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RC-13-1677 (2)0 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION r �a JUL 2 6 L� 13 BY: --------- FBC 2011,`� 10 Permit No. QC- - ✓ 011 Master Permit No.. _ Permit Type: BUILDING ROOFING JOB ADDRESS: 5-tC,4 City: Miami Shores County: Miami Dade Zip: _M4 38 Folio/Parcel#: J13b�1�123b[� Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): 1�Vi`tIQIYI l--�Ci smn� Phone#: S05 - !tbl — 6VZ q Address: 411?6 AjP_ 9} 5kre?e+ City: igbC i 540ann, State: ._'Rnf yC6 Zip: 3313 Tenant/Ltssee Name: Phone#: Email: CONTRACTOR: Company Name: _� 1� e, , Phone#: 2 Address:' 1440SO %l(W (D (! City: :ami State: t—sZip: 331Lot Qualifier Name: enclQrzin + of eslas, Phone#: State Certification or Registration #: Certificate of Competency #: Contact Phone#: I Email Address: [� ��'Y$ `Q I . `V('�pflil DESIGNER: Architect/Engineer: i r f Phone#: $05 " a✓�0 " rj 4 Value of Work for this'Permit: $ Square/Linear Footage of Work: Type of Work: ❑Addition_ ❑Alteration ❑New ❑Repair/Replace ❑Demolition Description of Work: Submittal Fee $, Scanning Fee $ . Color thru tile: Permit Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO/CC $ DBPR $ Bond $_ Technology Fee $ TOTAL FEE NOW DUE $2,13� 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 JW Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must Promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not bepproved nd a reinspection fee will be charged. Signature ot- Signature_ Owner or gent Cnntractnr The foregoing instrument was acknowledged before gle this 2 2. day of, 20 J&, by f%f , who is personally known to me or who has produced E Qn F �. As NOTARY PUBLle-`� Print: who did take an oath. REBECA K The foregoing instrument was acknowledged 'efore me this 21 - day of , 20 13, by _OrUndL T who is personally known to me or who has produced r f_ as identification and who did take an oath. NOTARY PUBIAC! My Commission Expires: %MOF EMR&S: F&rmy07, 2017 ,w�vanr+eo+v APPROVED BY Plans Examiner Structural Review (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) Sign: ::7L,- Jr Print: My Commission Expires: REBECA X PAMRW F.XMItFS: FdMMY07,2017 Zoning Clerk A4. Building Use (e.g., Residential, Non-Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude[Longitude: Lat. 25'51'54.22"N Long. 80'10'53.49"W Horizontal Datum: E]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 A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage NIA sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade N/A within 1.0 foot above adjacent grade WA c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings in A9.b NIA sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes-N No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State CITY OF MIAMI SHORES 120652 MIAMI-DADE FL B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevations) (Zone 12086CO306L L 09/11/09 Effective/Revised Date Zone(s) 1 AO, use base flood depth) I ® feet ❑ meters 9.80. 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. ❑ AS Profile ® FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date: N/A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al -A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, ARIA, ARIAE, 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: BB=62 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. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including 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. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No Certifier's Name GEORGE IBARRA License Number 2534 Title LAND SURVEYOR Company Name NOVA SURVEYORS INC. Address 135�.NW 97 AVE City MIAMI State FL ZIP Code 33172 Signature Date 11/24/2014 Telephone (305) 264-2660 FEMA Form 086-0-33 (7112) See reverse side for continuation. Replaces all previous editions. Check the measurement used. 10.28. ® feet ❑ meters 10.80. ® feet ❑ meters N/A . ® feet ❑ meters 9.25. ® feet ❑ meters 9.80. ® feet ❑ meters 9.00. ® feet ❑ meters 9.19. ® feet ❑ meters 9.00. ® feet ❑ meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. l certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No Certifier's Name GEORGE IBARRA License Number 2534 Title LAND SURVEYOR Company Name NOVA SURVEYORS INC. Address 135�.NW 97 AVE City MIAMI State FL ZIP Code 33172 Signature Date 11/24/2014 Telephone (305) 264-2660 FEMA Form 086-0-33 (7112) See reverse side for continuation. Replaces all previous editions. rrr � n i �v• • v�� • •vim , �, NUMv r IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USlt' Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number. f 795 NE 97 ST City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number. SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments SECTION C 2 (E) LOWEST ELEV MACHINERY IS A/C PAD. LATITUDE AND LONGITUDE IS PROVIDED BY GOOGLE EARTH. CROWN OF ROAD ELEVATION = 9.86 FT Signature / V— ' V - Date 11/24/2014 SECTION E —BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name WILLIAM GRIFFITH & MARY KILLEEN Address 795 NE 97 ST City MIAMI SHORES State FL ZIP Code 33138 Signature Date Telephone Comments ❑ Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A. B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Permit Number I G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. *6582 N.W. *H STREET, SUITE 202 MIAMI,FL 331'6 p Wova Surveyors� Inc. SURVEY NO 13-0000146-3 TELEPHONE'�(3ilbj 26f1-2660 + FAX: (305) 264-0229 DRAWN BY: LAND SURVEYORS SHEET NO 1 of 2 SURVEY OF LOT 8 & E 30 FT LOT 7, BLOCK 70, OF MIAMI SHORES SECTION NO. 3, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10, PAGE 37, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. PROPERTY ADDRESS: 795 NE 97 ST, MIAMI SHORES, FL 33138 FOR: WILLIAM GRIFFITH & MARY KILLEEN LOCATION SKETCH Scale 1" = NT.S. /�/� �♦ 15 .6 I's ! `II �•t2t1 i]s.y. •- su �Sb9) iso se N.E. 98th 5TF�E Ir a SI, .t1? ao xl X% a! s+ Al ab stn M Il. .j9J1 '{ SO - Oh Sa 5d + . ��• 1 �' i 6, 3 Sd I e a / V 4 8 T I 6 & 4 s 1 0 1 SIJ •9 'B .j G �,D` y� -�` .!A 0 .1+ .o T 8 T'24 j' 6 ABBREVIATION AND MEANING A = ARC A/C - AIR CONDITIONER PAD A.E. = ANCHOR EASEMENT A/R - ALUMINIUM ROOF AIS = ALUMINIUM SHED ASPH. = ASPHALT B.C. = BLOCK CORNER B.C.R. = BROWARD COUNTY RECORDS B.M. = BENCH MARK B.O.B. = BASIS OF BEARINGS C =CALCULATED C.B. = CATCH BASIN C.B.W. = CONCRETE BLOCK WALL CH = CHORD CH.B. = CHORD BEARING CL= CLEAR C.L.F. = CHAIN LINK FENCE C.M.E. = CANAL MAINTENANCE EASEMENTS CONC. = CONCRETE C.P. = CONCRETE PORCH C.S. = CONCRETE SLAB D.E. = DRAINAGE EASEMENT D.M.E. = DRAINAGE MAINTENANCE EASEMENTS DRIVE = DRIVEWAY ENCR.=ENCROACHMENT E.T.P. = ELECTRIC TRANSFORMER PAD F.F.E. = FINISHED FLOOR ELEVATION F.H. = FIRE HYDRANT F.I.P. = FOUND IRON PIPE F.I.R. =FOUND IRON ROD F.N. = FOUND NAIL F.N.D. = FOUND NAIL & DISK FNIP. = FEDERAL NATIONAL INSURANCE PROGRAM IN.&EG. = INGRESS AND EGRESS EASEMENT L.F.E. = LOWEST FLOOR ELEVATION LM.E. = LAKE MAINTENANCE EASEMENT LP. = LIGHT POLE M. = MEASURED DISTANCE MIH = MANHOLE N.A.P. = NOT A PART OF NGVD = NATIONAL GEODETIC VERTICAL DATUM N.T.S. = NOT TO SCALE O.H.L = OVERHEAD UTILITY LINES O.R.B. = OFFICIAL RECORD BOOK O/S = OFFSET OVH. = OVERHANG P.B. = PLAT BOOK P.C. = POINT OF CURVE P.C.C. = POINT OF COMPOUND CURVE PL. = PLANTER P.L.S. = PROFESSIONAL LAND SURVEYOR P.O.B.. = POINT OF BEGINNING P.O.C.. = POINT OF COMMENCEMENT P.P. = POWER POLE P.P.S.. - POOL PUMP SLAB P.R.C. = POINT OF REVERSE CURVE PRM = PERMANENT REFERENCE MONUMENT PT. = POINT OF TANGENCY PVMT.=PAVEMENT PWY=PARKWAY R. = RECORD DISTANCE LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY ('SURVEY-): RAD. = RADIUS OF RADIAL RGE. = RANGE R.P. = RADIUS POINT R.O.E. = ROOF OVERHANG EASEMENT RNV = RIGHT-OF-WAY SEC. = SECTION S.I.P. = SET IRON PIPE L.B. #6044 SWK = SIDEWALK T = TANGENT TWP = TOWNSHIP U.E. = UTILITY EASEMENT U.P. = UTILITY POLE W.M. = WATER METER W.R. = WOOD ROOF W.S. = WOOD SHED --t� = ANGLE ZS =CENTRAL ANGLE =CENTER LINE = MONUMENT LINE THERE MAY BE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY. THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE AND FINANCING, AND SHOULD NOT BE USED FOR CONSTRUCTION PURPOSES. EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY. THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD, AND LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. BOUNDARY SURVEY MEANS A DRAWING AND / OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND / OR NOT TO SCALE EASEMENTS AS SHOWN ARE PER PLAT BOOK, UNLESS OTHERWISE SHOWN. - THE TERM "ENCROACHMENT" MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. ARCHITECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS AND SETBACKS, AND THEY WILL BE RESPONSIBLE FOR SUBMITTING PLOT PLANS WITH THE CORRECT INFORMATION FOR THEIR APPROVAL FOR AUTHORIZATION TO AUTHORITIES IN NEW CONSTRUCTIONS, UNLESS OTHERWISE NOTED. THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING AND/OR FOUNDATIONS. FENCE OWNERSHIP NOT DETERMINED. THIS PLAN OF SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED. HEREON, THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ACCURACY OF THE INFORMATION BELOW. THE LOCAL F.E.M.A. - AGENT SHOULD BE CONTACTED FOR VERIFICATION. THE FNIP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE SITUATED IN ZONE: X COMMUNITY/PANELISUFFIX 120652 0306 L DATE OF FIRM: 09/11/2009 BASE FLOOD ELEVATION: N/A. CERTIFIED TO: WILLIAM GRIFFITH & MARY KILLEEN LEGEND TYPICAL —OH- OVERHEAD UTILITY LINES 2m= C.B.S. =WALL (CBW) -x— C.L.F. = CHAIN LINK FENCE -0-0 I.F. = IRON FENCE W.F. = WOOD FENCE • 0.00 = EXISTING ELEVATIONS SURVEYOR'S NOTES 1) IF SHOWN, BEARINGS ARE REFERRED TO AN ASSUMED MERIDIAN, BY SAID PLAT IN THE DESCRIPTION OF THE PROPERTY. IF NOT, THEN BEARINGS ARE REFERRED TO COUNTY, TOWNSHIP MAPS. 2) THIS IS A SPECIFIC PURPOSE SURVEY. 3) THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. 4) IF SHOWN, ELEVATIONS ARE REFERRED TO MIAMI-DADE COUNTY. ALL ELEVATIONS SHOWN ARE REFERRED TO NATIONAL GEODETIC VERTICAL DATUM OF 1929 CITY OF MIAMI BENCH MARK # B-62 3250S ELEVATION 8.67 FEET OF N.G.V.D. OF 1929 SURVEYOR'S CERTIFICATION I HEREBY CERTIFY: THAT THIS "BOUNDARY SURVEY" OF THE PROPERTY DESCRIBED HEREON, AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPERVISION, COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61 G17-6. FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027, FLORIDA STATUTES. BY. GEORGE IBARRA (DAT OF FIEL WORK) PROFESSIONAL LAND SURVEYOR NO. 2534 STATE OF FLORIDA (VALID COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THE ATTESTING LAND SURVEYOR). REVISED ON: REVISED ON: NO. 2534 STATE OF ..GoRI.0... oe SURVEYOR'S SEAL 1355 N.W. 97th AVE SUITE 200 MIAMI, FLORIDA 33172 9 �y TELEPHONE: (305) 264-2660 ` ° #-v rz FAX: (305) 264-0229 DRAWN BY: T.D. (LG.) LAND SURVEYORS '" 3 SURVEY No. 134000946-2 n r. SHEET No. 2 OF 2 BOUNDARY SURVEY SCALE = 1'= 20' 60.00' TOTAL R/W LOT -2 LOT -1 BLOCK - 70 BLOCK -70 J 9.03 9.00 J N + po 15 'ALL 9.05 n RLP 1/2" ASPH PVMT. x �N. .f .) C xF.l�" 9.33 NO CAP 80.00' NO CAP 30.00' �- 0.20' CLcb I o eo x 9.15 + M 20' CL N I O' p} Cl)a 6' W.F. in C4 = 9.03 ooi r 9.30 9.04 Q 9.21 9.23 0.15' CL 25' x O• 9.16 x 9.80 z 0 9.9710. 30 4.65' U 13.55' 16.50' A/C `o aLu i� o A/C .`♦TILE Z REMAINDER 9'2 LOT- 7 .35 24.65' + BLOCK - 70 x I N 9.08 a 2l (N.A.P.) 9.28 z a a O�E STORY ES. # 795 + N: �° 9.33 c u� �i LO F.F.E=10.80' 1.00' 9.38 n F- r x RAGE=9.25' b' ° 20' CL LOT- 7 II.F.E.=10.26' `o 14.65'_ QO 9.43 LOT -8 BLOCK -70 1.00' BLOCK -70 I + I o 17 t" 25.75' o N 9.68 ZE 14.45' a /P d 14.90' 14'65 x '•F. .D. 9.43 10.33 +' N ID. 9.63 9.08 U 9.25 9.10 o N 9.20 x� N •. 9.53 � x� � M I 00 9.03 9.00 00 F.H. " 5' CONC. SWK '• .:80.00'' •P.C. B.C. R=25.00F.N.D. NO CAP F.N.D. NO ID. L=39.50 NO ID. Tait --25.23 A=90"31'10" CH=35.52 Ln 24' PWY CHB=44°44' S" I I& ASPHALT 9.63 9.70 9.86 C3 PVMT. O _ _ ° N.E. 97th STREET" SURVEYORS NOTE: There may be Easements recorded in the Public Records not shown on this Survey. R ' 1 to fir} PMWt NOW lebAddrwi w4howww ww"O" *Oroj* 14 *" v 904 wwwwn row+. 'tYt � rt�td � � p � . (00* spy ?titt ,,, irtch*n, Df wiry: Ib?11; Iwlrataat'actutata .�... emalw mod Melo arsttst,�„.,.#Is►terit#: TWAr::c#iea�� Ott+oity:,...Jb/14; M't�ttttntff M4 1MOW *v###woftlkt AVC larona t oar iMlt 1671: . dit tN;t�sa I s +4 itt�i ifid •s teal ;W. $I amity RaretAnw tafstf. Swb.0 vAlw. `E ,tats no hjtju&d in tAa I tly CskvhWom bit AW be w4bl d]d slits" AbM dwktWXOOIFjWSULA'n*ft,: ;AiR�i:i� *taT]VJM ,{��' �•r4��A t�rtrlat3ttl. ,,,, a,,,v i',�'IV�i$t .. •Y/^P� • • + ^ a o e) WOM of t e«o», tam ML trny qOw c iv44*4V# inulotion SM11! 1e IhO.C.€ rve,�g� tai ttu� t3� R�RY �JIM��.t�"+�f atH 1~a�saFlttiiaad, �' '"" n ppn+,p� 7la'4t 1 �l�Li ;% ri.Tv *.s 15:45 FAX 04 .r. CONFIRMATION OF COMPLETION OF SUBTERRANEAN TERMITE 'TREATMENT AS REQMM BY nORWA BUUMING CODE OMQ1$16.1.7 Purchaser's Name and. Adds: Oroni, I= 14040 N:W. a Court North Miami., Florida 33168 Treatamlk Site: 795 NE 97* Stmt, Miami Shores, Florida 33138 Project Residence Addition Chemical: Imidaeloprid Square Footage: $40 Number of structures treated: I Permit: RC -7-13-1677 Product= Adonis 75WSP @.05% Number of Gallons.. 84 Lot: N/A Block: N/A @001/002 Dvft of Completion:11/20/2114 Applicator: Brock Bishop oRW&VMII/ad/2s, PM Accu ate Pest Control, I= hereby confirms that this bulk ing has reserved a cow►plft final treatment for the prevention of to We ranean ter mite& Treatment is yin accordance with the rvks and laws as established by Fioxida Dep�artma t of Agdazitu re and Consumer cervices. Extelim perhneW r trea€ rm twans COVApieted upon firma grade. I Year 5 Year LICENSANO. ACCUR BY: -- CONTROL, INC. Rawwal Yes No X 300 S, S1'ATI ROAD 7 . PLANiA ON, nOKIDA 33317 + 954.584.8588 0 1.800-749-8588 -a WM 954.58"117 11/19,11.1014 16.46 FAX P% Novi License # JS 1752 Cerdfl Matte of CompUmme for Termite Prob t:Han (as required by Florida, Building Code (FBG 19 16.1.7) Oroni, be. (305)695.0412 795 NF, 9711 Street, Mami ShotM Florida 33138 Residence Addition Pem* # RC -7-134677 Medwd of Tem2 to Treatment Po mthm Treatment aW wood treatment, bait syskm, cdher () The building hes receiveda camptete gent for the prevention of subtaramm tmdtm T mftmt is in wmdmwe with rales and bm established by the Florida DWvft vA of Agdaubm ad Signeutte 9002/002 300 S. STAT ' ROAD 7 • PIAWATIONo FLOWDA 3331 a 9'54,'184-8588 • 1.800-144-8'528 * PA Es 954484-6117 - � x. z a E �, L Y �' n '"y�'',3 � � �� ar �� Sze S �+ ��"' ., ��n & �� T� � � r S i'� a Y�y.n. 'i i. A. t i � .) �y x'�� 'i $fir � 'ry,, ��t�+� b.3 l $ k � "� � S `a "' �.z,�. '- �. �✓ 4� �� 5 ? � ! � M "d °� G � � .. P� F .: .. _ Y �w i v� h �{` '� • .. . ,.. f � a fir d'�a �, '�� ,�4 ( �� f� ,o e a r �' � � k_ � va.. 1 � � r°°;: 6 - sf� 3 }b � � � � � - ! �t� , y� �Yx^'r4.i'`°i , ,; cis^ � N ',. � i . M1 � i .fit£ � - _ �� :. �R _ 4 7 R'�. '. � .oro-,»t4�+" a' �. t ��q P A A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Let. 25'51'54.22"N Long. 80'10'53.49"W 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 A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade N/A within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number �B2. County Name B3. State CITY OF MIAMI SHORES 120652 AMI-DADE FL B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 12086CO306L L 09/11/09 Effective/Revised Date Zone(s) AO, use base flood depth) ® feet ❑ meters 9.80. 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 ® FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date: N/A ❑ CBRS ❑ OPA SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations —Zones Al—A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, ARIA, AR/AE, AR/Al-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: B-62 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. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location In Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This ceruncation is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No Certifier's Name GEORGE MARRA License Number 2534 Title LAND SURVEYOR Company Name NOVA SURVEYORS INC. Address 1355 NW 97 AVE City MIAMI Signature Date 11/24/2014 State FL ZIP Code 33172 Telephone (305) 2642660 FEMA Form 086-0-33 (7/12) See reverse side for continuation. Replaces all previous editions. Check the measurement used. 10.28. ® feet ❑ meters 10.80. ® feet ❑ meters N/A . ® feet ❑ meters 9.25. ® feet ❑ meters 9.80. ® feet ❑ meters 9.00. ® feet ❑ meters 9.19. ® feet ❑ meters 9.00. ® feet ❑ meters SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This ceruncation is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No Certifier's Name GEORGE MARRA License Number 2534 Title LAND SURVEYOR Company Name NOVA SURVEYORS INC. Address 1355 NW 97 AVE City MIAMI Signature Date 11/24/2014 State FL ZIP Code 33172 Telephone (305) 2642660 FEMA Form 086-0-33 (7/12) See reverse side for continuation. Replaces all previous editions. IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USES' . Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number. 795 NE 97 ST City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number. SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenticompany, and (3) building owner. Comments SECTION C 2 (E) LOWEST ELEV MACHINERY IS A/C PAD. LATITUDE AND LONGITUDE IS PROVIDED BY GOOGLE EARTH. CROWN OF ROAD ELEVATION = 9.86 FT Signature Date 11/24/2014 SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community-issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name WILLIAM GRIFFITH & MARY KILLEEN Address 795 NE 97 ST City MIAMI SHORES State FL ZIP Code 33138 Signature Date Telephone Comments ❑ Check here if attachments. SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8-G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community-issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. , 5IA N.FL'S3126 EET,SUITE202 ��,a Surveyors 13-0000146-3 TELEPHONE: (306) 2642660 , Inc. SURVEY NO FAX: (305) 2640229 DRAWN BY: LAND*SURVEYORS SHEET NO 1 of 2 SURVEY OF LOT 8 & E 30 FT LOT 7, BLOCK 70, OF MIAMI SHORES SECTION NO. 3, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10, PAGE 37, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. PROPERTY ADDRESS: 795 NE 97 ST, MIAMI SHORES, FL 33138 FOR: WILLIAM GRIFFITH & MARY KILLEEN LOCATION SKETCH scale 1" = NT.S. r ' Q ! ♦ ,ti ,b ,S � to ii i3 i�"� ria } 5 t4 .O 20 WSJ oso ,. 1 Sc la �f N. E. 1 98th 57F�EET�51. 7q yo So j so So sj. fo so las v8 I rq ost ' O ,. • . 'JO � 50 1 So. YT+! 1-1 So �7! S � J901 SUBJECT 97 7-flo ,4 .a .3 ., •j 0, 7 41 11),sI111S. 11�eS0��1dSiE'� � 1 til4.od' X29 -IS �€i�(lt• , of ABBREVIATION AND MEANING A = ARC A/C = AIR CONDITIONER PAD A.E. = ANCHOR EASEMENT A/R = ALUMINIUM ROOF AIS = ALUMINIUM SHED ASPH. = ASPHALT B.C. = BLOCK CORNER B.C.R. = BROWARD COUNTY RECORDS B.M. = BENCH MARK B.O.B. = BASIS OF BEARINGS C =CALCULATED C.B. = CATCH BASIN C.B.W. = CONCRETE BLOCK WALL CH = CHORD CH.B. = CHORD BEARING CL= CLEAR C.L.F. = CHAIN LINK FENCE C.M.E. = CANAL MAINTENANCE EASEMENTS CONC. = CONCRETE C.P. = CONCRETE PORCH C.S. = CONCRETE SLAB D.E. = DRAINAGE EASEMENT D.M.E. = DRAINAGE MAINTENANCE EASEMENTS DRIVE = DRIVEWAY ENCR. = ENCROACHMENT E.T.P. = ELECTRIC TRANSFORMER PAD F.F.E. = FINISHED FLOOR ELEVATION F.H. = FIRE HYDRANT F.I.P. = FOUND IRON PIPE F.I.R. =FOUND IRON ROD F.N. = FOUND NAIL F.N.D. = FOUND NAIL & DISK FNIP. = FEDERAL NATIONAL INSURANCE PROGRAM IN.&EG. = INGRESS AND EGRESS EASEMENT L.F.E. = LOWEST FLOOR ELEVATION LM.E. = LAKE MAINTENANCE EASEMENT L.P. = LIGHT POLE M. =MEASURED DISTANCE M/H = MANHOLE N.A.P. = NOT APART OF NGVD = NATIONAL GEODETIC VERTICAL DATUM N.T.S. = NOT TO SCALE O.H.L. = OVERHEAD UTILITY LINES O.R.B. = OFFICIAL RECORD BOOK O/S = OFFSET OVH. = OVERHANG P.B. = PLAT BOOK P.C. = POINT OF CURVE P.C.C. = POINT OF COMPOUND CURVE PL. = PLANTER P.L.S. = PROFESSIONAL LAND SURVEYOR P.O.B.. = POINT OF BEGINNING P.O.C.. = POINT OF COMMENCEMENT P.P. = POWER POLE P.P.S.. = POOL PUMP SLAB P.R.C. = POINT OF REVERSE CURVE PRM = PERMANENT REFERENCE MONUMENT PT. = POINT OF TANGENCY PVMT.=PAVEMENT PWY = PARKWAY R. = RECORD DISTANCE RAD. = RADIUS OF RADIAL RGE. = RANGE R.P. = RADIUS POINT R.O.E. = ROOF OVERHANG EASEMENT RNV = RIGHT-OF-WAY SEC. = SECTION S.I.P. = SET IRON PIPE L.B. #6044 SWK = SIDEWALK T = TANGENT TWP = TOWNSHIP U.E. = UTILITY EASEMENT U.P. = UTILITY POLE W.M. = WATER METER W.R. = WOOD ROOF W.S. = WOOD SHED -cl = ANGLE A =CENTRAL ANGLE 9 =CENTER LINE 41 =MONUMENT LINE LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY ('SURVEY-): THERE MAY BE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY, THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE AND FINANCING, AND SHOULD NOT BE USED FOR CONSTRUCTION PURPOSES. EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY. THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD, AND LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. BOUNDARY SURVEY MEANS A DRAWING AND I OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND / OR NOT TO SCALE EASEMENTS AS SHOWN ARE PER PLAT BOOK UNLESS OTHERWISE SHOWN. - THE TERM "ENCROACHMENT" MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. - ARCHITECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS AND SETBACKS, AND THEY WILL BE RESPONSIBLE FOR SUBMITTING PLOT PLANS WITH THE CORRECT INFORMATION FOR THEIR APPROVAL FOR AUTHORIZATION TO AUTHORITIES IN NEW CONSTRUCTIONS, UNLESS OTHERWISE NOTED. THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING AND/OR FOUNDATIONS. FENCE OWNERSHIP NOT DETERMINED. - THIS PLAN OF SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED. - HEREON,'THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ACCURACY OF THE INFORMATION BELOW. THE LOCAL F.E.M.A. - AGENT SHOULD BE CONTACTED FOR VERIFICATION. THE FNIP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE SITUATED IN ZONE: X COMMUNITY/PANEUSUFFOC 120652 0306 L DATE OF FIRM: 09/11/2009 BASE FLOOD ELEVATION: N/A. CERTIFIED TO: WILLIAM GRIFFITH & MARY KILLEEN LEGEND TYPICAL —OH- OVERHEAD UTILITY LINES 3= C.B.S. -WALL (CBW) -x-x- C.L.F. = CHAIN LINK FENCE �0 I.F. = IRON FENCE -sr-if W.F. = WOOD FENCE • 0.00 = EXISTING ELEVATIONS SURVEYOR'S NOTES 1) IF SHOWN, BEARINGS ARE REFERRED TO AN ASSUMED MERIDIAN, BY SAID PLAT IN THE DESCRIPTION OF THE PROPERTY. IF NOT, THEN BEARINGS ARE REFERRED TO COUNTY, TOWNSHIP MAPS. 2) THIS IS A SPECIFIC PURPOSE SURVEY. 3) THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. 4) IF SHOWN, ELEVATIONS ARE REFERRED TO MIAMI-DADE COUNTY. ALL ELEVATIONS SHOWN ARE REFERRED TO NATIONAL GEODETIC VERTICAL DATUM OF 1929 CITY OF MIAMI BENCH MARK # B-62 3250S ELEVATION 8.67 FEET OF N.G.V.D. OF 1929 SURVEYOR'S CERTIFICATION I HEREBY CERTIFY: THAT THIS "BOUNDARY SURVEY" OF THE PROPERTY DESCRIBED HEREON, AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPERVISION, COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027, FLORIDA STATUTES. BY. � ry GEORGE IBARRA (DATE OF FIF LC�/�VORK) PROFESSIONAL LAND SURVEYOR NO. 2534 STATE OF FLORIDA (VALID COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THE ATTESTING LAND SURVEYOR). REVISED ON: REVISED ON: NO. 2534 STATE OF '� '•.'O�ORtOP'.Q. SURVEYOR'S SEAL R L, � x -T / q Se - S° gJ .. s6 t �ro 11 . • A I d 4 8 T ABBREVIATION AND MEANING A = ARC A/C = AIR CONDITIONER PAD A.E. = ANCHOR EASEMENT A/R = ALUMINIUM ROOF AIS = ALUMINIUM SHED ASPH. = ASPHALT B.C. = BLOCK CORNER B.C.R. = BROWARD COUNTY RECORDS B.M. = BENCH MARK B.O.B. = BASIS OF BEARINGS C =CALCULATED C.B. = CATCH BASIN C.B.W. = CONCRETE BLOCK WALL CH = CHORD CH.B. = CHORD BEARING CL= CLEAR C.L.F. = CHAIN LINK FENCE C.M.E. = CANAL MAINTENANCE EASEMENTS CONC. = CONCRETE C.P. = CONCRETE PORCH C.S. = CONCRETE SLAB D.E. = DRAINAGE EASEMENT D.M.E. = DRAINAGE MAINTENANCE EASEMENTS DRIVE = DRIVEWAY ENCR. = ENCROACHMENT E.T.P. = ELECTRIC TRANSFORMER PAD F.F.E. = FINISHED FLOOR ELEVATION F.H. = FIRE HYDRANT F.I.P. = FOUND IRON PIPE F.I.R. =FOUND IRON ROD F.N. = FOUND NAIL F.N.D. = FOUND NAIL & DISK FNIP. = FEDERAL NATIONAL INSURANCE PROGRAM IN.&EG. = INGRESS AND EGRESS EASEMENT L.F.E. = LOWEST FLOOR ELEVATION LM.E. = LAKE MAINTENANCE EASEMENT L.P. = LIGHT POLE M. =MEASURED DISTANCE M/H = MANHOLE N.A.P. = NOT APART OF NGVD = NATIONAL GEODETIC VERTICAL DATUM N.T.S. = NOT TO SCALE O.H.L. = OVERHEAD UTILITY LINES O.R.B. = OFFICIAL RECORD BOOK O/S = OFFSET OVH. = OVERHANG P.B. = PLAT BOOK P.C. = POINT OF CURVE P.C.C. = POINT OF COMPOUND CURVE PL. = PLANTER P.L.S. = PROFESSIONAL LAND SURVEYOR P.O.B.. = POINT OF BEGINNING P.O.C.. = POINT OF COMMENCEMENT P.P. = POWER POLE P.P.S.. = POOL PUMP SLAB P.R.C. = POINT OF REVERSE CURVE PRM = PERMANENT REFERENCE MONUMENT PT. = POINT OF TANGENCY PVMT.=PAVEMENT PWY = PARKWAY R. = RECORD DISTANCE RAD. = RADIUS OF RADIAL RGE. = RANGE R.P. = RADIUS POINT R.O.E. = ROOF OVERHANG EASEMENT RNV = RIGHT-OF-WAY SEC. = SECTION S.I.P. = SET IRON PIPE L.B. #6044 SWK = SIDEWALK T = TANGENT TWP = TOWNSHIP U.E. = UTILITY EASEMENT U.P. = UTILITY POLE W.M. = WATER METER W.R. = WOOD ROOF W.S. = WOOD SHED -cl = ANGLE A =CENTRAL ANGLE 9 =CENTER LINE 41 =MONUMENT LINE LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY ('SURVEY-): THERE MAY BE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY, THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE AND FINANCING, AND SHOULD NOT BE USED FOR CONSTRUCTION PURPOSES. EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY. THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD, AND LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. BOUNDARY SURVEY MEANS A DRAWING AND I OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND / OR NOT TO SCALE EASEMENTS AS SHOWN ARE PER PLAT BOOK UNLESS OTHERWISE SHOWN. - THE TERM "ENCROACHMENT" MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. - ARCHITECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS AND SETBACKS, AND THEY WILL BE RESPONSIBLE FOR SUBMITTING PLOT PLANS WITH THE CORRECT INFORMATION FOR THEIR APPROVAL FOR AUTHORIZATION TO AUTHORITIES IN NEW CONSTRUCTIONS, UNLESS OTHERWISE NOTED. THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING AND/OR FOUNDATIONS. FENCE OWNERSHIP NOT DETERMINED. - THIS PLAN OF SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED. - HEREON,'THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ACCURACY OF THE INFORMATION BELOW. THE LOCAL F.E.M.A. - AGENT SHOULD BE CONTACTED FOR VERIFICATION. THE FNIP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE SITUATED IN ZONE: X COMMUNITY/PANEUSUFFOC 120652 0306 L DATE OF FIRM: 09/11/2009 BASE FLOOD ELEVATION: N/A. CERTIFIED TO: WILLIAM GRIFFITH & MARY KILLEEN LEGEND TYPICAL —OH- OVERHEAD UTILITY LINES 3= C.B.S. -WALL (CBW) -x-x- C.L.F. = CHAIN LINK FENCE �0 I.F. = IRON FENCE -sr-if W.F. = WOOD FENCE • 0.00 = EXISTING ELEVATIONS SURVEYOR'S NOTES 1) IF SHOWN, BEARINGS ARE REFERRED TO AN ASSUMED MERIDIAN, BY SAID PLAT IN THE DESCRIPTION OF THE PROPERTY. IF NOT, THEN BEARINGS ARE REFERRED TO COUNTY, TOWNSHIP MAPS. 2) THIS IS A SPECIFIC PURPOSE SURVEY. 3) THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. 4) IF SHOWN, ELEVATIONS ARE REFERRED TO MIAMI-DADE COUNTY. ALL ELEVATIONS SHOWN ARE REFERRED TO NATIONAL GEODETIC VERTICAL DATUM OF 1929 CITY OF MIAMI BENCH MARK # B-62 3250S ELEVATION 8.67 FEET OF N.G.V.D. OF 1929 SURVEYOR'S CERTIFICATION I HEREBY CERTIFY: THAT THIS "BOUNDARY SURVEY" OF THE PROPERTY DESCRIBED HEREON, AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPERVISION, COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027, FLORIDA STATUTES. BY. � ry GEORGE IBARRA (DATE OF FIF LC�/�VORK) PROFESSIONAL LAND SURVEYOR NO. 2534 STATE OF FLORIDA (VALID COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THE ATTESTING LAND SURVEYOR). REVISED ON: REVISED ON: NO. 2534 STATE OF '� '•.'O�ORtOP'.Q. SURVEYOR'S SEAL s 1355 N.W. 97fh AVE SUITE 200 99� gg DA 33172 SURVEY No. 13-0000146-2 TELEPHONE. I (305) 264-2660 ja v a FAX. (305) 264-0229 DRAWN BY: T.D. (LG.) LAND SURVEYORS SHEET No. 2 OF 2 BOUNDARY SURVEY SCALE 1'= 20' 60.00' TOTAL R/W LOT -2 LOT -1 BLOCK -70 BLOCK -70 J 9.03 9.00 J p . 9.05 N + ASPH PVMT. X �5 ALL F.I.P 1/2° c (N. .P.) c xF,I�° 9.33 NO CAP 80.00' O CAP 30.00' 1/- 0.20' CL � x 16 :� 9.15 1.1- 20' CL N I O" py 00 M a 9.03 C 6' W.F. vi _ N a I N 9.30 9.04 49.21 9.23 U9.80 , d0.15' CL x p• 9.16 Z 25'x A/C 13.55' 9.97 10.30 4.65 pU 16.50' W BILE c A/C Z REMAINDER + 9.2 24.65' LOT - 7 .35 4) + BLOCK -703: x I N 9.08 2l (N.A.P.) 9.28 a O�E STORY c ES. # 795 + N : co 9.33 0 1.00' 9.38 I- x cv Ln F.F.E =10.80' RAGE=9.25' + _ 20' CL Ui LOT- 7 II.F.E.=10.26' 14.65' co 9.43 I BLOCK -70 LOT -8 1.00' BLOCK -70 + I o W 25.75' N 9.68 0 0 0 14.45' P 14.90' 14:65' z F.1 I.D. 9.43 (33*' N ID. 9.63 9.08 9.10 C I9.259.20N. 9.53 Lo9.03 0 :. o F.H. RLP 1/2" ` 5' CONC. SWK ::80.00'' .'.P.C. B.C. NO CAP F.N.D. R=25.00F.N.D. NO ID. L=39.50 NO ID. Tan=25.23 d=90°31'10' CH=35.52 LO 24' PWY h CHB=44°44 5" M 18' ASPHALT O 9.63 PVMT. 9.70 19*86 ° N.E. 97th STREET SURVEYOR'S NOTE: There may be Easements recorded in the Public Records not shown on this Survey. November 18, 2014 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Permit Number: Address: Building Department, RC 13-1677 795 NE 97th Street I, Victor I Bruce and Architect of Record, having performed visual observations of the project and performed and approved the required masonry inspection at the renovation, hereby attest to the best of my knowledge, belief, and professional judgment, the structural and envelope components of the above referenced renovation are in compliance with the approved plans. I also attest that to the best of my knowledge, belief, and professional judgment, the approved permit plans represent the as built condition of the structural envelope component of the said structure. Please contact me at 305.310.5030 if you have any questions and/or comments. Sincerely, Victor I Bruce �.I.A.,JLEED R AP Architect AR -0017103 t 370 NE 101,' Street Miami Shores, Florida 33138 telephone 305-310-5030 tax 1-877-408-8280 email vbruce@ai-associotes.net 19-16-72 NOTICE OF TERMITE PROTECTIVE TREATMENT AS REQUIRED BY FLORIDA BUILDING CODE (FBC) 104.2.6 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. d R; DATE OF TREATMENT: 3 f 1 TIME OF TREATMENT: IN APPLICATOR: OUT BUILDER NAME: TREATMENT ADDRESS: � JOB #: IAT: BLOCK: UNIT: SPRAY & TAMP RAY ONLY SPRAY # SIDENTIA COMMERCIAL A DI:rI03 CHEMICAL✓� �' 6Y,� s % / GALLONS MONOLITHIC �� S/F STEMWALL SF 1JF L/F STAGE OF TREATMENT (HORIZONTAL, VERTICAL, ADJOINING SLAB, RETREAT OF DISTURBED AREA PERIMETER TREATMENT CHEMICAL: % GALLONS DATE OF TREATMENT: TIME OF TREATMENT: APPLICATOR: 300 S. STATE ROAD 7 PLANTATION, FLoRmA 33317 954-584-8588 1-800-749-8588 FAX: 954-584-6117 GEOTECHNICAL -CHZ ENVIRONMENTAL ISR-ii7�1�� ■fr�IW HYDROGEOLOGY ASBESTOS IDYNATECH ENGINEERING CORP. Miami, January 16, 2014 Mr. Orlando Iglesias ORONI CONSTRUCTION, INC. 14040 North West 6th Court Miami, FL 33168 Re: Addition @ 795 North East 97t' Street Miami Shores, FL Dear Mr. Iglesias: MATERIAL TESTING DRILLING SERVICES INSPECTION SERVICES ROOF TESTING Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on January 16, 2014 at the above referenced project. DEC was authorized to perform a compaction test only. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a demucking inspection, soil bearing capacity determination, or a pad certification. A soil boring test must be performed by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils below test levels must be verified to prevent future settlements. (DEC) was not contracted to perform supervision and certification of the building pad preparation. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain, storm gutters discharging at footings, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re - compacted and re -tested prior to construction. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. No other analysis is implied or warranted. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Enclosed find copies of the compaction test results. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, - --Wfssam ani P.E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 \%019 611! V ID AAQq 11 v®®* 0 6m m �R o S ��larPfflk r No RC I WCrfie��T�1�918 •Phone: (305) 828-�4� 598 E Mail: Dynatech@bellsouth.net®®®® r DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 MOISTURE -DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: January 16, 2014 CLIENT: ORONI CONSTRUCTION PROJECT: Addition na, ADDRESS: 795 North East 97th Street, Miami Shores, FL CONTRACTOR: Oroni Construction MATERIAL DESCRIPTION: _ Gray sand w/rock fragments SAMPLED BY: JA TEST RESULTS Sample Number 1 TESTED BY: JA The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop ASTM D-1557. % MOISTURE 5.1 7.0 9.9 14.1 15.7 DRY DENSITY 100.9 104.2 106.8 105.3 102.7 Optimum Moisture 11.2 Percent 100% Maximum Dry Density107.3 lbs./cu.ft. % Passing W Sieve 91.6 Percent Sampled By: RN Checked By: WN 109 107 105 103 101 99 6 8 10 12 14 16 ecti ely submitted, As a mutual protection to clients, the public and ourselves, all repo are submitted as the confidential property of clients, and authoriza0n4T i for use, publication of statements, conclusions or extracts from Q� jing 3t--��ATECH mani, P.E. our reports is reserved pending our written approval. e � a ENGINEERING CORP. z: Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491 e D R Y D E N S I T Y DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 FIELD DENSITY TEST OF COMPACTED SOILS DATE: January 16, 2014 CLIENT: ORONI CONSTRUCTION PROJECT: Addition P, ADDRESS: 795 North East 97th Street, Miami Shores, FL CONTRACTOR: Oroni Construction Test No. 1 Location: South side of east addition underslab Test No. 2 Location: Center of east addition underslab Test No. 3 Location: North side of east addition underslab Test No. 4 Location: East side of rear terrace underslab Test No. 5 Location: West side of rear terrace underslab Description of Material: Gray sand w/rock fragments TEST NO. 1 2 3 4 5 DEPTH 12" 12" 12" 12" 12" FIELD DENSITY 106.6 1105.8 105.5 106.0 105.7 MOISTURE CONTENT % 9,2 8.8 9,4 9.6 9.1 MAX. DENSITY IN THE FIELD % 99.3 98.6 98.3 98.8 98.5 COMPACTION REQUIREMENTS % OF MAXIMUM DENSITY 95% 95% 95% 95% 95% 100% MAXIMUM DENSITY (LAB) 107,3 1 107,3 1 107,3 107.3 107.3 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REOUIREMENTS ectfully submitted, Sampled By: JA -'�� Checked By: WN y :m '-� Wis Naamani, P.E. ` ATECH ENGINEERING CORP. ®° lorida Reg. No. 39584 certificate of Authorization No.: CA 5491 *A density test determines the degree of compacts ttte tested )ngf0fAterial,b*. Jtr no way shall a density test replace a soil bearing capacity determination. A soil boring test must be provided by client, per cienstruc'don to verify syb eofditions. As a mutual protection to the clients, the public and ourselves, all reports are submitted as the confidential property®��:0.% an • a di n° �t lication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. ®®®� ®N P11 - "Mu 110 11-"MBI110 r R DAVID A. DACQUISTO, A1CP PLANNING & ZONING DIRECTOR DEVELOPMENT ORDER File Number: PZ -4-13-201324 Property Address: 795 NE W St. 5 Villaae 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 Property Owner/Applicant: William Griffith Address: 795 NE 97'' Street, Miami Shores, 33138 Agent: Victor Bruce Address: 370 NE 101 St., Miami Shores, FL 33138 Whereas, the applicant William Griffith (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special site plan review and approval. Addition. Whereas, a public hearing was held on May 23, 2013 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 for a master bedroom, master bath, play room and laundry room. 2) Applicant to obtain all required building permits before beginning work. 3) Applicant to obtain all required permits 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. DO PZ4-13-201324 Griffith Page I of 2 V 4) Applicant to meet all applicable code provisions at the time of permitting. 5) 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. 6) Pergola is not approved as part of this Development Order. 7) Applicant to fix typographical error on survey to the satisfaction of the building official. The application with conditions was passed and adopted this 23`d day of May, 2013 by the Planning and Zoning Board as follows: Mr. Abramitis YES Mr. Busta ABSENT Mr. Reese YES Chairman Fernandez YES ',� re- lzrY,5- Date Page 2 of 2 DO PZ -4-13-201324 Griffith � • t 2 G2 Censtdtimg Group, Inc. August 266, 2013 Miami Shores Village Mr. Building Official Building & Zoning Department 10050 NE 2nd Avenue Miami Shores, FL 33138 9725 S.W. 4TH Terr., Miami, Florida 33174 Phone/Fax: 786-294-0032 Mobile No: 305-401-9154 RE: Response to Building Department Comments for Griffith Residence at 795 NE 97th Street Miami Shores, FL. Permit RC13-08-1677 Dear Sir: Below are the individual responses to the Building Department Comments for the above referenced residence. 1. See Special Inspection Form Attached. 2. On sheet s-2 there is a note that specifies the x bracing and bottom chord of trusses bracing. Also on sheet s-6 there are sections showing the bottom chord bracing for trusses. 3. The wood stud design is in the previous calculation. 4. See new set of calculation for trusses reactions by C&C. 5. See new set of calculation for trusses connections in two directions by mwfrs 6. See new set of calculation for wood joists design 7. On sheet s-2 there is a note with all wind parameters. 8.Structural note was corrected with aci318-08 code. 9. Structural notes were corrected with the nds2005 and aci530-05 codes I O.See attached page 61 with tabulated wood syp values w/ syp#2 fc // to grain 1650psi. 11. By architect. Please feel free to contact me if you have any questions. Sincerely, Robert T. Garcia, P.E. Ma laml Shores Village..' Building department 1OiM N.E.2nd Avenue Mimi Shores, Florlds 93138 T61: (305) 795-2204 Fax: (305) 756.8972 Permit No: RC13-1677 August 6, 2013 Building Critique Sheet 1. Please see structural comments. Structural Critique Sheet s Page 1 of 1 1) Provide special inspection forms for masonry & soil compaction. 2) Specify 0 detail bottom chord bracing for the trusses. 3) Provide structural calculations for 2x4 wood stud load bearing wall. 4) Provide structural calculations for wind uplift and gravity reactions. 5) Chic all typical hurricane connectors for uplift and lateral forces in two directions. 6) Provide structural calculations for all typical wood joists with deflection analysis. 7) Specify design loads and wind load parameters on S-13. 8) In note 4 of the structural notes, refgrence must be made to 318-08 and not 318-02. 9) Provide code reference for masonryaaird wood. 10) Specify the strength of #2 SYP. 1650 psi. is too high. Calculations must be performed again based upon the value in NDS (2005). 11) Provide permits from DOH, DERM and Road Impact. Mehdl Ashrat Building Official & Structural Reviewer Stopped Review 4 . Plein review is no f complete, when all items above are corrected, we will do a complete plan review. lfiany sheets are voided, remove them from the plans and replace with new revised sheets and inclWe one set of voided sheets in the re -submittal drawings. + 9 b G2 Consulting Group,lnc. ROBERT T. GARCIA, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax (786)2940032 Lic # 51370,CA 25882 BY: RG DATE:8/26/13 SU BJ ECT: Griffith Res SHEET 1 OF 61 CHECK BY:RG DATE8/2613 Miami Shores, Florida RESPONSE BUILDING DEPARTMENT COMMENTS #1 CALCULATION TITLE SHEET Job Name: ADDITION & INTERIOR REMODELING Client: Mr. GRIFFITH 795NE 97 th STREET MIAMI SHORES, FL 33138 Job Type: RESIDENTIAL Building Code :.F.B.C.-2010-Edition Building Dept: Miami Shores The undersigned hereby certifies that the enclosed structural calculations were prepared either by myself or under my direct supervision. For the computer runs, if any, input was prepared and the output data analyzed and interpreted in the same manner prior preparation of the construction documents. Therefore, I accept professional responsibility for my interpretation of any computer outputs. G2 Consulting Group,lnc. ROBERT T. GARCIA, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax (786)2940032 Lic # 51370,CA 25882 BY: RG DATE:08/26/13 SUBJECT:GRIFFITH RES CHECK BY:RG DATE:08/26/13 Miami, Florida INDEX I - ROOF TRUSSES REACTIONS 2 t054 FOR C&C II - CHECK TRUSS CONNECTORS 55 to 57 IN TWO DIRECTIONS BY MWFRS III- DESIGN WOOD JOISTS 58 to 60 IV TABLE 41B NDS 2005 SYP TABULATED VALUES 61 to 61 JOB #:2001 pb, e -r-4,, 64 9-2,4-ij ,C-- v6 -/J a z a oc LL LL 0$ 0 i -.12ktft Loads: BLC 1, GRAVITY Results for LC 1, GRAVITY G2 Consulting Group Inc. RTG 2001 GRIFFITH J.O,cw' 1 Aug 26, 2013 at 10:26 AM JACK -1.6d a �x u�• X 0.3 0.6 Resufts for LC 1, GRAVITY Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:27 AM 2001 1 JACK-1.r3d X 1 pit - i .Q67k/ft .101 k/ft .164klft Loads: BLC 2, WIND Results for LC 1, GRAVITY G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:27 AM 2001 JACK-1.r3d r11 X -.6 -.1 jNT Results for LC 2, WIND Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:27 AM 2001 JACK-1.r3d y -.12k1ft Loads: BLC 1, GRAVITY G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:33 AM 2001 JACK2 JACK-2.r3d 'J �t b� X 1 0.4 0.7 Results for LC 1, GRAVITY Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:34 AM 2001 JACK2 JACK-2.r3d I �,x .067k/ft .101 k/ft .164ktft Loads: BLC 2, WIND Results for LC 1, GRAVITY G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:34 AM 2001 JACK2 JACK-2.r3d I -D x -.7 -.2 Results for LC 2, WIND Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:35 AM 2001 JACK2 JACK-2.r3d -.12k/ft Loads: BLC 1, GRAVITY ResuRs for LC 2, WIND G2 Consulting Group Inc. RTG 2001 -.12ktft GRIFFITH Aug 26, 2013 at 10:36 AM T-1 TRUSS T-1.r3d /f, u! - X 1 4 0.9 0.9 ResuPts for LC 1, GRAVITY Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:36 AM 2001 T1 TRUSS T-1.r3d 13 Y, u -X 01 k/R' - 9 .101 ktft 162k/ft .162klft Loads: BLC 2, WIND Results for LC 1, GRAVITY G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:37 AM 2001 T1 TRUSS T-1.r3d ,6 X 1 0.7 1 Results for LC 1. GRAVITY Reaction units are k and k-ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:41 AM 2001 T2 TRUSS T-2.r3d Y �X ,.1'041Nft' _ - .101 ktft .067k/ft .164ktft, 5 Loads: BLC 2, WIND Results for LC 1, GRAVITY G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:41 AM 2001 T2 TRUSS T-2.r3d Vi] X -.9 -.4 1 5 Rewlts for LC 2, WIND Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:42 AM 2001 T2 TRUSS T-2.r3d -.12k/ft -.12k/ft -• Loads: BLC 1, GRAVITY Results for LC 2, WIND G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:42 AM 2001 T3 TRUSS T-3.r3d X 1 1.1 1.1 Results for LC 1, GRAVITY Reaction units are k and k ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:42 AM 2001 T3 TRUSS T-3.r3d .101 ktft 067k/ft .101 ktft 101 ktft .067k/ft -- Loads: BLC 2, WIND Results for LC 1, GRAVITY G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:43 AM 2001 T3 TRUSS T-3.r3d 12. -A, -.7 -.7 1 Results for LC 2. WIND Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:43 AM 2001 T3 TRUSS T-3.r3d 2 �i- x -1.26k -1 k -.54k L . . _ r r `N2 Loads: BLC 1, GRAVITY Results for LC 1, GRAVITY G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:46 AM 2001 H P 1 HP-1 •rad Atl �,x 23I 1.5 1.3 Results for LC 1, GRAVITY Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:51 AM 2001 HP1 HP-1.r3d ,-.r u - X I .701k .736k 1.06k Loads: BLC 2, WIND Results for LC 1, GRAVn f G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:51 AM 2001 HP1 HP-1.r3d Z �,x -1 1 1 T � Results for LC 2, WIND Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:51 AM 2001 HP 1 HP-1.i3d 2� MA K.WdCA A X I 1 .511k .701k .907k Loads: BLC 2, WIND Results for LC 1, GRAVITY G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:55 AM 2001 HP2 HP-2.r3d �p X -1.7 -.4 �N Results for LC 2, WIND Reaction units are k and k-ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:55 AM 2001 HP2 HP-2.r3d �Lx 1 2 q 1.1 1.1 Results for LC 1, GRAVITY Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:58 AM 2001 GT -1 G-1.r3d X -1.4 -1.4 T if%1-- 2 Results for LC 2, WIND Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 10:59 AM 2001 GT1 G-1 •r3d SC �Lx 1.5 1.8 Results for LC 1, GRAVITY Reaction units are k and k ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 11:05 AM 2001 GT2 G-2.r3d .224k/ft Loads: BLC 2, WIND Results for LC 1, GRAVITY G2 Consulting Group Inc. RTG 2001 -- __,163kfft GRIFFITH GT2 Aug 26, 2013 at 11:05 AM G-2.r3d �Lx -1.6 -1.3 v T, Results for LC 2. WIND Reaction units are k and k-ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 11:06 AM 2001 GT2 G-2•r3d f -.48k/ft -.84k Loads: BLC 1, GRAVITY G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 5:26 PM 2001 GT -3 G-3.r3d O �Lx 1 3 2.5 3.1 Results for LC 1, GRAVITY Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 5:26 PM 2001 GT -3 G-3.r3d u! - X -2.4 -2.3 iV3 Results for LC 2, WIND Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 5:34 PM 2001 GT -3 G3.r3d X -•2 -.2 Ly I 402 Results for LC 2, WIND Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 11:12 AM 2001 J-1 JOIST J-1.r3d LX r jNT 4w Results for LC 2, WIND Reaction units are k and k -ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 11:16 AM 2001 J-2 JOIST J-2.r3d X -.08k/ft 1 1N1 Loads: BLC 1, GRAVITY Results for LC 2, WIND G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 11:20 AM 2001 J-3 JOIST J-3.r3d u! - X .044k/8 Loads: BLC 2, WIND Results for LC 1, GRAVITY G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 11:20 AM 2001 X1_3 JOIST J-3.r3d �Lx �T 11 Results for LC 2, WIND Reaction units are k and k-ft G2 Consulting Group Inc. RTG GRIFFITH Aug 26, 2013 at 11:21 AM 2001 J_3 JOIST J-3.r3d G2 CONSULTING GROUP,INC WIND ANALYSIS MWFRS ASCE7-10 JOB: ROBERT T. GARCIA,P.E SHEET OF 9725 SW 4 TERR MIAMI FL 33174 CAL• DATE:_ PH:786-2940032 CHECK: DOTE:_ UC:51370 MWFRS ANALYSIS ASCE7-10 DIMENSIONS OF BUILDING,WIND VELOCITY,ENCLOSED, EXPOSURE L2(ft) Ll(ft) h.mean(ft) (deg) V mph exposure heave(ft) ridge heigth(ft) 1.2/1-1 h/1.2 owhana(ft) 81(ft) H1(ft) B2(ft) H2(ft) 56 58 15 14.04 175 C 8.5 9.875 0.97 0.27 2 5.5 1.375 7 1.75 BASIC VELOCITY PRESSURES AND FACTORS Level(ft) z(ft) Kd Kzt zg(ft) a(deg) Kz gz(psf) 0-8'4" 15 0.85 1 900 9.5 0.85 56.6 hmean 15 0.85 56.6 WALL PRESSURES DIRECTION 1 WINDWARD LEEWARD LEVEL G Cp pw(z)(psf) G Cp plee(pso 0-B'-8" 0.85 0.8 23.08 0.85 -0.50 -14.43 L1 Dirt L2 r -I 4 � )GE PRESSURE DIRECTIONI PERF LEVEL G Cp Gepi 0-8'-W 0.85 -0.5386 -0.18 WINDWARD -0.0347 -0.18 10 15 0.283794 14.0 -0.7 -0.5 -0.5386 0.18 -0.18 0 -0.0347 0.18 OVERHANG 0.8 L1 Dirt L2 r -I 4 � )GE I PRESSURE DIRECTFON PERP TO RIDGE - 2(psf) LEVEL G Cp Gcpi p1,2(psf) Interpolation Cp (Roof Direction 1) -9.4 0-8'-T 0.85 -0.5 -0.18 -8.3 degi(deg) deet (deg) deg(rad) deg(deg) Cpl Cp2 5.1 LEEWARD -0.5 0.18 -20.5 10 15 0.283794 14.0 -0.7 -0.5 -21.6 -0.18 0 -7.1 Cp 23.1 Cil C12 -0.5386 -0.034696 TRUSSES 1 LATERAL FORCE PER/FT DIR 1 LEEWARD LEVEL WALL ROOF TOTAL 0'-0"-8'-6" -61 -133 -194 TRUSSESI VERT FORCE/FT DIR1 LEVEL UPLIFT 01-0"-814" -50 TRUSSES 2 LATERAL FORCE PER/FT DIR 1 LEEWARD LEVEL WALL ROOF TOTAL 0'-0"-8'-6" 0 -144 -144 TRUSSES2 _. VERT FORCE/FT DIR1 LEVEL UPLIFT 0'-0"-8'-6" -36 TRUSSESI LATERAL FORCE PER/FT DIR 1' LEEWARD LEVEL WALL ROOF TOTAL 0'-0"-8'-6" 0 -133 -133 TRUSSESI VERr FORCE/FT DIRV LEVEL UPLIFT 0141$1-6" -50 g2 consulting group, inc robert t. garcia, p.e 9725 sw 4 terr miami fl 33174 ph/fax:786-2940032 Iic:51370 Job:Gdffit Res Sheet M (sof Calc by:rg_Date:_08/14/13 Check by:rg Date: 08/14/13_ CONNECTION TRUSSES- TB and TRUSSES WOOD WALL CHECK CONNECTIONS IN TWO DIRECTIONS USING: MWFRS : ASCE-10 ATA:r=XCELL PROGRAM: MWFRS TRUSS1 -TB: UPLIFT:= 3881bf Uplift Vertical Reaction due wind load for windward L2:= 1001bf Horizontal Reaction due wind load for windward Usina straps: Nu Vue : NVTH 20 UPLIFT,Mo, := 17831bf Allowable uplift force L2,dlo, := 14301bf Allowable lateral force Ratio := UPLIFT + L2 Ratiol = 0.288 UPLIFTTallow L2allow TRUSS1- WOOD WALL: ,ak,I TM;= 2661bf Uplift Vertical Reaction due wind load L2:= 1001bf Horizontal Reaction due wind load A~ Usina straps: Nu Vue :NVHCRIL Uplift: 2clip-5251bf 1-2: 2ciip-3331bf 7PLI�FT�:= 10501bf Allowable uplift force L2= 6661bf Allowable lateral force UPLIFT L2 Ratio2 :_ + UPLIFTanow L2anoW Ratio2 = 0.403 L. Ne ' g2 consulting group, inc robert t. garcia, p.e 9725 sw 4 terr miami fl 33174 ph/fax:786-2940032 Iic:51370 TRUSS3- WOOD WALL: ,kJLJI,F�T= 2881bf Uplift Vertical Reaction due wind load .= 721bf Horizontal Reaction due wind load Usina straps: Nu Vue :NVHC37 Uplift: 1clip-7021bf 1-2: 1clip-6371bf J,Iy= 7021bf Allowable uplift force 1 W;.= 6371bf Allowable lateral force _ UPLIFT L2 + Ratio2 = 0.523 UPLIFTaHow L2allow Job:GIffft Res Sheet M 5 Mot— Calc by:rg_Date:_08/14/13 Check by:rg Date: 08/14/13_ G2 Consulting Group, Inc. Job: Griffith ROBERT T. GARCIA, P.E Sheet No: ST of 9725 S.W. 4 th TERR. Calc. by: RG Date:08/20/13 Miami, FL 33174 Check by:RG Date:08/20/13 LIC# 51370, CA 25882 WD JOIST 2X6 CHECK DATA: 2X6 :WD SECTION SP No 2 b:= 1.5in h:= 5.5in Aj := b•h Area of section Aj = 8.25•in2 2 Si := b -6h Modulus of section Sj = 7.56•in3 J& 7.5ft Span of Joists a:= 16in Distance between joists Loads : DL := 30psf Dead Load LL := 30psf Live Load wdl:= DL•a Dead load per ft ` d, = 40,1bf ft w11:= LL•a Live Load per ft wll = 40• lbf ft (Wdl + W11) L2 8 Maj = 562•1bf•ft (Wdl + W11) -L Vaj •= 2 Vaj = 300 lbf -Max bending stress: aj fbj :_ M Si fbj = 893 psi Max Bending Moment Max Shear Force NDS2005 3 Ij := b -b Moment of Inertia 12 Ij = 20.8•in4 G2 Consulting Group, Inc. ROBERT T. GARCIA, P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 51370, CA 25882 -Max shear stress 3 Va' f1,j := 2 A f,,j = 55 psi Allowable stresses for SP No2 (2x6) Jap Griffith Sheet No: of Calc. by: RG Date:08&0-113 Check by:RG Date:08/20/13 Fb := 125,Ops Tabulated Bending Sress for SYP No.2 , See Table 413, NDS Fv - 175psi Tabulated Shear Sress for SYPNo.2,See Table 4B,NDS Ew,,Od := 1600ksi Modulus of Elasticity of SP NO 2 (2x8) Adjustment of Design Values CD:= 1.6 Load Duration Factor(Normal combination of loads) cm := 1.0 Wet Service Factor Ct ,= 1.0 Temperature Factor CL := 1:0 Beam Stability Factor CF := 1' Size Factor ICs,,:= 1; Flat Use Factor � C,, := l Incising Factor Cr := 1.0 Repetitive Member Factor Cf 1 Form Factor Fib := Fb•CD•CM-Ct•CL•CF•Cfu•Ci•Ct-Cf Tb = 1438•ps Allowable Bending Stress checking := if (fbj 5 Pb, "ok" , "no good") checking = "ok" G2 Consulting Group, Inc. ROBERT T. GARCIA, P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 51370, CA 25882 F',:= F` CD•CM•Ct•Ci T .= 175 -psi Allowable Shear Stress Agww= if(fvj 5 F'v, "ok" , "no good ") checking = "ok" -Max deflection: 5 (w,� + wll)•L4 Omax 384FI• Max Deflection wood J A,. = 0.171 -irk L Allowable Deflection Datlow 240 Dallow = 0 375•inl control := if(0. <_ Aow, "ok" , "not good" Use: 2x6 AM" joist SP No 2 control = "ok" J b: Griffith Sheet No: R Calc. by: RG Date:08/20/13 Check by:RG Date:08/20/13 Table 413 Reference Design Values for Visually Graded Southern Pine Dimensix-impr Lumber W - 4" thick)1^$,4,5 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4B ADJUSTMENT FACTORS F4 Design values in pounds per square Inch (psQ Tension Shear Compression Compression Modulus parallel parallel perpendicular parallel of Grading Was and Size Bending to grain to grain to grain to grainElestidtY Rules _. E E,.,. commercial grade classification Fb Fr F„ Fc.L Fc 3,050 11650 175 660 2,250 1,900,000 690,000 Dense Select Structural soled structural 2,850 11600 175 565 2,100 1,800,000 660,000 Non -Dense Soled Structural 2,650 1,350 175 480 1,950 1,700,000 620,000 No.1 Dense 2,000 1,100 175 660 2,000 1,800,000 660,000 No.1 2° -4° wide 1,850 1,050 175 565 1,850 1,700,000 620,000 No.1 Non -Dense 1,700 900 175 480 1,700 1,600,000 580,000 N0.2 Dense 1,700 875 175 660 1,850 1,700,000 620,000 No.2 1,500 825 175 565 1,650 1,600,000 580,000 Not Non -Dense 1,350 775 175 480 1,600 1,400,000 510,000 No.3 and Stud 850 475 175 565 975 1,400,000 510,000 Construction 1,100 625 175 565 1,800 1,500,000 550,000 Standard 4° wide 625 350 175 565 1,500 1,300,000 470,000 11" 300 175 175 565 975 1,300,000 470,000 Dense Soled Structural 2,700 1,500 175 660 2,150 1,900,000 690,000 Soled Structural 2,550 1,400 175 565 2,000 1,800,000 660,000 Non -Dense Select Structural 2,350 1,200 175 480 1,850 1,700,000 620,000 NO Dense 1,750 950 175 660 1,900 11800,000 660,000 No.1 1,650 900 175 565 1,750 1,700,000 620,000 No.1 Non -Dense 5" - 6° wide 1,500 800 175 480 1,600 1,600,000 580,000 Not Dense 1,450 775 175 660 1,750 1,700,000 620,000 Not 11250 725 175. 565 1,600 1,600,000 580,000 Not Non -Dense 1,150 675 175 480 1,500 1,400,000 510,000 No.3 and Stud 750 425 175 565 925 1 1,400,000 510,000 Dense Select Structural 2,450 1,350 175 880 2,050 1,900,000 690,000 a" salad structural 2,300 1,300 175 555 1,900 1,800,000 860,000 Non -Dense Select Structural 2,100 1,100 175 480 1,750 1,700,000 620,000 SP-($;.� No.1 Dense 11650 875 175 660 1,800 1,800,000 660,000 No.1 8° wide 1,600 825 175 565 1,650 1,700,000 620,000 No.1 Non -Dense 1,350 725 175 480 1,550 1,600,000 580,000 Not Dem 1,400 675 175 660 1,700 1,700,000 620,000 Not 1,200 650 175 565 1,550 1,600,000 580,000 Not Non -Dense 1,100 600 175 480 1,450 1,400,000 510,000 No.3 and Stud 700 400 175 565 875 1,400,000 510,000 Dense Soled Structural 2,150 1200 175 660 2,000 11900,000 690,000 Soled Structural 2,050 1,100 175 565 1,850 1,800,000 660,000 Non -Dense Select Structural 1,850 950 175 480 1,760 1,700,000 620,000 No.1 Dense 1,450 775 175 660 1,750 1,800,000 660,000 No.1 10° wide 1,300 725 175 565 1,600 1,700,000 620,000 No.1 Non -Dense 1,200 650 175 480 1,500 1,600,000 580,000 Not Dense 1200 625 175 660 1,650 1,700,000 620,000 Not 1,050 575 175 565 1,500 1,600,000 580,000 _ Not Non -Dense 950 550 175 480 1,400 1,400,000 510,000 No.3 and Stud 600 325 175 565 850 1,400,000 510,000 Dorm Select Structural 2,050 1,100 175 660 1,950 1,900,000 6901000 select structural 1,900 1,050 175 565 1,800 1,800,000 660,000 Non -Dense select Structural 1,750 900 175 480 1,700 1,700,000 620,000 No.1 Dense 1,350 725 175 860 1,700 1,800,000 660,000 No.1 12° wide 1,250 675 175 565 1,600 1,700,000 620,000 No.1 Non -Dense 1,150 600 175 480 1,500 1,600,000 580,000 Not Dense 1,150 575 175 660 1,600 1,700,000 620,000 Not 975 550 175 565 1,450 1,600,000 580,000 Not Non -Dense 000 525 175 480 1,350 1,400,000 510,000 No.3 and Stud 575 325 175 565 825 1,400,000 510,000 F4 Miami ' Shores Village Building Department CEIVED JAN; � a o14 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 ,13y. INSPECTION'S PHONE NUMBER: (305) 762.4949 - FBC 20 ID BUILDING Permit NoAk- PERMIT APPLICATION Master Permit NoA ` 3--iS , Lk+7— Permit Type: BUILDING ROOFING JOB ADDRESS: -IqG M cRT� S1 ftc4r ' City: Miami Shores County: Miami Dade Zip: :55M Folio/Parcel#: 11- -510Lo —Ot14 23tao Is the Building Historically Designated: Yes OWNER: Name (Fee Simple NO Flood Zone: City: . co"Al State: Zip: 33( Z Tenant/I,essee Name: Phone#: Email: CONTRACTOR: Company Name: Address: 941-Y40 d Ij) % G City: Qualifier Name: State Certification or Registration #: X15 ((g" Certificate of Competency #: Contact Phone#, 1.4: - 26W Email Address: nCUI d -JS& I� &I&A, DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑Addition ❑Alteration ❑New ❑Repair/Replace ❑Demolition Description of Work:��yds3�--5 Color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO/CC $ DBPR $ Bond $ Technology Fee $ 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 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 ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this $`h day of, 20 1 ` , by , who i ersona y known to me or whAas produced -DL * c�)- As identification and who did take an oath. NOTARY PUBLIC: yY Si PASTRA14A MY COMMISSION i IiEs726 Print: FxPIRFs: Fabrudy o7,2017 OF My Commission Expires: The for oing instrument was acknowledged before me this 48 day o 9201/I& , by /C Gi , wh ' erso known to me or who has produce a&identification and who did take an oath. NOT. Print:' V My Commission Expires: REBECA K F*—y �Y��4e:F k k Y� Y9: Y�kFr9e4e�Y�Y�Y k4: �>F k3: ��Y3z.Y t Y3r�de�Y4e�9e9: �� Y� t*9nYoY3e3e3e*d: Y Y k k k��3t9: k� k k�3:9F9F k�Y&*9: k Y3e:Y��:Y3: tk3t�Y k�de�Y�Y� Y 1r��Y3c�3c4r3c�9e�Y3ryc APPROVED BY Plans Examiner Structural Review (Revised 5/2/2012)(Revised 3/12/2012) )(Revised 06/10/2009)(Revised 3/15/09)(Revised 7/10/2007) Zoning Clerk Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 I's 1'1 � Permit No: P - C t s-16 4 4�' Structural Critique Sheet � ko of o C! a0y i - -5 &-F o12 -i 4� ffn/ !�alls- gIlnll-4 Page 1 of 1 C11 A s-rCz- P�-i rT STOPPED REVIEW Plan review Is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and Include one set of voided sheets In the re -submittal drawings. Mehdi Asraf Royal Truss Site Information: Project Customer: ORONI CONST. Site Address: 795 NE 97 ST. MIAMI � FL. Royal Truss Manufacturing 9550 NW 79th Ave, Suite #5 Hialeah, Garden, FL 33016 Tel: (305) 822-0020 Fax: (305) 822-0029 General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010frPI2007 Design Program: 7.35 May 18 2012 Roof Load: 55.0 psf Floor Load: WA Wind Code: Wind Speed: 175 mph This package includes 20 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rilda --71 Date Truss ID# Seal# No. 1 01/07/14 CA A0008984 2 01/07/14 CJ6 A0008985 3 01/07/14 CJSA A0008986 4 01/07/14 CJ9 A0008987 5 01/07/14 GR1 A0008988 6 01/07/14 H1 A0008989 7 01/07/14 H2 A0008990 8 01/07/14 AA A0008991 9 01%07/14 J2 A0008992 10 01/07/14 J3 A0008993 11 01/07/14 J3A A0008994 12 01/07/14 J5 A0008995 13 01/07/14 J5A A0008996 14 01/07/14 M1 A0008997 15 01/07/14 M2 A0008998 16 01/07/14 T1 A0008999 17 01/07/14 T2 A0009000 18 01/07!14 T2A A0009001 19 01/07114 V3 A0009002 20 01/07/14 V5 A0009003 G2 CON:';•: L r " GR( -1. ►NG. si.40P DRAW IMG RMEW RE.IECT=D I NO cx;-gvTION57AItEN I (VOTE .OMMENTS O RE-SU�IT �OAAc^TIONS :>R COMMENTS MADE ON SHOE �AWIr S :ONTRACTnl" FU' )N OI,An"•,,. THIS REVrEEW DO NOT RELIEVE THE aFRMTMT D -()nAPI."ING WITH REQUIREMENTS '>!` Y FOR ,7R4W11"G5 ANC SPECIFICATIONS. THIS CHECM 4, ONL ;Ff.�FAAL CONFORn.ANCE WITH DESIT3N CONCEP' AND '3F^aERAL COMP�Iw"'�E WIT'' THE tNF-RMATION m` THE E ,ONr.;r4CT `=L -E -TS. CONTPpC" IS REBPONSIBI- .:',1R: r;ONFIRMING AND TITIES AND •:•ORR�''-AT', 41-= DVS AND llm'E,"S:ONS: SELECTING .+r�ICc.T`ON Fpaw1OUES OF CONSTRUC''•O°1': COORDINATING HIS VyO IS .,•IT-. THAT OF ALL OTHER ►RADES: AND PERFORMING HIS SAFE AND SATISFACTORY MANNER. AGPROVAL REPRESENTS OUR REVIEW OF THIS 'r�UM£N1 ONLY FOR THOSE MODIFICATIONS REQUESTED ,.geIr- OR IN PREVIOUS SUBMISSIONS OR AS > EC�ICAU.Y )TED BY CONTRACTOR IN THIS SUBMISSION• ANY OTHER BY THE CONTRACTOR Y ,ODIFICATION TO THIS DRA1M� RIAL ?RE,/IOUSLY REVIEWED THAT ENGINEER DISAPPROVED. IT 16 U ISNDE � SE CONSTRUED P,IOTATION ON SUBMITTAL NAL WORK OR{+'O$Te AUTHORIZATION FOR ADDITIO The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Royal Truss Manufacturing, Hialeah Gardens, FL. Truss Design Engineer's Name: Orlando M. Fortun, P.E. PE # 22249, EB# 0005512 NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. ar413 Ea OOO A ZAMfflA1�6,nDMA3355 a FAX- (3m) 2b2-2014 Page 1 of 1 Engineers Name JAN Date Job Truss Truss Type a Qty Ply 5-2-12 ' 4-6-12 A0008984 12-15-13 CJ5 ROOF TRUSS 1 1 [1:Edge,0-1-7], [1:0-3-5,Edge] [2:0-2-9 0-0-01 Job Reference (optional) Royal Truss Company, Doral, FL, Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 07 14:00:08 2014 Page 1 ID:rZycMgJCzpjgMYd166nxYvadSm-Wu4sAJwVTHQikRvmAVJrbo7UUZMJyvHc77?7V9zxkj5 5-1-4 5,2-12 5-1-4 0-1-8 3x4 11 Scale= 1:10.0 3x4 = 2x4 11 5 4 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD WEDGE Left 2x4 SP No.2 REACTIONS (Ib/size) 1=102/048-0 (min. 0-1-8),2=162/Mechanical, 5=47/Mechanical Max Horz 1=92(LC 5) Max Uplift1=-67(LC 4), 2=-263(LC 5) Max Grav1=119(LC 2), 2=231 (LC 10), 5=98(LC 3) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-2-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-4-0 to 34-0, Interior(1) 3-4-0 to 5-2-12; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide metal plate or equivalent at bearing(s) 2 to support reaction shown. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi u t j I� n% ff 263 Ib uplift at joint 2. WNSILT110 , PA 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysi a d f this truss.y- 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not ex i PE 14249 EEL 12 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or tram ba 391h TE16iACE Iilar� FLORIDA LOAD CASE(S) Standard Continued on page 2 3355 TEL -(305)262-6775 FAX -(309)262-1014 JAN 4-6-12 5-2-12 ' 4-6-12 0-8-0 Plate Offsets (X,Y): [1:Edge,0-1-7], [1:0-3-5,Edge] [2:0-2-9 0-0-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.44 Vert(LL) -0.03 1-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.46 Vert(TL) -0.05 1-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 20 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD WEDGE Left 2x4 SP No.2 REACTIONS (Ib/size) 1=102/048-0 (min. 0-1-8),2=162/Mechanical, 5=47/Mechanical Max Horz 1=92(LC 5) Max Uplift1=-67(LC 4), 2=-263(LC 5) Max Grav1=119(LC 2), 2=231 (LC 10), 5=98(LC 3) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-2-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 0-4-0 to 34-0, Interior(1) 3-4-0 to 5-2-12; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide metal plate or equivalent at bearing(s) 2 to support reaction shown. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi u t j I� n% ff 263 Ib uplift at joint 2. WNSILT110 , PA 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysi a d f this truss.y- 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not ex i PE 14249 EEL 12 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or tram ba 391h TE16iACE Iilar� FLORIDA LOAD CASE(S) Standard Continued on page 2 3355 TEL -(305)262-6775 FAX -(309)262-1014 JAN Job Truss Truss Type Qty Ply A0008984 12-15-13 CJ5 ROOF TRUSS 1 1 Job Reference (optional) Royai T russ company, uorai, I -L, Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 07 14:00:08 2014 Page 2 ID:rZycMgJCzpjgMYd166nxYvz)dSm-Wu4sAJwVTHQikRvmAVJrbo7UUZMJyvHc?7??V9zxkj5 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Trapezoidal Loads (plf) Vert 1=-6(F=34, B=34) -to -2=-93(F=-9, B=-9), 2=-48(F=-9, B= -9) -to -3=-53(F=-12, B=-12), 1=-2(F=9, B=9) -to -4=-26(F=-3, B=3) tOo � 4Q�c� C 6ILTM EWsNWM, PA Mt / STRICIURAL PE 71149 Ea 000M MO SAL 3%h TEWACE MM, nDFJPA 3365 TEL -(305)262-6225 FAX -(305)262-20W 'JAN 7 20A Job Truss Truss Type Qty Ply ' 4)T_ A0008985 12-15-13 CJ6 ROOF TRUSS 2 1 04-14, , 0-12-12 3-10-3 Job Reference (optional) wyaI VmNany, uuIai, rL-, Muwdw udv15 /.Jou s May its zulz MI IeK In0ustnes, Inc. I ue Jan UI 14:UU:US ZU14 Page 7 ID:rZycMgJCzpjgMYd166nxYvznlSm-Wu4sAJwVTHQikRvmAVJrbo7RDZFLyvKc?7??V9zxkj5 -2-9-15 4-0-15 , 6-9-14 6-11-6 2-9-15 4-0-15 2-8-14 0-1-8 3x4 11 719 Scale = 1:19.4 0 P 1 LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=185/Mechanical, 7=131/Mechanical, 9=0/0-1-8 (min. 0-1-8), 2=458/0-11-5 (min. 0-1-8) Max Horz2=138(LC 5) Max Uplift4=-260(LC 5), 7=-61(LC 5), 2=-382(LC 4) Max Grav4=308(LC 10), 7=165(LC 3), 2=570(LC 9) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=376/182,3-111=-346/188 BOT CHORD 2-8=274/342,7-8=274/342 WEBS 3-7=356/285 NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf, BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -2-10-4 to 0-4-0, Interior(1) 0-4-0 to 6-11-6; Lumber DO =1.60 plate ri DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. I 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an .os. � g SNMIM PA 4) Refer to girder(s) for truss to truss connections. CIYE / 87RJC FAI. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. PE 71149 EEL 0000 6) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. a� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstands at joint *-' "ERmA FAX-(MA 33sS Ib uplift at joint 7 and 382 Ib uplift at joint 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.JAN 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Continued on page 2 0-2-13 6-11-6 4)T_ -12 , 4-0-15 , 6-3-6 04-14, , 0-12-12 3-10-3 2-2-7 0-2-13 0-1-8 Plate Offsets (X,1): [2:0-6-9,Edge], [4:0-2-9,0-0-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.58 Vert(LL) 0.02 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -0.02 2-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 35 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=185/Mechanical, 7=131/Mechanical, 9=0/0-1-8 (min. 0-1-8), 2=458/0-11-5 (min. 0-1-8) Max Horz2=138(LC 5) Max Uplift4=-260(LC 5), 7=-61(LC 5), 2=-382(LC 4) Max Grav4=308(LC 10), 7=165(LC 3), 2=570(LC 9) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=376/182,3-111=-346/188 BOT CHORD 2-8=274/342,7-8=274/342 WEBS 3-7=356/285 NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf, BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -2-10-4 to 0-4-0, Interior(1) 0-4-0 to 6-11-6; Lumber DO =1.60 plate ri DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. I 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an .os. � g SNMIM PA 4) Refer to girder(s) for truss to truss connections. CIYE / 87RJC FAI. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. PE 71149 EEL 0000 6) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. a� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstands at joint *-' "ERmA FAX-(MA 33sS Ib uplift at joint 7 and 382 Ib uplift at joint 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.JAN 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Continued on page 2 Job Truss Truss Type Qty Ply A0008985 12-15-13 CA ROOF TRUSS 2 1 Job Reference (optional) Royal Truss Company, Doral, FL, Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 07 14:00:08 2014 Page 2 ID:rZycMgJCzpjgMYd166nxYvndSm-Wu4sAJwVTHQikRvmAVJrbo7RDZFLyVKc?7??VS=kj5 NOTES 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=-75 Trapezoidal Loads (plf) Vert: 10=0(F=37, B=37) -to -4=-125(F=-25, B= -25),4=-80(F=-25, B= -25) -to -5=-85(F=-28, B=-28), 2=-2(F=9, B=9) -to -6=-35(F=-7, B=-7) I�(POO ff� 4cO�e� COMT116 , PA CIVIL / 871WURAL PE 22249 ES. 0005512 MV SAL 99th TERRACE MAn, FLORIDA 3365 TEL -(305)262-6228 FAX -(309)261-1014 'JAN_ Job Truss Truss Type Qty Ply 6-6-5 , ' 0-8-0 ' `I [2.0-1-12 Edge] [3:0-2-9,0-0-01 A0008986 12-15-13 CJ6A ROOF TRUSS 1 1 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud Job Reference (optional) Royal Truss Company, Doral, FL, Edward Davis 7.350 s May 18 2012 MI I ek Industries, Inc. I ue Jan ui 14:uu:ua Zu14 rage -i ID:rZycMgJCzpjgMYd166nxYvz)dSm_4eEOfx7EbZZLbUzkCg480fd4zilhMXmDnkZ1=kj4 -2-9-15 , 3-9-11 , 6-4-13 6-,6,-5 2-9-15 3-9-11 2-7-2 0-1-8 Scale = 1:18.2 Camber= 1/16 in 3x4 11 4nrwn LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 2=440/0-11-5 (min. 0-1-8), 3=195/Mechanical, 6=72/Mechanical, Max Horz2=133(LC 5) Max Uplift2=-383(LC 4), 3=-328(LC 5) Max Grav2=548(LC 9), 3=304(LC 10), 6=137(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 7=-0/0-1-8 (min. 0-1-8) NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -2-10-4 to 0-4-0, Interior(1) 0-40 to 6-6-5; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 6) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstand' g at joint 2 88f&LTM OWEM PA 328 Ib uplift at joint 3. CIA / gTRIMURAL 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analy s i of this trussPEL 22249 EE. 00012 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exce id 5 WO brit PA TERRACE mAn, FLGMA 3355 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front F) 711- (30) 262-67b FAx- (305) w: -emu LOAD CASE(S) Standard 'JAN Continued on page 2 5-10-5, 5-10-5 6-6-5 , ' 0-8-0 ' Plate Offsets (X Y): [2.0-1-12 Edge] [3:0-2-9,0-0-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.57 Vert(LL) -0.07 2-6 >968 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.47 Vert(TL) -0.16 2-6 >434 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matra) Weight: 29 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 2=440/0-11-5 (min. 0-1-8), 3=195/Mechanical, 6=72/Mechanical, Max Horz2=133(LC 5) Max Uplift2=-383(LC 4), 3=-328(LC 5) Max Grav2=548(LC 9), 3=304(LC 10), 6=137(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 7=-0/0-1-8 (min. 0-1-8) NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -2-10-4 to 0-4-0, Interior(1) 0-40 to 6-6-5; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 6) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstand' g at joint 2 88f&LTM OWEM PA 328 Ib uplift at joint 3. CIA / gTRIMURAL 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analy s i of this trussPEL 22249 EE. 00012 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exce id 5 WO brit PA TERRACE mAn, FLGMA 3355 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front F) 711- (30) 262-67b FAx- (305) w: -emu LOAD CASE(S) Standard 'JAN Continued on page 2 Job Truss Truss Type Qty Ply A A0008986 12-15-13 CJ6A ROOF TRUSS 1 1 Job Reference (optional) Royal Truss Company, Doral, FL, Edward Davis 7.350 s May 18 2012 MITeK Industries, Inc. I ue Jan 07 14:00:09 2014 rage 2 ID:rZycMgJCzpjgMYd166nxYvadSmF 4eEOfx7EbZZLbUzkCg480fd4zilhMXmDnkZ1czxkj4 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-8=-75 Trapezoidal Loads (plf) Vert: 8=0(F=38, B=38) -to -3=-117(F=-21, 13=21), 3=-72(F=-21, B= -21) -to -4=-77(F=-24, B=-24), 2=-2(F=9, 131=9) -to -5=33(F=-6, B=-6) o om ftm C01Gt6- M 94 0*03, FA Ch& / 67RI1MWA. FE r1149 E96 00OW2 T770 SAL 99Th TERRACE MIAMI, FLC7iIDA 3355 TM- [-V5)262-6ZM FAX -(305)762-2041 JAN 7 2014 Job Truss Truss Type Qty Ply 9-1-5 3-7-6 ' Plate Offsets (X,Y): [2:0-6-1,0-0-1), p:0-3-0,0-2-121 A0008987 12-15-13 CJ9 ROOF TRUSS 1 1 LOADING (psf) SPACING 2-0-0 CSI DEFL Job Reference (optional) Royal Truss Company, Doral, FL, Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 07 14:00:09 2014 rage 1 ID:rZycMgJCzpjgMYdl66nxYvndSm- 4eEOfx7EbZZLbUzkCg480HNUzcVhG5mDnkZlczxkj4 -2-9-15 5-5-15 9-9-5 2-9-15 5-5-15 4-3-6 Scale: 1/2"=1' Camber= 1/16 in 5x12 MT20H 11 2.12 F12 4 5 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 7=711/0-3-8 (min. 0-1-8), 2=625/0-11-5 (min. 0-1-8), 9=0/0-1-8 (min. Max Horz2=228(LC 5) Max Uplift7= 596(LC 5), 2=-417(LC 4) Max Grav7=1060(LC 10), 2=790(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1545/588,4-7=-574/460 BOT CHORD 2-8=-762/1573,7-8=-762/1573 WEBS 3-7=-1401/651 NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; Encl., GCpi=0.18; C -C Exterior(2) -2-10-4 to 0-4-0, Interior(1) 0-4-0 to 9-9-5; Lumber DOL 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstand' 417 Ib uplift at joint 2. 7) "Semi-rigid pitchbreaks with foxed heels" Member end fixity model was used in the analy 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front Structural wood sheathing directly applied or 1-4-12 oc purlins, except end Verticals. Rigid ceiling directly applied or 6-2-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation cauide. 0-1-8) h=15ft; Cat. II; Exp C; ads: COatILTM , PA tat 7 CML / 67RICP RAL J *Jt 22149E& sOOM of thistl &A 39th TERRACE MM, FLOODA 33355 (3057262-6225 FAX -(303)262-2031 LOAD CASE(S) Standard I JAN — Continued on page 2 -0rt,-6 012-6 5-5-15 5-5-15' 9-1-5 3-7-6 19-9-5, 0-8-0 Plate Offsets (X,Y): [2:0-6-1,0-0-1), p:0-3-0,0-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 1.00 Vert(LL) 0.07 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.11 7-8 >985 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.02 7 n/a n/a' BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 47 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 7=711/0-3-8 (min. 0-1-8), 2=625/0-11-5 (min. 0-1-8), 9=0/0-1-8 (min. Max Horz2=228(LC 5) Max Uplift7= 596(LC 5), 2=-417(LC 4) Max Grav7=1060(LC 10), 2=790(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1545/588,4-7=-574/460 BOT CHORD 2-8=-762/1573,7-8=-762/1573 WEBS 3-7=-1401/651 NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; Encl., GCpi=0.18; C -C Exterior(2) -2-10-4 to 0-4-0, Interior(1) 0-4-0 to 9-9-5; Lumber DOL 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstand' 417 Ib uplift at joint 2. 7) "Semi-rigid pitchbreaks with foxed heels" Member end fixity model was used in the analy 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front Structural wood sheathing directly applied or 1-4-12 oc purlins, except end Verticals. Rigid ceiling directly applied or 6-2-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation cauide. 0-1-8) h=15ft; Cat. II; Exp C; ads: COatILTM , PA tat 7 CML / 67RICP RAL J *Jt 22149E& sOOM of thistl &A 39th TERRACE MM, FLOODA 33355 (3057262-6225 FAX -(303)262-2031 LOAD CASE(S) Standard I JAN — Continued on page 2 Job Truss Truss Type Qty Ply ' A0008987 12-15-13 CA ROOF TRUSS 1 1 Job Reference (optional) Royal Truss Company, Doral, FL, Edward Davis 7.350 s May 18 2012 MiTek industries, Inc. I ue Jan 0/ 14:00:09'2074 rage 2 ID:rZycMgJCzpjgMYd166nxYvndSm- 4eEOfx7EbMbUzkCg480tWUzcVhG5mDnkZ1czxkj4 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=-75 Trapezoidal Loads (plf) Vert: 10=0(F=37, B=37) -to -4=-178(F=-52, B= -52),4=-133(F=-52, B= -52) -to -5=-138(F=-54, B=-54), 2=-2(F=9, B=9) -to -6=-49(F=-14, B=-14) OHO M f?Rr M WNXTMG 8 , PA CIVIL / 87RIJCIWA. PE Z249 E9.00MV 7220 610. 391h 7ERRALE MM, FLORIDA 3355 TM- (305)262-6715 FAX- (309) 261-1014 JAN 7 2014 Job Truss Truss Type Qty Ply 10-9-8 11-5- ' 5-0-0 A0008988 12-15-13 GRI ROOF TRUSS 1 1 [2:04-0,Edge], [3:0-5-4,0-2-0] [5:0-4-0 Edge] Job Reference (optional) m ym it uss uumpany, uorai, rL, Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 07 14:00:10 2014 Page 1 ID:rZycMgJCzpjgMYd166nxYvodSm-SHCcb?yl?uhQzi39IvWgDCkpN?bQnlvSRU6Z2zxkj3 -2-0-0 5-0-0 6-5-8 , 11-5-8 13-5-8 , 2-0-0 5-0-0 1-5-8 5-0-0 2-0-0 4x8 = 3.00 12 4x4 = Scale = 1:25.9 Camber= 1/8 in 3x8 = 2x4 II 3x4 = 3x8 = LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 2=1006/0-8-0 (min. 0-1-12), 5=1006/0-8-0 (min. 0-1-12) Max Horz2=84(LC 6) Max Uplift2=-851(LC 4), 5=-851 (LC 5) Max Grav2=1507(LC 10), 5=1507(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-3691/1309,3-9=-3644/1329,3-4=-3600/1326,4-10=-3646/1328, 5-10=-3693/1308 BOT CHORD 2-8=-1143/3488,7-8=-1171/3568,5-7=-1193/3553 WEBS 3-8=-247/710, 3-7=253/262,4-7=-190/627 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; Encl., GCpi=0.18, C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 13-5-15; Lumber I DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandii 851 Ib uplift at joint 5. 7) Girder carries hip and with 5-0-0 end setback. Structural wood sheathing directly applied or 2-2-1 oc purlins. Rigid ceiling directly applied or 6-7-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 0 5 . Cat, 11 o13atg am CaaILTM erA*M, PA C.h& / 671dJGnm PE 72249 ES. 000W s. TERRACEMW11 FLOFWA 3355 jointrl�262-6215 FAX -(305)262-1014 8) "Semi-rigid pltchbreaks with foxed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 5-0-0 6-5-8 10-9-8 11-5- 5-0-0 1-5=8 4-4-0 -8- Plate Offsets (X,1): [2:04-0,Edge], [3:0-5-4,0-2-0] [5:0-4-0 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.83 Vert(LL) -0.13 5-7 >996 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.66 Vert(TL) -0.23 5-7 >571 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 46 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 2=1006/0-8-0 (min. 0-1-12), 5=1006/0-8-0 (min. 0-1-12) Max Horz2=84(LC 6) Max Uplift2=-851(LC 4), 5=-851 (LC 5) Max Grav2=1507(LC 10), 5=1507(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-3691/1309,3-9=-3644/1329,3-4=-3600/1326,4-10=-3646/1328, 5-10=-3693/1308 BOT CHORD 2-8=-1143/3488,7-8=-1171/3568,5-7=-1193/3553 WEBS 3-8=-247/710, 3-7=253/262,4-7=-190/627 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; Encl., GCpi=0.18, C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 13-5-15; Lumber I DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandii 851 Ib uplift at joint 5. 7) Girder carries hip and with 5-0-0 end setback. Structural wood sheathing directly applied or 2-2-1 oc purlins. Rigid ceiling directly applied or 6-7-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 0 5 . Cat, 11 o13atg am CaaILTM erA*M, PA C.h& / 671dJGnm PE 72249 ES. 000W s. TERRACEMW11 FLOFWA 3355 jointrl�262-6215 FAX -(305)262-1014 8) "Semi-rigid pltchbreaks with foxed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Truss Type Qty Ply ' A0008988 12-15-13 GR1 ROOF TRUSS 1 1 Job Reference (optional) Royal Truss Company, Doral, FL, Edward Davis 7.350S May 16 ZU1Z MI I eK InaUStneS, Inc. I ue Jan U/ l4:uu:lu zuT4 rage z ID:rZycMgJCzpjgMYd166nxYvodSm-SHCcb?yi?uhQzl39ivUgDCkpN?bQnlvSRU6Z2zxkj3 NOTES 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 523 Ib down and 241 Ib up at 6-5-8, and 523 Ib down and 241 Ib up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plfl Vert 1-3=-75, 3-4=-119(F=-44), 4-6=-75, 2-8=-20, 7-8= 32(F=-12), 5-7=-20 Concentrated Loads (lb) Vert 8=-277(F) 7=-277(F) &PUMUgug D�TIi o I?Or%m CO OLTMG 84S EBS, PA CIVIL / SIRIC11JIM PE 22249 EEL 00MV 1770 &A M TERRACE NAM, FLORIDA 3355 13 111- (305)263-6775 FAX -(303)262-30N JAN 7 2014 Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 CSI A0008989 12-15-13 H1 ROOF TRUSS 1 2 TCLL 30.0 Plates Increase 1.33 TC 0.76 Vert(LL) 0.29 9 >572 Job Reference (optional) m yai I puss tympany, Doral, rL, cawary Davls 7.350 s May 18 2012 MI I ek industries, Inc. 1 ue Jan 07 14:00:10 2014 Page 1 ID:rZycMgJCzpjgMYd166nxYvadSmSHCcb?yl?uhQ7J391vWgDCI?WQILvSRU672zckj3 -2-0-0 , 4-9-8 , 7-1-8 , 9-6-4 14-3-12 , 2-0-0 4-9-8 12-4-0 12-4-12 4-9-8 Q 0 3.00 F12 5x8 = 2x4 II 5x8 = 12 Scale = 1:27.3 Camber = 1/4 in 2x4 11 6x12 MT20H= 3x6 II 3x8 = 4-9-8 7-1-8 , 9-6-4 13-7-12 A:.3 1,2 ' 4-9-8 2-4-0 2-4-12 14-1-8 -8- Plate Offsets (X,Y): [2:1-5-0,Edge] [3:0-5-4,0-2-12], [5:0-5-4,0-2-121, [6:1-5-0 Ed e] [7:04-4,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.76 Vert(LL) 0.29 9 >572 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.93 Vert(TL) -0.41 9 >402 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 136 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 6=2595/0-8-0 (min. 0-2-4), 2=2096/0-8-0 (min. 0-1-12) Max Horz2=90(LC 4) Max Uplift6=-1806(LC 5), 2=-1574(LC 4) Max Grav6=3844(LC 9), 2=2945(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-9430/4251, 3-11=-9384/4267, 3-4=-11767/5581, 4-5=-11767/5581, 5-12=-11076/5184, 6-12=-11123/5176 BOT CHORD 2-10=-4058/9074, 9-10=-4074/9149, 8-9=-5057/10969, 7-8=-5057/10969, 6-7=-4956/10728 WEBS 3-10=-126/605, 3-9=-1668/3054, 4-9=-252/184, 5-9=-485/988, 5-7=-798/1908 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B; CASE(S) section. Ply to ply connections have been provided to distribute only loads notes otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf, BCDL=6.Opsf; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 13-11-12; Lumber DOL=1.60 PJ��iNRNf3�c#d��t� drainage to prevent water ponding. Structural wood sheathing directly applied or 2-11-3 oc purlins. Rigid ceiling directly applied or 7-5-2 oc bracing. )AD CCNOLTM 8 PA unless Cr& / 87RIM- PE 22149 E2L 00055 VO BM YAh TERRACE KAM, FLORIDA 3365 Exp C;TM- (305) 262-6225 FAX- (309) 262-2014 Job Truss Truss Type Qty Ply A0008989 12-15-13 H1 ROOF TRUSS 1 2 Job Reference (optional) Royal I russ company, Doral, FL, Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 07 14:00:10 2014 Page 2 ID:rZycMgJCzpjgMYd166nxYvodSm-SHCcb?yl?uhQzl391vLJgDC1?NxJQILvSRU6Z2zxkj3 NOTES 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1806 Ib uplift at joint 6 and 1574 Ib uplift at joint 2. 10) Girder carries tie-in span(s): 11-5-8 from 7-1-8 to 14-3-12 11) Girder carries hip end with 4-9-8 end setback. 12) "Semi-rigid pitchbreaks with faed heels" Member end fbdty model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1340 Ib down and 767 Ib up at 7-1-8, and 458 Ib down and 198 Ib up at 9-6-4, and 458 Ib down and 198 Ib up at 4-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-3=-75, 3-5=-115(B=-40), 5-6=-75, 2-10=-20, 9-10=-31(B=-11), 7-9=-239(F=209, B=-11), 6-7=-229(F=-209) Concentrated Loads (lb) Vert: 10=-250(B) 9=-1051(F) 7=-250(B) OHO M QQff %un C NIMILTMG , PA V& / STRICTURAL PE 21249 Ea 00MI2 1210 SAL 39th TEWAM MM, n.010A 3355 TEL -(305)262-6225 FAX -(303)262-2014 JAN 7 20W_ Job Truss Truss Type Qty Ply in (loc) I/defl L/d TCLL 30.0 A0008990 12-15-13 H2 ROOF TRUSS 1 2 >999 D......1 T.......- /�—..----.. n---rr�.____� ems__ 15.0 Lumber Increase 1.33 Job Reference (optional) _— soya, I,u� C�,,parey, LjO ai, r-�, r-uwaIa uavw f.jou s May 1ti zuiz MI I eK Industnes, Inc. I ue Jan 07 14:00:11 2014 Pagel ID:rZycMgJCzpjgMYd166nxYvz)dSm-wTm?oLzOmCpHbveLrdsYDRIwNnLv9DY2h5Df5Uzxkj2 -2-0-0 1 7-0-0 1 9-6-0 1 11-5-8 , 2-0-0 17-0-0 12-6-0 11-11-8 4x8 = 3 a 4x4 = Scale = 1:23.3 Camber= 1/16 in 3YA 3x4 = 2x4 11 3x8 = 6 3x5 11 7-0-0 9-6-0 10-9-8 11-5-$ 7-0-0 2-6-0 1-3-8 0-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 30.0 Plates Increase 1.33 TC 0.72 Vert(LL) -0.11 2-8 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) -0.19 2-8 >705 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 2=1056/0-8-0 (min. 0-1-8), 6=1217/Mechanical Max Horz2=170(LC 4) Max Uplift2=908(LC 4), 6=971 (LC 5) Max Grav2=1560(LC 10), 6=2033(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-3761/1599, 3-9=-3748/1630, 3-4=-2090/1024,4-5=-2152/1036, 5-6=1972/969 BOT CHORD 2-8=-1569/3586, 7-8=-1610/3703 WEBS 3-8=500/1437, 3-7=-2037/794, 5-7=-1151/2426 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3') nails as follows: Top chords connected as follows: 2x4 -'1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) CASE(S) section. Ply to ply connections have been provided to distribute only loads noted otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 11-3-12; Lumber C DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. PLATES GRIP MT20 244/190 Weight: 101 Ib FT = O% Structural wood sheathing directly applied or 4-11-14 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. n-1- fortun --- CONSILT109 EN NEE a, PA CIA / STRJCiIAX Exp C; PE 22249 E9.0=02 grip M20 6139th TERRACE MAMI, FLORIDA 33M TEL- (305) 262-6225 FAX- (305) 262-2014 Gbrrfi ti g" "bon designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. JAN Job Truss Truss Type Qty ply ' A0008990 12-15-13 H2 ROOF TRUSS 1 Z Job Reference (optional) moyai i Fuss Uompany, Uorai, I -L, rawara Uavis 7.350 s May 1S 2012 MI I eK Industnes, Inc. I ue Jan 07 14:00:11 2014 Page 2 NOTES ID:rZycMgJCzpjgMYd166nxYvz)dSm-wTm?oLzOmCpHbveLrdsYDRIwNnLv9DY2h5Df5Uzxkj2 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 908 Ib uplift at joint 2 and 971 Ib uplift at joint 6. 10) Girder carries hip end with 1-11-8 right side setback, 740-0 left side setback, and 7-0-0 end setback. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 333 Ib down and 163 Ib up at 9-6-0, and 1191 Ib down and 582 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-75, 3-4=-163(F=-88),4-5=-75, 2-8=-20, 7-8=-44(F=-24), 6-7=-20 Concentrated Loads (lb) Vert: 8=-610(F) 7=-171(F) Off,O ff� f�tD�'%l� COIRLTMG E60MO-4, PA CP& / 87RJCTWAL PE 32249 EJ3. 009M 1220 SN. 3%h TERRACE MAM, FLORIDA 3355 TEL -(303)262-6225 FAX -(309)262-2014 IWN Job Truss Truss Type Qty Ply A0008991 12-15-13 J1A ROOF TRUSS 8 1 Job Reference (optional) coyai i russ Company, Doral, 1-L, tawara Davis 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 07 14:00:112014 Page 1 ID:rZycMgJCzpjgMYd166nxYvndSm-wTm?oLzOmCpHbveLrdsYDftOnQL9G02h5Di5Uzxkj2 -2-0-0 1-1-8 , 2-0-0 1-1-8 Scale = 1:6.3 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS All bearings 0-8-0 except at --length) 4=Mechanical. (lb) - Max Horz2=118(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-630(LC 4), 4=-152(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 4 except 2=490(LC 10), 2=368(LC 1), 2=368(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-1-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ai other live loads. 4) Refer to girder(s) for truss to truss connections. Oggffl U9g9(0 per, Q o0fp{�y� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstand ngat joint 2 88&LTMG Mmm, PA 152 Ib uplift at joint 4. CIA / 87RIC11J Z& 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analy s i of this trusspp 21249 E8 00090 LOAD CASE(S) Standard 1220 61 39th TERZACE MAN, FLMA 3355 TEL- /305)262-6279 FAX -(309)262-2014 JAN 3.00 12 2 T1 1 Qo �o Qo Qo 3x4 = 4 3x5 0-5-8 1-1-8 , ' 0-5-8 0-8-0 Plate Offsets (X,Y): [2:0-0-4,0-1-81, [2:0-6-12,0-0-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.52 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.37 Vert(TL) 0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 7 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS All bearings 0-8-0 except at --length) 4=Mechanical. (lb) - Max Horz2=118(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-630(LC 4), 4=-152(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 4 except 2=490(LC 10), 2=368(LC 1), 2=368(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-1-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ai other live loads. 4) Refer to girder(s) for truss to truss connections. Oggffl U9g9(0 per, Q o0fp{�y� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstand ngat joint 2 88&LTMG Mmm, PA 152 Ib uplift at joint 4. CIA / 87RIC11J Z& 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analy s i of this trusspp 21249 E8 00090 LOAD CASE(S) Standard 1220 61 39th TERZACE MAN, FLMA 3355 TEL- /305)262-6279 FAX -(309)262-2014 JAN Job Truss Truss Type Qty Ply 2-2-8 0-8-0 , Plate Offsets MY): [1:Edge,0-1-4], [1:0-3-0,Edge] A0008992 12-15-13 J2 ROOF TRUSS 1 1 SPACING 2-0-0 CSI DEFL in (loc) Vdefl Job Reference (optional) Royai i russ.Gompany, Dorai, hL, tawara Davis 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 07 14:00:112014 Page 1 ID:rZycMgJCzpjgMYd166nxYvmdSm-wTm?oLzOmCpHbveLrdsYDRl4enVd9G02h5Df5Uzxkj2 2-2-8 , ' 2-2-8 Scale = 1:6.1 3x4 = LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEDGE BOT CHORD Left: 2x4 SP No.2 REACTIONS (Ib/size) 2=58/Mechanical, 3=17/Mechanical, 1=75/0-8-0 (min. 0-1-8) Max Horz 1=92(LC 4) Max Uplift2=-106(LC 4), 1= 52(LC 4) Max Grav2=90(LC 9), 3=35(LC 3), 1=96(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-2-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf, BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Providemechanical connection (by others) of truss to bearing plate capable of withstandig 106 Ib lift attjjoin and [hyo �O�Lyl�9 52 Ib up lift at joint 1. o 0 0 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analyst f this trust PA LOAD CASE(S) Standard CIYIk / STRZTWAI. PF. 22249 EZL 000W2 1710 W 3M TSMALE KAM,13A WA 3355 TEL -(305)262-6715 FAX -(308)262-20W JAN ' 1-6-8 1-6-8 2-2-8 0-8-0 , Plate Offsets MY): [1:Edge,0-1-4], [1:0-3-0,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.12 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.03 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 9 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEDGE BOT CHORD Left: 2x4 SP No.2 REACTIONS (Ib/size) 2=58/Mechanical, 3=17/Mechanical, 1=75/0-8-0 (min. 0-1-8) Max Horz 1=92(LC 4) Max Uplift2=-106(LC 4), 1= 52(LC 4) Max Grav2=90(LC 9), 3=35(LC 3), 1=96(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-2-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf, BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Providemechanical connection (by others) of truss to bearing plate capable of withstandig 106 Ib lift attjjoin and [hyo �O�Lyl�9 52 Ib up lift at joint 1. o 0 0 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analyst f this trust PA LOAD CASE(S) Standard CIYIk / STRZTWAI. PF. 22249 EZL 000W2 1710 W 3M TSMALE KAM,13A WA 3355 TEL -(305)262-6715 FAX -(308)262-20W JAN Job Truss Truss Type Qty Pty in (loc) Vdefl L/d TCLL 30.0 A0008993 12-15-13 J3 ROOF TRUSS 4 1 >999 240 TCDL 15.0 Lumber Increase 1.33 Job Reference (optional) 5 1 -2-0-0 2-0-0 /.JOU s IVldy 16 cU IG IVO 1 eK mausines, Inc. I ue Jan of T4:uu:T T ZUT4 rage T ID:rZycMgJCzpjgMYd186nxYvz)dSm-wTm?oLzOmCpHbveLrdsYDRlx?nUr9G02h5Dr5Uzxkj2 3-1-8 3-1-8 3.00 12 6 i T1 o a° 3x5 = 2-5-8 61 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d TCLL 30.0 Plates Increase 1.33 TC 0.68 Vert(LL) -0.00 2-4 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.08 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 3=7/Mechanical, 4=26/Mechanical, 2=382/0-8-0 (min. 0-1-8) Max Horz2=142(LC 5) Max Uplift3=-60(LC 5), 2=-542(LC 4) Max Grav3=242(LC 6), 4=53(LC 3), 2=511(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:10.3 3 4 3-1-8 PLATES GRIP MT20 244/190 Weight: 13 Ib FT = 0% Structural wood sheathing directly applied or 3-1-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 2-9-8; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any o 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandir g542 Ib uplift at joint 2. CON&LTM 194WIEE5, PA 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysi a13f this truss. Cp& / ga y° PE ZU49 E8 000*2 LOAD CASE(S) Standard 'm0 ant 3%h TERRACE mw, FLORIDA 3365 TEL -(305)262-6775 FAX -(309)262-7011 JAN Job Truss Truss Type Qty Ply 2-4-0 2-4-0 ' Plate Offsets (X,Y): [2:0-4-12, Edge] A0008994 12-15-13 J3A ROOF TRUSS 5 1 LOADING (psf) SPACING 2-0-0 CSI DEFL Job Reference (optional) rwyar uuss %,unrpdny, vurar, rL, Tawara uavis -2-0-0 1 5 f.jou a May its ZUTZ MI I eK inausines, Inc. I ue Jan of i4:uu:i i zui4 rage T ID:rZycMgJCzpjgMYd166nxYvzxlSm wTm7oLzOmCpHbveLrdsYDRhc5nU_9G02h5Df5Uzxkj2 3-0-0 3-0-0 3.00 12 6 2 T1 B1 3x5 = 4 Scale = 1:9.9 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 3=-3/Mechanical, 2=381/0-8-0 (min. 0-1-8), 4=25/Mechanical Max Horz2=139(LC 5) Max Uplift3=-42(LC 5), 2=548(1-C 4) Max Grav3=245(LC 6), 2=510(LC 10), 4=50(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 2-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstand ng u a 9 [Ptd QOM'' %M 548 Ib uplift at joint 2. CCNStLTM BJCOEM, PA 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the anal y is d of this truss. CP& / 61MICTWA PE 12149 F.& OOVJ52 LOAD CASE(S) Standard 1120 61 3911h TERRACE M1A4, FLORIDA 3965 TEL -(305)262-6125 FAX -(309})262-20N JAN 2-4-0 2-4-0 , 3-0-0 0-8-0 Plate Offsets (X,Y): [2:0-4-12, Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.67 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 12 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 3=-3/Mechanical, 2=381/0-8-0 (min. 0-1-8), 4=25/Mechanical Max Horz2=139(LC 5) Max Uplift3=-42(LC 5), 2=548(1-C 4) Max Grav3=245(LC 6), 2=510(LC 10), 4=50(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 2-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstand ng u a 9 [Ptd QOM'' %M 548 Ib uplift at joint 2. CCNStLTM BJCOEM, PA 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the anal y is d of this truss. CP& / 61MICTWA PE 12149 F.& OOVJ52 LOAD CASE(S) Standard 1120 61 3911h TERRACE M1A4, FLORIDA 3965 TEL -(305)262-6125 FAX -(309})262-20N JAN Job Truss Truss Type Qty Ply in (loc) Vdefl Ud TCLL 30.0 A0008995 12-15-13 J5 ROOF TRUSS 2 1 >999 240 TCDL 15.0 Lumber Increase 1.33 Job Reference (optional) Royai Truss company, Doral, FL, Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 0714:00:12 2014 Page 1 ID:rZycMgJCzpjgMYd166nxYvz)dSm-OfKNOhzOWWx8C3DYPKOnmeH94ApGujGCvlzDexzxkj1 -2-0-0 , 5-0-0 ' 2-0-0 5-0-0 3.00 12 3x5 = q -2:p 4-4-0 5-0-0 U-2-8 4-1-8 0-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert(LL) -0.02 2-4 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.13 Vert(TL) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 3=114/Mechanical, 4=45/Mechanical, 2=434/0-8-0 (min. 0-1-8) Max Horz2=182(LC 5) Max Uplift3=229(LC 5), 2=-512(LC 4) Max Grav3=270(LC 9), 4=90(LC 3), 2=581 (LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13.6 PLATES GRIP MT20 244/190 Weight: 18 Ib FT = 0% Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 4-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstands ig 512 Ib uplift at joint 2. CCNMLTMts B4WfL°@, PA 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analy sof this truss. CIYL / g1gjC�y, PE 71149 ES. x*12 LOAD CASE(S) Standard 122m SJ L Mh TE t� FLORIDA 3355 TEs.- OM 261-6225 FAX- (30) 262 -MA JAN Job Truss Truss Type Qty Ply in (loc) Vdefl Ud TCLL 30.0 A0008996 12-15-13 J5A ROOF TRUSS 2 1 >999 240 TCDL 15.0 Lumber Increase 1.33 Job Reference (optional) Royal Truss Company, Doral, FL, Edward Davis -2-0-0 2-0-0 7.350 s May 18 2012 MTek Industries, Inc. Tue Jan 0714:00:12 2014 Page 1 ID:rZycMgJCzpjgMYd166nxYvzulSm-OFKNOhzOW Wx6C3DYPKOnmeHA1ApGujGCvlzDemkj1 5-0-0 , 5-0-0 3.00 12 3x5 = 4-4-0 , 5-0-0 , ' 4-4-0 0-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 30.0 Plates Increase 1.33 TC 0.40 Vert(LL) -0.02 2-4 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.13 Vert(TL) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matra) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 3=114/Mechanical, 2=434/04" (min. 0-1-8), 4=45/Mechanical Max Horz2=182(LC 5) Max Uplift3=-229(LC 5), 2=-512(LC 4) Max Grav3=270(LC 9), 2=581 (LC 10), 4=90(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13.6 PLATES GRIP MT20 244/190 Weight 18 Ib FT = 0% Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 4-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other love loadr.- 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstands ig ® DSFi)o QQIP%m 512 Ib uplift at joint 2. COMI'M MNEt—w, PA 6). "Semi-rigid pitchbreaks with foxed heels" Member end fixity model was used in the analysof this truss. CHIS. / g�1UR& PE 22249 ES. OOOVA LOAD CASES) Standard M20 W 3%h 7ERRAC E MA, FLORA 33555 TEL- (305)262-6223 FAX -(305)462-2014 JAN Job Truss Truss Type Qty Ply 4-1-8 4-1-8 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. , 4-9-8 0-8-0 Plate Offsets (X,Y): A0008997 12-15-13 M1 ROOF TRUSS 3 1 Max Uplift3=-214(LC 5), 2=-514(LC 4) LOADING (psf) SPACING 2-0-0 Job Reference (optional) Royal Truss Company, Doral, FL, Edward Davis IMM, 3x5 = 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 07 14:00:12 2014 Page 1 ID:rZycMgJCzpjgMYd166nxYvndSm-OfKNOhzOW Wx8C3DYPKOnmeHAHApeujGCvizDexzxkj1 4-9-8 4-9-8 3.00 12 Scale = 1:13.2 LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc BOT CHORD 2x4 SP M 30 4-1-8 4-1-8 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. , 4-9-8 0-8-0 Plate Offsets (X,Y): [2:0-4-8,Edge] accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=104/Mechanical, 2=425/0-8-0 (min. 0-1-8), 4=41 /Mechanical Max Horz2=179(LC 5) Max Uplift3=-214(LC 5), 2=-514(LC 4) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.39 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.11 Vert(TL) -0.04 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 18 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc BOT CHORD 2x4 SP M 30 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=104/Mechanical, 2=425/0-8-0 (min. 0-1-8), 4=41 /Mechanical Max Horz2=179(LC 5) Max Uplift3=-214(LC 5), 2=-514(LC 4) Max Grav3=260(LC 9), 2=569(LC 10), 4=83(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 4-5-8; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi ig aimpoffinagap fftili a VmQftm 514 Ib uplift at joint 2. C N&LTM OCOEM, FA 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analys sof this truss. Ct& / g�� FF - ?'1249 E8: OVORY LOAD CASE(S) Standard MO apt 35Lh 7EWAM MIAN,11DOA 3355 TEL- (305) 262-6273 FAX- (305) 262-2044 Job Truss Truss Type Qty Ply , 7-0-0 , 0-8-0 Plate Offsets (X,Y): [2:0-5-0,Edgel, [3:0-2-8,Edgel A0008998 12-15-13 M2 ROOF TRUSS 3 1 SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d Job Reference (optional) Royai Truss x;ompany, uoral, FL, toward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 07 14:00:12 2014 Page 1 ID:rZycMgJCzpjgMYd166nxYvndSm-OfKNOhzOVWVx6C3DYPKOnmeHBDAj4ullCvlz�jl -2-0-0 , 3-10-0 6-10-8 7-,00 2-0-0 3-10-0 3-0-8 0-1-8 Scale = 1:17.5 Camber = 1/8 in LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 5=174/Mechanical, 3=513/0-8-0 (min. 0-1-8), Max Horz3=208(LC 5) Max Uplifts=208(LC 5), 3=-420(LC 4), 6=-60(LC 5) Max Grav5=243(LC 9), 3=697(LC 9), 6=121(LC 9) 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 6=95/Mechanical, 8=0/0-1-8 (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf, h=15ft; Cat II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 6-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anX other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. ®IP�D �CJff'fC�9 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstand ng at joint 5 TM B rINEL q, PA 420 Ib uplift at joint 3 and 60 Ib uplift at joint 6. CIVIL / g 7) "Semi-rigid pitchbreaks with foxed heels" Member end fixity model was used in the analy is i of this trus!pp- Z1149 la 000m LOAD CASE(S) Standard 1210 62 391h TERRACE hAAhG, FLORIDA 3355 TEL- (305)262-6215 FAx-(309)162-1014 JAN ' 64-0 6-4-0 , 7-0-0 , 0-8-0 Plate Offsets (X,Y): [2:0-5-0,Edgel, [3:0-2-8,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.52 Vert(LL) 0.24 7 >324 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.53 Vert(TL) -0.26 3-7 >300 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matra) Weight: 28 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 5=174/Mechanical, 3=513/0-8-0 (min. 0-1-8), Max Horz3=208(LC 5) Max Uplifts=208(LC 5), 3=-420(LC 4), 6=-60(LC 5) Max Grav5=243(LC 9), 3=697(LC 9), 6=121(LC 9) 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 6=95/Mechanical, 8=0/0-1-8 (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf, h=15ft; Cat II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 6-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anX other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. ®IP�D �CJff'fC�9 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstand ng at joint 5 TM B rINEL q, PA 420 Ib uplift at joint 3 and 60 Ib uplift at joint 6. CIVIL / g 7) "Semi-rigid pitchbreaks with foxed heels" Member end fixity model was used in the analy is i of this trus!pp- Z1149 la 000m LOAD CASE(S) Standard 1210 62 391h TERRACE hAAhG, FLORIDA 3355 TEL- (305)262-6215 FAx-(309)162-1014 JAN Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 CSI A0008999 12-15-13 T1 ROOF TRUSS 5 1 TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert(LL) -0.11 1-6 Job Reference (optional) Royai Truss company, uorai, FL, tawara uavls 7.350 s May 18 2012 MTek Industries, Inc. Tue Jan 07 14:00:12 2014 Page 1 ID:rZycMgJCzpjgMYd166nxYvz)dSm-OfKNOhzOW Wx8C3DYPKOnmeH96AfOug?CvlzDexmckjl 4-9-8 , 8-6-0 16-1-0 4-9-8 3-8-8 7-7-0 v C5 4x4 = 3.00 12 Scale = 1:26.5 Camber = 3/16 in Oxo 8-6-0 , 15-5-0 16-1-9 8-6-0 6-11-0 -8- 5 Plate Offsets (X,Y): [1:0-4-0,Edge], [5:0-2-8,0-2-12], [6:0-3-0,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert(LL) -0.11 1-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.79 Vert(TL) -0.32 1-6 >571 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 63 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 SLIDER Right 2x4 SP No.2 3-8-15 REACTIONS (Ib/size) 1=732/0-8-0 (min. 0-1-8), 5=732/0-8-0 (min. 0-1-8) Max Horz 1=-9(LC 5) Max Uplift1=-397(LC 4), 5=-402(LC 5) Max Grav1=926(LC 9), 5=926(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-2560/1070,2-7=2508/1084,2-8=-1889/754,3-8=-1855f770, 3-9=-1849/761, 4-9=-1851/746, 4-10=-1876/740, 5-10=-1933/739 BOT CHORD 1-6=-986/2426,5-6=-610/1758 WEBS 2-0=-716/395, 3-6=-36/407 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.01 Encl., GCpi=0.18; C -C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 8-6-0, Exterior(2) I DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstai 402 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the ana LOAD CASE(S) Standard Structural wood sheathing directly applied or 3-2-11 oc purlins. Rigid ceiling directly applied or 5-9-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I�11_ fortun CONSII-TtWi BJH, PA C1YL / STIdLIWA. is. E551t aFL M49 E8 00m at joint�m-SpCM MWACE MWlll FLORIDA 33SS - -- - -TEL- (305) 262-6225 FAX- (305) 262 -MM Job Truss Truss Type Qty Ply 11-5-$ ' 5-8-12 A0009000 12-15-13 T2 ROOF TRUSS 4 1 Job References (optional) Royal Truss Company, Doral, FL, Edward Davis -2-0-0 2-0-0 3.00 F12 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 0714:00:13 2014 Page 1 ID:rZycMgJCzpjgMYd166nxYvzxiSm-ssuiDl eHp3_gCokz2vOlsgHcaOwdAfLBPimAN=kjo 5-8-12 11-5-8 , 13-5-8 , 5-8-12 5-8-12 2-0-0 4x4 = Scale = 1:25.4 3x5 ::�- 2x4 11 3x5 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 2=690/0-8-0 (min. 0-1-8),4=690/0-." (min. 0-1-8) Max Horz2=-84(LC 7) Max UplffQ=-612(LC 4), 4=-612(LC 5) Max Grav2=922(LC 10), 4=922(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=1442/399,7-8=-1395/400,3-8=-1385/422,3-9=-1386/422, 9-10=-1396/400,4-10=-1443/399 BOT CHORD 2-6=-278/1369,4-6=-278/1369 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 5-8-12, Exterior(2; DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi 612 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analys Structural wood sheathing directly applied or 3-7-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Ill,_ fi o r t u!n WISIOLVING ENS , PA Js. Ch& / SIRIC7URAL at joint 2 aFilL 2249 E,a, OIDIm V f this tr 0 6213%h TERRACE KAM6, FLORIDA 3365 f3051262-6715 FAX -(305)262-2041 LOAD CASE(S) Standard 'JAN 5-8-12 10-9-8 11-5-$ ' 5-8-12 5-0-12 0�8-d Plate Offsets (X,Y): [2:0-5-3,0-1-8],[4:0-5-3,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.67 Vert(LL) -0.12 4-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.75 Vert(TL) -0.18 4-6 >731 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrbx) Weight: 43 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 2=690/0-8-0 (min. 0-1-8),4=690/0-." (min. 0-1-8) Max Horz2=-84(LC 7) Max UplffQ=-612(LC 4), 4=-612(LC 5) Max Grav2=922(LC 10), 4=922(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=1442/399,7-8=-1395/400,3-8=-1385/422,3-9=-1386/422, 9-10=-1396/400,4-10=-1443/399 BOT CHORD 2-6=-278/1369,4-6=-278/1369 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 5-8-12, Exterior(2; DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi 612 Ib uplift at joint 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analys Structural wood sheathing directly applied or 3-7-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Ill,_ fi o r t u!n WISIOLVING ENS , PA Js. Ch& / SIRIC7URAL at joint 2 aFilL 2249 E,a, OIDIm V f this tr 0 6213%h TERRACE KAM6, FLORIDA 3365 f3051262-6715 FAX -(305)262-2041 LOAD CASE(S) Standard 'JAN Job Truss Truss Type Qty Ply 10-9-8 - A0009001 12-15-13 T2A ROOF TRUSS 4 1 0-84 Plate Offsets (X,Y): [2:0-3-12,Edge], [4:0-3-12,Edge] Job Reference (optional) Royal Truss Company, Doral, FL, Edward Davis 3.00 F12 7.350 s May 18 2012 MTek Industries, Inc. Tue Jan 0714:00:13 2014 Page 1 ID:rZycMgJCzpjgMYd166nxYratlSm-ssulDl_eHp3_gCoi¢2v01sgHceOMAcL6PimANzxNO 5-8-12 , 11-5-8 , 5-8-12 5-8-12 04 = Scale = 1:22.1 Camber= 1/16 in 4x6 = 2x4 II 4x6 = I� 0 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 4=493/048-0 (min. 0-1-8), 2=710/0-8-0 (min. 0-1-8) Max Horz2=72(LC 6) Max Uplift4=-337(LC 5), 2=-623(LC 4) Max Grav4=675(LC 9), 2=911(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-1561/632,6-7=-1514/641,3-7=-1511/655,3-8=-1505/667, 8-9=-1512/653, 4-9=-1564/652 BOT CHORD 2-5=-55811439,4-5=558/11439 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 5-8-12, Exterior( DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstand 1 623 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the anal i Structural wood sheathing directly applied or 3-6-11 oc purlins. Rigid ceiling directly applied or 7-5-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. i -12O; L�ySn r be�,_ M Qmp%am CCISIMII-TRis OWWS, PA tds. G1NL / 87=71.11R&at joint 4 � M49 Ea OO Mg Of this 0&11 39th TERRACE MM' FLORIDA 3355 of this 305) 262-6225 FAX -(305)262-2014 LOAD CASE(S) Standard 'JAN 5-8-12 , 10-9-8 11-5-$ 5-8-12 5-0-12 0-84 Plate Offsets (X,Y): [2:0-3-12,Edge], [4:0-3-12,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.67 Vert(LL) -0.12 2-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.75 Vert(TL) -0.17 2-5 >762 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 40 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 4=493/048-0 (min. 0-1-8), 2=710/0-8-0 (min. 0-1-8) Max Horz2=72(LC 6) Max Uplift4=-337(LC 5), 2=-623(LC 4) Max Grav4=675(LC 9), 2=911(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-1561/632,6-7=-1514/641,3-7=-1511/655,3-8=-1505/667, 8-9=-1512/653, 4-9=-1564/652 BOT CHORD 2-5=-55811439,4-5=558/11439 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; Encl., GCpi=0.18; C -C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11-9 to 5-8-12, Exterior( DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstand 1 623 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the anal i Structural wood sheathing directly applied or 3-6-11 oc purlins. Rigid ceiling directly applied or 7-5-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. i -12O; L�ySn r be�,_ M Qmp%am CCISIMII-TRis OWWS, PA tds. G1NL / 87=71.11R&at joint 4 � M49 Ea OO Mg Of this 0&11 39th TERRACE MM' FLORIDA 3355 of this 305) 262-6225 FAX -(305)262-2014 LOAD CASE(S) Standard 'JAN Job Truss Truss Type Qty Ply 3-4-0 3-4-0 ', LOADING (psf) A0009002 12-15-13 V3 ROOF TRUSS 1 1 I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase Job Reference (optional) 'loyal Truss Company, Doral, FL, Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 0714:00:14 2014 Page 1 ID:rZycMgJCzpjgMYd166nxYvodSm-K2R7RM?G27BrSMNw)(IQFr3Mav_WXMdmVN3SJipzxkj? 4-0-0 3.00 F12 2x4 11 3x4 2x4 11 Scale = 1:7.6 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 1=127/4-0-0 (min. 0-1-8), 3=127/4-0-0 (min. 0-1-8) Max Horz 1=85(LC 4) Max Uplift1=-120(LC 4), 3=-141(LC 4) Max Grav1=170(LC 9), 3=176(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandin 141 Ib uplift at joint 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysi a LOAD CASE(S) Standard G7tOLLTWS ENMIINIMM PA CA / 87R ICTWA(, PE 27249 ES. 00081311 1220 ant 39th TERRACE MAN, FLORIDA 3365 TEL -(305)262-625 FAX -!309)262-2011 JAN 3-4-0 3-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.19 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.08 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 11 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 1=127/4-0-0 (min. 0-1-8), 3=127/4-0-0 (min. 0-1-8) Max Horz 1=85(LC 4) Max Uplift1=-120(LC 4), 3=-141(LC 4) Max Grav1=170(LC 9), 3=176(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandin 141 Ib uplift at joint 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysi a LOAD CASE(S) Standard G7tOLLTWS ENMIINIMM PA CA / 87R ICTWA(, PE 27249 ES. 00081311 1220 ant 39th TERRACE MAN, FLORIDA 3365 TEL -(305)262-625 FAX -!309)262-2011 JAN Job Truss Truss Type Qty Ply , 6-0-0 5-4-0 A0009003 12-15-13 V5 ROOF TRUSS 1 1 LOADING (psf) Job Reference (optional) Royal Truss Company, Doral, FL, Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Tue Jan 0714:00:14 2014 Page 1 ID:rZycMgJCzpjgMYd166nxYvddSm-K2R7RM?G27BrSMNw)UQFr3MYB U9MdmVN3SJipzxkj? 4-11-0 , 6-0-0 , 4-11-0 1-1-0 Scale = 1:11.4 3x4 = 3x4 = 3.00 F12 5 2 3 3x4 -:.: 2x4 11 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 1=222/6-0-0 (min. 0-1-8), 4=222/6-0-0 (min. 0-1-8) Max Horz 1=108(LC 4) Max Uplift1=-197(LC 4), 4=-166(LC 4) Max Grav1=297(LC 9), 4=296(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-330/162,2-5=-275/168,2-3=-299/200 BOT CHORD 1-4=200/299 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2)1-2-3 to 4-2-3, Interior(1) 4-2-3 to 5-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing.0� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ai yds . CGI�IVIK B4,p�, PA 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstand gat joint 1 andC& / s�WA 166 Ib uplift at joint 4. FE. 22249 EBL OOM2 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the anal s this t%RK M VlWACE Mlare �A 3365 LOAD CASE(S) Standard TEL -(305)267-6715 FAX -(309)262 -WW JAN 5-4-0 , 6-0-0 5-4-0 0-8-0 Plate Offsets (X,Y): [3:Edge,0-1-8), [4:0-2-0,0-0-4) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.30 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.24 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (MatrbO Weight: 17 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 1=222/6-0-0 (min. 0-1-8), 4=222/6-0-0 (min. 0-1-8) Max Horz 1=108(LC 4) Max Uplift1=-197(LC 4), 4=-166(LC 4) Max Grav1=297(LC 9), 4=296(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-330/162,2-5=-275/168,2-3=-299/200 BOT CHORD 1-4=200/299 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2)1-2-3 to 4-2-3, Interior(1) 4-2-3 to 5-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing.0� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ai yds . CGI�IVIK B4,p�, PA 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstand gat joint 1 andC& / s�WA 166 Ib uplift at joint 4. FE. 22249 EBL OOM2 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the anal s this t%RK M VlWACE Mlare �A 3365 LOAD CASE(S) Standard TEL -(305)267-6715 FAX -(309)262 -WW JAN �uuUs� �I A Wfek Cpmppq/ SIKH — Standard 45° skew hanger allows for a 40° to 50° skew range, without hanger modification. SKHH — For heavier applications. Materials: 14 or 16 gauge Finish: G90 galvanizing; SKH26UR-GC & SKH210UR-GC — Gold Coat Options: SKH26UR, SKH28UR, & SKH21OUR are available in Triple Zinc. To order, add TZ to stock number, as in SKH26L-TZ. SKH26UR, & SKH21 OUR are available in Stainless Steel. To order, add SS to stock number, as in SKH26L-SS. Codes: ESR -1781, FL13285, Dade County, FL 07-0214.20, FL570, L.A. City RR 25843 Installation: • Use all specified fasteners. See Product Notes, page 11. • The hangers listed are for standard sizes and will accommodate a 400 to 500 skew range_ • Most sizes do not require a miter cut for installation. Refer to chart footnote identified with an asterisk. • Illustrations show left and right skews. (SKH_L = skewed left; SKH_R = skewed right) • For I -Joist installations, web stiffeners are required. • Refer to illustration for staggered I -Joist application for double 2-, 25/16-, and 21/2 - models. • For double I -Joist installations, web stiffeners between I -Joists are required. SANWR Right skew AVAILABLE IN Right skew *Left skew Drive nails COAT at angle SKH26L Left skew axxeased 60% br wfid,antl aeiatnic %wade; rro 0a0a2r irxxease aha9 be pew. 2)10d x 1-12 nabs and N10 -GC are 9 gauge (0.148-r8amater) by 1-12' long. 3) Mirkm nab embedment SW be 1-12" for 10d nulls and 1-518' for 16d and N16C-GC rte. continued on next page 1-800-328-5934 • www.USPconnectors.com Dbnensions fastener Schedule Z3 Allowable Loads (Lbs.) Header Joist DF -LISP I S -P -F USP Steal Floor Roof UPS' Floor Roof 7011' Beam I Joist Size Stock No. Ref. No. Gauge w H D Qty Type Qty Type 1001% 115% 126% 160% 10Ik, 115°% 125% IWA Code Ref. 2 x 4 SKH24UR SURIL24 16 1-9/16 3.114 1-718 4 161 4 10d x 1-12 510 510 510 565 475 510 510 565 5, F30, R5 2x6-8 SKH26L/R SKH26UR GC SURAM __ 16 ' 1-9118 51/4 1-718 6 161 8 101 x 1-12 890 8W 1085 735 620 8� 930 5, F6, 8 N1gC GC 6 N10-GC830 F30, D3, R5 2 x 8 -10 -12 SKH28Llk -- 16 1-9116 7-114 1-7/8 10 161 8 101 x 1-1/2 9380 1485 1485 1360 1190 1370 1465 1240 8KH210L/R SUR/L210, 2 x 10 -12 =14 SURA -21418 19/16 8114 1_7/814 16d 10 10d x 1-12 1790 1790 1790 1565 1W5 1780 1790 1550 SKH210UR-GC -- 14 N16C-GC 10 N1D-W 1314 x 9.114 -14 SKH1720UR SUR/1.1.8119 16 1-13116 9-1/8 1-7/8 14. 1Dd 10 10d x 1-12 1625 1870 2030 1565 1400 1610 1750 1550 1-314 x 11-1/4 -18 SKH1724L/R SUR1L1.81111, SURIL1.81114 16 1-13116 114/8 1-7/8 16 10d 10 1Dd x 1-12 1855 2135 232D 1565 1600 1840 2000 1550 SURVL12 DS/9, 2 - 2-18 x 9-1/4 -14 SKH2020LIR SURU119 _ 16 2-1/8 9 -1-7/8 14 10d 10 10d x 1-12 1625 1870 2030 1565 1400 1610 1750 1550 2 - 2-1/8 x 11-1/4 -18 SKH2024L/R SURlL2 06/11, SUR/L2.1119 16 2-1/8 11 1-718 16 10d 10 10d x 1-12 1855 2135 2320 1565 1600 1640 2000 1550 5, 2-1141/4 - 9114-14 16 x SKH232OLtR SUR/L2.37/8 16 2-318 87/8 17/8 14 10d 10 10dx 1412 1625 1870. 2030 1565 M 1610 1750 1550 F30, R5 2-114-2-06x 11414-18 SKH2324L/R SUR/L2.37/11, SURIl.2.37/14 18 2-318 10.7/8 1-78 16 1od 10 1Odx142 1855, 2135 2320 15653 1600 1840 2000 1550 3x6-8 SKH36L -- 16 2-9116 4.314 1-3/8 6 16d 6 i0d x 1412 SW 950 1 _jW 715 820 895 930 3x8-10- 12 SKH38L/R -- 16 79!16 6.3/4 1-3/8 10 16d 8 10d x 1.12 1380 1585 1585 1360 119D 1370 1490 1240 3 x 1C -12 -14 SKH310UR -- 16 2-9116 8-314 1-W 77 16d 10 10dxl-112 1930 2220 2250 11665 1665 1915 2085 1550 3 x 12-14 -16 SKH31ZA -- 16 24/16 10.314 1-W8 16 16d10 10d x 1-12 2210 2500 Z 9565 1905 2190 2380 1550 2-12 x &114 - 14 SKH2520UR SUWL2 5619 16 2 8H6. 8518 .1718 14 10d 10 10d 142 1625 1870 2030 1565 1400 1610 175015M 2=12 x 11-1/4 =16 SKH2524LIR SU 4 i6 29118 toar4 17/8 16 10d 10 -x 10d x 142 1855 2135 2320 15% 1600 1840 20001550 2.518 x 9-1/4 -14 SKH2620UR -- 16 2-11/16 8-11/16 1-7/8 14 10d 10 10d x 1.12 1625 1870 2030 1565 1400 1610 1750 Iso 2-518 x 11-1/4 -16 .11 WO loads have been' SKH2824LIR -- 16 2-11A61 1 1 6 1-7 16 10d 10 101 x 1-12 1855 2136 565 1600 1 2000 1550 axxeased 60% br wfid,antl aeiatnic %wade; rro 0a0a2r irxxease aha9 be pew. 2)10d x 1-12 nabs and N10 -GC are 9 gauge (0.148-r8amater) by 1-12' long. 3) Mirkm nab embedment SW be 1-12" for 10d nulls and 1-518' for 16d and N16C-GC rte. continued on next page 1-800-328-5934 • www.USPconnectors.com usp STRUCTURAL e NECTOPUT A KWWCemp-y The HUS, JUS & MUS hanger series offers double shear nailing. USP's dimple allows for 300 to 450 nailing through the joist into the header resulting in higher loads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS - 18 gauge; MUS - 18 gauge; HUS - 14 or 16 gauge Finish: G90 galvanizing; JUS24-GC, JUS26-GC, JUS210-GC, JUS26-2GC, & JUS210-2GC — Gold Coat Options: HUS28-21F, HUS210-2117, JUS24, JUS26, JUS26-2, JUS28, JUS28-2, JUS210, JUS210-2, JUS44, JUS46, JUS28-3, & JUS210-3 are available in Triple Zinc. To order, add TZto stock number, as in JUS24 -TZ. JUS24, JUS26, JUS26-2, JUS28, JUS210, and JUS210-2 are available in Stainless Steel. To order, add SSto stock number, as in JUS26-SS. See HUS Specialty Options Chart. Codes: ESR -1881; FL9835, FL570, FL821, FL571, Dade County, FL 07-0419.01, Dade County, Fl- 07-0214.20 & Dade County, FL 06-0921.05, L.A. City RR 25779 Installation: • Use all specified fasteners. See Product Notes, page 11. • Joist nails must be driven at a 300 to 450 angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. • JUS & MUS - 16d sinkers (9 gauge x 31/4') may be used where 10d commons are specified with no load reduction. Double shear nail rAuvior, features fewer malls and faster installation uses standard length naffs H!/SSpecialty Options Chart — refer to Specialty Options pages 194-195 for additional details. option Inverted Flange Range Not avaa1able in widths lass than 2-1/47. 100% of table bad. Allowable 65% of table load when Loads nailing into the support members end grain. Add /F Ordering to product number. Ex HUS4111F NEw AVAILABLE IN COAT 1-800-328-5934 • www.USPconnectors.com Typical JUS46 Installation Dimple allows 50° to 45" nailing Typical H1S46 Installation Typical HUS410/F inverted flange installation ®STRUCTURAL A W"'C P.V 1) UPM lWS gave been increased 60% for wind or seismic leads; no further increase shall be permited. 2)10d x 1-12 naps are 9 gauge (0.148- diameter) by 1-112" long. 3) Minimum nap embedment shad be 1-12" for 10d and N1 -6C naps; l -5B" for 16d and NI 6C -GC naps. 4)16d sinkers (9 gauge x 3-114" long) may be used at 0.84 of the table bed where 16d comrnons are specified. 5) For JUS and HUS hangers: Naps rmrst be driven at a 30° to Wangle through the joist or tares Into the header tD achieve the table loads. 6) W81 Wood Screws are 1-1/4"x 1-12" long and are included with HDQ hangers. 7) WS3 Wood Sam are 1-114"x 3" long and are included wfth HDQ hangars. 1-800-328-5934 • www.USPconnectors.com l; Aj H continued on next page Dimensions Fastmr Schedule Allowable Loads (Lbs,) Header Joist DF -L I SP USP Steel Floor Roof UP'V Code Joist Sim Stock No. Ret. No. Gauge IN H D A qty Nail qty Nag00%, 115% 1 125% 160% Ref. JL24 LU24 20 1-9/16 3 1-112 15116 4 10d 2 10d x 1-12 455 5 570 245 5, F6, 20 1-9116 3 1-1/2 15116 4 16d 2 10d x 1-1/2 545 680 245 F30, D3, R5 JL2�-TZ __ 18 1-9116 3-118 1-1/2 -- 4 10d 2 10dx1-1/2 465 48D 480 � 18 1-9116 3118 1-12 4 16x1 2 10d x 14/2 480 480 480 305 110 2 x 4 JUS24 WS24 18 1-9116 3-1/8 1-3/4 1 4 10d 2 10d 655 750 820 510 6, F6, JUS24-GC -- 18 1-9/16 3.1/8 1-3/4 1 4 N10C-GC 2 N10C-GC 655 750 820 510 F15; D3, R13 SUH24 U24 16 1-9/16 31/4 2 1-3/16 4 10d 2 1thix1-12 465 535 5� 380 2 F20, 16 1-9116 3.1/1 2 1-3/16 4 16d 2 10d x 1-12 550 635 690 360 R12 HD26 HU26 14 ITI 31/2 2 1-1/8 4 16d 2 10d x 1-12 565 650 705 290 5, F30, R5 JL26 LU26 20 1-9/16 4-3/4 1-12 15/16 6 10d 4 10d x 1-12 685 785 855 485 5, F6, 20 1-9/16 4-3/4 1-112 1 16 8 lad 4 10d x 1-12 815 940 1020 485 F30, D3, R5 JL28IF-TZ LUC28Z 18 1-9/16 4-112 1-1/2 - 6 tai 4 10d x 1-112 695 800 870 730 18 1-9116 4112 1-12 6 16d 4 10d x 1-112 830 950 1035 730 110 JUS26 WS26 18 1-9116 413116 1-3/4 1 4 10d 4 10d 850 975 1060 1115 6, F6, JUS26-GC -- 18 1-9/16 413116 1-3/4 1 4 N10CGC 4 N10C-GC 850 975 1060 1115 F15, D3, R13 2 x 6 MUS26 MUS26 18 1-9/16 6-1/16 2 1 8 10d 6 10d 1285 1475 1605 865 110 SUH26 U26 16 1-9116 51/8 2 1-3116 6 10d 4 10dx1-112 695 800 870 725 2 F20, 18 1-9/16 5.1/8 2 1-3116 6 16d 4 10d x 1-1/2 830 950 1035 725 R12 HUM HUM 16 1-518 5-7116 3 2 14 16d 6 16d 2635 3030 3295 1925 6, F15, F18, D$ R13 HD26 HU26 14 19/16 31/2 2 1-1/8 4 18d 2 10dx1-1/2 565 650 705 290 HD28 HU28 14 1-9/16 5.1/4 2 1118 8 16d 4 10dx14/2 1130 1245 1410 730 5 JL26 LU26 20 1-9/16 43/4 1-112 15/16 6 1pd 4 10d x 1-12 685 785 855 1 485 1 5, F6, 20 1-9/16 4314 1-1/2 15116 6 16d 4 10d x 1-12 815 940 1020 1 485 1 F30, D3, R5 JL261F-TZ WC26Z 16 1-9/16 412 1-1/2 -- 6 10d 4 10d x 1-112 695 1300 870 730 1 18 1-9116 41/2 1-12 6 16d 4 10d x 1-12830 950 1035 730 110 JL28 LU28 20 1-9116 6.3/8 1-112 15/16 10 10d 1 6 10d x 1412 1140 1295 1295 885 5, F6, 20 1-9116 6.318 1-12 15116 10 16d 6 10d x 1-12 1360 1565 1700 885 130, D3, R5 JL281F-TZ LUC28Z 18 1-9116 6-1/8 1-1/2 -- 8 10d 4 10d x 1-1/2 930 1065 1160 730 18 1-9116 6-118 1-12 -- 8 16d 4 10d x 142 110.5 1215 1215 730 110 JUS26 LUS26 18 1 1-9116 413116 1-3/4 1 4 10d 4 10d 850 975 1060 1115 JUS26-GC -- 18 1416 413116 1-3/4 1 4 N10C-GC 4 N10C-GC 850 975 1060 1115 6, F6, 2 x 8 JUS28 WS28 18 1-9116 6.5/8 1-3/4 1 6 lod 4 10d 1075 1235 1345 1115 F15, D3, R13 JUS28-GC -- 18 1-9116 6-518 1-314 1 6 N10C•GC 4 N10C-GC 1075 1235 1345 1 1115 MUS26 MUS26 18 1-9116 6-1116 1 2 1 6 10d 6 10d 9285 1475 1605 815 MUS28 MUS28 18 1-9116 7-1116 1 2 1 8 10d 8 10d 1710 1970 2140 1230 110 SUH26 U26 16 1-9116 5-118 2 1-3/16 6 10d 4 10d x 1-12 695 8DO 870 725 16 1.9116 5-1/8 2 1-3/16 6 16d 4 1 D x 1-1/2 830 950 1035 725 2, F20, SUH28 _ _ 16 1-9/16 6-518 2 1-3/16 8 10d 6 10d x 1-1/2 930 1065 1160 SM R12 16 1-9116 6.5/8 2 1-3116 8 16d 6 10d x 1-12 1105 1270 1380 800 HUS26 HUS26 16 1-W8 5-7/16 3 2 141 16d 6 16d 2635 3030 3295 4 1925 6, F15, F18, HUS28 HUS28 16 1-518 7-3116 3 2 22 16d 8 16d 3970 4346 4345 2570 D2, R13 HD28 HU28 14 1-9116 6-114 2 1-118 8 16d . 4 10d x 1-12 1130 1295 1410 730 HD210 HU210 14 1-9116 7-3/16 2 1-1/8 12 96d 4 10d x 1-12 1590 1945 2115 730 5 130 R5 JL28 LUZS 20 1-9116 6-3/8 1-112 15116 10 10d 6 10d x 1-1/2 1140 1295 1295 885 5, F6, 2D 1-9116 6.318 1412 15/16 10 16d 6 10d x 1-12 1360 1565 1700 885 F30, D3, R5 18 1-9116 6-1/8 1-12 -- 8 10d 4 10dxl-112 930 1065 1160 730 JL281F-TZ WC28Z 110 18 1-9116 6-1/8 1-12 8 16d 4 10d x 1-12 1105 1215 1215 730 JL210 LU210 20 1-9116 8.114 1-12 15/16 14 10d 8 10d x 1-12 1595 1835 1875 1095 5, F6, 20 1-9/16 8.1/4 1-12 15/46 14 16d 8 10d x 1-12 1905 1965 1965 1095 F30, D3, R5 JL2101F--TZ LUC21OZ 18 1-9116 8.1/4 142 -- 11 lod 6 10d x I-V 1275 1465 1596 1095 18 1-9116 8.114 1-12 -- 11 16d 6 10d z 1-12 1520 1745 1� 1095 110 JUS28 LUS28 18 1-9116 6-518 1-3/4 1 6 10d 4 10d 1075 1235 1345 1115 200 10 JUS28-GC -- 18 1-9/16 6-5/8 1-314 1 6 N10C-GC 4 N10C-GC 1075 1235 1345 1115 6, F6, JUS210 LUS210 18 1-9116 7-314 1314 1 8 10d 4 10d 1305 1500 1630 1115 F15, D3. R13 JUS210-GC -- 18 1-9116 7-39 139 1 8 N10C-GC 4 N10C-GC 1305 1500 1630 1115 MUS28 MUM 18 1-9116 7-1118 2 1 8 10d 8 lad 1710 1970 2140 1230 110 SUH28 -- 16 1.9/96 6.5/8 2 1-3116 8 10d 6 10d x 1-12 930 1065 1160 800 16 1-9116 8.518 2 1-3/16 8 16d 6 10d x 142 1105 1270 1380 800 2, F20, SUH210 U210 16 19118 8 2 1-3196 10 10d 6 10dx1-12 9160 1335 1450 1085 R12 16 1-9/16 8 2 1-3116 10 16d 6 10d x 1-12 138D 1585 1725 1085 HUS28 HUS28 16 1, -VB 7416 3 2 1 22 16d 8 16d 3970 43454345 2570 6, F15, F98, HUS210 HU8210 16 9-518 9-3/16 3 2 30 16d 10 16d 5310 5510 5510 3205 D2 R73 HD210 HU210 14 9-9116 7-3116 2 1-118 1 121 16d 4 1 10d x 142 1690 1945 2115 1 730 1 5, F30, R5 1) UPM lWS gave been increased 60% for wind or seismic leads; no further increase shall be permited. 2)10d x 1-12 naps are 9 gauge (0.148- diameter) by 1-112" long. 3) Minimum nap embedment shad be 1-12" for 10d and N1 -6C naps; l -5B" for 16d and NI 6C -GC naps. 4)16d sinkers (9 gauge x 3-114" long) may be used at 0.84 of the table bed where 16d comrnons are specified. 5) For JUS and HUS hangers: Naps rmrst be driven at a 30° to Wangle through the joist or tares Into the header tD achieve the table loads. 6) W81 Wood Screws are 1-1/4"x 1-12" long and are included with HDQ hangers. 7) WS3 Wood Sam are 1-114"x 3" long and are included wfth HDQ hangars. 1-800-328-5934 • www.USPconnectors.com l; Aj H continued on next page .�i�uGR urf/�KJ b,CONT.INUED 1-800-328-5934 • www.USPconnectors.com continued on next page USP2173-111 �% CONNECTORS' AMI�IfCmIDIDry y;- ,.. •.;: - °�imerozions ' ;, !: �asierler;- `.;Allowable Leeds (Lbs... =;; r DF -L I SP JalstSize NoefAto Fl�r Roof UPW Code ;tads ( Qe!QB°� 115°k 125°k 160°k JL210 LU210 1-9/16 81/4 1-1/2 15!16 , 14 10d 8 10& x 1-112 1595 1835 1875 1095 5, F6, 20 9-9/16 8.1/4 1-1/2 15/16 14 16d 8 lod x 1-112 1905 1965. 1%5 1095 1 F30, D3, R5 JL210IF-1Z LUC21pZ 18 1-ri6 8-1/4 1-1/2 -- 11 10d 6 10d x 1-1/2 1275 1465 1595 1095 18 1- 9/16 8.1 /4 1- 1/2 -- 11 16d 6 10dx1-9/2 1520 1745 1900 9005 110 JUS210 LUS210 JUS2i0 GC 18 1-9/16 7-3/4 1-3/4 1 8 10d 4 10d 1305 9500 9630 1115 6 -- 2 x 12 18 1-9116 7-3/4 1-314 1 8 N10C�C 4 N10C�C 1305 1590 1630 1115 F15, D3, R13 SUH210 U210 16 1-9196 8 2 1-3/16 10 10d 6 10d x 1-112 1160 1335 1450 1085 2, F20, 16 1-9/16 8 2 1-3/16 10 16d 6 10d x 1-1/2 1380 1585 1725 1085 R12 P, F15, F18, HUS210 HUS210 16 1-58 9-3/16 3 2 30 16d 10 16d 5310 5510 5510 32D5 HD210 HU210 14 1-9/16 7-3/16 2 1-1/8 12 16d 4 10d x 1-9/2 1690 1945 2115 730 D2, R13 HD212 7U212 14 19/16 91/4 2 1-18 16 16d 6 10d x 1-1/2 22552595 2730 1065 5, F30, R5 sUH214 46 ' 1`-9116 e10 2 '1` 10dx1.,112' 1390 1600 17401330 2x 14 1,6 19116: 10 z EE f 718 12 16d 8 10dX 1 1/2, 1655 19Q5 2070 1330 2, F20, R12 (10212; & 1 1/2; 2255 2595 2730 1065 HD294 ,.:„ 74 7 9/ig: t1.il2 ,, 2 ..9=1/& : 2Q.: 76d : fi .1Odx,1-1P2' 2560 2660 2730 1065 5, F30, R5 SUH214 U214 16 1-9/16 10 2 1-1/8 12 10d 8 10d x 1-1/2 1390 1600 1740 1330 2, F20, 2 x 16 HD212 HU212 16 1-9/16 10 2 79/16 1-1/8 12 16d 8 10d x 1-1/2 1655 1905 2070 1330 R12 HD214 14 9-1/4 2 1-1/8 1 16 16d 6 10d x 1-112 2255 2595 2730 1065 - HU214 14 1-9/16 11-1/2 2 1-1/8 20 16d 6 1Dd x 1-1/2 2560 2660 2730 1065 5' HD216 HU216 14 1-9/16 13.112 2 1-1/8 24 16d 8 10d x 1-112 2785 2925 3015 1065 Fes' J5iS24 2 11JS24 2 18 31[8 =06 2 a 4, i6d 780 900 965 325 6, F5, R13 SUH242 U242 i6 3 i/B 31/6 ..' 2, aril$ ' 6% 600 870 370 2, F20, 16 3118 31/8. ;, 2 1 -fig 6 96d 2 70d 830 950 1035 370 R12 HD242•; 1U242 94 31/B ' X1/2 :; 2112. , ].1/8 4., ,;. 16d 2 10d., 565 650 705 320 5, F30, R5 HUS24 2. 3118:-: 3ZJ16 ;`. . ,:.;; 6, F15, R13 ;< 2 . • . ,:1: , 4 , :. 46d • ;:2 ; 1Ed::. ,, 800 920 1� 495 JUS2 -2 WS26-2 18 31/8 5-1/4 2 1 4 16d 4 16d 1015 9170 1220 1355 6, F5, JUS26 2GC -- 18 3.118 5-9/4 2 1 4 N16C-GC 4 N16C-GC 1015 1170 1220 1355 F15, D7, R13 SUH26-2 026-2 16 3-1/8 5-1/16 2 9-1/8 8 19d 4 10d 930 1065 1160 740 2, F2D, (2) 2 x 6 HD272HU24 2 16 3-1/8 5-1116 2 14 3.118 1-1/8 8 16d 4 .10d 1105 1270 1300 740 R12 HUS24.2 3-112 2-1/2 1-1/8 4 16d 2 10d 565 650 705 320 5, F30, R5 -- 14 3-118 37/16 2 1 4 16d 2 16d 800 920 1000 495 6, F15, R13 HUS26.2 HUS26-2 14 3-18 5-114 2 1 4 16d 4 16d 1030 1185 1290 1115 F18, HD26-2 HU -92 14 398 5118 2-112 1-1/8 12 16d 6 90d 1690 1945 2095 1140 F75 , 2 5, F30, R5 JUS26-2 CLS262 ;: :98. ` 318 5,1/4.:: . 2 - 1 : 4. ...46d 4: 46d 1015 1970 1220 1355 ,3US26r2GC5114 2 L . 4 :N16C GC 1015 1170 1220 1355 JUS28 2 CUS28 2 18 3.098 ' :; 7.18 .; 2 12901485 9615 1355 F15. D7, R13 SUH26 2 ;2 ` 16'a 318 a 5-1/964:?r 1Qd:.; 930 1065 1160 740 �2j2x8 g. 18 3)8 . rrill6 2 17!& 8 .76d 4. �1Qd ` 1105 1270 1380 740 2, F20, Fi9d t} ;6-:;878 _. 8A14 , 2 7118' aiQ A. �49d. 9160 1335 9450 740 R12 } �` K6 3 98 ` _ b f/4 : "'4.: t10d` HUS262 1380 9585 9725 740 t FIUS262, r a4 318 5�1/4y' }2 ti „' 1030 1985 1290 1115 6, F18, HUS282 t, t $(USS 2r. , 1 6�1g ' X18 g t `t 1 ( t 6 : 6d 8 }$d 1550 1780 1835 1810. F75, D2, R13 262 HU'18=2j 1�.�4'6° 1680 1945 2095 1140 HD28 1975 2170 2470 9940 5, F30, R5 JUS28 2 LUS28-2 JUS210 2 18 318 7-1/8 2 1 6 16d 4 16d 12M 1485 1615 1355 LUS2162 18 318 9-18 2 1 8 16d 6 16d 18DO 2070 2250 igap 6, F5, JUS210 2GC -- 18 318 918 1 2 1 8 N16GGC 6 N16C-GC 1800 2070 225D 1980 F15, D7, R13 SUH28-2 __ 16 3.18 6114 2 1-18 10 1Dd 4 10d 1160 1335 1450 740 16 3118 6114 2 1-1/8 10 16d 4 90d 1380 1565 , 1725 740 2, F20, SUH210-2 U210-2 163-1/8 8-9/16 2 1-18 14 10d 6 10d 1625 1870. 2030 1115 R12 (2) 2 x 10 16 3-1/8 8-9/16 2 1-18 14 16d 6 10d 1930 2220 2415. 1115 F18, HUS28.2 HUS28-2 14 3.18 7-18 2 1 6 16d 6 16d 1550 1780 1935 18106 F15, D2, R13 HD28-2 HU28.2 14 318 7-1/8-41/2 148 14 16d 6 10d 1975 2270 2470 1140 5, F30, R5 6, F18, HUS210-2 HUS21D-2 14 318 9-18 2 1 8 161 8 16d 2005 23375 2580 2210 HD210-2 HU210.2 14 318 9 2-i/2718 F15, 18 16d 10 10d 2540 2920 3175 1905 D2, R13 5, F30, R5 HD4210 21F HUCQ210 2SDS i431/4 , 9 3 1-112 12 WS3 6 WS3 5015 5500 5500 2975 110 1-800-328-5934 • www.USPconnectors.com continued on next page USP2173-111 This safety :.>alett symbol is used t, sftr y�wr Mier►tionJ:P.RSQNA�,SAFEJ1 #TNf�?YIRi �NJe you ses this symbol t31: i!fi?IVJ A�1FTr ice, MESSAtGE r $« 1 PAUTION: -,Q- UTION Idsttfaftes proctices -or indicates` unsafe ndiiiQans tilut ' result in personal injury'Qr dsinsgts�f raQEr+ss.,`s ...... HIB -91 Summary Sleet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES° It is the responsibility of the Installer (builder, build'no contractor licensed contractor, erector or erection contractor) to propedy receive unload store handle, install and brace metal plate connected wood trusses to protect life and property, The installer must exercise the same high degree ofsafety awareness as with any other structural material. TPI does not Intend these recommendations to be interpreted as superiorto the projoctArchitect's or Engineer's design specification for handling, installing and bracing wood trussesfor a particular. roof orfloor. These recommendations are based upon the collective experience.ofleadinga chnical g GAUTIpN' The bu'ssi !ar, biiil0ingi 9. contcaptor,>erebtor orereairisiiy` cpr •:a+iaed to �btain;snd read the pyo f�tott �; mpritarY and Re onarr� nda f s J00 0i001 � vtalling $:.;Bracing .Metal Qlateedlacj� Trusses,,IIB 9111 fl omAhe Truss r e s a c,1AN,Jt+�s astnditio�n,.' �. {,�+�t+�x��IJr�xet��tolJ�o��irasft�lp,rad°�rlaee�tararn�; F l �RtNOr AFi.l+llJta descrlbs+s oond�tlon:: =tasraii�tt'a f gllInstriottcsit6rs�alj its:, .. sr e ! 1 lriju l�: nisg _to. structures: -rr TRUSS PLATE INSTITUTE 583 D'Onufrio Dr., Suite 200 Madison, Wisconsin 53718 (608) 833-5800 personnel inthewoodtruss industry, butmust, duetothe nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, theTruss Plate institute, Inc. expressly disclaims ary responsibility for damages arising from the use, application or rellanoe on the recommendations and information contained herein by building designers, installers, and others. Copyright Q by Truss Plate Institute, Inc. All rights reserved. This document or any partthereof-must not be reproduced in any form without.written permission of the publisher. Printed In the United States of America. �tRUSS"ST®F11:, ggw f jJ%h'1t_JC•�'SII}�il'.,,:"k�R'PJ-"!i: WjjQ Trussesstored ho rizontailyshouldbesup. ported on blocking to prevent excessive lateral bending and lessen moisture gain. .WARNJ;NGpct,• Qt brea b�ndJ a #t1»ai ll tiorrbs�Jns s>!rJJft �ayindled�n�p�i�:� ��r,�,, y WA��NIN{.,; po no# use'damagad Trusses stored vertically should be. braced to. prevent toppling or tipping. ��'4` 4i`� 1 �.FS „r�+.�q�$�,ik��rti� .�a�,1•`��•"'�1 ,�.�'.. a r i ;., ,.q7�r k�,.' ^v/.,. ".w.;.5k�`.'"'�r C'..�'•�'"."f?Y`; V✓r�. • 4:'�a, 'rtq,' S PA� fp � ttsikft d tl l s M are Jyln ��prIJ�#te�11 v�`S �a.:•er.t,..p�s'4.id,� ' � i' } ' �?ihf• , Frame WARNIN[a: Qp -jnQt- 711 'fi'1u►� hooks t "the web s K Q mkrst - „ r• H::. ✓ M.'t.• ;a <°,,n'i i,: ,� t' CrPt �u ''a h "r P t attachment utilizing materials such as Stcottgback/ 600 600 q jiUi tr ril i or lessPTALI or less INION Tag Approximately 11/a�turuss oximately Tag Une '/2 truss length length Una Tr I uss spans ess than w . Lifting devices should be connected to the truss top chord with a closed-loop Spreader Bar attachment utilizing materials such as Stcottgback/ slings, chains, cables, nylon strapping, SpreadarBar Toe In Toe In ate• of sufficient strength to carry the 10 weight of the truss. Each truss should be set In proper position per the building designer's framing plan and held with Approximately the lifting device until the ends of the Approximately i 1/2 to i5 truss tan truss are securely fastened and tempo- 35 to 3/4 truss length � Less than or equal to 60' rary bracing Is Installed. Greater than 60' Tag Une Tag Spreader Bar Unastrongback/ SpreaderBar � Toe In Toe In At or above mid-,helght r Approximately L Approximately! 1/a to %truss lenat l to %a tFU9S I@ng Less than or equal to 60' Tag Tag Greater than 60' Line, Una . J! . TYPIoaI horizontal tic member with MUIOPto abkaa (HF) Frame 2 ur - uougias rir-Larcn HF - ,Hem -Fir Tp Continuous Top Chord 'rases Lateral Brace � 'Po SPAN .o Topchorde thatare laterally canbuckle, =SP DFIa�I I:�SPF HF' togetherandcausarnUapsatftheretsnodtago- 2.5 7 17 1 12 ualbradng. Diayonalbracingshouidbenailed !. to the+rndeolde of the top chord when purlins 3.0 5' S 3 are alfcMi "wthatopside of tha top chord. See a registered professional engineer ur - uougias rir-Larcn HF - ,Hem -Fir SP - Southern Pine SPF - Spruce-P1ns-Fir Continuous Top Chord MINIMUt+d TOQ CHORDf'I " DIAGIGONAL�'i�" Lateral Brace PITCH 9 Li1TERALBRAG SPACIIyGu(B fil', SPAN DIFFERENCE SPACING(LB ; !;n #Itru''ss�esjP!i,ti, �— =SP DFIa�I I:�SPF HF' Up to 28' 2.5 7 17 1 12 Over 28'-. 42 3.0 6' 9 6 Over 42' - 6Q' 3.0 5' S 3 Over 60' See a registered professional engineer ur - uougias rir-Larcn HF - ,Hem -Fir SP - Southern Pine SPF - Spruce-P1ns-Fir Continuous Top Chord 11M1'kAre Lateral Brace - All lateral braces Required lapped at`least 2 �— trusses. 10" or Greater up to 32' 4/12 8' 0 15 Attachment 4/12 6' Required , Over 481- 60' 4/12 1 S' 6 1 4 - .+v4ir ra-uucn ar - aoutnern Pine HF -Hem-Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. �- 1 V or Greater Attachment Required A J yI e, A .y � . �� "pITCHEb'`TRUSS I x, i Frame 3 . Q. ci4', y�i�`rt Topchords thatare laterally braced can buckle i .��yr QAC tcgatt--Wcauaeoollapseitumeisnodiago- Oro nal bracing. Diagonal bracing should be nailed I to the undeiskte of the top chord when purlins i We attached to the topside of the top chord. I :SCISSORS TRUSS i 11M1'kAre t fib'I Pib.od.'sRAce: PAN I w��'" . $PhC1N�°�D up to 32' 4/12 8' 0 15 Over 32'- 48' 4/12 6' 10 7 Over 481- 60' 4/12 1 S' 6 1 4 Over 60' See a registered professional engineer - .+v4ir ra-uucn ar - aoutnern Pine HF -Hem-Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. �- 1 V or Greater Attachment Required A J yI e, A .y � . �� "pITCHEb'`TRUSS I x, i Frame 3 . Q. ci4', y�i�`rt Topchords thatare laterally braced can buckle i .��yr QAC tcgatt--Wcauaeoollapseitumeisnodiago- Oro nal bracing. Diagonal bracing should be nailed I to the undeiskte of the top chord when purlins i We attached to the topside of the top chord. I :SCISSORS TRUSS i ur - uuugtas rir-t.arcn 5N - Southern Pine HF - Hem -Fir SPF - Spruce -.Pine -Fir diagonal brace for cantilevered trusses must be placed on vertical webs In line with the support. End diagonals are stability andmost be dupi both ends of the truss system. 4x2 PARALLEL: CHORD',TRUSS.TOP CHORD'i lop c4rda that are laterally braced can buckle Aogitherand cause collapse Uthere isno diago- irtg. Diagonal bracing should be naded ,take underside of the top chord when purlins . areatlached to the topside of the top chord 'End diagonals are stability and must be dupe both ends of the truss system. 2x4/2x6'' , PAAA`:j.EL° CHORD TRUS' t r .. /N .ft- 01 Frame 5 QST Top Chord \ Lateral Brace Required T W or Greater Attachment Required - 30° or greater Trusses musthave tum- ber oriented In the hori- zontal direction to use this brace spacing. TOPi TOP -CHORD...-,' , DIAG�NAUBRACE MINIMUM LATERAL: BRACE SP,4CINt3 SPAN DEPTH SPACING(LBs)... UP to 32' 30" SP.7D.F;:;;; :S.PF/HF 8' t 6 10 Over 321- 48' 42 6' 6 4 Over 48' - 6011 A 5' 4 2 Over 60' See are istered professional en sneer ur - uuugtas rir-t.arcn 5N - Southern Pine HF - Hem -Fir SPF - Spruce -.Pine -Fir diagonal brace for cantilevered trusses must be placed on vertical webs In line with the support. End diagonals are stability andmost be dupi both ends of the truss system. 4x2 PARALLEL: CHORD',TRUSS.TOP CHORD'i lop c4rda that are laterally braced can buckle Aogitherand cause collapse Uthere isno diago- irtg. Diagonal bracing should be naded ,take underside of the top chord when purlins . areatlached to the topside of the top chord 'End diagonals are stability and must be dupe both ends of the truss system. 2x4/2x6'' , PAAA`:j.EL° CHORD TRUS' t r .. /N .ft- 01 Frame 5 QST Top Chord \ Lateral Brace Required T W or Greater Attachment Required - 30° or greater Trusses musthave tum- ber oriented In the hori- zontal direction to use this brace spacing. o. ti D 12" W'. NiWIRII 1100" 24"112" TOP 'C* H* OR D 2' DF - Douglas Fir -Larch HF - Hem -Fir MINIM(IM': LATERAL BRACE' SO., .1 SPAN PITCH 60" 1-1/4" 51 72" 1 -1 /Z' SP/DV� . PF F... Up to 24' 3/12 1 7' 17 12 Over 24'- 42' 3/12 1 7' 1 10_ 1 6 Over 42'- 54' 1 6 1 4 Over 54' See a registered professional engineer o. ti D 12" 1/4" 1100" 24"112" 20.8' 2' DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir .'r Diagonal brace also required on end verticals. � Top chords that are laterally 1: togetherand cause collapse t nal bracing. Diagonal bracial to the underside of the top ct are attached to the topside a MONO TRUSS. 12 3 or greater All lateral, braces lapped at! least 2 trusses. PLUMB Truss Depth Don) "INSTA' " A =RAqd BOW ALL TION'TOLE Length Lon) 409Y D 12" 1/4" 1100" 24"112" 20.8' 2' 36' 3/4" 3' 48" 1. 4' 60" 1-1/4" 51 72" 1 -1 /Z' 6' 84' 1-3/4" 7' W, 2" a, 108" 21 91 TF t Lesser Of L/200 or 2" L Lon) L(in) ic............ Ile Lesser of L1200 or �" Lesser of D/ou or z" Maximum Plumb Misplacement Line L(ft) Sal 11" 16.7' 1100" - 20.8' 150" 1-1/2' 25.0' L(ft) 200" 11" 16.7' 250' 1-1/4" 20.8' 300" 1-1/2' 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. R Nq_ Q Frame .6