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DGT-18-729 Permit NO. DGT-3-18-729 �au4 s y Miami Shores Village ■ Pennit Type Decks/Gazebos/Treliises t 10050 N.E.2nd Avenue NE �� v Work Classification. Deck-Wood Miami Shores,FL 1 33138-0000 Permit Status APPROVED "tea` Phone: (305)795-2204 FtoR.oA 09/26/2018 Issue Date..3/3012018 Expiration: Project Address Parcel Number Applicant 373 NE 101 Street 1132060135230 Miami Shores, FL 33138-2424 Block: Lot: MELISSA&RICARDO MAZZITEL Owner Information Address Phone Cell MELISSA&RICARDO MAZZITELLI 373 NE 101 Street (319)321-1561 (319)321-1561 MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone Valuation: $ 1,500.00 SDA CONSTRUCTION CORP (305)721-6567 . . ... ._..e. ..,. .,..... _.w _... .,.... Total Sq Feet: 0 4 Approved: In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review • Final Date Denied: Foundation Type Const:Wood Deck Additional Info:WOOD DECKING ADDED TO BACK Framing in Progress Classification:Residential Scanning:3 Review Building Scanning:3_ d Review Structural Review Planning t i 1 Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF > $1.20 Invoice# DGT-3-18-66865 DBPR Fee $2.00 03/30/2018 Credit Card $ 116.20 $50.00 DCA Fee $2.00 Education Surcharge $0.40 03/21/2018 Credit Card $50.00 $0.00 Notary Fee $0.00 1 Notary Fee $5.00 Permit Fee $100.00 Plan Review Fee(Engineer) $45.00 Scanning Fee $9.00 Technology Fee $1.60 Total: $166.20 t 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 responsi lity for all work done by either myself, my agent, servants, or employes. (-understand that separate permits are required for ELECTRICAL,PLUMBING,M CHANICAL,WI DOWS,DOORS,_ROOFING and SWIMMING POOL work. OWNERS AFF DAVI I certi th II the foregoing nfo ation is accurate and that all work will be done in compliance with all applicable laws regulating constructi n zon ut ermor I th ri e a ove named contractor to do the work stated. March 30, 2018 Aut'hJrized Signature:Owner / Applicant / Contractor / Agent Date Building Department Copy March 30, 2018 1 i STRUCTURAL LENGINEERS 4960 SW 52nd Street, Suite #401 , Davie, FL 33314 C (305) 219-2344 O (954) 533-3237 F (954) 533-2117 E-Fax (954) 697-7697 E pfiallo@plfengineers.com April 24, 2018 To: Miami Shores Village Building Department. 10050 NE 2nd Avenue, Miami Shores, FL 33138 Project Address: 373 NE 101 Street, Miami Shores, FL 33138 RE: Permit Number: RC-12-16-3485 t t .FINAL CERTIFICATION LETTER To whom it may concern: PLF Structural Engineers, Inc. (Pedro L. Fiallo, P.E.) performed the mandatory special inspections for the reinforced unit masonry and the steel connections. Also, an additional inspection was performed to the exterior wood deck at 373 NE 101 Street, Miami Shores, FL 33138 as requested by the 2014 Florida Building Code, 5t' Edition,andthe Building Department of Miami Shore Village. t To the best of my knowledge, belief and professional judgment and based on my visual special inspections performed to the reinforced masonry, steel connections and the wood deck at the above mentioned property, I state that the work performed under the permit number above- mentioned, is structurally safe and comply with the provisions of the codes and the permitted constructions documents in effect at the time of the construction. Please do not hesitate to contact me if you should have any questions. Respectfully, ��" Pedro L. Fiallo, P.E. �.�`%pR0.L F/q��'��; Florida Lic. #76100 sF•�O'% 100 9. A1 .-ii- F : 41 ,�''Sis'O N A`�?C��. I .A Miami Shores Village RECEIVED Building Department MAR 2 20� 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 /� r Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 �. FBC 20tL� BUILDING Master Permit No. �11- PERMIT APPLICATION Sub Permit No. TD(—)7 rN-jBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL F--]PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 373 NE 101 ST City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder):RICK & MELISSA MAZETILLI Phone#:917 575 6246 Address:373 NE 101 ST City: MIAMI SHORES State: FLORIDA Zip: 33138 Tenant/Lessee Name: Phone#: i Email: CONTRACTOR:company Name: SDA CONSTRUCTION Phone#: Address: 14711 PALMETTO PALM AVE City: MIAMI LAKES State: FLORIDA Zip: 33014 qualifier Name: JAVIER LOSADO Phone#: State Certification or Registration#: CGC 1516767 Certificate of Competency#: DESIGNER:Architect/Engineer: PLF ENGINEERS Phone#: 954 533 3237 Address:4960 SW 52nd ST#401 City: DAVIE State: FL Zip: `33314 Value of Work for this Permit:$ 1,500.00 Square/Linear Footage of Work: 0 <d Type of Work: Addition El Alteration El New r-1 Repair/Replace F] Demolition Description of work: WOOD DECKING ADDED TO BACK OF HOUSE AT KITCHEN AREA Specify color of color thru tile: Submittal Fee$ S0?A I A Permit Fee$ v� CCF$ • Z O CO/CC$ t Scanning Fee$ 1 Radon Fee$ Z. DBPR$ Notary$ J Technology Fee$ 1 . 60 Training/Education Fee$ 0 .46 Double Fee$ Structural Reviews$ S Bond$ TOTAL FEE NOW DUE$ I (Revised02/24/2014) I f ter+• .. �. Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lenders Address City State ZIP Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or instillation 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, 1 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 commence ent must be posted at the Job site for the first inspection which occurs seven (7) days after the building permit is issued. In the a Bence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. i Signature or GENT CO A R The foregoing instrum�/t�was acknowledged before me this The foregoing instrument was acknowledged before me this day of ►" l �/�y 20 by 21 day of v1 1 Q� by I' 1"iv ple y(k own to who 1 ersona I knownIIp me or who has produced 1 1 me or who has produced r Identification and who did take an oath. Identification and who did take an oath. NOTARY PUIWC. NOT4RYPUBUC:,'.,' f Sign: y`~ MAHARAI K.GONZALEZ Sign: 1110 #GQ 044602-� EXPIRES:November 2,2020Print PrintI •„ „•. Seal: Seal: 3 rrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrr• rrrrrrrrrrrrrrrrrrr�r�rrrrrrrrrrrrrrr•�r�rrrrrrr�rrrr�rrririrrr APPROVED BY 3 ? Plans Examiner '�* n ng t 3 1' Structural Review Clerk UeNse002J24/m14) f a S • PLF STRUCTURAL ENGINEERS, INC. JOB TITLE MAZZITELLI RESIDENCE CA# 30758 ---._._ _ 4960 SW 52nd ST, Suite#407, Davie, FL 33314 JOB Na, _ O: (954)533-3237 Fax: (954)533-2117 CALCULATED BY FDA DATE 12/29117 email:pfiallo@plfengineers.com CHECKED BY PF DATE CS12 Ver 2013.07.01 www.struware.com DE- I I cl- ih 2w STRUCTURAL R EW APPROVED DATJ?ti STRUCTURAL CALCULATIONS •....• FOR .. ...... .. .. ...... MAZ.ZITELLI RESIDENCE .... .. :....: REVISION 3. OWNER REVISSIO •••• .. ..... 373 NE 101 ST •••••• •••••• MIAMI SHORES, FLORIDA ;••:•: • . • . • 0000 ••••• • . • .. . . . ....... •• • •• • . • • • • •• • PEDRO L. FIALLO P.E. FL Lic. No:. 76100 .y k r h TABLE OF CONTENTS DESCRIPTION PAGES • Rear deck framing design, typical joist 7 wood ledger................2-6 • Main beam section design & connection.................................7-10 • Wood connector& product approval .................................11-14 • Footing verification ...................................................15-1.7.. • Wood post coonection........................................;.. ..18'?p.' 0000:. .. . 0 0 00 . . ... .. .. .. 0.000. 0 . . L 0000.. 0000. _ •*� �� s'3 0000. .. .. . 0000.. Pedro L FiaAo V 1. - 0 FL L:c.No:-76100 _ PLF STRUCTURAL ENGINEERS, INC. Project No.: Sheet No.: CA# 3075$ .2 4960 SW 52nd ST,Suite#401, Davie, FL 33314 Gaicuiated$y Date: Ph: (954)533-3237 Fac: (954)533-2117 Checked By: Date: email: pfiallo plfengineees.com _ • _ _ .__ _. _.. _ _.. q • • ! F i •••• j • •• ••••• sit _. _ _ .. i. E j /I - • ZO e '� .n_,... ,,,. 3 _ ...._ • .. ., _ .. .... _ ...., ! A _ __ , _. _ ' F ! ,,, _._. ......... .....: .......<. ... ...>:......... ..........,.................,.. ...., r ! - 3 j .....i. .... S ..._. _. «.......... .......... ...: <.... .. i..... , u _, ,.. ..r.. ,...-.-.__..r . .. ....�- ._ _.. E r � I I� , 7 , , F 1 } j i 3 3 x ' •' " ENERMC.INC.1963 2011:9udd6.tf.62t Ver:6`11123'. Description: WOOD JOIST Material Properties Calculations per NDS 2006,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 1400 psi E:Modulus of Elasticity Load Combination 2009 IBC&ASCE 7-05 Fb-Compr 1400 psi Ebend-xx 1700ksi Fc-Pdl 1700 psi Eminbend-xx 620ksi Wood Species :Southern Pine Fc-Perp 660 psi Wood Grade ;No.2 Dense: 2"-4" Thick: 8"Wide Fv 175 psi Ft 675 psi Density 35.44 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D 0.0054 L(0,0798)W-0.0994 D 0.0054 Q0.0790) W-0,0994 D 0.0054 L 0.0798 W(-0,0994) S A . .. i 2X8 2X8 2x8 • • • •••• ••••t• Span= 3.670 ft Span-3.670 ft 5Ra0.=.3.67Cl'V.'.; .... . i..._ __...�._..............._..._.... ., _._...._....._____......,. .. ... •..�._•...•,• Service loads entered.Load FNqjjvRI be ap1lietijigrecalcula i s Beam self Weight calculated and added to loads ...... ..:..' Load for Span Number 1 ..'..• ••••• ...... Uniform Load: D=0.00540. L=0.07980, W=-0.09940, Tributary Width=1.0 ft ...... . Load for Span Number 2 • . . . . ...... Uniform LoadD=0.00540, L=0.07980, W=-0.09940, Tributary Width=1.0 ft •••••• Load for Span Number 3 • Uniform Load'. D=0.00540, L=0,07950, W=-0.09940, Tributary Width=1.0 ft ' Y _�• . ' rMaximum Bending Stress Ratio = 0.0831 Maximum Shear Stress Ratio _ 0.119':'-1 Section used for this span _ 2x8 Section used for this span 2x8 !! fb:Actual y 116.30psi fv•Actual = 20.84 psi FB:Allowable 1,400.00psi Fv:Allowable 175:00 psi ! Load Combination +0:60D+W+H Loci Combination. +0.600+W+H Location of maximum on span = 0.000ft Location of maximum on span = 3.066 ft # ' Span where maximum occurs = Span#3 Span#where maximumcx occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.002 in Ratio= 20239 i Max UpwardL+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.002 in Ratio= 18379 Max Upward Total Deflection -0.003 in Ratio= 16248 I i ...._...,_,..... ..__..,.,. ---l-, 118X riutll.«oro s tra ses tc�r,l oad Cim-Canons Load Combination Max Strays Ratios Summary of Moment Values Summary of Shear Values Segmerit Length Span# M V C d C FN C r Cm C t Mat tual fb-design Fb-allow Vactual fv-design Fv-allow 40 1,000 1.000 1,000 1.000 Length=3.624 It 1 0,007 0.010 1.000 1.000 1.000 1.000 1,000 -0.01 9.19 1,400,00 0.01 1.78 175.00 Length=3,674 It 2 0,007 0,010 1.000 1:000 1,000 1.000 1.000 -0.01 9.93 1,400:00 0.01 1,78 °17SOO Length:=3.716 ft 3 0.007 0.010 1.000 1.000 1.000 1.000 1.000 ,0.01 9.93 i,400.00 0.01 1.78 175.00 +D+L+H 1,000 1.000 1.000 1.040 Length=3.624 it 1 0.071 0,111 1.000 1,000 1,000 1,000 1.000 -0.11 99.96 1.400.00 0.14 19,37 175.00 Length=3.670 it 2 0.077 0.111 1.000 1.060 1.000 1.000 1,.003 -0.12 148,09 1,400.00 0.14 19.37 '175.00 Length=3.716 It 3 0.077 0.111 1,000 1.000 1.000 1.000 1.000 -0.12 108.09 1,400.00 0.14 1917 "175.00 +0+0.750Li+0.750L+H 1.000 1.000 1.000 1.000 bfNfftGALC,10C.'1020,11, 11;ti.23,-1Jer6.11;fi23. Description: WOOD JOIST Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment length Span# M V C d C F!V C r C m C t Mactual bdesign Fb-ahow Vactual fv-design Fv-allow Length=3.624 ft 1 0.055 0.086 1 A00 1.000 1.000 1.000 1.000 -0.08 77.27 1,400.0 0.11 14.97 175.00 Leath=3.670 ft 2 0.060 0.086 1.000 1.000 1.000 1.000 1.000 -0,09 83.55 1,400.00 0.11 14,97 175.00 Length=3.716 ft 3 0.060 0.086 1.000 1.000 1.000 11000 1.000 -0.09 83.55 1,400.00 0.11 14.97 175.00 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length=3.624 ft 1 0.055 0,086 1.1300 1.000 1,000 1.000 9.000 -0.08 77.27 1,400.00 0.11 14.97 175.00 Leath=3.670 ft 2 0.060 0.086 1.000 1.000 1.000 1,000 1.000 -0.09 83.55 1,400,00 0.11 14.97 175,00 Length=3,716 ft 3 0.060 0.086 1,000 1,000 1,000 1,000 1.000 -0.09 83.55 1,400.00 0.11 14.97 175.00 +0+W+H 1.000 11000 1.000 1.000 Leath=3.624 ft 1 0,074 0.115 1.000 1.000 1.000 1.000 1.000 0.11 103.68 1,400.00 0.15 20,13 175.00 Length-3.670 ft 2 0.080 0.115 1.000 1 ZOO 1.000 1.000 1.000 0.12 112.33 1,400.00 0.15 20.13 175.00 Length=3,716 ft 3 0.080 0.115 1.000 1 MO 1.000 1.00D 1,000 0,12 112,33 1,400.00 0.15 20.13 175,00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1,000 1,01)0 Length=3.624 ft 1 0.005 0.008 1.000 1,000 1 M 1,000 1.000 0.01 7.53 1.400,00 0.01 1.46 175.00 Length=3:670 ft 2 0,006 0.008 1.000 1.000 1.000 1.000 1.000 0.01 8.15 1.400.00 0.01 1.46 175.00 Length=3.716 ft 3 0,006 0.008 1.000 1.000 1.000 1.000 1.000 0.01 8.15 1,400.00 0.01.... 1.46 175.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 • • Leath=3.624 ft 1 0.005 0.008 1.000 1.000 1.000 1.D00 1:000 0.01 7.53 1,4 0,00. • 0,01.... 1.46 Length=3,670 ft 2 0.006 0.008 1.000 1.000 1.000 1.000 1.0W 0.01 8.15 1,4oft ' 0,410 ;.46 175.0 • Length=3.716 ft 3 0.006 0.008 1.000 1.000 1.000 1.000 1.000 0,01 8.15 1,41je. .•• 0,01•• ••1.46 4-P"•• +D+0.75OLr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 ••.•.• • • • Length=3.624 ft 1 0.055 0.086 1,000 1.000 1.000 1.000 1.000 -0.O8 77.27 1,4M"• 0.11• .14.97 915M* Length=3.670 ft 2 0.060 0.086 1,000 1.000 1.000 1.000 1.000 -0.09 83.55 1,4%Q0..' O.r 6..U.07 JM. Length=3.716 ft 3 0.060 0.086 1.000 1.000 1.000 1.000 1.000 -0.09 83.55 1,4pq(p0• 0.11 14.97 175!00 • +D+0.750L+0.750S+0,5250E+H 1.000 1.000 1.000 1.000 • •: i..... ••••• Length=3,624 ft 1 0.055 0.086 1,000 1.000 1.000 1,000 1.000 -0.08 77.27 1,M.O�' 0.'M 14.97 115 d0;' Length=3.670 ft 2 0.060 0.086 1.000 1.000 1.000 1.000 1,000 -0.09 83.55 1,VIn • 0,11 • 14.97 175.00 Length=3.716 ft 3 0.060 0.086 IMO 1.000 1,000 1.000 1.000 -0.09 83.55 1,400.00 0.11 •14.97 4 5r00�• 460D+W+H 1.000 1.000 1.000 1.000 • • i••••• • • Length=3.624 ft 1 0.077 0,119 1.000 1.000 1.000 1.000 1.000 0.12 107.56 1A;Q.Qd : 0,15.. .20.84 t5{i4' Length=3.670 ft 2 0.083 0.119 1:000 1.000 1.000 1.000 1.000 0.13 116,30 1,400.00 0.".•••10.84 175.00 Length'=3.716ft 3 0.003 0.119 1:000 1.000 1:000 1.000 1,000 0.13 116.30 1,400.00 0.15 20.84 175.00 fare ali Gctnt�trt. "��y< "".`� r i�iorts tJtt U�aiti~ss , Load Combination Span Max.*-'Def , Location in Span Load Combination Max.*+0 Deft Location in Span 1 0,0000 .0.418 W Only =0.0027 1.672 W Only 2 0.0002 0.418 W Only 40002 1.858 3 0.0000 0.418 W Only 40027= 2.044 Vertical A died"` 7--77r"(r"f Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 UTWR m D Only 0.012 0.033 0.033 0.012 L Only 0.117 0.322 0.322 0.117 W Only -0.146 -0.401 -0.401 -0,146 D+L 0.129 0,855 0.355 0.129 D+W -0.134 -0.369 -0.369 -0,134 D+L+W -0.017 -0.047 -0.047 -0.017 .J."+ ��Carrbiu_M�di�.M.Stxres�CSt1712��R OdS,�; deck re+r 3.�f'i '1 e%: Letfige ` c.iNc.aSe��flt,8ulkt&11$.23ver6,i,.s;2 Description: WL-3 _ General Information Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7.05 Ledger Width 1.50 in Using Load Factoring&Design Methods foiASD Ledger Depth 7.250 in Wood Stress Grade: Southern Pine Ledger Wood Species Southern Pine Fb Allow 950.0 psi G:Specific Gravity 0.550 Fv Allow 175.0 psi Soft Diameter 5/8' in Fyb:Bolt Bending Yield 45;000 psi Bolt Spacing 24.0 in Concrete as Supporting Member Using 6`anchor embedment length in equations. Using dowel bearing stength fixed at 7.5 ksi per NDS Table 11 E __. __.___... — ..._._.� ._.. a.....e ... .... -_....w ....._.. . ,�... Uniform Load • i • .•1• z 24in BON Spaqft 241n Bat SO&W4 241n BON • •••••s Load Data • • • • • •••••• Dead Roof Live Floor Live Snow Wind S4ftc Earth • Uniform Load... 0.00744 k/ft k/ft 0.110 klft k/ft -0.410 k/tt k!0 'klft ' Point Load... k k k k k k k Spacing in offset in Horizontal Shear klft kift klft k/ft ktft k/ft ktft 91 Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination... Load Combination... {for specific gravity&bolt diameter} +D+0.750Lr+0.750L+0.750W+H• +D+0.750Lr+0.750L-.750W+H Ledger,Perp to Grain 3.250 ksi Moment 0.07253 k-ft Max.Vertical Load -0.4352 k Ledger,Parallel to Grain 6.150"ksi fb:Actual Stress 66,237 psi Bolt Allow Vertical Load 0.5796 k Supporting Member,Perp to Grain 7.50',ksi Fb:Allowable Stress 950.0 psi Supporting Member,Parallel to Grair 7.50''ksi Stress Ratio 0.06972 :1 Max.Horizontal Load 0.0 k Bolt Allow Horizontal Loci 0,7775 k Maximum Ledger Shear Load Combination... Angle of Resultant 90.0 deg +D+0.750Lr+0.750L.+0.750W+H Diagonal Component 0.4352 k Shear 0.6692 k Allow diagonal Bolt Force 0.6108 k fv:Actual Stress 61.539 psi Stress Ratio,Woad @ loft 0.71251 Fv:Allowable Stress 175:0 psi Stress Ratio 0.3517 :1 G r_ pro_ Camek+� zzlc�� s .M s �scatcs�lr +'ROECKRv ask VIS �dtLedger r caLc INC.ISZ201l,SAf Description: WL-3 a Allowable Boh Capacity Bolt Capacity-Load Perpendicular to Grain Boit Capacity-Load Parallel to Grain Note! Fem 3.250 Fern 6.150 Refer to 2045 NOS Section 11.3 for Bolt Fes 7.50 Fes 7.50 Capacity calculation method. Fyb 45.0 Fyb 45.0 Re 0.4333 Re 0.820 Rt 0.250 Rt 0.250 k1 0.3122 k1 0.4558 Q 1.420 k2 1.424 k3 1.819 k3 1.142 Z-lm.Eq,11.3-1 1.219 k Z-Im,Eq,11.3-1 2.306 k Z-Is,Eq,11.3-2 5.625 k Z-Is,Eq.11.3-2 5.625 k Z-II,Eq,11.3.3 1.951 k Z-il,Eq,11.3-3 2.849 k Z-illm,Eq,11.3-4 0.5796 k Z-llim,Eq,1 QA 0.7775 k Z-Ills,Eq,11.3-5 2.027 k Z-ills,Eq,11.3-5 2.335 k Z-IV,Eq,11.3.6 0.8054 k Z-IV,Eq,11.3.6 4.9832 k • • Z:Ref.Design Value= 0.5796 It Z,Rat.Design Value = 0.7775 It : ••• •••. .... . •••••• •• •• •••••• • •••••• • • ••••• 7'. ° tai , •• •• • •••••• t 1,`Tj" • • • • • •••••• PLF STRUCTURAL ENGINEERS, INC. Project N : Pry No.: Sheat No: 7 GA# 30758 4969 SW 52nd ST,Suite 0401,Davie, FL 33314 cawated Sy: Die: Rh: (954)5M237 Fax: (954)533-2117 Checked 8y, Date: email: pfiallo@plfengineers.com _.._ r li .........._.. -- ._ _ - .. � �4 i ... _ .. _ ...... �. ! . ' ._, . •' '• _. , ......� .. ....__ _ . ,._ _,_ .� ...... ( i,00 _,....._. _- ....... __ �.._..... _ _l I i _.... ....... ............. ..................._ ........_,.. _ t - E 1 l t` f . .. . ...... 1- _ _ _ ._ .. ` 4 , 1 ._ .., _...._.... ...... .... ,._. ..__.. ' �. :. .....i ._ ` : t 3 3 j i t dd - d U wiioo Description: MAIN BEAMS Material Properties Calculations per NDS 2006,d8C 2009,CBC 2010,ASCE 7-06 Analysis Method: Allowable Stress Design Fb Tension 1,400.0 psi E:Modulus of Elasticity Load Combination 200918C&ASCE 7-05 Fb-Compr 1,400.0 psi Ebend-roc 1,700.Oksi Fe-Pril 1,700.0 psi Eminbend-xx 620.0 ksi Wood Sues ;Southern Pine Fc-Perp 660.0 psi Wood Grade :No.2 Dense: 2"-4" Thick:8"Wide Fv 175.0 psi Ft 675.0 psi Density 35.440 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _._„-.._....._-............,__............. ._.._.-............ ............mom__.. _.........._.,. ._.._. 3 I D(>��4)L�1)W(-0.1371) D(0.0074)L(0.11)VW-0.1371) * D(0.074)L(0.11) (-O.1371) E w t I a .R d ri 2X6 2x6 2X8 1 i i Span=2.050 ft Span=5.250 ft Span=.Q!OSC# . . Service loads entered.Load F II be a f calcu Beam self weight calculated and added to loads •••••• ...... Load for Span Number 1 .... .. 0=0. 740, L=0110, W= .1371 , Tributary Wdth=1,0ftuniform Load: .••• • • .. ..... Load for Span Number 2 • ...... . . ..... Uniform Load: D=0.00740, L=0.110, W=-0.1371 , Tributary Width=1.0 ft ..•..• ••••• ...... Load for Span Number 3 Uniform Load: D=0.00740, L=0.110, W=-0.1371 , Tributary Width=1.0 ft •••••• • Maximum Bending Stress Ratio = 0.1801 Maximum Shear Stress Ratio ••••= : •0.271 lf••• i Section used for this span 2x8 Section used for this span . 2x8 fb:Actual - 251,47psi fv:Actual _ •• •47.45 psi FB:Allowable _ 1,400.00psi Fv:Allowable _ 175.00 psi Load Combination 460D-4+1-1 Load Combination +0,60D+W+H ' Location of maximum on span = 2,050ft Location of maximum on span = 5.250ft Span#where maximum occurs - Span#1 Spin#where maximum occurs - Span#2 , Maximum Deflection Max Downward L+Lr+S Deflection 0.006 in Ratio= 10051 Max Upward.L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.007 in Ratio 9208 j Max Upward Total Deflection -0.008 in Ratio 8064 i E ttttt l'l7r i $,1bC` fl l CGlttb tl+#tons,,-, Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Cd C FN Or Cm C t Mama] tb4esi n Fb-allow Vaotual fydesign Fv-allow +D 1.000 1.000 1.000 1.000 Length=2.050 ft 1 0.014 0.016 1.000 1= 1,ow 1.000 1:000 -0.02 19.34 1,40000 0.42 2.85 175,00 Length=5.250 ft 2 0,014 0.021 1.000 1.000 1.000 1.000 1.000 402 1934 1,400.00 0.03 3.65 175,00 Length=2.050 It 3 0,014 0.021 1.000 "1.000 1 Z 1.000 1.000 -0.02 1934 1,400.00 0.01 3.65 •175,00 +D+L+H 1.000 1.000 1.000 1.000 Length=2.050 ft 1 0.165 0.194 1.000 1.000 1,000 1.000 1.400 -0.25 230.41 1;400:00 015 3195 175,00 Length=5.250 It, 2 0.165 0.246 1 ao 1.000 1.000 1.000 1:000 -0.25 230.41 1,400.00 032 43.48 175.00 Length=2.050 It 3 0.165 0.246 1.000 1.000 1,000 1.000 1.000 -0.25 230.41 1,400.00 0.17 43.48 175.00 +D40.750Lr+fl.750L+H 1.O 1,000 1.000 1,000 E1fRGA j3-2011,BindB,,.s.23,ver .,1 }. Description: MAIN BEAMS Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN C r Cm C t Mactual %4esign Fb-albw Vactual iv-design Fvabw Length=2.050 ft 1 0.127 0.150 1,000 1.000 1.OW I ZO 1.ODO -0.19 177.64 1,400.00 0:19 26.18 175.00 Length=5.250 It 2 0.127 0.192 1,400 i mo 1,01X3 imo i m -0.19 177.64 1,400:00 0.24 33.52 175.00 Length=2.050 It 3 0.127 0.192 1.000 .1.000 1,000 1.000 1,000 -0,19 177.64 1,400.00 0.13 33.52 175.00 40+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length-2.050 It 1 0.127 0.150 1.004 1.000 1.000 1.0m 1.000 -0,19 177.64 1,400.00 0.19 26.18 175.00 Length=5.250 ft 2 0.127 0.192 1,000 1,000 1.000 1,000 1.000 -0.19 177.64 1,400.00 0.24 33,52 175.00 Length=2.050 It 3 0.127 0.192 1.000 1.000 1.000 1,000 1.000 -0.19 177,64 1,400.00 0.13 33.52 175.00 +D+W+H 1,000 1.X30 1,010 1.400 Length=2.050 ft 1 0.174 0.205 1.000 1.000 1.000 1.000 1.000 0.27 243.74 1,400.00 0,26 35.92 175.00 Length=5.250 ft 2 0,174 0.263 1.0{0 1.000 1.000 1.000 1.000 0.27 24174 1,400,00 0.33 45.99 175.00 Length=2,050ft 3 01T4 0.263 1,000 1.000 1,000 1.000 1.000 0.27 243.74 1,400.00 0.18 45.99 175.00 +D40.75OLr+0.750L+0,750W+H 1.000 1.000 i.00O 1.000 Length=2.050 ft 1 0.014 0.017 1,000 1.000 1.000 1.000 1.000 0,02 19.67 1,400,00 0,02 2.90 175.00 Length=5,250 ft 2 0.014 0.021 1.000 1.000 1.000 1.000 1.000 0.02 19,67 1,400,00 0.03 3.71 175,00 Length=2.050 It 3 0.014 0.021 1.000 1,000 1.000 1,000 1.000 0.02 19.67 1,400.00 0.01 3.71 175,00 +D+0.75OL+0.75OS40.75OW+H 1.000 1.000 1,000 1.000 Length=2.050 ft 1 0.014 0.017 1.000 1.000 1.000 1:000 1.000 0.02 19.67 1,400.00 0;02 2.90 175.00 Length=5.250 ft 2 0,014 0.021 1,000 1.000 1.000 1,000 1.000 0.02 19,67 1.400,00 0,03 3.71 175.00 Length=2.050 ft 3 0.014 0,021 1,000 1.000 1.000 1.000 1.000 0.02 19.67 1,400.00 O-W•• .3.71 .175.00 40,0.754Lr+0,750L40.5250E+H 1:000 1.000 1.000 1.000 •••• •••••• Length=2.050 It 1 0.127 0,150 11000 1.000 1,000 1.000 1,000 -0,,9 177.64 1,400'00 9 0,14• 201:18 175.08. Length=5.250 It 2 0.127 0.192 1.000 1.0001.Ot0 1.000 1,000 -0.19 177.64 1,480x00••• 0.249• •36.52 7bjW•• Length=2,050 ft 3 0.127 0.192 1.000 1.004 1.000 1.000 1:000 -019, 177.64 1,4Ct :•. 0.13 33.52 175.00 • 40+0150L40.75OS40.5250E+H 1.000 1.000 1400 1.000 •0 0 0•• Length=2.050 It 1 0.127 0.150 1.000 1.000 1.000 1.000 1.000 -0.19 177.641,4W 00 0 0.16 • •26.18 17500 • Length=5.250 ft 2 0,127 0.192 1 mo i.004 1.000 uoo 1,000 -0.19 177.64 1,4�i0�1" OA '•33.52 77116 . Length=2.050 It 3 0.127 0.192 1.004 1.000 1.000 1.000 1.000 -0.19 177.64 1,4",(r-: 0.!0...;V.52 +0.600+W+H 1.000 1.000 I A0 1.000 •• •• •••••• Length=2.050 ft 1 0,180 0.212 1.000 1.000 1.000 1.000 1.000 0.28 251.47 1,4A0!Q0�•� 0.27 37.06 175.09� Length=5.250 ft 2 0.180 4.271 1.000 1.000 1,000 1.000 1.000 0.28 251.47 1,40,00 • 0.3A •47.45 4MA•• Length=2,050 It 3 0.180 0.271 1.000 1,000 1.000 1,000 1.000 0.28 251.47 1,4QO,04 • 0,'Q'"'47,45 175.00C OR-06 • •• • •• • • • Load Combination Span Max'=Dell Location in Span Load Combination Max,"4,.De .•Location in Span 1 O:OOOO 0.285 W Only -0.0036 0.000 2 0.0000 0,285 W Only -0.0078 2.658 W Only 3 0.0002 0.285 W Only -0,0033 2.050 t :0I'R"'Cum- Int *l+Oil ,z"" A 7 f Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 It mum 1 D Only 0.047 0.047 L Only 0.514 0.514 W Only -0.641 -0.641 561 0.561 D+W 4 -0.594 D+L+W -0.080 -0.080 PLF STRUCTURAL ENGINEERS, INC. CA# 30758 Projed o,: Sheet No.: ,a 4960 SSV 52nd ST, Suite#441, Davie, FL 33314 w sy: Date: Ph: (954)533.3237 Fax:(954)533-2117 Checked By Date email: pfialio@plfengineers.com _ _..,.. _ - .._.. .._ _ _ _ .. . ................ ._. ... . __ �.. . ............ i d _. 3 / _._.......... ....._...... m VX 70 4s 'fes /,,/,„� WA'I/i.� n/ • jJf/ • •jj R ! f 1 k � + w i ........... ............ _ .. _. _... s 1 , 3 t _. ..... , u § s .._ ...... ..._.. .. ... _,. .._..:, .. + 4-1 S 3 f I PLF STRUCTURAL ENGINEERS, INC,. xt ` ` CA# 30758 PmjW No.; Street No,: 4960 SW 52nd ST, Suite#441, Davie, FL 33314 CAVated9y: o&:, Ph: (954)533-3237 Fax: (954)533-2117 Checked By: Date: email: pfiallo@plfengineers.com .w _. _ / ' - '; ' . . _ ... _. _ t - ...... _ __ E 3 7 � t s ! ...... ... ..... :. .... ... ... _ c e4z LL _.. ._.. _,. ., .... .............. _. .. r .•• t ...._ .., � ...... ... _ .'• a. /;` , - _�_. .. ._ .... _. _.,..__ . : .. .. . •. E i ! ! . ... _ __ _f _ f T W _a _ _ ............ . ....... ! 1 ' zr :.._ ..... ..,_g.. :. i .. , t a... ... 1 t 1 qq e i t , i tt I ; s 1 t , j t , 12/2812017 Florida Building Code Online I - R,: ♦ � � ; � *. � ..rte. . acis Home .og 1. user Registration { Hot Topics Sub-1 Surcharge. Stats&Pocts 1 P+ilblfcamns FBC Stall t BCiS$ite Map t links i 'Search Product Approval USER:Public User ProdudAmyoeal Menu d Product cr Aanlimflon Search' Aoplkz,.:,n Litt a Application Deetait J„ FL# FL17232-R2 ED Application Type Revision Code Version 2014 Application Status Approved *Approved by DBPR.Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary, Comments Archived Product Manufacturer USP Structural Connectors,a M7ek Company Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville,MN 55306 (952)538.8635 1V ewaiden¢mii.com •••• • • ••eo '090.00 Authorized Signature Erin Walden 9• • • • • ewaiden@mil.com 0 • • • 0000•• •• •• 0000•. Technical Representative Tim Collins,P.E. 0000 .• • :0009: Address/Phone/Email 14305 South Cross Drive '600000 • • • • 90 0000• Suite 200 • • Burnsville,MN 55306 09:00i i9••i• •9••• (952)698-8602 9• 9• ' • •••.0• jeollins@mii.com *00000 0 0 • • • • 0000•• Quality Assurance Representative Todd Asche 0 • • • • Address/Phone/Email 14305 Southcross Drive •• • 9• • • • Suits 200 • • • Burnsville,MN 55306 (952),898-8602 tasche@mil,com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service,t_lC Quality Assurance Entity ICC Evaluation Service Quality Assurance Contract Expiration Date 12/31/2020 Validated By Terrence E.Wolfe P.E Validation Checklist-Hardcopy Received Certificate of Independence fi 17232 R2 C01 Certification of Independence for EvalUation.odf Referenced Standard and Year(of Standard) S#andarS1. Year RMPA N.D.S. 2012 ASTM D7147 2011 Equivalence of Product Standards Certified By httpsJ/www.floridabuilding.orgipr/pr app dd.aspx?param=wGEVXCIvADgvOQpGCMVmPeWoFY51g%2bstZzwtkrvHak%2flZVVvNLsXYg%3d%3d 115 12/28=17 Florida Building Code Online 13 Design Pressure:N/A Evaluation Reports Other: FL17232 R2 AE SR-3445(Face Mnunt).2df 17232.14 5UH24,SUH24R,5UH34,SUH24-2, Joist Hanger 5UH44,SUH44R,SUH26-3 Limits of Use Installation Instructions Approved for use in HVHZ:No FL17232 R2 II FSR-3445.odf Approved for use outside HVHZ:Yes Verified By: FCC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17232 R2 AE ESR-3445(Face Mount)A2i f 17232,15 SUH26,SUH28,SUH210,SUH214, Joist Hanger SUH1710,SUH1714,SUH26R, SUR28R,SUH21011, SUH214R,SUH2310,SUH2314, SUH36,SUH310,SUH314,SUH2610, SUH2614,SUH26-2,SUH28- 2,SUH210-2,SUH214-2 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17232 R2:II ESR-3445(Fac;MeuntLocif Approved for use outside HVIM Yes Verged By: ICC:Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17232 AF ESR-3445(Face o n).pdf 17232.16 5UH46,SUH48,SUH410,SUH414, Joist Hanger 5UH46R,SUH410R SUH28-3, SUH210-3,SUH2310�•-2,SUH2314-2, SUH310-2,SUH66,5UH610, SUH66R,SUH610R Limits of Use Installation Instructions •.•• Approved for use in HVHZ:Yes FL17232 R2 II ESR- df F Maun La • Approved for use outside HVHZ:Yes Verified By: ICC Eval aatia 5etvaC,Qe LLC s• •• Impact Resistant:N/A Created by Independent Thtt Party: • • • Design Pressure:N/A Evaluation Reports •••• •• •• •••• • Other: FL17232 AE ESR- 17232.17 D26 THD26max,TH028, Face Mount Hanger • • • • • ' TH max,TH D210,THD210max, *a&* • •• ••s• • THD175,THD177,THD179,THD26- ••••a• • • •••• 2,THD28-2,THD210-2,THD210-3, ••••• ••••• •••• • THD210-4,THD46,THD48,THD410, •••• • • • THD412,THD414,THD610,THD612, • • s THD614,THD7210 • • • • �••• • Limits of Use Installation Instructions • • ••.• . Approved for use in HVHZ:Yes FL17232 R2 II.ESR-3445 j1A='tountl,raflf•• • Approved for use outside HVHZ:Yes Verified 8y ICC Evaluation Service,LLC •• • Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports other: FL17232132 AE ESR-3445(Face Mount).odf 17232.18 THDH26,THDH28,THDH210, Fate Mount Hanger THDH2792S,THDH27112,THDH2714, THDH26-2,THDH28-2,THDH210-2, THDH212-2,THDH214-2, THDH3210,THDH3212,THDH46, THDH48,THDH410,THDH412, THDH414 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17232 R2 IT SR- 445 fFaca Mountl ndf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17232 R2 AE ESR-3445(Face Mof,nUaa 17232.19 THDH26-3,THDH28-3,THDH210-3, face Mount Hanger THDH212-3,THDH214-3,THDH5210, THDH5212,THDH5214,THDii610, THDH612,THDH614,THDH26-4, THDH28-4,THDH6710,THDH6712, THDH6714',THDH7210,THDH7212, THDH7214 Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL17232 R2 II E$F,-3445(Far&Mo,n,).p Approved for use outside HVHZ:Yes Verified By:,ICC Evaluation Service,LLC, Impact Resistant:N/A Created by Independent Third Party: https:llmuwflotidabuilding.org/pr/pr app_dti,aspx?param=wGEVXQwtDgvOQI)GQvtVmPeWoFY51g%2bstZzwtkrvHakc/o2flZVVvNLs)(V/o3d%3d 4/5 ESR-3445 1 Most Wdely Accepted and Thisst'eed page 13 of 21 ', � .. FIGURE 7—SUH JOIST HANGER TABLE 8-THD FACE MOUNT HANGER ALLOWABLE LOADS'A'34 FASTENER SCHEDULE ALLOWABLE LOADS Obs) STOCK NO CAGE DEMENSIONS(in.) Header Joist Download Uplift W H D T pe Typa Co n 1A Cos 1.15 Co•1.2S Co•1,60 THD26 16 15ta 5'1,5 3 18 16d Common 12 10dx1'!z 2645 3000 3060 2265 THD26max 1 16 151, 5'!,a 3 20 16d Common 20 10dx1% 2940 3335 3470 3 TH028 16 15/9 7 3 28 16d Common 16 10dxl'12 4115 4486 •4485 T 4• •••••• TH028max 16 1% 7 3 28 16d Common 26 1001'!p 4115 467000 6040t2331 2330• •• • THD210 16 1% 9 3 36 16d Common 20 10dx1'12 5115 511800 •-sl i s 5993• 000000 THD210max 16 1a1, 9 3 38 16d Common 32 10dx*2 5585 633 153 i••••i TH0175 14 1'/a 5 3 16 16d Common 12 10dxl'12 2770 3051 80554330• • • ••••• THD177 14 1'/a fi'Ja 3 28 16d Common 16 10dxl'h 4310 448 4485 • • THD179 14 1'Ca 8°1a 3 38 16d Common 20 10dx1% 5800 5602•• •5800 •SAS• •••••• ETHD210-3 14 3'!,a 541, 3 18 16d Common 12 10d Common 2770 3154•• •"S 2300. •• 14 3'!,a 7'la 3 28 16d Common 16 10d Gammon 4310 4868 f,045 2594 see*** to 2 14 3'/,a 9'1a 3 38 16d Gammon 20 10d Common 5850 6U: •J'045 3905 i•••• 12 5'/a 9 3 38 16d Common 20 10d Common 653S 7255 605 • • • THD210.4 12 el, 9 3 38 16d Common 20 10d Common 6535 7285 7405 3850 THD46 14 3g1a 551,6 3 18 16d Common 12 14d Common 2770 3125 3355 2340 THD48 14 351, 7%, 3 28 16d Common 16 10d Common 4310 4860 5005 2595 THD410 14 3% 01 3 34 16d Common 20 iOd Common 5850 8600 7045 3905 THD412 14 3% 11 3 48 16d Common 20 10d Common 7045 7045 7045 3905 THD414 14 351a 12'!a 3 58 16d Common 20 10d Common 7045 7045 7045 3810 THD610 12 5'12 9 3 38 16d Common 20 i0d Common 6535 7255 7805 3410 TH0612 12 5'la 11 3 48 16d Common 20 10d Common 8255 8415 8415 4225 THD614 12 5'12 12'15 3 58 16d Common 20 10d Common 8415 8415 8415 4255 THD7210 12 7'!, 9 3 38 16d Common 20 10d Common 6535 7255 1 7605 3410 For St: 1 inch=2a.4 mm,1 lbf=4.45 N,1 psi=6.895 kPa. 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS.The allowable loads do not,appiy to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for addidonai'design and installations requirements. 25ee Section 3.14.3 for required fastener dimensions and mechanical properties, 3Aliowable loads shown are for installations in wood members complying with Section 3.14.2.Wood members must also have a minimum reference compression perpendicular to grain design value,F,.,,,of 626 psi. 'THD hangers provide torsional resistance up to a maximuun joist depth of H+1 inch(H+25.4 mm),where torsional resistance is defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top orbottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm -PLF STRUCTURAL ENGINEERS; .INC. Nan,, r` GA# 30758 No.: Sheet No.:�, /5 4960 SW 52nd ST, Suite#401, Davie, FL 33314 C"Iated By, Date: Ph: (954)533-3237 Fax: (954)533-2117 Checked By: Date: email: pfiallo@plfengineers.com ._.._ ,. . ........... ..... .. .....,.. ..,. _.. E f l* W16 x'1-22- _ .. > F E _ f •• i• I/ • • • s • 0 • ,...._,. ............ _ ._. -,.r • . i r w E F } i J ... j t 4 .. __ ., j - j S [ f x _? ... t 1 , : 1 i , ` h 7 � 7 .... ,_ _ _ i;..... __.. ......... _ • A. r : Head Office:359 MacDonell Road,t]ontaef QLD 4019 Ph:07 3283 1196 Fuc:07 3883 3560 Ernall:inraausOevuNegrp.com Mall: PO Bo: 3077,Clontarf Q 4019 ABN:60120'857 758 Www.eva rp.aacan Do we need council approval? As building guidelines change from shire to shire we always recommend checking your local guidelines before commencing construction,we always suggest you get the thumbs up before starting your project Unfortunately there is no single or"golden rule"answer.That being said,most councils have an exemption for structures that are less than a certain size e.g.10m2,therefore if your structure area is less than specified you don't need to seek any approvals. How many Hand!Blocks will I need for my project? This obviously depends on the type and size of the project you are building.As a general rule if you are supporting joists directly on Handi Blocks,you will need to support joists with a Handi Block at 1.5m intervals. ,foists will need to be spaced at a distance appropriate to the finishing material(e.g.it is recommended that some decking timber be spaced at 450mm centres,it is always best to check with your timber/material supplier for material specific recommendxtky*), As an example,a low level deck 3m x 3m would require 21 Handl Blocks for the above configuretio n that is 3x Metal **eggs .. Blacks per 3m joist,7x joists spaced 450mm apart,.,. l��, if you intend an using bearers on top of Handl Blocks,joists on trip vaf,beers all e6 decking or finishing material/sheeting — less Handy':Biocks will be required. As a ;, oi example, a low level 3m x 3m deck would require bearers to be supported say every ..... 1.5m,bearers would be spaced every 1.5m to support the joists,so 3x Handi Blocks per .:,,. . ; ..;..' bearer, 3x bearers = 9x Hai bck _'� ie Wve,rr��eme. . re t" deAdhWr taAie HarV ISIock ...... installation guide and your `rial supol1t s ng is d f uctureign"qty. �. Are Nandi Blacks ch r thak S �' up a�d C- crd • Yes.Especially when yer t and takenfro I _ ul f oles mix the concrete toTdl;Me • • , , back in,not to mention the �' I WAV _orts and;bags of concrete in the Hirst place.Generally a steel post support and twog f�n e sit aback around$35.00-45.00. So even if you use a few more Handi Blocks you are stillvprell.ahead of the old conventional foaling method. How high can I build using Nandi Blocks as the;foundation? Handi Blocks have been engineered for structures up to 1m above ground. Having said this many people have built structures higher than this using the composite foundation method (Hand( Blocks in combination with concrete-in- ground footings). I live in a high wind area,can I use Handi Blocks? Of course (as always check with your local building authority). Some Handi Block users will use Handi Blocks in combination with concrete-in-ground footings to`tie-down'their project(e.g,in each corner as per image below). 1 3- Page i of 2 17 _ f�lt�tl►iD1Ei►1,��CS 11196 Office:859 83 1560 Road,garttarr QW 4019 Ph:07 3283 1196 Fast:07 3883 1550 EnraH:#nfo.aus*evolvegtp:tam Mail: O rM�'Yltls ::. PO Box 3077,Clorttarf Q 4019 ABN:60 120 857 758 WWW eV0lV09rPC6M Will my project be stable or shift once it is finished? No,the collective weight of the construction materials used,and the unique`u-channel'locking design of Handi Blocks means that your project will be extremely difficult to budge if you are not actively trying to move it.Once all materials are fastened together your project will be just as stable as concrete-in-ground foundations(you will just save time and money by using Handi Blocks!). What if I have ground movement in my area—clayfsondy soils? The Handi Block product is based on the floating foundation system,designed to ensure the structure is able to move slightly if the ground was to move.This is what makes the floating foundation system so safe;the structure is able to move slightly and independently of other structures as natural ground movement occurs.The Hand!Block construction method therefore avoids stresses that would otherwise see an extension from an existing structure fail,The system was originally designed for regions where the annual freezing and thawing of the ground meant that either:1)the.ground was too hard to dig,or 2)with the constant shrinking,expansion,and movement of the ground many fixed structures failed due to inability to cope with the movement they sustained. Will Nandi Stocks sink into the ground? The short answer is no. If you consider that a Handi Block construction has similar or greater dt^rfwgd surface are! •• than a standard concrete-in-ground footing then sinking will not bean issue,or`at.ieast no mpg%ptgn'issuelhp'hjt •;, would have been if you used the old method in the same soil Handi Bldcks shduld be installed on.s"compact earth —this is not to say that you need to compact the ground,if however the top surface is extreme!%tmetust takl alayer "•• or two away with a shovel and your Handi Block will be a nice and stable base for your project. "" • •• ••;•• Can I use Handl Blacks " 1Wdpl gid? ...... .' Yes.Simply level the grou d trader a Man'izi at e{ ed n E 9Xtoe d$tenle4l the structwe ....:. above using extension —y # ; �" ..... g pets�upport2d the of#fte Hart Block belies'ref , stallation guide 1•dr more ^4 �" .: • • • •.•..• detail).If the surface is or nd t e or 1 t Hn�Bloc ! sit cannot#�e levelled, ltebase of the Handi Block canli u off at a suitable ant Alterna ive�(y,i mpensefria&e'surface•is sloping at a%gveFe angle it may be worth conslcl4ongi � "ppo #ai ting/foundation. Can Fuse Handi Slocks ford pro}ect span lrrg across different surface substrates? Yes.Use them on concrete,sail,gravel and everything in between so long as it meets the"stable ground"criteria.What is stable ground you might ask?Basically put them on any substrate which would be an acceptable base for concrete-in- ground footings,is the ground Is not compact justclear away a few layers until you find compact earth. How much weight can each Handi Block support? / Each Hand!Block is capable of supporting upt 780kg. 1 T) )6,5 j//! < a� Will my timber posts rot or be prone to attack by termites if supported by Handl Blocks? No.As Nandi Blocks support the structure well above the soil line and the blocks themselves wick moisture away from the timber there is no reason for the timber to rot or for termites to attack the posts. Are Handi Blocks waterjchlorine/acid resistant? As the major component of a Handi Block is cement(along with our secret process)anything that a normal cement based product can withstand so too will Handi Stocks.Our Evo-Crete material has undergone extensive,testing and has passed in these critical areas. Mi1=10851 visit our www.evoivegrp.com or tali our office at any time. Page 2 of 2 .PLF STRUCTURAL ENGINEERSJNC. ROJW NMWfipepw cA 30758 > a.: sheet No. ig 4960 SW 52nd S7, Suite#441, Davie, FL 33314 c ,Lted sy: tare: Ph:(954)533-3237 Fax: (954)533-2117 the WW. 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N : 1 ,* ee Pmject No.: sheet No.: CA# 3075$ l5 C 4960 SW 52nd ST, Suite#401, Davie, FL 33314 Checked ! t ate Ph: (954)533-3237 Fax: (954)533-2117 ` By. ° email, pfiallo@plfengineers.com s � . _ ....... .�_ ,.� . _ � ._.__ __ - .___ __ __ 0,000 . 441 0000,., E ._._,....._.. .__ _. ......., .. .,a..._ y.. .. ., 00:00. .. .__... ...._.._.— _„� .__ ........... .. a..,......:. .._.� ,0000_...-..- - -. ._ ......... �....0000,., r... n,.� 0000... �..:.. :._- .. 00_,00_.,... .._ ... -,. __ 0000 P ; } ; ,0000... .>. ,... ,. _0000. 0000 - s : V� t v 6 0.�_..._L w_ • • 00 -.........+_ .___ ,..-.._..� '.i:0000« ..r.._._..0 0• --0:**0 0 0 0 _..... __._ __a........ .w _...... ... w ' ;0,000 ' . ' , ..... ,.. _ ._. 000000 10; } _z... _ .0000:. _ ..........-0_0. 0___0..o_ �..-5-,..--/000_0_..s.__ _�,._°r...+,..._.. • :::• .x..00 •'.: . 000.f ,T-1.1 b. . .. 0! 0 00000 6000 E • • .._ :. /s 0000 �. _�� .. . ✓' _5 ` dam . ` _0000_ i-- E _._.._ _.��_.. ._ ._. ._ ,R�.:_ 0.000_: __ r _ _._ W .. , -�_ __._ ___ . _____ E 3 r ...... . .«. _..._, ..........._. _.�. .s. �..•_ �-. - ,,... ...... ,. .. ��...... `f-0000 �0_00,0_ i. I. f.M _ i �---� m;. t ,g I t� It �. . ... t t , _. r Y.....__.... t . 1 Tten HDO Design Information T'lten HD'3 Ailowabi Tensio Dads in Norm al-Weight Concrete �� y Arr k r 520 535 2,974 1,h 6 �4 2g2 (33 _...... -�- t 1075 13#5 6,204 231( 4j' d5 _ ( 7.5) % .: ...... a} __3�'s. .--. (78) (182. 7,467 347 t 1.,770 2,115 9,820 1434 1 2,455 � _._. -4— 1646 4AW. 2 74 75 82i 544 247 . 34t,27 15644 2s34#, 28 :4 9' �s S i t l t r t ��-.'�'�x _.. _;� -...:.t '..� _. 46#4 , _._ , 1155 1,4Qt3 5,580q (7i ... 10-5)_... ..__. {385 .... 2 634 � -. 16t3d 3,537�,� dlra 5 10 8,742 615 t 2, 11 7' s$T}..., _.(?1} _,286 (13 145 12 (2541 (� ... __.._{27) .. 4,674 (159} _ ( 7) r 53la 12,953 1,764 3, 7. 1t ••ss �� . 57.6"+ t7.8} I t } {17,6} �3 ., _ - 1 4 . �. 6,,p .... , , • 2SA —� k 4 4,674, � fFt7fl x' i,4t15 • • • t�,:.' u �3 �7 _t }, 2fk8 �. �' - ... :3}.._. •• •(283)_ • 4 • ••••':••.17,425'••• i •i` t r s y � 12 f ISl,3 Wx , p •' 7,5 t d3laa� r 5 r , rt r x184_ P>(1 •#) #�% s.;(117` r.S � #` �y'(30 ( 46.( t},,{ _ -" "4 ••••-�•18,684 , it •fit:%s wr f 37 1 1, 6�3r~ # 't x •••• •i` 743 ° is s f.,x�d �'`3�.YS�/i x aCn �z�c• t c r, �,, {45 13y13 t ft,F>f"�• { .2 ) _ ;.-,mss a W _ R.... • • . ,.� 46) 1.The allowable loads listed are based on a safety factor of,4;0, 1 � � � •••00: • • ••••��r 2.Refer to aibwab'e Dad adjustment factors for spacing and edge distance 0n Faaes ••••• ••••• ••••i+: 3.-rhe Minirnur:concrete thickness is 1 Ys;Imes the ambedmerit depth. 4.Tension and shear(0543 for the Titeit Ho anchor be combined using the emptical interac4,000 , Pan(n=W. :60:0: • • Allovmable Toed may be interpolated far concretetxmpresshiesiran9 bin 2,flE3C7 ps> • • • •••••, "" Then HCP Allowable She Loads in Normal-Weight Concrete • 734 915 4 2,91 ;_._ _ _. ... - 2314 353 1 40. . , p. ala 0} 4th 5 ( 8H31 (9.8} .__.-_ ? r ; ` 33'. 014) (1 5Z 6,377 1,406 1,595 1ATO 28.4 {d,84 (71 {7$) _ _ a ;4 1 �", f 4,'2{#54 11 9,98E }! i, y:'mrd 1q n _`` .. 5,4 i ♦ 1 S..K'i 5S i , 14 ) , f �s. + # V 4 %$:5j'r , 1P -,2 747 -. Sr4te:':. - .t.{1a2h7_}.16.}i......a. o t ... {3$1949_iS6`i►}.,,,.'.7 i: .p r+(•� 87 31�"ttiy41l..s82, 724} 344511,1V 1 ( 3) 7 1 2,' {136). . , 2220 9, 4T 7,745 {44,4) y .,. B} 834 _ 507 1,650 4, 50 ; t7Q} 2,376 3,415 18 4 7'h 10 S,7061,830 8 ( ':.8} (7 3) i-�{2fl 7} > 1191} (264) 498 T _3125 3,� l' 4,6 53/5 1 _ (#7 �_ (2LO 2, r 997 1391 ) (55 6) (_ ) { C 80 g P {148} .. , a '.415 � E t:.• t 23/i r 7,832 � �1lt2,9b0 2,806 �t 4 d0 L 24 68D i 2,365 p. Ch1 s 12� q 12 8 °`l f' [ (1. ) .,� :(14 ? 4'3�e ; (3p5) {4 112 9) } _ 1229} 5,550- 24;580 , 795 's > 53'5 19,793 i x,547 149 '3 5 Cz � t {8801 _.15 :4 .) � f i 1 The aXwable bads listed are based on a safety tactor 0,4-0. 198 and 199. 2.Refer to a4mable jcad-ad)ustmertE famors for spacing and edge d�stsr a an pages i° 3.Tne rn nirrum concrete tNcwvss is I'A tirres the embedment de0th. 4.Tension and shear loads for the Titen Ho anchor may be=rc bind usirV the 8111 9n ?i'�= 1• Allowable load may be interps4ated for concrete OOMV s "strengths between � ,Y 'Sea page 12 for an e4ana5an of the load table icons: ' 192