •••• •••••• • •• • ••• • • • • • •••••• 00 ConslAting Enginms 13901 S.W. 108.rico. MM4* Florida 33176 Phone 305-253-2428 Fax -j05-23.x,2-,r, Flodda Professional F-noee* Lice N 3 : j Job Truss Truss Type Qty Ply PALMISANO (JI) 8538 MV2 Valley Truss 1 1 Job Reference o DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s Sep 27 2012 Print:7.350 s 27 2012 M"ek Induslnes,Inc. Thu Jul 3115.42:512014 Peg ID:pzGEWgMgRu690cUZqpS3Lyvt( oAsuhMRgFPkArtJai65L9ZMOenKdvlj1XPLysWP2 2-0-0 -- J 2-0-0 Scale=1:5.6 4.00 12 2 1 B1 3 2x4 I LOADING(psf) SPACING 240.0 CSI DEFL in (loc) Weil L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.03 Vert(LL) We n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.01 Vert(TL) We We 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FRC201 OrTP12007 (Matrix) Weight 5 Ib FT=D% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 240-0 oc purlins. BOT CHORD 2x4 SP Not BOT CHORD Rigid ceiWtg directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed dudn truss erection in accordance with Stabilizer Installation gulde. REACTIONS(lb/size) 1=52/240.0(min.0-1-8),2=41/2-0.0 (min.0-1-8).3-11&0-0(min.0.1-8) Max Horzt=W(LC 3). Max Uplift1=-59(LC 3),2=-82(LC 3) Max Grav1=71(LC 6),2=85(LC 6),3=11(LC 1) FORCES(Ib)-Max.CornpJMax.Ten.-All forces 250 Qb)or less except when shown. NOTES 1)1Mnd:ASCE 7-10;Vult-175mph(3-second gust)Vasd-136mph;TCDL=5.Opst;BCDL=5.Opsh,h=26ft;CaL 11;Exp C;End.,GCpi=0.18;C-C Extedor(2);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)Bearing at jolnKs)2 considers parallel to grain value using ANSI/TP11 angle to grain formula. Building designer should verify capacity of bearing surface. • •• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. • • •••••• 6)'Semi-rlgld pitchbmaks with tbced heels'Member end OxW model was used in the analysis and design of this truss. • •••• • LOAD CASE(S)Standard •••• • •• • •• • • • 0000•• •00.00 •9 • 0000•• 9 0000•• 0000 0000•• • • 0000• 0000 • • • 0000 0000• • 00 0000 0000•• •• 0000•• • • • 0 • • 00 0000•• 0000•• • • • • • •9000• •��• 0000 • • Mahmound Z©lfaghW4 P.E. Conalfing B*nm 13901 S.W. 108.nv.. F101iida 33176 Phone 305-253-2428 Fax,105-233-,2�t� Fledda Profes IOW Enghieedng Lice= No. 36,92;N6 611116 'Job Truss T-- TQty Ply PALMISANO (Jt)1-8MV4 lley Truss 1 1 Job Reference 'nal DECO TRUSS COMPANY INC.,Princeton,FL 33032 Run:7.350 s 27 2012 Prhtt 7.350 a Se 27 2012 Mi 1 sk hdustnes,Irr– Thu Jul 31 15:42:512014 Peg ID:pzG MgRuBg=ZqpS3L=B-tKmoAsuhMRgFPkArtJai65L5iMNhnKdvljlXPLysWP2 4-0-0 • 4-0-0 Scale=1:8.7 2 i 2x4 11 4.00 12 i W11 1 B1 3 2x4% 2x4 11 I LOADING(psQ SPACING 24)-0 CSI DEFL in Qoc) Vdefi Idd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.28 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.07 Vert(R) 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 Code FRC20101rP12007 (Matrix) Weight:12 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins,except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed curio truss erection,In accordance with Stabilizer Installation gulde. REACTIONS Qblsize) 1=1401404) (min.0-1-8),3=140/4.0-0 (min.0.1-8) Max Horz1=141(-C 3) Max UpHM -159(LC 3),3-208(LC 3) Max Grav1-191(-C 8),3=204(LC 8) FORCES (lb)-Max.CompAAax.Ten.-All forces 250 Qb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vesd=138mph;TCDL=5.0psh,BCDL=5.Opsf;h=28ft;CaL it;Exp C;End.,GCpi=O:18;C-C Exterior(2);Lumber DOL=1.80 plate grip DOL=1.80 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Gable requires continuous bottom chord bearing. 4)Provide mechanical connection Qhy others)of truss to bearing plate capable of withstanding 100 Ib uplift at joh*s)except Qt=Ib)1=159,3=208. •••• 5)'Semi-rigid pik:hbreaks with fixed heels'Member end f by model was used in the analysis and design of this truss. • • ••••�• LOAD CASE(S)Standard •• 0000• 00 0 • 0000•• •• • • • 0000• 0•• 0000•• • • • 0000 • • 696••• • 0000• 0000 • • • 0000 0000• • • •9 0000 0000•• • 000 000•• • • • • 0 •9.0•• : • 6960•• • 0000 Maf2motmid Zo4giar4 F.F. ConsWting Enginim 13901 S.W. 108.vv. Miami,Florida 33176 Phone 305-253-2428 Fax -i,05-23: �2,o F)Mda lrofessianal Ea ce Lic Na, 3692 STANDARD LATERAL WEB BRACING TRUSSES ® 24" O.C. TYP. PER TRUSS DESIGNLWITHC2-10d NAILS PER WEB FOR FORCES UP TO 4600 Ibs. FORCES IN EXCESS OF 4600 Ibs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X—BRACING AT 20'-0" INTERVALS FOR WEB FORCES UP TO 2509 Ibs. AND AT 10'-0" FOR FORCE GREATER THAN 2509 Ibs. END OF BRACING MEM. SHALL BE CONNECTED A FIXED LATERAL BRACING DETAIL RIGID POINT OR X—BRACECED AS NOTED ON THIS DETAIL. ALT. LATERAL BRACING DETAIL 10d ® 6" O.C. TYP. SIZE ACE ME TRUSSES 0 24" ANDRGRADEAAS WEB. O.C. TYP. WEB (2x6 MAX.) T— BRACE WITH O.C.NAILS ® 6" WEB SECTION QET•AfL. ....; NOTE: 00 : 00 •• • ••••• BRACE MUST BE 80% THE LEHGTH •••:•• • :•••• OF THE WEB. • • THIS DETAIL IS TO BE USED AS AN •00•x• ••�� ••••• ALTERNATE FOR CONTINUOUS •"� • LATERAL BRACING. 000040 •••�•• �� •� •••••• • MINIMUM GRADE OF LUMBER TPI-2007 Oo Mohmoud Zolfoghori •••• T.0......SEE STRUCTURAL SHEET. 13901 S.W. 108 Ave. Revised: 305- 3 428 B.C......SEE STRUCTURAL SHEET. 7/7/94 305-253-2428 76 WEBS...SEE STRUCTURAL SHEET. 03/2012 P.E. No. 36921 LOADINGPLF �� 00 STIR. INCR.: 33% n L. D. DRAWN BY: G.L.H. I 1 I I T.C. 30 15 CHECKED BY: J.A.I. U u' B.C. 0 10 REP. STRESS: YES SPACING: 24 INCH 0 C. MITek Industries Inc. Approved for MITek industries Inc. STANDARD ROOF VALLEY DETAIL SUPPORTING VALLEY VALLEY TRUSSES TRUSSES AREA SEE NOTE (o}. STRAP 0 48" O.C. SEE NOTE (c) BELOW. 3x5 SUPPORTING TRUSSES 2'-0" O.C. MAX. NOTES: (a) Provide continuous bracing on verticals over 6'-3". Connect bracing to verticals w/2-8d nails and bracing must be tied to a fixed point at each end. PARTIAL ROOF LAYOUT (b) Max. spacing for verticals studs =8'-0". On trusses with spans over 24'-0" the verticals should be spaced at 6'-0" O.c;. max. (c) Conn. for wind uplift w/ min. 1 1/4", 16 ga. twist strop at 4'-0" intervals w/4 10d nails each side of strap. Max. 175 mph wind speed 20'-0" max. wall height. (ASCE 7-10). 12 VALLEY TRUSSES AT —� PITCH 2'-0" O.C. MAX. •••• Note: Plywcio eslReathir" rray be •• extended below valley•tr les. .. ••• Provide o P enlr: Ior straps to ' connect to rujjes below. . 6 • SUPPORTING TRUSS '.•..` ��`•• " "• 6" WEDGE NAILED TO TRUSS W/2-8d TOE NAILS '••"` OR BEVEL CUT BOTTOM CHORD OF VALLEY TRUSS. MINIMUM GRADE OF LUMBER Mahmoud Zolfoghori 13901 S.W. 108 Ave. REFER TO ENGINEERING FBC-2010 Miami, FL. 33176 SHEETS. 305-253-2428 DECO TRUSS COMPANY P.E. No. 35921 13980 S.W. 252 ST. LOADING (PLF) STIR. INCR.: 33% PRINCETON, FL. 33032 f/j L. D. DRAWN BY: T.C. 30 15 CHECKED BY: I B.C. 0 10 REP. STRESS: YES SPACING: 24 INCH O/C. . ,oLf COMPANY,TRUSS INC • Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 HIP /JACK HANGER DETAIL SHEET 1. FOR HIP CORNER JACK 5'-0"AND T-0"SETBACK,USE USP HJC26 UNIVERSAL HIP HANGER,ON BOTTOM CHORD.TOP CHORDS NAIL WITH THREE(3)—16D NAILS AND USE USP RT7(UR)HURRICANE CLIP FOR HIP CORNER JACK 9'-0"AND 11'-0"SETBACK,USE USP HJC28 UNIVERSAL HIP HANGER ON BOTTOM CHORD.TOP CHORDS NAIL WITH THREE(3)-16D NAILS AND USE USP RT7(UR)HURRICANE CLIP 2. FOR F-0"TO 9'-0"SIDE JACKS,NAIL TOP&BOTTOM CHORD WITH THREE (3)-16D NAILS AND USE USP RT7(IJR)HURRICANE CLIP AT TOP& BOTTOM. 3. FOR COMMON JACKS 5'-0"TO T-0",USE USP CLPBF BUTTERFLY HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE(3)-16D NAILS AND USE USP RT7(UR)HURRICANE CLIP AT TOP 4. FOR COMMON JACKS 9'-0"TO 11'-0",USE USP THD 26 HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE(3)-16D NAILS AND USE USP RT7(UR)HURRICANE CLIP AT TOP •6•••• 6666.. • 666 • • 6 • 660.0. 60 . 0.00.0 NOTE: 0 • :0000: 6666.. 0 Refer to attached Miami-Dade County Product and/•e000 r• Approvals for nailintz and proper use ofhanger_s.•; V60 0066• .666 066666 6666.. • Hanger/Strap State of Florida or Miami-13acre eourtip•• 6666.. I.D. Number Approval Numbbr ••• • HJC26& HJC28 Miami-Dade Approval Number 11-0510.51-•- SKH26.UR - Miami-Dade Approval Number 11-0510.01 RT7— Hurricane Clips Miami-Dade Approval Number 11-0510.01 CLPBF—Butterfly Hanger Miami-Dade Approval Number 08-0206.07 I HJC HIPIJACK ALLOWABLE LOADS, DIMENSIONS Qnch" FASTENER SCHEDULE ' SP ALLOWABLE LOADS Obs)3.4 STOCK STEEL Carried Trusses NUMBER GAGE W H D Carrying Truss Jack HIP DownloadY LION oty TYim Oty Qty Type C13 1.0 CD=1.15 Cas 1.26 Co-1.6 4, f'$:="i• HJC26 12 6 b/6 3'14 16 18d Common 7 5 10d Common 202Q2090 2090 2006 HJC28 12 6 7'! 1'14 20 led Common 8 6 1 Od Common 3220 3705 3985 2010 , ,:' FOR SI_1 Inch=25.4 mm,I Ibf=44S N,1 psi=6.89 kPa 'A 1 Od Common Nab Is a rail with a diameter of 0.148°and length of 3. ; Y A 16d Common Nall is a nail with a diameterof 0.162"and a length of 31/z'. 8 I! toads have been increased as shown In accordance with code. 15°A and 25%for snow and construction toads. No further increase is permitted. a °� 60%for wind or seismic loading. No further increase is pannffied. H fife lumber species Is Southern Pine ° °• ® e° »" `'>� 4rhe published load is for the total of the hip at 45 degrees and jack at 90 degrees combined. ¢Rha minimum header thickness shell be 2 Inches for the 16d common nails. e W JUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS HX TYPICAL HJC INSTALLATION DIMENSIONS('orches) FASTENER SCHEDULE'2 SP AIJ OWABLE LOADS(lbs.)4 STOCK STEEL Header Joist Downloads UPfitss NUMBER GAGE W H D A OtY Ty" QtyType Cs=to C0=11.151Co=1.25 CD=1.6 JUS24 1s 191,6 316 1 , 1 4 10d Common 2 1 Od Common 710 815 SW NIA JUS26 18 is/ 413116 1314 1 4 10d Common 4 10!Common 925 1065. 108D 1040 JUS28 18 19/16 6616 1a1Q 1 6 10d Common 4 10d Common 1170 1350 1468 1160 JUS210 18 161 7314 1314 1 8 10d Common 4 10d Common 1420 1835 1700 1115 +Y;KODUCFROMwED For SI: 1 Inch=26.4 mm,1 tbf=446 N,1 psi-6.89 kPa do 'A 10d Common pals Is 3 inches long and 0.148 inches in diameter NOA No.11-0510.01 2The 1 od Common Nails nails driven Into the joist shalt be Installed at 30 to 45 degrees horkm,&tlY toward the header. Ito sLoads have been,Increased as shorn In accordance with code Expiration Date:June 04,2016 15%and 25%for snow artdconstruction bads. No furtheriimrease is pamiltted. Approval Date:July 21,2011 60%for wind or seismic loading. No fnrttter Increase Is permitted. �IOfIYEe�° °The lumber species is Southam Pule �? 61Jppft loads for cor rectors fisted as NIA had an uplift capacity less than the required 700 pounds. . .• ••. • . • ;:_.''' . s. _ UNITED STEEL PRODUCTS COMPANY r. i i ••i i " i } 14305 SOUTHCROSS DRIVE-SUITE 200 • • • • �' BURNSVILLE,MN 55306 PH:800 328-5934 •i 1 ••• •• • �� ry;: ;}<r },; H - =" NAME: FACE MOUNT HANGERS HJC JUS f `t JI • '•• t�r;"�4s:��f .~ � • — - DATE: STEVE N A 3RECKE ••• • ••• • - •` - 31213/2011 PROFESSIONAL ENGINEER • •• • • r • • .� ,A " :^ _ LICENSE NO.70432 'Y •r ,•/�.. �•.� SHEET: DRAWING NO.: SLANT NAIL DETA" - 1 OF 2 MD-HJC-JUS • • • •TXPJCp!Jt�S INSTALLATION JUS SKH SKEWED HANGER ALLOWABLE LOADS DIMENSIONOIinches FASTENERSCHEDULE SP ALLOWABLE LOADS b$a STOCK STEEL. Header Joist t>orvnloW2 Uplift2 NUMBER GAGE W H D Face Type Qty Type Cp=1,0 Co a 1.15 Co 1.25 Op=1.6 SKH26UR 16 1/ 5'! 1/ 6 18d Common 6 tOdx1-112 » 1030 1120 870 ``^� For S1:1 Inch=26A mm,1 psi=6.69 kPa,1 1bf=4.45 N 'A 10dx1-117'Common nails is 1'/2 Inches kM and 0.148 inches in diameter The 16d Common nall is 0.162 inches In diameter by 312 inches lafg. 2L.oads have been increased as shown In accordance with code. >4 16%and 25%for snow and construction loads. No tut w Increase Is permitted. 60%forwind or seismic loading. No further increase is permitted :6:sa. ''The lumber species Is Southern Pins :•' C ' t SKH26R INSTALLATION M�•ti D DRIVE NAILS AT'ANGLE ._•' W SKH26R INSTALLATION Y" TOP VIEW JL JOIST HANGER ALLOWABLE LOADS SKH FASTENER SCHEDULE" ALLOWABLE LOADS(lbs)s STOCK STEEL DIMENSIONS(Inches) Him• Jow Download 2 Uplift 2A NUMBER GAGE W H D Qty Type Qty Type C0=1:0 Cp=1.16 Co-1.25 Cpm 1.6 JL24 20 1 t 3 1/ 4 10d Common 2 10dx1'1 490 565 615 WA JL26 20 1! 4 J 11 6 10dCommon 4 10dx1'i 740 850 925 700 � l� JL28 20 1e/ 63! 11 10 10d Common 8 10dx1'/ 1230 1415 1515 940 JL210 20 1 1 47 1% 14 10d Common 8 10dAl 1720 1960 2070 1170 For Sl: 1 Inch=25.4 nrm,1 Ibf-4.45 N,1 psi-6.89 kPa. N11 to lod Common nail is 3 Inches long and 0.148 inches in d ameter A IOW'/2 nail is 112 inches kmg and 0.146 etctles In ammeter NOA No.11-0510.01 2Loads have been Increased as shown In aceorsenea with code. Expiration Date:June 04,2016 gy 15%and 25%for arrow and construction loads' No further increase is petmittad. Approval Date:July Z 1,2011 I 60%fa•windorse'smicloading. Nofiaiharincreaselspennitted. sTha lumbersoedes is Southern Phe a 04Up41ft toads for connectors listed as NIA had an uplift capacity less than the required 700 pounds. 0 • �: : : • • : : • ® @ UNITED STEEL PRODUCTS COMPANY `r • •i •a i i i 000 • 0 - 14305 SOUTHCROSS DRIVE-SUITE 200 `°�k = k • • a•• a• i i ••a H BURNSVILLE.MN 55306 PH:800,128-59U ^�`.,`••^tel. .•, � •':.'.'i o NAME: FACE MOUNT HANGERS SKH JL ;.- • • • • ci�$Z DATE: STEVEN A BREKKE e • • a w D ', 3/2812011 PROFESSIONAL ENGINEER • • • • �� ... LICENSE NO.70432 SHEET: DRAWING NO.: r• ; _ �^ ••• • • • • ••• • • 20F2 MD-SKH-JL JL • •• •• • • • •• •• ••• • • • ••• • • STRUCTURAL WNNECTORS' 1r ` 3 f r t Vi 1 t i 999j ,.i Typical RMA Typical RM Typical RU Typical RM trusstrafter truss/rafter to trusstrafter truss/rafter 9 to plate installation plate installation to double to double plate installation plate installation 7j 7/ 1 16" 1 7j8 .j 17/&-r 19116 C a 2112., a' 0/2-� 5114„3/ $ 4112" � 3 � f �. � � 4 # .;� 2 v F s; 1114' 1 1ff�f3 9116' ab V 2- 1175116 RMA RM / RT5 RT6 ''� k i f f r ,j t1 F2 Typical R77 Typical R77A Typical RT16 truss/rafter trusstrafter Typical RIBA trusslwher to double to double stud to double to douft plate to ••.464 plate installation plate installation plate installation •..• $tud installation 4' 0 • 0 ...•.. 66 • ...... 191, ' 0000•• 19/t6'� i•6.6i a 1 7/2" 11/4" 0000 • • • • '1 �. • • • •• 1 �• 0000 • .; 0000• /1 • • 15/6- 000006 3/ •• 0000• 000000 0 1 4906•• • a, '{ ^1 4 _°'� •6999• � • ! 4'i• • • 3 • •9•••6 7 f i • !a 61/2713116' • • 6 • 0 6••46 215/1 •• • •• • • 0000 10 314" `d1,ir 11/4) t. RT7 RMA VRrlO continued on next page • 1-800-328-5934•www.USPconnectors.com CUSP STRlKTURAL �i Fastener ScheduN'A4 Allowable Loads(Lbs.)' TrusstRafter ' Top Plate Masonry Block Lateral 180% UPIR DF-LISP S-P-F USP Steel Stock No. Ref.No. Gauge TC4 Type Qty d16d Qty Type F1 F2 F3 160% 180% Code Ret 9 10dx1-1/2 -- 4 1/4°x1-3/4'Tapcon 630 480 115 1395 1395 RT16M HM9KT 18 y 1a1-XI-112 4 2 1t4'x 1-314'Tapcon -- -- -- 1360 1360 F79 1)Allowable loads have been increased 60%for wind or seismic loads;no further Increase shall be permitted. 2)10d x 1-1/2 nags are 9 gauge(0.148'diameter)by 1-1/2"long. 3)Install with 1/4"x 1-314'Tapoor&Concrete Screws in accordance to manufacturer's installation specifications. 4)Fasteners to be Installed to fully grouted and reinforced concrete masonry, a v These anchors tie trusses and rafters to top plates and may be used to be wood framing members to resist uplift and lateral forces. Materials: See chart Finish: G90 galvanizing; RT7A-GC&RT15-GC—Gold Coat t`') Options* HHCP2,RT3A,RT4,RT5,RT7,RT7A,RT10,RT15,RIBA, RTI 6A,and RTI 6-2 are available in Triple Zinc.To order, ® add 7Zto stock number,as in RT10-T7 *• °' RT3A, RT4, RT5, RT7, RT8A, RT10, RT16A, and RT16-2 }^ are available in Stainless Steel.To order, add SSto stock number,as in RT7-SS. Typical HC520 Codes: ESR-1881, ESR-1465,2031C, FI-565, FL821,FL817, gable brace installation FL859, Dade County, FL 07-0306.10, L.A.City RR 25779 'I'M 19"'o14 1 1 5lg' p � '.;�;,�, � `^��„�*.-4 'n��a � _ � � ^•+gra Typical HCPRS Typical HC520 stud to plate installation HCPRS stud to plate Installation HC520 0000 0000 0000.. 0000.. 0000.. 0000 0 . b 000000 UpliftWall To PI" 0000. t: ;••• 0000 6 e t, e• �� ' 6 5/8 � • f � ..• • Typical HHCP2 HHCP2 1 rk truss/rafter to double plate P" PM M, °? corner installation Hurricane Anchor Installation to achieve twice the load (Top View) 1-800-328-5934-www.USPconnectors.com continued on next page USP2173-111 Y STRUCTURAL Materials: See chart Finish: G9O galvanizing options: See Specialty Options Chart. Rough/Full sizes available. 'k $s THD hangers with widths greater than 3"can have one flange inverted with no load reduction. Specify right(R)or left(L). Codes: ESR-1781, FL9835, FL13285, r Dade County,FL 06-0921.05, L.A.City RR 25843 C Typical TH17210 Installation Installation: •Use all specified fasteners.See Product Notes,page 11. � , �tv i m Some model designs° I inay nary from . j`'. H Illustration shown ": T x. f. W •• .•° THD28 Dimensions Fastaner Schedule'^' Allowable Loads(Lbs.) .� Header Truss DF-LISP Joist/ USP Steel Floor Roof Ups Code Truss Slav Stock No. Ref.No. Gauge W H D Qty Type Qty Type 100% 115% 125% 160% Ret 2 x 6-8 7H026 HTU26 16 1-58 5.1116 3 16 16d 12 10d x 1-112 2485 2855 3060 2170 2 x a-10 THD28 HTU28 16 1-518 7 3 28 t6d 16 10d x 1-12 .W 3965 3965 2330 2 x 10-12 THD210 HTU210 16 1-58 9 3 38 16d 20 10d x M12 5075 5115 5115 3095 5 (2)2x6-8 THD26-2 HHUS26.2,HA126.2 14 3 M6 5.38 3 . ,18 16d 12 10d 2540. 29� 3175... 2285 F18, 2)2 x 8-10 THD28-2 HHUS28-Z HTU28.2 14 3-7116 7-116 3 28 16d 16 10d 3950 4540 4936 2595 '' F30, 2 x 10.12 THD210-2 HHU5210.2,HTU210-2 14 3-7116 9-18 3 38 16d 20 10d 5366 6180 6700 X10 D2 4x6-8 THD46 HHUS46 14 3-58 5.5116 3 18 16d 12 10d 2540 2920 3175 2285 R5 4x8_10 THD48 HHUS48 14 3-58 7-1116 3 28 16d 16 10d 39� 4540 4935 2595 4x10-12 THD410 HHUS410 14 3-518 9.1116 3 38 16d 20 tOd 5360 6160 6700 3810 402-14 TH0412 14 3-58 11 3 48 16d 20 10d 6770 7045 7045 3810 4 x 14-16 THD414 -- 14 3-68 12-78 3 58 16d 20 10d 7045 7045 7045 3810 5,F30,R5 (3)'2 x 10.12 " TH5210.3, HHUS210-3 12, 5 18 9 3 38 16d' 30 16d 5W6516 7045 3850 5,F18,F30,02 R5 6x10-12 THD610 HHUS5.50110 12 5 112 9 3 38 16d 26 1 1 5W 6510 7080 3410 5,F18, 6x12-14 THD612 -- 12 5-112 11 3 48 16d 20 10d 7150 8225 8415 4065 F10,F30,D2,R5 604-16 14-16 THD614 -- 12 5-12 12-718 3 68 16d 20 10d 8415 8415 8415 4065 5,F30,RS _7x 9.1/4=14 THIM10 HHUS725110 12 7-114 .9 -3 38 16d 20 10d 5660 6510 7080 34105,F%F36,D2,R5 1)UpBfl loads have been increasidd 609/6 for wind or seism loads;no further increase shah be pemnTted. • • 2)10d x 1-12 nags are 9gauge(0.148-diameter)by MT kmg. •• •••• ••••.• 3)Wmimum nab penetrerxm is 1-W for 16d nabs. •• • •• • • • •••• • ••••• Specialty Options Chart—refer to Specialty Options pages 194 to 195 for additional details. •• •• ••• •• ••• Option Skied'} Sloped Seat' Sloped/Skewedw irrrrerted Flange •• •• •••• •••••• • Not available in widths<r. i••i•i • •• Range V to 45' 1-to 45' See Sloped Seat and Skewed Widths>-3 can have • • i•••i• •••••• one flange Inverted. • • • • • 100%of table bad. •• • 000* • • Allowable 85%of table bad 65%of table load 65%of table load 65%of table load when ••i• Loads nailing into the support members end grain. Add SK,angle required, Add SL,slope required, Add 1fFpne flange, Ordering and right(R)or left(L), and up(U)or down(D), See Sloped Seat and Skewed. right(R)and left(L), to product number. to product number. Ex.THD41 O-SK45RSL30D to product number. Ex.THD410-SK45R Ex.THD410-SL30D Ex.THD41011FR 1)Skewed hangers with skews greater than 15°may have all joist nailing on outside flange. 2)Sloped or sloped 1 skewed hangers with slopes greater than 15"may have additional joist nails. 3)A8 sloped,skewed,or combinations require bevel cut or sgare cut on joist in all applications. • 6 1-800-328-5934•www.USPconnectors.com Usr- STRUCTURAL co" The MUS&HUS hanger series offers double shear nailing. I Raised USP's raised dimple allows for 300 to 450 nailing through30 t0�! I toai 3( 45 the joist into header, resulting in higher loads and less a EH nailing Waiting. Materials: See chart r f' Finish: G90 galvanizing Codes: ESR-1881, Fl-9835, HUS Ito Dade County, FL 06-0921.05 Typical HLISinstallation Installation: (M/Ssimilar) t ' ` •Use all specified fasteners.See Product Notes,page 11. } 5' •Joist nails must be driven in at a 300 to 451 angle through the joist or truss into the header to achieve listed loads. J4{ " Er Standard length "double shear" nails must be used to t' achieve listed load values. „ "p I `J H c Double Shear nail deeign ,Y` Usee standard featuree fewer nails and 7. length mite � ,/ Z, faster installation / c MUS Dimensions Fastener Schedule, ABowableLoads"a-f Header Trues DF4.1SP S-P-F Jotatl USP Steel Floor Roof UP"' Floor Roof Uplift' Code Truss Size Stock No. RANO. Gauge yy H qty I.TM qty Type 100% 115% 125% 160% 100% 115% 126% 160Ya Ref. MUS26 MUS26 18 1.9116 5.1/16 6 10d 6 10d 1285 1476 1605 865 1100 1265 1375 725 110 s 2x6-8 6,F15,F18, HUS26 HUS26 16 1-518 5 7116 14 16d B 46d 2635 .3030 3295 1925 22� 2600 2810 1615 02,R13 MUS28 MUS28 18 1-9/18 7-1116 8 10d 8 10d 1710 1970 2140 1230 1465 1685 183D 1035 110 2x8-10 HUS28 HUIS28 16 f 518 7-3118 22 1&I 8 16d 3970 4345 4345 2570 3410 3850 3650 216D 2x10-12 HUS210 HUS210 16 15$ ' 9.3116 30 16d 10 1&i 5310 5510 5510 3205 4095 4420 46� 2690 g F15, 1-314x5-12.7-1/4 HU8175 HU1.81/5 16 1.13M6 6.318 14 16d 6 16d 2635 3295 1925 2280W46 F18,DZ 1.3#1x7-1/4-11.14 HUS177 -- 16 1.13M6 7-1/8 22 16d 8 16d 3975 4345 4345 2570 3410 R13 1-314x9-14-14 HUS179 HUS1.81M0 1g 1-13116 V 30 ted 10 1&1 5310 5510 5510 3205 4410 1)Uplift loads have been Increased 60%for wird or seismic loads,no.further haesse"I be permi0ad. 2)Minimum nag penetration is 1.5/8-for 16d nags. 3)Naos must be driven at a 30°to 45°angle througtr joist or truss into header to achieve the table loads. 4)HUS176.HUS177,and HUS179load values assume the JOW is 1-314'wide and ties a bearing strength of not less Bien 675 pe. New products or update product irdonnadon are designated in bold font Imo` 0000 � �`,:�,y,� �� - ••siT� 0000.•. m •tr; •• rr� • 11 The butterfly hanger's flared header flange design allows for added nailing. : .;`.. -,ter ,;! • •f•.0r0 :.•F� 0006414,Excellent truss-to-truss hanger for 2x4 purlin or truss bottom chords. Y� :'; �,« 0 0 . - 0000•• Materials: 18 gauge • • '*• 1i �,_-,.4 •.5�+• • 0000• Finish: G90 galvanizing • • Codes: ESR-1881, FL574, Dade County,FL.08-0206.07 -�- •• •• 0000 0000•• installation: T1 •CLPBF • 00 •insallation• • ••••:• •Use all specified fasteners.See Product Notes,page 11. 41 0 ••••.• • 0 • 000.00 Fastener Schedule' Allowable Loads(Lbs.) •• • 0000 s • • Header Joist OF-LI SP •••• USP Steel Floor Roof Uplift Cale Joist St.,Stook No. Ref.No. qty Type �Y TYPe 100% 115% 125% 160% Ref. 6;F7,F15, 2 1/r 2 x 4 CLPBF -- 18 12 I tOd 16 10d x 1-12 1815 815 I 815 215 1 011,R13 II � 1)Uplift bads have been increased 60%for wind or seismic toads:no further increase shag be permitted. Z 1/2" 2)Minimum nag embedment shag be i-1/2-for 10d nails. 19/1 6" CLAW • 1-800-328-5934•www.USPconnectors.com k iSP STRUCTURAL 0 CONNECTORS' A MQ•KC•mPmt r.; -_-'- EE- �. 50 45°d' ..-45° 45° 4 450 i-- 450 Typical HHC Typical HJHC •� typical HJC/HTHJinstallation top view installation top view installation top view 0 I lie lle 10 6' ' " ^*•.r 5 1 m —y -- HJHC o HJC HTHJ HSC 5 R Aaa Fastener Schedule Allowable loads(Lbs.f. PF Carrying Member• Carried"Member DF-L I SP S per Nip •per Jack Flaor Roof UPS Floor Roof::. UP►ift Code steel Type 100% 115°k 125% 160% •100°/4. 115•k 125% 160°k Ref. Descriptlon.'` Stock No: Ref:N. Gaa9e. H.. 4lY Type '. .. 12 53f8 16 18d . 5 7 10d 2385 2740 2980 1840 2065 2375' 2580 1545 11,F6, 2 x 6 right Meft IM28 — 8 tOd 2980 3425 3505 1840 2580 2945 2945 1545 F12,D3 2 x 8 right/left HJC28 — 12 7-118 20 16d 6 10d : 2980 3425 3505 1015 -2fi60' 2945: 2945, ,1545• 2 x 6 temdriai: HHC26 — : 12 5 TM6 _. ZO 1� 5' — 130 3505 12 7.3118. 24' 16d 8 3505 3505 1840 `2945 2945`. 2945 '1545 '2 x 8 tor anal- HHC26 -- 2 10d 2�0 3425 3505 840,. .2580 2945 2945 1545 6 2 x 6 terminal HJHC28 MTHM 12 57118 20 18d 2 10d 3505 3505 3505 1840 2945 2945 2945 1545 2 x 8 terminal HJHC28 -- 12 T 3118 24 16d 2 x 8 tenminal HTPk12818` 18 5 18 '>''16d ; ' ...-7.. :; ;. 5 16d 2190 2520 2740 1790 1870.. 2155': 2340 1505- 11,F12 1)Uplift loads have been increased 6o%for wind or seismic loads;no fur0rar'maease shall be permitted, •••• 2)Loading published for total load of hip I jack� ction.nne • • •0000 •••••.i 3)Minimum can penetration is 1-518"for 16d nags. • • • 00 0 �.-.. • • • �:' 10 HJC Specialty options Chart •• •• • •••••• �{" •.. Option Hip Truss Skew k f. �e? Q K • • Range 30°to 80' � i° '. H `'4r'�,_),� �; ,'��l • ••"° ••••i Allowable Loads 100%of table loadAdd SK,angle of hip Va ri • • • •••••• required,to product number. 8"maxewidth �x�3�„ •• Ordering a Typical HJC(skewed) install'a�1on Ex.HJC26-SK55 HJC(skewed) with alternate skew angle top view 1-800-328-5934•www.USPconnectors.com `-. , .�e� e TR SS COMPANY INC. Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone:(305)257-1910 Fax: (305)257-1911 www.decotruss.com Hanger Approvals for Truss to Truss Connections Attached to this package are the approvals for the following Hangers/Straps. Hanger/ Strap State of Florida or Miami-Dade County I.D. Number Approval Number THD Series FL 13285 THDH Series FL 821 GTWS2T, GTWS3T,GTWS4T FL 6223 HTW16 Twist Straps FL 820-R2 SKH26 UR Miami-Dade Approval Number 11-0510.01 . . .... ...... .... . ..... ...... .... ..... .. .. .... ...... . . . . ...... 4 I1UUSP sraucrusw. Materials: See chart m Finish: G90 galvanizing Options: See Specialty Options Chart. Rough/Full sizes available. THD hangers with widths greater than 3"can have one r , flange inverted with no load reduction. Specify right(R)or left(L). Codes: ESR-1781,FI-9835, FL13285, Dade County, FL 06-0921.05,L.A.City RR 25843 1 Typical THOM Installation Installation: a •Use all specified fasteners.See Product Notes,page 11. H ,a s 'W °° •• THD28 s` Dimensions = Fastenerscheduie'' MowabieLoads(Lbs.) Header Than; DF-LISP: Jotatt l +i Steel Floor Roof' Uplift Cods Turas Size Stock No Ref.No. W H rD Qty Type QIY Type 100% 115°10 125%, u'180°h F.W. , 2x6-8 THD26 KTU26 16 1-5f8 5.1116 3 18 1 16d 12 10dx1-112 2485 2855 ';3060 . 2170 2 x 8-10 THD28 NTU28 16 1.518 7 3 28 16d 16 tOd x 1-12 388.5 3965, 3965 2330 0• 2 x 10=12 THD210 HTU210 16 1-568 9 3 38 16d 20 10d x 1-112 'Py„:5U75 .5115 5115 3095 6 (2}•2x8<8 fW26.2::%' HHUS26-ZHTU262 14 37H6 5318 '`3 1$'.';t6d. .12 10d '`2x40 29� 3175 �`. F18, Z Zx8.1Q THD28.2 HHUS28.2,HTU28-2 14 . 3-7116 7418 .3 _28i.a16d �8 r`: 10d 3M 4540 4935 2595 F3Q, 2 x 10'',12 THD210 2 HHU521O-Z HTU210-2 14 ' 3-7116: 91(8 .'3 .38:.'6d '20 f 10d SW 6160 6700 3810 D� 4 x 8.8 THD46 HHUS46 14 3.518 55/16 3 18 16d 12 10d 2540 - 2920 3175 2285 R5 4 x 8-10 THD48 HHUS48 14 3.518 7-1116 3 28 16d 16 10d 39W' 4540 4935 . 400-12 THD410 HHUS410 14 35(8' 9.1118 3 38 10d 20 10d 5W ' 6160 6700 4 x 12-14 TH0412 14 3518 11 F348 16d 20 llkl 6770 -.7045 7045 3810 4x14-16 THD414 -- 14 3.518 12-768 16d 20 10d 7045 7045 7045 3810 5,F30,R5 13)V;-.12 THD210-3 HHU 10-3 12 5118 9 ;16d', 20. .y; 10d 5W f.,: 6510 7045 385Q 5,F18,F30,D2 R5 6 x D61Q HHUS5.50/10 12 5-112 9 16d 20 10d 5660 6610 7080 3410 5,1718, 6x 12-14 THD612 -- 12 5.12 11 16d 20 10d 7150 8225 8415 4065 F10,F30,D2,R5 6 x 14 1B THD814 -- 12 512 12-7/8 —16d 20 10d 8415 8415 . 8415 4065 7 x 911d'14='-"'a}iD7210 HHUS7 25110 12 T-114".';. 9 3138, 18d 20. ', -10d I 5660 651Q 7080 3410 ': 5,F18,F30,D2 R5 1)Uplift loads have been Increased 60%for wind or seismic loads;no turther Increase shall be permitted. •••• • 2)10d x 1.12 tis are 9 gauge(Q.140'diameter)by 1-112 kuig. • • ••••• •••••• 3)Minimum nag penstraflon is 1.518'for 16d nags. • • • • •••••• •• • •••••• • •••• • ••••• Specialty Options Chart—refer to Specialty Options pages 194 to 195 for additional details. •••••• •••• .•;•.• Option $kewed'' Sloped SuP Sloped f Skewed'^° Inverted Flange •••••• ••i• •••••• • Not available in widths<3'. 000000 • • Rarer 1'to 45' 1'to 45' See Sloped Seat and Skewed Widths>-3 can have • • • - • • • • • •••••• one flange inverted. •••••• 100%of table load. • • • •••••• Allowable 851/4 of table load 65%of table load 65%of table load 65%of table kred when •• • �•••, • • Loads natling into the support •••• members end grain. Add SKangle required, Add SL,slope required, Add 11Fpne flange, Ordering and right(R)or left(t.), and up(U)or down(D), See Sloped Seat and Skewed. right(R)and left(L), to product number. to product number. Ex.THD410-SK45RSL30D to product number. Fx THD410SK45R Fx THD410-SL30D Fx THD41011FR 1)Skewed hangers with skews greater than 150 may have all joist nalling on outside flange. 2)Sic*or sloped/skewed hangers with slopes greater than 15°may have addiflonal joist nails. 3)All stoped,skewed,or combined=require bevel cut or sgare cwt on joist in all applications. • 0 1-800-328-5934-www.USPconnectors.com HEAvy-DUTY TRuss HANGERS - THDH SERIES. ..:: UC RAW Mp Materials: 12 gauge Finish: G90 galvanizing Options: see specialty,options Chart. Lld Codes: ESR-1881, FL821, FL9835, Dade County, FL 06-0921.05 Prive.Joist nails into header at 30* to 45*to achieve listed loads. Typical MDHdouble Installation: shear Installation • Use all specified fasteners. See Product 29/2" Notes, page 11 • Joist nails must be driven in ata 30* to 45* angle through the joist or truss into the header to H achieve listed loads. Standard length "double shear nails must be used to achieve listed ka load values. 1) THDH Typical MMM-2 See EWP applications pages 121-122. Installation 0 r Sehedulf DF-L I SP Allowable 1.08119(Lbs-) S." Header Truss Floor Roof UpIW Floor Roof Uplift Code Joist/ USP * Trusssize Stock Ho. Ref.No. W H 0 (QWAtY Type Qty Type IN% 115% 126% 160% 100% 16 - 1 3915 4505 -33-4WF 33M -T9D-H26 5 2D led 8 2XIB-8 HMSM 148 3880 4200 1985 B,F1b,F18,D2 R13 . 4370AM 2x8-10 HGIJS28 1-0 7-3116 36 1 12 18d 8770 73� 73955830 6210 3870 8,F1g'F75 RD123R13 2x10-12 TH 0 1 -- 1-5/8 9.311 5 46 18d 16 18d 8725 9580 9� 54� 6835 7385 7750 4535 2-11116x9-1/4-14 THDH27925 HGAJ 10 6d 8260 8260 8260 34l� 893b ' 6935 �i5 2&10 6,F15,F18,D2,R13 9845 9845 9845 5M 7655 8135 112 H 76M2 10.718 4 58 1 14 IN 8270 4390 8,F15,R13 2.11116xll-i/4- I I 9845 salu snu 000 Z41116 x 14-16 TH 14 M%3 75(14 12-114 8270 t�835 8,F15,R13 �114x 9-112� THDH3210 H 10 33118 9 318 4 48 18d 12 IN 82� 8280 9280 3499 X35 61135 6935 2930 8,F15,F18,D2 R13 3-1/4 x I0-518 THDH3212 HGUS32512 WIS 10*0 4 58 lad 14 16d 9845 9845 9845 598D 8270 8270 8270 5105 8,F75,R13 - 3.7116 i 5-M 4 ZJ 100 0 18d 3915 4�5 479 i 2235 3370 3860 4030 1880 8,F78,F75,D2 R13 (2)2.6-8 THDH25-2 6740 3 -176d-70--16-d -` B9i5 20--T-F18,F15,DZ R13 7515 TOW --W-Mr 7116 -r6d--12--T6-d --8W-89-W W -(2)2xiov THDH91N HGUS210-2 =7/16 9-118 _M--r-F led - 4505 489 i 2�5 7iffl--2-1W 6,FIB,F16,D2,R13 4x6-8 THDH46 -RG-US46 -371-6 8 j6d 15 3370 - --- 4xil-10 -TWD-H48 -HFGU-Sq 3-9116 9 76d 7- _ --to-76-d -eg- 75-15 -7M -T18WM -5 5635 2575 8.513 b7o 7570 -�W-6,Fill,F15,DZ R13 - 9-1/8 -4 -W-16-d 72--T6-d--8W' 90`10 9010 3970 7120 WO WO-12 7WH-410 HGUS410 3-�16 -L6d 76-d -9W -So,--SO--9W-97-0 -89--W-0 -43F--- L770 8270 50 61 4xI2-14 HGUS412 3-9116 _ __!L 3 3.9116 13-1/6 4 6 =6d 9845- 9845 6810 80 6,FIB,F15.DZ R13 16 18W 4x14-16 THDH414 �HG 6 4795 2235 3370 3880 4M + 80 1 HM 22140 02- r HG=� I.M3)2 x 6-8 8 5�7tle 7 26D 11 M8 d =T39i! -iii--809- 20 6M SM 6740 6,Fill,FIS,DZ R13 x _1 US28-3 -j711-8 7-3-116 7 36 1 12 1 r(6Wd 677MO 4M 2x8-10 40 M 8MZMM75 A F15 F18,R1375=20 X10 TIH1210-31 MUS210-3 -P1-8 -0-6 4 led 16 led BM 7 - 8M 4355 8.F15.R13 (3)2xiO-12 71-31-16 T V 20 16d 9935 -99W 5180 8345 SM M6 _JRj11j::L4_ 1 MU912-3 6-1/8 6795 9M WM MID 4MB + THM214-3 HGUS214-3- r,-1/8 iMM6 4 66 led 22 led 11645 11645 11 aaa�2� SM 4W5 7520 W5 8M 3M5 6,R13 HGUS5=0, 5-1/2 9 4 46 led 16 led 89MZ 600-12 THDH610 HGUS5.50f10 HGUS525fI2 9MM6 9935 5180 Mci 8W 8W 4355 6,R13 6X12-14 THDK612 HGUS5.50(112 5-1/2 11 4 I'd 21 I'd 6,R13 5-1/2 13 4 led 22 IN 1`1645 11645 11645 5795 9M 9780 W 6XI4-16 M614 HGUS5.60M 0 6260 3490 69W 6M+ *6935 a= •offl" •see HGUS210 4.+ 6-7/8 B-131116 4 46 16d 12 led 8M WO • 6-314x9-14-12 THDHVI' HGUS6WI0 - •8,4113•8,4113•Is 8270 4390 • . HGUS212-4, 6.718 10-13116 4 56 116d 14 led 9M OW WS SM 8270 8M • 6314x11-18 THDH6712 HGUS6.012 B-M x 13-20+-1/2 THDHO714 HGUS214-4, 6-7/8 12-13116 88 1 16 lad 9W M 9W 96810 8270 0 AW 6,9t13 HGUSBW14 -1/4 46 1 12 6d RVMW 10 W 7120 =-14 x�1 -WD-H7210 -FG-US726110 -TI-A 9 7570 • -000 58 1 14 8270 F 43SU I -7-1-14x 11-1/4-16 7 WH-72i2 -WG-US7Mi2 -r11-4 10-V 11 , 0 0: :- - 16 8270 8270 • 1835 E7-19 x_-14i8 7-1114 12-1/4 Be 1 006000 1)Uplift loads hoe bean Increased 60%for wind or seismic bads;no turner hmess shall be permitted. 2)Joist nails need to be too railed at a 30*to 45'angle to achieve allowable bads shown' 3)WAMUM neo penalpellon shall be 1518-for led nabs. Specialty Options Chart-refer to Specialty options pages 194 to 195 for additional details. 0 • 1,2.1 May= sloped see loped I Skewed • • I/?- Option Range V t0 45' Sea Sloped Seat and Skewed RRaised0 • Allowable 85%of table allowable load. M of table allowable d 52%of table allowable load. 30*to 45'nailing 0 Loads 51M of table H A load. 50%of table upOft load. I up 0 Add%angle required, Add SL.slope Mulred. Seat and Skewed. f 1. and right(R)or left(L), and up(U)or down P) See Sloped Ordering to product number. to product number. ExTHDH410-SK45RSL30D ExTliDH41D.SK45R I E..THDH410-SL30D 1)Skewed THDH hangars with skews greater than 150 always have all 161st rudling On One side of the outside flange. 2)Sloped or sloped I skewed hangers with slopes greater than 15*may have affrdaW Joist naft MVH28-2 3)Ali sloped,skewed,or conribirvallons require bevel cut on 101st in all applications. Invertedflange option Is not available for THDH models. 1-800-328-5934 o WWW.USPconnectors.com usp2173.111 • HIGH UPLIFT GIRDER TRuss HANGERUSIP STRUCTURAL v CONNECTORS' a-m.roummmm� The GTWS series girder-to-girder hangers feature high uplift capacities along with high gravity load ratings. ?' F Materials: 10 gauge Y Finish: G90 galvanizing a 9 Codes: FL6993 ..' Installation •Use all specified fasteners.See Product Notes, page 11. _• !16" '• y �e •WS Wood Screws are included with hangers where specified. art •GTWS2T shall be installed to a minimum 2x4 vertical member of agirder truss with no restriction on the size of the bottom chord. ` t Typical GTiil/S • GTWS3T shall be installed to a minimum 2x6 vertical member of a installation girder truss with no restriction on the size of the bottom chord. 5' • GTWS4T shall be installed to a minimum 2x8 vertical member of a airder truss with no restriction on the size of the bottom chord. ?, g G7tiYS3T N dy Dimensions Fastener Scheduler' Allowable Laads(Lbs) 16" Supportmg Teras Supported Truss DFL I SP ® i Uptft' Code �Steel Wood Wood Na of � �A ReC No. Gauge W H-. D ,.,QtY Screars_ Qty sews Pit's 100% 115% 125% 80% Ret. -- 10 3.1/4 16 4 22 WS3 16 WS3 2Ply 8720 40030 10900 8435-- 10 47/8 16 5 28 WS3 24 WS3 2P 11100 12470 12470 12480 ' F26 " 4N -- 10 6-1/2 16 5 28 WS3 24 WS3 2 11100 12470 12470 .12490'' �W1 �- 1)Upff t loads have been increased 60%for wind or seismic loads;no b ter increase shall be permitted. 2)WS3 wood screws require a minimum 3"wood penetration. 07INS2T 3)WS3 wood screws are 1/4"x 3"long and are included with the GTWS hangers. 4)WS3 wood screws may be installed In loth vertical and horizontal members. New products or updated product informefion are designated inboid font Scissop TRuss CLIPS - STC SERIES The STC provides uplift resistance by securing trusses to top plates. �,�. Slotted nail holes allow for horizontal movement as scissor trusses deflect. Y11/4'slats Materials: 12 gauge • ••�. d �•r+l••• Finish: G90 galvanizing �W � Codes: ESR-1465,FL817 ,k 1 Installation: it ~�••••• fs i•awi t iaaw•� •Use all specified fasteners.See Product Notes,page 11. �,W1 0�0 ,;" 9 90696 •When installing,do not fully set nails. 0 4 Owcal =00 •Locate nails into the center of slots to allow for horizontal movement. S�-G-,•;;' 69;�stallatipet�.... • • • . • •••6•• Dimensions Fastener Schedule' Allowable Loads(Urea• ••• • • Truss Plate DF-LISP S-P-F •••• USP Steel 171 UPS' F1 UPS' Code Stock No. psi Ne, Gauge Description W1 W2 Qty Type City Type 160% 160% 160% 160% Ref. STC24 TC24 12 2 x 4 top plate 3-9116 1-58 5 10d x 1-1/2 6 10d x 1-12 330 810 275 680 STC26 TC26 12 2 x 6 top plate 5-12 1-518 5 10d x 1-12 6 10d x 1-12 330 810 275 680 11 STC28 TC28 12 2 x 8 top prate 7-114 1-5/8 5 10d x 1-12 6 lod x 1-12 330 810 275 680 F12 1)Uplift loads have been Increased 60%for wind or seismic loads;no further increase shall be permitted. 2)10d x 1-12 nails are 9 gauge(0.148"diameter)by 1-12"long. 1-800-328-5934-www.USPconnectors.com USP2173.101 ♦ s ■ ,,LispMUCTU CANAL Dimensions Fastener Allowable Loads(Lbs.)' Sdwule1A49DFL/SP" S-P-F USP Steel _Upfitt Up6R Code Stock No.' Ref.No. Gauge W L L1 L2 City Type 160% 160% Ref. 12 10d x 1-12 LTW12 LTS72 18 1-1i4 12 4112 4112 12 10d 775 8,F14,R9 MIS LTS16 18 1-114 16 6-12 6-112 12 10d x 1-12 775 650 8,F14,R9 12 10d 12 10d x 1.12 LTW18 LTS18 18 1-1/4 18 7-12 7-12 12 10d 775 650 8,F14,R9 12P11d x 1-12 LTW20 LTS20 18 1-114 20 812 812 12 775 650 8,F14,R9 MTW12 TSiZ159 16 1-1/4 12 4-12 4.1/2 j4. 0d72 11 i10054x 1-%*:.MTW16 M IS 16 1-114 . 16 6-12. 6.12 140d 1195 1005. 8,F14,R9 MTS18, 14 10d x1.12 MTW16 MTS1 16. 1-1/4 18 7-12 7-12 14 ]Od 1195 1005 8,F14,R9 LFTA6 H5 16 2-114 19118 8318 612 '.16 8d 1210 1015 8,F14,R9 1 .:8d x17 14 10d x 1-12 MTW20 MTS20 16 1-1(4 20 8-112 8.112 14 e' 1od' 1195 1005 8,F14,R9 14 10d x 1=12 MTW24C MTS24C 16 1-114. 24,', 1V/% 10.7116 14 10d 1195 1005 8,F14,R9 1-4 ;'10d x 1-112 ® MTW28C -- 16 1-114 28 12-7116 12-7116 14 10d 1195 .1005 8,F14,R9 14+: ? 10d x 1-12 MTW30 MT•S30 16 1-114 30 85116 18-9/16 14` 1� 1195 1005 S F14,R9 4 14 10dxl-12 MTW30C MTS= 16 1414 137(16 13 7/16 1195 1005 S,F14,R9 14 HTW16 MIS 14 1414 16 5-118 5-1/8 16 10d 10d x 1-12 1260 1060 8,F14,R9 16 0d R1Yy20 TS7S20, 14 i•1/4 20 7-118 7-118 24 1 20. 10d x 1-1/2 1530 1285 8,F14,R9 HTW24 HTS24 14 1414 24 91/8 9118 24 10d x 1-1220 10d 153d1285 8,F14,R9 24 10d x 142 HTW28 HTS28 14 1-1/4 28 11-1/8 11-1/8 20 10d 1530 1285 8,F14,R9 HTW30 HTS30 14 1-1/4 30 7 17-1/4 20 10d x11-1/2 1530 1285 8,F14,R9 24 10d x 1412 HTW30C HTS30C 14 1-1/4 12-1/8 12-1/8 10d__ 1530 1285 8,F14,R9 1)Allowable loads have been inaeased 60%for wind or seismic loads;no further increase shall be permitted. 2)M r9mum nap embedment stall be 1-5/16"for 8d nags and 1-112"for 10d nails. 3)16d sinker nags may be substituted for 10d common nail with no reduction in load. 4)For i-1/2"lumber,use 0.84 of table load for 10d nails and 0.77 for 16d nags. 5)10d x 1-12 nails are 9 gauge(0.148"diameter)by 1-1/2'long. •• 8d x 1-12 nags are 11 gauge(0.131"diameter)by 1-1/2"I*V. • • ••• •••• 6)Fasteners shall be distributed equally on each end of titre connection. • • • 7)C after ft model number designates center Mel as in MTW30C. •• • • •• 8)LFTA6:F1 is 700 His and F2 is 90 His.To achieve F1 lateral loads,three nags must be installed on each side on the strap located 000000 ••• tt •••• dosest to ft bend One.Lateral F1 and F2 load directions do not apply to roof iruss-to-top plate installations• •••i e• • •••• • J• • • • • ,i, • •. t't • • Typical AM30 N7W30C Installation 1-800-328-5934•www.USPconnectors.com • USP2173-111 am SKH SKEWED HANGERALLOWASLE LOADS DIMENSIONS(taches) FASTENER SCHEDULE SP ALLOWABLE LOADS bsP STOCK STEEL Header joist Dnmload2 He NUMBER GAGE w H D Fane 06-1-4 C� 1.15 C. 1.25 Face Type Type I 6 1IId Common ingA-, 9 �11 7 6 an .SKH26L/R 16 1 5 Ila For Sh I Inch=225.4mm,I psi=6,89 kPa,1 tht 4.45 N 'A 10W-10 Common nails is 11/2 IndIms kM and 0-148 Inches In diameter The led Common nail Is 0.162 inches In diameter by 3/2 krJ-long. koads have been increased as shown In accordance with coda. 1.5%and 25%for snow and construction loads. No further increase IS Permitted. 60%form6nd or seismic loading. Nofurther Ifterawgispermitted. 3-rm tumber species is southern Pine I SKH26R INSTALLATION �DfZWNAILS AT ANGLE D SKH26R INSTALLATION TOP VIEW JL JOIST HANGER ALLOWABLE LOADS sloi a FASTENERS SCHEDULE' LOADS STOCK STEEL DIMENSIONS(inches) Header Joist Download 2MUpIjft 2.4 NUMBER GAGE Type Co=i.0 W 0 Qty Type - W. 615 WA 2 4VU 0 lOdCommon MA JL24 1, 3 lowl 926 700 JL-26 —25— 411. lod Common 4 dxl' 740 850 —JL20 20 10d Common l0dx*2 1230 1 1416 1515 940 1 20 l9w 2070 WO - 1720 r—JI-210 I j8 it:tl 1-4 10d—Common lod"I'll - To——is — For SI, I Inch-25.4 mm,1 I1bV*f-4.45 N,1 psi-6.80 kPa. 400&*jM111p 'A 1 Dd Common nail Is S inches long and 0.148 Ind des In diameter NOA No.11-0510.01 py A 1OW112 nail 13*2 Inches W9 and 0-148 hIdM In cileMeter Expiration Date:June 04,2016 21,oads have been Increased as shmn in accordance with code. Itted. ,g ApproVal Date:July Z1,2011 15%and 25*/*for snow and consIructIon loaxis. No norther increase Is Penn 60%ftrwydorseiSmIo;Ioad1Ir*. Nofurtherincreassisperrnitted. ap 3The,lumber spades Is Southern Pine 4Uc,Ijft loads for connectors listed as NIA had an uplift capacity low then the required 700 pounds• rb 00 • ' .90 UNITED STEEL PRODUCTS COMPANY 0 0 0 0 a 0 0 0 0 * 0 0•0 0 000 •0 014306 SOUTHCROSS DRIVE-SUITE 200 It 8URNSVIIJ-EMN 55306 PH:800-328-5934 RW E: FACE MOUNT HANGERS SKH JL ,r•..� . : t, • • • • - 3�2 �/ GATE. STEVEN A.BREKKE 3/2=011 PROFESSIONAL ENGINEER w LICENSE NO.70432 SHEET: NO.: 9 oes 0 20F2 MD-SKH-JL •*09 JL TMCALJt:t-4LAV0'4 %: I - v 000 0 0 0 000 0 is ft ral Engineers VASQUEZ FL CA#M30 Chief Building Official Miami Shores Village Building Department 100SO N.E.2NO Avenue Miami Shores,FL 33138 Re.Permit No.RC-2-14-15 The foilowing is a response to structural Building Department comments for the above referenced project. 1} On the calculations max.Post spacing Is V-W and on the drawings Is W-0". Response:Post spacing was revised.Please refer to revised plans and calculations. 2) Detail A does not match with field conditions. Rhe:Detail A was revised to reflect field conditions.Please refer to revised detail. Should you have any questions or required any additional information please feel free to contact us at any time. Sin• - AIVWA4�wv P.E. Vasquez Structural Engineers EL License#50843 FL CA#30130 •••• a•••" Miami Shores village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tei: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: c H DATE: /3 i5 I, zcgiW ,*�bntractor (NAME) o Owner o Architect Picked up 2 sets of plans and (other) �� Address: ►o- From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Buildin nt to continue ing process. Acknowledged b . ig ure) PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: Miami Shores village Building Department gain NUI" 10050 N.E.2nd Avenue Miami Shores,Florida 33138 'eo� Tel: (305)795.2204 A�"�R� Fax: (305)756.8972 fev 316 Page 1 of 1 P rmit No. y_ Structural Critique Sheet ��0.,i.,,. • STOPPED REVIEW Plan review is not complete,when all Items above are corrected,we will do a complete plan review. If any sheets are voided,remove them from the plans and replace with new revised sheets and include one set of voided sheets In the re-submittal drawings. Mehdi Asraf s 5��REs Miami shores Village Building Department ■nx amM 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 LpR�pA Fax: (305) 756.8972 FEBRUARY 11, 2015 Permit No: RC-2-14-349 Building Critlaue Review RAILING SHOP DRAWINGS Detail A does not match with field conditions. Plan review Is not complete, when all Items above are corrected,we will do a complete plan review. If any sheets are voided, replace them with new revised sheets and place behind the most current page. ` ►r w � FE6 17tPIT 2015 .Y iVASnUEZ �L Structural Engineers; COPY SWmAwwal fair Stabldess StsW RaWng at PWnftanoo d SII to 1, Fkwlda s ftbmary 16, 2015 2010 FkxrWa SWIdIng Code U m Index oLai ° 0 3 Steel Framel7nnttiels Design......................auas.u. 1- LU a- Z � Q `Z m cn Total: 2 Sheets a t",1�cil iil6Paeyudh:�Un r+A';araa erect ria . .• WA4i�'b9! rAM �. ai n 49 ' liel� V�3 irJ .$11A at VhIVG42 Doom 'yA[rli„�{191 GNe5lV �t�d� Alvaro Vasgzam3 -VsE. . ..• ••• • Florida l_kxwU$ Wo. • • . .. . .. . . . . ... . ... . . . Vasquez Str.Eng.-6635 W.Commercial Blvd Suite 215-Tamarac,PL 33319-PH 954.726. ... . . . . ... . • . . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . C MOPtim taken O make�rorrectiona t'r, "t 0WE DESIGN R�T�1T� 6RAWINGS FOR ViMIFt OUR BN IN THE CC?jW ENTS OF THE RM An Ins THE � DTHE JOB S� �WORK � >NND i �BE loamM IM FMFORA IF ANp sarIn . . . ... . ... . . ... . . . . ... . . . . . . . . . . .. .. . . . .. .. . . . ... . . . ... CALCLALAM NY. OUEOT VAS IN sn : Struturof Engineer DATE: : PAW: cr- 1gc,� aT a3- 3 ac tee. •Mit. cx -42 . PIZ . e ¢ -- Pam t wo�� Q4wQLeEJ6tet.. ffhh.��yy� L • f� ,, �j�KJ• '.i •• i i ••• •9�+ may,+ (]� P t ••• . ••• • . . • . • . . . . . e w JOB= CALCULATED BY. TME: .� Structural Engineers DATE: PAGE: , t 1p2 tip "T= g.4ppt._t�,/fir e. �:� ►-��r.cuM t.ei�o � - .. ... .. . . . .. . .. . . . . . . . . • ••• 0 • 0 ••• 0 • I J" 0 SCN 40 STAINLESS STEEL TOP RAIL FIXED TO BRACKET W/M5 � 0 HOLE 3'-0" MAX.oo / FLAT SCREW IN ---- ----- ------- - --- -- , - POST -i 11„0 SC4 40 STAKESS STEEL --all SOLE 11"0 SCH 40 STAKESS POST(VERTICAL SPACER)j � , IN POST STEEL POST a " ONOLE- , _._ _ _._ - ---- _ ._ - -- --4- CONT. IIS 0 STAINLESS IN POST STEEL CABLE/316 GRADE. 1 J"0 SC-14 40 STAINLESS ._ Cult. U8"0 STAINLESS �` „ 3" o c.VERTICALLY.TYP. STEEL POST STEEL CABLE/316 GRADE !.; .� x 4 0 STAINLESS STEEL o � 3" ate.VERTICALLY.TYP. �e d1 v MOUNTING PLATE FIXED _-_..__\ a ,,,� PULL-LOCK :' �; TO WOOD W/(3)3/6"0 x6" ,�, �, n FOR i/s"+�CABLE a LAG SCREW. L __t0 REJECT A 0 TENSHOtNG RECEIVER � � � 2" 0 SPHERE FOR 1/8" 80 GABLE (2)2x8 WOOD BLOCKING 3 (2)2x EDGE BEAM OR----- W/(210 WOOD SCREWS AT EA.END TO ` STRMER FLOOR JOIST AND TO EDGE BEAM OR J_A_ 'x 4-0 STAINLESS STEEL ' 87RWsER DECK MOUNTING PLATE FIXED �. r, j'.j . , , r, /r;; , / TO WOOD W/(3)3/6"0 x6" -FLOOR JOIST d @ 61 i ' LAG SCREW.SEE DETAIL - 1 'AC( St SPACII�s P05? -- „A" UJOOD 5U55TRA I E TYF. MOUNT DETAI TYPICAL FULL-LOCK 'TYPICAL CENTER TYPICAL TENSIONING POST DETAIL POST DETAIL RECEIVER POST DETAIL p` SABLE RAILING 5Y5TEM ELEVATf�� IR°a1'-Q�" OAC L_o Q MAXtM'1 GABLE MTE14S10N1 BASED AJ MAX"SERVICE TENSICXN 0 114 WH 40 STAKESS STEEL-_ 200 A GABLE LOAD is 440+, POST(VOVIC.A..SPACE 'u WCLOADS til 1. A(bl) STRAINI(in) Gt NET(b)Ct TOT(lbs) (ba) LOADS(bs) pp�� 0!9 0.002061 1.1 440 sk 6.61 " 0 SCH 40 STAINLESS STEEL TOP O RAIL FIXED TO BRACKET W/Mev 033 VOM22 5.1 4455 I&S 115 FLAT SCREW _TENSIONING RECEIVER FOR I/8" 40 CABLE 2.651 0,33114 778.2 119.2 200. 1312 CONT. 1/8"0 STAINLESS STEEL CABLE/316 GRADE 3" oz.VERTICALLY.TYP. i 0 — 1000 , rcn I"x 4"0 STAINLESS STEEL i-; MOUNTIWs PLATE FIXED Y PULL-LOCK t0 WOOD WY(3)3/8"0 x6" Zal FOR 1/8"0` LAG SCREW.SEE DETAIL 1110ft— .- CA CABLE :!�` "A"• 0P ro EXISTI� WHO STAIR 3 TO REJECT A J - SPHERE. TYP. ---- ••• '• 3'T�' M�X.ac"SP_AGMs int ---- t� � �9 ' Y�rc��3 1 -TION ti/..e 14" 0 SCH 40 STAINLESS STEEL TOP i J"O$CN 40 STAINLESS -- RAIL FIXED TO BRACKET W/M5 STEEL POST _ 3'-0" MAX ac _' ' FLAT SCM CONT. 1/8"0 STAINLESS s4 POST I O SCM 40 STAINLESS STEL ,r - OHOLE "x 5"O STAINLESS - - STEEL CABLE/ 316 GRADE. TVP. N 0 HOLE IN �- " 11 STEEL MOUNTII�s PLATE 3" oz.1/ERTtGALLY. TVP. / DOST(YERi1CAL SpACI`Rl M POST-._-- - - Fl - -- dd IN POST FIXED TO CONC.SLAB I J"O SC44 40 STAINLESS --- CONT. " W/f4)318"O x4" lTW RED !MEAD " t / STEEL POST CONT. 1/8 0 STAINLESS a Y TRUBOLT UEDC-a A R W/ 4 -1 -.,.._ - TO REJECT A STEEL CABLE/316 GRADE -r 3 MIN.EMB. '�' '`2" O SPIRE 3" oc.VERTICALLY. TYP. PULL-LOCK Y s, CONCRETE SUBSTRATE FOR? I18"O CABLEf �� ,a TENSIONING RECEIVER FOR 1/8" 40 CABLE ' J"x 5"0 STAINLESS _SEEL MOUNTING PLATE CONCRETE 5U 5pgATE Ty R MOUNT OUNT D TAIGONC TE FLOOR,/ FIXED TO CONC.SLAB 3/4 3'-0" MAX.ozY-0" MAX oc W/(4)3/6"0 x4" ITW RED HEAD TRUWLT SPACING POST - _ -- SPACING POST - WEDGE ANC14OR W/3 MIN.EMB. SEE DETAIL IS TYPICAL PULL-LOCK TYPICAL CENTER TYPICAL TENSIONING GeMPAL - TEg POST DETAIL POST DETAIL RECEIVER POST )DETAIL. DES(C�t CR�TERtA: � 1.�� t-AILING 5 15 I EM E L E Y AT-10 V _ I. D5643N BASED TI4E PWYISIO�OF T14E FLORIDA QWLDINra CODE g� � 21711@ EDITION 2. DEWIN CRRITERIA: • RAILING/HANDRAILS - DISTRIWTED LOAD:50 PPF OR Q' C04MTRATED LOAD: 200 LB APPLIED IN ANY DIRECTION. � • POST:200 LB.HMZONTAL LOAD APPLIED AT TOP OF POSTS. M AXU"pIl"1 GABLE PF91EMON BASED ON MAXI"619WICE TION e • BAJ-USTER AND PICKETS:25 PSF. 200 CABLE LOAD 18 440+ • UND LOAD AS PER ASCE-W WIND 81"'EED"116 MPH Q(tn) STRAM a)(in) ct NET l�) t TOT 1 CONC`LOADS LINI Q (lbe) LOADS(bo) 3. STIXTWeA NOTES ON STEEL. 0.19 0.002" 0 441.1 9,6 6b I. STR U=44AL STEEL SHAPES SHALL 13E FACRICATED FF I TIE FO. OWINS2 MATMALS: u t A.PLATES*0 SAM. ASTM A36,Fy"36 kat. 033 0.00822 5.1 440.1 168 RLS B.COLD-FO"D WOLLOW STF41CVZAL SECTIONS!HSS.A G.SCUA1E AND RECTANCKILAR SECTIONS: ASTM A500,GRAD:0,Pgo48 kat. 2431 033114 2183 '118.2 200. 131.2 2. ALL SHOP AND FIELD WELDW's SMALL CONFOW TO THE AWS Dl l STRUCTURAL WELDING w CODE BY 7ME AMERICAN SOCIETY.USE E10 SERIES UELDING E EGTROMS,UAN. W1EIE NECEOARY,114MVE GALVANIZING OR TIMER PRIOR TO WELDING. r ^ 3. GUALIFICATIONS FOR U ELDING WK: G".FY UELDING3 PROCEDILMS AND WELDINGs OPERATORS IN ACCORDANCE WIT14 AUS "aIAL IFICATIONS"REGLIMMNTS.WELDEW SMALL 14AVE QTS EVIDENCE OF PASSING THE APPROPIATE AWS GILIAL PICATION .. ••. . : .'. : : ." TEST.THE ENSIMER MAY WaIEST SUCH EVIDENCE AT ANY TM DL�tIt�'i THE PROJECT. � ji• • LUMI3LR: � � '• ' : 0 �: •• I. ALL LUMBER TO BE SOUTHERN 2x12 SOUTHERII PIIS Nod H .. •• ••• •• • • • •• 2. WOOD CONSTRUCTION SHALL.CCW-OWTO AITC NATIONAL DESIGN SPECIFICAT AND��* 0 •0• •:• ••: t•• THE APPLICABLE CODE. SEE MOTE DI FOR APPLICABLE BUILDS CODE. 0 . • • • • 00 is •� i• i • i i 8 ... ... . STATEMENT: •��® TO THE BEST OF MY 001ILEDGE AND BELIEF AND IN MY PI SSIONAL "•' i i0:0 i0 i i AVISMENT,T1IESE SIS AND SPECIFICATIONS C04PLY WITH THE • • • ••• • • • APPLICABLE BWLDING CODES. i s•�•i i i i to to Miami Shores Village CFT\T Building Department AUG 14 2014 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 201 q BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. (111lUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL PLUMBING MECHANICAL PUBLIC WORKS CHANGE OF CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: J D 3� �✓ 9bl .557' City: Miami Shores County: Miami Dade Zip: 3--315a Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: �! Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): i N�i 12!1� �/ 4 1! 41V > Phone#: Address: 193�S" �J% q 6 51 ,A City:-"I 1 RA4/ .5&Zi 5 State: r L Zip: 3 3j/3� Tenant/Lessee Name: Phone#: ciD� 7%25 02 g-3 Email: CONTRACTOR:Company Name: &-tAl alft c CAJQr,` /'J60phone#: 30"- -1�i Address: lC2 City: State: P-L, Zip: 3 3J '�7 i Qualifier Name: Alrj4AAff �, PA E610A6 Phone#: State Certification or Registration#: e C D Sl �`�`"� Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration rS-eKew ❑ Repair/Replace ❑ Demolition Description of Work: 6P ez -rt,: Al 1' >✓N 6/Aj £6 PoAIS l 24 'O f__ 1(,� C.�C . A specify color of color thru. tile: Submittal Fee$ Permit Fee.$ CCF$ CO/C0,11 Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) y t Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. P ,( X Signature � 1 ��`-�� Signature —k x; �0` OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of i4U(�tJ�7 ,20 1- .by day of (LG U� 120 ! -( ,by /g1,-, 1 P,#GGvt l ,/P ,who is personally known to jav,!�Y ho is personally known to _. 1 me or who has produced as me or who has produced _ _ as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign• Sign Print: K"M Z? U-4lir—PH� Print:' �mb��t tq#(-PSG Seal: p�► Notary Public State of Florida Seal: Robert Mu" Notary Public Stara of RloWa My CommisaionfE 201086 : `: RObBrt M lrphy p,pd E*=05!2212016 r A9y Colt M'96�EE 201086 a� B osix 1� a * as**aaww w�x�xa�x�sa*a*a�a*a APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) AUG 0 7 2014 � m 8 SPECIALTY ENGINEERING CONSULTANTS,Inc. Dade Broward e Palm Beach July 31,2014 Mr. Robert Murphy Parsons General Contractors, Inc. 16950 SW 9&Ave, Palmetto Bay, Fla 33157 Re: 1035 NE 96th Street Miami Shores, Florida Dear Mr. Murphy: We were asked to comment on the placement of fill at the referenced site prior to placing the structural ground floor slab. The proposed ground floor slab will be a structural slab supported by augercast piling. The fill placed at the site will only provide temporary support for the concrete until it begins to cure. The fill should be compacted enough and unyielding so as to remain stable while the concrete sets, however once the concrete begins to cure, the soil will provide little or no support for the ground floor slab. It is our opinion that if the top 12 inches of the fill section is compacted in excess of 95%of the material's modified proctor dry density that the fill section would be sufficient to support the ground floor slab while curing. Thank you for allowing us to be of service in this matter. If you have any further questions, please do not hesitate to contact our office. `%%jjjj11IIlilt, p Res ubmitted; �.`` �a�k L�@�d�®®®o EeIALTY ERING CONSULTANTS, INC., ®�,,O'.��G E N SF••c �e No 35683 D. Me a Blanc, P.E. Sta f Florida#35683 r S ial Insp. No. 1177 ®�° ` �°•. STATE OF •�41j ,off P,•rte O R AA/T 1599 S.W.30th Avenue,Suite#20 • Boynton Beach,FL 33426 • Office: 561-752-5440 • Fax: 561-752- 5542 SPECIALTY ENGINEERING CONSULTANTS,Inc. s - 8 Dade • Broward Patm Beach a� •,yi gyp July 31,2014 Mr. Robert Murphy Parsons General Contractors, Inc. 16950 SW 9&Ave, Palmetto Bay, Fla 33157 Re: 1035 NE 96M Street Miami Shores, Florida Dear Mr. Murphy: We were asked to comment on the placement of fill at the referenced site prior to placing the structural ground floor slab. The proposed ground floor slab will be a structural slab supported by augercast piling. The fill placed at the site will only provide temporary support for the concrete until it begins to cure. The fill should be compacted enough and unyielding so as to remain stable while the concrete.sets, however once the concrete begins to cure,the soil will provide little or no support for the ground floor slab. It is our opinion that if the top 12 inches of the fill section is compacted In excess of 96%of the material's modified proctor dry density that the fill section would be sufficient to support the ground floor slab while curing. Thank you for allowing us to be of service in this matter. If you have any further questions, please do not hesitate to contact our office. Respe ubmitted;. �avX Le,&, A o E N$F•.•�' Bs®o EGIALTY ERING CONSULTANTS,INC., �. No 35683 D.Ma a Blanc, P.E. Sta Florida#35683 '" ' Sp ial insp. No. 1177 :�'•, STATE OF to ORS 0 o 1599 S.W.30th Avenue,Suite 920 • Boynton Beach,FL 33426 • Office: 661-752-SW • Fax: 561-752- 5542 VED 7450 Griffin Road,Suite 140 JUL 2 8 2014 Davie,FL.33314 Tel:954-584-6115 Fax:954-584-2415 13Y.. E-mail:ppeana@soilprobe.net ............. ------------------- 5M gai 1�9Inc. N OUIEnpe= 0� be July 22,2014 Miami Shores Village Building Department 10050 NE tad Avenue Miami Shores,FL 33138 Re: Auger Cast Pile Installation Proposed Residence 1035 NE 96th Street Miami Shores,FL rEXmIT '�C- 21 This letter is to advise Building Department that this office has been retained by JLU Enterprises to provide Special Inspector services for piling installation at the referenced site (FBC R4404.6.1.20). Also, we were provided with a copy of Geotechnical Report prepared by Specialty Engineering Consultants, Inc. dated September 3, 2012. We have reviewed the report prior to pile installation in order to understand the site conditions and recommendations to be implemented during Auger Cast Pile Installation. Attached please find Notice to Building Department form for Special Inspector, Pile Logs and Installation Certification Letter. Paul Peana,PE #37334 Signed an Sealed M1 I go science arrd technology ♦ ORS me ® nmm Miami shores village Building Department Rip► 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305)756.8972 _MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I(We)have been retained by 1 V'4 t V-CA Coln4 - to perform special inspector services under the lorid Building Code at the Q � . project on the below fisted structures as of 2 f (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: ile- a lGa SPECIAL INSPECTOR FOR PILING,FBC 1822120(84404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES>38 LONG OR 6'HIGH 2319.17.24.2(R4409.6.17.24.2) ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 21224(84407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(84408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS 8 ATTACHMENTS,FBC 1927.12(84405.9.12) ❑ SPECIAL INSPECTOR FOR !Vote:Only the marked boxes apply. The f owing indiv: ual(s)employed by this firm or me are authorized represeritas to perform inspection 2. 3 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by.education or ricensure to perform the duties assigned by the Special Inspector. The qualifications shag include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I,(we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I,(we)understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector.All mandatory inspections, as required by the Florida Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department.Further,upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signe Sealed Engineer/Architect a�� Name TOM Address 74 90 2. !? Phone No. �\ 5 Created on 6110/2009 7450 Griffin Road,#140 Davie,Fl.33314 Tel:954-584-6115 Fax:954-581-2415 E-mail:rcoletto c@—r soilprobe.net SoilPiobe En e =TeO JL , Inc. g g July 2,2014 J.L.0 Enterprise,Inc. 3320 NW 69 St. Miami,FL 33141 RE: Pile Installation Certification Proposed Residence 1035 NE 96th St. Miami Shores,FL. ?L"*M jZ6 aJ'4 3q9 This is to certify that on June 27, 2014 a representative of this office monitored the installation of the auger cast piles at the referenced site. A total number of thirty seven(37)piles were installed at depths and locations shown in the attached pile installation logs and location sketch. The piles were installed at the location staked in the field by the owner's representative who was responsi- ble for staking out the pile locations. We further certify that our authorized representative observed the piles and their installation and that the workmanship and materials used were in substantial compliance with the specifications supplied to the Piling Contractor. We also certify that the referenced piles are capable to sustain a net allowable bearing capacity of 35 tons(70 kips) as shown in the attached pile logs. Should you have any question regarding the above, or if you require additional information, please contact this office. Sincerel S ' rob ngineering&Testing,Inc. aul eana P.E. R .No 37334 Cc: City of Miami Shores,FL Client(2) Turnkey Construction Enc. Pile logs,Location sketch Engineering is the essence` . . . . . . . . . . . . . . . . . ofscience and technology 14" AUGER CAST PILES INSTALLATION LOG Page 1 of 2 Theor. Pene Amount - Pile Auger tration of Grout Pump Actual Grout Grout Notes: ID Time (Feet) (CY) Strokes Amount(Cll) Factor Kips 06/27/14 11 1 2:47 1 30 1.20 41 1.70 1.42 70 Start 9:46;Adonel 5004 2 213 2:10 30 1.20 84 3.49 2.91 70 Arrived 9:39; 9 c.y. 3 3 3:16 30 1.20 43 1.78 1.49 70 4 46 1:55 30 1.20 119 4.94 4.12 70 Stop 10:26; Start 10:36; Adonel 5003 5 5 1:35 30 1.20 44 1.83 1.52 70 Arrived 10:34; 9 c.y. 6 6 1:54 30 1.20 45 1.87 1.56 70 7 7 2:33 30 1.20 46 1.91 1.59 70 8 8 1:50 30 1.20 52 2.16 1.80 70 Stop 11:33; Start 11:33;Adonel 3001 9 9 1;37 30 1.20 57 2.37 1.97 70 Arrived 11:29; 9 c.y. 10 10 2:03 30 1.20 46 1.91 1.59 70 11 11 2:10 30 1.20 42 1.74 1.45 70 12 12 2:29 30 1.20 47 1.95 1.63 70 Stop&Start 12:05;Adonel 958 13 13 1:54 30 1.20 42 1.74 1.45 70 Arrived 11;43; 9 c.y. 14 14B 2:20 30 1.20 42 1.74 1.45 70 15 15 3:24 30 1.20 43 1.78 1.49 70 16 16 1:51 30 1.20 40 1.66 1.38 70 Stop&Start 12:38'Adpme; 932 17 17 3;16 30 1.20 50 2.08 1.73 70 9 c.y.;Arrived 12:10 18 18 4;37 30 1.20 43 1.78 1.49 70 19 19 2:44 30 1.20 41 1.70 1.42 70 20 20 1:40 30 1.20 42 1.74 1.45 1 70 Stop 1:12 Miscellaneous Notes: B=Blowout PROJECT: Proposed Residence CITY:Miami Shores, FL Steel Spec's: 5#51s w/#3 ties @ 12"o/c to 20'& CONTRACTOR: Turnkey Construction Logged By:MF 1#6 center bar full length Grout Spec's: 5000 psi ADDRESS: 1035 NE 96`h Street Engine Seal: Load Bearing: 35 tons 14" AUGER CAST PILES INSTALLATION LOG Page 2.of 2 Theor. Pene Amount Pile Auger tration of Grout Pump Actual Grout Grout Notes: ID Time (Feet) (CY) Strokes Amount(Cl) Factor Kips 06/27/14 1 21 3:01 30 1.20 43 1.78 1.49 70 Stop&Start 1:33;Adonel 4003 2 22 2:19 30 1.20 46 1.91 1.59 70 Arrived 1:30; 9 c.y. 3 23 2:29 30 1.20 41 1.70 1.42 70 4 24 1:41 30 1.20 42 1.74 1.45 70 5 25 2:09 30 1.20 42 1.74 1.45 70 6 26 1:53 30 1.20 43 1.78 1.49 70 Stop&Start 2:19;Adonel 8004 7 27 2:22 30 1.20 43 1.78 1.49 70 9 c.y.;Arrived 2:10 8 28B 2:48 30 1.20 126 5.23 4.36 70 9 29 2:21 30 1.20 50 2.08 1.73 70 10 30 3;03 30 1.20 42 1.74 1.45 70 Stop&Start 3:16;Adonel 936 11 31 2:07 30 1.20 42 1.74 1.45 70 9 c.y.;Arrived 3:15 12 32 3:28 30 1.20 63 2.61 2.18 70 13 33 4:03 30 1.20 41 1.70 1.42 70 14 34 2:43 30 1.20 39 1.62 1.35 70 Stop&Start 4:06;Adonel 908 15 35 2:23 30 1.20 48 1.99 1.66 70 6 c.y.;Arrived 4:03 16 36 2:58 30 1.20 50 2.08 1.73 70 17 37 2:53 30 1.20 52 2.16 1.80 70 Stop 4:25 18 19 20 Miscellaneous Notes: B=Blowout PROJECT: Proposed Residence CITY:Miami Shores, FL Steel Spec's: 5#51s w/#3 ties @ 12"o/c to 20'& CONTRACTOR: Turnkey Construction Logged By:MF 1#6 center bar full length Grout Spec's: 5000 psi ADDRESS: 1035 NE 96h Street Engineer eal: Load Bearing: 35 tons ---- - ------- -- I — -----7 r------ j of I I I _ p l r------------ � I I I I § I I I TTTTTT a 1 1 I I Y I I I I § I I I IIr�- I I I KI I I I I I I I KI I I I I I let I I I I a I I vp, t I I I i I I I I I ! I I j l 1 TjL I "� 1..._I.............. ................ ....i i .. i o I .t.; r--------- -------- — --------� I. I ,d-.0 •d-R A-A .o-At 1 A-At I . • _ I I 1 1 % 1 1 t I I 1 1 I I { I I I I I I ------------ ! --------- --------- ------------- — at•r--- —._----- • S .1-,lt •d-,tl .lhSl ,(t-A .l-A S i a � •A-At t SOILPROBE ENGINEERING AND Pile Location Sketch TESTING JLU Enterprise,Inc 7450 Griffin Road#140 1035 NE 96h St. Davie,FL 33314 Miami Shores,FL Tel. (954)584-6115 Fax.(954)581-2415 7JULE'VE �a ZQ14 7450 Griffin Road,Suite 140 Davie,FL.33314 Tel:954-584-6115 Fax:954-584-2415 E-mail:ppeana@soilprobe.net N_ Es` '• ` BEEN 0. ig, 4-01 July 22,2014 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores,FL 33138 Re: Auger Cast Pile Installation Proposed Residence 1035 NE 9e Street Miami Shores,FL ?e F.M rr:a P,G 2.141 3Y9 This letter is to advise Building Department that this office has been retained by JLU Enterprises to provide Special Inspector services for piling installation at the referenced site (FBC R4404.6.1.20). Also, we were provided with a copy of Geotechnical Report prepared by Specialty Engineering Consultants, Inc. dated September 3, 2012. We have reviewed the report prior to pile installation in order to understand the site conditions and recommendations to be implemented during Auger Cast Pile Installation. Attached please find Notice to Building Department form for Special Inspector, Pile Logs and Installation Certification Letter. Paul Peana,PE #37334 Signed a sled gieettg is tFae essence : : . . . . . . . . . . . . . . . . . . . . . . . o�science and tecl�olagy �` OR cJt'%gc. Miami shores village �n� fl umM Building Department RiDp' 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305)756.8972 _MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I(We)have been retained by �V�N �' to perform special inspector services under the florldl Building Code at the t? project on the below listed structures as of 2 I (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: ��4/M I7 A lKlm?a Z �G at �y! a SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(84404.6.120) ❑ SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.42(R4409.6.17.2.4.2) ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(84407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 22182(84408.52) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(84405.9.12) ❑ SPECIAL INSPECTOR FOR Note:Only the marked boxes apply. The f owing indiv: ual(s)employed by this firm or rr are authorized represetitatiiv, to perform inspection 3. _ m Q (k e5 4. *Special Inspectors ublbrng authorized representatives shall insure the authorized representative is qualified by.education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in cIvH or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I,(we)WO notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I,(we)understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector.All mandatory inspections, as required by the Florida Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department.Further,upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signe ad Sealed Engineer/Architect Name TOM Address ?H� fi�-�-a�1 '�� \`lam, �-v�2� ��• DAT . Phone No: Created on 6/10/2009 h ,y 7450 Griffin Road,#140 Davie,Fl.33314 Tel:954-584-6115 Fax:954581-2415 E-mail:rcolettona.soil row bent i1p.' robe En eerie &� � g July 2,2014 JXX Enterprise,Inc. 3320 NW 69 St. Miami,FL 33141 RE: Pile Installation Certification Proposed Residence 1035 NE 96t'St. Miami Shores,FL. TOW%I %-fc2.14 34®► This is to certify that on June 27,2014 a representative of this office monitored the installation of the auger cast piles at the referenced site. A total number of thirty seven (37)piles were installed at depths and locations shown in the attached pile installation logs and location sketch. The piles were installed at the location staked in the field by the owner's representative who was responsi- ble for staking out the pile locations. We further certify that our authorized representative observed the piles and their installation and that the workmanship and materials used were in substantial compliance with the specifications supplied to the Piling Contractor. We also certify that the referenced piles are capable to sustain a net allowable bearing capacity of 35 tons(70 kips)as shown in the attached pile logs. Should you have any question regarding the above, or if you require additional information, please contact this office. Sincerely, Soil gineering& Testing,Inc. i eana P.E. .No 37334 Cc: City of Miami Shores,FL Client(2) Turnkey Construction Enc. Pile logs,Location sketch Engineering is the essence ofscience and technology e } 14" AUGER CAST PILES INSTALLATION LOG Page 1 of 2 Theor. Pene Amount Pile Auger tration of Grout Pump Actual Grout Grout Notes: ID Time (Feet) (Cll) Strokes Amount(Cll) Factor Mps 06/27/14 1 1 2:47 30 1.20 41 1.70 1.42 70 Start 9:46;Adonel 5004 2 213 2:10 30 1.20 84 3.49 2.91 70 Arrived 9:39; 9 c.y. 3 3 3:16 30 1.20 43 1.78 1.49 70 4 4B 1:55 30 1.20 119 4.94 4.12 70 Stop 10:26; Start 10:36; Adonel 5003 5 5 1:35 30 1.20 44 1.83 1.52 70 Arrived 10:34; 9 c.y. 6 6 1:54 30 1.20 45 1.87 1.56 70 7 7 2:33 30 1.20 46 1.91 1.59 70 8 8 1:50 30 1.20 52 2.16 1.80 70 Stop 11:33; Start 11:33;Adonel 3001 9 9 1;37 30 1.20 57 2.37 1.97 70 Arrived 11:29; 9 c.y. 10 10 2:03 30 1.20 46 1.91 1.59 70 11 11 2:10 30 1.20 42 1.74 1.45 70 12 12 2:29 30 1.20 47 1.95 1.63 70 Stop&Start 12:05;Adonel 958 13 13 1:54 30 1.20 42 1.74 1.45 70 Arrived 11;43; 9 c.y. 14 14B 2:20 30 1.20 42 1.74 1.45 70 15 15 3:24 30 1.20 43 1.78 1.49 70 16 16 1:51 30 1.20 40 1.66 1.38 70 Stop&Start 12:38'Adpn-e; 932 17 17 3;16 30 1.20 50 2.08 1.73 70 9 c.y.;Arrived 12:10 181 18 1 4;37 30 1.20 43 1.78 1.49 70 19 19 1 2:44 30 1.20 41 1.70 1.42 70 201 20 1 1:40 30 1 1.20 1 42 1 1.74 1.45 1 70 Stop 1:12 Miscellaneous Notes: B=Blowout PROJECT: Proposed Residence CITY:Miami Shores, FL Steel Spec's: 5#5's w/#3 ties @ 12"o%to 20'& CONTRACTOR: Turnkey Construction Logged By: 1#6 center bar full length Grout Spec's: 5000 psi ADDRESS: 1035 NE 96`h Street Engi ers Seal: Load Bearing: 35 tons . Y 14" AUGER CAST PILES INSTALLATION LOG Page 2 of 2 Theor. Pene Amount Pile Auger tration of Grout Pump Actual Grout Grout Notes: ID Time (Feet) (Cl) Strokes Amount(CY) Factor Flips 06/27/14 1 21 3:01 30 1.20 43 1.78 1.49 70 Stop&Start 1:33;Adonel 4003 2 22 2:19 30 1.20 46 1.91 1.59 70 Arrived 1:30; 9 c.y. 3 23 2:29 30 1.20 41 1.70 1.42 70 4 24 1:41 30 1.20 42 1.74 1.45 70 5 25 2:09 30 1.20 42 1.74 1.45 70 6 26 1:53 30 1.20 43 1.78 1.49 70 Stop&Start 2:19;Adonel 8004 7 27 2:22 30 1.20 43 1.78 1.49 70 9 c.y.;Arrived 2:10 8 28B 2:48 30 1.20 126 5.23 4.36 70 9 29 2:21 30 1.20 50 2.08 1.73 70 10 30 3;03 30 1.20 42 1.74 1.45 70 Stop&Start 3:16;Adonel 936 11 31 2:07 30 1.20 42 1.74 1.45 70 9 c.y.;Arrived 3:15 12 32 3:28 30 1.20 63 2.61 2.18 70 13 33 4:03 30 1.20 41 1.70 1.42 70 14 34 2:43 30 1.20 39 1.62 1.35 70 Stop&Start 4:06;Adonel 908 15 35 2:23 30 1.20 48 1.99 1.66 70 6 c.y.; Arrived 4:03 16 36 2:58 30 1.20 50 2.08 1.73 70 17 37 2:53 30 1.20 52 2.16 1.80 70 Stop 4:25 18 19 20 Miscellaneous Notes: B=Blowout PROJECT: Proposed Residence CITY:Miami Shores, FL Steel Spec's: 5#51s w/#3 ties @ 12"o/c to 20'& CONTRACTOR: Turnkey Construction Logged By: 1#6 center bar full length Grout Spec's: 5000 psi ADDRESS: 1035 NE 96"Street En ' eers Seal: Load Bearing: 35 tons s i II II r-----------� I I I 201 I 11 I I •1 � I 'z•..y, I I = 1 I I A-F i I I y ---- --------� I I I•. I v I I as I I '31 I I I 1 1 =s I I I I g I I I I I I Jti� 1 1 Y- I -------- ! �------ LO hl ! 1 i t I I I I g I I i t I I I I I 1 1 •� I f�V I I �„ I .z-.0 „I I .z-.0 1 1 .o-n I A•9t 1 1 l .. ............... Y , 1 ---------J L------ L--- -------- t } 1z-3u 11 i I I I l i i I I i I I I i b • I I I I I I I I I I I 3 ----------- ---------- ------------ -. 7Z ----------- L — ---- ------- � , A•Fe SOILPROBE ENGINEERING AND Pile Location Sketch TESTING JLU Enterprise,Inc 7450 Griffin Road#140 1035 NE 96'St. Davie,FL 33314 Miami Shores,FL Tel. (954)584-6115 Fax.(954)581-2415 ` Miami Shores Village ' Building Department AUG 2014 - { 0050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY: Tel:(305)795-2204 Fax:(305)756-8972 lit; ' A INSPECTION LINE PHONE NUMBER: 305 762-4949 FBC 20 L� BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. All"ILDING ❑ ELECTRIC ❑ ROOFING PEVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION JOSHOP CONTRACTOR DRAWINGS JOB ADDRESS: 11 9 '3'5' A L 96 5 City: Miami Shores County: Miami Dade Zip: 9/_32f, Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): I NG ff-f_b i1S 1¢e�D Phone#: Address: l0 3 S Alt": 96 �T City: hA IAM I S 1}0,;�16S State: �L Zip: 3 5/3-r Tenant/Lessee Name: Phone#: �1 �gFlj Email: nn n CONTRACTOR:Company Name: ��f(�SO�JIa C�i/✓G�tt�i eo � c7��-5 / Phone#: Address: 1 G q sS 5W qO t'U city: �¢L C L v 6 4 E/ State: Y[- zip: 33157 Qualifier Name: 4 01-K0�� M R SOWS Phone#: State Certification or Registration#:C&CI 495-1 Certificate of Competency M DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration New ❑ Repair/Replace ❑ Demolition Description of Work: ((�y5S K{4b✓1�4/ L141 Specify color of color.thru tile: Submittal Fee$`� Permit Fee$ CCF$ CO/CC Scanning Fee$ ®0 Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ 6 (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONT OR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this /.3 day of�1/G•U�� ,20 !� ,by �day of Aw6 d� 20 /Z .by 6`1ZI D OL4*115M/0 ,who is personally known to ) 'moi PA6,who is personally known to e me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: SignSign: r/ Print: rKoT czr 04y9T-111W Print: PJ�r-r I-4,VQ-P/1ll/ Seal: Seal: 1111111,iiilillllllllIllillll �N+�" Notary Public State of Florida Wyk Notary Pubic State of Florida . Robert Murphy Rabed Murphy i My Commission EE 201066 r b My Commission EE 201066 "f'aa�w) ENx0p'res 05!22/1016 o� K�yires OW212016 APPROVED BY Plans Examiner Zoning d uctural Review Clerk (Revised02/24/2014) RUG-1'8-2012(5RT) 13: 42 P. 001/002 PARSGEN-01 LRANDOLPH CERTIFICATE OF LIABILITY INSURANCE B`7130i201°4'Y) THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POL•JCIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER IMPORTANT: If the curtificate holder is an ADDITIONAL INSURED,the pollay(ies)must be andorsod. If SUBROGATION IS WAIVED,subjoct to the terms and conditions of the policy,certain policies may require an ondorsemonL A statement on this certificate does not confer rights to the certirwals holder In lieu of such andorsement(g). pRQOUCpfrr4m Collia 8000 Govern Altar.Fowler d Fronch.LLC MANA o 05 822-MO 305 362-2443 8000 Governors Square Blvd �` � No. iiamm 3 aker,FL 33016 .A�t3csgi INSU AFFORINNO COVIStME NAIC S �IsumRA:Scomdale Insurance Company 41297 INetm6b INSURER a i Vlnitt s Insurance Company Parsons General Contractors.Inc. INSURER C: 1$950 S.W.80th Avenue R D i Palmetto Say,FL 53157 • INSURER 9! ' INSURM F COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. N0TWrrH8TANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIE=S DESCRIBED'HEREIN IS SUBJECT TO'ALL THE TERMS, EXCLUSIONS AND CONDMONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS, MWCYWF Imo' TYPE OF INMIRANaB POLICY NU offmaryYYY Y Exp UNITS Ot:NFIRaL LwPa nY [ACHOCLIIRRrNCG = 1,000,00 A X COMMERCIALOHNERALLIAINUTY CPS2044367 8M212014 SM212015CETOTIERZfib " PRCMI cs a nertee E 100,00 CWIeB rrA06 X CCCUR MED SXP(An am pwson) S •5,00 PERSONAL&ADNINJURY 6 1.000,00 GENERAL A00REOATE r3CN1ALL 3RLC3ATEUMMAPPLIGSPGFt PRODUCTS.COrAPlQP 2�QD0,00 X POL LOC 3 AUTOMOINLELtAaRRY ANY AUTO SCHEDULED BODILY INJURY(Per pwaon) E AL!OVrNED AUTOS gU7pS�D DDDILY INJURY(Pix aeexlent) S . HIREDAUTOs OS S X UM13RELLALUW X OCCUR•' S EACH OCCURRENCE S 2;000,00 A G:cESSLlar3t CWM34MME XMdO42005 BM2=14 RRW201$ AMREGATr S 2,000,00 D R ON WORKERS compl mTtoN s AND EMPLDYaw-Lr UMM X B ANYPRIN-WrQ—AftVWJ/9(R,0VnV9YIN V013735001' 1M/2014 1hl2015 I • g 1:000,0' OFRCGk&fMandah"�SBR EXCLUD 11" NIA CL CAM MxIDENT MOM Ei:L:DISEASE-EA EMP1 s 11000,001 D°scRrarlono�oveRanoNsoelow s.L assAir. PmIcYUMIr 41 1,000,00 DEWMMON OP OPRA70MSI LO TMBI V4HKUM(AtInsh ACORD 141,Ad&WM Rana aka Sia,V rtes apnea Ia�aqulmdl General Contrsadng Project Location,9035 NE 96th StniA Miami Shores,FL Description:Palmiseno Rosidenco/Now 2 story single family residence. CERTIFICATE HOLDER C CHL ON SHOULD ANY OF THE ABOVE DESCRIBED poLICIES BE CANCELLED BEFORE Miami Shores Village Building DepL 'HE EXPIRATION DATE THEREOF. NOTICE WILL BE DELNERED IN 10080 NE 2nd Avenue ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores,FL 33138 AytNOR4Ep rorRlt56NrA'rrvE GOOF. ARaakoa( ®1988-2010 ACORD CORPORATION. AG rights reserved. ACORD 25(201 DIOS) The ACORD name and logo are registered marks of ACORD 0 STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850)487-1395 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 PARSONS,ANTHONY JOSEPH PARSONS GENERAL CONTRACTORS INC 16950 SW 90TH AVE PALMETTO BAY FL 33157 Congratulations!With this license you become one of the neatly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range STATE OF FLORIDA from architects to yacht brokers,from boxers to barbeque restaurants, DEPARTMENT OF BUSINESS AND and they keep Florida's economy strong. PROFES$ICl[,IAI REGULATION Every day we work to improve the way we do business In order to CGCO54354 11m`..-',,08131/2014 serve you better. For information about our services,please log onto ` www.myffodftllcerne.com.There you can find more information CERTIFIED GEy-F2A1 CONTRACT®B about our divisions and the regulations that impact you,subscribe PARSONS,ANTtA ' H to department newsletters and learn more about the Department's inilfatNec PARSONS GE C.T L INC Our mission at the Department is:License Effkienily,Regulate Fairly. "M ' We constantly strive to serve you better so that you can serve your customers.Thank you for doing business In Florida, IS CERTIFIED under the provisions of Ch.489 FS. and congratulations on your new license! Expuemn dM AUG 31.2018 1.140801000523e DETACH HERE RICK SCOTT,GOVERNOR KEN LAWSON,SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD CGCW4354 The GENERAL CONTRACTOR Named below IS CERTIFIED a Under the provisions of Chapter 489 FS. Expiration date: AUG 31,2016 - PARSONS,ANTHONY JOSE PARSONS GENERAL C TORS INC 6212 AUTREY CT �» „� •,.. t: �� ` RALEIGH NC2Z81$ Y." ISSUED: 0813112014 DISPLAYAS REQUIRED BY LAW SEt1# L1408310005238 Miami Shores Village • DEC 2 2014. Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 i® BUILDING Master Permit No. !zG X14 1341 PER IT APPLICATION sub Permit No. BUILDING � ELECTRIC ROOFING REVISION EXTENSION RENEWAL ❑PLUMBING ❑ MECHANICAL [—]PUBLIC WORKS [:] CHANGE OF ❑CANCELLATION „� CONTRACTOR JOB ADDRESS: t 03S ^6; 619s./ City: Miami Shores County: Miami Dade Zia: 33/56 Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): /A141?/17 Z61,10 illyp Phone#: Address: !941 ST Clty: A41; /44/ vffo[Zj State: L Zip: 3� Tenant/Lessee Name: Phone#: Email: ,v CONTRACTOR:Company Name: Phone#: I Address: �01ITo Visy PI o 4i 0S City: M If w f d1sw State: 4:Z1 Zip: Qualifier Name:- &LfI&�� 1. NO Phone#: State Certification or Registration#: 66e; 0gq aSIA/ Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition E] ,Alteration New E] Repair/Replace ❑ Demolition Description of Work: AK / 99/-P&- y✓AIZ- _b9j(jje, 4 L064TIO /4 Eye--T�iZ 10)?- G QI J6 ry2l%411J �-�r64S 1tr1'0L'& P PY' P Specify color.of color thm tiler . Submittal Fee$ Permit Fee ' . (X_� CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature CC-Lf'� Signature WNER or AGENT fCONT"Cr The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of M CIE4 20 T by -5 day of —4y-&GMZF,r� .20 PJ ,by who is personally known to 4,14AW S W-60,45 ,who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: YZLI Print: 64jzi� Print -9E Sea Seal: �#0�0,_ Notary Public State of Florida Notary Public State or Florida . �. Robert Murphy Robert Murphy �` My Commission EE 201088 c My Commission EE 2010e6 N° fires 06,22/2018 xa�* ** +ssiE >�pl%lPE8t8�+*�as�a+� a*xw**m*��a�aaa[aaxa*ass s x s sw a*x�aaaaaaaaxsw APPROVED BY I , Plans Examiner Zoning iX-J I' Structural Review Clerk (Revised02/24/2014) DEC-30-2012(SUN) 15: 48 P. 001l006 Florida Workers Compensation IIU�DU�(�l�➢U®� FWC Joint Underwriting Association, Inc. P.O.Box 48957,Sarasota, FL 34230-5957 •Tel(941)378-7400 •Fax(94'1)378-7405 -www.f6vcjua.com 12/3112014 App f#:23660 Effective Date:01/01/2015 Binder Number.7D761523 PARSONS GENERAL CONTRACTORS INC C(,�C �' 0sy 3S y 16950 S.W.90TH AVENUE MIAMI, Fl.33157 ' RE: WORKERS COMPENSATION AND EMPLOYERS LIABILITY BINDER This is to acknowledge receipt of an.estimated or deposit premium payment and your application for coverage through the Florida Workers'Compensation Joint Underwriting Association, Inc.(FWCJUA). The FWCJUA is providing coverage under this binder for 30 days, beginning at 12:01 a.m. on the effective date shown above. Coverage Is provided under the Workers'Compensatiori Law of Florida only. Employers Liability coverage is also provided subject to the following standard limits: Bodily Injury By Accident: $100,000 -each accident Bodily Injury By Disease: $500,000 -policy limit BodiIj1njuryBy Disease:* . $100,000 each employee If additional limits were requested,those limits are detailed on the following page*. The•policy Issued will-be written. In the name of the Florida Workers Compensation Joint Underwriting Association.Inc.and services will be provided by the•company listed below.. Please retain this binder as evidence of coverage until you receive your policy. COMPANY: TRAVELERS. P.O.Box 3556 Orlando FL 32802 (800)247-7218 AGENCY: COLLINSWORTH ALTER FOWLER&FRENCH LLC 8000 GOVERNORS SQUARE BLVD STE 301 MIAMI LAKES.FL 33016 (305)822-7800 DEC-30-2012(5UN) 15: 48 P. 002l006 Assigninent Additional Notice Notice COVERAGE-FOR THIS EMPLOYER HAS.BEEN PLACED THROUGH THE FLORIDA WORKERS' COMPENSATION JOINT UNDERWRITING ASSOCIATION;INC. (FWCJUA). AS THE FWCJUA IS THE MARKET OF.LAST RESORT;COVERAGE .SHOULD CONTINUE TO BE SOUGHT THROUGH THE STANDARDNOLUNTARYMARKET. PL•EASE•NOTE THAT,PREMIUMS IN THE FWCJUA MAY BE HIGHER THAN THE STANDARDN.OLUNTARY'MARKETAND THIS EMPLOYER MAY BE SUBJECT TO FUTURE ASSESSMENTS. IF AN OFFER OF COVERAGE IS OBTAINED FROM•A VOLUNTARY MARKET INSURER,GROUP •SELF-INSURERS'•FUND,COMMERCIAL•SELF-INSURANCI=FUND,•ORAN ASSESSABLE MUTUAL INSURER,THIS EMPLOYER IS NO LONGER'ELIGIBLE FOR COVERAGE THROUGH THE FWCJUA. ACCEPTANCE OF COVERAGE THROUGH THE FWCJUA BY AN EMLOYER CREATES A CONCLUSIVE PRESUMPTION THAT THE EMPLOYER IS AWARE OF-THIS POTENTIAL.. EMPLOYER SINCE YOU HAVE BEEN UNABLE TO SECURE WORKERS'COMPENSATION INSURANCE-THROUGH ANY OTHER INSURANCE PROVIDER,YOUR COVERAGE IS BEING OFFERED THROUGH THE FLORIDA WORKERS'COMIPENSATION-JOINT UNDERWRITING ASSOCIATION (FWCJUA)AND YOUR'PREMIUM IS SURCHARGED. ' if a policy*Issued,-pursuant to an assignment•under the FWCJUA, is cancelled due to the employer's failure to comply with terms or.conditions of the policy,such employer may be ineligible.for further coverage udder the FWCJUA. Producer/Ewmployer. The FWCJUA redommends•that•all employers who.hire subcontractors register with.the Department of Financial Services to aid In tucking their coverage and identifying uninsured subcontractors.Go to www-myfloridaCFO/wc and then to the database titled"Construction Industry Policy Tracking Database". Follow the.Instructions for�registsring and the Department will endeavor to notify you when any of your subcontractors receive.notice of cancellation and/or reinstatement to their policies. An employer Insured by the FWCJUA 11wresponslble for paying premium on all uninsured subcontractors. Service Provider: A copy of the contractor's certified or registered license is attached. Service Provider: Contractors Supplemental Application is attached. Service Provider: Employment and Wage Information Release Agreement attached. Service Provider. ERM-14 is attached. Service Provider: Experience Rating•Worksheetisattached. .Service Provider: A Premium Finance Agreement is attached. Producer/Employer. Within the next 30 days,provide loss history reports)with corresponding policy premium generated by prior workers'compensation Insurer(s)valued as of the date immediately preceding.the effective date of this policy for-the experience period subsequent to the applicable exper3ence:modification rating-period..THIS INFORMATION SHALL BE USED TO CONFIRM THE-EMPLOYEWS•TIER ELIGIBILITY AND MAY RESULT IN THE REASSIGNMENT OF THE EMPLOYER TO-ANOTHER RATING TIER.Failure to remit the requested loss history reports)within the next 30 days shall result in the lssuance of a notice of cancellation. Service Provider. increased Limits: (500/500/500]•(in thousands) Service Provider: A list of all•employees for this employer Is attached. DEC-30-2012(5UN) 15: 49 P. 0031006 Producer/Employer:- Please be advised.that Chapter G91.4.015 of the Florida Administrative Code requires•every employer to maintain a journal of its check and cash.disbumements.as well*as a copy of each cashier'i.check, bank check and money order;indicating chronologically the disbursement date,to wham the money was paid,the payment amount;and the purpose. Service Provider: Form RT4 or its equivalent-is attached. Employer. You-have been assigned to:Tler III,which is an assessable plan-and is subject to a 659A surcharge on the annual:premium.Employers qualifying for Tier,111 shall be required to contribute on a pro-rata-earned premium basis the money necessary to meet any assessment levied to cover any deficit attributable.to Tier Failure to submit the Information requested may result in cancellation of the policy. To report a claim prior to policy.issuance,please call 1-800-832-7839. Producer/Employer: A,State.authorized $2;500 Deductible Plan is available. Please contact the Service Provider for an application and information regarding how to qualify.'There is no premium credit associated with this option, Producer/Employer. Certificates 6f-insurance without extraordinary remarks (e.g., Identifying employees by name or a specific 106-Site)-may now be generated-for this Employer by the authorized Agency or its Designated Producer(s) utilizing the CwVricate of Insurance issuance system located on the FWCJUA's website, www.fwcjua.com. . The FWCJUA shall take disciplinary action against Agencies and/or their Designated Producers for altering certificates of.insurance generated through the Certificate of Insurance Issuance system or for issuing-certificates of insurance outside of the.FWCJUA's Certificate of Insurance Issuance system without prior consent-and permission from the FWCJUA or its Service Provider, including suspenslon'or revocation of an Agency and/or its Designated Producer's privilege to submit business to the FWCJUA_ For fuither information regarding the'Issuance-of certificates of insurance within the FWCJUA,please.refer to.Part Four,K.Certificates of Insurance,of the FWCJUA Operations Manual which can be obtained from our website. Employer:Your pollcy.may be-reduced'by 2%,if you implement a certified Safety Program In accordance with the requirement of section 440.1025,Florida Statutes,and the Employer Safety Premium Credit Program rule-in the-FWCJUA Operations Manual, In addition,your policy may be reduced by 5%,if you Implement and execute•a certified Drug Free Workplace Program that meets the criteria established by the Agency for Heaith'Care Administration.For more information,please visit our website at www.fwcius.com or contact cur service provider,Travelers,at 1-800-247-7218. DEC-30-2012(SUN) 15: 49 P. 004f006 IMPORTANT'INFORMATION REGARDING YOUR FWCJUA POLICY Dear Policyholder: Please*read the following information•carefully as these items.may have a direct affect on your FWCJUA policy-and premium. FOR ALL POLICYHOLDERS: Please be advised that yoirare required•.to notify the'MCJUA of any changes In-your operations that would amend the:Information•you provided on.your Application for Coverage. This includes, but is not limited to, changes •In the company name or•ownership, changes in the. operations or nature of business, additions/deletions'.of. physical • location(s), ..addlU6n/deletion- of .employee(s) or casual laborers, addition/deletlon of a separate legal entity-sharing some or similar ownership, use of subcontractors, etc. Such-changes may affect coverage, classifications,* cafes, •premium estimates or other aspects of the coverage being. provided by the FWCJUA. To comply-with this requirement, please submit a Monthly Change Sheet (ACORD 176 FL) which Is located on our website, www,fwc!ua.com. under the Application F"orms'tab at.the.bottom.of our website's homepage. Please submit changes to our Service Provider, Travelers, at P,O: Box 3556, Orlando, FL 32802. Failure In prompt notification Is considered an intentional misrepresentation which may result in the cancellation of your policy. !f during the course of this policy-term you*or any other owner, officer; managing member or partner forms, acquires or reactivates another separate legal entity(l.e.Corporation, LLC, Partnership, Sole Proprietorship, etc.), you.are required.to promptly complete and. submit•an•ERMA4 to our Service Provider, Travelers, Additionaily,'ths FWCJUA requires all operations of any one employer at a single location must be insured on One policy, pursuant to the National Council on Compensation insurance (NCCI) Basic Manual Rule 3, S(b). Such changes may affect coverage, classifications; rates, premium estimates or other aspects of the coverage provided by the FWCJUA. As part of the Application for Covewage, you have signed the ACORD 133 FL. Please be advised that you are obligated to Inform.the FWCJUA If you begin leasing•employees from an Employees Leasing Company or through any employees:leasing arrangement at any time during the course of this policy.' You are also obligated to•notify the FWCJUA within.three(3)business days after you tease employees from an Employee Leasing Company, enter into an employee leasing 'arrangement, cease leasing employees from an Employees Leasing Company or terminate any employee leasing agreement Regardless of whether an Employee Leasing Company'provides workers compensation and employers liability insurance for the leased employees.-the FWCJUA will Include the leased employees' payroll In determining your-premium. You will be obligated to pay the FWCJUA any additional premium -resulting from the inclusion of the leased employees'payroll in the determination of.your premldm. DEC-30-2012(5UN) 15: 49 P. 005/006 IMPORTANT INFORMATION REGARDING YOUR FWCJUA'POLICY POLdCYHOLAERS IN THE CONSTRUCTION INDUSTRY WHO SUBCONTRACT WORK: Pteaise•be advised-that effeotive April 1, 2006 for all new and renewal pollciesi.in the state of Florida, the Office of•Insurance.Regulatiori adopted.. revision*to the scope-of classification code 5605, Contractor— Project Manager,;Construction-Executive, Construction'Manager or Construction Superintendent, The most significant change.with regards to*the•assignment of this-classification to a policy pertains to the use of subcontractors who are a sole proprietor/partner's of.a corporation-or LLC with only. one officer and no employees. Specifically,the rule prohibits the assignment•of code 5606 to your.construction executives (as defined In NCCI's:Scopes Manuai), If you subcontract work to a subcontractor with:no employees,because the subcontractor does not have the.required'job•supervisor or foreman. -However, if the subcontractor has up to three (3) of iicers provide valid certifibates of exemption, and one of the officers Is the job foreman or supervisor providing direct-supervision-to the'other*officer(s), class code 5606 may be assigned to your construction executives provided that no other subcontractors you Aired during the policy period prohibit the use of the classification. It Is also Importantto note that-if the FWCJUA determines that you have hired a subcontractor wfio does not have a job supervisor or foreman.at any job site visited by your construction executive($), all the•payroll-of the construction executive(s) for your policy-year will be assigned to the highest rated construction class code applicable to your policy. If you hire a subcontractor that has an employee leasing•'arrangement providing workers compensation insurance,-you must furnish-a valid certificate of Insurance for the leasing company showing proof of Florida workers compensation insurahw, as well as an affidavit from the subcontractor attesting to not having any unreported employees. Additionally, if you do hire a subcontractor with only an exempt officer with no employees and pay that subcontractor more than $100,000 annually, or'$25,000 per quarter, the FWCJUA will apply a "reasonableness test' to that-subcontractor and will include any payments in excess of $100,000 as remuneration;resulting*In a potential Increase to your total estimated annual.premium. This`reasonableness test'is based on three(3)times Florida's average houdy.wage for the construction industry multiplied by the number of work hours In a year, as published by the.Agency for Workforce Innovation. Based on these published-Florida.statistics, It Is*unusual*fora sole proprietor or owner-operators with no employees to earn more than$100,000 annually, Should you.have any questions with regards to any of-the Information provided,please contact either the.FWCJUA at 941.378-7400 or Travelers at 800-247-721 S. DEC-30-2012(5UN) 15: 49 P. 006/006 OSHA UPDATE:NEW REPORTING REQUIREMENTS—START.TJANUARY C Employers will now be required.to report all work related'fatapties within 8 hours and all in-patient hospitalizations,,amputations,and losses of an eye within•'24 hours of finding out about the incident. Previously,employers weie required to.report all.workpiace•fatalitles and when-three or more workers were hospitalized in the some incident. The updated reportingn3quirements are not'simply paperwork but have a life-saving purpose: they will enable employers and workers to prevent future Injuries by identifying and eliminating the most serious -workplace hazards. ; Employers have three options for reporting these severe Incidents to OSHA.They can call their nearest area office(www.osha.gov/htm1/RAmap.htmt)during normal business hours,call the 24-hour OSHA hotline at 1- 800-321-OSHA(1=Bd0-321-6742), or they can report online at www.oshe.gov/repart—online. For more Information and resources, including a new YouTube video,visit 4SWs webpage (www.osha.g6v/recordkesping2014)on-the updated reporting:requirements. "Employers under Federal OSHA's jurisdiction must begin..reporting*by January.1. Establishments in a state with a State run•OSHA,program should contact their state plan for the Implementation date. To learn more about these Issues and-other Workers'Compensationinformation click here: http://www.myfloridado_com/DivisionMC/To remove yourself from the DWC Notification list and'STOP e- mail Alerts sent to your e-mail address•st mcleary@fwcjua.com,click the following link and unsubsedbe your e-mail address:http://www.my.flarldaefo.com/WCAPPS/Mail Ust/Mali_L1st Reg.asp Should you have any-questions with regards to.any of the information provided,please contact either the FWCJUA at 941-370-7400 or Travelers at 800-247-7218.