The URL can be used to link to this page

RC-15-867 Miami Shores Village _- Building Department SEP 2015 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 '71. FBC 20 v > BUILDING Master Permit No. RL IL-8�sa PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP } p\` CONTRACTOR DRAWINGS JOB ADDRESS: J� City: Miami Shores County: Miami Dade zip: 3 Folio/Parcel#: Is the Building Historically Designated:Yes NO X _ Occupancy Type: Load: Construction Type: Flood Zone: \\ BFE: FFE: /' ii OWNER:Name(Fee Simple Titleholder): Zo�� C�+ �tw,.Vv Phone#: 0-2za_ G9/ Address:��21 CAl.� C tJ� --Oz Oz City: State: Zip: Tenant/Lessee Name: `-' Phone#: Email: CONTRACTOR:Company Name: �'\� SCPCPhone#: 2S& 2—SGn 6-94-q�* Address: 02 S3 �-A E City: -State: L- Zip: �2 Qualifier Name: Phone#: State Certification or Registration M n Certificate of Competency#: DESIGNER:Architect/Engineer: , 1 2 t 2 Phone#: Address: .A_J ��74 �"�`C��ity: t\ ) State:F1 Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration New ❑ Repair/Replace ❑ Dem lition Description of Work: Specify color of color thru tile: Submittal Fee$ Permit Fee$ 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) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the of such posted notice, the- inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONT CTOR The foregoing instrument was acknowledged before me this The foregoiVistrentwas cknowledged before me this U2' day of ��TT— A ,20 by 6L day of S Q 20 by Q� S —�SI(ZgPUo is personally known to OSE who is personally known to me or who has produced as me or who has produced iT L-Dads—� t nnE�N�as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: Seal: ° Notary Public State of Florida +�' NoteSindia Alvarez Seal: My Commission FF 156750 °�s� Notary Public State of Florida ��dr� Expires os=1201B Sindia Alvarez Q MYYy��Commission nFpF 156750 �k*�k**&+k*+k****d*****�k�k�k*�k*�k**�**#��k**�k�k�*�k**�•+k�k**�k*******4*� � OP >� >jr�&>��f�iAfY��k1�R�k�k�k�k*N�**�k �k*+k**�k*�k*&�k�k�k APPROVED BY Plans Examiner Zoning G Structural Review Clerk (Revised02/24/2014) I Truss Manufacturing r 5 NW 79th Ave. ' D r I, FL 33166 Royal Truss T ( 5) 822-0020 05) 851-5860 Site Information: Project CustomerZURDDO CORP. Site Address:149 NE 105 ST. SEP MIAMI SHORES St: FL. r�15 General Truss Engineering Criteria & Design Loads (Individual Truss Design D ow Special Loading Conditions): Design Code: FBC2010/TPl2007 Design Program: 7.63 Jul 9 2015 Roof Load: 55.0 psf Floor Load: NIA Wind Code: Wind Speed: 175 mph This package includes 26 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# No. Date Truss ID# seal# 1 08/26/15 CJ5 A0025826 224 08/25/15 : V7 A0025849 2 08/26/15 CA A0025827 25' T 5 V7A A0025850 3 08/26/15 CJ9A A0025828 26 08/26/15 : V9 A0025851 • • • • •••• •••••• 4 08/26/15 GRI A0025829. • • • • 5 08/26/15 H1 A0025830 •••••• ••i••' •••.•:• 6 08/26/15 H2 A0025831 *00009 • • • 7 08/26/15. HH1 A6025832 �19ti�P[7•�RI.VY!rH gl') 7ALTY EIVGINLSR•• •'•"• • • 8 08/25/15 J1 A0025833 LTi• •••• *0000 i188TAKClAt1Y�DRM970DESMCONC91 r. ......ACC • • 9 08/25/15 JIA A0025834 YODiS roDEB[fINC01eCFF7_............1� NOTED:•••i• ••••• DOSS tear COMF0lalto OEM CONCE 7.. ....RE ISW�s N�w� vsMrr• •••••• 10 08/25/15 J3 A0025835 • 11i�16DA1dDS8Al�81tpMrITALREQUIRED•... ..�.t�.l.!_bSSUBM[T • • 11 08/25/15 J3A A0025836 _ Review IN S obw to Valwn an • �•� •••:• ••••:• 12 08!26/15 J5 A0025837 1. rierpaM • • • • 2 b tl8 glbd by she Sp°eialry Eoyiae°r. • • • •••••• 13 08/25/15 J5A A0025838 3. The gea�wuooad,eaaig�,i�ma�eermedthslp�dl�a• •• V: • • 14 08/26/15 J7 A0025839 4. *4Indic rAmmdnumWid wft do saoemdComm •• ' IY�om60au tNe'Ad�d eLedc of dhomukm a vn mace). 15 08!28/15 M1 A0025840 K0Wbw40MC0WftftdCkWand~omee8ewme0eoend CAQMWW 16 08/26/15 T1 A0025841 C4mn•oft 86m 4e"&We v ah the c oaa we m•mi.pmft nan ad TEeQemnlcm0wievrousatownhh"MI,eddye0311amIRb 17 08/26/15 V11 A0025842for � r � 18 08/26/15 V11A A0025843 19 08/25/15 V15 A0025844- Structures Intemstiow.Inc. 20 08/26/15 V.19 A0025845 comiting 3aucuaw Engirwers 21 08/25/15 V3 A0025846. 22 08/25/15 V3A A0025847 23 1 08/25/15 V5 A0025848 ��1111111fff� .�`�� p,RTINEI'''% `The truss drawings) referenced above have been prepared by MiTek • 00�.••••••• ,F0,9'�. ihNdustries, Inc. under my direct supervision based on the parameters '�� •�GENSF •'• �G': Provided by.Royal Truss.Manufacturing, c�:° N O: 22249 * . c =Truss Design Engineer's Name: Orlando M..Fortun, P.E. r �,F�" ° PE#•22249, EB#0005512 E ;• NOTE: The seal on these drawings indicate acceptance of ° 4�A professional engineering responsibilty for the truss components shown. Wo•ft M 7i R2ACE Kft RDMA 3355 oil Page 1 of 1 Engineers Job Truss Truss Type Qty Ply 8-20-15 CJ5 ROOF TRUSS 1 1 A0025826 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:16 2015 Page 1 ID:gQWLSR2?ojrSCLOyC4waAvykFhm-64degmvxPln?pdKn9u7UdptSo4FurEHOKBuX1 byj!Dn i 5-0-10 5r2�2 5-0-10 0-1-8 Scale=1:9.9 e 1.77 1223x4 113 N 7 63x4= 1 T1 B1 -- _. 2x4 115 4 • 0000 • • 0000 0000•• 0000•• 0000 0000•• • 5-2-2 0000.. • 0 . 5-2-2 0000 0000 000• Plate Offsets(X,Y)— [2:0-2-8,0-1-8] 0000 6066 ,•••• 9 0,0000 • • 00000 LOADING (psf) SPACING- 2-0-0 CSI. bEFL. in (loc) Vdefl W•• PL kTES•• GRjP.•••• TCLL' 30.0 Plate Grip DOL' 1.33 TC 0.43 Vert(LL) -0.03 1-5 >999 240 MT20 244/190• TCDL 15.0 Lumber DOL •1.33 BC 0.23 Vert(TL) -0.05 1-5 >9996.b.�. • •• BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a fUa ' • 000000 •0000• BCDL 10.0 Code FBC2010/TP12007 (Matrix) •• Weight:16 Ib fJ•;Q%6 LUMBER- BRACING- •0 0 0 • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-2 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS. (Ib/size) 1=116/0-11-5 (min.0-1-8),2=189/Mechanical,5=46/Mechanical accordance with Stabilizer Installation guide. Max Horz 1=62(LC 5) Max Upliftl=-91(LC 4),2=-269(LC 5) , Max Grav1=116(LC 1),2=189(LC 1),5=97(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II; 1 Exp C;Encl.,GCpi=0.18;C-C Exterlor(2)0-4-Oto 3-4-0,Interior(1)3-4-Oto 5-2-2;Lumber DOL=1.60 plate grip DOL=1.60 *L)Plates checked for a plus or minus 0 degree rotation about its center. "3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide metal plate or equivalent at bearing(s)2 to support reaction shown. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)1 except at--lb)2=269. 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis n f 15TD(gk n% 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) r c COOL'M PA CIV4./57RJMWAI. LOAD CASE(S) Standard - Pf-22248 EaC0050 Wo SAL M 7EMACEt'8Ar'A.ROMA 330 Continued on page 2 IM-roa)26s i;ns. FAX-(X5)2&2-W4 Job Truss Truss Type Qty Ply ' A0025826 8-20-15 CJ5 ROOFTRUSS 1 1 ,. . ,. ..I,f..I , . JGb,Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:17 2015 Page 2 r.rjg9QkW, ?QjrSCIiQyG4waAvykFhm aG8018w7J�2vsRnvzjcej90QdYUb7ahXAZre5ZlyjiDm LOAD CASE(S) Standard 1)Dead+Roof Live(balanced): Lumber Increase=1.33,Plate Increase=1.33 Trapezoidal Loads(plf) Vert: 1=-8(F=41,B=41)-to-2=-110(F=-10, 6=-10),2=-50(F=-10,B=-10)-to-3=-57(F=-13,B=-13), 1=-2(F=9, B=9)-td4=-26(F=-3,B=-3) w • • • • • •••••• •• • • ••• • • COMILTiAL4 SMEM PA CN./STR Z11W t, P.E 12'149 Pte.OO9'.�512 M20 613%h IMAM MA4,ROWA 3355 TM-005)261-6225• FAX-005)262-2014 V- Job Truss Truss Type Qty Ply A0025827 8-20-15 CJ9 ROOF TRUSS 1 1 Job Reference(optional) ' 7.630 s Jul 9 2015 MITek Industries,Inc. Thu Aug 27 09:37:17 2015 Page 1 ID:gQWLSR29ojrSCLoyC4waAvykFhm-aGB016wZA2vsRnvzjoej90QaYUUPagoAZre5Z1 yjiDm 3-2-14 6-5-1 9-10-13 3-2-14 3-2-4 3-5-12 Scale=1:18.4 Camber=1/16 in 1.77 12 4x4 II 4 5 3x4= 3 3x6 11 10 01, 2 W4 3x4= W2 1 8 7 g 2x4 11 6 5x6= • --. �- 0000 • • •000 •000.0 • • • • • • • 0.0.96 0000 •00.000 2-9-3 4-2-11 6-5-1 09M(LI3 , • • 2-9-3 - -5-1 3-2-4 6 6.5y •••• 0 • Plate Offsets(X,Y)— [4:0-2-4,0-2-01,[7:0-3-0,0-2-121 •..• .•.. ...9 6 •.99• • • •6600 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Iltl'6• PLATES" GRIP••*6 6 TCLL 30.0 Plate Grip DOL 1.33 TC 0.62 Vert(LL) -0.05 8 >999 W MT20 244/19Q• TCDL 15.0 Lumber DOL 1.33 BC 0.66 Vert(TL) -0.12 7-8 >637 1.80•: • BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 7 n/a i3/a ;••6;• """ BCDL 10.0 Code FBC2010ITP12007 (Matrix) ; •• WdIght:37 Ib LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No. 2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=692/Mechanical,9=63910-11-5 (min.0-1-8) Max Horz9=166(LC 5) Max Uplift7=-630(LC 5),9=-367(LC 4). FORCES. (lb)-Max.Comp./Max.Ten..-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-640/570,2-10=-681/597,3-10=-645/602,4-7=-389/434 BOT CHORD 1-9=-570/638,8-9=-736/638,7-8=-736/638 WEBS 2-9=-397/279,3-7=-486/632 IINOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat. II; • Exp C;Encl.,GCpi=0.18;CTC Exterior(2)0-0-0 to 3-2-14,Interior(1)3-2714 to 9-10-13;Lumber DOL=1.60 plate grip DOL=1.60 a. 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live bad honconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding except at--lb)7=630,9=367. fot 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis n t14 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted-as front(F) r CON&LTM BONEM05,PA L11t/STRJG INA LOAD CASE(S) Standard PP.22249 F.9.s OM12 Continued on page 2. TYPO SAL rA MaUCE M^KDMA 3355 p 9 7M-(3W)2624Z5- FAX-rA5)262-XA Job Truss Truss Type Qty • Ply 8-20-15 CJ9 ROOF TRUSS 1 1 A0025827 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:17 2015 Page 2 ID:gQWLSR2?ojrSCL0yC4waAvykFhm-aGB016wZA2vsRnvzjoej90QaYUUPagoAZre5Z1 yjiDm LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase-1.33 Trapezoidal Loads(plf l Vert: 1=0(F=45,B=45)-to-4=-217(F=-63,B=-63),4=-157(F=-63,B=-63)-to-5=-163(F=-G6,B=-66), 1=0(F=10,B=10)-to-6=-49(F=-15,B=-15) • 6666 • . 6660 6660.• 660.6• 6066 6066•• 6 06.006 • • 6 0066•• 0000 •66• . • 6 . 6 0660 .666 0006• 6600.• 6 . 6.666 • 6 6606.. .• •. • 6666.• 666.6• • • • •6666• •.•666 • 6 6.6006 • • • 66 • O[F�Ut�D ff�ki f�GDc� WNSt6-'fW PA Mt I STidZWA1. P.E.22145 E9.x.,511 M0 SBL 3%h TERRACE h6 t FLORIDA Mb TEL-(305)7626225•• FAX-(305)762-?IDM Job Truss Truss Type Qty Ply - A0025828 8-20-15 CJ9A ROOF TRUSS 1 1 t - Job Reference(optional) 7.630 s Jul 9 2015 MTek Industries,Inc. Thu Aug 27 09:37:17 2015 Page 1 ID:gQ WLSR2?ojrSCL0yC4waAvykFhm-aGB016wZA2vsRnvzjcej90QehUYzafiAZre5Z1 yjiDm 3-2-14 , 6-5-1 , 9-10-13 3-2-14 3-2-4 ' 3-5-12 Scale=1:18.4 r 1.77 12 4x4 II 4 5 3x6 11 3x4= 10 3 CP 2 W4 3x4= W2 1 8 7 9 2x4 11 6 5x6= 0000 • • 0000 0000•• •• • • 60 • 0.0.66 606• 006.6• 3-2-14 6-5-1 9-10M .6 6•• 3-2-14 3-2-4 63-03X126----• • • Plate Offsets(X,l)- [4:0-2-4,0-2-0],[7:0-3-0,0-2-12) •6.6 Gee* ••••6 0000•• • 0000• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. * in (loc) Vdefl Ird--6- PLjf99-- GRI?•..•6 TCLL 30.0 Plate Grip DOL 1.33 TC 0.35 Vert(LL) 0.05 8 >999 2.4g.... MT20 - 244/1906- TCDL 15.0 Lumber DOL 1.33 BC 0.43 Vert(TL) -0.09 8 >901 160 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.02 7 n/a n/a - :.•.:- 66606- BCDL 10.0 Code FBC201O/TPI2007 (Matrix) ; 66• Weight:37 lb C1rra LUMBER- $RACING- 6.6- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-10 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=152/0-11-5 (min.0-1-8),7=762/Mechanical,9=415/0-11-5 (min.0-1-8) Max Horz 1=168(LC 5) Max Upl'Iftl=-81(LC 4),7=-647(LC 5),9=-249(LC 4) FORCES. (lb)-Max.Comp./Max.Ten..-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1031/667,2-10=1054/690,3-10=-1019/695,4-7=-365/428 BOT CHORD 1-9=-830/1016,8-9=-830/1016,7-8=83()/1016 WEBS 2-9=-274/213,3-7=-907f737 #NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf;h=15ft;Cat.II; Exp C;Enc).,GCpi=0.18;C-C fxterior(2)0-4-0 to 3-2-14,Interior(1)3-2-14 to 9-10-13;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load honconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable iif withstandin n except at--lb)7=647,9=249. �rum� � 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis n f Is truss. 7)In the LOAD CASE(S)section,loads applied to the face of the-truss are noted as front(F) r C41NISLT* FA CP&/STRZIVA1. LOAD CASE(S) Standard PF-22249 Ea OO .512 Mo SAL 3`kh TERRACE K",RDFOA 3355 Continued on page 2 FAX-(ami)262-2mu Job Truss Truss Type Qty Ply A0025828 8-20-15 CJ9A ROOF TRUSS 1 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:17 2015 Page 2 ID:gQ W LSR2?ojrSCL0yC4waAvykFhm-aGB016wZA2vsRnvzjcej90QehUYzafiAZre5Z1 yjiDm LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.33 Trapezoidal Loads(plfl Vert:1=-7(F=41,B=41)-to-4=-217(F=-63,B=-63),4=-157(F=-63,B=-63)-to-5=-163(F=-66,B=-66),1=-2(F=9,B=9)-to-6=-49(F=-15,B=-15) 0000.• • • ..•. ..0000•• 0000 • • •• • 0.0.00 00..00 00.00••• • 0.0000 • 0 • •0•••0 0.0000 000000 . • • 0 • 0000 •••• 0000• 66.60• • • 00.60 000000 •. 0000 • 0 00.00• ••• .0.000 • . • • • • • • 0.000• 0000..•. • • . is - • • i CP&/STR Z11pZAL, FE M49 P.9 OOM12 'WO 83130A TMUM MAP%FLORIDA 33&5 7M-(M)2626215• PAX.(305)262-W Job Truss Truss Type Qty Ply A0025829 8-20-15 GRI ROOF TRUSS 1 1 x Job Reference(optional) ' 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:18 2015 Page 1 ID:gQWLSR2?ojrSCL0yC4waAvykFhm-3SkPESxBwM 1j2xUAGJ9yiEyfgup2J?jJoVNe6UyjiDl 4-6-10 7-0-0 12-0-0 1 15-10-8 1 19-9-0 22-2-6 26-9-0 4-6-10 2-5-6 5-0-0 3-10-8 3-10-8 2-5-6 4-6-10 Scale=1:45.4 Camber=3/16 in 2.50 12 5x8 2x4 II 5x12= 4x4= 3x4= 3x4 zz 2 3 4 5 6 7 44= 1 16 4x10 zz cr 1 8 di 14 13 e12 11 10 9 2x4 11 3x4= 7x8= 2x4 11 5x8= 2x4 11 0000 • • 0000 0000•• • • • • 0.0.00 00000000•• 4-6-10 7-0-0 12-0-0 15-10-8 19-9-0 27-2-T•' 26-'9-0 0 4-6-10 2-5-6 5-0-0 3-10-8 3-10-8 21Mo IM-19 Plate Offsets(X,Y)— [1:0-7-14 Edge] [3:0-5-12,0-3-01,[4:0-2-8,0-1-01,[8:0-5-0,0-2-21,[10:0-2-8,0-3-81,[12:0-4-0,0-4-0102T • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lod••• PdMo• GRMI-••• TCLL 30.0 Plate Grip DOL 1.33 TC 0.98 Vert(LL) -0.15 9-10 >999 VA 0, MT20 . 244/190 TCDL 15.0 Lumber DOL •1.33 BC 0.76 Vert(TL) -0.34 9-10 >514 ;80 • • BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) -0.05 1 n/a n/a 0 00000 ••• ••• BCDL 10.0 Code FBC2010/TP12007 (Matrix) ; o* Weight: 135 Ib $74x94 0i" • LUIVIBER- BRACING- •*00 + TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc T2:2x4 SP M 30 _ 1J purlins. BOT CHORD 2x6 SYP No.2 - BOT-CHORD ---Rigid-ceiling directly applied or 5-4-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 3-12,5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=621/0-8-0 imin.0-1-8),8=1055/0-8-0 (min.0-1-8), 12=4118/0-8-0 (min.0-4-14) Max Horz8=17(LC 4) Max Upliftl=376(LC 4),8=-635(LC 5), 12=-2453(LC 5) Max Grav1=654(LC 7),.8=1077(LC 8), 12=4118(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ' TOP CHORD 1-15=-1965/1055,2-15=-191011059,2-3=-1204/657,3-4=-1578/2773, * 4-5=-1578/2773,5-6=-3341/1988,6-7=-3402/2008,7-16=-3644/2115, t 8-16=3700/2112 BOT CHORD 1-14=-987/1880, 13-14=-987/1880,12-13=-588/1244, 11-12=-626/1220, 10-11=-626/1220,9-10=2038/3576,8-9=-2038/3576 WEBS 2-13=-7921460,3-13=-352888,3-12=-4001/2353,4-12=.-1019/836, 5-12=-4071/2444,5-10=-1356/2332,7-10=-286/156 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;B = �� UMExp C;Encl.,GCpi=0.18;C-C Exterior(2)0-4-0 to 3-4-0,Interior(j�3-4-0 to 26-5-0;Lumbe D - la a gnt—-'p-- DOL=1.60 CC)NSI&TM E FA 3).Provide adequate drainage to prevent water ponding. CIVL/871 111 4)Plates checked for a plus or minus 0 degree rotation about its center. F.>-ZU49 EEL 00 MB 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any o ds. ' 10 613PA Ta AM I'",RDMA 3355 Continued on page 2 7M-rA*)26a-6zM. FAX-(3ID5)2&2-WA Job Truss Truss Type Qty . Ply A0025829 8-20-15 GR1 ROOF TRUSS 1 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:18 2015 Page 2 ID:gQWLSR2?ojrSCLOyC4waAvykFhm-3SkPESxBwMlj2xUAGJ9yiEyfgup2J?jJoVNe6UyjiDI NOTES- 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)1=376,8=635, 12=2453. 7)Girder carries hip end with 740-0 end setback. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)706 Ib down and 467 Ib up at 19-9-0,and 706 Ib down and 467 Ib up at 74)-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard - --- 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert: 1-3=-90,3-6=-188(F=-98),6-8=-90, 1-13=-20,10-13=-42(F=-22),8-10=-20 Concentrated Loads(lb) Vert: 13=-706(F)10=-706(F) • • 0000 0000•• • • • • ••r••• r••• 0000•• • 0000•• • • • 0000•• 0000 0000 • • 0000 •••• 00000 0000•• • • 0000• . • • 0000•• • •• •• • 0000•• 0000•• • • • • • • 000000 • 0000•• • • CC+NBIii..TM PA CJVII;./STRUGTl4RAI. P._22149 ER OO ,512 7710 SAL Mh MW.4CE t'lIA111,FLORIDA 3355 7M. (305)267-6713• PAX-(30)262-20W Job Truss Truss Type Qty , Ply ' A0025830 8-20-15 H1 ROOF TRUSS 1 1 Job Reference(optional) ' 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:18 2015 Page 1 ID:gQWLSR2?ojrSCLOyC4waAvykFhm-3SkPESxBwMlj2xUAGJ"EyirupmJ3sJoVNe6UyjiDl 5-1-13 1 9-0-0 , 14-9-0 , 17-9-0 , 21-7-3 , 26-9-0 5-1-13 ' 3-10-3 ' 5-9-0 3-0-0 3-10-3 5-1-13 Scale=1:45.4 Camber=5/16 in 1 2.50 V2 4x8= 2x4 II 4x8= 3 4 2x4= 5 2x4 19 12 2 6 13 C0 1 7131 N N C •e e 3x4= 11 10 9 8 3x4= 4x4= 3x4= 5x8= 4x4= • • •••• •••••• •••••• •••• •••••• 9-0-0 , 14-9-0 1 17-9-0 , "'26'9-0 ..••; ' 9-0-0 ' 5-9-0 3-0-0 •6 0 069D-0 ."". ' Plate Offsets(X,Y)— [3:0-5-4,0-2-0],[5:0-5-4,0-2-0],[9:0-4-0,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl d19:: PILAW 0 GRIB••• TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Vert(LL) -0.14 1-11 >999 24464 MT20 . 244/1gd TCDL 15.0 Lumber DOL • 1.33 BC 0.72 Vert(TL) -0.43 1-1.1 >405 :80• 0 • 0080:0 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.04 7 n/a n/a 000000 BCDL 10.0 Code FBC2010/TPI2007 (Matrix) ; •' Wgight: 113 lbpfo LUMBER- BRACING- '••' i TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=583/0-8=0 (min.0-1-8),7=382/0-8-0 (min.0-1-8),9=1905/0-8-0 (min.0-2-4) Max Horz 1=-19(LC 5) Max Upliftl=313(LC 4),7=-218(LC 5),9=-895(LC 4) Max Gravl=629(LC 7),7=438(LC 8),9=1905(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250'(1b)or less except when shown. ' TOP CHORD 1-12=-1748/801,2-12=-1696/806,2-3=-833/247,3-4=-613/1423, 4-5=-613/1423,5-6=-242/446,6-13=-897/418,7-13=-949/413 ' BOT CHORD 1-11=-753/1676, 10-11=-145/805,9-10=-145/805,8-9=-411/328, 7-8=-357/900 WEBS 2-11=-942/629;3-11=-62/423,3-9=-2124/931,4-9=;547/349, 5-9=-1272/508,5-8=-87/417,6-8=-10711703 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult--175mph(3-second gust)Vasd=136mph; HVHZ;TCDL=5.Opsf;B - . - , Exp C;Encl.,GCpi=0.18;C-C Exterior(2)0-4-0 tb 3-4-0,Interior(1)3-4.0 to 26-5-0;Lumb I DOL=1.60 3)Provide adequate drainage to prevent water ponding. CONULTIiY B+P.sit EMm—,FA 4)Plates checked for a plus or minus 0 degree rotation about its center. Ch4/alma TIIRAI 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrenf with an o I ds. f'.-22249 EEV'312 Continued ona e 2 'Wo 89139th XWAM hMA�,FLORA ON p g 1M-(M*)26Y6225• FAX-(X5)2&2-W4 Job Truss Truss Type Qty Ply 8-20-15 H1 ROOF TRUSS 1 1 A0025830 Job Reference o tional F 7:630 s Jul 9 2015 Mi ek Industries,Inc. Thu Aug 27 09:37:18 2015 Page 2 NOTES- ID:gQWLSR2?oji�oCL0yC4waAvykFhm-3SkPESxBwM 1j2xUAGJ9yiEyirupmJ3sJoVNe6UyjiDl 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)1=313,7=218,9=895. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 4 0000 • • 0000 0000.. 0000.. 0000 0000.. 0.000. 0000 :ego*: 0000 0000 00.00 0000.. 0 ego 0000.. 0000. 0000 . 0000.. 0000.. 0000.. .. CON'S LTM 9Ya1Mm5c,f A Gi&I STRJGiI" laf-22249 E9.¢I605911 722m SAL 3fth TES MAMA,FLORA 33&5 TEL-(3IDS)262-6225• FAX-(303)262-W Job Truss Truss Type Qty Ply ' A0025831 8-20-15 H2 ROOF TRUSS 1 1 ' Job Reference(optional) 7.630 s Jul 9 2015 MTek Industries,Inc. Thu Aug 27 09:37:18 2015 Page 1 ID:gQWLSR2?ojrSCL0yC4waAvykFhm-3SkPESxBwMlj2xUAGJ9yiEykCureJ—CJoVNe6UyjiDl 6-1-13 11-0-0 1 15-9-0 20-7-3 26-9-0 6-1-13 4-10-3 4-9-0 4-10-3 6-1-13 Scale=1:45.4 Camber=1/8 in 2.50 Ff2 4x8= 5x8= 3 4 3x4= 3x4= 2 5 13 14 r 1 VI g M N I e 6 0 3X4= 12 11 10 <9 8 7 3X4= 2x4 II 44= 3x4= 4x4= 2x4 II 4x4= •••• • • •••• •••••• •••••• •••• •••••• • •••••• •• •• • •••••• 6-1-13 11-0-0 14-9-0 1,5-9-p 20-7-3 , :0*:*: 26-9-0• •• r 6-1-13 + 4-10-3 3-9-0 -0- 4-10-3 6-1,La_:_ •'•••�• Plate Offsets(X,Y)- [3:0-5-4,0-2-4],[4:0-6-4,0-2-8],[9:0-2-0,0-2-8] ' ' • • • • • ••• • - LOADING (psf) SPACING- 2-0-0 CSI. DEFL.• in (loc) Udefl Ud PLAW ; GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.69 Vert(LL) -0.10 1-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL '1.33 BC 0.60 Vert(TL)""-0.22 1-12 >810 180 BCLL 0.0 Rep Stress Incr YES WB , 0.68 Horz(TL), 0.03 9 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:113 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=545/0-8-0 (min.04-8),6=316/0-8-0 (min.0-1-8),9=200810-8-0 (min.0-2-6) Max Horz 1=-18(LC 5) Max Upfiftl=-302(LC 4),6r200(LC 5),9=-898(LC 4) Max Grav1=605(LC 7),6=402(LC 8),9=2008(LC 1)' FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-1571/607,2-13=-1512/014,2-3=-165/263,3-4=-634/1579, 4-5=-510/1280,5-14=-615/341,6-14=-675/319 BOT CHORD 1-12=-556/1481, ll-.12=-556/1481,8-9=-1194/621,7-8=-312/607, 6-7=-312/607 WEBS 2-11=-1438/722,311=-124/428,3-9=-1678/762,4-8=-96/362, 5-8=-1504/752;4-9=1076/495 NOTES- 1)Unbalanced roof live loads have been considered for this design. - 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.0psf;BCDL=5.Opsf;h=15ft;Cat.11; Exp C;Encl.,GCpi=0.18;C-C Exterior(2)0-4-0 to 3-4-0,Interior(1)3-4-0 to 26-5-0;Lum -1.60 DOL=1.60 Oo(t'U@(f0D 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. rOOLTM PA 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an r ' ads. /STIalGitl A 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstandi g 0 u at joint(s)PE 22249 EMOOOM except(jt=1b)1=302,6=200,9=898. =0 SAL"h TOWMa K",HAMA Mss Continued on page 2 TM-0ms2262422s• FAX-019W262-MW Job Truss Truss Type Qty Ply A0025831 8-20-15 H2 ROOF TRUSS 1 1 A Job Reference o tional 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:18 2015 Page 2 ID:gQWLSR27ojrSCL0yC4waAvykFhm-3SkPESxBwM 1 j2xUAGJ9yiEykCureJ_CJoVNe6UyjiDI NOTES- 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity,model.Was used in the analysis and design of this truss. z LOAD CASE(S) Standard 0000 • • 0000 0000•• 0000•• 0000 0000•• • 0000•• • • • 0000•• 0000 •.•• • • 0000 •000 0000• 0000•• • • 0000• • 0 •0000• •• •• • 0000•• 0000•• • • • • • 0000•• 0000•• • • 0 • • • • • 0000••• MWILT10i BZNMO—A PA C Yt 18TRInIR/J. FE=49 EEL 00M11 7710 W 391h TERRACE KK FLORIDA 3385 TEL-009)267.6225• FAX-0051267-7011 Job Truss Truss Type Qty . Ply IA0025832 8-20-15 HH1 ROOF TRUSS 1 x 2 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:19 2015 Page 1 ID:gQWLSR2?ojrSCLOyC4waAvykFhm-XelnSoxphg9ag53MgOgBFRVvkIA42S8S187CewyjiDk 3-9-0 8-3-8 12-10-0 3-9-0 4-6-8 4-6-8 Scale=1:22.1 Camber=1/4 in ' 2.50 F12 _ ' 5x6 3x4 11 8 2 34x6— g 4 5x12= re 1 W2 W4 `hT B1 0 6 6 d• 6• 6 Q 11 7 12 13 14 6 15 16 17 d 10 3x6 II 4x4= 5 •... 4x8= • • •••• •••••• •••••• •••• •••••• • •••• •••••• •••• •••• ••••• •• •• • •••••• 3-9-0 8-1-12 ��'�d� 3-9-0 4-4-12 4-84� ;-**;o ..... Plate Offsets(X,Y)— 1:0-6-14 0-0-1 [2:0-3-0,0-2-121, Z-4-8;0-1-8 • • • •�-- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES • GRIP TCLL 30.0 Plate Grip DOL' 1.33 TC 0.70 Vert(LL) 0.32 6-7 >462 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.59 Vert(TL) -0.50 6-7 >297 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 127 Ib FT=0% LUMBER- _ —_BRACING-_ TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc BOT CHORD 2x6 SYP SS purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-6 oc bracing. REACTIONS. (Ib/size) 1=2981/0-8-0 (min.0-1-12),5=1859/0-8-0 (min.0-1-8) Max Horz 1=71(LC 4) Max Upliftl=-2127(LC 4),5=-1243(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-9113/6307.2-8=-9063/6310,2=3=-7695/5210,•3-9=-1002/673, 4-9=-1002/673 BOT CHORD 1-10=-6200/8888,10-11=-6200/8888,7-11=-6200/8888,7-12=-5952/8538, 12-13=-5952/8538, 13-14=-5952/8538,.6-14=-5952/8538,6-15=-5210/7695, 15-16=-5210/7695, 16-17=-5210/7695,5-17=-5210/7695 WEBS 2-7=1260/1774,2-6=-855/751,3-6=-768/1023,3-5=-6783/4613 NOTES- 1)2-ply truss to be connected together with 10d(0.131'X3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0'0'C. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute oril} loads noted otherwise indicated, 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;B D 5. =15ft;Cates` TM 96 PA Exp C;Encl.,GCpi=0.18;C-C Exterior(2)0-4-0 to 3-4-0, Interior(1)3-4-0 to 12-8-4;Lum late grip CP&/8TRIMINA DOL=1.60 M22245 EEL OOOVA 5)Provide adequate drainage to prevent water ponding. Tr2m snt Mh 1AL1 teAr9, A 33ss (%rTt41Q•Alidr6p of the plate is required to be placed over the splice line at joint(s)2. M-005"62-62W FAX-(-V5)262-XA 1 Job Truss Truss Type Qty Ply A0025832 8-20-15 HH1 ROOF TRUSS 1 .2 Job Reference(optional) 7.630 s Jul 9 2015 MtTek Industries,Inc. Thu Aug 27 09:37:19 2015 Page 2 ID:gQ WLSR2?ojrSCL0yC4waAvykFhm-XeinSoxphg9ag53MgogBFRVvkIA42S8S187CewyjiDk NOTES- 7)Plate(s)at joint(s)1,4,5,7,6 and 3 checked for a plus or minus 0 degree rotation about its center. 8)Plate(s)at joint(s)2 checked for a plus or minus 3 degree rotation about its center. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except-at--lb)1=2127,5=1243. 11)Girder carries hip end with 0-0-0 right side setback,3-9-0 left sid4 s6tback;and 3-9-0 end setback. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)155 Ib down and 115 Ib up at 3-9-0,634 Ib down and 476 Ib up at 0-10-0,560 Ib down and 420 Ib up at 2-2-0,487 Ib down and 365 Ib up at 3-6-0,413 Ib down and 310 Ib up at 4-10-0,339 Ib down and 254 Ib up at 6-2-0,265 Ib down and 199 Ib up at 7-6-0;191 Ib down-and 143 Ib up at 840-0,and 117 lb doown_and 88 Ib up at. 10-2-0,and 43 Ib down and 32 Ib up at 11-6-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert: 1-2=-90,2-4=45(17=45), 1-7=-20,5-7=-95(F=-75) Concentrated Loads(lb) Vert:7=-642(F)10=-634(F)11=-560(F)12=-413(F)13=-339(F)14=-265(F)15=-191(F)16=-117(F)17=-43(F) •• •• • •••••• • • • • •••••• • • • • • ' 0[t'�ff�1D ffifio {� C01'O LTM. FA Ch t./879jGfURAL F.E 72149 ES 0IDMI2 Tno SBL 340A TERRACE MA11,nDRIDA 9355 TF1.-(305)269-6995• FAX-(3M)2&2-W4 Job Truss Truss Type Qty Ply A0025833 8-20-15 J1 ROOF TRUSS 3 1 k Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:19 2015 Page 1 ID:gQWLSR2?ojrSCLOyC4waAvykFhm-XelnSoxphg9ag53MgOgBFRV3JIJD2a1 S187CewyjiDk 1-1-8 1-1-8 2.50 rl2 Scale:W=T 2 1 y 0 T1 N O a o 0 A° 0000 . . 0000 0000.. .0 .ee 0 . 6 of 00 0.0.00 •000 000.9.. .sees* . 0 • 9909 0000 000999 0000 0999 0000. 0000.. 0000. 000909 99 .. . 0000.. 1-1-8 �••�•� 1-1-8 :000:0 0000.. . . 0000... LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L 8 PLAA.%••: GRIP' • TCLL 30.0 Plate Grip DOL 1.33 TC 0.02 Vert(LL) -0.00 1 >999 240 •• • TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:2 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-1-8 oc purlins. __BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=46/0-8-0 (min.0-1-8),2=46/Mechanical Max Horz 1=27(LC 4) Max Upliftl=-58(LC 4),2=-63(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-Allforces;250(lb)or less except when shown, NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second.gust)Vasd=136mph; HVHZ;TCDL=5.Opsf,BCDL=5.Opsf,h=15ft;Cat.II; Exp C;Encl.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.6(Yptate-grip DOL-1-.60 ' 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1, 2. 4)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was iused in the analysis and design of this truss. LOAD CASE(S) Standard =NRILT i BY9M—_,PA ClYll:./STRIMINAI. • PF-2224S EEL009WIY Mo Ht"h TEWAM 14",nZRM 33ES TEL-!305)261-6223• FAX-(305)262-WA Job Truss Truss Type Qty . Ply 8-20-15 J1A ROOF TRUSS 3 1 A0025834 Job Reference(optional F 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:19 2015 Page 1 ID:gQWLSR2?ojrSCLOyC4waAvykFhm-XelnSoxphggag53MgOgBFRV3JIJD2a1 S187CewyjiDk 1-1-8 1-1-8 2.50 12 Scale:3"=1' 2 1 o... C• C3 T1 N O a 0 0 0 A0 0 Q0 a A0 0000. . . 00.0.0 .. .. • 0 0.0.060000 0000.. 0000.. 6 6.66 . 0000 0000 .• . 1-1-8 s • 0000 0000 0000•0000. 1-1-8 • . .. .. :0000. LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl LL�/( PLATES GRIP • TCLL 30.0 Plate Grip DOL 1:33 TC 0.02 Vert(LL•) -0.00 1 >999i4 i 6 TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(TL) -0.00 1 >999 180 ' • •••••• BCLL 0.0 Rep Stress Incr •YES WB 0.00 Horz(TL) -0.00 •2 n/a •n/a •6•••• BCDL 10.0 Code FBC2010/TP12007 (Matrix) •••6 Weigh Q-Ib : =•010 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS. (Ib/size) 1=48/0-8-0 (min.0-1-8),2=46/Mechanical accordance with Stabilizer Installation guide. Max,Horz'1=27(LC 4) Max Uplift1=58(LC 4),2=-63(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;'BCDL=5.Opsf,h=15ft;Cat.II; Exp C;Encl.,GCpi=0:18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by ethers)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)1, 2. 4)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was-used in the analysis and design of this truss. LOAD CASE(S) Standard C 4RILT8Y HaGNEMI—K,PA C.1 t/81RI1C11" P.E.22248 E5.>A9MIZ 'Mo 6K M TEfJi42 K"i:I.ORIDA 3355 TEL-(303)2624228• FAX-(30)262-20H Job Truss Truss Type Qty Ply A0025835 8-20-15 J3 ROOF TRUSS 2 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:19 2015 Page 1 ID:gQWLSR2?ojrSCL0yC4waAvykFhm-XelnSoxphg9ag53MgogBFRV2glAD2a1 S187CewyjiDk 3-0-0 3-0-0 Scale=1:5.8 ' 2 3x6 11 3 2.50 12 X1 1 T1 W1 131 o 3x4= Q0 0 Qo _ o o A7 0000 • 0 0000 0000•• • • • • • 0000•• 0000 0000•• • t 00000• •••• 00 .0.0 •• 2-8-0 •....0 r00 0000•2-8-0 ease.. P-4-Q1 • • 0000 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud •• PINES GRID•••:• TCLL 30.0 Plate Grip DOL 1.33 TC 0.12 Vert(LL) 0.00 5 >999 ;' MT20 0 244/1900. TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(TL) 0.00 4-5 >999 180 •000•• • :00..: • 0 BCLL 0.0 Rep Stress Incr -YES WB 0.00 Horz(TL) -0.04 2 n/a n/a • • BCDL 10.0 Code FBC2010/TPI2007 (Matrix) •••• Weight;9 jb LUMBER- BRACING- •• • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation nuide. REACTIONS. (Ib/size) 4=531/Mechanical,2=174/Mechanical,5=685/0-8-0 (min.0-1-8) Max Horz 5=86(LC 4) Max Uplift4=-531(LC 1),2=-256(LC 4),5=-558(LC 5) Max Grav4=470(LC 5),2=174(LC 1),5=685(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuh=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.0psf;h=15ft;Cat. Il; Exp C;Encl.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss.has been designed for a 10.0 psf bottom chord live load nonconcurrerit with any other live loads. 4)Refer to girders)for truss to truss connections. 5)Provide metal plate or equivalent at bearing(s)2 to support reaction shgwn. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at--lb)4=531,2=256,5=558. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed . LOAD CASE(S) Standard (DAMM COIIRILTM EWs FA cry ./87RZIWAI. M 22249 Ea e0MV j WO 891 Mh 7MAM Kft KDMA 3355 7PL-r4m)2626775• FAX-(x5)262-wA Job Truss Truss Type Qty , Ply 8-20-15 J3A ROOF TRUSS 4 1 A0025836 Job Reference(optional) .1. 7.¢�q s Jul 912015 MiTek Industries,Inc. Thu Aug 27 09:37:20 2015 Page 1 ID:gQWLSR2?ojrSCLOyC4waAvykFhm-?rs9f8yRSzHRIEdYOkCQnf2CFheMn1 HcFoslAMyjiDj 3-0-0 3-0-0 Scale=1:5.8 At 2.50 F12 2 • 1 T1 61 0 Qo 0 Q° o QO 99.9• • • 9999 9999•• 3x4= 999•9 0 3• •• •• 6 • • • 9.0.00 0006 0006•• 000090 • • 9 9999•• 9999 9999 • • 3-0-0 6060 Goes* 7810-0 ...... . . .... LOADING (psf) SPACING- 24-0 CSI. DEFL. in (loc) Udefl d PLATES GRIP 0 • TCLL 30.0 Plate Grip DOL 1.33 TC 0.14 Vert(LL) -0.00 1-3 >999 116: : MT20• 244/190•• TCDL 15.0 Lumber DOL 1.33 BC 0.07 Vert(TL) -0.01 1-3 >999 180 0 •99.9•• 000000 9 BCLL 0.0 Rep Stress Incr •YES WB 0.00 Horz(TL) -0.00 .2 n/a •n/a • • • • BCDL 10.0 Code FBC2010ITP12007 (Matrix) '•6• ; Weight:•gib : =•Q�do • 9 LUMBER- BRACING- •• • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc BOT CHORD 2x4 SP No.2 - - purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS. (Ib/size) 1=130/0-8-0 (min.0-1-8),2=105/Mechanical,3=25/Mechanical accordance with Stabilizer Installation guide. Max Hori 1=74(LC 4) Max Uplift1=-115(LC 4),2= 146(LC 4) Max Grav1=130(LC 1),2=105(LC 1),,3=50(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second'gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=S.Opsf;h=15ft;Cat.ll; Exp C;Encl.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been•desigried for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss.to truss connections. - 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except(jt=lb)1=115,2=146. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model Was used in the analysis and design of this truss. LOAD CASE(S) Standard . C4N5tLTAY EWSWM051,FA CIVt/571413PAl F.E.21149 EEL OOO 51t 1220 SK 30h TACE NM RDMA 3330 TF1.-005)262.6225• FAX-f3W262-M4 Job Truss Truss Tyrie , i. Qty ply A0025837 8-20-15 J5 ROOF TRUSS 2 1 Job Reference(optional) 7.630 s Jul 9 2015 MTek Industries,Inc. Thu Aug 27 09:37:20 2015 Page 1 ID:gQWLSR2?ojrSCL0yC4waAvykFhm-?rs9f8yRSzHRIEdYOkCQnf2AThbMn09cFoslAMyjiDj 2-4-0 , 5-0-0 2-4-0 2-8-0 Scale=1:9.6 3 3x8 11 7 2 1 6 1 CCc�� 3x4= 0` Q 5 •4 • • •••• •••••• •••••• •••• •••••• • 2-0-0 5-0-0 • 2-0-0 3-0-0 • . ••• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud •• PLATES GROP••;• TCLL 30.0 Plate Grip DOL 1.33 TC 0.32 Vert(LL) 0.01 4-5 >999 *=V • MT20 • 244/190'• TCDL 15.0 Lumber DOL 1.33 BC 0.26. Vert(TL) 0.01 4-5 >999 1'80 •0 0 0•0 •••••• BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.03 3 n/a n/a • • • • BCDL 10.0 Code FBC2010/TPI2007 (Matrix) ••.• Weight414lb FT�•tT°fp LUIVIBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=31/Mechanical,4=25/Mechanical,5=511/0-8-0 (min.0-1-8) Max Horz 5=122(LC 5) Max Uplift3=-82(LC 5),4=-25(LC 1),5=-446(LC 4) Max Grav3=31(LC 1),,t-48(LC 4),5=511(LC 1) FORCES. (lb)-Max.Comp./Max.Ten:-All forces 250(lb)or less except when shown. WEBS 2-5=-359/409 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II; Exp C;Encl.,GCpi=0.18;C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-8-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or.minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonConcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. -- - 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3, 4 except at--lb)5=446. . 6)"Semi-rigid pitbhbreaks with fixed heels"Member and fixity model was used in the analysis ffr design of Mir,truss. LOAD CASE(S) Standard Otf°0MU.-Ddg M CONRILTPIG.EWA4 5 f A cP&/87RIJGNR& P.E 21149 E&OOVZV M20 61 Mh TMAM M3Af'8,ROMA 3355 7M-(30)2624Z5- FAX-(30)2&2-VW Job Truss Truss Type Qty Ply A0025838 8-20-15 J5A ROOF TRUSS 2 1 r b Job Reference(optional) ' 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:20 2015 Page 1 ID:gQWLSR2?ojrSCLOyC4waAvykFhm-?rsMyRSzHRIEdYOkCQnf264hcYn1 HcFoslAMyjiDj 5-0-0 5-0-0 Scale=1:9.6 2 2.50 12_ 4 T1 1 B1 0 3 3x4= o••• + • 0000 0000•• 0000•• 0000 0000•• • 000000 0 • 0 0000 5-0-0 • 0010 • • 5-0-0 ..;..e LOADING (psf) SPACING- 2-0-0 CSI. j-,DEFL. in (loc) Vdefl •l'_/d•• PLATES GRIP• • TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 Vert(LL) -0.03 1-3 >999 ;M%06 MT20• 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.25 Vert(TL) -0.06 1-3 >866 •180 • • • 0690% BCLL 0.0 Rep Stress Incr ' YES WB 0.00 Horz(TL) -0.00 .2 n/a a n/a0.0.00 w• • 0 BCDL 10.0 Code FBC2019frPI2007 (Matrix) •• • Wi iggt-15 lb fir—h. LUMBER- BRACING- • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc BOT CHORD 2x4 SP.No.2 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=240/0-8-0 (min.0-1-8),2=195/Mechanical,3=45/Mechanical Max Horz 1=127(LC 5) Max Uplift1=-218(LC 5),2=-269(LC 5) Max Grav1=240(LC 1),2=195(LC 1),3=90(LC 3) FORCES. (lb)-Max.•Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL,=5.Opsf;h=15ft;Cat.II; Exp C;Encl.,GCpi=0.18;C-C Exterior(2)0-4-0 to 3-4-0,Interior(1)3-4-0 to 4-8-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked fora plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at--lb)1=218,2=269. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard C40ILJ110 PA - GNB./87RJGTIlRAI. ,° P�.22149 F�>A��51T T710 61 M TOWAGE MA11,1100A 3355 F3 7M-(M)262-6Z25- FAX-1305)262-V14 Job Truss Truss Type Qty ply 83 8-20-15 J7 ROOF TRUSS 8 9 1 A0025 Job Reference(optional) 7.6311 s Jul'9 2415 M1Te Industries,Inc. Thu Aug 27 09:37:20 2015 Page 1 ID:gQWLSR2?ojrSCL0yC4waAvykFhm-?rs9f8yRSzHRIEdYOkCQnf29Shc7no5cFoslAMyjiDj 2-4-0 7-0-0 2-4-4 4-8-0 Scale=1:13.3 2.50 F12 3x8 11 6 2 T1 1 ' 81 3x4= 5 4 0000 • • 0000 •••••- • ••• • • •• • ••• so *see 00.00• • 0000•• • • • 0000 0000 :*see: 2-0-0 7-0-0 0000•• •eggs• ••eee 2-0-0 5-0-0 goose* • 0 00000• 49 •• . 4100.00 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl � PLATEj3 GRIP o TCLL 30.0 Plate Grip DOL 1.33 TC 0.38 Vert(LL) -0.01 4-5 >999 V4 e•: MT 27 244/19 . TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(TL) -0.02 4-5 >999 180 0 0000• •• *Goose . BCLL 0.0 Rep Stress Incr -YES WB 0.08 Horz(TL) -0.02 3 n/a •n/a • • • • BCDL 10.0 Code FBC2010/TPI2007 (Matrix) go•g Weight:�A Ib : =•l�/o • • • LUMBER- BRACING- TOP CHORD 2x4 SP No.2 -TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS. (Ib/size) 3=147/Mechanical,4=25/Mechanical,5=56510-8-0 (min.0-1-8) accordance with Stabilizer Installationuide. Max Horz5=145(LC 5) Max Uplift3=-217(LC 5),5=-419(LC 4) Max Grav3=147(LC 1),4=67(LC 3),5=565(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-438/431 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=S.Opsf;h=15ft;Cat. 11; Exp C;Encl.,GCpi=0.18;C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 6-8-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at--lb)3=217,5=419. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis all esign BY thiscuss. LOAD CASE(S) Standard C4NSULTM 1904E5,PA CML/STtaZ7WAt. P.i=.22248 E&>��512 7770 5.31 M TEWME MA4,f1DMA 3385 TEL-(U*)7424275• FAX-(305)747-WW Job Truss Truss Type ty y A0025840 8-20-15 M1 ROOF TRUSS 4 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:20 2015 Page 1 ID:gQWLSR2?ojrSCL0yC4wa4vykFhm-?rsgMyRSzHRIEdYOkCQni2BShemnl HcFoslAMyjiDj 3-7-0 -9- 3-7-0 -2- Scale=1:7.3 3x4 11 2 3 2.50 Ff2 1 T1 AtA B1 0� A7 3x4= 2x4 11 5 4 • • •••• •••••• 3-9-0 3-9-0 • Plate Offsets(X,Y)— 2:0-2-10,0-0-0 •••• •.•• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defi I./�.•• PL9TES. GRIP•... • TCLL 30.0 Plate Grip DOL 1.33 TC 0.26 Vert(LL) -0.01 1-5 >999 240• • MT180••• 244t19A... TCDL 15.0 Lumber DOL 1.33 BC 0.11 Vert(TL) --0.01 1-5 >999 1116 • BCLL 0.0 Rep Stress Incr YES WB 0.00 IHorz(TL) -0.00 2 n/a "*:e: BCDL 10.0 Code FBC2010/TP12007 (Matrix) 6 • W(W:.1%lb Mr7`"A. LUMBER- BRACING- ' ' • 6 • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly4pipfledor 3-9-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=169/0-8-0 (min.0-1=8),2=169/Mechanical,5=38/Mechanical Max Horz 1=104(LC 4) Max Uplift1=-152(LC 5),2=-242(LC 4) Max Grav1=169(LC 1),2=169(LC 1),5=75(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf,h=15ft;Cat.II; Exp C;Encl.,GCpi=0.18;C-C Exterior(2)0-4-0 to 3-5-4,Interior(1)3-5-4 to 3-9-0;Lumber DOL=1.60 plate grip DOL=1.60 - 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord We load nonpo�T.rent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide metal plate or equivalent at bearing(s)2 to support reaction shown. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)1=152,2=242. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysia f �o 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not ex 0 CONSIII-Tm f A LOAD CASE(S) Standard UY ./STRX17 A(. P.i=27149 Ea DOOM _ r Wo SAL M 1I M4M K",RD MA 3M AN 2 5 2015 TF1-f305)76Z-faT15• fAx-(3�)4b2-�N Job Truss Truss Type Qty . Ply 8-20-15 T1 MOD.QUEEN 6 1 A0025841 Job Reference(optional) ' 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:212015 Page 1 ID;gQVVLSR2?ojrSCLOyC4waAvykFhm-T1 QXtTz4DHPIvOClyRjfKsaCx5oYWORIUSclipyjiDi 5-3-14 9-4-3 ,. 134.8:: ,174,13 21-5-2 26-9-0 5-3-14 114-0-5 4-0-5 4-0-5 4-0-5 5-3-14 Scale=1:44.8 Camber=9/16 in 2.50 12 4x4= 3x4:::7' 4 14 3x4 3 13 5 2x4 2x4 26 12 15 Cl) 1 7 o e 3x10= 11 10 9 8 3x10= 3x4= 5x6 WB= 3x4= 3x8= • • •••• •••••• 7-4-1 1 13-4-8 1 19-4-15 •••••• 26-9-000• 0000:0 Plate Offsets(X,Y)- 1:0-5-0,Ed a .0-5-0,Ed a 6-0-7 6-0-7 • • 7-4-1• • •.•..• ( GRA jW..• PLpTES• GRA•.• LOADING (psf) SPACING- 2-0-0 CSI. DEFL' in loc Vdefl TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Vert(LL) -0.45 9 >693 240 M7•2tr••• 244(114• TCDL 15.0 Lumber DOL •1.33 BC 0.84 Vert(TL) -1.02 8,9 >306 18.0 •* • BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.20 7 n/a "' ' • BCDL 10.0 Code FBC2010/TP12007 (Matrix) • • Wftt;:V Ib fl'�Q�Io LUMBER- BRACING- ' • ' •'•••' TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directifapolied or 1-11-7 oc BOT CHORD 2x4 SP M 30 purlins. WEBS 2x4 SP No.2 ,8_0T CHORD Rigid ceiling directly applied or 4-7-11 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS. (lb/size) 1=1435/048-0 (min.0-1-11),7=1435/0-8-0 (min.0-1-11) accordance with Stabilizer Installation guide. Max Horz 1=2(LC 4) Max UpNft1=-721(LC 4),7=-721(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-5251/2530,2-12=-5191/2535,2-3=-4792/2247,3-13=-3485/1716, 4-13=-3445/1723,4-14=-3445/1723,5-14=-3485/1716,5-6=-4792/2247, 6-15=-5191/2535,7-15=5251%2530 BOT CHORD 1-11=-2417/5072, 10-11=-2013/4318,9-10=-2013/4318,8-9=-2015/4318, 7-8=-2415/5072 WEBS 2-11==502/377,3-11=-139/504,3-9=-1088/567,4-9=-436/1067, 5-9=-1088/567,-5-8=139/504,6-8=-502/377 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph; HVHZ;TCDL=5.Opsf;BCDL=5.0psf;h=15ft;Cat. II;' Exp C;Encl.,GCpi=0.18;C-C Exterior(2)04-0 to 3-4-0,Interior(1)3-4-0 to 13-4-8, ExteriFoffd Lumber DOL=1.60 plate grip DOL=1.60 Olp�� 3)The solid section of the plate is required to be placed over the splice line at joint(s)10. 4)Plate(s)at joint(s)1,4,7, 11,2,3,9,5,8 and 6 checked fora plus or minus 6 degree rotanter. MILT /87NSNEL PA CIVt1,5)Plate(s)at joint(s)10 checked for a plus or minus 3 degree'rotation about its center. i'>=2 45 F�>PA6)This truss has been designed for a 10.0 psf bottom chord live load noncoricurrent with an . Tno Wi1.M TERRACE HM,M010A 3355 Continued on page 2 TEL-(305)2824228• FAX-(3097262-ZM Job Truss Truss Type Qty Ply ' A0025841 8-20-15 T1 MOD.QUEEN ' 6 1 Job Reference(optional) 7.630 s Jul 9 2015 MTek Industries,Inc. Thu Aug 27 09:37:212015 Page 2 ID:gQWLSR2?ojrSCL0yC4waAvykFhm-T1 QXtTz4DHPIvOClyRjfKsaCxSoYWORIUSclipyjiDi NOTES- 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)1=721,7=721. 8)"Semi-rigid pitchbreaks with foxed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard „•�. . , : +� ,,, _ . 0000 • • .••• 0000•• 0000•• 0000 0000•• • 0000•• ••0• • • 0000•• 0000 • • • •••• •••• 0000• 00.00• • • 0000• • • 0000•• •• •• • 0000•• • • • • • .0000• 0000•• SUP Off' Q Ca&LTW z FA CIVL/871dlC I" P.E-22249 EDL OOM12 WO SAL M TEFAM P8".F1DMA 3385 TEL-(3IDS)262-8715• FAX-(305)261-WH Job Truss Truss Type Qty Ply ` A0025842 8-20-15 V11 KINGPOST 1 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:22 2015 Page 1 4V,"l qjf ,1L0,yq4waAvykFhm-xD_v4p_i_bX9XYnxV9Eus47UgVIQFxnvj6LsFFyjiDh 6-0-0 a. , _ 12-0-0 6-0-0 6-0-0 Scale=1:19.2 2.50 Ff2 44= 2 6 7 5 T1 T1 g W1 1 3 3x4= — - 2x4 11 3x4= 0000 • • •••• 00.0.0 • • • • n•• • 0 •• • 6-0-0 1L•V'.J•. •0009• 0.000• 6-0-0 6►0• •• 9 9 • LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl M;:::. PLA=0 0 GR180••• TCLL 30.0 Plate Grip DOL 1.33 TC 0.34 Vert(LL) n/a - n/a 99 MTJO 2444'{ TCDL 15.0 Lumber DOL 1.33 BC 0.22 Vert(TL) n/a - n/a 9§ : : •.••:• •• BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a rVA • ' ••••:• BCDL 10.0 Code FBC2010/TP12007 (Matrix) •• Weight:033 lb FT=%016 Sasso LUMBER- BRACING- 0 0 • 0 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sh ifi •'••• BOT CHORD 2x4 SP No.2 purlins. g Directly aDP4sd.°r 6-0-WOV WEBS 2x4 SP No.2 I�OT CHORD Rigid ceiling directly applied or 10-016oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=209/12-0-0 (min.0-1-8),3=209/12-0-0 (min.0-1-8),4=591112-0-0 (min.0-1-8) Max.Uplift1=-162(LC 4),3=-162(LC 5),4=376(LC 4) Max Grav1=220(LC 7),3=220(LC 8),4=691(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All.forces 250(lb)or less except when shown.. WEBS 2-4=-417/359 NOTES- 1)Unbalanced roof live loads have been considered for this design. - 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat. II; Exp C;Encl.,GCpi=0.18;C-C Exterior(2)1-5-0 to 4-5-0, Interior(1)4-5-0 to 6-0-0;Exterior(2)6-0-0 to 9-0-0;Lumber DOL=1.60 plate grip•DOL=1.60 3)Plates checked for a plus or.minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 162 Ib uplift at joint 1, 162 Ib uplift at joint 3 and 376 Ib uplift at joint 4. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis . LOAD CASE(S) Standard (w-affluvoD M C 0ILT Ci 13021 FA d14./STRJGfllF'AL P.E=9 E79 MV5,12 -R20 SAM 7ERRACE 1 MM FLORIDA 3355 7E1.-(303)2626225• FAX-00)262-20141 Job Truss Truss Type _ Qty _ Ply, ' '' A0025843 8-20-15 V11A ROOF TRUSS 1 _ 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:22 2015 Page 1 ID:gOWLSR29ojrSCL0yC4waAvykFhm-xD v4p_i_bX9XYnxV9Eus47Wj'VKBFxyvj6LsFFyji0h 3-10-8 f�-4-$ _ 7-9-0 11-7-8 3-10-8 -6- 3-4-8 3-10-8 Scale=1:19.6 2.50 12 3x4= 3x6 11 3x6 11 3x8 11 2 3 4 9 5 rill T1 1 3x4 8 7 6 .� 0000 • • •••• 06.0.0 60 • • •• • 3-10-8 -4->3 7-9-0 ••••44-7-8 �•:••6 ••1.0• 3-10-8 -6- 3-4-8 ••6:3.10-8 - • -- gasses_ Plate Offsets(X,Y)— [2:0-2-0,0-0-11 .••. •••• • • 0000 ••0• 000 LOADING (psf) SPACING- 2-M - CSI. DEFL. in (loc) Vdeft �(c� PLJATES Glee• - ► TCLL 30.0 Plate Grip DOI- 1.33 TC 0.21 Vert(LL) n/a - n/a $$9-• MIFX • • 244/12 0•• • TCDL 15.0 Lumber DOL •1.33 BC 0.11 Vert(TL) n/a - n/a 999 of 0 ••X40• BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 6 n/a 'Vdk:0 • 0 BCDL 10.0 Code FBC2010/TPI2007 (Matrix) • WjQt H Ib 4FI04 % LUMBER- BRACING- • • • foe •-••-- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly p9pliey or 6-0-0 oc • BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 90TCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All.bearings 11-7-8. (lb)- Max Horz 1=54(LC 4) Max Uplift.All uplift 100 Ib or less at joint(s)except 1=-107(LC 4), 6=-138(LC 5),7=2611(LC 5),8=-224(LC 4)' Max Grav All reactions 250 Ib or less at joint(s)1,6 except 7=430(LC 1),8=352(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-7=-353/300,3-8=-272/237 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11; Exp C;Encl.,GCpi=0.18;C-C•Exterior(2)1-5-0 to 3-10-8, Interior(1)310-8 to 11-5-12;Lumber DOL=1.60 plate grip DOL=1.60 - - 2)Provide adequate drainage to prevent water ponding. -- -- 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 1-0.0 psf bottom chord live load nonconcurrent with an o dry(( � X71. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstandi a joint 138 Ib uplift at joint 6,261 Ib uplift at joint 7 and 224 Ib uplift at joint 8. Coh18tA-Tm Bwom PA 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysi a d i f this truss Cht/87RJGit RAl. PE 22249 Ea 000W LOAD CASE(S) Standard Wo SAL 3`kh Ti3'3ZAM Wt KDMA WTb 7F1-003)767-&ZS- FAX-(XV 262-204 Job Truss Truss Type Qty Ply ' A0025844 8-20-15 V15 ROOF TRUSS 1 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:22 2015 Page 1 ID:gQWLSR2?ojrSCL0yC4waAvykFhm-xD v4p i_bX9XYnxV9Eus470PVEJFwZvj6LsFFyjiDh 8-0-0 16-0-0 8-0-0 8-0-0 Scale=1:25.6 2.50[-1-2 4x5= 2 5 T? 7 T1 8 T 1 3 3x4 4 3x4= 5x6= • • •••• •••••• 16-0-0 • 16-0-0 •••••• 0 0 • Plate Offsets(X,Y)— 2:0-2$,0-2-8 4:0-3-0,0-3-0 sees •••• i 0609i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl J4•• PL,pTES,. G4;00*• TCLL 30.0 Plate Grip DOL 1.33 TC 0.74 Vert(LL) n/a - n/a 99.9.. MIM••• 24g/a JQ•• TCDL 15.0 Lumber DOL •1.33 BC 0.49 Vert(TL) n/a - n/a 999 • BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a 11d';• • •• BCDL 10.0 Code FBC2010/TPI2007 (Matrix) W jig!t;J5 Ib '"I•A 6to LUMBER- BRACING- • • • see •••••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directit gpoliel or 6-0-0 oc BOT CHARD 2x4 SP No.2 purlins. OTHERS 2x4 SP No.2 BOOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) '1=300/16-0-0 (min.0-1-11),3=300/16-0-0 (min.0-1-11),4=848/16-0-0 (min.0-1-11) Max Upl'Ift1=-198(LC 4),3=-198(LC 6),4=-447(LC 5) Max Grav1=316(LC 7),3=316(LC 8),4=848(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-599/440 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-;second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11; Exp C;End.,GCpi=0.18;C-C Exterior(2)1-5-0 to 4-5-0,Interior(1)4-5-0 to 8-0-0,Exterior(2)8-0-0 to 11-0-0; Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. . 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load'nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 198 Ib uplift at joint 1, 198 lb uplift at joint 3 and.447 lb uplift at joint 4. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis fWi0aingop LOAD CASE(S) Standard CONSLT>l•Y PA C1V1t./07RllCitlRAt. PF 22149 F.lB.¢ImID55II 7770 OIL Mh IMAM 11",P DFOA 3386 TM-1305)767-6735• FAX-(305)262-W4 Job Truss Truss Type Qty Ply A0025845 8-20-15 V19 ROOF TRUSS 1 1 r. Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:22 2015 Page 1 FD:gQWLSFQ2?bjrSCLbyC4waAvykFhm-xD v4p i bX9XYnxV9Eus47UEVIeFxsvj6LsFFyjiDh 6-5-0 , 10-0-0 , 13-7-0 , _ 20-0-0 , 6-5-0 3-7-0 3-7-0 6-5-0 Scale:3/8"=1' 2.50 12 4x4= 3 2x4 11 2x4 11 KXXXXXXXXXX R-4 2 11 12 4 10 T1 T T1 13 1 5 3x4 s 9 8 7 6 3x4 2x4 11 3x4= 2x4 11 2x4 11 • • •••• •••••• 6-5-0 13-7-0 ...... 20-A:O.' ....:. 6-5-0 7-2-1 ...;.. 6-5-0. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl dJd Pid-IME*S• GFEP TCLL 30.0 Plate Grip DOL 1.33- TC 0.37 Vert(LL) n/a - n/a 90"� MT2c" 24 MV. TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(TL) n/a - n/a 99l'• ; ; ••••• BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a "a•• • •••••• BCDL 10.0 Code FBC2010/TP12007 (Matrix) •••••• Weigh&60 Ib FT gib% LUMBER- BRACING- •••••• TOP CHORD 2x4 SP No.2 - 16P CHORD Structural wood sineatlnin+g directly applied or 644saa.: BOT CHORD 2x4 SP No.2 purlins. Go •' .'; ' ' WEBS' 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 100 oC bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-0-0. (lb)- Max Uplift All uplift 100 Ib or less at joint(s)except I= 1 46(LC 4), 5=146(LC 5),7=-107(LC 4),9=-312(LC 5),6=-312(LC 4) Max Grav All reactions 250 Ib or less at joint(s)1,5 except 7=255(LC 1),9=596(LC 7),6=596(LC 8) - FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=-.460/334,4-6=-460/334. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf,h=15ft;Cat 11; Exp C;Encl.,GCpi=0.18;C=C Exterior(2)1-5-0 to 4-5-0,Interior(1)4-5-0 to 10-0-0;Exterior(2)10-0-0 to 13-0-0; Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live Ipad nonconcyrrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable Of withstand' at joint 146 Ib uplift at joint 5, 107 Ib uplift at joint 7,312 Ib upliff at joint 9 and 312 Ib uplift at join nI M Q 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used`in the analy is o is russ. CONSULTING EWAeETMI,FA LOAD CASE(S) Standard CP&I STR CIWI A P.E.27149 E11000012 • 7710 BL13�h 7ERRAGE F6NM,Fi.ORFDA 33&5 'APB 2 5 205 7EL-1305)261-b7l5• FAX-135)2HT-2mFF Job Truss Truss Type Qty . Ply A0025846 8-20-15 V3 ROOF TRUSS 1 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:212015 Page 1 ID:gQWLSR2?ojrSCL0yC4waAvykFhm-T1 QXtTz4DHPIvOClyRjfKsaMys?hwUWIUSclipyjiDi 2-0-0 i 4-0-0 2-0-0 2-0-0 Scale=1:7.6 3x4= • 2.50F1_2 2 3 1 LA T1 T1 0000 • • 0000 0000•• 00 • • 0• 0 4-0-0 • • • • • 0000•• 4-0-IJ 000600 . Plate Offsets(X,Y)— [2:0-2-0,Edge] ...••• ••• 0000 • LOADING (psf) SPACING- 2-0-0 • CSI. DEFLin (loc) Udefl 1/800* PLA'VS' GRIFi";"• TCLL 30.0 Plate Grip DOL 1.33 TC 0.14 Vert(LL) n/a - n/a 999;"; MT:Q.•;• 244/f90"' TCDL 15.0 Lumber DOL •1.33 BC 0.00 Vert(TL) n/a - n/a 999 •• • 000000 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a r*/o••o o . .' BCDL 10.0 Code FBC2010/TPI2007 (Matrix) ' ' ' Weight:fylb ":oCr/g • ' LUMBER- BRACING- 0 0 • 000000 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood she8thing9direcdyjppZ8d or 4-0'0 oc ' purlins. •• • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS. (Ib/size) 1=116/4-0-0 (min.04-3),3=116/4-0-0 (min.0-9-3) accordance with Stabilizer Installation guide. Max Uplift1=-151(LC'4),3=151(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11; Exp C; Encl.,GCp'i=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous'bottom chord bearing. 5)Provide mechanical connection(by others)of truss to bearing plate capablp of withstanding 100 Ib uplift at joint(s) except Qt=1b)1=151,3=151. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard. chr>}./STRZIWAt. P.E,=49 i &I OM12 Mo 613-b TERRACE Mk.iTZMA 3355 7F1-rx*)2(,24225• FAx•(3m)2&2-2oA Job Truss Truss Type Qty Ply ' A0025847 8-20-15 V3A ROOF TRUSS 1 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:212015 Page 1 ID:gQWLSR2?ojrSCL0yC4waAvykFhm-T1 QXtTz4DHPIvOClyRjfKsaNJS?tWU WIUSclipyjiDi 3-9-0 , 3-9-0 Scale=1:7.1 2.50 12 5x6 2 1 CP W1 131 WMXXXX 0000�656666,> �166! X XX> X) 9 3 3x4 0000 • • 0000 0000•• 0000•• 0000 0000•• Plate Offsets(X,Y)— [2:Edge,0-1-14] .••••• LOADING (psf) SPACING- 2-M CSI. DEFL. in floc) Udefi L/b••• PLATL*g• GRIP••.• TCLL 30.0 Plate Grip DOL 1.33 TC 0.12 Vert(LL) n/a - n/a 999 •• MT2Q.•0• 244/494••• TCDL 15.0 Lumber DOL •1.33 BC 0.05 Vert(TL) n/a - n/a 9@6 ••r . 0609:9 . BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a G/A••0 M • • BCDL 10.0 Code FBC2010/TPI2007 (Matrix) • Weight:%Ib FT=30/0 ••0000 • LUMBER- BRACING- : •�• • ..•••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood she ping directlx 8pIjib§or 3-9.0 oc • BOT CHORD 2x4 SP No.2 purlins, except end verticals. •• • WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=12013-9-0 (min.0-1=8),3=120/3-9-0 (min.0-1-8) Max Horz 1=58(LC 4) Max Uplift1=-112(LC 4),3=-124(LC 4) FORCES. (lb)-Max.Comp./Max.Ten;-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;)A lt=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.II; Exp C;Encl.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at--lb)1=112,3=124. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard =NRLTAY. f'.4 t�1'It./87�dlGtlpiAL RE.=49 E&t00' I2 'WO SAL 8%h TERRACE f#1,FLORIDA 8336 F3TEL-[305)767.6725• FAx-f3m8)267-201! Job Truss Truss Type Qty Ply A0025848 8-20-15 V5 ROOF TRUSS 1 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:212015 Page 1 ID:gQWLSR27ojrSCL0yC4wa4vykFhm-T1 QXtTz4DHPIvOClyRjfKsaLy5zyWU WIUSclipyjiDi 3-10-8 , 5-7-8 , 3-10-8 1-9-0 Scale=1:10.8 3x4= 2.50 FUT 3x8 11 2 3 • T2 T1 1 W1 B1 4 3x4 1 •••• • • 0000 0000•• 5-7-8 • • • -•-•-• 0000•• 5-7-8 _ Plate Offsets(X,Y)— 2:0-2-0,0-0-1 • 000000 • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 0800 PLS GRIP0_••• TCLL 30.0 Plate Grip DOL 1.33 TC 0.21.: Vert(LL) n/a - n/a 991--: Mjjq• • 244" TCDL 15.0 Lumber DOL 1.33 BC 0.18 Vert(TL) n/a n/a 889•• • 066666 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a •rrda••• • .' BCDL 10.0 Code FBC201 O/TP12007 (Matrix) ; • ; Weight:.15 lb - 0% LUMBER- BRACING- 0• •• • 0....; TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sh8fithiny direc%Pa*t0d or 5-'I-8 oc • BOT CHORD 2x4 SP No.2 purlins, except end verticals. •• • WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=224/5-7-8 (min.0-1-8),4=224/6-7-8 (min.0-1-8) Max Horz 1=65(LC 4) Max Uplift1=-196(LC 4),4=186(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2~315/243,2-3=-279/257 BOT CHORD 1-4=-257/279 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf;h=15ft;Cat.II; Exp C;Encl.,GCpi=0.18;C-C Exterior(2)1-5-0 to 3-10-8,Intedor(1)3-10-8 to 5-5-12; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstands except(jt--lb)1=196,4=186. Apap ,Q 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysi o CONS ILTM P.& LOAD CASE(S) Standard th./57RJGT" j'.F-22149 Ea 00MI2 7220 SBL Mh TERRACE f9"MoFJDA 3385 TM-(M5)262-6Z5- FAX-00)262-20W Job Truss Truss Type Qty Ply A0025849 8-20-15 V7 ROOF TRUSS 1 1 . �• Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:212015 Page 1 ID:gQWLSR2?ojrSCL0yC4waAvykFhm-T1 QXtTz4DHPIvOClyRjBCsaK35wtwUWlUSclipyjiDi 4-0-0 , A 8-0-0 4-0-0 4-0-0 Scale=1:14.8 r 2.50 12 3x4= 2 T1 T1 1 3 61 3x4= 3x4= 9999 • • 9999 9069•• 8-0-0 • •0.9• ••960• 8-0-0 • 9999•• • Plate Offsets(X,Y)— [2:0-2-0,Edge] .:*0000 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl UV-09 PLAM 6 GRIV:*6 0 TCLL 30.0 Plate Grip DOL 1.33 TC 0.26 Vert(LL) n/a n/a 999;00; MT:Q••;6 2441'1909• TCDL 15.0 Lumber DOL 1.33 BC 0.37 Vert(TL) n/a n/a 999 •• • 000000 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a Wao•6• 0 0' BCDL 10.0 Code FBC2010/TP12007 (Matrix) : • : Wejght:?A Ib LUMBER- BRACING- 0 ••9 000060 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood she5tfting0directly.Jppj94 or 6-0!0 oc • BOT CHORD 2x4 SP No.2 purlins. •• • BOT CHORD Rigid ceiling directly applied or 7-4-9 oc bracing. - -— :tc recommends that Stabilwith Stabilizer Installation uide.izers and required 7a'coordance oss bracing be installed during truss erection,in REACTIONS. (Ib/size) 1=284/8-0-0 (min.0-1-8),3=284/8-0-0 (min.0-1-8) Max Uplift1=-249(LC 4),3=249(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-589/677,2-3=-589/677 BOT CHORD 1-3=-629/558 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf,h=15ft;Cat. II; Exp C; Encl.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except(jt=1b)1=249,3=249. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis An jesign 61MIs truss. .�,�t,—, LOAD CASE(S) Standard C0 6 LTM_ FA CNS./STIa1GiURAI. P.F.22149 Fes.00M12 MW 831 nh TMUM I8"RDFOA BFB TEL-!305)2626725• FAX-(305)262-WH v• Job Truss Truss Type Qty Ply A0025850 8-20-15 V7A ROOF TRUSS 1 1 il Job Reference(optional) ' 7.630 s Jul 9 2015 MTek Industries,Inc. Thu Aug 27 09:37:22 2015 Page 1 ID:gQWLSR2?ojrSCLOyC4waAvykFhm-xD v4p_i_bX9XYnxV9Eus47V5VKKFx3vj6LsFFyjiDh 3-10-8 7-7-8 3-10-8 3-9-0 Scale=1:14.4 2.50 12 6x6 3x8 11 2 6 3 T2 Ti 1 WVVT 5 4 3x4= • • •••• •••••• 3-10-8 7-7-8 •• •• • ...... '•�� ....:. ' 3-10-8 3-9-0 Plate Offsets(X,Y)— 2:0-3-12,0-2-4 ...... LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/a"' PLATE'SGRV:-' TCLL 30.0 Plate Grip DOL 1.33 TC 0.31 Vert(LL) n/a - n/a 999;96; MT:Q••;, 244f1W0 TCDL 15.0 Lumber DOL •1.33 BC 0.10 Vert(TL) n/a - n/a 999 •• • ••.••. BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a ro/e•••. • .' BCDL 10.0 Code FBC2010/TP12007 (Matra) Weight:2.1 Ib tj igYo LUMBER- BRACING- : •'• ' :•••.: TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheAAing directIyjppj8Q or 6-A oc • BOT CHORD 2x4 SP No.2 purlins, except end verticals. •• • WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=143/7-7-8 (min.0-1=8),4=190/7-7-8 (min.0-1-8),5=335/7-7-8 (min.0-1-8) Max Horz 1=61(LC 4) Max Upliftl.=l33(LC 4),4=-184(LC 5),5=-209(LC 4) FORCES. (lb)-Max.Comp./Max.Ten,-All forces 250(lb)or less except when shown. WEBS 2-5=268/257 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph; HVHZ;TCDL=5.Opsf;BCDL=5.Opsf,h=15ft;Cat. II; Exp C;Encl.,GCpi=0.18;C-C Exterior(2)1-5-0 to 3-10-8,Interior(1)3-10-8 to 7-5-12; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage-to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. ., 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord liveload'nonconcurient with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable-of withstanding.100 Ib,uplift at joints) except(jt=1b)1=133,4=184,5=209. 7)"Semi-rigid pitchbreaks with fixed heels"Member'end fixity model was used in the analysis f" u LOAD CASE(S) Standard CO*WLT Y PA Ch4L/87RJGIllRAL PE 77149 E9:>A2�551t =0 8Bt 3`%h TERRACE KAM RDMA 33&5 M-005)2624225- FAX-OW 262-M4 Job Truss Truss Type Qty Ply ' A0025851 8-20-15 V9 ROOF TRUSS 1 1 t Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 27 09:37:22 2015 Page 1 ID:gQWLSR2?ojrSCL0yC4waAvykFhm-xD v4p i bX9XYnxV9Eus47XpVKrFxlvj6LsFFyjiDh 3-10-8 , 6-9-0 9-7-8 , 3-10-8 2-10-8 2-10-8 Scale=1:17.9 2.50 F12 6x6= 3x6 11 3x8 II 2 3 4 T1 1W11 11 VV I 7 6 5 3x4= 0000 • • • • 0000 0.66.0 3-10-8 6-9-0 •6••�-7-8 ••�66� •6••i6 3-10-8 2-10-8 .6•;?,;10-8 6 6 Plate Offsets(X,Y)— 2:0-3-12,0-2-4 00 0 ...... .- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl VcT 0 6 PLA•rm- GRIP••• TCLL 30.0 Plate Grip DOL 1.33 TC 0.14 Vert(LL) n/a - n/a 699•• M'F20 • 24414�C•• TCDL 15.0 Lumber DOL 1.33 BC 0.07 Vert(TL) n/a - n/a esd 0 6 • *00000 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a j"6 0 6 •• BCDL 10.0 Code FBC201 O/TPI2007 (Matrix) • Wight:J 8 Ib 1 Quo LUMBER- BRACING- : .*9 • ;••••; TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood shfthin9 directlyeappNV or 64-0 oc • BOT CHORD 2x4 SP No.2 purlins, except end verticals. •• 6 WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All.bearings 9-7-8. (lb)- Max Horz 1=57(LC 4) Max Uplift All uplift 100 Ib or less at joint(s)except I= 1 09(LC 4), 5=-107(LC 5),7=-191(LC 4),6=239(LC 5)' Max Grav All reactions 250 Ib or less atjoint(s)1,5 except 7=.281(LC 1),6=347(LC 1) FORCES. (lb)-Ma(.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=-290/269 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph; HVHZ;TCDLf;5;0psf;BCDL=5.Opsf;h=15ft;Cat.II; Exp C;Encl.,GCpi=0.18;C-C Exterior(2)1-5-0 to 3-10-8,Interior(1)3-10-8-to-9=5-12;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with an o d -(�, l , 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstandi g n 107 Ib uplift at joint 5,191 Ib uplift at joint 7 and 239 Ib uplift at joint 6. TM FA 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysi of this truss. GfY /ST>�lGTUFtAI ]Of-22249 M Qm05512 LOAD CASE(S) Standard 1220 69"h MRIZAC6 K",RDFJDA 83Fh 1st..-(W5)262.6uz• FAX-W)262-20A /CUSP 7. SKH — Standard 45° skew hanger allows for a 400 to 50` skew range, without hanger modification. �..� SKHH—For heavier.applications. --;"':.. materials: 14 w 16 gauge Finish: G90 galvanizing;SKH26VR-GC&SKH210UR-GC—Gold Coat Options: SKH26VR, SKH28UR, & SKH210UR are available in Triple Zinc. To order,add TZ to stock number,*as in SKH26L-TZ. SKH26VR,&SKH210UR are available in Stainless Steel.To order,add SS to stock number, as in SKH26L-SS. Codes: ESR-1781, FL13285, Dade County, FL 07-021420, FL570, L.A.City RR 25843SKH26f7 g Installation: Right skew • Use all specified fasteners.See Product Notes, page 11. • The hangers listed are for standard sizes and will accommodate a 40°to 50°skew range- Ca • Most sizes do not require a miter cut for installation. Refer to chart footnote identified with an asterisk. • Illustrations show left and right skews.(SKH_L=skewed left;SKIt R=skewed right) ..�,,�-^w"f'�,.:.. a..•�.• o • For I-Joist installations, web stiffeners are required. • Refer to illustration for staggered I-Joist application for double 2-, 25/16-, and 21/2" models. SKH26L � • For double I-Joist installations,web stiffeners between 1-Joists are required. Left skew AVAILABLE IN Drive na1( Right skew O Q T g � s 1-eft skew 00000• • • 0000 0000•• at angle • • • - • •• • 0 00 0 Fuer Sdudulex' 00000 • Header lolst DFL/SP • ••••S-P-F • • US Sim Fkw Roof Dpi' Roof • code i 009: Beam/Joist size SYack No. Ref.No. Gauge 1N H D Ory Type Qty Type 1170% 1i5% 125% 160% 9091 15% 125° ••Ref. ••••• 2 x 4 S 9-24UR SURIL24 16 1-06 3-114 1718 4 i6d 4 10d x 1-12 510 510 516 SKHZ6UR SURA 565, 410 510 565 •5,f30,R5 •i.o•• 2x 6-8 16 •1-9/16 5.114 1 718 6 16d 6 10d z 1-12 • 5 SKH�LB�GC -- 8 N16G-GC 6 NI . 830 690 890 1085.0715• 820 890 930 *too* 2x8-10-12 SKH28LIR -- 16 1-ams 7-114 1 78, 10 16d B 1Dd x 1-12 13801465 1465 1 0 7465 1240 D3 • • SUR/L210, • 2x10-12.14 Sl1RU1416 19116 9114 1718 16d 10 10dxl-la 0 •• i• 0000• 1797 1790 1790 1565 1665 d790 1790 1550 • SKM10LR-GC -- 14 N16C GC 10 N10Gc • ••••• 1314 x 9-114-14 SKH172M R SLOL1.81P9 16 1-13116 944 •1-718 1$• 10d 10 10d x 1-12 1825 9878 2030 1565 1400 1810 •150 tib! v 1-3/4x11-1/4-18 SIO11724L1R SURIL-81/14 SORB 1Bti14 16 IAMB 11-118 1718 16 10d 10 10dx 1-12 1855 2135 2321 1565 1600 1840 2300 1 550 SURUJ2M 2-2-1!8x9-114-14 8KH2OWI X119 - 16• 2-19 9 -1718 . 14 i0d 10 10dx1-12 '1875 1870 2030 1565 1400 1618 7750 'ice 2-Z-1Ifix11-114-18 SIOi2. . S111ry 1 16 2-118 ti i7/8 i6 10d 10 10dx1-12 180 2185 2320 1565 1600 1848 Mo 1550 5, 2-114-25(!6x � 2• 16 2-3/8 1-718 1-78 14 10d 10 10dx1-12 1625 1870. 20� 1b65 1400 1810 1750 1550 �' 9-114-14 R5 2-0 6 2-1/4-1f4-1 x 4� ��I� 16 2-318 10-78 1-78 16 10d 10 10dx14N 18%, 2135 232fl 16Gi 1800 1840 7180 1�U 11-1I4-18 3x6-8 SKH36L -- 16 2-3Y•I6 4.314 1-38 6 16d 8 94d z 1-12 0 950 1025 1085 715 B20 BEES 93p 3 x 8-10-12 19KOMM 16 2-9!16 6-314 1-38 16 16d 8 lOdx1-112 1380 1585 1566 9380 1190 1370 1480 1240 3x10-12-14 SKH310UR -- 16 2416 8-314. 138 14 18d 10 10dx112 1930 2220 7150 1665 1 5 2085 1550 3x11-14-16 SKH3121.1R —_ 15 2-916 10.314 1-38 16 16d 10 ,10dX1-12 2210 2500 2500 1565 1@05 29� 7380 1550 2-112 x 9-114-14 Wi2520I.1R SURA 26819 16 2-916. 858 17B 14 10d 10 100x1—in 1625 1870 12D30 I 1�%1 1400 11610 1750 15� 24kx11114-18 90i7524t/R256% 4 16 2-3116 '10314 1-78 16 i0d 10 70dx1-i�1 185C 2135 2321 1W5.1 1600 1840 2DOD 1550 SURA25G/1 ' 2-518x9-U4-14 91pf0ljR -- 16 2-tifl6 811h6 17B 14 1od 10 10dx1-12 1625 .1870 2030 1565 1400 1810 1750 15� 2-58 x 11-114-16 SKH2624UR —_ 16 211!16 1011!16 178 '16 10d 70. i0d x 1-i2 185 2135 2320 1565 1600 1 1550 1)WE bads have been hmeased 60%fDrwM W saw*bis;W kpiW ixxease dW he penrAed 2)10d x 1-112 rags and NiOt�C are 9 gauge(0.148'0 p2-7-12'bng. . 3)Mimaen nal Wbeftod aW be 1-12"for 10d ro&and 1.68'for 16d and N16DGC rak continued on next page 1-800-328-5934•www US.Pconnectors.com ,->�•- ,w :.,•--moo-* .>t 'x er. .•i,` ,, �,,r,,TUrg `„�,`. s. � W,y�. y;':d ,i,. a w's �.,e�_•P°^ '<.rh-r'-rr�' FTt ^L , 11 i _, 6 -I 1':� m+ +-::W ! 6 tis. r ,.s P+:• ° {-.�'' g `&e ��,,,,•`'�`�' � � sir °v a t GENERAL NOTES NOT'AS GENERALES HAND ERECTION-LEVANTAMIENTOAMANO Trusses are not marked in any way to identify Los trusses no estan mbrcados de ningun modo que I tr::.,+•.;n',n ' the frequency or location of temporary bracing. idendfique la frecuer da o local zacbn de los err ostres i' ^.'•rn';u:I * i• ,,r,, : 14•I t . i Follow the recommendations for handling, (bracing)temporales.Use las remmerdaciones de manejo, Installing and temporary bracing of trusses. Instalackin y ardostre temporal de los trusses.Vea el(yjgtp Refer to SCM 1-03 Guide to -nod Practice for BCSI 1-03 Guia de Bum PrActica riara e1 Man o.Instalad6n Lp`,�rd, U vanR•n• Handling. Installing &Bracing of Metal Plate y Arros[re d los Trusses Madera n wrtados mn J''I;'°t,iu•, kx. U rt�r. Connected Wood Trusses for more detailed auv,r,.td.•n: d•.-a„L:,.;,.. v: Platys de Metalpa2 gra ma :: %•:' information. P Ya informadbn. � p.,••.„n�;nv. -. ...-. 1 I:u,�-.:L :I, Las dibujos de diseito de los trusses lxleden espmficar Trusses up to 20' y,.,, ,,,, ,., Trusses up to 30' Truss Design Drawings may specify locations of Trusses hasty 20' -lel Trusses hasty 30' a'u• ••:�:. braciression las Iocalizadones de los aMostres rmanentes an los I permanent Refer to thon e individual Summary miembros ini ividuales en com ja reslimen ,,• presi&I.Vey la ho Sheet-Web Member [manent Bradn-q BM-B3 tiara los ardcstres nermanentes y refuerzos de los I Reinforceent for more information.All other m embros secu rim(webs)para mayor infomedbn.EI i HOISTING-LEVANTAMIENTO m permanent brad design is the responsibility resto de arriostres pemwnentes son la responsabilidad del P es 9 Po ICY ® HiFld rdtll[Iu�•.In posnu;n V.ath tfrc rI a•,thin lyg,pmernt unpl!rrn;,;:r,l,n,.,nnU�,::,•!:nfb:+.1 p1:Q of the Building Designer. Diseitador del Editido. 1ti�tt: u:a� :!:. :nen:�:q,..rFr..•�!,:;;,,,,ra•. :tv The consequences of improper handling,installing I `4 Si-I;rlB r;,da hue•.r..;rcnv-y { .ir.y:;:,!;st,L,u. :I.,;ry:I• !rmp;n:::.-.t:;n_,!.dx!. ,<•I .;i>• I !I V��oSrqurcdJ r. Di::�.�frartr. V. and bracing may be a collapse of the structure,or vt :.' worse,serious personal injury or death. yr;'','• EI resultado de un maneio,mstalac!un y arriostre _ Do not lift trusses over 30'by the peak. F inaciecuados,puede ser la caida de la estructuro g aun peor,muertos o herldos. No Ievante del pito los trusses de mas de 30 pies. Greater than 30' c I Mas de 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN Banding and truss plates have sharp edges.Wear RECOMMENDACIONES DE LEVANTAMIENTO gloves when handling and safety glasses when POR LONGITUD DEL TRUSS cutting banding. Empaques y placers de metal[ienen horde 60'or less afilados. Use guantes y lentes protectores cuando torte los empaques. HANDLING — E]® JT Approx.1/2 Tagline truss length >” r? •. .•.::..- y° TRUSSES UP TO 30' Use special care in Ubllce cuidado ' ;.;.;..,,. `� windy weather or especial en dias TRUSSES HASTA 30' s near power lines ventosos o cerca de r, and airports, cables elktricos o de �R aeropuertos. 2reader bar •e•••• Toe-in_ • • mss •• •- 00 Sprs".nd Spreader bar I/2 t� T> •uss2/3 truss len I •Tagline •••TRUSSES UP Tg� �•••s •TRUSSES HASTA4611 • s••• ••••• • • Ur mitt L ..,q, -r,...'rs e:*.rrur,. •••pr et dHtbe�c iAitOof•• st2. I-=- .,n•�:_..,t: ... •...• r.,:.a•os miSise�1N•• • Max. • ,•.- ;,.,:.•t.,,.,:. Avoid lateral bending.-Evite la nexion.lateral. • Sprl!l46t bar 213 too 'I • Tagline �•J141 �length TRUSSES UP TO AND OVER GO- TRUSSES HASTA Y SOBRE 60' i• BRACING — AR.R.IOSTRE Do not store No almacene Refer to KSI-B2 Summary Sheat.Truss Installa- , unbraced bundles vemcalmente los tion and Temoorary Bracing for more information. upright. trusses sueltos. Vea el res6men BCSI-B2-Instalacidn de Trust ; c, i v Arnostre Temporal para mayor information. ONE WEEK OR LESS MORE THAN ONE WEEK GDo not walk on unbraced trusses. No camine en trusses sueltos. Top Chord Temporary Lateral Lrcatcg:mamiNa,a.,,!o!hr,.:tnr:.:blC.,nl. l3radn9(TCFLB) 3 ) :Il tlrq•"ilii)dil nI lop Cn JI L'G nqn%, ;- r• 1IMr�:,,+:.•,•.:ra•<,,,n�Ir.Grn:..:lf:nvn�. latma•hlarmc. r�!^un. •,I r,,dd b ,•if:xl f•(!9r.:'rvtr! -: u Coity uc Irn.d,noSlie, ,;I„';,.:+:;n•,:•nitq 7 dil Gena Cn:alPl IIuse d:rertanwnle on tinea et roti r:•.p•,011+I,•••.1111,•:•,,,,,I•. r n Id I g::.I ry^ KN Do not store on Noalmacene en i '.ada m'Ia dr Idti Gla.ib a,na+yti i':L,I"dlo 2x4 min. +.n;,..•nl,nn:••n,.r.,t••P+•o•F.,q,•-.e,dn., uneven ground. berm desigual. Irm!yorak-de Id nu,•Ida sup-lin, •e Brace first truss well t t,,. „!! ,. •.I:•.I,p, b:n,A, •!0l„1•. —before erection of additional trusses. �.,h,,, wl:n•,, ;',:ver;:I�.•+fll.love,,)” _ ,Ir't,lll,:,•rl.;::p•• (y"n:!1.I .,'l1l rl.,i 1,•I, I BRACING FOR THREE PLANES OF ROOF BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES ARRIOSTRE�3 �Tt� cp11 TR A�qe -p�C �g/� EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 EL 84i1RIOJ i RE EN i RES PLANOS ®E D ILCHO ®Refer to BCSI-B7 Maximum lateral brace spacing Summary Sheet 10'o.c.for 3x2 chords 10 This bracing method is for all trusses except 3x2 and 40 parallel chord truss, -Temporary and 5 15'o.c.for 4x2 chords Diagonal braces Este metodo de arriostre es para tido Itusses exceptn truer s dc•cuerdas paralelas 3x2 y 7r.2. Permanent Bradno la or 1 every 15 truss for Parallel Chord spaces(30'max) 1)TOP CHORD—CUERDA SUPERIOR for more information. = r ..: %�:•=:<< Truss Span Top Chord Temporary Lateral Brace(TCiTB)Spacing itud de Tramo Es ciatniento del Ardostre Tem Vea el res linen Lon g pa poral de la Cuerda Superior BCSI.67-Arriostre i i l ~• j f�. 1! Up to 30' 10'o.c.max. tem ragml v Haste 30 pies 10 pies miximo Permanente de The end diagonal 30'to 45' 8'D.C.maxtrusses de cuerdas brace for cantilevered 30 a 45 pies 8 pies tin"mo paralela9 para mayor trusses must be placed lateral braces 45'to 60' 6 g.c.max. informaddn. on vertical webs in line 2x4xl2'lem)ttt lapped 45 a 60 pies 6 pies mibdmo with the support over two trusses. 60a80pies* 4 4'pies aximmAxlmo INSTALLING -- INST*ALACION *Consult a Professional Engineer for trusses longer than 60'. ! Tolerances for Oul•of-Plane.- folerancrds para lucre-Ur•-Piano. *Corsufite a un ingeniero para trusses de mas de 60 pies. _ — ® Max.Bo Max.Bo Max. Truss \ ()--9—Length—Yl �/ Bow Length Length 314° 12.5' s. -- ` \ �Max:Bow �— ��^See ECS!•E2 for TCTLB options. 7/8' 14.6' Vea el BCSI-62 para fas opclones .`�,` ~` f� Tolerances for p150 O({i,) 1° 16.7' de TCTI B. - ,\� \� U Our-of-Plumb. 1-1/8' 18.8' i Toleranaaspara mi 1/2. 2. 1-1/4' 20.8' Fuera-de-Pioada m l Plumb 314• 3' 1-3/8' 22.9' ® ReI to m T'i f t ~ '`�\�. n l �/bob 1- 4' 1-1/2° 25.0' Summary Sheet �. 1-3/4' 292' Gable End Frame { \ti { 1-1/4° 5' Bradna• •`\ D/60 max 1-1/2' B' 21 a 33.3' Vea el restimen I Repeat diagonal braces. BCSI-96-Arriostre Refits los arriostres i 2' B' del truss terminal diagonales. I un techo a dos I CONSTRUCTION LOADING—CARGA DE CONSTRUCCION agues' r7f Set first hve trusses with:pacat p eces,then add diagonals.Retmat t! &Do not proceed with constructiori until all bracing Is securely Maximum Stade Height L� proresss on groups of four trusses until al!trusses ate set. I and properly in place. for Materials on Trusses Instate los cnnco primeros busses con espanadores.Uego los anTostre> 4 No proceda con la construcddn haste qua todos los arriosties Materia••• Height(h) diagonales.Repita este procedimiento en grucns de:uatnc trusses esten colocados en forma apropiada y segura. • • 1 hasta Cue todos los trusses esten msidiados. I • • • Plywood or OSB 1 AN Do not exceed maximum stack heights.Refer to$iZgM4 • aep STd 2 bundles Summary Sheet-Construction Loading for more IQfWW"ri, cancrgjp 8' 2)BOTTOM CHORD—CUERDA INFERIOR _ ; No exceda las maximas alturas recomendadas. VIVW Clay Tae 3.4 rites high BCSI-84 Cama de ConZ uc d6n para mayor informaddn. 0000 Lateral braces "= • • 2x4x12'length lapped �...` �-�_ -•. 0*0" over two trusses. '1 ` -• l • I \ • •i• Do not overload small groups or single trusses. •••••• No sobrecargue pequeilos grupos o trusses indivi tiales.0 i • • *see Place mads,over as many truss•'.as possible. • • 000000 ``��.' t r • '1r • Coloque las cargas sobre tanios t.cases cones sea Fide. • • Diagonal braces j Puaoon loads over load Dearing-bails. every 10 truss spaces(20'max.) Coloque las taigas sob e!ac arrdr_�sopnrtan!a°:.. i I(Y-15'rnax. SoI ALTERATIONS—ALTERACIONES me chord and web members not shown for clarity. Refer to BM-65 Summary Sheet-Truss Damage.]obsite Modifications and Installation Errors. i Vea el res(imen SCSI-B5 Was de trusses.Modificadones en Is Obra v Ermres de Instalad6n. 3)WEB MEMBER PLANE—PLANO DE LOS MIEMBROS SECUNDARIOS ITN Do not cut,after,or drill any structural member of a truss unless 1 specif Gaily permitted by the Truss Design Drawing. No torte,aftere o perfore ning6n m!embro estructural de los trusses,a mens que este espedficamente perrniddo en el III Web mens del diseno del truss. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. i Trusses que se han sobrecargado durante Is mnstrucdbn o han sddo alt'eredos sin una autori2adbn previa del Fabricante de Trusses,pueden reducir o eiiminar la garanda del Fabricante de Trusses. The Truss Mandainoa and Tness DeVier,mat rely on the left that the Contractor and vane operator(If apWl®hie)are ca- �.Y •.,,.,�, --..� parte touMmiake the Work they raw agreed to doanapaRkp utar oject The Contractorshould any rePdredassistance reBaN4g 7 ti'1 I Coi�Jlltti0rn practices Aran a=rote ant party.The nCthods and pmoedures out are tn[ended to ensure that die overall construction �5,,„_`�•,4 teclatlq empbyed w0 put floor and roW hrn55es bio Placa$APB.Y.These recprvrxmdatlonsfor irardNeg,6&ai9rg alai bnxag wood Diagonal braces trnaso are based upon the inflective eq>erierce of ieepng tecFnnlcai personnel M the wood cuss xdnanr;but must,dei to ft nature of 0 tfU55 responslbiitiesfld.be orgy as a GUIDE for use bye quaialed Building Designer or Erediwn/Iratellatpn contractor.It b not Every 1Intivded that Cw rebe as superior to a�design spam(provided by ether an Architect•Evgtreet; spaces 0 b max 10'-15 max ) the Building oestgna,the EnedbnflrsmOetlarn Coat acw or ad-wise)for handMg,trem®rg and trxhg wood I and it does not p edude tlh use of oder efutwdent nhdhds for tracing and provWhV atebi8iy for the walls and tabuns as may be detemdnerl by same spacing the truss Ereman/lrsmpadon omthdin That,the wood Thin Candi of AMI and the This Plate bsftte erpressity disdaim any as i bot cord Some chord and web mantels riot shown for darity. I nth fou as ani ft him the use eppemmn,or relmnce on ft rewmm�da,s art filo contained hmem. ng 1 DIAGONAL BRACING IS VERY IMPORTANTWOODTRUSS COUNCIL OFAMERICA TRUSS PLATELVSf1TUTE tile wrCA Center•6300 enterprise lane•madiison,wi 59719 ss3 D'onoBb Drive•M>id5on,Wf 53719 Lia TEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! ° 608/274.4849•w rismoodbtas.com 6081833-ssoo•www.tpl-drg 13I11VARN11x17031735 Miami Shores Village Building Department ;JUL 62015 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY: Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 `--- FBC2Q '�-j BUILDING Master Permit No. t,5 PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [_]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP 5 � CONTRACTOR DRAWINGS V JOB ADDRESS: M,OM1 skaus rz� 3313 ((' City: Miami Shores County: Miami Dade Zip: �( Folio/Parcel#: 11_ 21_24"005_ 0(�!o Is the Building Historically Designated:Yes NO /- Occupancy Type: Load: Construction Type: CBS Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): �f)Q Phone#: _7? _23q,�8 Address: 12.'"(121 S o�k�Sa. City: Mm m State: Zip: 6lO Tenant/Lessee Name: Ac Phone#: Email: /' F CONTRACTOR:Company Name: �I fi Co A l 0 bal 67e-Y11►efeS 49Po�7'Ve. Phone#:_ '79(o- 254--6 S.4S Address: Via-11`7&�4 104- City: 54 a State:�� Zip: Qualifier Name: Irn S2 a in Z Phone#: State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: %ove ) Phone#: Address: © ® City: W6 0o State:FL- Zip/: Value of Work for this Permit:$ 4-11 S .o u Square/Linear Footage of Work: }r I Type of Work: KAddition ElAlteration tn1❑ New ❑" Repair/Replace ❑( Demolition Description of Work: &'j[ A-"_rL jvA 'WG�( 6ea + IVES �t i w (dyi cT w d X15 Specify color of color thru tile: tt ��-- Submittal Fee$ Permit Fee$2-) 1-:42L. ! 5 CCF$ CO/CC$ 1 so • //��l Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ 1 Structural Reviews$ Bond$Y-L E -' I TOTAL FEE NOW DUE$ 2 c�J 2_-� - T� (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address 4 City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of comment ust be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. in a ab ce of osted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRA OR The foregoing instrument was acknowledged before me this The foregoing instru nt was a knowledged before me this J(o day of ce ,20 by O day of v 20 by (v/ who is personally known to �Z ,-,who is personally known to me or who has produced I%—N)" U Gt 1-�as me or who has produced ��s identification and who did take an oath. identification and w did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: Ld*OW Notary Public State of Florida vNotary PUbliC State of Florida Seal: Sindia Alvarez Seal: Sindia Alvarez a my Commission FF 156750 ` My Commission FF 156750 Expires 0910312018 pR qoExpires 09/0312018 >r APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) n .. a•••r" Miami shores Village Building Department RIDA 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CONTRACTORS' REGISTRATION IF CONTRACTOR IS A FLORIDA STATE CERTIFIED CONTRACTOR: A. COPY OF QUALIFIER'S STATE LICENCES B. COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF LIABILITY INSURANCE* D. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER form and Contractor Affidavit) IF CONTRACTOR HAS A MIAMI DADE COUNTY CERTIFICATE OF COMPETENCY: A. COPY OF CERTIFICATE OF COMPETENCY OF QUALIFIER B. COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF STATE REGISTERED CONTRACTOR LICENSE OR MIAMI DADE COUNTY MUNICIPAL CONTRACTOR'S TAX RECEIPT. D. COPY OF LIABILITY INSURACE* E. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER form and Contractor Affidavit) *YOUR INSURANCE COMPANY MUST ISSUE A CERTIFICATE AS FOLLOW: Certificate Holder: MIAMI SHORES VILLAGE BLDG DEPT 10050 NE 2ND AVE MIAMI SHORES,FL 33138 Certificate must specify the description of operations or contractor license number. ............................................................................................ BUSINESS NAME: JA GLOBAL SERVICES GROUP, INC. BUSINESS ADDRESS: 2461 W 76 ST# 104 CITY HIALEAH STATE FL ZIP 33016 BUSINESS PHONE: 7( 86 ) 236-6545 FAX NUMBER(__) CELL PHONE(L86 ) 236-6545 QUALIFIER'S NAME: JOSE R. ANAYA QUALIFIER'S LIC NUMBER: CGC1512575 A CERTIFICATE OF LIABILITY INSURANCE DATE07/06°""'""' 07/06/15 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIeCERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED,the polrcy()es)must be endorsed. If SUBROGATION 13 WAIVED,subject m the terms and conditions of the policy,certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsem nt(s). PRODUCER INTACT Insurance for Less,Inc. PHONNo.Exfi:E (305)380-8350 Fork No): (305)380-8352 15150 SW 72nd Street -ADDRESS@ INS4LESS1957@AOL.COM Miami,FL 33193 INSURER(S)AFFORDING COVERAGE NAIL 0 Phone (305)380-8350 Fax (305)380.8352 INSURER A: GRANADA INSURANCE COMPANY INSURED INSURER B: Ja Global Services Group INSURER C: 2461 W 76 St#104 INSURER D: hialeah,FL 33016- (786)2366545 INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADD B POLICY EFF POLICY EXP LTR POLICY NUMBER M/DDIYYYY) fMMfDDIYYYYI LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000.00 Q PREMISESS COMMERCIAL GENERAL LIABILITY DAMAGE (Ea ocwrnBrx:eRENTED $ 100,000.00 A ❑ ❑ CLAIMS-MADE ❑ OCCUR N N 04/05/2015 04/05/2016 MED MED EXP(Any one person $ 5,000.00 ❑ PERSONAL&ADV INJURY $ 1,000,000.00 ❑ GENERAL AGGREGATE $ 2,WO,OW.00 GEITL AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ ❑ POLICY ❑ PRO- ❑ LOC $ AUTOMOBILE LIABILITY ?Ee ccdMBINdarED SINGLE LIMIT ❑ ANY AUTO BODILY INJURY(Per person) $ ❑ ALL UTOSSS O ❑ AUTOS BODILY BODILY INJURY(Per accident) $ NON-OWNED PROPERTY DAMAGE ❑ HIRED AUTOS ❑ AUTOS Per ac cident $ ❑ $ ❑ UMBRELLA UAB ❑OCCUR EACH OCCURRENCE $ ❑ EXCESS LIAB ❑CLAIMS-MADE AGGREGATE $ ❑ DED D RETENTION$ $ WORKERS COMPENSATIONWC STATU- 11OTH- AND EMPLOYERS'LIABILITY Y I N YJ ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ OFFICERIMEMBER EXCLUDED? N/A (Mandatory In NH) El E.L.DISEASE-EA EMPLOYE $ If Yyeess describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ LI I DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(Attach ACORD 101,Additional Remarks Schedule,If more space is requlrad) CONTRACTOR LICENSE#CGC1512575 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE MIAMI SHORES VILLAGE THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN 10050 NE 2 AVE ACCORDANCE WITH THE POLICY PROVISIONS. MIAMI SHORES,FL 33138 AUTHORIZED REPRESENTATIVE ©198&2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010105)QF The ACORD name and logo are registered marks of ACORD .pw 12-11-2014 JEFF ATWATER STATE OF FLORIDA CHIEF FINANmeoFFIcER DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 01/14/2015 EXPIRATION DATE: 01/13/2017 PERSON: ANAYA JOSE R FEIN: . 650963850 BUSINESS NAME AND ADDRESS: JA GLOBAL SERVICES GROUP INC 2461 W 76 ST SUITE 104 HIALEAH FL 33016 SCOPES OF BUSINESS OR TRADE: 1- LICENSED GENERAL CONTRACTOR IMPORTANT. Pursuant to Chapter 440 . 05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at say time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to most the requirements of this section. QUESTIONS? (850) 413-1609 OWC�252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 01-11 X)SM — Local Business Tax Receipt Miami-Dade County, State of Florida -THIS iS NOTA BILL - DU NOT PAY LBT 5971610 BUSINESS r&4MV oc^,noN RECEIFrr No. EXPIRES 1A GLOBAL SERVICES GROUP INC RENEWAL SEPTEMBER 30, 2015 2461 W 76 ST 104 6229595 Must be displayed at place of business HPIEAH FL 33016 Pursuant to County Code Chapter 8A—Art 9&t o A�Rte® CERTIFICATE OF LIABILITY INSURANCE 8/3/2015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED,the policy(les)must be endorsed. If SUBROGATION IS WAIVED,subject to the terns and conditions of the policy,certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsements). PRODUCER CONTACT Sue Purtill Arthur J. Gallagher Risk Management Services, Inc. PHONE630-285-4465 FAX 630-285-3922 Two Pierce Place E-�LItasca IL 60143-3141 ,susan_purtll aJgcon INSURER(S)AFFORDING COVERAGE NAIC 0 INSURERA:Zurlch American Insurance Company 16535 INSURED INSURERB:Old Republic Insurance Company 24147 Employer Solutions Staffing Group 11, LL INSURERC: 7301 Ohms Lane,#405AUG ® 4 2 01 o INSURER D: Edina, MN 55439 INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER:1685323903 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR OLlaulm POLICY EFF POLICY EXP LTR TYPE OF INSURANCE INSD POLICY NUMBER MMM MM1D LIMITS A X COMMERCIAL GENERAL LIABILITY PRA969868002 0/1/2014 10/1/2015 EACH OCCURRENCE $1,000,000 CLAIMS-MADE DAMAGE TO RENTED- �OCCUR PREMISES Eaow_mnce $100,000 MED EXP(Any one person) $10,000 PERSONAL&ADV INJURY $1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $2,000,000 X POLICY PRO- JECT F—]LOC PRODUCTS-COMP/OP AGG $2,000,000 OTHER: $ A AUTOMOBILE LIABILITY PRA969868002 0/1/2014 10/1/2015 EaaBIN ' INGLE LIMIT $1,000,000 cddVnANY AUTO BODILY INJURY(Per person) $ OYNED SCHEDULED SUTOSBODILY INJURY(Per accident) $ NON- -PR-O-PERT?DAMAGE OWNED HIRED AUTOS Per $ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS LIAR CLAIMS-MADE AGGREGATE $ DED RETENTION$ $ B WORKERS COMPENSATION MWC30363000 /1/2015 /1/2016 PER OR EMPLOYERS'LIABILITY Y/N X STATUTE ER ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $1,000,000 OFFICERIMEMBER EXCLUDED? Y N/A (Mandatory In NH) EL.DISEASE-EA EMPLOYEE $1,000,000 It yes describe under DESdRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $1,000,000 DESCRIPTION OF OPERATIONS 1 LOCATIONS/VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached If more space is required) Staffing services are provided through Echo Group Enterprises, Inc. under the Staffing Agreement with regards to Assigned Employees of the insured. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Miami Shores Village ACCORDANCE WITH THE POLICY PROVISIONS. Building Dept. 10050 NE 2 Ave. AUTHORIZED REPRESENTATIVE Miami Shores FL 33138 3 ;c 6 -&7/"' ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014/01) The ACORD name and logo are registered marks of ACORD s t en66CONWAINY:JA Global ices Grasp STAPHNS SOLUTIONS ' ADDRESS: 2461 W,76 St. — �° PHONE#: 305.262.280033016 limit*32" 05 262 28ac1 t}l6 tr employer solutions staffing group Staffing Agreement Employer Solutions Staffing Group, LLC, its successors and assigns and its subsidiaries, affiliates and/or related entities(herein referred to collectively as"ESSG"),With its principal office located at 7.301 Ohms Lane, Suite 405, Edina, SAN 55439,and JA Global Seirvices Group., located at 2461 W. 78 St. Hialeah, Fl.33016 ("CLIENT')agree to the terms and conditions set forth in this Staffing Agreement(the"Agreement"). E G'e Dudes and Responsibilities 1. ESSG will.— & By and through the services of Echo Group E , Inc., recruit, screen, interview and assign its employees("Assigned Emplo ")to perform the type of Work described on Exhibit A under CLIENT's supervision at the locations specified on Exhibit A; b. Pay Assigned Employees,wages c. Pay,withhold and transmit payroll and Income es;provide unemployment insurance and workers' compensation benefits, and handle unemployment andworkers'compensation claims involving Assigned Employees. d. ESSG shall offer affordable, minimum essential coverage to all ESG's assigned employees who are anticipated to work or who actually do work 120 hours in a month, so that neither ESSG nor Client shall be responsible for a penalty under Section 4980(H)of the Internal Revenue Code. ESSG shall offer coverage in compliance with the Patient Protection and Affordable Care Act, Pub. L. No. 111-148 (2010),as amended by the Health Care and Education Reconciliation Act of 2010, Pub. L. No. 111-152 (2010), and Section (H)of the Internal Revenue Code,the final regulations, and guidance thereunder. ESSG shall offer this coverage within 90 days of the date the ESSG Assigned Employee is initially employed by ESSG,unless the Assigned Employee qualifies as a bona fide variable hour employee under controlling law. If ESSG falis to offer such coverage as described herein, ESSG shalt indemnify and defend Client against any taxes, penalty, claim, or damages alleged or assessed against Client as a result of such failure(including taxes, penalties, and claims based on Clients workers Who are not ESSG Assigned Employees). ESSG and Client acknowiedge that the fee paid by Client to ESSG under this Agreement is higher as a result of this offer of health coverage than the fee that Client would pay to ESSG If ESSG was not offering such coverage to ESSG Assigned Employees. e. ESSG agrees to list JA Global Services Group and their respective officers, directors, partners, employees,subsidiaries and affiliated entities as an additional insured for General Liability on a primary and non-contributory basis. CLIENre Dudes and Responsibilities 2. CLIENT gill-- a. Properly supervise Assigned Employees performing its work and be responsible for its business operations, products,serum and intellectual property; t F t ' � r b, Properly supeMse, control, and safeguard Its premises, processes,or systems, and not entrust Assigned Employees with unattended premises,cash,checks, keys,credit cards, merchandise, Confidential or trade secret information, negotiable Instruments,or other valuables without ESSG's express prior wften approval or as strictly required by the job description provided to ESSG. Ciient shall not permit ESSG's employees to operate motor vehicles without express permission from ESSG. ESSG's Insurance does not cover loss or damage caused by ESSG's employees'operating the Client's owned or leased motor vehicle(s), and the Client therefore accepts full responsibility for and will indemnify ESSG from any and all clams,including the defense thereof,involving bodily injury, property damage,tire,theft,collisions, cargo damage or public liability damage sustained or incurred as a result of an employee operating such vehicles(s), or arising out of or involving violation by the Client of this Paragraph, c. Provide Assigned Employees with a safe work site and provide appropriate information,training,and safety equipment with respect to any hazardous substances or conditions to which they may be exposed at the work site. Client agrees that It has primary responsibility for compliance with state and federal®SNA laws and regulations to the extent those laves apply to ESSG employees assigned to Client's worksite. Client further agrees to provide such assigned employees they proper specific seety braining needed to do the assigned jobs and tasks as well as to provide properly fitted and necessary personal protective equipment required to provide adequate protection to such assigned employees. ESSG and ESSG'sworkers'compensation carrier shall have the right to inspect Client's premises during normal business hours and to make recommendations pertaining to job safety and Loss Control measures. It Is agreed that ESSG, by inspecting such premises or by not inspecting such premises, assumes neither liability nor responsibility for any unsafe working condition that may exist; d. Not change Assigned Employ 'job duties without ESSG's express r tten approval;pproval, and e. Exclude Assigned Employees from CLIE 's benefit pians, policies,and practices, and not make any offer or promise relating to Assigned Employees'compensation or benefits. Payment Terms, Bill Rates and Fees 3. CLIENT will pay ESSG for its performance at the rates set forth and will also pay any additional costs or fees set forth in this Agreement. ESSG Wil invoice CLIENT for services provided under this Agreement on a weekly basis. Payment Is due:on receipt of invoice. CLIENT agrees to pay the costs of collection, including attorneys'fees and costs, If CLIENT fails to pay amounts that are due and outstanding under this Agreement. 4. If CLIENT uses any ESSG Assigned Employee as its direct employee, as an independent contractor,or through any person or firm other than ESSG during or within 520 days after any assignment of the Assigned Employee to CLIENT from ESSG, CLIENT must notify ESSG and(a)continues the Assigned Employee's assignment from ESSG for his or her next 520 consecutive work hours for CLIENT; or(b) pay ESSG a fee in the amount of times the final billing rate for that Assigned Employee. 5. Client may hire an assigned employee for permanent employment after 520 hours of service have elapsed. Upon completion of 520 hours, the employee may rollover to a permanent position if the client desires at no additional fee of the Agreement. 6. Client Is not obligated to hire an employee upon they completion of the 520 hours and the employee may continue to work for Client as an assigned employee under this Agreement after 520 hours of service. 7. Should Client desire to permanently hire an employee before the 520 hours of paid service have elapsed, Client may do so at the following rate: 520 hours less hours worked x bill rate. 2 t r (Exhibit ) DISCOUNTED Regular Rate INVOICED RATE $650 Weekly Payroll Per Person(Final) Authorized representatives of the pardes have executed Agreement(Section 1-7) below to express the parties' agreement to its terms, AGREED T Employer Sole F rag p LL. Client; y' fGroup s By Bir: Date: . A-,°" 1 it6e G 1 Date: 3 , 5N°RES Gr F° �I I C-0 5 ••o• �....� ` ,� rv, Miami hores Village Building Department lOR 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 PERMIT # 's Fax: (305) 756.8972 �� -'�5�� CERTIFICATE OF OCCUPANCYICOMPLETION CHECK LIST /Surveys Building permit card. (2 copies) Final as built-Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+ Egress, required parking spaces,Wheel stops, stripping, and all paving to exterior. ❑ ertificate of Elevation—(Sealed by surveyor). Expiration date required on the form. �Certificate of Insulation. certificate of Soil Treatment(Final treatment-original)\ CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites.Treatment is in accordance with the rules and law as established by the Florida Department of Agriculture and Consumer Services." ❑ Health Department Approval Letter(On septic or private water). /Slote: If the house is on septic tank, approval letter is required from Health Dpt. iLGompaction Letter(Density report is required) Final certification letter from the Engineer/Architect(on masonry, trusses,special structure,etc) ❑ Backflow preventor certificate(Required on commercial projects only) ❑ Declaration of use. (Recorded in Miami-Dade Clerk of Courts) PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO • Emergency CO(Without 24 Hrs Processing)Additional fee is$80.00. • Temporary CO (Up to 90 days max) $75.00. • Residential CO$150.00 • Residential CC$50.00 • Commercial CO and CC$200.00 SCORES• D� Otc.193 VNIN ..... Miami shores Village Building Department OR 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CERTIFICATE OF OCCUPANCYICOMPLETION CHECK LIST Building permit card. Surveys (2 copies) Final as built- Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+ Egress, required parking spaces,Wheel stops, stripping, and all paving to exterior. Certificate of Elevation—(Sealed by surveyor). Expiration date required on the form. Certificate of Insulation, Certificate of Soil Treatment(Final treatment-original)\ CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites.Treatment is in accordance with the rules and \ law as established by the Florida Department of Agriculture and Consumer Services." V Health Department Approval Letter(On septic or private water). Note: If the house is on septic tank, approval letter is required from Health Dpt. Soil Compaction Letter(Density report is required) Final certification letter from the Engineer/Architect(on masonry, trusses, special structure, etc) Backflow preventor certificate(Required on commercial projects only) Declaration of use. (Recorded in Miami-Dade Clerk of Courts) PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO • Emergency CO(Without 24 Hrs Processing)Additional fee is$80.00. • Temporary CO (Up to 90 days max) $75.00. • Residential CO$150.00 • Residential CC$50.00 • Commercial CO and CC$200.00 f Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-258497 Permit Number: RC-4-15-867 Inspection Date: May 09, 2016 Permit Type: Residential Construction Inspector: Dacquisto, David Inspection Type: Survey Final Owner: , Work Classification: Addition Job Address: 149 NE 105 Street Miami Shores, FL Phone Number (786)231-5339 Parcel Number 1121360050130 Project: <NONE> Contractor: JA GLOBAL SERVICE GROUP Phone: (786)236-6545 Building Department Comments BUILT ADDITION MASTER BEDROOM MASTER BATH Infractio Passed Comments AND HALF BATH INSTALL NEW IMPACT WINDOWS AND INSPECTOR COMMENTS False DOORS INTERIOR REMODELING KITCHEN AND BATH PLEASE NOTE: PREPAID 1 HR OF STRUCTURAL FEE Inspector Comments Passed v v b Failed Correction ❑ Needed Re-Inspection Fee No Additional Inspections can be scheduled until re-inspection fee is paid. For Inspections please call: (305)762-4949 May 10,2016 Page 1 of 1 A Best Insulation, Inc 13849 S.W 142nd.Avenue,Miami,FL.33186 Phone (561) 514-8885 * (954) 456-3688 (305) 233-1818 Insulation Certificate: J Permit# �� Project Name: ZURDDO CORPORATION Job Address: 149 NE 105th STREET, MIAMI FL 33138 Statement of Compliance: We, the undersigned, hereby certify that the Thermal Insulation has been installed in the above referenced project, in compliance with the latest edition of the State of Floridad Energy Code, the Approved Energy Calculation and Plans and in accordance with good construction practice at the above address. The insulation furnished and installed has the characteristics shown below: Ceiling Insulation:: R-30 Blown Fiberglass loose fill, thicknes 11.75", density .462 Insulsafe by CertainTeed. A BEST INSULATION, INC Lic#97BS00270—009680-I-X—U-20455-SP-3542 Date: 2/25/2016 Cptttr>oo?sigrtatard .'• . .. . . . . ... •• •Y• t• Y •-• •• 000 0*0 • • or • • • • • • • • • • •• • • • • • ••00 • • • •• •• •• • • • • • • • • • • • • • • •• •• • • e •• •• ••• • • • ••• • • NOTICE OF PREVENTATIVE TREATMENTS FOR TERMITES (AS REQUIRED BY FLORIDA BUILDING CODE (FBC 104 . 2 . 6 SPS' S .zC SPC SERVICES LLC ADDRESS OF TREATMENT OR LOT / BLOCK OF TREATMENT 149 NE 105 Street;Miami Shores, Florida 33138-2032 4/18/2016 11:00 AM Compressor Sprayer Date Time Applicator TeFrnfdpr Fipronil 26 0000 .. • PrpdiaQCUsed' Chemical Used (active ingredient) Number of Gallons Applied 0.06'% 65 • 0000 00* •• Perbent'COriCeni"xoation Area Treated (square feet) Linear Feet Treated .. .. 0000 0000.. •000 • •• Soil Treatmeltf:"-FOLIO# 11-2136-005-0130—FINAL Go* 00 0 00 000000 •• Sta.01 df Treatment�(Horizontal,Vertical,Adjoining Slab,Retreat of Disturbed Area) As per 104.2.6—If soil chemical barrier method for termite prevention is used, CORPORATE SEAL final exterior treatment shall be completed prior to final building approval. The building has received a complete treatment for the protection of subterrane- an termitesrTreatment ' ' dance with rules and laws established by the t Agriculture d Consumer Services. If t s not i is f fin xterior trea ment, initial and date line below. JState Of Florida " 4/18/2016 JB223017 SPC SERVICE LLC-305-505-9113—INFORMATION@O SPCSERVICESLLC.COM ;�y�� • DIVISION OF ' •- Environmental Health Florida Health Miami-Dade County �Q OSTDS/Well Division 0� 11805 SW 26th Street•Miami,FL 33175 • n.. ��ly� ll� ��l?lL1l��'_'✓J Date Address �2 OSTDS# Comments:_7 —A Signature _ffk4,,, r .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. . ... ••• ••• .0 0. .. . . . . . .: : : •. . . . ... . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . Co!:)ULTINl5:,KW coat w FIELD DENSITY TEST OF COMPACTED SOILS ASTM D-6938-tea Date: September 11,2015 GEOTECNo.D-150911-354 PROJECT: REAR ADDMON 149 NE 105 ST Iy11AM SHORES,FL MOISTURE DENSITY RELATIONSHIP(MODIFIED PROCTOR)ASTM D 1557-07 ' t s i 62691 FINE BEIGE SAND 105.1 9.1 95% LAMM ,.::. MATERIAL ON SITE X .yam DENSITY TEST RESULTS 1 FRONT AREA OF SLAB 99.8 10.1 95.0 PASS 2 REAR AREA OF MAB 103.9 8.7 98.9 PASS 3 CHNTSRARHAOFSLAB 101.4 9.1 96.5 PASS 4 5 6 7 ---------- 77 MOISTURE I DENSITY CURVE 110.00- 105.00- 95.00 10.00105.00 9500 90.E GEOTEC CONSULI'Ft GROUP CORP. o 2 - 85.00 80.00 - P.E 511% 951% 1163% 13.83% M0Wr iREt01`TBf1'% p�f No.36712 of Florida GEOTECHNICAL,CIVIL 8 STRUCTURAL ENGINEERS-13093 SW 133 CT.MIAMI,F!33186-P:(786)319.03551 P:(786)380.0734 garcia5229@bellsouth.net SOIL STATEMENT August 17,2015. MIAMI SHORES BUILDING&ZONING 10050 NE 2 AVE MIAMI SHORES,FL RE: Visual Soil Inspection for Rear Addition at: ' 149 NE 105 ST Miami Shores,FL 33138-2032 GEOTEC No: SS-150806-297 To whom it may concern, A representative of GEOTEC CONSULTING GROUP CORP. has inspected the foundation excavations for the rear addition at the above referenced property. It is our professional opinion that the existing inspected excavated soil meets a bearing capacity of 2000 psf. GEOTEC CONSULTING GROUP CORP. appreciates the opportunity of assisting you in this project. If you have any questions or if we may be of further assistance,please contact this office. Respectfully Submitted GEOTEC CONSULTIN GROUP CORP. Ric . . Professionn ' No. 56712 •, ••• . . .. State of F orida . .. . . . . ... . 000 Or 060 000 ... .• • . .. .• • . . . . •• •• •• 001 ••• GEOTECHNICAL,CIVIL&STRUCTURAL ENGINEERS—13093 SW 133 CT.MIAMI.FL 33186-P:(766)399.0355 i P:1736)380-0734 garcia5229@beIIsouw.com ••• • • • • ••• • • • • • • • • • • • • 0:0 • ••• •• •• ••• • •• •• • • • Pavel Gmawaler. Po10o License No:69758 8776 NW 168 LN Ph: 305 362 6871 Miami Lakes, FL 33018 April 19,2016 Miami Shores Village Building Department 10050 NE 2nd Ave Miami Shores, FL 33138 Attention: Building Official Reference: Special Inspection for Masonry PROPOSED RENOVATION AT: 149 NE 105 ST Miami Shores, FL Permit No: RC-4-15-867 Gentlemen/Madam: Gentleman, I, Pavel Gonzalez, P.E., having performed and approved, the special inspections for the reinforced masonry at the above referenced project, hereby attest to the best of my knowledge, belief and professional judgment that the above referenced structure is in compliance with the approved plans and with the Florida Building Code. This document is being prepared in accordance with the Florida Building Code, and is submitted to the Miami Shores Village Building Department. If you should have any questions,please give us a call. Respectfully, ee � • EN . q�F�� 0 5 .. ... G * _ w-o� °. ayslTG�onza4�z, ••• ... ... ,e . . . . . . .: . . . • 00 00 °s '^OVAL E Gu. or 0:0 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • d Miami shores Village 111111111111111111111111111111111111111111111 � Building Department °� CORDS Ps 217/ `16 0 uu uu■fi n°E+ t7F`C�cG �i5r`11.�`?iiir, iig:5;;:5ii 10050 N.E.2nd Avenue HARVEY s�UVIN? CLERK OF COURT t1Ir�t1I—C�HC�E COUNTY? FLORIDA Miami Shores, Florida 33138 �101R+ Tel: (305) 795.2204 Fax: (305}756.8972 ,TATE OF FLORIDA,CO�JRITY OF DADS �v cower;. 1 HEREBY CERTIFY th&t this is a true copy of the ffEad in i"is A D 20____ _ g myt7V and CI Seal. Courts PREPARED BY: 4 �{ R 1 CL K /Circuit d County D.C. DECLARAPOWGRU_Se ��#1625�� KNOW ALL MEN BY THESE PRESENTS: S AKIE WHEREAS,the undersigned ware the fee simple owners)of the following described property('Property') situated and bein in Miami Shores Village,Florida } Lot(s) I Block 10 1 Of \ (Subdivision),according to the plat thereof,as recorded in the Plat Book . 4L Page 51 of the Public Records of Miami-Dade County,Florida,(address) 1T?k)8106=9UtAAN66a a.5512r and WHEREAS,the undersigned owners)have sought certain development approval from Miami Shores and are providing this document in consideration thereof and to induce the Village to grant same: NOW,THEREFORE,for good and valuable consideration,the receipt and sufficiency of which is acknowledged,the undersigned doles)hereby declare and agree: 1. That the Property will not be used in violation of any ordinance of Miami Shores Village or Miami-Dade County now in effect or hereinafter enacted. 2. That the property will be used for a single family residence only. 3. That he/she will not convey or cause to be conveyed the title to the above property without requiring the successor in title to abide by all terms and conditions set forth herein. FURTHER,the undersigned declare(s)that this covenant is intended and shall constitute a restrictive covenant concerning the use,enjoyment and title to the above Property and shall constitute a covenant running with the land and shall be binding upon the undersigned,his/her successors and assigns and may only be released by Miami Shores Village,or its successors,in accordance with the codes,rules and regulations of said Village then in effect IN WITNESS WHEREOF,the undersigned has/have caused hand(s)and seal(s)to be affixed hereto on this day of 200_-_. WITNESS(ES) OWNERS: 7 .- Signature � S' ature and Print J/mb t7!C� Pie L and Print Signature Signature and Print and Print STATE OF FLORIDA ) COUNTY OF MIAMI-DADE ) •• ••• • • • • • •• I HEREBY CERTIFY that on this day personally appeared bef;%me A, A,-C -'T;9�i`'"'�r�ro is personally known to me or has produced I �2 d-3 rca6 7 7 WQ (type of identification)as idar>Ei?ica#M*%nd hs}she&kno-WeQge%' t he/she executed the foregoing,freely and voluntarily,for purposes therein expressed. • ••• ••• ••• • • SWORN TO AND BgCRIBED before me on this�64y of* • ' ;;U ' • • • • '_ •• • • ••• • My commission expires: �.a'Npn,N IRENE RIOS•** • � ~ NOtBry Pubtic-Shte ot�Flo►�a &TAAY P4BUC,6TATE OF FLORIDA _• •g My Comm.Expires Oct3 20:$ • • • • • • tis commission N FF tt M50 • • ••• • ft ted Dmugh Natbrral Notary Assn M' i Shores Village ing Department rBY: C 16 2 15 N. n Avenue,Miami Shores,Florida 33138 . 305)795-2204 Fax:(305)756-8972 NSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 NG Master Permit No. VIC, 15 PERMIT APPLICATION Sub Permit No. OBUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 149 NE 105 STREET City: Miami Shores County: Miami Dade Zia• Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder):ZURDDO CORPORATION phone#:786-239-6918 Address:149 NE 105 ST City: MIAMI SHORES State: FL Zip: 33138 Tenant/Lessee Name:.— Phone#: Email — CONTRACTOR:Company Name: JA GLOBAL SERVICES GROUP INC Phone#: Address: 2461 W. 76 STREET City: HIALEAH State: FL Zip: 33016 Qualifier Name: JOSE ANAYA Phone#: 786-236-6545 State Certification or Registration M CGC1512575 Certificate of Competency#: DESIGNER:Architect/Engineer: _ Phone#: Address: City: State: Zip: Value of Work for this Permit:$ 42 00o dd Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration El New ElRepair/Replace El Demolition Description of Work: a� v � � i1f! aC�G Specify color of color thru tile: Submittal Fee$ Permit Fee$ • O� CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ IR O •oo Bond$ TOTAL FEE NOW DUE$ OR!0. OJ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY t RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CO KRACTOR The for going instrument was acknowledged before me this The foregoM69—� ing in ument as acknowledged before me this day of�M es�� ,20 �� ,byay of�� ,20� by m who is personally know��n[[''to whop iss personally �known to me or who has produced U Uk-N s me or who has produced R— . E9 ILA U %s identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY ELIC: A6 Sign: Sign Print: � � Print: L r°ue Notary Public State of Florida Seal: Seal: Sindia Alvarez ggynr au® Notary Public State of Florid aoQ My Commission FF 156750 _ Sindia Alvarez F poo Expires 09/03/2018 8g My Commission FF 156750 oQ Expires 09/03/2018 APPROVED BY �� Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-241683 Permit Number: RC-4-15-867 Scheduled Inspection Date:August 24, 2015 Permit Type: Residential Construction Inspector: Rodriguez,Jorge Inspection Type: Foundation Owner: , Work Classification: Addition Job Address: 149 NE 105 Street Miami Shores, FL Phone Number (786)231-5339 Parcel Number 1121360050130 Project: <NONE> Contractor: JA GLOBAL SERVICE GROUP Phone: (786)236-6545 Building Department Comments BUILT ADDITION MASTER BEDROOM MASTER BATH Infractio Passed Comments AND HALF BATH INSTALL NEW IMPACT WINDOWS AND INSPECTOR COMMENTS False DOORS INTERIOR REMODELING KITCHEN AND BATH PLEASE NOTE: PREPAID 1 HR OF STRUCTURAL FEE Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-241628. Missing electrical bonding Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. August 21,2015 For Inspections please call: (305)762-4949 Page 28 of 39 SOIA, STATEMENT August 17,2015. MIAMI SHORES BUILDING&ZONING 10050 NE 2 AVE MIAMI SHORES,FL RE: Visual Soil Inspection for Rear Addition at: 149 NE 105 ST Miami Shores,FL 33138-2032 GEOTEC No: SS-150806-297 To whom it may concern, A representative of GEOTEC CONSULTING GROUP CORP. has inspected the foundation excavations for the rear addition at the above referenced property. It is our professional opinion that the existing inspected excavated soil meets a bearing capacity of 2000 psf. GEOTEC CONSULTING GROUP CORP. appreciates the opportunity of assisting you in this project. If you have any questions or if we may be of further assistance,please contact this office. Respectfully Submitted GEOTEC CONSULTIN GROUP CORP. Ric Professionon ' No. 56712 State of F orida GEOTECHNICAL.CIVIL&STRUCTURAL ENGINEERS—13093 SVV 113 C7.MIAMI,FL 33136-P (785)319-0355 i P i786 138G-073A garda5229@be1Isoucn.ccn; /d Miami Shores Village Building Department APR 14 2015 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 V BUILDING Master Permit No PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 149 NE 105 STREET. MIAMI SHORES, FL 33138 City: Miami Shores County: Miami Dade Zip: 33138 Folio/Parcel#:11-2136-005-0130 Is the Building Historically Designated:Yes NO X 0 Occupancy Type: SWG1Fn ' Load: Construction Type: CBS Flood Zone: X BFE: FFE: n OWNER:Name(Fee Simple Titleholder):ZURDDO CORPORATION Phone#:786-239-6918 Address: 12921 S. CALUSA CLUB DRIVE .� 4 city: MIAMI State: FLORIDA Zip: 33186 n\ 9 Tenant/Lessee Name: NSA Phone#: .c Email: CONTRACTOR:Compa Name: Phone#: !� ii Address: fi City: State: Zip: 4 e Qualifier Name: Phone#: State Certification or Registration M Certificate of Competency#: DESIGNER:Architect/Engineer: R-METHOD - RUBEN JIMENEZ Phone#: 305-582-2836 Address:300 OAKWOOD LANE, SUITE 100 y city: HOLLYWOOD State: FL Zip: 33020 Value of Work for this Permit:$ qGarel ut�ear Footage ge of Work: 1122 sq.ft Type of Work: M Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: Built addition : master bedroom ,master bath and half bath. Install new impact windows and doors. Interior remodeling: kitchen and baths. Specify color of color thru tile: Submittal Fee Permit Fee$ 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) r Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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 dcondition 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 low brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of20 /s ' .by day of 20 by i r,0 S ( who is personally known to who is personally known to me or who has produced Z . 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: `'` • Seal: . Fejt Y :3y Notary Public State of Florida � Joanna P;9 reii,fano My cor--M scion FF 082753 Af 1XX APPROVED BY Plans Examiner Zoning kvt A \ Structural Review Clerk (Revised02/24/2014) U.S.DEPARTMENT OFNOMEI.MDSECURITY ELEVATION CERTIFICATE FEDERAL EMERGENCY kMAGORMT AGENCY OMB No. 1660-0008 National PkedlnmrameProgmm Important: Read the Instructions on pages 7-9. Expiration Data:July 31,2015 .BB--uuii SECTION A—PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. ZUft 0 �2ATION Policy Number. A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Company MAIC Number. 149 N.E. 105 STREET MIAMI SHORES FLORIDA zIP3331138 A3. Pro.peV Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) Folio#: N/A A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessary,etc.) Residential A5. LatitudeiLongitude:Lat. Long. Horizontal Datum: ❑ NAD 1927 ® NAD 1983 AS. Attach at least 2 photographs of the building If the Certificate is being used to obtain flood insurance. A7. Building Diagram Number A8. For a building with a crawlspece or enclosure(s): A9. For a building with an attached garage: a) Square footage of c•awlspace or enclosure(s) sq ft a) Square footage of attached garage sq ft b) Number of permanent flood openings In the crawispace b) Number of permanent flood openings in the attached garage or enclosure(s)within 1.0 foot above adjacent grade within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b sq in c) Total net area of flood openings In A9.b sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP Community Name&Community Number B2.County Name B3.State 120652 MIAMI-DADE COUNTY I FLORIDA B4.Map/Panel Number B5.Suffix B6.FIRM Index Date B7.FIRM Panel B8.Flood B9.Base Fkwd Elevation(s)(Zone EffecWe/Revised Date Zone(s) AO,use base flood depth) 12086CO302L L 9/11/2009 1 9/11/2009 X N/A B10. Indicate the source of the.Base Flood Elevation(BFE)data or base flood depth entered in item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Smrce: B11. Indicate elevation datum used for BFE in Item B9: IRJ NGVD 1929 ❑ NAVD 1988 ❑ Other/Scurce: B12. Is the building located Ina Coastal Bartter Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑ Yes ® No Designation Date: WA ❑ CBRS ❑ OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones AI-A30,AE AH,A(with BFE),VE,V1-V30,V(with BFE),AR,ARIA,AR/AE,AR/Al-A30,ARIAH,AWAO.Complete Items C2.a-h below according to the building diagram specified in Item A7.In Puerto Rita only,enter meters. Benchmark Utilized: Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations In Items a)through h)below. $I NGVD 1929 ❑NAVD 1988 ❑Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a)Top of bottom floor(including basement,crawlspace,or enclosure floor) ®feet ❑meters b)Top of the next higher floor ®feet ❑meters c) Bottom of the lowest horizontal structural member(V Zones only) WA ®feet ❑meters d)Attached garage(top of slab) ®feet ❑meters e)Lowest elevation of machinery or equipment servicing the building ®feet ❑meters (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) ®feet ❑meters g)Highest adjacent(finished)grade next to building(HAG) ®feet ❑meters h)Lowest adjacent grade at lowest elevation of deck or stairs,including structural support ®feet ❑meters SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification Is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation Information.l cer*that the Information on this Certificate represents my best efforts to Interpret the data avallabie. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S.Code,Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a J�� ES p,' ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No �y . Certifiers Name MIGUEL ESPINOSA License Number 5101 1 sic' T Company Name ," 'f �k2OFESSIONAL SURVEYOR&MAPPER Espinosa -_- T066' SW 190 ST E UI E 3110 Cxty MIAMI SIPLe ZIP Co%157 Signature Date 11/19/2014 Telephone 305 740-3319 FEMA Form 086-0-33(7/12) See reverse side for continuation. Replaces all previous editions. ELEVATION CERTIFICATE,page 2 IMPORTANT: In these spaces,copy the corresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number. 149 N.E.105 STREET City MIAMI SHORES pate Zl l Company NAIC Number: SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(1)community official,(2)Insurance agent/company,and(3)buildng owner. Comments LATITUDE LONGTITUDE PER GOOGLE,ATTACHMENTS=BUILDING PICTURES 444:9 11/19/2014 Signature Date SECTION E-BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A(without BFE),complete Items E1-E5.if the Certificate Is Intended to support a LOMA or LOMR-F request,complete Sections A.B, and C.For Items E1-E4,use natural grade,If available.Check the measurement used.In Puerto Rico only,enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement,crewispace,or enclosure)Is ®feet ❑meters ❑above or❑below the HAG. b)Top of bottom floor(including basement,crawlspace,or enclosure)is ®feet ❑meters ❑above or❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided In Section A items 8 and/or 9(see pages 8-9 of Instructions),the next higher floor (elevation C2.b In the diagrams)of the building is W feet ❑meters ❑above or ❑below the HAG. E3. Attached garage(top of slab)Is 0 feet ❑meters ❑above or ❑below the HAG. E4. Top of platform of machinery and/or equipment servicing the building Is ®feet ❑meters ❑above or❑below the HAG. E5. Zone AO only. If no flood depth number Is available,Is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑Yes ❑ No M Unknown.The local official must certify this information in Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A,B,and E for Zone A(without a FEMA-issued or community-issued BFE) or Zone AO must sign here.The statements In Sections A,B,and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address - City State ZIP Code Signature Date Telephone Comments ❑Check here if attachments. SECTION G-COMMUNITY INFORMATION(OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A,B,C(or E),and G of this Elevation Certificate.Complete the applicable Item(s)and sign below.Check the measurement used In items G8-G10.In Puerto Rico only,enter meters. G1.❑ The Information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,engineer,or architect who Is authorized bylaw to certify elevation Infomxtion. (Indicate the source and date of the elevation data in the Comments area below.) G2.❑ A community official completed Section E for a building located in Zone A(without a FEMA-Issued or community-issued BFE)or Zone AO. G3.❑ The following Information(Items G4-G1 0)is provided for community floodplain management purposes. G4.Permit Number G5. We Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for: ❑New Construction ❑Substantial Improvement G8. Elevation of as-built lowest floor(Including basement)of the building: ®feet ❑meters Datum G9. BFE or(In Zone AO)depth or flooding at the building site: M feet ❑meters Datum G10.Community's design flood elevation: ®feet ❑meters Datum Local Officlars Name Title Community Name Telephone Signature Date Comments ❑Check here If attachments. FEMA Form 086-0-33(7/12) Replaces all previous editions. J�� ° / E cIJ• C�S i NOTICE OF PREVENTATIVE TREATMENTS FOR TERMITES (AS REQUIRED BY FLORIDA BUILDING CODE (FBC 104 . 2 . 6 ) � o SPC SERVICES LLC ADDRESS OF TREATMENT OR LOT / BLOCK OF TREATMENT 149 NE 105 Street;Miami Shores,Florida 33138-2032 9/11/2015 9:00 AM Compressor Sprayer Date Time Applicator Termidor Fipronil 40 Product Used Chemical Used (active ingredient) Number of Gallons Applied 0.06 % 400 Percent Concentration Area Treated (square feet) Linear Feet Treated Soil Treatment—FOLIO# 11-2136-005-0130—SLAB Stage of Treatment (Horizontal,Vertical,Adjoining Slab,Retreat of Disturbed Area) As per 104.2.6—If soil chemical barrier method for termite prevention is used, CORPORATE SEAL final exterior treatment shall be completed prior to final building approval. The building has received a complete treatment for the protection of subterrane- an termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. If this notice is for final exterior treatment, initial and date line below. State Of Florida 9/11/2015 JB223017 m` • SPC SERVICES LLC-305-505-9113—INFORMATION@SPCSERVICESLLC.COM 2016 details- Business Tax Account JA GLOBAL SERVICES GROUP INC - TaxSys - ... Page 1 of 1 0 miamdadGOV - . Tax Collector Home Search Reports Shopping Cart Please do not include any special characters in the name,address,and e-mail field such as#,&,hyphens,comma, dashes. 1 We have moved.Our new address is: 200 NW 2nd Ave,Miami,FL 33128 The information contained herein does not constitute a title search or property ownership. i 2015 Tax Bills are Payable on Sunday,November 1,2015. Business Tax Account#5971610 Account details Account history 2016 2015 2014 2013 _._.............. _.__._....__ ....__. PAID PAID PAID PAID PAID Account number: 5971610 Owner(s): JA GLOBAL SERVICES GROUP Business start date: 02/01/2007 INC Business address: JA GLOBAL SERVICES GROUP 2461 W 76 ST 104 INC HIALEAH,FL 33016 2461 W 76 ST 104 Mailing address: JA GLOBAL SERVICES GROUP HIALEAH,FL 33016 INC Physical business location: HIALEAH ANAYA RAFAEL PRES 2461 W 76 ST 104 HIALEAH,FL 33016 Flags: Home Business Print account application (PDF) Receipts And OccupaWns PAID 2015-07-19$45.00 Contracting 10/01/2015 NAICS code: Receipt#CREDITCARD-15-037136 Print GENERAL BUILDING —09/30/2016 2389 this bili CONTRACTOR Units: 1 Additional documentation required:CGC1512575 State/County License or Certificate -IzC- https://www.miamidade.county-taxes.com/public/business tax/accounts/5971610 11/13/2015 I (W iaint 710 1-'eJ DAVID A. DACOUISTO. AICP DEVELOPMENT ORDER File Number: PZ-01-15-2014159 Property Address: 149 NE 105th Street Owner/Applicant: Zurddo Corp Address: 149 NE 105th Street Whereas, the applicant Zurddo Corp (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. First story addition. Whereas, a public hearing was held on February 26, 2015 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval to construct a 618 sq. ft. one-story master bedroom suite and open patio addition. 2) The site shall not drain onto neighboring or village properties. The plot shall provide storm drainage that detains the first one inch in natural or filtered structural facilities. The applicant is responsible for any site Pate I of, DO-PZ-01-15-20151_59 Zurddo i modifications that become necessary to maintain storm drainage on- site that detains the first one inch in natural or filtered structural facilities. The Building Official may require an architect or engineer's drainage plan and report to certify to the building official that the site will provide storm drainage that will detain the first one inch in natural or filtered structural facilities prior to the drainage work commencing on site. The installation of structures on site to control drainage shall require planning board review and approval. Modifications to the approved drainage plan shall require a signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. Major changes to the approved drainage plan shall require a new site plan review application and review and approval by the Planning and Zoning Board. 3) Landscaping as shown on Sheet No. SP1 00 shall be compliant with Division 17 of Appendix A, Village of Miami Shores Code of Ordinances. The applicant shall not reduce the approved landscaping without planning board approval except the planning director may approve modifications administratively where modification to the landscape plan is necessary to comply with Division 17 or to add additional landscaping. 4) Ground cover must comply with the provisions Division 17 of Appendix A, Village of Miami Shores Code of Ordinances, artificial turf is specifically prohibited. 5) Landscaping shown on the landscape plan shall be installed and completed within one (1) year of the issuance of the certificate of completion by the building official. 6) Applicant to obtain all required building permits before beginning work. 7) Applicant to obtain all required permits and approvals from the Miami- Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami- Dade Department of Health (DOH/HRS) as required. 8) Applicant to meet all applicable code provisions at the time of permitting. 9) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. Page 2 of 3 DO-PZ-0 I-I -201 i 1 iy Zurddo f Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami-Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 26th day of February, 2015 by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Zelkowitz Absent Chairman Fernandez Yes 2 Da Ri rd M. Fernandez air, Planning Board Page 33 of 3 DO-PZ-0 I-1;-201 j 1 59 7_.urddo r Rc J. A. GLOBAL SERVICES GROUP INC. - - GENERAL CONTRACTOR Aa Li&nse #CM 1512105 14108 SW 51"Lane,Miramar. F133027 Tel: 786-236-6545-- Fax: 305-829-5059 Jun 7, 2015 Proposal: Demolition and Shell for Addition Job site: 149 NE 105 STREET MIAMI,FL Demolition Dumspter only 2 (20 Yd) for Shell contractor 01*to, All excavation for footing Foundation and slab—labor and material Columns and walls—labor and material It Tie-beams—labor and material Truss,bracing,Pyww la od, fascia(not included finish)—labor andmatc , Install exterior windows and doors—labor only, supplies given by'0 �i t Contingency, Overhead and Profit Includes:termite control and density test if necessary For a sum of$ 429500.00 0000 Everything according to plans and engineering specifications . . 0000• 0000.. 0 0 0 .. 0000 0 . 0 0000.. .. . 0000.. 000.0. 0 0000.. 0000 0000.. 0000 0 0000. . . 0000.. .. . 00000 0 0 0 0 0 00 00 00 0 000000 00.000 0 . . 00 0 0 0 000000 0000 . . 000000 0000 . . 000 0 0 I Alc®n Windows and Doors Cop Estimate 4601 Nib 74TH A VE MIAMI,F L, .:3166 Date Estimate# PHONE(305)553-0229 4/11/2015 3003 Name/Address NICOLAS IZQUIERDO 7_URDDO COMPANY Project Item Description Qty Rate Total JOB: 149 NE 105TH STREET MIAMI SHORES.FL 33138 Single Hung-Imp... (MARK A)IMPACT SINGLE HUNG WINDOW 53 1/8"X 74 1/4" 3 536.00 1.608.00E FN WHITE/GREEN 5/16" Picture Wdow- I... (MARK B)IMPACT PICTURE WINDOW 37"X 74 1/4"F/V 4 546.00 2.184.00T WHITE/GREEN 7/16" Picture Wdow- I... (MARK C)IMPACT PICTURE WINDOW 26"X 74 1/4"IN 1 330.00 330.00T WHITE/GREEN 7/16" Single Hung-Imp... (MARK D)IMPACT SINGLE HUNG WINDOW 37"X 38 3/8"F/V 2 231.00 462.00T WHITE/GREEN 5/16" Single Hung-Imp... (MARK F)IMPACT SINGLE HUNG WINDOW 37"X 50 5/8"F/V 1 285.O(1 •••• 285.00T WHITE/GREEN 5/16" • ••• 0000• Casement Wdow-... (MARK G)IMPACT CASENENT 37'X 50 5/8"IN WHITE/GREEN 1 •• •592.04 •:'• 592.061: 5/16" 96•00 0 0 00000 Iloriz.Roll.-Impact (MARK H)IMPACT HORIZONTAL WINDOW 111"X 50 5/8"F/V 1 •0'••802.00 • 801941; WHITE/GREEN 5/16"(XOX 1/4- 1/2- 1/4) 0.000 : • .•.• • .0000 • French Door-Imp... (MARK 1,B)IMPACT FRENCH DOOR W/SIDELITES 1 •:••:695.04 •�•• 1.691.6" (ENTRANCE DOOR) • •• • • ••••• • 1-IMPACT FRENCH DOOR 37 3/4"X 79 3/4"F/V WHITE/GREEN ••••• • • W/WHITE INTERLAYER 7/16" • : • • •.••: 2-IMPACT SIDELITES 17 5/16"X 79 3/4"FN WHITE/GREEN • : 0000 • W/WHITE INTERLAYER 7/16" ••' : ••• :0000 Single Hung-Imp... (MARK J)IMPACT SINGLE HLNG WINDOW37"X 59 1/2"FN 2 337.00 674.001' WHITE/GREEN 5/16" French Door-Imp... (MARK 9.TYPE A)IMPACT FRENCH DOOR 30"X 84"F/V 1 765.00 765.00T WHITE/GREEN 5/16" Subtotal To place an order a 50%deposit is required. Sales Tax (7.0%) Alcon Windows&Doors is not responsable if measurements are given by customer. Total Page 1 Alc®n Windows and Doom Corp Estimate 4601 NW 74 T A VE MIAMI FL, 33166 Date Estimate# PHONE(305) 553-0229 4/11/2015 3003 Name/Address NICOLAS IZQUIERDO ZURDDO COMPANY Project Item Description Qty Rate Total French Door-Imp... (MARK 11.TYPE A)IMPACT FRENCH DOOR 36"X 84"F/V 1 863.00 863.001' WHITE/GREEN 5/16" SGD Impact (MARK 11.TYPE D)IMPACT SLIDING GLASS DOOR 96"X 80" 1 1,334.00 1.334.001' F.'V WHITE/GREEN 7/16"W/SCREEN INSTALLATION AND PERMITS NOT INCLUDED NOTE:ALCON WINDOWS AND DOORS WON'T BE RESPONSIBLE FOR MEASURMENT TAKEN IF INSTALLATION IS NOT MADE BY ALCON WINDOWS. '•••• • •••• •••• • •••••• •• • •••• • • TERMS OF PAYMENTS: ••••• • • • 50%DEPOSIT WHEN PLACING ORDER ••••• ••• • • • 5001a WHEN PICK UP OR DELIVERED(PACKING AND •••• 00004 DELIVERY CHARGES NOT INCLUDED) ••••• •• • •••• •• •• •• • •••• • LEAD TIME FOR IMPACT PRODUCT 3—4 WEEKS ••••• • • • • • •••• • 0900* • . • • Subtotal $11.594.00 To place an order a 50%deposit is required. Sales Tax (7.0%) $811.58 .Alcon Windows&Doors is not responsable if measurements are given by customer. Total $12.405.58 Page 2 Proposed Renovations June 1, 2015 UN L) LK ► NTR0L AIR CONDITIONING INC Proposed Renovations 149 NE 105 Street Miami Shores, Florida 33138 United States 0000 0000.. .. Submitted by: ' ' • 0000 Walter Castro 0000.. 0000.. 0000 Under Control Air Conditioning 0 ••••• P.O.box 266826 """ 0000 .. .. •• Weston, FI 33326 0 0,0 0• 0 Office: 9544827271 0000.. 0 Mobile: 3054840058 •••••• .. 0000 undercontrolair@gmail.com www.undercontrolac.com License#: CAC1817984 Under Control Air Conditioning,License#:CAM 817984 1 Proposed Renovations June 1,2015 Walter Castro Under Control Air Conditioning Estimate P.O.box 266826 Weston, FI 33326 United States Office 9544827271 Mobile 3054840058 undercontrolair@gmail.com www.undercontrolac.com License#: CAC1817984 Project: 0087 Customer Proposed Renovations Nicolas Izquierdo Office 786-239-6918 149 NE 105 Street Zurddo Corporation nicolas@zurddo.com Miami Shores, Florida 33138 Miami Shores, Florida 33138 United States United States This project will be completed in 2 phases as follows: Phase I: - Installation of duct work,flex, refrigeration line, and exhaust fan - Repair existing ducts -Rough Inspection Phase II: - Installation of A/C units - Installation of Diffusers and Thermostat -Start A/C units ." . . 0000 0000.. - Final Inspection • • Payment Terms and Conditions are as follows • 0000.. Initial Deposit of 50%are required to begin project to secure initial team of installers and material,Upgn completion of Photo 1•; and approval of rough inspection, payment of 30%is required. Remainder balance is to be macLiApQA final MpbLtion. 00000 0000.. 00.00 Note this project will involve 3 inspection. (2) Rough Inspection and (1) Final Inspection ••'••' 000000•• • 0000.. • • • •• • 0000 • •• ....0- • • • Payment Terms an Conditions are as follows: 0 0 0 �••, Initial Deposit of 50%are required to begin project to secure initial team of installers and material.'dpoh compretlbtcof Ph9se I and approval rough inspection, payment of 30%is required. Upon completion of Phase II and approval of rough'ins' ection payment of 10%is required. Remainder of balance due upon approval of final inspection. Note this project involves(2) Rough Inspection and (1) Final inspection. Estimate is based on plan date of 04-03-2015 This proposal is subject to your acceptance of the below terms and conditions. TERMS AND CONDITIONS 1.Acceptance.These terms and conditions are an integral part of Company's offer and form the basis of any agreement(the "Agreement") resulting from Company's proposal (the"Proposal")for the work being completed. COMPANY'S TERMS AND CONDITIONS ARE SUBJECT TO PERIODIC CHANGE OR AMENDMENT.The Proposal is subject to acceptance in writing by the parry to whom this offer is made or an authorized agent("Customer")delivered to Company within 30 days from the date of Under Control Air Conditioning,License#:CAC1817984 2 Proposed Renovations June 1, 2015 the Proposal. If Customer accepts the Proposal,without the addition of any other terms and conditions or any other modification, Customer shall be deemed acceptance of the Proposal subject to Company's terms and conditions. In addition, Customer's acceptance of the Equipment in this agreement will in any event constitute an acceptance by Customer of Company's terms and conditions. 2.Invoicing and Payment. Company reserves the right to add to any account outstanding for more than 30 days a service charge equal to the lesser of the maximum allowable legal interest rate or 1.5%of the principal amount due at the end of each month. Customer shall pay all costs(including attorneys'fees) incurred by Company in attempting to collect amounts due and otherwise enforcing these terms and conditions. If requested, Company will provide appropriate lien waivers upon receipt of payment. Company may at any time decline to ship, make delivery or perform work except upon receipt of cash payment, letter of credit/ proposal or upon other terms and conditions satisfactory to Company. Description Quantity Cost HVAC 8,500.00 Installation of 2 new Air Conditioning Units and Duct Work 1 Ea 8,500.00 This job includes 2 A/C units Rheem 16 Seer,refrigerant line,A/C stand,pvc,fitting,flow switch,amaflex,mastic,condensate drain, concrete pad,duct board,flex,collars,Z-bar,duct fie,duct tape,black tape,glue,hanger strap,Man,pipe,roof jack,wall cap,screws, blade,boots,staples,thermostat,grills diffusers,staples,boats,tee 8°,boatclick, 3 exhaust fans,line cover and labor.Warranty is one year of labor and 10 year manufacturer guarantee of compressor and parts. DOES NOT Include high voltage,and permit fees. Project Total 8,500.00 Tax 0.00 Total with Tax 8,500.00 We appreciate your business and look forward to working with you. Approved By: Date: Date: Contractor Customer •••• •••••• ...... .. . ...... 00*0 ..•••• G ...... G•,G • Goes* G • GG•GG• •G a ,GG•• • • • • • • so.* • Under Control Air Conditioning, License#:CAC1817984 3 Tuesday,April 21,2015 149 ne 105 st,Miami,F1,33138. Project address. 149 ne 105 st Miami,F1,33138. Dear:Nicolas Izquierdo. , Adan electrical services Ilc. respectfully submits this proposal in conjuntion with electrical work to be performed at the above referenced project. Scope of work: 1-Whole new 200 amps services(Meter box,distribution panel,Graunding system). 2-Whole kitchen(small appl,receptacles lighting,appl. 3-Smoke detectors. 4-A/C unit and AHU heater. 5-Whole laundry. 6-All new construction (addition) 7-All lighting(no fixtures included). 8-Any other miscelaneos likeadditional receptacles,lighting 9-All work to be done as for plans. • . . .... ...... •• 0 •••• The following inclusions and qualifications are included in this proposal.1-This proposal Vre* based • • ...... entirely upon agreed above between owner and contractor.Any and all additional itewm that need to • be added,whether required by code or otherwise,are included in this proposal . •••••• •• • ••••• •• •• •• • •••••• 2-Down payment is required before any work can proceed. • . . ...... 3-This contract is to finalize in 180 days from the date of commencement or additional charge wirm:• • added. •• ••• • •• • 4-Electrical contractor will cut holes in wall and ceiling as needed in order to complete the required work. 5-Electrical contractor is not responsible for repairing any holes that were made in the wall and ceiling. 6.Electrical contractor is not responsible for protecting the premises from dirt and debris. Payments are to be done as following. Model: REMODELATION and ADDITION. Payment Amount Down Payment $4000.00 After rough $200000. Final $2000.00 TOTAL CONTRACT PRICE $8000 if you have any question regarding this proposal,please do not hesitate to call. Respectfully, Rolando Adan Owner Adan Electrical Services Ilc. I Have read this document including all attachements and I accept the prices,specifications,project terms and conditions,notes,standard terms and conditions as stated.) undestand that upon signing,this proposal becomes a binding contract. 0000 • • • • 0000 0000•• Nicolas Izquierdo------—-----—----—----—------- •• 0.00 • • . • ...... ..0009 0 . ..... .9000• 0000 0 • •009.9 ••0• • •0.09 Adan Electrical SgQ4Q%%LLC. 99 • 99.9•• 0 0 • 0 • •• •• 99 • 990090 Signature----------- -----------•--- • Signature------------------------ • • i•••i 9 0000••0000 • • 0 Date: ------------------------------ Date: -------------------------- WALTER PLUMPING CORPORATION 4054 SW 113TH AVE ESTIMATE... -Fr MIAMI, FL.33165 TEL:305-970-7116 FAX:786-254-7580 DATE EMAIL:WalterPlumbing@bellsouth.net 6/18/2015 FOR: Zurddo Corporation ATTN: Nicolas Izquierdo EMAIL: nicolas@zurddo.com JOB ADDRESS: 149 NE 105th St Miami Shores, FL DESCRIPTION Sanitary lines and vents PVC pipes,water distribution CPVC pipe and fixture settings for: 3 Water closet 4 Lavatory 1 Shower 1 Tub 1 Water heater 1 Kitchen sink 1 Dish washer 1 Ice maker 1 Washing machine 4 Hose bibbs ."". 1 Water service •• • .... 1 Septic tank connection 000000 of 0 0•000 000000 • • 000'0' NOT Included: .... . ..... ANY plumbing fixtures A/C or condensation drain •••••• ••000 0.000 Plumbing permit fee Patching ::O::0 '• 0 0000: . . 0 Sand for piping Fire penetration • • Backfill Stand for water heater000000 • 0 0 000*0 •• . • •.• • TOTAL $8,000.00 Payment Schedule Amount 20% Initial payment $1,600.00 30% Rough underground $2,400.00 30% Water pipe $2,400.00 20% Final $1,600.00 Plumbing State Contractor Lic.#CFC1427510, Under Ground Excavation CUC1224638 Backflow Prevention Assembly Tester Certification MC2012-03 ROOFING INC. 18700 SW 295 TER Homestead, FL 33030 Phone: 786-231-5339/Fax: 786-231-5331 Cell: 305-528-1476 E-mail: aguirresroofmg@a,gmail.com Licensed & Insured CCC 1329282 PROPOSAL / CONTRACT Owner Name: ZURDDO CORPORATION Date: 6/11/15 Job Address: 149 NE 105 ST MIAMI SHORES FL 33138-2319 Phone: 786-239-6918(Nicolas Zurddo) 0000 . . 0000 0000.. Scope of Work 069..0 0000.. We hereby submit specifications and estimates subject to all terms and coUltdons a;so*torth ' 0000 . 000. herein and listed as follow: . 00 • 0000.. .. 000. 00 00 00 0 00.0.0 0000.. 00 RE-ROOFING FROM TILE SYSTEM. 0000.. . . 0000.. 00 0 0 000 0 0 0 . Tile roof size: 2200 f 1. Pull appropriate municipal city permit. 2. Tear down existing roof to a smooth workable surface. 3. Remove all deteriorated and rotted wood of which up to 200 if of 1x6 joint or up to 6 sheets of 4x8 Plywood is included in the contract. Wood replacement necessary over a 200 if or plywood, will be charged as follows: Wood sheathing(1x6, 1x8) $ 3.00 If, Fascia(1x4, 1x6, 1x8) $ 5.00 If, Fascia(1 x 10, 1x12) $ 6.00 If, Fascia(2x6,2x8) $ 6.50, if Fascia(2x10,2x12) $ 8.50. Cedar Fascia additional $ 1.25 If. Pressure treated Fascia additional $ 0.75 If. Rafter or Rafter ends (2x4,2x6, 2x8,2x10,2x12) $4.00 If, Rafter or Rafter ends (3x6,4x4,4x6, 4x8) $ 8.50 If, Eave spacer$ 1.00 If, 5/8"Plywood Sheathing $ 90.00 sheet, T-111 Plywood $ 110.00 sheet, Soffit Plywood(IA, 3/8, 1/2) $ 120 sheet, Soffit Boards (1x4, 1x6, 1x8) $ 5.50 4. Place a #30 felt with tin caps(tile roof) 5. Install new drip edge metal and flashing Galvanized, 3" O.C.26Ga. (1/2" clearance from fascia) 6. Request a city inspection of tin caps(after approve follow to) 7. Place a#90 felt with hot tar(tile roof)request a hot mop inspection. 8. Tile in progress inspection request. 9. Installation of the and completion. (Charcol Flat Concrete Tile 13") 10. After all tiles is install request a up lift test done by engineering 11. Request a city final inspection. FLAT ROOF SYSTEM Flat area: 560 f 1. Remove existing roofing material to wooden deck. 2. Remove all roofing material to an approved landfill. 3. Install one (1)ply of#75 base sheet tin caps and 1 1/4"ring shank on center at laps ready for inspection. 4. Inspect and replace all vent caps and lead stacks. 5. Inspect and replace all flashing. 6. Install one (1)ply of Gaf Ruberoid 20 sheet to entire roof with hot asphalt. 060 7. Install one (1)ply of Glass cap sheet to entire roof with hot asphalt. . ' . 0000 000000 8. Clean entire property of all roofing materials prior to final inspection 0••• •••:•• • 000000 60 • 06000. 666666 6 .000.. 6 0 Notes: *Soo 6 6 a. Contractor guarantees that all materials furnished shall be approved•by Dade 6County ••:••0 Code Compliance Office and further agrees to hold """ 000000 .6.6 6 .! .. .. 66 b. Harmless the owner of claims that arise from the use of materials fin-Ued. 4,• c. All debris will be disposed of by leaving the job site clean by de con*ado; •000.•. *000:0 0 d. All materials required for the above described work included (Mat*iaVand fixtures or :6.66: supplies are standard no fancy or special order fixtures,materials or supplies). •• :0: • .. 0 e. There is not warranty on any work done by others. f. Don't include any test or drawings, gas vent permit if required by building department or inspector. Contractor guaranties work against any workmanship defects; LABOR for a period 5 year from the date of installation and MATERIALS for 7 years. This warranty does not cover damages or work done by others. Aguirre's Roofing Inc. Initials CONTRACT PRICE: Aguirre's Roofing Inc. will furnish all material, labor, in accordance to the specifications contained herein for the sum of. 14,000.00 dollars. TERMS: Payments to be made as follows: 500.00 with signed contract. 8500.00 when first inspection is approval. 5000.00 at completion and final inspection. Note: Permits are included with this price. REQUIRED TIME: Upon proposal has been approved by Owner and Deposit payment have been made, the above stated scope of work for the project will be completed within 5 to 15 days upon received of proper permits. Note: Required time of completion depends on weather conditions and inspection approvals. .... This Proposal /Contract may be withdrawn/canceled after thirty (3 0) dAls df dot sign;:d and •; • delivered to Aguirre's Roofing Inc. You may cancel this contract within k3).three9w1Jr1*ng ....:. days of acceptance. If canceled there after, there will be 10% fee. If the 46xpany sues the ;•••• Owner in order to enforce any term(s) of this agreement, then the attorueyS fees WAQurt ' cost of the Company shall be paid by the owner. •••• •• ...... .. . ..... 00 00 00 Accepted are prices, specifications, and schedule of payments and condittml t f this Proposal •; /Contract as outlined above. :...:. "0000 . . . . . . Aguirre's Roofing Inc. is hereby authorized to do the work as specified: •• • Note: ALL CHECKS MUST BE MADE PAYABLE TO AGUIRRE'S ROOFING INC. Aguirre's Roofing Inc. Owner/Authorized agent. Date All materials are guaranteed to be as specified. All work is to be done in workman like manner according to specifications, and will become an extra cost over and above the estimate provided. All agreements contingent upon strikes, accidents, or delays beyond our control. If either party commences legal action to enforce its right pursuant to this agreement, the prevailing party in said legal action shall be entitled to recover its reasonable attorney's fees and costs of litigation relating to said legal action, as determined by a court of competent jurisdiction. 1. Aguirre's Roofing Inc. shall only use materials that are produced and manufactured by reputable and well known companies as evidenced by the manufacturer's label and that are compliant with Dade County Product Approval. 2. Any changes or alterations from this contract requested by owner may result in an increase of the contract price. 3. Should it become necessary for contractor to retain an attorney to enforce the collection of sums due under this Contractor, the owner / agent agrees to be held responsible for all reasonable attorney's fees and costs incurred by Aguirre's Roofing Inc, in connection with such collection efforts. 4. Aguirre's Roofing Inc. shall exercise reasonable care in the execution of its work, however, due to the type of work involved, and shall not be liable for any incidental damage resulting from the normal and routine execution of work. 5. The appearance of Aguirre's Roofing Inc. work will always reflect the condition of the existing underlying roof deck. 6. Aguirre's Roofing Inc. shall not be held responsible for damages before, during, or after roof construction caused by sudden acts of nature, such as hurricanes, tropical storms, waves, depressions or severe wind driven rain storms or conditions. •••• 7. It is possible that dust and dirt may infiltrates into the interior spaces of the proptrty during the removal and installation of the roof. Contractor•W'ilr not.bq•teld • responsible for clean up of attic areas or any other interior areM'.*Vrbperty'dwrier / agent is advised to remove any valuable items from the roof or int�*4ipr areas.andlpr to ;•••• cover such items with plastic,tarp, or any other suitable covering****** 0""' 8. This contract shall be voided if not signed by both parties. •••••• 00#0& ••• 00 99 .. 9 0900•• ...... . • ACEPTANCE OF PORVISIONS TO THIS PROPOSAUCOIXITAACT ••••0• 999.9• • • • 999••• •0 9 Note: This proposal may be withdrawn by us if not accepted within 30 days. Authorized Signature: Date: Aguirre's Roofing Inc The above prices, specifications, and conditions are satisfactory and hereby accepted. Date of acceptance: Owner Signature e TERMS AND CONDITIONS 1. Aguirre's Roofing Inc.will not be held responsible for ceiling or attic damages that occurred before or during the process of roofing. 2. Owner shall protect and secure all interior and furnishings from falling sediment and debris bellow,but not limited to exposed ceilings. 3. Aguirre's Roofing Inc.will not be held responsible for damages caused by fumes,dust,and smoke that may enter the property while the work is in progress. 4. If there is an exposed ceiling,it must be brought to our attention immediately.We are required by Florida Code to nail deck with 3/4"nail,there may be occasions where nails will go through wood and appear on the inside.We will not be held responsible for repairing any cosmetic work on the inside. 5. Aguirre's Roofing Inc. will no be held responsible for sidewalks, driveways, lawns, landscape, septic tanks, awnings, fences, screens, glass enclosures, pipes, water heaters, antennas, solar heaters, electrical wires, phone lines or cables above or below ground. 6. No carpentry work,wood work,painting,plastering,stucco,ceiling,soffit,siding,and metals are included in this contract unless mentioned in specifications. 7. Owner shall be responsible for the inspecting, removal, and replacing of flute pipes for natural gas fired equipment and shall employ a licensed plumber for that work. 8. Any mechanical and electrical work needed to satisfy the Building Department will be the responsibility of the property owner. 9. We will try to salvage existing gutters but we make no guarantees and will not be held responsible for the re- installation of any salvageable gutters. 10. Satellite dishes will have to be removed in order to work.We are not responsible for reinstalling and repositioning. 11. Owner shall provide all water and electricity that contractor will need in order to complete roof work. 12. Owner shall protect and cover pool from any debris during roof work in progress. 13. If during tear off more than one roof is discovered there will be an additional charge. 14. If during tear off we discover that the roof has insulation and it is not included in contact, there will be an additional charge if you want it replace. 15. Our intention is to provide you with excellent service and complete work in prompt and timely manner.We cannot although be held responsible for delays caused y weather conditions, inspections, inspectors, and material availability. 16. Aguirre's Roofing Inc.will not be held responsible for any small areas of pounding water on any flat deck. 17. The cost of engineering calculations, pull test, moisture tests, and asbestos test are not included inotill"t8gtract price. If any test is required to obtain permit fro the work,then such costs are the re:po%lb&y of t1ld'Pfoperty ••••;• owner. If test and calculations results alter the specifications for the work, the contrM price will•be'Idjgsted •• accordingly. 000:9• •• • •••••• 18. Aguirre's Roofing Inc.carries full insurance as required by Florida Law. •••0•• • • • 19. The contract covers only that work which is specifically delineated herein and does not cover any additionat work • 0000•• which is determined necessary by Aguirre's Roofing Inc. and the local building deparlm"t&er commencement .••.• of work. 000.9• •• • 0.000 20. Work done, or attempted to be done, on this roof of any kind by others that Agu40s,Roofing%co cc their ***too authorized agents,relieves the warrantor from any further obligation there under. *too** •0 21. All work to be done or guarantied shall be set forth in above specifications.No promis4,v&b41,or otherwiV,will 0.•.;. be valid. 0 0 •00••• 22. In the event that owner/ authorized agent fails to make payments as specified in cWt,hll fees jncyiVgd in V6#99 collection, such as reasonable attorney fees, court cost, claim of lien, collection agencies are to%q,'paJI by authorized agent or owner.Aguirre's Roofing Inc.also reserves the right to cancel warranty and stop work. 23. It is understood and agreed that Roofing Contractor and roofing contracts insures, will be held harmless for alleged or actual damages / claims as a result of mold, algae, or fungus. It is understood that the Roofing Contractor and the roof contractor's insurers will exclude all coverage, including defense, damages related to bodily injury, property damage and clean un directly or indirectly in whole or in part for any action brought by mol,including fungus and mildew regardless of the cost,event,material,product or workmanship that may have contributed concurrently or in any sequence to injury or damage that occurs. Aguirre's Roofing Inc. Initials ACORDING TO FLORIDA'S CONSTRUCTION LIEN LAW (SECTION 713.001-713.37, FLORIDA STATUTES), THOSE WHO WORK ON YOUR PROPERTY OR PROVIDE MATERIALS AND NOT PAID IN FULL HAVE A RIGHT TO ENFORCE THEIR CLAIM FOR PAYMENT AGAINST YOUR PROPERTY. THIS CLAIM IS KNOWN AS A CONSTRUCTION LIEN. IF YOU'RE CONTRACTOR OR A SUBCONTRACTOR FAILS TO PAY SUBCONTRACTORS, SUB- CONTRACTOR FAILS TO PAY SUBCONTRACTORS, SUB- CONTRACTORS, OR MATERIAL SUPPLIERS OR NEGLECTS TO MAKE OTHER LEGALLY REQUIRED PAYMENTS, THE PEOPLE WHO ARE OWED MONEY MAY LOOK TO YOUR PROPERTY FOR PAYMENT, EVEN IF YOU HAVE PAID YOUR CONTRACTOR IN FULL. IF YOU FAIL TO PAY YOUR CONTRACTOR, YOUR CONTRACTOR MAY ALSO HAVE A LIEN ON YOUR PORPERTY. THIS MEANS IF A LIEN IS FILED YOUR PORPERTY COULD BE SOULD AGAINST YOUR WILL TO PAY FOR LABOR, MATERIALS, OR AOTHER SERVICES THAT YOUR CONTRACTOR OR A SUBCONTRACTOR MAY HAVE FAILED TO PAY. FLORIA'S CONTRUCTION LIEN LAW IS COMPLEX AND IT IS RECOMMENDED THAT WHEN- EVER- A SPECIFIC PRONL-RM ... • ARISES, YOU CONSULT AN ATTORNEY. '..' : ••.• •' 606.40 •0 • 6666.. 40400• • 6666 .••••4 • .0000. 6666 . 66666 66.064 0000 6666. 64 04 40 • .04.00 • •6•••4 • • 4.••.. 00 0 00 a 000 • . Aguirre's Roofing Inc. Initials STRUCTURES INTERNATIONAL, INC. C—f 5 " Elam T�77CT,-a T1k7T::�1 JUN 1 � �01� j, Consulting Structural Engineers 1 ' Date: June 15,2015 Reference: 149 NE 105th Street Miami Shores,FL 33138 To Whom It May Concern: To the best of my knowledge and ability,the attached structural calculations presented here for the above referenced project, meets the Florida 2010 Building Code and the minimum design loads for building and other structures ASCE 7-10. Submit Struct ' o. 57 Mo_ �Faraglq ��.D, g ; M O P1ip® ai®p. �•' FL PE A5 VtA-Zi • FL SI#20ALS � 0.0,0• 4� • OG?Q14%B& 0 • • 000000 s• • 0000•• • 99 0 sees • • • • • • •090.6 • • 15-051 ***90 e .. .• ...... •00.0• • . . . . ...... see • . •sees• see* . 7501 Wiles Road,Shite 106-]3,Coral Springs,FL 33067 CA#9446 Phone:(954)227-1912 Fax:(954)227-6633 Table of Contents 1.Wind Pressures................................................................................................................................................................................2 27 WIND LOADS ON BUILDINGS-MWFRS(DIRECTIONAL PROCEDURE)................................................................................2 windloading(ASCE7-10)..............................................................................................................................................................2 30 WIND LOADS-COMPONENTS AND CLADDING(C&C)...........................................................................................................8 windloading(ASCE7-10)..............................................................................................................................................................8 2.Simpson Strong-Tie Design............................................................................................................................................................11 SS-1 (1)...........................................................................................................................................................................................11 SS-2(2)............................................................................................................................................................................................11 SS-3(3)...........................................................................................................................................................................................11 3.Wall Design..................................................................................................................................................................................... 12 MW-1...............................................................................................................................................................................................12 Masonrywall panel design to MSJC-11.......................................................................................................................................12 0000 . . 0000 0000.9 .. 0000 . 0 0 0 ...... .. . 0000.. . 0000.. 0 0000.. 0000 . . 0 0000 . 0000. 0000.. 00 . 00.00 .. .. .• . 0000.. 0000.. . 0 . 0000.. . . .0000. Project Job Ref. 149 NE 105th Street 15-051 Structures ISubject Sheet no./rev. nternational, Inc. 7501 Wiles Road Wind Pressures 1 Suite 106-6 Calc.by Date ChWd by Date App'd by Date Coral Springs,FL 33067 GFL 4/7/2015 27 WIND LOADS ON BUILDINGS - MWFRS (DIRECTIONAL PROCEDURE) WIND LOADING(ASCE7-10) In accordance with ASCE7-10 incorporating Errata No.1 and Errata No.2 Using the directional design method Tedds calculation version 2.0.15 Cl) LO �T tt 55 ft 53 ft Plan Elevation Building data Type of roof Hipped Length of building b=55.00 ft Width of building d=53.00 ft Height to eaves H=8.42 ft Pitch of main slope ao=12.0 deg Pitch of gable slope ago=12.0 deg Mean height h=11.23 ft General wind load requirements • '••••' ... .. Basic wind speed V=175.0 mph Risk category II••• •••• • Exponent coef(T26.6-1) Kd=0.63 Exposure category(cl.26.7.3) Enclosure class(cl.26.10) Enclosed buildings Int pres coef+ve(T26.11-1) Gtr 4-0.18 :00 • Int pres coef—ve(T26.11-1) GCpI_n=-0.18 '•••*' ""' • • Gust effect factor for flexible or dynamically sensitive structures ":": . 0 0 0 '• .. .. .. . ...•.• Terrain exposure constants(Table 26.9-1) •••• •• Integral length scale factor I=500.0 ft Turbulence intensity factor $=0:2Q . ....;. Minimum equivalent height zmin=15.0 ft Peak factor background resp _:r t0 •••• • ••0 Peak factor wind response gv=3.40 Equiv height of the structure i'1510 ft Intensity of turbulence I Z=0.23 Integral length scale of turb L z=427.06 ft • Background response Q=0.916 Gust effect factor G=Gf=0.88 Topography Topo factor not significant Kzt=1.0 Velocity pressure equation q=0.00256 x Kz x Kzt x Kd x V2 x 1 psf/mph2 2of15 Project Job Ref. 149 NE 105th Street 15-051 Structures ISubject Sheet no./rev. nternational, Inc. 7501 Wiles Road Wind Pressures 2 Suite 106-B Calc.by Date Chk'd by Date App'd by Date Coral Springs,FL 33067 GFL 4/7/2015 Velocity pressures table z(ft) KZ(Table 27.3-1) qZ(psf) 8.42 0.85 41.65 11.23 0.85 41.65 Peak velocity pressure for internal pressure Peak velocity pressure-int qi=41.65 psf Pressures and forces Net pressure p=q x Gf x Cpe-q;x GCpi Net force Fw=p x Aw Roof load case 1 -Wind 0,GCpi 0.18,-cpe Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure z (ft) Cpe qp, (psf) P(psf) Are(ft) Fw(kips) A(-ve) 11.23 -0.62 41.65 -30.25 772.12 -23.35 B(-ve) 11.23 -0.38 41.65 -21.44 772.12 -16.55 C(-ve) 11.23 -0.90 41.65 -40.52 32.25 -1.31 D(-ve) 11.23 -0.90 41.65 -40.52 96.75 -3.92 E(-ve) 11.23 -0.50 41.65 -25.84 387.00 -10.00 F(-ve) 11.23 -0.30 41.65 -18.50 919.88 -17.02 Total vertical net force Fw,v=-70.58 kips Total horizontal net force Fw,h=-1.41 kips Walls load case 1 -Wind 0,GCpi 0.18,-cps Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure z (ft) Cpe qp, (psf) P(psf) Aref(ft) Fw(kips) A 8.42 0.80 41.65 21.86 462.92 10.12 B 11.23 -0.50 41.65 -25.84 462.92 -14 96• • • ••.. .6666• C 11.23 -0.70 41.65 -33.18 446.09--* -1400.+ •• D 11.23 -0.70 41.65 -33.18 446.09::: • -14.80 • 0••••• Overall loading •••• • • • • • 0 6600•• Proj vertical plan area of wall Avert w o=462.92 ft2 Projected vertical area of roof A.Vt r =235.1`7 ftz ":"• 6066•• 06 • •6••• Min overall horizontal loading Fw,totai_min=9.3 kips • • • • Leeward net force Fi=-12.0 kips Windward net force Fo%i Jpol kips . .' Overall horizontal loading Fw,totai=20.7 kips : • : • • •••• • Roof load case 2-Wind 0,GCpi-0.18,-0cpe • 00 Ref. Ext pressure Peak velocity Net pressure Area Net force • Zone height coefficient pressure z (ft) Cpe qp (psf) P(psf) Are+(ft) Fw(kips) A(+ve) 11.23 -0.11 41.65 3.53 772.12 2.73 B(+ve) 11.23 -0.38 41.65 -6.45 772.12 -4.98 C(+ve) 11.23 -0.18 41.65 0.89 32.25 0.03 3of15 Project Job Ref. 149 NE 105th Street 15-051 Structures ISubject Sheet no./rev. nternational, Inc. 7501 Wiles Road Wind Pressures 3 Suite 106-6 Calc.by DateChk'd by Date App'd by Date Coral Springs,FL 33067 GFL 4/7/2015 Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure (ft) Cpe qp, (psfl p(psf) Ares(ft2) Fw(kips) D(+ve) 11.23 -0.18 41.65 0.89 96.75 0.09 E(+ve) 11.23 -0.18 41.65 0.89 387.00 0.35 F(+ve) 11.23 -0.18 41.65 0.89 919.88 0.82 Total vertical net force Fw,v=-0.95 kips Total horizontal net force Fw,h=1.60 kips Walls load case 2-Wind 0,GCpI-0.18,-0cpe Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure 2 (ft) cpe qp, (psf) p(PSI) Are Fw(kips) A 8.42 0.80 41.65 36.85 462.92 17.06 B 11.23 -0.50 41.65 -10.85 462.92 -5.02 C 11.23 -0.70 41.65 -18.19 446.08 -8.11 D 11.23 j -0.70 41.65 -18.19 446.08 -8.11 Overall loading Proj vertical plan area of wall Avertw o=462.92 ft2 Projected vertical area of roof Averts o=235.17 ft2 Min overall horizontal loading Fw,totai_min=9.3 kips Leeward net force Fl=-5.0 kips Windward net force Fw=17.1 kips Overall horizontal loading Fw,total=23.7 kips Roof load case 3-Wind 90,GCpI 0.18,-cpe Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure 2 (ft) cpe qp, (psf) p(psf) Ares(ft) Fw(kips) A(-ve) 11.23 -0.62 41.65 -30.25 717.94 -21.72 B(-ve) 11.23 -0.38 41.65 -21.44 717.94 -15.30. C(-ve) 11.23 -0.90 41.65 -40.52 32.2 . . -1.31" "` " • D(-ve) 11.23 -0.90 41.65 -40.52 96.75.... . -3.$Z` : .,• :• E(-ve) 11.23 -0.50 41.65 -25.84 387.00**O'* -10.OT ;.. .: F(-ve) 11.23 -0.30 41.65 -18.50 1028.2%... ` -1 Q W*9 09000 Total vertical net force Fw,v=-69.80 kips Total horizontal net forces•1:32 kips•• • •• ••• •. •• .• . •....• Walls load case 3-Wind 90,GCpI 0.18,-Cpe • • • •• Ref. Ext pressure Peak velocity Net pressure Area • NeifCR • 0• •• Zone height coefficient pressure ,'ii t (ft) CPO qp, (psi P(pSo ' (i4..•.• : Fw t:lps).• :000% A 8.42 0.80 41.65 21.86 446.08 9.�5r B 11.23 -0.49 41.65 -25.57 446.08 -11.40 C 11.23 -0.70 41.65 -33.18 462.92 -15.36 D 11.23 -0.70 41.65 -33.18 462.92 -15.36 4of15 Project Job Ref. 149 NE 105th Street 15-051 Structures ISubject Sheet no./rev. nternational, Inc. 7501 Wiles Road Wind Pressures 4 Suite 106-6 Calc.by DateChWd by Date App'd by Date Coral Springs,FL 33067 GFL 4/7/2015 Overall loading Proj vertical plan area of wall Avertw go=446.08 ft2 Projected vertical area of roof Avertr_go=149.27 ft2 Min overall horizontal loading Fw,totai_min=8.3 kips Leeward net force Fi=-11.4 kips Windward net force Fw=9.8 kips Overall horizontal loading Fw,totai=19.8 kips Roof load case 4-Wind 90,GCpi-0.18,+cps Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure 2 (ft) Cpe qp, (psfl p(psf) Ares(ft) Fw(kips) A(+ve) 11.23 -0.11 41.65 3.53 717.94 2.54 B(+ve) 11.23 -0.38 41.65 -6.45 717.94 -4.63 C(+ve) 11.23 -0.18 41.65 0.89 32.25 0.03 D(+ve) 11.23 -0.18 41.65 0.89 96.75 0.09 E(+ve) 11.23 -0.18 41.65 0.89 387.00 0.35 F(+ve) 11.23 -0.18 41.65 0.89 1028.24 0.92 Total vertical net force Fw,v=-0.70 kips Total horizontal net force Fw,h=1.49 kips ••••• .. ... Walls load case 4-Wind 90,GCpi-0.18,+cps .••••. ss.s. •••• •• Ref. Ext pressure Peak velocity •••• • •• •04 0:0 Zone height coefficient pressure Net pressure Area ••4 Net force (ft) Cps qP,(PSfl p(PSD Ares(ft)... Fw�kipsl. ::*So*: : A 8.42 0.80 41.65 36.85 446.08••• 16.44 **:*0. ss .. B 11.23 -0.49 41.65 -10.57 446.08••. -4•-42•. .s ... C 11.23 -0.70 41.65 -18.19 462.91••: -8.42• '. .s .s. D 11.23 -0.70 41.65 -18.19 462.92 -1420:• s Overall loading •• 94, •:• • Proj vertical plan area of wall Aver w go=446.08 ft2 Projected vertical area of roof Avert r go=149.27 ft2 Min overall horizontal loading Fw,totetmin=8.3 kips Leeward net force Fi=-4.7 kips Windward net force Fw=16.4 kips Overall horizontal loading Fw,total=22.6 kips 5of15 Project Job Ref. 149 NE 105th Street 15-051 Structures International, Inc. Subject Wind Pressures Sheet no./rev. 5 7501 Wiles Road Suite 106-B Calc.by Date ChWd by Date ApWd by Date Coral Springs,FL 33067 GFL 4/7/2015 r � EE EE f Vf f E L 8 Plan Wer-Hyped root •..• . • • • ...• 6040:0 •• • •••• • . • • • ..6.000 .• . ♦• •.. • V •• ••• 0000 000* 4 000 • O Kpk 111 OIL 0 so 55 ft 0 pol s•..:. . . .0000. Windward face •• • �r 44" •' • c6 06 r' E 3 .a[E.a.f,UEr, 53 ft55 ft 'oil Side face Leeward face 6of15 Project Job Ref. 149 NE 105th Street 15-051 Structures ISubject Sheet no./rev. nternational, Inc. Wind Pressures 6 7501 Wiles Road Suite 106-8 Calc.by DateChk'd by Date App'd by Date Coral Springs,FL 33067 GFL 4/7/2015 t / / Pian VI—-HOpedroof • • • •• a •• •• / WC / • • • � :. 53 ft 000 a .. ... Windward face •• .• ;•; • v � ao � 55 ft - 53 ft Side face Leeward face 7of15 Project Job Ref. 149 NE 105th Street 15-051 Structures ISubject Sheet no./rev. nternational,Inc. 7501 Wiles Road Wind Pressures 7 Suite 106-8 Calc.by Date Chk'd by Date App'd by Date Coral Springs,FL 33067 GFL 4/7/2015 30 WIND LOADS -COMPONENTS AND CLADDING (C&C) WIND LOADING(ASCE7-10) In accordance with ASCE7-10 incorporating Errata No.1 and Errata No.2 Using the components and cladding design method Tedds calculation version 2.0.15 LOM 0000 • • r' 0000 0000•• •• • 0000 • 0000••_ , •• • 0000•• 55 ft 53 ft —•–-►� .•••6• • Plan Elevation .... •60090•• • •0066. .••6 • 66600 Building data 6.09•. •. 60:••' Type of roof Hipped ••66•••• 0000 •••••• 00 ' Length of building b=55.00 ft 6 Width of building d=53.00 ft •••••• • • see •6• .. Height to eaves H=8.42 ft •• • . *00 • Pitch of main slope ao=12.0 deg 00.* Pitch of gable slope ago=12.0 deg Mean height h=11.23 ft General wind load requirements Basic wind speed V=175.0 mph Risk category 11 Velocity pressure exponent coeff(Table 26.6-1) Kd=0.63 Exposure category(cl.26.7.3) C Enclosure classification(cl.26.10) Enclosed buildings Internal pressure coef+ve(Table 26.11-1) GCP_p=0.18 Internal pressure coef–ve(Table 26.11-1) GCpi_n=-0.18 Gust effect factor for rigid structures Terrain exposure constants(Table 26.9-1) Integral length scale factor I=500.0 ft Turbulence intensity factor c=0.20 Minimum equivalent height zmin=15.0 ft Peak factor for background response go=3.40 8of15 Project Job Ref. 149 NE 105th Street 15-051 Structures ISubject Sheet no./rev. nternational, Inc. 7501 Wiles Road Wind Pressures 8 Suite 106-B Calc.by DateChWd by Date ApWd by Date Coral Springs,FL 33067 GFL 4/7/2015 Peak factor for wind response gv=3.40 Integral length scale power law exponent s=0.200 Equivalent height of the structure z=max(0.6 x h,zmin)=15.00 ft Intensity of turbulence(Eqn.26.9-7) 1 Z=c x(33 ft/ z)1'6=0.23 Integral length scale of turbulence(Eqn.26.9-9) L z=I x( z/33 ft)e=427.06 ft Background response(Eqn.26.9-8) Q=4(1 /(1 +0.63 x((min(B, L)+h)/L z)0•63))=0.916 Gust effect factor(Egn.26.9-6) G=Gf=0.925x(1 +1.7xgoxIixQ)/(1 +1.7xgvxIi)=0.88 Topography Topography factor not significant Kn= 1.0 Velocity pressure Velocity pressure coefficient(T.30.3-1) KZ=0.85 Velocity pressure qh=0.00256 x KZ x Kn x Kd x Vz x 1 psf/mphz=41.7 psf Peak velocity pressure for Internal pressure Peak velocity pressure-internal(as roof press.) ql=41.65 psf Equations used in tables Net pressure p=qh x[GCp-GCpI] ."". . . .... 0000:0 Components and cladding pressures-Wall(Figure 30.4-1) '..' : .... .' Component Zone Length {W}idth Eff.area +GCp -GCp /NelZM) Ftrbss(Ave) (ft) (ft) (ft2) �t1..• (PSI :....: 0-10 sqft 4 - - 5.0 1.00 -1.10 4%1.. ;53370 :..•.• 10-20 sqft 4 - - 15.0 0.97 -1.07 479"; ;52 j7'. ••••• 20-30 sqft 4 - - 25.0 0.93 -1.03 QC�Z... -504 •• 30-40 sqft 4 - - 35.0 0.90 -1.00 45.1 0 ;-r�9 •••••• 40-50 sqft 4 - - 45.0 0.88 -0.98 430 48A ;••••; 50-60 sqft 4 - - 55.0 0.87 -0.97 43.7 lI7.9 • 60-70 sqft 4 - - 65.0 0.86 -0.96 43.2 -47.3 70-80 sqft 4 - - 75.0 0.85 -0.95 42.7 -46.9 80-90 sqft 4 - - 85.0 0.84 -0.94 42.3 -46.5 90-100 sqft 4 - - 95.0 0.83 -0.93 42.0 -46.1 100-150 sqft 4 - - 125.0 0.81 -0.91 41.1 -45.2 150-200 sqft 4 - - 175.0 0.78 -0.88 40.0 -44.2 0-10 sqft 5 - - 5.0 1.00 -1.40 49.1 -65.8 10-20 sqft 5 - - 15.0 0.97 -1.34 47.9 -63.2 20-30 sqft 5 - - 25.0 0.93 -1.26 46.2 -60.0 30-40 sqft 5 - - 35.0 0.90 -1.21 45.1 -57.8 40-50 sqft 5 - - 45.0 0.88 -1.17 44.3 -56.2 50-60 sqft 5 - - 55.0 0.87 -1.14 43.7 -54.9 60-70 sqft 5 - - 65.0 0.86 -1.11 43.2 -53.8 9of15 Project Job Ref. 149 NE 105th Street 15-051 Structures ISubject Sheet no./rev. nternational, Inc. 7501 Wiles Road Wind Pressures 9 Suite 106-B Calc.by Date Chk'd by Date App'd by Date Coral Springs,FL 33067 GFL 4/7/2015 70-80 sgft 5 - - 75.0 0.85 -1.09 42.7 -52.9 80-90 sqft 5 - - 85.0 0.84 -1.07 42.3 -52.1 90-100 sgft 5 - - 95.0 0.83 -1.05 42.0 -51.4 100-150 sgft 5 - - 125.0 0.81 -1.01 41.1 -49.7 150-200 sgft 5 - - 175.0 0.78 -0.96 40.0 -47.5 -44 ft i d IF E1evation of gable wall a 46 ft a Elevation of side wall Components and cladding pressures-Roof(Figure 30.4-2B) •••• • 0000• •.• •• Component Zone Length Width Eff.area +GCp -GCp Pr. K+Ie) Pres(-ve) • (ft) (ft) (ft2) s .(•s4 . ••. •• R1 1 1.0 1.0 1.0 0.50 -0.90 258:•• -450 • R1 2 1.0 1.0 1.0 0.50 -1.70 29.3". :-7890:• • • R1 3 1.0 1.0 1.0 0.50 -1.70 288••• -78.39 •: •• R1 2oh 1.0 1.0 1.0 - -2.20 • •• M.1• •. :• R1 3oh 1.0 1.0 1.0 - -2.20 + • : •-99.1• •. :. -46 ft 4.5 ft / A' E 4.5 ft L 4.5 ft / / 4.5 ft �`n.;., 46 ft, a a` Plan on roof 10 of 15, STRUCTURES INTERNATIONAL, INC. PROJECT No. CONSULTING STRUCTURAL ENGINEERS PAGE No, Of PROJECT: 141 )415 1051'4 -'MQV CAM BY: rA FL CAM DATE: 4 '7 SUBJECT: SIMMM 3T 40U 775 AM&A4 CHK.BY: CHK.DATE: ............... ................................. ........ ............................. .... ......... ............ ........... .................... ........... ............. 4 ..... .......... -T 31 ........... ..................i......... ...... ............ ........... ........... ............ .............. —4 ............................. ..... ........... .......... 4- 1 off ................. ------- ------- . .............- ...... ...................... .......... ............... ........ ------ 74 .. ............ ..................... -4 *boo ................. ....- 0000 poqo:! ............ .......... ............. ...... ...... I-- +.11--l�—.4-...-----4---- :.- - ..........If............ . . ........................ ............. ......... .......... !go .......... .......... • 0••* oil 0 I LQO— �IR 1 1.---- 4- % ............... ...... ............... il 0:o ........... ............. ......... ..I.......... t .................................... . ......................... ............... -------........... ...............................4 ..... ..I....... -------------------- ........... ...... ........... ......................... ..........................------ ................... .......... ga ,TID -—--------— ...... ..........- ................ ....................... ..... ........................................... ........................ . ...... ....................................... ........... .......... ............ . ......... .........99 ... ..............- ...................................... .......... ........ ....... ................. ....................................... - _._.I. ..........L ............................. ............ ............. ------- .................. . ......... ...... ............. 11 of 15 Project Job Ref. 149 NE 105th Street 15-051 Structures ISubject Sheet no./rev. nternational, Inc. 7501 Wiles Road Wall Design 1 Suite 106-B Calc.by Date Chk'd by Date App'd by Date Coral Springs,FL 33067 GFL 6/15/2015 MW-1 MASONRY WALL PANEL DESIGN TO MSJC-11 Using the allowable stress design method Tedds calculation version 2.1.02 Masonry wall panel details Reinforced single-wythe wall,the wall is pinned at the top and at the bottom for out of plane loads The wall is fixed at the bottom and free at the top for in plane loads Panel length L=10 ft Panel height h=7.417 ft L 1Q \� —111 R L �� . • • sees•• •• ••• '.��'`+3f ., ," t. •• • sees • (� � sees•• •• • sees•• • • • 00 See see*** a;� S s• • • • R �� ees•• sees 6 sees* • • 00 00 96 0 0*0000 • • • • 0000•• •0996• a 00 Seismic properties 00 • 6 000 • • Seismic design category: A "• • Seismic importance factor(ASCE?Table 1.5-2) Is=1 Design spectral response acceleration parameter,short periods(ASCE7 11.4.4) SDs=1 Seismic wall classification Nonparticipating No prescriptive minimum seismic reinforcement Redundancy factor,on out-of-plane load PE=1.0 Construction details Wall thickness t=7.625 in 12 of 16 Project Job Ref. 149 NE 105th Street 15-051 Structures ISubject Sheet no./rev. nternational, Inc. 7501 Wiles Road Wall Design 2 suite 106-B Calc.by Date Chk'd by Date App'd by Date Coral Springs,FL 33067 GFL 6/15/2015 � o 0 0 � o '. o n • q 1 .1 A CR m Masonry details Hollow concrete units fully grouted in running bond fully bedded with PCL class M mortar Compressive strength of unit Pa=2800 psi Density of masonry units ybiock=115 IWO Height of masonry units hb=7.625 in Length of masonry units Ib=15.625 in •••• 0600 Osseo. Number of internal webs Nweb=1 • . . • Number of end webs Nend=2 °° • ••6:°• °. 0.0.00 00 • •00000 Internal web thickness thw=1.25 in 000#00 • • Face shell thickness tbf=1.25 in o o s o . . :*age:•°°°i 6 6 0000°. End web thickness the=1.25 in •••• • ••• • Area of block Abiock=[t x Ib-(lb-Nweb x thw-Nend x the)x(to Y t°ht;]/Ib=�f 4%Vii12/ft ••• ° 66 66 66 6 *so*:* Area Of grout Agrout=[(lb-Nweb x thw-Nend x tbe)x(t-2 x tpg)l t 4i,c•46.74 in2/ft. " Density of grout ygrout=140 Ib/ft3 6 • ° • Self weight of wall wsw=Abiock x ybiock+Agrout x yg,out=81.19 pst 0°0 • i s• 0 i • o • 15.625" —� T N 777 a . h�a N 1.25"T 5.936" 1,1 1.25-1,14 5.938"– T 1.25-► 13 of 15 Project Job Ref. 149 NE 105th Street 15-051 Structures ISubject Sheet no./rev. nternational, Inc. 7501 Wiles Road Wall Design 3 Suite 106-6 Calc.by Date Chk'd by Date App'd by Date Coral Springs,FL 33067 GFL 6/15/2015 From MSJC-11 Table 2-Compressive strength of masonry Net compressive strength of masonry fm=2000 psi Modulus of elasticity for masonry Em=900 x fm=1800000 psi Shear modulus of masonry Gv=0.4 x Em=720000 psi From MSJC-11 Table 2.2.3.2-Allowable flexural tensile stresses for clay and concrete masonry Allowable flexural tensile stress normal to bed Ft nom,=86 psi Allowable flexural tensile stress parallel to bed Ftyara=106 psi Reinforcement details Yield strength of reinforcement fy=60000 psi Allowable tensile stress in reinforcement Fs=32000 psi Modulus of elasticity for reinforcement Es=29000000 psi Vertical reinforcement provided No.5 bars at 40 in centers Area of vertical reinforcement As=n x Diaz/(4 x s)=0.09 inz/ft Lateral loading details Wind load on panel W=37 psf ••• Shear loading details • •••• ••• •• . e • • Wind shear load on wall Vw=100000 lbs " • •":`e eeeeee ee • ees .. Vertical loading details 000000 • • • eee ee ecce • • e • Dead load on top of wall DL=350 Ib/ft a :90000 Live roof load on top of wall LLr=560 Ib/ft • • • •• ` e l00* • •. From ASCE 7-10 cl.2.4.1 -Combining nominal loads using allowable stress design( JtilizaUnp•• •• • ••• •• e Load combination no.1 DL(0.023) ;";`; • • eeeeee Properties of masonry section • e e e Cross-sectional area A=t=91.5 inz/ft •• • 0• :0: • • Properties for walls loaded out-of-plane: •• • Moment of inertia I=t3/12=443.3 in4/ft Section modulus S=I/c=116.3 in3/ft Radius of gyration r=q[I/A]=2.201 in Effective height factor K=1 Properties for walls loaded in-plane: Gross moment of inertia Ix gross=t x L3/12=1098000 in° Gross section modulus Sx_gross=Ix__qross/(L/2)=18300 in3 Consider wall at bottom under load combination no.1 Axial load at bottom of panel P=DL+h x wsw=952 Ib/ft Compressive stress due to axial load fa=P/A=10.4 psi Slenderness ratio (K x h)/r=40.433<99 Allowable compressive stress due to axial load Fa=(1 /4)x fm x[1 -((K x h)/(140 x r))z]=458.3 psi fa/Fa=0.023 PASS-Allowable compressive stress exceeds compressive stress due to axial loads Allowable compressive force Pa=0.25 x fm x A x[1 -((K x h)/(140 x r))z]=41934 Ib/ft P/Pa=0.023 14 of 15 • Project Job Ref. 149 NE 105th Street 15-051 Structures ISubject Sheet no./rev. ' nternational, Inc. 7501 Wiles Road Wall Design 4 Suite 106-8 Calc.by Date Chk'd by Date App'd by Date Coral Springs,FL 33067 GFL 6/15/2015 PASS-Allowable compressive force exceeds axial load •••••• •• • ••• •• • ••• •• e••• • • • • •••• a ••• Y •••••• •• • ••• • f • • • 15 of 15 • r ;"STRUCTURES INTERNATIONAL, INC. CJU4 0 2 miConsulting Structural Engineers Date: June 30,2015 Reference: 149 NE 105'' Street Miami Shores,FL 33138 dM To Whom It May Concern: COPY To the best of my knowledge and ability,the attached structural calculations presented here for the above referenced project,meets the Florida 2010 Building Code and the minimum design loads for building and other structures ASCE 7-10. 0• ...... 4 . ...... .....• • • . . 0 . . • 40.00• ``,1111111,,, • R 1 FA • • • • • Sub m 4 see °e 0000• • •• 0000•• --"'� � • St*d0ifes 4hhrn�� ..... .... 44•. • • • • 4 0000 0000 ...••• _ No 439 - - 0 40.00• 0..000 .• 000 4.0••4 • • . - • Mo> r F� �Ph.I � . ••040• 040• • . • 4.44 Pri FL P9' FL SI#20'Ci4, 15-051 7501 Wiles Road,Suite 106-B,Coral Springs,FL 33067 CA#9446 Phone:(954)227-1512 Fax:(954)227-6633 I STRUCTURES INTERNATIONAL, INC. PROJECT No. CONSULTING STRUCTURAL ENGINEERS PAGE No. 1 of a. PROJECT: 1 1AFIN S-T&Vt CAM BY: OAK.- CAM DAMAOTS01gols SUBJECT: -3--mmia-ma CHK BY: CHK. DATE: ----------- .......... .......... ............. . .............. ...... ........... ............. ................. ..........-. .. .................. ............I ............. ......... . ......... ............ ....... .......... ..J. ................. ................... . .. ....... .......... . ....... 06 .......... ..................... LA 5 ........................... ........... ....... ................. .............------- .......... ...... ....... . ............ ........... .......... IN! L4-i ............ --- T...........f Z4�5 L............... ............ ......6.1 ....................... .. .... ............ ................ ... ......... ................ .... ..............- ....... ..... .................... ------ c .... .......... rk .&A.* .............I............. ..........i-.. �A�M.i A ................... ................... .......... ......... ..... A- A ...... ...... ................ ............ ............... ........... ... .......................... ............ ........... ........... ------ .................... ........ ... ............ -. ... - I-] - :1. . ..1. -..-i 11 i- ---t-1, ----- ........... 91 1 ......... ... ............ ....... ............... .......... .........--- zy m9a .............. 4 ............... .............. + ........... ................... .......... ............. ..................................... . ........... < ...... ............... ............. ............. ............. ...................................... ............ .......... ................-.11 1.........i.- ........... ............... .......... ........................ ................... ................ ............... ....................... ............ L ............ .......... . ...... ........ .............. .......... .............. L----7 -40 ............................. .............. ......................... ...... ......... ............... ..................- ....................................... ----------- ..... ........ .......... ... ........ ..... ....... ...................._k_ ........... ........................ ... ................ ............ . ...... 1 of 2 STRUCTURES INTERNATIONAL, INC. PROJECT No. 0-101 CONSULTING STRUCTURAL ENGINEERS PAGE No. of PROJECT: Rq NE 06" STA90-T CAM BY: elrj= CAM DATE: lAj*]2&f SUBJECT: .15may.2- Tie be" CHK BY: CHK.DATE: Ls S�. -�1 � --- ...... ........................... .......... ....................... ..... ........................ .................................. ............. 7 01 ........... ........................................................ 0 ............ ............. ................ .......... ..... ...... ........ .............. 4 L6 ........................ 333 .......... ................. F ....... ...... ............. ....... ... .......... .......... .................... ........ ------------.......... ...................... ............. ... .........I............ ... ........... .............. ....................... . ..... . ........ .... ........................... .......... ................ ...... ................ ........... ............. ........... ........... r--7- -r- ....... ... .................... .......... 1. .............. .. . .................... ........ ........... 7 ............................ .......... .................. ........ ...... .............t. .................................... .......... -------------.......... .......... .......... .......... solo 0- ............. ........... _T..... is .0 0•r•• ............ ........... ................................................... ........... ...... 09, e 0 ........... ........... .................. .................I ................. ............... ............... ............ .......... ---------- ------- ........... .......... ...................... ........... ...................... ........... ........ ............ I........... ....... ....................... .................................. ........... ------- ........... .............. ................... ................ ........... ............ ........ ............. .......... ................- ...................... ... .. ............ ............ .......................................... ..... ........ ...... ...... ........ ...... ........................ ................. ......... .......................i.......... ........... ......... ------- ...........t .............i.................. ............. ............. ........... ____4 ...... .......................... ...........i........... ....................... ............. ... ....... 2 of f Subsoil Investigation Report �. prepared by: 4 erg &TESTING INC. www fed-eng. om ` ' P fX fj 7 Client. Zurddo Corporation rr ?""�� ,�1 J Contact: Nicolas lzquierzo ,�s r K Address: 12921 S;CaJttsa Club*Me •*00V Miami,Ff•3,Jt86 •• *0•' 0000•• 0000 •. • •• 000000 • i•••••i • 0000 •• � • 0000•• t 0000 00.00• 000000 000 0 0000• • • Project: Proposed Addition •• ••••0• 00.000 • • p • • • • � - • • • • 0000•• rf�f;r r 0000•• • • ' • • • 0000•• -V Address: 149 NE forth ttreet•• • A � J Miami Shores,FL 3313$ Date: Friday,May 08,2015 4 4. ;4f I� ,eotechnical Materials Testing Inspections Environmental Phone 954.7$4-2941 ederal800-848-1919 & TESTING INC. Fax 954-784-7875 250 SW 13th Ave Pompano Beach,FL 33M fed-eng.com Table of Contents Client Information ----------------------------------------------------------------------- pg. 1 Project Information -------------------------------------------------------------------- pg. 1 General Soil Descriptions ---------------------------------------------------------- pg. 1 Foundation Recommendations -----------—------------------------------------------- pg. 2 Soil Parameters ------------------------------------------------------------------ pg. 3 Excavations ------------------------------------------------------------------ ------- pg. 3 Settlement ----—----------------------_----------------------------------------------- pg. 4 Grading ----------—-----------------_--_-------------------------------------------- pg. 4 Appendices ------------------_------------------------------------—--------------- pg. 5 Soil Boring Log(s) Project Location Soil Boring Location(s) Soil Classifications Sampling Procedures Limitations of Liability 0000 • 0000.. For Your Information ' 0 ' 0000.. .. 0000.. 0000.. Our findings in this report are based on soil conditions encountered in the test bore locatioV"Ay,profflwd structure to be built,(if available at this stage),Florida Building Code requirements and standard engineeMf1practices.Yf your rmt,• is preliminary(i.e. vacant land or building to be demolished) additional borings are required ViNin the Mot hint ofAv.. proposed structure once the location&layout of the proposed structure is known. 600::6 .' . . • . . . . 0000.. .0.000 6 Please read this report in its entirety and follow all recommendations. Failure to do so may0 result in the permi:"g.0 agency (Building Department, etc.) withholding the Certificate of Occupancy. This will catxse•delays•a$d:additional ' costs. The Permitting Agency will require a final certification or signing off of the project prior to issuing the Certificate of Occupancy. All of our recommendations need to be followed to receive a final certification from F.E.T., including densities on each lift,demucking verification,piling inspection,etc.,whichever recommendation applies to your project. Please schedule us at least 24 hours in advance for all tests and inspections. If you choose to use another Engineering Firm, you must verify they will provide you with the proper certification in writing, as outlined in our report. Our firm will only provide a certification letter if it has verified all work as recommended in our report. 'V MIAM Construction Material American Concrete Miami Dade Florida Department Engineering Council Institute County of Transportation Phone 954-784-2941 ederal800-848-1919 J&TESTING INC. Fax 954-784-7875 250 SW 13th Ave Pompano Beach,FL 33069 fed-eng.COm Friday,May 08,2015 Job Order Number 15-SB-207 Zurddo Corporation 12921 S.Calusa Club Drive Miami,FL 33186 Atte.: Nicolas Izquierzo RE: Subsoil Investigation Proposed Addition 149 NE 105th Street Miami Shores,FL 33138 Dear Sirs: Pursuant to your request,Federal Engineering&Testing,Inc.has completed a subsoil investigation on 05/06/2015 at the above referenced site. The purpose of our investigation was to verify subsoil conditions relative to foundation preparation and design. A total of one (1) DCP boring was performed according to ASTM D-6951 drilled down to a depth of fifteen feet (15) below the existing ground surface. (See attached field sketch for locations). The following is a general description of soil stratas for the subject site: 00 . 0 . . 0000 060..0 Depth .. 00 • From To Description of Soils 0 0 ... 00 0 .•' 0 •00000 0" 1' Dark Brown Sand with Roots •. 6 r o o 1' 4' Light Gray Sand 000000 ""' 4' 5' Light Brown Sand .. 0000.. 5' 8' Pale Brown Sand with Some Rock ....0. 6 • 8' 15' Pale Brown Sand 0 0 0.. 0000000 . 0000.. Groundwater table elevation was measured immediately at the completion of the boring and was fo0.0um&at la depth of eight (8) feet below existing ground surface. Fluctuation in water level should be anticipated due to seasonal variations and run off as well as varying ground elevation, construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected by the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. The boring log(s) attached present a detailed description of the soils encountered at the location. The soil stratification shown on the boring log(s) is based on the examination of the recovered soil samples and interpretation of the driller's field log(s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Friday,May 08,2015 149 NE 105th Street Miami Shores,FL 33138 Page 2 From a geotechnical engineering perspective, the site is suitable for the construction of the proposed structure,provided that the surface sand layers are compacted in place and proof rolled. Localized areas of loose materials, if present, will become evident during site clearing,grubbing and proof rolling,and must be removed prior to filling operations. It is our understanding that there is an existing septic tank below the area of the proposed addition. This septic tank must be removed prior to construction of the proposed addition and the excavated area backfilled with clean granular material placed in maximum of 12 inch lifts with each lift compacted and verified prior to placement of the next 12 inch lift of backfilled materials. Based on our understanding of the proposed structure and the information obtained from our field boring log(s); we recommend the following procedures for foundation preparation: 1) Strip the entire footings and building construction areas of topsoil and ground vegetation (when encountered) down to clean granular material. Any underground structures, utility lines, root systems and drainage trenches, etc. must be removed in their entirety from beneath the proposed construction areas. The city arborists should be contacted prior to any land clearing to verify compliance with any local codes. 2) Locate the septic tank area. Remove the septic tank and properly dispose of. Backfill the excavated former septic tank area with clean granular materials in maximum of 12 inch lifts. Compact each lift of backfilled materials to 98% of the ASTM D-1557 modified proctor method. Verify the percent compaction of each lift of backfilled materials prior to placement of the next lift of backfilled materials. ."'`• . 0000 0000.. 99 9 . ... • 3) Saturate and compact all construction areas with a heavy self propelled vibratory rodkKoopa Afty xr�of 98"/S'or the ASTM D-1557 modified proctor method. Make a minimum of ten (10) pa%§8; bith the roller in paeh•; direction. ' �' i ' �' •...• •��• 999 • •...• 4) Care should be taken when using vibration in case of existing structures in the vici>~ii'ro*f the construction area., If vibration cannot be used for compaction, static compaction may be applied. :NWIver, ;p this case,.tW:. . compacted layer should not exceed 6 inches in thickness. . :*so**.. 0000 .0990. 5) Backfill construction areas to proper elevation if needed using a clean granular material placed in lifts not to exceed twelve(12)inches in thickness and compacted as per item 3. 6) Representative samples of the on-site and proposed fill material should be collected and tested to determine the classification and compaction characteristics. 7) All construction fill material above the water table shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve(0.075mm) and have a Unified Soil Classification(USCS) designation of GP, GW, GP-GM, GW-GM, SP or SW. No particle size greater than three(3)inches shall be used in the top 12 inches of the building pad. Friday,May 08,2015 149 NE 105th Street Miami Shores,FL 33138 Page 3 8) Fill Material below the water table shall be washed free draining gravel such as FDOT No. 57 stone or equivalent to about 12 inches above the water table unless dewatering is used. When dewatering is used, fill material shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve(12)percent fines passing a U.S. Standard No.200 sieve(0.075mm). 9) Verify all densification procedures by taking an adequate number of field density tests in each layer of compacted material. Density tests shall be performed on the slab areas, footing areas, interior bearing wall footings and column pad footings. This must be scheduled immediately after Tamp and Spray and/or Compaction,but before Reinforcing Steel Placement. If reinforcing steel is already in-place, it must be removed from all areas to be tested prior to performing densities. 10) After the installation of any plumbing and electrical piping; we recommend that the disturbed area be recompacted and additional densities tests be performed to verify proper compaction of the disturbed areas. 11) All of the above Geotechnical work shall be performed under the supervision of Federal Engineering & Testing's geotechnical engineer or his representative to verify compliance with our specifications and the Florida Building Code. Please call us at 954-784-2941 for scheduling. 12) In the event of existing structures, existing footings or proposed drainage lines,provisions shall be made by the structural engineer and site contractor to protect all footings from undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his recommendations 0•• . . 6666 666600 .. 6666 • The above foundation recommendations being achieved and verified; it is our opinion ths44j"OpropoS'�tf structure'be" designed for a shallow foundation system with a permissible soil bearing pressure not to HEW 2500 P.Q.F. Burg•; pad certification requires satisfactory completion and verification of all the above foundation!r�q*MmenaaPiQu'. 0*:*• Slabs placed upon compacted fill may be designed using a modulus of subgrade reaction valt t df 200 pci. The following soil parameters shall be used for retaining wall designs: • • • , .6 00:0 :6666. 6666.. • Soil unit weight moist--------------------- • ------------------------------------------------�..' • 110 pc f.•.: • Soil unit weight buoyant---------------------------------------------------------------------- 60 pcf • Angle of internal friction----------------------------------------------------------------------- 300 • Active Earth pressure coefficient (Ka)------------------------------------------------------ 0.33 • Passive Earth pressure coefficient (Kp)----------------------------------------------------- 3.0 • Angle of wall friction for steel piles--------------------------------------------------------- 300 • Angle of wall friction for concrete/brick walls------------------------------------------- 200 • Angle of wall friction for uncoated steel---------------------------------------------------- 150 Excavations shall not extend within one (1) foot of the angle of repose next to existing footings or structures unless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act requirements. Shorings shall be designed and inspected by a Florida licensed professional engineer. Friday,May 08,2015 149 NE 105th Street Miami Shores,FL 33138 Page 4 Provisions shall be made by the architect, engineer of record and contractor to address differential settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to address differential settlement. Detailed settlement analysis was beyond the scope of this report. Comparing the field test data obtained in this exploration with our experience with structures similar to those proposed for this project, the estimated magnitude of these settlements is 0.5 to 1 inch. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. All outside ground surfaces must be sloped away from the structure to avoid water accumulation and ponding. All rain waters shall be discharged away from all building foundations. Verify all water,sewer,plumbing,sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundation. Regardless of the thoroughness of a geotechnical exploration, there is always the possibility that conditions may be different from those of the test locations; therefore, Federal Engineering & Testing, Inc. does not guarantee any subsoil condition between the bore test holes. A site plan showing the location of the proposed structure was not provided at the time the soil borings were performed. For a more accurate portrayal of subsurface conditions,the site contractor should perform test pits. If different conditions are encountered,Federal Engineering&Testing Inc.,shall be notified to review the findings and make any recommendations as needed. In accepting this report the client understands that all data from the soil borings is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. For Environmental due diligence,a Phase I and/or Phase II Environmental Site Assessment is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Federal Engineering & Testing, Inc. appreciates the opportunity to be of service to you at this phase of your project. Please feel free to contact us if we may be of further service to you. . . .... ...... Sincerely, • ...... .. . ...... Keith LeBlanc,P.E. S/i"�e.r •• •• •••• ••:••' Federal Engineering&Testing,Inc. Florida Reg.No. 59394 • . . . . ...... Certificate of Authorization#5471 • 00 ...... .. . • ••• . . Friday,May 08,2015 149 NE 105th Street Miami Shores,FL 33138 Page 5 Appendices . . .... ...... .... . .. ..... ...... ... . ..... .. .. .. ...... . . . . ...... •• 0 • ... Phone 954-784-2941 L ederal800-848-1919 8 TESTING INC. Fax 954-784-7875 250 SW 13th Ave Pompano Beach,FL 33069 fed-eng.Com Test Boring Report Client: Zurddo Corporation Date of Test: May 6,2015 Project: Proposed Addition Hole No.: B-1 Address: 149 NE 105th Street Location: See Attached Drawing Miami Shores,FL 33138 Depth(FT) Soil Descriptions Hammer Blows "N" 1 0"- 1' Dark Brown Sand with Roots 2 1 2 3 1'-4' Light Gray Sand 3 3 4 4'-5' Light Brown Sand 5 3 8 5 3 4 7 6 5'-8' Pale Brown Sand with Some Rock 3 5 7 6 5 9 8 4 4 9 5 7 16 10 9 10 11 8'- 15' Pale Brown Sand 9 11 23 12 12 11 13 13 11 25 14 14 15 15 16 15 16 17 18 19 20 21 22 23 24 •••• 0000.. 25 • • • 26 0000.. 00 . 000000 27 0000.. 0000.. 0000 28 • Goes 00 0000. 29 s G 30 .. .. 00 0000.. 00 /1 000000 0000.. Water Level: 81011 Below Land Surface Keith LeBlanc,P.E. Federal Engineering&Testing,Tic. A=Auger Florida Reg.No.,59394 Certificate of Authorization#5471 PS xi., S • I A i Z Jr � Now 4 i6V IL ll �f K IV 40 -400 N • D y a r» � - 4' t .� m;. ` NE-106th-Sty , r �� i ' - '� "` -Site"Locatibn z,s n�it.�fr NE 105th-St 1 w - dM t, z -_ r L NE104th-Sl - « qJ (. is 7 r}, d ' ► v• Q A ( . `y Ar , —NE-1 n m R Lz- —NE-102nd-St it' or da OW NE 104st'St— `~ ~ 'NE 100th-St -- - r JF E-99t•h-St Is NE-98th-St 2C'rs'Goog�e jog, Pr Federal EngineeringTestingInC.250 SW l3th AVE Pompano Beach, lII I Client: Zurddo Corporation Project: Proposed Addition Test: Subsoil Investigation Project Address: 149 NE 105th Street // is notIscale) Shores, i N oB- 1 i • • 10 • •••••• d20115boogle t.1 • • • •••• • •• ••••• •••••• ••• • •••••• Soil Boring Location Map • .. .. .. ...... . . . . ...... Federal Engineering & Testing Inc.250 SW 13th AVE Pompano Beach, F 3069(95 -294;•••• Client: Zurddo Corporation Project: Proposed Addition Test: Subsoil Investigation Project Address: 149 NE 105th Street (site map is not to scale) Miami Shores,FL 33138 Soil Classifications Correlation of Penetration Resistance with Relative Density and Consistency Sands Dynamic Cone Penetrometer Standard Penetration Penetrometer Resistance Hammer Blows Relative Density 0- 10 0-4 Very Loose 11 -25 5 - 10 Loose 26-45 11 -20 Firm 45 -75 21 -30 Very Firm 76-120 31 -50 Dense LI > 120 >50 Very Dense Silts&Clay Dynamic Cone Penetrometer Standard Penetration Relative Density Penetrometer Resistance Hammer Blows 0-6 0-2 Very Soft 7- 15 3-5 Soft 16-30 6- 10 Firm 31 -45 11 - 15 Stiff 46-90 16-30 Very Stiff 91 - 150 31 -50 Hard Rock Hardness Description Soft Rock core crumbles when handled Medium Can break core with your hands Moderately Hard Thin edges of rock core can be broken with fingers Hard Thin edges of rock core cannot be broken with fingers Very Hard Rock core rings when struck with a hammer Sand Qua n ' Modifiers Particle Size Very Slight Trace 0-2% Boulder > 12 in ."". Slight Trace 2-5 % Cobble in • Trace 5 - 10 % Gravel 4.76 pm-3 in..' ....:. Little Trace 10- 15 % Sand 0.074fitifit 4.76 mm 000000• Some 15 -30 % Silt 0.0050MOm.0.07 nam . • ..... With >30% Clay mm... . .. .. .. ...... Silt Clay Quantity Modifiers • Slightly Silty/Clayey 0-5 % Silty/Clayey 5 -30% 0••• Very Silty/Clayey 30-50% Drilling & Sampling Procedures The soil borings were installed in accordance with Standard Penetration Tests procedures as set forth in ASTM D-1586. Representative samples were collected utilizing spilt-barrel techniques in accordance with the procedures set forth in "Penetration Tests and Spilt-Barrel Sampling of Soil in ASTM D-1586. The following field tests, measurements and laboratory analysis were performed/collected during the installation of each soil boring. Penetration Tests During the sampling procedures, Standard Penetration Tests were performed at five (5) foot intervals to obtain the standard penetration value (N) of the subsurface soil. The standard penetration value (N) is identified as the number of blows of a 140-pound hammer falling thirty(30) inches,required to advance the spilt-barrel sampler one(1)foot into the subsurface soil. The sampler was lower into the bottom of the previously cleaned drill hole and advanced by blows from the hammer. The number of blows was recorded for each of the three (3) successive increments of six (6) inches penetration. The"N"value is obtained by adding the second and third incremental numbers. Water Level Measurements Water Level depths were obtained during the test boring operations. In relatively pervious soils, such as sandy soils,the indicated depths are usually reliable groundwater levels. Seasonal variations,tidal conditions,temperature, land-use and recent rainfall conditions may influence the depths to groundwater levels. Soil Properties/Classification All samples collected were classified in accordance with the Unified Soil Classification System criteria to determined soil material properties and compared with published literature of the USDA Soil Conservation Survey of Broward County. Ground Surface Elevations Ground surface elevations have not been provided for the proposed boring locations. Therefore, all references to depth of the various strata and materials encountered were from existing grade at the time of the drilling operations. 0000 000* 0 . . 0000 0000.. 0000.. .0000. 0 0 . . 0000. . . 0000.. ... . •000• 0 . 0 0000 .. 0000.. •00000 0 0 . . 0 0000.. . 0000.. .. . 0 000 0 0 Limitations of Liability Warranty Analysis and Recommendations cont. We warrant that the services performed by Federal Engineering and Testing, In accepting this report the client understands that all data from the soil boring Inc.(F.E.T.) are conducted in a manner consistent with the level of skill and is intended for foundation analysis only and is not to be used for excavating, care ordinarily exercised by members of the profession currently practicing backfilling or pricing estimates.In accepting this report the client understands under similar conditions. No other warranties, expressed or implied, are that all data from the soil boring is intended for foundation analysis only and made. While the services of F.E.T. are an integral and valuable part of the is not to be used for excavating, backfilling or pricing estimates. The site design and construction process, we do not warrant,guarantee,or insure the contractor must familiarize themselves with the job site conditions. Soil quality or completeness of services or satisfactory performance provided by boring(s) on unmarked vacant property or existing structure(s) to be other members of the construction process and/or the construction plans and demolished is considered preliminary with further boring(s)to be performed specifications which we have not prepared,nor the ultimate performance of after proposed building pad is staked out.Report recommendations are based building site materials. As mutual protection to clients, the public and primarily on data from test borings made at the locations shown on the test ourselves,all reports are submitted as the confidential property of clients,and boring reports. Soil variations may exist between borings and may not authorization for publication of statements, conclusions or extracts from or become evident until construction. If variations are then noted,F.E.T.must regarding our reports is reserved pending our written approval. Reports are be contacted so that field conditions can be examined and recommendations not intended for 3rd party use. revised if necessary. The Geotechnical report states our understanding as to the location, dimensions, and structural features proposed of the site. Any Subsurface Exploration significant changes in the nature,design,or location of the site improvements Subsurface exploration is normally accomplished by test borings. The soil must be communicated to F.E.T. so that the Geotechnical analysis, boring log includes sampling information, description of the materials conclusions,and recommendations can be appropriately adjusted. recovered,approximate depths of boundaries between soil and rock strata and groundwater data. The log represents conditions specifically at the location and time the boring was made. The boundaries between different soil strata Construction Observations are indicated at specific depths;however,these depths are in fact approximate Construction observation and testing is an important element of Geotechnical and dependent upon the frequency of sampling. The transitions between soil services. The Geotechnical Engineer's Field Representative(Field Rep.)is the stratum are often gradual. Water level readings are made at the time the 'owner's representative" observing the work of the contractor, performing boring was performed and can change with time,precipitation,canal levels, tests,and reporting data from such tests and observations. The Geotechnical local well drawdown,and other factors. Regardless of the thoroughness of a Engineer's Field Representative does not direct the contractor's construction Geotechnical exploration there is always a possibility that conditions may be means,methods,operations, or personnel. The Field Rep.does not interfere different from those of the test locations;therefore F.E.T.does not guarantee with the relationship between the owner and the contractor,and except as an any subsoil condition surrounding the bore test holes. For a more accurate observer,does not become a substitute owner on site. The Field Rep.is only portrayal of subsurface conditions, the site contractor should perform tests collecting data for our Engineer to review. The Field Rep.is responsible for pits. If different conditions are encountered,F.E.T.shall be notified to review his/her safety only,but has no responsibility for the safety of other personnel the findings and make any recommendations as needed. and/or the general public at the site. If the Field Rep. does not feel that the site is offering a safe environment for him/her,the Field Rep.will stop his/her observation/testing until he/she deems the site is safe. The Field Rep.is an important member of a team whose responsibility is to observe the test and Laboratory and Field Tests work being done and report to the client whether that work is being carried Tests are performed in accordance with specific ASTM Standards unless out in general conformance with the plans and specifications. otherwise indicated. All criteria included in a given ASTM Standard are not 4 4.. always required and performed. Each test report indicates the measurements . . `***so *so*** and determinations actually made. *.so ; . ..0 0 0 LimitaVoaWRepart.- : *804:0 Ownership of Tests/Reports Federal Engineering&Testing,Ioc.4h 9 have no liability,in contract,tort or All test results and/or reports prepared by F.E.T. pursuant to this agreement otherwise, for any inaccuracy,def","omissiamin interpreting t"Siiport and/or Addendum(s) thereto, shall remain the property of F.E.T. until all and shall not in any event have aWokalbility for Tosb profits at4*%o other monies due and owing to F.E.T. under this Agreement and/or Addendum(s) indirect,special,incidental,consegnK tilt exemp1my or junitiveKkZ ages.In thereto,are paid in full. the event of future conflict between•owners and conk:ctors the"loving applies: F.E.T.(s) legal and/or c:mp�representation and preparnen for Analysis and Recommendations representation fees will be billed!on anehourlywate,4:� deposi§M expert The Geotechnical report is prepared primarily to aid in the design of site work witness, etc. F.E.T. has no pbli4Agn to dmend its colc}�i�ffi or and structural foundations. Although the information in the report is expected recommendations after the date oftkis report. Arp arerltions or changts in to be sufficient for these purposes,it is not intended to determine the cost of the location of the project should be brought to dh&attention at the earliest construction or to stand alone as construction specifications. convenience for review and applicability of this report. Phone 954.784-2941 :2ederal800.848-1919 s TESTING INC. Fax 954-784-7875 250 SW 13th Ave Portlpano Beach,FL 3M69 fed-eng.com Partial List of Services Geotechnical Engineering Services Soil/Aggregate Tests Field Inspection Services Asphalt Services Soil Borings Fill & Quality Control Inspections Backscatter Density Tests Density Compaction Tests Demucking Inspections Extractions&Gradations Grain Size Analysis Building Inspections Marshall Limits Moisture Contents Pile Driving Inspections Bulk Specific Gravity Soil Classifications Pile Load Tests Cores for Thickness Determination Limerock Bearing Ratios Steel Inspection Asphalt Pavement Monitoring Florida Bearing Values Threshold Inspection Asphalt Assessment Specific Gravity Bolt Inspection Carbonate Analysis Weld Inspection Concrete Tests Hydraulic Conductivity Vibration Monitoring Concrete Strength Testing Organic Contents Slump Tests L.A.Abrasion Geotechnical Engineering Windsor Probe Testing FDOT Inspections Foundation Engineering Schmidt Hammer Testing QC Management Foundation Design&Recommendation Core Testing Earthwork Ins Subsoil Investigation Air Content QC Concrete Inspections Inspections Pile Load Calculations Concrete Unit Weight Inspections QC Asphalt Inspections Piling Installation Monitoring Flexual Strength Testing Environmental Engineering Services Phase I Site Assessments Phase 11 Site Assessments Lead Base Paint Surveys Site Inspections Phase I Follow up on Contaminated Sites Report and Analysis Research of Property Records Installation of Monitoring Wells Air Monitoring Soil Borings Soil and Ground Water Analysis Roof Testing & Inspection Services TAS 105 Field Fastener Withdrawal Test TAS 106 Tile Uplift Test TAS 124 Bell Chamber/Bonded Pull Test TAS 126 Moisture Survey Windload Calculation Drainage Calculations - Lightweight Concrete placement Inspection a- Roof Assessment/Evaluation • ' *so*:* Cap Sheet Inspection '` • Fastener Spacing Inspection - I ' •""' Tile/Shingle/Standing Seam Inspection s ease*: Base Sheet Installation Inspection ' Insurance Mitigation ••••• Retrofit Mitigation/Certification r r Roof Drainage Calculations • • • ••• of • Construction Material American Concrete Miami Dade Florida Department Engineering Council Institute County of Transportation ZURDDO CORPORATION CONSTRUCTION: COST BREAKDOWN Project: 149 N.E. 105 Street. Miami Shores, FL 33138 Construction Items Cost Demolition $4,000 Portable Toilet $600 Septic System $5,800 Foundation/Addition 600 sq.ft $55,000 Rough Framing $2,300 Roofing $14,000 Windows and Exterior Doors $14,300 Plumbing $10,500 Electrical $8,200 HVAC $7,500 Insulation $800 sees . . .... ...... Drywall/Plaster $4,500 •••:•• s• ••••• Cabinets, counter top, hardware (kitchen + Baths) $12,000 •••:•• ••• •••• . . 00 00 so Interior Finish: (Doors, moulding, knobs, etc) $1,900 ••• • . . . . ...... Flooring: Tile+ hardwood $8,500 ' Landscaping $3,000 Paint: Exterior/ Interior $4,000 Garage Door $1,800 TOTAL • $158,700 May 05, 2015 --U J (a t IJ 1 0 (J residential+retail architecture Miami Shores Village Building Department 10050 NE 2"d Ave Miami Shores, Florida 33138 Re: Permit No. RC15-867 Proposed Addition and Renovations at: 149 NE 105 ' Street Miami Shores, FI. Dear Sir or Madam, Please see below, the written response to the comments provided during your Plan review. Please refer to clouded revision#1 clouds on the new inserted drawings for the addressed comments. BUILQING DERM, Health Department, and Impact fee review required. • Acknowledged, Tobe provided by Owner. .••••. . 6666 6666.. The value of the work depicted on the permit application is not indicative of the scope of lrgo8 the plan;,Provide 0 detail cost estimate for this project. 69666* .. 6 *000:0 666.66 9 • To be provided by Owner and Contractor. See Attached. •••••• 6666 .. Provide shoring plans as required by OSHA under section 1926.703(b)(8)(i)and provide Wdrhl Shore&sp'e'cial 6•:' inspector form. 0060 : ••••• .. .. 96 6666.. • Shoring plans produced by Structural Engineer of record and special fnpWctor form are •, now being provided. ...... 6666.. The finish floor of the dwelling should be a minimum of 8"above the highest of either the comon of road' Ievration or...0 back of sidewalk elevation. The survey provided does not show the back of sidewalk elevations. •••• • An updated survey with the elevations requested being shown to be provided by Owner's surveyor. See attached. Provide 1 accessible bathroom. the door to the bathroom should provide a 29" minimum clear opening. The 2'-6" door will only provide 28"of clear opening. • The door to Bath#2 was updated to a 32"door to provide required clearance. Please refer to sheet A-101 and A-201-Door Schedule for coordination. R311.3.1 Floor elevations at the required egress doors. Landings or floors at the required egress door shall not be more than 11/2 inches(38 mm)lower than the top of the threshold. T: 305.582.2836 300 Oakwood Lane Suite 100 Hollywood, Fl. 33020 e: infoa@r-method.net Page 1 • The landing elevation at proposed exterior doors have been modified to comply to requirement Please refer to sheet A-101, and to A-401-Elevations and A-501 -Sections for coordination. The exterior door detail 1/A-202 requires a 1x4 wood buck. Must of the doors product approval requires the wood buck to provide full support of the jambs. Provide a details based on the requirements of the door product approval. • Wood buck detail to be provided by Structural Engineer. Please refer to the response letter from Structures International for further information. Provide subsurface report as required on the foundation notes. • Acknowledged, To be provided by Owner. Provide note for the required subterranean termite treatment. Acknowledged, the termite treatment note has been added to sheet SP-100. Top of footings should be a minimum of 8" below grade. • Acknowledged, a dimension specifying the above has been added to section 3/A-501. R4409.6.17.1.2 Where a ceiling is to be attached directly to the underside of trusses,the trusses shall be laterally braced with continuous 1 x 4 members nailed with 8d common nails to the upper side of the bottom chord at panel points but not to exceed 10 feet(3 m)apart. This lateral bracing shall be restrained at each end and at 20 foot(6 m) intervals. Drywall may be considered a rigid ceiling in enclosed areas where it is protected from the elements. The drywall ceiling is not to be considered a ceiling diaphragm. • Please refer to the response letter from Structures International for further information. Feel free to contact me at 305-582-2836, if you should have any questions. Cordially, •.°• . . .... ...... f••••• f• • .°°.°° Date: 05-05-15 *00600 • • ' •s°.sa Jose Ruben Ji enez, R.A. °•••• ;°• ° Florida License N AR94903 •••• • •• •••'• ° T: 305.582.2836 300 Oakwood Lane Suite 100 Hollywood, FI. 33020 e: info@r-method.net Page 2 STRUCTURES INTERNATIONAL, INC. Consulting Structural Engineers May 14,2015 Miami Shores Village—Building Department 10050 NE 2°d Avenue Miami Shores,FL 33138 Reference: Zurddo Residence 149 NE 105th Street Miami Shores,FL 33138 Permit Number: RC15-867 Dear Building Official: Please find below our response to comments generated on 4/24/15. COMMENTS 0000 1. S-0: There is no importance factor in ASCE 7-10. '0000' 0000.. .. 0000 0000.. .. . 0000.. The importance factor has been removed. See Design Loads under StmehPal Notes4on 0000.. page S-0. 0000 . .. 0000. 2. S-0: Specify codes of material per FBC 2010. 0000.. 0000.. • FBC 2010 references have been added for both concrete and masonrl. Seepage" . . 0000.. .. 0000 3. S-2: Provide bottom chord bracing details. '00 0 Bottom Chord Bracing Detail has been added. See Section 3 and 4 on page S-2. 4. S-1: Show masonry reinforcement spacing. Masonry reinforcement spacing is included on the Ground Level Foundation Plan. See No. 8 under Plan Notes on page S-1. 7501 Wiles Road,Suite 106-B,Coral Springs,FL 33067 Phone:(954)227-1512 Fax:(954)227-6633 STRUCTURES INTERNATIONAL, INC. Consulting Structural Engineers 5. Specified inspection forms for masonry and soil compaction. Special Inspector form has been signed, sealed, submitted. Owner to provide Special Inspector form for soil compaction. 6. In the architectural demolition,wall on the right is proposed to be demolished up to tie beam. On S-2, a girder truss is shown at the location of that beam. Please coordinate. The girder truss has been removed. See Roof Plan on page S-2. 7. Structural calcs: Wind load for MWFRS, C&C;uplift/gravity reaction of trusses;masonry, hurricane straps. A calculation package has been signed, sealed,and submitted. 8. Copies of NOAs of hurricane straps to be provided. Florida State Wide Product Approval forms have been submitted. 9. S-2: Specify NOA of hurricane straps. 0000 Florida State Wide Product Approval Number has been included on the Mof Plan'See 9960V Remarks in the Simpson Truss Connector Schedule on page S-2. 0000.. •..• .0000. 000000 0000.. 10. Provide shoring plans as required by OSHA under section 1926.703(b)(8)(11 MW prottde•. ...... 000 0.• 0000 Miami Shores special inspector form. • 0000.. . 0000. 0 . 0 0 00 00 00 .0.000 Shoring Plan Detail has been added. See Section 5 & 6 on page S-2. :••:•: • •, 0 0 0 0 000000 0.0000 11. The exterior door detail 1/A-202 requires a 1 x4 wood buck. Most of the(rw;produgt ,,. ;•••• approval requires the wood buck to provide full support of the jambs. Provide a detail-bas&d on the requirements of the door product approval. Jamb detail has been added. See page S-1. 12. Provide subsurface report as required on the foundation notes. Owner to provide. 7501 Wiles Road,Suite 106-13,Coral Springs,FL 33067 Phone:(954)227-1512 Fax:(954)227-6633 STRUCTURES INTERNATIONAL, INC. ® Consulting Structural Engineers 13. Top of footings should be a minimum of 8" below grade. A note has been added to the Footing Schedule. See page S-1. 14. R4409.6.17.1.2 Where a ceiling is to be attached directly to the underside of trusses,the trusses shall be laterally braced with continuous 1 x 4 members nailed with 8d common nails to the upper side of the bottom chord at panel points but not to exceed 10 feet(3 m)apart. This lateral bracing shall be restrained at each end and at 20 foot(6 m) intervals. Drywall may be considered a rigid ceiling in enclosed areas where it is protected from the elements. The drywall ceiling is not to be considered a ceiling diaphragm. A lateral truss bracing detail has been added. See page S-2. `%%%III JOIE Subces SiCt 's atioal,�inc. P) � '.E. ti • Flt° fit E: {:.' •...:. FL%S�#24,� `' • • • • • •••••• 7501 Wiles Road,Suite 106-B,Coral Springs,FL 33067 Phone:(954)227-1512 Fax:(954)227-6633 � x .f, WHITELOCKE `4 &c WILLIAMS CONSULTING ENGINEERS Martin Whitelocke,P.E. Jermaine Williams,P.E. 05/04/15 Plan Reviewer City of Miami Shores Building Department 10050 NE 2 Ave., Miami Shores, Florida 33138 Re: 149 NE 105"Street Please see the following responses to the comments pertinent to the plumbing portions of this project: PLUMBING • ...... .. . ...... 1. RC-15-867 149 NE 105 ST 4/16/15 1. FBC 107.1 Asper MiamkDade•• •• �•••• Ordinance Chapter 8-10-show the location of all applicable utlitiee*This: •••• ":". shall include but not limited to water meter, water service and 2l v has "'• •••• lines or tanks on property • Response: Refer to revised sheet site plan for location of water meter ani 0 0 0 ' service as well as septic tank location.There are no gas linen . . 2. FBC 107.1 Health Department approval required for on site sewage disposal. Response: To be obtained by Owner. 3. FBC 107.1 Plumbing Diagram with size of all lines and location of all fixtures and the number of fixtures units of the fixture groups they serve. Dfu. 184460LD PRINCETON LANE.SOCA RATON,FLORIDA 33498•P110NE:561-7034)625/954-372-5041•FAX:360-851-672Q928-752-1484 9 WANDWCE.COM Response: Refer to revised sheet P-3 for riser with size and fixture units. 4. FBCR P2903.1 Size of water service pipe. The water service pipe shall be sized to supply water to the structure in the quantities and at the pressures required in this code. Response: Refer to revised sheet P-3 for revised water service size calculation. 5. FBCR P2903.2 Maximum flow and water consumption. As per Miami- Dade Ord. Sec. 8-31 plumbing fixtures shall meet the local water flow restrictions adopted by Miami-Dade County Water and Sewer (water closet 1.28gpm, lavatory 1.5gpm, shower heads 1.5gpm and kitchen faucets 1.5gpm). . Response: Refer to revised sheet P-3 for note on water fixtures. If you have any further questions or comments regarding the above mentioned project, please do not hesitate to contact us. Thank you. .ttF�tt's31��, 6 0 Sincerely, •��`'.� •.••...•.• C1'** 4th; IGEN SF ••` X .5yy389 .� ......... j..........Via.. �.�.e...... 0000 Martin Whi a e,P PTSD • •��I 0 '••••' ••••;• ! . • • • Principal ��•• F ?® .® •• :• •• e •. t O R\ .�0 •• • ...... �jf1o•o•oo•••f� ,6, 0000•• • ••0900 APP�OIBL@B98a0��t, '9•••' 9'•99' 00900 • • • ••••9 •9 • 9••09 • • •• •• •• 0000 • s9•••• • • • • • ' • • • • 000 0 •• •0••9• • • 9 •00999 • • 00 0 18446 OLD PRINCETON LANE,BOCA RATON,FLORIDA 33498.PHONE.551-703-0625/954372-5041•PAX:360.851-8720/923-752-1484•WANDWCE.COM g1; RS Miami shores Village Building Department LORID�' 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I(We)have been retained by R-Method Inc• to perform special inspector services under the Florida Building Code at the 149 NE 105th Steet project on the below listed structures as of May 14.2015 (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: RC15-667 ❑ SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2) SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(R4407.5A) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(84405.9.12) ❑ SPECIAL INSPECTOR FOR Note:Only the marked boxes apply. The following individual(s)employed by this firm or me are authorized representatives to perform inspection Monzer FaremeW Z. Gabriele Lo Fria 3, 4. *Special Inspectors utilizing authorized representatives shag insure the authorized representative is qualified by edwAQn or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include li©ensur® as a ftfnsi3nal 0 0 0 0 0 0 engineer or architect; graduation from an engineering education program in civil or structural engineW4, G'aduatioM frogman .' architectural education program;successful completion of the NCEES • 0000.. .. . 0000.. Fundamental Examination;or registration as building inspector or general contractor. 0 0 0*0 0 0 0000.. I, (we)will notify Miami Shores Village Building Department of any changes regarding authorized person ng pei#orming inspe0•cMon •0 services. • • 000 0000.. ... . 0000. I, (we)understand that a Special Inspector inspection log for each building must be displayed in a converient•location on tike site ••••;• for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, V r,toted by the Florida •0 Building Code,must be performed by the County.The Village building inspections must be called for on till mandatory irgW&Ps. •••••• Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspection%perforilhed by the ;0••0; Department. Further,upon completion of the work under each Building Permit I will submit to the Building Ihspedor at file I1+Q of • final inspeogs the c ppm leted inspection log form and a sealed statement indicating that,to the best of my knowledge,Belief And professl6 gadg o portions of the project outlined above meet the intent of the Florida Building Code and are in s� , ac -poe, eapproved plans. S�goedi eal °- Engineer/Architect 5743 e NameMonzerFeramewl own Address 7501 wlies Road,Suite 106-B,Coral Springs,FL 33067 STATE OF 2 5/ 015 Phone No. 954.227.1512 SS Created on'6MO/2009' STRUCTURES INTERNATIONAL, INC. ® Consulting Structural Engineers Date: May 5,2015 Reference: 149 NE 105th Street Miami Shores,FL 33138 To Whom It May Concern: To the best of my knowledge and ability,the attached structural calculations presented here for the above referenced project,meets the Florida 2010 Building Code and the minimum design loads for building and other structures ASCE 7-10. °1° e�`��EFt I FARq��'• Str�iCt6rnatlOnal; lc® Poo 7439 Soso: _- MeJ i° • .1�0000427 Ma��'PU�� FL .sees. e `PEs;�: raAL �e s`e. FL S1#20 ;;;•°"''0 see•. .0000. sees.. e.• s 00090 .. .. 0e 0.00.0 sees.. . e 0 . . . . se.eee sees.. 15-051 e e ssssss .. sees 7501 Wiles Road,Suite 106-13,Coral Springs,FL 33067 CA#9446 Phone:(954)227-1512 Fax:(954)227-6633 Table of Contents 1.Wind Pressures................................................................................................................................................................................2 27 WIND LOADS ON BUILDINGS-MWFRS(DIRECTIONAL PROCEDURE)................................................................................2 windloading(ASCE7-10)..............................................................................................................................................................2 30 WIND LOADS-COMPONENTS AND CLADDING(C&C)...........................................................................................................8 windloading(ASCE7-10)..............................................................................................................................................................8 2.Simpson Strong-Tie Design............................................................................................................................................................11 SS-1 (1)...........................................................................................................................................................................................11 SS-2(2)........................................................................................................................................................................................... 11 SS-3(3)...........................................................................................................................................................................................11 3.Wall Design..................................................................................................................................................................................... 12 MW-1...............................................................................................................................................................................................12 Masonrywall panel design to MSJC-11.......................................................................................................................................12 . . .... ...... ...... .. . ...... .... . .. ..... ...... ... . ..... .. .. .. ...... . . . . ...... o Project Job Ret. 149 NE 105th Street 15-051 Subject Sheet no./rev. Structures International, Inc. 7501 Wiles Road Wind Pressures 1 Suite 106-8 Calc.by Date Chled by Date ApWd by7 Date Coral Springs,FL 33067 GFL 4R/2015 27 WIND LOADS ON BUILDINGS - MWFRS (DIRECTIONAL PROCEDURE) WIND LOADING(ASCE7-10) In accordance with ASCE7-10 Incorporating Errata No.1 and Errata No.2 Using the directional design method Tedds calculation version 2.0.15 / / u7 � i 55 ft— 53 ft— Plan t Plan Elevation Building data Type of roof Hipped Length of building b=55.00 ft .... Width of building d=53.00 ft Height to eaves N=8.42 ft *••••e ••• •• Pitch of main slope aa=12.0 deg Pitch of gable slope aeb`-'17.0 deg.' ;'; Mean height h=11.23ft 000 0 *s• �• General wind load requirements • Basic wind speed V=175.0 mph Risk category II ' • Exponent coef(T26.6-1) Kd=0.63 Exposure category(cl.26.7.3) go. .. .. ... .. Enclosure class(cl.26.10) Enclosed buildings Int pres coef+ve(T26.11-1) GCri-00•=•0.18 Int pres coef ve(T26.11-1) GCR_n=-0.18 0 : • • • Gust effect factor for flexible or dynamically sensitive structures •'• •• Terrain exposure constants(Table 26.9-1) .. Integral length scale factor I=500.0 ft Turbulence intensity factor c=0.20 Minimum equivalent height Zmin=15.0 ft Peak factor background resp go=3.40 Peak factor wind response gv=3.40 Equiv height of the structure z=15.00 ft Intensity of turbulence I Z=0.23 Integral length scale of turb L i=427.06 ft Background response Q=0.916 Gust effect factor G=Gt=0.88 Topography Topo factor not significant Kzt=1.0 Velocity pressure equation q=0.00256 x Kz x Kzt x Kd x Vz x 1psf/mph2 2of15 Project Job Ref. 149 NE 105th Street 15-051 Subject Sheet naJrev. Structures International, Inc. Wind Pressures 2 7501 Wiles Road Suite 106-8 Calc.by Date Chled by Date App'd by Date Coral Springs,FL 33067 G 47/2015 Velocity pressures table z(ft) K:(Table 27.3-1) qZ(psf) 8.42 0.85 41.65 11.23 0.85 41.65 Peak velocity pressure for internal pressure Peak velocity pressure-int qi=41.65 psf Pressures and forces Net pressure p=q x Gf x Cpe-qi x GCpi Net force Fw=p x Aref Roof load case 1 -Wind 0,GCpi 0.18,-cpe Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure z (ft) CPG qp, (psfl P(psf) Are(ft) Fw(kips) A(-ve) 11.23 -0.62 41.65 -30.25 772.12 -23.35 B(-ve) 11.23 -0.38 41.65 -21.44 772.12 -16.55 C(-ve) 11.23 -0.90 41.65 -40.52 32.25 -1.31 D(-ve) 11.23 -0.90 41.65 -40.52 96.75 -3.92 E(-ve) 11.23 -0.50 41.65 -25.84 387.00 -10.00 F(-ve) 11.23 -0.30 41.65 -18.50 919.88 -17.02 Total vertical net force Fw,v=-70.58 kips Total horizontal net force Fw,h=-1.41 kips Walls load case 1 -Wind 0,GCpi 0.18,-cpe Ref. Ext pressure Peak velocity Zone height coefficient pressure Net pressure Area Net-ON(tio •• ••• •• (ft) cpe qp, (psf) P(Psfl ( ••• ; Fw"( :.. A 8.42 0.80 41.65 21.86 462.92": ' 10M B 11.23 -0.50 41.65 -25.84 462.92... -19,96 . :" •: C 11.23 -0.70 41.65 -33.18 446.08 -1$.80" @*:see D 11.23 -0.70 41.65 -33.18 446.0&.*. ' -14.80'.: 000 •• Overall loading %• • Proj vertical plan area of wall AverLA o=462.92 ft2 Projected vertical area of roof Avert r q=235.lVfP Min overall horizontal loading Fw,totw_min=9.3 kips •••' • ••• %•• • Leeward net force R=-12.0 kips Windward net force Fw=10.1 kips ' Overall horizontal loading Fw,totel=20.7 kips Roof load case 2-Wind 0,GCpi-0.18,-0cpe Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure (ft) Coe qp, (psf) (psf) (ft� Fw(kips) A(+ve) 11.23 -0.11 41.65 3.53 772.12 2.73 B(+ve) 11.23 -0.38 41.65 -6.45 772.12 C(+ve) 11.23 -0.18 41.65 0.89 32.25 0.03 3of15 Project Job Ref. 149 NE 105th Street 15-051 Subject sheet no./rev. Structures International, Inc. Wind Pressures 3 7501 Wiles Road Suite 106-B Calc.by DateChkd by Date App'd by Date Coral springs,FL 33087 GFL 4x//2015 Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure 2 (ft) CPO qp, (pso p(psf) A f(ft) Fw(kips) D(+ve) 1 11.23 -0.18 41.65 0.89 96.75 0.09 E(+ve) 11.23 -0.18 41.65 0.89 387.00 0.35 F(+ve) 11.23 -0.18 41.65 0.89 919.88 0.82 Total vertical net force Fw,v=-0.95 kips Total horizontal net force Fw,h=1.60 kips Walls load case 2-Wlnd 0,GCpi-0.18,-Ocpe Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure 2 (ft) CO qp, (psf) p(psf) Acer(ft) Fw(kips) A 8.42 0.80 41.65 36.85 462.92 17.06 B 11.23 -0.50 41.65 -10.85 462.92 -5.02 C 11.23 -0.70 41.65 -18.19 446.08 -8.11 D j 11.23 j -0.70 j 41.65 -18.19 446.08 -8.11 Overall loading Proj vertical plan area of wall Av.n w o=462.92 ft2 Projected vertical area of roof Avert r�o=235.17 ft2 Min overall horizontal loading Fw,totai_min=9.3 kips Leeward net force Fi=-6.0 kips Windward net force Fw=17.1 kips Overall horizontal loading Fw,total=23.7 kips Roof load case 3-VVInd 90,GCpi 0.18,-cps Ref. Ext pressure Peak velocity Net pressure Area Net fpjcA Zone height coefficient pressure (ft) cpa qp, (pst} p(Psf) Arer(ft2 Fw f ISiQ ••• •• A(-ve) 11.23 -0.62 41.65 -30.25 717.94 • -24 i7 J••� ••• �• B(-ve) 11.23 -0.38 41.65 -21.44 717.94••+ • -15.39• • • C(-ve) 11.23 -0.90 41.65 -40.52 32.2F)-::: -1<39••• ,•• •• D(-ve) 11.23 -0.90 41.65 -40.52 96.75--:- • -31.92. • ••• •• E(-ve) 11.23 -0.50 41.65 -25.84 387.OQ... • -10.00. • F(-ve) 11.23 -0.30 41.65 -18.50 1028.24 • -1�,Q • ••• •• Total vertical net force Fw,v=-69.80 kips Total horizontal net force w,h=.- 32 kip :.. .: Walls load case 3-Wind 90,GCpi 0.18,-cp• •• • Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure 2 (ft) CPS qp, (psf) p(psf) Aret(ft) Fw(kips) A 8.42 0.80 41.65 21.86 446.08 9.75 B 11.23 -0.49 41.65 -25.57 446.08 -11.40 C 11.23 -0.70 41.65 -33.18 462.92 -15.36 D 11.23 -0.70 41.65 -33.18 462.92 -15.36 4of15 Project Job Ref. LAW 99 149 NE 105th Street 15-051 Subject Sheet no./rev. Structures International, Inc. Wind Pressures 4 7501 Wiles Road Suite 106-B Cale.by Date Chk'd by Date App'd by Date Corel Springs,FL 33067 GFL 4/7/2015 Overall loading Proj vertical plan area of wall Avert,eo=446.08 fta Projected vertical area of roof Aver r so=149.27 ftz Min overall horizontal loading Fw,tota mm=8.3 kips Leeward net force Fi=-11.4 kips Windward net force Fw=9.8 kips Overall horizontal loading Fw,totsi=19.8 kips Roof load case 4-Wind 90,GCpi-0.18,+cps Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure z (ft) CPO qp (psi )(psi) Arer(ft) Fw(kips) A(+ve) 11.23 -0.11 41.65 3.53 717.94 2.54 B(+ve) 11.23 -0.38 41.65 -6.45 717.94 -4.63 C(+ve) 11.23 -0.18 41.65 0.89 32.25 0.03 D(+ve) 11.23 -0.18 41.65 0.89 96.75 0.09 E(+ve) 11.23 -0.18 41.65 0.89 387.00 0.35 F(+ve) 11.23 -0.18 41.65 0.89 1028.24 0.92 Total vertical net force Fw,v=-0.70 kips Total horizontal net force Fw,h=1.49 kips Walls load case 4-Wind 90,GCpi-0.18,+cpe Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure z (ft) cpa qp, (psf) p(psf) A w(ft) Fw(kips) A 8.42 0.80 41.65 36.85 446.08 16.44 B 111.23 -0.49 41.65 -10.57 446.08 -4.72 C 11.23 -0.70 41.65 -18.19 462.92 4142". ••• •• D 11.23 -0.70 41.65 -18.19 462.92.. ; -8.42••• • Overall loading •••:•• •• • ••• •• 0000•0 • 1 • Proj vertical plan area of wall Avert w eo=446.08 f1:2 Projected vertical area of roof Avgr6r qp=14947 ftz ;•• •; Min overall horizontal loading Fw,totatmm=8.3 kips *000•' i '••' *0000 Leeward net force Fi=-4.7 kips Windward net force ",46$kips••• ; ••• • Overall horizontal loading Fw,tow=22.6 kips #0 00 " " 00 • • • • 0..000 . :00••• •• • . ••• • 5of15 Project Job Ref. 149 NE 105th Street 15-051 Structures Subject Shit no.lrev. International, Inc. 7501 Woes Road Wind Pressures 5 Suite 108-B Calc.by DateChkd by Date App'd by Date Coral Springs,FL 33067 GFL 4!712015 a \ \ h Rf A \\ S Plan view-Nipped roof 06 Al 55 ft � •....• • • 9999 ••• •• Windward face •..• : ,� . ... • ao 9.0.0• w . . . C B • •• •• •• ••• •• — 53 ft -► 55 ft— • Side face Leeward face 0 •••• 6of15 Project Job Ref. 149 NE 105th Street 15-051 Subject sheet no./rev. Structures International, Inc. 7501 Wiles Road Wind Pressures 6 Suite 106-B Cala by Date ChWd by Date App'd by Date Coral springs,FL 39067 GFL 4R/2015 -� A B Plan view-Kpw rod C6 4 53 ft-- —► •••• • • •••• ••• •• Windward face '..' : , •. ;.; C B ..... ... . ... . �-- 55 ft --► —53 ft Side face Leeward face ; ••• ;•• •; 7of15 Project Job Ref. 149 NE 105th Street 15-051 Subject Sheet noJrev. Structures International, Inc. 7501 Wiles Road Wind Pressures 7 Suke 106-B Calc.by Date Chkd by Date ApIA by Date Coral Springs,FL 33067 GFL 4/7/2015 30 WIND LOADS - COMPONENTS AND CLADDING (C&C) WIND LOADING(ASCE7-10) In accordance with ASCE7-10 Incorporating Errata No.1 and Errata No.2 Using the components and cladding design method Tedds calculation version 2.0.15 / 55 ft— 53 ft— Plan Elevation Building data Type of roof Hipped Length of building b=55.00 ft Width of building d=53.00 ft •••• . . .... ... .. Height to eaves H=8.42 ft . . .. . . ... . • Pitch of main slope ao= 2.0 deg ....0• •� ••� • Pitch of gable slope ago=12.0 deg 000000 . ... .. .... .. Mean height h=11.23 ft . . .... . .. ... . General wind load requirements ...... ... . ..: .• Basic wind speed V=175.0 mph 000000 •• ••• •• . Risk category II :• •: Velocity pressure exponent coeff(Table 26.6-1) Kd=0.63 •••••• 000 . . Exposure category(cl.26.7.3) C .. . . ... Enclosure classification(d.26.10) Enclosed buildings •• • Internal pressure coef+ve(Table 26.11-1) GCpi_,=0.18 Internal pressure coef ve(Table 26.11-1) GCpi n=-0.18 Gust effect factor for rigid structures Terrain exposure constants(Table 26.9-1) Integral length scale factor I=500.0 ft Turbulence intensity factor c=0.20 Minimum equivalent height zmin=15.0 ft Peak factor for background response go=3.40 8of15 Project Job Ref. 149 NE 105th Street 15-051 Structures Subject Sheet no./rev. International, Inc. Wind Pressures 8 7501 Wiles Road Suite 106-8 Calc.by DateChkd by Date ApWd by Date Coral Springs,FL 33067 GFL 4/7/2015 Peak factor for wind response gv=3.40 Integral length scale power law exponent s=0.200 Equivalent height of the structure z=max(0.6 x h,Zmin)=15.00 ft Intensity of turbulence(Eqn.26.9-7) 1 z=c x(33 ft 0.23 Integral length scale of turbulence(Eqn.26.9-9) L z=I x( z/33 ft)E=427.06 ft Background response(Eqn.26.9-8) Q=4(1/(1 +0.63 x ((min(B, L)+h)/L Z)0•83))=0.916 Gust effect factor(Eqn.26.9-6) G=Gr=0.925 x 0 +1.7 x go x I z x Q)/(1 +1.7 x g„x I z)=0.88 Topography Topography factor not significant Kz=1.0 Velocity pressure Velocity pressure coefficient(T.30.3-1) KZ=0.85 Velocity pressure qh=0.00256 x Kz x Kn x Kd x Vz x 1psf/mphz=41.7 psf Peak velocity pressure for internal pressure Peak velocity pressure-internal(as roof press.) qi=41.65 psf Equations used In tables Net pressure p=qh x[GCp-GCpi] Components and cladding pressures-Wall(Figure 30.4-1) Component Zone Length Width Eff.area +GCp -GCp Pres(+ve) Pres(-ve) (ft) (ft) (ft2) (psf) (psf? 0-10 sqft 4 - - 5.0 1.00 -1.10 49.1 -53.3 10-20 sqft 4 - - 15.0 0.97 -1.07 47.9 -52.0 20-30 sqft 4 - - 25.0 0.93 -1.03 46.2 -50.4 30-40 sqft 4 - - 35.0 0.90 -1.00 45.1 -480% 40-50 sqft 4 - - 45.0 0.88 -0.98 44.3.'. -'48 V 50-60 sqft 4 - - 55.0 0.87 -0.97 43►7... ',�7'9 : Doe Doe 60-70 sqft 4 - - 65.0 0.86 -0.964 "' -47'3 .. , 70-80 sqft 4 - - 75.0 0.85 -0.95 �a7..' :-AA* .• . 80-90 sqft 4 - - 85.0 0.84 -0.94 41.1'0: 0!4t.5; •' 0. .. .. 90-100 sqft 4 - - 95.0 0.83 -0.93 42.0•0. -46.1 100-150 sqft 4 - - 125.0 0.81 -0.91 11.1 ).1• " as 150-200 sqft 4 - - 175.0 0.78 -0.88 40.@ 444.2. 0-10 sqft 5 - - 5.0 1.00 -1.40 49.1 !65.8 10-20 sqft 5 - - 15.0 0.97 -1.34 47.9 -63.2 20-30 sqft 5 - - 25.0 0.93 -1.26 46.2 -60.0 30-40 sqft 5 - - 35.0 0.90 -1.21 45.1 -57.8 40-50 sqft 5 - - 45.0 0.88 -1.17 44.3 -56.2 50-60 sqft 5 - - 55.0 0.87 -1.14 43.7 -54.9 60-70 sqft 5 - - 65.0 0.86 -1.11 43.2 -W.8 9of15 Project Job Ref. 149 NE 105th Street 15-051 Subject Sheet noJrev. Structures International, Inc. 7501 Win Road Wind Pressures 9 Suite 106-8 Calc.by Date ChWd by Date ApWd by Date Corel Springs,FL 33067 GFL 4/7/2015 70-80 sgft 5 - - 75.0 0.85 -1.09 42.7 -52.9 80-90 sgft 5 - - 85.0 0.84 -1.07 42.3 -52.1 90-100 sgft 5 - - 95.0 0.83 -1.05 42.0 -51.4 100-150 sqft 5 - - 125.0 0.81 -1.01 41.1 -49.7 150-200 sgft 5 - - 175.0 0.78 -0.98 40.0 -47.5 5 a 44 ft I d Elevation of gable wall v Co K 4 �t 48 ft 1U v Elevation of side wall Components and cladding pressures-Roof(Figure 30.4-213) Component Zone Length Width Eff.area +GCP -GCp Pres(+ve) Pres(-ve) (ft) (ft) (ft2) (W (psf) R1 1 1.0 1.0 1.0 0.50 -0.90 28.3 -45.0 R1 2 1.0 1.0 1.0 0.50 -1.70 28.3 -78.3 R1 3 1.0 1.0 1.0 0.50 -1.70 28.3 -78.3 R1 2oh 1.0 1.0 1.0 - -2.20 - -99.1 R1 3oh 1.0 1.0 1.0 - -2.20 - -99.1 . • • 0000 ••• •• ►�� a • • • 46ft- •. • .•• .. • 00000• • . • ... .. 4.5 ft 3 2 3 •"•'• :'• •• • • 0000 • 00 •.• . 0000•. .•. . ..• . 000 00 � / 0000•• • 0000•• 4.5 ft % •• • • 090 . • 4.5 ft 2 1 , 1 2 • • �f .• 4.5 ft 3 2 3 � 46 ft Plan on roof 10 of 15 STRUCTURES INTERNATIONAL, INC. PROJECT No. 15"051 CONSULTING STRUCTURAL ENGINEERS PAGE No. ► of I PROJECT: 141 NE 105r,4 -'y'r'�i' CAM BY: C FL_ CALL. DATE: `� '��✓� SUBJECT: S11504 STRoNM Tic I 1C-xy CHK. BY: CHK. DATE: i i I I L _.._............ ..._ _____ "T4 Fu � `i t : ar '7t i -- -- r � i L a� Q1, r2316 ; � I PV.�1f i 9C� CIs „YE _71 rC �1a.� :Fi 7 Pyr �C' TE — �. r. 1 S j i� �, ) ` 5 ;;1 cj s E}�;✓TI ti i _r 7�)*;,- f !� I _ 4`E `Cj iit L� /�. I�r� _ r �� i�`o �e� C� ?'rG� •. -.. G, F 00 0 f I I i j I i i 11 of 15 Project Job Ref. 149 NE 105th Street 15-051 Structures Subject Sheet no./rev.International, Inc. 7501 Wiles Road Wall Design 1 Suite 108-B Cele.by DateChkd by Date App'd by Date Coral Springs,FL 33087 GFL 5/5/2015 MW-1 MASONRY WALL PANEL DESIGN TO MSJC-11 Using the allowable stress design method Tedds calculation version 2.1.02 Masonry wall panel details Reinforced single-wythe wall,the wail is pinned at the top and fixed at the bottom for out of plane loads The wall is fixed at the bottom and fixed at the top for in plane loads Panel length L=10 ft Panel height h=7.417 ft ra ►I H ti • • •••• • Seismic properties •• • ••• ••• • •• Seismic design category A 0.•••.0 00 00 0 0 0 Seismic importance factor(ASCE?Table 1.5-2) Is=1 600:0* ' :•• •: Design spectral response acceleration parameter,short periods(ASCE7 11.4.4) "" " • • • •••. SDS • ••• ...•• . =1 .••••• .•. •• • • • • • Seismic wall classification Nonparticipating •• •• •• ••• •0 No prescriptive minimum seismic reinforcemen!:•: 0• • • . ... .• Redundancy factor, on out-of-plane load PE=1.0 *00000 • Construction details •••• • • ••• i•' ' Wall thickness t=7.625 in •• • 12 of 15 Project Job Ref. 149 NE 105th Street 15-051 Subject Sheet no./rev. Structures International, Inc. 7501 Wiles Road Wall Design 2 Suite 1 O6-B Calc.by Date ChWd by Date ApWd by Date Coral Springs,FL 33067 GFL 5/5/2015 CR J'f•°`°s',r°�✓'r,•'°�r lfA"'' ��,.r',J'.'/`!',�,JI```�,` /J"'!�>+`:'�•,r'°!/r� �s'r'��'f'`'�•`t''f�'�°f P,r�.1�1/� '�/rr�,r?JI J,f J. . .✓ J �d f J� '.i t i'.o r��/j f'�,'f�'/`,%`,s,:,i'f,,f,.."s a as ma ± J✓` sn en orJ fi` n aw . fn 6 I !! •, LL 4 O V . 1b, •P:!l ff O •, y O �pJ J f`J•r . C. e e ZZ Mv, s ' ? o ,J'sf s q e v, n ' >'•P,`.a v. s ' o ✓" J ,✓`eJ,B°:de .' 9/+a'•! P !•` 1�P`r�1 % ,,'� J J'' F J' rsJJ 'Parr ✓ JJ �r�' > l:J `j°fsr edJra; � Masonry details Hollow concrete units fully grouted in running bond fully bedded with PCL class M mortar Compressive strength of unit Pa=1900 psi Density of masonry units yhiodc=115 Ib/ft3 Height of masonry units hb=7.626 in Length of masonry units Ib=15.625 in Number of internal webs Nweh=1 Number of end webs Nend=2 Internal web thickness tbw=1.25 in Face shell thickness tbf=1.25 in End web thickness the=1.25 in Area of block Ahlodc=[t x Ib-(ib-Nweb x thw-Nend x tbe)x(t-2 x thr)]/Ib=44.76 in2/ft Area of grout Agw=[(Ib-Nweb x tbw-Nend x the)x(t-2 x thf)]/Ib=46.74 int/ft Density of grout ygrout=140 Ib/ft3 •••• Self weight of wall wsw=Ahioc k x ymock+Agro„t x ygw=81.19 psi '000*• www w w .• • • ••• • 15.625" ----''�• • • • • •• ••• • •••• • N ••• • ••• • •• 04 Ir •• •••00004 * AV •• • • • • fff�000} •• • N 5.938" X1.25"► 5.938" 1.25"► 13 of 15 ® Project Job Ref. 149 NE 105th Street 15-051 Subject Sheet nodrev. Structures International, Inc. 7501 Wiles Road Wall Design 3 Suite 106-B Cala by Date I Chk'd by Date App'd by Date Corel Springs,FL 33067 GFL 5/5/2015 From MSJC-11 Table 2-Compressive strength of masonry Net compressive strength of masonry fm=1500 psi Modulus of elasticity for masonry Em=900 x fm=1350000 psi Shear modulus of masonry G,=0.4 x Em=540000 psi From MSJC-11 Table 2.2.3.2-Allowable flexural tensile stresses for clay and concrete masonry Allowable flexural tensile stress normal to bed Fe norm=86 psi Allowable flexural tensile stress parallel to bed Ft_pm=106 psi Reinforcement details Yield strength of reinforcement fy=60000 psi Allowable tensile stress in reinforcement Fs=32000 psi Modulus of elasticity for reinforcement Es=29000000 psi Vertical reinforcement provided No.5 bars at 40 in centers Area of vertical reinforcement As=a x Dial/(4 x s)=0.09 int/ft Lateral loading details Wind load on panel W=37 psf Seismic load factor(ASCE?12.11.1) Fp=0.4 x SDs x le=0.4 Seismic load from wall Ewau=max(Fp,0.1)x wsw=32.5 psf Additional seimic load Eadd=0 psf Seismic lateral load on panel E=Ewau+Eadd=32.5 psf Shear loading details Wind shear load on wall Vw=100000 lbs Vertical loading details Dead load on top of wall DL=0 Ib/ft .�.. Live roof load on to of wall LLr=1 Ib/ft ••••• ••• •• p • . From ASCE 7-10 cl.2.4.1 -Combining nominal loads using allowable stress design(UtilizaV;;I.• ••,• ••• • Load combination no.1 DL(0.019) 00 0••• •• . • . ••. .. Properties of masonry section •..•. • • ••• ••• . Cross-sectional area A=t=91.5 int/ft 6960.. ..• • . . ..: .• • • Properties for walls loaded out-of-plane: •• •• •• •.. .• Moment of inertia I=V/12=443.3 in4/ft :09:0: • Section modulus S=I/c=116.3 in3/ft • • 00000• • • Radius of gyration r=4[I/A]=2.201 in '.•• : . ... ;•• •; Effective height factor K=0.8 •••• Properties for walls loaded in-plane: Gross moment of inertia 6__gmss=t x L3/12=1098000 in4 Gross section modulus Sx�ross=IX_gross/(L/2)=18300 in3 Consider wall at bottom under load combination no.1 Axial load at bottom of panel P=DL+h x wsw=602 Ib/ft Compressive stress due to axial load fa=P/A=6.6 psi Slenderness ratio (K x h)/r=32.347<99 Allowable compressive stress due to axial load Fa=(1/4)x fm x[1 -((K x h)/(140 x r)?]=355 psi 14 of 15 Project Job Ref. 149 NE 105th Street 15-051 Structures Subject Sheet no./rev. International, Inc. Wall Design 4 7501 Wiles Road Suite 106-8 Cala.by Date ChWd by Date ApWd by Date Corel Springs,FL 33067 GFL 5/5/2015 fa/Fa=0.019 PASS-Allowable compressive stress exceeds compressive stress due to axial loads Allowable compressive force Pa=0.25 x Pm x A x[1-((K x h)/(140 x 32481 Ib/ft P/Pa=0.019 PASS-Allowable compressive force exceeds axial load • • • • • • • 00 so* • • . • • •• • • ••• • 15 of 15 t M SIM200803 Used for Florida State Wide Product Approval # FL11470 Products on this Report which are approved: Product FL# DSC2 11470.1 H16 11470.2 H16-2 11470.2 H16-2S 11470.2 H16S 11470.2 H8 11470.3 HGA10 11470.4 HRS12 11470.5 HRS6 11470.5 HRS8 11470.5 LGT2 11470.7 LGT3-SDS2.5 11470.7 LGT4-SDS3 11470.7 MGT 11470.9 MSTA49 11470.10 MSTC48B3 11470.1 MSTC66B3 11470.1 "'• MTS24C 11470.1 MTS28C 11470.1 ' ' •••••• MTS30C 11470.1 • TSP 11470.1 •• • VGT 11470.9 ' "• •�...• ... .. AT�ULLYCONFORba70 DOMCONCEPT. ......ACCEPTED ASSUMMED •••••• • • ISUBSTANCIALLYOGMTODMW COMM..............ACCEPTED ASNOTED • • � • • •....' 6 DOES NOT CORM To On=CONCEPT.. . • •••••• REVISED AS NOTED AND RESUBMIT • d UNRESPONSIVESUBMfiTALASNOTED.... ..... ...... REJECTED • • • .....• d STONED AND SPACED StUBM►T{AL REQIHRED RESUBMIT •..' i • ... • • Ss.b.bummdsom dmfw.iw I- VWIPWW SMONd Sdmktlb bw b.N.M.& L 3.bdwlbdw0adeeeladbydnSpecbtryFngmm. L 7b !W mMmsmod tle des gn myna and los iced da eeraamai a6abtNs daMlebsk ottge celcatmoni6m medal e. IRe oerE/WtlY Wftft in da abm tw is cnnue w wm the SIMDoerunr@bMhOedelmkofdimeaeiemmqus,me}p+at P Nel�lo.e4oax WhlRele. m do.a mlim a rhe 4emd RxaCdelOaab.R��eaeepEeepe nhh�6e Cmttrect Dopmsab, EN a I-- IbeO.IaNQamoeo yoeMsrogerbwYq d� v4sieerim . edla edb adaeeMnR dnd.ak bPa6asaed b e abed Sages Iia 1.—.� OF �T SIMPSON STRONG-TIE COMPANY, INC ® Jax Apex Technology, Inc. FBPE CA NO.7547 4745 Sutton Park Court,Suite 402 Jacksonville, FL 3222419041821-5200 Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no way constitute or imply approval by a local building authority. The engineer,in review of the data submitted,finds that,in his opinion,the product,material,system,or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P.Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report.Apex Technology is the prime professional, as defined in Florida Rule 61G-30.002, authorized to sell the engineering services performed by Jeffrey P.Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P.Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code.All test reports were prepared by an approved testing laboratory. Sees •0000 • ' .000.0 REPORT NO.: SIM200803 ••••• 0 see • 0000.. .0 . 000000 CATEGORY: Structural Components • 0000.. 0000.. SUB CATEGORY: Metal Connectors •• ' so**:* 000 SUBMITTED BY.- : . e . ••o sees . .. .. 00 SIMPSON STRONG-TIE COMPANY, INC. •••••• ' 5956 W. LAS POSITAS BOULEVARD e e e e•• e • 0000.. PLEASANTON, CA 94588 •e :so**: 0 see •tee . 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P.Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 96-72.110. 2. PRODUCT NAME Truss to Wall Connectors 1-18, MTS24C, MTS28C, MTS30C, H16, 1-116S, 1-116-2, H16-2S, HGA10 Page 1 of 13 Simpson Strong-Tie Girder Tiedowns LGT2, LGT3-SDS2.5, LGT4-SDS3, MGT, VGT,VGTR,VGTL Strap Ties HRS6, HRS8, HRS12 Pre-bent Strap Ties MSTC48133, MSTC66133 Stud to Plate Tie TSP Drag Strut Connector DSCR-SDS3, DSRL-SDS3 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code 4. DESCRIPTION: 4.1 H8 Hurricane Tie. The H8 is used to anchor wood trusses or rafters to wood top plates, wood top plates to studs, and studs to bottom plates. They can be used to resist uplift loads from wind or other loading. It is installed with 10-10dxl%"nails. The H8 is manufactured from 18 ga. steel meeting ASTM A-653 SS Grade 40. It is coated with a G90 galvanized finish. Allowable loads and fasteners are shown in Table 1. See Figure 1 for additional details. 4.2 IWITS24C, MTS28C,and MTS30C Twist Strap. These Twist Straps are used to anchor wood trusses or rafters to wood top plates,wood top plates to studs, and other applications requiring uplift anchorage. They can be used to resist uplift from wind or other loading. The C denotes that the twist is in the center of the strap. They are installed with either 14-10d common nails or 14-10dxl%"nails. The MTS24C, MTS28C, and MTS30C are 0*00 manufactured from 16 ga. steel meeting ASTM A-653 SS Grade 33. They are coatedaltha' ••••;• G90 galvanized finish. Allowable loads and fastener schedule are shown ip Tabl¢ 1. Sae... • Figure 1 for additional details. 000000 '..' •••••• ...... ...... 4.3 H16 , H16S, H16-2, H16-2S Hurricane Tie. The H16, H16S, H16-2, and.WJ6-2S are ' used to anchor wood trusses or rafters to wood top plates. The H 16 and H 16,2 can also be'• • used to anchor wood trusses to masonry or concrete walls. These connecters vwpp ovdr ft: • top of the rafter or truss. For wood wall applications,the straps are then wrapped under the • top plate and nailed to the face of the top plate with 4-10dx I%"nails and to tttpouom of the. top plate with 6-10dxl%" nails. For masonry or concrete wall applications,the strops are••••• fastened to a masonry wall with %x2Y4"Titen Masonry Screws, or a concret4 wall with %xl%"Titen Masonry Screws. These connectors are manufactured from 18 Va. steel ••�• meeting ASTM A-653 SS Grade 40. They are coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 1 for wood framing and Table 2 for masonry walls. See Figures 2 and 3 for additional details. 4.4 HGA10 Heavy Gusset Angle. The HGA10 is used to anchor wood trusses, rafters, or beams to wood walls. The HGA10 fastens to the truss, rafter, or beam with Simpson %X 1 W SDS screws(provided with the part), and fastens to the wall with Simpson %X 3"SDS screws(provided with the part). Allowable loads are shown in Table 1. The HGA10 is manufactured from 14 ga. steel meeting ASTM A-653 SS Grade 33. It is coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 1. See Figure 2 for additional details. Page 2 of 13 Simpson Strong-Tie 4.5 LGT2 Light Girder Tiedown. The LGT2 is used to anchor a two-ply wood truss or beam(3"wide)to a wood or masonry wall. The LGT2 fastens to the wood truss or beam with 16-16d sinker nails. It attaches to wood studs beneath with 14-16d sinker nails, to a masonry wall beneath with 7-%x2%4"Titen Masonry Screws, or to a concrete wall beneath with 7-%x1/4"Titen Masonry Screws. The LGT2 is manufactured from 14 gauge steel meeting ASTM A-653 SS Grade 50, Class 1. It is coated with a G9O galvanized finish. Allowable loads and fastener schedule are shown in Table 3. See Figure 4 for additional details. 4.6 LGT3-SDS2.5 Truss/Girder Tiedown: The LGT3-SDS2.5 is used to anchor a three-ply wood truss or beam (maximum 5"wide)to a wood or masonry wall. The LGT3-SDS2.5 fastens to the wood truss or beam with Simpson Strong-Tie SDS screws. It attaches to wood studs with 16d sinker nails or to a masonry or concrete wall with four 3/8 x 5 Titen HD Screws. The LGT3-SDS2.5 tiedown is formed from No. 12 gage[0.099 inch]ASTM A653 Grade 40 steel,with minimum yield and tensile strengths of 40 and 55 ksi, respectively. The finish is G9O galvanized. Allowable loads and fastener schedule are shown in Table 3. See Figure 5 for additional details. 4.7 LGT4-SDS3 Truss/Girder Tiedown: The LGT4-SDS3 girder tiedown is used to anchor a four-ply wood truss or beam (maximum 6Y2"wide)to a wood wall. The LGT4- SDS3 fastens to the wood truss or beam with Simpson Strong-Tie SDS screws. It attaches to wood studs with 16d sinker nails. The LGT4-SDS3 tiedown is formed from No. 12 gage (0.099 inch)ASTM A653 Structural Quality Grade 40 steel, with minimum yield and tensile strengths of 40 and 55 ksi, respectively. The finish is G90 galvanized. Allowable loads and fastener schedule are shown in Table 3. See Figure 5 for additional details. 4.8 MGT Medium Girder Tiedown. The MGT is used to anchor a multiple-ply wood truss or beam (3"minimum width)to a wood or masonry wall. The MGT fastens to the wood truss or beam with 22-1Od common nails. A minimum of six nails must be into the facie of the••••• "":• truss adjacent to the MGT. A minimum of four nails must be into the top of the tress . TIM:•: •• base of the MGT attaches to a single%"diameter anchor bolt or rod. For masonry •• • construction, this%e"anchor must be designed by the building designer to pres'wat least as :*so*: much anchorage as is required of the MGT. For wood frame construction, tide 4%anchtfr• • may be a length of all thread rod that is attached to an anchor fastened to the Udds benepi$h ..:..' the girder. This anchor must provide at least as much anchorage as is requTr'&rNthe MGT..: ...... For example, a Simpson Strong-Tie PHD5 Holdown attached to multiple stuns belpw of at •, least Spruce-Pine-Fir lumber will provide anchorage equivalent to the anchorage of the MGT. •••••• to the truss. The stud to which the anchor is attached must be anchored to$e fgpndatiM in** • such a manner as to transfer this uplift to the foundation. The MGT is manulWOrdd from•12r•• • gauge steel meeting ASTM A-653 SS Grade 50, Class 1, coated with a G90 galvanized s•• finish. The washer in the seat is'/" plate steel that meets the provisions of ASTM A36. Allowable loads and fastener schedule are shown in Table 3. See Figure 6 for additional details. 4.9 VGT Variable Girder Tiedown. The VGT girder tiedown is used to anchor a milt-ply wood truss or beam (minimum 3"wide)to a wood or masonry wall. The VGT fastens to the wood truss or beam with Simpson Strong-Tie SDS Strong-Drive Screws. It then fastens to a threaded rod or anchor bolt. The rod can be fastened to a connector mounted to framing below the girder. The anchor bolt can be anchored to a concrete or masonry wall that is designed by the building designer to resist the high concentrated uplift load at that location. The VGT can be installed singly or in pairs for higher uplift resistance. The crescent washer Page 3 of 13 Simpson Strong-Tie allows the VGT to be installed at an angle from 3:12 to 8:12. If the VGT is installed on a member sloped less than or greater than that amount,the VGT must be rotated so that it is sloped between 3:12 and 8:12. The VGTR and VGTL have one of the side flanges concealed so they can be placed at the end of a truss or beam. The VGT is formed from No. 7 gage[0.099 inch]ASTM A653 SS Grade 33 steel,with minimum yield and tensile strengths of 33 and 45 ksi, respectively. Allowable loads and fastener schedule are shown in Table 3. See Figure 6 for additional details. 4.10 HRS Heavy Strap Tie. The HRS Strap Tie models are straps used to provide a tension connection between two wood members. The HRS6, 8, and 12 are 1%"wide and are installed with 10d common nails. The straps are manufactured from 12 ga. steel meeting ASTM A-653 SS Grade 33,with minimum yield and tensile strengths of 33 and 45 ksi, respectively. They are coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 4. See Figure 8 for additional details. 4.11 MSTC133 Pre-bent Strap Tie. The MSTC48133 and MSTC66133 Pre-bent Strap Ties are designed to transfer a heavy tension load from framing on an upper story wall to a beam or header on the story below. For example, this could be from shearwall overturning or a large girder truss uplift load. They are installed with 10d common nails,with a minimum of four nails in the bottom of the beam or header. The straps are manufactured from 14 ga. steel meeting ASTM A-653 SS Grade 50, Class I. They are coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 5. See Figure 9 for additional details. 4.12 TSP Stud to Plate Connector. The TSP is used to connect a stud to either double top plates or a single sill plate. The TSP twists to attach to the side of the stud to reduce interference with sheathing, drywall, and trim nailing. The TSP has a short flange on it that installs either over the top of the top plates or hooked under the sill plate. For sill plate application, fill all round holes. For top plate application, fill all round and triangle shaped holes. The TSP is installed with either 10dxl%"or full-length 10d common nails. The T,SF:. is formed from No. 16 gage(0.057 inch)ASTM A653 SS Grade 40 steel,with minimurrf 0000 •••••• yield and tensile strengths of 40 and 55 ksi , respectively. The galvanized ;wttng compkes•• '. with the G90 requirements of ASTM A653. Allowable loads and fastener sctdule are •""' shown in Table 6. See Figure 10 for additional details. 000:00 :0000: 0000 •• • 4.13 DSC2R and DSC21_ Drag Strut Connector. The DSC2 Drag Strut 06nnector" ••• goose transfers diaphragm shear forces from drag struts, such as drag trusses,to"sheaY'e••; walls. The R and L suffix refers to right or left hand bend to accommodatWdlfferent •� layout configurations. The DSC2 fastens to the drag strut and wood top APali v*ith •. •••• Simpson Strong-Tie SDS Strong-Drive Screws, which are included. The DS $crews:' Oo • are installed best with a low-speed W drill and a%" hex head driver. PretIrWtn4 holes• ;•; for SDS screws is not required. The DSC2 is formed from No. 7 gage (0.173 inch) •• . ASTM A653 Structural Quality Grade 33 steel, with minimum yield and tensile strengths of 33 and 45 ksi, respectively. The galvanized coating complies with the G90 requirements of ASTM A653. Allowable loads and fastener schedules are shown in Table 7. See Figure 11 for additional details. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. Page 4 of 13 Simpson Strong-Tie 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued-laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 4. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce-Pine-Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bending yield strength Fyb: Common Nail Nail Shank Diameter Pennyweight (inch) Fyb (psi) 10d 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot- dipped zinc coated galvanized steel. Fasteners for stainless steel connectors shall be stainless steel. 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, or the following: Material Specification Minimum Compressive Strength Concrete,f - 2500 psi Masonry,fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions) Grout ASTM C476 2000 psi or by pro rtions 6. INSTALLATION • • fees.. Installation shall be in accordance with this report and the most recent editAn�aF the • Simpson Strong-Tie Wood Construction Connectors catalog. The Informatippeip this reosrt • •• supersedes any conflicting information between information provided in this;v;bt and the • :.... catalogue. •00 •fifes •see • 7. SUBSTANTIATING DATA ••'. : f f f .....0 • Test data submitted by Testing Engineers Inc. and Product Testing, Inc., angshWt$d and f ....:. sealed calculations performed by Jeremy Gilstrap,P.E., performed in accordance Ath the••••• • 2007 Florida and Residential Building Codes. 00: :0 f f f .. fee . . f• • Product Test Number Date Tested H8 Uplift H204, H220 5-6-99, 5-13-99 MTSC Uplift 8845 1-30-90 H16 Uplift 1376, H591 9-24-01, 3-3-00 H16-2 Uplift 1830, H591 3-19-02, 3-3-00 HGA10 Uplift H062 1-12-99 HGA10 F1 Direction H042 12-29-98 HGA10 F2 Direction H043 12-29-98 LGT2 Uplift H429, 1839, K411 11-11-99, 1-29-02, 6-30-04 LGT2 F1 Direction L921 10-18-05 LGT2 F2 Direction L922 10-18-05 Page 5 of 13 Simpson Strong-Tie LGT3 Uplift L431 6-9-05 LGT3 F1 Direction L233 5-20-05 LGT3 F2 Direction L234 5-20-05 LGT4 Uplift 0113, ? 7-5-07, ? LGT4 F1 Direction 0393 10-29-07 LGT4 F2 Direction 0394 10-1-07 MGT Uplift 1134 5-9-01 8/11/2006, 8/11/2006, M985, M988, M999, M990, 8/16/2006, 8/22/2006, VGT,VGTR/L Uplift M991, N075, M989, N142, 8/22/2006, 8/29/2006, N149 8/30/2006, 9/12/2006, 9/15/2006 MSTC48B3 Tension J367,J583 6-4-03, 11-19-03 MSTC66B3 Tension J368 6-24-03 M481, M950, M812, M817, 4/19/2006, 5/24/2006, TSP Uplift M202, N056, N074 8/10/2006, 8/15/2006, 8/18/2006 8/23/2006 DSC2R/L Tension FROM SIM200801 DSC2R/L Compression FROM SIM200801 8. FINDINGS Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building and Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: •••• 1. Maximum allowable loads shall not exceed the allowable loads listed in1hie report. to • Allowable loads listed in this report are based on allowable stress design.•1he loads 1A ;� this report are not applicable to Load and Resistance Factor Design. •••••• ••••' 2. Capacity of wood members is not covered by this report. Capacity of wged"embers• ;.... must be checked by the building designer. 0 •00 ..:..� 3. The anchorage of the MGT and VGT to masonry or concrete wall is not CNAM by tMis•.: •••••• report. Anchorage must be designed by the building designer. to •; 4. Allowable loads for more than one direction for a single connection cann®1'�e gdided. •••••' together. A design load that can be divided into components in the direcionsaiven r4u'sf" be evaluated as follows: *00• • ••• ' Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable •• • Lateral Parallel to Plate+ Design Lateral Perp.to Plate/Allowable Lateral Perp.to Plate< 1.0 10. CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie Florida Building Code, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11.ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE UPLIFT LOADS FOR TRUSS/RAFTER TO WOOD WALL CONNECTORS Fasteners Allowable U lft Loads 180 Model No. Ga. To Trusses/ Southern Pinel Rafters To Plates To Sods Douglas Fir-Larch Spruce-Pine-Fir H8 18 5-10dxl% 5-10dx1'/ - 795 565 H8 18 - 5-10dx1% 5-10dx1Y2 795 565 MTS24C 16 7-10dxl% 7-10dxl% - 1000 860 MTS28C 16 7-10dxl% 7-10dx1'/z - 1000 860 MTS30C 16 7-10dxl% 7-10dx1'/a - 1000 860 H16 18 2-10dxl% 10-10dx1% - 1400 1205 H16S 18 2-10dx1'/z 10-10dx1'/a - 1400 1205 H16-20 18 1 2-10dxl% I 10-10dx1'/ - 1325 1140 H16-2S 18 1 2-10dx1% I 10-10dx1'/: - 1 1325 1140 HGA10 14 1 4-SDSY4X1'/ I 4-SDS%6X3 I - 435 375 Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Allowable loads are for one anchor. A minimum rafter thickness of 2'/a°is required when H8 connectors are installed on each side of the truss and on the same side of the plate. 3. Hurricane ties are shown installed on the inside of the wall for clarity. Installation on the outside of the wall is acceptable. For installation of H16 series on the outside of the wall,a minimum 15/32°wood structural panel s 0•• sees:* sheathing with 1-8d nail between straps to top plate is required. For a continuous load path,truss to top platl�%Vd s top plate to stud connections must be on the same side of the wall. '••s s• 0 0 0 0 ••0000 4. H8 will achieve 310 pounds uplift when connecting a stud to a single bottom plate. Install 5-1QdY*,6X4nalls to%11ud' s and 4-10dx1'/a"nails to bottom plate. ss.:.• 0 :..669 5. MTS24C, MTS28C, MTS30C can be attached directly to the studs provided the(7)nails are atter to thetv� ' 0 not split over the stud and the top plate. 00600. * •0 .•;"9 6. H16 is pre-sloped at a 5:12 pitch and can be used on pitches from 3:12 to 7:12. Minimum heel,F ejtfor H16"dev, 0000' is 4" • • 090 0609.8 7. HGA10 allowable F1 load(160)shall be 1165 lbs(DFUSYP)&775 lbs(SFP),and allowable Wiloac (160)shall be 0 s 940 lbs(DFUSYP)&815 lbs(SPF). ;"0 • . *00900 � s • 00 • • • • ..• • 99 • 9% O Mia • pVOp�P O Q 0000 Typical Installation of MTSC connecting H8 attaching �+ truss to top plate rafter to double top plates Figure 1 H8 and MTSC Typical Installation Page 7 of 13 Simpson Strong-Tie H16 Depending on heel height, s' Depending on heel snap may wrap ® �!" . F Freight,strap may f to back of plate. :e� wrap to back of plate. •• ' - /` Fs y Install 4-10dxlYa to Install 6-10dx1lh I stall ionto �• n Install 4.10ft1 va to Install&10ft1% inside edge of 2x to face of 2x Double Top Plates inside eta of 2z to lace of 2r H16-2 Installation Figure 2 H16, H16-2,and HGA1O Typical Installation TABLE 2 ALLOWABLE UPLIFT LOADS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Model Length Fasteners Allowable U Ilft Loads 180 NO. Ga (in) Trust or CMU Concrete Southern Pine/ no-Fir (Titan) (Tlbn) Douglas Fir-Larch H16 18 183/4 2-10dxl% 6-%x2%4 6-'/4x13/4 1470 1265 H16-2 18 183/4 2-10dxl% 6-%x2% 6-%x13/4 1470 1265 Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. • • 000.6. •• . ...... „• a' i 0000 •• • • • 0000 • •• •660• .4 e'N • • :.y •• 00 60 0000•• 15 Rebar 06 Goo: 0 00 Min. ...... 6.9 Figure 3 H16 Typical Installation to Masonry Wall Page 8 of 13 Simpson Strong-Tie TABLE 3 ALLOWABLE LOADS FOR GIRDER CONNECTORS Fasteners Allowable Uplift Alowabl Loads No.of Loads (160) ral160 Model No. city. Piles Girder Wood StudsCMUConcrete DFISP SPF F1 F2 or Framing LGT2(Wood) 1 2 16-16d Sinker 14-16d - _ 2050 1785 7004 1704 Sinkers LGT2(Masonry) 1 2 16-16d Sinker 7-%x2'% 7-'/x1'/4 Titan 2150 1850 7004 1704 Titen Screw Screw LGT3-SDS2.5(Wood) 1 3 12-SDS%4x2% 21-16d Sinkers - - 3685 2655 795 410 LGT3-SDS2.5 , 4-Vx5" 4-Vx5" Mason 1 3 12-SDS/4x2/a - Titen HD Titen HD 3285 2365 795 410 LGT4-SDS3(Wood) 1 4 16-SDS%x3 30-164 Sinkers - - 4060 2925 20005 6755 LGT4-SDS3 1 4 16-SDS%x3 4-'/e"x5" 4-eNT 3285 2365 - Mason Titan HD Titen HD - MGT(Wood) 1 2(min) 22-10d 1 s%"anchor - - 3965 3275 - - MGT(Masonry) 1 2(min) 22-10d - 1 6/a"anchor 1%"anchor 3965 3275 - - 1 2(min) 16-SDS%x3 - 14"anchor 1 a/"anchor 4940 3555 - - VGT 2 2(min) 32-SDS%x3 - 2-%"anchors 2-%"anchors 7185 5175 - - 3(min) 32-SDS%4x3 - 2-%"anchors 2-a/"anchors 8890 6400 - - VGTL or VGTR 1 2(min) 16-SDS%x3 - 1%"anchor 1%"anchor 2230 1605 - - 2 2(min) 32-SDS%x3 - 2-a/"anchors 2.%"anchors 5545 3990 - - Notes: 1. Loads include an increase of 600/6 for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Attached members must be designed to resist applied loads. 3. For MGT and VGT application to wood framed wall, provide equivalent anchorage to wood framing to provide resistance to applied load on the MGT or VGT. Provide continuous load path to the foundation. For MGT or VGT application to masonry/concrete wall,provide e/"anchor designed by building designer to provide resistance to applied load on the MGT or VGT. Provide continuous load path to foundation. 4. LGT2 lateral loads require installation of optional 4-16d sinkers in triangle fastener holes into top plates. 5. LGT4 lateral loads require installation of optional 7-16d sinkers in triangle fastener holes into top plates. �• LGT2 Application to •00• 0 0 • 1 Wood Framing� LGT2 A Ilcatloi&bo Maso'.. PP rY')c • 0000•• • --_-- •�A;�� 0000•• • • • .,�`'. ' ,,\ •' o® •00• •• • :0000: G 7 t>tiry Dnn�p0 • • • • �iyJ ' � I • •• 0000• tt111NbbNN'"' �` y ,. 1M,O,,_Il1,t,,UrB I •i� •••� ••i••� baffler � ,.�• •• 0 0 00:0 • ♦ ° W shown a e, ° :. ° a • • • G .�'I,i',, a •°ee 0 • • • 000000 °° .•ey .a 090000 00 • • • 0000•• Figure 4 •• • Typical LGT2 Application ~' Page 9 of 13 Simpson Strong-Tie V, YT— 01 F1 0o a F9 ;a °Ooe°o. LGT3-SDS2.5 (LGT4-SDS3 similar) Figure 5 Typical LGT3 and LGT4 Application Ustail a mirtlmum IMM a 016_,Od • +mi�� -� nabs Into ° a I the race a aft NO aaps ft -: _--••' 1%a" the 18te� rb ..., ,• �I I I I`' -_ K .. b® AVI&Application to Masonry Typical MGT Figure 6 Installation with HDU4 Typical MGT Application (i • � � ?,�_I( H _ � �, a r� '••. • • • 9 .Fy I I • 1 •�I�tt", • • • r .- .{.J 1.7.. 7y- • • • all • • • •••••• 1,, ::`- • Typical VGTR Single Typical VGT Double Installation with U4 Installation with HDU4's Figure 7 Typical VGTNGTR Application Page 10 of 13 Simpson Strong-Tie TABLE 4 HRS ALLOWABLE TENSION LOADS Model No. Gla Nails Allowable Load(160) DFISP SPF HRS6 12 6-10d 605 525 HRS8 12 10-10d 1010 880 HRS12 12 14-10d 1415 1230 Notes 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Install half the nails in each end of the strap. __._.--,------,�.... � 10�_le Ie O e OI el 0 ! e i o H P512 W25a 4a756 Figure 8 Typical HRS Strap TABLE 5 MSTCB ALLOWABLE UPLIFT/TENSION LOADS Beam Minimum Fasteners Allowable Tension Model Dimensions Beam Studs/ Loads(160) No. Width Depth Face Bottom Post DFISP SPF MSTC48B3 3" 9%. 1 12-10d 3930 3380 MSTC66133 3Y." 11%a" I 14-10d 4-10d 38-10d 4440 3820 Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Using fewer than 38 nails in the studs/post will reduce the capacity of the connection. To calculate a reduced capacity use 129 lbs. per nail for DFL/SP or 112 lbs. per nail for SPF 3. Nails in studs/post shall be installed symmetrically. Nails may be installed over the entire length of the strap over the studs/post. 4. The 3"wide beam may be double 2-by members. 5. MSTC48133 and MSTC66133 installed over sheathing up to W thick will achieve 0.85 of the table loads. Min.z-n W. •••• y AWn2-2xor4a • • • • 0000 0000•• •o • • • • 38 NM • • • • 00.000 •• • 0000•• :m tmft • X21- ...••• .swrob • • 1WrNm .. 0000•• 39 NCO$ Bnaof5lW ,, 0000 •• • . • ..i AWti • . • • • 44W �M.. X21' 0000 • .• 000000 M�s`rctw�+ BdBrsma ; T WN. FigYGAB. ... NaN�s d .. Reld TYPIC4�A r3 '.. 000000 o APpPostilm .' ::, • • . • L4— fBBmn Bwlll 0 0 0 0•• 'o MSTC6603 • • • •••••• �` Installation •• • • •.• • • with R6n Joist T� MSTC48B3 zNPr aero 80M Naffs MSTCM Installation YAM no Rim Joist Page 11 of 13 Simpson Strong-Tie TABLE 6 TSP ALLOWABLE LOADS,FASTENERS,AND DIMENSIONS Model Dim. Plate Fasteners Allowable U Ift Loads 160 No. W L Location Studs Top or Sill Double ToP Plate Sinale Sill Plate Plate DF/SP SPF DFISP I SPF Double Top 9—10dxl%" 6—10dx1%° 755 650 _ _ TSP 1'/ 7% Plate 6-10d 1015 870 Single "Sill 16-10dxl%° 3—10dxl% _ _ 395 345 Plate 3—10d 39 370 Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. TSP connectors achieve different loads depending on whether full length nails or 1%"long nails are used,and whether connector is used to fasten stud to top plates or sill plate. 3. When cross grain bending or cross grain tension cannot be avoided, mechanical reinforcement to resist such forces should be considered. Large plate washers on anchor bolts can serve this purpose. 4. TSP Southern Pine stud to Southern Pine sill plate,585 lbs. uplift. TSP SPF stud to Southern Pine sill plate,450 lbs. uplift. p D �C v = Typical o ° o• TSP o �; Installed to sill elate 0 00 3 AO ° Typical TSP Installed to JI doubled top . plates R Figure 10 Typical TSB Application TABLE 7—DSC2R AND DSC21-DIMENSIONS FASTENERS AND ALLOWABLE LOADS DFISP Allowable Loads SPF Allowable Loads • "•• Model No. on.) Fasteners Compression Tension Compression • �e Ion ••• •• 160 160 160 60 �•0 •• ...... DSC2L-SDS3 16 20-SDS''/a°x3" 2590 3720 1865 •••:Mo •• • Notes: • eee a .e 1. Loads include an increase of 60%for wind loading where permitted by the code for faste.ners in wood. Loads • • do not include a stress increase on the strength of the steel. No further increases are4jw**m!&d. Reduce I®ads ••• where other loads govern. 2. SDS screws minimum penetration is 2'/.°, minimum end distance is 2Y2"and minimurrCHViSstance is%° '. for full load values. • • • • *6000* eee•e• 3. Lag screws will not achieve table loads. • • • • • 4. Strong-Drive®screws are permitted to be installed through metal truss plates as approved by the Truss*•� !••�•� Designer, provided the requirements of ANSI/TPI 1-2002 Section 8.10 are met(pre-drilling required •• • through the plate using a maximum of 5/32'°bit.) Page 12 of 13 Simpson Strong-Tie e 3" . . Figure 11 Typical DSC2 Application 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. 9 • ...... *0• • .9000• 00000 0 .999.9 yi •'�1 g6��gf! 9999 • 90 9•:696 A t�� •9.0.9 096 • 9999• ••�' • .♦ 6�. •• •• •• •••9•• 141 ,m,° �.;�� : , 9999•• 9• • • A • . *M Bch y,�nc. b 010 .P:' o°h, P.E. F 'January 5 2009 Page 13 of 13 Simpson Strong-Tie SIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETAL16 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 •••• HGUM5.50 11473.7 META16 11473.17 : HGUM7.00 11473.8 META18 11473.17 • ...... .. . ...... HGUM7.25 11473.8 META20 11473.18 ...:.. HGUM9.00 11473.8 META22 11473.18 .•.• :0000 • • H HETA12 11473.9 META24 11473.18 ••• ••••• HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 �, „� • HHETA24 11473.10 MSTAM36 11473.19 ....:. HHETA40 11473.10 MSTCM40 11473.19 • HM9 �1 MSTCM60 11473.19 �••� • •••I I a 1 V61 1 wj '•��•' 4SUBSTANCLUL'yCORMS E� TAssum jTSM16 11473.2 e �y ' '�� D^� TSM20 11473.2 0 DOSS NtTt S+0 o>�Iwo cartc'EeT.. ..REVISED AS NOTED AND&ESUS 0 U)fRSS40J S1l�UTML AS NOTED.... ..... ..:'REJECTED �SR3N6DANflgpaLgp$UB11)'RAL .... . . . . . ... ........REsusMIT RtedarbEsYoSatdre t. TMl Stab haw Maes pudtMd. Z. Stith b tt.l uMbe b)'tLe Spccialry Engiotm. � S, 'ny tatAmatood the dnian intmrt ,UVVhpg (Wd"cbmk of 6x c.t;a iv cw wm 4, 'ILO ppppyp{SMth i9 tdoe sube+inal u conr,stml DOOdMed18i0'dlWeSahOeftofdimen+roasmquantlties aomtln) NarSmtdDm►=*jmaLCbWw4demtrab�etLe _ Q Cae�itttotfe.Afttlgie�.ltt. •�*i*toe CIAMna Q for a0atsaesdlttt.a>J�tSRtwr4�otitbpaBo�Ova rr. - coI,gDlti„e "UV tun fin's PSON STRONG-TIE COMPANY, INC Jax Apex Technology, Inc. FBPE CA NO.7547 4745 Sutton Park Court,Suite 402 Jacksonville, FL 3222419041821-5200 l Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion,the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code,SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P.Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report.Apex Technology is the prime professional, as defined in Florida Rule 61G-30.002,authorized to sell the engineering services performed by Jeffrey P.Amason, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P.Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P.Amason, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to detergygg whether or not the work performed is consistent with the intended use of the proguct,jand thatlog•• •• • methods used are in compliance with, or meet the intent of,the Florida Building C;0.:NII test• • reports were prepared by an approved testing laboratory. • 000000 000.00 REPORT NO.: SIM200802 0000 .. . . CATEGORY: Structural Components • SUB CATEGORY: Metal Connectors • 0000 .. 0000.. 0000.. SUBMITTED BY: 0000.. SIMPSON STRONG-TIE COMPANY, INC. •' "' ' 5956 W. LAS POSITAS BOULEVARD '• • PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P.Arneson,the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P.Amason and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 96-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong-Tie Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either%x2'/"Titan Masonry Screws for a masonry wall, or%x13/4"Titan Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. .... . .... ...... 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. T994MM16•anq-: •; HTSM20 are used to anchor wood trusses, rafters, or beams to masonrger concrete •••••• walls. The HTSM fastens to the wood member with 10d common nails'and fastens to ;....; the wall with either'/4x2'/4"Titan Masonry Screws for a masonry wall,bf•1413/"'Bien'. ' Masonry Screws for a concrete wall. These connectors are manufactdW from 1'4 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvan¢ad ooating••• ••• complies with the G90 requirements of ASTM A653. Twist strap fast• •schedules •••••• dimensions and allowable loads are shown in Table 1. See Figure 1 fpr additional ••••;• details of twist straps for masonry. •""' 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or bears to masonry or concrete walls. The HM9 fastens to the wood member with Simpson %X 1'/z"SDS screws(provided with the part), and fastens to the wall with either'/4x2'/4" Titen Masonry Screws for a masonry wall, or%x1%"Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle.The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson %X 1%n SDS screws(provided with the part), and fastens to the wall with %x2%"Titen Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong-Tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM 10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member(usually a truss)to a masonry or concrete wall. Embedded truss anchors fasten to a single-ply wood truss with 10dx1'/z nails or to a multiple-ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor(4"for META, HETA, and HETAL, and 51/16"for HETAL).The strap portion of the anchor is 1'/8"wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1,with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor.The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx1'/z"common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single-ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dx1%" nails. They are embedded in the masonry or concrete wall to a depth of 4'/inches. The strap peAR •••••• of the anchor is 1'A"wide. The strap anchors are manufactured from•stg*T jneeting •• •• ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured frac steet••• •••;• meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. stepjAiAthe seatjs 18 ga. steel. The galvanized coating complies with the G90 requiremergo of ASTJ10 0 :'•'•: A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are• .•••• shown in Table 3. See Figure 6 for additional details of the DETAL. •••••• ••• 00009 • 00 00 00 .000:0 4.8 MSTAM,MSTCM Wood to Masonry Strap Tie. The MSTAM apdIIS;fCM Str9p •0 Tie models are used to provide a tension connection between wood Membgrs anvA,% :0"9*: masonry or concrete structure. The MSTAM Straps are 1%4"wide for:use bn 1'/a"•and larger members. They are installed with 10d common nails to the woocrand either•: • '/4x2'/4"Titan Masonry Screws to masonry, or%x13/"Titen Masonry Screws to concrete. The MSTCM Strap is 3"wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either%x2'/4" Titen Masonry Screws to masonry, or%x13/4"Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.8 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non-pitch specific girder be down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wail.The Page 3 of 13 Simpson Strong-Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong-Tie SDSY4"wood screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie%" diameter Titen HD fasteners,which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and F„=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and F„=52ksi.They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong-Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong-Drive Screws(which are provided)to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be Y2" deeper than the specified Titen HD length. The SDS screws are installed best with a low-speed %"drill and a 3/"hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099"(2.51 mm)for the .... LGUM,and 0.173"(4.39 mm)for the HGUM. Girder hanger fastener schedule, 0000.. dimensions and allowable loads are shown in Table 6. See Figure 9%reAdbitional. ... .' details of masonry girder hangers. •.•••• •• .••• • 0000.. 5. MATERIALS • 0000 .. 0. 0000 0 0. 0000. 5.1 Steel. Steel specifications for each product listed in this evaluatibFt:bIfort shb lbe: .. .. . as indicated in the previous section. • 0000.. ... 0000 .0 • 5.2 Wood. Wood members to which these connectors are fastened shall•be soliV*••0• •• sawn lumber, glued-laminated lumber, or structural composite IumbePbofirjg . ... ;••••; dimensions consistent with the connector dimensions shown in Tablesl through 8...' Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce- Pine-Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bending yield strength Fyb: Common Nail Nail Shank Diameter Fyb (psi) Pennyweight inch 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot-dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong-Tie 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record,the Florida Building Code minimum standards,the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete, fc - 2500 psi Masonry, fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions) Grout ASTM C476 2000 psi or by pro ortions 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this report supersedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM 8845 1-1756 2/27/90, 12/6/00 HTSM 02-3667 1/30/02 HM9 Uplift 02-3793 5/15/02 0 *so*:* 0 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 ' 0 • 0*0 .' HGAM10 Uplift 02-3884 7/29/02 ...... 0 0 0 HGAM10 F1 Direction H046 3/25/99 :*Soo: HGAM10 F2 Direction H141 6/22/99 000* . 0* Osseo META Uplift 02-3674, 02-3802, 6/4/02, 6/8/02, 7/24/8 /)f04 ••0• 0 o:•@ 0 02-3861 04-4675 00 0.00.0 META F1 02-3674, 02-3802 6/4/02,6/8/02 •0 0.0 0 0 0 META F2 02-3674, 02-3802, 6/4/02, 6/8/02, 7/24/(2 .0 ; 0000:0 02-3861 0•0* 0.0000 HETA Uplift 02-3803, 02-3862, 00 6/10/02 7/26/02,2/8/04 0 '0 . , 04-4676 ' HETA F1 02-3803 6/10/02 HETA F2 02-3803, 02-3862 6/10/02 7/26/02, HHETA Uplift 02-3676, 02-3863, 6/4/02, 7/29/02, 2/7/04 04-4674 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676 02-3863 6/4/02, 7/29/02 HETAL Uplift 02-3803, 02-3862, 6/10/02, 7/26/02,2/8/04 04-4676 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong-Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13/02 LTA1 F2 02-3616 2/13/02 MSTAM24 Uplift 02-3795 5/17/02, 5/17/02 MSTAM36 Uplift 02-3795 5/17/02, 5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004 04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHUR Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, 7/13/06, 7/13/06, 7/13/06, 7/14/06, M222, M224 8/03/06 LGUM Uplift M211, M212, M213 8/18/06,8/18/06 8/21/06 HGUM Down M207, M209,M216, 9/11/06, 9/11/06, 10/20/06, 10/20/06 M217 HGUM Uplift M729, M731 8/3/06, 8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report,pubje&400.o.0• ••• •• the limitations below. Maximum allowable loads shall not exceed the gjlpwgble lock`•. • listed in this report. • ...... .. . ...... 9. LIMITATIONS: .... . .. ..... 1. Maximum allowable loads shall not exceed the allowable loads listed in$his repaq. ; •• ••• Allowable loads listed in this report are based on allowable stresstfesign. The •• ••••;• loads in this report are not applicable to Load and Resistance Fac:df VWign. ' 2. Capacity of wood members is not covered by this report. Capacil of w8od members must be checked by the building designer. :••••: 3. Allowable loads for more than one direction for a single connection*can not beed�cWj • together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perp.to Plate/Allowable Lateral Perp.to Plate< 1.0 10. CODE REFERENCES Florida Building Code, Buildina 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie Florida Building Code, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11.ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Fasteners Allowable Uplift Loads 160 MNoel Ga LengthSouthernConcrete Southam Truss/Rafter (Titan) (Then) Larch Fir- Spruce-Pine-Fir Larch MTSM 16 16 16 7-10d 4-%x2% 4 %x l% 875 755 MTSM20 16 20 7-10d 4-%x2% 4-%x19/4 875 755 HTSM16 14 16 8-10d 4-Yx2y4 4-%4xl% 1175 1010 HTSM20 14 20 10-10d 4-%x2% 4-%x1$/4 1175 1010 HM9 18 - 4-SDSY4X1 h 5-%x2% 5%x19/4 805 690 HGAM10 ' 14 - I 4-SDSY4XlY2 4-%x2% 4-%x2''/a 1 850 850 Notes: 1. Loads include a 60%load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs(DFUSYP)&545 lbs(SFP),and allowable F2 load shall be 200 lbs(DFUSYP)& 170 lbs(SPF). 3. HGAMI0 allowable F1 load shall be 1005 lbs(DFUSYP)&870 lbs(SFP),and allowable F2 load shall be 1105 lbs••• (DFUSYP)&950 lbs(SPF). •• ••• ••••• 4. Allowable loads for the HGAM 10 are for one connector. A minimum rafter thickness of 2 W must be Jail when framing • angors are installed on each side of the joist or truss. •• • •• fog•• •• • •• • •• ••••• HGAM10••i •• •••� •w••• HM8 •• • •• ••••.• w Moisture barrier not slioVm Figure 1 Figure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong-Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS Uplift Lateral Loads Model No. Ga H 1 Ply So.Pine Truss 2 or 3 Ply F, Fa So.Pine I to to Fasteners Load Fasteners Load mm) =5) META12 8 7-10dxl% 1450 6-16d 1450 340 725 META14 10 7-10dxl% 1450 6-16d 1450 340 725 META16 12 7-10dx1% 1450 6-16d 1450 340 725 META18 14 7-10dxl% 1450 6-16d 1450 340 725 META20 18 16 6-10dxl% 1270 5-16d 1245 340 725 7-10dxl% 1450 6-16d 1450 340 725 META22 18 7-10dxl% 1450 6-16d 1450 340 725 META24 20 7-10dxl% 1450 6-16d 1450 340 725 META40 36 7-10dxl% 1450 6-16d 1450 340 725 HETA12 8 7-10dxl% 1520 7-16d 1780 340 725 HETA16 12 9-10dxl% 1810 8-16d 1810 340 725 HETA20 16 16 8-10dxl% 1735 7-16d 1780 340 725 9-10dx1% 1810 8-16d 1810 340 725 HETA24 20 9-10dxl% 1810 8-16d 1810 340 725 HETA40 36 9-10dxl% 1810 8-16d 1810 340 725 HHETA12 8 7-10dxl% 1565 7-16d 1820 3408 815 HHETA16 12 10-10dxl% 2235 9-164 2235 3408 815 HHETA20 14 16 9-10dx1% 2010 8-16d 2080 1 3408 815 10-10dx1'/ 2235 9-16d 2235 3408 815 HHETA24 20 10-10dx1'/ 2235 9-16d 2235 3408 815 HHETA40 36 10-10dxl'/a 2235 9-16d 2235 3408 815 fees HETALI2 7 10-104x1'/a 1085 10-164 1270 415 • 14 9 :*:• •••+:• HETAL16 16 11 14-10dx1% 1810 13-164 1810 415 11 0 0�0 • • ••Y • 000000 HETAL20 15 14-10dxl% 1810 13-164 1810 415 0001299 • :see*: LTA1 18 T. 12-10dx1'/ 1420 12-10dxl% 1420 485 0"�t� :00 00 0 0 • •• •0000 Notes: •••••• ••• • ••••• 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loadil g" ere allowed 0•o 0066:9 by the Florida Building Code. Loads do not include a Wass increase on the strength of thl9tit4910 No further• • increases are permitted. Reduce loads where other loads govern. • • • 2. Five nails must be installed into the truss seat of the HETAL 0 i•••i• 6996:0 0 3. Parallel-to-plate load towards face of HETAL is 1975 lbs. ; 0 0 0 0 0 0• 4. Minimum t'c is 2,000psi •0 0 0 0 0 0 0 0 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load•• capacity. The load per nail can be approbmated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1%"fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. Moisb.re barftr not shmm 'FF e � r• ��4f t 1tA Typical META Installed with TSS FI Figure 4 Figure ure 5 Pas META/HETA/HHETA Typical Installation LTA1 Typical Installation Simpson Strong;-Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Uplift Loads Lateral Loads$ Model No. Oty. Application 1 Ply Southern 2 or 3 Ply Southern F1 F2 Pine Truss Pine Truss (parallel (perpen. Fasteners Load Fasteners Load to wall) to wall) DETAL20 1 CMU 18-10dx1'/2 2480 - - 20008 1370 Concrete 18-10dxl% 2480 - - 2000 1505 META 2 CMU 10-10dx1'/2 1985 14-16d 1900 1210 1160 Concrete 10-10dx1'/ 1985 14-16d 2565 1210 1160 HETA 2 CMU 10-10dxl% 2035 12-16d 2500 1225 1520 Concrete 10-10dxl% 2035 12-16d 2700 1225 1520 HHETA 2 CMU 10-10dx1'/Z 2035 12-16d 2500 1225 1520 Concrete 10-10dx1'/a 2035 14-16d 3350 1225 1520 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum Po is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8'wider than the truss width. 4. Install half of the required number of fasteners in each strap,except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META, HETA,and HHETA anchors apply only to 2-or 3-ply applications with anchors spaced a minimum of 3"apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single-ply application. 6. DETAL20 Lateral Loading in the F,direction anchored in CMU greater than 1,790 Ib. may result in deflection up to 5/32°in the F,direction. `a • Typical Installation with two METAs � �` �Wiz. e �, �.•� 05 Pau 6666 • • 6666 6666•• Figure 6 •• • ••• • DETAL and Double META/HETAIHHETA Application •••••• •••• ••••%• ..•. . •. ...•. ...... ... . ..... .. .. •. •..... • ...... • 00 . . . • ...... 6666.. • . 6909• Page 9 of 13 Simpson Strong-Tie TABLE 4 MASONRY STRAPS ALLOWABLE LOADS FASTENERS AND DIMENSIONS Dimensions Simpson Strong-Tie DF/SP SPF Model No. Ga. inches Titan Screws 160 160 W L CMU Concrete Nails Load Nails Load MSTAM24 18 1% 24 5-'/4x2%4 5'/4X 1$/4 8-10d 1500 9-10d 1500 MSTAM36 16 1%a 36 8-'/4x2°/4 8-'/4x1$/4 10-10d 1870 11-10d 1870 MSTCM40 16 3 40% 14-%x2% 14-%xl% 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 1 16 1 3 59'/ 14-'/4x2'/4 1 14-%4x1% 26-16d Sinker 1 4220 26-16d Sinker 4220 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wool for wind loading where allowed by the Florida Building Cole. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 1'/z°for Titen Masonry Screws. 3. Minimum fm=1500 psi and minimum f,=2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. o' 0 0 0 0 401/4° o e u . o YTYD. e e o Co t s Typical MSTAM36 NSTAM36 MSTCU40 Installation. Typical MSTCM60 Installation .... . . .... ...... Figure? •• •• ;•; •• MSTAWMSTCM Typical Dimensions and Installation •••••• •• •••••• .... . .. ..... ...... ... . ..... .. .. .. ...... . . . . ...... Page 10 of 13 Simpson Strong-Tie TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS Fasteners Allowable Model No. Qty. To Block and To Truss Uplift Load Concrete Wali (160) FGTR 1 2-Titan HD'/2x5" 18-SDS1/4x3 5000 2 4-Titan HD%x5" 36-SDS1/4x3 9400 FGTRHUR 1 2-Titan HD%x5" 18-SDS1/4x3 3850 FGTRE 1 2-Titen HD%x5" 18-SDS1/4x3 46858 FGTRE+FGTR 1 Each 4-Titan HD V2x5" 36-SDS1/4x3 50008 Notes 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titan HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for comer applications shall be limited to 4685 lbs allowable 7. Loads are governed by the grouted wall capacity based on testing of the products attached to the comer of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. 7 r sIn ' Two FGTRs FGTRHL 1 -' 4�\ FGTR FOR �;rn �:� ��• 1"L1` .•e i�1!�d`•:.C•", •••• 000000 e` TRUSS °Q F `_oo ••• •• v SHOULD _ • • • ,�.•'• of • 0000•• DC SCT BACK!-a" _sl! •. •'. .-1 • • • �-;mac ' .'. _:i 0000•• I: .•iii=a; %'•� • • • FGTRE � •,�'•,i ,..: .:.••i •• ••••. n:'a•'-•slew �1,•,`� � fix. � .) ••• 0000•• m�:b�s`g ft 0000•• • • t.t•' •� • • • ¢Y • • • • 0000•• • "Yi• 0000•• ;:g4y • • • •••••• FGTRHLTOPVIEW Figure 8 FGTRIFGTRE/FGTRHL/FGRHR Typical Installation Page 11 of 13 Simpson Strong-Tie TABLE 6—LGUM AND HGUM ALLOWABLE LOADS,FASTENERS AND DIMENSIONS Dimensions(In.) Fasteners Allowable Loads(lbs.) Model No. Ga CMU/Concrete Joist Uplift Download F1SPILVLIPSLILSL W H B Then HD SDS Screws (1160) CMU I Concrete (100111611255) DOUBLE 2x SIZES LGUM 26-2 12 3'/le 5 4 4-%s"x 4" 4-%N21/2" 1430 5595 LGUM 28-2 12 3 /16 7 4 6-%" x4' 6-%a"x2'/2" 2435 1 8250 LGUM 210-2 12 3 Me 9 4 8-3K"x 4" 8-%N21/2" 3575 1 9575 TRIPLE 2x SIZES LGUM 26-3 12 5% 5% 4 4-9/s"x 4" 4-'/a"x2'/2" 1430 5610 LGUM 28-3 12 5% 7% 4 6-3/s" x 4" 6-'/a"x2'/2" 2435 8290 LGUM 210-3 12 5% 9% 4 8-s/s x 4" 8-'/a"x2'/" 3575 9715 QUADRUPLE 2x SIZES LGUM 264 12 6 /1e 5 /is 4 4-3/s"x 4" 4-%a"x2'/2" 1430 5625 LGUM 28-4 12 6"/16 7 /16 4 6-s/s"x 4" 6-'/e"x2'/2" 2435 8335 LGUM 210-4 12 6 ''/le 9/ie 4 8-s/s"x 4" 8-'/a"x2'/2" 3575 9860 4x SIZES LGUM 46 12 3% 4% 4 4-3/e" x 4" 4-%s x2%2" 1430 5600 LGUM 48 12 3% 6% 4 6-9/s"x 4" 6-'/a x2%2" 2435 8260 LGUM 410 12 3% 8% 4 8-s/e" x 4" 1 8-'/a x2%z 1 3575 1 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DU HGUM5.25 7 5% 5% 8-%,"x 5" 24-%W'/z" 10085 14965 16015 HGUM5.50 7 5% 11 5% 8-s/s"x 5" 24-%N2'/a" 10125 14940 16015 HGUM7.00 7 7 to 5% 8-%"x 5" 24-%N2'/2" 10375 14770 16015 HGUM7.25 7 7'/e 30 5% 8-s/s"x 5" 24-%s"x2'/" 10415 14740 16015 HGUM9.00 7 9 5% 8-%s"x 5" 24-'/a"x2'/2" 10705 14545 16015 Notes: 1. Uplift loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fm=1500 psi and fc=2500 psi. _. W Joe t t , G.UkWItl WRIEl _ o I •••• LGUM "GUM Typical LGUM taalalldan Typtca1�1QUG1�taRatlon •• • •••••• •••• • •• ••••• •••••• ••• • ••••• Figure •• •• •• •••••• LGUM/HGUM Typical Installation •••••• • •• . . . . ...... • Page 12 of 13 Simpson Strong-Tie 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. 10. 4. q a•'. � �A • � • • 0000•• ••••99 • r '�4 • v x �nwJaX •n y, Inc. 0000•• • • • Mc r j P.E. 0000** �•• •• • • �,y �� ••��„ . � •e•• • •0 0000• 9 09:00* 0 • • • 009000 e• • Page 13 of 13 Simpson Strong-Tie ELEVATION CERTIFICATE, page 3 Building Photographs See Instructions for Item A6. IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt., Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number: 149 N.E. 105 STREET City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View' and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. 4-0 A �r " C: LLL It,� • w L FEMA Form 086-0-33(7112) Replaces all previous editions. ELEVATION CERTIFICATE, page 4 Building Photographs Continuation Page IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt., Unit,Suite,and/or Bldg. No.)or P.O. Route and Box No. Policy Number: 149 N.E. 105 STREET City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken, "Front View' and "Rear View'- and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. W_ 4- LL FEMA Form 086-0-33 (7/12) Replaces all previous editions. emd By: NVI111U St f ; NE111th51 m ^N[11 x, 110tr 5T NW I10 D NL 11Cm St _ D1 � y > Nf nv1D SI NSam Comb ii IMIl 3 N !f.'l1 MhS . Os1 WU _ +1 !♦r 108th S' $ NL Iasm Sf S. SNiYlOBC 5• 7.h NF 1071n:.I I0911`1� mf 101 1y,.�r N11011�`:IG 'S, n H:1CItDY C ® en,Zipper M'/IGDInS^ f ro it NCI1 M,51 ? NE IC51h Sl e LAW GROUP,P.A. Nr+lwmSl 14F 1041h S1 NfY mamS - G 0- NL NL IOhdh 1410'1151 NE101s1Sf NF ICl st 51 n X14 YY ' - _ - GM�O 9.5' ASPHALT PAVEMENT 15' ALLEY 75.00' P M F.LP., 2" — o.so• N X X X X X X 8.70 �' 0.02' :y 0000 •••• ••0000 • • • • • • • • • t; iTy 0000•• •• • 0000•• 0000•• • • • 0000•• h 0000 •• • • • COP .00 • • • • • 0000•• _ 18.11 0000•• • • • qt C\1 •• O~ OU 10.85 J r„j co OJ O J to 14.03' N m N ONE STORY 22.10 cw: ,o.v' RESIDENCE O.J2• 10.73' #149 10 4 of 24.93' o.so• 10.0o PL. '15.40' ose� a rimes f3.95' TILE £tv: ro.ro W Q ®� ELV.• 10.15' V C. £LV: 10.1I' N £LV.• 10.15' F./.P.lI2 IO.OD� 3• �1A1/2' 225.00'M� 5"'-CONC. Sl WALK- 75.00. P)(M eC• •fO.OD f.LP.1/2' •EL at tn 27' PARKWA Y in 6h •�q•. 6h r V. r f N.E. 105th STREET 16' ASPHALT PAVEMENT Accepted By: Property Address: 149 N.E. 105 STREET NOTES: NO NOTES MIAMI SHORES , FL 33138 I THAT THIS•BOUNDARY SURVEY IS A TRUE AND CORRECT REPRESENTATION OF A S REPARED MY DIRECTION.THIS COMPLIES WTH THE MINWA M.E.Land Services,Inc. TECHNICAL STANDARDS, FORTH BY THE TE OF FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTE 17.Fl` AARINNI rlvE CODE PURSUANT TO 472027,FLORIDA STATUTES. 10665 SW 190TH STREET SUITE 3110 SIGNED FOR THE FIRM MIAMI,FL 33157 MIGUEL S A STATE OF a PHONE:(305)740-3319 rta cT�}�np Q� P.S.M.No.5101 FAX:(305)669-3190 iz NOTVAR ELECTR0 !�¢ TURE AND AUTHENTICATED ELECTRONIC SEAL AND/OR LB#:6463 THIS MAP IS NOT VALID WIT '19d6,• dtA7 AND THE ORIGINAL RAISED SEAL OF A LICENSED SURVEYOR AND MAPPER. Survey:A-54013 Client File#: 14072433A Page 1 of 2 Not valid without all pages. Surveyor's Legend PROPERTY LINE STRUCTURE MD FOUND IRON PIPE B.R. BEARING REFERENCE TEL TELEPHONE FACILITIES / ® CONC. BLOCK WALL PIN AS NOTED ON PLAT A CENTRAL ANGLE OR DELTA U.P. UTILITY POLE —X—X— CHAIN-LINK FENCE OR WIRE FENCE L8/ LICENSE / - BUSINESS R RADIUS OR RADIAL E.U.B. ELECTRIC UTILITY BOX WOOD FENCE LS/ LICENSE # - SURVEYOR RAD, RA01µTIE SEP. SEPTIC TANK oma— IRON FENCE CALL CALCULATED POINT N.R. NOW RADIAL D.F. DRAINFIELD ———— EASEMENT SET SET PIN TYP, TYPICAL A/C AIR CONDITIONER —-— CENTER UNE ♦ CONTROL POINT I.R. IRON ROD S/W SIDEWALK ® WOOD DECK CONCRETE MONUMENT I.P. IRON PIPE DWY DRIVEWAY BENCHMARK N&D NAIL& DISK SCR. SCREEN CONCRETE ELEV ELEVATION PK NAIL PARKER-KALON NAIL GAR GARAGE ® P.T. POINT OF TANGENCY D.H. DRILL HOLE ENCL ENCLOSURE ASPHALT P.C. P0114T OF CURVATURE ® WELL N.T.S. NOT TO SCALE BRICK /TILE P.R.M. PERMANENT REFERENCE MONUMENT ® FIRE HYDRANT F.F. FINNISHED FLOOR P.C.C. POINT OF COMPOUND CURVATURE ® M.H. MANHOLE T.O.B. TOP OF BANK WATER P.R.C. POINT OF REVERSE CURVATURE O.H.L. OVERHEAD LINES E.O.W. EDGE OF WATER APPROXIMATE EDGE OF WATER P.O.B. POINT OF BEGINNING TX TRANSFORMER E,p,p EDGE OF PAVEMENT P.O.C. POINT OF COMMENCEMENT CATV CABLE TV RISER C.V.G. CONCRETE VALLEY GUTTER COVERED AREA P.C.P. PERMANENT CONTROL POINTBUILDING SETBACK UNE W.Y. WATER METER B.S.L. o TREE•••• M FIELD MEASURED P/E POOL EQUIPMENT S.T.L. SURVEY TIE UNE • •• POW3RWW11E ••• : P PLATTED MEASUREMENT CONC. CONCRETE SLAB QL CENTER UNE CAMN 40ASIN D DEED ESMT EASEMENT R/w RIGHT-OF-WAY •L!ttL!•• CITY eT$ITY EASELrEn••• C CALCULATED p,E, DRAINAGE EASEMENT PUBLIC UTILITY EASEMENT P.U.E. �I�,j�F• INGRESS / EGRESS EASL•AtA*• LM.E. LAKE OR LANDSCAPE MAINT. ESMT. LB E LANDSCAPE BUFFER EASEMENT C.M.E. CANAL MAINTENANCE EASEMENT UTO 4?E=1ENT •""• R.O.E. ROOF OVERHANG EASEMENT LA.E. LIMITED ACCESS EASEMENT A.E. ANCHOR EASEMENT ••••• •• • •••• Prr� Hy Addtlss: General Notes: • 0 *00000 1. The Legal Description used to perform this survey was supplied by others. 1$3 N.�: 105&Y6�T This survey does not determine or Is not to imply ownership. • • • ••• 2. This survey only shows above ground improvements. Underground utilitjes, MJAPAIa�HORF§S, Ft 331 Id• footings,or encroachments are not located on this survey map. • 0 • 3. If there Is aseptic tank,well,or drain field on this survey,the location of such Items was shown to us by others and the Information was not verified. Flood Information: 4. Examination of the abstract of true will have to be made to determine record Instruments,If any,effect this property. The lands shown herein were not Community Number. 120652 abstracted for easement or other recorded encumbrance not shown on the plat. 5. Wag to are done to the face of the wall. Panel Number. 12086CO302L 6. Fence ownership Is not determined. Suffix: L 7. Bearings referenced to line noted B.R. 8. Dimensions shown are platted and measured unless otherwise shown. Date of Firm Index: 9/11/2009 9. No Identlfic edon found on properly comers unless noted. Flood Zone: X 10. Not valid unless sealed with the signing surveyors embossed seal. 11. Boundary survey means a drawing and/or graphic representation of the Base Flood Elevation: N/A survey work performed in the flele,could be drawn at a shown scale and/or not to ScaleDate of Field Work: 11/18/2014 12. Elevations H shown are based upon NGVD 1929 unless otherwise noted. Date of Completion: 11/19/2014 13. This Is a BOUNDARY SURVEY unless otherwise noted. 14. This survey Is exclusive for the use of the parties to whom it Is certified.The certifilcations do not extend to any unnamed parties. 15. This survey shag not be used for construction/permil ing purposes without written consent from Miguel Espinosa. F tion: K 201, OF SUBDIVISION DUNNINGS MIAMI SHORES EXTENSION NO. 1,ACCORDING TO THE PLAT RECORDED IN PLAT BOOK 41, PAGE 51, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, Cere�To� t�CfO�O�t�O ; C OhfE IW RINTING INSTRUCTIONS: LAW GROUP, P.A.; STEWART TITLE GUARANTY COMPANY; ; . hilee viewing the survey in any Acrobat Reader, Its'successors and/or assigns as their interest may appear. select the File Drop-down and select"Print' Select a color printer, if available, or at least one with 8.5"x 14°paper. Select ALL for Print Range, and the#of copies you would like to print out ease opy below for F repara on Purposes on y: Under the"Page Scaling°please make sure you have does not Inwre agst Rasa or damage by ream of dre following exceptions: selected'NOn@.° Any rights easements,bMveats or dabns~may exist by reason Of,or mffaded by,the (aftwing fads Shown on the surmyprepamdby MIGUEL ESMNOSA dated Do not check the°AutoRotate and Center"button. 11/OM14 bearing rob# A-WQ13 : Check the"Choose Paper size by PDF°checkbox )NO NOTES Click OK to Print. 0 M.E. Land Services, Inc. 10665 SW 190TH Street, Suite 3110 MIAMI, FL 33157 PHONE:(305) 740-3319 FAX#:(305)669-3190 LB#6463 WI�V AELANDSERVICES.COM V 11 Survey:A-54013 Client File#: 14072433A Page 2 of 2 Not valid without all pages. FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Addition at 149 NE 105th Builder Name: Street: 149 NE 105th Street Permit Office: Miami Shores City,State,Zip: Miami Shores,FL, Permit Number: Owner: Jurisdiction: Maim!Shores Design Location: FL,Miami 1. New construction or existing Addition 9. Wall Types(739.5 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=4.1 739.50 ft2 b.N/A R= ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms Bedrms In Addition) 3(2) d.N/A R= 112 5. Is this a worst case? No 10.Ceiling Types (890.0 sqft.) Insulation Area a.Under Attic(Vented) R=30.0 890.00 ft2 6. Conditioned floor area above grade(ft2) 890 b.N/A R= 112 Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Windows(163.0 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:Addition 6 125.8 a. U-Factor: Sgl,U=1.00 163.00 ft2 SHGC: SHGC=0.45 b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 24.0 SEER:16.00 c. U-Factor: WA ft2 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Strip Heat 17.0 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.450 14.Hot water systems-None required 8. Floor Types (890.0 sqft.) Insulation Area a. Cap:N/A a.Slab-On-Grade Edge Insulation R=0.0 890.00 ft2 b. Conservation features EF:5.68937E26 b.N/A R= ft2 c.N/A R= ft2 15.Credits None Glass/Floor Area: 0.183 Total Proposed Modified Loads: 25.71 PASS Total Standard Reference Loads: 33.87 1 hereby certify that the plans and specifications covered by Review of the plans and 0�THE ST9�F this calculation are in compliance with the Florida Energy specifications covered by this Code. -_ calculation indicates compliance y ,�''., . _ 16 with the Florida Energy Code. PREPARED BY: __ _ __ Before construction is completed r DATE: _ S___ __ this building will be inspected for O - lie compliance with Section 553.908 * , I hereby certify that this building,as designed,is in compliance Florida Statutes. 1;yc with the Florida Energy Code. G'Op WB OWNER/AGENT:---__ __ _ BUILDING OFFICIAL: DATE: DATE: - Compliance requires completion of a Flodda Air Barrier and Insulation Inspection Checklist 1 APR 14 2015 4/12/2015 4:41 PM rg g S - IaR 010 Section 405.4.1 Compliant Software Page 1 of 5 r � t PROJECT .Title: Addition at 149 NE 105th Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 890 Lot# Owner: Total Stories: 1 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 149 NE 105th Street Permit Office: Miami Shores Cross Ventilation: County: Miami-Dade Jurisdiction: Maim!Shores Whole House Fan: City,State,Zip: Miami Shores, Family Type: Single-family FL, New/Existing: Addition Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL_MIAMI_INTL_AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Blocks 890 7565 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Addition 890 7565 No 1 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Addition 102 ft 0 890 ftz __-_ 0.3 0 0.7 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Barrel file 917 ftz 0 ftz Medium 0.96 No 0.9 No 0 14 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 890 ftz N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) Addition 30 890 ft2 0.11 Wood 4/12/2015 4:41 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 i r , WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below # Omt To WaU�ype ---------. p -_ R-Valiia Ft--Inn Ft- In --Area- - -R-Value--Fraction-- 1 N Exterior Concrete Block-Int Insul Addition 4.1 26 8 6 221.0 ft2 0 0.3 0 2 E Exterior Concrete Block-Int Insul Addition 4.1 47 8 6 399.5 ft2 0 0.3 0 3 S Exterior Concrete Block-Int Insul Addition 4.1 14 8 6 119.0 ft2 0 0.3 0 WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single(Clear) Yes 1 0.45 53.3 ft2 2 ft 0 in i ft9 in Drapes/blinds None 2 N 1 Metal Single(Clear) Yes 1 0.45 18.0 ft2 2 ft 0 in 1 ft 9 in Drapes/blinds None 3 N 1 Metal Single(Clear) Yes 1 0.45 16.7 ft2 2 ft 0 in 1 ft 9 in Drapes/blinds None 4 E 2 Metal Single(Clear) Yes 1 0.45 12.0 ft2 2 ft0 in 1 ft9 in Drapes/blinds None 5 E 2 Metal Single(Clear) Yes 1 0.45 9.0 ft2 2 ft 0 in 1 ft 9 in Drapes/blinds None 6 E 2 Metal Single(Clear) Yes 1 0.45 30.0 ft2 2 ft0 in i ft 9 in Drapes/blinds None 7 E 2 Metal Single(Clear) Yes 1 0.45 12.0 ft2 2 ft0 in 1 ft 9 in Drapes/blinds None 8 S 3 Metal Single(Clear) Yes 1 0.45 12.0 ft2 2 ft 0 in 1 ft9 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0005 1167.2 64.08 120.51 .345 9.2577 HEATING SYSTEM - # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 17 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype _ Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER:16 24 kBtu/hr 720 cfm 0.75 1 sys#1 SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF ft2 DUCTS ----Supply---- ----Return---- Air CFM 25 CFM25 HVAC# V/ # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 125.8 ft Attic 31.45 ft Default Leakage Addition (Default) (Default) 1 1 4/12/2015 4:41 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 TEMPERATURES Programable Thermostat:None Ceiling Fans: CoolingJan Feb Mar A r Ma Jun Jul X�Au Se [ Oct Nov Dec HeatinJan Feb Mar Apr l May l Jun f Jul 4 ]Au4 Sep []Oct Nov Dec Ven tin Jan Feb Mar Apr [ May l Jun [ Jul t ]Aug l Se [X]Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating(WEH) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 4/1212015 4:41 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 149 NE 105th Street PERMIT#: Miami Shores, FL, MANDATORY REQUIREMENTS SUMMARY-See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked,gasket d,weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283.Windows and doors=0.30 cfm/sq.ft.Testing or visual inspection required. Fireplaces: gasketed doors&outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system.Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts,air handlers,filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall / be considered ducts or plenum chambers,shall be constructed and / sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker / (electric) or shutoff(gas). Circulating system pipes insulated to= R-2 ! / +accessible manual OFF switch. Mechanical 403.5 ��, Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics,crawlspaces,garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower(HP)of= 1 &Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat loss except if 70%of heat from site-recovered energy.Off/timer switch required. Gas heaters minimum thermal efficiency--78%(82%after 4/16/13). Heat pump pool heaters minimum COP=4.0. Cooling/heating 403.6 Sizing calculation performed&attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 4/12/2015 4:41 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 76 The lower the EnergyPerformance Index,the more efficient the home. 149 NE 105th Street, Miami Shores, FL, 1. New construction or existing Addition 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=4.1 739.50 ftz b.N/A R= ftz 3. Number of units,if multiple family 1 c.N/A R= ftz 4. Number of Bedrooms 3(2) d.N/A R= ftz 5. Is this a worst case? No 10.Ceiling Types Insulation Area a.Under Attic(Vented) R=30.0 890.00 ftz 6. Conditioned floor area(ftz) 890 b.N/A R= ftz 7. Windows— Description Area c.N/A R= ftz a. U-Factor: Sgl,U=1.00 163.00 ftz 11.Ducts R ftz a.Sup:Attic,Ret:Attic,AH:Addition 6 125.8 SHGC: SHGC=0.45 b. U-Factor: N/A ftz SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ftz a.Central Unit 24.0 SEER:16.00 SHGC: d. U-Factor: N/A ftz 13.Heating systems kBtu/hr Efficiency SHGC: a.Electric Strip Heat 17.0 COP:1.00 Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.450 8. Floor Types Insulation Area 14.Hot water systems-None required Cap:WA a.Slab-On-Grade Edge Insulation R=0.0 890.00 ftz a. EF: b.N/A R= ftz c.N/A R= ftz b. Conservation features 15.Credits None I certify that this home has complied with the Florida Energy Efficiency Code for Building S Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. r+n� h. =-r'•;:', '°, Builder Signature: Date: Address of New Home: City/FL Zip: WME *Note: This is not a Building Energy Rating. If your Index is below 70,your home may qualify for energy efficient mortgage(EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Building Input Summary Report PROJECT Title: Addition at 149 NE 105th Bedrooms: 3 Address Type: Street Address Building Type: User Bathrooms: 0 Lot# Owner: Conditioned Area: 890 sq.ft. Block/SubDivision: #of Units: 1 Total Stories: 1 PlatBook: Builder Name: Worst Case: No Street: 149 NE 105th Street Permit Office: Miami Shores Rotate Angle: 0 County: Miami-Dade Jurisdiction: Maimi Shores Cross Ventilation: City,State,Zip: Miami Shores, Family Type: Single-family Whole House Fan: FL, New/Existing: Addition Terrain: Suburban Year Construct: Shielding: Suburban Comment: CLIMATE Design Design Temp Int Design Temp Heating Design Daily Temp Location Tmy Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL-MIAMI INTL AP 51 90 70 75 149.5 56 Low UTILITY RATES Fuel Unit Utility Name Monthly Fixed Cost $/Unit Electricity kWh Florida Average 0 0.09 Natural Gas Therm Florida Average 0 1.72 Fuel Oil Gallon Florida Default 0 1.1 Propane Gallon Florida Default 0 1.4 SURROUNDINGS Shade Trees Adjacent Buildings Omt Type Height Width Distance Exist Height Width Distance N None Oft Oft Oft Oft Oft Oft NE None Oft Oft Oft Oft Oft Oft E None Oft Oft Oft Oft Oft Oft SE None Oft Oft Oft Oft Oft Oft S None Oft Oft Oft Oft Oft Oft SW None Oft Oft Oft Oft Oft Oft W None Oft Oft Oft Oft Oft Oft NW None Oft Oft Oft Oft Oft Oft BLOCKS Number Name Area Volume 1 Blocks 890 7565 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Finished Cooled Heated ---- I Addition 890 7565 No 1 3 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value__ Area Tile Wood Carpet 1 Slab-On-Grade Edge Insulation Addition 102 ft 0 890 ftz ---- 0.3 0 0.7 4/12/2015 4:44 PM EnergyGauge®/USRFSB v3.1 Page 1 of 5 „ s t Building Input Summary Report ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Barrel tile 917 ft2 0 ft2 Medium 0.96 No 0.9 No 0 14 ATTIC # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 890 ft2 N N CEILING # Ceiling Type Space R-Value_ Area Framing Fraction Truss Type 1 Under Attic() Addition 30 890 ft2 0.11 Wood WALLS Wall orientation below is as entered. Actual orientation is modified by rotate angle shown in"Project"section above. # Omt To AdTo'nt Space Cavity Width Height Sheathing Framing Solar Below Wall Type R-Value Ft In Ft In Area R-Value Fraction Absor. Grade% 1 N Exterior Concrete Block-Int Insul Addition 4.1 26 8 6 221.0 ft2 0 0.3 0 2 E Exterior Concrete Block-Int Insul Addition 4.1 47 8 6 399.5 ft2 0 0.3 0 3 S Exterior Concrete Block-Int Insul Addition 4.1 14 8 6 119.0 ft2 0 0.3 0 WINDOWS Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Storm Area Depth Separation Interior Shade Screening 1 N 1 Metal Single(Clear) Yes 1 0.45 N 53.3 ft2 2 ft 0 in 1 ft 9 in Drapes/blinds None 2 N 1 Metal Single(Clear) Yes 1 0.45 N 18.0 ft2 2 ft 0 in 1 ft 9 in Drapes/blinds None 3 N 1 Metal Single(Clear) Yes 1 0.45 N 16.7 ft2 2 ft 0 in 1 ft 9 in Drapes/blinds None 4 E 2 Metal Single(Clear) Yes 1 0.45 N 12.0 ft2 2 ft 0 in 1 ft9 in Drapes/blinds None 5 E 2 Metal Single(Clear) Yes 1 0.45 N 9.0 ft2 2 ft0 in 1 ft 9 in Drapes/blinds None 6 E 2 Metal Single(Clear) Yes 1 0.45 N 30.0 ft2 2 ft0 in 1 ft 9 in Drapes/blinds None 7 E 2 Metal Single(Clear) Yes 1 0.45 N 12.0 ft2 2 ft0 in 1 ft 9 in Drapes/blinds None 8 S 3 Metal Single(Clear) Yes 1 0.45 N 12.0 ft2 2 ft 0 in 1 ft 9 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 Space(s) 1 Wholehouse Best Guess .0005 1167.2 64.08 120.51 .345 9.2577 All MASS Mass Type Area Thickness Furniture Fraction Space No Added Mass 0 ft2 0 ft 0.3 Addition 411212015 4:44 PM EnergyGauge®/USRFSB v3.1 Page 2 of 5 Building Input Summary Report HEATING SYSTEM # System Type Subtype Efficiency Capacity -------Geothermal HeatPump-------- Ducts Block Entry Power Volt. Curr 1 Electric Strip Heat None COPT 17 kBtu/hr 0 0 0 s s#1 1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ducts_ Block 1 Central Unit Split SEER:16 24 kBtu/hr 720 cfm 0.75 s s#1 1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Credits al gal deg DUCTS DUCT ---------Supply--------- ----------Return--------- Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Number Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 125.8 ft2 Attic 31.45 ft2 Default Leakage Addition Default Default 1 1 TEMPERATURES Programable Thermostat:None Ceiling Fans: N CoolingJan Feb Mar Apr May r Jun Jul Auge Oct Nov Dec HeatinJan H Feb Mar Apr l May [ Jun f Jul L Aul Sep E Oct Nov Dec Vent n Jan Feb Mar Apr [ May [[[ Jun [ Jul [ Aug [ Se [X]Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating(WEH) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 4/12/2015 4:44 PM EnergyGauge®/USRFSB v3.1 Page 3 of 5 Building Input Summary Report APPLIANCES&LIGHTING Appliance Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Ceiling Fans(Summer) AM 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.33 0.33 0.33 0.33 0.33 %Released: 100 PM 0.33 0.33 0.33 0.33 0.33 1 0.9 0.9 0.9 0.9 0.9 0.65 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Clothes Washer AM 0.105 0.081 0.047 0.047 0.081 0.128 0.256 0.57 0.849 1 0.977 0.872 %Released: 60 PM 0.779 0.698 0.605 0.57 0.581 0.57 0.57 0.57 0.57 0.488 0.43 0.198 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dishwasher AM 0.139 0.05 0.028 0.024 0.029 0.09 0.169 0.303 0.541 0.594 0.502 0.443 %Released: 60 PM 0.377 0.396 0.335 0.323 0.344 0.448 0.791 1 0.8 0.597 0.383 0.281 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dryer AM 0.2 0.1 0.05 0.05 0.05 0.075 0.2 0.375 0.5 0.8 0.95 1 %Released: 10 PM 0.875 0.85 0.8 0.625 0.625 0.6 0.575 0.55 0.625 0.7 0.65 0.375 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Lighting AM 0.16 0.15 0.16 0.18 0.23 0.45 0.4 0.26 0.19 0.16 0.12 0.11 %Released: 90 PM 0.16 0.17 0.25 0.27 0.34 0.55 0.55 0.88 1 0.86 0.51 0.28 Annual Use: 958 kWh/Yr Peak Value: 313 Watts Miscellaneous AM 0.48 0.47 0.47 0.47 0.47 0.47 0.64 0.71 0.67 0.61 0.55 0.53 %Released: 90 PM 0.52 0.5 0.5 0.5 0.59 0.73 0.79 0.99 1 0.96 0.77 0.55 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Pool Pump AM 0 0 0 0 0 0 0 0 0 1 1 1 %Released: 0 PM 1 1 1 1 0 0 0 0 0 0 0 0 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Range AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 0.343 0.343 0.343 0.4 %Released: 100 PM 0.457 0.343 0.286 0.4 0.571 1 0.857 0.429 0.286 0.229 0.171 0.114 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Refrigeration AM 0.85 0.78 0.75 0.73 0.73 0.73 0.75 0.75 0.8 0.8 0.8 0.8 %Released: 100 PM 0.88 0.85 0.85 0.83 0.88 0.95 1 0.98 0.95 0.93 0.9 0.85 Annual Use: 775 kWh/Yr Peak Value: 140 Watts Well Pump AM 0.05 0.05 0.05 0.05 0.05 0.05 0.1 0.1 0.1 0.1 0.1 0.1 %Released: 0 PM 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Annual Use: 0 kWh/Yr Peak Value: 0 Watts CLOTHES WASHERS ID Type Screen Location Capacity Make Model Schedule LoadsPerYr 1 1 Main Default New Main 2.847 HERS201 (invalid) CLOTHES DRYERS ID Type Screen Location Capacity Fuel Type Make Model Schedule LoadsPerYr 1 Dryers Default New Main Electricity DISHWASHERS ID Type Screen Location Capacity Vintage Make Model Schedule kWhPerYr 1 Dishwash Default New Main 12 2004 or N HERS201 372 4/12/2015 4:44 PM EnergyGauge®/USRFSB v3.1 Page 4 of 5 Building Input Summary Report RANGE OVEN ID Type Screen Location Type Fueltype Make Model Cooktop Oven 1 Ranges Default New Main CooktopOven C Electric Electric FI Not Conv HARD WIRED LIGHTING ID Type Screen Location Total# Qualify# Comp FI All Other FL bdBulbtype Schedule Watts per bulb 1 Hard-Wir By Count-Qualif Addition 20 8 0 2 Incandes HERS201 60 MISC ELECTRICAL LOADS ID Type Screen Item Quantity Catagory Operating Location Schedule Off Standby 1 Misc Elec Simple Default 1 1 Main HERS201 1 4/12/2015 4:44 PM EnergyGauge®/USRFSB v3.1 Page 5 of 5 1 Project Summary Job: wrightsoft Date: Mar 30,2015 New unit By: Mw Project I • • For: 149 NE 105 St, Miami Shores, FI Notes: Design Information Weather: Miami Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 50 OF Outside db 90 OF Inside db 70 OF Inside db 74 OF Design TD 20 OF Design TD 16 OF Daily range L Relative humidity 50 % Moisture difference 58 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 10819 Btuh Structure 16021 Btuh Ducts 1564 Btuh Ducts 1997 Btuh Central vent (25 cfm) 0 Btuh Central vent(25 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 12383 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Infiltration Equipment sensible load 17099 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1057 Btuh Ducts 626 Btuh Heating Cooling Central vent (25 cfm) 0 Btuh Area(ft2 891 891 Equipment latent load 1683 Btuh Volume(ft3) 8017 8017 Air charges/hour 0.33 0.16 Equipment total load 18782 Btuh Equiv.AVF(cfm) 44 22 Req.total capacity at 0.70 SHR 2.0 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make Na Trade n/a Trade n/a Model n/a Cond n/a GAMA ID n/a Coil n/a ARI ref no. n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. - wrightsoft- Right-Suite®Universal 7.1.03 RSU06772 2015-Apr-12 16:48:26 C:\Users\Martin\Desktop\projects\RM\Zurddo\LOad and Energy\Zurddo rev.rup Calc-MJ8 Orientatio / Pagel