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RC-18-3390t Alll!i�— (SSI o • A,,,,,Y,Q�,.1 — 10►- ��^�' A c - 97PO—O IV3.to. 00 7(P� �Sa • i� / // „M . 60 Dn vewc� -, s sz�o • � it �bO-\P RGB- 33`�b 2 14'V�• �." _ _ �'_.� :"7[ .- - i .L.�..1.�• `� _ . �. ..._ J E^'Si�- .L'=..r,-3 :. ..�.C_.:..4...` y:.._v:.- ... �.....:,t'I' '"r. -... -.. -ti... -. -, rri Certificate of Completion �r� � Miami Shores Village 1w: Tt 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 ` Building Inspection Department N� Description: NEW CONSTRUCTION OF SINGLE FAMILY HOME 261 NE 95 ST 9 1�t4f ` -- r Permit Type Building (Residential) Bldg. Permit No. RC-11-18-3390 Owner MTNEZ INVESTMENT GROUP II LLC Contractor PRO DESIGN BUILDERS LLC X - x a '• 'n Subdivision/Project Date Issued 08/11/2020 yr'" Construction Type V-B Occupancy Single Family !i `' _•.=+y `n Type Square Footage 2,560.00 Flood Zone X s$ t f a.. r s Location f r ` If the building is located in a special flood hazard area documentation of the as lowest floor f . �ww.•j 261 NE 95 ST elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores Village. This certificate issued P ursuant to the re uirements of the Florida Buildin Code certifyin that at the time of issuance this structure was in compliance with the various or finances of the jurisdictionA"'� regulating building construction or use. Building Officials Approval Ismael Naranjo, CBO i�`A Not Transferable<' POST IN A CONSPICUOUS PLACE �^�' �9 iJ`�9'f�,,��"•�+� �,t . Y+�� J� .t+-_. �`i i i�.: ter. �a�h �� •.ti.�' � � '�'�'� ��r .rZ_ ` '��'* �� - r%c.� ' f .J�,�.•f`-?'�'Siii"� ¢titi�� .j�, � --r q y,,rc'Yti^v✓�. s � -.r�- •y'r '� •.� :�+--u`•••'�-•J1:� :i....E. S'�%�3":k:r�...M1uf�+r�-4�.= 1�i�.�11'Yii+_.S�`�F�+'1'l•.'•" .l�c»i;..,��.�!.r,t6'I __-'�/+�'�Y.v�3�:t.r�..��ac •-.��.. i• y}•7; i -dawe"e6f �305) 327 -4678 LETTER OF INSPECTIONS February 01, 2020 CITY OF MIAMI SHORES Building and Zoning Department Owner's Name: MTNZ INVESTMENT LLC. Permit No.: 2018-3390 Address: 261 NE 95 St. Contractor: PRO DESIGNER BUILDER LLC. Dear Building Official: I, Alberto J. Corrales, P.E., has observed the construction of the above address. Based on our visual inspection, the erection and installation of the roof truss was found to be acceptable and is in compliance with the approved plans. This document is being prepared in accordance with the Florida Building Code and is being submitted to the City of Miami Shores Building and Zoning department at the time of the final inspection for the above referenced structure. Should you have any questions or need any additional information please do not hesitate to contact me. E,IN!!/r'lsiR Sincerely, °IN,0 �• CORRq� 46 a 89 ~ No • c Alberto J. Col: $9& 31, ��iiit Florida Reg. No. �TwbP!!! C.c.: file ALBERTO J. CORRALES. P.E. Professional Engineer No.51895 Letter of Compliance February 01, 2020 City of Miami Shores Building & Zoning Dept. Re: MTNZ INVESTMENT LLC. Job Address: 261 NE 95 ST. Miami Shores, FL. Permit: 2018-3390 Contractor: Pro Designer Builder LLC. DEAR BUILDING OFFICIAL: I, Albert J. Corrales, P.E., HAVING PERFORMED AND APPROVED THE REQUIRED INSPECTIONS, HEREBY ATTEST THAT TO THE BEST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGMENT, THE STRUCTURAL AND ENVELOPE COMPONENTS OF THE ABOVE REFERENCED STRUCTURE ARE IN COMPLIANCE WITH THE APPROVED PLANS AND OTHER APPROVED PERMIT DOCUMENTS. I ALSO ATTEST TO THE BEST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGMENT, THE APPROVED PERMITS PLANS REPRESENT THE AS -BUILT CONDITION OF THE STRUCTURAL AND ENVELOP COMPONENT OF SAID STRUCTURE. THIS DOCUMENT IS BEING PREPARED IN ACCORDANCE WITH THE FLORIDA BILDING CODE AND IS BEING SUBMITTED TO MIAMI-DADE COUNTY BUILDING & ZONING DEPARTMENT AT THE TIME OF THE FINAL INSPECTION FOR THE ABOVE REFERENCE STRUCTURE. SHOULD YOU HAVE ANY QUESTIONS OR NEED ANY NOT HESITATE TO CONTACT ME AT: 305.321.4673. ADDITIONAL INF,P1 �J,LEASE DO WCEI�LY`�u, * 518g pno Alberto J. Corrales, P.E. E-mail: acr0124@gmail.com 14301 SW 133 Ct. Miami, Fl. 33186 Ph: 305.321.4673 � �`SNJRF.S Miami Shores Village Building Department 10050 NE 2 Ave 2t W / �ORIOP' Miami Shores FL 33138 �. - � ��PermltlVo � RG 11-18-3390 -77 t4 � Hype 13:u�lding (Residential�j ss IVe F S atus., Proved Issue Date: 719/2019 Expires: 01/06/2020 11N-� - INSPECTION REQUESTS: (305)762-4949 or log on at https:llbldg.msvfl.gov/energov_prod/selfservice Requests must be received by 3:30pm WORK IS ALLOWED. MONDAY THROUGH FRIDAY, 8 OOAM - 7:OOPM SATURDAY 8:OOAM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY . NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED . PLANS ARE READILY AVAILABLE IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FCR EXPENSE ENTAILED iN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION . POST ON SITE 1132060133940 Owner's Name: MTNEZ INVESTMENT GROUP II LLC Owner's Phone: Job Address: Total Square Feet: 2,500 dotal Job Valuation: $ 155,024.00 Contractor(s) Phone Address PRO DESIGN BUILDERS LLC (786)395-2379 4500 NW 37 AVE, MIAMI, FL 33142 Description: NEW CONSTRUCTION OF SINGLE FAMILY HOME ti e� v� �lav�-�... �`w�-�e�J �e ✓�i fi�� - �- 1 7 W rAj WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED ,ID POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU TEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORD OR RECORDING YOUR NOTICE OF COMMENCEMENT. Page 1 of 1 INSPECTION RECORD INSPECTION DATE INSP Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks InAh Interior Framing Insulation Ceiling Grid Drywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway fi; 7 Za' Drivewav Base Roof in Progress ' Mop in Progress Final Roof Shutters Attachment Final Shulter5 Rails and Guardrails ADA compliance DOCUMENTS Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Final Survey Truss Certification STRUCTURAL COMMENTS WINDOWS:.. INSPECTION DA SP Attachment PUBLIC INSPECTION WORKS QATE INSP Excavation rt , ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough 'Ceiling Rough Rough 61 $ Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough _ Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With J 30 ZD ELECTRICAL CO ENTS C,. NAI A �1 36'Z- Final Sprinkler Final Alarm DATE IINSP PLUMBING INSPECTION DATE INSP Rough Water Service 2"d Rough / a Top Out f Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final 1 PLUMBING COMMENTS MECHANICAL INSPECTION DATE INSP Underground Pipe Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum Ed L COMMENTS MECHANICA7. v 0 J J )Z� ALBERTO J. CORRALES, P.E. Professional Engineer No. 51895 Letter of Inspections February 01, 2020 CITY OF MIAMI SHORES Building & Zoning Department. Re: MTNZ INVESTMENT LLC. Job Address: 261 NE 95 St. Permit: 2018-3390 Contractor: Pro Designer Builder LLC. Dear Sirs. 1, Alberto J. Corrales, P.E., has observed the construction of the reinforced masonry walls at the above referenced address. Based on our visual inspection, the construction of the masonry wall was found to be acceptable and is in compliance with the approved plans and specification (FBC 2122.4). This document is being prepared in accordance with the Florida Building Code and is being submitted to City of Miami Shores building and zoning department at the time of the final inspection for the above referenced structure. Should you have any questions or need any additional information please do not hesitate to contact me. If I can be of further service, please call me. m °°` CORRq� Sincerely '``.`O �' . NSE Fs (l • cr W ALBERTO 14301 SW 133�C'Y, y�,l Fr03186 E-mail: acr0124@gmail.com Ph: (305) 321-4673 13217 S.W. 46th Lane, VIZCAYA SURVEYING AND MAPPING, INC. Ph (305) 223-6060 Miami, Florida 33175 LAND SURVEYOR & PLANNER LB# B000 email:rvlzcaya.13@gmail.com 3@gmail.com Folio # : 11-3206-013-3940 Le al Descri lion: Lot 19, Block 29 of " AN AMENDED PLAT OF MIAMI SHORES SECTION No. 1 ", according to the Plat RE C EI thereof, recorded in Plat Book 10, at Page 70_of the public records of Miami -Dade County, Florida. ---------- ---------------------------------- JU2 0 Z 20 15'ALLEY 'O",r. llJ 11' 9' ASPHALT PAVEMENT WOOD + I BY: -- '}j----- -- '° OI FNO -- F.112;IP �00 00' ,`t) O soz } O ° 4A 0.90" r W z 10 W 0 1. s� AC Ct 3 W I— Slut of SURVEY 1 I SURVEY) 1000' 17.41' `�. ,� ERb84CE iC j Q tam W C y0,°, + '� �` 12.69' J W L� LOT 18 i 10.00' LOT 20 C) BLOCK 29 BLOCK 29 cc m � s: l ' : } ; ; Naplatted Easements in this lot. Lp 04 z + RESIDENCE O CV m #261 I U ,O 0a+ Lij F—I O > n O u+ l F.F. ELEV: 11.54' l 1 c Z LQ I + 0 l .' (ad, h � � fW r) -L 0 �— .90' O ^ I W ^° �o GARAGE 9.27 1 10.00' 20.99' r0 Conc N i Conc^ Conc I ,° Conc 1\ no N Conc N \\\` 1O •Conc RA a 295.00' r j1 o4) . �O. F.1 r2 IP --__��.---lTi--------------------�NAD 6"s• COrIC AF.1/Y NO 10 IP 1 1 a + 5' CONC SIDEWALK • ° 0 _ , s'' J NO ID 11 VVUUu oUL _17' PARKWAY pU_CLL (P.I) BLOCK CORNER BM USED: BM # N-568 Elev: 9.65' (NGVD 29) p _ a• o O y 28' ASPHALT PAVEMENT 80' TOTAL RAY COMMUNITY NAME AND NUMBER: PANEL NUMBER AND SUFFIX: VILLAGE OF MIAMI SHORES: 120652 12086C0302-L N.E. 95th STREET —— COUNTY NAME: MIAMI DADE FLOOD ZONE: X FIRM PANEL EFFECTIVE DATE: I BASE FLOOD ELEVATION: NIA 09/1112009 Dote of Fleld 01-2a-2020 fir s.v y -0 nto d f.°t > d t.mh. o.nw,np Genrotrn o1 the Abst act or Ire, 'a Nova ee w mm. to dat.mb. Anna i '. ma nt; n . x .n.°erq a,. prab.rtX rnr MTNEZ INVESTMENT GROUP II LLC 31vwr Y �b/eef to d.a)wrw„ B+dtatl.rlA r.rtrktkrrs ngrwtkna tY eosrnenM of rx; t.,pd Ore+6tre pro`Msd ny os,nE rM u..yey a — -'U-y AM Ik.&.d to ch. roW or Me AM/�X /Atq and d £nao.cM+rtt. N u do not Iw.n; Rd. am rnu not eH..Pw to reafN aser/n. rtnatrNru sW/ar ,nd�aw d kMvv nenr Of °"y n,h W n.�o.n, Arturo R. Tarac PLSM 3102 B„rhp, ar. MAN d to m Aavm°d yr1d6,; M Ohm% D. Lbm °m nM..M t. N.Ui O, 0-*fk Vlraed nol.m Of IM (AC1929) .-AUn al��ol m ,edl ae ""'''°'" o ooiOrder No. 20083 AN➢ A9 IONS A=Arc Length; AC -Air Conditioner, BC=Block Comer, BM —Bench Mark. BOB -Basis Of Bearings; CB -Catch Basin; Cl=Clear;Conc-Conerete; Or -Drive: E'East; Elev-Elevation; FDH=Found Drill Hole; FIR -Found Iron Rod; FFE=Finished Floor Elevation;FH-Fire Hydrant; FlP-Found Iron Pipe; FN=Found Noil; FT -Feet; LB -Licensed Business; LFE-Lowest Floor Elevation; LP —tight Pole; N-North; NGVD 1929-National Geodetic Vertical Datum of 1929; NTS-Not To Scole:DE=Overhead Cables; OH -Over Hong: Pb-Plat Book;PC=Point of Curvature; PCP -Permanent Control Point; PL-Planter or Property Line; PLS=Professional Land Surveyor, PLSM=Professional Land Surveyor and Mapper, POB-Point Of Beginning;PRM=Permanent Reference Monument; R=Radius• (R)-Recorded Dimension; R/R-Rail Road; R/W-Right Of Way; See -Section; T-Tongent; S=South;SlP=Set Iron Pipe With Cap Stamped -PLS 3102; UE—Utility Easement;UP—Utility Pole; UTY=Utility;W=Wash WF-Wood Fence; WM=Water Mster, WV=Water Valve; Q Centerline; --Chain Link; ®= Concrete Wall; '=Degroes; A -Central Angle; •—Diameter, -Minutes; ' —Seconds; *w- Wood Fence —_— OVERHEAD UnUTY LINE r APPLICATION #:AP1389571 STATE OF FLORIDA PERMIT Ir:13-SC-1911594 DEPARTMENT OF HEALTE DocWENT A : FI 1369504 ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM � CONSTRUCTION INSPECTION AND FINAL APPROVAL DATE PAID: 01/06�2020 we � FEE PAID:125.00 RECEIPT #:13-PID-4259052 APPLICANT: MTNEZ Investments AGENT: Westland Plumbing PROPERTY ADDRESS: 2xx NE 95 St Miami, FL 33138 LOT: 19 BLOCK: 29 SUBDIVISION: iD([ : 11-3206-0133940 CHECKED [X] ITEMS ARE NOT IN COMPLIANCE (PITH STATUTE OR RUIZ AND MUST BE CORRECTED. TANK INSTALLATION SETBACKS [ 1 [01] TANK SIZE Ill 900.00 (21 [ 1 [271 SURFACE WATER FT [ ] [021 TANK MATERIAL Polyethylene [ 1 [281 DITCHES FT [ 1 (031 OUTLET DEVICE [ 1 1291 PRIVATE WELLS FT [ l [041 MULTI -CHAMBERED [ Y N 1 [ ] 1301 PUBLIC WELLS FT [ 1 [051 OUTLET FILTER Tuf-rite EF4 [ 1 [311 IRRIGATION WELLS FT [ 1 (061 LEGEND 1. 70-156-90DC3 2. [ 1 [321 POTABLE WATER 50 FT [ ] [071 WATERTIGHT [ ] (331 BUILDING FOUNDATIONS 5 FT [ l (081 LEVEL [ 1 [341 PROPERTY LINES 6 FT [ 1 [091 DEPTH TO LID [ ) 1351 OTHER FT DRAINFIELD INSTALLATION FILLED / MOUND SYSTEM [ 1 [101 AREA Ill 375 121 SQFT [ 1 (361 DRAINFIELD COVER [ ] [111 DISTRIBUTION BOX HEADER X [ 1 [371 SHOULDERS [ ] [ 12 ] NUMBER OF DRAINLINES 1. 5.00 2. [ 1 [381 SLOPES [ l [131 DRAINLINE SEPARATION [ 1 [391 STABILIZATION [ l [141 DRAINLINE SLOPE [ 1 [151 DEPTH OF COVER ADDITIONAL INFORMATION [ ] [161 ELEVATION [ ABOVE / SELOMP IBM 30.60 [ 1 [401 UNOBSTRUCTED AREA ( 1 [17] SYSTEM LOCATION [ 1 [411 STORMWATER RUNOFF [ 1 [181 DOSING PUMPS [ 1 [421 ALARMS [ 1 (191 AGGREGATE SIZE ( l (431 MAINTENANCE AGREEMENT [ 1 [201 AGGREGATE EXCESSIVE FINES [ l [44) BUILDING AREA [ 1 121] AGGREGATE DEPTH [ ) [451 LOCATION CONFORMS WITH SITE PLAN FILL / EXCAVATION MATERIAL [ l 0461 FINAL SITE GRADING [ ] [221 FILL AMOUNT [ 1 (471 CONTRACTOR Carlos M Cobos (Westland PI [ l 1231 FILL. TEXTURE ( 1 [481 OTHER ADS ARC 24 [ 1 (241 EXCAVATION DEPTH ABANDONMENT [ l [251 AREA REPLACED [ l [491 TANK PUMPED [ 1 [261 REPLACEMENT MATERIAL [ 1 [501 TANK CRUSHED 6 FILLED Comments: Comments are on page 2. CONSTRUCTION [ APPROVED / DISAPPROVED 1: Dade CHD DATE: 12/26/2019 Environmental Specialist II Heber Montero (Department of Health In Da FINAL SYSTEM [ AppgOVgp / DISAPPROVED 1: Dade CHD DATE: 01/07/2020 Environmental Specialist II Heber Montero (Department of Health n D (6xplanation of Violations on following page) DR 4016, 08/09 (Obsoletes all previous editions which may not be used) incorporated: 64E-6.003, FAC Page 2 of 3 EH Database v 1.0.1 AP1389571 EID1911594 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION INSPECTION AND FINAL APPROVAL we Violation Number Commen rnffM0knt_R APPLICATION #:AP1389571 PERMIT #:13-SC-1911594 DOCUMENT # : F 11369504 DATE PAID : 01 /06/2020 FEE PAID:125.00 RECEIPT #:13-PID-4259052 The system is sized for 3 bedrooms with a maximum occupancy of 6 persons (2 per bedroom), for a total estimated flow of 300 gpd. -25 chambers, 5 lines -trench configuration, 42 inches of sand DE 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC Page 2 of 3 EH Database v 1.0.1 AP1389571 EID1911594 Terra Tech Consukants, -En*onmental consultants • ramclations - Geotec6niml Testes • InffxdiOns • C0natrudion Materals Testing-Strudares SOIL LABORATORY TEST REPORT CLIENT: M ILTON CARPENTRY INC DATE: 08/27/19 PROJECT NAME: RESIDENCE JOB: 19,391fi;4 PROJECT LOCATION: 261 NE 95 STREET. MIAMI SHORES, FL LAB#: P•3681-A TESTED BY: DM SOIL DESCRIPTION: BROWN SAND W/LITTLE GRAVEL SAMPLE LOCATION: oNsITE DATE TESTED: 8/27t19 MOISTURE DENSITY RELATIONSHIP (PROCTOR) ASTM D-1557 I 'rBST SPEC]FICATION OPTIMUM MOISTURE MAXIMUM DRY LBR VALUE ORGANIC DENSITY (pco ASTM D-1557 9.9% 107.1 107.5 107.0 a 106.5 106.0 z 105.5 p 105.0 104.5 0 104.0 103.5 e --, mlJ1,1 UMt/UtN51 tY GURVE 4.0 6.0 8.0 10.0 12.0 MOISTURE CONTENT % 14.0 Respectfpl)jr'Subrnitci Terra Tech- onsUltants, Inc.-.--, V Rafael Professional [4l{�+4,L3-228 State of 1=1oeida: - ,''' 12385 SW 129th Ct, Miami, FL 33186 (305) 256-2633 /—'N e-1 Terra Tech Consukants, Inc. •Crniron wdmlCor u"•PourJusom•GeotecirricJTesting•kwpodions•ConstructionMateria6TesErg•Strueturne FIELD DENSITY TEST REPORT CLIENT: MILTON CARPENTRY INC. DATE: August 27, 2019 4220 NE 3rd AVENUE POMPANO BEACH. FL JOB: 19-3916-A PROJECT NAME: RESIDENCE PROJECT LOCATION: 261 NE 95 STREET. MIAMI SHORES, FL PROCTOR DATA Proctor No. SOIL DESCRIPTION MAX DRY DENSITY OPTIMUM MOIST. P-3681-A BROWN SAND W/ LITTLE GRAVEL 107.1 9.9 REQUIRED COMPACTION % 95% TEST DEPTH PENETRATION INCHES 12" FIELD DENSITY TEST RESULTS Test No. Proc. No. TEST LOCATION LIFT No. DRY DENSITY (%) MOIST. (%) COMP. RESULTS 1 11-3681-A EAST AREA BLDG SLAB 1st 105.7 8.9 98.7 PASS 2 P-3rzi-Al WEST AREA BLDG SLAB Ist 106.2 8.4 99.2 PASS Commnets: RespecTuHX§vbMkieW I) II TERRA TECH CON',V T�+t1�1'ES,> NC' Raffia E. Dorn. -Sella, P.E I' + Pmfedsioiiat Enginmx4 State et'.Fldrida`:. _ . ^ �•�_" �urQj.lAL �. .1� 12385 SW 129th Ct. Unit # 7, Miami, FL. 33186 - (305) 256-2633 ' ' Date Notice of Preventative Treatment for Termites (As required be Florida Building Code (FBC) 104.2.6) 03/03/2020 Cyper TC Product Used 0.50% Percent of Concentration Super Pest Control 305-264-7070 261 NE 95 ST MIAMI SHORES, FL 33138 Address of Treatment or Lot/Block of Treatment 2:00 PM Time Cypermethrin Chemical used (active ingredient) Area treated (square feet) FINAL �WUV V1 UWCUMVnt tnonzonwi, verucay Aajoming Sian, retreat of disturbed areas) DANIEL RODRIGUEZ Applicator 93 Number of gallons applied 232 Linear feet Treated As per 104.2.6- If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line D W, � �`� Certificate of Compliance for Termite Protection As required by Florida Building Code (FBC) 1816.7) Super Pest Control 305-264-7070 261 NE 95 ST MIAMI SHORES, FL 33138 Address of treatment or Lot/Blk# of treatment SOIL BARRIER Method of termite treatment - soil barrier, wood treatment, bait system, other The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department Agriculture and Consumer Services. Authorized Signature s n Notice of Preventative Treatment for Termites (As required be Florida Building C ode (FBC) 104.2.6) Super Pest 305-264-7070 • 26; NE 95 ST MIMAI ,SHORES, FL Addree ,s of Treatment•ur ti-4;-APc:: of Treatment�..�."- 0911�/20t s, Date Cyper TC Product Used T 0.50% Percent of Doncentration 'i':30 ft. ti�sTie Cypermethrin Chemical used (active ingredient) 2400 Qree1 treated (square feet) DANJEL RODRIGUEZ Applicator 240 Number of gallons applied Ling;,* feet Treated sLAs Stage of treatment (Horizontal, Vertical, Adjoining Slab, retreAt of disturbed areas) As per 104.2.6, If soil chemical barrier method for t-wmite prevention is used, final exterior treatment shall be completed prior to final buiidir;q -1pp-ov„ y. If this notice is for the final exterior treatment, initial �? nra date this Ijre n Certificate of Compliance for Termite Protection As required by Florida Building Code (FBC) 1816.7) Super Pest Control 305-264-7070 261 NE 95 ST MIAMI SHORES, FL Address of treatment or Lot/Blk# of treatment SOIL BARRIER Method of termite treatment - soil barrier, wood treatment, bait system, other The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department Agriculture and Consumer Services. Authorized Signature MIAMFQADE ME Miami -Dade County Building Department 11805 S.W. 26 Street, Miami, FL 33175-2474 www.miamidade.gov/building ENERGY. SOUND AND IMPACT CERTIFICATE Building Permit No: 2c)j j Project Name: Job Address: Zk1 STATEMENT OF COMPLIANCE We, the undersigned, hereby certify that the ENERGY, SOUND AND IMPACT INSULATION has been installed in the above referenced project, in compliance with the latest edition of the FLORIDA BUILDING CODE. the APPROVED ENERGY CALCULATIONS and Plans and in accordance with good construction practice. The insulation furnished and installed has the characteristics shown below: (check only applicable boxes). A) Exterior CBS Walls Insulation: R--� (Min.): Material: � Li Thickness:inch (es): Density: lb/ft: Mfgr: Il 2) Exterior Frame/Metal Stud Walls: R- (Min.): Material: _ Thickness: inch (es): Density: Ib/ft: Mfgr: -13) Exterior solid concrete walls: R- (Min.): Material: _ Thickness: inch (es): Density: lb/ft: Mfgr: )k4) Interior walls A/C from non A/C spaces insulation: R- J1 (Min.) Material: T1Dft 1 s& ; Thickness: 3.inch (es); Density: lb/ft L 5) MULTI -FAMILY RESIDENTIAL CONSTRUCTION ONLY: The COMMON (Party) walls to two separate conditioned tenancies shall be insulated to a minimum of R-I 1 for frame walls, and to R-3 on both sides of common masonry walls See ENERGY CODE, 2007, paragraph 13-602. ABC. 1,1, on page 13.74, latest edition. These "minimum levels of insulation", are not included in the Energy Calculations, but shall be installed in the field. .X 6) Ceiling insulation R- �O (Min.); Material: PhQ1gl(ic:s Thickness: JQj,?4—_ inch (es): Density: Ib/fl: Mfgr: 1111�S.1�— I 1 7) Walls, partitions and floor/ceiling assemblies between dwelling units or between dwelling units and adjacent public or service areas such as halls, corridors, stairs, etc. must have a sound transmission class (STC) of not less than 50 (penetrations must maintain the required rating). ' 1 9) Floor/ceiling assemblies between dwelling units or between dwelling units and public or service areas such as halls, corridors, stairs, etc. must have an impact insulation class (I IC) rating of not less than 50. Make photocopies of this sheet in your office, as required for future jobs. Installed by:f/�Vl� J�V/Insulation Company Name /} (Al,lull Insulation Contractor CC# O.C.Builder: .P% Company Name Building Contractor CC#: CGC )r2ZQ ) Insulation Contractor Signature Date Certified: G.C./Builder's Signature / Date Certified: _ .31 Note; For lightweight Insulating concrete, use appropriate forms, separate from this one. Revised 02-26-2009 'U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency OMB No. 1660-0008 National Flood Insurance Program Expiration Date: November 30, 2018 ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance aaent/comDanv- and 1:1l htiildinn nuunpr SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: Mtnez Investment Group II, LLC. A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number: 261 NE 95th Street (Folio# 11-3206-013-3940) City State ZIP Code Miami Shores Florida 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 19 in Block 29 ot'AN AMENDED PLAT OF MIAMI SHORES SECTION No. 1 % according to the Plat thereof as recorded in Plat Book 10, at Page 70 of the Public Records of Miami -Dade County, Florida. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. 25.862710° Long. -80.192270° Horizontal Datum: ❑ NAD 1927 ❑ NAD 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 A8. For a building with a crawispace or enclosure(s): a) Square footage of crawispace or enclosure(s) N/A sq ft b) Number of permanent flood openings in the crawispace or enclosure(s) within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in d) Engineered flood openings? ❑ Yes 0 No A9. For a building with an attached garage: a) Square footage of attached garage 420 sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes 0 No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State Village of Miami Shores 120652 Miami Dade - County Florida B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel 68. Flood Zone(s) B9. Base Flood Elevation(s) Date Effective/ (Zone AO, use Base Revised Date Flood Depth) 12086 C 0302 L 09/11 /2009 09/11 /2009 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9: ❑ FIS Profile 0 FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 139: ❑E 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 0 No Designation Date: N/A ❑ CBRS ❑ OPA FEMA Form 086-0-33 (7/15) Renlar.Ps all nrPvinitc Priitinnc r-___ __ _ _ _ � ,. ELEVATION CERTIFICATE OMB No. 1660-0008 Ca. .-s:.. rl..a.. \1_ IMPORTANT: In these spaces, copy the corresponding information from Section A. .-.. rrr a+arvrr vca— . -ri1I IVG1 JV, e-V 10 FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 261 NE 95th Street Folio# 11-3206-013-3940) City State ZIP Code Company NAIC Number Miami Shores Florida 33138 SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* F 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, AR/A, AR/AE, 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: BM# N-568 Elevation = 9.65' 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) 11 54 0 feet ❑ meters b) Top of the next higher floor N/A ■❑ feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A feet ❑ meters d) Attached garage (top of slab) 10 99 0 feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 10 47 ® feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 9 6 M feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 10 1 feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A 0 feet ❑ meters structural support 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. l certify that the information on this Certificate represents my best efforts to interpret the data available, l understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? ❑■ Yes ❑ No ❑ Check here if attachments. Certifier's Name License Number Arturo R. Toirac 3102 01-28-2020 Title Professional Land Surveyor and Mapper P ce , Company Name Vizcaya Surveying and Mapping Inc. Address 13217 S.W. 46 Ln. 3102 City State ZIP Code Miami Florida 33175 Signature Date Telephone ,err/ 01-28-2020 305-223-6060 Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including type of equipment and location, per C2(e), if applicable) A5. Latitude and Longitude is provided by GPS device. C2.e) Machinery or equipment (A/C) is located at the north side of the property. BM# N-568 Elevation = 9.65'.Location 1: NE 95th Street, 35' North OF C/L. Location2: N Miami Avenue, 25' West of projected West edge of pavement. Location3: 30' ENE of a fire hydrant, 10' East of a traffic control box. Description1: PK nail and brass washer in concrete curb, SW of a handicap ramp. C.O.R. Elevation = 9.95' (lowest / West side of NE 95th Street), 10.0' (highest / East side of NE 95th Street). FEMA Form Uati-0-33 (7/15) RAnlarac all nrovini lc crlitinne Fnrm Donn') s a ELEVATION CERTIFICATE OMB No. 1660-0008 IMPORTANT: In these spaces, copy the corresponding information from Section A. C.[r.lII GIIIVrI uate: rvovemder 30, 2018 Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. FOR INSURANCE COMPANY USE Policy Number: 261 NE 95th Street (Folio# 11-3206-013-3940) City State ZIP Code Miami Shores Company NAIC Number Florida 33138 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 El—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 1-2 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 or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. rr%AA un� I Ui I n UUV-U-JJ ( / / 1 U) RpniArac m11 nra in- —cc— ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: NCE COMPANY USE 261 NE 95th Street (Folio# 11-3206-013-3940) City State ZIP Code Company NAIC Number Miami Shores Florida 33138 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: G10. Community's design flood elevation: Local Official's Name Title nity Name Telephone Signature Date Comments (including type of equipment and location, per C2(e), if applicable) ❑ feet ❑ meters Datum ❑ feet ❑ meters Datum ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) RanlarPs all nro„l„ BUILDING PHOTOGRAPHS ELEVATION CERTIFICATE See Instructions for Item A6. OMB No. 16 Expiration Date:te: Nob November 30, 2018 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: 261 NE 95th Street (Folio# 11-3206-013-3940) City State ZIP Code Company NAIC Number Miami Shores Florida 33138 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. • fib".` `i' .. F V Photo One Photo One Caption FRONT VIEW (01-28-2020) s. F Photo Two Photo Two Caption REAR VIEW (01-28-2020) FEMA Form 086-0-33 (7/15) RanlacPc all „ro o 44i,..... - - ELEVATION CERTIFICATE BUILDING PHOTOGRAPHSContinuation Page OMB No. 1660-0008 9 Expiration Date: November 30, 2018 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: 261 NE 95th Street (Folio# 11-3206-013-3940) City State ZIP Code Company NAIC Number Miami Shores Florida 33138 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 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. } Photo One Photo One Caption RIGHT VIEW (01-28-2020) 7�' Z!�W Irv- - Photo Two Photo Two Caption LEFT VIEW (01-28-2020) FEMA Form 086-0-33 (7/15) RPnIar`GC all -'A'.., a;,; - - - - Terra Tech Consultants Inc. -Environmental Consultants-rounclations-Geotechnical Testing- Inspections -Construction Materials Testing -Structures- SOIL LABORATORY TEST REPORT CLIENT: MILTON CARPENTRY INC PROJECT NAME: RESIDENCE PROJECT LOCATION: 261 NE 95 STREET. MIAMI SHORES, FL TESTED BY: DM SOIL DESCRIPTION: GREY SAND W/ TRACE GRAVEL SAMPLE LOCATION: ON -SITE DATE TESTED: 7/15/19 RC -(kis -3sqo DATE: 07/15/19 JOB: 19-3916 LAB#: P-3681 MOISTURE DENSITY RELATIONSHIP (PROCTOR) ASTM D-1557 MAXIMUM DRY TEST SPECIFICATION OPTIMUM MOISTURE LBR VALUE ORGANIC % DENSITY (pci) ASTM D-1557 9.3% 108.4 - - 109.0 108.5 �. 108.0 Q- 107.5 � 107.0 in 106.5 z w 106.0 0 >- 105.5 p 105.0 104.5 104.0 MOISTURE/DENSITY CURVE 4.0 6.0 8.0 10.0 12.0 MOISTURE CONTENT % Respectful[ly Submitted Terra Tech Consultants, Inc. Rafael E. Dorz-Seda, P.E Professional Engineer.No.,.89228 State of Florida 12385 SW 129th Ct, Miami, FL 33186 (305) 256-2633 Terra Tech Consultants, Inc. •rxwomaa"Corssultarts•rcum6bons•Ge#erhniralTesting•traepoctions•C mtrvetionMata;aL,Testing•Structures FIELD DENSITY TEST REPORT CLIENT: MILMN CARPENIIZY INC. 422o N I[ ;rd A V I -NIT. POMPANO 13EAC11, I:I. DATE: luk 15-20j,9 JOB: 19-3916 PROJECT NAME: I RESIDENCt. PROJECT LOCATION: 261 NE 95 SPREE T M1IIAMI SHORES, 11, PROCTOR DATA Proctor No. SOIL DESCRIPTION MAX. DRY DENSITY OPTIMUM MOIST. 11-3681 GRFY SAND W/IRACE GRAVEL 109A 93 REQUIRED COMPACTION % »" TEST DEPTH PENETRATION (INCHES) 12' FIELD DENSITY TEST RESULTS Test No. Proc. No. TEST LOCATION LIFT LIFT No. DRY DENSITY (%) MOIST. (%) COMP. 1 I'-7eRI EASTARFA1:001ING IRLNCII I op 1075 9.5 992 PASS 2 I'-(,81 WESTARLAFOOTINGIRI:NCII 1,op 1069 87 986 PASS 3 I'-3G81 NOR 'I'II AREA 1:00HNG FRINCII 'I op 106.2 8A 98.0 PASS 4 I':6R1 SOUTH AREA 1:0011NG TRIiNCl1 1,op 1 107.7 8 8 99-1 PASS Commnets: RLtiPcYtfully, SulithitlLtil •' 1'EItK,\ 'I'I?('I t CUNS'll.l':11\'1'ti,-ItiC��'. Rafael E. Dore-Sedn, P.E Professional Engineer'No. 39228 State of Norida 12385 4Vd 129th CI. Unit P 7. Miami. 1:1. 3;186 - (305) 256-2633 Terra Tech Consultants Inc. -Environmental Consultants - Poundatixns - Geotec6nial Testing- Inspections -Construction Materials Testing -Structures - SOIL LABORATORY TEST REPORT CLIENT: MILTON CARPENTRY INC DATE: 07/15/19 PROJECT NAME: RESIDENCE JOB: 19-3916 PROJECT LOCATION: 261 NE 95 STREET. MIAMI SHORES, FL LAB#: P-3681 TESTED BY: DM SOIL DESCRIPTION: GREY SAND W/ TRACE GRAVEL SAMPLE LOCATION: ON -SITE DATE TESTED: 7/15/19 MOISTURE DENSITY RELATIONSHIP (PROCTOR) ASTM D-1557 MAXIMUM DRY 11iST SPECIFICATION OPTIMUM MOISTURE LBR VALUE ORGANIC % DENSITY (pcf) ASTM 1)-1557 9.3% 108.4 - - 1 U 1 WE w 108.0 U ° 107.5 107.0 Fn 106.5 z w 106.0 0 >_ 105.5 p 105.0 ITITSW 111 MOISTURE/DENSITY CURVE 4.0 6.0 8.0 10.0 12.0 MOISTURE CONTENT % Res pectfully -Submitted Terra Tech Consultants, Inc. Rafael E. Dorz-Sedan P:E Professional Enginee..r.No,n_39228 State of Florida 12385 SW 129th Ct, Miami, FL 33186 (305) 256-2633 Terra Teem Consultants, Inc. -Crwi orrncatalCnmultarts•rounclabore•Cxx*=6nwJTesting•kuPoetiorn•ConstructionMatc;alsTesting•Structures FIELD DENSITY TEST REPORT CLIENT: MI1-1-ON CARPENTRY INC. 4220 N E 3rd AV I iN I I I i POMPANO 13FACI1, 1:1. DATE: juiv 15.2019 JOB: 19-3916 PROJECT NAME: RISIu1-:W1 PROJECT LOCATION: 261NE95SIRI l N11AM1SIRWI{S.11. PROCTOR DATA Proctor No. SOIL DESCRIPTION MAX. DRY DENSITY OPTIMUM MOIST. (% P-3681 IOS4 93 REQUIRED COMPACTION TEST DEPTH PENETRATION INCITES 12" FIELD DENSITY TEST RESULTS Test No. Proc. No. TEST LOCATION LIFT LIFT No. DRY DENSITY ° MOIST. ° (/°) COMP. RESULTS 1 P-3681 BAST ARI?A POOTIM; TRINOI Top 107.5 95 99.2 PASS P,:6x1 WIS] ARIiA FOOTING TRENCH To 106.9 8.7 986 PASS P-�681 NORTHAREA POO'IING 'I'KI-;NCII 'I'o- 106' 8.11 980 PASS d P-3681 SOU 111 ARFA FOOTING TRI?NCII lop 1077 88 194 PASS Comm nets: RrspLcd'u11A SidiiiihiLti1 TERRA 'llEX-11 CON4t LI-A.NS, li-SCl''. . Rafael F:. Dori -Soda, P.li Professional EnginccrNu. 39228 Stale of Flyridn 12385 S\V1291h 0. 1 hiii 4 7, Miami. IT 33186 - (3115) 256-2631 C P� BUILDING PERMIT APPLICATION Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING ❑ ELECTRIC ❑ ROOFING Nmv b 7 2016 iA FBC 20i-Tw Master Permit No. u R ` 33.90 Sub Permit No ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL E PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP \ -i,�P CONTRACTOR DRAWINGS JOB ADDRESS: i�0 ��^3 oi3-3�1�0 i I VL E 6T City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: tI � 3 20o --OI "-3 \kn Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FIFE: OWNER: Name (Fee Simple Titleholder): r"� NQ2, js � '1y0 _Phone#: Address: M NW 3-4 A\VL p City: State: on�a� Zip: 33 i`42 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: �Q1%, t6c�o4*5 uk- Phone#: Address: 4�sm 1�1uJ 3a Av City: -1State: /'�O�LU zip: 3 � 4'2 Qualifier Name: Pzbe s Vy\4rd, r,g-2- Phone#: -!)%- 34-6- Z.3ft� State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: ©ZC' Y State: Zip: r � �� Value of Work for this Permit: , ' Square Linear Footage of Work: � Type of Work: ❑ Addition ❑ ,Alteration New ❑ Repair/Replace ❑ Demolition Description of Work: 4VQW C=J Wp� �01� 't�� S� tro.�.ti+o�� `t `V k Specify colds of color^thru tile: Submittal Fee $ ermit Fee CCF $ GO CO/CC $ ) SO, 00 Scanning Fee $ C xC Radon Fee $ cj g , DBPR $ 661 Notary $ )� Technology Fee $ 1 b ��, Training/Education Fee $ 3 ( '2 Double Fee $ Structural Reviews $ ( Z-0 - CJ3 U - CN C� .1 Bond $ TOTAL FEE NOW DUE $I G0 ( �� (Revised02/24/2014)/ Q �/ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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 OWNER or AGENT The foregoing instrument was acknowledged before me this day of 2019 by who is personally known to me or who has produced Signature CONTRACTOR The foregoing instrument was acknowledged before me this k,p_ day y� of f� ""209 by who is personally known to as me or who has produced identification and who did take an oath. identification and who did take an oath. as NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: :::��r :•. ELIUT M. SALINAS Print: my COMMISSION # GG 239916 : ip�!"••"• ELIUT M. SALINAS Seal EXPIRES: July 18.2022 Seal: �, MY COMMISSION # GG 239916 :' « .onded Thru Notary public Underwrilars ; 'o EXPIRES: July 18, 2022 WWW Thru NO Pubk tery lfidenrriters APPROVED BY W c ( Plans Examiner (N Zoning Structural Review Clerk —T' (Revised02/24/2014) Property Search Application - Miami -Dade County Page 1 of 1 OFFICE PROPERT'l Y..r., APP'AISFR Summary Report Property n orma ion Folio: 11-3206-013-3940 Property Address: __ ....... _._......... _............. —_-_... _....... ...... Owner ...... ....._ MTNEZ INVESTMENT GROUPII— LLC Mailing Address 4500 NW 37 AVE MIAMI, FL 33142 USA PA Primary Zone 1000 SGL FAMILY - 2101-2300 SQ Primary Land Use 0081 VACANT RESIDENTIAL: VACANT LAND Beds / Baths I Half 0/0/0 Floors 0 Living Units 0 Actual Area 0 Sq.Ft Living Area 0 Sq.Ft ...... Adjusted Area ............. ._....-........ 0 Sq.Ft Lot Size 7,150 Sq.Ft Year Built 0 Assessment Information Year ... _.__............. _._....... ... ---..................... Land Value 2018 $214,570 2017 __-__.... ................. _.. $214,570 2016 ........ ............... ............... _..._ $178,634 Building Value $0 $0 $0 XF Value $0 $0 $0 Market Value $214,570 $214,570 $178,634 Assessed Value $214,570 $196,497 $178,634 Benefits Information Benefit Type 2018 2017 2016 Non -Homestead Cap Assessment Reduction $18,0731 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description 1-53-41 6-53-42 MIAMI SHORES SEC 1 AMD PB 10-70 LOT 19 BLK 29 LOT SIZE 50.000 X 143 OR 20234-2604 02 2002 (2) Generated On : 11/7/2018 Taxable Value Information j 2018 2017 2016 County Exemption Value $0 $0 $0 Taxable Value $214,570 $196,497 $178,634 School Board Exemption Value .... ......... ...... .... ....... ................ ........... ..............................._ Taxable Value $0 .._............._._._.................__..............._....._..... $214,570 $0 _._....._........_....._..........._......_...._....._..._.__...... $214,570 $0 $178,634 City Exemption Value $0 $0 $0 r— Taxable Value $214,570 $196,497 $178,634 _................... ...... _._.............. _..... _.._.__............... _-... __....i..... _........... _... _.-._.............. ...._. _...... —--..._.. .._......._.... _._._... __.._—.__..._._.... Regional Exemption Value $0 Taxable Value j $214,570 $0 $196,497 $0 $178,634 Sales Information Previous , OR Book - Price Qualification Description Sale Pa a 9 30914- 03/23/2018 $265,000 Qual on DOS, multi -parcel sale 2937 07/24/2014 $100 1 29244- Financial inst or "in Lieu of Forclosure" 2958 stated _-............. -...... _._..._ 02/01/2002 .............._......._.._1 $90,000i ....._ .........._......._.._ 20234 ..._.I ................ _........................... ... _...... _....... _.................... ____.................._.... _........ . Deeds that include more than one parcel 2604 00000- Sales which are disqualified as a result 06/01/1976 $20,000 00000 of examination of the deed The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp Version https://www.miamidade.gov/propertysearch/ 11 /7/2018 Detail by Entity Name Page 2 of 2 Detail by Entity Name Florida Limited Liability Company MTNEZ INVESTMENT GROUP II LLC Filina Information Document Number L17000023509 FEI/EIN Number APPLIED FOR Date Filed 01/30/2017 State FL Status ACTIVE Principal Address 4500 NW 37TH AVENUE MIAMI, FL 33142 Mailing Address 4500 NW 37TH AVENUE MIAMI, FL 33142 Registered Agent Name & Address MARTINEZ, ROBERTO 4500 NW 37TH AVENUE MIAMI, FL 33142 Authorized Persontsl Detail Name & Address Title MGRM MARTINEZ, ROBERTO 4500 NW 37TH AVENUE MIAMI, FL 33142 Title MGRM MARTINEZ, ROBEISY 4500 NW 37TH AVENUE MIAMI, FL 33142 Annual Reports ReportYear Filed Date 2018 03/07/2018 Document Images jr View image in PDI= format OV30/2017 -- Florida Limited Liabilitv View image in PDF formal 110rjti rep,,,. -t dr 3ta C., rio Alen ,.... http://search.sunbiz.org/Inquiry/CorporationSearchISearchResultDetail?inquirytype=Entity... 11 /7/2018 01�h�e r4w TRAVIS HENDALL Planning & Zoning Director DEVELOPMENT ORDER 10050 N.E. SECOND AVENUE MIAMI SHORES, FLORIOA 33138-2382 TELEPHONE (305) 795-2207 FAX. (3051 756-8972 File Number: PZ-8-18-201872 Property Address: 95`h Street Miami Shores FL 33150 Property Owner/Applicant: Martinez Investment Group II LLC Address: 95`h Street Miami Shores FL 33150 Agent: Robeisy Martinez Address: 1664 W 84 Street, Hialeah, FL 33142 Whereas, the applicant Roberto Cepero (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required for an addition. Whereas, a public hearing was held on September 13, 2018 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval. 2) Applicant to create and maintain two (2) legal parking spaces on site. Page 1 of VISIT US I www.miamishoresvillage.com 3) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 4) Applicant to apply for and obtain all necessary permits and approvals from outside agencies. 5) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 6) Applicant to meet all applicable code provisions at the time of permitting. 7) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 13" day of September, 2018 by the Planning and Zoning Board as follows: Motion to approve subject to Staffs recommendations with a covenant for the Septic tank to be relocated in the front of the house made by' Mr. Daniel Brady, amended by Ms. Irene Hegedus to add a window in the Foyer, Seconded by Ms. Irene Hegedus and the Motion passed 4-0. Mr. Snow Yes Mr. Bergman Absent Ms. Hegedus Yes Mr. Brady Yes Chairman Busta Yes l0- 4?4�. ;&/f� Date John Busta Chairman, Planning Board Page 2 of 2 v CGC1522 �'3 �' � .�,r� =SUED+ 08/30/ GENERAL&ONT ,MARTIN6s ,. 48EISYc, f PRO DESIuCI1ww�BUIL'DERS LLC1 ' Signature LICENSED UND R'GHAPTER�A8 L6 I"— TATUTES EXPIRATION DATE. AUG JEST O Im Local Business Tax Receipt Miami —Dade County, State of Florida -THIS IS NOT A BILL - DO NOT PAY 7266053 BUSINESS NAME/LOCATION RECEIPT NO. PRO DESIGN BUILDERS LLC NEW BUSINESS 4500 NW 37TH AVE 7553758 HIALEAH, FL 33142 EXPIRES SEPTEMBER 30, 2019 Must be displayed at place of business Pursuant to County Code Chapter 8A - Art. 9 & 10 OWNER SEC. TYPE OF BUSINESS PAYMENT ECEIVED PRO DESIGN BUILDERS LLC 196 GENERAL BUILDING BY TAX COLLECTOR C/O ROBEISY MARTINEZ MGR CONTRACTOR 45.00 11 /07/2018 Worker(s) 1 CGC1522013 0208-19-000652 This Local Business Tex Receipt only confirms payment of the Local Business Tax. The Receipt is not a license, permit, or a certification of the holder's qualifications, to do business. Holder must comply with any governmental or nongovernmental regulatory laws and requirements which apply to the business. The RECEIPT NO. above must be displayed on all commercial vehicles - Miami -Dade Code Sec 8a-276. MIAP DADE For more information, visit www miamidade goy/texcollector I ® A� o CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DDNYYY) 11/01/2018 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 have ADDITIONAL INSURED provisions or 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 Emmanuel Insurance & Associates, Inc. 2370 E 8TH AVE HIALEAH FL 33013-4236 CONTACT Sarai Medina NAME: PHONENo. AIC,Extl, (305) 693 0003 ac Ne : (305) 691-4381 E-MAIL ADDRESS: sarai@emmanuelinsurance.com INSURERS AFFORDING COVERAGE NAIC # INSURER A: Federated National Insurance Comp. 10790 INSURED PRO DESIGN BUILDERS LLC ROBEISY MARTINEZ 4500 NW 37 Avenue I Miami, FI 33142 License Number: CGC1522013 INSURER B : INSURER C : INSURER D : INSURER E INSURER F rnVFRAr'FS 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 I LTR TYPE OF INSURANCE ADDL UBR POLICY NUMBER POLICY EFF MM/DD/YYYY POLICY EXP MM/DDIYYYY LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000.00 CLAIMS -MADE a OCCUR DAMAGE PREMISES Ea Occurrence) ccurrence $ 100,000.00 MED EXP (Any one person) $ 5,000.00 PERSONAL& ADV INJURY $ 1,000,000.00 A GL-0506009337-05 05/21/2018 05/21/2019 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000.00 PRODUCTS -COMP/OP AGGPOLICY $ 2,000,000.00 ❑ PRO JECT❑LOC $ OTHER: AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accident $ BODILY INJURY (Per person) $ ANY AUTO OWNED SCHEDULED AUTOS ONLY AUTOS HIRED NON -OWNED AUTOS ONLY AUTOS ONLY BODILY INJURY (Per accident) $ PROPERTYDAMAGE Per accident $ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ HCLAIMS-MADE AGGREGATE $ EXCESS LIAB DED I I RETENTION $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY y / N ANYPROPRIETOR/PARTNERIEXECUTIVE STATUTE ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ OFFICER/MEMBEREXCLUDED? ❑ (Mandatory in NH) NIA E.L. DISEASE - POLICY LIMIT $ If yes, describe under DESCRIPTION OF OPERATIONS below DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space Is required) REMODELING CONTRACTOR. PCDTICIt%ATF 41n1 nil CANCELLATION Miami Shores Village SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Building Department ACCORDANCE WITH THE POLICY PROVISIONS. 10050 NE 2nd Avenue AUTHORIZED REPRESENTATIVE Miami Shores, FL 33138 �Q/LCLG �I G�iZG2� U 196S-ZU15 AGUKU GUKPUKA I IUN. All rlgnts reserveci. ACORD 25 (2016/03) The ACORD name and logo are registered marks of ACORD JIMMY PATRONIS CHIEF FINANICAL OFFICER * * CERTIFICATE OF ELECTIC CONSTRUCTION INDUSTRY I This certifies that the individual EFFECTIVE DATE: 8/22/2017 PERSON: MARTINEZ FEIN: 454314510 BUSINESS NAME AND ADDRE PRO DESIGN BUILDERS LLC 4500 NW 37TH AVE , STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW * * MIAMI FL SCOPE OF BUSINESS OR TRADE: Licensed General Contractor below has elected to be exempt from Florida Workers' Compensation law. 33142 EXPIRATION DATE: 8/22/2019 ROBEISY IMPORTANT: Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade Ilstbd on the notice of election to be exempt. Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt Ishall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person namedon the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS? (850)413-1609 i _ — PLEASE CUT OUT CARD BELOW AND RETAIN FOR FUTURE REFERENCE STATE OFFLORIDA 1------ ——— — — — — —— -- — — —— --I DEPARTMENT OF L l DIVISION OF ORKERAS''COMPENSSACTION I IMPORTANT I I CONSTRUCTION INDUSTRY EXEMPTION I F Pursuant to Chapter 440.05(14), F.$., an Officer of a corporation CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA I O who elects exemption from this chapter by filing a certificate of WORKERS' COMPENSATION LAW I •�Qoew I election under this section may not recover benefits or L compensation under this chapter. EFFECTIVE DATE: t422l2017 EXPIRATION DATE: W212019 D Pursuant to Chapter 440.05(12), F.S., Certificates of election to I PERSON: MARTINEZ ROBEISY I be exempt., apply only within the scope of the business or trade FEIN: 454314610 I u listed On the notice of election to be exempt. BUSINESS NAME AND ADDRESS:I E Pursuant to Chapter 440.05(13), F.S., NOticea of election to be Ox mpt and certificates of ll be PRO DESIGN BUILDERS LLC R subjecct to revocation if, at any election the filing ofbe exempt athe notice E or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this 4WD NW 37TR AVE section for issuance of s Certificate. The department shall revoke MIAMI FL 33142 I a certificate at any time for failure of the person named on the I certificate to meet the requirements of this section. I SCOPE OF BUSINESS OR TRADE: uc«swc—rcaa.am I I I DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS? (850)413-1609 Pro Design Builders 4500 NW 37th Ave Miami FL 33142 Date: 11 Il ),)&,R State of f%o�X*, County of 'pKLE Before me this day personally appeared Ci 11 who being duly sworn, deposes and says: That he or she will be the only person working on the project located at: 1OO Z .. N2 aS vst Contractor Signature Sworn to (or affirmed) and subscribed before me this _I _ day of OfiNflU, 20 It by Personally known OR Produced Identification Type of Identification Produced YADIRA WMEZ WVoMM11S "0 Go 18m EXPIRES: May 27, 2022 Notice to Owner- Workers' Corn Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 nsation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: / Owner State of Florida County of Miami -Dade The foregoing was acknowledge before me this _ '_ day of N��rv��,l , 20�. By Rob6SU Q(4 0, who is personally known to me or has produced 7�' �d(7• '� ^U as identi ation. Notary: ., _. WCOMMI8 M 0 GG 180359 EXPIRES Mua.,y, 27.2022 SEAL: � ,PF , �'� 6ond$dllxu Nobly PuEpc Und= Notice to Owner — Workers' Corn Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 nsation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature Owner State of Florida County of Miami -Dade n A �,�,t The foregoing was acknowledge before me this 25 day of f A/� , 20 P9 By 1= personally known to me)or has produced _ as identification. . Notary, L lalo, '�- So SEAL: EUUTM.SALINAS MV COMMISSION # GG 239916 EXPIRES: Jury 16, 2022 Pro Design Builders LLC. 4500 NW 37t" Ave Miami FL 33142 Date: �51 6lva State of7rGO4'AI� County of/"/IA?Vf/—bW Before me this day personally appeared ?d6Elsl 1t1'P'" '"Nr-2?- who, being duly sworn, deposes and says: That he or she will be the only person working on the project located at: Contractor Signature Sworn to (or affirmed) and subscribed before me this 9,'5-day of 20/47by 12� i a �V� Personally know OR Produced Identification Type of Identification Produced ry EUUT M. :$C:,G MY COMMISSIO2 99918EXPIRES: J22BO xW Thu Notary der1M%re AC�p�® suV A CERTIFICATE OF LIABILITY INSURANCE DATE /1 /2019 1� 06/10/2019 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(les) must have ADDITIONAL INSURED provisions or 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 endorsements). PRODUCER CONTACTSarai Medina NAME: PNOIC.NENo. ExtI. (305) 693 0003(AC,No : (305) 691-4381 Emmanuel Insurance & Associates, Inc. E-MAIL sarai@emmanuelinsurance.com ADDRESS: 2370 E 8TH AVE INSURERS AFFORDING COVERAGE NAIC M INSURER A: U.S. Specialty Insurance Company 29599 HIALEAH FL 33013-4236 INSURED INSURER B : INSURER C : PRO DESIGN BUILDERS LLC INSURER D : ROBEISY MARTINEZ INSURER E : 4500 NW 37 Avenue I Miami, A 33142 INSURER F: License Number: CGC1522013 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. ILTR TYNSR PE OF INSURANCE A L UBR NUMBER POLICPOLICY MM/DDY EFF MOLDDf EXP LIMITS A X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE X OCCUR BI/PD Ded $2000 U 1 9AC1 13511 -00 05/21/2019 05/21/2020 EACH OCCURRENCE $ 1,000,000.00 DAMAGE TO N PREMISES Ea occurrence) $ 100,000.()0 X MED EXP (Any one person) $ 5,000.00 PERSONAL & ADV INJURY $ 1,000,000.00 GEN'L AGGREGATE LIMIT APPLIES PER: X jE LOC POLICY ❑ OTHER: GENERAL AGGREGATE $ 2,000,000.00 PRODUCTS -COMP/OP AGG $ 2,000,000.00 $ AUTOMOBILE LIABILITY ANY AUTO OWNED SCHEDULED AUTOS ONLY AUTOS HIRED NON -OWNED AUTOS ONLY AUTOS ONLY COMBINED SINGLE LIMIT Ea a.,d.nt $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE Per accident $ UMBRELLA LIAB EXCESS LIAB OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ DED I I RETENTION $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y / N ANYPROPRIETOR/PARTNER/EXECUTIVE ❑ OFFICER/MEMBEREXCLUDED? (Mandatory in NH) If yes, describe under DESCRIPTION OF OPERATIONS below N / A STATUTE ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space Is required) REMODELING CONTRACTOR. CERTIFICATE HOLDER CANCELLATION Miami Shores Village SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Building Department ACCORDANCE WITH THE POLICY PROVISIONS. 10050 NE 2nd Avenue AUTHORIZED REPRESENTATIVE Miami Shores, FL 33138 �aEN 24 /'ir(.19�G/Z� @ 1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25 (2016/03) The ACORD name and logo are registered marks of ACORD 4 , MTNEZ INVESTMENT GROUP 2- - NE 95 ST. MIAMI SHORES, FLORIDA STRUCTURAL DESIGN CALCULATIONS PREPARED BY: ALBERTO J. CORRALES, P.E. PE. No: 51895 14301 SW 133 COURT MIAMI, FLORIDA 33186 PH: 305.321.4673 E-mail: acr0124@gmail.com SUBMITTED TO: CITY OF MIAMI SHORES BUILDING & ZONING DEPARTMENT JUNE, 2018 ee P •\,\C E�Us�; • 91r� NO.51 TA .� ��NAL TABLE OF CONTENT Page WIND LOAD PROVISIONS ASCE 7 —10 1 WIND PRESSURE AGAINST WOOD TRUSSES 2-3 DIAPHRAM CALCULATIONS ASCE 7 - 10 4-5 WIND PRESSURE AGAINST WINDOWS AND DOORS 6 8" CMU REINFORCED MASONRY 7 - 15 �IIPI 0 . Cps;,9 �V, .GENs�;. * 0.51 G F 'ern /�rY 1'9 �.. •ENC'��t MTNEZ INVEST. - 051018 - WIND LOAD PROVISIONS ASCE 7-10 ' • a EXPOSURE "C' RISK CATEGORY: II ENCLOSED DESIGN LOADS: ASD FACTORS: y/x = 0.33 9 = 18.26 h = 9.20 ff Sq = 30.00 ft KZ = 0.85 Krt = 1.00 Kd = 0.85 VUIt = 175.00 mph q: = 33.99 psf hZ = 11.68 1 a = 3.00 ff FORMULAS: GCpi = t0.18 pi = gz*(G"Cp - GCpi) FOR M.W.F.R.S.: G = 0.85 Cp = -0.9 Po = -32.12 psf FOR C.&C. & A > 100 S.F.: ZONE 1: GCp = -0.8 pi = -33.31 psf ZONE 2: GCp = -1.4 p2 = -53.70 psf ZONE 3: GCp = -1.4 p3 = -53.70 psf OVERHANG = q,(0.85) (0.80) = 23.11 psf ROOF DESIGN LOADS: DEAD LOAD = 25.00 psf LIVE LOAD = 30.00 psf FOR M.W.F.R.S.: WIND LOAD = -32.12 psf NET UPLIFT = -22.12 psf OVERHANG = 23.11 psf FOR C.&C.: ZONE 1: pi = -33.31 psf ZONES 2 and 3: p2 = p3 = -53.70 psf MTNEZ - 051018-13-WIND PRESSURE AGAINST INTERIOR GIRDER TRUSSES d3 =d, +d2 —a a d3 = S—[2*(d, +d2)+a] a d3 =d, +d2 —a a W2 w, U2 ao= J—lay dy FACTORS: CONSTANTS: CALC. FACTORS: Y/x = 0.33 kd = 0.85 6 = 18.260 Pi = 33.31 psf a = 3.00 ft kn = 1.00 hZ = 11.68 ft P2 = 53.70 psf h = 9.20 ft Vult = 175.00 MPH k: = 0.85 p3 = 53.70 psf 4 A Sq = 30.00 ft qZ = 33.99 psf MARK SETBACK (ft) SPAN (ft) - S - GRAVITY UPLIFT -IGT- d� d2 GT-1 5.0 1.5 24.0 2310.0 1668.5 GT-2 5.0 1.5 33.0 3176.3 2041.7 A. 0 MTNEZ - 051018 -A- WIND PRESSURE AGAINST INTERIOR ROOF TRUSSES d, =S/2 - a o d3 =S/2 - a a wz Cl wi d . z w11. . W3 1 1 ----------- 4--L---- Ki Rz d------------ 4--(---------- -ri— !! u dz do= S-2d2 dz da FACTORS: y/x = 0.33 a = 3.00 ft h = 9.20 ft Sq = 30.00 ft CONSTANTS: kd= 0.85 kr= 1.00 Vult = 175.00 MPH CALC. FACTORS: 6 = 18.260 hz = 11.68 ft kz = 0.85 qz = 33.99 psf Pi = 33.31 psf p2 = 53.70 psf p3 = 53.70 psf MARK SETBACK (ft) SPAN (ft) - S - GRAVITY UPLIFT - IRT - d� d2 RT -1 2.0 1.5 33.0 1815.0 1111.8 W 11 s MTNEZ - 051018 -DIAPHRAM CALCULATIONS ASCE 7-10 �<-- b CPL, h/2 I h w PLI Z", F-- L E-- F— �-PwI Wind Direction (1) EXPOSURE "C": Category: I hZ = 11.68 qz = 33.99 psf FACTORS: KZ = 0.85 Kn = 1.00 Kd = 0.85 V = 175.00 mph L = 30.00 ft B = 86.00 ft h = 9.20 ft b = ft WIND DIRECTION (1) WINDWARD WALL (1) LEEWARD WALL (1) Cpw = 0.80 L/B = 0.35 G = 0.85 Cpi = -0.50 Pw = 23.11 psf pi = -14.44 psf Pi = 37.55 psf wi = 172.75 Ibs/ft R, = 7428.22 Ibs Si = 247.61 Ibs/ft WIND DIRECTION (2) WINDWARD WALL (2): Cp, = 0.80 G = 0.85 pw = 23.11 psf LEEWARD WALL (2): B/L = 2.87 Cpi = -0.26 pL = -7.41 psf p2 = 30.52 psf w2 = 140.41 Ibs/ft R2 = 2106.20 Ibs S2 = 24.49 Ibs/ft Wind Direction (2) .K +47 ,� 2 :.. 9 5�'. X- -' n101Pt-t�h C44CVLAr1ogs For Connec�ar5 ciiiji tqu 2,4, 1 (.JIn1n -at�.scgioN (i "•o • g�aM �rr.�c.�eflcnnAf4AL'i Sis : LV VIu. (2� 44, O� s, = Zit T Ustfit� SE-1€l1T�N� 1�13Z" C7Q1 �' Aba&ItntAIL LJI�%►1 ,t CAM [ aN UnrT3L�ic�E� PM P99-A m W104 10 d 4/A1L5 su��or�raa c��Es. SS gOax�.� �40o p1 140 UNaY 5WUA fra,.1 fb W1/2 is Paz TwE ::s P- -1 uP- Lj pr 141= 23. t ! t = ln(v.3t (43 G,Q S E p.4 Al,64 F.4 fZ A L4 L V41 plRec T lote MTNEZ - 051018 - WIND PRESSURE AGAINST WINDOWS AND DOORS EXPOSURE "C'; CATEGORY II; C.&C. ; DESIGN LOAD: ASD FACTORS: y/x = 0.33 h = 9.20 t s = 33.00 CONSTANTS: Kd= 0.85 Kzr= 1.00 Vult = 175.00 CALC. FACTORS: 9 = tan-' y/x = 18.26 hz = h + y/x (s/4) = 19.17 ft Kz = 0.48 h `/y'° ( z) 0.85 (If the calculated Kz < 0.85, then the default Kz = 0.85 will be inserted in equation below) qz = 0.00256 (Kj(Kzr)(Kd) (V`) = 33.99 psf qz FORMULAS: For Zones 4 & 5 (+): GCp, = 1.1766 - 0.1766 (log AREA) For Zone 4(-): GCp2 =-1.2766 + 0.1766 (log AREA) For Zone 5 (-): GCp3 =-1.7532 + 0.3532 (log AREA) GCp, = 1-0.55 p = qz (GCp - (0.55)) MARK AREA " qz Zone 4 & 5 (+) Zone 4 (-) (S.F.) (P.S.F.) GCp, GCp + 0, lg p4 & p5 (+) GCp2 GCpZ - 0.18 p4 (-) GCp3 Zone 5 (-) GCp3 WINDS - 0.18 p5 (_) A 18.70 33.99 0.95 1.13 38.47 -1.05 -1.23 -41.87 B 9.90 33.99 1.00 1.18 40.10 -1.10 -1.28 -43.50 "1.48 -50.44 C 7.06 33.99 1.00 1.18 40.10 -1.10 -1.28 -43.50 -1.40 -1.58 -53.70 D 13.00 33.99 0.98 1.16 39.42 -1.08 -1.26 -42.82 " 1.40 -1.58 -53.70 -1.36 -1.54 -52.33 DOORS 1 20.00 33.99 0.95 1.13 38.30 -1.05 -1.23 -41.70 -1.29 (2)5 20.00 33.99 0.95 1.13 38.30 -1.05 -1.23 -41.70 -1.47 -50.08 8 112.00 33.99 0.81 0.99 33.81 -0.91 -1.09 "1.29 -1.47 -50.08 -37.21 -1.03 -1.21 -41.10 s s e va ues in e a e are ca cu ateated using = or areas ess an an = or areas grea er an G. ^ - ht� J % I. L4iA4 m l fri- a 5 <"lkf S" amu P-6>k Oil cep MlaP"fap i �1-5 28, 21 �2 9.2 7c4 -- 3 b. 8 4o 4,5 CofJ7'Rd z.cr) FLOP . z dlvg— 4 o G G� � -- �� 2 7 � 6 t D. !?d G lv� � 3 � • S� .� — 1. c� a v P4 '- �� . ? ✓ 3 2 4-- O. 3 S 3 Zo© F LJr> !z 2 5 14 r'RaA4 s1rTAc21Lz:.t7 ate" AA144Y-545 (j5 E " n Fop zvIvc--- ¢ t (-. 45 G AO in O.r . FrO-R ,Zd,,'C - ,5 1 tj 40 « O. . 1'S Y levy ! Fil. f-ic v �V".0 I • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.0 (Release 4.( Western States Clay Product Association International Code Council Prjct: 8" CMU EAST WALL Name: MTNEZ - INVEST Topic: ZONE - 4 Date: 05.11.18 Page: Chkd: ACR - -Reinforced-Wall-Interaction-Diagram-------_-_-- __Using the 2002 MSJC Stren th Design Code 9 _ MasonryUnit Size = 8 in. (Partially grouted) ® tion Fo Critical Secrces Reinforcement Spacing '40 iri� - -�_._.____.__. _ - ._..._--'------------- f' 60 ksi--f __.._.. - - - ----------'---- - m - 0 psl _- __As_=:0.31 sq,tn._'c = 3 813.m._H =_-110 it - .115 ft)--i Smin-4227_072Qiti____i----------- _Axial;Compression,_.Pu_(!tis/ft)__USEEO.R 40000 _ -- 360C 3200 2800 240.0 ;200.01 16001 1200( 80.0( 4000 0 : -4000 0 0�00---� - -Eli D T I //I 1 I I /I Ij ® _ i =48OD-�-� =3600� i =24:00--12OD-------�-0-�--�'--T200-i--�2400----`r3600- 4800---�600( -8000 - --� ' -----Total- M ) ! oment,_Mu_(Ib-ft%8 ' • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick IndustryAssociation Version 4.0 (Release 4. Westem States Clay Product Association International Code Council Prjct: 8" CMU EAST WALL Name: MTNEZ - INVEST Topic: ZONE - 4 Date: 05.11.18 Page: Chkd: ACR i Design; -of a -Reinforced -'Masonry' -Wall with -Out -of -Plane -Loads- ---- Using the 2002: MSJC Strength Design _ - --- -- Material and Construction Data; - 8 in: CMU;-Partialgrout,-running;bond : Weight_= 42 6 psf i - Type S Masonry' cement / Air entrained PCL Mortar, Coarse Grout --- -- - -- -- -- --- ------ - ---' - CMU Density = 115 pcf -- - --- - ---• _ ... --'-'-'--- -' -f ---_-1500-p ' --- - - - m - sr(Specified) ._ ----- ,-- - - - -- - -- m ;. 90.OPm--13500.00 psi_ - i Wall Design Details : i i Height.-110 in."(Simply_Supported.Wall, Effective_heightfl=-N)_._.._.�- --" x=3.813in: --,- -- - -- - -- - i - #5 Bars; Fy = 600000 ---Reitiforcement-Spacing..=40,in.-On=Center---------,- ---- - --------;-- . -Effectie-Width=4&in.-- Wall Design Section Properties 142-6 in-ondeslgn width - - -- - --- - --- - - - J- -� - -- i - - - i '- -- --- -on-destgn-width-- "---- �----. --- So-=--294:4-in3 - ; -- -' -- � I - -- -'- - -- - -- I -'1122 s .in. on design width : Ro = 2.805 in3 on design width i Wall -Support: Simply -Supported Wall------ ---:_._ _ --;- - -- ;- - `- --- `------ -- - . .. ' - - --- I Specified Load Components i .--_• VV1 s W2 s L Ib/ft) h;1 (iti) 1 h2i(i� -- - - Dead---545.8- 0 - - - - - --- 0- -:_--'-0-!- - 0--- Lire-- 0-- - 0- - - ' 0- Soil i 0 0 0 0! 10 ! 0; 1 110 Fluid 0 ; 0 0 0 ; ,0 ?--_ --0; - - 110 --- - --- --- - - Wind 0 40111__.0 Q __0:.—_.-_�.19-0----'--_------r- -_ , Roof 0 0 0 0 i ' 0; 0� 110 Rain 0' ; 0 0 0 r 0 0' -'-Snow -- - -_ - --=- -- -1 -- ------ -- --- -- i i ( f1-1 . j : I. - i i � 1 i Controllin Load -Cases:--- = - ----- -- - --- - - - - -- - -- -- - . DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.0 (Release 4.0.2 Western States Clay Product Association International Code Council Prjct: 8" CMU EAST WALL Name: MTNEZ - INVEST Topic: ZONE - 4 Date: 05.11.18 l f� / Page: Chkd: ACR ! ! I -Section-Forces=with-Controlling-Flexure-and;Axial-Load=O 9D + 1-2F1+-1.6H t 1:6W '---,--- ---;- ------------'---- x/H= 0.510�from I ' • om bottom of wall Vu = -5.683 Ib/ft' - - MEd = 8085161 Ib-in , ff - ----- __.-, -- -, - ,-- -- P 663-4-lb/ft at en- Q in --- - - - - - --- - - : --- --- - - --- _ -_Deltau_= 0 1873 in_- MTu =MLu + Puen + Pu(Deltau) = 8209.87 lb-in/ft = 442 3 Ib/ft at en = 0 in ; - - ' - --- - M-.5054_Ib:jn/ft i Ultimate Moment Capacity = 20428.E lb-in/ft (1702.39 lb-fVft) at this axial load- Ultimate Shear Capacity:= 3070.84 Ib/ft The wall.is.adequate_for_these_cnbcal_sectioni_forces._.___ Section Forceawith Controlling 'Shearing Force-' 0.90 + ;1.2F + T 6H + 1.6W om bottom of wall-- i r- P ' 515.8 lb/ft at e i- : Delta 0 _ 4 _ - --- - u .0. 154 in - I - : 1 MTu -MLu +Puen + Pu(Deau)i = 2127:761b=rn/ft --- lb/ft-at-en---0-in- ; V = -158.1 Ili/ft ML = 131E Ib-in/ft ---- - - -1 - -f ----:_ -'- --- i--i---;----�--------I --- -- — --- - - Ultimate Moment Capacity = 19929:8 Iti=in/ft at -this axial- - - The wall Is ade uate for these critical section' forces. -These were -found -to be -load -cases thaticontrolled the deslglr - - - -- ;-- - - - --;--= ---!- - --;' - - The flexural,_shearandaxal focces'shown are_those occur_(n'g___._;___-_i at the critical section foe the case controlled ;by flexure and - at the critical section fot the` case controlled by shear. The following_design calculations_are-forthe_secboniwith.controlling-pending-moment_ ___;.. Section Design Forces Used; _ _ .VU ==5:883�'Ib/fti(Computed from -Loads ,-._..-_- j—_'_-.--__-_-- -.-ML=_8085.61-Ib4n./ft_(Computed.from_L6ads)____. Pu 663.4 lb/ft at e = 0 in (Computed from Loads)) I : I ; Wa11. - - -- - - - --- -- - - - -- Axial-Deslgn-Data_.._,_ .------,------ ---- - � -- ---- -- _I. ----,Pu-max=-3.406e+004-I4.s/ft-.(Code-Equation!3-16-or-3-17r)---'--- ;--- ---- - -- ---' _. --- - --- - --- 6 Prjct: 8" CMU EAST WALL Topic: ZONE - 4 Page: DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.0 (Release 4. Western States Clay Product Association International Code Council Name: MTNEZ - INVEST Date: 05.11.18 Chkd: ACR n/ ----Maximum Unfactored-Gravity-Load-='-1-.051 e+004-Ibs/ft-(MSJC32.3-.5-1) ---'---'- -'' " ' , ---;'- —• - ----- .; - ---.,__—_',----;--- Wall Flexural Design Data i 1 i -� As Required = 0:0951 sq.in. in each grouted cell ----As-Provided= 0 31-sq-in.-'------ - ;-- _-- --------�----------_ ._... - - -- '--- -- -- i Rho 0___ --- - - -min.._._.. _---------�------- _ ' : ' i Wall Flexural Capacity with Specified Steel I ' ---a-=-0.4387-in-..-- - - -._ _.. -"-- _.d =_.3.813..m Mn = 22698147917 lb-in/ft , i Mu available = 0.9(22698.5) = 20428 6 Ib-in/ft (1702.39 Ib-ft/ft) • I - Mcr'- frSo , 4503.85 Ib-in/ft ; : lgr= 1122.28 in4/fit --__ . I i Icr- 19J923-in4/fit----------{-.---=---------"- -- --;---�--- '-------' '-----'--- i ; Shear Design Data Yn max ,= 6628 Ibs/ft (Section 3.2.4.1.2)- -- -Vm =-4004-Ibs/fk-(Sik ion -2. 34-1 2-1) --- --- '—"----- -- - _ �—! ?---- -' "" -- ! - Maximum available-Vu-is-the-lesser-of.=--;--- I Vu_max.- 0.8(6628)_ 5302 Ibs/ft Vu Max = 0.4(4004 + 0) 3204 Ibs/ft ;CONTROL$ (Note:!Vs = 0 for Walls with; outlof--plane loading'.) --- : Service! _Load Deflection Limitations,(MSJC 3.2.5,6)�--- Maximum permitted service load, deflection 0.007(H) = 0.007(110) 0.77 in ! I Maximum service load deflection' = 00399 in!- - I ; -Development and Splice -Lengths fob Longitudinal.Reinforcet'hent__- K = 3.1250 Required Development Length: Id = 31.47 ink - Required L-ap-Sfilice-L-en'gth:T= 31-4Z-in, f- ;----,---- -_.Some.codes. may_require_epoxy-coated_reinforcemen't_to_have I, I Prjct: 8" CMU EAST WALL Topic: ZONE - 4 Page: DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.0 (Release 4. Western States Clay Product Association International Code Council Name: MTNEZ - INVEST Date: 05.11.18 Chkd: ACR n/ ----Maximum Unfactored-Gravity-Load-='-1-.051 e+004-Ibs/ft-(MSJC32.3-.5-1) ---'---'- -'' " ' , ---;'- —• - ----- .; - ---.,__—_',----;--- Wall Flexural Design Data i 1 i -� As Required = 0:0951 sq.in. in each grouted cell ----As-Provided= 0 31-sq-in.-'------ - ;-- _-- --------�----------_ ._... - - -- '--- -- -- i Rho 0___ --- - - -min.._._.. _---------�------- _ ' : ' i Wall Flexural Capacity with Specified Steel I ' ---a-=-0.4387-in-..-- - - -._ _.. -"-- _.d =_.3.813..m Mn = 22698147917 lb-in/ft , i Mu available = 0.9(22698.5) = 20428 6 Ib-in/ft (1702.39 Ib-ft/ft) • I - Mcr'- frSo , 4503.85 Ib-in/ft ; : lgr= 1122.28 in4/fit --__ . I i Icr- 19J923-in4/fit----------{-.---=---------"- -- --;---�--- '-------' '-----'--- i ; Shear Design Data Yn max ,= 6628 Ibs/ft (Section 3.2.4.1.2)- -- -Vm =-4004-Ibs/fk-(Sik ion -2. 34-1 2-1) --- --- '—"----- -- - _ �—! ?---- -' "" -- ! - Maximum available-Vu-is-the-lesser-of.=--;--- I Vu_max.- 0.8(6628)_ 5302 Ibs/ft Vu Max = 0.4(4004 + 0) 3204 Ibs/ft ;CONTROL$ (Note:!Vs = 0 for Walls with; outlof--plane loading'.) --- : Service! _Load Deflection Limitations,(MSJC 3.2.5,6)�--- Maximum permitted service load, deflection 0.007(H) = 0.007(110) 0.77 in ! I Maximum service load deflection' = 00399 in!- - I ; -Development and Splice -Lengths fob Longitudinal.Reinforcet'hent__- K = 3.1250 Required Development Length: Id = 31.47 ink - Required L-ap-Sfilice-L-en'gth:T= 31-4Z-in, f- ;----,---- -_.Some.codes. may_require_epoxy-coated_reinforcemen't_to_have I, I • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.0 (Release 4.0.2) Western States Clay Product Association Intemational Code Council Prjct: 8" CMU EAST WALL Name: MTNEZ - INVEST Topic: ZONE - 5 Date: 05.11.18 12 / Page: Chkd: ACR i -Reinforced-Wall-In -- teraetton-Diagram----_.�_._ -Us-i-ng_the-2002-MSJG Strength Design Code — --- Mas6nry Unit Size = 8 in. (Partially grouted) - ® Critical Section Forces I j ------ - ---: --- ---^ - =- =- -- - - - --- ----- --- ------ Rein -force- _.. As =;0.31_sq.in.c = 3.813 io.(9;167: t)_.; Smin =A2270720 tti -.Axial, compression-Pu_(lbs/ft)..-USE_F_OR-PRELIMINARYDESLGLV_ONLYi—_________�__. '40000 36000 32000 ,28000 24000 '20000 16000 12000 I 8000 4000 _ --- - - -0 ® ® -4000 -8000 " - -- - 1200 ,' -246U—' 3600 ;- 4800 - 600.0- =6000 i __Total_Moment,-.Mu_(lbJYft). ..- - . P -1►►i Luis ►i 1: Prjct: 8" CMU EAST WALL Topic: ZONE - 5 Page: DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY Western States Clay Product Association International Code Council Name: MTNEZ - INVEST Date: 05.11.18 Chkd: ACR 4 Section -Forces with -Controlling -Flexure andfAxial-Load-0:9D-+-1 2F�+ 1 6H + 1:6W -` -- -- - x/H = 0.510 from -bottom of wall - -- '-- - ---- —' - -- ` Mau = 9456:4 Ib=in./fl: - - - ^ _---_- - -' ---� - - - _ - -Pia=-663:4-Ib/ft-at en-=-0-in- ..-- - - - - - --- - __.Deltaul0.254 in MTu = MLu r' Poen + Pu(Deltau)' = 9624.91 lb-in/ft Ib/ft of en = 0 in --------------- ___._ML=59'10_Ib4n/ft.._. _.__.-•- -._---_.�_-__-= _.;__.' __,_- Ultimate Moment Capacity 20428.E lb-in/ft (1702.39 lb-ft/ft) at this axial load - Ultimate Shear Ca aci _ - p ty:= 3070.84 Ib/ft - The.wall..is-adequate_for_these_cnbcal-section_forces. ' Section Force :with Controlling :Shearing Force � 0.9D + 1.2F + li.6H ;+ 1.6W x/H 0:930--from-bottom of- _. Vu =--295.8-lb/ft - -- -- -- - - - -..-.- - -- - --- -- - - -- Pu=515.8lb/ftaten=0in Deltau 0.05632 in ' , _ 'M M + P-e_.+ P Deltaul P = 343 9-lb/ft- at -en 0 in - i V =--184 91b/ft --- - ML = 1540 lb-in/ft -- - - -- - -- - - - -Ultimate Moment Capacity =19929-8-16=iri/ft at ---Ultimate Shear-Cap6city:=-3051:16 lb/ft _'_ The,wall is adequate for these critical section forces. The flexural, -shear andaxia at the critical section for the' at the critical section for —theil Section Design Forces Used --Ua==:88-Ib/ft(Computed-fror ML_=_94'56.4.-Ib in /ft(.Compute s P„ = 663.4 Ib/ft at e = 0 in (Cor Wall Axial-[ __Pu-max-: i s-;that controlled -the -design. -; -- -- :- s-shown_are thQ$e_occuring._ :ontrolled by flexure and � :ontrolled by shear i - - rrejor_the'section witticor.itrolling.l ending_moment ._ .._._ f : : rLoads) ----- IJrom_Loads --- ipute8 from Loads)) t- (Co ie-Equation 3=16-or-3-1 -) - - ---- •1.1trADESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY ` The National Concrete Masonry Association Brick Industry Association Version 4.0 (Release 4. Western States Clay Product Association International Code Council Prjct: 8" CMU EAST WALL Name: MTNEZ - INVEST Topic: ZONE - 5 Date: 05.11.18 1 / Page: I Chkd: ACR - Maximum Unfactored- Gravity- Load- 1-.051e+004-Ibs/ft -MSJG 3.2:3:5:1)-; --= - - -'; --- ---; - -- 1 , Wall Flexural Design Data-..-- _ __ i As Required = 01191 sq.in. in each grouted cell - -- - As. Pr v' -- - - - - - ---- - -- -=- - - -- - - --- - —Rhomtn7—--- - =_ ----------- ------ �__ Wall Flexural Capacity with Specified Steel M 22698.479:17lb-in_/ft ! M available - 0.9 22698.5 _ 20428.6 Iti-in/ft 1702.39 lb-ft/ft i L ; c i i Mcr!= frSo = 4503.85 lb-in/ft Igr = 1122.28 in4/ft � ---- ----; ----'•---- --- --- --; -,-- -- lcr 19 j7923 in4/ft--- '----------- ---�----; - - -- '---------- --- - -------.__ 1 Shear Design Data; Vn 'Max!= 6628 Ibs/ft (Section 3.2.4.1.2) i -! - -- - ---- -- - -- -- - -- - s i j Vm = 4004-Ibs/ ( -_-._...- -- - -- - - -- -- -- - -- ft Section 3:2-4:1, ? 1 j ! Maximum available Vu-is-the-lesser-of: --. Vu_rriax _=_0.8°(6628) = 5302 Its/ft I _ Vu max = 0.8(4004 +;:0) = 3204 Ib's/ft 'CONTROLS (Note:Vs 0 for walls Withlout;of--plane loading'.) u max = 3204 Ibs/ft-(for developing 1-25Mn)- i ; Service Load Deflection Limitations i Maximum permitted!service load!deflection0.007(H) = 0.007(1 10) -; 0.77 in Maximum service load deflection' = 0:08177 in : _Development and -Splice Lengths for: Longitudinal Reinforcement_- K = 3.1250 in. -'-- Required Development Length: la = 31.47 in. ----- Required Lap Splice`tength:j= 31-47-in: — --�— i -'- -- -- --- _- — --'-- --- Sortie_Codes..may require_epoxy-coated_reinforcement.to have.longer_development_and_sp.lice� i I i en the i 1 , 1. i — — — ' -- '—'— SNw Miami Shores Village , Building Department 10050 NE 2nd Ave. tQw Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by AL?5Mm 10QU'Weto perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the 2 -• - 'Os 6i5ST project on the below listed structure as of ffP ^ ta— it (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) _ Miami Dade County Administrative Code, Article II Section 8.22 Special Inspector for _ Trusses > 35 ft. long or 6 ft. high _ Steel Framing and Connections welded or bolted Soil Compaction Precast Attachments _ Roofing Applications, Lt. Weight. Insul. Conc. _ Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or lieensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. 1 (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I wiI1r ubmit tg,,0e Building Inspector at the time of the final inspection the completed inspection log forinla' � s�tLEdment indicating that, to the best of my knowledge, belief and rofessional u ose-p �"tl�e project outlined above meet the intent of the Florida Building Code and arm in SaVi€h the approval plans. i ^ Signed an ed ' Date: [ V� --!r�', eiBdta! J I !!! Engineer rchitect Name A m J. cowk;85 Print Address �3D l 5W t33 GT w MM I) P, 3:5 16; % . 30� - 32114>-13 Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Contacts If Lfljuu �-D Issue Date: 07/09/2019 Parcel Number 1132060133940 Permit No.: RC-1 1 -18-3390 Permit Type: Building (Residential) Work Classification: New Permit Status: Approved Expiration: 01/06/2020 MTNEZ INVESTMENT GROUP II LLC Owner PRO DESIGN BUILDERS LLC Contractor 4500 NW 37 AVE, MIAMI, FL 33142 ROBEISY MARTINEZ 4500 NW 37 AVE, MIAMI, FL 33142 Home: 7863952379 c Ins etion Requests: Description: NEW CONSTRUCTION OF SINGLE FAMILY HOME Valuation: $ 155,024.00 Inspection 4949 Total Sq Feet: 2,500.00 Fees CCF Certificate of Occupancy (Residential) DBPR Fee DCA Fee Education Surcharge Permit Fee Preliminary Plan Review (Residential) Residential Application Fee Scanning Fee Structural Review ($120) Structural Review ($90) Structural Review ($90) Technology Fee Total Amount $93.60 $150.00 $69.76 $46.51 $31.20 $4,450.72 $360.00 $200.00 $63.00 $120.00 $90.00 $90.00 $116.27 $5,881.06 Building Department Copy Payments Date Paid Amt Paid Total Fees $5,881.06 Check # 1012 01/02/2019 $480.00 Check # 1016 07/09/2019 $5,201.06 Check # 1011 11/07/2018 $200.00 Amount Due: $0.00 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructio /zoning. Futh �6fe-,,J-4thorizee above named contractor to do the work stated. ) 7J \ d� 64 )rig] l6 Authorized Signature: Owner ! Applicant / Contractor / Agent Date July 09, 2019 Page 2 of 2 MIAMI-DADE , '= miamidade.gm VERIFICATION FORM Water and Sewer PO Box 330316 Miami, Florida 33233-0316 T 786-268-5360 F 786-268-5150 DATE: November 29, 2018 BLDG PROCESS #: M2019002447 VF# 18-2018W-VF - 538 INVOICES)#: N00056828 THIS FORM IS NOT VALID WITHOUT A PAID INVOICE AND EXPIRES ONE YEAR FROM THE DATE ON FORM PROJECT NAME: MTNEZ INVESTMENT GROUP II LLC PROJECT/AGREEMENT NUMBER: 2018W PROJECT DESCRIPTION: 1,988 SF SFR WATER/SEPTIC REPLACING VACANT LAND ProposedFolio Address Zip Code , Lot Block 1132060133940 261 WE 95 ST M77--i 19 29 1 1,988 Connection Type Reason for Connection Water New Construction Information No I No I No I N/A THIS VERIFICATION LETTER CERTIFIES THAT AVAILABILITY OF A WATER AND/OR SEWER MAIN ONLY, AND IT DOES NOT GUARANTEE THE EXISTENCE OF A WATER SERVICE LINE, FIRE LINE OR OF A SEWER LATERAL WITH SUFFICIENT DEPTH TO SERVE THE PROPERTY. FOR ADDITIONAL INFORMATION EMAIL NEWBUSINESSSUPVLIST@MIAMIDADE.GOV. SHOULD IT BECOME NECESSARY TO INSTALL A SERVICE LINE AND/OR A SEWER LATERAL MDWASD REQUIRES THAT THE DEVELOPER RETAINS SERVICES FROM DESIGNERS AND CONTRACTORS WITH SKILL SETS FOR DESIGNING, BUILDING, AND CONNECTING TO PUBLIC WATER AND SEWER SYSTEMS. A WATER AND/OR SEWER AGREEMENT MAY BE REQUIRED. AN INSPECTION FOR ANY EXISTING SERVICES WILL BE PROCESSED WITH THIS FORM, AND A SERVICE UPGRADE MAY BE REQUIRED WHICH MAY TAKE UP TO 12 WEEKS. THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) 8 INCH WATER MAIN AND/OR DOES NOT HAVE A(N) INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT PROPERTY. Proposed Use Square Footage/ # Units Water Gallons Per Day Sewer Gallons Per Day SFR less than 3001 s ft 210 d/unit 1 210 10 Footage/Previous Use Square Day Sewer Gallons Per D. Vacant Land 1 0 1 0 WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, SUBJECT TO PROHIBITIONS, OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WHICH WILL BE THE NUMBER ZGALLONS PER DAY INCREASE STATED ABOVE. IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER JD/OR SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT IF APPLICABLE WITH THE DEPARTMENT. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENT'S SYSTEM MUST BE OBTAINED FROM D.E.R.M. SUBJECT TO RER'S TERMS AND CONDITIONS SET FORTH IN THE CONSENT DECREE (CASE NO. 1:12-CV-24400-FAM) OR DOH ONSITE SEWER TREATMENT & DISPOSAL SYSTEM RULES & STATUES. Verification Form - Residential (R-A) Water 1 30 1 1.00 1 30.00 Water Allocation Certificate - Initial 1 90 1.00 90.00 Total Fixed Fee $ 120.00 Verification Form Total ($) $ 411.90 COMMENTS: Refunds are based on the date of payment and subject to State Statute 95-11. Some fees are not refundable. Only 5/8" meter for domestic service and no irrigation meter: N/A CUSTOMER NAME: ROBEISY MARTINEZ CUSTOMER PHONE: Prepare by: Belkys Parera Printed Name of Reviewer Approved by: Jacqueline Rodriguez Printed Name of Supervisor Attached the Comprehensive Planning and Water Supply Certification Letter Page 1 of 2 MIAMI-QPDE on miamidade.gw ■•otcl ollu %l wvI PO Box 330316 Miami, Florida 33233-0316 T 786-268-5360 F 786-268-5150 Water Supply Certification Number: WSC-2018W-VF - 538 Water Supply Certification Issued Date: November 29, 2018 Building Process Number:M2019002447 Agent/Representative: ROBEISY MARTINEZ Owner: Re: Adequate Water Supply Certification for the Project MTNEZ INVESTMENT GROUP II LLC, Number 18-2018W-VF - 538 The Miami -Dade Water and Sewer Department (Department) has received your request to receive water services to serve the following project which is more specifically described in the attached Agreement, Verification Form, or Ordinance Letter. Location 1 1132060133940 1 261 NE 95 ST 1 33142 1 19 1 29 1 1.988 1` 1 Proposed Use Square Footage/ # Units Water Gallons Per Day Sewer Gallons Per Day Im . •.. 1 Previous Use Square Footage/ # Units Water Gallons Per Day Sewer Gallons Per Day Totals The Department has evaluated your request pursuant to Policy CIE-5D and WS-2C in the County's Comprehensive Development Master Plan and Limiting Condition No. 5. of the South Florida Water Management District Water Use Permit Number 13-00017-W. Based on its review of all applicable information, the Department hereby certifies that adequate water supply is available to serve the above described project. This Adequate Water Supply Certification will expire if a building permit is not applied for within 365 days of the date of issuance of said certification. If an Agreement is executed for the proposed project, the certification will remain active with the terms of the Agreement until such time as the building permit is applied for. If a building permit is applied for in accordance with the aforementioned conditions, this certification will remain active with the building permit process. dirthermore, be advised that this adequate water supply certification does not constitute Department approval for the proposed project. Additional reviews and approval may be required from sections having jurisdiction over specific aspects of this project. Should you have any questions regarding this matter, please contact Maria A. Valdes, Chief, Planning and Water Certification Section, (786) 552-8198 or via email at mavald .miamidade.gov. Sincerely, Belkys Parera New Business Representative Page 2 of 2 FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: MARTINEZ REIDENCE Builder Name: Street: 2- NE 95 STREET Permit Office: MIAMI HORES City, State, Zip: MIAMI SHORE, FL, Permit Number. Owner. ROBEYSIS MARTINEZ Jurisdiction: Design Location: FL, Miami County: Miami -Dade (Florida Climate Zone 1 ) 1. New construction or existing Existing (Projecte 9. Wall Types (2388.0 sqft.) Insulation Area a. Concrete Block - Int Insul, Exterior R=5.0 2100.00 ft2 2. Single family or multiple family Single-family b. Frame - Wood, Adjacent R=11.0 180.00 ft2 3. Number of units, if multiple family 1 c. Concrete Block - Int Insul, Adjacent R=11.0 108.00 ft2 4. Number of Bedrooms 3 d. N/A 10. Ceiling Types (1988.0 sqft.) R= ft2 Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=19.0 1988.00 ft2 6. Conditioned floor area above grade (ft2) 1988 b. N/A R= ft2 R= ft2 c. N/A Conditioned floor area below grade (ft2) 0 11 Ducts R ft2 7. Windows(170.9 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 520 a. U-Factor. Sgl, U=1.00 170.94 ft2 SHGC: SHGC=0.50 12. Cooling systems kBtuRlr Efficiency b. U-Factor: N/A ftz a. Central Unit 36.0 SEER:16.00 SHGC: c. U-Factor. N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Strip Heat 24.0 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 1.500 ft. 14. Hot water systems Area Weighted Average SHGC: 0.500 a. Electric Cap: 50 gallons 8. Floor Types (1988.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1988.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 88.02 PASS Glass/Floor Area: 0.086 Total Baseline Loads: 90.62 I heygj°t _L�ify� d'rfa overed by this jatidrt are ' a9 &lil nergy Review of the plans and specifications covered by this 1E ST 04'� _ ATF �ti e. ,.� •, ! cc'. 0 calculation indicates compliance F. O i ` � �.o � c•11.1�A� with the Florida Energy Code. is completed rtrru_ �� to PREP RED Bl� � Before construction DATE: fit ' -' this building will be inspected for at a Z T q7- • . >OF compliance with Section 553.908 g I hit' rti _ I�' ik3�a -'as design <is lriZompliance RIDP.,� Florida Statutes. J'1'G, v5� OD WE withtfte Floridayy��. O1AINEF2/AGENT: AL t BUILDING OFFICIAL: • j i i i 1 DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factorysealed in accordance with R403.3.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 5.00 ACH50 (R402.4.1.2). - Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 On for whole house. 6/12/2018 12:48 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT PROJECT Title: - Building Type: Owner Name: # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: MARTINEZ REIDENCE User ROBEYSIS MARTINEZ 1 MIAMI HORES Single-family Existing (Projected) Bedrooms: 3 Conditioned Area: 1988 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: Whole House Fan: Address Type: Lot # Block/Subdivision: PlatBook: Street: County: City, State, Zip: Street Address 2— NE 95 STREET Miami -Dade MIAMI SHORE, FL, CLIMATE V Design Location TMY Site Design Temp 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Miami FL MIAMI_INTL AP 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Blockl 1988 17892 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1988 17892 Yes 5 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 240 ft 0 1988 ft2 0 0 1 ROOF / # Type Materials Roof Gable Roof Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Hip Barrel tile 2153 ft2 0 ft2 Medium 0.75 No 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1988 ft2 N N CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 19 Blown 1988 ft2 0.11 Wood 6/12/201812:48 PM EnergyGaugeO USA Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST RFPART WALLS fi C)rnt Adjacent To Wall Type Space Cavity Width Height Sheathing Framing Solar Below _ 1 N Exterior Concrete Block - Int Insul Main 5 30 8 9 276.0 ft2 0 0.75 0 _ 2 E Exterior Concrete Block - Int Insul Main 5 86 9 774.0 ft 0 0.75 0 _ 3 S Exterior Concrete Block - Int Insul Main 5 30 8 9 276.0 111:2 0 0.75 0 _ 4 W Exterior Concrete Block - Int Insul Main 5 86 9 774.0 ft2 0 0.75 0 5 S Garage Frame - Wood Main 11 20 9 180.0 ft2 0.9 0.75 0 _ 6 W Garage Concrete Block - Int Insul Main 11 12 9 108.0 ft2 0 0.75 0 DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Wood Main None .46 6 6 8 40 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Clear) Yes 1 0.5 N 18.4 ft2 1 ft 6 in 1 ft 0 in None None 2 N 1 Metal Single (Clear) Yes 1 0.5 N 40.0 ft2 1 ft 6 in 1 ft 0 in None None 3 E 2 Metal Single (Clear) Yes 1 0.5 N 25.7 ft2 1 ft 6 in 1 ft 0 in None None 4 E 2 Metal Single (Clear) Yes 1 0.5 N 36.8 ft2 1 ft 6 in i ft 0 in None None 5 W 4 Metal Single (Clear) Yes 1 0.5 N 40.3 ft2 1 ft 6 in 1 ft 0 in None None 6 W 4 Metal Single (Clear) Yes 1 0.5 N 9.8 ft2 1 ft 6 in 1 ft 0 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 440 ft2 440 ft2 64 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ElA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000286 1491 81.85 153.94 .2029 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat/ None COPA 24 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 16 36 kBtu/hr 1080 cfm 0.75 1 sys#1 6112/2018 12:48 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation - 1 Electric None Main 0.95 50 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS — Supply — — Return — Air CFM 25 CFM25 HVAC # v # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 520 ft2 Attic 150 ft2 Prop. Leak Free Main — cfm 59.6 cfmm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling[[ ]]Jan Heatin[X] Jan [[ ]]Feb [X] Feb Mar Mar Apr I Apr W Ma �Xj Jun rl Jul May [ ]Jun Jul Au ri Au Sep rl Se W Oct Oct HNov Nov Dec HDecVentin [[ ]] Jan [[ ]] Feb X Mar X A r May (] Jun Jul Aug Se Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MASS Mass Type Area Thickness Furniture Fraction Space Default 8 Ibs/s .ft. 0 ft2 Oft 0.3 Main Name: Signature: Rating Compant: Date: 6/12/201812:48 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 4 of 4 Duct Leakage Test Report _ Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: Permit #: Job Information Builder: Community: Lot: NA Address: 2— NE 95 STREET City: MIAMI SHORE State: FL Zip: Duct Leakage Test Result s 0 Prescriptive. Method O Performance/ERI Method System 1 cfm25 System 2 cfm25 System 3 cfm25 Sum of any cfm25 Total of all cfm25 1988 = On Total of all Total Conditioned systems Square Footage 1:1 PASS D FAIL p Prescriptive Method cfm25 (Total) To qualify as "substantially leak free" On Total must be less than or equal to 0.04 if air handler unit is installed. If air handler unit is not installed, On Total must be less than or equal to 0.03. This testing method meets the requirements in accordance with Section R403.3.3. Is the air handler unit installed during testing? ❑ YES (lX) ❑ NO (`a Q Performance/ERI Method cfm25 (Out or Total) To qualify using this method, On must not be greater than the proposed duct leakage On specified on Form R405-2017 or R406-201 Leakage Type selected on Form On specified on Form R405-2017 R405-2017 (EnergyCalc) or R406-2017 (EnergyCalc) or R406 2017 Proposed Leak Free 0.03 Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes. Testing Company Company Name: Phone: I hereby verify that the above duct leakage testing results are in accordance with the Florida Building Code requirements with the selected compliance path as stated above, either the Prescriptive Method or Performance Method. Signature of Tester: Printed Name of Tester: Date of Test: ILicense/Certification #: Issuing Authority: I 6/12/2018 12:51:40 PM EnergyGauge® USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 _FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2017 Florida Building Code, Energy Conservation via the residential Simulated Performance Method shall include: This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (one page) and an input summary checklist that can be used for field verification (usually four pages/may be greater). ❑ Energy Performance Level (EPL) Display Card (one page) HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 C3' Mandatory Requirements (five pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report (usually one page) 9T If Form R405 duct leakage type indicates anything other than "default leakage" then a completed Form R405 Duct Leakage Test Report (usually one page) 6/12/2018 12:48:06 PM EnergyGauge® USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 _ 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: MARTINEZ REIDENCE Builder Name: Street: 2— NE 95 STREET Permit Office: MIAMI HORES City, State, Zip: MIAMI SHORE, FL, Permit Number. U Owner: ROBEYSIS MARTINEZ Jurisdiction: w Design Location: FL, Miami U COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERI General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the The insulation in any dropped ceiling /soffit insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within comers and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per Knee walls shall be sealed. inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/doorjambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spa s. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be airtight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall behindextend ii Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air -sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids o Pre spripkigr cover plates apa wallsill a. in addition, Inspection of log wars shall De In accoroance wltn the provisions of IGC;-4o0. 6/12/2018 12:50 PM EnergyGauge® USA FBC 6th Edition (2017) Compliant Software Page 1 of 1 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 97 The lower the Energy Performance Index, the more efficient the home 1. New home or, addition 1. Existino (Projected) 12. Ducts, location & insulation level a) Supply ducts R 6.0 2. Single-family or multiple -family 2. Single-family b) Return ducts R 6.0 c) AHU location Attic/Attic 3. No. of units (if multiple -family) 3. 1 4. Number of bedrooms 4. 3 13. Cooling system: Capacity 36.0 a) Split system SEER 16.0 5. Is this a worst case? (yes/no) 5. No b) Single package SEER c) Ground/water source SEER/COP 6. Conditioned floor area (sq. ft.) 6. 1988 d) Room unit/PTAC EER e) Other 7. Windows, type and area a) U-factor:(weighted average) 7a. 1.000 b) Solar Heat Gain Coefficient (SHGC) 7b. 0.500 14. Heating system: Capacity 24.0 c) Area 7c. 170.9 a) Split system heat pump HSPF b) Single package heat pump HSPF 8. Skylights c) Electric resistance COP 1.0. a) U-factor.(weighted average) 8a. NA d) Gas furnace, natural gas AFUE b) Solar Heat Gain Coefficient (SHGC) 8b. NA e) Gas furnace, LPG AFUE f) Other 9. Floor type, insulation level: a) Slab -on -grade (R-value) 9a. 0.0 b) Wood, raised (R-value) 9b. 15. Water heating system c) Concrete, raised (R-value) 9c. a) Electric resistance EF 0.95 b) Gas fired, natural gas EF 10. Wall type and insulation: c) Gas fired, LPG EF A. Exterior: d) Solar system with tank EF 1. Wood frame (Insulation R-value) 10A1. e) Dedicated heat pump with tank EF 2. Masonry (Insulation R-value) 10A2. 5.0 f) Heat recovery unit HeatRec% B. Adjacent: g) Other 1. Wood frame (Insulation R-value) 10131. 11.0 2. Masonry (Insulation R-value) 1062. 11.0 16. HVAC credits claimed (Performance Method) 11. Ceiling type and insulation level a) Ceiling fans a) Under attic 1 la. 19.0 b) Cross ventilation No b) Single assembly 11 b. c) Whole house fan No c) Knee walls/skylight walls 11 c. d) Multizone cooling credit d) Radiant barrier installed 11d. No e) Multizone heating credit f) Programmable thermostat Yes *Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. I certify that this home has complied with the Florida Building Code, Energy Conservation, through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL display card will be completed based on installed code compliant features. Builder Signature: Date. - Address of New Home: 2- NE 95 STREET City/FL Zip: MIAMI SHORE. FL 6/12/2018 12:49:23 PM EnergyGauge® USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: I Permit #: Job Information Builder: Community: Lot: NA Address: 2— NE 95 STREET City: MIAMI SHORE State: FL Zip: Air Leakage Test Results Passing results must meet either the Pefformance, Prescriptive, or ER/ Method O PRESCRIPTIVE METHOD -The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g. (50 Pascals) in Climate Zones 1 and 2. O PERFORMANCE or ERI METHOD -The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50) value, as shown on Form R405-2017 (Performance) or R406-2017 (ERI), section labeled as infiltration, sub -section ACH50. ACH(50) specified on Form R405-2017-Energy Calc (Performer=) or R406-2017 (ERI): 1 5.000 x 60 = 17892 - CFM(50) Building Volume ACH(50) F-1 PASS El When ACH(50) is less than 3, Mechanical Ventilation installation must be verified by building department. Method for calculating building volume: Q Retrieved from architectural plans • Code software calculated O Field measured and calculated R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 Pascals). Testing. shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statues. or individuals licensed as set forth in Section 489.105(3)(f) (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to thecode official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, back draft and flue dampers shall be dosed, but not sealed beyond intended infiltration control measures. 3. Interior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be dosed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. Testing Company Company Name: Phone: I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Printed Name of Tester: License/Certification #: Date of Test: Issuing Authority: 6/12/2018 12:51:10 PM EnergyGauge® USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 2— NE 95 STREET Permit Number: MIAMI SHORE, FL MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 Energy Performance Level (EPL) display card (Mandatory)The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law (Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD. lz R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. U R402.4.1 Building thermal envelcT#& building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation.The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. r7( R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air UU changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(0, (g) or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be dosed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be dosed, but not sealed beyond intended infiltration control measures. 3. Interior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be dosed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402A.2 Fireplaces. New wood-buming fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. �{ R402.4.3 Fenestration air leakagdVindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per u square foot (1.5 Lls/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Lfs/m2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 6/12/2018 12:49 PM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) ❑ R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. [EIR402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1 Controls. SECTION R403 SYSTEMS R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manuf air handler enclosure if installed at the time of the test All registers shall be taped or otherwise sealed during the test. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. ❑ R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0!403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (13'C) shall be insulated to a minimum of R-3. R403A.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory)Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. eye! R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe �J shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 6/12/2018 12:49 PM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as dose as possible to the storage tank. R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38"C to 60°C). �( R403.5.6.1.2 Shut down. A separate switch or a dearly marked circuit breaker shall be provided to permit the power supplied to UUU electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water -heating systems to be turned off. Ef R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TMA, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water -heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that dose when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy.When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawispaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. R403.7 Heating and cooling equipment (Mandatory). r; R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the LJ equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM (CFM) MINIMUM EFFICACY a (CFM/WATT) AIRFLOW RATE MAXIMU (CFM) Range hoods Any 2.8 cfm/watt Any In -line fan Any 2.8 cfmAwatt Any Bathroom, utility room 10 1.4 cfm/watt <90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm = 28.3 Umin. a. When tested In accordance with HVI Standard 916 6/12/2018 12:49 PM EnergyGaugeO USA - FBC 6th Edition (2017) Compliant Software Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. ❑ R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. ❑ R403.7.1.2.3 Fossil fuel heating equipment The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. A variable capacity system sized for optimum performance during base load periods is utilized. a R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. ❑ R403.9 Snow melt and Ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (10°C), and no precipitation is failing and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C). ❑ R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. ❑ R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on4te renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at ❑ the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal ❑ efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 6/12/2018 12:49 PM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 4 of 5 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas (Mandatofte energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps. Exception: Low -voltage lighting. R404.1.1 Lighting equipment (Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights. 6/12/2018 12:49 PM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 5 of 5 13217 S.W. 46th Lane, VIZCAYA SURVEYING AND MAPPING, INC. Ph (305) 223-6060 Miami, Florida 33'475 LAND SURVEYOR & PLANNER LIB# 8000 email:rvizcaya.13@gmail.com Legal Description: Lot 19, Block 29 of " AN AMENDED PLAT OF MIAMI SHORES SECTION No. 1 ", according to the Plat th!,-Wf, recorded in Plat Book 10, at Page 70, of the public records of Miami -Dade County, Florida.- • ------------ ------ " O D su SURVE • •tiy ! o,D, + LOT 18 BLOCK 29 o 70, NOTES: - No platted Easements in this lot. LO N r 70 -15' ALLEY 707er, V ASPHALT PAVEMENT WOOD + POLE so-- c 'e J -,-_----�o -- F.1/2"IP NO ID W JU W �Z 0= 2.00' u- HEIGHT= 30' 0 CANOPY= 40' 3 0= 2.70' a f zo HEIGHT= 40' CANOPY=15 J 1 0= 1.5' u J HEIGHT= 40' J LOT 19 CANOPY= 20, v LOT 20 BLOCK 29 0= 2.0' BLOCK 29 HEIGHT= 30' a • •. VACANT LOT CANOPY= 34' . e e' ...... 0= HEIGHT= 3.0' CANOPY= 3(Y 1 . • •••.• J 0=3.gp�ee• a �..•2L • • HEIGHT='3G" Lf) CANOPY-••• "'(v 0-3:0.0 ••• ••••�• HEIGHT' j�S'; a J • ' • CANOPY= 206 • "' e e :*see: 0= 1.50, HEIGHT= 25' CANOPY= 20' 1 I I j IOOO+ 0= 4.00_� � HEIGHT= 40' I I I I CANOPY= 30' 1 I I o 70 I + I) �001 i9ob 295.00' 'O7s,+ ij 0= 4.00' + a HEIGHT= 30' o- 0� 15011 F.1/2" IP CANOPY=40' NO ID Q---=-----L F.N&D ' --a-----Q -- asT/ `9S F.1/2" IP 1 1 a 9F a 5' CONC SIDEWALK a NO ID a 17' PARKWAY 50.00' (P 1) PaE OUL OUL - WL - WL - OUL - L - OUL - OUL BLOCK :ORNER 0 6 0 0 0 0 VIILLLAGE OF MIAMI SHO ESM2 0652 I NAME AND NUBER:PANEL 12086 C 0 02NUMBER AND L UFFIX: ` COUNTY NAME: MIAMI-DADE FLOOD ZONE: X r STATE: FLORIDA FIRM PANEL EFFECTIVE DATE: I BASE FLOOD ELEVATION: N/A 09 / 11 / 2009 o`'3 28' ASPHALT PAVEMENT o0 o• 80' TOTAL R/W N.E. 95th STREET - Date of Field Work 04-17-20191 This Survey does not reflect or determine ownerohlp; Examination of the Abstract of 77t/e w9/ MTNEZ INVESTMENT GROUP II LLC have to be made to determine Recorded /nstrumenta if any. affecting the property, 7hhi Survey Is subject to dediaationa, llmitatlons, restrictions, reservations or easements of roc.; Legd Oesa*tlon provided by dienf The Llobi/ty of this Survey is limited to the cost of the SLrwy, Underground Encroachments, if any, are not shown; Thie firm has not attempted to Arturo R. Toirac PLSM 3102 locate footing and/or foundations and/or underground Improvements of any nature; if shown, Hot valid without e signature Bearings are referred to an Assumed Aisridian; /f shown, Elevations are referred to National and the original raised seal Geodetic Vwflcd Datum of 1929 (NCYD 1929) of a Florida licensed surveyor Order No. 19329 and m000er(LBO 8000) A=Arc Length; AC=Air Conditioner, BC=Block Comer; BM=Bench Mark; BOB=Basis Of Bearings; CB=Catch Basin; CI=Clear;Conc=Concrete; Dr --Drive; E=East; Elev=Elevation; FDH=Found Drill Hole; FIR=Found Iron Rod; FFE=Finished Floor Elevation;FH=Fire Hydrant; FP -Found Iron Pipe; FN=Found Nail; FT=Feet; LB=Licensed Business; LFE=Lowest Floor Elevation; LP=Light Pole; N=North; NGVD 1929=National Geodetic Vertical Datum of 1929; NTS=Not To Scale;OE=Overhead Cables; OH=Over Hang; Pb=Plat Book;PC=Point of Curvature; PCP=Permanent Control Point; PL=Planter or Property Line; PLS=Professional Land Surveyor; PLSM=Professional Land Surveyor and Mapper; POB=Point Of Beginning; PRM=Permanent Reference Monument; R=Radius; (R)=Recorded Dimension; R/R=Rail Road; R/W=Right OfWay; Sec=Section; T=Tangent; S=South;SIP=Set Iron Pipe With Cap Stamped PLS 3102; UE=Utility Easement;UP=Utility Pole; UTY=Utility;W=West; WF=Wood Fence; WM=Water Meter; WV=Water Valve; (y= Centerline; —Chain Link; ® = Concrete Wall; ' =Degrees; A=Central Angle; O=Diameter, ' =Minutes; " =Seconds; A' 7i = Wood Fence —_— OVERHEAD UTILfTY LINE Miami Shores Village Building Department 10050 NE 2nd Ave. Miami Shores, FL 33138 `'�oaivP 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by ALIF MT04. 60Lto perform special inspector services under the Florida Building Code 6th Edition (2017) and Miami Dade County Administrative Code at the 26 t t`4� 9561- project on the below listed structure as of 03 - 19,- 19 (date). l am a registered architect/professional engineer licensed in the State of Florida. Process Number: "special Inspector for Reinforced Masonry, Section 2122.4 of the FBC &h Edition (2017) L* ami Dade County Administrative Code, Article II Section 8-22 Special Inspector for Trusses > 35 ft. long or 6 ft. high Steel Framing and Connections welded or bolted X it Compaction _ Precast Attachments _ Roofing Applications, Lt Weight. Insul,Conc. Other • • • Y• •• •. • •• Note. Only the marked boxes apply. 66:411I": ."•;•• The following individual(s) employed by this firm or me is authorized representative to peMrth* ' • • inspection* • • • • • • • • 3. 4. . • • •• • • •. `Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by • • • • education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect. graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program: successful completion of the NCEES Fundamentals F_xamination: or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection tog for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special inspector ]tired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, 1 w bypH,jct the Building Inspector at the time of the final inspection the completed inspection log cvw ` a ment indicating that, to the best of my knowledge, belief and professional it9 ose.pWo , sKthe project outlined above meet the intent of the Florida Building Code and the approval plans. Signed Ai aced 7� Date: 0R ID NA L VA- ; �'t Engmee Architect Narne &vr,—Rp .1 • t o'eyuLzI2 t4� `Prtc t `3.i Address 13217 S.W. 46th Lane, VIZCAYA SURVEYING AND MAPPING, INC. Ph (305) 223-6060 Miami; Florida 31175 LAND SURVEYOR & PLANNER LB# 8000 email:rvizcaya.13@gmail.com FOLIO # : 11-3206-013-3940 Legal Description: Lot 19, Block 29 of " AN AMENDED PLAT OF MIAMI SHORES SECTION No. 1 ", according to the Plat thereof, recorded in Plat Book 10, at Page 70, of the public records of Miami -Dade County, Florida. ------------------------------------------------------ 0 SKETCH OF SURVEY (BOUNDARY SURVEY) SCALE 1"-20' \--15' ALLEY 1 9' ASPHALT PAVEMENT WOOD --- 0�-- F.1/2" IP-- r� NO ID LOT 18 BLOCK 29 I I a i 31 LID N W I O I I N v I W I ' Z j W a' I I = I N W Z ' �1 I� 295.00' *-- \2= I ---LT-(--------------a---� - F.N&D J F.1/2" IP I I o 4 NO ID 1 / (P.I) BLOCK — OUL — OUL — DULL CORNER WOOD POLE o 0 NOTES: - No platted Easements in this lot. - No visible encroachments. 7h/s Survey does not reflect or determine ownership; Examination of the Abstract of 77t/e will have to be made to determine Recorded Instruments. If anx affecting the propertK This Survey Is subject to dedication; lbn/tot/ona, restrict/an4 reservations or easements of roe.; Leila/ Description proHded by client; lire Liabillty of this Survey Is Ilmited to the cost of the Survey, Underground EncroochmsntR /f any,, are not shown; We firm has not ottempted to locate footing and/or foundations and/or underground improvements of any nature, /f shown, Bearfngs are referred to an Assumed Meridian; If shown, Elevations ore referred to National Geodetic ✓ertical Datum of 1929 (NGW 1929) LOT 19 BLOCK 29 VACANT LOT 6 0= 2.00' HEIGHT= 30' CANOPY= 40' 0= 2.70' HEIGHT= 40' u CANOPY= 15' 0= 1.5' l CANOPY 4 NOPY=�10' a 0-2 ' 0. • HEIGHT 1d' e CANOPYs9t" • 0= 4.80' "' HEIGHT=36';' CANOPY=•3b' • • •••• 0=3.0O: -AD I HEIGHT=30' CANOPY=V. • 0= 3.00' HEIGHT= 25' CANOPY= 20' 1+ cbh 0= 1.50, HEIGHT= 25' CANOPY= 20' 0= 4.00:--"� HEIGHT= 40' r CANOPY= 30' i 0= 4.00' 0 c HEIGHT= 30' =. CANOPY= 40' s -va..,....;,.,0 9 ° ° 5' CONC SIDEWALK, . r6% ° 50.001 OUL — DUL — OUL — DUL — OUL — 17' PARKWAY o 0 F.1/2" IP 00 NO ID O rj W U z W LL 0 O O i:o •••• •••••• •' LOT 20 • BLOCKen • • • • •• ••••• CD • • F.1/2" IP NO ID 9S, 4 UL — OUL — OUL — 28' ASPHALT PAVEMENT — o,°j 80' TOTAL RNV N.E. 95th STREET MTNEZ INVESTMENT GROUP 11, LLC. Date of Field Work 02-16-20181 Arturo R. Toirac PLSM 3102 and the original raised seal of a Florida licensed surveyor and mopper(Lao e000) Order No. 18098 A=Arc Length; AC -Air Conditioner; BC=Block Comer; BM=Bench Mark; BOB -Basis Of Bearings; CB -Catch Basin; CI=Cleor;Conc=Concrete; Dr -Drive: E=East; Elev=Elevation; FDH=Found Drill Hole; FIR -Found Iron Rod; FFE-Finished Floor Elevation;FH=Fire Hydrant; FIP=Found Iron Pipe; FN=Found Nail; FT=Feet; LB -Licensed Business; LFE=Lowest Floor Elevation; LP=Light Pole; N=North; NGVD 1929=National Geodetic Vertical Datum of 1929; NTS=Not To Scale;OE=Overhead Cables; OH -Over Hang; Pb=Plat Book;PC=Point of Curvature; PCP -Permanent Control Point; PL-Planter or Property Line; PLS=Professional Land Surveyor; PLSM=Professional Land Surveyor and Mapper; POB=Point Of Beginning; PRM-Permanent Reference Monument; R=Radius; (R)=Recorded Dimension; R/R=Rail Road; R/W=Right OfWay; Sec=Section; T=Tangent; S=South;SIP=Set Iron Pipe With Cap Stamped PLS 3102; UE=Utility Easement; UP -Utility Pole; UTY=Utility;W=West; WF=Wood Fence; WM=Water Meter; WV -Water Valve; Centerline; —■—=Chain Link; 12=1= Concrete Wall; ' =Degrees; 0-Central Angle; 0-Diameter; ' -Minutes; " =Seconds; v is = Wood Fence ---OVERHEAD UTILITY LINE Pro Design Builders 4500 NW 371h Ave Miami FL 33142 To: Mtnez Investments Group II LLC Re. 261 NE 95th Street Miami Shores FL 33138 RECI✓IVE MAR 2 6 2019 BY: This is a new construction on a single family home. Please see below the projected construction cost schedule: Trades: Cost: Structure/ Truss: $45000.00 Roofing: $10000.00 AC: $6500.00 Plumbing: $7500.00 Electricity: $13000.00 Stucco: $5500.00 Drywall: $17300.00 Windows: $9000.00 Paint: $3500.00 Interior Doors: $2000.00 Bathroom # 1: $4000.00 Bathroom # 2: $4000.00 Flooring: $4800.00 Landscaping: $4000.00 Septic Tank: $4000.00 Appliances: $3000.00 Kitchen/ Vanities: $5000.00 Total: $148100.00 Pro Design Builders 4500 NW 371h Ave Miami FL 33142 To: Mtnez Investments Group II LLC Re. 261 NE 95th Street Miami Shores FL 33138 This is a new construction on a single family home. Please see below the projected construction cost schedule: Trades: Cost: Structure/ Truss: $45000.00 Roofing: $10000.00 AC: $ 6500.00 Plumbing: $7500.00 Electricity: $13000.00 Stucco: $5500.00 Drywall: $17300.00 Windows: $9000.00 Paint: $3500.00 Interior Doors: $2000.00 Bathroom # 1: $4000.00 Bathroom # 2: $4000.00 Flooring: $4800.00 Landscaping: $4000.00 Septic Tank: $4000.00 Appliances: $3000.00 Kitchen/ Vanities: $5000.00 Total: $148100.00 BILLING CONTACT ORES MTNEZ INVESTMENT GROUP II LLC 4500 Nw 37 Ave"' Miami, FI 33142 L Nres iN ��ORIOp' Payment Date: 01/02/2019 Reference Number Fee Name Transaction Type Payment Method Amount Paid RC-11-18-3390 Preliminary Plan Review (Residential) Fee Payment Check #1012 $360.00 Structural Review ($120) Fee Payment Check #1012 $120.00 SUB TOTAL $480.00 TOTAL $480.00 January 02, 2019 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 1 Department of Regulatory and Economic Resources OUNTY Process Number: M2019002447-0 Folio: 1132060133940 Fee Payer: REBERTO F MARTINEZ 4691 W 9TH COURT Impact Fee Receipt Batch: Site Address: 261 NE 95 ST Collection Date: 12/03/2018 HIALEAH, FL 33012 Fee Type ' Dist I category a Cat Category Description Id Code Sufix I AREA 11 5002 , 00 I UNIT SIZE (SQ FT) AFIRE -r1 12007 �00 RESIDENTIAL ROAD 12 210 00 ^ SINGLE-FAMILY DETACHED J_ iSCHL i1 y5001 i0o RESIDENTIAL UNIT l i Collection Number: 125183 Units Fee Extended Deferral Deferral Amount (Amount Admin 2,500.00 $0.92 $2,295.00 1.00 $432.62 , $432.62 • 1.00 $8,947.90 $8,947.90 1.00 $612.00 $612.00'. Total: $12,287.52 - Deferred Amount: I + Deferred Admin: • Total Amount Due:. $12,287.52 i Paid Check: $0.00 Paid Cash: $0.00 Paid Credit: $12,287.52 Paid Convenience Fee: $249.49 Total Paid : $12,537.01 Q 'eport run on: December 03, 2018 01:36 PM Page 1 of 1 WU RER (BLUG) DEPT- 11805 SW 26TH ST RM 149 MI775 86-315-2381 Merchant 10: 530314459 Term ID: 0010540000530314459295 Sale XXXXXXXXXXXX2761 VISA Entry Method: Chip 12,537.01 Total: 12iO3i18 13;36;03 Inv 4; owl Apr Code; 081086 Apprvd: Online CAPITAL N VISA AID: A0000000031010 TVR; 00 80 00 80 00 TSI: F8 N Customer CoPv THANK YOU! Pro Design Builders, LLC. 4500 NW 37th Ave Miami FL 33142 Ph. 305-888-9836 / Fax 305-882-0713 Job # 050119 Proposal Job name 261 NE 95t Street(New Home Location 261 NE-9- t Street Miami Shores FL Date 06-18-2019 To Mtnez Investments Group II, LLC. Item Description Price Structure: Includes foundation, blocks, tie beams, slab, installation of trusses and plywood. $64500.00 Truss: Includes wood trusses and delivery. $7704.00 Roofing: Includes roofing material and installation. Tile color to be chosen. $19600.00 AC: Furnish and install new complete Carrier System 3 tons. Includes thermostat, all copper lines and AC grills. $9780.00 Plumbing: Includes all water and drain lines. Includes toilets and features. $11750.00 Electricity: All electrical work according to plans provided (comply with The National Electrical Code NEC). Includes all switches and receptacles outlets white decor type. Smoke detectors and pre wire for television/cable included. $14320.00 Stucco: Includes exterior walls and soffits. $5500.00 Drywall/ Framing/ Insulation: Install 190 sheet soft drywall with metal 3 5/8" drywall and finish level 4. Install 2500 SF of R30 insulation in ceiling. Install R11 insulation in demising wall in garage. • • • • • • • Install R4.1 foil insulation in perimeter walls. • . .: . • ::: :.: . $17500.00 Windows: .. ... .. . .. . Impact windows. Includes labor and installation. • • • • • • • • A000.00 • . . Paint: . . . . . . . . . . . .. see 000 Includes interior and exterior paint. . . $3500.00 . ..... . .. . . ..... . . .. .. .... . . ... . . Interior Doors: Includes all interior doors and standard hinges. Flat casing 1 panel. $2000.00 Bathroom # 1: Includes porcelain tile, materials and installation. $4000.00 Bathroom # 2: Includes porcelain tile, materials and installation. $4000.00 Flooring: Includes porcelain tile, materials and installation throughout the house. $4800.00 Landscaping: Includes grass and front decorative landscaping as per renderings. $4000.00 Driveway Concrete $5500.00 Septic Tank: Includes 900 gallons septic tank, 384sq. ft. drain field, HRS permits, site evaluation, and Miami Shores permit. Includes materials, labor and equipment. $6500.00 Appliances: Includes refrigerator, stove, dishwasher, washer, dryer and microwave. $5000.00 Kitchen/ Vanities: Includes manufacturing, delivery and installation of custom wood vanities and kitchen. $15000.00 Temporary Fence $3000.00 Portable Toilet $750.00 Total $217704.00 Overhead and profit 10% $21770.40 Grand Total $239474.40 Payment Schedule: - 20% deposit to start. - Billed every 30 day cycle. Time Schedule: 8 —12 month approximately. ACCEPTANCE BY CUSTOMER The prices, specifications, conditions and lay -out attached to this contract have been read by me/us and are hereby accepted. You are authorized to do the Work as specified. Payments will be made as outlined herein. It is understood and agreed that this is work not provided for in any other agreement and no contractual rights arise until this is accepted in writing. . ......... . THIS PROPOSAL IS SUBJECT TO ALL TERMS ANDICOND NSOON*AEVERSE HEREOF. Accepted bySignatur • ' L3ait % 44 � f Pro Design Builders, LLC Signature 0'Date ... . . ...... . . . . . . . . .. . . .... . . . .... .... . . ... . . CONTRACT Milton Car entry Inc 550 NW 44t St Apt M3 Pompano Beach Fl 33064 Date: 06/13/2019 To: Pro Design Builders LLC E-mail: prodesianbuildersllc@amail.com 261 NE 95 ST Miami Shores, FL. 33138 We hereby propose furnishing all materials to perform all labor necessary to complete the job according to the plans date: 06/10/19 by: Alberto Corrales, Architect The work include the following: Shell $ 64,500.00 Earthwork Excavation Backfill Compaction Compaction test Soil treatment Grading Clean Footing, rebars and concrete pouring Slab, vizqueen, wire mesh, concrete, and concrete finish Columns, forms, rebars, and concrete pouring Fill cells, #5 rerbars, and fill cells grouted Tie beams, formns, rebars, and concrete pouring Window sill cap, form, rebars, and concrete Concrete pump Masonry block Truss lifting Cross bracing •' •"' ' ' Lateral bracing . ..._...... . 5/8 CDX plywood sheathing Fascia Soffit •• ••• ••• • .. .... .. . .. . .... Truss connectors Miscellaneous Clean . ....: . ... . .... . . . .. .. ... . . . ... . . We propose to furnish material and labor, complete in accordance with above specifications, for the sum of: Sixty Four Thousand 00/100 Payments to be made as follows: Subcontractor's signature: Dollar $ 64,500.00 20% Deposit. As job will be in progress we will submit an invoice to the contractor for review and we shall receive payment in the next ten days. Acceptance of Proposal: The above price, specifications and conditions are satisfactory and are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. Contractor's signature: Date: . ... . . . . .. . • . • .. . . . .. ... .. . . ... . ... .. .... 0. .. . .. .... .... . .. . • . . • . • • • . • . . ... . . . . .. . . . . . . . . . . . . . . . . ... . . . ... SERVICING -rROOR Martinez Truss Co., Inc. SOUTH FLORIDA PROPOSAL NO. WOOD ESTABLISHED IN 1983 AND rRusses CARIBBEAN AND 1903280: 9280 NW SOUTH RIVER DR. MEDLEY, FL 33166 CONTRACT (305) 883-6261 / Fax: (305) 885-2925 www.MartinezTruss.net / In'fo@MartinezTruss.net TO: PRO DESIGN BUILDERS PURCHASER: ROBEISY MARTINEZ JOB #: 19032802 ADDRESS: 4500 NW 37TH AVE DATE: 06/06/19 SALESMAN: JASON QUINONES MIAMI, FL 33142 PROJECT NAME: 261 RES PH: (786) 395-2379 FAX: TERMS: 50% DEP/BAL PREPAID CONTACT: ROBEISY MARTINEZ (786) 395-2379 prodeslgnbullderslic@gmall A COPY OF THE RECORDED "NOTICE OF COMMENCEMENT" MUST SHIP TO: 261 NE 95TH ST ACCOMPANY THIS CONTRACT IN ORDER TO BE PROCESSED MIAMI SHORES, FL APPROX. DELIVERY AS PER M.T.C. SCHEDULE WE PROPOSE TO MANUFACTURE AND DELIVER TRUSSES FOR THE ABOVE JOB(S) AS PER OUR APPROVED SHOP DRAWINI PRICE IS $ 7,200.00 PLUS SALES TAX PRICE INCLUDES DELIVERY PRICE IS BASED ON PLANS BY ALBERTO CORRALES DATED 5-9-18 S1, S2, S3, S4 PRICE IS MADE WITH A TOTAL LOAD OF 55 P.S.F. ASCE 7-10 STANDARD LUMBER AS PER F.B.C. DUE TO THE INSTABILITY OF THE LUMBER AND METAL MARKET, ALL BIDS AND / OR CONTRACTS ARI SUBJECT TO REVIEW PRIOR TO ACCEPTANCE AND / OR MANUFACTURING. PAYMENT POLICY: 50% DEPOSIT, BALANCE MUST BE PAID IN FULL PRIOR TO FABRICATION. A DEPOSIT OF $ IS RECEIVED WITH THIS ORDER AND IS NON-REFUNDABLE. DUE TO THE INSTABLILITY OF THE LUMBER MARKET ALL BIDS AND / OR CONTRACTS ARE SUBJECT TO REVIEW PRIOR TO ACCEPTANCE AND / OR MANUFACTURING. LIGHT METAL GAUGE HANGERS FOR TRUSS TO TRUSS CONNECTION OF OVER 500# AND LESS THAN 5,000# AND CORNER JACKS WITH SETBACKS OF 9'-0" OR GREATER WILL BE PROVIDED. NO HARDWARE FOR UPLIFT INCLUDED. ONCE CONTRACT WORK HAS COMMENCED DEPOSITS ARE NON-REFUNDABLE UPON ACCEPTANCE OF THIS PROPOSAL BY THE PURCHASER AND DELIVERY OF A SIGNED COPY, THIS BECOMES A CONTRACT BINDING UPDON BOTH PARTIES, INCLUDING ALL OF THE STANDARD CONTRACT PROVISIONS PRINTED ON THE REVERSE SIDE HEREOF. A FULLY EXECUTED FACSIMILE TRANSMISSION OF THIS CONTRACT SHALL CONSTITUTE DELIVERY, AND DOCUMENTS SO TRANSMITTED WILL BE LEGALLY BINDING ON ALL PARTIES. 5% Or $15.00 (WHICH EVER IS GREATER) WILL BE CHARGED T O PURCHASER ON ANY DISHONORED CHECKS. APPROVAL OF SHOP DRAWING CONSTITUTES NOTICE THAT THE JOB HAS BEEN FIELD MEASURED AND AN AUTHORIZATION FOR SELLER TO GO AHEAD WITH THE MANUFACTURING AND DELIVERY OF THE ORDER. THIS QUOTATION IS ONLY GOOD FOR A PERIOD OF 15 DAYS FROM DATE ABOVE. A SET OF ENGINEERING (2- COPIES) SIGNED AND SEALED IS INCLUDED. ANY ADDITIONAL SETS MAY BE PURCHASED AT ADDITIONAL COST ACCEPTED APPROVED FOR PURCHASER PRINT NAME: BY: DATE: L , FOR:111ARTd1<16t 2FCU49Gb.,* INC. BY: DATE: T j§,CQI jTj2ACT IS•NOT�\.ID UNLF•SS COUNTERSIGNED BY CORP. OFFICER . . . . . . . . .. . . .. .. .... ... ... . . . . ... . . . .. .. . • . .. .. ... . . . ... . . c Prpjcc: f iiMn--:c:_ jj j t^— Po OF 't L E A[I �r`.:�:._�iii%� E gS..S r - •--- -. ------ -•— - _ L - — rI::_— -- - — ---- Date- o c - o 7- to! A - S:rvice to pravid-d by contraclor: U.- Oullincofn'orkde inc: 1. All work to bedime in a>vorktnarl liar mmrince oftlie Mgnc,i simldals. I Contractor will clean area nround building orall rooling related each day. Systeiu aplicalion to Ilave Dade Couuly Pmducl Apjmwal. 1. Root1n�C'OntraCiUrLYl))Jt.:Illfl\'CCXISC34Qi':}1f!13ij5ialt?l. l Contractor will remove and replace up t;.)200 .:glare fact orru!It'll %"•(,;)d. 3. l:c-rat) tl;c s_•tcatlli] i;J t iJtl: . SCOPEOFIJOPjYAT THESLOPE.L' AIIF.; 1. Tin cap the base sheet to uvood deck. 2. ,ltsiall a'jneccssa---v [le-sMig and plumbing vucl.s. 3. � � Po�►s rid r F04 A4 1. Tin cap the 75#base to ilia wood deck. 2. Hot mop one layer of fiberglass to the bass S11-:W. 3_ InsmUaHthe iwecssary flashing and plumbing $!a_kS.LIN: s,- 4. Hot mop a layerof-mineralcap sheet to the 6berglos;ON, AYtb1l� SC�IBa�JL BASE PRICE S.1 6 B • :�Jo�s's{scn signing the contras t� � " S'�Qyt!— 39°loreadyforins,v:cticxt< 6 ' _ ;.3%fiixtli►ispsction'eoaipleteder)ob. ACCEPTA31 CE OFPROPOSAL The above prices, specification and conditioi work as specified. Paymeni will be matte as o [tine al %trithin thirty days, and dose not become a binding con, oriza arc nrrc This prop htii silrnd ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . CADFAC, LLC PROPOSAL TO: Martinez Investment Group, LLC FAX: Phone: 786.395.2379 Job: 2X X N E 95 St. E-mail: Prv&dtVMd7d1cCqgrd.ccm Miami Shores, FL Ref: New Home, system& ducts. DATE May 28, 2018 We hereby propose to: 1.) *Furnish and install new fiberglass resilient, duct board R6 for plenum & main ducts. A Iso use R6 flex ducts to connect supply diffuser. Supply & return grilles incl udes (according to engi neer design). Properly seal all joints. - Include exhaust fan (4) and galvanized, round pipe (for Bathroom exhaust & dryer). *Furnish & install new complete CARRIERsplit systems, 3 Ton, XOSEER. Refrigerant R41OA, electrical 208-230 Volts,1 PH, 60 HZ. - Include new 8 KW heater element. - Provide & install new programmable thermostat. - Include new auxiliary drain pans, safety float switches. - Include new metal stand for Ai r Handler Units (A HU) & aluminum stand for Condensing Units (CU). - Include new set of copper lines (type L), to interconnect AHU & CU. Include new liquid line drier. - Evacuate, properly charge of system. Start-up. -All job to be performed during regular working hours. - Remove & dispose garbage. TO TAL MATERIAL AND LABOR $ 9,78OW Not ind uded * Permit (wi I I be bi I I ed separatel y) *High & Law voltage wires. PAYMENTS: 30% Deposit. 30% Delivery of materials. 30% Start Up. ` 10% Job completed (final inspection). UOr ands Valdes .. ..... . .. .. Note: This proposal may be withdrawn if not accepted Y§thin . .. . . . . ... . .. ... .• . . . .. DATE: --- —_ SIGNATUR.V4._-�.. --- .. . . . . . . . . .. . .... . .... CADEIC, LLC * 629 Ktst 680' &met oMamf,•Florlda, 8301d• 1-( 89) 308-2274 ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . ORELCA SERVICES 1207 SW 130 Ave Miami Florida 33184 Proposal Date: 06/18/2019 To: Pro Design Builders LLC E-mail: prodesignbuildersllc@rrmail.com 261NE95ST Miami Shores, FL. 33138 We hereby propose furnishing all materials to perform all labor necessary to complete the job according to the plans date: 06/10/19 by: Alberto Corrales, Architect The work include the following: Underground rough CPVC drain pipes CPVC water lines Main line copper and CPVC Includes installation for all fixtures Miscellaneous Clean We propose to furnish material and labor, complete in accordance with above specifications, for the sum of: Dollar $ 11750.00 Payments to be made as follows: 20% Deposit. As job will be in progress we will submit an invoice to the contractor for review and we shall receive pay in the next ten days. Subcontractor's signature: • •• • • • Acceptance of Proposal: The above price, specifications ain8•dondiiiZiacalatisfactory and are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. •• .•• .. . . . • • • • . . . . . .. . . .. . . Contractor's signature: Date: • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROPOSAL AMERICAN POWER ELECTRIC CORP 4e 1540 EAST 7T" COURT - HIALEAH, FL 33010 EW00310% TEL: (305) 216-7491 / FAX: (305) 603-7413 E-MAIL: apelectriccorp@msn.com DATE: May 24, 2018 SUBMITTED TO: Robeisy Martinez 4500 NW 37 Ave., Hialeah, FL 33142 C: (786) 395-2379 — Robeisy@robertcarpentry.com JOB NAME: Martinez Investment Group II LLC LOCATION: 2XX NE 95 St, Miami Shores, FL Scope of work to be performed: All electrical work according to plans provided, dated 5-9-18, page E-1; and to comply with The National Electrical Code (NEC). All switches and receptacle outlets white decor type. Smoke detectors included. Pre -wire for television/ cable included. Excludes: - Permit fee - Utility fee - Burglar alarm - Lighting fixtures Note: Any request by the City Inspector at time of inspection, if any, will result in an additional charge. TOTAL AMOUNT ROMEX------------------------------- $14,320.00------- Initial TOTAL AMOUNT CONDUIT ------------------------------ $17,810.00------Initial ***** Dollars and no/cents***** (Payment is to be made as: 30% at signing of contract; 50% upon rough inspection; 20% upon completion). This proposal may be withdrawn if not accepted within 30 days from the date listed above. Authorized Signature Date Acceptance of Proposal `�� + Date 2 (All material is guaranteed to be as specified. All work to be completed in a workmanlike mann r per han&ard practices. Any alterations or deviation from specifications above involving extra cost will be executed only upon written orders, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accidents or delays beyond our control. Owner to carry fire, tornado and other necessary insurance. Our workers are fully covered by Workman's Compensation Insurance. The above prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to do the amorkas 4p eoi: ed. %ynlerit will be made as outlined above.) . . .. . .. . . . . ... . .. ... .. . . . .. .. ... . ... . . .. . . . . . . . . Page 1 of 1 Or 0:9 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . Afit2H'TLRIOR Estimate 5302018 Estimate Customer Name Robeiay Date IMay 30, 2018 Address city Phone Email Project Location 200 NE 95 St Miami Shores, FL 2500 SF of R30 Insulation in ceiling R11 Insulation In demising wall in garage R4.1 Foil insulation in perimeter walls $ 1,650.00 $ 320.00 $ 680.00 35%Deposit, 35%once drywall Payment is up and balance upon TOTAL $ 17,500� Policy competion Agusort Interior Corp. Insured and Licensed T.305. 726.4609 loo@agusofi.com 825 SW 173 Avenue Pembroke Pines, FL 33029 of ••• • • • • • •• • • • •• • • • • • • • • • • ••• • •• ••• •• • • • •• •• ••• • ••• • • • • • • • • • • • • • • • • • • • •• • • • • • •• • • • • ••• ••• ••• • • 000 ••• • • Westland Plumbing Corpr . Office: (305) 553-7155 Office: (305) 436-1106 Cell: (786) 306-1068 Fax: (305)821-6007 Email:westlandalumbinaseoticCaavahoo.com Client Name: MTNEZ Investment GroupII. LLC Job Address: 2XX NE 95 St. Miami Shores, FL Email: rn odesignbuildersllcCcDgmail.com Tel: 786-395-2379 ii 900 gl. Septic Tank 384 sq. ft. Drain field HRS Permit Site Evaluation Miami Shores Permit Materials, labor and equipment Deposit $1500.00 12/20/18 Total Proposed $6,500.00 PAYMENTS WILL BE MADE AS FOLLOWS: DOWN PAYMENT: S3.000.00 REQUIRED UPON ACCEPTING AND SIGNING THIS CONTRACT TO START THE JOB AND THE BALANCE OF: S3M0.00 DUE WHEN UPON COMPLETION OF THE JOB AND HRS APPROVAL TO COVER UP DEPOSITS ARENON-REFUNDABLE: WESTLAND PLUMBING SEPTIC, CORP; IS LETTING YOU KNOW: THAT ONCE WE RECEIVE THE DOWN PAYMENT AND SIGNED THIS CONTRACT THERE'S NO WAY TO TURN BACK THE MONEY, SORRY! STANDARD COMPANY POLICY. WE ARE NOT RESPONSIBLE FOR DAMAGES DONE TO GRASS, TREES, PAVING/CONCRETE AREAS OR SPRINKLER SYSTEMS, REMOVAL OR REPLACEMENT OF SUITABLE, UN -SUITABLE, OR CONTAMINATED MATERIAL, ANY UNFORSEEN OR UNKNOWN CONDITIONS UNLESS MENTIONED ABOVE. ALL MATERIALS ARE GUARANTEED TO BE AS SPECIFIED. ALL WORK IS TO BE COMPLETED IN A WORKMAN LIKE MANNER ACCORDING TO STANDARD PRACTICES. ANY ALTERATION OR DEVIATION FROM SPECIFICATIONS INVOLVING EXTRACOSTS WILL BE EXECUTED UPON WRITTEN ORDERS OR AS A CHANGE ORDER TO THE CONTRACT, AND WILL BECOME AN EXTRA CHARGE OVERAND ABOVE THE ESTIMATE. ALL AGREE NTINGENT UPON STRIKES, ACCIDENTS OR DELAYS BEYOND OUR CONTROL. OUR WORKERS ARE FULLY CO Y WO C P S TION INSURANCE. �I AUTHORIZED DATE: _Jzrri� _ 1 I ACCEPTANCE OF PROPOSAL —THE ABO PRICE(S), SPEC[FICATIONB AODCONDTTIONS ARE SATi6FACTORY AND ARE HEREBY ACCEPTED. YOU ARE AUTHORIZED TO DO THE WORK AS SPECIFIED. PAYMENTS WZL0114 IvjAIZE &s:)LtTLINED ABOVE. IN THE EVENT THAT SUCH CONTRACT IS NOT PAID IN FULL WITHIN 7 WORKING DAYS AFTER%` SPECTIQN�HAV BEEN APPROVED, WE WILL BE OBLIGATED TO TURN THIS CONTRACT OVER ALONG WITH ANY OTHER NECESSARY%AAPEiI• ORY•' :k1•TC1R4tY FOR FURTHER LEGAL ACTIONS. ANY ATTORNEY FEES, COURT FEES OR ANY OTHER LEGAL FEES WILL BE THE RESPONSIBILITY OF THE CLIENT. ACCEPTED BY: • • • • • • DQ.I T': CUSTOMER SIGNATURE ' ' • • • • • • • • • • • • • • • • • • • Please make check payable to: Westland Plumbing Septic, Corp Thank you for doing busirtly S wgh WgtlaVdFltffVnlgSeptig! • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • R Temp. Fence 8ti BZiilding Supply 2100 N.W.8 Avenue. Miami, Florida. 33127 Ph: 305-548-5090/ Fax: 305-548-05 10 N 0 —So- DATE CONTRACT AGREEMENT Name: Pro tile519r► QulIdea�Gt;C. Mailing Address: Phone: Robe 13��9n3 gs-a3 9 4 Fax: Job Site: 9 6 / �► G • (S s 'v I ��' wt 5��S , 1'l 3 313 i� Quantity Price Lineal Ft Period Total Doois Wind Screen �� gy �f GN�'�— Sc n �-Q.,� �6 y • O o Installation g..,�4.(ds q- Sjrak Fence Repair C-50 L' g Delivery. * 3Zo .00 95,0O 4 It)0,00 Pick -Up t. (OO , 00 50% required as deposit and balance upon completion of work arrg 4� Rental per month: • • • ; �; • • • ; • • • 3 O 7 2 •1 ✓'cam S 97 -1 � • .. ; . . . • 0 • ` C stomer . . .. . . . . . . . Salesman • .. • ... • • . . ... • . • •• •• • • • •• •• • • • • • • • • • • • 4150, Pro Design Builders, LLC. 4500 NW 371h Ave Miami FL 33142 Ph. 305-888-9836 / Fax 305-882-0713 Job # 050119 Proposal • • Job name 261 NE 95t Street(New Home '.. • : Location 261 NE 95 Street Miami Shores FL • • • • • • ' • • Date 05-01-2019 • •"" To Mtnez Investments Group, LLC. • L Qty Description Price Structure: •••••• Includes foundation, blocks, tie beams, slab, installation of trusses and • • .. plywood. $450X;&.Ob Truss: Includes wood trusses and delivery. $8848.00 Roofing: Includes roofing material and installation. Tile color to be chosen. $10000.00 AC: Furnish and install new complete Carrier System 3 tons. Includes thermostat, all copper lines and AC grills. $9780.00 Plumbing: Includes all water and drain lines. Includes toilets and features. $7500.00 Electricity: All electrical work according to plans provided (comply with The National Electrical Code NEC). Includes all switches and receptacles outlets white decor type. Smoke detectors and pre wire for television/cable included. $14320.00 Stucco: Includes exterior walls and soffits. $5500.00 Drywall/ Framing/ Insulation: Install 190 sheet soft drywall with metal 3 5/8" drywall and finish level 4. Install 2500 SF of R30 insulation in ceiling. Install RI I insulation in demising wall in garage. Install R4.1 foil insulation in perimeter walls. $18640.00 Windows: Impact windows. Includes labor and installation. $9000.00 Paint: Includes interior and exterior paint. $3500.00 Interior Doors: Includes all interior doors and standard hinges. Flat casing 1 panel. $2000.00 Bathroom # 1: Includes porcelain tile, materials and installation. $4000.00 Bathroom # 2: Includes porcelain tile, materials and installation. $4000.00 Flooring: • • .. • • Includes porcelain tile, materials and installation throughout the house. • • • $4804.OL1. Landscaping: • • • • Includes grass and front decorative landscaping as per renderings. .. . $40 O.dO Septic Tank: ' •' • ...... • • Includes 900 gallons septic tank, 384sq. ft. drain field, HRS permits, site:� evaluation, and Miami Shores permit. •"' Includes materials, labor and equipment. $65A0.5 Appliances: .. • Includes refrigerator, stove, dishwasher, washer, dryer and microwave. •• $3QOQ."Q Kitchen/ Vanities: Includes manufacturing, delivery and installation of custom wood vanities and kitchen. $9000.00 Total $169388.002 Payment Schedule: Time Schedule: ACCEPTANCE BY CUSTOMER The prices, specifications, conditions and lay -out attached to this contract have been read by me/us and are hereby accepted. You are authorized to do the Work as specified. Payments will be made as outlined herein. It is understood and agreed that this is work not provided for in any other agreement and no contractual rights arise until this is accepted in writing. THIS PROPOSAL IS SUBJECT TO ALL TERMS AND CONDITIONS ON REVERSE HEREOF. Accepted by Signature Date Pro Design Builders, LLC Signature Date A6p5,pFi Estimate 6302018 Estimate Customer Name Robeisy Date May 30.2018 • • • • Address • • • • City • • • •••• Phone w Email • • • • • • • • • Project • • Location 200 NE 96 St Miami Shores, FL • • • • • • • • 1 • • • Agusori Interior Corp. Insured and Licensed T.,305.726.4609 leo@agusofi.com 825 SW 173 Avenue Pembroke Pines, FL 33029 CADEAC, LLC PROPOSAL TO: Martinez Investment Group, LLC FAX: Phone: 786.395.2379 Job: 2X X N E 95 St. E-mail: prndedr#dkkd1c yn3l=#n Miami Shores, FL Ref: New Home, system& ducts DATE May 28, 2018 •„ • We hereby propose to: • • •.. '. 1.) *Furnish and install new fiberglass resilient, duct board R6 for plenum&: • •� main ducts. Also use R6 flex ducts to connect supply diffuser. Supply & tettrn • • 6 • grilles accordin toen neerdesi Properly seal all ants. 0*000* 9r ( 9 9i 9n) • q� Y 1 � ' - Include exhaust fan (4) and galvanized, round pipe (for Bathroom exbaustj� dry+..:. *Furnish & install new corr#ete CARRIERsplit systems, 3 Tan, 16.0bEIM Refrigerant R410A, electrical 208-230Volts,1 PH, 60 HZ. - Include new 8 KW heater element. - Provide & install new programmable thermostat. - Include new auxiliary drain pans, safety float switches - Include new metal stand for Ai r Handler Units (A HU) & aluminum stand for Condensing Units (CU). - Include new set of copper lines (type L), to interconnect AHU & CU. Include new liquid line drier. - Evacuate, properly charge of system Start-up. - All job to be perfommed during regular working hours. - Remove & dispose garbage. TOTAL MATERIAL AND LABOR $ 9178000 Not induded *Permit (will be billed separately) *High & Low voltage wires PAYMENTS 30% Deposit. 30% Delivery of materials. 30% Start Up. 10% Job completed (final inspection). lwww ki�7 Or ando Valdes Note: This proposal may be withdrawn if nd accepted within 30 days. DATE: SI G NATU R E: CADEAC, LLC * 629 ftst 68d, S M • Mami, Florida, 33014 • (305) 308 2274 40 V660: ••••• 000*:6 Westland Plumbing Septiq4on Office: (305) 553-7155 Office: (305) 436-1106 Cell: (786j,3gq-1068 • Fax: (305)Sa1.1'007 PROPOSAL ' Email:westlandplumbi5sept!c@yaQ00com • • •• • •••••• •••••• _ • Client Name: MTNEZ Investment Group II, LLC Job Address: 2XX NE 95 St, Miami Shores, FL Email: prodesignbuildersllc@gmail.com Tel: 786-395-2379 900 gi. Septic Tank 384 s . ft. Drain field HRS Permit Site Evaluation Miami Shores Permit Materials, labor and equipment • • ••••.• ::::.*Total erjposed •••••• 16 $6:500-.vu0 PAYMENTS WILL BE MADE AS FOLLOWS: DOWN PAYMENT: $3,000.00_ REQUIRED UPON ACCEPTING AND SIGNING THIS CONTRACT TO START THE JOB AND THE BALANCE OF: $3,S00.00_ DUE WHEN UPON COMPLETION OF THE JOB AND HRS APPROVAL TO COVER UP DEPOSITS ARENON-REFUNDABLE: WESTLAND PLUMBING SEPTIC, CORP; IS LETTING YOU KNOW: THAT ONCE WE RECEIVE THE DOWN PAYMENT AND SIGNED THIS CONTRACT, THERE'S NO WAY TO TURN BACK THE MONEY SORRY! STANDARD COMPANY POLICY. WE ARE NOT RESPONSIBLE FOR DAMAGES DONE TO GRASS, TREES, PAVING/CONCRETE AREAS OR SPRINKLER SYSTEMS, REMOVAL OR REPLACEMENT OF SUITABLE, UN -SUITABLE, OR CONTAMINATED MATERIAL, ANY UNFORSEEN OR UNKNOWN CONDITIONS UNLESS MENTIONED ABOVE. ALL MATERIALS ARE GUARANTEED TO BE AS SPECIFIED. ALL WORK IS TO BE COMPLETED IN A WORKMAN LIKE MANNER ACCORDING TO STANDARD PRACTICES. ANY ALTERATION OR DEVIATION FROM SPECIFICATIONS INVOLVING EXTRA COSTS WILL BE EXECUTED UPON WRITTEN ORDERS OR AS A CHANGE ORDER TO THE CONTRACT, AND WILL BECOME AN EXTRA CHARGE OVERAND ABOVE THE ESTIMATE. ALL AGREEMENTS CONTINGENT UPON STRIKES, ACCIDENTS OR DELAYS BEYOND OUR CONTROL. OUR WORKERS ARE FULLY COVERED BY WORKMEN'S COMPENSATION INSURANCE. AUTHORIZED DATE: Alberto Diaz PRESIDENT ACCEPTANCE OF PROPOSAL — THE ABOVE PRICE(S), SPECIFICATIONS AND CONDITIONS ARE SATISFACTORY AND ARE HEREBY ACCEPTED. YOU ARE AUTHORIZED TO DO THE WORK AS SPECIFIED. PAYMENTS WILL BE MADE AS OUTLINED ABOVE. IN THE EVENT THAT SUCH CONTRACT IS NOT PAID IN FULL WITHIN 7 WORKING DAYS AFTER INSPECTIONS HAVE BEEN APPROVED, WE WILL BE OBLIGATED TO TURN THIS CONTRACT OVER ALONG WITH ANY OTHER NECESSARY PAPER WORK TO OUR ATTORNEY FOR FURTHER LEGAL ACTIONS. ANY ATTORNEY FEES, COURT FEES OR ANY OTHER LEGAL FEES WILL BE THE RESPONSIBILITY OF THE CLIENT. ACCEPTED BY: DATE: CUSTOMER SIGNATURE Please make check payable to: Westland Plumbing Septic, Corp Thank you for doing business with Westland Plumbing Septic! S., PROPOSAL 4 AMERICAN POWER ELECTRIC CORP 1540 EAST 7111 COURT — HIALEAH, FL 33010 \Z*306106 TEL: (305) 216-7491 / FAX: (305) 603-7413 E-MAIL: apelectriccorp@msn.com DATE: May 24, 2018 SUBMITTED TO: Robeisy Martinez *go* • 4500 NW 37 Ave., Hialeah, FL 33142 : .'. so*** • * 0 0:0 •• • •• • • C: (786) 395-2379 — Robeisy@robertcarpentry.com . . • • • • • • • • • JOB NAME: Martinez Investment Group II LLC '"''• LOCATION: 2XX NE 95 St, Miami Shores, FL "" ..... •• •• •••• Scope of work to be performed: :00:*: • • • • All electrical work according to dated 5-9-18, E-1; and tocovvly Ali'i'lie plans provided, page National Electrical Code (NEC). All switches and receptacle outlets white decor type. Smoke• • • • • • •: detectors included. Pre -wire for television/ cable included. 0000 • Excludes: - Permit fee - Utility fee - Burglar alarm - Lighting fixtures Note: Any request by the City Inspector at time of inspection, if any, will result in an additional charge. TOTAL AMOUNT ROMEX---- ------_--_------------------- ---$14,320.00------- Initial TOTAL AMOUNT CONDUIT ------------------------------ $179810.00----- —Initial ***** Dollars and no/cents***** (Payment is to be made as: 30% at signing of contract; 50% upon rough inspection; 20% upon completion). This proposal may be withdrawn if not accepted within 30 days from the date listed above. Authorized Signature Date Acceptance of Proposal Date (All material is guaranteed to be as specified. All work to be completed in a workmanlike manner per standard practices. Any alterations or deviation from specifications above involving extra cost will be executed only upon written orders, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accidents or delays beyond our control. Owner to carry fire, tornado and other necessary insurance. Our workers are fully covered by Workman's Compensation Insurance. The above prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above.) Page 1 of 1 1 2 3 4 5 6 7 8 9 10 bid DADE TRUSS COMPANY INC. 6401 NW 74 AVENUE PROPOSAL/AGREEMENT MIAMI, FLORIDA BID #: 32277 TEL. 305-592-8245 DATE :05/22/18 FAX 305-477-8092 S/REP:M.A. UPDADTED:03/29/19 WEBSITE : www.bcg.bz PRINTED :03/29/19 CODE : FBC 2017 COMPANY: ROBEISY MARTINEZ PROJECT: MARTINEZ INVESTMENTS GROUP 2XX NE 95 STREET MIAMI SHORES FL (786) 395-2379 . •�"'• LEGAL DESCRIPTION: •• • . ••• . • • PLANS PREPARED BY: DATED: "'�" � � •• • ••..�� We propose to manufacture and deliver the trusses along with the lig4t•••� • . �••••� metal gage truss to girder connections (heavy steel hangers for girder••• ;"••• to girder connections are not g included), as per our shop drawings as•fols• P P g ":". lows: � • •• •• 0000 ••.•• 00000: ' QTY MODEL/ELEVATION PRICE TAX TpT7P •� 1 Set Of Roof Trusses $ 8300.00 548.00 $ 8848.00 ;�� ••••:• TERMS:50% DEP/BAL COD GRAND TOTAL $ 8848.00 THESE PRICES ARE BASED ON LPI=435 LPI = Price of 2x4 16' no. 1 as published by Random Lengths east side. APPROVED: BUYER: DADE TRUSS CO. INC. ROBEISY MARTINEZ by: by: (Corporate Officer) (Authorized Representative) Date: Date: NOTES: -The person signing this contract warrants that all information given here is correct. And agrees to provide a copy of the notice of commencement for the above referenced job(s). -This proposal includes only the trusses shown in our shop drawings. This quote is subject to revisions if changes in dimensions, design criteria or quantities are made from the drawings used for bidding. -Buyer will notify seller of any errors or discrepancies in the trusses. Unauthorized alteration of the trusses will cause seller to relinquish any responsibility on the safety of those trusses and to notify the building officials. Seller agrees to correct any error or discrepancy within 72 hour after notification by buyer. -Above prices cannot be guaranteed unless trusses are delivered within 30 days from bid date. Credit terms are subject to credit approval, otherwise a deposit of 50% of the contract ammount and the balance COD will be requi- ed. Buyer hereby accepts all the terms and conditions on the face and back hereof. Upon acceptance of this contract by purchaser and approval by a Corporate Officer of Seller (Dade Truss Co. Inc.),this constitutes a Contract binding upon both parties. PRICES MAY BE ADJUSTED AT TIME OF MANUFACTURING WITH CURRENT LPI AND CURRENT BUILDING CODE. LH Miami Shores Village RECEIVED Building Department 4AG o6 2019 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 2013 to BUILDING Master Permit No. ZMI- 31°1Q PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS [:]CHANGE OF ❑ CANCELLATION X SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 2(61 N:E als st City: Miami Shores County: Miami Dade zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): k�P ' R,Z,. �h2 . ,.� �v Phone#: �oV' 3�5 �Za 7 t Address: 14'1�m NW 3)' A%*' y City: i`��ti�"�• State: • -L Zip: 3101 11142 Tenant/Lessee Name: Email: Phone#: CONTRACTOR: Company Name: �� W 10011 LL� Phone#: K-3�5"2' T Address: City: State:. Zip: 3314Z Qualifier Name: ,"k4mqf Phone#: 426-- 'W'' Z3'fli _ State Certification or Registration #: cy. 1S2ZejI 3 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ,_ ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: q7T bN +i2ASS%, Specify color of color•thru tile: Submittal Fee $ Permit Fee $ CCF $ Scanning Fee $ Technology Fee $ Radon Fee $ Training/Education Fee $ DBPR $ Notary Double Fee $ Structural Reviews $. (Revised02/24/2014) Bond $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State oil 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." . r , , 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 su8jecf 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. r Signature OWNER orAGENT Thetforegoing instrument was acknowledged before me this �0 day of l 20 l �1 by �3 jsy N'•�il ko ywL , who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Signature 7i" CONTRACTOR The foregoing instrument was acknowledged before me this day of� A�'SyS� 20 101 by d�.�e _v '�'�4► I�,12L._ who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: 'M 1 Sign: Print: RAIA - 11 lQ� • I IQLi Print Seal: r5'.04!YADIRAMARTINEZ MY COMMISSI OJ # GG 180359 EXPIRES: May 27, 2022 „o► n�. Bonded TTru NWary Public Undero t m Seal: U° "!•; YAOIRAMARTINCZ MY COMMISSION # GG '. A359 ": 4a EXPIRES: May 21, 2022 ''•:13s ••�: Bonded Thar Naar; Public Under^_rs APPROVED BY Plans Examiner Zoning Z2 Structural Review Clerk (Revised02/24/2014) Orninn+ /r.fnrrr..ffinr.. Martinez Truss Co.. Inc. 9280 NW South River Dr. Medley, FL 33166 (305) 883-6261 * Fax: (305) 885-2925 info@martineztruss.net Job Number. 19032802 Customer. PRO DESIGN BUILDERS Name: 261 RES Address: 261 NE 95TH ST City, ST, ZIP: MIAMI SHORES, FL General Truss Engineering Criteria & Design Loads Building Code and Chapter. FBC2017/TP12014 Computer Program Used: MiTek Version: 8.31 May 2 • .. • : • • • • • .. • • • • • • • • • Gravity: Gravity: • • • • • • 55.0 psf ROOF TOTAL LOAD N/A • • • • Wind Building Authority: • • • • • • . • • • • • 175 mph from MW FRS(Directional)/C-C hybrid Wind ASCE 7-10 CITY OF MIAMI SHORES • • • • • • •... ..:. Project Engineer of Record: No. Date Truss ID# 1 07/25/19 1H10 A0059377 2 07/25/19 1H12 A0059378 3 07/25/19 11114 A0059379 4 07/25/19 11116 A0059380 5 07/25/19 1 HG8 A0059381 6 07/25/19 1MH4 A0059383 7 07/25/19 1MH6 A0059384 8 07/25/19 lMH10 A0059382 9 07/25/19 1 MHG8 A0059385 10 07/25/19 1SH12 A0059386 11 07/25/19 1SH14 A0059387 12 07/25/19 1SH16 A0059388 t-3 07/25/19 1ST A0059389 14 07/25/19 1 STA A0059390 15 07/25/19 IT A0059391 16 07/25/19 2H10 A0059392 17 07/25/19 2HG8 A0059393 18 07/25/19 2T A0059394 19 07/25/19 3M A0059395 20 07/25/19 3MA A0059396 21 07/25/19 3MHG8 A0059397 22 07/25/19 4HG4 A0059398 23 07/25/19 4T A0059399 24 07/25/19 CJ4P A0059400 25 07/25/19 CJ8 A0059401 26 07/25/19 CJ8P A0059402 27 07/25/19 CJ8X A0059403 This cover sheet is provided s 1 sealing each individual s numbered and with the a ri •� • 6 Engineer o ses* nA J MARTINq FL Re {{ �gi No. 0311 24 EA•Jyi..a�.i� HIALEAH,, PRO I 0 Statute 61 G15-31,.983 fglieu of sigrNng and • • Qt of the truss designs i;attached which is ....:. of each draw0660* ing. • • • • . ...... r,r No. Date Truss ID# 28 07/25/19 J2 A0059404 29 07/25/19 J4 A0059405 30 07/25/19 J4A A0059406 31 07/25/19 J4P A0059407 32 07/25/19 J6 A0059408 33 07/25/19 J6A A0059409 34 07/25/19 J6P A0059410 35 07/25/19 J6X A0059411 36 07/25/19 J8 A0059412 37 07/25/19 J8A A0059413 38 07/25/19 JBG A0059414 39 07/25/19 J8P A0059415 40 07/25/19 J8X A0059416 41 07/25/19 MV2 A0059417 42 07/25/19 MV4 A0059418 43 07/25/19 V4 A0059419 44 1 07/25/19 VB A0059420 W le Cr J V 9 2er DO �cc m _4 wCD 5 U W IX X I W Q F— CJ) O CW C W O X U W W W01 �— -1 APPROVED FOR FABRIC PER MTC SHOP DRAI PRINT: SIGN: Page 1 of 1 Job Truss Truss Type Otv Ply PRO DESIGN BLDRS- 261 RES 19032802 1H10 Hip 1 1 A0059377 Job Reference (optional) Manlnez I russ L o., inc., meuwy, rL JJ 100 nun: 0.J 1 u s may zz zu l e rrini: o.J I u s may zz zu 1 e ml I eK Inausines, Inc. I nu JUI z0 14:Ja:J / zu 1 `J rage 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-kDDXalknl4fhljVn9ztiCainX2BwcZnBE8HnhPyuVy4 1-10-0 , 6-0-3 10-0-0 16-6-0 , 23-0-0 1-111 13 , 31-2-0 , 33-0-0 , 1-10 0 4-2-3 3 11-13 6-6-0 6-6-0 3-11-13 4-2-3 1-10-0 Scale . 1:54.1 Dead Load Deb. - 5/16 in 54 = 1.Sx4 11 54 = • • • • 5 4 24 25 26 27 6 • • 4.0012 • • •••• •••••• • • • • 1.5x4 II • • •1.5x4 II • • • • 3 7 • • • • 4) 5 23 VIS• • • • 2B 416 C • �+ 2 • 6 • **go • 1 • • ••• • • 9 Ib b • • t5 13 • • • • • ** • • • • • • • • • • 18 14 12 • Y1 • • • 10 3x4 II 2x6 11 6x6 = 4.6 _ 3x10 = 44 = • • • • 6xs = • • • 2x6 II •' • • • • • • • •••••• 1-10-0 32-4-0 1-6-0 6-0-3 10-0-0 16-6.0 23-0-0 2611-13 31-2-0 3 - 0 -0 1-6-00 4-2-3 3-11-13 6-6-0 6-6-0 3-11-13 4-2-3 4 8 0-10-0 Plate Offsets (X,Y)-- [2:0-2-0,0-2-01, [4:0-3-0,0-1-41, [6:0-3-0,0-1-41, [8:0-2-0,0-2-01, [10:0-3-6,0-1-111, [11:0-1-8,0-2-81, [15:0-3-0,0-2-81,[16:0-3-6,0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.51 Vert(LL) 0.21 13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.94 Vert(CT) -0.52 13-15 >673 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 170 lb FT = 20 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T2: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 16 = 1805/0-8-0 (min. 0-2-2) 10 = 1805/0-8-0 (min. 0-2-2) Max Horz 16 = -93(LC 9) Max Uplift 16 =-807(LC 11) 10 =-722(LC 11) Max Grav 16 = 1805(LC 1) 10 = 1805(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-2915/1437, 3-23=-2848/1449, 3-4=-2884/1545, 4-24=-3576/1923, 24-25=-3577/1923, 5-25=-3580/1922, 5-26=-3580/1922, 26-27=-3577/1923, 6-27=-3576/1923, 6-7=-2884/1545, 7-28=-2848/1449, 8-28= 2915/1437 BOT CHORD 14-15= 1311/2674, 13-14=-1311/2674, 12-13=-1301/2674,11-12=-1301/2674 WEBS 2-16=-1738/996, 4-13=-486/1166, 5-13= 741 /533, 6-13— 486/1166, 8-10=-1738/996, 2-15=-1362/2661, 3-15=-334/314, 7-11=-334/314, 8-11= 1361/2661 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ff; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 10-0-0, Exterior(2) 10-0-0 to 14-2-15, Interior(1) 14-2-15 to 23-0-0, Exterior(2) 23-0-0 to 26-11-13, Interior(1) 26-11-13 to 32-10-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=807, 10=722. LOAD CASE(S) Standard Job Truss Truss Type oty Ply PRO DESIGN BLDRS- 261 RES 19032802 1H12 Hip 1 1 A0059378 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:37 2019 Page 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-kDDXalknl4fhl]Vn9ztiCaihe2BwcZnBE8HnhPyuVy4 1-10-0 , 6-0-3 10-0-0 12-0-0 , 16-6-0 21-0-0 23-0-0 , 26-11-13 31-2-0 33-0-0 , 1-10-0 ' 4-2-3 3 11-13 2-0-0 r 4-6-0 4-6-0 2-0-0 3 11-13 4-2-3 1-10-0 3x4 - 4x6 = 13x4 •••• 5.6 = .5x4 II d,B = 1.5x411 5xfi_ • • • 0000 • • 3x4 II 210 1*1 6x8 = 300 = 6x6 = Scale - 1:55.6 Dead Load Dell.. 5/16In M II 30 If 4 • • • • • • • • •••• 1-10-0 32-4-0 1-6-0 6-0-3 10-0-0 16-6-0 23-M 26-11-13 31-2-0 3 - -0 -0 1-6-00 0 4-2-3 3-11-13 6-6-0 6-6-0 3-11-13 4-2-3 0 0 8 0-10-0 Plate Offsets (X,Y)-- [2:0-2-0,0-2-0], [4:0-2-0,0-1-2], [4:0-3-0,0-1-4], [6:0-2-0,0-1-2], [6:0-3-0,0-1-4], [8:0-2-0,0-2-0], [10:0-3-8,Edge], [11:0-1-8,0-2-8], [15:0-3-0,0-2-8], [16:0-3-7 LOADING (psf) SPACING- 2-0-0 CS. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 Vert(LL) 0.21 13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.94 Vert(CT) -0.52 13-15 >673 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 191 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except` T3: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. Except: 3-7-0 oc bracing: 4-5, 5-6 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. JOINTS 1 Brace at Jt(s): 5 REACTIONS. (lb/size) 16 = 1805/0-8-0 (min.0-2-2) 10 = 1805/0-8-0 (min.0-2-2) Max Horz 16 = -93(LC 9) Max Uplift 16 = -807(LC 11) 10 = -722(LC 11) Max Grav 16 = 1805(LC 1) 10 = 1805(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-2915/1437, 3-28=-2848/1449, 3-4=-2884/1545, 4-29=-3576/1923, 29-30=-3577/1923, 5-30=-3580/1922, 5-31— 3580/1922, 31-32=-3577/1923, 6-32=-3576/1923,6-7=-2884/1545, 7-33=-2848/1449, 8-33=-2915/1437 BOT CHORD 14-15=-1311/2674, 13-14=-1311/2674, 12-13=-1301/2674, 11-12=-1301/2674 WEBS 2-15=-1362/2661, 2-16=-1738/996, 4-13=-486/1166, 5-13=-741/533, 6-13=-486/1166, 3-15=-334/314, 8-1 0=-1 738/996, 7-11=-334/314, WEBS 2-15=-1362/2661, 2-16=-1738/996, 4-13=-486/1166, 5-13=-741/533, 6-13=-486/1166, 3-15=-334/314, 8-1 0=-1 738/996, 7-11— 334/314, 8-11=-1361 /2661 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; 13CDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 10-0-0, Exterior(2) 10-0-0 to 14-2-15, Interior(1) 14-2-15 to 23-0-0, Exterior(2) 23-0-0 to 26-11-13, Interior(1) 26-11-13 to 32-10-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 16=807, 10=722. 6) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply PRO DESIGN BLDRS- 261 RES 19032802 11-114 Hip 1 1 A0059379 Job Reference (optional) manlnez 1 russ L u., inc., medley, rL ad 100 nun: mo 1 u s may zz zu 1 u rnni: 0.J 1 u s may zz zu 1 u ml 1 eK Inausines, Inc. I nu Jul zD 14:sb:3tl ZU1 `J rage 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-CPnvo51P3OnYft4_igOxknFsORX9LO1 LSoOKDryuVy3 1-10-0 1 6-0-3 10-00 14-0-0 i5-0-p16-6-0,18-0-019-0-0 23-00 26-11-13 31-2-0 33-0-0 1 1-10-0 3-11-13 4-0-0 1-0 d 1-6-0 1 1-6-0 1 0 4-0-0 3-11-13 4-2-3 1-10-0 Scale = 1:55:6 Dead Load DeIL . 5/16 ,n 44 = 4%6 = 3%4 5%e = • • T 1 II x 1 2 II • • •••• •••••• • • • 4.00 12 4 • • • • • 1.5x411 2. 29 • • • • 000001.5011 •� • •�•••• 3 7 416% 27 •••••• ••• J2 44�• • 2 • • 6 16 15 14 13 12 •• •• 11 •• • 10 •••••• 24 II 3x4 II 64 = 44 — WO= 4x6 — • • • • • �W = • 2%8 II 3%d 1 • • • • • •••••• 1-10-0 32-4-0 1-6.0 6-0-3 10-00 16-6-0 23-M 26-11-13 31-2-0 -0 1-6-00 0 4-2-3 3-11-13 6-6 0 6-6.0 3-11-13 12-3 0 0 WOO 0-10-0 Plate Offsets (X,Y)--[2:0-2-0,0-2-0],[4:0-2-0,0-1-2],[4:0-3-0,0-1-4],[6:0-2-0,0-1-2],[6:0-3-0,0-1-41,[8:0-2-0,0-2-0],[1 0:0-3-5,0-1-11],[11:0-1-8,0-2-8],[15:0-3-0,0-2-8],[16:0-3-5 ,0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 Vert(LL) 0.21 13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.94 Vert(CT) -0.52 13-15 >673 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight: 193 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except* T3: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. Except: 3-7-0 oc bracing: 4-5, 5-6 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. JOINTS 1 Brace at Jt(s): 5 REACTIONS. (lb/size) 16 = 1805/0-8-0 (min. 0-2-2) 10 = 1805/0-8-0 (min. 0-2-2) Max Horz 16 = -93(LC 9) Max Uplift 16 = -807(LC 11) .10 = -722(LC 11) Max Grav 16 = 1805(LC 1) 10 = 1805(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-27=-2915/1437, 3-27=-2848/1449, 3-4=-2884/1545, 4-28= 3576/1923, 28-29=-3577/1923, 5-29=-3580/1922, 5-30=-3580/1922, 30-31=-3577/1923, 6-31=-3576/1923, 6-7=-2884/1545, 7-32=-2848/1449, 8-32=-2915/1437 BOT CHORD 14-15=-1311/2674,13-14=-1311/2674, 12-13=-1301/2674,11-12=-1301/2674 WEBS 2-15=-1362/266112-16=-1738/996, 4-13=-486/1166, 5-13=-741/533, 6-13=-486/1166, 3-15=-334/314, 8-1 0=-1 738/996, 7-11=-334/314, WEBS 2-15=-1362/2661, 2-16=-1738/996, 4-13=-486/1166, 5-13=-741/533, 6-13=-486/1166, 3-15=-334/314, 8-1 0=-1 738/996, 7-11=-334/314, 8-11=-1361 /2661 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 10-0-0, Exterior(2) 10-0-0 to 14-2-15, Interior(1) 14-2-15 to 23-0-0, Exterior(2) 23-0-0 to 26-11-13, Interior(1) 26-11-13 to 32-10-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=807, 10=722. 6) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Otv Ply PRO DESIGN BLDRS - 261 RES 19032802 1H16 Hip 1 1 A0059380 Job Reference (optional) ,nm uncc I I Vaa v , I , mWOy, r� JJ I UV I. Od IV 5 IVIAy 44 cV I D r III It. 0.0 IV S IVIUy — GV 1 y IVII I CR Ir1Vu5lr1e5, Inc. I rlu Jul zo 14:j D;,3u eu I y rage I ID:6kOwOLd17rGJmyeC?PeX1 WysH73-gcKH?RmlghvPHlfAGNwAH?n4vrtJ4S7UhSmtlHyuVy2 17-0-0 1-10-0 1 61A 8-0-0 I 11-3-1 16-0-0 166r01 21-8-15 23-0-0I 25-0-0 126-10-1 I 31-2-0 33-0-0 1-10-0 ' 4 3-15 1-10-1 ' 3-3-1 4-8-15 6- 4-6-15 1-3-1 2-0-0 1-10-1 4-3.15 1-10-0 0-6-0 Scale = 1:54.8 Dead Load Dell.. 5/16In 4x8 = 4.00 12 6 • • 3x4 •••• • •••• • • 3x4 • • • • 3x4 5 26 27 7 3x4 • • • • 4 e •••• • • Y• •••• 1.q:4 11 1.Sx4 II • • ��•• • 28 4x6 • ••• • 20• • • 10 • • 1 • 180 0• 7 16 15 14 13 12 • • 2x81I 3x4 II • 44 • • 4*_ 34 = 44 - 6A = 2x6 II 3x4 II •••••• • • • • •••••• • • • • • • • •• • • •• 1-10-0 17-0-0 32-4-0 I 1-6.0 1 6-1-15 I B-11-0 I 16-0-0 16-6r01 24-1-0 26-10-1 , 31-2-0 31,-6-0 33-0j0 1-6 001410 4-3-15 2-9-1 7-1-0 0-6-b ' 7-1-0 2-9-1 4-3-15 0 Oft Ba LOADING (psf) SPACING- Ic.Vv-I 2-0-0 ,V-I-IV I, I I CSI. I I VV'VI, DEFL. 11 V-0-r,V-V-GI in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.65 Vert(LL) 0.19 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.94 Vert(CT) -0.49 13-15 >719 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.09 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 164 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 18 = 1805/0-8-0 (min.0-2-2) 12 = 1805/0-8-0 (min.0-2-2) Max Horz 18 =-169(LC 9) Max Uplift 18 =-807(LC 11) 12 =-722(LC 11) Max Grav 18 = 1805(LC 1) 12 = 1805(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-2929/1271, 3-25=-2866/1283, 3-4=-2910/1362, 4-5=-2775/1371, 5-26=-2337/1206, 6-26=-2258/1221, 6-27=-2258/1220, 7-27=-2337/1206, 7-8=-2775/1371, 8-9=-2910/1362, 9-28=-2866/1283,10-28=-2929/1271 BOT CHORD 16-17=-1186/2629, 15-16=-1186/2629, 14-15=-1176/2629, 13-14=-1176/2629 WEBS 2-18=-1726/952, 10-12=-1726/952, 6-15=-391/943, 3-17=-385/288, 2-17=-1210/2689, 9-13=-385/288, 10-13=-1211/268915-15— 667/457, 7-15=-667/457 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-4-8, Interior(1) 3-4-8 to 16-6-0, Exterior(2) 16-6-0 to 21-1-11, Interior(1) 21-1-11 to 32-10-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=807, 12=722. LOAD CASE(S) Standard Job Truss Truss Type city Ply PRO DESIGN BLDRS- 211 RES 19032802 1 HG8 Hip Girder 1 1 A0059381 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:40 2019 Page 1 ID:6kOwOLdl7rGJmyeC?PeX1 WysH73-8oufDnmfb?1 FuBEMg5RPgCKDrFD7pv8ew6VRlkyuVyl 1-10-0 , 5-2-13 , 8-0-0 , 11-2-4 , 14-8-2 , 18-2-0 21-7-14 27-9-4 31-2-0 33-0-0 , 1-10-0 3-4-13 2-9 3 3 2-4 3-5-14 3-5-14 3-5-14 6-1-6 3 4-12 MONO Scale . 1:53.2 Dead Load Dell.. 5/16.n 64 MTIBHS= 3x4= 3x4= 64= 34= 6x8= •••• 4.00 12 • • 4 5 6 30 7 6 9 00 • ••••cl •••••• 3 W2 . ftlo 11 2 will. Him Mos.: • • • Ch d.009 000•••• ► d 6xB 23 22 21 20 19 18 17 16 •1••••• •••• 14 •••••• • 314 6 = 3x4 = 4x8 = 4x6 = 3x4 • • • 6"' 3x4 II 3x4 II x10 MT20H5= = • • • 00. • • • • • • • • sxe II • • • • • • • • • • 1.099 • •••••• • • • • • •• • • •• • • •••• 1-10-0 32-4-0 1-6-0 , , 5-2-13 B-O-0 11-2-4 14-8-2 1 18-2-0 21-7-14_ _ �_ _ 27-9-4 31-2-0 3}-6-0 33-0�0 1- 0 �0 3-4-13 2-9-3 3-2-4 3-5 14 3-514 3-5-14 6.1-6 3-4 12 0 4 Plate Offsets (X,Y)-- [1:0-0-14,0-4-9], [2:0-0-9,0-1-12], [2:0-5-8,Edge], [3:0-4-4,0-2-8], [4:0-4-4,0-1-12], [7:0-4-0,0-4-4], [7:0-0-0,0-2-12], [8:0-1-12,0-0-0], [9:0-2-12,0-1-8], If 0:0-4-0,0-2-01,[13:0-0-2,0-5-91[14:0-3-8,0-4-81,[17:0-3-0,0-1-121,[18:0-1-12,0-2-0],f20:O-5-4,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.83 Vert(LL) 0.46 19 >766 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.90 Vert(CT) -0.76 18-19 >463 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.16 14 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 211 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T3,T2: 2x6 SP No.2 BOT CHORD 2x6 SP N0.2 *Except* Bi: 2x6 SP No.1, B2: 2x6 SP SS WEBS 2x4 SP No.3 *Except* W5,W2,W8: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 1-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-1-13 oc bracing. WEBS 1 Row at midpt 3-23, 11-14 REACTIONS. (lb/size) 23 = 3518/0-8-0 (min.0-4-2) 14 = 2607/0-8-0 (min. 0-3-1) Max Horz 23 = -74(LC 18) Max Uplift .23 = -1576(LC 7) 14 = -1082(LC 7) Max Grav 23 = 3518(LC 1) 14 = 2607(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-657/205, 2-3=-785/285, 3-4— 6967/3004, 4-5— 9658/4228, 5-6= 9248/4019, 6-30=-8164/3532, 7-30=-8164/3532, 7-8=-8164/3532, 8-9=-8164/3532, 9-10=-6673/2896, 10-11 =-4845/2068,11-12=-522/224, 12-13=-421 /127 BOT CHORD 1-23=-205/673,22-23=-2389/5707, 21-22=-2727/6622, 20-21 =-2727/6622, 19-20=-4061 /9654, 18-19=-3854/9248, 17-18=-2728/6669, 16-17_ 1832/4593, 15-16=-1832/4593, 14-15=-1661/4022, BOT CHORD 1-23= 205/673, 22-23=-2389/5707, 21-22=-2727/6622, 20-21=-2727/6622, 19-20=-4061/9654, 18-19=-3854/9248, 17-18=-2728/6669, 16-17=-1832/4593, 15-16=-1832/4593, 14-15� 1661/4022, 13-14= 127/433 WEBS 4-22=-623/306, 11-15=-211/789, 5-20=-657/694,4-20=-1758/4041, 10-15=-410/204, 10-17=-1158/2730, 5-19=-802/860, 9-17=-1615l733, 6-19=-481/555, 9-18= 805/1939, 6-18=-1421/678, 8-18=-294/190, 2-23=-518/316, 3-22=-393/1191, 3-23=-5716/2528, 12-14=-448/273, 11-14=-4078/1742 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 23=1576, 14=1082. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2515 lb down and 1140 lb up at 11-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-10=-90, 10-13=-90, 24-27=-20 Concentrated Loads (lb) Vert: 20=-2515(B) Job Truss Type Oty Ply PRO DESIGN BLDRS- 261 RES 19032802 1 MH1O Truss Hip 1 1 AO059382 Job Reference (optional) �••••-••�� „, nu,1.oa,v�,v,aycccularinll.--.nley444VIUMIIenlnauslnes,inc. inujuizoi4:jo:4vzuiuvagel ID:6kOwOLd17rGJmyeC?PeX1 WysH73-8oulDnmfb?t FuBEMg5RPgCKJ3FLNp_Jew6VRlkyuVyl 4-2-0 6-9-3 7-4-7 10 0 0 13-3-1 14-2-4 18-10-0 4-2-0 2-7-3 7-5 2-7-9 3-3-1 0 11-3 4-7-12 Scale. 1:31.3 Dead Load Defl.. 1/8 in 4A 2x4 II 4 21 5 30 = 22 6 19 00••:+x�ll • �� • • 3x411 •••••• • • • • • l� 14-2-4 18-10-2 1-6-0 1100 4-2-0 6.9-3 10-M 13-3-1 3-10 18-2-0 8-10 1-6-0 -4- 2-4-0 2-7-3 3-2-13 3-3-1 -6-1 3-11-12 0-4-4 0-0-2 Plate Offsets (X,Y)-- (2:0-2-10,0-1-111, (4:0-3-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.43 Vert(LL) -0.07 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(CT) -0.18 8-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) -0.06 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 102 1b FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 -Except* W6: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing. REACTIONS. (lb/size) 11 = 1137/0-8-0 (min.0-1-8) 15 = 900/0-8-0 (min. 0-1-8) Max Horz 11 = 212(LC 11) Max Uplift 11 = -527(LC 11) 15 = -380(LC 11) Max Grav 11 = 1137(LC 1) 15 = 900(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-276/120, 2-19— 1939/957, 19-20=-1864/963, 3-20=-1832/970, 3-4=-1916/1091, 4-21 =-1 109/597, 5-21 =-1 109/597, 7-15=-900/484 BOT CHORD 1 -11 =-1 08/259, 2-1 0=-1 077/1771, 9-10=-795/1289, 8-9=-795/1289, 7-8=-597/1109 WEBS 2-11=-1144/715, 5-7=-1278/686, 5-8=-65/256, 4-10=-372/637, 3-10=-353/348 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 10-0-0, Exterior(2) 10-0-0 to 14-2-4, Interior(1) 14-2-4 to 18-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 15 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=527, 15=380. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply PRO DESIGN BLDRS- 261 RES 19032802 1 MH4 Half Hip 1 1 A0059383 Job Reference (optional) manlnez 1 cuss liv., Inc., meuley, rL JJ 100 nun: o.J 1 u s may zz zv 1 to rnnt: 0.J 1v 5 may zz zv 1 U m11 eK 1nuU5tne5, Inc. 1 nU Jul zo 14:Oo:4I eu 1 u rage 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-d_S106nHMJ96WLpYOoyeMQtOzffRYVTn9mF_gAyuVyO 1_in_n a_9_n 1 I_1_R 5A = 3 11 12 13 Scale . 1:17:9 Dead Load Defl. - 3116 in 3x4= • ••• •••• • • • • • • • • • • •• •• •• • • • • 1-6-0 1-10-0 4-2-0 , 10-5-8 • • ..... , i _R_I1 _A_ 7-A-/1 R_14_0. • • • LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017fTP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5 = 485/Mechanical 6 = 713/0-8-0 (min.0-1-8) Max Horz 6 = 88(LC 11) Max Uplift 5 =-223(LC 8) 6 =-366(LC 11) Max Grav 5 = 485(LC 1) 6 = 713(LC 1) ,FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-439/32, 2-10=-358/52, 3-1 0=-351/83, 4-5=-31 1 /298 BOT CHORD 1-6=-24/42215-6=-423/578 WEBS 2-6=-64/277, 3-6=-723/856, 3-5=-409/329 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 4-2-0, Exterior(2) 4-2-0 to 8-4-15, Interior(1) 8-4-15 to 10-11-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. CSI. DEFL in (loc) I/dell L/d TC 0.80 Vert(LL) 0.01 5-6 >999 360 BC 0.52 Vert(CT) -0.16 5-6 >670 240 WB 0.40 Horz(CT) 0.01 5 n/a n/a Matrix-MSH 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=223, 6=366. LOAD CASE(S) Standard 4x6 = 4 • • • •mil• • • • • • 0-8-0 • PLATES"' GRIP MT20 244/190 Weight: 50 lb FT = 20% Job Truss Truss Type caty Ply PRO DESIGN BLDRS- 261 RES 19032802 1 MH6 Half Hip 1 1 A0O59384 Job Reference (optional) ••••.••••••,- ••••�•••••,., •••,.� .......,y,, .... �.... �...,,. v..��a roar cc cv is rni u.o.a iv a.—Y.4-- m''CR 11IUUSl11C5, mu. inu JUI zD I4:JO:41 zu ly rage 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-d_St O6nHMJ96WLpYOoyeMOtUxfgcYYin9mF_gAyuVyO 1-10-0 6-2-0 11-1-8 1-10-0 4-4-0 4-11-8 4x8 = 3 11 12 Scale . 1:18.1 Dead Load Deft.. 3/16 in 3x4 II 13 4 • • • • 30 = • • • • • • 3xa = • • • -10-0 • • 6-2-0 10-5-8 11-1-8 1-6-0 4- • • 4-4-0 :**SPACING- LOADING (psf) • 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(CT) -0.17 5-6 >639 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 51 lb FT = 20 LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-8-0 oc bracing. REACTIONS. (lb/size) 5 = 485/Mechanical 6 = 713/0-8-0 (min. 0-1-8) Max Horz 6 = 130(LC 11) Max Uplift 5 =-211(LC 8) 6 = .357(LC 11) Max Grav 5 = 485(LC 1) 6 = 713(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-339/0 BOT CHORD 1-6=0/307, 5-6=-432/478 WEBS 2-6— 323/494,3-6=-388/559,3-5=-450/451 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 6-2-0, Exterior(2) 6-2-0 to 10-4-15, Interior(1) 10-4-15 to 10-11-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=211, 6=357. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply PRO DESIGN BLDRS- 261 RES 19032802 1 MHG8 Half Hip Girder 1 1 AOO59385 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:42 2019 Page 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-5BOOeSow7cHz8UNIxWTtvdPdE3xLHtcxNQ_YMcyuVy? 4-2-0 8-0-0 10-11-0 11-0; 12 13-10 0 16 4-0 18-10-0 4-2-0 3-10-0 2-11-0 0 -12 2-9-4 2 6-0 2-6-0 —I 14-� 1,1 2-4-0 8-0-0 3-10-0 • •••••• 11 0-12 13-10-0 •16-4-0' 3-0-12 2-9-4 2-6-01 Scale = 1:31:3 Dead Load Defl.. 1/16 ,n • • • in_7n iR_1Al1•••• • 1- LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in (loc) I/deft Ud PLATES' • • GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.51 Vert(LL) 0.13 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.79 Vert(CT) -0.21 13-14 >973 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(CT) 0.10 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 121 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-10-2 oc bracing. REACTIONS. (lb/size) 9 = 1753/0-8-0 (min. 0-2-1) 17 = 1693/0-8-0 (min.0-2-0) Max Horz 17 = 170(LC 7) Max Uplift 9 = -817(LC 4) 17 = -815(LC 7) Max Grav 9 = 1753(LC 1) 17 = 1693(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3237/1419, 3-4=-3474/1556, 4-21=-3483/1586, 5-21=-3483/1586, 5-22=-2933/1350, 6-22=-2933/1350, 6-23=-2911/1344,7-23=-2911/1344 BOT CHORD 2-15=-1458/3056, 14-15=-1488/3105, 14-25=-1516/3287, 13-25=-1516/3287, 13-26=-1586/3483, 12-26=-1586/3483, 10-27=-633/1359, 9-27=-633/1359 WEBS 4-14=-90/429, 2-17=-1532/757, 3-15=-377/223, 3-14=-384/376, 7-9=-2056/956, 6-12=-321 /218, 7-12=-926/2018, 10-12=-587/1255, 5-12=-688/295 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=817, 17=815. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 Ito down and 340 lb up at 8-0-0, 137 Ito down and 182 lb up at 10-0-12, 137 lb down and 182 lb up at 12-0-12, 85 lb down and 138 lb up at 14-0-12, and 85 lb down and 138 lb up at 16-0-12, and 85 lb down and 138 lb up at 16-11-4 on top chord, and 207 lb down and 120 lb up at 8-0-0, 62 lb down at 8-0-12, 62 lb down at 10-0-12, 62 lb down at 12-0-12, 113 lb down and 56 lb up at 13-11-12, and 113 lb down and 56 lb up at 16-0-12, and 113 lb down and 56 lb up at 16-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-8— 90, 16-18=-20, 12-15=-20, 9-11=-20 Concentrated Loads (lb) Vert: 4=-192(B)14=-244(B— 51) 7=-85(B)10=-113(B) 6=-85(B) 12=-113(B) 21=-137(B) 22=-137(B) 24=-85(B) 25=-51(B) 26= 51(B) 27=-113(B) Job Truss Truss Type Ply PRO DESIGN BLDRS- 261 RES 19032802 1SH12 ]Qty Hip 1 1 A0059386 Job Reference (optional) Martinez I russ Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:43 2019 Page 1 ID:6kOwOLdi7rGJmyeC?PeX1 WysH73-ZNaoropYuwPgleyxVD_6RryjiSFEOP14c4k5u3yuVy_ 1-10-0 4-2-0 8-1-0 12-0-0 15-0-0 16-6-0 19-2-0 21-0-0 24-11-0 28-10-0 31-2-0 33-0-0 1-10-0 2-4-0 3-11-0 3 11-0 3-0 0 1-6-0 2-8-0 1-10-0 3-11-0 3-11-0 2-4-0 1-10-0 4x6 = 1.5x4 II 46 _ • C • 3z�ll 4%8 ll • •••••• •••••• • • •••• •••• ••••• •••• •••• ••••• •••• •••••• Scale = 1:54.8 Dead Load Defl.. 5/16 in 4x8 II 3x4 II 4A = •••••• • •• •• •• • • 1-10-0 • • • • • • • 32-4-0 • 1-6-0 -2-0 •1-0 • 12-0-0 15-0-0 16-6-0 19-2-0 21-0-0 24-11-0 28-10-0 31-2-0 3 - -0 -0 •••• 1- -0 4 0• 4ra • 3-11-0 3.11-0 3-0-0 1-6-0 2-8 0 1-10-0 3-11-0 3-11-0 2-4-0 01410 -8- • • • • 0-10-0 :*"SPACING- LOADING (psf) • 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.85 Vert(LL) 0.29 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.88 Vert(CT) -0.57 11-12 >612 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(CT) 0.27 10 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix-MSH Weight: 157 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* F3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-5-6 oc bracing. REACTIONS. (lb/size) 14 = 1805/0-8-0 (min.0-2-2) 10 = 1805/0-8-0 (min.0-2-2) Max Horz 14 = 112(LC 10) Max Uplift 14 = -816(LC 11) 10 = -721(LC 11) Max Grav 14 = 1805(LC 1) 10 = 1805(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-29=-3792/1870, 29-30=-3702/1886, 3-30=-3620/1887, 3-4=-3769/2024, 4-31=-3326/1818, 5-31=-3326/1818, 5-32=-3326/1818, 6-32=-3326/1818, 6-7=-3769/2019, 7-33=-3620/1882, 33-34=-3702/1881, 8-34=-3792/1865 BOT CHORD 2-13= 1679/3514, 12-13=-1385/2916, 11 -1 2=-1372/2916, 8-11 =-1 663/3514 WEBS 2-14=-1811/1094, 8-1 0=-1 811/1092, 4-12=-264/686, 5-12=-457/350, 6-12=-264/686, 4-13=-391/814, 3-13=-474/394, 6-11=-388/814, 7-11=-474/393 21614:114i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 12-0-0, Exterior(2) 12-0-0 to 16-6-0, Interior(1) 16-6-0 to 21-0-0, Exterior(2) 21-0-0 to 25-2-15, Interior(1) 25-2-15 to 32-10-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=816, 10=721. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply PRO DESIGN BLDRS- 261 RES 19032802 1 SH14 Hip 1 1 A0059387 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:44 2019 Page 1 ID:6kowOLdl7rGJmyeC?PeX1 WysH73-1 Z8A28pAfEXhNoX73xVL_2VuSsbTlsHDrkUeaVyuVxz 21-0-0 1 1-10-0 1 4.2-0 1 8-1-0 1 12-0-0 1 14-0-0 15-0-Q 16-6-01 19-0-0 19r2-0 1 2411-0 1__ 28-10-0 1 31-2-0 1 33-0-0 1 1-10-0 2-To 3-11-0 3-11-0 2-0 0 1-0-0 1-6-0 2-6-0 0- -0 3-11-0 3-11-0 2-40 1-10.0 1-10-0 Scale. 1:56.3 Dead Load Dell.. 5/16 h 3.4 :r' 4,6 = 4a6 = 3z4 4� = 4><6 = 3A II 4xB II • axe II •••• ••••4x600 •••••• •••• • • • • • 4011 • •••••• • • • • • • • • • • • • ••••• • 1-10-0 • •• 32-40 • 11-6-011 4-2-0 1 8-1-0 1 12-0-0 1 15-0.0 116-6.01 19-2-0 1 21-0-01 24-11-0 1• 18-1b-0 . 31-2�311-fi-03r O.•:• 11 11 2-4-0 3-11-0 3-11-0 3 o 1-6-0 2-8-0 1-10-0 3-11-0 3-11-0 • i • 4 0 '�'6 0-4-0 • • • 0.10.0 • arc 1Y V1-- [A•n-4-n n-1-191 rd•n-9-n o-1-91 fR•n_3-n n_1 _191 rR•n_9_n n_1 _91 • _ _ • _ • • • • • • LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' F3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Except: 2-11-0 oc bracing: 4-5, 5-6 BOT CHORD Rigid ceiling directly applied or 4-5-6 oc bracing. JOINTS 1 Brace at Jt(s): 5 REACTIONS. (lb/size) 14 = 1805/0-8-0 (min.0-2-2) 10 = 1805/0-8-0 (min.0-2-2) Max Horz 14 = 112(LC 10) Max Uplift 14 = -816(LC 11) 10 = -721(LC 11) Max Grav 14 = 1805(LC 1) 10 = 1805(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-33=-3792/1870, 33-34=-3702/1886, 3-34=-3620/1887, 3-4=-3769/2024, 4-35=-3326/1818, 5-35=-3326/1818, 5-36=-3326/1818, 6-36= 3326/1818, 6-7=-3769/2019, 7-37=-3620/1882, 37-38=-3702/1881, 8-38=-3792/1865 BOT CHORD 2-13=-1679/3514, 12-13=-1385/2916, 11-12=-1372/2916, 8-1 1=-1 663/3514 WEBS 2-14= 1811/1094, 8-10= 1811/1092, 4-12=-264/686, 5-12=-457/350, 6-12=-264/686, 4-13=-391/814, 3-13=-474/394, 6-11=-388/814, 7-11=-474/393 CSI. DEFL. in (loc) I/defl L/d TC 0.85 Vert(LL) 0.2912-13 >999 360 BC 0.88 Vert(CT) -0.5711-12 >612 240 WB 0.39 Horz(CT) 0.27 10 n/a n/a Matrix-MSH WEBS 2-14=-1811/1094, 8-10=-1811/1092, 4-12=-264/686, 5-12=-457/350, 6-12=-264/686, 4-13=-391/814, 3-13= 474/394, 6-11=-388/814, 7-11=-474/393 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 12-0-0, Exterior(2) 12-0-0 to 16-6-0, Interior(1) 16-6-0 to 21-0-0, Exterior(2) 21-0-0 to 25-2-15, Interior(1) 25-2-15 to 32-10-14 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.33 plate grip DOL-1.33 3) Provide adequate drainage to prevent water ponding. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=816, 10=721. 6) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard PLATES • • • GRIP MT20 244/190 Weight: 172 lb FT = 20% Job Truss Truss Type caty PlyjPRO DESIGN BLDRS- 261 RES 19032802 1SH16 Hip 1 A0059388 Job Referenceo tional Aartlnez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:45 2019 Page 1 ID:6kOwOLdl7rGJmyeC?PeX1 WysH73-VliYGUgoOXfY?y6Kde1 aXG146GvnUEKN30DCyxyuVxy 16.6-0 I 4-2-0 , 7-6-0 , 11-1-4 15-0-0 i6-0-0 17.OrO 21-10.12 25.6-0 33-0-0 4.2-0 3 4 0 3-7-4 3-10-12 1-0-0 6 4-10-12 3-7-4 7-6-0 0-6-0 Sw1e - 1:55.6 Dead Load Defl.. 5116 in • • :••••: 3x411 4X8 II •••• •••••• • • • • • 4.00 12 4x8 = 5X6 = 3u4 II 08 = •••••• • •• • • • • •••••• 17-0-0 33-0-0 • 1-6-0•7-?-0 • 15-0-0 16-6-0 19-3-8 25-6.0 27-8-12 31-60 241 -4 • • • • • • 1-6-0 • • •7r�4 3-4-0 7-6-0 1-6-0 -6 2-3-8 6-2-8 2-2-12 3-9-4 10- • • • • 0-8-0 LOADING (psf) • • • SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.79 Vert(LL) 0.27 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(CT) -0.56 14-15 >615 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(CT) 0.25 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 175 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2'ExcepY F2: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-5-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-9-0 oc bracing. Except: 4-9-0 oc bracing: 10-13 4-11-0 oc bracing: 13-14 JOINTS 1 Brace at Jt(s): 13 REACTIONS. (lb/size) 16 = 1805/0-8-0 (min.0-2-2) 12 = 1805/0-8-0 (min.0-2-2) Max Horz 16 = -169(LC 9) Max Uplift 16 = -816(LC 11) 12 = -721(LC 11) Max Grav 16 = 1805(LC 1) 12 = 1805(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-33=-3808/1645, 3-33=-3722/1661, 3-4=-3766/1732, 4-5=-3674/1742, 5-34=-2563/1286, 6-34=-2487/1301, 6-35=-2487/1302, 7-35=-2563/1287, 7-8= 3674/1738, 8-9=-3766/1727, 9-36=-3722/1656, 10-36=-3808/1641 BOT CHORD 2-15=-1467/3533, 14-15=-1367/3074, 13-14=-1355/3074, 10-13=-1452/3533 WEBS 5-14=-862/541, 2-16=-1811/1059, 10-12=-1811 /10571 6-14=-413/1035, 7-14=-862/540, 3-15=-361/243, 5-15=-183/638, 9-13=-361/257, WEBS 5-14=-862/541, 2-16=-1811/1059, 10-12=-1811/1057, 6-14=-413/1035, 7-14=-862/540, 3-15=-361/243, 5-15=-183/638, 9-13=-361/257, 7-13=-218/638 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-4-8, Interior(1) 3-4-8 to 16-6-0, Exterior(2) 16-6-0 to 21-1-11, Interior(1) 21-1-11 to 32-10-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=816, 12=721. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply PRO DESIGN BLDRS- 261 RES 19032802 1ST Hip 16 1 A0059389 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:46 2019 Page 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-zyFwTgrOBmPc6hWAMYp3TaGEgFODhBW12zlUOyuVxx 16-6-0 4 2-0 7-6-0 11-1 4 15 0-0 16-0-0 17-0r0 21-10-12 25-6-0 33-0-0 12.0 3 4-0 3-7-4 3-10-12 1-0-0 110-12 3-7-4 7-6-0 0-6.0 Scale. 1:54.1 Dead Load Defl.. 5/16 in 4.00 F172 3.4 II 416 II 4N = •••• •••• 54— • • • 414A = •••••• •••• •• •• • • • • • • • 17-0-0 • • • 33-0-0 1-6-0 , 4-2-0 7-6-0 15-0-0 16-6 0 19-3-8 25.6-0 '7-8 12 31-6- 2- - • 1-6.0 2-8-0 3-4.0 7-6-0 1-6-0 6- 2-3-8 6-2.8 2-2.12 •• ,,7 • 1 ••• • • • 00-8.0 • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES • • • GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.77 Vert(LL) 0.27 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(CT) -0.56 14-15 >615 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.25 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 172 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* F2: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-5-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. Except: 4-11-0 oc bracing: 10-13 5-1-0 oc bracing: 13-14 JOINTS 1 Brace at Jt(s): 13 REACTIONS. (lb/size) 16 = 1805/0-8-0 (min.0-2-2) . 12 = 1805/0-8-0 (min.0-2-2) Max Horz 16 = -154(LC 9) Max Uplift .16 = -816(LC 11) 12 = -721(LC 1 1) Max Grav 16 = 1805(LC 1) 12 = 1805(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-33=-3808/1566, 3-33— 3722/1582, 3-4=-3766/1656, 4-5=-3674/1666, 5-34— 2536/1222, 6-34=-2457/1231, 6-35= 2457/1231, 7-35=-2536/1221, 7-8— 3674/1666, 8-9=-3766/1656, 9-36=-3722/1582, 10-36=-3808/1566 BOT CHORD 2-15=-1382/3533, 14-15=-1271/3074, 13-14=-1271/3074, 10-13=-1382/3533 WEBS 5-14=-895/515, 2-16=-1811/1032, 10-12=-1811/1032, 6-14=-414/1082, 7-14=-895/515, 3-15=-361 /243, WEBS 5-14=-895/515, 2-16=-1811/1032, 10-12=-1811/1032, 6-14=-414/1082, 7-14=-895/515, 3-15=-361/243, 5-15=-183/638, 9-13=-361/257, 7-13=-218/638 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 16-6-0, Exterior(2) 16-6-0 to 19-6-0, Interior(1) 19-6-0 to 32-10-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=816, 12=721. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply PRO DESIGN BLDRS- 261 RES 19032802 1STA Hip 5 1 A0059390 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:46 2019 Page 1 16-6-010:6kowOLdl7rGJmyeC?PeX1 WysH73-zyFwTgrOBmPc6hWAMYp3TaGEgFODhBW12zlUOyuVxx 4-2-0 7-6-0 11-1-4 15.0 0 16-0-0 L 0 21-10-12 25 6-0 33-0.0 42-0 3-4-0 3-7 4 3-10-12 1-0-0 6 410-12 3-7-4 7-6-0 0-6-0 Scale - 1:54.1 Dead Load Dell.. 5116 in 4.00 12 46 = 11 fold • :•••3:q11 •••• ••••• • • • • • • • • • • 5x6 = :1x4 11 4x6 = • • • • • • •17-0-0 33-0-0 • 1-6-0 4 2-0 7 15-0-0 16-6 0 1 1 19-3-8 1 25 6-0 27-8-12 1 31-6-0 32-4-0 1 ••• •Er•8 F • i 3-4-0 7-6 0 1-6-0 6- 2-3-8 6-2-8 2-2-12 3-9-4 10- • • • • _ 0-8-0 LOADING (psf) • • • SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.77 Vert(LL) 0.27 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(CT) -0.56 14-15 >615 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.25 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 175 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2'Except' F2: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-5-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. Except: 4-11-0 oc bracing: 10-13 5-1-0 oc bracing: 13-14 JOINTS 1 Brace at Jt(s): 13 REACTIONS. (lb/size) 16 = 1805/0-8-0 (min.0-2-2) 12 = 1805/0-8-0 (min.0-2-2) Max Horz 16 = -154(LC 9) Max Uplift 16 = -816(LC 11) 12 = -721(LC 11) Max Grav 16 = 1805(LC 1) 12 = 1805(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-33=-3808/1566, 3-33=-3722/1582, 3-4=-3766/1656, 4-5=-3674/1666, 5-34=-2536/1222, 6-34=-2457/1231, 6-35=-2457/1231, 7-35=-2536/1221, 7-8=-3674/1666, 8-9=-3766/1656, 9-36=-3722/1582, 10-36=-3808/1566 BOT CHORD 2-15=-1382/3533, 14-15=-1271/3074, 13-14=-1271/3074, 10-13=-1382/3533 WEBS 5-14=-895/515, 2-16=-1811/1032, 10-12=-1811/103216-14=-414/1082, 7-14=-895/515, 3-15=-361/243, WEBS 5-14=-895/515, 2-16=-1811/1032, 10-12=-1811/1032, 6-14=-414/1082, 7-14=-895/515, 3-15=-361/243, 5-15=-183/638, 9-13=-361/257, 7-13=-218/638 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 16-6-0, Exterior(2) 16-6-0 to 19-6-0, Interior(1) 19-6-0 to 32-10-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=816, 12=721. LOAD CASE(S) Standard Job Truss Truss Type oty Ply PRO DESIGN BLDRS- 261 RES 19032802 IT Common 3 1 AO059391 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:47 2019 Page 1 ID:6kOwOLdl7rGJmyeC?PeX1 WysH73-R8pJhAs2x8vGEGGik332ch7Ta4cBy36gXiiJ1 gyuVxw 1-10-0 6-1-15 11-3-1 16-6-0 , 21-8-15 26-10-1 , 31-2-0 33-0-0 , 1-10-0 4-3-15 5-1-3 5-2-15 5-2-15 5-1-3 4-3-15 1-10-0 Scale . 1:53.4 Dead Load De11.. 5116 m 4A = 4.00 12 4x6 = 06 = • . • • • • 3X4 II • 3z4 I I 2x8 I I 6x6 = US • • 6>8 = • • 2x6 fi •.I•• •••• ••••• •••••• •••• ••••• •• •• •• • •••••• • 1-10-0 j • • • • 32-4-0 • 1-6-0 , , 6-1-15 , 16-6-0 , 26-10-1 • • , •31-2-4 31fi11�39D�• 1410 4-3-15 10-4-1 10-4-1 • N s • 0 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017lTP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 12 = 1805/0-8-0 (min.0-2-2) 18 = 1805/0-8-0 (min.0-2-2) Max Horz 18 = -154(LC 9) Max Uplift 12 = -722(LC 11) 18 = -807(LC 11) Max Grav 12 = 1805(LC 1) 18 = 1805(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-25=-2929/1224, 3-25=-2866/1236, 3-4=-2910/1318, 4-5=-2775/1327, 5-26=-2318/1150, 6-26=-2235/1159, 6-27=-2235/1159, 7-27=-2318/1150, 7-8=-2775/1327, 8-9=-2910/1318, 9-28=-2866/1236,10-28=-2929/1224 BOT CHORD 16-17=-1107/2629, 15-16=-1107/2629, 14-15=-1107/2629, 13-14=-1107/2629 WEBS 6-15=-396/99013-17=-385/285, 10-1 2=-1 726/925, 2-17=-1177/2689, 2-18= 1726/925, 9-13=-385/285, 10-1 3=-1 177/2689, 5-15=-696/439, 7-15=-696/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) I/defl L/d TC 0.60 Vert(LL) 0.1915-17 >999 360 BC 0.94 Vert(CT) -0.4913-15 >719 240 WB 0.96 Horz(CT) 0.09 12 n/a n/a Matrix-MSH 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 16-6-0, Exterior(2) 16-6-0 to 19-6-0, Interior(1) 19-6-0 to 32-10-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=722, 18=807. LOAD CASE(S) Standard PLATES • • • GRIP MT20 244/190 Weight: 164 lb FT = 20% Job Truss Truss Type Oly Ply PRO DESIGN BLDRS- 261 RES 19032802 21-11O Hip 1 1 AOO59392 Job Reference (optional) ma unec nu„ uv., nw., ,VI —Y, — JJ , 00 nun: a.a l u s may zz zu l e rnni: is—i i u s may zz zuiv ml I eK mausines, Inc. I nu Jul 2b 14:3b:48 2019 Page 1 ID:6kOwOLdl7rGJmyeC?PeX1 WysH73-vKNhuWtgiSl7sPrvlmaH8ufefTOshclpmMSsZGyuVxv 1-10-0 5-5-15 10-0-0 13-10-0 18-4-1 21-5-0 1-10-0 3-7-15 4-6-1 3-10-0 4-6-1 3-0-15 4a6 = 4 • •••• •••••• 1-10-09 •••••• .-- __.a • • .--- • 46 = 5 Scale . 1:35.2 Dead Load Defl. - 1/8 in II c -DR. biro = • • LOADING (psf) • • • SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.52 Vert(LL) -0.20 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.66 Vert(CT) -0.3311-12 >705 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 102 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-7 oc bracing. REACTIONS. (lb/size) 8 = 1060/Mechanical 12 = 1269/0-8-0 (min. 0-1-8) Max Horz 12 = 88(LC 10) Max Uplift 8 =-424(LC 11) 12 =-592(LC 11) Max Grav 8 = 1060(LC 1) 12 = 1269(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-302/0, 3-17=-1590/883, 4-17=-1581/897, 4-5=-1447/909, 5-18=-1578/912, 6-18=-1588/898 BOTCHORD 1-12=0/278,11-12=-895/1553, 10-11=-718/1447, 9-10=-718/1447, 8-9=-792/1344 WEBS 6-9=-23/323, 6-8=-1524/964, 2-12=-256/355, 3-12= 1667/1189 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 10-0-0, Exterior(2) 10-0-0 to 18-0-15, Interior(1) 18-0-15 to 21-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=424, 12=592. LOAD CASE(S) Standard Job Truss Truss Type oty -]PRO DESIGN BLDRS- 261 RES 19032802 2HG8 Hip Girder ]Ply 1 1 A0059393 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:49 2019 ID:6kOwOLd17rGJmveC?PeX1 WvsH73-OXx36stJTmA TZ05sU5Wh6CnKtLMOOvz 081 54 II LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 'Except` W7: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-6-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-15 oc bracing. REACTIONS. (lb/size) 14 = 2057/0-8-0 (min. 0-2-7) 9 = 1895/Mechanical Max Horz 14 = 69(LC 6) Max Uplift 14 = -1035(LC 7) 9 = -892(LC 7) Max Grav 14 = 2057(LC 1) 9 = 1895(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-294/90, 2-3=-352/154, 3-4=-3598/1755, 4-18=-3971/1998, 5-18=-3971/1998, 5-19=-3971/1998, 19-20=-3971 /1998, 6-20=-3971 /1998, 6-7=-3503/1711 BOT CHORD 1-14=-91/305,13-14=-1401/2929, 12-13=-1577/3396, 12-21=-1577/3396, 11-21=-1577/3396,11-22=-1531/3289, 10-22=-1531/3289, 9-1 0=-1 234/2532 WEBS 4-13=-35/303, 4-11=-367/756, 2-14=380/260, 3-14=-3043/1550, 3-13=-380/674, 7-9=-3073/1497, 7-10=-433/983, 5-11=-582/376, 6-11=-425/885 CSI. DEFL. in (loc) Well Ud TC 0.65 Vert(LL) 0.16 11 >999 360 BC 0.70 Vert(CT) -0.2411-13 >987 240 WB 0.81 Horz(CT) 0.06 9 n/a n/a Matrix-MSH NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=1035, 9=892. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 199 lb down and 281 lb up at 8-0-0, 85 lb down and 138 lb up at 10-0-12, 85 Ib down and 138 Ib up at 11-11-0, and 85 lb down and 138 lb up at 13-9-4, and 199 lb down and 281 lb up at 15-10-0 on top chord, and 376 lb down and 215 lb up at 8-0-0, 113 lb down and 56 lb up at 10-0-12, 113 lb down and 56 lb up at 11-11-0, and 113 lb down and 56 lb up at 13-9-4, and 376 lb down and 215 Ib up at 15-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-4=-90, 4-6=-90, 6-8= 90, 9-15=-20 Concentrated Loads (lb) Vert: 4=-128(F) 6=-128(F) 13=-376(F) 10=-376(F) 5=-85(F) 11= 113(F) 18=-85(F) 19=-85(F) 21=-113(F) 22=-113(F) 18-11-0 21-8-0 3-1-0 2-9-0 Style . 1:35.9 Dead Load Dell.. 118 in ��•••••• •••• •••• • • • • • t 0.0040 •••••• •••• ••••• •• •• •• • •••••• • •18-114 .0.21-8D 21-a-D•••• PLATES • • • GRIP MT20 244/190 Weight: 128 lb FT = 20% Job Truss Truss Type Qty Ply PRO DESIGN BLDRS- 261 RES 19032802 2T Common 3 1 A0O59394 Job Reference (optional) maiunec i Ewa vu., IIIG.,'--y, 1-L JJ I DD nun. mo 1 U s May ez Zu I to rnnl: mo I U s May ZZ ZU I9 MI I eK InOuslnes, Inc. I nu JUI Yb 14:3b:49 ZU19 rage 1 ID:6kOwOLdl7rGJmyeC?PeX1 WysH73-OXx36stJTmA_TZO5sU5Wh6CratLWO7hz_OBP5iyuVxu 1-10-0 7-6-6 11-11-0 16-3-11 21-9-0 1-10-0 ' 5-8-6 4-4-11 4-4-11 5-5-5 1 06 - 4 ••••• •••• •••••• •••••• • •• •• •• • •••4t•4-6-01-.1k0 _� • • • 11-11-0 • scale . 1:34.6 Dead Load Dell.. 3/16 in IN r26 • • LOADING (psf) • • • SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.44 Vert(LL) -0.07 9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.73 Vert(CT) -0.24 7-9 >976 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017lrPI2014 Matrix-MSH Weight: 106 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-4-11 oc bracing. WEBS 1 Row at midpt 3-10, 5-7 REACTIONS. (lb/size) 7 = 1079/Mechanical 10 = 1287/0-8-0 (min.0-1-8) Max Horz 10 = 106(LC 10) Max Uplift 7 = -431(LC 11) 10 = -599(LC 11) Max Grav 7 = 1079(LC 1) 10 = 1287(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-275/0, 2-14=-378/59, 3-14=-320/75, 3-15=-1485/732, 4-15=-1413/745, 4-16=-1413/764, 5-16=-1485/751, 6-17=-320/172, 6-7=-301/251 BOT CHORD 1-10=0/281, 9-10=-790/1652, 8-9= 789/1603, 7-8=-789/1603 WEBS 4-9=-207/547, 3-1 0=-1 515/969, 3-9=-424/316, 5-9= 379/322, 5-7=-1530/810, 2-10=-463/489 NOTES-. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 11-11-0, Exterior(2) 11-11-0 to 14-11-0, Interior(1) 14-11-0 to 21-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=431, 10=599. LOAD CASE(S) Standard Job Truss Truss Type aty Ply PRO DESIGN BLDRS- 261 RES 19032802 3M Half Hip 2 1 AOO59395 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:50 2019 Page 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-sjVRJBuxE3lr5j?HPBcIEJky1 Hls9cv6Dgxzd9yuVxt 1-10-0 6-7-2 10-0-0 1 Q-2-0 1-10-0 4-9-2 3-4-14 0-2-0 34 II LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-6-0 oc bracing. REACTIONS. (lb/size) 6 = 662/0-8-0 (min.0-1-8) 5 = 430/0-8-0 (min.0-1-8) Max Horz 6 = 295(LC 11) Max Uplift 6 = -440(LC 11) 5 = -329(LC 11) Max Grav 6 = 662(LC 1) 5 = 430(LC 1) _FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-353/39, 2-10=-464/215, 3-10=-386/228 BOT CHORD 1-6=-66/367, 5-6=-420/460 WEBS 2-6=-464/712,3-5=-522/499 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 10-0-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. CSI. DEFL. in floc) Well Ud TC 0.65 Vert(LL) -0.05 5-6 >999 360 BC 0.43 Vert(CT) -0.11 5-6 >872 240 WB 0.25 Horz(CT) -0.01 5 n/a n/a Matrix-MSH 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=440, 5=329. LOAD CASE(S) Standard 1.5x4 II scale = 1:20.7 4 Dead Load Defl.. 1/8 in PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% Job Truss Truss Type ply PRO DESIGN BLDRS- 261 RES 19032802 3MA Half Hip IQ'y 1 1 A0059396 Job Reference (optional) .... v , ,uu,ey, 11 uu , oo nun: o..a, u s May cc zv i a rnnc a.o I v s may zz zu I y ml I eK Inausines, Inc. I nu Jul 2b 14:3b:bO 2019 rage 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-sjVRJBuxE3lr5j?HPBcIEJky1 Hls9cv6Dgxzd9yuVxt 1-10-0 6-1-15 6-7-2 10-0-0 1Q-2-0 1-10-0 4-3-15 51 3-4-14 0 2 0 •••••• •••• • • • • • •••• •••• • • Y v.5� ••••• • •• •••• 2 • • ••••• • •• •••• • • • • 000 • •• •• ••• ••• 3.4 II • • • • • • • • • • •••• MII 9-6-0 1.5x4 II Scale = 1:20.7 Dead Load DO. - 1/8 in 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.65 Vert(LL) -0.05 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.43 Vert(CT) -0.11 5-6 >872 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 42 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-6-0 oc bracing. REACTIONS. (lb/size) 6 = 662/0-8-0 (min. 0-1-8) 5 = 430/0-8-0 (min. 0-1-8) Max Horz 6 = 295(LC 11) Max Uplift 6 =-440(LC 11) 5 =-329(LC 11) Max Grav 6 = 662(LC 1) 5 = 430(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-353/39, 2-10=-464/215, 3-10=-386/228 BOT CHORD 1-6=-66/367, 5-6=-420/460 WEBS 2-6=464/712,3-5=-522/499 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 10-0-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=440, 5=329. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply PRO DESIGN BLDRS- 261 RES 19032802 3MHG8 Half Hip Girder 1 1 A0059397 Job Reference (optional) Manlnez I russ LA., inc., mealey, r-L JJIbb 1-10-0 4-0-0 i -in-n 9-9-n I� 1-6-0 MUn: t3.J1U s may zz zU19 vrint: t3.J1U s may zz zuiu ml1 eK Inaustrles, inc. 1 nu JUI'Lb 14:Jb:b1 2U19 rage 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-Kv3pXXvZ?NQiitZTzv7_mXH6lh5Vu2gFSKgWAbyuVxs 8-0-0 10-2-0 4-0-0 2-2-0 3x611 •i•• LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 856/0-8-0 (min.0-1-8) 7 = 779/0-8-0 (min.0-1-8) Max Horz 7 = 236(LC 7) Max Uplift 5 = -662(LC 7) 7 = -568(LC 7) Max Grav 5 = 856(LC 1) 7 = 779(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-494/283, 2-3=-639/364 BOT CHORD 1-7=-217/511, 6-7=-418/511, 5-6=-431/534 WEBS 3-6=-258/535, 3-5=-888/719, 2-7=-759/770 NOTES- 1) Wind: ASCE 7-10; VuIt=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. CSI. TC 0.75 BC 0.41 W B 0.28 Matrix-MSH Scale - 1:18.6 8-0-0 9-6-0 10 2-0 , 6-2-0 1-6-0 0 8 0 81 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.02 6 >999 360 MT20 244/190 Vert(CT) -0.02 6-7 >999 240 Horz(CT) 0.00 5 n/a n/a Weight: 51 lb FT = 20% 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=662, 7=568. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 296 lb down and 388 lb up at 8-0-0, and 82 lb down and 72 lb up at 10-0-4 on top chord, and 513 lb down and 379 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 3=-78(B) 4=-38(B) 6=-426(B) Job Truss Truss Type city Ply PRO DESIGN BLDRS- 261 RES 19032802 4HG4 Hip Girder 2 1 A0059398 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:52 2019 Page 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-o6dCktwBmhYYK18gXcfDJkgPX5VPdY2PhzO4i1 yuVxr 1-10-0 4-0-0 5-8-0 7-10-0 9-8 0 1-10-0 2-2-0 1-8-0 2-2-0 1-10-0 Scale . 1:17.6 •••••• 1.5x411 1.5x411 • • • • • • 1IS 10- 4-0-0 1-6-0 4- 2-2-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.20 Vert(LL) -0.01 9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.17 Vert(CT) -0.01 9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 41 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. 10 = 7 = Max Horz 10 = Max Uplift 10 = 7 = Max Grav 10 = 7 = (lb/size) 425/0-8-0 (min. 0-1-8) 425/0-8-0 (min. 0-1-8) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=497, 7=427. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 Ito up at 4-0-0, and 275 lb up at 5-8-0 on top chord, and 49 Ito up at 4-0-0, and 49 lb up at 5-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 37(LC 6) LOAD CASE(S) Standard -497(LC 7) 1) Dead + Roof Live (balanced): Lumber Increase=1.33, -427(LC 4) Plate Increase=1.33 Uniform Loads (plf) 425(LC 1) Vert: 1-3=-90, 3-4=-90, 4-6— 90, 11-14=-20 425(LC 1) Concentrated Loads (lb) Vert: 3=61(B) 4=61(B) 9=36(B) 8=36(B) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-21 /283, 2-3=-67/272, 4-5=-67/272, 5-6=-21/283 BOT CHORD 1 -1 0=-274/27, 9-10— 275/27, 8-9=-267/18, 7-8=-274/27, 6-7=-274/27 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Job Truss Truss Type oty Ply PRO DESIGN BLDRS- 261 RES 19032802 4T Common 2 1 A0059399 Job Reference (optional) Manlnez 1 russ L o., Inc., Memey, t-L 331bb Hun: tf.31U s May 2"2 2U19 1-nnt: 2S.31 U s May 22 ZU19 MI I eK Inaustnes, inc. I nu JUI 2b 14:3b:b2 2019 Yage 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-o6dCktwBmhYYK18gXcfDJkgNF5TUdXfPhzO4ityuVxr 1-10-0 4-10-0 7-10-0 9-8-0 1-10-0 3-0-0 3-0-0 1-10 0 4s= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.35 Vert(LL) 0.03 7 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.29 Vert(CT) -0.04 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 522/0-8-0 (min. 0-1-8) 6 = 522/0-8-0 (min. 0-1-8) Max Horz 8 = 45(LC 10) Max Uplift 8 = -420(LC 11) 6 = -330(LC 8) Max Grav 8 = 522(LC 1) 6 = 522(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-360/488, 4-6=-360/488 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 4-10-0, Exterior(2) 4-10-0 to 7-10-0, Interior(1) 7-10-0 to 9-6-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=420, 6=330. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 33 lb FT = 20 wale . 1:17.4 Job Truss Truss Type oty Ply PRO DESIGN BLDRS- 261 RES 19032802 CAP Diagonal Hip Girder 4 1 A0059400 Job Reference (optional) Ivial III— I Iu" u., uw., 1-uluy, — JJ I oo nun: o.J IU 5 May ZZ ZU I V rrmG 8.31 U 5 May LZ ZU I `J MI I eK Inaustrles, Inc. I nU JUI ZO 14:J0:UJ ZUl a rage 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-GISaxDwpX_gPyBjs5KASryMQZUIfMzxYvd9dEUyuVxq 2-5-12 2-9-3, 5-6-6 2-5-12 0-3-7 2-9-3 Scale - 1:10.9 • • -- 11 0• ••• 2-0-1 4-10-6 5 6 6 2-0-1 2-10-5 0-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(CT) 0.03 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3 = 34/Mechanical 4 = -29/Mechanical 5 = 143/0-11-5 (min. 0-1-8) Max Horz 5 = 114(LC 7) Max Uplift 3 = -97(LC 4) 4 = -48(LC 12) 5 = -710(LC 7) Max Grav 3 = 113(LC 17) 4 = 77(LC 19) 5 = 821(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-752/660 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=710. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 450 lb down and 524 lb up at 2-9-15, and 450 lb down and 524 lb up at 2-9-15 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 9=446(F=223, B=223) Job Truss Truss Type oty Ply PRO DESIGN BLDRS- 261 RES 19032802 CJ8 Diagonal Hip Girder 2 1 A0059401 Job Reference (optional) manlnez 1 russ Vo., Inc., memey, M JJ I bb nun: o.J I u s may zz zu 1 y rnnu o.d iv s may zz zu I e MI eK mvUslnes, mc. I nu JUI zo 14:JJ:D4 zv I e rage I ID:6kOwOLdl7rGJmyeC?PeX1 WysH73-kUky9ZxRlloGaKl2e1 hhO9vfwu5f5Pyi8HvAmwyuVxp 2-5-12 6-11-7 11-2-4 2-5-12 4-5-11 4-2-13 2.83 r12 3x4 I 3 13 3x4 2 12 1 W1 81 15 3.4 II 1.5x4 II W3 7 4x5 _ sc (2)16d NA°I 1:18.1 14 • • •••• •••• •• • •• • • • • • • • • • • • • 000 • y •••• •4• •• •• • •••• ••• •••• • ••••• ••• ••• 1Z 0 SUUR- 6 SiMPSOM • • . HfiQ",ky,8LDR•.... 2-0-1 5-1 6-11-7 2-0-1 5-1 4-5-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.59 Vert(LL) 0.05 6-7 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.57 Vert(CT) -0.08 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4 = 170/Mechanical 5 = 292/Mechanical 8 = 368/0-11-5 (min. 0-1-8) Max Horz 8 = 167(LC 7) Max Uplift 4 =-109(LC 7) 5 =-130(LC 7) 8 =-762(LC 7) Max Grav 4 = 170(LC 1) 5 = 292(LC 1) 8 = 1007(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-456/427, 2-12=-712/345, 12-13= 655/254, 3-13=-579/262 BOT CHORD 1-8=-406/476, 8-15=-406/309, 7-15=-406/309, 7-16=-348/596, 6-16=-348/596 WEBS 2-8=-958/752, 2-7=-343/879, 3-6=-669/390 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=109, 5=130, 8=762. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 415 lb down and 524 lb up at 2-9-15, 415 lb down and 524 lb up at 2-9-15, 113 lb down and 45 lb up at 5-7-14, 113 lb down and 45 lb up at 5-7-14, and 78 lb down and 124 lb up at 8-5-13, and 78 lb down and 124 lb up at 8-5-13 on top chord, and 22 lb down and 16 lb up at 5-7-14, 22 lb down and 16 lb up at 5-7-14, and 30 lb down at 8-5-13, and 30 lb down at 8-5-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 5-9=-20 Concentrated Loads (lb) Vert: 12=446(F=223, B=223) 14=-45(F=-23, B=-23) 16=-14(F=-7, B=-7) PLATES GRIP MT20 244/190 Weight: 48 lb FT = 20% Job Truss Truss Type Oty Ply PRO DESIGN BLDRS- 261 RES 19032802 CJBP Diagonal Hip Girder 1 1 AOO594O2 Job Reference (optional) Maninez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:54 2019 Page 1 ID:6kOwOLdl7rGJmyeC?PeX1 WysH73-kUky9ZxRlloGaKl2e1 hhO9vtwu3e5PyiBHvAmwyuVxp 2-5-12 6-11-7 11-2-4 2-5-12 4-5-11 4-2-13 In 6-11-7 4-5-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.59 Vert(LL) 0.06 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.70 Vert(CT) -0.09 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 48 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4 = 170/Mechanical 5 = 292/Mechanical 8 = 368/0-11-5 (min. 0-1-8) Max Horz 8 = 233(LC 19) Max Uplift 4 = -162(LC 7) 5 = -206(LC 7) 8 = -870(LC 7) Max Grav 4 = 170(LC 1) 5 = 354(LC 17) 8 = 1120(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-539/427, 2-12=-861/474, 12-13=-733/400, 3-13— 696/407 BOT CHORD 1-8=-406/564, 8-15=-406/331, 7-15=-406/33117-16=-527n45, 6-16=-527/745 WEBS 2-8=-1063/851, 2-7=-525/879, 3-6=-836/591 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=162, 5=206, 8=870. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 450 lb down and 524 lb up at 2-9-15, 450 lb down and 524 lb up at 2-9-15, 171 lb down and 103 lb up at 5-7-14, 171 lb down and 103 lb up at 5-7-14, and 165 lb down and 211 lb up at 8-5-13, and 165 lb down and 211 lb up at 8-5-13 on top chord, and 23 lb down and 16 lb up at 5-7-14, 23 lb down and 16 lb up at 5-7-14, and 35 Ito down at 8-5-13, and 35 lb down at 8-5-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 5-9=-20 Concentrated Loads (lb) Vert: 12=446(F=223, B=223) 14=-45(F=-23, B=-23) 16=-14(F=-7, B=-7) Job Truss Truss Type Oty Ply PRO DESIGN BLDRS- 261 RES 19032802 CJ8X Diagonal Hip Girder 1 1 A0059403 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:35:55 2019 Page 1 ID:6kOwOLd17rGJmyeC?PeXt WysH73-ChIKMvy33cw7BUtFCICwwNStZIROgsvrNxekJMyuVxo 2-11-0 5-9-15 6-10-11 1 8-6-2 11-2-4 2-11-0 2-11-0 1-0-12 11-7-7 2-8-2 3x4 II LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4 = 171/Mechanical 5 = 245/Mechanical 10 = 392/0-11-5 (min.0-1-8) Max Horz 10 = 167(LC 7) Max Uplift 4 = -114(LC 7) 5 = -93(LC 7) 10 = -788(LC 7) Max Grav 4 = 171(LC 1) 5 = 249(LC 17) 10 = 1027(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-332/406, 2-14=-818/370, 3-14=-789/376 BOT CHORD 1 -1 0=-358/339, 9-10=-471/420, 2-8=-434/818, 7-8=-428/782, 7-16=-428/782, 6-16=-428/782 WEBS 2-1 0=-1 006/752, 2-9=-243/339, 3-6= 818/448,3-7=-70/278 15 2.83 12 3x4 3 • • • 4 • W3 W • ••• B2 _ - 1.5x411 7 •••••• 1.Sx4 II 16 • • 3x6 = • • • CSI. DEFL. in (loc) I/defl Ud TC 0.41 Vert(LL) 0.05 6-7 >999 360 BC 0.54 Vert(CT) -0.09 6-7 >999 240 WB 0.27 Horz(CT) 0.02 5 n/a n/a Matrix-MSH NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=114, 10=788. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 415 lb down and 524 lb up at 2-9-15, 415 lb down and 524 lb up at 2-9-15, 113 lb down and 45 lb up at 5-7-14, 113 lb down and 45 lb up at 5-7-14, and 72 lb down and 114 lb up at 8-5-13, and 72 lb down and 114 lb up at 8-5-13 on top chord, and 22 lb down and 16 lb up at 5-8-3, 22 lb down and 16 lb up at 5-8-3, and 38 lb down at 8-5-13, and 38 lb down at 8-5-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 9-11=-20, 5-8=-20 Concentrated Loads (lb) Vert: 2=446(F=223, B=223) 15=-22(F=11, B— 11) 16=-15(F=-8, B=-8) (2)16d NAILS 4 Ehie.1:18.3 •••• • • w• •• • • • • • N •• • ••• • • • • • s R • f" •• a I1 KbylBLDR 11-2-4 PLATES GRIP MT20 244/190 Weight: 50 lb FT = 20% Job Truss Truss Type oty Ply PRO DESIGN BLDRS- 261 RES 19032802 J2 Jack -Open 16 1 A0059404 Job Reference (optional) maninez i russ uo., Inc., memey, rL 331bb F1un: u.31U s may zz zuiv rnni: tf.31U s may zz zu19 ml I eK Inausines, Inc. 1 nu Jul Zb 14:3b:bs 2019 rage 1 ID:6kOwOLdl7rGJmyeC?PeX1 WysH73-gtsiaFzigv2_peSRmSj9Ta_1 kitVZHp_bbOHroyuVxn 2-0-0 2-0-0 316 11 style . 1:7.9 I-Y-V 1-4-0 1'I I'IJ 0 7 13 Plate Offsets (X,Y)-- f2:0-3-7,0-0-31,15:0-3-2,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.51 Vert(LL) -0.01 4 >462 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.10 Vert(CT) -0.01 4 >525 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 7 Ito FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3 = -397/Mechanical 5 = 606/0-5-10 (min.0-1-8) Max Horz 5 = 56(LC 11) Max Uplift 3 = -397(LC 1) 5 = -542(LC 11) Max Grav 3 = 338(LC 11) 5 = 606(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-606/1173 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 3=397, 5=542. LOAD CASE(S) Standard Job Truss Truss Type aty Ply PRO DESIGN BLDRS- 261 RES 19032802 J4 Jack -Open 5 1 A0059405 Job Reference (optional) Mamnez I russ Vo., Inc., meuley, rL dJ 100 nun: mo I u s may zz zu I u rnnu i1.a 1 u s may ZZ zu 1 e ml I eK Inousines, Inc. I nu JUI z0 14:J0:0b ZU1 a rage 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-gtsiaFzigv2_peSRmSj9Ta_4firTZL2_bbOHroyuVxn 1 1-6-0 3-4-0 4-0-0 1-6-0 1-10-0 0-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) I/dell L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.26 Vert(LL) -0.01 4-5 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.23 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.15 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3 = 49/Mechanical 4 = -13/Mechanical 5 = 386/0-8-0 (min.0-1-8) Max Horz 5 = 82(LC 11) Max Uplift 3 = -39(LC 11) 4 = -13(LC 1) 5 = -236(LC 11) Max Grav 3 = 49(LC 1) = 25(LC 11) _4 5 = 386(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-267/413 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 3-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=236. LOAD CASE(S) Standard Scale - 1:11.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% Job Truss Truss Type Qty Ply PRO DESIGN BLDRS- 261 RES 19032802 J4A Jack -Open 1 1 A0059406 Job Reference (optional) Mamnez I russ Go., inc., McOley, rL JJ 100 Run: 0.31U s may 22 20ig Print: 0.3iO s may 22 2019 ml I eK industries, inc. 1 nU jui n 14:3,:57 2U79 Pagel ID:6kOwOLdi7rGJmyeC?PeXt WysH73-93Q5nb_KbDArRoldK9E00oXJU6E_Igc8gF7qNFyuVxm 1-7-0 1-7-0 scale - 1:112 4.00 F12 (2)16d RI 1.5z4 II T1 •••••• •••• • • • • • • • • • d • • • • • w1 •••••• • • •••• •••• • • • • ••••• •••• •••• ••••• •••• ••••• B1 0 • • • • • • • • • • • • • 0 0 • .••••• (2)16dNAILS (2)161dNAILS • • • • •••••• • • • • • • • • • •••• 1.5.411 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.06 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.02 Vert(CT) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Weight: 6 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 1-7-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 78/Mechanical 2 = 61/Mechanical 3 = 17/Mechanical Max Horz 2 = 30(LC 11) Max Uplift 4 = -37(LC 11) 2 = -31(LC 11) Max Grav 4 = 78(LC 1) 2 = 61(LC 1) 3 = 17(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply PRO DESIGN BLDRS- 261 RES 19032802 J4P Jack -Open 6 1 A0059407 Job Reference (optional) martinez i russ t;o., inc., memey, rL 3s1 bb 1-10-0 1-10-0 1 rsun: ts.ji u s may zz zu i a rnni: ts.i 1 u s may zz zui a mi i eK mausmes, inc. i nu su1 zb i a:sbats zu s a rage i ID:6kOwOLdi7rGJmyeC?PeX1 WysH73-dG_T?xyMXli3ycgftldY?4QIVXk1 FAH3vtOvhyuVxl 4-0-0 im 11 scale . 1:11.0 •••• •••••• • ••• ••••• • • • •••••• • • • 1-6-0 1-10-0 0-8-0 Plate Offsets (X,Y)-- (5:0-3-2,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.29 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.24 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 13 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - 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) 3 = 49/Mechanical 4 = -13/Mechanical 5 = 386/0-8-0 (min.0-1-8) Max Horz 5 = 114(LC 11) Max Uplift 3 = -61(LC 11) 4 = -13(LC 1) 5 = -312(LC 11) Max Grav 3 = 58(LC 9) 4 = 26(LC 11) 5 = 386(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-273/482 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=1511; B=45ft L=24ft; eave=4ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 3-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=312. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply PRO DESIGN BLDRS- 261 RES 19032802 J6 Jack -Open 3 1 A0059408 Job Reference (optional) .uaa , ..... mu�cy, �� 00 i Uo MU 1. 0.0I U 5 Wdy Z4 GU r U rnnc O.d r U 5 may LL LU I U MI I OK mOUstnes, Inc. I nu )ui ZO 14:3b:Dt5 zui u rage 1 ID:6kOwOLdl7rGJmyeC?PeX1 WysH73-dG_T?xyMXli3ycgttldY?40NVYw1 FuH3vtOvhyuVxl 1-10-0 6-0-0 1-10-0 4-2-0 5-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.44 Vert(LL) -0.01 4-5 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(CT) -0.02 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3 = 150/Mechanical 4 = 35/Mechanical 5 = 458/0-8-0 (min. 0-1-8) Max Horz 5 = 125(LC 11) Max Uplift 3 = -105(LC 11) 5 = -246(LC 11) Max Grav 3 = 150(LC 1) 4 = 44(LC 9) 5 = 458(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-256/106 WEBS 2-5=-395/531 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 5-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=105, 5=246. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20 Scale - 1:14.4 Job Truss Truss Type Qty Ply DESIGN BLDRS- 261 RES19032802 J6A Jack -Open 1 1A0059409 :PRO Reference (optional) IVIanInez I cuss L o., Inc., Medley, rL :73I bb mun: u.31 u s May zz zUl u rnni: ts.3l u s May zz zul u MI I eK InaUSmeS, Inc. I nu JUI zb 14:3b:b9 2Ul9 rage 1 ID:6kOwOLdl7rGJmyeC?PeX1 WysH73-5SYrCG?a7gQZg6BORaHs5Dcabvulmk6RIZcxS7yuVxk 3-7-0 2x4 11 4 2-11-0 11-0 3-7-0 0-8-0 Style - 1:14.2 • •••• •••••• v� • •••• •••• ••••• • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.34 Vert(LL) -0.01 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.15 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Weight: 12 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 186/Mechanical 2 = 141/Mechanical 3 = 44/Mechanical Max Horz 2 = 72(LC 11) Max Uplift 4 = -87(LC 11) 2 = -69(LC 11) Max Grav 4 = 186(LC 1) 2 = 141(LC 1) 3 = 44(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply PRO DESIGN BLDRS- 261 RES 19032802 J6P Jack -Open 2 1 A0059410 Job Reference (optional) manmez I russ to., Inc., medley, rL JJ100 nun: tl.Jlu s may zz zule rani: ts.3Iu s may zz ZUIe MI I eK Inausines, inc. 1 nu Jul Zo 14:3b:,e Zuly rage 1 ID:6kOwOLdi7rGJmyeC?PeX1 WysH73-5SYrCG?a7gQZg6BORaHs5DcXSvtOmhWRIZcxS7yuVxk 1-10-0 6-0-0 1-10-0 4-2-0 Scale. 1:14.4 , 1-6-0 , 5-4-0 6-0-0 , 1-6-0 3-10-0 0-8-0 Plate Offsets (X,Y)-- (5:0-3-2,0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(CT) -0.03 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 19 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3 = 150/Mechanical 4 = 35/Mechanical 5 = 458/0-8-0 (min.0-1-8) Max Horz 5 = 174(LC 11) Max Uplift 3 =-156(LC 11) 5 =-337(LC 11) Max Grav 3 = 150(LC 1) 4 = 50(LC 9) 5 = 458(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-308/158 BOT CHORD 1-5=-137/262 WEBS 2-5=-426/643 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 5-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=156, 5=337. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply PRO DESIGN BLDRS- 261 RES 19032802 J6X Jack -Open 2 1 A0059411 Job Reference (optional) Mamnez I russ co., Inc., Memey, rL Ja I bb nun: 0.0 I0 s May zz z0I a rnnc b.a I0 s May zu z0 I a MI I eK InOuslnes, Inc. 1 nu uul Z0 14ZZ c0 I a rage I ID:6kowOLdl7rGJmyeC?PeX1 WysH73-Ze6DPcOCu8YOIGmC?lo5dO91_JE2V9UaWDMV_ayuVxj 4-2-0 6-0-0 _ 4-2-0 1-10-0 Scale = 1:14.4 • •• ♦ • • • • ♦ ♦ • • • •• • • • • • • • •••••• • • • •• • •••• 10 q 4-2-0 -4-0 2-4-0 LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.37 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.18 Vert(CT) -0.02 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 23 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 5-6. REACTIONS. (lb/size) 3 = 138/Mechanical 4 = 35/Mechanical 7 = 510/0-8-0 (min. 0-1-8) Max Horz 7 = 125(LC 11) Max Uplift 3 = -96(LC 11) 7 = .252(LC 11) Max Grav 3 = 138(LC 1) 4 = 52(LC 9) 7 = 510(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-11=-251 /100 WEBS 2-7=-419/513 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 5-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 7=252. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply PRO DESIGN BLDRS- 261 RES 19032802 J8 Jack -Open 8 1 A0O59412 Job Reference (optional) rvianinez I ru55 �.o., Inc.. medley, r-L as 100 nun: s.a1u s Ivlay zz zuia rnnu ts.jiu s may zz zuia MI I ex Inaumnes, Inc. I nu Jul 2b 14:36:uo 2019 rage 1 ID:6kOwOLdl7rGJmyeC?PeX1 WysH73-Ze6DPcOCu8YQIGmC?lo5dQ9iAJCzV9NaWDMV_ayuVxj 1-10-0 4-1-9 8-0-0 1-10-0 2-3-9 3-10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.55 Vert(LL) 0.02 6-7 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.32 Vert(CT) -0.05 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 175/Mechanical 5 = 133/Mechanical 7 = 555/0-8-0 (min. 0-1-8) Max Horz 7 = 168(LC 11) Max Uplift 4 = -117(LC 11) 5 = -36(LC 11) 7 = -273(LC 11) Max Grav 4 = 175(LC 1) 5 = 133(LC 1) 7 = 555(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=-329/164, 3-11=-293/169 BOT CHORD 1-7=-61 /255, 6-7=-309/278 WEBS 2-7=-396/533, 3-6=-298/330 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 7-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 4=117, 7=273. LOAD CASE(S) Standard Swle = 1:17.4 8-0-0 0-8-0 PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% Job Truss Truss Type Oty Ply PRO DESIGN BLDRS- 261 RES 19032802 J8A Jack -Open 1 1 A0059413 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.310 s May 22 2019 Print: 8.310 s May 22 2019 MiTek Industries, Inc. Thu Jul 25 14:36:01 2019 Page 1 ID:6kowOLd17rGJmyeC?PeX1 WysH73-1gfbdylgeSgHwPKOZ?JKAeiuYjRHEY4kit52WOyuVxi 8-0-0 8-0-0 5 •• • ,..._04 •• M II • • • ••C• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.51 Vert(LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.76 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 32 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-10-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 5=6-6-0, 4=6-6-0. (lb) - Max Horz 5= 168(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 3 except 5=-791(LC 11), 4=-274(LC 1) Max Grav All reactions 250 lb or less at joint(s) 3, 3, 4 except 5=1057(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-9=-1025/539, 9-1 0=-1 018/569, 2-10=-1014/616 BOT CHORD 1-5=-512/1033, 4-5=-512/801 WEBS 2-5=-893/1165, 2-4=-909/580 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 7-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 5=791, 4=274. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply PRO DESIGN BLDRS- 261 RES 19032802 J8G Jack -Open Girder 1 1 AOO59414 Job Reference (optional) Martinez I russ Go., Inc., memey, FL 331 tiff mun: 8.3 ru s may zz zu i u 1-nnc a.a i u 5 may zz zu r a V11 i en uluuslrles, if i nu Jul zo 1 wao.vc cv i u raye 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-V1 D_glt SPlo8XZvb6jgZjrE5x7luzv7t_Xrb2SyuVxh 3-5-0 _ 5-10-0 3-5-0 2-5-0 Scale. 1:17.8 1.5va II 3 5A II 5 2-0 , 5-10-0 1-9-0 0-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.34 Vert(LL) 0.04 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(CT) -0.06 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 38 Ito FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* Wt: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-2-7 oc bracing. REACTIONS. (lb/size) 6 = 2174/Mechanical 4 = 2535/Mechanical Max Horz 6 = 117(LC 7) Max Uplift 6 =-897(LC 7) 4 =-1119(LC 7) Max Grav 6 = 2174(LC 1) 4 = 2535(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-6=-1412/591, 1-2=-2261 /917 BOT CHORD 5-9=-952/2114, 9-1 0=-952/2114, 4-10=-952/2114 WEBS 2-5=-979/2276, 2-4=-2775/1249, 1-5=-865/2191 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=897, 4=1119. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1059 lb down and 451 Ito up at 1-4-12, 465 Ito down and 243 lb up at 2-0-12, 1059 lb down and 451 Ito up at 3-4-12, and 465 lb down and 231 Ito up at 4-0-12, and 1061 lb down and 449 lb up at 4-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 5=-1059(B) 7=-1059(B) 8=-465(F) 9=-465(F) 10=-1061(B) Job Truss Truss Type aty Ply PRO DESIGN BLDRS- 261 RES 19032802 J8P Jack -Open 1 1 AOO59415 Job Reference (optional) manu,ec i russ UU., 111c., meuley, rL JJ 100 nun: ad i u s may zz zu i u rnnr mzi i u s may ez zu 1 u mi 1 eK mUUSineS, inc. I nu dui Zo 14:Jb:uZ ZU1 y rage 1 I D:6kOwOLdl7rGJmyeC?PeX 1 WysH73-V1 D_gl1 SPlo8XZvb6jgZjrE3e7uXz2Tt_Xrb2SyuVxh 1-10-0 5-4-11 8-0-0 1-10-0 3-6-11 2-7-5 Scale. 1:17.4 • • •••• •••••• 12 T1 •• • •• • • 11 • • • • •••••• •• • • •••••• 1.5A II •••••• • • • W2 •••• •••• • • ••• •••• ••••• • • 0000 Li • • • • • (2) f6d NA111•S••i• •••••• 2x4 II •1•Sx4 -1 • • • • •••••• 3,6 II 7 •• • • • • • ••• • •••• 1 6-0 1 10-p 7-4-0 8-0-0 , 1-6 0 b-4 5-6-0 0-8-0 Plate Offsets (X,Y)-- 17:0-2-15,0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.48 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 30 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-5-9 oc bracing. REACTIONS. (lb/size) 4 = 126/Mechanical 5 = 183/Mechanical 7 = 555/0-8-0 (min.0-1-8) Max Horz 7 = 233(LC 11) Max Uplift 4 = -116(LC 11) 5 = -124(LC 11) 7 -384(LC 1 1) Max Grav 4 126(LC 1) 5 = 183(LC 9) -7 = 555(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=-284/166 BOT CHORD 6-7=-346/293 WEBS 2-7=-371 /604. 3-6=-364/429 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 7-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 4=116, 5=124, 7=384. LOAD CASE(S) Standard Job ss Truss Type Qty Ply DESIGN BLDRS- 261 RES 19032802 TJ8 X Jack -Open 3 1 CO A0059416 Reference (optional) 1.5A 11 1-6-0 11-6-0-0 4-2-0 4-2-0 .,, ....ay « < � � 1 1Il l.. V.I. u , "lay « —1 ci rv111 Unit luubtli—, 111F I I lu Jul Zu 14.J0.uJ Lu I U rage 1 8-0-0 00-8-0-0 Scale - 1:17.4 Dead Load Dell.. 1/161,, 119 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 Vert(LL) 0.05 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.39 Vert(CT) -0.11 4-5 >632 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(CT) 0.05 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 29 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except* 2) ' This truss has been designed for a live load of B3: 2x4 SP No.3 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 3) Refer to girder(s) for truss to truss connections. Structural wood sheathing directly applied or 2-2-0 oc 4) Provide mechanical connection (by others) of truss purlins. to bearing plate capable of withstanding 100 lb uplift at BOT CHORD joint(s) except Qt=lb) 3=154, 7=274. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) LOAD CASE(S) 3 = 227/Mechanical Standard 4 = 71/Mechanical 7 = 605/0-8-0 (min.0-1-8) Max Horz 7 = 168(LC 11) Max Uplift 3 =-154(LC 11) 7 =-274(LC 11) Max Grav 3 = 227(LC 1) 4 = 72(LC 9) 7 = 605(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-323/144 BOT CHORD 1-7= 109/251 WEBS 2-7=-634/675 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-2 to 3-1-2, Interior(1) 3-1-2 to 7-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 Job Truss Truss Type aty Ply PRO DESIGN BLDRS- 261 RES 19032802 MV2 Valley 1 1 AOO59417 Job Reference (optional) manlnez I cuss uo., Inc., medley, hL 331 bb mun: tf.s 1 u s may zz zu i v rrinC t3.J 1 u s may zz eui a ml I eK Inausines, Inc. 1 nu JUI zt) 14:J6:uJ zu i u rage 1 ID:6kOwOLd17rGJmyeC?PeX1 WysH73-zDnM2e25A3w?9jUngOLoF3nLOWHViY50CBa9buyuVxg 2-0-0 , e—F, 2 2.4 Scale = 1:5.7 • • • • *Gee • • • 00 • 00 • • • • • • • • • •••• 1-4-0 1-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 61/2-0-0 (min. 0-1-8) 2 = 50/2-0-0 (min. 0-1-8) 3 = 11/2-0-0 (min. 0-1-8) Max Horz 1 = 24(LC 1 1) Max Uplift 1 = -20(LC 11) 2 = -34(LC 11) Max Grav 1 = 61(LC 1) 2 = 50(LC 1) 3 = 11 (LC 1) FORCES. (lb) 'Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. LOAD CASE(S) Standard Job Truss Truss Type aty Ply PRO DESIGN BLDRS- 261 RES 19032802 MV4 Valley 1 1 A0059418 Job Reference (optional) 41 0*00 nun. o.o iU s lway «cU IU rnn1: a.o 1U s may 44 ZU is rnl i eK mausines, mc. I nu JUI Zb 14:3b:U4 ZU1 V rage 1 ID:6kOwOLdi7rGJmyeC?PeX1 WysH73-RPLkF_3jxN2rnt3zEBsloGKRlwcnR_LARrKi7LyuVxf 4-0-0 4-0-0 1.5A II Scale. 1:8.8 2 • • • • • 3 • • •• 2.4 % 1.5A II 3-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.30 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.07 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 163/4-0-0 (min. 0-1-8) 3 = 163/4-0-0 (min.0-1-8) Max Horz 1 = 63(LC 11) Max Uplift 1 = -55(LC 11) 3 = -76(LC 11) Max Grav 1 = 163(LC 1) 3 = 163(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply PRO DESIGN BLDRS- 261 RES 19032802 V4 Valley 1 1 A0059419 Job Reference (optional) manlnez I cuss Go., Inc., mealey, rL 331 bb run: 8.31 v s may zz zu I u rnn[: a.J Iv s may ZZ ZU, a m1I eK ,nausines, Inc. I nu JUI zb , 4:JO:V4 zv I torage 1 ID:6k0w0Ldl7rGJmyeC?PeX1 WysH73-RPLkF_3ixN2mt3zE8s1 oGKVhwddR_LARrKi7LyuVxf 1-9-8 _ _ 3-7-0 1-9-8 1-9-8 Scale. 1:6.5 B1 • • • • •••• •••••• •••••• •• •••••• • • •••• •••• ••••• 2 1•••••• •••• •••••• •• •• •• • •••••• • • • • • •••••• • • • • 2-11-0 2-11-0 0-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 0.90 TIC 0.00 Vert(LL) n/a n/a 999 TCDL 15.0 Plate Metal DOL 0.90 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Lumber DOL 0.90 WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Rep Stress Incr YES Matrix-P Weight: 8 lb FT = 20% Code FBC2017fTP12014 LUMBER- BOT CHORD 2x6 SP No.2 BRACING- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2 = 22/3-7-0 (min. 0-1-8) 1 = 22/3-7-0 (min. 0-1-8) Max Grav 2 = 22(LC 1) 1 = 22(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Gable requires continuous bottom chord bearing. 2) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply PRO DESIGN BLDRS- 261 RES 19032802 V8 Valley 1 1 A0O5942O Job Reference (optional) - - •-,. • - -•- • --- ,x,oy « —, � . ..lay cc — — -11— II IVUJl11C5, IIIU. I IIU JUI eD 14:JO:uo zu I C rage 1 ID:6kOwOLdi7rGJmyeC?PeXt WysH73-wcv6TK4LigBiO1 eAorNGKUscDKzAAOOJgV3GfnyuVxe 3-9-8 7-7-0 3-9-8 3-9-8 Scale . 1:13.5 46 _ 2 • • • • • • • 4 •••••• 2x4. 1.5x411 2x4 • • •• • • •• • • • ••• 3-9-8 6-11-0 7-7-0 3-9-8 3-1-8 0-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 21 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 156/7-7-0 (min.0-1-8) 3 = 156/7-7-0 (min.0-1-8) 4 = 323/7-7-0 (min.0-1-8) Max Horz 1 = -27(LC 9) Max Uplift 1 = -75(LC 11) 3 = -75(LC 11) 4 = -106(LC 11) Max Grav 1 = 156(LC 1) 3 = 156(LC 1) 4 = 323(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-251 /285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) 4=106. LOAD CASE(S) Standard REPORTr'" ESR-2549 Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. I " Office # 5360 WaWian Mil Road, WHllier, California 90601 # (562) 699-0543 WWW.ICC-es.org Regional Office # 900 Montclair Road, Suile A, Birmingham, Alabama 35213 # (205) 599-9 Regional Office # 4051 West Flossmoor Road, Country Club F611s, Illinois 60478 # (708) 799-2305 DIVISION: 06—WOOD AND PLASTICS 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.stronatie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: # 2006 International Building Code® (IBC) # 2006 International Residential Code® (I RC) # Other Codes (see Section 8.0) Properties evaluated: Structural 2.0 USES The Simpson Strong -Tie face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 for a drawing of a typical U series hanger. 3.1.3 HU/HUC Series Hangers: The HU and HUC series hangers are formed from No. 14 gage galvanized steel. HU hangers having a width equal to or greater than 2'/16 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. %e%,Tsgle 3 for the hanger dimensions, required fasteners, ando allowable • • •.. loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUgahmiser. .. ...... 3.1.4 LUS Series Hangers: tAe*I-I s series hangers are....; formed from No. 18 gage galvar0469�teel. ThQ1i' oIrs have • prepunched holes for the installdtWof nails tR9t'2re driveho • • • at a 45-degree angle through ff*Z6iSj and irgth*Te�headep,• • • - which is described as double shear•rmiling in the installatioe..... instructions. See Table 4 forthe4wmw dimensions, required .' fasteners, and allowable loads an Figure 4 for a drawing pf,..;. a typical LUS series hanger. 3.1.5 MUS Joist Hanger: Th8'MUS serf* DhMgers are • formed from No. 18 gage galvanized steel. "U-shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS Series Hangers: The HUS series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are formed from No. 16 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 7 forthe hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. 3.1.8 SUR/L Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. See Table 9 for the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUR/L series hangers. 4; REPORTS— are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Im Copyright 0 2008 Page 1 of 10 Page 2 of 10 ESR-2549 3.2 Materials: 3.2.1 Steel: The hangers described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation, Grade 33, with a minimum yield strength, F,,, of 33,000 psi (227 MPa) and a minimum tensile strength, F., of 45,000 psi (310 MPa). Minimum base -metal thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) • • • TV. 14 0.0685 No. 16 • • . 0.0555 • • 18 0.0445 0.20 • 0.0335 ;.. •. . or SI: 1 inch = 25.4 min . .... .•.. • • • • • The' Jwwtrs hAvek • a• minimum G90 zinc coating • • • ,,specific figg in accgfdarlgp with ASTM A 653. Some models (designate with a n1b�jgl'ggmber ending with Z) are available with a G1� zinc cool ng Specification in accordance with .' ASTM A 953. Some m OMe designated with a model number ' •" *ending ktbADG) are available with a hot -dip galvanization, • • •;also known Iis "bat& g4vanization, in accordance with :,,,,:also •ASTM f t 1 �3 nrith a TniniMum specified coating weight of 2.0 ouncessof2fic per square foot of surface area (600 g/m2), total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F 1667 and have the following minimum fastener dimensions and bending yield strengths (F,,b): COMMON NAIL SIZE SHANK DIAMETER (Inch) FASTENER LENGTH (inches) F,.b (psi) 10d x V/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d x 2'/2 1 0.162 21/2 90,000 16d 1 0.162 1 31/ 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, CD, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, C,, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.80C), the allowable loads in this report must be adjusted by the temperature factor, C, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007). 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report ES( R-2523) that is used as an identifier for the products recognized in this report. 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: Page 3 of 10 ESR-2549 # 2003 International Building Code® (2003 IBC) # 2003 International Residential Code® (2003 IRC) # 2000 International Building Code® (2000 IBC) # 2000 International Residential Code® (2000 IRC) # 1997 Uniform Building Coder"' (UBC) The products described in this report comply with, or are suitable alternatives to what is specified in, the codes listed above, subject to the provisions of Sections 8.2 through 8.7. 8.2 Uses: 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See Section 2.0 of this report. 8.2.2 UBC: Replace the information in Section 2.0 with the following: Simpson Strong -Tie face -mount hangers are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. 8.3 Description: 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report. 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this report, except modify Section 3.2.3 of this report to reference Section R323.3 of the IRC. 8.3.3 UBC: See Section 3.0 of this report, except modify the first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and UBC: See Section 4.0 of his report. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The Simpson Strong -Tie products described in this Leppr comply with, or are suitable alternatives • to what is specified in, those • • • • • codes listed in Section 8.0, sub; tto the same *onditions of .. use indicated in Section 5.0 of this report. . . . • ...• . •. • •..... 8.5.2 UBC: The Simpson Strongatig products described ip • this report comply with, or are suOV41e alternatiyg§ go what i;• • • • • specified in, the UBC, subject tb j4g %&me caVjt`op of use .• .... indicated in Section 5.0 of W% port, except the last . sentence of Section 5.5 is replaced with.tV4?ollowing •"' Fasteners used in contact with preservative Hate8 or firb* retardant treated lumber must;M minimum, comply with •• UBC Section 2304.3. ' • • • • • • • • 000000 8.6 Evidence Submitted: 200,I•114Cy 2003)RC.1000 IBO,• • • • 2000 IRC, and UBC: • • See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 7.0 of this report. Page 9 of 10 ESR-2549 TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS DIMENSIONS' COMMON NAILSz ALLOWABLE LOADS'' (inches) (Quantity -Type) (Ibs) MODEL NO. Uplifts Download W H B Header Joists Co= 1.33 or = 1.6 Co= 1.0 Co= 1.15 Cp= 1.25 HHUS26-2 3 /,a 5 /16 3 14-16d 6-16d 1,550 2,580 2,965 3,225 HHUS28-2 3 /18 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUTC1 -2 0 3 /16 -7'/2- 9 / 3 30-16d 10-16d 2,855 5,190 5,900 5,900 HHUS46 3 /8 • • 5 ra 3 14-16d 6-16d 1,550 2,580 2,965 3,224 HHUS+48• • 3 /8 7'/ 3 22-16d 8-16d 2,000 3,885 1 4,470 1 4,855 HHUS410 3s/s ' 3 30-16d 10-16d 2,855 5,190 5,900 5,900 ;••••for Sl:1 inch =25.4mm 1lbf=4.45N. • • • + A. Refer thf%ltire 7 (this A"Jl d) for definitions of hanger nomenclature (W, H, B). �. •: • 2. Refer te6estion 3.2.3 e**is+report for nail sizes and required minimum physical properties. • ;. Tabu�td`"Iawable %ads mast be selected based on duration of load as permitted by the applicable building code. • 4. Where FtUS series hggW;%qppport solid -sawn joists having a maximum depth of 11 inches, they provide torsional resistance, which is • • defined as a momentof not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of • • • • •' the jolsj 1#/44 lespect to the vertical position of the joist is 0.125 inch (3.2 mm). • 6. Joist nails mrlSt be drjd2p at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. �. AllowaWs uplift loads•have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must bp, ;ftLred when other load durations govern. A, � H FIGURE 7-HHUS SERIS HANGER (see Table 7) FIGURE 8--SUR/L SERIES HANGER (see Table 8) TARLF R-ALLOWABLF LOADS FOR THE SUR/SUL SERIES JOIST HANGERS MODEL NO. DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS3.4 (Ibs) W H B Al A2 Header Joist Uplifts Download Co=1.33 or =1.6 Cp=1.0 Co=1.15 Cp=1.25 SUR/1_24 1 /1a 31/,,, 2 1 /e 1'/. 4-16d 4-10dx11/z 450 530 610 665 SUR/L26 1 /16 5 2 1 /8 /4 1 6-16d 6-10dx1 /z 720 800 960 1,000 SUR/L26-2 3 /8 4 /,8 2 /8 1 /z 2 /8 8-16d 4-16dx1 /z 710 1,065 1,225 1,330 SURIL210 1 /1e 8 /,8 2 1 /a 1 /4 10-16d 10-10dx1 /z 1,200 1,330 1,530 1,660 SUR/1_214 1 /i8 10 2 1 /,, 1 /4 12-16d 12-10dx1 /Z 1,440 1,595 1,835 1,995 SUR/1_210-2 3'/8 811/,e 2 /8 1 /z 2 /a 14-16d 1 6-16dx2 '/21 1,065 1,860 2,140 2,330 SUR/1-414 3 /,8 12 /z 2 /8 1 2 /a 18-16d I 8-16dx2'/2 1 1,420 2,395 2,500 2,500 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where SURIL series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. ICC-ES Evaluation Report ESR-2549 Reissued January 2015 This report is subject to renewal January 2016, www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® . . .... ...... DIVISION: 06 00 00-- WOOD, PLASTICS, AND 3.1.3 HU and HUC Series HadgerS: The�M%agd HUC • COMPOSITES series hangers are formed fretTi•J8!' 14 gage•galvanizeal•••:. Section: 06 05 23—Wood, Plastic, and Composite steel. HU hangers having a width egaal to or giveater than Fastenings 29/16 inches (65 mm) are availabl&Wth concealed flangel"": and are specified with the modoladesignat?bAw1C. Seq.... REPORT HOLDER: Table 3 for the hanger dimensions.iequired fasteners, and.;..• SIMPSON STRONG -TIE COMPANY INC. allowable loads; and Figure 3A f4r.$ drawillg.df $ typicV • 5956 WEST LAS POSITAS BOULEVARD HU series hanger and Figure V t%jV HUC hanger. • • PLEASANTON, CALIFORNIA 94588 . 3.1.4 LUS Series Hangers: 'fhe L4S serif%haagers are•••:. the Hangers (800) 925-5099 formed from No. 18 gage gatvanizep steek www.stronatie.com have prepunched holes for the 4msta tion of nails that are* driven at a 45-degree angle through the jo's4 49Into the EVALUATION SUBJECT: header, which is described as double shear nailing in the SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and WOOD FRAMING Figure 4 for a drawing of a typical LUS series hanger. 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code® (IBC) ■ 2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie® face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 for a drawing of a typical U series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS and HUSC Series Hangers: The HUS and HUSC series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUSC26, HUS28, HUSC28, HUS210, and HUSC210 hangers, which are formed from No. 16 gage galvanized steel. The HUS models having a seat width (W) equal to 39/16 inches (90 mm) are available with concealed flanges and are specified with the model designation HUSC. The hangers have prepunched holes for the installation of joist nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. ICC-ES Evaluation Reports are not to be consented as representing aesthetics or arp, other attributes not specifically addressed, nor are they to be construed as an endnrsement of the suhject of the repnrt or a recnntmendation for its use. There is nn warramty by ICC Evaluation Service, LLC, express nr implied, as to an} finding or other matter in this report, or as to an),product covered by the report. 66.1 Copyright 0 2014 Page 1 of 14 ESR-2549 Most Widely Accepted and Trusted Page 2 of 14 3.1.8 SUR/L and SUR/LC Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x SUR/L models are available with the A2 flanges concealed and are identified with the model designation SUR/LC. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L and HSUR/LC Series Hangers: The HSUR4,spries hangers are formed from No. 14 gage •• • • galva?iApp,ateel. SL42 and SUL are mirror -image identical . • hangers, Wwed at 45 jorees right and left, respectively. The 3-Ix and 4x H§VNI, jnodels are available with the A2 flanges concealed and are identified with the model .,..; designa(ion HSUFt/M**§ee Table 9 for the hanger • . dimerAdiV, required tisloners, and allowable loads; and • • • • • Figure VMP a drawin j*&typical HSUR/L series hangers. .... • • .... 0000 3.1.19 Tot.eNTU Ss.(*i..0Vt3..,�j.angers: The HTU hangers are designed To suppor(`lasn installed with full or partial heel .' heights and gaps etween the truss and the supporting •. •• a girder6:1.L4to, bui not exceeding, 1/2 inch (12.7 mm), as •••,:shown in Tables 1QA4an&10C, and 1/6 inch (3.2 mm) as • •showq •ih, Table 1UB.' RAinimum and maximum nailing options•arM•given in Tables 10A, 1013, and 10C to address varying heel heights and support conditions. The HTU hangers are formed from No. 16 gage galvanized steel. See Table 10A and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to inch (12.7 mm). See Table 106 and Figures 10A and 1013 for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to 1/8 inch (3.2 mm). See Table 10C and Figures 10A and 10C for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the minimum allowable number of nails is driven into the supporting girder, and the gap between the truss and supporting girder is less than or equal to 1/2 inch (12.7 mm). 3.1.11 The LUCZ Series Hangers: The LUCZ hangers have concealed flanges to allow for installation near the end of a supporting member such as a ledger or header. The hangers are formed from No. 18 gage galvanized steel. See Table 11 and Figure 11 for hanger dimensions, required fastener schedule, allowable loads and a typical installation detail. 3.1.12 The HGUS Series Hangers: The HGUS series hangers are formed from No. 12 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 12 for the HGUS series hanger model numbers, hanger dimensions, required fasteners, and allowable loads; and Figure 12 for a drawing of a typical HGS hanger. 3.2 Materials: 3.2.1 Steel: All hangers described in this report, with the exception of the HTU and HGUS series hangers, are manufactured from galvanized steel complying with ASTM A653, SS designation, Grade 33 with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). The HTU and HGUS series hangers are manufactured from galvanized steel complying with ASTM A653 SS designation, Grade 40 with a minimum yield strength, Fy, of 40,000 psi (276 MPa) and a minimum tensile strength, Fu, of 55,000 psi (379 MPa). Minimum base -steel thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as 'batch" galvanization, in accordance with ASTM A123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/rn), total for both sides. Model numbers for all hangers in this report, except the LUCZ series hangers, do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber, structural glued laminated timber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F1667 and have the following minimum fastener dimensions and bending yield strengths (Fyb): COMMON NAIL SIZE SHANK DIAMETER (Inch) FASTENER LENGTH (inches) Fyb (psi) 10d x 11/2 0.148 1112 90,000 10d 0.148 3 90,000 16d x 2%. 0.162 21/2 90,000 16d 0.162 31/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or 2012 IRC Section R317.3, 2009 IRC Section R317.3, or 2006 IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. ESR-2549 Most Kride/yAccepted and Trusted Page 3 of 14 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, CD, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, CM, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100OF (37.80C), the allowable loads in this report must be adjusted by the temperature factor, Cr, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, the most restrictive governs. 5.0 CONDITIONS OF USE manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. In the event of conflict between this report and the Simpson Strong - Tie published installation instructions, the more restrictive governs. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Sectiorn 4.1 end the . . .. ... applicable codes must Ise . consider.ed where... applicable. •' ' .".'. '. ...... .. . ...... 5.4 Connected wood mend{$ • and fasteners must • comply, respectively, with &piions 3.2.? jang 3.2.3 V • • • • this report. • .... .... ..... 5.5 Use of connectors with.presswative treated or fire.:.. • retardant treated lumber.must.de in a4wbaace with..... Section 3.2.1 of this reja O,j4se of fasteners with .' preservative treated or Ire fbtardant Treated lumber, �„ • must be in accordance. with, Sectioq •3!2!3' of thy • report. •••••• 6.0 EVIDENCE SUBMITTED �.:.. • Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2010 (editorially revised December 2011). 7.0 IDENTIFICATION The Simpson Strong -Tie face -mount hangers for wood- The products described in this report are identified with a framed construction described in this report comply with, or die -stamped label or an adhesive label, indicating the are suitable alternatives to what is specified in, those name of the manufacturer (Simpson Strong -Tie), the model codes listed in Section 1.0 of this report, subject to the number, and the number of an index evaluation report following conditions: (ESR-2523) that is used as an identifier for the products 5.1 The connectors must be manufactured, identified and recognized in this report. installed in accordance with this report and the TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS3'4'5 (Ibs) MODEL No. W H B Header° Joist Uplift° Download Co = 1.6 Co=1.0 Cp= 1.15 CD= 1.25 10d 16d 10d 16d 10d 16d LU24 19/,6 3'/e 11/2 4 2-10d x 11/, 265 465 555 530 635 575 690 LU26 19/,e 43/4 1% 6 4-10d x 02 565 695 835 800 955 865 1,030 LU28 19/,6 63/g 11/: 8 6-10d x 11/, 850 930 1,110 1,065 1,270 1 1,150 1,375 LU210 19/,0 713/1e 11/, 10 6-10d x 02 850 1,160 1,390 1,330 1,590 1 1,490 1,720 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 'Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). The height, H, of the foist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 'The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. °Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting headerlbeam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. ESR-2549 Most Widely Accepted and Trusted Page 7 of 14 TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS MODEL DIMENSIONS' (inches) COMMON NAILSZ (Quantity -Type) ALLOWABLE LOADS'' (Ibs) NO. W H B Header Joists Uplift" Download Co = 1.6 CD =1.0 Cp = 1.15 CD = 1.25 MUS26 19/16 53/,6 2 6-10d 6-10d 1,090 1,300 1,485 1,615 MUS28 1 19/16 63/, 2 8-1Od 8-10d 1,555 1.735 1,985 2,150 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). ZRefer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. Tabulated AlIftble loads must be selected based on duration of load as permitted by the applicable building code. • • • •4MUS series hangers prolige torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the • joist at whichothe lateral.moveinent of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The •; • • • weight, Ayd'JVjoist hVgPr rpryst be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. • • ..: foist nails must be driven at a 4% degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. • 6Allowabj, t"ft loads hg,1e%%2p increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must • • • • be reduce&Mmn other loaddtrations govern. . • • • •••••• C • • • • • • +gyp``[ • �y, /?- FIGURE 5-MUS HANGER (see Table 5) FIGURE 6-HUS SERIES HANGER (see Table 6) TABLE 6-ALLOWABLE LOADS FOR THE HUS AND HUSC SERIES HANGERS DIMENSIONS' (inches) COMMON NAILSZ (Quantity -Type) ALLOWABLE LOADS''`'' (Ibs) MODEL W H B Header Joist' Uplifts Download Co=1.6 CI) =1.0 Co=1.15 Co=1.25 HUS26 15/6 53/e 3 14-16d 6-16d 1,500 2,720 3,090 3,335 HUS28 15/6 71/16 3 22-16d 8-16d 2,000 3,770 3,895 3,980 HUS210 16 /8 9'/16 3 30-16d 10-16d 3,000 4,010 4,165 4,275 HUS46 39/16 45/,6 2 4-16d 4-16d 1,235 1,045 1,190 1,290 HUS48 39/,6 615/,6 2 6-16d 6-16d 1,550 1,565 1,785 1,930 HUS410 39/1e 815/1e 2 8-16d 8-16d 2,970 2,090 2,380 2,575 HUS412 39/,6 103/4 2 10-16d 10-16d 3,635 2,610 2,975 3,220 HUS26-2 31/6 53/,e 2 4-16d 4-16d 1,235 1,045 1,190 1,290 HUS28-2 3'/6 7 /16 2 6-16d 6-16d 1,550 1,565 1,785 1,930 HUS210-2 3 /e 9 /,6 2 8-16d 8-16d 2,970 2,090 2,380 2,575 HUS212-2 3 /6 11 2 10-16d 10-16d 3,635 2,610 2,975 3,220 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B). ZRefer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HUS series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. 'HUS series hangers with widths (W) equal to or greater than 39/,6 inches (90 mm) are available with header flanges turned in (concealed) and are identified with the model designation HUSC#. 11. IDENTIFICATION: Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. a.<kit .i ip�fFs,r r Ohnolo y ''Jeffr y,, e,§ P.E. '.- P.E!' o, 58 Jatt�1 "ry 5, Page 19 of 19 Simpson Strong -Tie ESR-2549 Used for Florida State Wide Product Approval # FL10655 Products on this Report which are approved: Product FL# Product FL# HHUS210-2 10655.1 HU36 10655.42 HHUS26-2 10655.2 HU38 10655.43 HHUS28-2 10655.3 HU410 10655.44 HHUS410 10655.4 HU412 10655.45 HHUS46 10655.5 HU414 10655.46 HHUS48 10655.6 HU416 10655.47 HSUL210-2 10655.7 HU44 10655.48 HSUL214-2 10655.8 HU46 10655.49 HSUL26-2 10655.9 HU48 10655.50 HSUL410 10655.10 HU610 10655.51 HSUL414 10655.11 HU612 10655.52 HSUL46 10655.12 HU614 10655.53 HSUR210-2 10655.13 HU616 10655.54 HSUR214-2 10655.14 HU66 10655.55 HSUR26-2 10655.15 HU68 10655.56 HSUR410 10655.16 HUC210-2 10655.57 HSUR414 10655.17 HUC210-3 10655.58 HSUR46 10655.18 HUC212-2 10655.59 HU210 10655.19 HUC212-3 10655.60 HU210-2 10655.20 HUC214-2 10655.61 HU210-3 10655.21 HUC214-3 10655.62 HU212 10655.22 HUC216-2 10655.63 HU212-2 10655.23 HUC216-3 10655.64 HU212-3 10655.24 HUC24-2 10655.65 HU214 10655.26 HUC26-2 10655.66 HU214-2 10655.26 HUC28-2 10655.67 HU214-3 10655.27 HUC310 10655.68 HU216-3 10655.29 HUC310-2 10655.69 HU24-2 10655.30 HUC312 10655.70 HU26 10655.31 HUC312-2 10655.71 HU26-2 10655.32 HUC314 10655.72 HU28 10656.33 HUC314-2 10665.73 HU28-2 10655.34 HUC316 10655.74 HU310 10655.35 HUC34 10655.75 HU310-2 10655.36 HUC36 10655.76 HU312-2 10655.37 HUC38 10655.77 HU314 10655.38 HUC410 10655.78 HU314-2 10655.39 HUC412 10655.79 HU316 10655.40 HUC414 10655.80 HU34 10655.41 HUC416 10655.81 SIMPSON STRONG -TIE COMPANY, INC Product FL# Pro4act•, FL# HUC44 10655.82 : . 0 •SUL211f* * 106triZ2 HUC46 10655.83 .„..,SUL2hp;2,• 106;5P+141 H UC48 10655.84 ... :.. SU L214 . 10655.124 HUC610 10655.85 �•"••SUL26 • • • • SUL24 •.. 104YU; HUC612 10655.86 ... * 10655,f2f HUC614 10655.87 ":":SUL2e-2:'. 106bb''i27 HUC616 .. 10655.88 : : . • :.. .SUL414.. . • . 10655....1l8 HUC66 10655.89 ; :SUR2.10 . 10655.1Z9 HUC68 10655.90 • SURM-Y" 10665.139 HUS210 10655.91 • •-SUR%14 • • . 10655.13t HUS210-2 10655.92 SUR24"' 10655.132 HUS212-2 10655.93 SUR26 10655.133 HUS26 10655.94 SUR26-2 10655.134 HUS26-2 10655.95 SUR414 10655.135 HUS28 10655.96 U210 10655.136 HUS28-2 10655.97 U210-2 10655.137 HUS410 10655.98 U210-3 10655.138 HUS412 10655.99 U210R 10655.139 HUS46 10655.100 U214 10655.140 HUS48 10655.101 U24 10655.141 LU210 10655.102 U24-2 10655.142 LU24 10655.103 U24R 10655.143 LU26 10655.104 U26 10655.144 LU28 10655.105 U26-2 10655.145 LUS210 10655.106 U26R 10655.146 LUS210-2 10655.107 U310 10655,147 LUS214-2 10655.108 U314 10655.148 LUS24 10655.109 U34 10655.149 LUS24-2 10655.110 U36 10655.150 LUS26 10655.111 U410 10655.151 LUS26-2 10655.112 U410R 10655.152 LUS28 10655.113 U414 10655.153 LUS28-2 10655.114 U44 10655.154 LUS410 10655.115 U44R 10655.155 LUS414 10655.116 U46 10655.156 LUS44 10665.117 U46R 10655.157 LUS46 10655.118 U610 10655.158 LUS48 10655.119 U610R 10655.159 MUS26 10655.120 U66 10655.160 MUS28 10655.121 U66R 10655.161 ESR-2549 EEPORTS R TMIssued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BusrnesslRegwrnl Office # 5360 Wakman Mill Road, Wrdtlw, Caffarra 90601 # (562) 69MW Regional Oflloe # 900 Montclair Road, Suite A, Birmingham, Alabama W213 # (205) 599-98M WWW.ICC-es.orq RegionalOffice #4051 West FlossmoorRoad, Country Club Hills, Illinois 60478#(708)799.2305 DIVISION: 06—WOOD AND PLASTICS Section: 06090—Wood and Plastic Fastenings REPORT& WO LDER: ...... .... . . '. SIMPSON STRONG4119 o 3MPANY, INC. .....5956 Wtt LAS PosmAs BOULEVARD RLEASANTON, CALW4RW&A 94588 "'( 100) 926-5099 *see • ...Www.sfrPysi1ib.com' ....' ..... .... ...... . �iVALUA n*6; SUBA*W* * .. �; �SIMPSON STJIONG;TIE F14CE-MOUNT HANGERS FOR 1 OOD1'Rtpt tNG 1.0 EVALUiAAON SCOPE ... Compliance with the following codes: # 2006 Intemational Building Code® (IBC) # 2006 Intemational Residential Code® (IRC) # Other Codes (see Section 8.0) Properties evaluated: Structural 2.0 USES The Simpson Strong -Tie face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated underthe IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 for a drawing of a typical U series hanger. 3.1.3 HU/HUC Series Hangers: The HU and HUC series hangers are formed from No. 14 gage galvanized steel. HU hangers having a width equal to or greater than 21/t6 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No.18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS Series Hangers: The HUS series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are formed from No.16 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. 3.1.8 SUR/L Series Hangers: The SUR/L series hangers are formed from No.16 gage galvanized steel. SUR and SUL are minor -image identical hangers, skewed at 45 degrees right and left, respectively. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. See Table 9 for the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUR/L series hangers. REPORTS- are not to be construed as representing aesthetics or anv other attributes not specifically addressed, nor are they to be construed as an endnrsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright ® 2008 rrr+rn..� ne'csmntiar� Page 1 of 10 Page 2 of 10 ESR-2549 3.2 Materials: 3.2.1 Steel: The hangers described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation, Grade 33, with a minimum yield strength, F, of 33,000 psi (227 MPa) and a minimum tensile strength, 9., of 45,000 psi (310 MPa). Minimum base -metal thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (Inch) No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model numberending with Z) are available with a G185 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 forengineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F 1667 and have the following minimum fastener dimensions and bending yield strengths (Flb): COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) F,. (psi) 10d x 1'/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d x 21/2 0.162 21/2 90,000 16d 0.162 3'/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, C., corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 1001F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, C, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100OF (37.81C), the allowable loads in this report r iAl %adjusted by the temperature factor, Cr, $pegjffed in the I M. • • • • • • • Connected wood members must be anAyzed for load- � • carrying capacity at the connection in accor nwith the NDS. ...... ace :....: .... .... . . 4.2 Installation: ' .... .... ..... Installation of the connectors nV4 bt3n accoldalae�with th19 • • evaluation report and the• • manufacturer's published • • •. installation instructions. In the vventeia conflict between this so report and the manufactdre's published icistallatior&..% instructions, this report goverrp. ;""' 0 5.0 CONDITIONS OF USE • • • • • The Simpson Strong -Tie face -mount hangers for wood - framed construction described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007). 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR-2523) that is used as an identifier for the products recognized in this report. 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: Page 3 of 10 ESR-2549 # 2003 International Building Code® (2003 IBC) # 2003 International Residential Code® (2003 IRC) # 2000 International Building Code® (2000 IBC) # 2000 International Residential Code® (2000 IRC) # 1997 Uniform Building CodeTm (UBC) The products described in this report comply with, or are suitable alternatives to what is specified in, the codes listed above, subject to the provisions of Sections 8.2 through 8.7. 8.2 Uses:. "' %.2.1 20U3'IBC, 20p3JR(; 2000 IBC, and 2000 IRC: See .' Sectiog %Q%this retort* . . .. ...... ..... ).2.2 UqC: ReplacV41p jjormation in Section 2.0 with the • • • • following: Simpson Stropg�Tie face -mount hangers are used as woeaa T rarring ca4 ec tars in accordance with Section . t318.41 of the UBC. ..... .... ...... 8.3.1 20W IBC ante 2003 IRC: See Section 3.0 of this .....feport..:... : . . .... g.3.2 20Q0 IBC an§t 2QQ; IRC: See Section 3.0 of this report, excepttnodify Section 3.2.3 of this report to reference Section MM.3 of the IRC. 8.3.3 UBC: See Section 3.0 of this report, except modify the first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and UBC: See Section 4.0 of his report. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 8.0, subject to the same conditions of use indicated in Section 5.0 of this report. 8.5.2 UBC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, the UBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 7.0 of this report. Page 4 of 10 ESR-2549 TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS' (inches) FASTENERS' (Quantity -Type) sas ALLOWABLE LOADS ' ' (Ibs) MODEL No. W H B Headers Joist Uplift° Download CD = 1.33 or = 16 CD= 1.0 CD= 1.15 CD= 1.25 10d 16d 10d 16d 10d 16d LU24 19/'s 3'/e 1 % 4 2-10dx1'/z 245 445 1 530 510 610 555 665 LU26 19116 4% 1 1% 6 14-10dx1Ys 490 665 800 765 920 830 1,000 LU28 19/16 6% 1Yz 8 6-10dx112 735 890 11065 1,025 1,225 1,i16• 1,300 • LU210 19/16 7 's/'s 1'/z 1 X s • • • : • •• • •• • For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. • • • • • •••••• •• • •••••• 1. Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 090900 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 000 • • • • • • 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building coda . • • • • 4. LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (3M NJ times the b9oth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.128 LrIC1111 13.2 m J!1 • • • • • • • • 5. The quantity of 10d or 16d common nails specked in the "Header" column under "Fasteners" is required taachieve the tabuiated allowable • • . • • loads shown in the Allowable Download "10d" or "16d" columns. . • . • • • . 0' 6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting hee&der/Lleatn, and have been • 0 increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced whorootlaorload durations govern. : 0 0 ' ; . 0 . • ; •• • • •• • • 0.:0.6 I for 6024 FIGURE 1--LU SERIES HANGER AUGUST 3, 2015 1 TRUSSED VALLEY CONNECTION DETAIL I T-VALLEY-180-D 0 00 0 00 a MiTek USA, Inc. SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS 6" O.C. GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Tampa, FL GENERAL SPECIFICATIONS 1. NAIL SIZE =3.5"X0.131"=16d 2. WOOD SCREW = 4.5" WS45 USP. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-05 7. VALLEY STUD SPACING NOT TO EXCEED 60" O.C. *see 8. BASE TRUSS AND VALLEY TRUSS BUST �E SOUTM�R N PINE LUMBER.• •••••• •• • ••••• • • • • • • • ••••• ••• 0 • • •• • 0 0000 GABLE END, COMMON TRUSS OR GIRDER TRUSS WIND DESIGN PER ASCE 7-10 MAXIMUM WIND SPEED = 180 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 EXPOSURE B, C OR D WIND DURATION OF LOAD INCREASE: 1.33 ACH 2x4 CONTINUOUS NO.2 SP MAX TOP CHORD TOTAL LOAD = 50 PSF SHE ROOF W/ TWO USP WS45 (1/4" X 4.5") MAX SPACING = 24" O.C. (BASE AND VALLEY) DO SCREWS INTO EACH BASE TRUSS. MINIMUM REDUCED DEAD LOAD OF 4.8 PSF / 111111111/1 ON THE TRUSSES. `��.� ��G•ENS�•.;9i�r 39380 AT E •' VJ 1.5"Max %0• ss�O N AL E;.�` ��/11111111�` I FL Cert. 6634 August 3, 2015 JANUARY 1, 2009 MiTek USA, Inc. L-BRACE DETAIL Nailing Pattern L-Brace size Nail Size jNaiI Spacing 1 x4 or 6 10d 8" D.C. �i 2x4, 6, or 8 16d 8" D.C. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) WE Web ST - L-BRACE MiTek USA, Inc. Page 1 of 1 Note: L-Bracing to be used when continuous 00060 lateral bracing is impractical. L brajE, • • • + • • • must cover 90% of web length. • • „• . • • .' t=6race Size' • • of • f6ig0R9-PlyTruse•• •. Specified Continuous • • • L-Brace must be same species grade (or better) as web member. Rou"af lAteral Bracing Web Size 1 • :200:0 •• • 2x3 or 2x4 ' •1« _:'* .. ;' 2x6 1x6 *Vo 0 0• 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 •*� 2x6 2x6 2x8 2x8 *" DIRECT SUBSTITUTION NOT APLICABLE. PS t A►r A �''�i � � G E N SF ey2y��r _ ? y:Fir AT A' 40R10P, ��• 1f 1 r r n n►►►'� FL Cert. 6634 I .r u►lc i u' kky 't GENERAL NOTES NOTES GENERALES Trusses are not marked in any way to Identify the Los trusses no estan marlados de ningtin modo que frequency or location of temporary lateral restraint identiNuelafieeuendaolomlizacOnderestrkd6r;lateral and diagonal bracing. follow the recommendations yamotsbediagonal temporales. Use las recomendadones for handling, installing and temporary restraining de maneja ins(aleddr, reslroo0n yarriosbe temporal de and bracing of busses. Refer to BCSI - Glide, M las busses. Nea el (dleto ctire Good Practice for Handling. Installing. Restraining pars el Manelokt abobir- Re of ldn y Ardosbe de los @ Bandno of Metal Plate Connected Wood Tmcoec do Madera Coedados con Placas de Mewl*** Trusses*** for more detailed information. Para informacdn mas detallada. Truss Design Drawings may specify locations of Los d/bujos de dbeffo de los trusses pueden especlicar permanent lateral restraint or reinforcement for las localizaclones de restricddn lateral pennanente o individual truss members. Refer to the BCSI- ref ierm en Ids mkmbros individuates del buss. lea la B3*** for more Information. All other permanent hoja resumen SCSI-B3*** para mas informad6n. El bracing design Is the responsibility of the building recto de los diseRos de anicstres pennanentes son la designer. responsabi dad del dsenador del edNlob. AWARNING! The consequences of Improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal Injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instalad6n, resMccOn y arrisotre incorrecto puede ser la cafda de la esbuctura o a6n peor, treridos o muerios. ABanding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. PfffiP111 Otapas de metal tlenen border atllados. Lieve guantes y ientes protectores cuando corte las ataduras. 1701 HANDLING - MAIVEJO Avoid lateral bending. A Cam; V"rJ7"'Yn9 Use AlJ9 Unlike Evite la Oexidn lateral. special care in cuidado especial en windy weather or dies ventosos o cere near power lines de cables el6ctncos o and airports. de aeropuertos. Spreader bar for truss A 1-4. EMThe contractor is responsible for properly receiving, unloading and storing O O the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. 0 EI contratlsta [tern la responsabflidad de redbir, descargar y almacenar adecuadamente los trusses en la obra. Oescargue las trusses en la bema Ilse para preverrtr el darTo. r Q Trusses may be unloaded directly on the ground at the time of delivery or shored temporarily in contact with the ground after delivery. If trusses are to be stored horizontally for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on-center(o.c.). Las trusses lien ser desmrgados dirertamenhe en el sudo en aquel niornmto de entrega o almacenados temporalmente en contacto con el suelo despuds de entrega. Si las trusses esfardn guardados larizontalmente pars mas de una semana, ponga bbqueando de altura sufidente detras de la pila de los trusses a 8 hasta 10 pies en centro (o.c.). 0 for trusses stored for more than one week, cover [undies to protect from the environment Para busses guardadas por mas de una semen, cobra los paquetes pars protegerlos del amb erife Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Ilea el fdleto SCSI*** pars lnfwnaddn mas detal- lada solxe el manejo y almacenado de los trusses en area de trabajo. Use proper rig- Use equipo apropiado ging and hoisting para levantar e equipment Improvlsar. DO NOT store NO almacene unbraced bundles verticalmente los upright. trusses sueltos. DO NOT store on NO almacene en tiers uneven ground. deslgual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DON'T overload the crane. NO sobrecargue la grua. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. Q A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses of 30' (9.1 m) or less. -WARNING! Do not over bad supportln< Use at least two lift points for bundles with trusses up to 60' (18.3 m). structure with truss bundle. Use at least 3 lift points for bundles with trusses iq f jEGENCZA! No sobrecargue la greater than 60' (18.3 m). �sfructura iooyada con el paquete de Puede usar un solo lugar de levantar:ara p• trusieA • 060000 quetes de trusses de la cuerda supenor06 a 4: [1 Plat(otrues bundles In stabl-tJosition. y trusses de cuerdas paralelas de 30' o menos. • • • • Puede usar dos puntos de levantar A91J, • • • • Pt4ii9paglretes de posidd paquetes mas de 60 pies. • • • • • estable. • • Use por to menos tres puntos de levantar Para • • • • • • paquetes mas de 60 pies. • • • • 000000, • • MECHANICAL HOISTING RECOM140WMTIONS Fdk'*RGLE TRUttes J • RECOMENDACZONES PARA LEVA1#3VAWWUSSE5 1M!WWDUALES► • • • • • • • • • 0 Hold each truss in position with the erection equipment unbTtop chord temporary latare lestraint is installed and the truss is fastenedWRll 4W0ng points. • • Sosterga cada truss en posicidn cornequipo d ng a halts que la estdcocin la iiLeAt rr�•ral de le cuerda superior est6 instalado y el trjrss estVsegurado & "*0oRes. • • • • • .• WrOlM Using a single pick point at they 'k caR damage.1he t,rL%! / • El use de un solo lugar en el pico pare tevantar puede 0000 hater dailo al truss. eo' or less Apple 12 y truss length Tagline7fT'�._ RUSSES UP 70 30' (9.1 TRUSSES HASTA 30 PIES Attach .rasolir he, Locate Spreader bar Tbe_4n. ,Toe in above or stlZck mid -height Sp reader bar 12 to _ I Tagline truce length TRUSSES UP TO 60, (18.3 m) TRUSSES HASTA 60 PIES Spreader bar 2!3 to t— 314 truss length -y Tagline TRUSSES 4P TO AND.OVER 60' (;);.3 m) TRUSSES HASTA Y SOME 60 PIG INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCZONES DE LEVANTAMZENTO DE TRUSSES ZNDZVZDUALES POR LA MANO Trusses 20' Trusses 30' (6.1 m) or (9.1 m) or ! less, support less, support at near peak quarter points. Soporte Soporte de cerca al pico los cuartos los trusses I g- Trusses up to 20' -► I de tramo los f.. Trusses up to 30' -► de 20 pies o (6.1 m) trusses de 30 (9.1 m) mends. Trusses hasta 20 pies pies o mends. Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to BCSI-B2*** for more Top Chord Tempora information. Lateral Restraint Vea el resumen BCSI-B2*** pare mas infor- (TCTLR) mactdn. N4 min. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the nerd column). Coloque los arrlostres de tierra pars el primer -90, truss directamente en Ifnea con cada una de las filas de restrlcddn lateral temporal de la cuerda superior (vea la tabla en la prdxima Brace first truss column). �— securely before erection of addWonal DO NOT walk on trusses. unbraced busses. NO Gamine en busses C sueltos. E STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES Q 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set. 1) Instale loss arriastres de Berra. 1) Instale el primero truss y ate seguramente al arriostre de Berra. 3) Irfstale Jos prdximos 4 trusses con restrfccldn lateral temporal de miembro corto (vea abajo). 4) Instale el arrlostre diagonal de la curxda superior (vea abajo). 5) Instale antostre diagonal pat los pianos de los miembros secundadas pars estabillce has pdmeros dnm trusses (vea abajo). 6) Instale la restinkcidn lateral temporal y ambstre diagonal para la cuerda Inferior (tea abajo). 7) Repita dste procedimiento en grupos de cuabo trusses hasta que todos los trusses estdn instalados. •L Refer to SCSI-Br2*** for More information. free resumen BCSI-B2� t* para mas inforytaVri. RESTRAVh/BRACING FP?ydC %LANES AF TRIMSES RESTM4kV6NNIRRIOSTRE AIWA T00091r.a N"DE TRUSSES • Q This restraint!& bracing method is for all tru9aea Giele)tllBx2 and 4x2 parallel chord trusses (PCTs). Se: LeigAtli2�t column foj erjl�rary restraint arjd bgIcing of PCTs. Este mdtodo de restriccillhyy �arrios* es para Podo tru excepto trusses de cuerdas paralelas (P�I�S�� fx2. Vea la pM illLs Su�erlor de la colW ilt ra la restrl¢idn y arriostre temporal de PC13. 1) TOP CA& �CUERDpstrl AAQR i • • • • • Tftaa span Lft ) (T Tv-s- pacing' Tip Chord T 4 Lon oft/ do Tramo pE•p:.C/awrltrito -Ctflydli Supedov"- • 1►iiii 0• 10' (3 mro.c. max. 9.1 m 000000 �a,7 04 r �y �hto.c. max. (13 M) • • • •8 45' (13.7 m) - • • • • 6' (1.8 m) o.c. max. 60' 18.3 m 60' (18.3 m) - 4' (1.2 m) o.c. max. 80' 24.4 m)* *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). 'Consulte a Lin Professional Regishado de Diseno para trusses ma's -- de 60 pies. -� Q See BCSI-B2*** for TCTLR options. Vea el SCSI-82*** para las options de TCTLR. = Refer to BCSI-B3*** for Gable End Frame re- straint/bracing/ reinforcement information. rA_ Para informacicin sobre rest cOn/arrlostrelrefuerzo para Armazones Hastiales vea el resumen 0051-83*** Note: Ground bracing not shown for clarity. 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS i LATERAL RESTRAINT Web members & DIAGONAL BRACING ARE VERY IMPORTANT ILA RESTRICCION LATERAL Y EL ARRIOSTRE 1-14 DIAGONAL SON MUY IMPORTANTES! 10' (3 m) - 15' (4.6 m) max. Same as bottom chord lateral restraint 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. Bottom 10' (3 m) - 15' (4.6 m) max. Repeat diagonal braces for each set of 4 trusses. Repita los arrf- sotres dlagonales Para cada grupo de 4 trusses. Diagonal 'bracing chords Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity. Diagonal every 10 truss spacess2020' (6.1 m) max. Note: Some chord and web members not shown for clarity. RESTRAINT A BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCI6N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 EM,� 10' 3 m) or Diagonal bracing Repeat diagonal bracing �fH7.7 Refer 15''4.8 m)' every 15 truss spates 30 to BCSI-lIll for more information. _ _ - Vea el resumer- SCSI-07*** para m3s Informaddn. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. `Top chord temporary lateral restraint spacing shall be 19 (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chards. INSTALLING - INSTALACION _ Ot1teT4'!•u.. [� Tolerances for Out -of -Plane. Tolerancias para Fuel -de -Plano. �� Length -► Max Bow Al n u Max. Bow, Length --►� Max. Bow, �-- Length Q Tolerances for Out -of -Plumb. Tolerancias para D/5D max Fuera-de-Plomada. CONSTRUCTION LOADING CARGA DE CONSTRUCCI;`(SN DO NOT proceed with cons[ruc I— o .. ..' restraint and bracing is securely and properly in place. NO proceda con la mnstrucddn hash que todas las restric- ciones laterales y los arriostres estdn colocados en forma apropiada y Segura. DO NOT exceed maximum stack heights. Refer to BCSI-84*** for more information. NO exceda las alturas mJx1mas de montdn. Vea el resumen BCSI-B4*** para mks informaid6n. Max. Bow Truss Length 3/4" 12.5' 19 mm 3.8 m 718" 14.6' 22 mm 4.5 m 1" 16.7' 25 mm 5.1 m 1-1/8" 18.8' 29 mm 5.7 m 1-1/4" 20.8' 32 Coco 6.3 m 1-3/8" 22.9' 35 mm .0 m 1-1/2" 25.0' 38 mm 7.6 m 1-3/4' 29.2• 45 Coco 8.9 m 2" Z33.3' 51 mm 10.1 m 7�1[ Nallrly on TristialM .. Material Haight Gypsum Board 12" (305 Coco) Plywood or GSB 16' (406 mm) Asp halt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 Was sign DO NOT overload small groups or single trusses. NO sobrecargue peque6os grupos o trusses individuales. NEVER stack materials near a peak or at mid -span. NUNCA amontone loss materiales cerca de Lin Pico. Q Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses Como sea posible. Q Position loads over load bearing walls. A Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES Tress bndng Col shown for oDrxy. Refer to BCSI-BS!** Vea el resumen 8CSI-B5.*** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO mite, altem o perfore ninglin miembro estructural de un truss, a mends que estd especificamente permitido en el djbujo del dlseno del buss. VOTM Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construmidn o han sido alteradas sin la autorizaddn prevla del Fabricante de Trusses, pueden hater nulo y sin efecto la garantia limitada del Fabri- cante de Trusses. Contact the Component Manufacturer for more Informationor corm a Registered Design Professional for assistance. To view a non-printing PDF of this document, at wvw �M oaNUt. N NOTE: The truss manuraaer and truss designer rely on the presumption that the Contractor and ?aria operator (e 1i applic.are professionals with the capability m undertake the work they have agreed to do on any gNon project, If the contractor belleses iti needs construction assistance in some aspect of constructionproject, a should seek assistance from a mmpetalt party. The methods and prorrdues oudkrthis In s document ate intended to ensure that the overall construction techniques employed will put the b® aninto place SAFELY. These reconame delbns for handling, ireplling, restraining and bracing trusses are basal upon the maecthc expel,, of loading personnel Irndvad with buss design, manufacture and Installation, but must, due to the torture of respo sWlities kmNed, be presented only as a GUIDE for se by a qualified building designer or contractor. It Is not intended that these recommendationsbe Interpreted as superior to the building designer's design specification for handling, installing, restraining bid bracing manses and e t donot Preclude the use of other a gWalent methods for resbainlrg/6racig and providing stability for the walls, column, floors, roofs and ad the interrelated V,ucbaal buildingmrtpooar. as determined by the contractor. Thus, SE CA and TPI o presty do ary responsibility for damages arising front the use, application, or reliance on the raommixiabons and Information contained herein. SAC- a�talaud TRUSS PLATE INSTITUTE 6300 Enterprise Lace " Madison, WI 53719 218 N. Lee St, Ste. 312 " Alexandria, VA 22314wWmwww 6081274-4849 " ww.sbcIndus.m 703/683-1010 • .1pinst.org