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RC-13-1361 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-240714 Permit Number: RC-6-13-1361 Scheduled Inspection Date: August 07, 2015 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Final Building Owner: MOWERS,JEFFREY Work Classification: Addition/Alteration Job Address: 1175 NE 101 Street Miami Shores, FL 33138- Phone Number Parcel Number 1132050190230 Project: <NONE> Contractor: DENMAR CONSTRUCTION GROUP Phone: (954)372-6623 Building Department Comments NEW ADDITION TO EXPAND BATHROOM AND Infractio Passed Comments INTERIOR REMODEL WITH 51MPACT WINDOW INSPECTOR COMMENTS False INSTALLATION Inspector Comments Passed Failed Correction Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. August 07, 2015 For Inspections please call: (305)762-4949 Page 30 of 42 ,;;r-9 -wit I UILO A Lei Z Aj .MVAP -w- ITO, -41 tq tJ.8.DEPAKTMENTOFHOMELAND SECURITY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCY OMB No.1660-0008 Mallorol Flood Insrommv Progrrm Important Read the instructions on pages 1-9. Expiration Date:July 31,2015 SECTION A-PROPERTY INFORMATION FOR INSURANCE COMPANY U_8_E Al. Building Owners Name JEFFREY MOWERS AND KATHERINE MOWERS Policy Number: A2. Building Street Address(including Apt.,Unit,Suite,andfor Bldg.No.)or P.O.Route and Box No. Company 14MC Number 1175 NE 101ST STREET City MIAMI SHORES State FL ZIP Code 33136 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Desalptim.etc.) LOT 13,BL.K 176 OF REV PLAT OF MIAMI SHORES SEC 8,PS 43,PG57,DCR, FOLIOIt11-3205-018-0230 A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.)RESIDENTIAL A5. Latitude/Longitude:Lat.WV52'07.1" Long.80'1025.5" Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certifies is being used to obtain flood insurance. A7. Building Diagram Number JM A8. For a building with a dxawlspece or endosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 14th sq It a) Square footage of attached garage 286-+- sq it b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s)within 1.0 W above adjacent grade JQ within 1.0 foot above adjacent grade 9 c) Total net area of flood openings in A8.b JAN sq in c) Totat net mea of flood openings in A9.b Q aq in d) Engineered flood openings? ❑ Yes I@ No d) Engineered flood openings? ❑ Yes ® No SECTION 8-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION 81.NFIP Community Name&Community Number B2.County Name 83.State MIAMI SHORES 120652 MWNI43ADE FLORIDA B4.Map/panel Number B5.Suffix I 86.FIRM Index Date 67.FIRM Panel B8.Flood 89.Base Flood Elevation(s)(Zone 12085CO306 L 9111109 EfferitnrelR7Date Zone(s) AO,use base Good depth) 810. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ O"Wisouae: 811. Indicate elevation datum used for BFE in Item 89: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: 812. Is the building located in a Coastal Barrier Resources System(CORS)ares or Otherwise Protected Area(OPA)? ❑ Yes ® No Designation Dale:NIA ❑ CBRS ❑ OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ® Finished Construction 'A new Elevation Cediflcafe will be required when construction of the building is complete. C2. Elevations-Zones Al-AW.AE.AH.A(with BFE),VE,VI-AM,V(with BFE),AR,AR/A,ARAE,AR1A1-A30,AR1AH,ARIAO.Complete Items C2.8-h below according to the building diagram specified in Item AT In Puerto Rico only,enter meters. Benchmark Utilized:DCBMM-400 EL-8.28! Vertical Datum: NGVD 1929 indicate elevation datum used for the elevations In items a)through h)below. ®NGVD 1929 ❑NAVD 1988 0 OthedSource: Datum used for building elevations must be the some as that used for the BFE. Check the measurement used. a)Top of bottom floor(including basement,crewlspaee,or enclosure floor) Z 2Z ®feet ❑meters b)Top of the next higher floor 1112 ®feet ❑meters c)Bottom of the lowest horizontal structural member(V Zones only) NIA- ❑feet ❑meters d)Attached garage(top of Web) 7.40 ®feet ❑meters e)Lowest elevation of machinery or equipment servicing the building A-9a IN feet ❑meters (Describe type of equipment and location in Comments) Q Lowest adjacent(finished)grade next to building(LAG) 7_.277 ®feet ❑meters building feet melena g)Highest adjacent(finished)grade mend fo lou g(FLAG) j).j24 ® ❑ h)Lowest adjacent grade at lowest elevation of deck or stairs,including structural support N/A. ®feet ❑melena SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a lurid surveyor,engineer,or architect authorized by law to certify elevation information.!cert8y that the k meeNon on das Certillcate represents my best of ft to hHerpret the data available. �g-6 9- b understand that any false statement may be punishable by Tme or o p mentnent under 18 U S.Code,Section 1001. ® Check here it comments are provided on back of form. Were latitude and longitude in Section A provided by a ® Check here 0 altachmeros. licensed land surveyor? ® Yes ❑ No Certifiers Name ROBERT L THOMPSON License Number 3869 Title PROF.LAND SURVEYOR Company Name ACCURATE LAND SURVEYORS Address 1150 E ATLANTIC BOULEVARD City POMPANO BEACH Slate FIL ZIP Code 33060 Signature � Data _2120115 Telephone 954-782-1441 FEMA Form 086-0-33(7112) See reverse side for continuation. RephiCes all previous editions. IMPORTANT:In these spaces,copy the corresponding information from Section A. FOR ONKIRANCE COMPANY USE Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Ronrte and Box No. Policy Number. 1175 NE 101 ST STREET City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number. SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(1)corrmnundy official,(2)Insurance agent/company,and(3)building owner. Comments .108 NO 13-0319 A5:Let and long was obtained using a hand held GPS unit.C2E:AIC PAD 1.C2A:CRAWL SPACE 2.C28:PORTION OF HOUSE THAT IS DIAGRAM 1B 3.ELEVATION OF FLOOR OVER CRAWL SPACE 9.59' Signature Date ?17113 SECTION E-BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND ZONE A(WITHOUT OFE) For Zones AO and A(without BFE),complete Items EI-E5.N the Certificate Is intended to support a LOMA or LOMB-F request,complete Sections A.B. and C.For Items E1--E4,use natural grade,if available.Check the measurement used.In Puerto Rim only,enter meters. El. 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 Wavg adjacent graft(LAO). a)Top of bottom floor(including basemen,crawlepace,or enclosure)is ❑feet ❑meters ❑above or❑below the HAG. b)Top of bottom floor(including basemen,fxawispace,or enclosure)is ❑feet ❑meters ❑above or❑ below the LAG. E2. For Building Diagrams 6-9 with permanent Ilood openings provided in Section A Items 8 andifor 9(see pages 8-9 of Instructions),the next higher Mor (elevation C2.b in the diagrams)of the building is ❑feet ❑meters ❑above or ❑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 ❑mora ❑above or❑below the HAG. E5. Zone AO only: If no Mod depth number is available.is the top of the bottom poor 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 owners authorized representative who complain Sections A.B,and E for Zone A(wthout a FEMA-issued or com munty4ssued BFE) or Zone AO must sign here.The statements in Sections A.B.and E are correct to the best of my knowledge. Property Owners or Owner's Autlwrand Representative's Name Address city state ZIP Code Signature _ Date Telephone Comments n Checlk here if attachments. SECTION G-COMMUNITY INFORMATION(OPTIONAL) The keel oBicad who is authorized by law or ordinance to administer the communitys floodplain management oniinance can complete Sections A,B.C(or Q.and G of this Elevation Certificate.Complete the spot"items)and sign below.Check the measurement used in Items GB-GiO.In Puerto Rim only,enter meters. 431. ❑ The information in Section C was taken from other documentation that has beery signed and sealed by a licensed surveyor,engineer,or archtted who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Commends area below.) G2.❑ A community official cmwMW Section E for a building located in Zone A(without a FEMA-issued or commundy4ssued 8FE)or Zone AO. G3.❑ The fobwikg information plans G4-4310)is provided for community floodplain management purposes. G4.Pemtl Number G5. Date Permit Issued I G8. Date Certificate Of CompliancOOccupancy Issued G7. This permit has been issued for ❑New Construction ❑Substantial Improvement - 08. Elevation of as-bulk lowest floor(includig basement)of the building: ❑feet ❑meters Datum G9. BFE or(in Zane AO)depth of flooding at the building site: ❑feet ❑meters Datum G10.Community's design flood elevation* ❑feet ❑meters Datum Local Officials Name � Tile Community Name Telephone Signature Data Comments ❑Check here if attachments, FEMA Form 088-0-33(7/12) 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: 1175 NE 101 ST 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. t FRONT VIEW 2/20115 J ai v REAR AND RIGHT SIDE VIEW 2/20/15 i FEMA Form 086-0-33(7112) Replaces all previous editions. ELEVATION CERTIFICATE,page a Building Photographs Continuation Page 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. Polley Number: 175 NE 101ST STREET City MIAMI SHORES Slate FL ZIP Code 33138 Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear Yew"; and, if required, "Right Side VeW and "Left Side Yew." When applicable, photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section AS. f } RIGHT SIDE VIEW 220115 LEFT SIDE VIEW 2120/15 FEMA Form 086-0-33(7/12) Replaces all previous editions. __Act� b193 oon 111111" Miami Shores Village � s Building Department RIDA 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CERTIFICATE OF OCCUPANCY/COMPLETION CHECK LIST B ilding 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. Certificate of Elevation—(Sealed by surveyor). Expiration date required on the form. .e rtificate 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) ufiFinal certification letter from the Engineer/Architect(on masonry, trusses, special structure, etc) ❑ Backflow preventor certificate (Required on commercial projects only) ❑ Certificate 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 fee is $150.00 • Commercial CO is $200.00 INSPECTION RECORD -- — POST ON SITE Permit NO- RC-6-13-1361 5�0 Miami Shores Village — Permit Type:Residential Construction �T 10050 N.E.2nd Avenue • _ na. Miami Shores,FL 33138-0000 Wo*C/assificadon:Addltion/Alteration Phone: (305)795-2204 Fax: (305)756-8972 J� F[ORLDp� Issue Date: 2/7/2014 �f Expires: 08/06/2014 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bldg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #:1132050190230 Owner's Name.JEFFREY MOWERS Owner's Phone: Job Address: 9175 NE 101 Street Total Square Feet: 1750 Miami Shores- EL 33138- Bond Number: 2325 Total Job Valuation: $ 180,000.00 �n WORK IS ALLOWED MONDAY THROUGH SATURDAY, 7:30AM-6:OOPM.NO WORK IS ALLOWED ON SUNDAY Phone Contract �,� Primary Contractor_ OR HOLIDAYS. DENMAR CONSTRUCTION GROUP (954)372-6623 Yes BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS A''.2 DONE MONDAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. C*-9 cox-. -1J,,4 jt%k - LAO r NO INSPECTION WILL BE MADE UNLESS THS ,.ARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE, IT IS THE PERMIT APPLICANT'S RESPONSIBII ' JRE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CIT „_LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMEN- OF ANY MATERIAL WARNINGS TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR ,PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORQED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. INSPECTION �:EC®RD STRUCTURAL ZONING foundINSPECTION DATE INSP INSPECTION DATE INSP INSPECTION ation INSP Foundation Zoning Final SHBea r l ZONING COMMENTS Rough ' l�rt>.1Fi�,�(, � L ,� Water Service ns 1st Lift 2"d Rough ns 2nd Lift am To Out Rafters Fire Sprinklers heathinSe tic Tank !0 2 Sewer Hook-uws/Doors Roof Drains as Framin M L'P !¢ INSPECTION DATE INSP ELECTRICAL GP Tank ion Q q, Tem ora Pole Well Ceilin Grid 30 Da Tem ra Lawn Sprinklers D iall Ave /i 62 44 Pool Bondin Firewall Main Drain Pool Deck Bondin Pool Piping Wire Lath !� Pool Wet Niche LBaklow Prevento Pool Steel / Under round e for PoolDeck Footer GroundFinal Pool Basins Slab nsate Drains Final Fence Wall Rou h Final Screen Enclosure Ceili oug Driveway R u PLUMBIN M NTS Drivewa Base Tele hone Rough Tin Ca Tele hone Final Roof in Pro ress TV Rou h Mo in Pro ress TV Final Final Roof Cable Rou Shutters Attachment Cable Final Final Shutters Intercom Roug Rails and Guardrails rIntercom Final ADA tom liance �✓ AlarmRou h INSPECTION , DATE INSP NICAL 7 Alarm Final Underground Pipe DOCUMENTS Fire Alarm Rough Soil Bearin Cert Fire Alarm Final Rough Jl Soil Treatment Cert Service Work With IF Floor Elevation Surye Reinf Unit Mas Cert Ventilation Ro h ELECTRICAL COMMENTS Hood Rough Insulation Certificate 11 CSL �oPressure Test S of Survey Final Surve Final Hood Truss Certification Final Ventilation STRUCTURAL COMMENTS Final Pool Heater Final Vacuum FIRE MECHANICALCOMM S INSPECTION DATE IINSP Final -Sprinkler Final Alarm \ `I Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-240644 Permit Number: RC-6-13-1361 Inspection Date: August 04, 2015 Permit Type: Residential Construction Inspector: Dacquisto, David Inspection Type: Survey Final Owner: MOWERS,JEFFREY Work Classification: Addition/Alteration Job Address: 1175 NE 101 Street Miami Shores, FL 33138- Phone Number Parcel Number 1132050190230 Project: <NONE> Contractor: DENMAR CONSTRUCTION GROUP Phone: (954)372-6623 Building Department Comments NEW ADDITION TO EXPAND BATHROOM AND Infractio Passed Comments INTERIOR REMODEL WITH 51MPACT WINDOW INSPECTOR COMMENTS False INSTALLATION Inspector Comments Passed 6 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 August 04, 2015 Page 1 of 1 1150 E. ARANnc BLVD. jj ACCURATE LAND SURVEYORS, INC. TEL (954) 782-1441 POMPANO BEACH FLORIDA 33060 P, LB. /3635 SHS, 1 OF 2 FAX. (954) 782-1442 TYPE OF SURVEY: BOUNDARY JOB NUMBER: SU-13-0319 15-0516, TOPO LEGAL DESCRIPTION: LOT 13, BLOCK 176 OF REVISED PLAT OF MIAMI SHORES SECTION EIGHT,ACCORDING TO THE PLAT THEREOF,AS RECORDED IN PLAT BOOK 43, PAGE 67 OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. ADDRESS: 1175 NE 101ST STREET MIAMI SHORES, FL 33138 FLOOD ZONE: AE BASE FLOOD ELEVATION: 89NGVD CONTROL PANEL NUMBER: 120652-0306-L EFFECTIVE: REVISED: 9/11/2009 LOWEST FLOOR ELEVATION: SEE SURVEY GARAGE FLOOR ELEVATION: SEE SURVEY LOWEST ADJACENT GRADE : SEE SURVEY HIGHEST ADJACENT GRADE : SEE SURVEY REFERENCE BENCH MARK: DCBMNB-400 ELEV: 8.28'NGVD CERTIFY TO: 1. JEFFREY MOWERS AND KATHERINE MOWERS 2. 3. 4. 5. 6. NOTES: 1. IRIS SURVEY CONWIS OF A MAP AND A TEXT REPORT. ONE IS NOT VALID WITHOUT 7NE OMM Z OWNERSHIP OF FENCE AND WALLS IF ANY, NOT DETERMINED. I IRIS SURVEY IS MADE FOR THE EXCLUSIVE USE OF 7HE CERTIFIED HEREON. TO EE YAW ONE YEAR FROM 7HE DALE OF SURVEY AS SHOWN HEREON. A LINGTH IE „�j d, LEGEND OF ABBREVIATIONS: MIAA#M—DARE COUNTY NGVD1929 Rt - ADIiS� m CHORDARIM 4- 13.EVATDONS MASEV ON NDRrD Iaxl Da • o"emm Rw - RIGHT OF MY SCLFr. - SauAREFEET IAANf. IIA/IrENAIICE CLF • CIIANU MFENCF S E A � P.C. PONT OF CUMATIRIE P.CP. PERLMIENf CONIROLPONT NCR SNOWARDCOUMYRECOROM VIF VVOOOFENCE P.T. POSWOF TANGENCY PA.C.A PALM WACN COUNTY RECORDS QCA DAVE COUNTY RECORDS SLVIL • OOULEVIVO WN W►TERVVER P RAT PH RATI-I AD ASSUMEDMTTIi1 NOT WW WWOUT ON OVERHAM N{O pU&&Ow OAA. OFRCIALRECORDMSOOK L1L IIONPIPE IM SNMTJK AND7 N - NORTH P.O.C. POIROFOOMMENCEAENT FF FMNSIEDFLOOR LA ILONROD S • HE 01INNAL RAM SOUTH PA1 POIROFaEO•aaN6 ENCH. • ENCROACH OAR. GARAGE S£AL OF A FLORIDA E • EAST AC AIRCONDLTIOIER LICENSED 9URMEY�R —x—x—x—x— . CHAIN CENNEn1DE AND MAPPER. w wEst FOUND BENCHMARK GI1TT TTAHOOCFIEE —�f—AA—Af—�/-- • WOODFENCE � POLE �ASIIRED FN FIRE HYDRANT FPL RORIOA POWER i LKW • NETAL iENCF U& AM EASEMENT aft OFFSET ELEV _ ELEVAMON PX FENCE DE. OFUMAGEEASELENT SEC. • 8ECT10N LMI LMgUOLE �I�11—II-1i • U rE FU10E A,E. ANCIIOREASEiilgf TWP TOomw ESLR EASELM?NT • Vow CONCRETE CWAN! PJUAL PERMANENT REFETBICE UONMRIENT ROC RANGE wl Se ELECTRIC • WWEF1:NfE N.QVD. NORTNOSOMMVERTICALOAfW 1150 E. ATLANTIC BLVD. POMPANO BEACH ACCURATE LAND SURVEYORS, INC. TEL (954) 782-1441 FLORIDA 33060 L.B. /3635 FAX. (954) 782-1442 SHEET 2 OF 2 N HIM r N E rW WO a LOT 5 BLOCK 176 LOT 4 BLOCK 176 x in s 5' W.F. POWER FOUND 1/2- 0.90, /2"0.90' S. 1 POLE. . , IRON PIPE 0.03' E. 10 ASPHALT PAVEMENT 132,26 :•: _ ;(NO ID) ^`0 9o. r- ,� - *8.,2 A� s W.F. FOUND 1/2- 0� n *8.62 V� /0.27' S. 7 33 Ov IRON ROD �',o o CLEANOUT ��' 213 �/ , m (NO ID) +�o / 69 9 �� --_-�- 10.39 10.4' .*8.67 �QO� h� ,� Zyo r`" ti'-.. A/Ct N 14 35.0. zs B. o � UG p 4 015 * .-y-F.F. ELEV. •,':STONE: = Q �, E . yj ro °� THIS AREA rn / *7.90 Lr =9.17NGVD N � O /*5.41 -_z u . A/C Q ' 8.42 �+ 22.2' N ?jf i CQ 19.85' r- ui 12.4' 49. o TILE ONE STORY .. 04 W L��IVGVD 1-7':v� RESIDENCE #1175 4. ;� � :W :": L LOT 13 BLOCK 176"' �� °" ; S, :::•w z�. L :::::FRONT DOORCID ;` Z : :Q�.'`': :•:-:. .•'ELEV=9.59'NGVD • . p :::IY . ..... ..Q :... :4-4.0' o / ~ 10.29' .. ..'.. TILED 944. o 0.33*-'- ..14.05' 8.8, *8.01/09 ;�;,•. *9.09 * �, `. # * .57 FOUND 5/8" 0- N *7.83 101,7.92 IRON ROD *7.96 � C� Y (NO ID) Ap 10. s5.00ASPHAL *7.8 DRIVEWAY *7:47 o FOUND -1�2 ��*�Y ��P IRON PIPE-' s� �< A (NO ID) \ F,LO %7-75 / < � N.E. 101st STREET - -T+- --�• J - m 6 w m TTS 75' RIGHT OF WAY >t� 22' ASPHALT PAVEMENT GRAPHIC SCALE CERTIFICATION: 1.UNLESS 07HERwmE NOTED FIELD MEASUREMENTS ARE N AGREEMENT WIH RECOND THIS IS 70 CERTIFY THAT I HAVE RECENTLY SURVEYED INE NTS. PROPERTY DESCRIBED N THE FOREGOING 11IE CAPTION AND HAVE 2 BEMN S SIIOMN HEREON ARE BASED ON A BEARING OF=MW. SET OR FOUND MONUMENTS AS MICAIIED ON TIS SIMTCM AND 3.IRE LAIRS SHOWN IEEON WERE NOT ABSIRACIED FOR RiIiFERSfP.RIGH1_W_WAY, THAT SAID ABOVE GROUND SURVEY AND SKETCH ARE A=IRATE AID EASEMENTS,OR OTHER MATTERS OF REDOROS BY ACGURAIE LAND SURIEVOM NC. CORRECT W THE BEST OF MY KNOWLEDGE AND BELIEF:I FURTHER 4.aMNERSIP OF FENCES AND WALLS IF ANY NOT DETERMINED. CERVY THAT TIS SURVEY MEETS LM6LIUM TECHNICAL STANDARDS 5.IIS ORAWNG O THE PROPERTY OF ACCURATE LAND SURVEYORS.NC.AND SHALL NOT BE USED UNDER RULE SJ-17 ADOPTED BY THE FLORIDA 80ARD OF LAND OR RFFRODUCIED N WHOLE OR N PART RUNOUT WRITTEN AU11HO6ZAIDN. SURVEYORS, IAMUARY 11.2010. S E A 6.INS ND SURVEY CONSISTS OF A MAP ATEXT REPORT.ONE IS NOT VALID W IHOUT THE OTHER. 7.THIS SURVEY 15 MADE FOR THE EI=SIYE USE OF THE CER1iIED HEREON.TO BE VALID ONE NUT VALID WITHOUT YEAR FROM THE DATE OF SURVEY AS SHOYN. INE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA SURVEYOR REVISIONS DALE BY 3-jG-1LJ �+MAPPEIZ ROBERT L THOMPSON (PRESIDENT) UPDATE SURVEY SU-15-0516 02-20-15 w PROF"ESSONAL SURVEYOR NO MAPPER Na366I-STAIE OF FLORIDA ME DATE OF SURVEY ORAWN 8Y dEdED BY !NIGH 02-07-13 SP FlM1D 1008 RLT 13-0319 SCALE 1"=20 uIM 0-13-0319 STATE OF FLORIDA PERMIT NO. �7— DEPARTMENT OF HEALTH DATE PAID) f ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM FEE PAID: _00 CONSTRUCTION INSPECTION AND FINAL APPROVAL RECEIPT#: w wl APPLICANT: y� AGENT: �l'tl�/[TL V�I I�� "CQ'FI c__. .. � r)if S PROPERTY ADDRESS: �! 7 Q S+ LOT: BLOCK: SUBDIVISIONS Sh0 rer PROPERTY ID#: - - - - - - -- acs+cam - - - - - - - - - - - - - - - - - - - - - — c = sem _ — _ _ _ _ _ _ CHECKED [XI ITEMS ARE NOT IN COMPLIANCE WITH STATUTE OR RULE AND MUST BE CORRECTED, TANK INSTALLATION Di,,�� SETBACKS ( 1 1011 TANK SIZE 11)-lYx-(21 (' 1 • [271 SURFACE WATER �'(J� FT ( 1 1021 TANK MATERIAL p ( j 1281 DITCHES 64(& FT [ 1 1031 OUTLET DEVICE [ J (291 PRIVATE WELLS_..., A FT [ 1 (041 MULTI-CHAMBERED [Y�_ ( 1 (301 PUBLIC WELLS FT [ 1 [051 OUTLET FILTER Alldw-- [ 1 (311 IRRIGATION WELLS_ FT ( 1 (061 LEGEND1 [32) POTABLE WATER LINES FT ( 1 (07] WATERTIGHT [ 1 (331 BUILDING FOUNDATION _ FT ( 1 (081 LEVEL 1 - 1 (341 PROPERTY LINES 1-5 FT ( 1 (091 ,,DEPTH TO LID [ 1 [351 OTHER FT RAI ELD INSTALLATION FILLED/MOUND SYSTEM ( 1 1101 AREA[115Q4[21 SQFT [ 1 1361 DRAINFIELD COVER d [ J [111 DISTRIBUTION BOX HEADER ��(( [ 1 [371 SHOULDERS [ J [121 NUMBER OF DRAINLINES `i [ 1 (381 SLOPES [ 1 (131 DRAINLINE SEPARATION [ 1 (391 STABILIZATION [ J [14) DRAINLINE SLOPE ( J [15) DEPTH OF COVER /5-'A—2Ltl ADDITIONAL INFORMATION ( 1 1161 ELEVATION[ABOVE/BELOW)SM ( 1 [401 UNOBSTRUCTED AREA ( 1 [171 SYSTEM LOCATION lkgir [ 1 [411 STORMWATER RUNOFF ( ) [161 DOSING PUMPS �Cl4" ( 1 [421 ALARMS ( J (19) AGGREGATE SIZE [ ] [431 MAINTENANCE AGREEMENT ( 1 (201 AGGREGATE EXCESSIVE FINES I 1 [441 BUILDING AREA ( 1 [21] AGGREGATE DEPTH 4^/A?. [ } [45) LOCATION CONFORMS WITH SITE PLAN ( j [46] FINAL SITE GRADING FILL/EXCAVATION MATERIAL ( 1 1471 CONTRACTOR ( ) (221 FILL AMOUNT 142Y ( 1 (48) OTHER [ 1 1231 FILL TEXTURE k [ 1 [241 EXCAVATION DEPTH�LABANDONMENT ( 1 [25) AREA REPLACED��, ( 1 [491 TANK PUMPED ( J [261 REPLACEMENT MATERIAL50V ( 1 1501 TANK CRUSHED&FILLED�� EXPLANATION OF VIOLATIONS/REMARKS: [ 1 [ 1 ( 1 CONSTRUCTIO [APPROVE / APPROVED]: CHD DATE: FINAL SYSTEM APPROVED/DI PPROVEDJ: CHD DATE: UH 4016(Page 2), 10197(Previous Editions May Be Used) Page 2 Of 3 Stock Number:5744.002-4016.4 PT 1: Applicant PT 2: InslaRer/ConlrWor PT 3: Building Deoertmen; e u IL41i A�_ PT 4: Health Department 706-946-6431 P.1 Broward Insulation. Inc 954-486-5993 P.1 BUILDING PERMIT* INSULATION INSTALLA'-fldO11 CERTIFICATE FIrwerty Adore - s city _ St no z� Legal Descrfptiorr. TewagrP Range SecLorr SLbotvbianit B►oeJclParzet lot The undersigned henry certi5itxat insulation has b4"taled intoe abovedesa wl pity to meet the minimum requtrt3rtatts fpr R-Value of the es Fioriia Eees,nergy orawrCode,as folio= 1_ Exterior CBS wets have been insulated with(Check one from right)tp a ❑ Spray on Celiuiose_ thicimeSs of ' arches,whiCh thldme%.3L 0114CF O ❑ f-b$r'g13a5 ESat'S ff ' Rock vt'oot Bads to L F .Iumnmtrn Fo:l 7tt. wil yie!d an"R'value of Ll c I '91 bags per square feet ❑ �oystyretae ❑ Other E)derior(Irene Walls)have been insulabed with(Cherie one from the eokmn at ❑ Spray on Cellc:lose 0 Fiberglass Batts right)to a thickness of vuhes.which thkJmess,according Q RoccR Wool Bls to ❑ Aumimrn Fcii vAb yield an'R'value of D Polyurethane ❑ Other Z Ceilings Qevel}terve been insulated with(Chwe ore kali Etre oo:umn to the Fiberglass B!2nkets n8M?iDa, i ui t of `I c Enc h s,wttich thickness.amoafn `lherglass Loose rill B ❑ Rade.rVao�Blankets tp l l r it vx l mid an'R.value ❑ Rodc Woo;Loose Fit' Of J a< O Cellula_c. Wazpa Fill bags per thousand smiare fest ❑ Other ❑ FDerglass 9:ankets Cerlirg Ivau►trdtCalltadrat) have been irtsrAated wilt, (Check ane tram the ❑ Fibelrglass Loose Fill Witu t in the right) to a gftla-ass of inches. w*Z #Ockntms ❑ Rock Wool Btankets ❑ Rodc Wocl Loose se Fill J er g vrt9 yield an R nettle O Cell[Wose lie R1 Of ❑ Other 3. h ter1w Knee Walls have been zmdaw wdh a Mmerat F'gxw gaff to a fhtdowss of —inches,vvhi Vh thickness,acoordhv to will yieddan'F7'vaNeeoF 4. Garage Partition Walls of oancli toned fiving area lidera been insulated to a ttucWV=of inG?es,wnich thickness.aocording to MVAWFAGrURM wb yield an'R'value of 5_ The fdbwing areas have not been trtstl{arEe& 99MIiAbGONHWaOR 1 LStL� tG _ _ ti�t�.ATltyttCdtft!Ad b�...- . yY ay: Owe. � J PAULNE M DAILEY 11 Notary Public-State of Florid. ° My Comm.Expires Oct 2.2017 1 commissim#FF 053!3 .t AAL TERMITE & PEST MANAGEMENT QUALITY • SERVICE + RELIABILITY 12233 S.W. 132th Ct, Miami, Florida 33186 Tel:(305)251-8445•Fax:(305)251-8986•www.apexpestservices.com SOI ATMENT CERTIFICATE ff"SOIEL PRETREATMENT 0 SOIL FINAL TREATMENT CCOUNT #:_ lZ Z 85 DATE: V1,312101el BILL TO: 1pHAfL oau r2 itU o.� ir�u BUYER'S NAME NTRACTOR 1175 NF- 10i sy 80 Nus �l7 TREATING ADDRESS BILLING ADDRESS i�j WIQ�W" 3 35 ITY STATE ZIP STATE ZIP TYPE OF GUARANTEE: TYPE OF TREATMENT: UALLY RENEWABLE SPRAY ONLY FIVE (5) YEARS SPRAY AND TAIMP ONE (1) YEAR OLVW-XL FOOTAGE A CENTS 0 lUARE FOOTAGE (nOSSCENTS TOTAL TREATMENT COSTS $q5 UNDER THE COMPANY'S CONTINUOUS PROTECTION PLAN THE ABOVE NAMED PROPERTY CAN BE RENEWED ON THE (DATPON PAYMENT OF THE INITIAL TREATMENT COST,AND ANN ALLY THERAFTER IN (MONTH) Oy , (YEAR) 20 tcl .A GUARANTEE WILL BE EF ECTIVE FOR AN INITIAL PERIOD OF 6 0 MONTHS AND THEREAFTER SO LONG AS PAYMENTSARE MADE IN ACCORDANCE WITH TERMS AND CONDITIONS OF THIS CONTRACT. A PRE-SLAB TREATMENT FOR SUBTERRANEAN TERMITES WAS GIVEN TO THE ABOVE PREMISES ACCORDING TO THE STANDARDS OF THE NATIONAL PEST CONTROL A" OCIATION,AND MEETING SOUTH FLORIDA BUILDING COD DER SECTION 2913.5 LICE SE N 4 06 APEX TERMITE & PEST MANAGEMENT INC. LIE T SIDENT �ITPM�O/R rTHORIZED AGENT S JE TO TERMS AND CONDITIONS N 3TED ON BACK ;AGE 12233 S.W. 132th Ct, Mh-.tui,Fior ida 33186 c SUBTERRANEAN TERMITE CONTROL LIMITED WARRANTY SUBJECT THE GENERAL TERMS AND CONDITIONS LISTED BELOW.THE COMPANY WILL ISSUE A LIMITED WARRANTY FOR THE CONTROL OF SUBTERRANEAN TERMITES AND,AT NO ADDITIONAL CHARGE,APPLY ANY REQUIRED TREATMENT TO THE PREMISES IF SUBTERRANEAN TERMITE INFASTATION IS FOUND THEREIN DURING THE PERIOD OF THE WARRANTY. TERMS AND CONDITIONS 1. This warranty will commence on the date of the initial treatment and be effective for the period noted on the reverse side,providing the customer pays the annual renewal fee(if applicable)within thirty(30)days of the anniversary date.APEX TERMITE&PEST MANAGEMENT reserves the right to make a reasonable adjustment of this fee at the end of three(3)years. 2. This agreement covers the property identified on the reverse side as of the original treatment.In the event the premises is structurally altered,or otherwise changed or if sold is removed or added around the foundation,owner will notify APEX TERMITE&PEST MANAGEMENT and arrange to purchase additional treatment required by the changes incurred.Failure to do so will terminate this agreement automatically without further notice.In the event of structural modification,APEX reserves the right to adjust the annual renewal charge. 3. Structural and mechanical defects,which result in moisture problems in the interior areas or through the roof or exterior walls of the premises,may destroy the effectiveness of APEX'S treatment thereby permitting an infestation of subterranean termites after the date of the initial treatment.The customer will responsible for making any timely repairs necessary to correct any structural of mechanical defects upon completion of such repairs, APEX will provide additional treatment to control the infestation in the area.Failure to correct the above defects or the following conditions will result in the immediate termination of the agreement. (a) Earth to wood contact. (b) Unremoved form boards. (c) Hidden expansion joints or cracks in slab or foundation. (d) Stucco over wood frame where wood or stucco are below grade level. 4. Disclaimer (a) This agreement provides treatment for subterranean termites only(Reticulitermes sp.,beterotermes sp.)Formosan termites(Coptotermes sp.),Drywood termites (kalotermessp.,Ineisitermessp.,Cryptotermes sp.,)and all other wood destroying organisms are NOT COVERED. (b) APEX TERMITE&PEST MANAGEMENT's liability shall terminate should we be denied access to the identified property for any purpose contained in this agreement or by acts of GOD,duly constituted government authority,act of war or any other catastrophic circumstances beyond the company's control (c) This agreement does not cover and APEX TERMITE&PEST MANAGEMENT will not responsible for any and all damages to the structure or it's contents resulting from termite infestation. (d) APEX TERMITE&PEST MANAGEMENT disclaims any liability for special, (e) Incidental or consequential damages.The warranty of retreatment as stated in this implied,including any warranty of merchantability or fitness for any particular purpose. UNIVERSAL ENGINEERING SCIENCES GEOTECHNICAL LETTER REPORT PROPOSED BATHROOM ADDITION 1175 NE 101sT STREET MIAMI SHORES, FLORIDA UES PROJECT NO. 2130.1300016 UES REPORT NO. G00018 Prepared For: Mr. Edwige Clark Denmar Construction Group 3180 NW 971h Way Sunrise, FL 33351 Prepared By: Universal Engineering Sciences 451 N.E. 189th Street Miami, Florida 33179 (305) 249-8434 Consultants in:Geotechnical Engineering•Environmental Engineering•Constnxtion Materials Testing•Threshold Inspection•Private Provider Inspection Offices in:Daytona Beach•DeBary•Fort Myers•Gainsvile•Jacksonville•Ocala•Orlando•Palm Coast Rocldk)dge•Sarasota•SL Augustine•Tampa•West Palm Beach•Miami UNIVERSAL IODATIONS: • Atlanta • Daytona Beach ENGINEERING SCIENCES F�P� Consultants In:Geotechnical Engineering•Environmental Sciences Gainesville Geophysical Services•Construction Materials Testing•Threshold Inspection Jacksonville 03 Building Inspection•Plan Review•Building Code Administration L�p�ee • Miami la July 15, 2013 Ovando(Headquarters) • PaIrn Coast • Panama City • Pensacola Rockledge • Sarasota • Tampa Mr. Edwige Clark West Palm Beach Denmar Construction Group 3180 NW 97th Way Sunrise, FL 3335 Reference: Geotechnical Letter Report Proposed Bathroom Addition 1175 NE 101St Street Miami Shores, Florida UES Project No. 2130.1300016 (Report No. G00018) Dear Mr. Clark: Universal Engineering Sciences, Inc. (UES) has completed a geotechnical engineering letter report for the above referenced project in Miami-Dade County, Florida. The scope of this exploration was conducted in general accordance with UES Opportunity No. 2130.0713.00003 (rev. 3) dated July 12, 2013. This exploration was performed in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. The following letter report presents the results of the field exploration, and our interpretation of those results with respect to the proposed development. Evaluations and recommendations have been included for the proposed house addition. INTRODUCTION Based on our discussions, we understand that the project includes a 100-square-foot bathroom addition on the north side of the existing home at the above-referenced property. We are anticipated that the proposed construction will consist of CMU walls supported on a thickened edge concrete slab. At this point, we have not been provided with any plans depicting the proposed improvements. At this time, Universal Engineering Sciences, Inc. (UES) has been retained to perform a geotechnical study to explore the subsurface conditions at the site and to provide evaluation of foundations for the proposed bathroom addition. 451 N.E. 18e Street • Miami, Florida 33179 • (305)249-8434 • Fax (305) 249-8479 www.UniversaiEnaineering.com Geotechnical Letter Report Proposed Bathroom Addition 1175 NE 101$`Street; Miami Shores, FL UES Proiect No.: 2130.1300016 (Report No.: G00018) SCOPE OF SERVICES The purpose of this geotechnical exploration was to explore and evaluate the subsurface conditions at the site by advancing hand auger borings along with the use of a Dynamic Cone Penetrometer (DCP) with special attention to potential geotechnical considerations that may affect future development at the site. This letter report presents an evaluation of site conditions on the basis of traditional geotechnical procedures for site characterization. Due to limited access in areas of proposed improvement at the existing residential home, a truck-mounted drill rig could not be utilized. The recovered samples were not examined, either visually or analytically, for chemical composition or environmental hazards. UES would be pleased to perform these services, if you desire. FIELD EXPLORATION The subsurface conditions at the site were explored with a total of two (2) hand auger borings (HA-1 and HA-2). Dynamic Cone Penetrometer (DCP) testing was performed at each test location in order to estimate penetration resistance of the near surface soils. The approximate locations of the borings are presented in Sheet 1 attached to this letter report. A representative of UES marked the locations of the test borings in the field using standard taping procedures and existing landmarks. Consider the indicated locations and depths to be approximate. Further, the boring locations are based on a site plan provided to us. The hand auger borings were performed in accordance with ASTM D1452 titled "Standard Practice for Soil Investigation and Sampling by Auger Borings." While advancing the hand auger boreholes, penetration tests were completed at one-foot intervals using a Model S-200 DCP manufactured by Durham Geo Slope Indicator. The number of blows required to drive the penetrometer a specified interval is referenced as an index of soil shear strength. Table 1 attached to this letter report presents the results of our findings. Samples collected during the field study were placed in clean sample containers and transported to our laboratory where they were visually classified by a member of our geotechnical engineering staff in accordance with ASTM D-2488. These soil samples will be held in our laboratory for your inspection for 90 days, after which time they will be discarded unless we are otherwise notified. 3 of 8 Geotechnical Letter Report Proposed Bathroom Addition 1175 NE 1010 Street; Miami Shores, FL UES Project No.: 2130.1300016 (Report No.: G00018) LABORATORY TESTING The soil samples recovered from the soil test borings were returned to the laboratory where a Geotechnical Engineer visually classified them and reviewed the field descriptions. The soil/rock samples were classified without the use of laboratory classification testing. FOUNDATION EVALUATIONS GENERAL The following recommendations are made based upon the boring information presented in Table 1 attached to this letter, our stated understanding of the proposed construction, and our experience with similar projects and subsurface conditions. In this section of the report, evaluations and recommendations are presented for groundwater considerations, building foundations, and construction related services. GROUNDWATER CONSIDERATIONS The groundwater table will fluctuate seasonally depending upon local rainfall. The rainy season in South Florida is normally between May and October. The groundwater table was not encountered in this study due to the shallow termination depths of the hand auger borings. However, it should be noted that the groundwater table may be encountered depending on the depth of excavations performed at the site. If groundwater is encountered for any reason, we recommend that positive drainage be established and maintained on the site during construction. UES further recommends that permanent measures be implemented to maintain positive drainage throughout the life of the project. 4of8 Geotechnical Letter Report Proposed Bathroom Addition 1175 NE 101"Street; Miami Shores, FL UES Proiect No.: 2130.1300016(Report No.: G00018) FOUNDATION DESIGN Shallow Foundations After successful completion of the recommendations included in the Site Preparation section of this report, including complete removal of all roots, trees and vegetation, and replacement with clean, compacted granular fill, the proposed structure can be supported on shallow foundations after the site has been prepared as outlined in our site preparation recommendations found in the next section of this report. Upon successful completion of the recommended site preparation procedures, the subsurface materials can safely provide an allowable bearing capacity of 2,000 pounds per square foot(psf). Post-construction settlements of the structure will be influenced by several interrelated factors, including: (1) strength and compressibility characteristics of the subsurface; (2) footing size, bearing level, applied loads, and resulting bearing pressures beneath the foundations; and (3) site preparation and earthwork construction techniques used by the contractor. Our settlement estimates for the structure are based on the use of site preparation/earthwork construction techniques as recommended above and in the "Site Preparation" section of this report. Any deviation from these recommendations could result in an increase in the estimated post- construction settlements of the structure. Assuming all soils are properly prepared and using the recommended maximum bearing pressure and the field data (which were correlated to geotechnical strength and compressibility characteristics of the subsurface soils), we estimate that total post construction settlements of the structure will be 1 inch or less. Differential settlements result from differences in applied bearing pressures and variations in the compressibility characteristics of the subsurface soils. If the recommended site preparation and earthwork construction techniques outlined above and in the "Site Preparation" section are followed, differential settlements of/z inch or less should be anticipated. Floor Slab A modulus of subgrade reaction of 150 pounds per cubic inch (pci) can be used for slabs, assuming the slab is supported on compacted structural fill or compacted existing subgrade soils (containing no roots) as indicated in the "Site Preparation" section of this report. The Florida Building Code requires the use of a vapor barrier beneath the floor slab to control moisture. We understand that the plans require the use of a vapor barrier. We recommend using a minimum 10-mil, rolled plastic (Visqueen) vapor barrier between the bottom of the floor slab and the top of the subgrade. This will help to minimize floor dampness and moisture intrusion into the structure through the slab. Care should be exercised during construction to prevent tearing or punching of the vapor barrier prior to slab placement. Any tears must be repaired immediately. 5of8 Geotechnical Letter Report Proposed Bathroom Addition 1175 NE 101st Street; Miami Shores, FL UES Project No.: 2130.1300016(Report No.: G00018) SITE PREPARATION We recommend normal, good practice site preparation procedures for the structure areas. These procedures include: stripping the site of vegetation, deleterious material, removal of all roots within the subsurface materials, proof-rolling, and proof-compacting the subgrade, and filling to grade with engineered fill. A general outline of the anticipated earthwork is as follows: 1. Any existing underground utility lines (i.e. irrigation lines) within the construction area should be relocated. 2. The proposed construction limits should be stripped of grass, roots, and other deleterious materials within and 5 feet beyond the perimeter of the proposed addition footprint. 3. Place fill material, as required. The fill should consist of "clean," fine sand with less than 5 percent soil fines and an organic content less than 5 percent. Additionally, any fill materials should not have roots or debris. You may use fill materials with soil fines between 5 and 10 percent, but strict moisture control may be required. Place fill in uniform 10 to 12-inch loose lifts and compact each lift to a minimum density of 95 percent of the modified Proctor maximum dry density. 4. Test all footing cuts and slabs for compaction to a depth of 1 foot. If organic soils or roots are encountered during the footing excavation, excavate and replace them with suitable fill material. All compaction efforts should achieve a minimum of 95% of the modified Proctor maximum dry density. Using vibratory compaction equipment at this site may disturb the existing structure. UES recommends that all nearby structures be monitored before and during proof-compaction. If disturbance is noted, halt vibratory compaction and inform UES immediately. We will review the compaction procedures and evaluate if the compactive effort results in a satisfactory subgrade, complying with our original design assumptions. Construction Related Services It is recommended that UES perform materials testing services during construction since we are very familiar with the subsurface conditions. The geotechnical engineering design does not end with the advertisement of the construction documents. The design is an on-going process throughout construction. Because of our familiarity with the site conditions and the intent of the engineering design, we are most qualified to address problems that might arise during construction in a timely and cost-effective manner. 6 of 8 Geotechnical tetter Report Proposed Bathroom Addition 1175 NE 101't Street; Miami Shores, FL UES Project No.: 2130.1300016(Report No.: G00018) LIMITATIONS Our field exploration did not find unsuitable or unexpected materials within the depth explored at the time of occurrence. However, the fill material encountered contained traces of roots which are not acceptable inclusions in foundation bearing materials. The test borings completed for this report are not considered sufficient for reliably detecting the presence of isolated, anomalous surface or subsurface conditions, or reliably estimating unsuitable or suitable material quantities. Accordingly, UES does not recommend relying on our boring information to negate the presence of anomalous materials or for estimation of material quantities. Therefore, UES will not be responsible for any extrapolation or use of our data by others beyond the purpose(s) for which it is applicable or intended. This exploration was performed in accordance with accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. During the early stages of this construction project, geotechnical issues not addressed in this report may arise. Because of the natural limitations inherent in working with the subsurface, it is not possible for a geotechnical engineer to predict and address all possible problems. An (ASFE) publication titled 'Important Information About Your Geotechnical Engineering Report" is attached to this letter report, and will help explain the nature of geotechnical issues. Further, we present documents attached to this letter report: Constraints and Restrictions, to bring to your attention the potential concerns and the basic limitations of a typical geotechnical report. 7 of 8 Geotechnkat Letter Report Proposed Bathroom Addition 1175 NE 101`'Street; Miami Shores, FL UES Project No.: 2130.1300016(Report No.: G00018) We appreciate the opportunity to work with you on this project and look forward to a continued association. If you have any questions, or when preliminary or final project design plans are available for our recommended review, please contact the undersigned. ,�tt�111rui8,,1 , Respectfully submitted, %�` PP\'D�•✓FS 0.,� UNIVERSAL ENGINEERING SCIENCES, INC. `•`Q�.•' �i�E�y Certificate of Authorization No. 549 *:� No X22 2c�•. G Peter G. Read, P.E. F�,4 c Vier ;M, E. Regional Manager Brill Lf. a `% FL Professional Engineer No. 35604 FL ProWWotlhl` 'ngineer No. 72242 ATTACHMENTS Sheet 1: Test Location Plan Table 1 —Results of Field Exploration Program Key to Boring Logs Important Information About Your Geotechnical Report Constraints and Restrictions General Conditions Dist: Client (3) File (1) 8 of 8 M r i o LEGEND APPROXIMATE TEST BORING LOCATION TEST LOCATION PLAN PROPOSED BATHROOM ADDITION 1175 NE IOIST STREET MIAMI SHORES.FL RV N.T.S. 2130.1300016 T` RT JULY, 2013 SHEET I Proposed Bathroom Addition 1175 NE 101st Street Miami Shores, FL UES Project No.2130.1300016 UES Report No.G00018 Table 1 -Results of Field Exploration Proaram Boring Depth Groundwater DCP Material Description No. feet Depth Value HA-1 0-2.5 G.N.E. - Brown to Light Gray Fine to Medium SAND(FILL; SP) 2.5-3.5 15-16-20 Light Brown Sandy LIMESTONE 0-0.7 - Dark Brown Fine to Medium SAND with Roots(FILL; SP) HA-2 0.7-1.7 G.N.E. 20-24-24 Brown to Light Gray Fine to Medium SAND (FILL; SP) 1.7 1 - Li ht Brown Sandy LIMESTONE Notes: 1)G.N.E. denotes groundwater table not encountered. 2) Borings terminated upon reaching hand refusal conditions. KEY TO BORING LOGS SOIL CLASSIFICATION CHART* 0 Sand or Gravel[SP,SW.GP.GVIIJ UNIVERSAL 5 Sand or Gravel with Silt 12 or Clay jSP-SM,SP-SC] 91 ENGINEERING SCIENCES, INC. W Siltq or Clayyey Sand W or Gravel[SM,SC,GM,GC] CA so - - — v i N 5o Z x HIOH so a 40 � z Sandy or Gravelly Sltt or Clay [ML,CL-ML,CL,MH,CH,OL,OH] 10 - — Q N UO 4 < 20 70 a4HIO Silt or Clay with Sand or Gravel 10 [ML,CL-ML,CL,MH,CH,OL,OH] Lr 85 a 10 20 30 40 50 80 70 80 W 100 Silt Df Clayy LIQUID LIMIT jML,CL-ML,CL,MH,CH,OL,OH] PLASTICITY CHART 100 GROUP NAME AND SYMBOL COARSE GRAINED SOILS FINE GRAINED SOILS HIGHLY ORGANIC SOILS 13 v • WELL-GRADED o Qu< WELL-GRADED INORGANIC SILTS _— ORGANIC SILTSICLAYS SANDS(SWI O �C� GRAVELS[GWI SLIGHT PLASTICITY LOW PLASTICITY IOL(" LI PDORLY-GRADED '•' POORLY-GRADED INORGANIC SILTY CLAY / / ORGANIC SILTSICLAYS SANDS[SPI GRAVELS(GPI LOW PLASTICITY j MEDIUM TO HIGH • ICL-MLI // // PLASTICITY[OHI- POORLY-GRADED OHI- SANDS WITH SILT PCIORLY-GRAVELS WITH SI ® INORGANIC CLAYS PEAT,HUMUS,SWAMP SOILS SANDS WITH SILT GRAVELS WITH SLIT LOW TO MEDIUM W11T1 HIGH ORGANIC [SP-SMI IGP-GMI PLASTICITY[CLI �eAa� CONTENTS IPT)" POORLY-GRADED POORLY-GRADED SANDS WITH CLAY • GRAVELS WITH CLAY INORGANIC SILTS HIGH ISP-sCl • [GP-GCj PLASTICITY[MHj ER SILTY SANDSSILTY GRAVELS INORGANIC CLAYS HIGH • ISME IGMI PLASTICITY[CHI CLAYEY SANDS rm CLAYEY GRAVELS (SCS 00 IGCI r SILTY CLAYEY SANDS RELATIVE DENSITY CONSISTENCY LSC-SMI (SAND AND GRAVEL[ (SILT AND CLAY) VERY LOOSE-0 to 4 Blowslft. VERY SOFT-0 to 2 BlowsMl LOOSE-5 to 10 B1owslll. SOFT-310 4 Blows)ff MEDIUM DENSE-1I to 30 8lowsfh. FIRM-5 to 8 Blowslft DENSE-31 to 50 BlowsKI. STIFF-9 to 16 BlowWh. IN ACCORDANCE WITH ASTM D 2487-UNIFIED SOIL VERY DENSE-more than 50 Bfowsth VERY STIFF.17 to 30 Slowslft. CLASSIFICATION SYSTEM. HARD-more than 30 Blows(H. LOCALLY MAY BE KNOWN AS MUCK. NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS SOIL CLASSIFICATION CHART SYMBOLS TYPICAL MAJOR DIVISIONS , GRAPH LETTER, DESCRIPTIONS (�" ;•J° WELL-GRADED GRAVELS,GRAVEL- CLEAN o U�-'o U� GW I SAND MIXTURES,LITTLE OR NO GRAVEL GRAVELS O.}�O ; FINES GRAVELLY ' (LITTLE OR NO FINES) •�• •�• i POORLY-GRADED GRAVELS, • ►•i t GP GRAVEL-SAND MIXTURES,LITTLE SOILS • 0 I, OR NO FINES ! COARSE GM SILTY GRAVELS,GRAVEL-SAND- C CGRAINED GRAVELS WITH SILT MIXTURES MORE THAN 50% FINES !. SOILS OF COARSE FRACTION RETAINED ON NO. APPRECIABLE AMOUNT CLAYEY GRAVELS,GRAVEL-SAND- 4 SIEVE OF FINES) GC CLAY MIXTURES Sw WELL-GRADED SANDS,GRAVELLY CLEAN SANDS SANDS,LITTLE OR NO FINES SAND MORE THAN 509'o AND (LITTLE OR NO FINES) OF MATERIAL IS POORLY-GRADED SANDS, LARGER THAN NO, SANDY SP GRAVELLY SAND,LITTLE OR NO 200 SIEVE SIZE SOILS FINES i SANDS WITH I SM SILTY SANDS,SAND-SILT MORE THAN 50% MIXTURES OF COARSE FINES FRACTION PASSING ON NO.4 SIEVE APPRECIABLE AMOUNT SC CLAYEY SANDS,SAND-CLAY OF FINES) MIXTURES INORGANIC SILTS AND VERY FINE L SANDS.ROCK FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO SILTSMEDIUM PLASTICITY,GRAVELLY FINE AND LIQUID LIMIT CL CLAYS,SANDY CLAYS,SILTY CLAYS LESS THAN 50 CLAYS,LEAN CLAYS GRAINED - - - - - _ .. ._ SOILS _— — — i ORGANIC SILTS AND ORGANIC L SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS,MICACEOUS OR MORE THAN 50% M H DIATOMACEOUS FINE SAND OR OF MATERIAL IS SILTY SOILS SMALLER THAN NO.200 SIEVE SIZE SILTS AND LIQUID LIMIT CI,,,I INORGANIC CLAYS OF HIGH GREATER THAN 50 PLASTICITY CLAYS ORGANIC CLAYS OF MEDIUM TO CH HIGH PLASTICITY ORGANIC SILTS t HIGHLY ORGANIC SOILS PT PEAT.HUMUS.SWAMP SOILS WITH MAA/� HIGH ORGANIC CONTENTS U Annw/. n NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS Impoplont IAbout Y i ■ Geotechnicelno a Opt - _ Geotech*M NiMces Are Performed for • elevation,configuration,location,orientation,or weight of the Specific Pl9oses,Ptd la, mid Projects proposed structure, j Geotechnical engineers structure their services to meet the specific needs of • composition of the design team,or 1 their clients.A geotechnical engineering study conducted for a civil engi- • project ownership. i neer may not lutfill the needs of a construction contractor or even another civil engineer.Because each geolec hrucal engineering study is unique,each As a general rule,always inform your geotechnical engineer of project geotechnical engineering report is unique,prepared solelyfor the client.No changes--even minor ones--and request an assessment of their impact. one except you should rely on your geolechnical engineering report without Geotechnical engineers cannot accept msponsUffly or Aabiltty for problems first conferring with the geotechnical engineer who prepared it.And no one that oaan became their reports do not consider developments of which —not even you—should apply the report for any purpose or project they were riot irrfomred. except the one originally contemplated. Subsurface Comfitieas Call Change Read the Flt Report A geotechnical engineering report is based on conditions that existed at Serious problems have occurred because those relying on a gerolechnical the time the study was performed.Do not rely on a g0 clhnkal engineer- engineering report did not read it all.Do not rely on an executive summary. ing repot whose adequacy may have been affected by.the passage of Do not read selected elements only. 6me;by man-made events,such as construction on or adjacent to the site; or by natural events,such as floods,earthquakes,of groundwater fluctua- A Geer kdC@l CWhroering R is Based ell Dons.Always contacrthe geotechnical engineer before applying the report A finigfle Set Of Project-�FaC to determine d it is still reliable.A minor amount of additional testing or Geotechnical engineers consider a number of unique,project-specific fac- analysis could prevent major problems. tors when establishing the scope of a study.Typical factors include:the client's goals,objectives,and risk management preferences;the gerwal MW Geetechltl M Find'mgs Are Ppef m=ill l nature of the structure involved,its size,and configuration;the location of Op111fts" N sbucfure on the site;and other planned or existing site improvements, Site gxpkhratlon identities subsurface conditions only at those points where such as access roads,parking lots,and underground utilities.Unless the subsurface tests are conducted or samples are taken.Geotechnical engi- geotechnical engineer who conducted the study specifically indicates oth- neers review field and laboratory data and then apply their professional erwise,do not rely on a geotechnical engineering report that was: judgment to render an opinion about subsurface conditions throughout the • not prepared for you, site"Actual subsurface conditions may differ—sometimes significantly— • not prepared for your project, from-those indicated in your report.Retaining the geotechnical engineer • not prepared for the specific site explored,or who developed your report to provide construction observation is the • completed before important project changes were made. most effective method of managing the risks associated with unanticipated conditions. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: A Repert's BeCeriNllenddIells Are 1 O Final • the function of the proposed structure,as when it's changed from a Do not overrely on the construction recommendations included in your parking garage to an office building,or from a light industrial plant report. Those recommendations are not final,because geotechnical engi- to a refrigerated warehouse, nems develop Uhem principally from judgment and opinion.Geotechnical engineers can finalize their recominen0ons only by observing actual subsurface conditions revealed during construction. The geotechnical have led to disappoininb:nis,claims,anc disputes.To help reduce the risk engineer who developed your report cannot assume responsibility or of such outcomes,geotechnical engineers commonly include a variety of liability for ft fepodC mcmYnendations if that engineer does not perform explanatory provisions in their reports.Sometimes labeled"limitations' cwn liaction observation. many df these provisions indicate where geotechnical engineers'responsi- bilities begin and end,to help others recognize their own responsibilities A Geotechnical Engineering Report Is 8dject to and risks.Read these provisions closely.0 questions.Your geotechnical Misinterpretation ' engineer should respond fully and frankly. Other design team members'misinterpretation of geotechnical engineering reports has resulted in costly problems.lake that risk by having your geo- G000 iv'"-wNNMi CO,ICWM Are Net Comed technical engineer confer with appropriate members of the design team atter The equipment,techniques,and personnel used to perform a geow*on- submtting the report.Also retain your geotechnical engineer lo review perli- meal study differ significantly from those used to perform a genterahWd31 nertt°l;lements of the design team's plans and specifications.Contractors an study.For that reason,a geotechnical engineering report does not usually also mislnterprefa geotechnical engineering report.Reduce that risk by relate arty geoenvironmerdal findings,conclusions,or recommendations, (raving your geotechnical engineer participnfe in prebid and preeonstruction e.g.,about the likelihood of encouifting underground storage tanks or conferences,and by providing construction observation. regulated contaminants.tfianficrpated environmental problems have led to nurrrerous project failures If you have not yet obtained your own geoen- Be Not Redraw the Enghtelw's legs vironmental information,ask your geotechnical consultant for risk man- Geotechnical engineers prepare final boring and testing logs based upon agement guidance.Do not rely on an envirt nmial report prepared for their interpretation of field logs and laboratory data.To prevent errors or sa xvm else. omissions,the logs included in a geotechnical engineering report should noverbe redrawn for inclusion in architectural or other design drawings. OWn Professional Assitance 7o Deal with Mold Only photographic or electronic reproduction is acceptable,butrecogntze Diverse strategies can be applied during building design,construction, thats4"Wg logs from the report can elevate risk operation,and maintenance to prevent significant amounts of mold from Give Co�rtrae�rS a Cs growing on indoor surfaces.To be effective,all such strategies sfauld be nolete Report and devised for the express purpose of mold preverdion,integrated into a com- Goidanee prehensive plan,and executed with diligent oversight by a professWnal Some owners and design professionals mistakenly believe they can make mold prevention consultant,Bemuse just a small amount of water or contractors liable for unanficipated subsurface conditions by limiting what moisture can lead to the development of severe mold infestations,a num- they provide for bid preparation.To help prevent costly problems,give con- ben of mold prevention strategies focus on keeping building surfacgs dry. tractors the complete geotechnica(engineering report,but preface it with a While groundwater,water infitration,and similar issues may have been clearly written letter of transmitlal.In that letter,advise contractors that the addressed as part of the geotechnical engineering study whose findings report was not prepared for purposes of bid development and that the are conveyed in-this report,the geotechnical engineer in charge of this reporl"s accuracy is limited;encourage them to confer with the geotechnical project is not a mold prevention consultant;none of the services per- engineer who prepared the report(a modest fee may be required)and/or to formed in connection with the geotechnical eagineerrs Stu* conduct additional study to obtain the specific types of information they were designed or conducted for the purpose of maid proven- need or prefer.A prebid conference an also be valuable.Be sun:cartrao- tion_Proper imp/emenWon of the rmaommeedaetom conveyed 1W harp st/creat time to perform additional-study.Only then might you in this report will not of ftse/l be sufficient to provent mold tom be in a position to give contractors the best information available to you, growfop in or on the sdneture involved, while requiring them to at least share some of bre financial responsibilities stemming from unanticipated.conditions ell Vow ASAI can 10OKUhllwi111 eer for Additlaaf Ash am OW" ft.Provisions closely Membership in ASFE/Rre Best People on Earth exposes geolechnical Some clients,design professionals,and contractors do not recognize that engineers to a wide array of risk management lechniques that can be of geotechnical engineering is far less exact than otfler engineering disci- genuine benefit for everyone involved with a construction project.Confer plines.This lack of understanding has created unrenfistic expectations that with you ASFE-member geotechnical engineer for more information. ASFE Tea lost Peelle oa Earp 8811 Colesvilte RoadlSuite G106,Silver Spring,MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail:inlo@asfe.org wwmasfe.org CopyrW 2004 by ASFE,Ina.D*SwAK reproduction,or copyb►g of this document,in whole ortn part by any means whatsoever,is sukgy prohibited,Nwept with ASFEY specific—Hen permis—Exaerp m quoting,or otherwise extreding wording from this document is permitted only with the express written perm tsshm of ASFE,and only for putposes or schoihny resomh or book review.ony members ofASFE mey use this document as a cwWiemeat to or as an element of a geokchnical engbreering report.Any other firm,individual,or other entity that so uses this document wi7hout being an ASFE member could be commifting negligent or intenh&W(frauddiono misrepresentation. IIGEn06M,0M Universal Engineering Sciences,Inc. GENERAL CONDITIONS SECTION 1: RESPONSIBILITIES 1.1 Universal Engineering Sciences, Inc.,heretofore referred to as the Consultant,has the responsibility for providing the services described under the Scope of Services section.The work is to be performed according to accepted standards of care and is to be completed in a timely manner. The term"Consultant"as used herein includes all of Universal Engineering Sciences, Incs agents,employees,professional staff,and subcontractors. 1.2 The Client or a duly authorized representative is responsible for providing the Consultant with a clear understanding of the project nature and scope. The Client shall supply the Consultant with sufficient and adequate information, including, but not limited to, maps, site plans, reports, surveys and designs,to allow the Consultant to properly complete the specified services. The Client shall also communicate changes in the nature and scope of the project as soon as possible during performance of the work so that the changes can be incorporated into the work product. SECTION 2: STANDARD OF CARE 2.1 Services performed by the Consultant under this Agreement are expected by the Client to be conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the Consultant's profession practicing contemporaneously under similar conditions in the locality of the project. No other warranty,express or implied,is made. 2.2 The Client recognizes that subsurface conditions may vary from those observed at locations where borings, surveys, or other explorations are made, and that site conditions may change with time. Data, interpretations, and recommendations by the Consultant will be based solely on information available to the Consultant at the time of service. The Consultant is responsible for those data,interpretations,and recommendations, but will not be responsible for other parties'interpretations or use of the information developed. SECTION 3: SITE ACCESS AND SITE CONDITIONS 3.1 Client will grant or obtain free access to the site for all equipment and personnel necessary for the Consultant to perform the work set forth in this Agreement. The Client will notify any and all possessors of the project site that Client has granted Consultant free access to the site. The Consultant will take reasonable precautions to minimize damage to the site,but it is understood by Client that,in the normal course of work,some damage may occur,and the correction of such damage is not part of this Agreement unless so specified in the Proposal. 3.2 The Client is responsible for the accuracy of locations for all subterranean structures and utilities. The Consultant will take reasonable precautions to avoid known subterranean structures,and the Client waives any claim against Consultant,and agrees to defend,indemnify,and hold Consultant harmless from any claim or liability for injury or loss,including costs of defense,arising from damage done to subterranean structures and utilities not identified or accurately located. In addition,Client agrees to compensate Consultant for any time spent or expenses incurred by Consultant in defense of any such claim with compensation to be based upon Consultant's prevailing fee schedule and expense reimbursement policy. SECTION 4: SAMPLE OWNERSHIP AND DISPOSAL 4.1 Soil or water samples obtained from the project during performance of the work shall remain the property of the Client. 4.2 The Consultant will dispose of or return to Client all remaining soils and rock samples 60 days after submission of report covering those samples. Further storage or transfer of samples can be made at Client's expense upon Client's prior written request. 4.3 Samples which are contaminated by petroleum products or other chemical waste will be returned to Client for treatment or disposal,consistent with all appropriate federal,state,or local regulations. SECTION 6: BILLING AND PAYMENT 5.1 Consultant will submit invoices to Client monthly or upon completion of services. Invoices will show charges for different personnel and expense classifications. 5.2 Payment is due 30 days after presentation of invoice and is past due 31 days from invoice date. Client agrees to pay a finance charge of one and one-half percent(1 %%)per month,or the maximum rate allowed by law,on past due accounts. 5.3 If the Consultant incurs any expenses to collect overdue billings on invoices,the sums paid by the Consultant for reasonable attorneys'fees,court costs,Consultant's time,Consultant's expenses,and interest will be due and owing by the Client. SECTION 6: OWNERSHIP OF DOCUMENTS 6.1 All reports,boring logs, field data, field notes, laboratory test data, calculations,estimates, and other documents prepared by the Consultant, as instruments of service,shall remain the property of the Consultant. 6.2 Client agrees that all reports and other work furnished to the Client or his agents,which are not paid for,will be returned upon demand and will not be used by the Client for any purpose. 6.3 The Consultant will retain all pertinent records relating to the services performed for a period of five years following submission of the report,during which period the records will be made available to the Client at all reasonable times. SECTION 7: DISCOVERY OF UNANTICIPATED HAZARDOUS MATERIALS 7.1 Client warrants that a reasonable effort has been made to inform Consultant of known or suspected hazardous materials on or near the project site. 7.2 Under this agreement,the term hazardous materials include hazardous materials(40 CFR 172.01),hazardous wastes(40 CFR 261.2), hazardous substances(40 CFR 300.6),petroleum products,polychlorinated biphenyls,and asbestos. 7.3 Hazardous materials may exist at a site where there is no reason to believe they could or should be present. Consultant and Client agree that the discovery of unanticipated hazardous materials constitutes a changed condition mandating a renegotiation of the scope of work. Consultant and Client also agree that the discovery of unanticipated hazardous materials may make it necessary for Consultant to take immediate measures to protect health and safety. Client agrees to compensate Consultant for any equipment decontamination or other costs incident to the discovery of unanticipated hazardous waste. 7.4 Consultant agrees to notify Client when unanticipated hazardous materials or suspected hazardous materials are encountered. Client agrees to make any disclosures required by law to the appropriate governing agencies. Client also agrees to hold Consultant harmless for any and all consequences of disclosures made by Consultant which are required by governing law. In the event the project site is not owned by Client,Client recognizes that it is the Client's responsibility to inform the property owner of the discovery of unanticipated hazardous materials or suspected hazardous materials. 7.5 Notwithstanding any other provision of the Agreement, Client waives any claim against Consultant,and to the maximum extent permitted by law, agrees to defend, indemnify, and save Consultant harmless from any claim, liability, and/or defense costs for injury or loss arising from Consultant's discovery of unanticipated hazardous materials or suspected hazardous materials including any costs created by delay of the project and any cost associated with possible reduction of the property's value. Client will be responsible for ultimate disposal of any samples secured by the Consultant which are found to be contaminated. SECTION 8: RISK ALLOCATION 8.1 Client agrees that Consultant's liability for any damage on account of any error,omission or other professional negligence will be limited to a sum not to exceed $50,000 or Consultant's fee, whichever is greater. Client agrees that the foregoing limits of liability extend to all of consultant's employees and professionals who perform any services for Client. If Client prefers to have higher limits on professional liability, Consultant agrees to increase the limits up to a maximum of$1,000,000.00 upon Clients'written request at the time of accepting our proposal provided that Client agrees to pay an additional consideration of four percent of the total fee, or$400.00,whichever is greater. The additional charge for the higher liability limits is because of the greater risk assumed and is not strictly a charge for additional professional liability insurance. SECTION 9: INSURANCE 9.1 The Consultant represents and warrants that it and its agents,staff and Consultants employed by it,is and are protected by workers compensation insurance and that Consultant has such coverage under public liability and property damage insurance policies which the Consultant deems to be adequate. Certificates for all such policies of insurance shall be provided to Client upon request in writing. Within the limits and conditions of such insurance, Consultant agrees to indemnify and save Client harmless from and against loss, damage, or liability arising from negligent acts by Consultant,its agents,staff,and consultants employed by it. The Consultant shall not be responsible for any loss,damage or liability beyond the amounts,limits,and conditions of such insurance or the limits described in Section 8,whichever is less. The Client agrees to defend,indemnify and save Consultant harmless for loss, damage or liability arising from acts by Client, Client's agent, staff, and other consultants employed by Client. SECTION 10: DISPUTE RESOLUTION 10.1 All claims,disputes,and other matters in controversy between Consultant and Client arising out of or in any way related to this Agreement will be submitted to alternative dispute resolution (ADR) such as mediation and/or arbitration, before and as a condition precedent to other remedies provided by law. 10.2 If a dispute at law arises related to the services provided under this Agreement and that dispute requires litigation instead of ADR as provided above,then: (a) the claim will be brought and tried in judicial jurisdiction of the court of the county where Consultant's principal place of business is located and Client waives the right to remove the action to any other county or judicial jurisdiction,and (b) The prevailing party will be entitled to recovery of all reasonable costs incurred, including staff time, court costs, attorneys'fees, and other claim related expenses. SECTION 11: TERMINATION 11.1 This agreement may be terminated by either party upon seven (7) days written notice in the event of substantial failure by the other party to perform in accordance with the terms hereof. Such termination shall not be effective if that substantial failure has been remedied before expiration of the period specified in the written notice. In the event of termination, Consultant shall be paid for services performed to the termination notice date plus reasonable termination expenses. 11.2 In the event of termination, or suspension for more than three (3) months, prior to completion of all reports contemplated by the Agreement, Consultant may complete such analyses and records as are necessary to complete his files and may also complete a report on the services performed to the date of notice of termination or suspension. The expense of termination or suspension shall include all direct costs of Consultant in completing such analyses,records and reports. SECTION 12: ASSIGNS 12.1 Neither the Client nor the Consultant may delegate,assign,sublet or transfer his duties or interest in this Agreement without the written consent of the other party. SECTION 13. GOVERNING LAW AND SURVIVAL 13.1 The laws of the State of Florida will govern the validity of these Terms,their interpretation and performance. 13.2 If any of the provisions contained in this Agreement are held illegal,invalid,or unenforceable,the enforceability of the remaining provisions will not be impaired. Limitations of liability and indemnities will survive termination of this Agreement for any cause. Rev.03/10111 HAND AUGER AND DCP TEST REPORT Project Name: Project Number: Project Location: Date: Technician: Weather: ay Boring No. DCP- D P- DCP- DCP- DCP- 0-2"(Seating) Increment 1 - 1 3/4" N Increment 2- 1 3/4" Increment 3-1 3/4" F- 0-2"(Seating) Z� V-6 Increment 1 -1 3/4" Increment 2-1 3/4" Increment 3-1 3/4" H 0-2"(Seating) Increment 1 -1 3/4" N Increment 2- 1 3/4" .r Increment 3- 1 3/4" E°- 0-2"(Seating) Increment 1 - 1 3/4" N Increment 2- 1 3/4" r- -Fa w. Increment 3-1 3/4" 10 0-2" Seatiq Increment 1 - 1 3/4" N Increment 2-1 3/4" Increment 3- 13/4" 1-- Remarks: Technician Time: Total Time hours UNIVERSAL 451 NE 189th Street FNt 1NEERING SCIENCES Miami, FL 33179.305-249-8434 Report No. UNIVERSAL Project No.: 2130.1300016.0000 91 ENGINEERING SCIENCES Report No.: 14380 Consultants In:Geotechnical Engineering•Environmental Date: April 30, 2014 Engineering•Construction Materials Testing.Threshold ENGINEERING Inspection•Private Provider Inspection SCIENCES 451 NE 189th St•Miami,FL 33179.305-249-8434 Client: Denmar Construction Group; 3180 NW 97th Way; Sunrise, FL 33351 Project: 1175 NE 101st Street; Miami Shores, FL Sample Location: Native Sample Description: Gray Sand with Rocks Intended Use: Backfill Sampled By: DL Date Tested: April 8, 2014 Date Sampled: April 7, 2014 SUMMARY OF TEST RESULTS Sample Number: M01022 ",f'-M Test Method: ASTM D1557 (3) Maximum Dry Density, pcf: 103 Optimum Moisture,%: 11.8 Passing No. 4 Sieve, W 88 Passing No. 200 Sieve, W 4.1 DESCRIPTION OF PROCTOR TESTS 135 (1)standard (2)Modified (3)Modified Teat Method(1,2 or 3): ASTM D 098 ASTM D 1557 ASTM D 1557 (AASHTO T99) (AASHTO T180) (AASHTO T180) 44n.Dia.Mold Mn.Die.Mold ban.Dia.Mold Vol of cylinder,cu.IL 1130 1/30 1/13.333 130 Hammer WaVd,lbs. 5.5 10 10 Hammer Drop,In. 12 18 18 Hammer ebws per Layer 25 25 56 125 Number of Layers 3 5 5 Cornpactlon Energy, 12.375 56.259 56,259 fLabs.per cu.ft. 120 Curves of 100%Saturatlon for Specific Gravity Equal to: v ' a � p 115 .m 2.65 :3 110 2'70 2-75 Z ' O 105 100 l:,tl!rrr, Reviewe).By 95 Universal Engirding Sciences G 0 5 10 15 20 25 3l ificate of Authontbti n No. 549 Moisture Content lnaido ilia, M..9.P. Sampled according to AASHTO T 002 Brakich Manager. PL,-F of"siontal Engineer No. 72242 This report shall not be reproduced,except in full,without the written approval of Universal Engineering Sciences,Inc. UNIVERSAL UES Project No: 2130.1300016.0000 ENGINEERING SCIENCES UES Report at 14360 D Consultants In:Geotechnical Engineering-Environmental Sciences UES Report Date: 4/28/2014 Geophysical Services-Construction Materials Testing-Threshold Inspection ED Building Inspection-Plan Review-Building Code Administration 451 NE 189th Street • Miami,FL 33179 305 249 8434 Fax.305.249.8479 In-Place Density Test Report Client: Denmar Construction Group UES Technician Marlon Vega 3180 NW 97th Way Sunrise, FI 33351 Date Tested: 04/07/2015 Project: 1175 NE 101st Street Miami Shores, FI 33138 Area Tested Footings(Gray sand with rocks) Type of Test Reference Datum Ref. Datum: 0= Bottom of Footing Field: ASTM D-6938 Nuclear Gauge Method Laboratory ASTM D-1557 The tests below does not meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test Maximum Opt Field Dry Field Soil Dens Moisture Density Moisture Compaction # Location of Test (pcf) % (PCF) % % Result 1 Footing for Master room/Bathroom 103.0 11.8 83.5 12.6 81 FAIL 2 Front of the house retaining wall 103.0 11.8 92.3 10.9 90 FAIL R... Iiel111 irr1t. Univ6rsialiA$byii gzciences,Inc. Oertil'icate of Au#f z(3Ao -JVo. 549 Reinaldo J Villa.M:S.,PS -Branch Manager -STATE OF FLORIDA Profgssional Engineer No.72242 UNIVERSAL Engineering Sciences, Inc. Project No.: 2110.1300016 Consultants in:Geotechnical Engineering- Report No.: 2117736 Environmental Engineering •Construction Materials Testing Date 1st Issue: 4/14/2014 Threshold Inspection • Private Provider Inspection 2nd Issue: 451 NE 189th Street• Miami, Florida 33179 3rd Issue: Phone(305)249-8434 • Fax(305)249-8479 Final Issue: 5/22/2014 COMPRESSIVE STRENGTH OF 4" x 8" CONCRETE TEST SPECIMENS Client: Denmar Construction Group Project: 1175 NE 101 Street 3180 NW 97 Way Miami Shores, FI Sunrise, A 33351 z Q Specified Strength: 5,000 psi at 28 days Mix No.: Pump Mix WFO o Ticketed Strength: 5,000 psi at 28 days Set No. 1 of 1 0 Date Sampled: 4/7/2014 Time Sampled: 10:18 AM Q Sampled By: MV Slump: (inches) 5.5 Q Truck Number: 105 Air Content: p Ticket Number: 77270 Concrete Temperature: (F') 86 Q Time Batched: 9:00 AM No. of Specimens Cast: 4 J Quantity of Load: 10 ydAmbient Temperature: (F°) 81 06 Water Added at Site: o gal. Weather Conditions: Clear J Contractor: Denmar Construction Group w U_ Supplier: Ready Mix Location of Placement: New Addition Tie Beam Age Type of Diameter Specimen Max Test Average Z Date Tested (Days) Fracture (in.) X-sect. Area Compressive Compressive (psi) (n in.z Load (lbs.) Strength (psi) 4/14/2014 7 4 4.02 12.69 45,360 3,570 0 U_ 5/5/2014 28 6 4.03 12.76 63,810 5,000 w 5/5/2014 28 5 4.03 12.76 62,520 4,900 5/5/2014 28H 6 4.03 12.76 63,900 5,010 4,970 M 0) w Y 2 -Client Q LU %tttttttrros Tested in accordance with ASTM C-617, C-1231, C-3QM C-143 C-231, &C-31 Reii"ed`bey:,' .Univilrsaf Engineering Sciences,Inc. >�Aut 9rS�ation �.�9 A :e7haldbVillai MS.PE Branch Manager•., Florida Rrbieigional Engineer No. 72242 RV:RT cc:2-Client Form: Revised 3/4/13 The Original of this Reportwas Signed and Impressed sealed by the Above Registered Engineer in Accordance with Rule 21 H-18.11,Chapter 471,Florida Statute This report shall not be reproduced without the written approval of this laboratory. UNIVERSAL UES Project No: 2110.1300016.0000 ENGINEERING SCIENCES UES Report No: 1/ Consultants In:Geotechnical Engineering-Environmental Sciences UES Report Date: 4/28/281 2014 Geophysical ServicesED •Construction Materials Testing-Threshold Inspection Building Inspection-Plan Review-Building Code Administration 451 NE 189th Street Miami,FL • 33179 305 249.8434 Fax:305.249.8479 In-Place Density Test Report Client: Denmar Construction Group UES Technician Bobby Villa 3180 NW 97th Way Sunrise, FI 33351 Date Tested: 04/08/2015 Project: 1175 NE 101st Street Miami Shores, FI 33138 Area Tested North &South Footers of home(Black sand with rocks) Type of Test Reference Datum Ref. Datum: 0= Bottom of Footing Field: ASTM D-6938 Nuclear Gauge Method Laboratory ASTM D-1557 The tests below does not meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test Maximum opt Field Dry Field Soil Deni) Moisture Density Moisture Compaction # Location of Test (pct) % (PCF) % % Result 1 North Footer 103.0 11.8 95.1 19.9 92 FAIL 2 South Footer 103.0 11.8 92.8 21.9 90 FAIL HIP. Reviewed� Y Jl�I��i. Universal Engin�arkt�}�tjences,Inc. Certificate of;tCuI�+ at n* 549 6 �� i Reinaldo J Villa,M.S_J'E. Bi*nch Manager STATE OF FLORIDA Professional Engineer No 72242 UNIVERSALUES Project No: 2110.1300016.0000 ENGINEERING SCIENCES UES Report No: 14362 Consultants In:Geotechnical Engineering-Environmental Sciences UES Report Date: 4/28/2014 Geophysical Services-Construction Materials Testing-Threshold Inspection Building Inspection s Plan Review-Building Code Administration 451 NE 189th Sheet Miami,FL • 33179 305.249 8434 Fax:305.249.8479 In-Place Density Test Report Client: Denmar Construction Group UES Technician Bobby Villa 3180 NW 97th Way Sunrise, F133351 Date Tested: 04/24/2015 Project: 1175 NE 101st Street Miami Shores, FI 33138 Area Tested North &South Footers of home(Gray sand with rocks) Type of Test Reference Datum Ref. Datum: 0= Bottom of Footing Field: ASTM D-6938 Nuclear Gauge Method Laboratory ASTM D-1557 The tests below meet the minimum 95%relative soil compaction requirement of Laboratory Proctor maximum dry density. Test Maximum Opt Field Dry Field Soil Density Moisture Density Moisture Compaction # Location of Test (pcf) % (PCF) % % Result 5 North Footer 103.0 11.8 101.6 12.2 97 PASS 6 South Footer 103.0 11.8 99.6 12.1 97 PASS Reviewed 4lo,4 Universal L�ngl'r>toef✓✓ftq Sciences,Inc. ge0fi6ie of Aufhon VdrtJVo 549 �Lo Remaldo J Villa;;4A S;,'P.F; &anch,Manager STATE OF FLORIDA' Professional Engineer No 72242 Pro 00016.000 UNIVERSAL Report No.: 204863-11 CT 050604 ENGINEERING SCIENCES WorkorderNo.: 204863 Consultants In:Geotechnical Engineering•Environmental Sciences Lab NO.: 14A147-C Geophysical Services-Materials Testing•Threshold Inspection EDBuilding Code Administration,Compliance Inspection&Plan Review 451 NE 189th Street,Miami,FL 33179 • P:305.249.8434 •F:305.249.8479 Compressive Strength of 4"x 8"Cylinder Test Specimens (ASTM C-39) Client: Denmar Construction Group 3180 NW 97th Way,Sunrise, FL 33351 Project: 1175 NE 101st Street GEO 1175 NE 101st Street,Miami Shores, Miami-Dade County, FL Structural Element: Footing Sample Location: Private residence- Sampled at North and South Footings Sat#: 1 of 1 total sets Sample From Concrete Truck Sample By: Joseph Morgan On 05/06/2014 General Information Specified Strength(Sampling Times Placement Information General Contractor denmar construction group Specified Strength Unknown Truck Load:5 cu yds Supplier: Readymix Mix DesignStrength 5000 psi 0128 days Cumulative Quantity:5 cu yds Truck Number: 101 Water Added at Site N/A Total Placement for 5 cu fd 78090 Ticket Number. the Day: ', i Time Batched: 1:00 PM Mix Design: Pm 5000 Time Sampled: 2:00 PM Admixture: N/A Weather Condition Partly Cloudy Field Test Results Air Content: WA Slump: 6.00 inches Ambient Tamp: 85"F Concrete Tamp: 88°F Unit Wei ht N/A Dther Results/Comments client rep did not know spec.strength Results Of LaboratoryTesting TestActual Actual Avg, Test Max. Test Date Age Type Of Dimon.1 Dimen.2 Dimen. XSect. Compressive Compressive Average Results Tested Days Fracture lint in In Area(in') Load fibs) Strength(psi) (psi) 1 05/13/2014 7 5 4.03 4.02 4.03 12.76 46,880 3,680 2 06/03/2014 28 5 4.03 1 4.03 4.03 12.76 68,820 5,400 3 06/03/2014 28 5 4.03 4.03 1 4.03 1 12.76 68,330 5,3605,380 4'H' 06/03/2014 1 28 2 4.03 4.03 4.03 12.76 67,890 5,320 EE Cylinders are tested at seven (7) days to get an early indication of the potential strength of the concrete, but the seven (7) da Remarks results are not to be used for concrete acceptance. When the compressive strength of the concrete has reached 70% of the specified strength, it is a reasonable practice to use this as an indication that 100% of the specified strength will be attaine by twenty-eight(28)days. Nobe -'H'-Hold Cylinder -'D'-Defective Cylinder,Un-testable 'E'-Excluded From Average... F --� ® Reviewed By , Universal EgglriBt►ring Sciences,Inc. r rte, Cediliic Wof Atithggzation No.54 —7- 71� L 1 Reinaldo J Villa,M.S,RE Branch Manager STATE OF FLORIDA Professional Engineer No:72242 , To establish a mutual protection to Universal's clients,the Public and ourselves,aN reports are submitted as confidential property of our clients and authorization for publication of statements,conclusions or extracts from or regarding Universal's reports is reserved pending our written approval. EDUNIVERSALUES Project No: 2110.1300016.0000 ENGINEERING SCIENCES UES Report Dat 2112201 1 Consultants In:Geotechnical Engineering-Environmental Sciences UES Report Date: 7/1/2014 Geophysical Services-Construction Materials Testing-Threshold Inspection Building Inspection-Plan Review-Building Code Administration 451 NE 189th Street - Miami,FL 33179 305.249 8434 Fax:305 249.8479 In-Place Density Test Report Client: Denmar Construction Group UES Technician Bobbie Villa 3180 NW 97th Way Sunrise, FI 33351 Work Order No: Date Tested: 05/12/2014 Project: 1175 NE 101st Street GEO 1175 NE 101st Street,Miammi Shores,FI Course:Native Area Tested Backfill Compaction from Extension Reference Datum Ref Datum: 0=Top of Fill Type of Test Field: ASTM D-6938 Nuclear Gauge Method Laboratory ASTM D-1557 The tests below meet the minimum 95%relative soil compaction requirement of Laboratory Proctor maximum dry density. Maximum Opt Field Dry Field Soil Test Density Moisture Density Moisture Compaction Location of Test Wf) % (PCF) % % Result 1 North-South 103.0 11.8 98.3 7.9 95 PASS 2 North-South 103-0 11.8 1027 74 100 PASS Reviewed`bpi:- Universal Engineering Sciences,Inc. Certificate of Authorization No, kAG Reinaldo J Villa,M:S- P Branch Manager Flonda ProfesSlonal Engineer No..72242 To establish a mubrel pioledlon b lfihrorsers clients.the Prbk ab oersehres,all reports are wbari led as canfideroal property of our clients aid"orizatim for pL6kAi on of stshenenls,conduicns orextracts Nom or rspardmg Urwersars reports is reserved perdNq ow wdlan approval UES Project No: UNIVERSAL UES DOCS No: 2130.1300016.0000 ENGINEERING SCIENCES UESReportNo: 21GI-205177 Consultants In:Geotechnical Engineering•Environmental Sciences Geophysical Services•Construction Materials Testing•Threshold Inspection ED Building Inspection•Plan Review•Building Code Administration 451 NE 189th Street • Miami,FL 33179 Total Time(hrs): 2.00 305.249.8434 Fax:305.249.8479 Activity Report Client: Denmar Construction Group 3180 NW 97th Way Sunrise, FL 33351 Project: 1175 NE 101st Street GEO 1175 NE 101st Street,Miami Shores, Miami-Dade County, FL Date of Activity: 5/21/14 Technician: Jacoby Salien As Requested, a Universal Engineering Sciences Technician was present at the above referenced location for the purpose of onsite to cast cylinders for concrete pour. Upon arrival, concrete pour was cancelled by Contractor. Client to reschedule at a later date. Rodriguez Ravelo Architects Inc. 901 S. Federal Highway Suite 200 Fort Lauderdale, Florida 33316 Telephone 954-764-0907 Telefax 954-764-0940 June 10, 2015 Miami Shores Building Department Comments 10050 NE 2nd Avenue Miami Shores, FL 33138 Re: Permit No. RC13-1361 Project Address: 1175 NE 101 St. Miami Shores, FL Attention Building Department, This company attests that to the best of our knowledge and professional judgment the structural components and envelope of the referenced renovation were built in compliance with the plans, approved documents and city approved inspections. We also attest that the approved plans represent the as-built conditions of the said structure. Should you have any questions please call at your convenience. Sincerely, Esther Ravelo, Architect AR0014616 Vice President Rodriguez Ravelo Architects, Inc. 901 S. Federal Highway Suite 200 Ft. Lauderdale, FI 33316 (954) 764-0907 Cell: (954) 802-2530 esther(a rod rig uezraveloa rch itects.corn www.rodrip_uezraveloarchitects.com Miami Shores Village PFCFIVED Building Department MAY o5 9,n1A 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 BUILDING Master Permit No. JCC_ 13 "f T(r PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP j ^ , CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores County: Miami Dade Zip: / TC4 Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): .) -e i / T/;Y /�c:.� -rte S Phone#: Address: 11 `7i A G' City: /1/l Ii�y�' ��a� -r�' State: Zip: Tenant/Lessee Name: Phone#: Email: r CONTRACTOR:Company Name:9 �-en/ 4/� cf e11<"Irr.r.1iV 'cl+ ,Ec/c Phone#: ZK_C2 — ? 2,c—//T- Address: -?(!i--r_1 rZ ;7 A4 L-V9'�- City: « /�`f -� State: FL Zip: Qualifier Name: ��.,, r`c tG / !�7 Phone#: 79- 2 �Y--fl`$ State Certification or Registration# ��iC�� 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 Rr New ❑ Repair/Replace ❑ Demolition Description of Work: ktAo l� rrr off Specify color of color thru tile: nEw Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ I 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 Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of , 20 by day of 20 by who is personally known to kr-�L"�' r— whops etsonally kno 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 ath. NOTARY PUBLIC: NOTARY PUBL C: \`e FNNir•..�G i SL Sign: Sign: = 4`•., b �rC Print: Print: �1� ` Seal: Seal: ************************************************************************************************************ C—D APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) I R E-4 C rV-ED FM ti MAY 0 5 2014 > 4,� i '•1 h s R.E. Engineering Desi ' 'Ik r� . May 1,2014 Building Official Building Department Town of Miami Shores,FL Re: Mowers Residence 1175 NE 101 St. Roof Truss Connectors Dear Sir/Madam: R.E. Engineering has been informed by the Contractor that they did not install the truss straps that were specified on the approved plan,and have requested an alternate.Please make note of the following change. The approved plan specified(1)USP HLPTA75 strap (1)Simpson HETA16 strap,with combined design values of;39304 uplift,2195#for F1 &2445#for F2. The new proposed attachment will be (2) Simpson HGAM10(one each side of truss) + (2) Simpson HETA16,with combined design values of;4460#uplift,2680#for F1 &3670#for F2. The new attachment design values exceed the previous connectors used in the design equations, so the unity equation will be less than what was previous calculated, making the new connection more than sufficient. Please feel free to contact us with any questions on this matter. Best regards, R.E.Engineering .�`ttIIII IIIIIII N W No 63407 =-O: :I= Christopher Hanson,MSCE,PE '. STATE OF Principal %0 p 4% '' F• •� OR1�P. N �`• C? � 2818 Hollywood Boulevard,Hollywood,FL♦Tel. (954)817-6434 Fax(954)861-2905 Visit us at WWW.R-E-E.COM RECEIVE MAY b 2014 =, a 5 R.E. Engineering Design Corp. May 1,2014 Building Official Building Department Town of Miami Shores,FL Re: Mowers Residence 1175 NE 101 St. Roof Truss Connectors Dear Sir/Madam: R.E. Engineering has been informed by the Contractor that they did not install the truss straps that were specified on the approved plan,and have requested an alternate.Please make note of the following change. The approved plan specified(1)USP HLPTA75 strap+(1)Simpson HETA16 strap,with combined design values of,3930#uplift,2195#for F1 &2445#for F2. The new proposed attachment will be (2) Simpson HGAM10(one each side of truss) + (2) Simpson HETA16,with combined design values of;4460#uplift,2680#for F1 &3670#for F2. The new attachment design values exceed the previous connectors used in the design equations, so the unity equation will be less than what was previous calculated, making the new connection more than sufficient. Please feel free to contact us with any questions on this matter. Best regards, R.E.Engineering . 5 • V: No 63407 Christopher Hanson,MSCE,PE :, STATE O F :�44/`� Principal NAk-� `%% l�nn� 2818 Hollywood Boulevard,Hollywood,FL Tel. (954)817-6434 Fax(954)861-2905 Visit us at WWW.R-E-E.COM UNIVERSAL Field Report of ENGINEERING SCIENCES IN-PLACE DENSITY TESTS Consultants in:Geotechnical Engineering . Environmental Engineering . Construction Materials Testing . Threshold Inspection . Private Provider Inspection 1818 7th Ave. North, Unit 1 . Lake Worth, FL 33461 .(561)540-6200 Client: <!f2< Project: ` - '� %0 Area Tested: Course: Depth of Test: Z ❑ Field Type of Test: ❑ Lab Date Tested: Note: DODO NOT meet the minimum Remarks: Laboratory Field Max OPT Dry % %Max Location of Test Density Moisture Density Moisture Density tvr Technician �� ` EBF . TERMITE & PEST MANAGEMENT QUALITY • SERVICE - RELIABILITY 12233 S.W. 132nd Ct, Miami, Florida 33186 Tet:(305)251-8445 • Fax:(305)251-8986•www.apexpestservices.com SOJL TREATMENT CERTIFICATE SOIL PRE-TREATMENT ❑ SOIL FINAL TREATMENT ACCOUNT #: -DATE:- 5-/I/JLJ ' BILL TO: CGV7_5f Ucban &0(- _ nsir an *UCu lon BUYER'S NAME CONTRACTOR /l7yN'i'-- /oi sir 31 to A/tv 9} woky TREATING ADDRESS BILLING ADDRESS 14flur- i 6hy2s r-i(, 331A Sunrtsc rL. 33351 CITY STATE ZIP CITY STATE ZIP TYPE OF GUARANTEE: TYPYSPRAY F TREATMENT: ANNUALLY RENEWABLE ONLY _FIVE (5) YEARS SPRAY AND TAMP ONE (1) YEAR ❑ LINEAL FOOTAGE in; CENTS SQUARE FOOTAGE , (ti� C E NTS S TOTAL TREATMENT COSTS $ UNDER THE COMPANY'S CONTINUOUS PROTECTION PLAN, THE ABOVE NAMED PROPERTY CAN BE RENEWED ON THE (DATE) 90I UPON PAYMENT OF THE INITIAL TREATMENT COST,AND ANNUALLY THERAFTER IN(MONTH) 05 , (YEAR) Pq .A GUARANTEE WILL BE EFECTIVE FOR AN INITIAL PERIOD OF MONTHS AND THEREAFTER SO LONG AS PAYMENTSARE MADE IN ACCORDANCE WITH TERMS AND CONDITIONS OF THIS CONTRACT. A PRE-SLAB TREATMENT FOR SUBTERRANEAN TERMITES WAS GIVEN TO THE ABOVE PREMISES ACCORDING TO THE STANDARDS OF THE NATIONAL PEST CONTROL ASSOCIATION,AND MEETING SOUTH FLORIDA BUILDING CODE UNDER SECTION 2913.5 L l C l,:NS E: :N O. J B 141106 APEX TERMITE & PEST MANAGEMENT INC. LII�fi,7vNTORA_'P)2Etiffl�fih`I' BUYER OR AUTHORIZED AGENT SUBJECT TO TERMS AND CONDITIONS NOTED ON BACK PAGE 12233 S.W. 132nd Ct, Miami,Florida 33186 r � Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-211514 Permit Number: RC-6-13-1361 Scheduled Inspection Date: May 06, 2014 Permit Type: Residential Construction Inspector: Rodriguez,Jorge Inspection Type: Foundation Owner: MOWERS,JEFFREY Work Classification: Addition/Alteration Job Address: 1175 NE 101 Street Miami Shores, FL 33138- Phone Number Parcel Number 1132050190230 Project: <NONE> Contractor: DENMAR CONSTRUCTION GROUP Phone: (954)372-6623 Building Department Comments NEW ADDITION TO EXPAND BATHROOM AND INTERIOR infractio Passed Comments REMODEL WITH 51MPACT WINDOW INSTALLATION INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-211479. Need detail for footing Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. May 05, 2014 For Inspections please call: (305)762-4949 Page 18 of 37 t UNIVERSAL Field Report of ENGINEERING SCIENCES IN-PLACE DENSITY TESTS Consultants in:Geotechnical Engineering . Environmental Engineering . Construction Materials Testing . Threshold Inspection . Private Provider Inspection 1818 7th Ave. North, Unit 1 .Lake Worth, FL 33461 .(561)540-6200 Client: Project: .. Area Tested: Course: 6S '�`^` ` C_ Depth of Test: ❑ Field Type of Test: ❑ Lab Date Tested:. . _ 0 Note: DO NOT meet the minimum Remarks: Laboratory Field Location of TestMax OPT Dry % %Max Density Moisture Density Moisture Density ...: NQr o3 I{�. `z Technician ob bit, Ul f Miami Shores Village Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 =By: Tel: (305)795.2204 Fax: (305)756.8972 INSPECTION'S PHONE NUMBER: (305)762.4949 FBC 20 BUILDING Permit No. PERMIT APPLICATION Master Permit No., T 73 Permit Type: BUILDING ROOFING JOB ADDRESS: 1175 N)4S /U i S.r City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO �' Flood Zone: OWNER:Name(Fee Simple Titleholder): 5-e-1`4,11- f/S Phone#: Address: t( 7 S VE l0 i �; c City: AAi`u,,.,1, S'% State: P6— Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: -el Ma/ , ��; �r`o! (�;-J Phone#: fie(, Address: k kA/ L/ City:��r State: Zip: 13S Qualifier Name: Z Gt w'S-e �G'-A Phone#: State Certification or Registration#: 1^,6 C, ( S( QS � Certificate of Competency#: Contact Phone#: Email Address: DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit:$ 1 R f � L(0 dd Square/Linear Footage of Work: Type of Work: ❑Addition ❑Alteration ❑New ❑Repair/Replace ❑Demolition Description of Work: UCf 1/,4 C' m;p Color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ 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 rmit must be secured for ELECTRICAL WORK,PLUMBING, SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TAN S and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing infcrmation 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 RESUL IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PRO ERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOU LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COM ENCEMENT." 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 commencei rient and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified cop),of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after th 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 Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of ,20_,by day of•-• Q O Q G(N ,20 4,by CA Wt!n{e- C�a C� who is personally known to me or who has produced who is personally known to me or who has producedC- 462— As identification and who did take an oath. 2)j) 8 Ll as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: �u�n1 route C Sign: Sign: o �, Print: Print: _' = o '``_Cn -_ r . cn c-i C- C/.)— My Commission Expires: My Commission Expires: = o ;� a, q - APPROVED BY Plans Examiner Zoning A"I t Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) Fort Dallas Truss Company, LLC. >p 7035 SW 44th ST ,FORDALLAS Miami, FL 33155 _....RPU S CJ` J Tel: (305) 667-6797 ITY I D Fax: (305) 667-0592 Re : 13F14: E Site Informa P usYc : DENMAR CONSTRUCTION Job Name :DENMAR CONSTRUCTION Lot/ Subdivision Site Name: 1175 NE 101 ST. Site Address: 2�4 R.E. Enginecriny; MIAMI SHORES St: FL Zip: W k- l Design Corp. p General Truss Engineering Criteria & Design Loads (Individual Truss Design rawings w Special Loading Conditions): Design Code: FBC201 OrrPI2007 Design Program: 7.35 Sep 27 2012 Roof Load: 55.0 psf Floor Load: N/A Wind Code:ASCE7-10 C-C for members and forces&MWFRS for reactions Wind Speed: 175 mph This package includes 57 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# No. Date Truss ID# Seal# No. Date Truss ID# Seal# 1 10/29/13 CJ4 A0003500 21 10/29/13 HH4 A0003520 41 10/29/13 T3 A0003540 2 10/29/13 CR A0003501 22 11/25/13 HH6 A0003521 42 10/29/13 T4 A0003541 3 10/29/13 CA A0003502 23 10/29/13 J1 A0003522 43 10/29/13 T5 A0003542 4 11/25/13 CJ9A A0003503 24 11/25/13 J18 A0003523 148 10/29/13 T58 A0003543 5 11/25/13 GRI A0003504 25 10/29/13 J1A A0003524 11/25/13 T6 A0003544 6 10/29/13 H1 A0003505 26 10/29/13 J3 A0003525 11/25/13 T6A A0003545 7 10/29/13 H2 A0003506 27 10/29/13 J3A A0003526 11/25/13 T7 A0003546 8 10/29/13 H3 A0003507 28 10/29/13 J313 A0003527 10/29/13 V12 A0003547 9 10/29/13 H4 A0003508 29 10/29/13 J4A A0003528 49 10/29/13 V16 A0003548 10 10/29/13 H5 A0003509 30 10/29/13 J5 A0003529 50 10/29/13 V19 A0003549 11 10/29/13 H6 A0003510 31 10/29/13 J5A A0003530 51 10/29/13 V2 A0003550 12 10/29/13 H7 A0003511 32 11/25/13 AA A0003531 52 10/29/13 V4 A0003551 13 10/29/13 HG1 A0003512 33 11/25/13 J66 A0003532 53 10/29/13 V4A A0003552 14 10/29/13 HG2 A0003513 34 10/29/13 J7 A0003533 54 10/29/13 V6 A0003553 15 10/29/13 HG3 A0003514 35 10/29/13 RA A0003534 55 10/29/13 V6A A0003554 16 11/25/13 HH1 A0003515 36 10/29/13 MG1 A0003535 56 10/29/13 V61B A0003555 17 11/25/13 HH10 A0003516 37 10/29/13 T1 A0003536 57 10/29/13 V7 A0003556 18 11/25/13 HH11 A0003517 38 10/29/13 TIA A0003537 19 10/29/13 HH2 A0003518 39 10/29/13 T1B A0003538 20 10/29/13 HH3 A0003519 40 11/25/13 T2 A0003539 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of 'NOV 2 b 2013 professional engineering responsibilty for the truss components shown. Page 1 of 1 Engineers Name Date Fort DQ11as Truss Co. LLC. To: Delivery 7035 SW 44 St. Miami,FL.33155 DENMAR CONSTRUCTION Job Number: 13F14 (305)667-6797 Fax: (305)667-0592 3180 NW 97 WAY: Page: l Project: DENMAR Block No: SUNRISE,FL Date: 11/25/13 15:20:54 Model: Lot No: Contact: Site: Office: Deliver TO: Account No: 095299805 Name: 1175 NE 101 ST. Designer: / Phone: (954)372-6623 Salesperson: PAUL ABRAMOBICH Fax: Quote Number: MIAMI SHORES,FL P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 04-02-03 03-07-13 OA Hght 01-08-03 1 2 CJ4 MONO TRUSS 2.12 2X4/2X4 07-00-02 03-07-13 OA Hght.02-02-03 2 2 CJ7 MONO TRUSS 2.12 2x4/2x4 09-10-01 03-07-13 OA Hght:02-08-03 3 1 CJ9 MONO TRUSS 2.12 2X4/2X4 07-00-02 03-07-13 OA Hght 02-02-03 4 2 CJ9A MONO TRUSS 2.12 2X4/2X4 (l)2-Ply 34-08-00 02-07-00 OA Hght 03-02-06 5 2 Gll1 GIRDER 3.00 2X4/2X6 34-08-00 02-07-00 02-07-00 OA Hght:03-02-06 6 1 H1 HIP 3.00 2X4/2X4 1H2 34-08-00 HIP 3.00 02-07-00 02-07-00 OA Hght:03-08-06 7 2x4/2x4 34-08-00 02-07-00 02-07-00 OA Hght:04-02-06 8 1 H3 SPECIAL 3,00 2X4/2X4 34-08-00 02-07-00 02-07-00 OA Hght:04-08-06 9 2 F14 HIP 3.00 2X4/2X4 H5 34-08-00 HIP 300 02-07-00 02-07-00 OA Hght 05-02-06 10 2X4/2X4 10-04-00 02-07-00 02-07-00 OA Hght:02-02-06 11 1 H6 SPECIAL 3.00 ® 2X4/2X4 14-05-00 02-07-00 02-07-00 OA Hght 02-08-06 12 1 H7SPECIAL 3.00 2X4/2X4 34-08-00 02-07-00 02-07-00 OA Hght:02-08-06 13 1 HGl GIRDER 3.00 ® 2X4/2X6 10-04-00 02-07-00 02-07-00 OA Hght:01-08-06 14 1 HG2 GIRDER 3.00 2X4/2X4 14-05-00 02-07-00 02-07-00 OA Hght:02-02-06 15 I HG3 GIRDER 3.00 2X4/2X6 14-05-00 02-07-00 OA Hght:02-09-00 16 I HHl SPECIAL 3.00 -- 2x4/2x4 17-00-00 02-07-00 OA Hght 04-10-00 17 1 HH10 SPECIAL 3.00 2x4/2x4 17-00-00 02-07-00 OA Hght.04-04-00 18 I HHll SPECIAL 3.00 2x4/2x4 14-05-00 02-07-00 OA Hght 03-01-14 19 �\JJ 1 HH2 SPECIAL 3,00 2x4/2x4 Vort Dallas Truss Co. LLC. To. Delivery 7035 SW 44 St. Miami,FL.33155 DENMAR CONSTRUCTION Job Number: 13F14 (305)667-6797 Fax: (305)667-0592 3180 NW 97 WAY: Page: 2 Project: DENMAR Block No: SUNRISE,FL Date: 11/25/13 15:20:55 Model: Lot No: Contact: Site: Office: Deliver To: Account No: 095299805 Name: 1175 NE 101 ST. Designer: / Phone: (954)372-6623 Salesperson: PAUL ABRAMOBICH Fax: Quote Number: MIAMI SHORES,FL P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 14-05-00 02-07-00 OA Hght:03-07-14 20 HH3 SPECIAL 3.00 2x4/2X4 14-05-00 02-07-00 OA Hght:03-11-00 21 1 HH4 SPECIAL 3.00 2x4/2x4 17-00-00 02-07-00 OA Hght:04-08-06 22 1 HH6 SPECIAL 3.00 2x4/2x4 01-00-00 02-07-00 OA Hght:01-02-06 23 11 J1 SPECIAL 3.00 2X4/2X4 17-00-00 02-07-00 OA Hght:05-02-06 24 5 J18 SPECIAL 3.00 2X4/2X4 01-00-00 02-07-00 OA Hght:01-02-06 25 1 RASPECIAL 3.00 2X4/2X4 03-00-00 02-07-00 OA Hght:01-08-06 26 4 J3 SPECIAL 3.00 ` 2X4/2X4 7 03-00-00 02-07-00 OA Hght:01-08-06 DA 03-00-00 3.00 27 2X4/2X4 03-00-00 02-07-00 OA Hght:01-08-06 28 J3B SPECIAL 3.00 2X4/2X4 05-00-00 02-07-00 OA Hght 02-02-06 3 J4A SPECIAL 3.00 29 - 2X4/2X4 ��-."� 05-00-00 02-07-00 OA Hght:02-02-06 30 3 J$ SPECIAL 3.00 2X4/2X4 02-07-00 OA Hght 02-02-06 31 1 J$A 05-00-00 SPECIAL 3.00 2X4/2X4 05-00-00 OA Hght:01-08-08 32 -% 4 J6A SPECIAL 3.00 2X4/2X4 0$-00-00 02-07-00 OA Hght 02-02-06 33 1 J6B SPECIAL 3.00 2X4/2X4 t 02-07-00 OA Hght 02-08-06 34 07-00-00 8 J'7 JACK TRUSS 3.00 2X4/2X4 07-00-00 02-07-00 OA Hght 02-02-08 -- 1 J7A JACK TRUSS 3.00 35 2X4/2X4 07-00-00 OA tight:02-02-08 36 I MG1 MONO TRUSS 3.00 2X4/2X6 10-04-00 02-07-00 02-07-00 OA Hght:02-02-14 37 ��a 1 T1 SPECIAL 3.00 2X4/2X4 10-04-00 02-07-00 OA Hght:02-02-14 38 T1A PORCH 3.00 2X4/2X4 ,Vort Dadlas Truss Co. LLC. To: Delivery 035 SW 44 St. Miami,FL.33155 DENMAR CONSTRUCTION Job Number: 13F14 (305)667-6797 Fax: (305)667-0592 3180 NW 97 WAY. Page: 3 Project: DENMAR Block No: SUNRISE,FL Date: l 1/25/13 15:20:56 Model: Lot No: Contact: Site: Office: Deliver TO: Account No: 095299805 / Name: 1175 NE 101 ST. Designer: Phone: (954)372-6623 Salesperson: PAULABRAMOBICH Fax: Quote Number: MIAMI SHORES,FL P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 10-04-00 02-07-00 OA Hght-.02-02-14 39 3 'j'1B PORCH 3.00 2X4/2X4 34-08-00 02-07-00 02-07-00 OA Hght:04-02-06 40 l 1'2 SPECIAL 3.00 2X4/2X4 34-08-00 02-07-00 02-07-00 OA Hght 04-03-06 41 I T3 SPECIAL 3,00 2X4/2X4 34-08-00 02-07-00 02-07-00 OA Hght:04-03-06 42 1 T4 SPECIAL 3.00 2X4/2X4 14-05-00 02-07-00 02-07-00 OA Hght 02-09-00 43 _ 7 T5 SPECIAL 3,00 2X4/2X4 14-05-00 02-07-00 02-07-00 OA Hght 02-09-00 44 4 TSB PORCH 3.00 2X4/2X4 17-00-00 02-07-00 OA Hght:03-10-00 45 1 T6 SPECIAL 3.00 2X4/2X4 17-00-00 02-07-00 OA Hght:03-10-06 46 1 T6A SPECIAL 3.00 2x4/2x4 34-08-00 02-07-00 02-07-00 OA Hght:03-08-06 47 1 T7 SPECIAL 3.00 2X4/2X4 12-00-00 OA Hght:01-06-00 48 1 V12 GABLE 3.00 2X4/2X4 16-00-00 OA Hght:02-00-00 49 I V16 GABLE 3.00 2X4/2X4 20-00-00 OA Hght:02-06-00 50 l V19 GABLE 3.00 2X4/2X4 02-00-00 OA Hght:00-05-08 51 2 V2 GABLE 0,00 /2X6 1 V4 04-00-00 GABLE 3.00 OA Hght:00-06-00 52 2X4/ 04-00-00 OA Hght 01-00-00 53 f 3 ` A VALLEY 3.00 2X4/2X4 06-00-00 OA Hght:01-06-00 54 ��-- 2 V6 VALLEY 3.00 2X4/2X4 -- 03-03-00 OA Hght:00-09-12 55 1 V6A VALLEY 3.00 2X4/2X4 06-00-00 OA Hght 00-11-10 56 1 V6B VALLEY 3,00 2X4/2X4 1 08-00-00 OA Hght:01-00-00 5,7 V7GABLE 3.00 2X4/2X4 Fort D:�Ilas Truss Co. LLC. To: 035 SW 44 St. Delivery Miami,FL.33155 DENMAR CONSTRUCTION Job Number: 13F14 (305)667-6797 Fax: (305)667-0592 3180 NW 97 WAY. Page: 4 Project: DENMAR Block No: SUNRISE,FL Date: 11/25/13 15:20:57 Model: Lot No: Contact: Site: Office: Deliver To: Account No: 095299805 Name: 1175 NE 101 ST. Designer: / Phone: (954)372-6623 Salesperson: PAUL ABRAMOBICH Fax: Quote Number: MIAMI SHORES,FL P.O.Number: The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of Neil 5 2013 professional engineering responsibilty for the truss components shown. Engfeers Name Date llob Truss Truss Type 72t ly DENMAR CONSTRUCTION GROUP 13F14 CA MONO TRUSS 1 AOM500 _ Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:27:37 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-9bYcXnnvkRV23HRISsEV5wBh9BVgxLV1Z5TsOyFch4 -3-7-13 4-2-3 3-7-13 4-2-3 Scale=1:15.3 2X4 II 4 5 2.12 F12 9 3 4-7 4 No. 0-7-1 1-5 2X4 Not 80-1 4x12= 3{2X4 No.2 4-23 aqqJ� ' 6 7 I¢ rl 1-2 2X4 No.3 3-6-5 3x4= 2X4 11 6 04ag0-1-61 0-14KO.1-61 4-2-3 4-2-3 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.66 Vert(LL) 0.01 3-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.29 Verl(TL) -0.02 3-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:24 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, 1-2:2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 3=389/0-8-0 (min.0-1-8),7=81/0-1-8 (min.0-1-8),2=0/0-1-8 (min.0-1-8) Max Horz 3=1043(LC 2),2—1043(LC 2) Max Uplift3-316(LC 4),7—72(LC 6) Max Grav 3=464(LC 2),7=255(LC 20) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-9-791/1075,3-9—784/1075,3-4-127/42,4-5-1/0,4-7—89/100,1-2-1043/798 BOT CHORD 3-8-55/11211,7-8-55111211,15-7--WO NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.0psf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL--1.60 plate grip DOL--1.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7,2. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 316 lb uplift at joint 3 and 72 lb uplift at joint 7. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-9-75 Trapezoidal Loads(plf) Vert:3-2(F=9,13=9)-to-6-211(F--O,B-0),9=0(F=37,B=37)-to-4-73(F=1,B=1),4-28(F=1,B=1)-t0-5-33(F=-2,B-2) tlob , Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 CJ7 MONO TRUSS 2 1 A0003501 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:36:36 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-tHcNf4N1vLL0Cu_1g9OdrmkF2R2tSjmgzw9UGfyFcYf -3-7-13 7-0-2 3-7-13 7-0-2 Scale=1:20.4 4x5= 4 5 2.12 12 4-72x No. 1-1-1 9 3 -5 2x4 No.210-10-9 4x12= 3-6 2x4 Not 742 8 " -2 2x4 No.3 345 7 X4= 4x5 11 6 o-8-0(a1-6) 0-14KO.1-6) 7-0-2 7-0-2 Plate Offsets(X,Y): [4:0-1-1,0-2-0],p:0.2-8,0-0-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.03 3-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) -0.18 3-7 >425 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix) Weight:33 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, 1-2:2x4 SP No.3 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.3 REACTIONS (lb/size) 3=499/0-8-0 (min.D-1-8),7=347/0-1-8 (min.0-1-8),2-_WG-1-8 (min.0-1-8) Max Horz 3=912(LC 2),2=912(LC 2) Max Uplift3—363(LC 4),7—214(LC 4) Max Grav 3=590(LC 2),7=399(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-9—737/945,3-9-730/'!945,3-4-289/64,4-5-4/0,4-7=-307/262,1-2-912/743 BOT CHORD 3-8---121/251,7-8--121/251,6-7--&0 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL--1.60 plate grip DOL-_11.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7,2. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 363 lb uplift at joint 3 and 214 lb uplift at joint 7. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 8)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-9-75 Trapezoidal Loads(plf) Vert:3-2(F=9,B=9)-to-6-35(F-8,B=-8),9_-0(F=37,B=37)-to-4-126(F-26,B_-26),4_-81(F-26,B-26)-to-5=-86(F-28, B-28) i.Job i Truss Truss Type Oty Ply DENMAR CONSTRUCTION GROUP 13F14 CJ9 MONO TRUSS 1 1 AO0035O2 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:36:49 2013 Page 1 I D:B h7AxbOv3eiX_VI V4XZr65yOx4n-?nvl NXXB rL_AGuUX5OlgtVn V?g UT?U klyRog DOyFcYS -3-7-13 5-3-7 9-10-1 3-7-13 5-3-7 4-6-10 Scale=1:25.3 2.12 F12 4x5= 6 7 14 3x4= 3x4= 5 2x4 No.2 4 6-9 2x No 31-7.1 13 3 2x4 No.2 5-10 2x No 3 0315 ,3 415 402= qq�1 3$2x4 No.2 9-10-1 ' I 1 1-2 2x4 No.3 3fi-5 11 10 12 9 I9 drill 2x4 II 6 030(0.1-e) 2 3x4= 0r�-8 5-3-7 9.10-1 0-1-8 5-3-7 4-6-10 Plate Offsets(X,Y): [6:0-1-1,0-2-0],[9:0-2-4,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.75 Vert(LL) 0.07 10 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.68 Vert(TL) -0.16 3-10 >707 180 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:50 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins, 1-2:2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 3=670/0-8-0 (min.0-1-8),9=742/0-1-8 (min.0.1-8),2=010.1-8 (min.0-1-8) Max Horz 3=1004(LC 2),2—1004(LC 2) Max Uplift3=-449(LC 4),9-428(LC 4) Max Grav 3=788(LC 2),9-856(LC 2) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-13-782/1037,3-13-775/1037,3-4-1377/532,4-5-1325/548,5-14-211/9,6-14-125/23,6-7-7/0,6-9-465/311,1-2-1004!789 BOT CHORD 3-11-687/1318,10-11-687/1318,10-12=-68711318,9-12--687/1318,8-9=0/0 WEBS 5-10--0/292,5-9--11991626 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.0psf;h=15tt;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL--1.60 plate grip DOL--1.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9,2. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 449 Ib uplift at joint 3 and 428 Ib uplift at joint 9. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 8)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-13-75 Trapezoidal Loads(plf) Vert:3-2(F=9,B=9)-to-8_-49(F-1 5,B-1 5),13=0(F=37,B=37)-to-6-179(F-52,B-52),6=434(F-52, B-52)-to-7-140(F-55,B-55) Vdb 1 Truss Truss Type ayPly DENMAR CONSTRUCTION GROUP 13F14 CJ9A MONO TRUSS 2 1 AO0035O3 _ Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:27:42 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-WYLVaUv3gG4n8g9PY?RPC9d2gAtpKCmEAroEXcyFch? -3-7-13 3-2-7 7-0-2 3-7-13 3-2-7 3-9-11 Scale=1:20.4 3x4 11 5 6 2.12 F12 2x4 11 4 5-82x No. 1-1-1 12 3 �i 2x4 N0.2 10-10-9 4-9 2 0-5-9 4x12= Ll 3.7 2x4 NO2 7�2 aap� 4 dl 1 /0 11 8 -2 2x4 No.3 36.5 X4= 9 7 2x4 11 3x4 11 06-00.1.6) o-14RO.1-el 2-&7 7-0-2 2-8-7 4-3-11 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.65 Vert(LL) 0.01 3-9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.34 Vert(TL) -0.04 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 8 n1a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:34 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-2:2x4 SP No.3 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.3 REACTIONS (Ib✓size) 3=386/0-8-0 (min.0-1-8),8=273/0-1-8 (min.0-1-8),2=0/0-1-8 (min.0-1-8),9_-18W1-0-0 (min.0-1-8) Max Horz 3=1062(LC 2),2-1062(LC 2) Max Uplift3—309(LC 4),8—177(LC 4),9—91(LC 4) Max Grav 3=461(LC:2),8=348(LC 21),9=310(LC 23) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-12-797/1094,3-12-790/1094,3-4-127/0,4.5-138/25,5-6-4/0,5-8-241/201,1-2-1062/804 BOT CHORD 3-10-63/108,9.10-63/108,9.11-63/108,8-11=-63/108,7-8=0/0 WEBS 4-9--2131175 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0ps1;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL--1.60 plate grip DOL--1.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 part bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,2. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 309 Ib uplift at joint 3,177 Ib uplift at joint 8 and 91 Ib uplift at joint 9. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-12-75 Trapezoidal Loads(plf) Vert:3-2(F=9,B=9)-t0-7-35(F-8,B-8),12=0(F=37,B=37)-to-5—126(F-26,B_-26),5_-81(F-26,B-26)-to-6_86(F=-28, B-28) tJob Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 GR1 ROOF TRUSS 12AOM3504 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:27:45 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-w71eCWyyzBSM?HuzD8?6gnFXDOs8XN8gso1 u7wyFcgy -2-7-0 5 0-0 9 0-0 13-0-0 17-60 21-40 25-8-0 29-5-0 348-0 2-7-0 5 0 0 40-0 460 40 0 440 440 3-9-0 5 3 0 Scale=1:61.6 5x6= 5x6= 3x4= = 3.00 1 5x6 2 3x6= 5x6= 6 8 34; 3 4 5 �2x . 9 -142x4 .31-11-9 7-12 4rr14 2�2x4 II 1-102x4 2x .30.1 1541-5 :1:1:2 10 I 1 US= 4x7% 19 17 20 16 15 21 14 22 13 12 23 11 24 0.8-0(0.1-8) 5x6— 5x6 MUMS= 4x9— 5x8= 4x9 1 — 0.8-0(0.1-8 4x5= 5 0-0 13-0-0 17-o-0 25-8-0 29 5-0 29x9 0 348-0 5-0.0 8-0-0 460 8-8-0 3-9-0 0-40 411-0 Plate Offsets(X,1/): [1:0-2-4,0-1-0],[2:G-3-8,0-1-111,[5:0-3-0,0-3-0],[9:0-2-12,0-1-8],[12:0-2-0,0-2-0],[17:0-3-0,0-2-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.82 Vert(LL) 0.7015-17 >500 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -1.1015-17 >318 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.10 11 n/a n/a BCDL 10.0 Code FBC20101fP12007 (Matrix) Weight:376 Ib FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 20 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb(size) 2=2331/0-8-0 (min.0-1-8),11=3060/0-8-0 (min.0-1-8) Max Horz 2=195(LC 4) Max Upliff2—1551(LC 4),11-1 672(LC 5) Max Grav 2=2722(LC 21),11=3543(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51,2-3—7821/3834,3-4-7656/3817,45—12740/6499,5.6-7642/3904,6-7-7506(3857,7-8-3119/1601, 8-9-317611628,9-10-656/1279 BOT CHORD 2-19}3738(7450,17-19-3738!7450,17-20-5377/10502,16-20-5377/10502,1 5-1 6-5 37 7/1 0502,15.21-6534/12768, 1 4 21-6534/1 2768,1422-2838/5506,13-22-2838/5506,12-13-2838/5506,12-23-1223/652,11-23-1223/652, 11-24-1223/652,10-24-1223/652 WEBS 3-17-891/2029,417-3011/1632,415-1206/2391,5-15-258/305,5-14-5634/2888,6-14---808/1720,7-14--119512418, 7-12-276211443,8-12-344/783,9-12-2070/4352,9-11-2781/1316 NOTES 1)2-ply truss to be connected together with 10d(0.148"0")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15tt;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL--1.60 plate grip DOL--1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)The solid section of the plate is required to be placed over the splice line at joint(s)13. 8)Plate(s)at joint(s)1,3,5,6,8,10,2,16,17,4,15,14,7,12,9 and 11 checked for a plus or minus 0 degree rotation about its center. 9)Plate(s)at joint(s)13 checked for a plus or minus 3 degree rotation about its center. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1551 Ib uplift at joint 2 and 1672 lb uplift at joint 11. 12)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 13)Girder carries hip end with 0-0-0 right side setback,5-0-0 left side setback,and 5-0-0 end setback. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)474 Ib down and 175 Ib up at 5-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. CLQtK1B9PVndard Job Truss Truss Typea►v Ply DENMAR CONSTRUCTION GROUP 13F14 GR1 ROOF TRUSS 1 A0003504 2 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:27:45 2013 Page 2 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-w71 eCWyyzBSM?HuzD8?6gnFXDOs8XN8gso1 u7wyFcgy LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(pit) Vert:1-3=75,3-5-37(F=37),5-6-37(F=37),6-8--38(F=38),8-10=-37(F=38),2-117-20,110-117=11113(F-93) Concentrated Loads(lb) Vert:117-277(F) tJob Truss Truss Type city Ply DENMAR CONSTRUCTION GROUP 13F14 H1 ROOF TRUSS 1 1 AO0035O5 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:27:48 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-KijmrY_gF6gxsldYuGYpSQt5Hbsrknf7ZmFYkFyFcgv 2-7-0 49 3 9-0 0 147-4 20-0-12 25-8 0 29-10 13 348-0 37-3-0 2-7-0 49 3 42-13 5 7-4 5 5 8 5 7-4 42-13 49 3 2-7-0 Scale=1:65.7 2x4 II 5x8= 4x7= 3x8= 5x6= 3.00 12 4 5 6 75-8 2X4 M 31 8 3x4= 3x4 3 8 1-42x4 4-172x4 IN 0.32-1 6.152x4 N 0.32-1-8 -142x4 IN o.32-1 8.122x4 IN o.32-1-8 112k2 2x4 11 2 20 4-2-12 912 10 2x4 ap 1 11 I A 1- d 3x10= 22 17 16 15 23 14 13 12 24 3x10 0.8.0(0.1.13) 3x4= 5x8 M18SH5 WB= 3x8= 2x4 11 5x8 M18SHS WB= US= 0.8.0(0.1-13) 413 9 0 0 147-4 20-0-12 25-8 0 29-10.13 348-0 49 3 42-13 5 7-4 5 5 8 5-7-4 42-13 .3 Plate Offsets(X Y): [1:0-2-4,0-1-0],[4:0-5-4,0-2-12],[5:0-3-8,Edge],[11:0-2-4,0-1-01,[15:0-2-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.57 Vert(LL) 0.761415 >534 360 W20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.62 Vert(TL) -1.3214-15 >310 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.27 10 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight:169 lb FT=0°/u LUMBER BRACING TOP CHORD 20 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins. BOT CHORD 2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 47-11 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at micipt 7-12 OTHERS 20 SP No.3 REACTIONS (lb/size) 2=1836/0.8-0 (min.0-1-13),10=1836/0-8.0 (min.0.1-13) Max Horz 2=107(LC 6) Max Uplift2=1186(LC 6),10—1186(LC 7) Max Grav 2=2136(LC 2),10=2136(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44,2-20-5685/2421,3-20-5627/2440,a4--5446/2346,45-6742/3013,5-6=6742/30113,6-7-6742/3013, 7-8-5322/2330,8-9-5446/2345,9-21-562512440,10-21—5684/2421,10.11=0/44 BOT CHORD 2-22-2292/5371,17-22-2292/5371,16-17-2160/5233,15-16-2160/5233,15-23=-2803/6693,1423-2803/6693, 13-14-2803/6693,12-13=-2803/6693,12-24-2186/5370,10-24-2186/5370 WEBS 3-17-158/350,417-2/333,415-892/1683,6-15-533/384,7-15-218/217,7-14=0/291,7-12-1649/879,8-12-261/841, 9.12-157/353 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0.10.3,Interior(1)0.10-3 to 33-9-13,Exterior(2) 33-9-13 to 37-3-7 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1186 lb uplift at joint 2 and 1186 Ib uplift at joint 10. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job I Truss Truss Type City Ply DENMAR CONSTRUCTION GROUP 13F14 H2 ROOF TRUSS 1 1 A0003506 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:27:51 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-IHOvTZOIY1 CWjCL7aO6W42VZTpvhxAUZFkUCKayFcgs -2-7-0 40-5 , 7-6-2 11-'0 15-3-4 , 19-412 23-8.0 , 27-1-14 , 30-7-11 348-0 37-3-0 2-7-0 40 5 3 5 14 3-5 14 43-4 41-8 43 4 3 5 14 3-5 14 40.5 2-7-0 ' Scale=1:65.7 2A 11 54= 3x8= 4x7= 5x8= 3.00 F12 5 678 9 3x4 3x4 q 10 2x4 2x41 1.5_R 6.20 2x4 47-12 6.17 3 47-12 :�2x�41-712 1174 14 N 24 420 3.161 15 2x 10.13 2512 2x4 1 2x4 II 2 32- 4 2-- �j 1 13 3x10= 26 21 V 20 28 19 18 29 17 30 16 15 31 14 32 3x10= 0.8-0(0.1-13) 3x4= 3x8= 5x8 M18SHS WB= 3x8= 3x4= 3x4= 0.6-0(0.1-13) 20 11 5x8 M18SHS WB= 5 9 311-0 0 15-3-4 19-412 , 23-8-0 28 10.13 348-0 5 9-3 5 2-13 43.4 41-8 43.4 5-2-13 5-. 9 3 Plate Offsets(X,Y): [1:0.2-4,0.1-0],[2:0-7-3,0-1-5],[7:0-3-8,Edge],[9:0-5-4,0-2-8],[12:0.7-3,0.1-5],[13:0-2-4,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.71 Vert(LL) 0.6317-19 >650 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -1.1017-19 >370 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.25 12 Will n1a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:181 Ib F!7=01/6 LUMBER BRACING TOP CHORD 2x4 SYP M 31'Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 5-7,7-9:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-8 oc bracing. BOT CHORD 2x4 SYP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb(size) 2=1836/0-8-0 (min.0-1-13),12=1836/0-8-0 (min.0-1-13) Max Horz 2-125(LC 15) Max Uphft2=1168(LC 6),12=1168(LC 7) Max Grav 2=2136(LC 2),12=2136(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2_=0/44,2-24--5555/2181,3-24--5497/2197,3-4--5587/2245,4-5--5121/2197,5-6-4990/211739 6-7-5656/2441, 7-8-565612441,8-9=5656/24411,9-10-5127/2200,10-11-5586/2245,11-25-5496/2199,12-25-5554/2183,12-13=0/44 BOT CHORD 2-26-2071/52239 21-26-2071/5223,21-27=-2227/5382,20-27-2227/5382,20.28-2268/5606,19-28-2268/56069 18-19-2268/5606,18-29-2268/5606,17-29-2268/5606,17-30-1864/4908,16-30-1864/4908,15-16-1864/4908, 15.31-2106/5383,1431-2106/5383,1432-1950/5222,12-32-1950/5222 WEBS 3-21-136/306,421-82/254,4-20--5731376,5-20=-296/883,6-20-971/500,6-19=0/275,6-17-172M57,8-17-399/289, 9-17-497/974,9-15-141/410,10-15-568/374,10-14=-86/253,11-14-135/306 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.0psf;h=1 51t;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0-10-3,Interior(1)0.10-3 to 33-9-13,Exterior(2) 33-9-13 to 37-3-7 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1168 Ib uplift at joint 2 and 1168 Ib uplift at joint 12. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type CRY Ply DENMAR CONSTRUCTION GROUP 13F14 H3 ROOF TRUSS 1 1 A0003507 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MIT&Industries,Inc. Mon Nov 2515:27:54 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-9s415b3brya4ag4iFXfDhh74ZOvu8Ye?xiisxvyFcgp -2-7-0 48-5 8-10 2 13-0 0 17-40 21-8-0 25-9 14 29-11-11 348 0 37-3-0 2-7-0 48 5 41-14 41-14 440 440 41-14 41-14 48-5 2-7-0 Scale=1:66.6 3.00 F12 4X9= 2X4 11 4x9= 5X6: 6 7 8 5x6 5 5-6 2X4 2 41-10 9 2X4 2x4 4 6-19 2x4IN .3 3-1 7-17 2x4 IN o.3 3-1.8 16 2x4 1,o.3 3.1-8 10 4x7= 5.20 2x4 o.3 2- 9.16 2x _ oS 3 4-415 10.14 5 11 4X7— 1 12RE I� 1- d 4x9= 21 20 22 19 23 18 17 24 16 15 25 14 26 13 0-8-0(0-2-0) 3x4= 3x4= 5x6 WB= 3x4= 3X4- p8 pla2-0) 3x8= 5x8 M18SHS WB= 48-5 8-10 2 13 0 0 17-40 21-8-0 25.9-14 29-11-11 348-0 48-5 41-14 ' 41-14 440 440 41-14 41-14 48 5 Plate Offsets(X,)): [3:0-0-0,0-1-7],[5:D-3-0,0-3-0],[6:0-5-4,0.2-0],[8:0-5-4,0.2-0],[9:0-3-0,0-3-0],[11:Edge 0.1-7] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.52 17 >779 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.58 Vert(TL) -0.96 17 >426 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.23 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:183 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-413 oc purlins. 1-5,9-12:2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 5-6-4 oc bracing. BOT CHORD 2x4 SYP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib(size) 3=2021/0.8-0 (min.0.2-0),11=2021/0-8-0 (min.0-2-0) Max Horz 3=143(LC 10) Max Uplift3—1296(LC 6),11—1296(LC 7) Max Grav 3=2357(LC 2),11=2357(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-3--57/80,3-4—5357/2039,45-5373/2087,5-6}4670/1896,6-7}4845/1944,7-8-4845/1944,8-9—4670/1897, 9-10-5373/2087,10-11-5357/2041,11-12-57/80,1-2=0/0,12-13=0/0 BOT CHORD 3-21-1912/5005,20.21-1912/5005,20.22-1948/5137,19-22-1948/5137,19-23-1662/4426,18-23=-1662/4426, 17-18-1662/4426,17-24-1545/4426,16-24-1545/4426,15-16=1831/5137,15-25-1831/5137,1425-1831/5137, 1426-1797/5005,11-26-1797/5005 WEBS 420-178/295,5-20=0/283,5-19-837/400,6-19-183/500,6.17-311/619,7-17-440/323,8-17-311/619,8-16-183/500, 9-16-837/400,9-14--G(283,10-14--178/295 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.Il;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-3 to-0-1-8,Interior(1)-2-7-3 to 37-3-3,Exterior(2)349-8 to 37-3-3 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)18. 6)Plate(s)at joint(s)6,8,3,20,4,5,19,17,7,169 9,14,10,1,12,15 and 11 checked for a plus or minus 0 degree rotation about its center. 7)Plate(s)at joint(s)18 checked for a plus or minus 3 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1296 Ib uplift at joint 3 and 1296 Ib uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type av Plv DENMAR CONSTRUCTION GROUP 13F14 H4 ROOF TRUSS 2 1 AO0035O8 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:27:57 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-ZRIAjd5T8tzfR7pHwfCwJJ IdyDztLgoRdgxWYEyFcgm 2-7-0 5 45 10-2-2 15-0-0 17-40 19 8-0 , 245-14 29.3-11 348-0 37-3-0 , 2-7-0 5 45 49 14 49-14 2-40 2-40 49 14 49.14 5-45 2-7-0 Scale=1:66.7 3.00 12 5x6= 5x6= 3x4= 6 8 3x6%544. 6 2x4 .2 6.2{x �3x6 4 10 3x4� 3x4 3 6-19 2x4 0.3 2x4 0.3 3-7.8 11 r S20 2x4 0.32 9.17 2x 112-M 2x4 II 2 24 2x4 .3 11-15 2512 2x411 ap 1 13 I6 1_ d 3x10= 26 21 27 20 28 79 18 29 17 30 16 15 31 14 32 3x10= 2x4 11 3x4= 6z6 WB= 3x8= 3x4= 2x4 11 0.8.0(0.1-13) 0.8.0(0.1-13) 3x8= 5x8 M1 SSW WB= 5 45 10-2-2 15 0 0 19 8 0 245 14 29 3 11 348 0 5-45 49 14 49.14 48 0 49 14 49-14 5 45 Plate Offsets(X Y): [1:0.2-4 0-1-0] [2:0-6-15 0-1-5] [12:0-6-15 0-1-5],[13:0-2-40.1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.58 Vert(LL) 0.51 17-19 >806 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) -0.9517-19 >430 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.24 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:185 lb FT=00/6 LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-43 oc purlins. 1-4,10-13:2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 5-411 oc bracing. BOT CHORD 2x4 SYP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 2=1836/0-8-0 (min.0-1-13),12=1836/0.8-0 (min.0-1-13) Max Horz 2=162(LC 10) Max Upiift2—1120(LC 6),12—1120(LC 7) Max Grav 2=2136(LC 2),12=2136(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0144,2-24--5879/2126,3-24--5819/2149,3-4--54M2083,4-5-5329/2095,5-6-4434/1709,6.7-4293/1700, 1 7-8--4293M 700,8-9-4434/1709,9-10--5329/2095,10-11=-5408/2083,11-25—5819/2152,12-25-5879/2129,12-13--0/44 BOT CHORD 2-26-2064/5562,21-26-2064/5562,21-27-2064/5562,20-27-2064/5562,20-28-1946/5167,19-28-1946/5167, 18-19-1446/4243,1&29-1446/4243,17-29-1446/4243,1 7-30-1 794151 67,16-30-1794/5167,15-16-1794/5167, 15-31-1914/5562,14-31-191415562,14-32-1 91415562,12-32--191415562 WEBS 3-21=0/271,3-20--451/254,5-20-28/338,5-1 9-1 1 251591,6-19-221/699,7-19-317/183,7-17-317/182,8-17-221/699, 9-17-1125/591,9-15-28/338,11-15-451/257,11-14=0/271 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.0psf;h=1 51t;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0-10.3,Interior(1)0.10.3 to 33-9.13,Exterior(2) 33-9.13 to 37-3-7 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)18. 6)Plate(s)at joint(s)4,6,8,10,2,3,21,20,5,19,7,17,9,15,11,14,1,13,16 and 12 checked for a plus or minus 0 degree rotation about its center. 7)Plate(s)at joint(s)18 checked for a plus or minus 3 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1120 lb uplift at joint 2 and 1120 Ib uplift at joint 12. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type City Ply DENMAR CONSTRUCTION GROUP 13F14 H5 ROOF TRUSS 2 1 A0003509 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:00 2013 Page 1 I D:B h7AxbOv3eiX_V I V4XZr65yOx4n-_ORJ Me7M RoLEI bXsbn mdxyMA?Ry6YDOuJe9B9ZyFcgj 2-7-0 47-13 8 9 3 12-10 10 17-G-0 1 - 0 21-9 6 25-10-13 3G-G-3 348-0 37-3-0 �2-7-0 47-13 41-6 41-6 41-6 S 41-6 41-6 41-6 47-13 2-7-0 Scale=1:66.7 5.6= 3.00 F12 5z6= 6 3x4 39x4% 6-7 7 0"8'0 5x6% 4-6 2x .28, 3-2, 5x6 4 9 2x4 6.172x4 IN 0.3 tE 2X4alapp 3 5.192x4 o.33-1 16 2x4 4-9-1E 10 d 420 2x4 ..32- 9.15 2x 2x4 II 223 4-0-7 10.13 2411 2x4 II 1M F9 12 Id 1 25 26 27 18 28 29 14 30 31 3x10= 19 17 16 15 13 3x10= 3x4= 3x4= 5x6 WB= 3x4= 3x4= 3x4= 0.8-0(0.1-13) 3x4= 5x8 M18SHS WB= 08-0(0.1-13) 47-13 8-9-3 12-10 10 17-0 0 17-8x0 21-9 6 25.10-13 , 30-0 3 348 0 47-13 41-6 41-6 41-6 8 41-6 41-6 41-6 47-1� Plate Offsets(X,Y): [1:0-2-4,0.1-0],[2:0-6.15,0-1-5],[4:0-2-4,0-3-0],[6:0.3-0,0.2-12],p:0-3-0,0-2-12],[9:0-2-4,0.3-0],[11:0-6.15,0-1-5],[12:0-2-4,0.1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.46 Vert(LL) 0.4917-19 >837 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.59 Vert(TL) -0.9217-19 >443 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.24 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:189 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins. 1-4,9-12:2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. BOT CHORD 2x4 SYP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 2=1836/0-8-0 (min.0.1-13),11=1836/0-8-0 (min.0.1-13) Max Horz 2=180(LC 10) Max Uplift2=1091(LC 6),11-1091(LC 7) Max Grav 2=2136(LC 2),11=2136(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44,2-23—5756/2063,3-23=5700/2083,3-4=-5635/2007,45—4917/1798,5-6-4092/1449,6-7—3917/1418, 7-8-4092/1449,8-9—4917/1798,9-10-5635/2007,10-24=5700/2086,11-24-5756/2066,11-12=0/44 BOT CHORD 2-25-2052/5431,20-25-2052/5431,20.26-1903/5406,19-26-1903/5406,19-27-1603/4670,18-27-1603/4670, 17-18-1603/4670,17-28-1156/3817,16-28-1156/3817,16-29-1436/4670,15.29-1436/4670,1415-1736/5406, 1 4 30-1 73615406,13-30-1736/5406,13-31-1876/5431,11-31-1876/5431 WEBS 3-20--69/208,4-2 0=0/303,419-848/381,5-19-187/482,5-17-1088/603,6.17-239x/65,7-1 6-2 4 017 65, 8-16-1088/604,8-15-187/482,9-15-848/381,9-13=0/303,10.13-69/211 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0.10.3,Interlor(1)0-103 to 33-9-13,Exterior(2) 33-9-13 to 37-3-7 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)18. 6)Plate(s)at joint(s)6,7,2,20,3,4,19,5,17,16,8,15,9,113,10,11,12,14 and 11 checked for a plus or minus 0 degree rotation about its center. 7)Plate(s)at joint(s)18 checked for a plus or minus 3 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1091 lb uplift at joint 2 and 1091 lb uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .Job Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 H6 ROOF TRUSS 1 1 A0003510 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:02 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-wOZ3nK9cy0byYvhFjCo5ONSVTEetOExAnyeHDRyFcgh -2-7-05-0-0 $4-Q 10-4-0 12-11-0 2-7-0 5-0-0 4 5-0-0 2-7-0 Scale=1:26.1 4x9= 4 5 3.00 /2 452x4N 5- 21# ao 3 4M317- 4-102x N.31- 11 a� 4x7—=— 4x7= �31Z- "Wll..21. 12 1310 -5.9 b d 3x6= 2x4 11 2x4 11 a o-aa(o-1-a) o-a-0(o-1-111 2 3x6= 0,1-8 50-0 4-Q 10-4-0 10r�5 a 0 1 8 5-o-0 4 5-0-0 o-1-8 Plate Offsets(X,)): [3:0.3-7,Edge],[4:0.48,0-0-0],[6:0-3-7,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.05 10 >999 360 W20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.64 Vert(TL) -0.11 3-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight:50 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SYP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 4-5:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (Ib/size) 3=651/0.8-0 (min.0-1-8),6=1106/0-8-0 (min.0-1-11),2=0/0-1-8 (min.0-1-8),8--010-1-8 (min.0-1-8) Max Horz 3-1373(LC 25),2-347(LC 24),8=1404(LC 25) Max Uplift3-422(LC 6),6-667(!_C 7) Max Grav 3=760(LC 2),6=1338(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-3-493/387,3-4-799/223,4-5-719/262,5-6-812/253,6.11-851/1512,7-11-859/1452,1-2-355/500,7-8-1404/829 BOT CHORD 3-12-880/2062,10-12—880/2062,10-13=-885/2058,9-13-885/2058,9-14-880/2061,6.14-880/2061 WEBS 4-10-74/285,5.9-78/283 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15f;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-3 to 0-4-0,Interior(1)0-4-0 to 12-11-3,Exterior(2)10-6-4 to 12-11-3 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL-0.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,8. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 422 lb uplift at joint 3 and 667 Ib uplift at joint 6. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,8. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 H7 ROOF TRUSS 1 1 AO003511 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:04 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-sngpBOAsU1rgnCrdgdrZ5oXpd2FJU85TEG701KyFcgf -2-7-07-0-0 7-5-9 14-5-0 17-0 0 2-7-0 7-o-0 5 7-0-0 2-7-0 Scale=1:33.1 4x5=4X5= 4 5 3.00 12 4-11 2x N.31 7 N �14 &11- 72X 11-7 4x7= 3 6 12 4x7= 0 7 d 13 11 14 10 9 15 �d 3X6% 2x4 11 3x4— 0.1-8) 2X4 11 2 3x6 -0�1-B 7-o-0 7-5 Q 14-5-0 14x¢-8 o -8 7-o-0 5 7-0-0 0:1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.09 3-11 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.83 Vert(TL) -0.32 3-11 >513 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix) Weight:64 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SYP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins. 4-5:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.4-3 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb(size) 3=85210-8-0 (min.0-1-8),2=0/0-1-8 (min.0-11-8),8010-11-8 (min.0-1-8),6=1293/0-8-0 (min.0-1-15) Max Horz 3—1137(LC 25),2=189(LC 26),8=1078(LC 25) Max Uplift3-523(LC 6),6-7611(LC 7) Max Grav 3=994(LC 2),6=1553(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-3-296/63,3-4-1386/423,4-5-1275/457,5-6-1397/445,6-12-624/1190,7-12-632/1182,1-2-20/301,7-8-1078/605 BOT CHORD 3-13-828/2222,11-13-828/2222,11-14-832/2217,10.14-832/2217,9-10-828/2222,9-15-828/2222,6-15-828/2222 WEBS 4-11-81/344,5-10--81/346 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-3 to 0-4-0,Interior(1)0.4-0 to 17-0-3,Exterior(2)14-7-4 to 17-0-3 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL-_11.60 plate grip DOL-_11.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,8. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 523 Ib uplift at joint 3 and 761 lb uplift at joint 6. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,8. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. LOAD CASE(S) Standard Job Truss Truss Type CRY Ply DENMAR CONSTRUCTION GROUP 13F14 HG1 ROOF TRUSS 1 1 A0003512 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:07 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-HMMyg1 DInyDEegaCWIOGjQ9FoFGdhLGwwDM2vfyFcgc 2-7-0 41-3 7-0 0 11-2-11 15 5 5 19 8-0 243 4 27-8 0 30 6:13 348 0 37-3-0 2-7-0 41-3 2-10-13 42-11 42-11 42-11 47-4 3 412 2-10 13 41-3 2-7-0 Scale=1:65.7 2X4 11 3.00 V2 5x8— 2x4 11 5X10 M18SHS= 5x6 WB= 3x10= 5X6= 324 4 5 6 7 8 318.pc4 No.2 4-414 10 3x4 apI 3 11 N N 2 12x4 4222x4 0.3 �.31- .2311-724 .3 -18 .21-5.8 224 0.3 12 224 II a cyl 2X4 II ' 20 2X61_2 13 [a t- 4x9% 27 23 28 22 29 21 20 30 19 31 t8 32 1733 16 34 15 35 14 36 4x5= 2x4 11 7x6= 224 11 7x12= _ 3x6 I I 4X9= 2x4 11 0-8.0(0.2-6) 4x9= 0.4-0(O87) 4X9— 0.84(0.1-8) 5x12= 41-3 7-0 0 11-2-11 15 5 5 19 8 0 243 4 27-8-0 30 6 13 348 0 41-3 2-10.13 4-2-11 42-11 42-11 47-4 3-412 2-1013 41-3 Plate Offsets(X,Y): [1:0-2-4,0-1-0],[2:0.48,0-1-11],[4:0-5-4,0.2-12],[8:0.3-0,Edge],[13-0-2-4,0-1-0],[16:0-4-4,G-1-8],[18:0-2-10,G-4-8],[20:G-3-6,0-2-0],[21:0-6-0,0-2-12], [22:0-3-0,G-4-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.94 Vert(LL) 0.30 21-22 >780 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.92 Vert(TL) -0.48 21-22 >479 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horc(TL) 0.07 12 n/a We BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:206 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-45 oc purlins. 8-10,48:2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing. BOT CHORD 2x6 SYP No.2 WEBS 1 Row at midpt 6-18,9-18 WEBS 2x4 SP No.3*Except* 421,6-21,6.18,9-18:2x4 SP No.2,7-18:2x8 SYP No.2 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 2=1704/0-8-0 (min.0-2-6),12=741/0-8-0 (min.0-1-8),18=4717/0-40 (req.0.67) Max Horz 2—96(LC 5) Max Upl'1ft2-1158(LC 4),12-617(LC 5),18-2646(LC 4) Max Grav 2=1996(LC 21),12=889(LC 22),18=5459(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51,2-3-4653/2114,3-4-4954/2439,4-5-4346/2202,5-6=-4346/2202,67-1819/3969,7-8-1819/3969, 8-26-1 81913969,9.26-1819/3969,9-10-755/417,10-11-817/413,11-12-1070/442,12-13--0/51 BOT CHORD 2-27-1991/4403,23-27-1991/4403,23-28-1991/4403,22-28--1991/4403,22-29-2302/4867,21-29-2302/4867, 20.21-545/1195,20-30-545/1195,19-30-545/1195,19.31-545/1195,18-31-545/1195,18-32-144/245, 17-32-144/245,17-33-144/245,1633-144/245,1634-144/245,15-34-144/245,15-35-321/971,1435-321/971, 1436-321/971,12-36-321/971 WEBS 3-23-258/260,3-22-296/535,422-440/996,421-597/356,5-21-634/415,621-1670/3470,619-87/360, 618-5516/2714,7-18-750/470,9-18-4269/2053,9-16-357/831,9-15=-306!786,1G-15-90192,11-15-376/145, 11-14-96/180 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDLr-6.Opsf;h=15f;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)8. 6)Plate(s)at joint(s)1,4,10,13,2,20,3,23,22,21,59 6,19,7,16,9,15,11,14,17,12 and 18 checked for a plus or minus 0 degree rotation about its center. 7)Plate(s)at joint(s)8 checked for a plus or minus 3 degree rotation about its center. 8)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 9)WARNING:Required bearing size at joint(s)18 greater than input bearing size. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1158 lb uplift at joint 2,617 Ib uplift at joint 12 and 2646 Ib uplift at joint 18. 11)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)706 lb down and 352 Ib up at 7-0-0,and 900 Ib down and 449 Ib up at 243-4 on bottom chord. The design/selection of such connection device(s)is the Res nsibilit others. Cont on page iJob Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 HG1 ROOF TRUSS 1 1 A0003512 Job Reference(optional) J FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:07 2013 Page 2 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-HMMyg1 DInyDEegaCWIOGjQ9FoFGdhLGwwDM2vfyFcgc NOTES 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-75,4-26=118(F=43),10.26=75,10-13=75,2-22=20,22-33=107(F=87),12-33=20 Concentrated Loads(lb) Vert:22-61 O(F)116—777(F) ,Job Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 HG2 ROOF TRUSS 1 1 AO003513 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:08 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-IYwK1 NDNYGL5Gg9O3TvVGei0afhJQyQ39t5cR5yFcgb 2-7-0 3-0-0 7-40 10-40 12-11-0 2-7-0 3-G-0 440 3-0-0 2-7-0 Scale=1:25.0 ax5= 3.00 12 3 Us= a 2 3.8 2x No 0- �.4 47 2x No 0.7-8 5 N 1 0.25.415 4-02x4 15 i 2x4 11 2x4 11 la 6 4 No.3 2-58 11 8 12 7 13 6-10 2x4 No. 3x4= 2x4 11 3x6= 3x6= 0-8-0(0.1-8) 0-8-0(0.1-8) 3-0 0 7-40 10-40 3-0-0 440 3-0-0 Plate Offsets(X,Y): [1:0-2-4,0-1-0],[3:0-6-4,0-2-0],[5:0-3-15,Edge], 6:0-2-4,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.94 Vert(LL) 0.05 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.64 Vert(TL) -0.14 7-8 >829 180 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:54 lb FT=O°/u LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 49-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-11 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 2=769/0-8.0 (min.0.1-8),5=769/0.8.0 (min.0-1-8) Max Horz 2=-62(LC 5) Max Uplift2=622(LC 4),5—622(LC 5) Max Grav 2=904(LC 21),5=904(LC 22) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44,2-3--11531488,3-4--1096/464,4-5--11531483,5-6=0/44 BOT CHORD 2-11-342/1075,8-11-342(1075,8-12-34011097,7-12—340/1097,7-13—40041090,5-13—400/1090 WEBS 3-8--0/285,3-7-236/237,47=0/234 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL-_11.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 622 Ib uplift at joint 2 and 622 Ib uplift at joint 5. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels ardd at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)Girder carries hip end with 3-0-0 end setback. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)122 Ib down and 45 lb up at 7-40,and 122 Ib down and 45 Ib up at 3-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3-75,3-4-81(F-6),46-75,2-8-20,7-8-22(F-2),5-7-20 Concentrated Loads(lb) Vert:8-71(F)7-71(F) .Job Truss Truss Type city Ply DENMAR CONSTRUCTION GROUP 13F14 HG3 ROOF TRUSS 1 1 A0003514 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:10 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-hx25S3Fd4tbpV7lnBuxzL3nm1TM1urtMcBaiV_yFcgZ 2-7-0 5-0-0 9-5-0 14-5-0 17-0-0 2-7-0 5-0-0 4-5-0 5-0-0 2-7-0 Scale:318"=1' 4x5= ax5= 3.00 12 3 4 sxs= 3-9 zxa o .11 a 4-8 2x4 .11 a 5x6= 2 1.3 7-10- 2x4 -.115 °g 2x4 11 2-7 2x6 N 10-0-0 5-7 2x6 N0.2 4-5-0 2x4 I I 1 6 o. 12 8 13 8 7 14 0. 2x4 11 2x4 11 04-gO.1-12) 5x6= oaq.1-12) 5-0-0 9-5-0 14-5-0 5-0-0 4-5-0 5-0-0 Plate Offsets(X,Y): [1:0-2-4,0.1-0],[2:0-7-3,0-0-13],[5:0-7-3,0-0.13],[6:0-2-4,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.94 Vert(LL) 0.16 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.62 Vert(TL) -0.26 8-9 >626 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:74 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. 3-4:2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing. BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 2=1272/0-8-0 (min.0-1-12),5=1272/0-8-0 (min.0-1-12) Max Horz 2=-81(LC 5) Max Uplif:2_909(LC 4),5—909(LC 5) Max Grav 2=1483(LC 2),5=1483(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--V51,2-3--3397/1459,3-4--3253/1435,4-5--3396m457,5-6=0/51 BOT CHORD 2-12-1333/3288,9-12-1333/3288,9.13-1336/3344,8-13-1336/3344,7-8-1328/3282,7-14-1328/3282, 5-14-1328/3282 WEBS 3-9-1131567,4-8--1131567 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)7. 5)Plate(s)at joint(s)1,3,4,6,2,9,8 and 5 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)7 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 909 Ib uplift at joint 2 and 909 Ib uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)Girder carries hip end with 5.0-0 end setback. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)474 Ib down and 175 Ib up at 9-5-0,and 474 Ib down and 175 Ib up at 5-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3-75,34--119(F-44),4-6--75,2-9---20,8-9---32(F=-12),5-8--20 Continued on page 2 Truss Truss Type city Ply DENMAR CONSTRUCTION GROUP 13F14 HG3 ROOF TRUSS 1 1 A0003514 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:10 2013 Page 2 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-hx25S3Fd4tbpV7lnBuxzL3nm1TM1urtMcBaiV_yFcgZ LOAD CASE(S) Standard Concentrated Loads(lb) Vert:9--277(F)8--277(F) Job Truss Truss Type city Ply DENMAR CONSTRUCTION GROUP 13F14 HH1 ROOF TRUSS 1 1 A0003515 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:11 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-97bTfPGFrBkg7HtzlbTCuGK3LtfTdFpVrrKG20yFcgY -2-7-03-10-7 7-2-8 7-7-0 10-10-4 14-5-0 2-7-0 3-10-7 3-4-1 4- 3-3-4 3-6-12 Soale=1:28.3 5x6= 3x4= 2x4 11 4 5 12 6 3.00 12 2x4 11 3 -8 y, 4.10 2x .33-1 4No 31-7-0 5.8 .3 5- 4 NO. 7-10 6.7 2x 31-749 1 311 N 2 3-10 2X No o-10- zxa 11 IEL-3 274 r4oz wt-u N0.3 2-58 13 10 14 9 8 3x4= 15 3x4- 3x4= 3x4= 7 0.8.0(0.1-8) G"01-8) -10-7 7-7-0 14.5-0 3-10-7 38-9 6-10-0 Plate Offsets(X,Y): [1:0-2-4,0-1-0],[4:0-2-12,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.39 Vert(LL) 0.07 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.80 Vert(TL) -0.32 7-8 >522 180 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:73 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 31'Except' TOP CHORD Structural wood sheathing directly applied or 4-8-10 oc purlins, 4-6:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-6 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 7=639/0-8-0 (min.0-1-8),2=907/0-8.0 (min.0-1-8) Max Horz 2=215(LC 6) Max Uplitt7—362(LC 6),2—683(LC 6) Max Grav 7=738(LC 2),2=1060(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--0/44,2-3=19001597,3-4=1848/632,4-5=1507/621,5-12=74/5,6-12}74/5,6-7147/117 BOT CHORD 2-13—646/1792,10-13=646/1792,10-14=-640/1525,9-14—640/1525,8-9—640/1525,8-15}546/1117,7-15—546/1117 WEBS 3-10_120/152,4-10—183/360,4-8-103/135,5-8-129/455,5-7-1225/618 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0-4-0,Interlor(1)0-4-0 to 11-3-4,Exterior(2)11-3-4 to 14-3-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL-_11.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 362 Ib uplift at joint 7 and 683 Ib uplift at joint 2. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard oti Truss Truss Type Oty Ply DENMAR CONSTRUCTION GROUP 13F14 HH2 ROOF TRUSS 1 1 A0003518 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:13 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-5WjD45HWNo_OMb1 MsOVgzhPOHgJv511oJ9pN6JyFcgW -2-7-04-8-3 8-10-0 14-5-0 2-7-0 4-8-3 4-1-13 5-7-0 Scale=1:28.3 US= 3x4 11 5 9 8 5-8 5-0 2x4 N0.2 5-7-0 3.00 12 2x4 4 6722 No 3 2-1-0 No.21 - 5-7 2x 3 3 4-8 2x 4x7= 3-8 2x4 No.2 73-15 LL 7-8 2x4 No.2 7-1-1 10 8 11 1-2 2x4 No.3 5x8= 3x4= 7 2 -OT]-8 7-3-15 14-5-0 0'1-8 7-3-15 7-1-1 Plate Offsets(X Y): [8:0-3-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.49 Vert(LL) 0.08 8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.93 Vert(TL) -0.40 7-8 >421 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC20101rP12007 (Matrix) Weight:71 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins, 1-2:2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 7=649/0.8-0 (min.0-1-8),3=89510-8-0 (min.0-1-8),2-0/0-1-8 (min.0-1-8) Max Horz 3=368(LC 2),2=368(LC 10) Max Uplift7—390(LC 6),3-570(LC 6) Max Grav,7=752(LC 2),3=1046(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-3—489/454,3-4-1928/878,4-5=1462/599,5-9—72(32,6-9—72/32,6-7—257/196,1-2}424/497 BOT CHORD 3-10-972/1838,8-10=972/1838,8-11=586/1179,7-11_586!1179 WEBS 4-8-485/421,5-8-81/456,5-7-1209/606 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.0psf;h=15ft;Cat.II;Exp C;Encl., GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-3 to 0-4-0,Interior(1)0.4-0 to 11-3-4,Exterior(2)11-3-4 to 14-3-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL-_11.60 plate grip DOL-_11.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 390 Ib uplift at joint 7 and 570 Ib uplift at joint 3. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 8)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard .Job Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 HH3 ROOF TRUSS 1 1 AO003519 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcarnpos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:14 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-aiHbIR18866F_IcYQjOvVvyZB4f6gbhxXpYwelyFcgV -2-7-05-8-3 10-10-0 14-5-0 2-7-0 5-8-3 5-1-13 3-7-0 Scale=1:28.6 3.00 12 4x5= 2X4 11 3x4% 10 7 5Li 2x4'N 4 7-8 2X4 No 3 2-7-0 6- 4 .344-3 6.8 2X o.3 4 No.2 3 4x7= 3-9 2x4 N0.2 7-3-15 8.9 2x4 No.2 7-1-1 119 12 1-2 2x4 N0.3 5X6= 8 3x4= OA-0(0.1.8) 3x4)-"0.1-8) 2 -Oil-8 7-3-15 14-5-0 0-1 8 7-3-15 7-1-1 Plate Offsets(X,Y): [9:0-3-0,0-3-0] LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.08 9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.93 Vert(TL) -0.40 8-9 >414 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.03 8 We n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:71 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-0.9 oc purlins, 1-2:2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 8--648/0-8-0 (min.0-1-8),3=89610-8-0 (min.0-1-8),2—0101-8 (min.0-1-8) Max Horz 3=325(LC 2),2—325(LC 2) Max Uplift8—397(LC 6),3-564(LC 6) Max Grav 8=750(LC 2),3=1047(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-3-469/403,3-4-1905/817,4-5-1473/588,5-6-14101598,6.10-48/4,7-10-48/4,7-8-142/119,1-2-372/476 BOT CHORD 3-11-94911828,9.11-949/1828,9.12-399/754,8-12-399/•!54 WEBS 4-9-574/441,6-9--296/828,6.8-949/516 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL_9.Opsf;BCDL=6.Opsf;h=15ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-3 to a4-0,Interior(1)0-4-0 to 11-3-4,Exterior(2)11-3-4 to 14-3-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 397 Ib uplift at joint 8 and 564 Ib uplift at joint 3. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 8)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard !.Job Truss Truss Type city Ply DENMAR CONSTRUCTION GROUP 13F14 11114 ROOF TRUSS 1 1 A0003520 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:15 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-2ur_VnJmuPE6buBk_RX826UjRU?JZ2D5mTITBByFcgU 2-7-0 6-2-7 11 4 -10-8 1 -5-0 2-7-0 63-2-7 5 8 1 2-6 8 Scale=1:28.6 3.00 F12 4x5= 2x4 11 6 7 3x4 c 2.11-11 5 4 7.8 2x4 No.3 2-10.2 4 .354-4 x4 No.2 3 4x7= 6.8 2x4 39 2x4 N0.2 7515 8.9 2x4 No.2 7-1-1 1-2 2x4 N0.3 2- 10 4-9 2A N0.3 1.10-8 11 3x4= 5X- 8 050(0_1.8) 3x4}4_0(0_1.8) 2 01]-8 7-3-15 14-5-0 4'1-8 7-3-15 7-1-1 Plate Offsets(X Y): [9:0-3-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.51 Vert(LL) 0.08 9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.93 Vert(TL) -0.41 8-9 >406 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.03 8 Na n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:72 lb FT=O°/* LUMBER BRACING TOP CHORD 20 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins, 1-2:2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb(size) 8=647/0-8-0 (min.0-1-8),3=898/0-8-0 (min.0.1-8),2-0/G-1-8 (min.0.1-8) Max Horz 3=278(LC 2),2=284(LC 10) Max Uplift8-401(LC 6),3=-560(LC 6) Max Grav 8=749(LC 2),3=1049(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-3-446/350,3-4-1861!766,4-5-1531/623,5-6-1474/636,6.7-42/0,7-8-68/66,1-2-318/453 BOT CHORD 3-10-917/1790,9-10--917/1790,9-11-2931541,8-11-2931541 WEBS 4-9--585/439,6-9--451/1100,6-8--8661488 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi-0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-3 to 0.4-0,Interior(1)44.0 to 11-10-8,Exterior(2)11-10-8 to 14-3-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 401 Ib uplift at joint 8 and 560 Ib uplift at joint 3. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 8)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. LOAD CASE(S) Standard _Job Truss Truss Type Qhl Ply DENMAR CONSTRUCTION GROUP 13F14 HH6 ROOF TRUSS 1 1 A0003521 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:17 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-_HzkwSK001UgrCL75sZc7Xa6SHgV1sVODnnaF4yFcgS -2-7-0 633 12-0.0 15.0-0 17 0-0 2-7-0 633 5-8-13 3.0-0 2 0 0 Scale=1:329 3x4= 2x4 11 3.00 12 6 7 31 2-0-0 3x4= 5 3A% c M 3 7A 2.4 W 31-7- 4 N 4X5% 58 2X 3 8.9 2x4 M 315-0-8 r a 02X N - 4 15 g= 4x5= M31 2x4 7-7 Q 2 3-112X N 31-5.1 2x4 11 2-10 2x4 M 3111-11-8 13 11 14 10 3x4= 3x4= 2x4 11 04-NO.1-8) "-NO-1-8) 12-4-0 6-3.3 11-11-8 12,8 17-0.0 6.3.3 r 8" 8 4$0 04-0 Plate Offsets(X,Y): [1:D-2-4,0-1-0],[7:0-2-0,0-1-0],[9:0-5-12,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.35 Vert(LL) 0.05 11 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.31 Vert(TL) -0.22 2-11 >645 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) -0.01 8 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:91 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, BOT CHORD 2x4 SP M 31'Except' except end verticals. 5-10:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb(size) 8=180/Mechanical,2=762/0.4-8 (min.0-1-8),9=851/0-8-0 (min.0-1-8) Max Horz 2=388(LC 6) Max Uplift8_112(LC 6),2-5511(LC 6),9-519(LC 10) Max Grav 8=298(LC 32),2=892(LC 2),9=986(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--0/44,2-3=1217/337,3-4=104!74,4-5=82/145,5-6}132/34,6.7=74/41,7-8=197/142 BOT CHORD 2-13—566/1186,11-13—566/1186,11-14-13/45,10.14_13/45,9-10=0/249,5-9—628/415,9-15_57/7,8-15}57/7 WEBS 3-11-2981293,9-11-606M257,3-9--1241/528,5-8--25/131 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0-2-4,Interior(1)0-2-4 to 15-0.0,Exterior(2)15-0-0 to 16-10.4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL-_11.60 plate grip DOL-_11.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 Ib uplift at joint 8,551 Ib uplift at joint 2 and 519 Ib uplift at joint 9. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply DENMAR CONSTRUCTION GROUP 13F14 HH10 ROOF TRUSS 1 1 A0003516 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:18 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-STX67oLeBKcgSMvJfZ5rgl6H7hAkmJIXSR W7n WyFcgR -2-7-06-M 12.0.0 15 6 8 17 0 0 2-7-0 63-3 5-8-13 Scale=1:329 3z4= 2z4 11 3.00 12 6 7 6- 115-8 3x4= 3x4% 5c M 31 a 7-82x N .31- 4 4x5: 58 2z r 3 8-9 2x4 M 315-0-8 02z 8 U. 15 4z5= q M31 2x4 7-7 4 2 3-112x N 31-5-1 N 'g 2x4 11 F1 �y11 2-10 2z4 M 31 11-11-8 13 11 14 10 3x4= 3x4= 2z4 11 0.4.810.1.81 04410.1-81 12-40 6.3-3 11-11-812Oi 17-0.0 6-3.3 58-5 0- 8 48.0 0-0.0 Plate Offsets(X,Y): [1:0-2-4,0-1-0],[7:0-2-0,0-1-0],[9:0-5-12,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Waft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.36 Vert(LL) 0.05 11 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.31 Vert(TL) -0.22 2-11 >645 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) -0.01 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:92 Ib FT=0°/a LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31'Except" except end verticals. 5-10:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 8=180/Mechanical,2=762/0-4-8 (min.0.1-8),9=851/0-8-0 (min.0.1-8) Max Horz 2=400(LC 6) Max Uplift8—115(LC 6),2-549(LC 6),9—526(LC 10) Max Grav 8=297(LC 28),2=892(LC 2),9=986(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44,2-3—1214/326,3-4—113/78,4-5=-91/148,5-6—126/21,6-7-68/37,7-8—200/144 BOT CHORD 2-13-567/1186,11-13-567/1186,11-14-13/45,10-14-13/45,9-10=0/249,5-9-628/414,9.15-60/6,8-15=60/6 WEBS 3-11-298/293,9-11-606/1259,3-9-1242/527,5-8-20/126 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15tt;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0-2-4,Interior(1)0-2-4 to 15-6-8,Exterior(2)15-6-8 to 16-10-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL-_11.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 Ib uplift at joint 8,549 Ib uplift at joint 2 and 526 Ib uplift at joint 9. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job 4 Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 111111 ROOF TRUSS 1 1 A0003517 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:20 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-OsesYUNvjys0ig3im_7JIABciVsCEDEgwI?EsPyFcgP -2-7163-3 12-0-0 13 6 8 - _17_-0-0 2-7-0 63-3 5.8-13 1 6 8 3-5.8 Scale=1:32.8 3.00 12 3x4= 2x4 11 3x4 6 13 7 5 ` M 3 67 2x4 M 313-5-8 U4= N q 7-82z Nc 31 4x5 3 8A 2x4 M 315-0-8 02x N 16 8 m 4 = 4x5= q M31 2x4 7.7 4 2 3112x N 31310 �+ 2x4 11 F-1 Y971 2-10 2x4 M 31 11-11-8 1 14 11 15 10 3x4= 3x4= 2x4 11 0.4.610.1-6) 040(0.1-8) 12-4-0 633 11-11-812�p0i 17-0.0 63-3 5-8.5 8 4-8.0 0.40 Plate Offsets(X,Y): [1:0-2-4,0.1-0],[9:0-5-12,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.35 Vert(LL) 0.05 11 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.31 Vert(TL) -0.22 2-11 >645 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) -0.01 8 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight:91 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31*Except* except end verticals. 5-10:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 8=180/Mechanical,2=762/0-4-8 (min.0-1-8),9-851/0-8-0 (min.0.1-8) Max Horz 2=357(LC 6) Max Uplift8=111(LC 7),2=559(LC 6),9—517(LC 6) Max Grav 8=298(LC 32),2=892(LC 2),9=986(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--0/44,2-3=1225/369,3-4=77/64,4-5=65/138,5-6=133/57,6-13—73/38,7-13—73/38,7-8—194!143 BOT CHORD 2-14-566/1185,11-14—566/1185,11-15-13/45,10.15=-13/45,9-10=0/249,5-9-622/415,9.16=62/24,&16-62/24 WEBS 3-11-298/294,9-11-608/1257,3-9--12431534,5-8-36/134 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.0psf;h=1 51t;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0-2-4,Interior(1)0.2-4 to 13-10-4,Exterior(2)13-10-4 to 16-10-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer,to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 111 Ib uplift at joint 8,559 lb uplift at joint 2 and 517 Ib uplift at joint 9. 8)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type CRY Ply DENMAR CONSTRUCTION GROUP 131714 A ROOF TRUSS 11 1 AO003522 Job Reference(option 1 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:21 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-s2CFmgNXUF_FJgeuKieYHNkg_vFtzrEz8PIoOryFcgO -2-7-0 1-0-0 2-7-0 1-0-0 Scale=1:7.0 3 i 2 i 3.00 12 i 2x4 II 1 2x4 N0.2 3-9.3 2-4 hA No.21.0-0 1 4 13 2x4 N0.3 23.8 6 5x6= "40-1-8) 1-0-0 1-0-0 Plate Offsets(X,)): [1:0.2-4,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.09 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight:11 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 2=539/0-8-0 (min.0.1-8),4=9/Mechanical,3--259/Mechanical Max Horz 2=90(LC 6) Max Uplift2=-660(LC 6),3-311(LC 2) Max Grav 2=645(LC 2),4=209(LC 24),3=348(LC 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0144,2-3--1601191 BOT CHORD 2-6-010,4-6-010 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15tt;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;G-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 660 lb uplift at joint 2 and 311 lb uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 'JoTruss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 AA ROOF TRUSS 1 1 AOM524 Job Reference o ltional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:22 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-LFmdzAO9FZ66xzD5uP9ngbHv61 W3ilU7N3ULxHyFcgN -2-7-0 1-0.0 2-7-0 1-0-0 Scale=1:7.1 3 i 2 300 12 2x4 11 2-4M 311-0-0 1J 2x4 M 31 343 X 1 6 4 4x7= 1.5 2x4 N0.3 3-7-0 o-l-eio•1-si 1-0-0 1-0.0 Plate Offsets(X,Y): [1:0-2-4 0-1-0] [2:0-3-8 0-1-4] LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.55 Vert(LL) 0.01 2 rVr 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.41 Vert(TL) -0.03 2 rVr 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 We n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:12 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 4=290/0-1-8 (min.0-1-8),3--O/Mechanical Max Horz 4=1569(LC 6),3-1479(LC 6) Max Uplift4=303(LC 6) Max Grav 4=344(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44,2-3--1915/1340 BOT CHORD 2-6-114541/21192,4-6-114541/21192 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.0psf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 303 Ib uplift at joint 4. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Typeay Ply DENMAR CONSTRUCTION GROUP 13F14 J3 ROOF TRUSS 4 1 AOW3525 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:23 2013 Page 1 I D:B h7AxbOv3eiX_VI V4XZr65yOx4n-pR K?B W P nOtEzZ7oH S6gONop6J itwRlj Gcj EuTjyFcgM -2-7-0 3-0.0 2-7-0 3-0-0 Scale=1:10.6 4 7x6 3 3.00 12 2 id 2x4 M 315-3152- 0.31- 2x4 I I - 2X4 Not 3-M 1 3 7 5 x4= F��.-62AW.32-5-8 3x4= m4xo-1.8) 3-0-0 3-0-0 Plate Offsets(),Y): [1:0-2-4,0-1-0],[2:0-5-3,0-1-81 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.00 2-5 >999 360 W20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.31 Vert(TL) -0.03 2-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:19 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1 D-0.0 oc bracing. OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.31-5-6 REACTIONS (lb/size) 4--28/Mechanical,2=471/0.8-0 (min.0-1-8),5=26/Mechanical Max Horz 2=132(LC 6) Max UpIM4-33(LC 2),2=503(LC 6) Max Grav 4=64(LC 6),2=559(LC 2),5=226(LC 24) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--W44,2-3-101/27,3-4--31/26 BOT CHORD 2-7=0/0,5-7=0/0 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.0psf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--11.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bring plate capable of withstanding 33 Ib uplift at joint 4 and 503 Ib uplift at joint 2. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 MA ROOF TRUSS 7 1 A0003526 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:24 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-HduNOsOPnAMgAHNT?gCFvOMH36D5ACzQgNzS?AyFcgL -2-7-0 3-0.0 __ J 2-7-0 3-0.0 Scale=1:10.6 4 7x6= 3 3.00 12 2 1-42x4 M 315.3152 0.31- 2x4 11 2x4 NO-2 3-0-0 1 46 3x4= 7 5 2x4 No.3 2.5.8 3x4= G"0.1-8) 3-0-0 3-0-0 Plate Offsets(X Y): [1:0-2-4,0-1-0],[2:0-5-3,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Weill L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.00 2-5 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.31 Vert(TL) -0.03 2-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:19 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.31-5-6 REACTIONS (lb(size) 4-28/Mechanical,2=471/0-8-0 (min.0.1-8),5=26/Mechanical Max Horz 2=132(LC 6) Max Uplift4-33(LC 2),2-503(LC 6) Max Grav 4--"LC 6),2=560(LC 2),5=226(LC 24) FORCES (lb)-Maximum CompressiorVMaximum Tension TOP CHORD 1-2=0/44,2-3--101/27,14--31/26 BOT CHORD 2-7-_&0,5-7-_&0 NOTES 1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.0psf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33 Ib uplift at joint 4 and 503 Ib uplift at joint 2. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type cny Ply DENMAR CONSTRUCTION GROUP 13F14 J3B ROOF TRUSS 1 1 AO003527 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:25 2013 Page 1 I D:Bh7AxbOv3eiX_VIV4XZr65yOx4n-IgSlbBR2YUUhoRyfZXjUSDvUyWanvdSZ31 j?XcyFcgK -2-7-0 3-0-0 2-7-0 3-0-0 Scale=1:10.6 3 2x4 I I 4 3.00 12 2 1 A 2x4 M 31 5-315 3.6 13 2x4 II 2- 313'0 1 3x4= 10 2x4 I I 5 1-9 2x4 N0.3 4-5.8 2x4 11 6 11 0-8-0(0.1-8) 2-0-0 3-0-0 2-0-0 1-0-0 Plate Offsets(X Y): [1:0-2-4,0-1-0],[3:0-2-8,0-1-0],[8:0-2-0,0-0-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.32 Vert(LL) 0.00 6 >999 360 W20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.22 Vert(TL) 0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010VTP12007 (Matrix) Weight:21 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purlins. BOT CHORD 2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS (Ib/size) 4--O/Mechanical,5-142/Mechanical,6=61 SM-8-0 (min.0-1-8) Max Hors 4=1150(LC 2),6=1172(LC 6) Max Uplift5=194(LC 22),6—556(LC 6) Max Grav 5=147(LC 6),6=727(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44,2-3--1610/1224,3-4--1447/1115 BOT CHORD 2-10--1150/1676,6-10--1150/1676,6-11=010,5-11=0/0 WEBS 3-6-476/596 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL_=6.Opsf;h=15f;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL_1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 194 Ib uplift at joint 5 and 556 Ib uplift at joint 6. 6)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard „Job Truss Truss Type I Qty Ply DENMAR CONSTRUCTION GROUP 13F14 AA ROOF TRUSS 3 1 A0003528 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:26 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-DO?8pXRgJocYQbXs7FEj_RRdZwpFe6TjIhSZ42yFcgJ -2-7-0 5-0-0 2-7-0 5-0-0 Scale=1:14.4 4 3.00 12 3X4_3 7 ap 2 1-4 2X4 M 317-10-11 Y 2x4 11 2.5 2x4 Not 5-0-0 1 3X4= 8 5 2X4 No.3 2.5$ El� 3x4= oagal-eI 5.0-0 5-0-0 Plate Offsets(X,Y): [1:0.2-4,0-1-0],[2:0-5-3,0-1-8] LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.03 2-5 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) -0.18 2-5 >305 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:26 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 SLIDER Lett 2x4 SP No.3 2-3.10 REACTIONS (Ib/size) 4=102/Mechanical,2=511/0.8-0 (min.0-1-8),5=46/Mechanical Max Horz 2=174(LC 6) Max Uplift4—118(LC 10),2-482(LC 6) Max Grav 4=122(LC 2),2=604(LC 2),5=246(LC 24) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0144,2-7-97/11,3-7-86/30,3-4-42/43 BOT CHORD 2-8--Q/0,5-8_-0/0 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-2-7-7 to 0-4-0,Interior(1)0-4-0 to 0-8-5,Exterior(2)0.8-5 to 4-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL-_11.60 plate grip DOL-_11.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 118 Ib uplift at joint 4 and 482 Ib uplift at joint 2. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels”Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply DENMAR CONSTRUCTION GROUP 13F14 J5 ROOF TRUSS 3 1 AO003529 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:27 2013 Page 1 I D:B h7AxbOv3eiX_VI V4XZr65yOx4n-hCZ WOtSl451 P2162hylyXe_oJJ9ONZjsXLC6c VyFcgl -2-7-0 5-0-0 2-7-0 5-0-0 Scale=1:14.2 4 3.00 12 3x4=3 7 2 1-4 2x4 M 31 7-10.11 2x4 11 "`lll 2-5 2x4 No.2 5-0-0 1 3x4= 8 5 2x4 No.3 238 3x4= 0.80(0.1-8) 5-0-0 5-0-0 Plate Offsets(X,Y): [1:0.2-4,0-1-0],[2:0-5-3,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.03 2-5 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.66 Vert(TL) -0.18 2-5 >301 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:26 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-3-10 REACTIONS (lb(size) 4=102/Mechanical,2=511/0-8-0 (min.0-1-8),5=46/Mechanical Max Horz 2=174(LC 6) Max Uplift4=118(LC 10),2—482(LC 6) Max Grav 4=122(LC 2),2=604(LC 2),5=246(LC 24) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--W44,2-7--97/11,3-7-86(30,3-4--42143 BOT CHORD 2-8--0/0,5-8--0/0 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-2-7-7 to 0-4-0,Interior(1)0.4-0 to 0.8-5,Exterior(2)0-8-5 to 4-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL-_11.60 plate grip DOL-_11.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 118 Ib uplift at joint 4 and 482 Ib uplift at joint 2. 6)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any ocher live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Ory Ply DENMAR CONSTRUCTION GROUP 13F14 J5A ROOF TRUSS 1 1 A0003530 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:28 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-9P7uEDTwrPtGfugEEgGB4sX_2jck6wY?I?xf8xyFcgH -2-7-0 5-0-0 2-7-0 5-0-0 Scale=1:14.2 4 3x6= 3.00 12 3 12 11 2 1.4 2x4 M 31 7-10.11 3.7 4 N0.3 13 4 N0.3 2-6-5 2x4 II 23 2x4 M 31 5-0-0 &1 2x N0.3 D-2-6 Lj 1 3x4= 13 4 1 14 6 5 1-10 2x4 N0.3 45.6 3x4= 2x4 11 7 "4XD-1al 2-0.0 2-40, 5-0-0 2-0-0 0 40 2-8-0 Plate Offsets(X,Y): [1:0-2-4,0-1-0],[3:0-2-4,0-1-8],[9:0-2-0,0.0-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.02 6-7 >999 360 M1720 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.20 Vert(TL) -0.01 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.01 4 n1a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:30 Ib FT=0% LUMBER BRACING TOP CHORD 20 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb(size) 4--66/Mechanical,5--302/Mechanical,7=904/0-8-0 (min.0-1-8) Max Horz 7=174(LC 6) Max Uplift4-68(LC 6),5-364(LC 2),7-813(LC 6) Max Grav 4=79(LC 2),5=363(LC 6),7=1066(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--W",2-11-1907/1404,11-12-190511407,3-12-1903/1466,3-4-37/18 BOT CHORD 2-13-1393/1979,7-13-1393/1979,7-14-1084/1355,6-14-108411355,5-6x=0/0 WEBS 3-6-1437/1150,3-7-1021/1249 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL_=6.Opsf;h=15ff;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-2-7-7 to 0.4-9,Interior(1)0-4-9 to 0-8-5,Exterior(2)0-8-5 to 4-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68 lb uplift at joint 4,364 Ib uplift at joint 5 and 813 lb uplift at joint 7. 6)This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 J6A ROOF TRUSS 4 1 A0003531 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:29 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-dbhGRZUYbj?7H2FRoNnQc335S7tHrRo9_fhDgNyFcgG 5-0-0 5-0-0 Scale=1:10.4 3 3.00 12 2X4 11 2 No.2 52-12 1 23 13 Ll 1-4 W No.2 50-0 3x4= 6 7 4 2X4 II 5 2-0-0 2-40 5-0-0 2-0-0 2-8-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.57 Vert(TL) 0.04 4-5 >751 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.12 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:16 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 3--41/Mechanical,4=16/Mechanical,5=445/0-8-0 (min.0-1-8) Max Horz 5=119(LC 6) Max Uplift3=76(LC 24),4--91(LC 24),5--361(LC 6) Max Grav 3=50(LC 2),4--201(LC 26),5=613(LC 24) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2-177/87,2-3-47/14 BOT CHORD 1-6-641178,5-6-64/178,5-7--WO,4-7=0/0 WEBS 2-5-424/520 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 76 Ib uplift at joint 3,91 Ib uplift at joint 4 and 361 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job . Truss Truss Type city Ply DENMAR CONSTRUCTION GROUP 13F14 J6B ROOF TRUSS 1 1 A0003532 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:31 2013 Page 1 ID:Bh7AxbGv3eiX_VIV4XZr65yOx4n-azpl sFVo7KFq WMPpwoquhU9WPxdiJF6SRyAKIGyFcgE -2-7-0 5-0-0 2-7-0 5-0-0 Scale=1:14.4 4 3.00 12 3x4 3 12 ap 11 Y 2 1-4 2x4 M 317-10-11 3-7 N0.3 13 3-5 2x4 No.3 23.5 2x4 11 411 "`111111 F 23 2x4 M 315-" 1 3x4= 13 8-1 N. 16 15 6 1.10 2x4 No.3 43.8 3x6= 10 7 5 2x4 II 2x4 II o"o-1-al 1-a 8 ,2-0 0,2-4-0, 5-0.0 1-8 8 013-8 0-40 2-8-0 Plate Offsets(),Y): [1:0-2-4,0-1-0],[6:0-1-14,0-1-8],[10:0-2-0,0.2-12] LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.01 6.7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.25 Vert(TL) -0.01 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:30 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-10.12 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 4=72/Mechanical,7=924/0-8-0 (min.0-1-8),6—328/Mechanical Max Horz 7=174(LC 6) Max Uplitt4—72(LC 10),7—974(LC 6),6—396(LC 2) Max Grav 4=87(LC 2),7=1090(LC 2),6=432(LC 6) FORCES (lb)-Maximum CompressiorVMaximum Tension TOP CHORD 1-2_=0/44,2-11_2130/1312,11-12—2128/1316,3-12=2126/1364,3-4—41/21 BOT CHORD 2-13-1303/2185,8-13-1303/2185,8-14—1303/2185,7-14-1303/2185,7-15-1303/1938,6.15-1303/1938,5-6=0/0 WEBS 3-7-952/1371,8-10=0/0,3-6-2020/1358 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL_6.Opsf;h=15ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-2-7-7 to 0-4-9,Interior(1)0.4-9 to 0-8-5,Exterior(2)0-8-5 to 4-11-4 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL-_11.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 lb uplift at joint 4,974 Ib uplift at joint 7 and 396 Ib uplift at joint 6. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job TrussTruss Type — QtY Ply DENMAR CONSTRUCTION GROUP 13F14 J7 JACK TRUSS 8 1 A0003533 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:32 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-2ANP4bW RueNh8W_OTVL7Eihf2Kw12ntbecvtHiyFcgO .2-7-0 3.9-3 7-0-0 2-7-0 3-9-3 3-2-13 Scale=1:17.7 5 11 3.00 12 3x4 4 30 10 3 32x4M 31911-7 2 1-6-5 4 No.3 34-1 y�r 4-8 2x No.3 0-8-14 �{ 2x4 11 LJ 999111 2E 2x4 N0.2 7-0-0 1 3.= 12 13 7 62x4 11 3x8 3x4= 6 oago•1-e► 3-5-15 6-10-8 7TOT0 3-5-15 3-49 0 118 Plate Offsets(X,Y): [1:0.2-4,0-1-0],[2:0-5-3,0-1-8],[4:0-0-8,0.1-8],[7:0-2-9,0-0.12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.01 8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.06 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010lfP12007 (Matrix) Weight:37 lb FT=0°/u LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Lett 2x4 SP No.3 1-6-5 REACTIONS (lb/size) 5=126/Mechanical,2=582/0-8-0 (min.0.1-8),7=143/Mechanical Max Horz 2=217(LC 6) Max Uplift5—119(LC 6),2-503(LC 6),7—52(LC 10) Max Grav 5=150(LC 2),2-685(LC 2),7=296(LC 24) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44,2-3-663/130,3-10-611/132,410-590/138,411-58/17,5.11-49/36 BOT CHORD 2-12-211/612,8-12-211/612,8-13-211/612,7-13-211/612,6-7--WO WEBS 4-7-641/222,48=0/267 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ff;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-2-7-7 to 0-40,Interior(1)0-40 to 2-8-5,Exterior(2)2-8-5 to 6-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 119 lb uplift at joint 5,503 lb uplift at joint 2 and 52 Ib uplift at joint 7. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,Jo . Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 J7A JACK TRUSS 1 1 AO003534 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:33 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-WMxnHwX3fxVYmgZCIDsMnvEshkG9nEDkvGfQpSyFcgC 3-9-3 7-0-0 3-9.3 3-2-13 Scale=1:12.8 3 7 3.00 12 3x4; 2 1-32x4 -3-7 1 23 2x4 N0.3 3-414 2$ 4 N0.3 14 1-4 2x4 N0.2 7-" 8 8 9 5 2x4 II 3x8 3x4= 4 n tnl 3-5-15 6-10-8 7r0 p 3-5.15 3.4-9 1- Plate Offsets(X,Y): [2:D-&8,0-1-8],[5:0-2-9,0-&12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.27 Vert(LL) 0.03 6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.44 Vert(TL) -0.06 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 5 We n/a BCDL 10.0 Code FBC20107TPI2007 (Matrix) Weight:27 Ib FT=0% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5.15 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 1=310/0.8-0 (min.0-1-8),3=106/Mechanical,5=213/Mechanical Max Horz 1=161(LC 6) Max Upliftl-1 56(LC 6),3=-99(LC 6),5—107(LC 6) Max Grav 1=363(LC 25),3=126(LC 2),5=326(LC 24) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--789/469,2-7--53/16,3-7--41/31 BOT CHORD 1-8=-6l&g77,6-8-615!777,6-9—615!777,5-9—615/777,4-5=0/0 WEBS 2-5=811 41645,2-6--0/264 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 51t;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 156 lb uplift at joint 1,99 Ib uplift at joint 3 and 107 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 J18 ROOF TRUSS 5 1 AO003523 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:34 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-_YU9UGYhQFdPNp8ObwNbJ7nOA8eUwyfu8wO_MbyFcg6 -2-7-0 6-3-3 11-11-8 17-0.0 2-7-0 6-M 5-8-5 5-0-8 Scale:3/8"=1' 2x4 11 3.00 12 6 3x4= 12 5 M31 3x4� 6-7 2X4 NC 3 N 4 4X5= 5-7 2X 3 7-8 2x4 M 31 5-0.8 2x4 0 7 15 4 = 4x5= M31 2x4 7-7 4 2 3.102X N 31-5-10 N 2x4 11 2-9 2X4 M 3111-11-8 13 10 14 9 3x4= 3x4= 2x4 II 04.610.1-e) 0-8-0104.6) 12-4.0 6.3-3 11-11-812ip-0 17.00 633 5-8-5 0 4-8.0 0-4-0 Plate Offsets(X,Y): [1:0-2-4,0-1-0],[8:0.5-12,0.2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.35 Vert(LL) 0.04 10 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.31 Vert(TL) -0.22 2-10 >645 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) -0.01 7 n/a We BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:92 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, BOT CHORD 2x4 SP M 31*Except* except end verticals. 5-9:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 7=177/Mechanical,2=761/0-4-8 (min.0-1-8),8=856/0-8-0 (min.0-1-8) Max Horz 2=427(LC 6) Max Uplift7-120(LC 6),2--541(LC 6),8—520(LC 6) Max Grav 7=296(LC 28)9 2=891(LC 2),8--991(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--0/44,2-3-1199/242,3-4-135/96,4-5-113/170,5-12-98/0,6-12-40114,6-7-2001168 BOT CHORD 2-13=-498/1180,10-13-498/1180,10-14-13/45,9-14-13/45,8-9=0/249,5-8-634/415,8-15-65/4,7-15-65/4 WEBS 3-10-296/282,8-10--531/1252,3-8-1248/449,5-7=0/99 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-2-7-7 to 0-2-4,Interior(1)0-2-4 to 12-7-5,Exterior(2)12-7-5 to 16-10-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL-_11.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 120 Ib uplift at joint 7,541 lb uplift at joint 2 and 520 Ib uplift at joint 8. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply DENMAR CONSTRUCTION GROUP 13F14 MG1 MONO TRUSS 1 1 AO003535 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:35 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-SI2XicYJBZIG?zja9eugsKJBrYxbF4c1Ma8Xu1yFcgA 4-1-3 7-0.0 4-1-3 2-10.13 Scale=1:13.2 2x4 11 3 8 3.00 12 3x4 2 1�3 2x4 N0.2 737 3-0 2 K4 N0.3 3.6 1 2-5 4 N0.3 2 2x4 No.3 2415 1-0 2x6 No.2 740 6 5 7 4 3x6 11 3x4= 4x5= o e qo i 6} 4-1-3 7-0.0 1 4-1-3 2-10-13 Plate Offsets(X,Y): [5:0-3-8.0-1-8] LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.36 Vert(LL) 0.04 1-5 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.51 Vert(TL) -0.07 1-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC20107TPI2007 (Matrix) Weight:34 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0.12 oc purlins, BOT CHORD 2x6 SYP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or B-2-13 oc bracing. REACTIONS (Ib/size) 1=903/0.8-0 (min.0.1-8),4=903/0-2-0 (min.0-1-8) Max Horz 1=152(LC 4) Max Upliftl-501(LC 4),4-543(LC 4) Max Grav 1=1157(LC 18),4=1153(LC 18) FORCES (lb)-Maximum CompressiorVMaximum Tension TOP CHORD 1-2-1923(79192-8-3510,3-8--21/17,3-4-96f71 BOT CHORD 1-6-861/1805,5 6-861/1805,5-7-861/1805,4-7-861/1805 WEBS 2-5-330/1039,2-4-1945/928 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL_=9.Opsf;BCDL=6.Opsf;h=15f;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 501 Ib uplift at joint 1 and 543 Ib uplift at joint 4. 6)This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)Girder carries tie-in span(s):10-4-0 from 0-0-0 to 7-0-0 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4--202(F-182),1-3-75 Job Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 T1 ROOF TRUSS 1 1 A0003536 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:37 2013 Page 1 ID:Bh7AxbQv3eiX_VI V4XZr65yOx4n-07A17laZjA?_EHszG3wlxlPTdLaEj3aKqudeywyFcg8 -2-7-05-2-0 10-4-0 12-11-0 2-7-0 5-2-0 5-2-0 2-7-0 Scale=1:26.1 4X5= 3.00 12 4 8 10 3 4 M 31 4-8 2x4 No. 1-1-14 5 11 4x7= 4x7= y� 3-5 2x4 N0.2 10-" b 12 13 1-2 2x4 M 31 2- 8 7 2x4 M 312-" d d 4 3x6= 2x4 II 7 oaolo 161 o e o(01-111 2 3x6= -Ori 8 5 2-0 10-4-0 19.5 8 0-'1-8 5-2-0 5-2-0 01-8 Plate Offsets(X,Y): [3:0-3-11,Edge],[5:0-3-11,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Weft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.05 3-8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.63 Vert(TL) -0.14 3-8 >837 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.04 5 n1a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:48 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 3=651/0-8-0 (min.0-1-8),5=1106/0-8-0 (min.0-1-11),2--WO-1-8 (min.D-1-8),7=0/0-1-8 (min.0-1-8) Max Horz 3—1378(LC 25),2-344(!_C:24),7=1408(LC 25) Max Uplift3—419(LC 6),5-665(LC 7) Max Grav 3=760(LC 2),5=1338(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-3-417/382,3-9-796/413,4-9-734/436,4-10-739/442,5-10-810/420,5-11—772/1515,6-11-780/1455,1-2-348/424,6-7—1408!759 BOT CHORD 3-12--1026/2055,8-12-102612055,8-13-102612055,5-13--1026(2055 WEBS 4-8--(/289 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15tt;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-3 to 0-4-0,Interior(1)0-4-0 to 2-2-0,Exterior(2)2-2-0 to 5-2-0,Interior(1)8-2-0 to 12-11-3 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL-_11.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,7. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 419 Ib uplift at joint 3 and 665 Ib uplift at joint 5. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,7. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1Od nails. LOAD CASE(S) Standard .Qob Truss Truss Type city Ply DENMAR CONSTRUCTION GROUP 13F14 T1 A ROOF TRUSS 1 1 A0003537 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:38 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-tKkgKebBUU7rsRR9gmSXUzxf9lv8SW)U2YMBVMyFcg7 -2-7-05-2-0 10-4-0 2.7-0 5-2-0 5-2-0 Scale=1:21.6 US= 4 3.00 12 7 2x4 No.2 3 4 No.2 4-62x No. 1-1-14 5 8� 41= � �( 3-5 2x4 No.2 10-4.O d 6 6 9 4 1-2 2x4 N0.3 238 2x4 11 3x4= 3x4= 04.0(0.14) os-0(0.1-8) -Ort,-8 10-4-0 0-1-8 52-0-0 5-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.05 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) -0.16 5-6 >709 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix) Weight:41 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-7-11 oc purlins. 1-2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-11 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb(size) 5=441/0-8-0 (min.0-1-8),3--697/0-8-0 (min.0-1-8),2-_&0-1-8 (min.0-1-8) Max Horz 3=374(LC 2),2-374(LC 2) Max Uplift5-218(LC 7),3-437(LC 6) Max Grav 5=51 O(LC 2),3=817(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-3-466/468,3-71128/631,4-7-1072/653,4-5-1119/642,1-2_438/473 BOT CHORD 3-8=526/1003,6-8-526/1003,6-9-526/1003,5-9-526/1003 WEBS 4-6=0/307 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-3 to 0-4-0,Interior(1)0-4-0 to 2-2-0,Exterior(2)2-2-0 to 5-2-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 218 Ib uplift at joint 5 and 437 Ib uplift at joint 3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 9)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 T1 B ROOF TRUSS 3 1 AO003538 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:39 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-LW 12Y_bgFnFi UbOMOTzmOAUp?9FiBzydHC611 oyFcg6 -2-7-05-2-0 10-4-0 2-7-0 5-2-0 5-2-0 Scale=1:21.6 4x5= 4 3.00 F12 7 2x4 No.2 3 4 N0.2 8� 4.62x No. 1-1-14 5 4x7= aaaJJJ 3.5 2x4 No.210-0-0 8 6 9 4 1-2 2x4 No.3 2.5.8 2x4[I 3x4= 3x4= "-0(0-1-6) -Ort,-8 5 2-0 10-4-0 0-'1 8 5-2-0 5-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.54 Vert(LL) 0.06 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.69 Vert(TL) -0.19 5-6 >626 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix) Weight:41 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-4-4 oc purlins. 1-2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-7 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (Ib/size) 5=454/Mechanical,3=709/0-8-0 (min.0-1-8),2-0/a1-8 (min.0-1-8) Max Horz 3=374(LC 2),2-374(LC 2) Max Uplift5-226(LC 7),3-440(LC 6) Max Grav 5=525(LC 2),3=830(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-3--4661468,3-7-1188/667,4-7-1131/690,4-5-1174/677,1-2-4381473 BOT CHORD 3-8--561/1061,6-8--561/1061,6-9--561/1061,5-9--561/1061 WEBS 4-6=01311 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.0psf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-3 to 0-4-0,Interior(1)0-4-0 to 2-2-0,Exterior(2)2-2-0 to 5-2-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 226 Ib uplift at joint 5 and 440 Ib uplift at joint 3. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 10)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 T2 ROOF TRUSS 1 1 AO003539 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:42 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-ISzBA?eiYidGL2lx3cWTep6FcMK6OBu3zAKPe7yFcg3 21-8.0 -2-7-0 49.3 9-0.0 130-0 17-0-0 21-0.0 21-4-9 25-6-8 29-5.0 348-0 37-3-0 1 2-7-0 49-3 4 40.0 40.0 440 3.10-8 3.10.82-7-0 0-40 Scale=1:68.7 3.00 12 5x6— 4x7% 5z8 2x4 11 5x8= 8 5x6= 5 6 7 4 9 3x4: 482x4 4x7= 3 8.16 2x4 .3 3-2-6 10 5-20 2x4 0.3 2- 18 2x4 .3 2-1 2x4 .3 2- 9-16 2x 13 �i 2x4 II 2 24 4U111 Sal 2K 414MM; 11 2x4 II � cit 12 �b 21 20 18 17 16 14 13-152-4M3 2-IM — 3x8% 28 29 30 19 31 32 15 33 34 35 0-8-0(41-8) 2X4 11 3x4= 5x6 WB_ 2x4 11 3x8=US= 3x8 3x8 21-8-0 i 49-3 9-40 13--0 1 17-40 1 21-0-0 21i-" 25{s8 29.5-0 MO 34&0 i 49.3 V2-13 40-0 440 40-0 3.10.8 3T 148 0�4T0 4 04-0 Plate Offsets(X,Y): [1:0-2-4,0-1-0],[4:0.3-8,Edge],[5:0-5-4,0.2-8],[7:0-5-4,0-2-12],[9:0-2-0,0-3-0],[12:0-2-4,0-1-0],[14:0.3-4,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.83 Vert(LL) 0.4217-18 >833 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.39 Vert(TL) -0.6817-18 >515 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.12 13 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:180 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-5.9 oc purlins. 1-4:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 7-16 WEBS 2x4 SP No.3*Except* 10-14:20 SP No.2 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 2=1525/0.8-0 (min.0.1-8),13=2155/0-8-0 (min.0.2-2) Max Horz 2—146(LC 15) Max Upiift2—1026(LC 6),13-1156(LC 7) Max Grav 2=1773(LC 2),13=2505(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--0/44,2-24-4521/1903,3-24-4466/1924,3-4-4105/1824,45-4063/1833,5-6-4553/2065,6-7--455312065, 7-25-2468/1041,8-25—2431/1056,8-26-2431/1075,9-26-2470/1060,9-10-1539/671,10-27-1964/1989, 11-27-196W1874,11-12=0/44 BOT CHORD 2-28—1873/4260,21-28-1873/4260,21-29-1873/4260,20-29—1873/4260,20.30-1721/3922,19.30-1721/3922, 18-19-1721/3922,18-31-1851/4350,17-31-1851/4350,17-32-1854/4345,16-32-1854/4345,15-16—512/1364, 15-33—512/1364,1433—512/1364,1434-1857/2024,13-34-1857/2024,13-35—1857/2024,11-35-1857/2024 WEBS 3-21=0/254,3-20-416/161,5-20-25/324,5-18-303/678,6-18-388/279,7-18-139/255,7-17=Q/275,7-16—2348/1121, 9.16-709/1109,9-14-1111!753,10-14-1949/3177,10-13-2420/1395,8-16-295/737 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0.10.3,Interior(1)0-10-3 to 17-10-6,Exterior(2) 17-10.6 to 21-4-0,Interior(1)24-9-10 to 33-9.13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)19. 5)Plate(s)at joint(s)4,5,7,8,2,3,21,20,18,6,17,16,9,14,10,13,1,12,15 and 11 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)19 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1026 Ib uplift at joint 2 and 1156 Ib uplift at joint 13. 9)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply DENMAR CONSTRUCTION GROUP 13F14 T3 ROOF TRUSS 1 1 AOW3540 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:45 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-9gfJo1 gagdOrCWUVkk4AGRkn9aESbXgWg8Z3FSyFcgO 2-7-0 4474 5 7-6-2 11-0-0 15-0-0 1110 21-40 25-7-3 29-10-6 348-0 37-3-0 r 2-7-0 40 5 3 5 14 3 5 14 40-0 40 0 2-40 43-3 4-3 3 49-10 Scale=1:67.6 3.00 12 5x6= 3x4 5x8 2x4 11 5x8= 9 3x6% 6 7 8.9 2t4 5x6 10 4 gl 6 2x4 4x7 3x4 11 3 7 2x4 .3 3.2-6 ap 21 .33-9- 20 .3 48 20 2x . 4.5- 10.17 D 485 �j 2x4 II 2 2611-15 � 12 2x4 II �}1 13 Id U8% 29 23 30 22 31 21 32 20 19 33 18 34 17 16 35 15 36 37 3x6= II14 0-8-0(0-2.2) 2x4 3x4= 3x4= 4x7— 2x4 II 3x8=3x6= 3x8= 1) (0-3-1) 3x8= 40 5 7-6-2 11-0.0 15-0-0 19 0 0 21-40 , 25-7-3 29-10.6 348-0 04 5 35-14 3 5 14 40 0 40 0 2-40 .3 3 43 3 4&10 Plate Offsets(),Y): [1:0-2-4,0.1-0],[6:0-5-4,0-2-8],[8:0-5-4,0-2-8],[10:0-2-12,0-3-0],[11:0-3-4,0-2-0],[13:0-2-4,0.1-0],[15:0-3-0,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.81 Vert(LL) 0.39 20-21 >913 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.93 Vert(TL) -0.66 20-21 >536 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.15 14 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:187 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins. 1-4:2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3*Except* 11-15:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 2=1552/0-8-0 (min.0-2-2),14=2163/5-7-0 (min.0-3-1),12_36/5-7-0 (min.0-3-1) Max Horz 2-146(LC 15) Max Uplift2-1022(LC 6),14—904(LC 6),12—317(LC 7) Max Grav 2=1807(LC 2),14--2501(LC 2),12=211(LC 25) FORCES (lb)-Maximum CompressiorVMaximum Tension TOP CHORD 1-2=0/44,2-26-4428/1786,3-26=-4370/1802,3-4-4366/1868,45-4316/1877,5-6-3782/1648,6-7=-3883/1709, 7-8=388311709,8-9--251311156,9-27=2491/1144,10-27_2532/1127,10-11--1658/812,11-28--801/2122, 12-28-822/2033,12-13=0/44 BOT CHORD 2-29-1755/4155,23-29-1755/4155,23-30-1755/4155,22-30-1755/4155,22-31-1794/4189,21-31-1794/4189, 21-32-1496/3603,20-32-1496/3603,19-20-1288/3354,19-33-1288/3354,18-33-1288/3354,18-34-1290/3352, 17-34-129013352,16-17-568M 505,16-35-568/1505,15-35=-568/1505,15-36-2000/830,1436-2000/830, 1437-2000/830,12-37-20001830 WEBS 3-23--7/232,3-22-3221148,5-22=0/248,5-21=-697/349,6.21-128/419,6-20-227/280,7-20-418/299,8-20-345/640, 8-18=0/247,8-1 7-1 6 0117 69,9-17-345/868,10-17-466/991,10-15-1089/488,11-15-1423/3700,11-14-2577/956 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.Ii;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0-10-3,Interior(1)0-10-3 to 19-0-0,Exterior(2)19.0-0 to 21-40,Interior(1)249-10 to 33-9-13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1022 Ib uplift at joint 2,904 Ib uplift at joint 14 and 317 Ib uplift at joint 12. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply DENMAR CONSTRUCTION GROUP 13F14 T4 ROOF TRUSS 1 1 AO003541 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:48 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-aFLSO3iT7Y003zC4Psdtu4MM8nGNozUyM6njgnyFcfz -2-7-0 48-5 8-10-2 13-0-0 17-0-0 21-0-0 2114-0 25-7-3 2&10-6 348-0 , 37-3-0 2-7 r 48 5 41-14 41-14 40 0 40 0 0 40 43 3 43 3 44 10 2-7-0 Scale=1:67.6 3.0012 5x8— 2x4 11 5x16= 5x6% 5 5 0.5.0 5x6 4 4-5 2x4 4.5.13 9 2x4 z� 2x4 3 5-18 2x41,0.3 3- 16 2x4 0.3 3-1 15 2x4 3-1-8 10 419 2x4 .3 2- 3 2x4 .32-2-1 2x4 I I 2 4-4-15 10.13 2411 2x4 11 14 2W 1113112 0 0 12 19 1- b 3x10= 25 19 26 18 27 17 16 28 15 14 29 13 30 3x10= 0.8-0(0.1-13) 3X4= 3x4= 5x6 WB= 3x4=5x6 WB= 3x8= 0-8-0(0.1-13) 3x8= 48 5 8-10-2 13-0 0 17-0-0 21-O-0 25-7-3 29.10-6 348-0 48 5 41-14 41-14 40 0 40 0 47-3 43-3 4-9-10 Plate Offsets(X,Y): [1:0-2-4,0.1-0],[2:0.6-15,0.1-5],[4:0-3-0,0-3-0],[5:0-5-4,0.2-8],[7:0-6.4,0-2-3] [9:0-3-0 0-3-0] [11:0-6.15 0 1-5] [12:0-2-4,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.57 Vert(LL) 0.57 16 >710 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.91 Vert(TL) -1.0415-16 >393 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.25 11 We n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:189 Ib FT=01/6 LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins. 1-4,9-12:2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 45-15 oc bracing. BOT CHORD 2x4 SYP M 31*Except* 1417:2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 2=1836/0-8.0 (min.0.1-13),11=1836/0-8-0 (min.0-1-13) Max Horz 2-146(LC 11) Max UpIi t2-1142(LC 6),11=996(LC 7) Max Grav 2=2136(LC 2),11=2136(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44,2-22--5695/2310,3-22-5639/2328,3-4=-5563/2201,4-5-4789/1962,5-6-4965/2012,6-7-4965/2012, 7-8-4723/1816,8-23-5521/1943,9-23-5560/1926,9.10-5529/1851,10.24-5664/1869,11-24-5719/1851,11-12--0/44 BOT CHORD 2-25-2254/5374,19-25-2254/5374,19-26-2088/5337,18-26-2088/5337,18-27-1735/4562,17-27-1735/4562, 16-17-1735/4562,16-28-1598/4629,15-28-1598/4629,1415-1547/4524,1429-1547/4524,13-29-1547/4524, 13-30-1712/5400,11-30-1712/5400 WEBS 3-19--941172,4-1 9=0/306,418-910/416,5-18-188/519,5-16-210/431,6-16-433/307,7-16_309/555,7-15=-1019/568, 8-15-548M105,8-13--491/992,9.13-466/364,10.13-151/267 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL_9.Opsf;BCDL=6.Opsf;h=1 51t;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0-10.3,Interior(1)0-10-3 to 21-0.0,Exterior(2)21-0-0 to 21-40,Interior(1)249-10 to 33-9-13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL-0.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)17,14. 5)Plate(s)at joint(s)5,7,2,19,3,4,18,16,6,15,9,13,10,1,12 and 11 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)17 and 14 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1142 Ib uplift at joint 2 and 996 lb uplift at joint 11. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Typecny Ply DENMAR CONSTRUCTION GROUP 13F14 T5 ROOF TRUSS 7 1 AO003542 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:50 2013 Page 1 1 D:B h7AxbOv3ei X_VI V4XZr65yOx4n-W dSCrkkjfAe81 H MTXHfLzV R h2bx_GxeFpOGgvfyFcfx 2-7-0 3 10 7 7-2-8 10-6-9 14-5-0 17-0-0 2-7-0 + 3-10-7 3-4-1 3-4-1 3-10-7 2-7-0 Scale=1:33.1 4x5= 3.00 F12 5 2x4 13 2x4 4 12 6 5-112X N.31-6-0 13 10-2 2z 2-0 4 12 6- 0.3 7 4x7= 3 14 4x7LL = 0 g 6 d IN ;dJ 15 11 10 16 d 3x6% 3x8= 3x4= b 0.1-8) 0.8.0(0.1-1 2 3x6= 011 87-2-8 14-5-0 14r¢-8 o -8 7-2-8 0-11-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates increase 1.00 TC 0.61 Vert(LL) 0.09 3-11 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -0.37 3-11 >447 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horc(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:72 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 3=844/0-8-0 (min.0.1-8),2=0/0-1-8 (min.0-1-8),9=0/0-1-8 (min.0-1-8),7=1301/0.8-0 (min.0-1-15) Max Horz 3—1204(LC 25),2—400(LC 24),9--1171(LC 25) Max Uplift3—509(LC 6),7-757(LC 7) Max Grav 3=984(LC 2),7=1564(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-3-444/438,3-4-1643/802,4-12-1335/625,5-12-1314/638,5-13-1312/635,6.13-1329/622,6-7-1380(685,7-14-692/1282,8-14-700/1274,1-2-400/451, B-9-1171/678 BOT CHORD 3-15-1229/2516,11-15-1229/2516,10.11-1097/2220,10-16-1097/2220,7-16-1097/2220 WEBS 5-11=01317,6-11--201210,4-11--3391324 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-3 to 0.4-0,Interior(1)0.4-0 to 4-2-8,Exterior(2)4-2-8 to 7-2-8,Interior(1)10.2-8 to 17-0-3 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,9. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 509 Ib uplift at joint 3 and 757 Ib uplift at joint 7. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,9. 9)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11 Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard Job Truss Truss Type city Ply DENMAR CONSTRUCTION GROUP 13F14 T56 ROOF TRUSS 4 1 A0003543 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:51 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-_gOb341LOTm?wRxf5?BaVi_v0?HH?NbO24ONR6yFcfw 2-7-0 3-10-7 7-2-8 10-6-9 14-5-0 _ 1 2-7-0 3-10-7 3-4-1 3-4-1 3-10-7 Scale=1:28.5 4x5= 5 3.00 F12 2x4 2x4 10 11 4 6 5.9 2x No 31-8-0 5.7 2z 1 1-5 10-2 2x4 No. o.3 7 3 4x7= I LLJ dy 12 9 8 13 1� 3x4= 3x4= 3x8- 3x4= 0.6.0(0.1-e) 0-e-0(0-1-8) 2 -Or1 8 7-2-8 14-5-0 0-1-8 7-2-8 7-2-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Weil Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.44 Vert(LL) 0.09 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -0.37 3-9 >444 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:64 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purlins. 1-2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9.5 oc bracing. BOT CHORD 2x4 SP No.2*Except* 7-8:2x4 SYP M 31 WEBS 2x4 SP No.3 REACTIONS (Ib/size) 7=641/0-8-0 (min.0-1-8),3=88610.8-0 (min.0-1-8),2-0/0-1-8 (min.0-1-8) Max Horz 3=415(LC 24),2—415(LC 24) Max Uplitt7_316(LC 7),3—525(LC 6) Max Grav 7=742(LC 2),3=1035(LC 2) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-3-481/466,3-4-1907/973,4-10-1560(776,5-10-1529/789,5-11-1530(792,6-11-1563/777,6-7-2013/1129,1-2-436/488 BOT CHORD 3-12-839/1751,9.12-839/1751,8-9-1015/1878,8-13-1015/1878,7-13-1015/1878 WEBS 5-9--83t370,6-9--455/417,4-9--350/343 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL-9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-3 to 0-4-0,Interior(1)0-4-0 to 4-2-8,Exterior(2)4-2-8 to 7-2-8,Interior(1)10-2-8 to 10-10-1 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 316 Ib uplift at joint 7 and 525 Ib upitft at joint 3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 9)This truss has been designed for a moving concentrated load of 200.0I11b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 T6 ROOF TRUSS 1 1 A0003544 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:53 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-wC8LUmmcy50j9k52CQD2a73FNo75T6ghVNVU W_yFcfu -2-7-0 6.0.7 11-6-8 144-4 1 17-0 0 2-7-0 6-0-7 5-6-1 2-9.12 2-7-12 Scale=1:33.1 3.00 12 3x4= 2x4 11 5 65x6— 13 7 3x4 5-7 2x4 M 315-5-8 4 L N 3 0.9- 4x5; 3 8-9 2X4 M 31 5-0.8 7-3 102X4N mli916 8 4x9= 4x5= M31 2x4 10-0 2 3.112x N 31-41 2x4 II 2-10 2x4 M 31 11-11-6 el 1 14 11 15 10 3x4= 3x4= 2x4 11 04-8(o-1-e) oa4)(0.1al 6-0-7 11-11-8 12i 10 17-0.0 6-0-7 5-11-1 0-t 5-0-0 _Plate Offsets(X,Y): [1:0-2-4,0.1-0],[9:0-5-12,0-2-0] LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.35 Vert(LL) 0.06 11 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.30 Vert(TL) -0.20 2-11 >707 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:90 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31"Except' except end verticals. 6-10:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 8=190/Mechanical,2=766/0-4-8 (min.0-1-8),g--83810-8-0 (min.0-1-8) Max Horz 2=315(LC 6) Max Uplift8=116(LC 7),2—572(LC 6),9—502(LC 6) Max Grav 8=303(LC 32),2=897(LC 2),9=970(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44,2-3-1298(443,3-4-71/88,4-5-58/131,5-6-21/86,6-13-107/44,7-13-107/44,7-8—203/149 BOT CHORD 2-14-598/1247,11-14-598/1247,11-15-8/51,10-15-8/51,9.1 -"253,6-9--5951404,9-16-37/44,8-16--37/44 WEBS 3-11-307/301,3-9--13151567,9-11-640/1311,6-8--331121 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15tt;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0-2-4,interior(1)0-2-4 to 13-10-4,Exterior(2)13-10-4 to 16-10-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL0.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 Ib uplift at joint 8,572 lb uplift at joint 2 and 502 Ib uplift at joint 9. 8)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type City Ply DENMAR CONSTRUCTION GROUP 13F14 T6A ROOF TRUSS 1 1 AO003545 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:55 2013 Page 1 I D:B h7AxbOv3eiX_V I V4XZr65yOx4n-tbGSuSosU i GOP2FOKrF W gY8btco Wx?c_zh_batyFcfs -2-7-06-1-3 11-8-0 13 9 0 17-0-0 2-7-0 6-1-3 5-6-13 2-1-0 3-3-0 Scale=1:33.5 3.00 F12 4x5 11 3x4; 5 9.2 4x7= 3x8 11 6 7 4x5; 13 4 - 7-8 2x4 3�-y;"y�qjIg 3 8A 2x4 M 31 ld 7 10 2x N . 16 8 g = M31 2x4 5.9.5 4x9 "' 2 3-11 2x N .31-5- 2X4 3132x4 11 2-10 2x4 M 31 11-11-8 14 11 15 10 3x4= 3x4= 2x4 11 04-8(0.1.8) 0a0(0•1-81 6-1-3 11-11-8 12ip 0 17-0-0 6-1-3 5-10-5 0- 8 5-0-0 Plate Offsets(X,Y): [1:0.2-4,0.1-0],[5:0.2-12,0-2-0],[6:0-2-4,G-3-4],[9:G-3-12,0-2-0] LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.35 Vert(LL) 0.05 11 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.30 Vert(TL) -0.20 2-11 >690 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) -0.01 9 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix) Weight:85 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, BOT CHORD 2x4 SP M 31'Except* except end verticals. 5-10:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: WEBS 20 SP No.3 6-0-0 oc bracing:10.11. OTHERS 2x4 SP No.3 REACTIONS (lb(size) 8=171/Mechanical,2=758/0.4-8 (min.0-1-8),9--86510-8-0 (min.0-1-8) Max Horz 2=289(LC 6) Max Uplift8=84(LC 11),2—578(LC 6),9—409(LC 10) Max Grav 8=297(LC 34),2=907(LC 24),9=1004(LC 2) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2_=0/44,2-3-1264/453,3-13-193/263,4-13=-180/265,4-5-180/285,5-6-266/374,6-7-180/55,7-8-152/117 BOT CHORD 2-14-585/1201,11-14-585/1201,11-15-11/47,10.15-11/47,9.10=(k/252,5-9—533/414,9-16-55/180,8-16-55/180 WEBS 3-11-299/299,3-9-1399/592,9.11-628/1278,6-9=-484/339 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 51t;Cat.II;Exp C;Encl., GCpi-0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0.2-4,Interior(1)0.2-4 to 8-8-0,Exterior(2)8-8-0 to 16-10-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL-_11.60 plate grip DOL-_11.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 84 Ib uplift at joint 8,578 Ib uplift at joint 2 and 409 Ib uplift at joint 9. 8)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job , Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 T7 ROOF TRUSS 1 1 A0003546 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:28:58 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-HAxEXUgkende?GVz??zpDHBmzcpmt8000ffCFBCyFcfp 2-71 3 9 3 7 0 0 I'll 15 0 0 19 0 0 23 8 0 2350 31-35 34 8 0 373-0 2-7-0 3-33 3 2-13 4 0 0 4 0-0 4 0 0 4 8-0 S30 2 4 5 2-1011 2-7-0 Scale=1:66.7 5x8= 5x6= 3x6 3.00 12 5x8= 2x4 11 6x10= 7 8 9 4 5 471 3x8 3x4= 16 Ilk No.2 5444= 3 2-7 8-1 .32-7A 11 r2x4II22x4 4222x4 0.3 - 212x4 .31-7 2x4 2x o.3 - 27 12 2x4 11 1 13 d 1 31�i 3x8% 28 23 29 30 20 31 19 32 18 33 17 16 34 15 35 14 36 2x4 11 3x4= 5x8 M18SHS WB-= 2x4 I I 3x6= 4x12= 5x6= 2x4 11 0"0.1-8> 4x7= 46-0142-21 3x8= 3-93 7-40 1 0 15.0-0 1 19-0-0 23-8-0 29.5-0 29•}031$5 1 34.8-0 3.2-13 4-0-0 400 440 48.0 5.30 0 2-45 2-10.11 Plate Offsets(X,Y): [1:0.2-4,0-1-0],[4:0-5-4,0-2-8],[6:0.5-4,0.3-0],[7:0.54,0-2-8],[10:0-2-8,0-1-8],[13:0-2-4,0-1-0],[15:0.3-0,0-2-12],[16:0.4-0,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.96 Vert(LL) 0.5619-21 >624 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.52 Vert(TL) -0.92 19-21 >380 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.14 15 n/a n/a BCDL 10.0 Code FBC2010(TPI2007 (Matrix) Weight:180 Ib FT=01/6 LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-11-0 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at micipt 6-18,10-16 WEBS 2x4 SP No.3*Except* 10.16:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS (Ib(size) 2=1525/0-8-0 (min.0-1-8),15=215510-8-0 (min.0.2-2) Max Horz 2=125(LC 10) Max Uplift2—1045(LC 6),15=1209(LC 7) Max Grav 2=1803(LC 24),15=2505(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--W44,2-26-429011716,3-26-4235/1731,3-4--4339/1940,4-5--540812498,5-6-540812498,6-7_-341121116011, 7-8-2051/996,8-9-2086/1001,9-10-2155/990,10.11-1856J1894,11-27-1934/1693,12-27-1939/1624,12-13=0/44 BOT CHORD 2-28-1667/4021,23-28-1667/4021,23-29-1667/4021,22-29-1667/4021,22-30-1814/4172,21-30-1814/4172, 20-21-2530/5649,20-31-2530/5649,19-31-2530/5649,19-32-2534/5644,18-32-2534/5644,18-33-1433/3288, 17-33-1433/3288,16-17-1433/3288,16-34-1784/1936,15-34-1784/1936,15-35-1602/1986,14-35-1602/1986, 14-36-1602/1986,12-36-1602/1986 WEBS 3-23--491209,3-22--317/271,4-22=G(252,4-21=-65211327,5-21-389/282,6-21-380M 42,6-19--w270,6-18--266211240, 7-18-485/1231,7-16-1548(735,8-16-187/260,10-16-1935/3615,10-15-2319/1254,11-15-407/102,11-14-68/196 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.0psf;h=15ft;Cat.11;Exp C;Encl., GCp1=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-7-7 to 0-10-3,Interior(1)0-10-3 to 33-9-13,Exterior(2) 33-9-13 to 37-3-7 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1045 Ib uplift at joint 2 and 1209 Ib uplift at joint 15. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type qty Ply DENMAR CONSTRUCTION GROUP 13F14 V2 GABLE 2 1 AOM3550 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:29:00 2013 Page 1 ID:Bh7Axbgv3eiX_VIV4XZr65yOx4n-DZ3_y9s?IEvjVp7O6OrhNcsX4daLcUuj6zhMF4yFcfn 2-0-0 2-0-0 Scale=1:4.6 -2 24 Not 2-" 2 , 2-0-0 2-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 0.90 TC 0.00 Vert(LL) n/a n/a 999 TCDL 15.0 Pit.Metal Increase 0.90 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Lumber Increase 0.90 WB 0.00 Horz(TL) 0.00 n/a We BCDL 10.0 Rep Stress Incr YES Code FBC2010/TPI2007 (Matrix) Weight:5 Ib FT=0% LUMBER BRACING BOT CHORD 2x6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb(size) 2=11/2-0.0 (min.0-1-8),1=11/2-0-0 (min.0-1-8) Max Grav 2=22(LC 3),1=22(LC 3) FORCES (lb)-Maximum CompressionlMaximum Tension BOT CHORD 1-2--0/0 NOTES 1)Gable requires continuous bottom chord bearing. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 V4 GABLE 1 1 AO003551 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:29:01 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65yOx4n-hidM9Vsd3Y1 a7ziag5MwvpOgK1 veLx7sLdRvoWyFcfm 2-0-0 4-0-0 2-0.0 2-0-0 3x4- Scale=1:7.4 3.00 12 2 3 1 1.2 2x4 No 0.2 2-0.12 10-7-121 10-7-121 4-0-0 4-0-0 Plate Offsets(X,Y): [2:0-2-0,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.16 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.00 Vert(TL) We n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 We We BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:6 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb(size) 1=105/4-0-0 (min.0.7-12),3=105/4-0-0 (min.0-7-12) Max Horz 1=13(LC 10) Max Uplinl—82(LC 6),3—82(LC 7) Max Grav 1=126(LC 2),3=126(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--35143,2-3-35143 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl.,GCpi-0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 82 Ib uplift at joint 1 and 82 Ib uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.0111b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job b — Truss Truss Type CRY Ply DENMAR CONSTRUCTION GROUP 13F14 V4A ROOF TRUSS 3 1 A0003552 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:29:02 2013 Page 1 I D:B h7AxbOv3eiX_V I V4XZr65yOx4n-Ax BI M rtFgs9R k7H nEpt9SOxrpOBu4ONOaHATKzyFcfl 4-0.0 4-0-0 2x411 Scale 1:7.4 2 3.00 12 1-2 11-1 1 24 N0.3 14 11 2x4 No.2 4-0-0 4 3 3A; 2x4 11 (0-1-8) I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.18 Vert(LL) n/a rVa 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.32 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:11 Ib FT=0°/u LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 140-0 oc bracing. REACTIONS (Ib/size) 1=127/4-0.0 (min.0-1-8),3=127/4-0-0 (min.0-1-8) Max Horz 1=57(LC 6) Max Upliftl=66(LC 6),3=80(LC 6) Max Grav 1=267(LC 23),3=267(LC 24) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--49/31,2-3--149/157 BOT CHORD 1-4=0/0,3-4_=0/0 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 66 Ib uplift at joint 1 and 80 lb uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,Jo Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 V6 ROOF TRUSS 2 1 AO003553 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:29:03 2013 Page 1 ID:Bh7AxbQv3eiX_VIV4XZr65y0x4n-e717aButb9HIMHszoWOO_ETvFgRiprd9oxwOsPyFcfk 6-0-0 6-0-0 Scale=1:10.9 2x4 11 2 3.00F1_2 1-22x 11-13 2-3 2 4 N0.3 0.14 1 1.3 2x4 NO2 6-0-0 4 3 3x4= 2x4 11 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.58 Vert(LL) rda - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.67 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n1a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:18 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (Ib/size) 1=222/6-0.0 (min.0-1-8),3=22216-0-0 (min.0-1-8) Max Horz 1=99(LC 6) Max Upliftl=-116(LC 6),3—140(LC 6) Max Grav 1=317(LC 23),3=317(LC 24) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--83154,2-3-259/268 BOT CHORD 1-4--0/0,3-4_-0/0 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15tt;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 Ib uplift at joint 1 and 140 lb uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard IJob Truss Truss Type city Ply DENMAR CONSTRUCTION GROUP 13F14 V6A ROOF TRUSS 1 1 AO003554 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:29:04 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-6KIVnXvVMTP9_OR9LEvdXROgEu4YItJ1 bfZPryFcfj 3-3-0 3-3-0 8z6= Scale=1:6.3 2 3.00 F12 1-2 1-12 1 No.3 0.2-1 13 2x4 MENEENEEMENEEM 4 3 W; 10.1-81 (0.13) Plate Offsets(X Y): [2:Edge Q1-151 LOADING(psf) SPACING 2-D•0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.09 Vert(LL) n/a We 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.21 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:8 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins, BOT CHORD 20 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=91/3-3-0 (min.0-1-8),3--91/3-3-0 (min.0-1-8) Max Horz 1=41(LC 6) Max Upliftl—48(LC 6),3—58(LC 6) Max Grav 1=248(LC 23),3=248(LC 24) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--35/23,2-3-107/113 BOT CHORD 1-4--010,3-4--&0 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15tt;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 48 Ib uplift at joint 1 and 58 Ib uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply DENMAR CONSTRUCTION GROUP 13F14 V613 ROOF TRUSS 1 1 AO003555 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:29:05 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-aWst?tw77nXOba?LvxRs4fZGbeAYH17SGFP7xlyFcfi 3-10-8 6-0-0 3-10-8 2-1-6 scale=1:11.1 3x4= 3x4= 3.00 F12 2 3 23 2x4 No.2 2-1-8 1-2 2x4 N 3.4 10 Ll 1 1-4 2x4 No.2 6-0-0 5 4 3x4 3x4 11 6.0-0 6.0.0 Plate Offsets(X Y): [3:Edge 0-1-8] [4:0-2-0 0-0.8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ici Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.53 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.45 Vert(TL) n/a - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a We BCDL 10.0 Code FBC2010/TPl2007 (Matrix) Weight:17 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=222/6-0-0 (min.0-1-8),4--22216-0-0 (min.0-1-8) Max Horz 1=57(LC 6) Max Uplift1=124(LC 6),4—132(LC 6) Max Grav 1=317(LC 27),4--1 28) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2-415/309,2-3--380/322,&-4--207/233 BOT CHORD 1-5-3221380,4-5-322/380 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0pl BCDL=6.Opsf;h=1 51t;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 124 Ib uplift at joint 1 and 132 Ib uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DENMAR CONSTRUCTION GROUP 13F14 V7 GABLE 1 1 AO003556 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:29:06 2013 Page 1 I D:B h7AxbQv3e!X_V I V4XZr65yOx4n-2i QFCDwI u4ftDkaYTey5cs5VM2QrOCNbVv8gTkyFcf h 4-0-0 8-0.0 4-0.0 4-0-0 Scale=1:14.4 3x4= 3.00 12 2 1-22x4 No - �o.22-11-1 3 1 1-3 2x4 No.2 80-0 4 3A= 3x4 8-0-0 8-0-0 Plate Offsets(X,Y): [2:0-2-0 Edge] LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.27 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix) Weight:21 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-13 oc bracing. REACTIONS (lb(size) 1_267/8-0-0 (min.0-1-8),3=267/8-0-0 (min.0-1-8) Max Horz 1=26(LC 14) Max Upliftl=132(LC 6),3—132(LC 7) Max Grav 1=341(LC 27),3=341(LC 28) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2}637/576,2-3-637/576 BOT CHORD 1-4--5131587,3-4--5131587 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.0ps1;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 1 and 132 ib uplift at joint 3. 7)This truss has been designed for a moving concentrated load of 200.0111b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Oty PlyDENMAR CONSTRUCTION GROUP 13F14 V12 GABLE 1 1 A0003547 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:29:07 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-Wv_eOZxOfOnjru9k1 MTK94eemRsMldfljZuD?AyFcfg 6-0-0 12-0-0 6-0-0 6-0-0 Scale=1:18.7 4x5= 3.00 Ff2 2 1-2 2x4 No. - o.24-11-13 2-42x No.3 10.14 3 1 1-3 2.4 124)-0 5 4 6 3x4 c 2x4 11 3x4 12-0-0 12-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.42 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:34 Ib FT=0% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (lb/size) 1=193/12-0-0 (min.0-1-8),3=193/12-0-0 (min.0-1-8),4=530/12-0-0 (min.0-1-8) Max Horz 1=44(LC 10) Max Uplift1-121(LC 6),3—126(LC 11),4—209(LC 6) Max Grav 1=299(LC 28),3=299(LC 30),4=612(LC 2) FORCES (lb)-Maximum CompressiorvMaximum Tension TOP CHORD 1-2-67/63,2-3-67/54 BOT CHORD 1-5—G(27,4-5-0127,4-6-0/27,3-6=-0127 WEBS 2-4-520/421 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 121 Ib uplift at joint 1,126 Ib uplift at joint 3 and 209 Ib uplift at joint 4. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Oty PlyDENMAR CONSTRUCTION GROUP 13F14 V16 GABLE 1 1 AO003548 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:29:09 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-TH6OrEzeB?1 R4CJ78nVpEVjstFSEDWk2BtNK43yFcfe 8-0-0 16-0-0 8-0-0 8-0-0 Scale=1:24.9 5x6 ii 3.00 12 2 6 7 y7.2 2x4 N0.2 7$F8 2-4 2x4 No. 1 x-14 1 3 3X4% 9 10 5X6= 3x4 16-0.0 16-0.0 Plate Offsets(X Y): [4:0-3-0,G-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.89 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.79 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010(TP12007 (Matrix) Weight:47 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 1=273/16-0-0 (min.0-1-15),3=272/16-0-0 (min.0-1-15),4--750/16-0-0 (min.0-1-15) Max Horz 1—62(LC 15) Max Uplift1-171(LC 6),3-178(LC 11),4=296(LC 6) Max Grav 1=341(LC 28),3=340(LC 30),4=866(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-5--96167,5-6=39167,2-6-27/87,2-7=-22169,7-8--33150,3-8-90/5O BOT CHORD 1-9-0✓40,4-9-0/40,4-10-0/37,3-10-0/37 WEBS 2-4-718/512 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)1-2-3 to 4-2-3,Interior(1)4-2-3 to 5-0-0,Exterior(2)5-0-0 to 8-0-0,Interior(1)11-0-0 to 11-9.13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 171 Ib uplift at joint 1,178 lb uplift at joint 3 and 296 lb uplift at joint 4. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,Job Truss Truss Type city Ply DENMAR CONSTRUCTION GROUP 13F14 V19 GABLE 1 1 AO003549 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 2515:29:10 2013 Page 1 ID:Bh7AxbOv3eiX_VIV4XZr65yOx4n-xUgm2azGyJ9liLuJi UO2niG61fsBy_OBPX6ucVyFcfd 10-0-0 20-0-0 10-0-0 10.0-0 Scale=1:31.1 4x5= 3.00 F12 3 10 11 2x411 143 2x4 No.2 9-1-4 2x411 2 3-82x4 1-10.14 q 1 30-5-5 4�i 2x 5 3X4 12 9 13 6 7 14 6 15 3x4 2x4 11 2x4 11 3x4= 2x4 I 20-0-0 20-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.53 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.55 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horc(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC20101 TP12007 (Matrix) Weight:61 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 1=48/20-0-0 (min.0-2-8),5=48/20-0-0 (min.0.2-8),8=545/20-0-0 (min.0-2-8),9=517/20-0-0 (min.0.2-8),6=517/20-0-0 (min.0-2-8) Max Horz 1=81(LC 10) Max Upliftl-1 8(LC 11),5-17(LC 28),8—188(LC 6),9—353(LC 10),6—353(LC 11) Max Grav,1=227(LC 30),5=227(LC 34),8=629(LC 2),9=619(LC 24),6=619(LC 25) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2-85/65,2-10—102/103,3-10=44/116,3-11—44/104,4-11—102/90,4-5—46/42 BOT CHORD 1-12-6/51,9-12-6/51,9-13-6/51,8-13-6/51,7-8-6/51,7-14-6/51,6-14-6/51,6.15=6/51,5-15-6/51 WEBS 3-8-541/351,2-9--566/418,4-6—566/418 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)1-2-3 to 4-0.0,Interior(1)4-0.0 to 7-0.0,Exterior(2)7-0-0 to 1x0-0,Interior(1)13-0.0 to 15-9-13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 18 Ib uplift at joint 1,17 lb uplift at joint 5,188 Ib uplift at joint 8,353 Ib uplift at joint 9 and 353 Ib uplift at joint 6. 7)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard y- ,}1 e:. q ,`;':.,a.. .... .;a :' .Y K �- tr yT •,._ / - �`"- s _ • r 1 � .' a tV ] • f; n w'_ z, x,< .. ''mss;' x • - . 1 - x r a x - - >. .,' � s . t. i'. r + r �. WI r ,r GENERAL NOTES NOTES GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT,&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES ' RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X1 Y 4X2 Trusses are not marked In an,.ver to:den f y the y s nus e :Fo c G.e RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES ` v tan marc d 'e n 10'(3 m or � 4 Lr d 1 Repeat diagonal bracing frequency or location of temporary lateral restraint anG Q,c:a., et,enr.ao!xl ac on:!arein a;e-ai �, ( Dl:;gonal brachy p g g and diagonal bracing.Follow the recommendations resfred�dpOnal tem � � DONT overload the crane � 1)Install ground bracng.2)Se[f-�rst tress and attach securely to ground bracing.3)Set next 4 • �• Refer to 15'(4.6 m)• --�,.--. _ every 15 truss spaces 30' g g. p rda, Lse!as r rendanones BCSI-87"•for more �� 9.1m max. for handling,installing and temporary restraining de manelo,!nstahcion restnc000 y arno+f e t irporal de NO sobrecargue la gnia. trusses with snort memcer temporary lateral restraint(see below).4)Install fop chcrd diagonal �'1" ( ) and bracing of trusses.Refer to D.C51--Guide to. los trusse, Vea i O"eto t;(51-Guo'e 5„ena 7 arca bracing(see below).5)Install seb member plane diagonal bracing to stabilize the first five information. <4 � �� '� Good Pra�pC4 fQr H�ndlin ln8tallin 9 trusses(see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see NEVER use banding to fitt a bund:e. _ 9. g RestraLnin�c_ pa a el la.�0 Inst�l�C!o�R45(n�C.Qn y 4rnp„�p Tie jos' Vea el resumen BCSI 87"" � ,1 r a below 7 Repeat process with groups of four trusses until all trusses are set. �aCina of.MOt�_Pla{Q_CQnnegt yV4QQ. True x_5. 2_ldg4rdsQa4(a44f CUn-P,a a5 e.,.letal"` NUNCA use las afaduras ora levantar un a vete. ) ) p p g p Tru55,Q$"f`•for more detailed information. oara,n,ormaoon oras deta!,,ada. p p q para oras Informacidn. "' A single lift point may be used for bundles of Z)Instate Ics arriostres de Berra.1)instate el pnmerd truss y ere seguramente al arriostre de Truss Design Drawings may specify locations of Los dsbu;os de ciiserio de los trusses puefen espeoBcar - tierra.3)Instale los proximos 4 trusses con restricoon lateral temporal de miembro corto(vea - - top chord pitch trusses up to 45'(13.7 m)and Apply diagonal brace to vertical permanent lateral restraint or reinforcement for las locadzaciones de restriction lateral pemanente o abalo).4)Instale el arriostre diagonal de is cuerda superior(vea abajo).5)Instale arriostre - parallel chord trusses up[0 30'(9.1 m). ,webs at end of cantilever and at individual truss members. Refer to the SCSI- reluere en Ias nvembros .div�dua'es til truss. ear la d'agonal para los planOs de los mlembros secundanos para estabilrce los primeros cinch,trusses Use at least hvo lift points for bundles of top bearing locations. All lateral restraints 63**" for more information.All other permanent kola resumen 6C51-d3"•`para rnas Info(mation. EI A WARNING Do not over load supporting (vea abajo).6)Instale la restriction lateral temporal y arriostre diagonal para la cuerda inferior -- i chord pitch trusses up to 60'(18.3 m)and paral- lapped at least two trusses bracing design is the responsibility of the budding resfo de los disenos de arnosfres permaneetes son.a structure with truss bundle. (vea abajd).7)Repita este procedimienfe en grupos de cuatro trusses haste que todos tis �•. designer. responsabadad del disefiador del edifino. lel chord trusses up to 45'(13.7 m).Use at least trusses estein instalados. 'Top chord temporary lateral restraint spacing shall be 10'(3 m)o.c.max.for 3x2 chords three lift points for bundles of top chord pitch iAD VER TENCIA I No sobrecargue la and 15'(4.6 m)o.c.for 4x2 chords., w trusses>60'(18.3m)and parallel chord trusses estructura apoyada con el paquete de Refer to 3CSI-B21 `for more information. INSTALLING - INSTALACION >45'(13.7 r. trusses. Vea el resumen SCSI-B2`' para mos information. Out4f-Plane ®WARNING The consequences of improper handling,erecting,installing,restraining Puede user an solo logon de levantar para pa- Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES and bracing can result in a collapse of the quotes de trusses de!a cuerda superior hasta 45' ✓_ Tolerances for at F era-dee. Outot Plumb Max.Bow Truss Length r Puse paquetes de trusses en unci position RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES Tolerancias para Fuera-de-Plano. structure,or worse,serious personal injury y trusses de cuerdas paralelas de 30'o mends. r 314" 12 5' or death. • Use por to mends dos puntos de levantar con estable. a This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Length -► Max Bow DI50 D(ft.) (19 mm 38 an iADVERTENCIA!EI resulfado de on mane o, grupos de trusses de cuerda superior inclinada (PCTs).See top of next column for temporary restraint and bracing of PCTs. -. 1/4° p 7,8" 146 t 1 hasta 60'y trusses de cuerdas paralelas hasta /� ( 6 mm 0.3 m (22 mm) (4 5 m levanfamrento,insfalacion,resfriccion arrisotre Este metodo de resfriccion y arriostre es para todo trusses excepto trusses de cuerdas paralelas Max.Bow Length-►:: Y ,. 45'Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada 1/2" 2' 1" 16 T incorrecto puede ser la caida de la estructura o � _ mas de 60'y trusses de cuerdas paralelas mas de 45' (PCTs)3x1 y 4x2.Vea la parte superior de la columna para la resfriccion y arriostre temporal de PCTs. Max Bow o 13 mm I 0 6 m (25 mm (5 1 n,1 a n eon,hnor Exerci e mue loseMECHANICAL HOISTING 1 TOP T use s�nCUERDA SUPERIOR Top Chord Temporary Lateral Restraint(TCTLR)Spacing • 6 Plumb 19 mm 0 9 m �91`ia l 20 e A banding and handling trusses to avoid g RECOMENDACIONES PARA EVANTAR TRUSSES INDIVIDUALESTRUSSES ) Longitud de Tranno Espaeiamlento de/Arriosde Temporal de,la Cuerda Superior to r 25 mm 2 ml 32 mm) (6 3 m e Exercise care when removing 9 9 r Tolerances for ) ' damaging trusses and prevent injury.Wear -it-- - - - oma, Out-of-Plumb. j 1-ver" 5' 1-3/B" 22 9' personal protective equipment for the eyes, \ l l ®oe Up to 30' (32 mm) 1 5 m 35 mm (7 0 m) feet,hands and head when working with �.. \i Using a single pick-Point at the peak can damage the truss. (9.1 m 10'(3 m)o.c.max. Tolerancias para D%50 max trusses. / / + EI use de un solo lugar en el pito para levantar puede so or less Fuera-de-Plomada. 1-112' 6' 1-1!2" 25 0' 30'(9.1 m)- 38 mm] 18m (38 mm 76m) II hater da To al Truss. 8'(2.4 m)o.c.max. 3/4 7' 3/4, 29 2' UtGce cautela al guitar las ataduras t 45'(13.7 m) CONSTRUCTION LOADING as mm 2 1 m 45 mm) 8 9 m o los pedazos de metal de sujetar para evitar dano a �' 45'(13.7 m)- - os trusses y prevenir la herida personal Lleve .8 m)D.C.max. CARGA DE CONSTRUCC16N 2" >_8' 2" >_33 3' i�Approx trz yl 60'(18.3 m) 6 (1 51 mm) >_24m) St mm 10 t m el equipo protectivo personal para Ojos,pies, A lam- ass gin -�� 60' 18.3 m DO NOT proceed with construction until all lateral Use UIIIICe - Taghne-( ( )- _ manor y cabeza cuando trabaja con trusses. __ „ Russes uP n 3d'(9 t m) 4'(1.2 m)o.c.max. estraint and bracing is securely and properly in place. Maximum stack N� special care In CU)dddO especial en TRUSSES HASTA 30 PIES 80'(24.4 m)* Height ? ` windy weather or dias ventosos o cerca NO proceda con la construction hasta que todas las restric- for MatMar on Trusses Consult a Registered Design Professional for trusses longer than 60'(18.3 m). near power lines de cables electricos o Attacn clones laterales y los arriostres erten cdlocados en forma Material Height ,. and airports. de aero uertos. Locate spreader bar o'sax 'Conse 60 pe a un Professional Registrado de Diseno para trusses oras DO NOT exceed maximum stack heights.Refer to BCSI-ea*** p p -'S reade o.- above or sh"t, ` I apropiada y segura. o c.max. 60 pies. Gypsum (OS mm _ title See BCSI-B2***for TCTLR options, G um Board t2" 3 I roe ` fe'n mid-heignt � Vea el BCSI-B2***para las opclones de TCTLR. '� �� more information. g Plywood ore �'14os mm) Spreader ear/2 to e cede las alturas miximas de montri Vea el resumen Asp c Shingles bundles Spreader bar p � < �� -�� -_- --- - ��- BCSI-S4- para mas informacion. { 2'3 truss length IDT truss g n TRUSSES HASTA 60 8.3PIE ~_ Spreader length -i'i I_. Refer a BCSI-83***for Concrete Block 8"(203 rnm) I ra e g Gable End Frame restraint/bracing/ A HANDLING _i TRUSSES UP TO AND OVER 60'(18 3 m) I reinforcement information. !�� 4$ f clay Te 3-4 rtes hign TI'.U55ES UP TO 60'(t8.3 m) ogIne f- TRUssES HASTA y S08RE 60 PIES -► Para informacion sobre restrica6ril �� - _ TCTLR MANEJO arriostre/refuerzo para Armazones Hold each truss in position with the erection equipment until top chord temporary lateral restraint Hasfiales vea el resumen BC57-B ** is installed and the truss is fastened to the bearing points. � 10"or> NEVER stack materials near a peak or at mid-span. Avoid Lateral bending. Note:Ground bracing not shown for clarity. NUNCA amontone los materia/es cerca de unico. Evite la flexion lateral. Use proper rig- Use equipo apropiado Sostenga coda truss en position con equipo de gnia haste que la restriction lateral temporal de la Truss attachment p ging and hoisting para levantar a cuerda superior este instalado y el truss testa asegurado en los soportes. Z Repeat diagonal braces for each set of 4 trusses. required at supports) DO NOT overload small groups or single trusses. The contractor is responsible for equipment. improvisac Repita los arrisotres diagona/es para Cada grupo de 4 trusses. Section A-A NO sobrecargue INSTALLATION OF SINGLE TRUSSES BY HAND g pequehos grupos o trusses individuates. properly receiving,unloading and storing 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROSSECUNDARIOS the trusses at the)obslte.Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES Place loads over as many trusses u possible. q smooth surface to prevent damage. POR LA MANO LATERAL RESTRAINT&DIAGONAL BRACING ARE Coloque las cargos sobre lentos trusses tomo sea EI contratista tiene la responsabilidad dex VERY IMPORTANT posib/e. a recibir,descargar y almacenar adecuadamente v! Trusses 20' - _ `__. Q Trusses 30' t (L✓� Position loads over load bearing walls. los trusses en la obra.Descar ue los trusses en • - a tierra/iso ora revenir el dano. (6.1 m)or 1;: (9.1 m)or f, - iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Coloque las cargas sobre las pareses soportantes. P p less,support less,support at SON MUY IMPORTANTES! ,< Diagonal near peak. quarter points. _ bracing me - NES rho I Truss M rn CLR erlice AL® refer B * ry Soporte Soporte de ,/ - to 2xntCLR Truss bracing not shown nor clan d - einfor ALTERATIONS ALTERACIO s. r• - cerca al pito los cuartos - - - *. -- Vea el resumen CSI B5. los trusses de tramo los Trusses u to 30' t 1' to S -B ** - - F Trusses up to 20' I t P I Web members - B - j . _ de 20 pies o trusses de 30 � DO NOT cut,alter,or drill any structural member of a truss unless p (6.1 m) (9.1 m) DO NOT store NO almacene mends. pies O mens. Trusses haste 30 pies *r ) specifically permitted by the truss design drawing. - Trusses hasta 20 pies P �, J unbrgaced bundles verticalmente los r} - 5altere upright. trusses suelfos. //.��. 1 i, •• i I NO Corte,que es o specie amentr miembro estructura/de un truss, L TEMPORARY RESTRAINT & BRACING } - /\ q amends que este especificamente permitido en el dibujo del diseno - IYj Trusses may be unloaded directly on the ground ,+. del truss. at the time of del,e or stored ter-porarfl m Bottom ry y RESTRICCION Y ARRIOSTRE TEMPORAL titin mum 2 2x ,1a b C' are t Klan- contact stored foound tharnoneweek,tplace - Dia oriel braces °e ed o.-r,pl,ce Anacn • Trusses that have been overloaded during construction or altered without the Truss .- mth the g delivery chords mor • g GLR.vth minimum 8-16d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. 1 blocking of sufficient height beneath the stack ®Refer to BCSI-B 2"`for more _eeTop Chord Temporary j every 10 truss spaces 10'35x3 5)rads .c,,,side of trusses at 8'(2.4 m)to 10'(3 m)on-center 00.� ' information. Lateral Restraint �- ,/ 20'(6.1 m)max. Of; c c-a spec ted by the Trusses que se han sobrecargado durante la construction o han sido alterados sin la autdr- (o.c.). ITCTLR) 10'(3 m)-15'(4.6 m)max. 30ding ues:gner izacion previa del Fabricante de Trusses,pueden hater null y sin efecto la garantia limitada rel Vea el resumen;t57-B2"`para mas infor- Same spacing as bottom Note:Some chord and web members Fabricante de Trusses. ` 2x4 min. p 9 SECTION A-ALos trusses pueden ser de nto tide dey,3 o erte oration. not shown for clari t chord lateral restraint r en el sue'o en aquel momen[o de enfrega o ---, ty. , almacenad06 temporalmente en contacts con el �Y� - - �, -� LOCdte ground bfaCeS fOr fi TSC CfU55 dlreCCly - - "'Contact Me Component Manufacturer,for more information or consult a Registered design Professional for assistance. l '� -.r - 3)BOTTOM CHORD-CUERDA INFERIOR To e,v a o:pr,nu.,g POE or this dmonrent v st steandustry.comlbt. socio des ties de en[r a.Sr los trusses estaran �.�„ in line with all rows of to chord temporary ) ,�' ._- Tu P reg - . ' P uardados para mas de Una semana, n a "'J Lateral Restraints-2x4xl2'or ss NOT ire Huss maroracturer and buss designer rely on cne that me mnvaaor and -ane operator,f - 9 P Ad 9 lateral restraint see table In the next column). Membergn pies-Teton; I , bloqueando de altura sufioente detras de la pilo greater lapped over two trusses - process onats w m the�apabu�ty Oo undertake the work trey nave agri d m ao on any q von protect.n cne tonnaa r DO NOT store on NO almacene en tierra 9 PP de los trusses a 9 Itasfd 10 pies en centro(o.c.). Coloque los arriostres de terra para el primer -=90 a<s stance n,.rine aspect or me construrnon protea.t snows seekassistance from a competent p rty r e memo uneven ground. desigual. or CLR splice reinforce- - Note:Some chord dun red n this document are intended to ensure that he overall construction techrrquer employed w u put r":e trusses r Z�� truss directamente en linea con Cada Una de - These recommendations for handl nq g g For trusses stored for more than one creek,cover Ment. and web membersnq, Stan rester restraining ane brat n crosses are based upon the c,b0huee e bundles to protect from the environment. las filar de restriction lateral temporal de la - person-, .IDE f ween rues design,ma fan.;re and,rar co on but It,s due to the nature e re<pon>b t es n o v P Brace fust truss Bottom not shown for iy a, ,the b for o by a nw.ihm o,Id ng o signer or norn,n l s not mended mat me e recommendabors „t cuerda superior(vee la table en la proximo Para trusses ua.�dados r mas de ane semana, .0securely before chords - clarity. s.,percr, ;o the 6a id ng desgnersdesgn spec ficatan for Handing�aaang,restraining and Maung cusses and t dee - ( g (K COIUmnd). / ,se of of er Nu valer•t methods for rests n ngrbrac ng and prow d ng stool cy for the walls columns,floors,roofs and I, Cubrd I�pdQuefeS pard proCPQPrl05 del ambienfe. -- erection 01 adddlGna -,.' j ,t_tur i b g nieu nts a,deter�red by One contractor.Thus SBCA and TPI expressly d Ula m any respon, , .._ -- � DO NOT walk on trusses / <ng from,.,e use,appf<at cn,or reliance on the recommendations and information contained herein err Refer to BCSI"••for more detailed informat,on - to, - unbraced trusses. pertaining to handling and;obslte storage of - - r tnlsses. NO camine en trusses Diagonal braces every 10 S�` ` t Vea el folleto BCSI" para information mas decal- -- P sueltos. y / truss spaces 20'(6.1 m)max. .000reussco.n TRUSS PLATE INSTITUTE lade sobre el manejo y a�macenado de los trusses 30'(3 m)-15'(4.6 m)max.A / 6300 Enterprise Lane Madison,WI 53719 218 N.Lee 8L,Ste.312•Alexandria,VA,>14 en area de trabajo. 608/2744849•sbcindustry.com 703/683-1010•tpinst.org BIWARNI1xI7 1303 1,114:4 1 M-1 [4 2=,z _ �` F3 1 30 Sci,tf cress Gr .�.0.� ;5305 Mirak Company 800-328-5934 • 952-898-8772 0 Fax: 952-898.8683 V-VW USPconncctars cern rrt.trl: r_rf�_ USf'cr_r n�'4f;(S c 'rr October 11, 2012 RE: Florida Product:approval Reorganization of USP Evaluation Reports To Whom It May Concern: The ICC Evaluation Service has just recently published a number of new Evaluation Reports for connection hardware manufactured by USP Structural Connectors. Working with the ICC-ES, USP was able to confirm that our connectors are compliant with the 2012 International Building Code(IBC)and 2012 international Residential Code(IRC) while at the same time reorganizing the Evaluation Reports to segregate connectors of similar style, installation and function into one report. The end result of our combined effort is the release of eight(8) new Evaluation Reports organized as follows. ICC-FS Content Report *R- ro Mount Hangers R-3445 Fact,Mount Hangers Slo i3kewHangers %faaonry Han em Truss Han en/Connectors FS 8-3449 Ca and Bases FS R 3455 1n es and Straps FS R-3456 11lscellane'us USP is in the process of updating the Florida Product Approval Reports so that they reflect and contain the new ICC-ES Reports. During this transition, some Florida Product Approval Reports may reference old ICC-ES reports. Be assured the information contained in the old referenced and linked [CC-ES Report is no different from the information in the eight(8) new evaluation reports listed above. There have been no changes to the product, the load carrying capacity, fasteners or installation. The reports have just been reorganized to simplify the search for information on USP products. A cross-reference of Old-Report-Number to New-Report-Number can be found in the USP Index Report, ESR-2685, available on the [CC-ES web page(www.icc- es.org) and the USP web page(www.uspconnectors corn) Sincerely, Steven A. Brekke, P.E. Engineering Operations Manager USP Structural Connectors T 1 »CIS reme L:q:n 6'..r'e;6tnton -ct TGQKf 3 Fartf F,o'c�t.or•f F!C iuX X15 C,te Nip rYs ` Jrdt Busines &11 ,t,:�.�,Product Approval Professi nal ^±^�us9R:P,b K'jter Irk n..rfr.rr snc.oval Menu>w--rr t ", srn`c+t-++5's,cn>:+.•marcs, 1 t.•t>Application 000 FL817-R3 FL Revision Application Application Type t: Code Version 2010 s_ t AppllCation Status Approved Comments Archived Product Manufacturer United Steel Products Company Address/Phone/Email 703 Rogers Drive Montgomery,MN 56069 (952)898-8772 rswanson,omll.com Authorized Signature Rex Swanson rswanson4mll.com Technical Representative Todd Grevious,PE Address/Phone/Email 14305 Southcross Drive Burnsville,MN 55306 (952)898-8651 tgrevious@glbraltarl.com Quality Assurance Representative Chad Becker Address/Phone/Emall 703 Rogers Drive Montgomery,MN 56069 (507)364-7333 cbeckcrfmli.corn Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service,LLC Quality Assurance Entity PFS Corporation Quality Assurance Contract Expiration Date 12/31/2015 Validated By Terrence E.Wolfe P.E Validation Checklist-Hardcopy Received Certificate of Independence FI 817 R3 COI ICC trdeuendence.cert.o� Referenced Standard and Year(of Standard) Stand Ys�t A.F.AND P.A. NDS 2005 ASTM D1761 2000 ASTM 07147 2005 Equivalence of Product Standards Certined By http://floridabuilding.org/pr/pr_app_dtl.aspx?pararn—wGEVXQwtDgvaK%2bkWe185D%... 6/13/2012 Page of* I i Other: 417.19 HGA l0 - urricpreCusset.�r :e N Limits of Use 'Installation rnstructlans approved for use In HVHZ:Ycs Approved for use outside HVNi:Yes Verifred 9y: [CC Evaluation Service, LLC Impact Resistant:N/A Created by independent Third Party: Design Pressure:N/A evaluation Reports Other: FLA 7 R fSr 4 d 917.19 MHC HURRICAf1E/SEISMIC ANCHOR Limits of UseInstallation Instructions Approved for we In MVMts Yes fL917 R3 tt t.146S df pproved for use outside HVHZ:Yes Venf?ed By: ICC Evaluation Service,LLC Design Impact Resistant;N/A Created by independent Third Party: Othher.er. Pressures N/A Evaluation Reports F4 R I A 1 817.20 HJC26 IP-)ACK Hanger Limits of Use Installation Instructions Approved for use In outsiHVHde Yes Verlina 8y: ICC Evaluation Service,LLC Approved for antuse outalds HYHt:Yes Created by Independent Third Party: Impact Resistants N/A Evaluation Reports Design Pressures N/A Others Go to Page ' 0 Page 1/4 0 1 9ar:k Nest s octan us::1940 Montt Menr+a C[nwf TaRat a tem Et)]s9 s�:g50-Mf•1821 The State Of Fonda is an AA/EEO amployer.L^mrnsht 1Q01.1010 tient d f'OAds ::>3lvary ttaNment;;A[rnclnalty er..�...-_...RHl.nd CtatamwM Under f rida law,a-mad addresses are Pubi C records.If you d0 not want your*,o#address released In resp send alectrwk mail to this a ".Instead,contatt the orrice ny phone or by traditional mad.If you he onse to a Pubht-records request,do not XCesbbillty,please Contact Our Web Master at xehmacter®rlher r-r QueulOnil rrpardlrg 09PR's AOA web product Approval Attepttt =d MrzQj wtAirilym,trier, llttp://floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvaK%2bkWe 135D%... 6/13/2012 J SERIES USP i / \\\ X450..: 7°—45' ~45° —450 .,5' Typical HHC Typical HJHC Typical HJC/HTHJ installation top view installation top view Installation top view I i H H X31/' 5-7i3--y ° -��y--�3 V3 10 42„ -,#31/4-6--" yi HJC HTHJ HHC HJHC Fastener Schedule Allowable Loads(Lbs.? Carrying Memberj Carried Member DF-L I SP S-P-F per Hip per Jack Floor Root Uplift' Flow Roaf U i11' USP Slat H Code Description Stock No. Ret No. Gau • In :FTYDO T 100% 115% 125% 160% 100% 115% 12S% 150% Rd. LTHJA26, 2 x 6 right/!eR HJC26 THJA26, 12 5.318 18 16d 5 7 10d 2385 2740 2980 1840 2065 2375 2560 1545 10, THJU26 F12 2 x 8 right/'eR HJC28 -- 12 7-till 20 16d 6 8 10d 2980 3425 3505 18401 2580 2945 2945 1515 2 x 6 lem0al HHC20 LT}TMU�, 12 5.7116 20 16d S -- 10d 2980 3425 3505 1015 2580 2945 2945 1545 2 x 8!emind HHC2S -- 12 7-3116 24 16d 6 -- 10d 3505 3505 3505 1840 2945 2943 2945 1545 130 2 x 6!arminaf I HJHC 26 - 12 5.7116 20 16d 5 2 10d 2980 3425 3505 1840 2580 2945 2945 1545 2 x 8 lem+inal I HJHC28 -- 12 7.3116 24 18d 6 2 10d 3505 3505 3%5 1840 2945 2945 2945 1545 10 , 2x 8terminai HTHJ28 t8 LTHJLrR 18 5 t8 16d 7 5 16d 2190 2520 2740 1790 1870 2155 2340 1505 1 1)Uotirt loads have beennamed 60%for wind or seismic loads:no further increase shah be Permitted. 2)Loading published for total load of hip I iack corrbdion. 3)Minimum nail Penetration is i-5'8"fa 16d nails. 4i NAILS.IOd nails ars 0.14F dis.x 3'torn ISd nails are 0.162-dia.x 3.1 r2-long. Now products or updated product information ars designated in red forts. HJC specialty options Chart Option Hip Truss Ske•r I l !. angle: Ran 30'to 60' H f ( max Allowableloads 100%of lablsbad ( Iy Add SK,ante of hip Varies 3 4" i Order" required,toproduct number. 8"max.Nidrh-y't Typical HJC(skewed) installation Ex.HJC28-SK55 HJC(skewed) with alternate skew angle top view t 800-328.5934 • www.USPconnectors.com USP2241-131. f� USPCotporweOffice STRUCTURAL 14305 Southcross Drive,Suite 200 • Burnsville,MN 55306 CONNECTORS' 800-32&5934 • 952-898-8772 • Fax.952-898-8683 A MiTek'Commpanypany www.USPconnectors.com • e-mail:info@USPconnectors.com October If, 2012 RE: Florida Product Approval Reorganization of USP Evaluation Reports To Whom It May Concern: The ICC Evaluation Service has just recently published a number of new Evaluation Reports for connection hardware manufactured by USP Structural Connectors. Working with the ICC-ES, USP was able to confirm that our connectors are compliant with the 2012 International Building Code(IBC)and 2012 International Residential Code(IRC)while at the same time reorganizing the Evaluation Reports to segregate connectors of similar style, installation and function into one report. The end result of our combined effort is the release of eight(8)new Evaluation Reports organized as follows. ICC-FS rt Content Repo FSR-3444 Top Mount Nan ers ES R-3445 Face Mount Range-n ESR-3446 Sio /Skew 1fan en ES R-3447 Mason 14an " ESR-3"8 Trust Han en Conneeton ESR-3449 C>ii " and Bain ESR 3455 Anglessudg6ps ES R-3456 Mbcellaaeous USP is in the process of updating the Florida Product Approval Reports so that they reflect and contain the new ICC-ES Reports. During this transition,some Florida Product Approval Reports may reference old ICC-ES reports. Be assured the information contained in the old referenced and linked ICC-ES Report is no different from the information in the eight(8)new evaluation reports listed above. There have been no changes to the product,the load carrying capacity, fasteners or installation. The reports have just been reorganized to simplify the search for information on USP products. A cross-reference of Old-Report-Number to New-Report-Number can be found in the USP Index Report, ESR-2685, available on the ICC-ES web page('A'WW.icc- es.org and the USP web page(www.uspconnectors.com) Sincerely, Steven A. Brekke, P.E. i Engineering Operations Manager USP Structural Connectors Florida Building Code Online Page 1 of 4 � w Jill � rll�cr�ma�► f1CYv1 ^,fr ¢4 SCIS/lame lop In uar 14pkhstlon HotTaplte fuems Surcharge sna•Facts ►ubYcwloro `NC Sort NUS Ske Map Lkft senrcA ggus'nes r`� Pr �ne .nal allroduct Approval :Public Uw Regulation hodud ear lmm,> >3o9bgrtlan.LBt 3,APPOCEWn COW M� FL utt FL821-R3 ' Application Type Revision l Code Version 2010 Application Status Approved Comments Archived i' Product Manufacturer United Steel Products Company Address/Phone/Emall 703 Rogers Dkve Montgomery,MN 56069 (952)898-8772 mwansonQmil.com c Authorized Signature Rex Swanson rswans"mil.cam Technical Representative Todd Grevlous,PE Address/PhorWEmail 14305 Southcross Drive Burnsville,MN 55306 1952)898-8651 tgrevlous0glbraltarl.com Quality Assurance Representative Chad Becker Address/Phone/Emall 703 Rogers Drive Montgomery,MN 56069 (507)364-7333 cbecker*mll.aom Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity fvaluaUon Entity ICC Evaluation Service,LLC Quality Assurance Entity PFS Corporation Quality Assurance Contract Expiration Date 12/31/2015 Validated By Terrence E.Wolfe P.E ValidaUon Checklist-Hardcopy Received Certificate of Independence FL821 R3 C6I ICC Indeoerident e.ceR.odf Referenced Standard and Year(of Standard) Standard xL AF&PA National Design Specification 2005 ASTM 01761 2000 ASTM D7147 2005 Equivalence of Product Standards Cert fled By http://floridabuilding.org/pr/Pi_app_dtl.aspx?param=wGE VXQwtDgti7enlm9An9zB7dZ8... 6/13/2012 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Method 1 Option C Date Submitted 02/22/2012 Date Validated 04/2S/2012 Date Pending FBC Approval 04/30/2012 Date Approved 06/11/2012 ummary of Products �` 1 Go to Pape O O Pape 2/SO odel Number or Name ascription 21.21 HUS24.3 ant Nan Joist Hanger Imps of Use nstallation Instructions Approved for use in HVHZ:No FL021 R3 11 esr1881.odf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Parry: Design Pressure:N/A valuation Report; Other:Product Deleted. FILS21 R3 AF efirlssl;odf 21.22 "IMSK"US26.2 lent flail bis Manger mks of Use nstallation instructions Approved for use In HVHZ:Yes FL821 `A3 ft At esr1881.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A valuation Reports Other:Subject to loads and Installation instructions FL821 R3 AE AE egf1881.odf told In report ESR-1881. 21.23 US26-3 lint Nail 391st'Ha mins of Use nstallation Instructions Approved for use In HVHZ:No FL821 R3 [I esr1881.odf Approved for use outside MVMZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A valuation Reports Other.Product Deleted. r f 21.24 1HUS28,HUS28.2 lent Nell Joist"anger Umks of Use nstallation Instructions Approved for use In HVHZ:Yes FL821 R3 It esr1881.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A valuation Reports Other:Subject to loads and Installation Instructions F1821 R3 AE csri881_odf Wined In report ESR-1881. 21.25 MUS28-3 lant Nail Joist Hanger its of Use nstallation Instructions Approved for use In HVHZ:No FL621 R3 ttsr1881.b f Approved for use outside HVHZ:No Verified ey:IGC Evaluation Service,LLC Impact Resistant:N/A Created by independent Third Party: Design Pressure:N/A valuation Reports Other:Product Deleted. 2136 IHUS410 ant Nail Jolst Hafter Limits of Use fE otaliation Instructions Approved for use In HVHZ:Yes 21 A3 11 esr1881.odf Approved for use outside HVHZ:Yes erified By:ICC Evaluation Service,LLC Impact Resistant:N/A reated by Independent Third Party: Design Pressure:N/A aluation Reports Other:Subject to bads and installation Instructions LA21 R3 AE esd881.odf utlined In report ESR-1881. 21.27 IHUS412 lant Nail Joist Hanger mita of Use installation Instructions Approved for use In HVHZ:Yes FL821 R3 n esri881.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:Subject to loads and Installation Instructions FL821 R3 AE esr1881.ndf http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgti7enlm9An9zB7dZ8... 6/13/2012 f PFACE MOUNT HANGER CHARTS (in) Fullmer Sehadule"" Allowable Lobs(Lbs.)' -Under Jaw of-LISP USP /bel Poor Roof UpBR Coda Jolet lits Rodin No. 19/.No. allulle W H 0 A CWTNoMY Ned 180% 116% 126% N0% W. JL24 LU24 20 19/16 1 3 1-1/2 15116 4 1 10d 2 10d x 1.112 455 625 670 245 b, 20 W61 3 1-112 15116 4 16d 2 IM x 1-12 245 025 680 245 F30,RS "IF-TZ _- 18 W61 3.114 142 -- 4 106 iDG 2 10d x I-W FDG 485 635 680 280 2tF32 18 14/16 115 1-12 --- 4 116d HDG 2 10dxMRNDG 650 615 NS 280 2x1 AW4 L1S24 18 14118 3.118 1-314 1 4 IOd 2 f0d 05 150 820 510 51 JUS24-GC -- 18 1-W16 3.1/8 1-314 1 4 NIW X 2 N10C-0C 655 750 820 610 F15,R13 SUH24 U24 16 14'16 3-IN 2 1.416 4 10d 2 10d x 1.12 465 535 580 360 6,F20, 16 14/16 3-IN 2 1.3116 4 t6d 2 10dx1-112 550 635 690 360 R12 HD26 HU26 14 14/16 3.112 2 f-11S 4 IN 2 f0d x 1-112 165 8W 706 290 S.F30115 JL2ti Lt!?8 20 I-MO 4.39 1412 15116 6 10d 4 10d z 1.112 885 785 155 485 5, 20 14116 4-M 1412 16/16 8 IN 4 10d x 1.12 15 040 1020 455 F30,1115 JL261F-TZ LUC261 1S 1.9/16 4.12 1-112 -- 0 10d HDG 4 10d x 1-112 HDG 095 800 670 73o Zt,f32 iS 1-3116 '4.12 1-iR 8 IN HDG 4 10d x MR HDG 830 150 1035 730 bb11 JUS26 LUSH 10 1-3116 413/16 1514 1 4 10d 1 - tOd 650 175 1080 1115 b F15,1213 w J11S26 GC -- 18 1./16 44YIO 1,94 1 4 N10C-GC 4 N10GGC 850 W5 1060 1115 £ 2x8 MUS26 WISH 18 I-W6 6.1/16 2 1 1 10d 6 10d - 1285 1475 iS05 S65 21 F32 $ Ste' tr 16 19/18 6118 2 1-3!16 0 10d 4 10d x 1412 085 800 670 725 b,F20, 16 14116 6115" 2 1-3116 6 160 t 10d x 1.12 830 050 1035 725 R12 HUS26 HU,426 16 1-315 6TI16 ! 2 14 i6d 0 16d 2635 3030 3205 1925 13 1D28HU26 14 14/16 3-V2 2 11-118" 4 16d 2 10d x 1112 605 660 705 290 S.F301 HD28 HU28 If . 1.9/16 .5.19 .2 -1-1/8 8 16d 4 10d x if112 1130 1285 1410 730 R5 J26 L126 20 1.9116 45/4 I-W 15116 6 tOd 4 40d x 1.11 685 185 855 485 6, 20 1416 4.3/4 1.12 15116 6 16d 4 10d x 1-112 815 940 1020 485 F30,125 JL261F-TZ LUC26Z 18 14M6 4-W 1.12 -- 6 10d HDG 4 10d x 1-112 HOG 805 070 730 21,F3218 1-3116 412 1.12 -- 6 16d HDG 4 10d x 1-112 HDG 830 950 1035 730 JL20 LU2 20 1.916 {-318 1.112 1 15/16 10 10d 6 10d x MR 1140 1295 1295 885 5, 20 14+16 6318 1-U2 1&% 10 16d 6 10d x 1-112 1360 1665 1700 885 F30,R5 JL281F-TZ __ 18 19116 O-VO W2 -- 8 1 tOd HDG 4 10d x 1-112 HDG 930 1065 1180 730 21, 18 1.9/16 6.1/8 1-112 8 I IN HDG 4 1 10d x 1.112 HDG 1105 1215 1215 730 F32 JUS26 LUS26 8 1.9/16 4.13/16 I-Y4 1 4 10d 4 10d 850 975 1060 1115 b JUS26-GC -- 18 1-0116 4-IY16 134 1 4 N10CGC 4 N1000GC 850 975 1060 1115 F15, 2 x 8 'D� LUSH 16 I-W6 6.518 1-/4 1 8 10d 4 10d 1075 1235 1345 1115 1213 JUS28-GC -- 18 1-W16 8518 13/4 1 6 N10C-GC 4 N10C�C 075 1235 1345 1115 MUS26 MUS26 18 1-0116 6-1116 2 1 8 10d 6 10d 1285 1475 1605 665 21, MUS28 MUS26 18 14/16 7.1/16 2 1 8 10d S 10d 1710 1970 2140 1230 F32 SUH26 U26 16 I-WI6 6-1/8 2 13116 6 10d 4 10d x 1-iR 695 80o 670 725 5 16 1-0116 61/8 2 1-YI61 8 1 16d 1 4 tOd x 1-1R 530 950 1035 725 SM28 _- " 18 1-0116 6.518 2 1-/16 1 8 lod 6 10d x 1-1/2 930 1065 1160 800 1212 16 1.116 63/8 2 1-3/16 8 16d 6 10d x 1-1/2 1105 1270 1380 800 HUS26 HUS26 MXI41118" 5-7/16 3 2 14 18d 6 16d 2835 3030 3295 1925 5,F15, HUS28 HUS28 7-118 3 2 22 16d 8 l6d 3970 4345 4345 2570 R13 HD28 HU28 6 5-114 2 1.118 6 16d 4 100 x 142 1130 1295 1410 7311 5, F30,R5 ND210 MW10 6 73118 2 1.112 12 16d 4 10d x 1-112 1090 1945 2115 730 JL2B LU28 6 6318 1-112 75116 10 10d 8 10d x 1-iR 1140 1295 1295 885 S. '6318 1.1/2 15116 10 16d 6 10d x 1-112 1380 1565 iTW 085 F30,R5 JL21NF•TZ -- 18 15118 6119 1.12 -- 8 10d HDG 4 10d x 1-12 HDG 930 1065 1160 TW 21 F32 18 74116 6408 1.112 -_ S IN HDG 4 _ 10d x 1-112 HDG 1105 1215 1215 730 JL2f0 U1210 20 14116 619 1.112 15116 `14 10d 8 10dxMR 1595 1935 1875 1095 5, V 19116 61/1 1.12 16116 ,N 16d 6 10d x MR 1905 1965 1965 1095 F30,R5 JL2101F-TZ LUC21OZ 18 1-0116 9-1/4 1-112 -- 11 lod HDG 8 10d x 142 HDG 1275 1 1465 1595 1095 21, 18 114116 8-114 1 1-112 - 11 J tOd HDG 6 10d x 1.112 HDG 1520 1 1745 1900 1095 F32 JUS28 LUS26 18 1-9/16 63B 1 134 1 0 10d t 70d 1075 1235 1345 1 1115 5 2 x 10 A428-M -- 1S 14116 8618 I i-/4 1 6 ' NiOC-GC 4 N10C-GC 1075 1235 1345 1115 1115, JUS210 LUS210 18 "1.9110 7-314 I-Y4 1 / 10d 4 lod 1305 1500 1630 1115 1213 -3/152110-GC 18 ' MIS 7-N 14N I 8 1410C-GC 4 N10C-GC 1305 1500 1630 1115 MUS28 MUS28 1S 14116 7.1116 2 1 8 tOd 8 10d 1710 1970 2140 1230 D F32 SUK?B i6 14116 6318 2 1-/16 6 10d 6 10d x 1.11 930 1065 1160 $00 5 ' 16 14118 6518 2 1-/16 8 1116d 6 10d x I-W 1105 1 1270 1380 800 F20 SUH210 U2j0 16 14/16 8 2 I-Y16 "10 10d 6 10d z I-W 1160 1335 1450 1085 1212 16 18116A7.3116 2 f.Y18 -10 - 18d 0 100 z 1-12 1380 1585 1725 1085 HNS26 HUS28 18 1518 3 2 ' 22 f6d S 16d 3970 1345 4345 2570 S,F15, HLWIO HLIS210 16 1.618 3 2 30 16d 10 16d 5310 6510 5510 3205 1213 HD210 HU210 14 14/16 2 1-1/8 12 is 4 10d x 1-112 1690 19, 2115 730 5 F30 R5 11 LW loads have been increased 80%ler wind or aeimic lobs;no Vt her increase than be Permitted. 2)Minnum nan embedment shall be 1-112'for 10d and N 10C-GC nells;1518-Ax 16d end N16C-GC naris. ,A 3)16d sinkers(0.148 dia.x 3-1/4'low)may be used#1 0.84 of the table bed where 16d wmmons are spedW- 4)For JUS and HUB hangers:Nags must be driven at a 30•b/5'angle txouoh the joist or truss Into Ihe header to achieve She table bads. 5)WS3 Wood Sam m 1-1/4'x 3•lono and we included with HDO hanoers. N M NAILS:10d x 1-112-nabs m 0.148'dia.x 1.112'lona.10d and N10C-GC nabs m 3'b 0.148"dia.x rq.16d and N16C-GC nails are 0.162'dna.x 3.112'long ?, S, New products or updated product information m desonvIed In red font W-*. -CV ' continued on next page 1-800.328-5934 -www.USPconnectors.com 7' - 0" CORNER SET ?-0'Matt 1� CCANER:ACK CC*'MON.ACK ,tYR) t-0':ACKf TOP CORO CONNECTION: Comer Jacks-USP-RT3 PARTIAL ROOF LAYOUT T-W JACKS-USP-RT3 5'-0"JACKS-USP-RT3 (A=OADMG ro HAn0ft4L OEsaaM SPEC.) 740"JACKS-USP-RT3 FOR GR"a snags(s.Y.PX V-0"JACKS-USP-RT3 2 t� NAU-�'�' tSh"q _Min.P= 1.4 NEW wm&AD"cool COMMMM wma, WoucrMax. P=6.5 Rt„sU1TE11/'lY1MIt06RUNM1g0lIttW100%iD�r�M1M16WWAftGHI060/ - Y a 6 sro.Hilt. 3KMfM+I!•670tkN00R(tPWW%60&ffM r/1r6t2�t6.WANw0T-W4 e ,tr.NAx 3 x x•»>s tt wo6 a, OM 1e.MOA W07-021•se 3 BOTTOM CORO CONNECTION: Comer Jacks-SKH20URIHJC26 F125=* 7"R 7661, 3"It � 76618 r-0• T-0"JACKS- USP-CLPBF ' 766 R 766 766 s66ix 366Ik5'-0"JACKS-(2) 8dNAILS3'-0"JACKS-(2) 8d NAILS 6710wi f6s 76r snageY-0►'JACKS-(2) 8d NAILS 8o OU30o0 br time n.ae n.•e oad► ' COMMON JACKS THIS CEMN HAS BEEN CHECKED yF�(O�R�1 M MPH waw I o 40 wA L HT 10 F r w1R WMBER 8 RE IFK.AEAS!_ t�! CaNHFCT10Nd 926 R �y1* ! 1 IPS ♦1��a ANG':h�• 4 0tCA 9ULW4 7 C. t a• Va 2 I e SP f roP 30 3 06 FLCCODE 30 r } rr•a 2• Ne-)I Is SP SPACING: 2r O C. n Pe Nww Hanger Cale Jack ttai6•Stan 8uwbm(Aug 01 G)Rb Sneet jack Nate A MAY 14, 2012 TRUSSED VALLEY SET DETAIL TPA-VALLEY-2-190 R; MiTek Industries,Tampa.FL Page 1 of 1 GENERAL SPECIFICATIONS 1.NAIL SIZE-3.5'X 0.131'-I Sd 2.WOOD SCREW-4.5'WS45 USP OR EOUILIVANT 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4.INSTALL VALLEY TRUSSES(24.O.C.MAXIMUM)AND MiTek Industries,Inc. SECURE TO BASE TRUSSES AS PER DETAIL A 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE GABLE END,COMMON TRUSS INDIVIDUAL DESIGN DRAWINGS. OR GIRDER TRUSS S.NAILING DONE PER NOS-05 " 7.VALLEY STUD SPACING NOT TO EXCEED 48'O.C. / S.BASE TRUSS AND VALLEY TRUSS MUST BE SOUTHERN PINE LUMBER. BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END.COMMON TRUSS v Z OR GIRDER TRUSS I I I SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE RQW OF ISd - - — — ----------- - NAILS 8'C C. WIND DESIGN PER ASCE 7-10 MAXIMUM WIND SPEED.190 MPH MAX MEAN ROOF HEIGHT-30 FEET ROOF PITCH-MINIMUM 3112 MAXIMUM 6/12 EXPOSURE C WIND DURATION OF LOAD INCREASE:1.80 ATTACH 2x4 CONTINUOUS NO.2 SYP MAX TOP CHORD TOTAL LOAD-50 PSF TO THE ROOF W/TWO USP WS45(1/4'X 4.57 MAX SPACING-24'O.C.(BASE AND VALLEY) WOOD SCREWS INTO EACH BASE TRUSS. MINIMUM REDUCED DEAD LOAD OF 4.8 PSF ON THE TRUSSE& JOSE MARTIN .., , MAY 07 ConsurinE Engin X013 24 E. 5r ''� .5• max Hial . Fl to r_ = Pho 305)67-87.97 _t ( rids P.E. 031-"). - f ;`. -4 f � STANDARD LATERAL WEB BRACING TRUSSES O 2e O.C. TYP. - - 1x4 or 2x3 LATERAL 9RACE PER TRUSS DESIGN KITH 2—IOd NAILS PER WEV FOR FORCES UP TO 4600 Iba, FORCES MI EXCESS OF 4600 ba REQUMtES 2x6 /3 OR BETTER, NOTES PROVIDE X-BRACING AT 20'-0' INI IVALS FOR WEB FORCES' UP TO 23M Ibx. AND AT 10'-0' FOR FORCE GREATER THAN 2309 lbs. ENO Of BRACING MIX SMALL BE,CONNECTED TO A nxE0 RIGID POINT OR X-BRACED AS NOTED LATERAL BRACING DETAIL ON THIS DETAIL. ALT. LATERAL BRACING DETAIL TRUSSES • w 0.0. rVP. oe e oA T-II M ams GRAOft All W= � NOT0 BRACE MUST Bt 90X THE LENGTH 11121 or 7w wm Z(4 2X4 N4 " DETAIL Is TO BE USED AS AN 20 ALMNA79 FOR CCNIMUOU9 LATERAL V40MMM 10 NATK%ft OEllI M VEC., � .. FOR ON"N SP@M(a.Y.P.t 100 OOMMON NALS- 14 1!(am 16dOOMUMNALS-10711t(Sim" JOSI�MARTINE P.E. .: . Contultfnq Engineer t al Q REFEl1 TO SEPARA71 Tcp �— -�- iLORlOA ELNLOMq .24 E. as ENG#*Vt a own. eorron Doo[aoo4 H181e 3 wra e�AaNa xOo Phan 305)667-67 JUL 2 4 20121E dx P F 03f 509} FIo NwW 9W Lfto Ww&—v S.1:Nld La"W.e&V*9 f, Miami Shores village P VItv 1 3 &\ "/�j Building Department ��- \. 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 ------ Tel: Tel: (305)795.2204 Fax: (305)756.8972 INSPECTION'S PHONE NUMBER: (305)762.4949 FB C 20 _ BUILDING Permit No. PERMIT APPLICATION Master Permit No. Permit Type: BUILDING ROOFING JOB ADDRESS: 1 t ? S JV r 10 1 S 4" City: Miami Shores County: Miami.Dade Zip: 17313 , Folio/Parcel#:__L) J2.a S " a ) GI 0 "Z "-� 0 Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name(Fee Simple Titleholder): k tf 'n t S efF Mowe Phone#: O S—��ti &� r Address: 11 7S Al P I U l Sir City: AA)" / S h&/{ S State: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name:_ D e_n nn a1' CV/1 S f(v C kl i A �fuupPhone#: Address: 3 1 jZ o Al�,✓ sf 7 �/c City: S/{ State:: F�— Zip: 73 3 3 51 Qualifier Name: f- W J g, 4— G(G/A Phone#: State Certification or Registration#: Certificate of Competency#: Contact Phone#: Email Address: DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit:$ 1 q0 i d d C! Square/Linear Footage of Work: f 7So Type of Work: 2fAddition WAlteration ❑New ORepair/Replace ODemolition Description of Work: AuM raf./ln `e x G24fljedtl P e is R e pla-r M t'/i ` A'D /in rlkld -ed QNCW �/'.iC�C �7A�.�tio/ �PMD.�C� i �1�GC'-�/ &A M 4 dde-26��I C-p41-,4 ly-7-elV- Color thru tiler ***************************************Fees******************************************** Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ 15c)(3• 00 Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ - TOTAL FEE NOW DUE$ y _ -fi 00-6 U— +vb 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 ELECTRICAL WORK,PLUMBING, SIGNS, WELLS,POOLS,FURNACES BOILERS,HEATERS,TANKS and 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. Signa49-:9 `-�ti '`" Signature Pwner or Agent Contractor The foregoing instrument was acknowledged before me this�_ The foregoing instrument was acknowledged *fore me this day of 6tA= ,20 1�k,by day of '1 �un�� 20 ,by t V CC who ' personally known o me or who has produced who is bersonally known to e or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOT�RY PUBLIC: �BUOS Sign: Sign:` �a ��. Print: - Notary Public State of Florida Print: �- 4 s' '- ;} c5 Sep23,2G15 sefis My Commission My Commission EE147677 M Commissio v` Banded i nrough National Notary Assn. or w Expires 12IM2015 y APPROVED BY 1 Plans Examiner ��/ Zoning 3 Structural Review Clerk (Revised 3/1212012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) DENMCON OP ID: MH CERTIFICATE OF LIABILITY INSURANCE DATE(MM12/233/13/13 W) 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 POLICIES 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 certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER 727-376-0030 CONTACT Greg Roe Insurance,Inc. NAME: FAX 9851 State Road 54 727-376-2262 PHONN Ell: (A/C,No): New Port Richey,FL 34655 ADDRESS: Robin A.Halagan A267063 INSURERS AFFORDING COVERAGE NAIC# INSURER A:Association Insurance Company 11240 INSURED Denmar Construction Group LLC INSURER 8:Vinings Insurance Company Edwige Clark 3180 NW 97th Way INSURER C: Sunrise,FL 33823 INSURER D: INSURER E: INSURER 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. NOTWITHSTANDING 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 POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADDL7GLP013662501 ICY LTR TYPE OF INSURANCE WVDPOLICY NUMBER MM DDY EFF MM DD EXP LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,00 B X COMMERCIAL GENERAL LIABILITY 11/08/13 11/08/14 DAMAGE To RENTED 1 OO OOO PREMISES Ea occurrence $ CLAIMS-MADE 1:1 OCCUR MED EXP(Any one person) $ 5,000 PERSONAL&ADV INJURY $ 1,000,00( GENERALAGGREGATE $ 2,000,00 GEN'LAGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 2,000,00 POLICY PRO JECT LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accident $ ANY AUTO BODILY INJURY(Per person) $ ALLOWNED SCHEDULED AUTOS AUTOS BODILY INJURY(Per accident) $ HIRED AUTOS NON-OWNED PROPERTY DAMAGE AUTOS Per accident $ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS LIAB F1 CLAIMS MADE AGGREGATE $ DED RETENTION$ $ WORKERS COMPENSATIONWC STATU- OTH- AND EMPLOYERS'LIABILITY Y/N X TCRY LIMITS I I ER A ANY PROPRIETOR/PARTNER/EXECUTIVEWCV013666401 11/08/13 11/08/14 E.L.EACH ACCIDENT $ 100,000 OFFICER/MEMBER EXCLUDED? N/A ( and If yes,describe under Mandatory in E.L.DISEASE-EA EMPLOYE $ 100,000 I DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 500,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (Attach ACORD 101,Additional Remarks Schedule,if more space is required) SilveraA@miamishoresvillage.com CERTIFICATE HOLDER CANCELLATION VILLAGE SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Village of Miami Shore THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Fax 305-756-8972 ACCORDANCE WITH THE POLICY PROVISIONS. 10050 NE 2 Ave AUTHORIZED REPRESENTATIVE Miami shores, FL 33138 ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05) The ACORD name and logo are registered marks of ACORD SNORS G Miamishores Village E � c Building Department �;�„ M 10050 N.E.2nd Avenue Miami Shores, Florida 33138FNrEs 1N00 Tel: (305) 795.2204 �ZOR11D Fax: (305) 756.8972 Permit No: RC13-1361 Job Name: June 18/2013 Page 1 of 1 Building Critique Sheet 1) Provide approval from Miami Dade County Health Dept. (DOH/HRS) ' 2) Provide receipt from Miami Dade County Planning and Zoning for impact fees. 3) Provide all sub permits including roofing. 4) Provide a survey. 5) Provide energy calculations. 6) Provide soil boring report. 7) Provide truss plans that have been signed and sealed by the specialty engineer and reviewed and signed approved by the designer of record. 8) Provide design wind loads for all new/altered openings. 9) Provide product approvals for all new/altered openings that have been reviewed and signed approved by the designer of record. 10) Identify the secondary means of escape from each sleeping room. 11) The insulation requirements must be shown on the plans and comply with the energy calculations. STOPPED REVIEW C,j H cAID r �� SNoREs G Miamishores Village �i c Building DepartmentON 10050 N.E.2nd Avenue Miami Shores, Florida 331388 it's r �`'� Tel: (305) 795.2204 T Fax: (305) 756.8972 Structural comments Permit No: RC13-1361 Job Name: June 18/2013 Page 1 of 1 1 . PROVIDE WIND LOAD CALCULATIONS FOR TRUSSES. 2. PROVIDE HORIZONTAL DIAGRAM CALCULATIONS. 3. CHECK FOR THE STRAPS FOR WIND UPLIFT AND TWO HORIZONTAL FORCES WITH PERPENDICULAR DIRECTIONS IN AN INTERACTION EQUATION AND THE RATIO OF E FORCE/ALLOWABLE <1 .0 UPLIFT + < 1 + < 2 ALLOWABLE ALLOWABLE ALLOWABLE 4. PROVIDE COPIES OF NOA FOR HURRICANE STRAPS 5. PROVIDE CALCULATIONS FOR REINFORCED MASONRY 6. IT APPEARS THAT THE EXISTING TRUSSES PROPOSED TO BE REPLACED. ENGINEER OF RECORD SHALL PROVIDE STRUCTURAL CALCULATIONS FOR SHOWING BRACES AND DETAIL THEM (FOR WALLS) 7. ON S-1 CLARIFY THE STRUCTURAL MEMBER AT THE NE CORNER OF THE FAMILY ROOM. PROVIDE DETAILS OF THE MEMBERS AND ITS FOUNDATION. 8. PROVIDE A ROOF PRESSURE DIAGRAM SHOWING WIND PRESSURES AND ZONES WITH DIMENSIONS (S-4). PROVIDE CALCULATIONS. 9. DESIGN BOTTOM CHORD BRACING OF TRUSSES. 10. SPECIFY A LOAD OF 200 LBS FOR THE BOTTOM IN ACCORDANCE WITH CHAPTER 44 OF FBC (RESIDENTIAL). 11 . PROVIDE CALCULATIONS FOR WIND LOAD UPLIFT AND GRAVITY REACTION OF TRUSSES. 12. PROVIDE PRESSURE CALCULATIONS FOR WINDOWS. USE THE SMALLEST POWER FOR EWA. DO NOT COMBINE WITH DL OR LL. 13. THIS IS LEVEL III ALTERATION. COMPLY WITH FBC (EXISTING) STOPPED REVIEW- SEE BELOW DETAILS OF REQUIRED RE SUBMITTAL. Miami Shores Village SNNk oREs � c Building Department J� � 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 ��ORiDP` Fax: (305) 756.8972 Permit No: RC13-1361 Job Name: June 18/2013 Page 1 of 1 Electrical Critique Sheet 1 . Add smoke / carbon monoxide detectors to existing area. 2. Show all devices in the area to be renovated with circuit numbers, and proper spacing. Fixed glass is wall space. 3. All receptacles in the garage to be GFI protected. 4. Add 120 volt TP/WP GFI receptacle at ACCU. Michael Devaney Chief Electrical Inspector Plumbing Critique Sheet 1 . Pending HRS 2. Missing application 3. Show size of water service Rafael Hernandez Chief Plumbing Inspector Mechanical Critique Sheet 1 . Missing application Jan Pierre Perez Chief Mechanical Inspector ♦SNoRFs Gr �' tt I... INIUM Miami shores Village Ln loop- Building Department J�IRtv10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: j DATE: U-7/10/t � �.I 5-e l C-- r X (NAME) X Contractor ❑ Owner ❑Architect Picked up 2 sets of plans and (other) � � Address: // 7 L LAI I S �GMr T /�I J 7lJ/Tt 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 Building Department to continue permitting process. Acknowledged by: (Sig ature PERMIT CLERK INITIAL: RESUBMITTED DATE: 11,-3 PERMIT CLERK INITIAL: SN0% D Miamishores village ` Ic Building Department ones , J_ 81111M 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Nr ��o Tel: (305) 795.2204 �LOR�Dp' Fax: (305) 756.8972 July 15, 2013 Permit No: RC13-1361 Building Critique Review 1 . NONE OF THE ABOVE COMMENTS ADDRESS Norman Bruhn CBO 305-762-4859 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. Miami Shores Village Building Department 10030 N E 2nd Avenu NLam Shores Flonda 3313 Tel: (303) 795 220 Fax: (305)756 897 Permit No. 1,36 Job Name PLUMBING CRITIQUE SHEET OR jut C. L 1t t y. from �....� Miami Shores Village LN Building Department � Iva ORiDA 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: l C l ~1 L DATE: AContractor Owner D Architect Picked u sets of plans d (other) C c' Address: _ 11 -7 /(/C" 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 Building Department to continue , it rocess. Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: ♦SHCI3 G Miamis Village hores Building Department �OR[DA 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: 1�-_�1� I ��' DATE: - 7 vtontractor a Owner Architect Picked 2 sets of plan d (other) �12 Address: 75 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 Building Department to continue pe rf cess. Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: ;� Miami Shores Village SNoRFs Building Department loss 10050 N.E.2nd Avenue Miami Shores, Florida 33138 h,,FN' —"��t Tel: (305) 795.2204 ORiDp` Fax: (305) 756.8972 Date: //- -Z-/3 Permit No: /2C- 1361 Plumbing Critique �- � 7- �'�vr�-fes 3✓�. l�P�.,e�..r- Osvaldo "Ozzie" Diaz Chief Plumbing Inspector 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. { SoRC. EsMiamishores Village HG�! � Building Department ��,;�„ 011 �^ 10050 N.E.2nd Avenue Miami Shores, Florida 33138 1;4FH Tel: (305) 795.2204 �IORiDp' Fax: (305) 756.8972 October 25, 2013 Permit No: RC13-1361 Building Critique Review 10-25-13 by I Naranjo 1. 1 . THIS IS A LEVEL 3 ALTERATION, THE RECONSTRUCTION AND MODIFICATIONS OF THE HOUSE SHOULD COMPLY WITH THE REQUIREMENTS OF F.B.C. 2010, RESIDENTIAL CODE. THE COMMENTS PROVIDED ARE CREATED TO ASSIST THE DESIGN PROFESSIONAL IN PROVING THE REQUIRED INFORMATION TO COMPLY WITH THE REQUIREMENTS OF THE CODE AND ORDINANCES AND SHOULD ONLY BE USE AS A GUIDELINE. THE DESIGNED PROFESSIONAL IS RESPONSIBLE TO ENSURE COMPLIANCE WITH ALL REQUIREMENTS. SCHEDULE A MEETING WITH THE DESIGN PROFESSIONALS AND THE REVIEWER. 2. 2. THE VALUE DEPICTED ON THE PERMIT APPLICATION IS NOT INDICATIVE OF THE SCOPE OF WORK TO BE PERFORMED AT THIS PROPERTY. PROVIDED A DETAIL BREAK DOWN ESTIMATE OF THE PROJECT COST INCLUDING LABOR AND MATERIALS. 3. 3. DO NOT DELEGATE INVESTIGATION TO THE CONTRACTOR. 4. 4. SITE PLAN, SHEET A-1 .1 .0- SHOW THE LOCATION OF THE WATER SERVICE TO THE PROPERTY. 5. 5. SHEET A-2.1.0- ROOF DEMOLITION HAS A NOTE SHOWING THE EXISTING PITCHED ROOF TO REMAIN. BASE ON THE LEVEL OF ALTERATION THE ENTIRE ROOF SYSTEM SHOULD BE REPLACE. 6. 6. SHEET A-4.1 .0- PROVIDE DETAIL AND SPECIFICATION FOR THE NEW ROOF SYSTEM. SOFFIT AND FASCIA SHOULD COMPLY WITH THE REQUIREMENTS OF THE CODE. 7. 7. PROVIDE DETAIL AND SPECIFICATIONS FOR ALL WALL TYPES, INCLUDING BATHROOMS AND WALLS SUPPORTING CABINETS AND PLUMBING FIXTURES. 8. 8. SHEET S-2, ROOF FRAMING PLAN- SHOW THE LOCATION OF THE L-1 BEAM. 9. 9. DETAIL 3/S3- PROVIDE DETAIL OF THE SILL PLATE AND THE DOUBLE TOP PLATE FOR THE KNEE WALL. 10. 10. SHEET S-2, TRUSS ANCHOR CONNECTOR SCHEDULE. PROVIDE THE 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. PRODUCT APPROVAL NUMBER FOR EACH CONNECTOR. 11 . 11 . PROVIDE SHOP DRAWINGS AND ENGINEERING OF THE SHORING SYSTEM TO BE USE DURING THE DEMOLITION. 12.12. PROVIDE SPECIFICATIONS FOR THE EXISTING FOUNDATION THAT WILL SUPPORT THE NEW C-1 COLUMN AND PROVIDE A DETAIL FOUNDATION TO TRUSSES SHOWING ALL COLUMN CONNECTIONS. 13.13. PROVIDE HORIZONTAL REINFORCEMENT ON THE NEW CBS WALLS. 14. 14. PLEASE CHECK PLANS FOR COMPLIANCE WITH CODE REQUIREMENTS, DO NOT REMOVE VOIDED SHEETS, CLOUD IN ALL REVISIONS AND OR CORRECTIONS, AND PROVIDE A NARRATIVE INDICATION THE LOCATION OF THE CORRECTIONS. Ismael Naranjo Building Official 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. 5NoRs Miami shores Village ` E � Building Department logo 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 ��OR1DA Fax: (30 ) 756.8972 ,j rir, ` lZ- - 7cr--71 x S w i-rH �/E Page 1 of 1 X Permit No: k e' � � -� � � �° v 13 rz.c t Structural Critique Sheet u J 1'`/2 CIN.bvL� .A, �'V-.. /t. v1- Lw-,L--L��AVvL_ r &L L' V-wo J, U 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 Cf voided sheets in the re-submittpl drawings. �n 1 Mehdi Asraf V 1�► J 5NOREs Miamishores Village * Building Department mail 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 �lOR1Dp' Fax: (305) 756.8972 Date: Permit No: 9C- -13(01 Plumbing Critique �5C- I Q`4-.N v o a� 1' Osvaldo "Ozzie" Diaz Chief Plumbing Inspector 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. ♦ O S� R-93 FS Gl N.,. � Miami shores Village Building Department �RIDp 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: DATE: I, (NAME) ❑ Contractor ❑ Owner ❑Architect Picked up 2 sets of plans and (other) Address: 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 Building Department to continue permitting process. Acknowledged by: (Signature) PERMIT CLERK INITIAL: RESUBMITTED DATE: iia, I � 5..��-ir�►'Cl�.� `�� tum �v (�ll� PERMIT CLERK INITIAL: ) 5�oRFs p Miami shores Village Building Department lam, googol" 10050 N.E.2nd Avenue Miami Shores, Florida 33138 N 6V� Tel: (305) 795.2204 ORIDp' Fax: (305) 756.8972 ` Permit No: r / 2 6 / Page 1 of 1 l l J Structural Critique Sheet 1 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 Rodriguez Ravelo Architects Inc. 901 S. Federal Highway Suite 200 Fort Lauderdale, Florida 33316 Telephone 954-764-0907 Telefax 954-764-0940 November 07, 2013 Miami Shores Building Department Comments 10050 NE 2nd Avenue Miami Shores, FL Project Address: 1175 NE 101 St. Miami Shores, FL Re: Process No. RC13-1361 Mowers Residence I would like to begin with a short history of the project. The Mower's had been experiencing a number of leaks to the existing flat roof portion of their home. The initial project consisted of some interior renovation, a small addition to the home and repair and replacement to the leaking portion of the roofs. Since we could not add a flat roof to the addition portion due to zoning restrictions we presented an option to the review board that added a new sloped roof to the addition. In presenting it to the review board the Mower's presented an alternate option that would replace the entire flat roof area with a new sloped roof(even though it would cost more).This was welcomed by the review board since it would dramatically enhance the look of the house by eliminating the flat roof area. The new design was approved unanimously and we proceeded with construction documents. In developing the construction documents we are governed by the 2010 Florida Building Code-Existing Building. Chapter 1 of the code allows the applicant to choose one of three compliance methods for review. 101.5.1 Prescriptive compliance method. 101.5.2 Work area compliance method. 101.5.3 Performance compliance method. By default, the method usually undertaken by the building departments is the Work Area compliance method,which requires the applicant to meet the requirements of chapters 4 through 12 of the code. If evaluated under 101.5.2 Work Area compliance method,our biggest concern would be the requirement to bring the entire structure to current code if it surpasses a certain percentage of alteration. This trigger only exists in that specific compliance method. � e IYt 12- I�a oe--z Lem ' t � However the applicant has the option of choosing that the project be evaluated using one of the optional methods of review. In choosing the 101.5.1 Prescriptive compliance method,the project would only need to meet the requirements of that chapter. In fact the code is clear in stating that the method chosen shall be the sole basis for assessing the compliance of the work, and shall not be used in combination with the other methods . 101.5 Compliance methods. The repair, alteration, change of occupancy, addition or relocation of all existing buildings shall comply with one of the methods listed in Sections 101.5.1 through 101.5.3 as selected by the applicant.Application of a method shall be the sole basis for assessing the compliance of work performed under a single permit unless otherwise approved by the code official. Sections 101.5.1 through 101.5.3 shall not be applied in combination with each other. Also stated clearly is the following; 303.1 General. Except as provided by Section 301.2 or this section, alterations to any building or structure shall comply with the requirements of the Florida Building Code, Building for new construction. Alterations shall be such that the existing building or structure is no less conforming with the provisions of the Florida Building Code, Building than the existing building or structure was prior to the alteration. This statement is important because it states that the areas altered need to comply with the current code, but at the same time allows for the areas not altered to remain as is because we would not be making the altered building less complaint then before the alteration. There is no percentage of alteration threshold mentioned that would require updating the unaltered sections. (It is only in the 101.5.2 Work Area compliance method that alteration levels are used and the percentage threshold is required) In addition, the 101.5.1 Prescriptive compliance method has parameters that allows for the retention of existing materials; 301.2.1 Existing materials. Materials already in use in a building in compliance with requirements or approvals in effect at the time of their erection or installation shall be permitted to remain in use unless determined by the code official to be dangerous to life, health or safety. If the unaltered portions of the existing residence are considered dangerous to life, health, and safety, then almost every residence in Miami Shores, even if it is not being altered, that was built prior to the current code requirements would also have to be considered dangerous. It also has parameters for structural elements; 303.3 Existing structural elements carrying gravity load. Any existing gravity load-carrying structural element for which an alteration causes an increase in design gravity load of more than 5 percent shall be strengthened, supplemented, replaced or otherwise altered as needed to carry the increased gravity load required by the Florida Building Code, Building for new structures.Any existing gravity load-carrying structural element whose gravity load-carrying capacity is decreased as part of the alteration shall be shown to have the capacity to resist the applicable design gravity loads required by the Florida Building Code, Building for new structures. '—.303.3.1 Design live load. Where the alteration does not result in increased design live load, existing gravity load- carrying structural elements shall be permitted to be evaluated and designed for live loads approved prior to the alteration. If the approved live load is less than that required by Section 1607 of the Florida Building Code, Building, the area designed for the nonconforming live load shall be posted with placards of approved design indicating the approved live load. Where the alteration does result in increased design live load, the live load required by Section 1607 of the Florida Building Code, Building, shall be used. This refers only to the structural elements being altered resulting in an increase in design gravity load of 5%. (not to any unaltered existing elements, or existing structural elements that do not fall within that 5% load increase or whose gravity load bearing capacity has not been reduced.) I303.4 Existing structural elements carrying lateral load. Where the alteration increases design lateral loads in accordance with Section 1609 of the Florida Building Code, Building or where the alteration decreases the capacity of any existing lateral load-carrying structural element, the structure of the altered building or structure shall be shown to meet the requirements of Section 1609 Florida Building Code, Building. Exception:Any existing lateral load-carrying structural element whose demand-capacity ratio with the alteration considered is no more than 10 percent greater than its demand-capacity ratio with the alteration ignored shall be permitted to remain unaltered. For purposes of calculating demand-capacity ratios, the demand shall consider applicable load combinations with design lateral loads or forces in accordance with Section 1609 Florida Building Code, Building. For purposes of this exception, comparisons of demand-capacity ratios and calculation of design lateral loads,forces and capacities shall account for the cumulative effects of additions and alterations since original construction. . T Again, this section refers only to the lateral load-carrying structural elements being altered resulting in an increase in a demand-capacity ratio of more than 10%. (not to any existing structural elements that do not fall within that 10% demand-capacity ratio increase or whose lateral load bearing capacity has not been reduced.) In summary, since we are selecting to be reviewed using the Prescriptive Compliance Method, the triggers of alteration levels based on % used in the Work Area Compliance Method do not apply. We strongly feel that the parts of the home that are not being altered would not need to comply with current code requirements. Sincerely Enrique Rodriguez Architect r � Rodriguez Ravelo Architects Inc. 901 S. Federal Highway Suite 200 Fort Lauderdale, Florida 33316 Telephone 954-764-0907 Telefax 954-764-0940 November 07,2013 _ Miami Shores Building Department Comments 10050 NE 2nd Avenue Miami Shores,FL Project Address: 1175 NE 101 St. Miami Shores,FL Re: Process No.RC13-1361 Mowers Residence I would like to begin with a short history of the project.The Mower's had been experiencing a number of leaks to the existing flat roof portion of their home. The initial project consisted of some interior renovation, a small addition to the home and repair and replacement to the leaking portion of the roofs. Since we could not add a flat roof to the addition portion due to zoning restrictions we presented an option to the review board that added a new sloped roof to the addition. In presenting it to the review board the Mower's presented an alternate option that would replace the entire flat roof area with a new sloped roof(even though it would cost more).This was welcomed by the review board since it would dramatically enhance the look of the house by eliminating the flat roof area. The new design was approved unanimously and we proceeded with construction documents.In developing the construction documents we are governed by the 2010 Florida Building Code-Existing Building. Chapter 1 of the code allows the applicant to choose one of three compliance methods for review. 101.5.1 Prescriptive compliance method. 101.5.2 Work area compliance method. 101.5.3 Performance compliance method. By default,the method usually undertaken by the building departments is the Work Area compliance method,which requires the applicant to meet the requirements of chapters 4 through 12 of the code. If evaluated under 101.5.2 Work Area compliance method,our biggest concern would be the requirement to bring the entire structure to current code if it surpasses a certain percentage of alteration.This trigger only exists in that specific compliance method. However the applicant has the option of choosing that the project be evaluated using one of the optional methods of review.In choosing the 101.5.1 Prescriptive compliance method,the project would only need to meet the requirements of that chapter. In fact the code is clear in stating that the method chosen shall be the sole basis for assessing the compliance of the work,and shall not be used in combination with the other methods . 101.5 Compliance methods. The repair, alteration, change of occupancy, addition or relocation of all existing buildings shall comply with one of the methods listed in Sections 101.5.1 through 101.5.3 as selected by the applicant. Application of a method shall be the sole basis for assessing the compliance of work performed under a single permit unless otherwise approved by the code official. Sections 101.5.1 through 101.5.3 shall not be applied in combination with each other. Also stated clearly is the following; 303.1 General. Except as provided by Section 301.2 or this section, alterations to any building or structure shall comply with the requirements of the Florida Building Code, Building for new construction. Alterations shall be such that the existing building or structure is no less conforming with the provisions of the Florida Building Code, Building than the existing building or structure was prior to the alteration. This statement is important because it states that the areas altered need to comply with the current code, but at the same time allows for the areas not altered to remain as is because we would not be making the altered building less complaint then before the alteration. There is no percentage of alteration threshold mentioned that would require updating the unaltered sections. (It is only in the 101.5.2 Work Area compliance method that alteration levels are used and the percentage threshold is required) In addition,the 101.5.1 Prescriptive compliance method has parameters that allows for the retention of existing materials; 301.2.1 Existing materials. Materials already in use in a building in compliance with requirements or approvals in effect at the time of their erection or installation shall be permitted to remain in use unless determined by the code off cial to be dangerous to life, health or safety. If the unaltered portions of the existing residence are considered dangerous to life,health, and safety,then almost every residence in Miami Shores, even if it is not being altered, that was built prior to the current code requirements would also have to be considered dangerous. It also has parameters for structural elements; 303.3 Existing structural elements carrying gravity load. Any existing gravity load-carrying structural element for which an alteration causes an increase in design gravity load of more than S percent shall be strengthened, supplemented, replaced or otherwise altered as needed to carry the increased gravity load required by the Florida Building Code, Building for new structures. Any existing gravity load-carrying structural element whose gravity load-carrying capacity is decreased as part of the alteration shall be shown to have the capacity to resist the applicable design gravity loads required by the Florida Building Code, Building for new structures. b,303.3.1 Design live load Where the alteration does not result in increased design live load, existing gravity load- carrying structural elements shall be permitted to be evaluated and designed for live loads approved prior to the alteration. If the approved live load is less than that required by Section 1607 of the Florida Building Code, Building, the area designed for the nonconforming live load shall be posted with placards of approved design indicating the approved live load. Where the alteration does result in increased design live load, the live load required by Section 1607 of the Florida Building Code, Building, shall be used. This refers only to the structural elements being altered resulting in an increase in design gravity load of 5%. (not to any unaltered existing elements, or existing structural elements that do not fall within that 5%load increase or whose gravity load bearing capacity has not been reduced.) J03.4 Existing structural elements carrying lateral load Where the alteration increases design lateral loads in accordance with Section 1609 of the Florida Building Code, Building or where the alteration decreases the capacity of any existing lateral load-carrying structural element, the structure of the altered building or structure shall be shown to meet the requirements of Section 1609 Florida Building Code, Building. Exception:Any existing lateral load-carrying structural element whose demand-capacity ratio with the alteration considered is no more than 10 percent greater than its demand-capacity ratio with the alteration ignored shall be permitted to remain unaltered. For purposes of calculating demand-capacity ratios, the demand shall consider applicable load combinations with design lateral loads or forces in accordance with Section 1609 Florida Building Code, Building. For purposes of this exception, comparisons of demand-capacity ratios and calculation of design lateral loads,forces and capacities shall account for the cumulative effects of additions and alterations since original construction. i i Again,this section refers only to the lateral load-carrying structural elements being altered resulting in an increase in a demand-capacity ratio of more than 10%. (not to any existing structural elements that do not fall within that 10%demand-capacity ratio increase or whose lateral load bearing capacity has not been reduced.) In summary, since we are selecting to be reviewed using the Prescriptive Compliance Method, the triggers of alteration levels based on%used in the Work Area Compliance Method do not apply. We strongly feel that the parts of the home that are not being altered would not need to comply with current code requirements. Sincerely Enrique Rodriguez Architect JUN 18 LwilJ r Mowers Residence Miami Shores, FL Design Calculations Contents: Wind Load Criteria Masonry Wall Design Roof Truss Loads Steel Column & Baseplate Foundation Design Prepared By: Christopher Hanson PE #63407 R.E. Engineering Design Corp. CA#27632 1641 NW 115 Terrace Plantation, FL 33323 1"FSC CSS -T-H r �Cir►'�1'� . Wind Calculations - F.B.C. 2010 by Christopher Hanson Copyright 2010 Project: Mowers Residence Client: RDG Model: Renovation Ult. Wind Speed [mph] V = 175 78.225 m/s Design Speed Coef. sgrt0.6 0.775 Topography Factor Kl = 0 K2= 0 K3= 0 Kzt = 1 Directionality Factor Kd = 0.85 Exposure Coefficient Kz= 0.85 Occupancy Category II Wind Exposure C Applicable Internal pressure coefficient 0.18 -0.18 Length of the building [feet] L= 82 Width of the building [feet] B = 78 Mean Roof Hight [feet] H = 15 q Design Pressure z= 34.02 PSF 56.64 PSF width of pressure coefficient zone 0= 8 feet N/A a= 6 feet CONTROLS Pressures for Components and Cladding Pagel *Walls (q = qh) Tributary Area A = 100 SF Zone Zone Zone 4 5 4&5 p [PSF] -62.5 -69.5 56.8 Tributary Area A= 100 SF Zone Zone Zone 4 5 4&5 p [PSF] -62.5 -69.5 56.8 Tributary Area A = 100 SF Zone Zone Zone 4 5 4&5 p [PSF] -62.5 -69.5 56.8 * Roof (q = qz) Tributary Area A = 10.25 SF Zone Zone Zone 1 2&3 1;2&3 p(gross) -36.7 -77.3 23.1 [PSF] p(net) -26.7 -67.3 23.1 [PSF] Main Wind Force Resisting System h<60 ft. CASE A Page 2 Building Surface Angle 1 2 3 4 1 E 2E 3E 4E 0-5 19.73 -29.60 -18.71 -15.99 26.88 -42.53 -24.16 -20.75 20 24.16 -29.60 -22.45 -20.75 33.34 -42.53 -29.60 -27.90 30-45 1 25.18 13.27 -20.75 -18.71 29.60 15.31 -24.16 -22.45 90 25.18 25.18 -18.71 -18.71 29.60 1 29.60 -22.45 -22.45 Roof CASE B Angle Buildin Surface 1 2 3 4 5 6 -21.43 -29.60 -18.71 -21.43 19.73 -15.99 0-90 1E 2E 3E 4E 5E 6E -22.45 -42.53 -24.16 -22.45 26.88 -20.75 Q 0 6 4 e e 1 S 1 CASE A CASE B® DW&CYM RWM HUM Page 3 Allowable Stress Design of Masonry Bearing Wall by Christopher W.Hanson,P.E. INPUT DATA&DESIGN SUMMARY SPECIAL INSPECTION: Yes MASONRY STRENGTH: fm := 1500 psi (cell spacing) Sb := 48 REBAR YIELD STRESS: fy := 60000 psi SERVICE GRAVITY LOAD: Pu := 805 lbs. SERVICE LATERAL LOAD: wu := 69.5. Sb Ibfft2 (45.75) THICKNESS OF WALL: tw := 7.63 in. WALL HEIGHT: hw := 11.00 ft. ECCENTRICITY: eu := 0.0 in. MASONRY SPECIFIC WEIGHT: -ym := 135 pcf HORIZONTAL REINFORCEMENT: Ash := .09 int AV*12 VERTICAL REINFORCEMENT&SPACING: Av := 0.31 int Asv Sb ANALYSIS EFFECTIVE DEPTH: de := 3.82 in. WIDTH OF SECTION: bw = 12.00 in. GROSS AREA: An := sb-tw in2 MASONRY ELASTIC MODULUS: Em := 1350000 psi STEEL ELASTIC MODULUS: Es := 29000000 psi E MODULAR RATIO: n := Es n = 21.481 m REINFORCEMENT RATIO: P := Asv p = 0.00169 bw-de ALLOWABLE STRESS FACTOR: SF := 1.333 NEUTRALAXIS DEPTH FACTOR: k := 2-p-n+(p-n)2—p-n k = 0.23563 ALLOWABLE FLEXURAL STRESS: Fb := SF-(0.33fm) Fb = 660 psi ALLOWABLE STEEL REINF STRESS Fs = SF-(0.4.fy) Fs = 31992 psi RADIUS OF GYRATION: r :=2.84 r P e SHEAR FORCES: Vu hw'wu–I h 2wu)+ hw 2 Vu = 417.627 lbs. 2 GOVERNING MOMENTS: Mu := wu gw + Pu- u -12 Mu = 13234.6 Ib-in./ft-wall SHEAR STRESSES: fv := Vu fv = 4.561 Psi tw'bw ALLOWABLE SHEAR STRESS: Fv := SF-min(r,50) Fv= 51.627 Psi PURE COMPRESSION: h2 0.25-fm-An+0.65-AV-Fs 1 –(140r) Pa Sb Pa = 35945.4 Ib 12 PURE FLEXURE: Assume jd=7/8(d) Ma :=AV•Fs.( -de) Ma = 33149.3 INTERACTION: Balance Point kb := F n Tm :=Asp-Fs Cm := .5-(kb-de-sb-Fb) s — +n Fb Pi := (Cm–Tm)-12 Pi = 4023.4 Ib/ft-wall sb Mi := Tm.(de_ )+Cm.(tw – kb de) 12Mi = 15911.2 Ib-intft--wall 2 2 3 sb P.<P; & M„<M;, OK Wood Beam Design by Christopher Hanson, MSCE,PE copyright 2004 Project: Remodel Design Parameters: Length: Lt:= 21.00 ft. Wood Member. (3)11"LVL ds := 5.25 is = 11.125 Beam Spacing: Sp := 8.00 ft. (10'2+3'O.H.) Imposed Load: wu := 55.0 psf 12 Design Properties: Section Modulus SX:= ds' 6 13 Moment of Inertia Ix:= ds' 12 Design Capacity: wu S Lt Bending Moment Mu := 8 Mu = 24255 Ib-ft i Bending Stress: fb := S Mu 12 3 fb = 2.688 x 10 psi x Capacity: Fb := 2600 psi (Microlam LVL) NDS Adjustment Factors: CD := 1.3 CM = 1 Ct:= 1 CL := 1 CF := 1.1 C fu:= I Ci = 1 Cr:= 1 Cf := 1 ZX:= Fb•CD•CM•Ct CL•CF•Cfu•Ci-Cr Cf Zx = 3718 psi fb < Zx O.K. Use(3)11"LVL's Lt 12 Deflection: /w \ S AA ' 180 384.-11600000•Ix 5 ` u P (Lt 12)4 Q A = 1.998 in. AA = 1.4 O.K. - Roof Truss/Joist Reaction by Christopher Hanson, MSCE,PE Analysis c� Lt _ e— --_ Truss Length: Lt:= 3.0 ft Truss Spacing: St:= 2.00 ft Overhang Length: Lo 2.0 ft Loading: Uplift Pressure: Pu := 50.0 #/sf Tributary Load to Truss: Wu := Pu'St Wu = 100 #/ft Truss Reaction: L 1 Rt:= 2t+Lo l Wu Rt= 350 Ib Uplift Rg := Rt.55 Rg = 385 Ib Gravity Pu Roof Truss/Joist Reaction by Christopher Hanson, MSCE, PE Analysis R `R Truss Length: Lt:= 7.0 ft Truss Spacing: St:= 2.00 ft Overhang Length: Lo := 2.0 ft Loading: Uplift Pressure: Pu := 50.0 #/sf Tributary Load to Truss: Wu :=Pu'St Wu = 100 #/ft Truss Reaction: L 1 Rt:= —+L0 +Lo l Wu Rt= 550 Ib Uplift 2 Rg := Rt.55 Rg= 605 Ib Gravity Pu Roof Truss/Joist Reaction by Christopher Hanson, MSCE,PE Analysis Truss Length: Lt 14.0 ft Truss Spacing: St:= 2.00 ft Overhang Length: Lo := 2.0 ft Loading: Uplift Pressure: Pu := 50.0 #/sf Tributary Load to Truss: Wu := Pu'St Wu = 100 #/ft Truss Reaction: L l Rt:= —+L0 +Lo l Wu Rt= 900 Ib Uplift 2 Rg := Rt-P5 Rg= 990 Ib Gravity u Roof Truss/Joist Reaction by Christopher Hanson,MSCE, PE Analysis RJ L.-R Truss Length: Lt:= 35.0 ft Truss Spacing: St:= 2.00 ft Overhang Length: Lo := 2.0 ft Loading: Uplift Pressure: Pu := 50.0 #/sf Tributary Load to Truss: Wu := Pu'St Wu = 100 #/ft Truss Reaction: L 1 Rt:= 2t+Lo l Wu Rt= 1950 Ib Uplift Rg := Rt.55 Rg= 2145 Ib Gravity Pu Steel Column & Base Plate by Christopher Hanson,MSCE, PE Design Saecifications: Column: HSS 3.5x3.5x1/4" be := 3.5 do := 3.5 Ks := 1 Length: Lc := 132 rc := 1.32 FY := 46000 Ec := 29000000 Ag := 2.91 Ks-Lc rFY 7r2'Ec flexural buckling stress: = 100 4.71• = 118.261 F rc e 2 (YS-Lc rc FY Ks- Lc <_ 4.71•FE Fcr :_ .658 Fc •FY Fcr = 23475.62 # rc Design Capacity: (� :_ .85 Pn := (O•Fcr'A9 Pn = 58066.95 # Loading: Axial Load: Pu := 4208 # Pu< Pn , OK Moment: Mn := 0 • Base Plate Desian Width: Bp := 10 Length: NP := 10 Fyp := 36000 Al = BP NP Al = 100 in^2 1. Check Concrete Bearing Fc := 4000 (�c :_ .85 PC := (�c'Fc•A1 Pc = 340000 y := 0.6 Y•Pc = 204000 # Pu< YPc ,OK 2.Check Plate Thickness Plate: $ := 1.25 in. Np-0.095-dc Bp-0.8•bc MI := ml = 4.834 in. nl := nl = 3.6 in. 2 2 4.d,.be 11 Pu X1 :_ ( X1 = 0.021 ldc+bc)2 `P•Pc 2 X1 d •bc - X1 :_ X1 = 0.144 Jin'_ X1• 4 0.126 1+ 1 -X1 2-Pu I =maximum of m, n,,kn' : lc := 6.62 train := 1c' = 0.337 in. 0.9•FyP•Bp•Np tonin tmin. < tp ,OK Use 10"x10"x 1/2"plate Spread Footing Design by Christopher Hanson,MSCE,PE Project: Mowers Residence Footing: 16x12 Design Parameters qa := 2000 C,,:= 150 S,:= 100 Footing Depth: h:= 12 F, := 3000 Soil Cover. S, := 12 Fy:= 60000 qe qa-(T ).C--2 S(12) Sw qe = 1.75 x 103Loading: Pa = 1023 P Area of Footing: Af := u Width of Footing Required: Wf := Af•1 Wf = 0.585 qe Use: Wf := 1.33 d := h-3 d = 9 Ave.Column Width: Wc :_ 10 (8x12) Punching Shear 2 b bo:= 4•(d+W.) bo= 76 Effective Footing Area: Ef:= Wf-— 48 Pu•1.52 = 879.055 qu W 2 qu Ef = —0.738 f V.2 = Ef•qu Vu2 = —648.781 Depth Require for Punching Shear. d2 :_ V,2 0.85.4•F•bo d2 = -0.046 <d O.K. Depth Required for One-Way Shear. Vul := Wf- 2 - 12 -qe Vul = —1.168 x 103 Vul d, ' dl = —0.786 <d O.K. 0.85.2•F•Wf•12 ISI Steel Reinforcement LeverArm: L, := Wf — W, La = 0.248 2 24 L2 a Mu ' Wf Qe 2 M„ = 71.768 P := 0.85•Fc 1 — 1— MU 48 2 p = 1.234 x 10 5 Y 1.7.0.9•F�•W f•12•d 200 Pmin As Pmin•Wf•12•d AS = 0.479 Fy Pmin = 3.333 x 10 3 Controls Shrinkage Reinforcement: Ash := 0.0018•Wf-12-d Ash = 0.259 AS provided 0.61,OK R.E.Engineering Design Corp. PROJECT / 1641 N.W.115 Terrace SHEET NO. OF Plantation,rL 33323 ph:954-817-6434 CALCULATED BY DATE fax:954-861-2905 CHECKED BY DATE el t 1-7 OB A. r , AJ E 4 �� t , INV LI r CF Al L( i1 e. t X R.E.Engineering Design Corp. PROJECT ,rV�LWL'�f � •: 1641 N.W.115 Terrace SHEET NO. OF Plantation,FL 33323 ph:954-817-6434 CALCULATED BY DATE fax:954-861-2905 � ;. ' CHECKED BY DATE Uri Far ttiYl�� Cn.�nft) E'• Ir^ µ �1 R.E.Engineering Design Corp. PROJECT r 1641 N.W.115 Terrace SHEET NO. OF Plantation,FL 33323 ph:954 CALCULATED BY DATE fax:954-861-2905 CHECKED BY DATE 1 i ! r I i :t . I l d' k Roof Truss/Joist Reaction by Christopher Hanson, MSCE, PE Analysis Roof Plan Label: R1 Truss Length: Lt:= 3.0 ft Truss Spacing: St:= 2.00 ft Overhang Length: Lo := 2.0 ft Loading: Uplift Pressure: Pu = 50.0 #/sf Tributary Load to Truss: Wu := Pu'St Wu = 100 #/ft Truss Reaction: l\Rt:= (Lt 2 +Lo .Wu Rt= 350 Ib Uplift R := Rt-P5 Rg = 385 Ib Gravity u Roof Truss/Joist Reaction by Christopher Hanson,MSCE, PE Analysis RJ LR Roof Plan Label: R2 Truss Length: Lt= 7.0 ft Truss Spacing: St:= 2.00 ft Overhang Length: Lo := 2.0 ft Loading: Uplift Pressure: Pu := 50.0 #/sf Tributary Load to Truss: Wu := Pu•St Wu = 100 #/ft Truss Reaction: L 1 Rt:= 2t+Lo I Wu Rt= 550 Ib Uplift Rg := Rt.P5 Rg = 605 Ib Gravity u Roof Truss/Joist Reaction by Christopher Hanson, MSCE,PE Analysis RJ LR Roof Plan Label: R3 Truss Length: Lt:= 10.25 ft Truss Spacing: St:= 2.00 ft Overhang Length: Lo := 2.0 ft Loading: Uplift Pressure: Pu = 50.0 #/sf Tributary Load to Truss: Wu := Pu'St Wu = 100 #/ft Truss Reaction: Lt 1 Rt:= 2 +LoJ Wu Rt= 712.5 Ib Uplift Rg := Rt-P5 Rg = 783.8 Ib Gravity u Roof Truss/Joist Reaction by Christopher Hanson, MSCE, PE Analysis rT R� LR Roof Plan Label: R4 Truss Length: Lt:= 12.5 ft Truss Spacing: St:= 2.00 ft Overhang Length: Lo := 2.0 ft Loading: Uplift Pressure: Pu := 50.0 #/sf Tributary Load to Truss: Wu :=Pu'St Wu = 100 #/ft Truss Reaction: L 1 Rt := 2t+Lo l Wu Rt= 825 Ib Uplift R := Rt.55 Rg = 907.5 Ib Gravity Pu Roof Truss/Joist Reaction by Christopher Hanson, MSCE, PE Analysis RJ I-R Roof Plan Label: R5 Truss Length: Lt:= 14.0 ft Truss Spacing: St:= 2.00 ft Overhang Length: Lo := 2.0 ft Loading: Uplift Pressure: Pu := 50.0 #/sf Tributary Load to Truss: Wu := Pu'St Wu = 100 #/ft Truss Reaction: Rt := (Lt 2+Lo)•Wu Rt= 900 Ib Uplift R := Rt-P5 Rg = 990 Ib Gravity u Roof Truss/Joist Reaction by Christopher Hanson, MSCE,PE Analysis Lt..__-___-_ _ R� �R Roof Plan Label: R6 Truss Length: Lt= 35.0 ft Truss Spacing: St:= 2.00 ft Overhang Length: Lo := 2.0 ft Loadinq: Uplift Pressure: Pu := 50.0 #/sf Tributary Load to Truss: Wu := Pu'St Wu = 100 #/ft Truss Reaction: Lt 1 Rt:= 2 +Lo I Wu Rt= 1950 Ib Uplift R := Rt 55 Rg = 2145 Ib Gravity Pu Roof Truss/Joist Reaction by Christopher Hanson,MSCE, PE Analysis L � Roof Plan Label: R7 Truss Length: Lt:= 20.0 ft Truss Spacing: St:= 4.50 ft (1/2'7+1/2"2) Overhang Length: Lo := 2.0 ft Loading: Uplift Pressure: Pu := 50.0 #/sf Tributary Load to Truss: Wu := Pu'St Wu = 225 #/ft Truss Reaction: L \ Rt:= 2t+Lo I•Wu Rt= 2700 Ib Uplift Rg := Rt.P5 Rg = 2970 Ib Gravity U Allowable Stress Design of Masonry Opening by Christopher W. Hanson, P.E. INPUT DATA&DESIGN SUMMARY SPECIAL INSPECTION: Yes MASONRY STRENGTH: fm := 1500 psi (cell spacing) Sb := 8 REBAR YIELD STRESS: fy := 60000 psi SERVICE GRAVITY LOAD: Pu := 2681 lbs. 2L1 SERVICE LATERAL LOAD: wu := 165.0 Ib/ft THICKNESS OF WALL: tw 7.63 in. ---t :_ WALL HEIGHT: hw := 9.00 ft. ,/1 i Lj -Y ECCENTRICITY: eu := 0.0 in. MASONRY SPECIFIC WEIGHT: 7m := 135 pcf HORIZONTAL REINFORCEMENT: Ash := .09 inz VERTICAL REINFORCEMENT&SPACING: Asv := 1.32 inz ANALYSIS EFFECTIVE DEPTH: de := 3.82 in. WIDTH OF SECTION: bw := 16.00 in. GROSSAREA: An := bw-tw inz MASONRY ELASTIC MODULUS: Em := 1350000 psi STEEL ELASTIC MODULUS: Es := 29000000 psi MODULAR RATIO: n :— Es n = 21.481 Em REINFORCEMENT RATIO: Asv p := p = 0.0216 bw•de ALLOWABLE STRESS FACTOR: SF := 1.333 NEUTRALAXIS DEPTH FACTOR: k := 2-p-n+(p•n)2—p-n k = 0.60523 ALLOWABLE FLEXURAL STRESS: Fb := SF•(0.33fm) Fb = 660 psi ALLOWABLE STEEL REINF.STRESS Fs := SF-(0.4-fy� Fs = 31992 psi RADIUS OF GYRATION: r := 2.84 • Pu, e SHEAR FORCES: Vu := hw•wu—(h 2wu)+ h w 12 Vu = 809.98 lbs. 2 GOVERNING MOMENTS: M := wU hw + Pu eu •12 M = 20047.5 Ib-in./ft-wall u 8 12 u SHEAR STRESSES: fv:= vu fv = 6.635 psi tw•bw ALLOWABLE SHEAR STRESS: Fv:= SF-min( fm,50) Fv = 51.627 psi PURE COMPRESSION: hw 2 Pa := 0.25•fm•An+0.65•Asv•Fs 1 — 140r) Pa = 73215.1 Ib PURE FLEXURE: Assume jd=7l8(d) Ma :=AsV•Fs•(7-de) Ma = 141151.9 Ib-in INTERACTION: Balance Point kb := F s n Tm :=Asv•Fs Cm := .5•(kb•de•bw•Fb) +n Fb Pi :_ �Pa) Pi = 73215.1 Ib k d Mi := Tm (de—2v)+Cm — b3 e) Mi = 21409.6 Ib-in (-PP u +(Mu—i) 0.973 <1,OK i UNIVERSAL ENGINEERING SCIENCES GEOTECHNICAL LETTER REPORT PROPOSED BATHROOM ADDITION 1175 NE 101ST STREET MIAMI SHORES, FLORIDA UES PROJECT NO. 2130.1300016 UES REPORT NO. G00018 Prepared For: CITY Mr. Edwige Clark Denmar Construction Group 3180 NW 97th Way Sunrise, FL 33351 COPY Prepared By: VP fUniversal Engineering Sciences451 N.E. 189th Street O Miami, Florida 33179 (305) 249-8434X�- Consultants in:Geotechnical Engineering-Environmental Engineering•Construction Materials Testing•Threshold Inspection•Private Provider Inspection Offices in:Daytona Beach•DeBary-Fort Myers•Gainsville•Jacksonville•Ocala•Orlando-Palm Coast Rockledge•Sarasota•St.Augustine•Tampa•West Palm Beach•Miami LO UNIVERSAL CATIONS • Atlanta • Daytona Beach ENGINEERING SCIENCES Fort Myers • Fort Pierce Consultants In:Geotechnical Engineering•Environmental Sciences Gainesville Geophysical Services•Construction Materials Testing•Threshold Inspection Jacksonville • Kissimmee 03 Building Inspection•Plan Review•Building Code Administration Leesburg • Miami • Ocala July 15, 2013 Orlando(Headquarters) • Palm Coast • Panama City • Pensacola • Rockledge • Sarasota • Tampa • West Palm Beach Mr. Edwige Clark Denmar Construction Group 3180 NW 97" Way Sunrise, FL 3335 Reference: Geotechnical Letter Report Proposed Bathroom Addition 1175 NE 101St Street Miami Shores, Florida UES Project No. 2130.1300016 (Report No. G00018) Dear Mr. Clark: Universal Engineering Sciences, Inc. (UES) has completed a geotechnical engineering letter report for the above referenced project in Miami-Dade County, Florida. The scope of this exploration was conducted in general accordance with UES Opportunity No. 2130.0713.00003 (rev. 3) dated July 12, 2013. This exploration was performed in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. The following letter report presents the results of the field exploration, and our interpretation of those results with respect to the proposed development. Evaluations and recommendations have been included for the proposed house addition. INTRODUCTION Based on our discussions, we understand that the project includes a 100-square-foot bathroom addition on the north side of the existing home at the above-referenced property. We are anticipated that the proposed construction will consist of CMU walls supported on a thickened edge concrete slab. At this point, we have not been provided with any plans depicting the proposed improvements. At this time, Universal Engineering Sciences, Inc. (UES) has been retained to perform a geotechnical study to explore the subsurface conditions at the site and to provide evaluation of foundations for the proposed bathroom addition. 451 N.E. 189th Street • Miami, Florida 33179 • (305) 249-8434 • Fax (305) 249-8479 www.UniversalEngineering.com Geotechnical Letter Report Proposed Bathroom Addition 1175 NE 1015' Street; Miami Shores, FL UES Proiect No.: 2130.1300016 (Report No.: G00018) SCOPE OF SERVICES The purpose of this geotechnical exploration was to explore and evaluate the subsurface conditions at the site by advancing hand auger borings along with the use of a Dynamic Cone Penetrometer (DCP) with special attention to potential geotechnical considerations that may affect future development at the site. This letter report presents an evaluation of site conditions on the basis of traditional geotechnical procedures for site characterization. Due to limited access in areas of proposed improvement at the existing residential home, a truck-mounted drill rig could not be utilized. The recovered samples were not examined, either visually or analytically, for chemical composition or environmental hazards. UES would be pleased to perform these services, if you desire. FIELD EXPLORATION The subsurface conditions at the site were explored with a total of two (2) hand auger borings (HA-1 and HA-2). Dynamic Cone Penetrometer (DCP) testing was performed at each test location in order to estimate penetration resistance of the near surface soils. The approximate locations of the borings are presented in Sheet 1 attached to this letter report. A representative of UES marked the locations of the test borings in the field using standard taping procedures and existing landmarks. Consider the indicated locations and depths to be approximate. Further, the boring locations are based on a site plan provided to us. The hand auger borings were performed in accordance with ASTM D1452 titled "Standard Practice for Soil Investigation and Sampling by Auger Borings." While advancing the hand auger boreholes, penetration tests were completed at one-foot intervals using a Model S-200 DCP manufactured by Durham Geo Slope Indicator. The number of blows required to drive the penetrometer a specified interval is referenced as an index of soil shear strength. Table 1 attached to this letter report presents the results of our findings. Samples collected during the field study were placed in clean sample containers and transported to our laboratory where they were visually classified by a member of our geotechnical engineering staff in accordance with ASTM D-2488. These soil samples will be held in our laboratory for your inspection for 90 days, after which time they will be discarded unless we are otherwise notified. 3of8 Geotechnical Letter Report Proposed Bathroom Addition 1175 NE 101" Street; Miami Shores, FL UES Prosect No.: 2130.1300016 (Report No.: G00018) LABORATORY TESTING The soil samples recovered from the soil test borings were returned to the laboratory where a Geotechnical Engineer visually classified them and reviewed the field descriptions. The soil/rock samples were classified without the use of laboratory classification testing. FOUNDATION EVALUATIONS GENERAL The following recommendations are made based upon the boring information presented in Table 1 attached to this letter, our stated understanding of the proposed construction, and our experience with similar projects and subsurface conditions. In this section of the report, evaluations and recommendations are presented for groundwater considerations, building foundations, and construction related services. GROUNDWATER CONSIDERATIONS The groundwater table will fluctuate seasonally depending upon local rainfall. The rainy season in South Florida is normally between May and October. The groundwater table was not encountered in this study due to the shallow termination depths of the hand auger borings. However, it should be noted that the groundwater table may be encountered depending on the depth of excavations performed at the site. If groundwater is encountered for any reason, we recommend that positive drainage be established and maintained on the site during construction. UES further recommends that permanent measures be implemented to maintain positive drainage throughout the life of the project. 4of8 Geotechnical Letter Report Proposed Bathroom Addition 1175 NE 101St Street; Miami Shores, FL UES Proiect No.: 2130.1300016 (Report No.: G00018) FOUNDATION DESIGN Shallow Foundations After successful completion of the recommendations included in the Site Preparation section of this report, including complete removal of all roots, trees and vegetation, and replacement with p 9 p 9 clean, compacted granular fill, the proposed structure can be supported on shallow foundations after the site has been prepared as outlined in our site preparation recommendations found in the next section of this report. Upon successful completion of the recommended site preparation procedures, the subsurface materials can safely provide an allowable bearing capacity of 2,000 pounds per square foot (psf). Post-construction settlements of the structure will be influenced by several interrelated factors, including: (1) strength and compressibility characteristics of the subsurface; (2) footing size, bearing level, applied loads, and resulting bearing pressures beneath the foundations; and (3) site preparation and earthwork construction techniques used by the contractor. Our settlement estimates for the structure are based on the use of site preparation/earthwork construction techniques as recommended above and in the "Site Preparation" section of this report. Any deviation from these recommendations could result in an increase in the estimated post- construction settlements of the structure. Assuming all soils are properly prepared and using the recommended maximum bearing pressure and the field data (which were correlated to geotechnical strength and compressibility characteristics of the subsurface soils), we estimate that total post construction settlements of the structure will be 1 inch or less. Differential settlements result from differences in applied bearing pressures and variations in the compressibility characteristics of the subsurface soils. If the recommended site preparation and earthwork construction techniques outlined above and in the "Site Preparation" section are followed, differential settlements of'/2 inch or less should be anticipated. Floor Slab A modulus of subgrade reaction of 150 pounds per cubic inch (pci) can be used for slabs, assuming the slab is supported on compacted structural fill or compacted existing subgrade soils (containing no roots) as indicated in the "Site Preparation" section of this report. The Florida Building Code requires the use of a vapor barrier beneath the floor slab to control moisture. We understand that the plans require the use of a vapor barrier. We recommend using a minimum 10-mil, rolled plastic (Visqueen) vapor barrier between the bottom of the floor slab and the top of the subgrade. This will help to minimize floor dampness and moisture intrusion into the structure through the slab. Care should be exercised during construction to prevent tearing or punching of the vapor barrier prior to slab placement. Any tears must be repaired immediately. 5of8 Geotechnical Letter Report Proposed Bathroom Addition 1175 NE 1015` Street; Miami Shores, FL UES Project No.: 2130.1300016 (Report No.: G00018) SITE PREPARATION We recommend normal, good practice site preparation procedures for the structure areas. These procedures include: stripping the site of vegetation, deleterious material, removal of all roots within the subsurface materials, proof-rolling, and proof-compacting the subgrade, and filling to grade with engineered fill. A general outline of the anticipated earthwork is as follows: 1. Any existing underground utility lines (i.e. irrigation lines) within the construction area should be relocated. 2. The proposed construction limits should be stripped of grass, roots, and other deleterious materials within and 5 feet beyond the perimeter of the proposed addition footprint. 3. Place fill material, as required. The fill should consist of "clean," fine sand with less than 5 percent soil fines and an organic content less than 5 percent. Additionally, any fill materials should not have roots or debris. You may use fill materials with soil fines between 5 and 10 percent, but strict moisture control may be required. Place fill in uniform 10 to 12-inch loose lifts and compact each lift to a minimum density of 95 percent of the modified Proctor maximum dry density. 4. Test all footing cuts and slabs for compaction to a depth of 1 foot. If organic soils or roots are encountered during the footing excavation, excavate and replace them with suitable fill material. All compaction efforts should achieve a minimum of 95% of the modified Proctor maximum dry density. Using vibratory compaction equipment at this site may disturb the existing structure. UES recommends that all nearby structures be monitored before and during proof-compaction. If disturbance is noted, halt vibratory compaction and inform UES immediately. We will review the compaction procedures and evaluate if the compactive effort results in a satisfactory subgrade, complying with our original design assumptions. Construction Related Services It is recommended that UES perform materials testing services during construction since we are very familiar with the subsurface conditions. The geotechnical engineering design does not end with the advertisement of the construction documents. The design is an on-going process throughout construction. Because of our familiarity with the site conditions and the intent of the engineering design, we are most qualified to address problems that might arise during construction in a timely and cost-effective manner. 6 of 8 Geotechnical Letter Report Proposed Bathroom Addition 1175 NE 1015' Street; Miami Shores, FL UES Prosect No.: 2130.1300016 (Report No.: G00018) LIMITATIONS Our field exploration did not find unsuitable or unexpected materials within the depth explored at the time of occurrence. However, the fill material encountered contained traces of roots which are not acceptable inclusions in foundation bearing materials. The test borings completed for this report are not considered sufficient for reliably detecting the presence of isolated, anomalous surface or subsurface conditions, or reliably estimating unsuitable or suitable material quantities. Accordingly, UES does not recommend relying on our boring information to negate the presence of anomalous materials or for estimation of material quantities. Therefore, UES will not be responsible for any extrapolation or use of our data by others beyond the purpose(s) for which it is applicable or intended. This exploration was performed in accordance with accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. During the early stages of this construction project, geotechnical issues not addressed in this report may arise. Because of the natural limitations inherent in working with the subsurface, it is not possible for a geotechnical engineer to predict and address all possible problems. An (ASFE) publication titled "Important Information About Your Geotechnical Engineering Report" is attached to this letter report, and will help explain the nature of geotechnical issues. Further, we present documents attached to this letter report: Constraints and Restrictions, to bring to your attention the potential concerns and the basic limitations of a typical geotechnical report. 7of8 Geotechnical Letter Report Proposed Bathroom Addition 1175 NE 1015t Street; Miami Shores, FL UES Proiect No.: 2130.1300016 (Report No.: G00018) We appreciate the opportunity to work with you on this project and look forward to a continued association. If you have any questions, or when preliminary or final project design plans are available for our recommended review, please contact the undersigned. Respectfully submitted, UNIVERSAL ENGINEERING SCIENCES INC. Certificate of Authorization No. 549 % ,p0 JES ..... (/ VilMPet G. Read, P.E. (9-. Vt2inalddo la, .S.;Regional Manager Lm . FL Professional Engineer No. 35604 r No. 72242 ONA ENG ATTACHMENTS Sheet 1: Test Location Plan Table 1 - Results of Field Exploration Program Key to Boring Logs Important Information About Your Geotechnical Report Constraints and Restrictions General Conditions Dist: Client (3) File (1) 8 of 8 1 l�; .E`'. INE02nd-S m ' * +! NE.,10 t s t St.,..,_ w { 2013 Google c Google earth ILY A,1995'^ Y Ah— Imagery Date:3i 26 2011 lat 25.8687030 ton •80.1736170 elev 6 ft eye alt 689 ft Q / TEST LOCATION PLAN PROPOSED BATHROOM ADDITION 1175 NE IOIST STREET SHORES.MIAMI 2130.1300016 DATEJUL Y, 2013 Proposed Bathroom Addition 1175 NE 101st Street Miami Shores, FL UES Project No. 2130.1300016 UES Report No.G00018 Table 1 -Results of Field Exploration Program Boring DeF—. Gr6Wndwater DSP Material Description =ivo. (feet) Depth v ue 0-2.5 - Brown to Light Gray Fine to Medium SAND (FILL; SP) HA-1 2.5-3.5 G.N.E. 15-16-20 Light Brown Sandy LIMESTONE 0-0.7 - Dark Brown Fine to Medium SAND with Roots (FILL; SP) HA-2 0.7-1.7 G.N.E. 20-24-24 Brown to Light Gray Fine to Medium SAND (FILL; SP) 1.7 - Li ht Brown Sandy LIMESTONE Notes: 1) G.N.E. denotes groundwater table not encountered. 2) Borings terminated upon reaching hand refusal conditions. KEY TO BORING LOGS SOIL CLASSIFICATION CHART* o Sand or Gravel[SP,SW,GP,GW] UNIVERSAL 5 Sand or Gravel with Silt 12 or Clay{SP-SM,SP-sc] 1p ENGINEERING SCIENCES, INC. Lu Silty or Clayey Sand W or Gravel[SM,SC,GM,GC] co 60 c N 50 x HIGH z 50 W 40 C7 ? z Sandy or Gravelly Silt or Clay30 Q (ML,CL-ML,CL,MH,CH,OL,OH] ! cuo 4 20 Silt or Clay with Sand or Gravel 10 [ML,CL-ML,CL,MH,CH,OL,OH] MLIOI 0 85 0 10 20 30 40 50 60 70 80 90 too Silt Or Clay LIQUID LIMIT {ML,CL-ML,CL,MH,CH,OL,OH] PLASTICITY CHART 100 GROUP NAME AND SYMBOL COARSE GRAINED SOILS FINE GRAINED SOILS HIGHLY ORGANIC SOILS WELL-GRADED 00i WELL-GRADED INORGANIC SILTS ORGANIC SILTSICLAYS SANDS[SW) GRAVELS(GWJ S LIGHT PLASTICITY E LOW PLASTICITY[OLJ" POORLY-GRADED •'•' POORLY-GRADED LOW PLASTIC TYYCLAY %//�%% MEDIUM TO HIGH SILTSICLAYS SANDS[SPI • ' GRAVELS[GP) ICL-ML] jj/j/ PLASTICITY(OHI" MM EmPOORLY-GRADED POORLY-GRADED INORGANIC CLAYS PEAT,HUMUS,SWAMP SOILS SANDS WITH SILT GRAVELS WITH SILT Im LOW TO MEDIUM WITH HIGH ORGANIC [SP-SMI [GP-GM) PLASTICITY[CL] CONTENTS[PTJ" POORLY-GRADED POORLY-GRADED SANDS WITH CLAY • • GRAVELS WITH CLAY RE INORGANIC SILTS HIGH [SP-SC] [GP-GC] PLASTICITY[MHJ SILTY SANDS • SILTY GRAVELS INORGANIC CLAYS HIGH (SMI [GM) PLASTICITY(CH] CLAYEY SANDS CLAYEY GRAVELS (SCJ [GC] SILTY CLAYEY SANDS RELATIVE DENSITY CONSISTENCY (SC-SM] (SAND AND GRAVEL) (SILT AND CLAY) VERY LOOSE-o to 4 Blowslft. VERY SOFT-0 to 2 Blowslft. LOOSE-5 to 10 Blowslfl. SOFT-3 to 4 Blowslft. MEDIUM DENSE-11 to 30 Blows/ft. FIRM-5 to 8 Blowslft- DENSE-31 to 50 8lowsfft. STIFF-9 to 16 Blows/ft. -IN ACCORDANCE WITH ASTM D 2487-UNIFIED SOIL VERY DENSE-more than 50 Blows/ft. VERY STIFF-17 to 30 Blowslft. CLASSIFICATION SYSTEM- HARD-more than 30 Blows/ft. LOCALLY MAY BE KNOWN AS MUCK. NOTE. DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL GRAPH LETTER DESCRIPTIONS 0 WELL-GRADED GRAVELS,GRAVEL- CLEAN o OOo 0 GW SAND MIXTURES,LITTLE OR NO GRAVEL GRAVELS a�d FINES AND GRAVELLY (LITTLE OR NO FINES) •lb• '6• POORLY-GRADED GRAVELS, �%. GP GRAVEL-SAND MIXTURES, LITTLE SOILS S �� OR NO FINES COARSE GRAVELS WITH GM SSILTY ILT MIXTURES GRAVELS,GRAVEL-SAND- GRAINED MORE THAN 50% FINES SOILS OF COARSE • FRACTION RETAINED ON NO. (APPRECIABLE AMOUNT CLAYEY GRAVELS, GRAVEL-SAND- 4 SIEVE OF FINES) GC CLAY MIXTURES SW WELL GRADED SANDS,GRAVELLY CLEAN SANDS YY SANDS,LITTLE OR NO FINES SAND MORE THAN 50% AND (LITTLE OR NO FINES) OF MATERIAL IS POORLY-GRADED SANDS, LARGER THAN NO, SANDY SP GRAVELLY SAND,LITTLE OR NO 200 SIEVE SIZE SOILS FINES MORE THAN 50% SANDS WITH SM SILTY SANDS,SAND- SILT OF COARSE FINES MIXTURES FRACTION PASSING ON NO.4 APPRECIABLE AMOUNT SC CLAYEY SANDS,SAND CLAY SIEVE OF FINES) J MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS. ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO SILTS LIQUID LIMIT CL MEDIUM PLASTICITY,GRAVELLY CLAYS,SANDY CLAYS,SILTY FINE AND LESS THAN 50 GRAINED CLAYS CLAYS,LEAN CLAYS _ _ _ _ SOILS _ O L ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR MORE THAN 50% M H DIATOMACEOUS FINE SAND OR OF MATERIAL IS SILTY SOILS SMALLER THAN NO.200 SIEVE SIZE SILTS AND LIQUID LIMIT CI„� INORGANIC CLAYS OF HIGH GREATER THAN 50 PLASTICITY CLAYS ORGANIC CLAYS OF MEDIUM TO OH HIGH PLASTICITY,ORGANIC SILTS 0 HIGHLY ORGANIC SOILS PT PEAT.HUMUS.SWAMP SOILS WITH �;� .�.; m '"^"^- HIGH ORGANIC CONTENTS U U NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS Impoplant IAbout Y Geotechnicel Subsurface problems , • a principal e of constructiondelays, , overruns. claims, disputes- The following information is provided r help you manage your Geotechnical Services Are Performed top • elevation,configuration, location,orientation,or weight of the Specific Purposes, Persons, and Projects proposed structure, Geotechnical engineers structure their services to meet the specific needs of • composition of the design team,or their clients.A geotechnical engineering study conducted for a civil engi- • project ownership. neer may not fulfill the needs of a construction contractor or even another civil engineer.Because each geotechnical engineering study is unique,each As a general rule,always inform your geotechnical engineer of project geotechnical engineering report is unique,prepared soletyfor the client.No changes—even minor ones—and request an assessment of their impact. one except you should rely on your geotechnical engineering report without Geotechnical engineers cannot accept responsibility or liability for problems first conferring with the geotechnical engineer who prepared it.And no one that occur because their reports do not consider developments of which —not even you----should apply the report for any purpose or project they were not informed. except the one originally contemplated. Subsurface Conditions Can Change Read the Full Report A geotechnical engineering report is based on conditions that existed at Serious problems have occurred because those relying on a geotechnical the time the study was performed.Do not rely on a geotechnical engineer- engineering report did not read it all. Do not rely on an executive summary, ing report whose adequacy may have been affected by:the passage of Do not read selected elements only. time;by man-made events,such as construction on or adjacent to the site; or by natural events,such as floods,earthquakes,or groundwater fiuctua- A Geotechnical Engineering Report Is Based on tions.Always contact'the geotechnical engineer before applying the report A Unique Set of Ppoject-Specific Factors to determine if it is still reliable.A minor amount of additional testing or Geotechnical engineers consider a number of unique,project-specific fac- analysis could prevent major problems. tors when establishing the scope of a study.Typical factors include:the client's goals,objectives,and risk management preferences;the general Most Geotechnical Findings Are Professional nature of the structure involved,its size,and configuration;the location of Opinions the structure on the site;and other planned or existing site improvernents, Site exploration identifies subsurface conditions only at those points where such as access roads,parking lots,and underground utilities.Unless the subsurface tests are conducted or samples are taken.Geotechnical engi- geotechnical engineer who conducted the study specifically indicates oth- neers review field and laboratory data and then apply their professional erwise,do not rely on a geotechnical engineering report that was: judgment to render an opinion about subsurface conditions throughout the • not prepared for you, site.Actual subsurface conditions may differ—sometimes significantly— • not prepared for your project, from those indicated in your report.Retaining the geotechnical engineer • not prepared for the specific site explored,or who developed your report to provide construction observation is the • completed before important project changes were made. most effective method of managing the risks associated with unanticipated conditions. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: A Report's Recommendations Are Not Final • the function of the proposed structure,as when it's changed from a Do not overrely on the construction recommendations included in your parking garage to an office building,or from a light industrial plant report. Those recommendations are not final,because geotechnical engi- to a refrigerated warehouse, neers develop them principally from judgment and opinion.Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical have led to disappointments,claims,and disputes. To help reduce the risk engineer who developed your report cannot assume responsibility or of such outcomes,geotechnical engineers commonly include a variety of liability for-the report's recommendations if that engineer does not perform explanatory provisions in their reports.Sometimes labeled"limitations" construction observation. . many of these provisions indicate where geotechnical engineers'res ponsi bilities begin and end,to help others recognize their own responsibilities A Geotechnical Engineering Report Is Subject to and risks. Read these provisions closely.Ask questions.Your geotechnical Misinterpretation engineer should respond fully and frankly. Other design team members'misinterpretation of geotechnical engineering reports has resulted in costly problems.Lower that risk by having your geo- Geoenvironmental Concerns Are Not Covered technical engineer confer with appropriate members of the design team after The equipment,techniques,and personnel used to perform a geoenviron- submitting the report.Also retain your geotechnical engineer to review perti- mental study differ significantly from those used to perform a geotechnical nent`elements of the design team's plans and specifications.Contractors can study.For that reason,a geotechnical engineering report does not usually also misinterpret'a geotechnical engineering report.Reduce that risk by relate any geoenvironmental findings,conclusions,or recommendations, having your geotechnical engineer participate in prebid and preconstruction e.g.,about the likelihood of encountering underground storage tanks or conferences,and by providing construction observation. regulated contaminants. Unanticipated environmental problems have led to numerous project failures.If you have not yet obtained your own geoen- Do Not Redraw the Engineer's Logs vironmental information,ask your geotechnical consultant for risk man- Geolechnical engineers prepare final boring and testing logs based upon agement guidance.Do not rely on an environmental report prepared for their interpretation of field logs and laboratory data.To prevent errors or someone else. omissions,the logs included in a geotechnical engineering report should neverbe redrawn for inclusion in architectural or other design drawings. Obtain Professional Assistance to Deal with Mold Only photographic or electronic reproduction is acceptable,butrecognize Diverse strategies can be applied during building design,construction, that separating logs from the report can elevate riskoperation,and maintenance to prevent significant amounts of mold from growing on indoor surfaces.To be effective,all such strategies should be -Give Contractors a Complete Report and devised for the express purpose of mold prevention,integrated into a com- Guidance prehensive plan,and executed with diligent oversight by a professional Some owners and design professionals mistakenly believe they can make mold prevention consultant.Because just a small amount of water or contractors liable for unanticipated subsurface conditions by limiting what moisture can lead to the development of severe mold infestations,a num- they provide for bid preparation.To help prevent costly problems,give con- ber of mold prevention strategies focus on keeping building surfaces dry. tractors the complete geotechnical engineering report,but preface it with a While groundwater,water infiltration,and similar issues may have been clearly written letter of transmittal.In that letter,advise contractors that the addressed as part of the geotechnical engineering study whose findings report was not prepared for purposes of bid development and that the are conveyed in-chis report,the geotechnical engineer in charge of this report's accuracy is limited;encourage them to confer with the geotechnical project is not a mold prevention consultant;none of the services per- engineer who prepared the report(a modest fee may be required)and/or to formed in connection with the geotechnical engineer's study conduct additional study to obtain the specific types of information[hey were designed or conducted for the purpose of mold preven- need or prefer.A prebid conference can also be valuable.Re sure contrac- tion-Proper implementation of the recommendations conveyed toes have sufficient time to perform additional'study.Only then might you in this report will not of itself he sufficient to prevent mold from be in a position to give contractors the best information available to you, growing in or on the structure involved. while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Rely on Your ASFE-Member Geotechncial Engmeer for Additional Assistance Read Responsibility Provisions Closely Membership in ASFE/The Best People on Earth exposes geotechnical Some clients,design professionals,and contractors do not recognize that engineers to a wide array of risk management techniques that can be of geotechnical engineering is far less exact than other engineering disci- genuine benefit for everyone involved with a construction project.Confer plines.This lack of understanding has created unrealistic expectations that with you ASFE-member geotechnical engineer for more information. ASFE The test Peeole ss Earth 8811 Colesville Road/Suite G106,Silver Spring,MD 20910 Telephone_301/565-2733 Facsimile:3011589-2017 e-mail:inlo@asfe.org www.aste.org Copyright 2004 by ASFE,Inc.Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly prohibited,except with ASFE's specific written permission.Excerpting,quoting,or otherwise extracting warding from this document is permitted on6l with the express written permission of ASFE,and only for purposes of scholarly research or book review.only members or ASFE may use this document as a complement to or as an element of a geotechnical engineering report.Any other firm,individual,or other entity that so uses this document without being an ASFE member could be committing negligent or intentional(fraudulent)misrepresentation. HGER06045.0M Universal Engineering Sciences, Inc. GENERAL CONDITIONS SECTION 1: RESPONSIBILITIES 1.1 Universal Engineering Sciences, Inc., heretofore referred to as the Consultant, has the responsibility for providing the services described under the Scope of Services section.The work is to be performed according to accepted standards of care and is to be completed in a timely manner. The term"Consultant"as used herein includes all of Universal Engineering Sciences, Inc's agents,employees,professional staff,and subcontractors. 1.2 The Client or a duly authorized representative is responsible for providing the Consultant with a clear understanding of the project nature and scope. The Client shall supply the Consultant with sufficient and adequate information, including, but not limited to, maps, site plans, reports, surveys and designs,to allow the Consultant to properly complete the specified services. The Client shall also communicate changes in the nature and scope of the project as soon as possible during performance of the work so that the changes can be incorporated into the work product. SECTION 2: STANDARD OF CARE 2.1 Services performed by the Consultant under this Agreement are expected by the Client to be conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the Consultant's profession practicing contemporaneously under similar conditions in the locality of the project. No other warranty,express or implied, is made. 2.2 The Client recognizes that subsurface conditions may vary from those observed at locations where borings, surveys, or other explorations are made, and that site conditions may change with time. Data, interpretations, and recommendations by the Consultant will be based solely on information available to the Consultant at the time of service. The Consultant is responsible for those data, interpretations,and recommendations, but will not be responsible for other parties'interpretations or use of the information developed. SECTION 3: SITE ACCESS AND SITE CONDITIONS 3.1 Client will grant or obtain free access to the site for all equipment and personnel necessary for the Consultant to perform the work set forth in this Agreement. The Client will notify any and all possessors of the project site that Client has granted Consultant free access to the site. The Consultant will take reasonable precautions to minimize damage to the site, but it is understood by Client that, in the normal course of work, some damage may occur,and the correction of such damage is not part of this Agreement unless so specified in the Proposal. 3.2 The Client is responsible for the accuracy of locations for all subterranean structures and utilities. The Consultant will take reasonable precautions to avoid known subterranean structures,and the Client waives any claim against Consultant,and agrees to defend, indemnify,and hold Consultant harmless from any claim or liability for injury or loss, including costs of defense, arising from damage done to subterranean structures and utilities not identified or accurately located. In addition,Client agrees to compensate Consultant for any time spent or expenses incurred by Consultant in defense of any such claim with compensation to be based upon Consultant's prevailing fee schedule and expense reimbursement policy. SECTION 4: SAMPLE OWNERSHIP AND DISPOSAL 4.1 Soil or water samples obtained from the project during performance of the work shall remain the property of the Client. 4.2 The Consultant will dispose of or return to Client all remaining soils and rock samples 60 days after submission of report covering those samples. Further storage or transfer of samples can be made at Client's expense upon Client's prior written request. 4.3 Samples which are contaminated by petroleum products or other chemical waste will be returned to Client for treatment or disposal,consistent with all appropriate federal,state,or local regulations. SECTION 5: BILLING AND PAYMENT 5.1 Consultant will submit invoices to Client monthly or upon completion of services. Invoices will show charges for different personnel and expense classifications. 5.2 Payment is due 30 days after presentation of invoice and is past due 31 days from invoice date. Client agrees to pay a finance charge of one and one-half percent(1 Yz%)per month,or the maximum rate allowed by law,on past due accounts. 5.3 If the Consultant incurs any expenses to collect overdue billings on invoices,the sums paid by the Consultant for reasonable attorneys'fees,court costs,Consultant's time,Consultant's expenses,and interest will be due and owing by the Client. SECTION 6: OWNERSHIP OF DOCUMENTS 6.1 All reports, boring logs, field data, field notes, laboratory test data, calculations, estimates, and other documents prepared by the Consultant, as instruments of service,shall remain the property of the Consultant. 6.2 Client agrees that all reports and other work furnished to the Client or his agents,which are not paid for,will be returned upon demand and will not be used by the Client for any purpose. 6.3 The Consultant will retain all pertinent records relating to the services performed for a period of five years following submission of the report,during which period the records will be made available to the Client at all reasonable times. SECTION 7: DISCOVERY OF UNANTICIPATED HAZARDOUS MATERIALS 7.1 Client warrants that a reasonable effort has been made to inform Consultant of known or suspected hazardous materials on or near the project site. 7.2 Under this agreement,the term hazardous materials include hazardous materials(40 CFR 172.01), hazardous wastes(40 CFR 261.2), hazardous substances(40 CFR 300.6),petroleum products,polychlorinated biphenyls,and asbestos. 7.3 Hazardous materials may exist at a site where there is no reason to believe they could or should be present. Consultant and Client agree that the discovery of unanticipated hazardous materials constitutes a changed condition mandating a renegotiation of the scope of work. Consultant and Client also agree that the discovery of unanticipated hazardous materials may make it necessary for Consultant to take immediate measures to protect health and safety. Client agrees to compensate Consultant for any equipment decontamination or other costs incident to the discovery of unanticipated hazardous waste. 7.4 Consultant agrees to notify Client when unanticipated hazardous materials or suspected hazardous materials are encountered. Client agrees to make any disclosures required by law to the appropriate governing agencies. Client also agrees to hold Consultant harmless for any and all consequences of disclosures made by Consultant which are required by governing law. In the event the project site is not owned by Client, Client recognizes that it is the Client's responsibility to inform the property owner of the discovery of unanticipated hazardous materials or suspected hazardous materials. 7.5 Notwithstanding any other provision of the Agreement, Client waives any claim against Consultant, and to the maximum extent permitted by law, agrees to defend, indemnify, and save Consultant harmless from any claim, liability, and/or defense costs for injury or loss arising from Consultant's discovery of unanticipated hazardous materials or suspected hazardous materials including any costs created by delay of the project and any cost associated with possible reduction of the property's value. Client will be responsible for ultimate disposal of any samples secured by the Consultant which are found to be contaminated. SECTION 8: RISK ALLOCATION 8.1 Client agrees that Consultant's liability for any damage on account of any error, omission or other professional negligence will be limited to a sum not to exceed $50,000 or Consultant's fee, whichever is greater. Client agrees that the foregoing limits of liability extend to all of consultant's employees and professionals who perform any services for Client. If Client prefers to have higher limits on professional liability, Consultant agrees to increase the limits up to a maximum of$1,000,000.00 upon Clients'written request at the time of accepting our proposal provided that Client agrees to pay an additional consideration of four percent of the total fee, or$400.00, whichever is greater. The additional charge for the higher liability limits is because of the greater risk assumed and is not strictly a charge for additional professional liability insurance. SECTION 9: INSURANCE 9.1 The Consultant represents and warrants that it and its agents,staff and Consultants employed by it, is and are protected by worker's compensation insurance and that Consultant has such coverage under public liability and property damage insurance policies which the Consultant deems to be adequate. Certificates for all such policies of insurance shall be provided to Client upon request in writing. Within the limits and conditions of such insurance, Consultant agrees to indemnify and save Client harmless from and against loss, damage, or liability arising from negligent acts by Consultant, its agents, staff, and consultants employed by it. The Consultant shall not be responsible for any loss, damage or liability beyond the amounts, limits, and conditions of such insurance or the limits described in Section 8, whichever is less. The Client agrees to defend, indemnify and save Consultant harmless for loss, damage or liability arising from acts by Client, Client's agent, staff, and other consultants employed by Client. SECTION 10: DISPUTE RESOLUTION 10.1 All claims,disputes, and other matters in controversy between Consultant and Client arising out of or in any way related to this Agreement will be submitted to alternative dispute resolution (ADR) such as mediation and/or arbitration, before and as a condition precedent to other remedies provided by law. 10.2 If a dispute at law arises related to the services provided under this Agreement and that dispute requires litigation instead of ADR as provided above,then: (a) the claim will be brought and tried in judicial jurisdiction of the court of the county where Consultant's principal place of business is located and Client waives the right to remove the action to any other county or judicial jurisdiction,and (b) The prevailing party will be entitled to recovery of all reasonable costs incurred, including staff time, court costs, attorneys' fees, and other claim related expenses. SECTION 11: TERMINATION 11.1 This agreement may be terminated by either party upon seven (7) days written notice in the event of substantial failure by the other party to perform in accordance with the terms hereof. Such termination shall not be effective if that substantial failure has been remedied before expiration of the period specified in the written notice. In the event of termination, Consultant shall be paid for services performed to the termination notice date plus reasonable termination expenses. 11.2 In the event of termination, or suspension for more than three (3) months, prior to completion of all reports contemplated by the Agreement, Consultant may complete such analyses and records as are necessary to complete his files and may also complete a report on the services performed to the date of notice of termination or suspension. The expense of termination or suspension shall include all direct costs of Consultant in completing such analyses,records and reports. SECTION 12: ASSIGNS 12.1 Neither the Client nor the Consultant may delegate,assign,sublet or transfer his duties or interest in this Agreement without the written consent of the other party. SECTION 13. GOVERNING LAW AND SURVIVAL 13.1 The laws of the State of Florida will govern the validity of these Terms,their interpretation and performance. 13.2 If any of the provisions contained in this Agreement are held illegal, invalid, or unenforceable,the enforceability of the remaining provisions will not be impaired. Limitations of liability and indemnities will survive termination of this Agreement for any cause. Rev. 03/10/11 Rick Scott : Governor To protect,promote&improve the health 27---W-T— of all people in Florida through integrated f l o i I as John H.Armstrong,MD,FACS state,county&community efforts. HEALTH State Surgeon General&Secretary Vision:To be the Healthiest State in the Nation September 26, 2013 (Denmar Construction Group) 3- 13� 3180 NW 97 Way 1 CFA Fort Lauderdale, FL 33351 cJCT 0 7 20i3CITY RE: Contingency Letter i - Application Document No:AP1113515 Centrax Permit Number: 13-SC-1483305 OSTDS Number: 1175 NE 101 St COPY Miami, FL 33138 Lot:13 Block:176 Subdivision: Dear Applicant: This will acknowledge receipt of an application dated 07/09/2013 for a permit to use an existing onsite sewage treatment and disposal system located on the above referenced property. From a review of your completed application, it has been determined your existing system is adequate for the proposed use. This permit is granted for a bathroom addition. There will be no increase in sewage flow or characteristics and no impact on the unobstructed area. *********************APPROVED********************* If you have any questions on this matter, please call our office at(305)623-3500. Sincerely, Betsy Lange, Engineering Specialist 11 Enclosures cc: Florida Department of Health www.FloridasHealth.com in DADE COUNTY TWITTER:HealthyFLA 1725 NW 167 St,Opa Locka,FL 33056 FACEBOOK:FLDepartmentofHealth PHONE:(305)623-3500.FAX:(305)623-3645 YOUTUBE:fldoh yWDEPARTMENT OF PERMITTING, ENVIRONMENT AND REGULATORY AFFAIRS IMPACT FEE RECEIPT PROCESS#: B20131101361 _0 BATCH: COLLECTION NO.: 106678 FOLIO M 1132050190230 SITE ADDRESS: 1175 NE 101 ST FEEPAYER: DENMAR CONSTRUCTION GROUP DATE: 07/10/2013 3180 NW 97 WAY SUNRISE FL 33351 FEE DIST. CAT. CATEGORY UNITS FEE EXTENDED TYPE ID CODE DESCRIPTION AMOUNT AREA 1.0 5002 00 UNIT SIZE(SO FT) 100 0.9180 91.80 CITY upy TOTAL AMOUNT DUE: $91.80 PAID CHECK: $0.00 PAID CASH: $91.80 I`3- u U . :J j, i IFSRP_0005T r 36 APPENDIX 113-D Effective Much I,2809 FLORIDA ENERGY EFPKXMCY COM FOR CONSTRt1CTM FORK 11008-W Residential CMW=Rnt PWWWWW Method B N.I.CLIEAARE ZONES conwilance with Melhod B of Chapter 11 of the Florida Swift Code.PmWmft or SobduW 13.6 01 the Ronda a by the use of Farm 11008 for Zn*-and fatMN N three glories or less m hem additions 10 read IdardiN bminds,now haft foam,and wamr ww systems in mda ft hoWbrps,and sib mmporents d and h To a bddmg MW meet or atcm'all of the energy e(Weiahg mq�n�s on 141118-1 mrd ah app m &2 of tars form. , a bWM does not this cnetlmd.W sill complytahOK 149MW A 11 a 13 6 PROJECT HAMS. molev� V AND ADDRESS: DI PERMS(, f jt7P OFFICE: OWWW 1M OW EP'j PERMT HO 1.New w0buc ion incluft addtksns Wft tzorporaft any ol the m9aw kV batures cannot comply sting th's glass Bass areas in excess of 16 percent of cwMoned floor area,and ehom ram heat(See Maw to two 11 B-1 on page 2!. 2 FIN In all the apple spaces of do-lb Be itemead^oulamn on-ft**118-1 will,the information mquesW.AN values MM be equal la or more etfx�em ttlan the mpred levels 3.Comptelo pap 1 based on the-1b Be itslaWed'column adorneiion. 4.Read"14immum 1101101HIM1110 for M PadwaW.Take 11&2 and deck each horn 10 k1ft2la your irtelt to ampy with all eppficable items. 5-Read,sign and data the"Prepared W cartiWcaton statemart 9100 bottom of page I.the owner or owners Wm musl afro sign and date ft form. Please Prkd CK 1. New conairucdory aclr6tiw%or existing bulidi ng 2. Single fanft detached or nadtiple•fanoW angolmd 2 G✓l►.9Gr L,�-�qm 1 L� 3. H nwh4 l 41ordly-No,of units covered by this subnVssion 3 4. Is this a worst cane?6.08MO) 4. 5 Corididoned floor area(sq.ft.) S C1r r 6. Glass type and area: a.11-factor 6a. h SHGC 6b, c.Glass ata Se. 9q.ft. 7. Parga Of glass to floor area 7 8 Floor type,area or pscinseter,and hrsuhmm: a.Slab-on-grade(R-value) 841.R= 1m.ft. b.Wood,raised(R-value) 8b.R= sq.ft. c-Wood,common(R-value) 8e.R= sq.ft d Concreor,raised(R-value) 8d.R= e.Concrete,common(R value) sq.ft' 9. Wail type,area and Irrsulathm: 8e.Ra � 9q.ft. a. Exterior. i. Masorsy(7uwlation 11-value) 98-1. R= l Gb aq R 2. Wood frame(Insulation R-vale) 941-2.R= Sclft. b. Adjacent: L Masorsy(Insuiati-R--alta) 9b-1.R= 2 Wood hate(Insulation R-value) 9b-2. R= sq. IL 10. ceiling type,anon arta insulsom: 9q.It a.Under attic(Insolation R-value) 10a R=_ System:Duct insulation'location b.Single assembly(Insolation R-value) 10.R= it 11. Air distribution sq'ft' 11a R=__�e _ Test report requited if duct m unconditioned space 11b.Test report ejach7W Yes 12. Cooling sysfarn: 12a.Type• C L (TYP-central.room matt,pad:age terminal A.C.,gas.now) 126. 13 Heathtg systarm 13a. MPM cheat PSP,eW-snip.nat.Baa LP-Gas,gas b p.,,Dorn or?TAC,none) 13b.F[ • 14. Programmable thennoetat hi shied on HVAC systems: 13c.( ,.p/ 18. Hot water system: 14. (!0) pip (Types:elec.,nat.gas.LP-gffi,solar,beat rec.,ded hex1'a 7vw. �J�G• -Pr f moi+ tor . roe) 15s.EF- fA caalydose cmeMbyoeraa maweb uo p&Aw Wansaae Fray i. .� g& YA asp lar awaplamin W D ��- DAW- -17-I M_416,FS. I Aeraby ceN1Y tlattgis is Wnuntlarxe-rear uIe Fswim Csneryry l.e 811AD8W,OTMAL• OWM AGM. DATE: 2007 FLORIDA BUILDING CODE-BU(LOMIG 13-D.23 APPENDIX 13-D * TABLE 11&1 RRE ITTt Itee rota i) m comma 7aeu etm.oarca COMPONENT .. PEFFORUANCE CRITE M WSTALLED VAI118 U-Famr:095 LI Factor= Wmdows(see Noe 2): SHGC=OM SHW= %dCFA-1e% %ofCFA=• �� Etaerlor door Wood w irma$ated T YM Walt-Ed.and 04.(see Note 3): _--- Ffine R-13 R-Vakie Mass (see Nota 3) Inerprd wad: R-8 R-Vitae: Enterer of walk R 4 R-Value= Becole MBMMM tear Oft Noe 1 Nd alowod Cedirgs sae Holes 3&4 _-- �� R-Value= Float: SWmwegrade No mgt"nwm Over utoondlooM spaces lase Nola 8-13 R-Value= O Hol watarsysterns(abtaDetype) — T---- E9eGdc(see Noe Sy 40gat EF=092 l3alats= 50 gat EF=0.90 EF= On fired(see Noe 6). 40 gat EF=0.99 Gann s= 50 gak-EF.058 EF. Air see Nota SEER.1&0 Ste= How p-V sysW-(sea Noe e) SEER.13.0 HSPF.7.7 Gas kurom AFUE.78'- AFUE= Ol 4enaces AME.78% AFUE= prourainmabieftnimm(MONMIG) Meet be iwaBed en all HVAC symm ktemlod7 Y No oudwordc(sea Naos 9) LMCOW : lktrbnMwAd>pacr R-0•TESTED Unwndi8ored Coratkred Speoe f Hp Urw~auc asaenhty per 8808.4 wast inwaeth ort at e rod plana 1}R4.2Tea mpr fv•O Tp[reot CoroMoned R-Vahle= teat AhIOcalorc Lkxonalo"ed sale or gee est reportCorWMwW space or Test sport Unvaded attic assembly per RB06.4 with itsadafan at the roof plans Pio duct test (1)W comment ptosed In the AS-Buff home tusk mot or exceed ands Of the Mocabla pubma m Irhfef�at Order tb WO this rode using Unis netMd DLit~ awise Mahod A c onpfance must be used (2)VWndM and doors 4uallft as gWaW 191003110In ams must comply With bah the flt—U-faca;r and the tfN7C num SHBG(Solar Han SIM Goaficipt)tfitaie arld hats a maxinum total wkWm area et)nai to or less Leath 16%of the ro WWMW Boor alis(C&),Wwwise AUBW A Rust be used for a wWa nce.SMOM mac 1.Ad- dfliws of 600 square feet(56 qr�or leas my have waxiflem glass to GFA of 50 pment.Z Rawtr em with new riuotows wKW a 2 foal grer(MM whose ewer edge does not moald fur8er Vwt 8 tea from the overhang mar have ikdW gtaang or double-pane dear gMft Replacem"30"WdMW In MW43dons SW be dotiDeparied or sko parted with a dimer. (3)11-Values are for kit Warier only as applied in aaxxaldarxe With nwa>Cwbxer$kishAlidon kmMwbw,& For mass walls,the"k*ft Of tit all"ISQuirement must be met a',A N at least 50%of the R-4 ktstdafaf value required for the'aderior of waw lW a is kmWxmdw of,air"integral to,de wait. (R-6) (4)Atli:kma waft ttaf be i SUWd t0 S8111n IoM 85 CoMp arhd shad lave a P05ftmrituals Of fmdgftklg L113011111011 m Plm Such MIS my Include figid mstrlaioo board or air bmW Slant nularials adm al*faslauad t9 the amc Sides 01 bee wait hamltg nal=dL (5)For a1Oer electric storage whores,mkllntrn EF-0.97-(0.00132-vokow). (6)For ottw natural gas slorap vgkmss,wMmw h EF=067-(0A0/9•volume). (7)For of ewntreftwW Tres with capacities gmMr than 4000 Btoft For Sme-Duct,Kgb�llktocily Ulna,Spas Castro muLs and urs WO c�aci6es less than 30.000 Sum tee Table 13 sm azA or the Ronda fi r g cue f rig or Taft N1107 AS 3.2A d the Ronda come, (8)For of com adicnal units with cMacft greater than 3UM 8Wft For Snaf-Dnct ftb Vdoci(y tufts.Space Constraktal Wits,and tame w8h capacities less than 30.660 BMw see Table 13-807AB.3.28 of the Florida ming Coxae Bub tg,or Table N1107ABZM ofthe Raids&qua Code,fWw (9y AN dues and ori rwnaas slat be o';fnar located I, space Orta W by a Class 1 BERS raterto be%a stloW leak tree,- ,leak tr W�� ftMIN grt TIMM air I MW to MM MS tit WNW than 3 chs Per 100 SM=feat of CMWWmned fiM am at a Measure differential of 25 Pascal(0.10 fa wc.)across the adie air distribution system,including the manufacturer's air hander a closi. Ilw Or MPbcwmd ducts IrmoW onto an adsrmg air distribufam system as part ofan adMm or raatrafat.Such ducts shat eitler be kmokled to R-6 or be' 1 1 'In oand&aad space 10)Tfre MOhhblf00 On electric resistartca feet and to regWremeRtffr progra MMMe UMMMSMS do rum apply to additWm rwwvad r18,and flew heairtp sysMms btslufW in aBdsfng bWi kv& TABLE 118 2 M9pAMTM AEOIlITB MDR ALL PACKAGES COMPONENTS SECTION CHECK EMerlorJoktte&CradD N1106.A8.12 Tobe cmillecl,gaskehKL vrasaip orOeterwhsesealed. Extedor Wktdorvs&DOors N1106A8.1.1 ME 2 ckWBQX wkWow area;5 door area. Ede&Top Flom N1101LA8.12.1 .SOW PNOW Will PWWUadom dvaugh lop of ,-'Was rmrst be eeWetl. i Recessed Uandm N1108A13.1.24 Type IC rated w O no permarmalorie rago assnmaims yedL Muftislory Houses N1106AS.12b Air border on PWkndw Of Now crAhr baeean Boas, Etdtaet Fans N1108.A13.1.3 Eithimist two um e# to uncondi icred space strepav he dmt epars,e>roept for cm Mm devices vAh beegral Water Peaew N1112A8.3 COY wMt 'T in Table N1 119 3.Swbch or clearly it y malted ckobreaker eecahc orctso8 must be Exlemal or tuiPtn hog for War Dies,dears Swkmtktg Pods&Sues N1112AB2.3.4 Some,&hewed pools must have covers-(except solar hestwQ."Mmumnaolal pods oust have a Mop ewer Gas Rte&Pod heal,-must have mk m lm ttmwW efpdency of 78%Lira Mop Pad hasten shall have a mnkmaa COP of4.0. Hot Wake,Pbn N1112AB5 kwdadatis for hotvrarer nem nwovery mYVts Shower tlsads N1112AB2-4 water Now must be rvlautctad lono sure drat z5 rabum a e0 ' HVAC Duct Canbtrceoq AN duds,frlktgs,mederiW squpmwa and pumas chenbns shallbeauacfted,sailed.knwrerea / bgdetlort a kr48elon N1110A8 ltd iWaead kt atsordartce 161)t1 due erhwe d Saclim N7110AB.Duds in aorta rant be kWteed io a mbdtmrm ot ff/ R8 HVACCarrob N1107A82 aooasaiplamovie oraaomsaeatmrnoakdfor each 13-D?4 2007 FLORIDA BUILDING COD"WLDING U.S.DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE -- FEDERX.EMERGENCY MANAGEMENT AGENCY OMB No. 1660-0008 National Flood Insurance Program Important: Read the instructions on pages 1-9. Expiration Date:July 31, 2015 SECTION A-PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name JEFFREY MOWERS AND KATHERINE MOWERS Policy Number: A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O. Route and Box No. Company NAIC Number. 1175 NE 101ST STREET City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) LOT 13,BILK 176 OF REV PLAT OF MIAMI SHORES SEC 8,PB 43,PG67,DCR, FOLIO#11-3205-019-0230 A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.)RESIDENTIAL A5. Latitude/Longitude:Lat.N25°52'07.1" Long.80°10'25.5" Horizontal 27 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 B&8 A8. For a building with a crawlspace or enclosure(s): A9. For a building with a ttach g a) Square footage of crawlspace or enclosure(s) 1496 sq ft a) Square footage tt g g 2 - sq ft b) Number of permanent flood openings in the crawlspace b) Number of perma o ni in the a ached garage or enclosure(s)within 1.0 foot above adjacent grade 12 within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 1504 sq in c) Total net area of flood openings in A9.b 0 sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP Community Name&Community Number B2.County Name B3.State MIAMI SHORES 120652 MIAMI-DADE FLORIDA B4.Map/Panel Number B5.Suffix B6.FIRM Index Date B7.FIRM Panel B8.Flood B9. Base Flood Elevation(s)(Zone 1208600306 L 9/11/09 Effective/Revised Date Zone(s) AO,use base flood depth) 9/11/09 AE 8' B10. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑ Yes ® No Designation Date:N/A ❑ CBRS ❑ OPA SECTION C-BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. 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-A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR,ARIA,ARAE,AR/A1-A30,AR/AH,AR/AO.Complete Items C2.a-h below according to the building diagram specified in Item A7.In Puerto Rico only,enter meters. Benchmark Utilized:DCBM#N-400 EL:8.28' Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a)through h)below. ®NGVD 1929 ❑ NAVD 1988 ❑Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a)Top of bottom floor(including basement,crawlspace,or enclosure floor) 7.37 ®feet ❑meters b)Top of the next higher floor 9.17 ®feet ❑meters c) Bottom of the lowest horizontal structural member(V Zones only) N/A. ❑feet ❑meters d)Attached garage(top of slab) 7.48 ®feet ❑meters e) Lowest elevation of machinery or equipment servicing the building 8.00 ®feet ❑meters (Describe type of equipment and location in Comments) 0 Lowest adjacent(finished)grade next to building(LAG) 7.37 ®feet ❑meters g) Highest adjacent(finished)grade next to building(HAG) 9.04 ®feet ❑meters h) Lowest adjacent grade at lowest elevation of deck or stairs,including structural support N/A. ®feet ❑meters SECTION D-SURVEYOR, ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation information./certify that the information on this Certificate represents my best efforts to interpret the data available. � r I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments 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 Certifier's Name ROBERT L.THOMPSON License Number 3869 Title PROF.LAND SURVEYOR Company Name ACCURATE LAND SURVEYORS Address 1150 E ATLANTIC BOULEVARD City POMPANO BEACH State FL ZIP Code 33060 Signature ,! Date 2/7/13 Telephone 954-782-1441 --- FEMA Form 086-0-33(7/12) See reverse side for continuation. Replaces all previous editions. � V� .w1• n w�I�, vuv� - 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: 1175 NE 101ST STREET City MIAMI SHORES State FL ZIP Code 33138 Company NAIC 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 JOB NO 13-0319 A5:Lat and Long was obtained using a hend held GPS unit.C2E:A/C PAD 1.C2A:CRAWL SPACE 2.C2B:PORTION OF HOUSE THAT IS DIAGRAM 1 B 3. ELEVATION OF FLOOR OVER CRAWL SPACE 9.59' Signature Date 2/7/13 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,crawlspace,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 6-9 with permanent flood openings provided in Section A Items 8 and/or 9(see pages 8-9 of Instructions),the next higher floor (elevation C2.b in the diagrams)of the building is ❑feet ❑meters ❑above or ❑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 FEMA-issued or community-issued 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 Comments ❑Check here if attachments. SECTION G—COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A,B,C(or E),and G of this Elevation Certificate.Complete the applicable item(s)and sign below.Check the measurement used in Items G8—G10.In Puerto Rico 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 community-issued BFE)or Zone AO. G3.❑ The following information(Items G4—G10)is provided for community floodplain management purposes. 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 Official's Name Title Community Name Telephone Signature Date Comments ❑Check here if attachments. FEMA Form 086-0-33(7/12) 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: 1175 NE 101 ST 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. Nr, FRONT VIEW 2/7/13 RIGHT SIDE VIEW 2/7/13 •:i 9 REAR VIEW 2/7/13 LEFT SIDE VIEW 2/7/13 FEMA Form 086-0-33(7/12) Replaces all previous editions. 1150 E. ATLANTIC BLVD. ACCURATE LAND SURVEYORS, INC. TEL. (954) 782-1441 POMPANO BEACH FAX. (954) 782-1442 FLORIDA 33060 L.B. #3635 SHEET 1 OF'21 TYPE OF SURVEY: BOUNDARY JOB NUMBER: SU-13-0319 LEGAL DESCRIPTION: LOT 13, BLOCK 176 OF REVISED PLAT OF MIAMI SHORES SECTION EIGHT, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 43, PAGE 67 OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. ADDRESS: 1175 NE 101ST STREET MIAMI SHORES, FL 33138 FLOOD ZONE: AE BASE FLOOD ELEVATION: 8'NGVD CONTROL PANEL NUMBER: 120652-0306-L EFFECTIVE: REVISED: 9/11/2009 LOWEST FLOOR ELEVATION: 9.17'NGVD (FRONT DOOR ELEV:9.59'NGVD) GARAGE FLOOR ELEVATION: 7.48'NGVD LOWEST ADJACENT GRADE : 7.37'NGVD HIGHEST ADJACENT GRADE : 9.04'NGVD REFERENCE BENCH MARK: DCBM#B-400 ELEV: 8.28'NGVD CERTIFY TO: 1. JEFFREY MOWERS AND KATHERINE MOWERS 2. 3. 4. 5. 6. CITY COPY V, I 3.p-..f_36 OCT 0 7 2013 R-F r' NOTES: %S A\, 1. THIS SURVEY CONSISTS OF A MAP AND A TEXT REPORT. ONE IS NOT VAUD WITHOUT THE OTHER. 2. OWNERSHIP OF FENCE AND WALLS IF ANY, NOT DETERMINED. NOT VAUD WITHOUT 3. THIS SURVEY IS MADE FOR THE EXCLUSIVE USE OF THE CERTIFIED HEREON. TO BE VAUD ONE YEAR THE SIGNATURE ANDRI THE OGINAL RAISED � FROM THE DATE OF SURVEY AS SHOWN HEREON. SEAL OF A FLORIDA e AENRC T LANGLE LEGEND OF ABBREVIATIONS: LICENSEANDSUP'RYOR/ CB CHORD BEARING 1 R RADIUS GTH f+� ELEVATIONS BASED ON NGVD 1979 D.B.61 DEED BOOK / RNV RIGHT OF WAY SO.FT. = SOUARE FEET MAINT MAINTENANCE CLF CHAIN LINK FENCE P.C. • POINT OF CURVATURE p.C.P. • PERMANENT CONTROL POINT B.C.R. • SROWARD COUNTY RECORDS WF WOOD FENCE P.T. • POINT OF TANGENCY P.B.C.R. PALM BEACH COUNTY RECC4205 D.C.R. • DADE COUNTY RECORDS BLVD. = BOULEVARD WM = WATER METER P = PUT P B. = PLAT BOOK AD • ASSUMED DATUM OH OVERHANG N&D • NAIL&DISC O.R.B. • OFFICIAL RECORDS BOOK I.M. ' IRON PIPE N = NORTH P.O.C. • POINT OF COMMENCEMENT F.F. • FINISHED FLOOR I.R. = IRON ROD S SOUTH PO B, • POINT OF BEGINNING ENCH. ENCROACH PR M. = PERMANENT REFERENCE MONUMENT E ' EAST MC AIR CONDITIONER _x_%_%_X- = CHAIN LINK FENCE NO VE) NATIONAL GEODETIC VERTICAL DATUM W = WEST FND. • FOUND U.E. ' UTILITY EASEMENT B.M. • BENCHMARK CHATT CHATTAHOOCHEEDQE D.E. DRAINAGE EASEMENT FH FlRE HYDRANT F.P.L. FLORIDA POWER I LIGHT METAL FENCE AE ' ANCHOR EASEMENT FH GAR= OFFSET LEV. • ELEVATION O O 0--4 • PVC F = GARAGE olsE SEC. • SECTION\ EL • MANHOLE -II-II II II CONCRETE FENCE CA. CENTERLINE TWP. ' TOWNSHIP ESMT. EASEMENT CONCRETE WALL (M) ' MEASURED RGE. RANGE ELEC. ELECTRIC A h-14 VIRE FENCE LP LIGHT POLE 1150 E. ATLANTIC BLVD. ACCURATE LAND SURVEYORS, INC. TEL. (954) 782-1441 POMPANO BEACH FLORIDA 33060 L.B. #3635 FAX. (954) 782-1442 SHEET 2 OF 2 N W K W E 3 5 W' a LOT 5 BLOCK 176 LOT 4 BLOCK 176 x S in 5' W.F. POWER " FOUND 1/2" 0.30' S. . :, :; :.. . ::POLE. r`'. '"IRON PIPE A`O 0.20' E. 10':.ASPHALT PAVEMENT. 132.20 :.....::.:.. :.;. :.::(NO ID) / O 190. 5 W.F. FOUND 1/2 0.45' S. `. `V IRON ROD may/ (NO ID) �Q zv N A/C CPQ 6 ^ SHED "� Q .: 10.38' X35.0' CONC F.F. ELEV. co THIS AREA =9.17NGVD N <'Q M 22.2' .8.2' I. L6 12.4' ?1.49. OJ n / TILED i i ti ELEV.-g.17' ONE STORY 0 Nc d RESIDENCE 175 w ON X NLOT 13 BLOC 176 ��. ZM `� FRONT DOOR V i.i ti O 3;� a SCREENED ELEV=9.59'NGVD c� II PATIO 44.0' 10.29' 0 O LED- 9 44 0 14.4' ,1 O' 00 4 O O os 7g q N N 0- e 3 Op- 40 - op �`�• 3h WqY FOUND 5/8" '::•85. `:.. ASPHALT.. IRON ROD .FOUND 1/2" (NO ID) DRIVEWAY... " IRON PIPE ':(NO ID) LO n M I N.E. 101st STREET. . 75' RIGHT OF WAY :..22' ASPHALT PAVEMENT p�cnp�� NOTES: 1. unless otherwise noted field measurements ore in agreement CERTIFICATION: with record measurement. This is to certify that I have recently surveyed the 2. Bearings shown hereon are based on an assumed bearing of property described in the foregoing title caption and n/a have set or found monuments as indicated on this 3. The lands shown hereon were not abstracted for ownership, sketch and that said above ground survey and rights of way, easements, or other matters of records by sketch are accurate and correct to the best of my Accurate Land Surveyors, Inc. knowledge and belief. I further certify that this 4. Ownership of fences and walls, if any, are not determined. survey meets Minimum Technical Standards under 5. This survey is the property of Accurate Land Surveyors, Inc., Rule 5J-17, adopted by the Florida Board of Land and shall not be used or reproduced in whole or in part without Surveyors. October 1st, 2009. written authorization. 6. This survey is made for the exclusive use of the certified hereon, to be valid one year from the date of survey as shown hereon. 7. This survey consists of a map and text report, one is not C-7 E A valid without the other. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA �� - z LICENSED MAPPERYOR REVISIONS DATE BY �� ROBERT L. THOMPSON (PRESIDENT) PROFESSIONAL SURVEYOR AND MAPPER No.3869 - STATE OF FLORIDA DATE OF SURVEY DRAWN BY CHECKED BY FIELD BOOK 13-0319 SCALE 1'= 30' SKETBCH ERSU-13-0319 02/07/13 SP RLT ESR-2613 CITY Used for Florida State Wide Product Appro 1 FL10456 0.py Products on this Report which are approved: Product FL# Product FL# DSP 10456.1 HTS28 10456.25 FTA2 10456.2 HTS30 10456.26 FTA5 10456.3 HTS30C 10456.27 3 FTA7 10456.4 LFTA 10456.28 ,, H1 10456.5 LTS 12 10456.29 H10 10456.6 LTS 16 10456.30 T 1 N13 H10-2 10456.7 LTS18 10456.31 H15 10456.8 LTS20 10456.32 BY: H15-2 10456.9 MTS12 10456.33 H2 10456.10 MTS16 10456.34 H2.5 10456.11 MTS18 10456.35 H2.5A 10456.12 MTS20 10456.36 H3 10456.13 MTS30 10456.37 H4 10456.14 RSP4 10456.38 H5 10456.15 RST-1 10456.39 H6 10456.16 RST-2 10456.40 H7Z 10456.17 SP1 10456.41 HGT-2 10456.18 SP2 10456.42 HGT-3 10456.19 SP4 10456.43 HGT-4 10456.20 SP6 10456.44 HS24 10456.21 SP8 10456.45 HTS16 10456.22 SPH4 10456.46 HTS20 10456.23 SPH6 10456.47 HTS24 10456.24 SSP 10456.48 1 � SIMPSON STRONG-TIE COMPANY, INC t 13* F—S' REPORT TM ESRy 1, 200 Issued February 1, 2008 �� This report is subject to re-examination in two years. ICC Evaluation Service, Inc. Busrrms/Regioml Office m 5360 Workman Mill Road,Whittier,California 90601■(562)699-0543 Regional Office■900 Montclair Road,Suite A,Birmingham,Alabama 35213 ■(205)599-9800 www.icc-es.org Regional Office■4051 West Flossrmoor Road,Country Club Hills,Illinois 60478■(708)799-2305 DIVISION:06—WOOD AND PLASTICS drawings of installation configurations with designated Section:06090—Wood and Plastics Fastenings allowable load directions. 3.1.2 HS24 Hurricane Tie:The HS24 hurricane tie anchors REPORT HOLDER: wood rafters or trusses to wood wall top plates. The HS24 STRONG-TIE COMPANY,INC. connector is formed from No. 18 gage galvanized steel. See SIMPSON 5956 WEST LAS C BOULEVARD Table 2 for required fasteners and allowable loads.See Figure 2 for a drawing of the HS24 tie and a typical installation detail. PLEASANTON,CALIFORNIA 94588 (800)925-6099 3.1.3 RST-1 and RST-2 Hurricane Ties:The RST hurricane www.strongtie.com ties are used to anchor single-ply wood roof trusses (or rafters) to vertically aligned wood studs. The RST-1 is EVALUATION SUBJECT: designed to anchor single-ply wood trusses with lumber oriented horizontally, and the RST-2 is designed to anchor SIMPSON STRONG-TIE HURRICANE AND SEISMIC two-ply wood trusses with lumber oriented vertically or single- STRAPS AND TIES FOR WOOD FRAMING plywood trusses with lumberoriented horizontally.The RST-1 and RST-2 hurricane tie connectors are fabricated from No. 1.0 EVALUATION SCOPE 20 and No. 18 gage galvanized steel,respectively.See Table 3 for RST model numbers, width and length dimensions, Compliance with the following codes: required fasteners,and allowable uplift loads.See Figure 3 for ■ 2006 International Building Code®(IBC) drawings of the RST-1 tie and a typical installation detail. ■ 2006 International Residential Code®(IRC) 3.1.4 LTS,MTS,and HTS Series Twist Straps:The LTS, MTS, and HTS series twist straps are used to anchor wood ■ Other Codes(see Section 8.0) trusses or rafters to wood wall double top plates,wood studs, Properties evaluated: wood beams,or wood rim boards. The LTS, MTS, and HTS series twist straps are formed from No.18,No. 16,and No.14 Structural gage galvanized steel, respectively. See Table 4 for strap 2.0 USES model numbers,overall strap lengths,required fasteners,and allowable uplift loads when installed with different fastener The Simpson Strong-Tie hurricane and seismicstraps and ties schedules.See Figure 4 for a drawing of an LTS12 twist strap described in this report are used as wood framing connectors and two typical MTS strap installations. in accordance with Section 2304.9.3 of the IBC.The products may also be used in structures regulated under the IRC when 3.1.5 LFTA Light Floor Tie Anchor:The LFTA light floor tie an engineered design is submitted in accordance with Section anchor is used as a floor-to-floor tension tie and is formed R301.1.3 of the IRC. from No. 16 gage galvanized steel.See Table 5 for anchor tie 3.0 DESCRIPTION dimensions, required fasteners, and the assigned allowable uplift load.See Figure 5 for a drawing of the LFTA connector. 3.1 General: 3.1.6 FTA Floor Tie Anchors:The FTA floor tie anchors are The Simpson Strong-Tie hurricane and seismic straps and ties used to connect vertically aligned studs between a horizontal recognized in this report are installed to resist design forces wood diaphragm assemblage with floor joists having a on wood-frame construction resulting from the application of maximum 12-inch nominal depth. The FTA2 and FTA5 are the most critical effects of the load combinations prescribed by formed from No. 10 gage galvanized steel, and the FTA7 is code that include wind or seismic loads. formed from No.3 gage galvanized steel.See Table 6 for FTA 3.1.1 Hurricane Ties: Hurricane ties are used to anchor models,anchor dimensions,required fasteners,and allowable wood rafters orjoists to wood wall plates or studs or to anchor tension loads. See Figure 6a for a drawing of an FTA floor wood studs to wood sill plates.The H6,H7Z,H15,and H15-2 anchor tie defining overall length and clear span, and Figure ties are formed from No. 16 gage galvanized steel; the H1, 6b for drawings of a typical FTA anchor installation. H2, H2.5, H2.5A, H3, H5, H10, H10A, and H10-2 ties are 3.1.7 SP and SPH Series Stud Plate Connectors: The formed from No. 18 gage galvanized steel; and the H4 tie is SP1 connector fastens one edge of a wood stud to the formed from No.20 gage galvanized steel.See Table 1 for tie contiguous edge of a wood sill plate,and the SP2 connector model numbers, tie dimensions, fastener schedules, and fastens to one side of a wood double top plate and to the allowable loads. See Figures 1 a and lb for drawings of the contiguous edge of a wood stud.The SP4,SP6,SP8,SPH4, hurricane ties recognized in this report, and Figure 1c for SPH6,and SPH8 are 1'/;inch-wide(32 mm)U-shaped straps "Corrected July 2008 f- REPORTS— are not lobe construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement ofthe subject ofthe report or a recommendationfor its use.There is no warranty by ICC Evaluation Service,Inc.,express or implied as to airy finding or other matter in this report,or as to any product covered by the report. xmtm.�an.w pawn tmr*aatew Copyright 0 2007 Page 1 of 12 t l Page 2 of 12 ESR-2613 with a horizontal portion that bears against the wood wall top strength of 40,000 psi (275 MPa) and a minimum tensile plates or sill plates and two vertical legs that are nailed to the strength of 55,000 psi(379 MPa). edges of a wood stud. The SP and SPH connectors are The body of the HGT heavy girder tiedown basket is fabricated from No. 20 and No. 18 gage galvanized steel, fabricated from ASTM A 1011,SS designation,Grade 33,hot respectively.See Table 7 for SP and SPH models,connector rolled steel with a minimum yield strength of 33,000 psi(227 dimensions, required fasteners, and allowable uplift loads. MPa) and a minimum tensile strength of 52,000 psi (358 See Figure 7 for drawings of the SP1 and SP2 connector,and MPa), and the crescent washers of the HGT bracket are of typical stud-to-plate connection details for the SP1, SP2, fabricated from ASTM A 36 steel with a minimum yield SP4,and SPH4 connectors. strength of 36,000 psi (248 MPa) and a minimum tensile 3.1.8 RSP4 Reversible Stud Plate Ties: The RSP4 tie strength of 58,000 psi(399 MPa). plates are used to connect a nominally 2-inch-wide wood stud Base-metal thicknesses for the connectors in this report are to either a top or sill plate of a wood framed wall.The RSP4 tie as follows: connector is fabricated from No. 20 gage galvanized steel. See Table 8 for required fasteners and allowable loads.See NOMINAL THICKNESS MINIMUM BASE-METAL Figure 8a for a drawing of the RSP4 connector showing (gage) THICKNESS(inch) overall dimensions;Figure 8b for a drawing of a typical RSP4 No.3 0.2285 installation connecting a wood double top plate to a wood No.7 0.1705 stud;and Figure 8c for a typical RSP4 installation connecting No.10 0.1275 a wood stud to a wood sill plate. No.14 0.0685 3.1.9 SSP and DSP Stud Plate Connectors: The SSP No.16 0.0555 stud-to-plate connector is used to provide a positive No.18 0.0445 connection between a single wood stud and the top or sill No.20 0.0335 plate of the same wood wall, and the DSP stud-to-plate For SI:1 inch=25.4 mm. connector is used to provide a positive connection between a double wood stud and the wood wall top or sill plate of the The galvanized connectors have a minimum G90 zinc same wood wall.The SSP and DSP connectors are fabricated coating specification in accordance with ASTM A 653. Some from No. 18 gage galvanized steel. See Table 9 for required models(designated with a model number ending with Z)are fasteners and allowable uplift loads.See Figure 9 for drawings available with a G185 zinc coating specification in accordance of the SSP and DSP connectors showing overall dimensions; with ASTM A 653. Some models (designated with a model a drawing of an SSP installation connecting a stud to a sill number ending with HDG) are available with a hot-dip plate;and a drawing of a DSP installation connecting a double galvanization, also known as "batch" galvanization, in wood stud assembly to a top plate. accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface 3.1.10 HGT Heavy Girder Tiedown Brackets: The HGT area (600 g/m2), total for both sides. Model numbers in this heavy girder tiedown brackets are used to provide a positive report do not include the Z or HDG ending,but the information connection between wood roof beams or multi-ply wood roof shown applies. trusses and wood posts vertically aligned to support the end reaction of the beam or truss member. The HGT tiedown The FTA floor anchor ties and HTS twist straps have a connector is a U-shaped bracket that is installed over the top painted finish and may also be available with the HDG finish. chord of the roof truss having a slope from 3:12(14 degrees) The lumber treater or holder of this report(Simpson Strong- to 8:12 (34 degrees). Other components required for the Tie Company)should be contacted for recommendations on connection, such as the anchor rods and hold-down or tie- minimum corrosion resistance of steel connectors in contact down devices,that must be used to form a complete load path with the specific proprietary preservative treated or fire to resist design uplift forces from their point of origin to the retardant treated lumber. load-resisting elements, that is, the vertically aligned supporting wood post,must be designed and specified by the 3.2.2 Wood: Supporting wood members to which these registered design professional.The HGTtiedown brackets are connectors are fastened must be solid sawn lumber, fabricated from No.7 gage steel,and are supplied with insert glued-laminated lumber, or engineered lumber [such as plates and crescent washers. See Table 9 for tiedown Laminated Veneer Lumber (LVL), Parallel Strand Lumber connector models,connector dimensions,fastener schedules, (PSL), and Laminated Strand Lumber (LSL)] having and allowable uplift loads. See Figure 9 for a drawing of the dimensions consistent with the connector dimensions shown HGT-2 tiedown connector, and a drawing of a typical in this report. Unless otherwise noted, supporting wood connection detail showing necessary components, including members and supported members must have an assigned those not covered in this evaluation report,such as the HTT22 minimum specific gravity of 0.50(minimum equivalent specific tension Tie. gravity of 0.50 for engineered lumber), except as noted in Table 7 for the SPH stud plate tie connectors,which permits 3.2 Materials: lumber having an assigned minimum specific gravity of 0.50 3.2.1 Steel: Unless otherwise noted, the connectors and 0.55;and Table 9 for the SSP and DSP stud-to-plate tie described in this report are fabricated from ASTM A 653,SS connectors, which permits lumber having an assigned designation,Grade 33,galvanized steel with a minimum yield minimum specific gravity of 0.50 and 0.43.The lumber used strength, FY, of 33,000 psi(227 MPa)and a minimum tensile with the connectors described in this report must have a strength, F,,, of 45,000 psi(310 MPa).The FTA floor anchor maximum moisture content of 19 percent (16 percent for ties are fabricated from ASTM A 1011,SS designation,Grade engineered lumber)except as noted in Section 4.1. 33,hot rolled steel with a minimum yield strength of 33,000 psi The thickness of the wood members must be equal to or (227 MPa)and a minimum tensile strength of 52,000 psi(358 greater than the length of the fasteners specified in the tables MPa).The HTS twist straps,the SSP and DSP stud-to-plate in this report, except if noted otherwise in the tables and ties,and the H2.5A hurricane tie are fabricated from ASTM A accompanying footnotes in this report,or as required by wood 653, SS designation, Grade 40, steel with a minimum yield member design,whichever controls. Page 3 of 12 ESR-2613 3.2.3 Fasteners: Bolts, at a minimum, must comply with 5.1 The connectors must be manufactured, identified and ASTM A 36 or A 307. Nails used for connectors, straps,and installed in accordance with this report and the ties described in this report must comply with ASTM F 1667 manufacturer's published installation instructions.A copy and have the following minimum dimensions and bending yield of the instructions must be available at the jobsite at all times during strengths(F,): 9 installation. FASTENERS NAIL NAIL Fm 5.2 Calculations showing compliance with this report must DIAMETER LENGTH (psi) be submitted to the code official.The calculations must (inch) (inches) be prepared by a registered design professional where 8d x 11/2 0.131 1'/2 100,000 required by the statues of the jurisdiction in which the 8d 0.131 21/2 100,000 project is to be constructed. 10d x 11/2 0.148 1 11/2 90,000 5.3 Adjustment factors noted in Section 4.1 and the 10d 0.148 1 3 190,000 applicable codes must be considered,where applicable. For SI:1 inch=25.4 mm. Fasteners used in contact with preservative treated or fire 5.4 Connected wood members and fasteners must comply, retardant treated lumber must comply with IBC Section respectively,with Sections 3.2.2 and 3.2.3 of this report. 2304.9.5 or IRC Section R319.3, as applicable. The lumber 5.5 Use of connectors with preservative or fire retardant treater or this report holder(Simpson Strong-Tie Company) treated lumber must be in accordance with Section 3.2.1 should be contacted for recommendations on minimum of this report. Use of fasteners with preservative or fire corrosion resistance of fasteners and connection capacities of retardant treated lumber must be in accordance with fasteners used with the specific proprietary preservative Section 3.2.3 of this report. treated or fire retardant treated lumber. 5.6 The FTA series tie anchors are factory-welded 4.0 DESIGN AND INSTALLATION connectors manufactured under a quality control 4.1 Design: program with inspections by Professional Service Industries,Inc.(AA-660)or by Intertek Testing Services The tabulated allowable loads shown in this report are based NA, Inc.(AA-688). on allowable stress design (ASD) and include the load duration factor,CM corresponding with the applicable loads in 6.0 EVIDENCE SUBMITTED accordance with the NDS. Data in accordance with the ICC-ES Acceptance Criteria for Tabulated allowable loads apply to products connected to Joist Hangers and Similar Devices (AC13), dated October wood used under dry conditions and where sustained 2006(corrected March 2007). temperatures are 100°F(37.8°C)or less.When products are 7.0 IDENTIFICATION installed to wood having a moisture content greater than 19 percent(16 percent for engineered wood products),or when The products described in this report are identified with a die- wet service is expected,the allowable loads must be adjusted stamped label indicating the name of the manufacturer by the wet service factor, C, specified in the NDS. When (Simpson Strong-Tie),the model number,and the number of connectors are installed in wood thatwill experience sustained an index evaluation report (E5R-2523) that is used as an exposure to temperatures exceeding 100°F (37.81C), the identifier for the products recognized in this report. allowable loads in this report must be adjusted by the Additionally, the factory-welded FTA series tie anchors temperature factor, C,specified in the NDS. manufactured in the United States are identified with their Connected wood members must be analyzed for load- acronym of the inspection agency(PSI), and factory-welded carrying capacity at the connection in accordance with the FTA series tie anchors manufactured in Canada are identified NDS. with the name of their inspection agency(Intertek). 4.2 Installation: 8.0 OTHER CODES Installation of the connectors must be in accordance with this 8.1 Evaluation Scope: evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and In addition to the codes referenced in Section 1.0, the the manufacture's published installation instructions, this products in this report were evaluated for compliance with the report governs. requirements of the following codes: 4.3 Special Inspection: ■ 2003 International Building Code®(2003 IBC) 4.3.1 IBC: Periodic special inspection is required for ■ 2003 International Residential Code®(2003 IRC) installation of connectors described in this report that are ■ 2000/ntemational Building Code®(2000 IBC) designated as components of the seismic-force-resisting system for a structure in Seismic Design Category C, D, E or ■ 2000 International Residential Code®(2000 IRC) F in accordance with Section 1707.3 or 1707.4, with the exception of those structures qualifying underSection 1704.1. ■ 1997 Uniform Building CodeTm(UBC) 4.3.2 IRC:Special inspections are not required. The products described in this report comply with, or are suitable alternatives to what is specified in, the codes listed 5.0 CONDITIONS OF USE above,subject to the provisions of Sections 8.2 through 8.7. The Simpson Strong-Tie Hurricane and Seismic Straps and 8.2 Uses: Ties described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in 8.2.1 2003 IBC, 2003 IRC, 2000 IBC,and 2000 IRC: See Section 1.0 of this report, subject to the following conditions: Section 2.0 of this report. Page 4 of 12 ESR-2613 8.2.2 UBC: Replace the information in Section 2.0 with the 8.5 Conditions of Use: following: Simpson Strong-Tie hurricane and seismic straps and ties are used as wood framing connectors in accordance 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The with Section 2318.4.8 of the UBC. Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is specified in,those 8.3 Description: codes listed in Section 8.0,subject to the same conditions of 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this use described in Section 5.0 of this report. report. 8.5.2 UBC:The Simpson Strong-Tie products described in this report comply with, or are suitable alternatives to what is 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this specified in,the UBC, subject to the same conditions of use report, except modify Section 3.2.3 to reference Section indicated in Section 5.0 of this report,except the last sentence R323.3 of the IRC. of Section 5.5 is replaced with the following: Fasteners used 8.3.3 UBC:See Section 3.0 of this report,except modify the in contact with preservative treated or fire retardant treated first sentence in the last paragraph of Section 3.2.3 as follows: lumber must,as a minimum,comply with UBC Section 2304.3. Fasteners used in contact with preservative treated or fire 8.6 Evidence Submitted:2003 IBC,2003 IRC,2000 IBC, retardant treated lumber must, as a minimum, comply with 2000 IRC,and the UBC: UBC Section 2304.3. 8.4 Design and Installation: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC, 2000 IBC, 2000 8.4.1 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC: See IRC,and the UBC: Section 4.0 of this report. See Section 7.0 of this report. 8.4.2 UBC: See Section 4.0 of this report, except delete Section 4.3 since special inspection is not required. Page 5 of 12 ESR-2613 TABLE 1—HURRICANE TIES FASTENERS ALLOWABLE LOADS MODEL (Quantity-Type) Ibs NO. Connection Uplift`'6 Lateral"' To Rafter To Plates To Stud Configurations' Co=1.33 or Cp=1.6 Co=1.33 or Co=1.6 F, F2 H1 6-8dx11/2 4-8d — 490 485 165 H10 8-8dx1'/2 8-8dx1'/2 — 1 995 590 275 H10A 9-10dx1'/2 9-10dx11/2 — 1,140 590 285 H10-2 6-10d 6-10d — 760 455 395 H2 5-8d — 5-8d 2 335 — — 1-12.5 5-8d 5-8d — 3 415 150 150 5-8d 5-8d 8 370 — — H2.5A 5-8d 5-8d — 600 110 110 H3 4-8d 4-8d — 3 455 125 160 H5 4-8d 4-8d — 455 115 200 H4 4-8d 4-8d 8 360 — — 4-8d 4-8d — 9 360 165 160 H6 — 8-8d 8-8d 12 915 — — H7Z 4-8d 2-8d 8-8d 930 400 — H15 4-10dx11/2 4-10dx1'/2 12-10dx11/2 13 1,300 480 — H15-2 4-10dx02 4-10dx1'/2 12-10dx1'/2 1,300 480 For SI: 1 inch=25.4 mm,1 lbs=4.45 N. 1.Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member. A rafter minimum actual thickness of 2'/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2.Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate 5 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist.The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependant on the method of calculating wind forces and the assumed load path that the connector is designed to resist. 3."Connection Configurations"shown in Figure 1 c(next page)indicate the load directions F,and F2,and are details showing connector installations on the outside of the wall for clarity.Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads. 4.Connections in the same area(i.e.truss to plate connector and plate to stud connector)must be on installed on the same side of the wall to achieve the tabulated allowable uplift loads and ensure a continuous load path. 5.Allowable uplift loads have been increased for wind or earthquake loading,and no further increase is allowed.Allowable loads must be reduced when other load durations govem. 6.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 7.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. ,;!'"fix ,g� ,g,;b r • 1}g° ' � ��e � � �_ Jam • _ %,4,313'16 ,..•�. 19/16" _ H1 H2 H2.5 H2.5A H3 FIGURE 1a—Hi,H2,H2.5,H2.5A,AND H3 HURRICANE TIES Page 6 of 12 ESR-2613 i •�•1��z�2%" q�, . • 19� (H1H0 1s0imA i�lar) dil®3e S o° �*I ♦,1�"1 2SBa „�1 0. ® F;wl y 'a 1' ?•-� 21" � 133:Z" OiSs' J 0 0 o H5 H6 H7Z H10-2 H15 -2 similar) FIGURE 1b—H4,H5,H6,H77,H10,H10-2,AND H15 HURRICANE TIES ❑1 / H1 Installation ❑2 H2 Installation (H10,H10A,H10-2 similar) (Allowable Uplift Load Only) 1 d 8 F' H2.5 Installation H4 Installation H4 Installation (Nails into both top plates) (1-12.5 similar) (Nails into upper top plate) (H2.5A,H3,H5 similar) — 3 Pitch 0.12 107:12 H6 Stud to JH6 Stud toDouble Top J.and1 nlstallation ate12 sttailation st 13 '•' 13 s H7Z Installation H15 Installation FIGURE 1c--CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1 Page 7 of 12 ESR-2613 TABLE 2—HS24 HURRICANE TIE FASTENERS'(Quantity-Type) ALLOWABLE LOADS(lbs)where Co=1.33 or Co=1.6 MODEL Lateral',4,6 To Rafter or Truss To Double Top Plate Uplift, F, F2 HS24 8-8dx11/2 & 2-8d(slant) 8-8d 605 645 1,025 8-8dx1'/2 8-8d 605 590 640 For SI: 1 inch=25.4 mm,1 lbs=4.5 N. 1."Slant"nailing refers to 8d common nails installed as toenails on each side of the connector.The nails must be driven through the connector at an angle approximately 30°with the rafter/truss member with the nail penetrating through the rafter/truss member into the wood double top plate. 2.The uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 3.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 4.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter member. 5.F,load direction is parallel to plate,and F2 load direction is perpendicular to plate. 16" 2Y: � s, ' •� `. • HS24 Dimensions • HS24 Installation and Allowable Load Directions FIGURE 2—HS24 HURRICANE TIE TABLE 3—RST HURRICANE TIES MODEL RST HURRICANE TIE FASTENERS ALLOWABLE UPLIFT LOADS'',(lbs) NO. DIMENSIONS in) (Quantity-Type) CD=1.33 or Co=1.6 (W) (L) To Rafter or Truss To Stud RST-1 11/2 121/2 1-10dx11/2 10-10dx1'/2 550 RST-2 3'/8 11"/,6 2-10dx1'/2 12-10dx1'/2 550 For SI: 1 inch=25.4 mm,1 lbs=4.45 N. 1.Allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 2.Allowable uplift loads are based on lumber having an assigned specific gravity of 0.55,such as Southern Pine(SP). o �dcn \ no' ® m m ee L . e . . . . o, e e o0 oe RST-1 (RST-2 similar) RST-1 Installation FIGURE 3—RST HURRICANE TIE r Page 8 of 12 ESR-2613 TABLE 4—LTS,MTS,AND HTS TWIST STRAPS TWIST STRAP TOTAL QUANTITY OF FASTENERS' ALLOWABLE UPLIFT LOADS2,3(Ibs) MODEL STRAP NO. LENGTH When Installed When Installed When Installed with When Installed with SERIESin) with 10d with 10dx1'I2 10d Common Nails 10dx1'12 Common Nails Common Nails Common Nails CD=1.33 or CD=1.6 CD=1.33 CD=1.6 LTS12 12 LTS4 LTS18 16 12 12 775 720 720 LTS20 20 MTS12 12 MTS16 16 MTS4 MTS18 18 14 14 1,000 840 1,000 MTS20 20 MTS30 30 HTS 16 16 16 16 1,260 1,005 1,150 HTS20 20 HTS5 HTS24 24 HTS28 28 20 24 1,450 1,450 1,450 HTS30 30 HTS30C 30 For SI: 1 inch=25.4 mm,1 lbs=4.45 N 1.Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 2.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Each model of the LTS and MTS twist strap series(except for the MTS30)has more nail holes than the minimum quantity of nails specified in the table. 5.HTS30C has the twist in the center of the strap length. 0 1,Typ L �4 e LTS12 Typical MTS Installation— Typical MTS Installation— (MTS and HTS Similar) Rafter to Stud Truss to Double Top Plate FIGURE 4—TWIST STRAPS Page 9 of 12 ESR-2613 TABLE 5-LFTA LIGHT FLOOR TIE ANCHOR' LFTA ANCHOR DIMENSIONS(in) FASTENERS2 ALLOWABLE TENSION LOAD 3,4(lbs) MODEL NO. Strap Width Clear Span Overall Length W L (Quantity-Type) Co=1.33 or Co=1.6 LFTA 2'/4 1 17 383/8 16-10d Common 1,205 For SI:1 inch=25.4 mm,1 lbs=4.45 N 1.The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across floor framing with floor joists having a maximum nominal depth of 12 inches. 2.Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 3.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 4.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. a O. J o a L T v i U =/ I,; I O ® O FIGURE 5-LFTA LIGHT FLOOR FIGURE 6a-FTA FLOOR FIGURE 6b-FTA FLOOR TIE TIE ANCHOR(See Table 5) TIE ANCHOR(See Table 6) ANCHOR INSTALLATION(See Table 6) TABLE 6-FTA FLOOR TIE ANCHORS' FTA ANCHOR ALLOWABLE TENSION LOADS4,1(lbs) DIMENSIONS MODEL (in) FASTENERS2.3 When Lumber Thickness,tm=(inches) NO. Tie (Quantity-Type) 11/2 2 2'/2 3 3'/2 Strap Clear Overall Where Co= Width Span Length 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6 FTA2 1 3 17 37'/2 4-8/e"dia.M.B. 1,575 1,890 2,095 2,515 2,600 3,120 2,820 3,385 2,820 3,385 FTA5 31/2 17 45'/2 4-3/4"dia.M.B. 1,865 2,240 2,500 3,000 3,125 3,750 3,725 4,400 4,050 4,400 FTA7 3'/2 1 17 56 62/e"dia.M.B. 3,095 3,715 4,185 5,020 5,175 6,210 6,360 7,600 7,395 7,600 For SI: 1 inch=25.4 mm,1 lbs=4.45 N,1 psi=6.89 kPa. 1.FTA anchors must be located on the vertical wood studs/posts so that the minimum end distance of the first bolt is equal to or greater than 43/8 inches,i.e.,seven times the bolt diameter(71)). 2.Machine Bolts(M.B.)must comply with ANSI/ASME Standard B18.2.1. 3.A washer,not less than a standard cut washer,is required on the lumber side opposite the FTA between the wood and the nut. 4.Tabulated allowable tension loads must be selected based on duration of load as permitted by the applicable building code. 5.Tabulated allowable tension loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. Page 10 of 12 ESR-2613 TABLE 7—SP AND SPH STUD PLATE TIES CONNECTOR FASTENERS ALLOWABLE UPLIFT LOADS' CONNECTOR MODEL DIMENSIONS in) (Quantity-Type) (Ibs SERIES NO. (W) (L) To Stud To Plate CD 1.33 CD=1.6 S.G.=0.50 S.G.=0.55 S.G.=0.50 S.G.=0.55 SPI — — 6-10d 4-10d 585 585 585 585 SP2 — — 6-10d 6-10d 890 890 1,065 1,065 SP4 39/16 71/4 6-10dxl'/2 — 735 735 885 885 SP6-16dx2'/2 — 800 800 930 930 6-10dx1'/2 — 735 735 885 885 SP6 59/16 73/a 6-16dx21/2 — 800 800 930 930 6-10dxl'/2 — 735 735 885 885 SP8 75/'6 85/16 6-16dx21/2 — 800 800 930 930 SPH4 39/16 83/410-10dxl'/2 — — 1,240 — 1,240 12-10dxl'/2 — 1,360 1,490 1,360 1,490 SPH SPH6 59/16 91/4 10-10dxl'/2 — — 1,240 — 1,240 12-10dx1'/2 — 1,360 1,490 1,360 1,490 SPH8 75/16 83/6 10-10dx1'/2 — — 1,240 — 1,240 12-10dx1 /2 — 1,360 1,490 1,360 1,490 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.For Models SP1 and SP2,one 10d common stud nail must be installed as a toenail. It must be driven through the connector at an angle approximately 30'with the stud with the nail penetrating through the stud into the wood sill plate.(See detail on this page entitled"SP1 Nailing Profile.") 2.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Allowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity(S.G.)of 0.50,such as Douglas fir–Larch,and 0.55,such as southern pine. o�a r I � > I SP1 Installation: SP2 Installation: SPI Nailing Profile SP1/SP2 Stud to Sill Plate Stud to Double Top Plate 10dt1Y2'Nails W swe Of stud Typical SPH4 Installation: Typical SP4 Installation: Stud to Wood Sill Plate Double Top Plate to Stud(SPH Similar) FIGURE 7—SP AND SPH STUD PLATE TIES Page 11 of 12 ESR-2613 TABLE 8—RSP4 REVERSABLE STUD PLATE CONNECTOR' FASTENERS za MODEL Quantit -T a ALLOWABLE LOADS' (lbs)where Co=1.33 or Co=1.6 NO. To Stud To Plate Connection Configuration` Uplift Lateral F, Fz Stud to Double Top Plate 450 210 250 RSP4 4-8dx1 /z 4-8dx1 /z Stud to Sill Plate 315 210 250 For SI: 1 inch=25.4 mm,1 lbs=4.45 N. 1.Refer to Figure 8a for overall dimensions of the RSP4 plate connector. 2.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govem. 4.Refer to Figure 8b and 8c for connection configurations. 5.F,load direction is parallel to plate,and Fz load direction is perpendicular to plate. F1 F2 4--- O �' Prill o� 00 i Q T' O O '� d+f�• a b_24•-, Figure 8a—RSP4 Stud Plate Figure 8b—RSP4 Installation: Figure 8c—RSP4 Installation: Connector Dimensions Stud to Double Top Plate Stud to Sill Plate TABLE 9--SSP AND DSP STUD PLATE TIE CONNECTORS FASTENERS ALLOWABLE UPLIFT LOADS',"'-4(Ibs) MODEL (Quantity-Type) Where Co=1.33 or Cp=1.6 NO. Studs Double Top Plate Sill Plate Double Top Plate Sill Plate S.G.=0.50 S.G.=0.50 S.G.=0.43 4-10dx1'/z 3-10dx1'/z 350 — — SSP — 1-10dx1 /z — 420 325 4-10d 3-10d — 435 — — 1-10d — 455 420 8-10dx1'12 6-10dx1'/z — 775 — — DSP — 2-10dx1 /z — 660 545 8-10d 6-10d — 825 — — 2-10d — 825 600 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed.Reduce loads when other load durations govern. 2.When cross-grain bending or cross-grain tension cannot be avoided,mechanical reinforcement to resist such forces should be considered. 3.For Sill Plate allowable uplift loads,all round nail holes in the connector must be filled with the specified quantity and type of nails. 4.For Double Top Plate allowable uplift loads,all round and triangular nail holes the tie connectors must be filled with the specified quantity and type of nails. 5. 1 SSP Installation: DSP Installation: SSP DSP Single Stud to Sill Plate Double Stud to Double Top Plate FIGURE 9—SSP/DSP STUD PLATE TIES Page 12 of 12 ESR-2613 TABLE 9—HGT HEAVY GIRDER TIEDOWN CONNECTORS''2 HGT DISTANCE BETWEEN ALLOWABLE UPLIFT 34 CONNECTOR FASTENERS MODEL' ANCHOR RODS LOADS"' NO. WIDTH (on center) (Quantity-Type) Where Co=1.33 or Co=1.6 (in) (inches) Anchor Rod" To Multi-ply Truss (lbs) HGT-2 3'/16 53/4 2–/a"Dia. 16-10d 10,980 HGT-3 415/16 TV/. 2218"Dia. 16-10d 10,530 HGT-4 6'/16 9 22/8"Dia. 16-10d 9,520 For SI:1 inch=25.4mm,1 lbs=4.45 N. 1.The HGT connector can accommodate top chord slopes from minimum 3:12(14")to maximum 8:12(34')and are provided with crescent washers for sloped top chord installations. 2.All elements of the tie-down assembly(multi-ply trusses,vertically aligned wood studs/posts,and the hold-down connectors attached to the wood studs/posts)must be designed to resist applied loads. 3.The HGT-2,HGT-3,and HGT-4 connector attaches to the heel joint of a two-ply,three-ply,and four-ply wood truss,respectively,where each ply thickness is nominal 2 inches. 4.When the HGT-3 is used with a two-ply truss,shimming is required,and the shimming material must be similar(thickness and grade of lumber)as the truss member material. Additionally,the entire assembly must be designed by a registered design professional to act as one unit. 5.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 6.The uplift loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load durations govern. 7.Anchor rods must be used to connect the HGT connector to the hold-down or tie-down devices attached to the vertically aligned wood studs/post. The anchor rod material specifications must be identified by the registered design professional. 8.Two LBP 5/8-inch washers must be installed on top of each crescent washer.LBP washers and crescent washers are required.Crescent washers are supplied with the connector. LBPS/a washers are available from Simpson Strong-Tie Company,and are 2-inch square by 9/64- inch thick galvanized steel washers with a center bolt hole to accommodate a 5/e-inch diameter threaded bolUrod. Install two L8 .'vrashers on top of each crescent washer (total four%'washers)for wooc installation.NI washers and crescent washers are required. Crecsent wastrels are supplied. Crescent washer supplied and required „ t — t- ` ) --- Washer not require[ HGT-2 (HGT-3 and HGT-4 similar) r�\ Typical HGT-3 Installation,with HTT22 Tension Tie connectors used to attach the HGT Tiedown to the HTT22 Tension Tie vertically aligned wood post/column. The design of (Not covered in this the HTT22 tension tie connectors attached to the Evaluation Report.) wood post/column is outside the scope of this report. FIGURE 9—HGT HEAVY GIRDER TIEDOWN CONNECTOR ESR-2613 Supplement REPORTTM Issued February 1, 2008 , S This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BusirmslRegional Office■5360 Worivnan Mill Road,whiner,California 90601■(562)699-0543 Regional Office■900 Montclair Road,Suite A,Birmingham,Alabama 35213 ■(205)599-9800 W W W.1 C C-es.ora Regional Office■4051 West Flosmioor Road,Country Club Hills,Illinois 60478■(708)799-2305 DIVISION:06—WOOD AND PLASTIC Section:06090—Wood and Plastic Fastenings REPORT HOLDER: SIMPSON STRONG-TIE COMPANY,INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON,CALIFORNIA 94588 (800)925-5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG-TIE HURRICANE AND SEISMIC STRAPS AND TIES 1.0 EVALUATION SCOPE ' Compliance with the following code: 2004 Florida Building Code—Building Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Simpson Strong-Tie hurricane and seismic straps and ties described in the master report comply with the 2004 Florida Building Code—Building,when designed and installed in accordance with the master evaluation report. Use of the Simpson Strong-Tie hurricane and seismic straps and ties described in the master evaluation report,for compliance with the High Velocity Hurricane Zone Provisions of the 2004 Florida Building Code—Building, has not been evaluated, and is outside the scope of this supplement. This supplement expires concurrently with the master evaluation report issued on February 1,2008. +�REPORTS' are not to be construed as representing aesthetics or any other attributes not specifically atGtresseg nor are they to be construed as an endorsement ofthe subject ofthe report ora recommendationfor its use.There is no warranty by ICCEbaluation Service,Inc.,express or tmphet4 as to any finding AF IF vrqk or other matter in this report,or as to any product covered by the report. eimessarsr�o. Copyright 0 2008 Pagel of 1 SIM200802 SRI Used for Florida State Wide Product Approval #C Y FL11473 Products on this Report which are approved: Cuf T Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 s T z o' -•c y- =T=� Z. moi a FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.131. ( � 7 2013 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 -- HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETAL16 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 SIMPSON I SIMPSON STRONG-TIE COMPANY, INC T T • Jax Apex Technology, Inc. FBPE CA NO.7547 4745 Sutton Park Court,Suite 402 Jacksonville, FL 322241904/821-5200 1 Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code,SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P.Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report.Apex Technology is the prime professional, as defined in Florida Rule 61G-30.002, authorized to sell the engineering services performed by Jeffrey P.Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P.Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P.Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code. All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG-TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 913-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong-Tie t T Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either%x2%" Titen Masonry Screws for a masonry wall, or%x1%"Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either%x2%"Titen Masonry Screws for a masonry wall, or%xl%"Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson %X 1'/2" SDS screws (provided with the part), and fastens to the wall with either%4x2%" Titen Masonry Screws for a masonry wall, or%x1'/°Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson %X 1%" SDS screws (provided with the part), and fastens to the wall with %x2%"Titen Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong-Tie � t fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member(usually a truss)to a masonry or concrete wall. Embedded truss anchors fasten to a single-ply wood truss with 10dX1'/z nails or to a multiple-ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor(4"for META, HETA, and HETAL, and 51/16"for HETAL). The strap portion of the anchor is 1'/g"wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor.The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx1%" common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single-ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dX1'/Z" nails. They are embedded in the masonry or concrete wall to a depth of 4'/z inches. The strap portion of the anchor is 1'/8"wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1%"wide for use on 1'/z"and larger members. They are installed with 10d common nails to the wood and either %x2%"Titen Masonry Screws to masonry, or%4X1%"Titen Masonry Screws to concrete. The MSTCM Strap is 3"wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either%4X2%4" Titen Masonry Screws to masonry, or%4X13/4"Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non-pitch specific girder tie down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Strong-Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong-Tie SDS%"wood screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie %2" diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and F„=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and F„=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong-Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong-Drive Screws (which are provided) to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be 1/2" deeper than the specified Titen HD length. The SDS screws are installed best with a low-speed %"drill and a g/" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm) for the LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued-laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce- Pine-Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bending yield strengths Fyb: Common Nail Nail Shank Diameter Pennyweight (inch) Fyb (psi) 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot-dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong-Tie 5,4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete, f - 2500 psi Masonry, f m ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions) Grout ASTM C476 2000 psi or by proportions) 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM B845, H756 2/27/90, 12/6/00 HTSM 02-3667 1/30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 META Uplift 02-3674, 02-3802, 6/4/02, 6/8/02, 7/24/02, 2/8/04 02-3861, 04-4675 META F1 02-3674, 02-3802 6/4/02, 6/8/02 META F2 02-3674, 02-3802, 6/4/02, 6/8/02, 7/24/02 02-3861 HETA Uplift 02-3803, 02-3862, 6/10/02, 7/26/02, 2/8/04 04-4676 HETA F1 02-3803 6/10/02 HETA F2 02-3803, 02-3862 6/10/02, 7/26/02, HHETA Uplift 02-3676, 02-3863, 6/4/02, 7/29/02, 2/7/04 04-4674 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676, 02-3863 6/4/02, 7/29/02 HETAL Uplift 02-3803, 02-3862, 6/10/02, 7/26/02, 2/8/04 04-4676 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong-Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13/02 LTA1 F2 02-3616 2/13/02 MSTAM24 Uplift 02-3795 5/17/02, 5/17/02 MSTAM36 Uplift 02-3795 5/17/02, 5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004, 04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHUR Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, 7/13/06, 7/13/06, 7/13/06, 7/14/06, M222, M224 8/03/06 LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, 9/11/06, 9/11/06, 10/20/06, 10/20/06 M217 HGUM Uplift M729, M731 8/3/06, 8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perp. to Plate/Allowable Lateral Perp. to Plate < 1.0 10. CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie Florida Building Code, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11.ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Fasteners Allowable Uplift Loads Model Ga Length 160 No. (in-) MU Concrete Southern Truss/Rafter (Then) (Tit re Pine/Douglas Fir- Spruce-Pine-Fir Larch MTSM16 16 16 7-10d 4-%x2% 4-%xl% 875 755 MTSM20 161 20 7-10d 4-%x2%4 4-%x13/4 875 755 HTSM16 14 16 8-10d 4-%x2%4 4-%x1% 1175 1010 HTSM20 14 20 10-10d 4-%x2% 4-%x1% 1175 1010 HM9 18 - 4-SDS%4XlY2 5-%x2% 5-%x13/4 805 690 HGAM10 ' 14 - 4-SDSY4Xl% 4-%x2% 4-%x2% 850 850 Notes: 1. Loads include a 60%load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs(DFUSYP)&545 lbs(SFP),and allowable F2 load shall be 200 lbs(DFUSYP)& 170 lbs(SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs(DFUSYP)&870 lbs(SFP),and allowable F2 load shall be 1105 lbs (DFUSYP)&950 lbs(SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2''/i'must be used when framing anchors are installed on each side of the joist or truss. HGAM1t) .�% HM9 ,.. rtF� e a - Moisture barrier not shown FigureFigure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong-Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS Uplift Lateral Loads Model No. Ga H 1 Ply So.Pine Truss 2 or 3 Ply F, F2 So.Pine Truss 1 to (pe"n.to Fasteners Load Fasteners Load wall wall) META12 8 7-10dx1'/z 1450 6-16d 1450 1 340 725 META14 10 7-10dx1'/z 1450 6-16d 1450 340 725 META16 12 7-1Old x1'/z 1450 6-16d 1450 340 725 META18 14 7-1Old x1'/z 1450 6-16d 1450 340 725 18 6-10dx1Yz 1270 5-16d 1245 340 725 META20 16 7-10dx1Yz 1450 6-16d 1450 340 725 META22 18 7-10dx1'/z 1450 6-16d 1450 340 725 META24 20 7-10dx1Yz 1450 6-16d 1450 340 725 META40 36 7-10dx1Y2 1450 6-16d 1450 340 725 HETA12 8 7-10dx1'/z 1520 7-16d 1780 1 340 725 HETA16 12 9-10dxl% 1810 8-16d 1810 340 725 8-10dx1'/z 1735 7-16d 1780 340 725 HETA20 16 16 9-10dx1'/z 1810 8-16d 1810 340 725 HETA24 20 9-10dx1'/z 1810 8-16d 1810 340 725 HETA40 369-10dx1'/ 1810 8-16d 1810 340 725 HHETA12 8 7-10dx1'/z 1565 7-16d 1820 3406 815 HHETA16 12 10-10dx1Yz 2235 9-16d 2235 3406 815 9-10dx1'/z 2010 8-16d 2080 3406 815 HHETA20 14 16 10-10dx1'/z 2235 9-16d 2235 3406 815 HHETA24 20 10-10dx1'/z 2235 9-16d 2235 3406 815 HHETA40 I 36 10-10dx1% 2235 9-16d 2235 3406 815 HETAL12 7 10-10dx1Yz 1085 10-16d 1270 415 1100 HETAL16 16 11 14-10dx1 Yz 1810 13-16d 1810 415 1100 HETAL20 15 14-1Old x1'/z 1810 13-16d 1810 415 1100 LTA1 18 31/6 12-10dx1'/z 1 1420 12-10dx1'/z 1 1420 1 485 1425 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel-to-plate load towards face of HETAL is 1975 lbs. 4. Minimum Pc is 2,000psi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1'/z'fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. VO fil:'C Cant;' W V 7,,, F Typical META .M. Imstalled with TSS Figure 4 Figure 5 META/HETA/HHETA Tvpical Installation LTA1 Typical Installation Simpson Strong-Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Uplift Loads Lateral Loads5 Model No. Qty. Application 1 Ply Southern 2 or 3 Ply Southern F, FZ Pine Truss Pine Truss (parallel (perpen. Fasteners Load Fasteners Load to wall) to wall) DETAL20 1 CMU 18-10dxl 2480 - - 20006 1370 Concrete 18-10dX1'h 2480 - - 2000 1505 META 2 CMU 10-10dxll/2 1985 14-16d 1900 1210 1160 Concrete 10-10dxll/2 1985 14-16d 2565 1210 1160 HETA 2 CMU 10-10dxl% 2035 12-16d 2500 1225 1520 Concrete 10-10dxll/2 2035 12-16d 2700 1225 1520 CMU 10-10dx1Yz 2035 12-16d 2500 1225 1520 HHETA 2 Concrete 10-10dxll/z 1 2035 14-16d 1 3350 1225 1520 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fc is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8"wider than the truss width. 4. Install half of the required number of fasteners in each strap,except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META, HETA,and HHETA anchors apply only to 2-or 3-ply applications with anchors spaced a minimum of 3"apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single-ply application. 6. DETAL20 Lateral Loading in the F,direction anchored in CMU greater than 1,790 Ib. may result in deflection up to 5/32'in the F,direction. Typical Installation F� with two METAS i �l v (m.") Figure 6 DETAL and Double METAIHETA/HHETA Application Page 9 of 13 Simpson Strong-Tie TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimensions Simpson Strong-Tie DF/SP SPF Model No. Ga. inches Titen Screws 160 160 W L CMU Concrete Nails Load Nails Load MSTAM24 18 1% 24 5-%x2% 5-%x13/ 8-10d 1500 9-10d 1500 MSTAM36 16 1% 36 8-%x2% 8-%xl% 10-10d 1870 11-10d 1870 MSTCM40 16 3 40% 14-%x2% 14-%xl% 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 16 3 1 59'/ 14-%x2% 14-%x13/4 26-16d Sinker 1 4220 26-16d Sinker 4220 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 1'/z"for Titen Masonry Screws. 3. Minimum I'm= 1500 psi and minimum fc=2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. SII va e s 1'. o ..,,.' O 0 q `4 ° a o t ' 1 o o 0 0 - °O° —T--1 Typical MSTAM36 MSTAM36 MSTQWO Installation. Typical MSTCM60 Installation Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Page 10 of 13 Simpson Strong-Tie TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS Fasteners Allowable Model No. Qty. To Block and Uplift Load Concrete Wall To Truss (160) FGTR 1 2-Titen HD 1/2x5" 18-SDS1/4x3 50006 2 4-Titen HD'/X5" 36-SDS1/4x3 9400 FGTRHUR 1 2-Titen HD 1/2x5" 18-SDS1/4x3 3850 FGTRE 1 2-Titen HD 1/2x5" 18-SDS1/4x3 46856 FGTRE+FGTR 1 Each 4-Titen HD'/x5" 36-SDS1/4x3 50006 Notes 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titen HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for corner applications shall be limited to 4685 lbs allowable 7. Loads are governed by the grouted wall capacity based on testing of the products attached to the corner of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. 4 _ - r r Mir - Two FGTRs FGTRHL FOR ,• FGTR MUSS _ v e SH"UI BE ti i u s FGTRE �.Y. FGTRHLTOPVIEW Figure 8 FGTR/FGTRE/FGTRHUFGRHR Typical Installation Page I 1 of 13 Simpson Strong-Tie TABLE 6—LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimensions(in.) Fasteners Allowable Loads(Ibs.) Model No. Ga CMUIConcrete Joist Uplift Download(DFISP/LVLIPSULSL) W H B Titen HD SDS Screws (1160) CMU Concrete (100/1151125) DOUBLE 2x SIZES LGUM 26-2 12 3'/16 5 4 4-%" x 4" 4-'/a"x2'/2" 1430 5595 LGUM 28-2 12 3 /Ts 7 4 6-W x 4" 6-'/1'x2%2" 2435 8250 LGUM 210-2 12 3 /16 9 4 8-W x 4" 8-%"x2Y2" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5% 5% 4 4-W x 4" 4-%"x2%2" 1430 5610 LGUM 28-3 12 5% 7% 4 6-W x 4" 6-%.x2'/z" 2435 8290 LGUM 210-3 12 5% 9% 4 8-W x 4" 8-%"x2Y2" 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /16 5 /16 4 4-W x 4" 4-%N2'/2" 1430 5625 LGUM 28-4 12 6 /i6 7 /I6 1 4 6-W x 4" 6-%"x2'/z" 2435 8335 LGUM 210-4 12 6 /16 9 /16 4 8-W x 4" 8-%"x2'/2" 3575 9860 4x SIZES LGUM 46 12 3% 4% 4 4-W x 4" 4-%"x2%" 1430 5600 LGUM 48 12 3% 6% 4 6-%" x 4" 6-Wx2'/z" 2435 8260 LGUM 410 12 3% 8% 4 8-%"x 4" 8-%"x2'/z" 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DU HGUM5.25 7 5% 5% 8-5/e°' x 5" 24-'/s"x2'/2" 10085 14965 16015 HGUM5.50 7 5'/2 11 5'% 8-W x 5" 24-Wx2W 10125 14940 16015 HGUM7.00 7 7 to 5% 8-%" x 5" 24-Wx2%2" 10375 14770 16015 HGUM7.25 7 7% 30 5% 8-%"x 5" 24-'/a"x2%2" 10415 14740 16015 HGUM9.00 7 9 5% 8-%"x 5" 1 24-'/a"x2%" 10705 14545 16015 Notes: 1. Uplift loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fm=1500 psi and f.=2500 psi. V• - 1/(�( L i tdtd V , LGUM HGUM hp,cal LGUM Installation Typical NNuM Iostallatisn Figure 9 LGUM/HGUM Typical Installation Page 12 of 13 Simpson Strong-Tie 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. t rr1A � w 4. o `Jax hh4T gy, Inc. P.E. Page 13 of 13 Simpson Strong-Tie UP 41- 6qAIW0' -.4J R.E. Engineering Design Corp. August 7,2013 Building Official City of Miami Building Department Miami,FL Re: Mowers Remodel Plan Review Comments Dear Sir/Madam: R.E. Engineering has reviewed the latest plan review comments for the project listed above. Please make note of the following. 1. A full set of design calculations was provided to the architect with the construction documents. These calculations included the wind load criteria, reinforced masonry design, wood beam design, truss uplift& gravity loads and foundation design. 2.Diaphragm calculations have been added with this submittal. 3.Connector attachment is included in the diaphragm calculations. 4.Contractor must obtain NOA's from his supplier. 5. See comment 1. 6.Only'/2 of the roof is being replaced.Notes have been added for truss bracing. 7.Notes have been added to the plans regarding the NE comer. 8.The roof pressure diagram has been revised as requested. 9.Notes have been added. 10.Please clarify,no such reference was found in 2010 FBC R44. 11. See comment 1. 12.Provided to architect. 13.Architect states this is not level 3 per exception. Please feel free to contact us with any questions on this matter. Best regards, R.E.Engineering Christopher Hanson,MSCE PE#63407 Principal 1641 NW 115 Terrace Plantation,FL♦ TeL (954)817-6434 Fax(954)861-2905 Visit us at WWW.REEDC.NET 1 R.E.Engineering Design Corp. ' PRdJECT 1641 N.W.115 Terrace SHEET NO. I OF Plantation,FL 33323 ph:954-817-6434 CALCULATED BY DATE fax:954861-2905 CHECKED BY DATE 4 "At 4C� � I � V L) q A , - t4 A 1 I Ll 1 - I q ,� DATE:JJNE 8,2013 INVOICE#1132 EXPIRATION DATE:XLY 10,2013 is Jeffery& Katherine Mowers 1175 NE 1013. i Miami Shores,R 33138.2937 -- _- Deemer Construction Group,LLC.(hereinafter"Delmar"),for and in consideration of the prices herein named,proposes to fumish thework,and/or materials hereinafter described,subject to the conditions below,for the exclusive consideration of Jeffery& Katherine Mowers(here in called"CUSTOMER). ARCH ITECT I N FORMATI ON:No architectural/engineer services of any kind included. SCOPE OF WORK Exterior Residential Renovation,to include the removal and replacement of existing driveway,front gutter,front proch, and front windows, LEAD SAFETY FOR RENOVATION,REPAIRAND PAINTING: EPA's Renovation,Repair and Panting Final Rule(40 CFR 745)requires that renovation conducted for compensation on pre-1978 homes and child-occupied facilities,must be performed by a Firm that has been certified to meet all the requirements in 40 CFR 745.90. Test to determinethe presence of lead in this property is not included in the estimate;if it is determined that lead is present,an additional estimatewith additional chargeswill be presented to the customer for approval. PERMIT: Fees,Processing of permits,City and County Fees,(Allowance) $8,951 DEMOLITION SECTION: $11,440 1. Removal of approximately 4000 SQFT of existing tile 2 Removal of fire placescabinets&fixtures 3. Removal of existing Bride Facings. 4. Removal of existing master bath cabinets and fixtures. 5. Removal of Patio screen and existing trellis 6. Removal of fraried roofing decking. 7. Removal of drywall on drop soffit. & Removal of interior doors 9. Removal of drywall ceiling and wall demo. uiTY 10. Removal of existing sliding doors 11. Roof derno. 12. All demolition debiisshall beremoved and placed in onsitedumpster. BUILDING SECTION: COPY 13. Frame,Insulate;Drywall aid Finish: Install seating area at bar wirtdpw, www.denmarconstructiongroup.com c C> J _: T f 1 C T- P C=) i,J C--; ( D C 7 LJ I Framing,DSry�va�I,&Finishing Matials $6,500 1 nsuiation Mertials $3,500 Fraying,Drywall,& Finish Labor $7,400 1 ns lation Labor $2,750 14. Provide Bathroom Vanity,Master Closet,aid Fireplaom(Allowance not Specified) $15,000 15. Installation of approximately 4000 SOFT of tile flooring(Tile to be provide by owner) $18,000 16. Tile materia(Mortar&Thin-set) $2,500 17. Provide(5)1 nterior Doors $1,500 18. 1 nterior Doo I nstalation $1,000 19. Provide PGT SLntind H urricene I mpact Windows $12,522 20. Fabrication of one Steel Column $1,500 21. Column Installation $700 22- Labor for shell construction for new Master Bath and Tie Bean $15,000 23. Material:30 cubic yards of concrete,CMU&aructural aed $9,750 24. Labor to install Truss $7,869 25. Material:Engineered Wood Truss& H urricane araps $6,890 26. Landscaping(Allowanoe not specified) $3,500 27. Install Fireplace $2,500 28. Reroofing Material $8,500 29. Reroofing Labor $12,000 30. Interior& Exterior Panting Labor $9,500 31. Panting Material $2,500 811 au000 Labor $6,890 88. Stucco Material $2,465 34. New Screw Enclosure $4,500 35. 3ubterraneen Termite Treatment $2,000 36. Baseboard and Trim I nstallation $3,000 Ba se Bb ELECTRICAL SECTION: Labor $4,700 Material $3,000 37.Furnish and installation of twenty-three(23)new standard 6'recessed lights with standard white bulb and trim.Furnish aid installation of four(4)standard 6'hi-hatswith Vapor trim. 38.1 nstallation oily of owner supplied lightirxx four(4)ceiling fans,four(4)doset/garage lights,one(1)standard dining room chandelier or pendant up to 40 pounds,and electrical connection to one(1)bathroom exhaust fan(fan furnished,vented and mounted by others). 39.Furnish and install three(3)120 volt smoke detectors with battery backup. I nterconnect with existing smoke detectors if applicable.Additional smoke detectors needed would be extra 40.Wiring for one(1)220 volt Whirlpool bathtub. 41.Four(4)sets of 3-way switches,and twelve(12)single pole switches, 42.Furnish and installation of three electrical receptedesTV area two in master bath,one in secondary bedrooms bathroom. 43.Electric receptacle for garage door opener.I nstal 12 conductor low voltage garage door wire;Pushbutton and final connection to door opener by others. 44.One(1)coat wirefor new TV location.TV installation not included. 44.Replace electrical receptacles and plateswherenecessay(f damaged)in family room, master,and bedroom as indicated. www.denmarconstructiongroup.com C- C', r`1 "�>_-T'. I i_1 <:__ ) f (. ) r 1 F2 i_) I_) f- PLUMBING SECTION: $4,750 Labor $ZA00 Material 45.Installation ONLY of 5 fixtures(fixtures provided by others) 46.Supply and Install sanitaryand wrier piping to 5 fixtures as per draMngs 47.Supply and install one(1)VTR as pet dra vings MECHANICAL SECTION: Labor $4,250 Material $4,700 48.Supply and I nstatlation of some err distribution(9 supply and 2 trunks)as pet dra r gs 49.Suppiy and installation of a 3 ton 16 seer Rheem as per pians 50.Unit to be connected to existing Dopper lines,electrical and drarn. apply and Install one flon-progra rnabledigrtal thermostat. EQUR MENT: $4,000 DUMPSTER-TOILET: $5,000 SUPERVISION: $20,000 OVERHEAD& PROFIT: $22, Total $265,183.00 www.denmarconstructiongroup.com