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DGT-15-503 Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-229712 Permit Number: DGT-3-15-503 Scheduled Inspection Date: December 14,2015 Permit Type: Decks/Gazebos/Trellises Inspector: Rodriguez,Jorge Inspection Type: Final Owner: PEARSON, RONALD AND CARLY Work Classification: Pergola 0" '10 u '10 Job Address:249 GRAND CONCOURSE Miami Shores, FL Phone Number Parcel Number 1132060133610 Project: <NONE> Contractor: HOME OWNER Building Department Comments WOOD DECK AND WOOD PERGOLA. Infractio Passed comments INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid December 11,2015 For Inspections please call: (305)762-4949 Page 2 of 45 T= e4m4t Nth. ` Miami Shores Village Fetm4' ,? ;v + �E3tTrallis 10050 N.E.2nd Avenue d Dark �a = aakan: Miami Shores,FL 33138-0000 l�ool a b 0 I7 3.p37j' .3-. -(��l�t!it 5 tus.-i��p'UED Phone: (305)795-2204 �� _ Rtssu�:�ats:8110aExpiration: 02/06/2016 Project Address Parcel Number Applicant 249 GRAND CONCOURSE 1132060133610 Miami Shores, FL Block: Lot: RONALD AND CARLY SILVER P Owner Information Address Phone Cell RONALD AND CARLY SILVER 249 GRAND Concourse -- --- MIAMI SHORES FL 33138- 249 GRAND Concourse MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone Valuation: $ 10,000.00 HOME OWNER __.,...:: . ......--- Total Sq Feet 300 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Slab Date Denied: Final Type Const:Pergolas Additional Info:WOOD DECK AND WOOD PERGOL Framing Classification:Residential Scanning:1 Footing Scanning:1_ Review Planning Review Building Review Building Review Structural Review Structural Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $6.00 DBPR Fee Invoice# DGT-3-15-54720 $2.25 08/10/2015 Credit Card $329.50 $50.00 DCA Fee $2.25 Education Surcharge $2.00 03/10/2015 Credit Card $50.00 $0.00 Permit Fee $150.00 Plan Review Fee(Engineer) $80.00 Plan Review Fee(Engineer) $120.00 Scanning Fee $9.00 Technology Fee $8.00 Total: $379.50 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings,statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL,PLUMBING,MECHANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: II the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning.(4Fbthore, authorize the above-named contractor to do the work stated. August 10, 2015 Authorized Sigr / Applicant / Contractor / Agent ate Building Dent Copy August 10,2015 1 Miami Shores Village CPT P Building Department �,AR10 lJ 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 BY: INSPECTION LINE PHONE NUMBER:(30S)762-4949 7 FBC 2010 BUILDING Master Permit No. 15 PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP ��pJaCONTRACTOR DRAWINGS JOB ADDRESS: v(� �A149 "`' vkfr City: Miami Shores County: Miami Dade zip: Folio/Parcel#: I I _ 3 C� e 0 13 — 3(e 3(e( 0 Is the Building Historically Designated:Yes NOft 1 Occupancy Type:q'611 Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): C(OFCA& .14 (��l 'Dhone#: 7 2,1 • (o Address: City: 6', m4 l State: Zip'117. y I Tenant/Lessee Name: �- Phone#: -//7• Email: r®,)n e-a-rjoA (9 tom - &,Ur)11 1. fkk CONTRACTOR:Company Name: C► Phone#: c//Zy Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration#: Certificate of Competency#: DESIGNER:Arcvhiitect/E gineer: pA N I C L NE&A S' Phone#: -105-- l ci(o ° S-SZ Z Address• _ `J�L (twoyi City: State Zip: Value of Work for this Permit:$ 01)0 ` Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ] New ElRepair/Replace El Demolition Description of Work: i Din C) 126G "—i tV 00 Specify color of color thru tile: Submittal Fee$ Permit Fee$ I;0- • O�) CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State /� Zip Mortgage Lender's Name(if applicable) �''�o/Z-r 6�1�� Mortgage Lender's Address L� L6 o I I Z City A LAI P-C State I L- Zip (a 00s S- ®/ (Z— Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved d a r Insp i n fee will be charged. c Signature Signature OWNE or ENT CONTRACTOR The foregoing instrument as acknowledged before me this The foregoing instrument was acknowledged before me this N day of -PO 20 by day of 20 by .pho is perso ally known to who is personally known to me or who has producedt-L-M k)UUl ' c-0SL as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: Seal: Sandia Alvarez Seal: My Commission FF 158750 Expl"0910312018 A=Examiner APPROVED BY ( Zoning K-- Structural Review Clerk (Revised02/24/2014) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT NAME: �'A�'�� ,S I L ,�- A�Sv DATE: ' 10, I T ADDRESS: 2�cj G/zA" uQuyg'g� Plat/ Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida,F.S 489.103(7). And I have read and understood the following disclosure statement,which entitles me to work as my own contractor;I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor.You have applied for a permit under an exception to the law.The exemption allows you,as the owner of your property,to act as your own contractor even though you do not have a license.You must supervise the construction yourself.You may build or improve a one-family or two-family residence.You may also build or improve a commercial building at a cost of$25,000.00 or less(The new form states 75,000).The building must be for your own use and occupancy.It may not be built for sale or lease.If you sell or lease a building you have built yourself within one year after the construction is complete,the law will presume that you built for sale or lease,which is a violation of this exemption.You may not hire an unlicensed person as a contractor.It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances.Any person working on your building who is not licensed must work under your supervision and must be employed by you,which means that you must deduct F.I.C.A and with- holdings tax and provide workers'compensation for that employee,all as prescribed by law.Your construction must comply with all applicable laws,ordinances,buildings codes and zoning regulations. Please read and initial each paragraph. 1. I understand that state law requires construction to be done by a licensed contractor and have applied for an owner-builder permit under an exemption from the law.The exemption specifies that I,as the owner of the property listed,may act as my own contractor with certain restrictions even though I do not have a license. ( Initial 2. 1 understand that building permits are not required to be signed by a property owner unless he or she is resgpnsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3. 1 understand that,as an owner builder,I am the responsible party of record on a permit.I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or libers on permits and contracts. Initial f7 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding.I may also build or improve a commercial building if the costs do not exceed$75,000.The building or residence must be for my use or occupancy.It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I builtygtially improved it for sale or lease,which violates the exemption. SS Initial 5. 1 understand that,as the owner-builder,I must provide direct,onsite supervision of the construction. CS Initial 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence.It is my responsibility to ensure that the persons whom I employ have the license required by lave and by county or municipal ordinance. Initial �" , a . V 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner-builder permit that erroneously implies that the property owner is providing his or her own labor and materials.I,as an owner-builder,may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully sting as an owner-builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initial 8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done.Any person working on my building who is not licensed must work under my direct supervision and must be employed by me,which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act(FICA)and must provide workers compensation for the employee.I understand that my failure to follow these may subject to serious financial risk. Initial- 9. I agree that,as the party legally and financially responsible for this proposed Construction activity,I will abide by all applicable laws and requirement that govern owner-builders as well as employers.I also understand that the Construction must comply with all applicable laws,ordinances,building codes, and zoning regulations. CSL Initial 10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service,the United States Small Business Administration,and the Florida Department of Revenues.I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or htt :/twww.m oddalicense.com/db r/ ro/cilb[iin x. ml Initial ur 11. 1 am aware of,and consent to;an owner-builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address: r Initial 12. 1 agree to notify Miami Shores Village immediately of any additions,deletions,or changes to any of the information that I have provided on this disclosure. Initial r Licensed contractors are regulated by laws designed to protect the public.If you contract with a person who does not have a license,the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court.It is also important for you to understand that,if an unlicensed contractor or employee of an individual or firm is injured while working on your property,you may be held liable for damages.If you obtain an owner-builder permit and wish to hire a licensed contractor,you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensafion coverage. Before a building permit can be issued,this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit.A copy of the property owner's driver license,the notarized signature of the property owner,or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this 1O day of MA12-0 , 20 .1 S By LARDS S[t` JCR- Be LQ%`I�who was personally known to me or who has Produced there License or FL � U� u C-NS IC as identification. OWNER NOTARY Notary Public State of Florida Sirrdia Alvarez +� My Commission FF 156750 pl pd� Expires 09/0312018 VIM C T Cur JULY 24, 2015 CET r �C PEARSON RESIDENCE JUL 3 1. 249 GRAND CONCOURSEo MIAMI SHORES DESIGN OF 2 2"X 8" FLOOR BEAMS SUPPORTING DECK JOIST a �® 3-ft+ 0.5-ft lb ]b G bibwidth:= DL:= 10•lb LL:= 60•lb P,2:= 67.34•psf 2 ft2 ft2 !`• DISTRIBUTED LOADING wDL DL•(ttibwidth) wLL LL•(tlibwidth) w'wind (Pz,—7-psf)•ttibwidth w DL= 17.5-Lb ft = 105•ft wwind= 105.6•lbft BENDING DESIGN Span:= 10.18-ft /tL r dJl (WDL+ w'LL).Span2 w,,ind.Span2 Mgravity= 8 Muplift 8 / L Mg,,ity= 1586.9ft•lb M„piift= 1367.9ft.lb (2)2"x 8"a#2 Fb:= 1200 lb S,:= 2•(13.14ilhJ)": .•.(I: 16 in . .. . . . ... . . . . . . . . . . ... 0 ... ... 11.E • ' ' • 'Thomas Moe . .. .. . . .. .. PE 63863 Gravity Check fbGmvity Mgravity Fbprime Fb S. fbGravity=724.6.1 < Fbprime= 1200•.L 2 OK in to Uplift Check fbUpliftMuplift Fbprime CD'Fb S. fbUplift=624.6. lb < Fbprime= 1920. lb OK to in CHECK SHEAR Vuplift:_ H'windJ'(Spm)2 Vuplift=537.5 lb d:= 7.25-in b:= 2•(1.5•in) Fv:= 175. lb in 3•Vuplift fv upl Fvprime CD'Fv fv=37.1• lb < Fvprime=280. lb OK 2 2 in in •• ••• • s • • • •• • •• • • • • ••• • •• ••• •• • • • •• • • • • • • • • • • • •• •• • • •• •• CHECK DEFLECTION DL= 10•psf LL=60•psf Span= 10.18ft lb lb WDL= 17.5•ft WLL= 105'ft E:= 1600000. 12 IX:= 2•(47.63•in4) in CRITERIA 1: LL+DL/240 5'(WDL+ WLL)Span O:= Span 384•E•I,t AaUow 240 A=0.19-in < Awlow=0.51.in OK CRITERIA 2: LL /360 5"(WLL)Span4 O:= Span 384•E•1X Dallow 360 A=0.17-in < Dauow=0.34.in OK SELECT(2) 2"X 8"#2 SOUTHERN PINE MEMBERS FOR DECK BEAM .. ... . . . . . .. • .. . . . . ... . . . . . . . . . . . .. . . . . . . . . . .. O's ... . ... ... . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . DESIGN OF END REACTIONS by(2) &S"tMv bolts wDL= 17.5.lwLL= 105•l Wwind= 105.6•ft Span:= 10.18-ft w�d•Span (WDL+ WLL)'Sl8► Uplifton:= 2 ��tYReaction�= 2 Uplif4temion=537.5 lb GmvityR Ocgon=623.5 lb NDS single shear design value perpendicular to grain, use 2.6" main member, 1/4"steel side piece, 5/8" bolt, southern pine r► t� UPLIFT CHECK duration factor wet service factor Z:= 530-lb CD=1.6 CM:= 0.8 IS 6° Zpnme:= CD•CM•Z .a Zprime=678.41b 2-(Zprime)= 1356.81b > Upliftlteaction=537.51b 0j< VKV\j GRAVITY CHECK Z:= 610-lb Zprime'— Z'CM Zpntae=488 lb TU 2-(Zp i.)=9761b > ••• ••Gtavxy � 62351b OK • .. . . . . .. . . . . ... . .. ••• .. . . . •• SELECT(2)518"DIAMETER THRU BOLTS PER CONNECTION ... . . . . . . . . . . 000 V 0.0 . .. .. . . . .. .0 ... Lam/• • Table 116 BOLTSt Design Whims (Z) for Single Shear (two member) ConnectionsA for Sawn Lumber or SGL with 1/4•ASTM A36 steel side plate Tj Thickness ^ Z jig,, $ W m OOG c7 � u°i O + � Ox Ox OtA OQ: c3 $$ U;) OZ tM `s D 4 ZlZl 4 k 4 k Al Zl Zp Zl Z1 Zl Za Zl 241 Z1 z8 In. In. in. lbs. Its. . Ibs. lbs. lbs. lbs. I tbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. II 1/2 730 420 620 350 SW 310 580 310 550 290 520 280 510 270 470 240 460 240 450 5/8 910 480 780 400 730 360 720 360 690 340 650 320 640 320 590 290 580 280 560 11/2 1/4 3/4 1090 550 940 450 870 420 860 410 820 390 780 360 770 360 710 320 690 320 680 718 1270 600 1690 610 1020 470,1010 980 430 910 410 M 400 820 _37 810 360 790 ; 1 1450 660 1250 `'660 11$0 . 610 1160 5001 1.110 480 1040 450 1030 4$0 040 4W 930 400 900 1/2 810 460 690 370 640 340 630 330 600 310 570 290 560 280 510 250 500 250 490 518 1020 520 870 430 800 390 790 380 750 360 710 340 700 330 640 310 630 290 610 1314 114 3/4 1220 590 1040 480 960 440 950 430 900 410 860 380 840 370 770 330 750 330 730 7/8 1420 660 1210 540 1130 490 1110 :480 1050 450 1(100 430 980 ,420 °6W 380 Ml 370 860 1 ,1630 710 1380 580 1290 540 12,74, 620 1200 600.1140 4 1120 460 1020 410 1000 410 980 ,s 1/2 930 609 860 830 410 820 400 780 380 740 350 720 340 650 300 640 290 620 1 518 1370 670.1 1 530 1 470 1040 470 980 430 920 400 910 390 810 340 800 330 770 ( 2 12 /4 3!4 1640 7501370 270 530 1250 520 1180 460 1110 450 1090 440 980 380 960 370 930 718 1910 120 16000 850 1480 x,1450 ;57 1370 1290 490 1270 480 1140 420 1120 410 1080 4 1 2190 880 1820 700 -1690 1 1660 620 1570 680 1480 640 1450 630 1300 400 1280 450 1240 A 1/2 930 620 660 550 830 51 820 510 800 480 770 460 770 430 720 370 720 360 710 c 6/8 1370 860 1260 690 1210 610 1200 600 1160 550 1130 500 1120 490 1060 420 1050 410 1020 S 31/2 1/4 3/4 1900 990 1740 760 1670 680 1660 660 1580 610 1410 560 1450 540 1290 460 1260 450 1220 4 7°'e ;2530 71178 21?0 .'8410 11190 7 1950 7110 1840 666 17213 010 1600 690;1610 "6x10 14811 600 1430 4 1 12980 1150 2480 890 2270 800 2230 7702100 730 197011 6W 1930 6513 1720 5M 1690 540 1630 1 518 1370 860 1260 760 1210 710 1200 700 1160 870 1130 640 1120 630 1060 580 9050 580 1030 5 114 1/4 3/4 9900 1140 1740 1000 1670 940 1660 930 1610 860 1560 770 1560 760 1460 640 1450 620 1420 F 718 25311 1480 2320 1190 2220:1050 2200 1010 2140 920 2070 ,040 21180 02D 1940 700 1920 Ido 1890 e 1 3260 16 2980 1270 2860 9130 2840 1080 2760 10-1 2674 020 2840 M 2490 702460 730 1?,380` 7 618 1370 860 1260 760 1210 710 1200 700 1160 670 1130 640'110—BW 1060 680 1060 570'1030 E 51/2 114 3/4 1900 1140 1740 1000 1670 940 1660 930 1610 890 1560 810 1550 790 1460 660 1450 640 1420 E 718 2530 1400 2320 1240 2220 A090 22011 1050 2140 980 2070: ,,'$W 20 ' 880 19413 790 1920 710 1890 f 1 13260 1730 2980 1320 2860.1170 28411 1130:2700 1050 2670 050 2640 930 2490 780 2470 760 2420 7 I 5/8 1370 860 1260 760 1210 710 1200 700 1180 670 1130 640 9120 630 1060 680 1050 570 1030 { 3/4 1900 1140 1740 1000 1670 840 1660 930 1610 891 1560 850 1650 840 1460 760 1450 750 1420 1 7 112 114 718 2530 1466 2320 1 2220 1210 2206 1180 2940 11 2070 1M 21I$0 4070 1940 s0 1920 9890 8 1 3260 1820 2980 1 2860 11100 2W'-1470' 2'1'60 1400 2670 1270 2640 1230 2490 .1030 2470 1060 2420 3/4 1960 1140 1740 1000 1670 940 1660 930 1610 600 1560 850 1550 840 1460 760 1450 760 1420 7 91/2 1/4 718 2530 1460 2320 1280 2220 1210 2260 1180 2140 1130 2070 1080 2050 1070 1940 980 1920 970 1890 9 1 3260 1820 2980 1590 2860 1500 2840 1470 2760 1420 2670 1350 2640 1330 2490 1220 2470 1200 2420 11 7/8 2530 1460 2320 1280 2220 1210 2200 1180 2140 1130 2070 1080 2060 1070 1940 980 1920 970 1890 9 111/2 1/4 1 3260 1820 2980 1590 2860 1500 2840 1470 2760 1420 2670 1350 2640 1330 2490 1220 2470 1200 2420 11 131/2 1/41 1 1 182012M 169012860 19M-2WIM-2-7-W14201267013M ZM 133012490 1220 24M—M242 1.Tabulated lateral design values M fosMOD•cbr► or 'gha0 if rjurhjftd by all applicable aayustment factors(see Table 10.3.1). 2.Tabulated lateral design values(2)ar>31or•fy�i�iia�tetOr!belts•(see Appsndix Q with bending yield strengM(F,b)of 46,060 psi and dowel bear strength(Fe)of 87,000 psi for ASTM Af it sP ... ".' :•: ..' . . . . . . . . . . .. . . . . . . . . . .. ... . . ••• •.• • a 0:0 . ... ARI wbODCO1=IL DESIGN OF PERGOLA RAFTERS Ccs 24" O.C. ocgpning:= 24.in P,2=67.3•psf 8:= 0.25 pervious factor (CO,/\5 Cp"04VA- DISTRIBUTED LOADING ' nd= e'0'(P,-2 —7'Psf)'�spacing i l I wi P wind=30.2•ft --- \ BENDING DESIGN Span:= 19.83-ft 'wind'Spm 2 — — _ — — — Muplift 8 Muplift= 1483 ft-lb 3 x 8"cypress rafter Fb= 1000. lb Sx:= 21.9-in 3 CD:= 1.6 C,:= 1.15 in Uplift Check Muplift Fbprime:= CD'Cr Fb fbUplift:= S x fbUplift=812.6• ll < Fbprime= 1840• lb OK in in CHECK SHEAR Span)vuplift:_ (Wind)- 2 d:= 7.25-in b:= 2.5-in F,:= 175• lb . 2 to • •• ••• . • . . . •. .. . . . • 3'VuPtift • ••• • • ... fv=24.8• lb < P,;,,:=322.-A. hK•: 2 • •• in ..: ;• N;1111 • SELECT 3"X 8"#1 CYPRESS RAFTERS 81)jV"- .C9 ••• • �( . . . . . . . . . . . •. .. . . . .. .. DESIGN OF PERGOLA BEAM SUPPORTING RAFTERS tribwidth:= 20�•ft + 2.2-ft P,2 =67.3•psf 0:= 0.25 pervious factor DISTRIBUTED LOADING Wwind:= 0•(P,2 —7•psf)•tribwidth lb wwind= 185.5• ft BENDING DESIGN Span:= 9.2-ft 2 wwind•Span Muplift:= 8 Muplift= 1963.1 ft-lb 4"x 8"cypress ratter Fb:= 1000• lb SX:= 30.66•in CD:= 1.6 . 2 in Uplift Check fbUplift:= Muplift Fbprime:= CD•Fb Sx fbUplift=768.3.-Lb < Fbprime= 1600• ll OK in in .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. . . . . . . . . . . • • . . . .. .. . . . . . . . . .. . . . . . . ... . . ... ... . . . . . . . . . . �I� . .. .. . . ..... ... . . . ... . 0 CHECK SHEAR V (wind)' Span/ uplift�= wind ' 2 J d:= 7.25.in b:= 3.5.in F,:= 175• lb . 2 in 3•Vuplift fv 2•b•d Fvprime= CD-F, f,=50.5• lb < Fvp rime=280• lb OK 2 2 in in SELECT 4"X 8"#1 CYPRESS BEAM see 00 00 • .•• • . • • • • • • • • • • •• • • • • • • • • • ... . . • . ... . • • . • . .:, - Meca ind Pro v a 2 o 6 o 1 per ASCE 7-i U Developed by MECA Enterprises, Inc. Copyright wwv,.nra.<waiteitrS:c;, xun Date 7/24/2015 Project No. Company Name THM Structural Consulting Designed By : Thomas Moe, PE 63863 Address 6731 SW 63 Ct Description : Pergola & Deck City : Miami Customer Name : Pearson Residence State FL Proj Location : 249 Frand Concourse, M. Shores File Location: C:\Users\user\Documents\MECA Wind Pressure\Pearson Residence.wnd Input Parameters: Envelope Procedure per ASCE 7-10 Chapter 28 Part 1 Basic Wind Speed(V) 175.00 mph Structural Category III Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha 9.50 Zg = 900.00 ft At - 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin - 15.00 ft Slope of Roof = 0 : 12 Slope of Roof(Theta) _ .00 Deg h: Mean Roof Ht 9.83 ft Type of Roof = FLAT RHt: Ridge Ht = 9.63 ft Eht: Eave Height = 9.83 ft OH: Roof Overhang at Eave= .00 ft Overhead Type = Overhang Bldg Length Along Ridge = 21.00 ft Bldg Width Across Ridge= 18.25 ft Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.95 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.55 Reduction Factor for Large Volume Buildings, Ri Aog: Total Area of Openings in Bldg Envelope .00 ft^2 Vi: Unpartitioned Internal Value .00 ft^3 Ri: 0.5*((1+1/(1+(Vi/(22800*Aog))^0.5)) (Egn. 6-16) = 1.000 Notes: 1) +GCpi = +0.55 * Ri Notes: 2) -GCpi = -0.55 * Ri Low Rise Bldg Provisions per Fig. 28.4-1: MWFRS Load Case A All pressures shown are based upon ASD Design, with a Load Factor of .6 •• ••• • Y • • • •- •• ••• •• • • • •• • ••• • • • • • • • • • • • • • • •• • • • • • • • • ••• • • ••• ••• •• ///ppp��' . . . . . . . . . . . .. .. . . • .. .. 6E -0.43 0.55 -0.55 33.94 -33.26 1T * * * * .00 2T * * * * .00 3T * * * * .00 4T * * * * .00 5T * * * * .00 6T * * * * .00 Figure 28.4-1 - Low-Rise Wal And Roof Figure Notes: Notes: 1) Pressure = qh * (GCPf - (+/- GCpi)), only max value shown 2) For Torsional Load Cases, the zones are designated with a "T". The pressures(Min P & Max P) are 25% of the full design wind pressures(Ld Case 1T=25%*l(ld case 1),2T=25%*2,3T=25%*3,4T=25%*4). Exceptions to Torsional Load Cases: One story buildings with mean roof height<=30 ft(9.1m), buildings with two stories or less framed with light frame construction, and buildings two stories or less designed with flexible diaphragms need not be designed for the Torsional Load Cases. (Note 5 of Figure 6-10) Wind Pressure on Components and Cladding r � a l 1 1 I 1 Roof not I 1 1 1 y` Shmil S 1 1 , - r---- - ----r- WAS � �✓, Gable Roof 6 All. pressures shown are rased upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" _ 3.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf ------------------------------------------------------------------------------- UPLIFT 2.00 10.00 33.3 1 0.25 -0.95 27.08 -50.84 UPLIFT 2.00 10.00 33.3 2 0.25 -1.43 27.08 -67.34 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • • • • •• • • ••• • • ••• ••• • • • • • • • • • • • • •• •• • • • •• •• ESR-2549 Used for Florida State Wide Product Approval# FL 10655 Products on this Report which are SIMPSON STRONG-TIE COMPANY, approved: INC Product FL# Product FL# Product FL# Product FL# HHUS210-2 10655.1 HU36 10655.42 HUC44 10655.82 SUL210 10655.122 HHUS26-2 10655.2 HU38 10655.43 HUC46 10655.83 SUL210-2 10655.123 HHUS28-2 10655.3 HU410 10655.44 HUC48 10655.84 SUL214 10655.124 HHUS410 10655.4 HU412 10655.45 HUC610 10655.85 SUL24 10655.125 HHUS46 10655.5 HU414 10655.46 HUC612 10655.86 SUL26 10655.126 HHUS48 10655.6 HU416 10655.47 HUC614 10655.87 SUL26-2 10655.127 HSUL210-2 10655.7 HU44 10655.48 HUC616 10655.88 SUL414 10655.128 HSUL214-2 10655.8 HU46 10655.49 HUC66 10655.89 SUR210 10655.129 HSUL26-2 10655.9 HU48 10655.50 HUC68 10655.90 SUR210-2 10655.130 HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131 HSUL414 10655.11 HU612 10655.52 HUS210-2 10655.92 SUR24 10655.132 HSUL46 10655.12 HU614 10655.53 HUS212-2 10655.93 SUR26 10655.133 HSUR210-2 10655.13 HU616 10655.54 HUS26 10655.94 SUR26-2 10655.134 HSUR214-2 10655.14 HU66 10655.55 HUS26-2 10655.95 SUR414 10655.135 HSUR26-2 10655.15 HU68 10655.56 HUS28 10655.96 U210 10655.136 HSUR410 10655.16 HUC210-2 10655.57 HUS28-2 10655.97 U210-2 10655.137 HSUR414 10655.17 HUC210-3 10655.58 HUS410 10655.98 U210-3 10655.138 HSUR46 10655.18 HUC212-2 10655.59 HUS412 10655.99 U210R 10655.139 HU210 10655.19 HUC212-3 10655.60 HUS46 10655.100 U214 10655.140 HU210-2 10655.20 HUC214-2 10655.61 HUS48 10655.101 U24 10655.141 HU210-3 10655.21 HUC214-3 10655.62 LU210 10655.102 U24-2 10655.142 HU212 10655.22 HUC216-2 10655.63 LU24 10655.103 U24R 10655.143 HU212-2 10655.23 HUC216-3 10655.64 LU26 10655.104 U26 10655.144 HU212-3 10655.24 HUC24-2 10655.65 LU28 10655.105 U26-2 10655.145 HU214 10655.25 HUC26-2 10655.66 LUS210 10655.106 U26R 10655.146 HU214-2 10655.26 HUC28-2 10655.67 LUS210-2 10655.107 U310 10655.147 HU214-3 10655.27 HUC310 10655.68 LUS214-2 10655.108 U314 10655.148 HU216-3 10655.29 HUC310-2 10655.69 LUS24 10655.109 U34 10655.149 HU24-2 10655.30 HUC312 10655.70 LUS24-2 10655.110 U36 10655.150 HU26 10655.31 HUC312-2 10655.71 10655.111 U410 10655.151 HU26-2 10655.32 HUC314 10655.72 10655.112 U410R 10655.152 HU28 10655.33 HUC314-2 10655.73 10655.113 U414 10655.153 HU28-2 10655.34 HUC316 10655.74 LUS28-2 10655.114 U44 10655.154 HU310 10655.35 HUC34 10655.75 LUS410 10655.115 U44R 10655.155 HU310-2 4965536 .HUC36 .. 10655.76 LUS414 10655.116 U46 10655.156 HU312-2 '1065537.*• r1iQI8•. 10655.77 LUS44 10655.117 U46R 10655.157 HU314 .40666:311.: '.NLIC41p. 10655.78 LUS46 10655.118 U610 10655.158 HU314-2 10655.39 HUC412 10655.79 LUS48 10655.119 U610R 10655.159 HU316 10655.40. .HUC414 10655.80 MUS26 10655.120 U66 10655.160 HU34 �61455.41 :�fiUC44 10655.81 MUS28 10655.121 U66R 10655.161 ... . . ... ... . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . f ESR-2549 , REPORT TS"S Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BodnessRegional Office#M Walanan MM Road,Whilter,Cdldnia 90601#(562)6%.0543 www. Regional Office#900 Mwtolair Road,Suite A,Birmingham,Alabama 35213 #(205)599.98 9 �� ^C�C Reglonal Office#4051 West Fkmmoor Road,Country Club Hills,Illtnots 60478#(708)799.2305 DIVISION:06—WOOD AND PLASTICS hangers having a width equal to or greater than 29/,s inches Section:06090—Wood and Plastic Fastenings (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for REPORT HOLDER: the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series SIMPSON STRONG TIE COMPANY,INC. hanger and Figure 3b for an HUC hanger. 5956 WEST LAS POSITAS BOULEVARD 3.1.4 LUS Series Hangers: The LUS series hangers are PLEASANTON,CALIFORNIA 94588 formed from No.18 gage galvanized steel.The hangers have (800)925-5099 prepunched holes for the installation of nails that are driven www.strongtie.com at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation EVALUATION SUBJECT: instructions.See Table 4 for the hanger dimensions,required fasteners,and allowable loads;and Figure 4 for a drawing of SIMPSON STRONG-TIE FACE-MOUNT HANGERS FOR a typical LUS series hanger. WOOD FRAMING 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped 1.0 EVALUATION SCOPE portion of the hangers has prepunched holes for the Compliance with the following codes: installation of joist nails that are driven at an angle through the joist and into the header, which is described as double # 2006 International Building Code®(IBC). shear nailing in the installation instructions.See Table 5 for # 2006 International Residential Code®(IRC) the hanger dimensions, required fasteners, and allowable loads;Figure 5 for a drawing of a typical MUS series hanger. # Other Codes(see Section 8.0) 3.1.6 HUS Series Hangers:The HUS series hangers are Properties evaluated: formed from No.14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are Structural formed from No.16 gage galvanized steel.The hangers have 2.0 USES prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header,which The Simpson Strong-Tie face-mount hangers described in is described as double shear nailing in the installation this report are used as wood framing connectors in instructions.See Table 6 for the hanger dimensions,required accordance with Section 2304.9.3 of the IBC.The products fasteners,and allowable loads;and Figure 6 for a drawing of may also be used in structures regulated underthe IRC when a typical HUS series hanger. an engineered design is submitted in accordance with Section 3.1.7 HHUS Series Hangers: The HHUS series hangers R301.1.3 of the IRC. are formed from No. 14 gage galvanized steel.The hangers 3.0 DESCRIPTION have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, 3.1 General: which is described as double shear nailing in the installation The Simpson Strong-Tie face-mount hangers described in instructions.See Table 7 forthe hanger dimensions,required this report are U-shaped hangers that have prepunched holes fasteners, and allowable loads; Figure 7 for a drawing of a for the installation of nails into the face of the supporting wood typical HHUS series hanger. header or beam or ledger. 3.1.8 SUR/L Series Hangers: The SUR/L series hangers 3.1.1 LU Series Hangers: The LU series hangers are are formed from No.16 gage galvanized steel.SUR and SUL formed from No. 20 gage galvanized steel. See Table 1 for are mirror-image identical hangers, skewed at 45 degrees hanger dimensions,required fasteners,and allowable loads; right and left, respectively. See Table 8 for the hanger and Figure 1 for a drawing of a typical LU series hanger. dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.2 U SerieHenge�s�Tl�e Usk ries bangers are formed 3.1.9 HSUR/L Series Hangers: The HSUR/L series from No. 16 gee galvanized 1teel..S�e:Table 2 for the g hanger dimensiot,regDirgd sas:edetJ,*4nd diLowable loads; hangers are formed from No.14 gage galvanized steel.SUR and Figure 2 fot'a drgftg dPa tyQicaf U•setibs hanger. and SUL are mirror-image identical hangers, skewed at 45 degrees right and left, respectively. See Table 9 for the 3.1.3 HU/HUC Series Hangers:The HU and HUC series hanger dimensions,required fasteners,and allowable loads; hangers are f n8l from V%14 gage galvanized steel. HU and Figure 9 for a drawing of typical HSUR/L series hangers. • . • . . • •• • • . . • •.. . • ... ..• . 1-5 REPORTS" are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,Inc.,express or implied,as to any frnding or other mattePA Mis►epart,Sr as toony9zIos'nc:coverel by the report. 4Z • •• •• • • • •• •• 1 of 10 Copyright©2008 ••• • • • ••• • • Page Page 2 of 10 ESR-2548 3.2 Materials: duration factor, Co, corresponding with the applicable loads 3.2.1 Steel: The hangers described in this report are in accordance with the NDS. manufactured from galvanized steel complying with ASTM A Tabulated allowable loads apply to products connected to 653, SS designation, Grade 33, with a minimum yield wood used under dry conditions and where sustained strength,Fr of 33,000 psi(227 MPa)and a minimum tensile temperatures are 100°F(37.8°C)or less.When products are strength, F,,, of 45,000 psi (310 MPa). Minimum base-metal installed to wood having a moisture content greater than 19 thicknesses for the hangers in this report are as follows: percent(16 percent for engineered wood products),or where wet service is expected,the allowable loads must be adjusted NOMINAL THICKNESS MINIMUM BASE-METAL by the wet service factor, Cm, specified in the NDS. When (gage) THICKNESS(Inch) connectors are installed in wood that will experience No.14 0.0685 sustained exposure to temperatures exceeding 100°F No.16 0.0555 (37.80C),the allowable loads in this report must be adjusted No.18 0.0445 by the temperature factor, Ct,specified in the NDS. No.20 0.0335 Connected wood members must be analyzed for load- For SI: 1 inch=25.4 mm. carrying capacity at the connection in accordance with the The hangers have a minimum G90 zinc coating NDS. specification in accordance with ASTM A 653.Some models 4.2 Installation: (designated with a model number ending with Z)are available Installation of the connectors must be in accordance with this with a G185 zinc coating specification in accordance with evaluation report and the manufacturer's published ASTM A 653.Some models(designated with a model number installation instructions.In the event of a conflict between this ending with HDG)are available with a hot-dip galvanization, report and the manufacture's published installation also known as "batch" galvanization, in accordance with instructions,this report governs. ASTM A 123,with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/mz), 5.0 CONDITIONS OF USE total for both sides. Model numbers in this report do not The Simpson Strong-Tie face-mount hangers for wood- include the Z or HDG ending, but the information shown framed construction described in this report comply with, or applies.The lumber treater or holder of this report(Simpson are suitable alternatives to what is specified in,those codes Strong-Tie Company) should be contacted for listed in Section 1.0 of this report, subject to the following recommendations on minimum corrosion resistance of steel conditions: connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 5.1 The connectors must be manufactured, identified and 3.2.2 Wood:Wood members with which the connectors are installed in accordance with this report and the used must be either sawn lumber or engineered lumber manufacturer's published installation instructions. A having a minimum specific gravity of 0.50 (minimum copy of the instructions must be available at the jobsite equivalent specific gravity of 0.50 for engineered lumber),and at all times during installation. having a maximum moisture content of 19 percent (16 5.2 Calculations showing compliance with this report must percent for engineered lumber) except as noted in Section be submitted to the code official.The calculations must 4.1.The thickness of the supporting wood member(header, be prepared by a registered design professional where beam,or ledger)must be equal to or greater than the length required by the statues of the jurisdiction in which the of the fasteners specified in the tables in this report, or as project is to be constructed. required by wood member design,whichever is greater. 5.3 Adjustment factors noted in Section 4.1 and the 3.2.3 Fasteners: Nails used for hangers described in this applicable codes must be considered,where applicable. report must comply with ASTM F 1667 and have the following 5.4 Connected wood members and fasteners must comply, minimum fastener dimensions and bending yield strengths respectively,with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire COMMON SHANK FASTENER F,. retardant treated lumber must be in accordance with NAIL SIZE DIAMETER LENGTH (psi) Section 3.2.1 of this report. Use of fasteners with (Inch) (Inches) preservative treated or fire retardant treated lumber 10d x 1'/2 0.148 11!2 90,000 must be in accordance with Section 3.2.3 of this report. 10d 0.148 3 90,000 8,0 EVIDENCE SUBMITTED 16d x 2'!2 0.162 2'/Z 90,000 16d 0.162 3'/ 90,000 Data in accordance with the ICC-ES Acceptance Criteria for For SI: 1 inch=25.4 mm 1 psi=6.895 kPa. Joist Hangers and Similar Devices (AC13), dated October •• •+. .. . . .. 2006(corrected March 2007). Fasteners used in c&ta?cijnd i aegeryalve treated or fire 7.0 IDENTIFICATION retardant treated,lurhoei;*,I Corooll witlj IBC Section 2304.9.5 or IRCSeCtfdh R319.30, as 0applienble.The lumber The products described in this report are identified with a die- treater or this report holder(Simpson Strong-Tie Company) stamped label indicating the name of the manufacturer should be contacted for recommendations on minimum (Simpson Strong-Tie),the model number,and the number of corrosion resistance of fasteners and conaecttoin capacities an index evaluation report (ESR-2523) that is used as an of fasteners used with.thl spe�fiic proppdlta:y Dreservative identifier for the products recognized in this report. treated or fico geta6%nt trggfed'ygiber.;•, ••• 8.0 OTHER CODES 4.0 DESIGN AND INSTALLATION 8.1 Evaluation Scope: 4.1 Design:.;• ; ; ; • In addition to the codes referenced in Section 1.0, the The tabulated ajowjlt�l>9�QacV shovun in this report are based products in this report were evaluated for compliance with the on allowable•stress design•(Xsd).Ad include the load requirements of the following codes: Page 3 of 10 ESR-2549 # 2003 International Building Code®(2003 IBC) or fire retardant treated lumber must,as a minimum,comply # 2003 Intemational Residential Code®(2003 IRC) with UBC Section 2304.3. # 2000 International Building Code®(2000 IBC) 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 # 2000 International Residential Code®(2000 IRC) IBC,2000 IRC,and UBC: # 1997 Uniform Building CodeTm (UBC) See Section 4.0 of his report. 8.5 Conditions of Use: The products described in this report comply with, or are suitable alternatives to what is specified in,the codes listed 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC:The above,subject to the provisions of Sections 8.2 through 8.7. Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is specified in,those 8.2 Uses: codes listed in Section 8.0,subject to the same conditions of 8.2.1 2003 IBC,2003 IRC,2000 IBC, and 2000 IRC:See use indicated in Section 5.0 of this report. Section 2.0 of this report. 8.5.2 UBC:The Simpson Strong-Tie products described in 8.2.2 UBC:Replace the information in Section 2.0 with the this report comply with,or are suitable alternatives to what is following:Simpson Strong-Tie face-mount hangers are used specified in,the UBC,subject to the same conditions of use as wood framing connectors in accordance with Section indicated in Section 5.0 of this report, except the last 2318.4.8 of the UBC. sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire 8.3 Description: retardant treated lumber must, as a minimum, comply with 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this UBC Section 2304.3. report. 8.6 Evidence Submitted:2003 IBC,2003 IRC 2000 IBC, 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this 2000 IRC,and UBC: report,except modify Section 3.2.3 of this report to reference See Section 6.0 of this report. Section R323.3 of the IRC. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 8.3.3 UBC:See Section 3.0 of this report,except modify the IRC,and UBC: first sentence in the last paragraph of Section 3.2.3 as See Section 7.0 of this report. follows: Fasteners used in contact with preservative treated .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. . . . . . . . . . . . . . .. . . . . . . . . . 0:0 . . . . ... . . . . . . . . . . . . . V .. ... . .. .. ... . ... . . Page 4 of 10 ESR-2549 TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS' FASTENERS2 ALLOWABLE LOADS',4,6(lbs) (Inches) (Quantity-Type) MODEL Uplifts Download No. W H B Headee Joist Co=1.33 Co=1.0 Co=1.15 Co=1.25 or =1.6 10d 16d 10d 16d 10d 16d LU24 19/1e 3% 1% 4 2-10dx1'/a 245 445 530 510 610 555 665 LU26 19/le 4% 13/2 6 4-10dx1'/a 490 665 800 765 920 830 1,000 LU28 19/1e 6% 1'/ 8 6-10dx1'/z 735 890 11065 1,025 1,225 1 1,110 1,300 LU210 19/1e 713/8 1'/ 10 6-10dx1'/ 735 1,110 1,330 1,275 1,530 1,390 1,660 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 1. Refer to Figure 1 (this page)for definitions of hanger nomenclature(W,H,B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.LU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch(3.2 mm). 5.The quantity of 10d or 16d common nails specified in the"Header"column under"Fasteners"is required to achieve the tabulated allowable loads shown in the Allowable Download"10d"or"16d"columns. 6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam,and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. 7I" 9 0. 0 0 ® H • •• • • • • ••• • • ••• • • • • • • • • • • • •• • • • • • • •• • • ••• • • ••• ••• • FIGURE 1—LU SERIES HANGER ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 5 of 10 ESR-2549 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS DIMENSIONS' FASTENERS' ALLOWABLE LOADS MODEL (Inches) (Quantity-Type) Ibs Uplift 6 Download No. W H B Headers Joist Co=1.33 or Co=1.0 Co=1.15 CD=1.25 =1.6 10d 16d 10d 16d 10d 16d U24 19/16 31/6 2 4 2-10dx11/2 240 445 530 510 610 555 665 U26 19/1s 43/4 2 6 4-10dx11/2 480 665 800 765 920 830 1,000 U210 16/16 713/16 2 10 6-10dx11/2 720 1,110 1,330 1,275 1,530 1,390 1,660 U214 16/16 10 2 12 8-10dx11/2 960 1,330 1,595 1,530 1,835 1,665 1,995 U34 26/16 33/6 2 4 2-10dx11/2 240 445 530 510 610 555 665 U36 26/16 53/6 2 8 4-10dx11/2 480 890 1,065 1,025 1,225 1,110 1,330 U310 29/16 87/6 2 14 6-10dx11/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U314 29/1s 101/2 2 16 6-10dx11/2 720 1,775 2,130 2,040 2,450 2,220 2,660 U44 39/16 27/8 2 4 2-10d 295 445 530 510 610 555 665 U46 39/16 47/s 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U410 39/16 83/6 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U414 39/1s 10 2 16 6-10d 890 1,775 2,130 2,040 2,450 2,220 2,660 U24-2 31/6 3 2 4 2-10d 295 445 530 510 610 555 665 U26-2 1 31/6 5 1 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U210-2 31/6 81/2 1 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U66 51/2 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U610 51/2 81/2 2 14 6-10d 890 1,555 1,860 1 1,790 2,140 1,940 2,330 U210-3 51/2 73/4 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U24R 21/16 35/6 2 4 2-10dx11/2 240 445 530 510 610 555 665 U26R 1 21/16 5s/6 2 8 4-10dx11/2 480 890 1,065 1,025 1,225 1,110 1,330 U21 OR 21/16 91/8 2 14 1 6-10dx11/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U44R 41/16 25/8 2 4 2-16d 355 445 530 510 610 555 665 U46R 41/16 45/6 2 8 4-16d 710 890 1,065 1 1,025 1,225 1,110 1,330 U41OR 41/16 81/8 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330 U66R 6 5 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330 U61 OR 1 6 81/2 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figure 2(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.U Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.The quantity of 10d or 16d common nails specified in the"Header"column under"Fasteners"is required to achieve the tabulated allowable loads shown in the Allowable Download"10d"or"16d"columns. 6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam,and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. k U2d� o e a � e s e e S n: N H V o° o e • •° • • • • ••• • c • FIGURE 2-4 SEJqE&HANVEr • F16URE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (See cable 2-•-above)• ••• :•• •44ee Table 3-Next Page) (See Table 3,Footnote 3-Next Page) ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 6 of 10 ESR-2549 TABLE 3-ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS HANGER DIMENSIONS' FASTENERS 3,4,5 MODEL (inches) (Quantity-Type) ALLOWABLE LOADS(lbs) NO. uplift6 Download W H B Header Joist Co=1.33 or =1.6 CE)=1.0 Cp=1.15 Cn=1.25 HU26 19/1s 3/16 2'/ 4-16d 2-10dx1'/2 240 535 615 670 HU28 19/16 51/4 2% 6-16d 4-10dx1'/2 480 805 925 1,005 HU210 19/18 7'/8 2'/4 8-16d 4-10dx1 /2 480 1,070 1,230 1,340 HU212 19/16 9 2'/4 10-16d 6-10dx1'/2 720 1,340 1,540 1,675 HU214 19/16 101/8 2'/4 12-16d 6-10dx1 /2 720 1,610 1,850 2,010 HU34 2/1s 33/6 2'/z 4-16d 2-10dx1 /-2 240 535 615 670 HU36 29/16 53/6 2'/2 8-16d 4-10dxl'/2 480 1,070 1,230 1,340 HU38 2/1s 7'/8 21/2 10-16d 4-10dx1 /2 480 1,340 1,540 1,675 HU310 29/16 8/,, 2'/z 14-16d 6-10dx17�7'/2 720 1,875 2,155 2,345 HU312 29/16 105/6 2'/2 16-16d 6-1WTI'/2 720 2,145 2,465 2,680 HU314 29/16 123/,, 21/2 18-16d 8-10dxl1/2 960 2,410 2,770 3,015 HU316 29/16 14'/8 2'/s 20-16d 8-10dxl'/2 960 2,680 3,080 3,350 HU44 39/16 2/,, 2'Y2 4-16d 2-10d 300 535 615 670 HU46 39/16 53/16 2'/2 8-16d 4-10d 605 1,070 1,230 11340 HU48 3/1s 61/,. 2'/2 10-16d 4-10d 605 1,340 1,540 1,675 HU410 39/16 8/s 2'/2 14-16d 6-10d 905 1,875 2,155 2,345 HU412 39/1s 105/16 2'/2 16-16d 6-10d 905 2,145 2,465 2,680 HU414 39/18 12/6 21/2 18-16d 8-10d 1,205 2,410 2,770 3,015 HU416 39/16 13/8 2'/2 20-16d 8-10d 1,205 2,680 3,080 3,350 HU66 51/2 43/,6 21/2 8-16d 4-16d 715 1,070 1,230 1,340 HU68 5'/2 513/18 2 Y2 10-16d 4-16d 715 1,340 1,540 1,675 HU610 5'/2 75/8 2 Y2 14-16d 6-16d 1,070 1,875 2,155 2,345 HU612 1 5'/2 93/8 2'/a 1 16-16d 6-16d 1,070 2,145 2,465 2,680 HU614 5'/2 115/8 21/2 18-16d 8-16d 1,430 2,410 2,770 3,015 HU616 512 12 /18 2'/2 20-16d 8-16d 1,430 2,680 3,080 3,350 HU24-2 31/8 31/,6 2% 4-16d 2-10d 300 535 615 670 HU26-2 31/8 --57/-,, 2 Y2 8-16d 4-10d 605 1,070 1,230 1,340 HU28-2 3/8 7 2'/2 10-16d 4-10d 605 1,340 1,540 1,675 HU210-2 3'/8 8131,8 2 Y2 14-16d 6-10d 905 1,875 2,155 2,345 HU212-2 31/s 109/16 2 Y2 16-16d 6-10d 905 2,145 2,465 2,680 HU214-2 31/8 1213/16 2 Y2 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-2 31/. 137/8 2 V2 20-16d 8-10d 1,205 2,680 3,080 3,350 HU310-2 5/8 8/,, 21/2 14-16d 6-10d 905 1,875 2,155 2,345 HU312-2 51/8 106/, 21/2 16-16d 6-10d 905 2,145 2,770 2,680 HU314-2 51/8 126/8 21/2 18-16d 8-10d 1,205 2,410 2,770 3,015 HU210-3 4'/ts 89/16 2'/2 14-16d 6-10d 905 1,875 2,155 21345 HU212-3 T116 105/1. 2 Y2 16-16d 6-10d 905 2,145 2,465 2,680 HU214-3 4 /,6 12/,6 2 Y2 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-3 4"/,6 137/6 2'/ 20-16d 8-10d 1,205 2,680 3,080 3,350 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figures 3a and 3b(previous page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3.HU series hangers with widths(W)equal to or greater than 2 9/16 inches(65 mm)are available with header flanges turned in(concealed) and are identified with the model designation HUC#. See Figure 3b(previous page). 4.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 5.HU Series hangpVprstiae fpr4orlphWs0taDcq,Mich is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which thbleteral irov,&Vn:ofRh*too0 bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 6.Allowable uplift loads have htr wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced whrtn othdrldad MatioMs g&etn.•• ••• • • • • ••• • • • • • • • • •• • • • • • • • • • ••• • • ••• ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• Page 7 of 10 ESR-2549 TABLE 4-ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS DIMENSIONS' COMMON NAILS2 ALLOWABLE LOADS3,4 MODEL (Inches) (Quantity-Type) (Ibs) NO. Uplifts Download W H B Header Joists Co=1.33 or =16 Co=1.0 Co=1.15 Co=1.25 LUS24 19/1s 31/8 13/4 4-10d 2-10d 465 640 735 800 LUS26 18/16 43/4 13/4 4-10d 4-10d 930 830 955 1,040 LUS28 19/16 6% 13/4 1 6-10d 4-10d 930 1,055 1,215 1,320 LUS210 19/18 7 /16 13/4 8-10d 4-10d 930 1,275 1,465 1,595 LUS24-2 3'/8 31/8 2 4-16d 2-16d 440 765 880 960 LUS26-2 318 4 /18 2 4-16d 4-16d 11140 1,000 1,150 1,250 LUS28-2 31/8 7 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS210-2 31/8 8 /16 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS214-2 31/8 1015/16 2 10-16d 6-16d 1,710 2,030 2,335 2,540 LUS44 39/16 3 2 4-16d 2-16d 440 765 880 960 LUS46 3/18 49/4 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 39/16 6% 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS410 30/16 89/4 1 2 1 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS414 39/16 103/4 1 2 10-16d 6-16d 1,710 2,030 2,335 2,540 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figure 4(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.When LUS Series hangers support joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam(double shear nailing)to achieve the tabulated loads. 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. X. • m H e • W •• ••. • • • • • •JIGURE 4-LUS SERIES HANGER • •• • • • • ••• • •• ••• •• • • • •• • • • • • • • • • • •• • • • • • • • • • ••• • • ••• ••• • ••• • • • • ••• • • • •• •• ••• • Y• •• ••• • • ••• • • ESR-2613 Used for Florida State Wide Product Approval # FL10456 Products on this Report which are approved: Product FL# Product FL# DSP 10456.1 HTS28 10456.25 FTA2 10456.2 HTS30 10456.26 FTA5 10456.3 HTS30C 10456.27 FTA7 10456.4 LFTA 10456.28 H1 10456.5 LTS12 10456.29 H10 10456.6 LTS 16 10456.30 H10-2 10456.7 LTS18 10456.31 H15 10456.8 LTS20 10456.32 H15-2 10456.9 MTS 12 10456.33 H2 10456.10 MTS16 10456.34 H2.5 10456.11 MTS18 10456.35 H 10456.12 MTS20 10456.36 10456.13 MTS30 10456.37 10456.14 RSP4 10456.38 H5 10456.15 RST-1 10456.39 H6 10456.16 RST-2 10456.40 H7Z 10456.17 SP1 10456.41 HGT-2 10456.18 SP2 10456.42 HGT-3 10456.19 SP4 10456.43 HGT-4 10456.20 SP6 10456.44 HS24 10456.21 SP8 10456.45 HTS16 10456.22 SPH4 10456.46 HTS20 10456.23 SPH6 10456.47 HTS24 10456.24 SSP 10456.48 ••; ; ; � ; • • SIMPSSTRONG-TIE COMPANY, INC ,S' REPORT TM ESR-2613* Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BuslnessrRegiorml office■5360 Workman Mll Road,Whittier,Califania 90601 ■(562)699-0543 Regional Office■900 Montclair Road,Suite A Birmingham,Alabama 35213 ■(205)599-9800 www.icc-es.org Regional Office■4051 West Flossmoor Road,Country Club Hills,Illinois 60478■(708)799-2305 DIVISION: 06—WOOD AND PLASTICS drawings of installation configurations with designated Section:06090—Wood and Plastics Fastenings allowable load directions. REPORT HOLDER: 3.1.2 HS24 Hurricane Tie:The HS24 hurricane tie anchors wood rafters or trusses to wood wall top plates. The HS24 SIMPSON STRONG-TIE COMPANY,INC. connector is formed from No. 18 gage galvanized steel. See 5956 WEST LAS POSITAS BOULEVARD Table 2 for required fasteners and allowable loads.See Figure PLEASANTON,CALIFORNIA 94588 2 for a drawing of the HS24 tie and a typical installation detail. (800)925-5099 3.1.3 RST-1 and RST-2 Hurricane Ties:The RST hurricane www.stroncitle.com ties are used to anchor single-ply wood roof trusses (or rafters) to vertically aligned wood studs. The RST-1 is EVALUATION SUBJECT: designed to anchor single-ply wood trusses with lumber oriented horizontally, and the RST-2 is designed to anchor SIMPSON STRONG-TIE HURRICANE AND SEISMIC two-ply wood trusses with lumber oriented vertically or single- STRAPS AND TIES FOR WOOD FRAMING plywood trusseswith lumberoriented horizontally.The RST-1 and RST-2 hurricane tie connectors are fabricated from No. 1.0 EVALUATION SCOPE 20 and No. 18 gage galvanized steel,respectively.See Table 3 for RST model numbers, width and length dimensions, Compliance with the following codes: required fasteners,and allowable uplift loads.See Figure 3 for is 2006 International Building Code®(IBC) drawings of the RST-1 tie and a typical installation detail. ® 2006 International Residential Code®(IRC) 3.1.4 LTS,MTS,and HTS Series Twist Straps:The LTS, MTS, and HTS series twist straps are used to anchor wood ® Other Codes(see Section 8.0) trusses or rafters to wood wall double top plates,wood studs, Properties evaluated: wood beams, or wood rim boards. The LTS, MTS, and HTS series twist straps are formed from No.18,No. 16,and No.14 Structural gage galvanized steel, respectively. See Table 4 for strap 2.0 USES model numbers,overall strap lengths,required fasteners,and allowable uplift loads when installed with different fastener The Simpson Strong-Tie hurricane and seismic straps and ties schedules.See Figure 4 for a drawing of an LTS12 twist strap described in this report are used as wood framing connectors and two typical MTS strap installations. in accordance with Section 2304.9.3 of the IBC.The products may also be used in structures regulated under the IRC when 3.1.5 LFTA Light Floor Tie Anchor:The LFTA light floor tie an engineered design is submitted in accordance with Section anchor is used as a floor-to-floor tension tie and is formed R301.1.3 of the IRC. from No. 16 gage galvanized steel.See Table 5 for anchor tie 3.0 DESCRIPTION dimensions, required fasteners, and the assigned allowable uplift load.See Figure 5 for a drawing of the LFTA connector. 3.1 General: 3.1.6 FTA Floor Tie Anchors:The FTA floor tie anchors are The Simpson Strong-Tie hurricane and seismic straps and ties used to connect vertically aligned studs between a horizontal recognized in this report are installed to resist design forces wood diaphragm assemblage with floor joists having a on wood-frame construction resulting from the application of maximum 12-inch nominal depth. The FTA2 and FTA5 are the most critical effects of the load combinations prescribed by formed from No. 10 gage galvanized steel, and the FTA7 is code that include wind or seismic loads. formed from No.3 gage galvanized steel.See Table 6 for FTA 3.1.1 Hurricane Ties: Hurricane ties are used to anchor models,anchor dimensions,required fasteners,and allowable wood rafters or joists to wood wall plates or studs or to anchor tension loads. See Figure 6a for a drawing of an FTA floor wood studs to wood sill plates.The H6,H7Z,H15,and H15-2 anchor tie defining overall length and clear span, and Figure ties are formed from No. 16 gage galvanized steel; the H1, 6b for drawings of a typical FTA anchor installation. H2, H2.5, H2.5A, H3, H5, H10, H10A, and H10-2 ties are 3.1.7 SP and SPH Series Stud Plate Connectors: The formed fr-io"Nb!:8:]aVe gelvani7,pd gtgel; and the H4 tie is SP1 connector fastens one edge of a wood stud to the formed Ain No J0 9aic�e •alifarZz@d heel.See Table 1 for tie contiguous edge of a wood sill plate, and the SP2 connector model %w1be1j,:tia T3ntio08,:fastener schedules, and fastens to one side of a wood double top plate and to the allowable loads. See rigutbs fa end ilb for drawings of the contiguous edge of a wood stud.The SP4,SP6,SP8,SPH4, hurricane ties recognized in this report, and Figure 1c for SPH6,and SPH8 are 1'/;inch-wide(32 mm)U-shaped straps ••• i • ••• "Corrected July 2008 ll�REPORTS— are noAo betkatrued nae#Vres!WJ%g aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the.subject ofthe report ora recommendation far its use.Acre is no warranty by 1CC Evaluation Service,Inc.,express or implied,as to arrv_Mding or other menton tkis report,or as to any product covered by the report. • • • • ••• • Im • • • i•i • • • mmcr Copyrighbi4104•• •• • • • i•••, Page 1 of 12 . 1 Page 2 of 12 ESR-2613 with a horizontal portion that bears against the wood wall top strength of 40,000 psi (275 MPa) and a minimum tensile plates or sill plates and two vertical legs that are nailed to the strength of 55,000 psi(379 MPa). edges of a wood stud. The SP and SPH connectors are The body of the HGT heavy girder tiedown backet is fabricated from No. 20 and No. 18 gage galvanized steel, fabricated from ASTM A 1011,SS designation,Grade 33,hot respectively.See Table 7 for SP and SPH models,connector rolled steel with a minimum yield strength of 33,000 psi(227 dimensions, required fasteners, and allowable uplift loads. MPa) and a minimum tensile strength of 52,000 psi (358 See Figure 7 for drawings of the SP1 and SP2 connector,and MPa), and the crescent washers of the HGT bracket are of typical stud-to-plate connection details for the SP1, SP2, fabricated from ASTM A 36 steel with a minimum yield SP4, and SPH4 connectors. strength of 36,000 psi (248 MPa) and a minimum tensile 3.1.8 RSP4 Reversible Stud Plate Ties: The RSP4 tie strength of 58,000 psi(399 MPa). plates are used to connect a nominally 2-inch-wide wood stud Base-metal thicknesses for the connectors in this report are to either a top or sill plate of a wood framed wall.The RSP4 tie as follows: connector is fabricated from No. 20 gage galvanized steel. See Table 8 for required fasteners and allowable loads. See NOMINAL THICKNESS MINIMUM BASE-METAL Figure 8a for a drawing of the RSP4 connector showing (gage) THICKNESS(inch) overall dimensions; Figure 8b for a drawing of a typical RSP4 No.3 0.2285 installation connecting a wood double top plate to a wood No.7 0.1705 stud;and Figure 8c for a typical RSP4 installation connecting No.10 0.1275 a wood stud to a wood sill plate. No.14 0.0685 3.1.9 SSP and DSP Stud Plate Connectors: The SSP No.16 0.0555 stud-to-plate connector is used to provide a positive No. 18 0.0445 connection between a single wood stud and the top or sill No.20 0.0335 plate of the same wood wall, and the DSP stud-to-plate For SI: 1 inch=25.4 mm. connector is used to provide a positive connection between a double wood stud and the wood wall top or sill plate of the The galvanized connectors have a minimum G90 zinc same wood wall.The SSP and DSP connectors are fabricated coating specification in accordance with ASTM A 653. Some from No. 18 gage galvanized steel. See Table 9 for required models(designated with a model number ending with Z)are fasteners and allowable uplift loads.See Figure 9 for drawings available with a G185 zinc coating specification in accordance of the SSP and DSP connectors showing overall dimensions; with ASTM A 653. Some models (designated with a model a drawing of an SSP installation connecting a stud to a sill number ending with HDG) are available with a hot-dip plate;and a drawing of a DSP installation connecting a double galvanization, also known as "batch" galvanization, in wood stud assembly to a top plate. accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface 3.1.10 HGT Heavy Girder Tiedown Brackets: The HGT area (600 g/m2), total for both sides. Model numbers in this heavy girder tiedown brackets are used to provide a positive report do not include the Z or HDG ending,but the information connection between wood roof beams or multi-ply wood roof shown applies. trusses and wood posts vertically aligned to support the end reaction of the beam or truss member. The HGT tiedown The FTA floor anchor ties and HTS twist straps have a connector is a U-shaped bracket that is installed over the top painted finish and may also be available with the HDG finish. chord of the roof truss having a slope from 3:12(14 degrees) The lumber treater or holder of this report(Simpson Strong- to 8:12 (34 degrees). Other components required for the Tie Company)should be contacted for recommendations on connection, such as the anchor rods and hold-down or tie- minimum corrosion resistance of steel connectors in contact down devices,that must be used to form a complete load path with the specific proprietary preservative treated or fire to resist design uplift forces from their point of origin to the retardant treated lumber. load-resisting elements, that is, the vertically aligned supporting wood post,must be designed and specified by the 3.2.2 Wood: Supporting wood members to which these registered design professional.The HGT tiedown brackets are connectors are fastened must be solid sawn lumber, fabricated from No.7 gage steel,and are supplied with insert glued-laminated lumber, or engineered lumber [such as plates and crescent washers. See Table 9 for tiedown Laminated Veneer Lumber (LVL), Parallel Strand Lumber connector models,connector dimensions,fastener schedules, (PSL), and Laminated Strand Lumber (LSL)] having and allowable uplift loads. See Figure 9 for a drawing of the dimensions consistent with the connector dimensions shown HGT-2 tiedown connector, and a drawing of a typical in this report. Unless otherwise noted, supporting wood connection detail showing necessary components, including members and supported members must have an assigned those not covered in this evaluation report,such as the HTT22 minimum specific gravity of 0.50(minimum equivalent specific tension Tie. gravity of 0.50 for engineered lumber), except as noted in Table 7 for the SPH stud plate tie connectors,which permits 3.2 Materlall:•; �.� • lumber having an assigned minimum specific gravity of 0.50 3.2.1 Steel: CJplso o�herw2s� rfted, the connectors and 0.55;and Table 9 for the SSP and DSP stud-to-plate tie describetIn tM8 tepor6are.f�b�c$teq from ASTM A 653, SS connectors, which permits lumber having an assigned designation,Grade 33,galvanized steel with a minimum yield minimum specific gravity of 0.50 and 0.43. The lumber used strength F•,•of 33,000 psi(227 MPa)and a minimum tensile with the connectors described in this report must have a strength'F„:of 45,G114 pji'Q10 MPa). Ttie FTA floor anchor maximum moisture content of 19 percent (16 percent for ties ar8fabricated f )ro ASTM A 1011,$Sresignation,Grade engineered lumber)except as noted in Section 4.1. 33,ht*ollel steel ftK a%inimury yielcrstCength of 33,000 psi The thickness of the wood members must be equal to or (227 MPa)and a minimum tensile Wength of 52,000 psi(358 greater than the length of the fasteners specified in the tables MPa).The HTS twist straps,the SSP and DSP stud-to-plate in this report, except if noted otherwise in the tables and ties,anc6*theV2.5A herricaertierare f%bricated from ASTM A accompanying footnotes in this report,or as required by wood 653, SS;defl9gat jnjgadd 40;stee+with a minimum yield member design,whichever controls. .:. '• .. • • :•• . ' • • .:. .: Page 3 of 12 ESR-2613 3.2.3 Fasteners: Bolts, at a minimum, must comply with 5.1 The connectors must be manufactured, identified and ASTM A 36 or A 307. Nails used for connectors, straps, and installed in accordance with this report and the ties described in this report must comply with ASTM F 1667 manufacturer's published installation instructions.Acopy and have the following minimum dimensions and bending yield of the instructions must be available at the jobsite at all strengths(Fy,): times during installation. FASTENERS NAIL NAIL Fy, 5.2 Calculations showing compliance with this report must DIAMETER LENGTH (psi) be submitted to the code official.The calculations must (inch) (inches) be prepared by a registered design professional where 8d x 1'/2 0.131 11/2 100,000 required by the statues of the jurisdiction in which the 8d 0.131 2'/2 100,000 project is to be constructed. 10d x V/Z 1 0.148 1 1'/2 1 90,000 5.3 Adjustment factors noted in Section 4.1 and the 10d 1 0.148 1 3 190,000 applicable codes must be considered,where applicable. For SI:1 inch=25.4 mm. Fasteners used in contact with preservative treated or fire 5.4 Connected wood members and fasteners must comply, retardant treated lumber must comply with IBC Section respectively,with Sections 3.2.2 and 3.2.3 of this report. 2304.9.5 or IRC Section R319.3, as applicable. The lumber 5.5 Use of connectors with preservative or fire retardant treater or this report holder(Simpson Strong-Tie Company) treated lumber must be in accordance with Section 3.2.1 should be contacted for recommendations on minimum of this report. Use of fasteners with preservative or fire corrosion resistance of fasteners and connection capacities of retardant treated lumber must be in accordance with fasteners used with the specific proprietary preservative Section 3.2.3 of this report. treated or fire retardant treated lumber. 5.6 The FTA series tie anchors are factory-welded 4.0 DESIGN AND INSTALLATION connectors manufactured under a quality control 4.1 Design: program with inspections by Professional Service Industries, Inc.(AA-660)or by Intertek Testing Services The tabulated allowable loads shown in this report are based NA, Inc. (AA-688). on allowable stress design (ASD) and include the load duration factor,Co,corresponding with the applicable loads in 6.0 EVIDENCE SUBMITTED accordance with the NDS. Data in accordance with the ICC-ES Acceptance Criteria for Tabulated allowable loads apply to products connected to Joist Hangers and Similar Devices (AC13), dated October wood used under dry conditions and where sustained 2006(corrected March 2007). temperatures are 100°F(37.8°C)or less.When products are 7 0 IDENTIFICATION installed to wood having a moisture content greater than 19 percent(16 percent for engineered wood products), or when The products described in this report are identified with a die- wet service is expected,the allowable loads must be adjusted stamped label indicating the name of the manufacturer by the wet service factor, Ca,, specified in the NDS. When (Simpson Strong-Tie),the model number,and the number of connectors are installed in wood that will experience sustained an index evaluation report (ESR-2523) that is used as an exposure to temperatures exceeding 100°F (37.80C), the identifier for the products recognized in this report. allowable loads in this report must be adjusted by the Additionally, the factory-welded FTA series tie anchors temperature factor, Cf, specified in the NDS. manufactured in the United States are identified with their Connected wood members must be analyzed for load- acronym of the inspection agency(PSI), and factory-welded carrying capacity at the connection in accordance with the FTA series tie anchors manufactured in Canada are identified NDS. with the name of their inspection agency(Intertek). 4.2 Installation: 8.0 OTHER CODES Installation of the connectors must be in accordance with this 8.1 Evaluation Scope: evaluation report and the manufacturer's published installation In addition to the codes referenced in Section 1.0, the instructions. In the event of a conflict between this report and the manufacture's published installation instructions, this products in this report were evaluated for compliance with the report governs. requirements of the following codes: 4.3 Special Inspection: ■ 2003 International Building Code®(2003 IBC) 4.3.1 IBC: Periodic special inspection is required for ® 2003 International Residential Code®(2003 IRC) installation.pf p9gn ectors described in this report that are ® 2000 International Building Code®(2000 IBC) designat4d as cempoBept.of tIgeseismic-force-resisting system fo stnJurell*ignt De n Category C, D, E or ■ 2000 International Residential Code®(2000 IRC) F in acc"darvoe:w%.-Sdgien•1�07.3•or 1707.4, with the exception of those structures qualif intkinder Section 1704.1. Y 1997 Uniform Building CodeTm(UBC) 4.3.2 4RC+8pecial jpspections are not required. The products described in this report comply with, or are • . .'. • • suitable alternatives to what is specified in, the codes listed 5.0 CONDITIONS OF-41.119E -; above,subject to the provisions of Sections 8.2 through 8.7. The�impsoh Strong-Tie;MWrricatp antl�Seismic Straps and 8,2 Uses: Ties described in this report comply with, or are suitable alternat1w ro wh-at is specified in, those codes listed in 8.2.1 2003 IBC, 2003 IRC, 2000 IBC,and 2000 IRC: See Section j.0 Qf thisreporZ slofeq to the following conditions: Section 2.0 of this report. Page 4 of 12 ESR-2613 8.2.2 UBC: Replace the information in Section 2.0 with the 8.5 Conditions of Use: following: Simpson Strong-Tie hurricane and seismic straps 8 5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The and ties are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is specified in,those 8.3 Description: codes listed in Section 8.0,subject to the same conditions of 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this use described in Section 5.0 of this report. report. 8.5.2 UBC:The Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this specified in,the UBC, subject to the same conditions of use report, except modify Section 3.2.3 to reference Section indicated in Section 5.0 of this report,except the last sentence R323.3 of the IRC. of Section 5.5 is replaced with the following: Fasteners used 8.3.3 UBC:See Section 3.0 of this report,except modify the in contact with preservative treated or fire retardant treated first sentence in the last paragraph of Section 3.2.3 as follows: lumber must,as a minimum,comply with UBC Section 2304.3. Fasteners used in contact with preservative treated or fire 8.6 Evidence Submitted: 2003 IBC,2003 IRC,2000 IBC, retardant treated lumber must, as a minimum, comply with 2000 IRC,and the UBC: UBC Section 2304.3. 8.4 Design and installation: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC, 2000 IBC, 2000 8.4.1 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC: See IRC,and the UBC: Section 4.0 of this report. 8.4.2 UBC: See Section 4.0 of this report, except delete See Section 7.0 of this report. Section 4.3 since special inspection is not required. foe *of : : .' • • aw ww - www wwi wwi ' • ••� ••. • • ww ••• www • • • w w • w www • • • : • •ww www • •• • + : w' ' •• • • www isw 'w• ww' w i � w www • • • • w wwi ' • • • • w w w w w • wiw of " • • • iw�w' • • www • i Page 5 of 12 ESR-2613 TABLE 1—HURRICANE TIES FASTENERS ALLOWABLE LOADS MODEL (Quantity-Type) Ibs NO. To Rafter To Plates To Stud Connection 3 Uplift°�6 Co=1 33 or Cp=1.6 Configurations Co=1.33 or Co=1.6 F, F2 H1 "dx1'/2 4-8d — 490 485 165 H10 8-8dx11/2 8Adx1'/2 — 1 995 590 275 H10A 9-10dx11/2 9-10dx1'/2 — 1,140 590 285 H10-2 6-10d 6-10d — 760 455 395 H2 5-8d — 5-8d 2 335 — — H2.5 "d 5-8d — 3 415 150 150 5-8d 5-8d 8 370 — — H2.5A 5-8d 5-8d — 600 110 110 (' H3 4-8d 4-8d — 3 455 125 160 H5 4-8d 4-8d — 455 115 200 H4 — 4-8d 4-8d 8 360 — — 4-8d 4-8d — 9 360 165 160 H6 — 8-8d 8-8d 12 915 — — H7Z 4-8d 2-8d 8-8d 930 400 — H15 4-10dx1'/2 4-10dx1'/2 12-10dx1'/2 13 1,300 480 — H15-2 4-10dx1'/2 4-10dx1'/2 12-10dx1'/2 1,300 480 For SI: 1 inch=25.4 mm, 1 lbs=4.45 N. 1.Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member. A rafter minimum actual thickness of 21/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2.Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plates 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist.The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependant on the method of calculating wind forces and the assumed load path that the connector is designed to resist. 3."Connection Configurations"shown in Figure 1 c(next page)indicate the load directions F,and F2,and are details showing connector Installations on the outside of the wall for clarity.Installation on the inside of the wail is acceptable to achieve the tabulated allowable loads. 4.Connections in the same area(i.e.truss to plate connector and plate to stud connector)must be on installed on the same side of the wall to achieve the tabulated allowable uplift loads and ensure a continuous load path. 5.Allowable uplift loads have been increased for wind or earthquake loading,and no further increase is allowed.Allowable loads must be reduced when other load durations govern. 6.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 7.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. e } O e �� / � • 1 i� 0 0 O n I ° .''µ l ' � • tl I 0 5 •° 6 a • eta iq,� 2 . • 23A6 m ® 1 d • • slyo • i i •••14 .•. •• y a 1%e° H1 �2 : H2.5 H2.5A H3 • • • • • • • • • • • • • • • • • 0': •• •• ••• i•• iS Rt°.;—H1,H2,H2.5,H2. 5A,AND H3 HURRICANE TIES •i• �•••� i i i i0••i NOTE: ALL SHEETS MUST BE REVIEWED MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES Herbert S.Saffir Permitting and Inspection Center 11805 SW 26th Street(Coral Way) • Miami, Florida 33175-2474• (786)315-2000 APPLICATION FOR MUNICIPAL PERMIT APPLICANTS THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE FIRE RESCUE AND/OR ENVIRONMENTAL SERVICES �C�� 91P4�(I �'� PROVIDE MUNICIPAL PROCESS NUMBER HERE a Job Address 2-�j 0-4",0 4",0 e'`'PUU/-75 C10,Z Contractor No. Cg Folio I( a�� (3 '3 �o U a Last four(4)digits of Qualifier No. ,�� Lot__. _Z Contractor Name Q 3 Block �d� Q9 P( 1 ftmxur ® zp Qualifier Name a Subdivision P p >'O—70 C w v— Address — Metes and bounds City State_Zip ` [ ] New Construction on [ ] Demolish Vacant Land [ ] Shell Only Current use of property C Z, [of Alteration Interior [ ] Addition Attached W [Vj Alteration Exterior [ ] Addition Detached Description of Work 4- pEP_tV(..A o [ ] Relocation of Structure [ ] Re-Roof a [ ] Enclosure [ ] Foundation Only g [ ] Repair [ ] Tent Sq.Ft. Units Floors [ ] Repair Due to Fire Value of Work 10r 0 0 p BLD* 2. [ ] Chg.Contractor Owner g0144(J rEWU� Ck $I W Category W 7,qq &ILA+,D C�C,wX lJN a F [ ] Re-Issue Address [ ] MELE H [ ] Re-Stamp rn CityMlAkl hMJ StatefL_Zip 3113P 1= [ ] MPLU 2 [ ] Revision W Phone �S 31-7' 111-/ W [ ] MLPG a [ ] MMEC [ ] Not Applicable for o Last four(4)digits of [ ] FIRE Fire Owner's Social Security No. o Name ,A 'l' 1 — �� Owner ✓AI'j Nt%&&S Z a Address Z LI (OPN O �� 3 w Address 1� City '!I � 1 State�(-. Zip 1 n z City State_Zip a C` Phone r-�17 Y 11 2-1 a W Phone I am requesting a Special Request Plan Review(SRI)to be scheduled as soon as possible at the rate of$209 for the first hour and$71.50 per each additional hour in addition to the review fees.Minimum charge one-hour oav>: y1 Request: Date: cc 2nd Request: Date: MIX 3n1 Request Date: I am requesting Optional Plan Review(OPR)to be scheduled as soon as possible at the rate of$75 for each discipline. Additional review fees may apply. o o� 111 Request: Date: o1 2-Request: Date: 3'd Request: Date: CL 123_01-192 4/15 LOCATION SKETCH F'1�y z_ NOT TO SCALE aQ f oma= 9 .9rS�ff L7 } 0 6 SrSS lNovo /' �C �4'' oaa�� Poo eA72. �.. Loi` N Go7"L Aj Certified To: Rapid Title Services Com an ° Commonwealth Land Title P P Y� 3INt ® Insurance Company; Darrin Reed Cowan and Gregory Abplanalp, Amtrust � © Bank, its successors and/or assigns, as their interest may appear. 2. 58. 441 , RECEIVE/oa ri LEGEND MAR 10 2015 TFsADtA*-'F By: — 40. TMes OD LEGALDESCRIP71ON.• Lots 2 and 3, Block 27, AN AM I% PLAT OF -o-- r�Es of CON MIAMI SHORES SECTION NO. 1, according to tire, Plat" 4'hereof,*1 PW.- AW0"MP0WOFCOAW4EMCEMEWF recorded in Plat Book 10, Page 70 of the •Public Reooids of t 041CAMPROPERWUNE 000000 96 00 00000 0 I MIDCCATESRECORD ECFitStA*3*1f Miami-Dade ounty, Florida. *00:00 • N A.LCE NWATESDRAKWE L lJTEITYEASENENT •••6 6 FDIC�H - • • • R '�' A CA7��"Y SURVEYOR'S NOTES: 4,000006••6• � 0•�5 om ,worcArEsrrrrxr 06• 0000 6690•99 7L �. ffiWM=MNK4W*T ceWx&POW 1)NOT VAUD UVLESS SIGNATLOW IS EAN)OSSED WITH TFEREGlSJERE6D6[A SURVL�YORs SFAL -•--• • •p• , . � __ 2ivD: w'1oNCA»<sror,� 2,1LEGAL UESCI�PTIOWPROVIOL�BY011�fi& • . . � N tragi 3)PROPERTIES St1OKW tOtE0N N�NOTABSTRAC7EDFORFASOW::tM&?OTHER• 9000 AWICA • &CCAWFDUAIDAWNPM ENCUAtBR4AfCESAfOTSHO$WOMY THEPROPERTYPLATOFRECORD 6 6 6 6.6 9 •• i �ATESFOU�DREBAR • • • • • 00000 4)BEARNVGSSH04NVARE6ASEOONPLATI�hfNC� • R /NOMf`A7FxSETt/!AfAIi�THtREBAR •••• C® n' , `• a� :p: A400CATESTYFWAL 5)IAYDERGROiAVD!!7)YJTfES,FdMMTTONS,OROnUR WROVEi�(S�II'..ANY,WE1tENOTLOCAT* 6.6 3 ,(,F7� K a _c. ,v4a ' CORr�BOO�c 6)LEYAT1oNS,A<SNL O1IWAREBASW0dVAfA1F7O1 GEODETIC VERT/C� DAftW1W ;•; • / E�7- ulPl Lr�cATEs.a+4EOR.LEss n�OMYERSWNOT�LKESS0THERWSENOIED •• • brn/� , Z W/ r I D c c3S • I� ?J" jrr P .S.R El W ECICATES FMS+HOD FLOOR ELEVAAON e)AIIEAS(lREA{EAITS TO WffE F SORE TO CENTER OF WIRE 7�� oEco. .-=- AlDrATESMOTTOscuE 9)bEAsUREAaNnToW000FENCESARETOOUTSWOFHOW E 37 MWK:ATES NORM 1q WALL A4sASUREA4NMARE TOIFRO .FACE OF WALL r"au ��oL (� WMATESSOUM 11)DRAmNG D/sTANOE aErAf M WALLSANLwR FENOESAND PROPERTYLWS MAYBE M67KSATESc YIERUNtE DrAGGERATEDFOR(LAIM. (rclU<O? W ft/� o AVO ATESFIEDUEAMIREMEMTS �6 _ �/• ��G; " r &JOKATIESCONCFEM 14 FLOOD ZOAEfiW*RVATTONWASDERMMFROMFEDERAL.EwERGEHCYMANArEWJVTAGFACY a NM: lNWATES ONPROP'ERTYLSE FLOODQWORMATTON RATE"W& Gregory Abplanal Om o p•®pF. p PROPEFF'1'OF: Darrin Reed Cowan FLOOD ZONE: R BASEELEV.= Not Available a / /0 c ate. f. 249 Grand Concourse COMMUNITY No.:12 0 6 2 MAP&PANEL= .1202500093 Miami Shores, Florida 33138DATE OFRRM: - - SUFFDC: .T 3l.0� A BOUNDARYSURVEY 7" , �, n PROFESSIONAL SURVEYING AND MAPPING -- — - a CANNES & %wr%RCIA, INC. 0fa'A42/¢e /o' Araacuea�aFu��aer>rae4�r Mam. MAXIM MWAWWAMOMAMM LB#2098 a:`�t �caecc+uaeua�n� ws.�rFAWOOW *%%/�.stLVi./' QIL� C.'��✓1 �- — L� 4 .�Os?C. GF/ -* ZXWAUf, OS f6 cI�ARL10l6tL�9A� OA6iP71LfM.fSA�iGNXXAL9�IR sct rrrarramLe�nrse FRANCISCO F.FAJARDO PSM# 4767 359 ALCAZAR AVENUE,CORAL GABLES,FLORIDA I!// �tt�oi.�•v 33134 PH(305) 668-7909 FAX(305)559-3002 Rowa+ae F/ELDDATE: X1231 5CALE:1-- e?-O" DRAWNBY: IDM.No.: 213030 Z-zz�-08 Recert a -��767 i2cvicaDv" -f767