Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
RC-15-1077
Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 05) 756-8972 ER: (305) 762-4949 FBC 2V7 BUILDING — — Master Permit No. /�_ /g7' PERMIT APPLICATION REC WED NOV 0 3 2015 Sub Permit No. Xij BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: /DSO "Or- / City: Miami Shores County: Miami Dade Zip: '3 31 9 Folio/Parcel#: //i 2232. o2t 0 OA 0 Is the Building Historically Designated: Yes NO ISC Occupancy Type: 40 Load: Construction Type: VB Flood Zone: y BFE: FFE: OWNER: Name (Fee Simple Titleholder): (?'_/ii_/D€6 A'f' „i. -u two Phone#: 3o\-',74 W31 / Address: /0 . 0 NC /07S .S City: 4 / /4 %i4/ txd o eel State: / Zip: T a / 3 g Tenant/Lessee/Name: /V/e— Phone#: / Email: 6.G!/w e a&LLsvu Til. evtr7- CONTRACTOR: Company Name: O0U Ni� ,1 /.1.. Phone#: 3D f 913' 9S.31 Address: / 0 -S-0 (E_ /0 c -S City: Am/iv )i!f State: Zip: T3/32' Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: /yam jAte/4/?//T Y Phone#: 7d) yss O/J o Address: 0e 4 3 D gill lig S/ City:CX N(19 4/L 141St lei, Zip: 32 Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: s /t1 L /Fy Co (/F Ell 76-'tAce goor Pie o#1 ya,. r % 70 7,Za/IsSIE-S._ QE't c/NA .S'/Z c /YEW Moles ,W0 t //N!)'r0021_ 0 Mit INet /Ya m i5r.e Pic NEW EL r7 'AL. 02,i7 -1.57S Specify color of color thru tile: Submittal Fee $ Permit Fee $ S CCF $ CO/CC $ Scanning Fee $ Gl • C.J3 Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ 12.0 Bond $ TOTAL FEE NOW DUE $ ) , r-) .7 (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) d. ' er the building permit is issued. In the absence of such posted notice, the inspection willat be • ,'ro� %nd a reinspect i•j jil be charged. Signature Signature CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this E day of 72e-Vo/9-21:),e7 ,20 _Z...0_, by day of ,20 ,by Y,4/ //),X7(' ,9//'U cord , who is personally known to , who is personally known to me or who has produced f--,7 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: Sig Print: Seal: oe°146 Notary Public State of Florida Joanna M Feliciano My Commission FF 082753 ?a R Expires 01/12/2018 APPROVED BY (Revised02/24/2014) *** ild 11 Sign: Print: Seal: ******************************************************************** l Plans Examiner Zoning Structural Review Clerk STRUCTURAL CALCULATIO REVISION 3 ADDITION AND INTERIOR REMODELING FOR: ALLUARD RESIDENCE. 1050 NORTHEAST 105 STREET MIAMI SHORES VILLAGE, FL 33138 DATE: October 8, 2015 STRUCTURAL DES TC ENGINEERING, CA LIC. No 30288 ANTONIO CANELAS, ' .E. LIC. No. 74099 THESE CALCULATIONS HAVE BEEN PREPARED IN ACCORDANCE WITH THE FOIsLO4VING:C91S AND STANDARDS: • • • • • • FLORIDA BUILDING CODE 2010 ASCE 7-10 ACI -318-08 AISC MANUAL OF STEEL CONSTRUCTION. ACI 530-08 • •••• • • •••• •••• • • •••. • • • . . • • •.• •• •. •• • • . • • NDS FOR WOOD CONSTRUCTION, 2005 EDITION WITH SUPPLEMENT: • • • • • •• • • ••• •.• • THE ENGINEER WHO'S SEAL APPEARS BELOW ASSUMES RESPONSIBILITY FOR ALL TIS • ENCLOSED MANUAL AND COMPUTER GENERATED CALCULATIONS THAT ARE A PART OF THIS PACKAGE OF STRUCTURAL DESIGN CALCULATIONS. TOTAL NUMBER OF CALCULATION PAGES: 39 RING, INC C. No 30288 NIO CANELAS, P.E. LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI FL, 33155 305 261 0321 4Neo cq `�® ••....•e4 S°°O �;•�GENS'••.- No. 74099 *,e%.q (g*� • * -o TATE OF •44 °A:t s ' °I, s/ONA�. �����itiromsitto • • • • • • • • • • • • INDEX DESCRIPTION 1- ROOF WOOD TRUSS REACTIONS AND CONNECTORS 2- ROOF STEEL BEAM DESIGN 3- CHECKING EXISTING TIE BEAM AT ROOF 4, _GRADE BEAM DESIGN PAGES 1 TO 6 7T012 13 TO 25 26 TO 39 THESE CALCULATIONS HAVE BEEN PREPARED IN ACCORDANCE WITH THE FOLLOWING CODES AND STANDARDS: • FLORIDA BUILDING CODE 2010 • ASCE 7-10 • ACI -318-08 • AISC MANUAL OF STEEL CONSTRUCTION. • ACI 530-08 • NDS FOR WOOD CONSTRUCTION, 2005 EDITION WITH SUPPLEMENT *••••• •• • • • • • .. . • • • • • .••. •••• • • ••. • • THE ENGINEER WHO'S SEAL APPEARS BELOW ASSUMES RESPONSIBILITY40MLL T1�E.• •: ENCLOSED MANUAL AND COMPUTER GENERATED CALCULATIONS THAT ARBA PART OF THIS PACKAGE OF STRUCTURAL DESIGN CALCULATIONS. : • • • TOTAL NUMBER OF CALCULATION PAGES: 39 TC ENGINEERING, INC CA LIC. No 30288 ANTONIO CANELAS, P.E. LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI FL, 33155 305 261 03 • • •• .. • • • ••• • • • •• • N! O 1r 1 3 GEN4.. c e� i 71, b � No. 74099 A o . STATE OF • tv I • • ..,, ONAL `_.0% NNN1 1 • • • • • • • •• • • • • • • ROOF WOOD TRUSS REACTIONS AND CONNECTC7RS ... • • • • •••• • • • • •• • • ••• •• ••• •• • ••• • • • • •• • •• •• • • • • • • • • ••• • • • • • STRUCTURAL DESIGN TC ENGINEERING, INC. CA Uc. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI, FL. 33155 PHONE 281-0321 icstructuua engine ring m PROJECT: 4LLUA 2D ENCE SUBJECT: T2USS 2 PAGE NO.: DATE: DESIGNED BY: 11 0 IN 0 5-3-6 s 0 `Tt Lb d� .1. L. 2 04.L ............ . FT.... Lb/F-1- 2. 2) ..... • to 2.2) STRUCTURAL DESIGN 3 TC ENGINEERING, INC. ca UC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI, FL. 33155 PHCNE.(305) 281-0321 to atruclwalengineerintagma com PROJECT: Ac_..LuA f 12-€s/vEJC�. SUBJECT: HUBS QEAC71b S PAGE NO.: DATE: DESIGNED BY: 6 3 • • • • b • • •••••• .6-7 0000• ••••.• 11 c •: • • •'0 • ..r. 0000.. •• .0000• 3? Lsh.- tr- 56 .4 _, 32..L] /10 2. P5F- /1174r))(2 • STRUCTURAL DESIGN TC ENGINEERING, INC. ca LIC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E UC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI, FL. 33155 PHONE(305) 281-0321 tmtruchualsngmeadng@gmalcom PROJECT: L L .041Z IDE'sCt SUBJECT: USS 12EACT AOAiS • 4- PAGE NO.: DATE: DESIGNED BY: LT - S J k Lb. 6 • l•.r'.•.• .L — .• j •.•!(•. .R • . • • :• • •.• ••• • • • • ▪ �•E• • • • • • • •i • • ▪ • • • •• •• • 10 • • • • • i•i•• • • OAR • : • • l....• i• • • • • • •• • •••• •• • • •• • STRUCTURAL DESIGN TC ENGINEERING, INC. CA UC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. UC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI, FL. 33155 PHONE.(305) 281-0321 tcsbuct+►alengIneerfi9@gmefl.com PROJECT: A.LL!) 4.G2eviJc SUBJECT: C u N 6C O S PAGE NO.: DATE: DESIGNED BY: GT- 1' 7 � p e)O s -r l ko G Q E E. 1s54 L 20 S tom! PS0 a .......... ....... . PL.I .F1 2......� Ns Fz ffe .54im p� D A;1 o A... 2Z 'Lk, •_._.• .. •••• • 72* MaA10Y- i I 5D&) • • • • • • • •• • •• •••• • •••• •••• •• •• : • : • •• • :•• is • • • 5 : •• [^.3�•••• • . • 9• ....-• a • • • • • • 9 • •'i •'•• • • •9• Al • : • 20\4 2a at -L. (2)114X6 -- • 0 • • •••••• • • STRUCTURAL DESIGN TC ENGINEERING, INC. cA uc. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI, FL. 33155 PHONE(305) 261-0321 hstrucduraiengin @gm a8•cam PROJECT: A, Lc_ U A Q Q 'IZE-S 1 1) k )C . SUBJECT: C a NII 1~ ram. PAGE NO.: DATE: DESIGNED BY: a 15-5 2... L ..; /532 1- + (0 t4 2)z6EL104094044 410 tLT 0 D. �,,i1.4p60r o NO •.. • • • ••.•••• • • 1.4••• • • •••• ...w • !• •••• • •••••• • • ••• •• • • •.....•...,.• •• •• • • • : • • •....• •• • • • • •••••••• • :••• • •.. • •• • • • •w•••• • •.•.•.• . • ••• • • • • • • • • • • • •••111 •• • • • ROOF STEEL BEAM DESIGN ...2 • • • .. • • • •••• •••• • .... • • • • • • •••• • • • . • • • • • • .. • • ▪ . • • • •• ..• • ••• • .. • • STRUCTURAL DESIGN TC ENGINEERING, INC. cA UC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI, FL. 33155 PHONE(3C5) 281-0321 tcstrudiaale gfieering@gmaILoom PROJECT: •kLLU eD R SIDE Lic SUBJECT: STEEL '2 ,, 4 4 T' 12.00'F PAGE NO. DATE: DESIGNED BY: -EA A 1) tzs ?SF5 1.5 0 �.. _ (Jo- 03 • i .................. x4x. •• • • • •••S • •• •• • • • 0 i • • • '♦..: •. •• • • •000.0 • ••••• i•••• 0 • •••• • Si. • • -• •00:00 •• • • • • • ••• ••9• L =-2_51)--e;„ I b t L OL LL t 0l A I'r (i4 014 2t =301' )(►d.ciz 3 z e5Lb / - 1 tie --..(54t. A 0 `1"F - if 0 S40 Lb/VT QCT.1z • • • • • • • Title Block Line 1 You can change this area using the 'Settings' menu item and then using the °Printing & Title Block° selection. Title Block Line 6 -Steel Beam .; Title : Dsgnr. Project Desc.: Project Notes : Job # Printed: 8 OCT 2015, 5:08PM 1.,'121151ANNE JACKAWA` \ApARD RESIDENCEECALCU &T1ONttest ece ENEROALC;JNC.1983-2011,:•Build:6.11.6.23, Vei 6Ji 6.28 Description : HSS 8x4x3/8 !MatertaIPropertes .Analysis Method : Allowable Stress Design Beam Bracing : Completely Unbraced Bending Axis : Minor Axis Bending Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield : E: Modulus : 46.0 ksi 29,000.0 ksi Licensee „O ted toads Service loads entered. Coad Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1250, L = 0.150, W = -0.2720 k/ft, Tributary Width =1.0 ft DESIGV SUMP 4i Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.359: 1 HSS8X4X3/8 9.472 k -ft 26.397 k -ft +D+L+H 7.915ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.376 in Ratio = 0.000 in Ratio = 0.758 in Ratio = -0.682 in Ratio = 505 0 <360 250 278 Design OK • • • • • •• • • •••• • • 0.070: 1 HSS8X4X3/8 2.394 k 34.065 k +D+L+H 15.830 ft 49414,1 • • • • • •••• • ••• • • • • • axlrru . t f=orces;& StressesforL oad CQ fna Load Combination Max Stress Ratios ,Segment Length Span # M V Mmax + 4.77 9.47 8.30 8.30 +D Dsgn. L = 15.83 ft 1 0.181 0.035 +D+L+H Dsgn. L = 15.83 ft 1 0.359 0.070 +D+0.750Lr+0.750L+H Dsgn. L = 15.83 ft 1 0.314 0.062 +D+0.750L+0.750S+H Dsgn. L = 15.83 ft 1 0.314 0.062 +D+W+H Dsgn. L = 15.83 ft 1 0.142 0.028 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 15.83 ft 1 0.072 0.014 +D+0.750L+0.750S+0.750W+H Dsgn. L = 15.83 ft 1 0.072 0.014 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 15.83 ft 1 0.314 0.062 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 15.83 ft 1 0.314 0.062 +0.60D+W+H Dsgn. L = 15.83 ft 1 0.214 0.042 Overall Maximum Deflections - Unfactored Loads 1.91 1.91 8.30 8.30 •••• • ••• • _ • • Summary of Moment Values • • Sumr+sary of Shear Values " • • • Mmax - Ma - Max Mny Mny/Omega Cb •Rm • • Va Max • •Vny -Vny/Omega • • • 4.77 9.47 8.30 8.30 -3.75 3.75 1.91 1.91 8.30 8.30 -5.66 5.66 44.08 44.08 44.08 44.08 44.08 44.08 44.08 44.08 44.08 44.08 • • • 26.40 1.14 1.00 ' 1.21:.56.69. • • • • 26.40 1.14 1sE6 • • 2.39 • 5G.G9. • • • 26.40 1.14 1.00 2.10 • 56.89 26.40 1.14 1.00 2.10 26.40 1.14 1.00 0.95 26.40 1.14 1.00 0.48 26.40 1.14 1.00 0.48 26.40 1.14 1.00 2.10 26.40 1.14 1.00 2.10 26.40 1.14 1.00 1.43 56.89 56.89 56.89 56.89 56.89 56.89 56.89 • 34.07•••• �•••• 34.07 • 34.07 34.07 34.07 34.07 34.07 34.07 34.07 Load Combination Span Max. °' Defl Location in Span Load Combination Max. "+° Defl Location in Span Vertical Reactions - Unfactored: 0.0000 0.000 0.0000 Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 2.394 2.394 9 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Title : Dsgnr. Project Desc.: Project Notes : • Steel" Beam Job # 1 0 Printed: 8 OCT 2015. 5:05PM i : IN0151ANNE JACKAW.A MLLUARD RESIDENCE\CALCUL fgiQN1testec6 • ENERCALC, INC.19832011, BuSd:6i1.6.23, Ver6J1.fi.23 Lie. # : Licensee : Description : HSS 8x4x318 Vertical Reactions- Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 D Only L Only W Only D+L D+W D+L+W 1.206 1.187 -2.153 2.394 -0.947 0.241 1.206 1.187 -2.153 2.394 -0.947 0.241 • • • • • • • •• • • • • • •••• • • •••• • • •• •• • • • • • • • • • • •• • • • • • •••• • • • • •••• • • • • • •• •• • • • • • • • •• • • ••• • • • • • Title Block Line 1 You can change this area using the "Settings' menu item and then using the ''Printing & Title Block° selection. Title Block Line 6 Steel Beam.:: Title: Dsgnr. Project Desc.: Project Notes : Job # Printed: 8 OCT 2015. 5:08PM e P t201SANNE JACKAWAY)ALLUARD RESIDENCEBCALCULA1iOMtestec6' ENERCALC, INC ; [983 2011, Bu0tl.6 f 1:623, Vec611.623 Description : HSS 8x4x3/8 MdtEClai PfOPerties .. .. Analysis Method Allowable Stress Design Beam Bracing : Completely Unbraced Bending Axis : Minor Axis Bending Load Combination 2006 IBC & ASCE 7-05 licensee„:';' Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.273) L(0.328) W(-0.54) D(0.273) L(0.328) W(-0.54) 2 Span = 9.50 ft HSS8X4X3/8 i i v Span = 9.50 ft HSS8X4X3/8 i A00.1104110404,„ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.2730, L = 0.3280, W = -0.540 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.2730, L = 0.3280, W = -0.540 k/ft, Tributary Width = 1.0 ft DESIG ;IS Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.247: 1 HSS8X4X3/8 7.089 k -ft 28.693 k -ft +D+L+H 9.500ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.045 in Ratio = 0.000 in Ratio = 0.086 in Ratio = -0.073 in Ratio = 2553 0 <360 1332 1551 Design OK • • • • • •• • • 0006 . • 0000 0.101 : 1 HSS8X4X3/8 3.731 k • % Tale Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Steel Beam Description : Title : Dsgnr. Project Desc.: Project Notes : HSS 8x4x3/8 Load Combination Segment Length Span # Max Stress Ratios M V Job # Printed: 8 OCT 2015. 5:08PM Fite: P ISO1SANNE JACKAWAr4111ARD RE51DENCE CALCf1EATI.ONltestec6 SNERCALC; INC.1 :2011. SuUd'.6.11.6.23, Ver,6.1t9.28 :' Summary of Moment Values Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega Dsgn. L = 9.50 ft 1 Dsgn. L = 9.50 ft 2 +0.60D+W+H Dsgn. L = 9.50 ft 1 Dsgn. L = 9.50 ft Overall IVaximurn,1 2 0.215 0.088 3.47 0.215 0.088 3.47 0.141 0.058 0.141 0.058 ins-:Unf ored' Loads ::: -6.16 6.16 47.92 28.69 2.08 1.00 3.24 61.84 37.03 -6.16 6.16 47.92 28.69 2.07 1.00 3.24 61.84 37.03 4.06 -2.28 4.06 47.92 28.69 2.08 1.00 2.14 61.84 37.03 4.06 -2.28 4.06 47.92 28.69 2.07 1.00 2.14 61.84 37.03 Load Combination Span Max.'-° Defl Location in Span Load Combination Max °+° Deft Location in Span Vertical Reaction Load Combination 1 2 0.0000 0.0000 0.000 0.000 Support notation : Far left is #1 0.0000 0.0000 Values in KIPS 0.000 0.000 Support 1 Support 2 Support 3 Overall MAXimum D Only L Only W Only D+L D+W D+L+W 2.239 1.070 1.169 -1.924 2.239 -0.854 0.315 7.462 3.567 3.895 2.239 1.070 1.169 -6.412 7.462 -2.845 1.050 -1.924 2.239 -0.854 0.315 2 • • • • • • • • •• • • • • • • •••• •••• • • • • •••• •••• • • • • • • • •• •• •• •• • • • • • • • • • • • • • • •• • • ••• • • • • • • • • • • • • • • • • • • • •. . • . • •.• • . CHECKING EXISTING TIE BEAM AT .... o• F • . • • .. .. .. .. .. 13 • • • • . • • .. . . .. . . .. .. . • ... . . • .. STRUCTURAL DESIGN TC ENGINEERING, INC. ca uc. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, PE LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI, FL 33155 PHONE(305) 281.0321 tat ucturalongIneednaginalcom PROJECT: A,L.L•U AT21D -Es ID UCE SUBJECT: NE Off: N/ 0 C 12, X t ST- TFC PAGE NO.: DATE: DESIGNED BY: c o..lJ C.''- —C..... 00 L;Q ........... �DS.. 3 0 1)4sF 2)0 FA • ................... •••••• • •21••' Y • • • • S. ••1 •• • •••• • •••• •••• • • ••••. ••••• • I.6.'• • C • • • ! • • • 4r ... • • • • ••. • • • •S••• •• ••• • • • ••••• • • ••••• • LC,. •.R • ct\LcuL,6,--Tow5., y..ie '. ryrio 1}.i1�tSfi(I�iG I0T O 12. / 1:G.... C... ......1 . .t c 1 1 P X111 N ►4. spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (DINING ROOM).slb 10-07-2015, 01:23:31 PNS ! L Page 1 `� 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 .00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. [1] INPUT ECHO General Information ----.--== = Filename: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (DINING•1t0(g?i!slb • Project: ALLUARD RESIDENCE • • • Frame: NEW OPENING AT EXISTING TB (DINING ROOM) •••• •••• • • • Engineer: • ••••• • •••• Code: ACI 318-08 • • Reinforcement Database: ASTM A615' • Mode: Design • • • • • Number of supports = 2 •.• Floor System: One-Way/Beam • • • • • • ======---==========_____----_ • • • • • • • •• • • • • • Live load pattern ratio = 100% •••• • • • •Deflections are based on cracked section properties. •• • • ••• • • In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) •••• • Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabsIBeams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (Ib/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (DINING ROOM).slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 9.830 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp 1 0.00 Support Data Columns 0.00 0.00 0.333 0.333 0.00 Beams b _Span_ h Hmin 8.00 12.00 7.37 Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 12.00 2 0.00 0.00 0.000 12.00 Boundary Conditions 8.00 10.000 0 8.00 10.000 0 Units: Kz (kip/in); Kry (kip-in/rad) Supp Bp-r-ing-C-z- Spring Eery Far -End -A -Fa -r -End -B 1 2 Load Data 0 0 Load Cases and Combinations Case Type SELF DEAD 0 Pinned 0 Pinned Dead Live DEAD LIVE U1 1.200 Line Loads 1.200 1.600 Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Pinned Pinned Wb Lb SELF 1 100.00 Dead 3. 268.00 Live 1 268.00 Live/Odd 1 268.00 Live/S1 1 268.00 Live/S2 1 268.00 Reinforcement Criteria Slabs and Ribs Bar Size Bar spacing Reinf ratio Cover There is NOT Beams 0.000 0.000 0.000 0.000 0.000 0.000 100.00 268.00 268.00 268.00 268.00 268.00 Top bars Bottom bars Min Max Min Max #4 #8 1.00 18.00 0.14 5.00 1.50 more than 12 in #4 #8 1.00 18.00 0.14 5.00 1.50 of concrete below Top bars_ Bottom Lars Min Max Min Max Bar Size Bar spacing Reinf ratio Cover Layer dist. No. of legs Side cover 1st Stirrup There is more in in top bars. #5 #8 #5 #8 1.00 18.00 1.00 18.00 0.35 5.00 0.35 5.00 % 2.00 2.00 in 1.00 1.00 in 9.830 9.830 9.830 9.830 9.830 9.830 Stirrups Min Max than 12 in of concrete below top bars. #3 #5 6.00 12.00 in 2 1.50 3.00 6 in in 10-07-2015, 01:23:31 PM Page 2 16 • • • • • • • •• • • • • • • ••••• •••• • • • •••• •••• • • • • • • • •• •• •• •• • • • • • • • • • • • • • • •• • • ••• • • • •• • • • • • • • • • • • •• • • • • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (DINING ROOM).slb [2] DESIGN RESULTS Jp Reinforcement 10-07-2015, 01:23:31 PM Page 3 t "74' Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 Left 0.67 0.00 0.500 0.000 1.050 0.000 0.000 Middle 0.67 0.00 4.915 0.000 1.050 0.000 0.000 Right 0.67 0.00 9.330 0.000 1.050 0.000 0.000 Top Bar Details Units: Length (ft) Left _Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 Bottom Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 0.67 10.51 4.915 0.271 1.050 2.576 0.251 2-05 *3 NOTES: *3 - Design governed by minimum reinforcement. B-oLLom--Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 2-#5 0.00 9.83 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.00 0.62 0.00 24.48 0.500 0.00 0.62 0.00 24.48 3.591 0.00 0.62 0.00 24.48 4.915 0.00 0.62 0.00 24.48 6.240 0.00 0.62 0.00 24.48 9.330 0.00 0.62 0.00 24.48 9.830 0.00 0.62 0.00 24.48 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s 1 9.69 6.37 1.307 2.338 3.14 1.307 0.0000 2.338 3.369 2.24 2.338 0.0000 3.369 4.400 1.35 3.369 0.0000 4.400 5.430 0.45 5.430 0.0000 5.430 6.461 1.35 6.461 0.0000 6.461 7.492 2.24 7.492 0.0000 7.492 8.523 3.14 8.523 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None --- Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu • • • • • • • • •• • • • • • • •• • • • •••• •••• • • • • • • 0100 •••• • • • • • • • •• •• •• •• • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • • • Xu 1 9.69 6.37 0.000 9.830 3.18 4.28 0.000 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu 1 --- Not checked --- spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code.: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (DINING ROOM).slb Deflections Section properties 10-07-2015, 01:23:31 PM Page 4 Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k -ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie 1 1152 839 Middle 1152 314 6.57 4.44 1152 7.68 839 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.020 0.028 0.048 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 0.027 2.000 0.054 0.075 0.082 0.102 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Bottom--B-ars- X0.5 -ib -<->- -2-0-9-1bfft < > 3.129 lb{-ft^a- Stirrups: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Total Steel: 20.5 lb <=> 2.09 lb/ft <_> 3.129 lb/ft^2 Concrete: 6.6 ft^3 <=> 0.67 ft^3/ft <=> 1.000 ft^3/ft^2 [33 COLUMN AXIAL FORCES AND MOMENTS • • • • • _ == _ =9F --W= i- __________, •• • • • • • �scaa�-----a==========ams• • • • • Units: P (kip), M (k -ft) •• • • Case/Patt Joint • •••• , Far jMs • Supp Comb/Patt P[axial] P[spring] Mb[top] Ma[bottom] M[spring] MbjDattom] •••T4a[top)•••••• 1 SELF 0.49 0.00 0.00 0.00 0.00 •••••-'0.00 606'6;-0.0(Z Dead 1.32 0.00 0.00 0.00 0.00 -0.00 -0.00 • Live/All 1.32 0.00 0.00 0.00 0.00 , „0.00 ' -0.00 '• Live/Odd 1.32 0.00 0.00 0.00 0.00 • +0.00 • • -0.00, Live/Even 0.00 0.00 0.00 0.00 0.00 • •-0.00 • -0.00, • Live/S1 1.32 0.00 0.00 0.00 0.00 •••• I0.00• •••-O.OP • •• Live/S2 1.32 0.00 0.00 0.00 0.00 -0.00 • • •-0.00 U1/A11 4.28 0.00 0.00 0.00 0.00 0.00 0.00 U1/Odd 4.28 0.00 0.00 0.00 0.00 0.00 0.00 Ul/Even 2.17 0.00 0.00 0.00 0.00 0.00 0.00 U1/S1 4.28 0.00 0.00 0.00 0.00 0.00 0.00 U1/S2 4.28 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 0.49 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 1.32 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 1.32 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 1.32 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 1.32 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 1.32 0.00 0.00 0.00 0.00 -0.00 -0.00 U1/All 4.28 0.00 0.00 0.00 0.00 .0.00 0.00 Ul/Odd 4.28 0.00 0.00 0.00 0.00 0.00 0.00 01/Even 2.17 0.00 0.00 0.00 0.00 0.00 0.00 U1/S1 4.28 0.00 0.00 0.00 0.00 0.00 0.00 01/S2 4.28 0.00 0.00 0.00 0.00 0.00 0.00 Sum SELF 0.98 0.00 0.00 0.00 0.00 0.00 0.00 Dead 2.63 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 2.63 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 2.63 0.00 0.00 0.00 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live/S1 2.63 0.00 0.00 0.00 0.00 0.00 0.00 Live/S2 2.63 0.00 0.00 0.00 0.00 0.00 0.00 U1/A11 8.56 0.00 0.00 0.00 0.00 0.00 0.00 Ul/Odd 8.56 0.00 0.00 0.00 0.00 0.00 0.00 U1/Even 4.34 0.00 0.00 0.00 0.00 0.00 0.00 Ul/S1 8.56 0.00 0.00 0.00 0.00 0.00 0.00 spBeam v3.11 © StructurePoint 10-07-2015, 01:23:31 PM 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (DINING ROOM).slb Page 5 143. U1/S2 8.56 0.00 0.00 0.00 0.00 0.00 0.00 • • • • • • • • •• • • • • • • • • • 0000 4000 • • • • • • 0009 0000 • • • • • • • •• •• •• •• • • • • • • • • • • • • • • • • • • •• • • •0• • • • • • STRUCTURAL DESIGN TC ENGINEERING, INC. cA Uc. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI, FL 33155 PHONE.(305) 281-0321 tcstruchualengtneedng@gm U.com PROJECT: \t -LU 12. t) C� SUBJECT: C GCG k �i '�.! 671 N G A7 10O 20 PAGE NO.: DATE: DESIGNED BY: 18 FskMIL. 'ROO STi C. 2C- O. . • • • s • • 1 O.O.Li. .•' •.•S. • • •• 0 eve's* • • • •. •.•.0.0. • • ••••• • ..• • • ••• • •• c-0 LO S . Ca -El. C.A.) LAT1.:0 6�.5 T? 1)17r I. 0 • • • • • • spBeam v3.11 © StructurePoint 10-08-2015, 05:16:45.PM 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (NEW TERRACE -FAMILY ROOM.slb Page 1 2 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00. 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing. by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. [1] INPUT ECHO General Information • • _ _ • • • ___ File name: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (NEW TERRACE-PAMILY•ROOr.slb, •• Project: ALLUARD RESIDENCE • • • Frame: NEW ADD LOAD AT EXISTING TB (NEW TERRACE -FAMILY ROOM) • • • • Engineer: Code: ACI 318-08 •••••• •••••• • • Reinforcement Database: ASTM A615 •••• •••• Mode: Design 1••••: • • • • • Number of supports = 2 ...se. •• •• Floor System: One-Way/Beam • • •• • a • • Live load pattern ratio = 100% • • • • Deflections are based on cracked section properties. • • • • • In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if eavatlable) • ••• • • Long-term deflections are calculated for load duration of 60 months. • • • 25% of live load is sustained. •• • Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties Slabs1Beams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (NEW TERRACE -FAMILY Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc Li t wL wR Hmin 1 Int 9.830 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp 1 0.00 Support Data Columns 0.00 0.00 0.333 0.333 0.00 Beams b _Span_ h Hmin 8.00 12.00 Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b 1 0.00 0.00 0.000 2 0.00 0.00 0.000 Boundary Conditions 7.37 Hb Red% 12.00 8.00 10.000 0 12.00 8.00 10.000 0 Units: Kz (kip/in); Kry (kip-in/rad) Supp Sp -ring Kz- Spring Kry Far -End A Far End 1 2 Load Data 0 0 Load Cases and Combinations Case Type SELF DEAD 0 Pinned 0 Pinned Dead Live DEAD LIVE U1 1.200 Line Loads 1.200 1.600 Units: Wa, Wb (ib/ft), La, Lb (ft) Case/Patt Span Wa La Pinned Pinned Wb Lb SELF Dead Live Live/Odd Live/S1 Live/S2 Reinforcement 1 1 1 1 1 1 Criteria Slabs and Ribs Bar Size Bar spacing Reinf ratio Cover There is NOT Beams 100.00 250.00 287.00 287.00 287.00 287.00 0.000 0.000 0.000 0.000 0.000 0.000 100.00 250.00 287.00 287.00 287.00 287.00 Top bars_ _Bottom bars_ Min Max Min Max #4 #8 #4 #8 1.00 18.00 1.00 18.00 in 0.14 5.00 0.14 5.00 % 1.50 1.50 in more than 12 in of concrete below top bars. Top bars Bottom bars Min Max Min Max Bar Size Bar spacing Reinf ratio Cover Layer dist. No. of legs Side cover 1st Stirrup There is more 9.830 9.830 9.830 9.830 9.830 9.830 Stirrups Min #5 #8 #5 #8 #3 1.00 18.00 1.00 18.00 6.00 0.35 5.00 0.35 5.00 % 2.00 2.00 in 1.00 1.00 in 2 1.50 3.00 than 12 in of concrete below top bars. Max #5 12.00 in 6 in in 10-08-2015, 05:16:45 PM Page 2221. ROOM.slb • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • • • • • • • • •••• • • •••• • • • • • •• •• • • • • • ••• • • • •• • • •• • • • • • • • • • • spBeam v3.11 © StructurePoint 10-08-2015, 05:16:45 PM 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC 2-3P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (NEW TERRACE -FAMILY ROOM.slb Page 3 [2] DESIGN RESULTS op Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 Left 0.67 0.00 0.500 0.000 1.050 0.000 0.000 Middle 0.67 0.00 4.915 0.000 1.050 0.000 0.000 Right 0.67 0.00 9.330 0.000 1.050 0.000 0.000 Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 Bottom Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Mmax Xmax AsMin AsMax SpReq AsReq Bars Span Width 1 0.67 10.62 4.915 0.271 1.050 2.576 0.253 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bot t Bar- D atIB Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 2-#5 0.00 9.83 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.00 0.62 0.00 24.48 0.500 0.00 0.62 0.00 24.48 3.591 0.00 0.62 0.00 24.48 4.915 0.00 0.62 0.00 24.48 6.240 0.00 0.62 0.00 24.48 9.330 0.00 0.62 0.00 24.48 9.830 0.00 0.62 0.00 24.48 Longitudinal Beam Shear Reinforcement Required � � Units: d(in),Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s 1 9.69 6.37 1.307 2.338 3.17 1.307 0.0000 2.338 3.369 2.27 2.338 0.0000 3.369 4.400 1.36 3.369 0.0000 4.400 5.430 0.45 5.430 0.0000 5.430 6.461 1.36 6.461 0.0000 6.461 7.492 2.27 7.492 0.0000 7.492 8.523 3.17 8.523 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu • • • • • •• • • • • • • • • � • • • 0000 0000 • • • • • • 0000 0000 • • • • • • • •. •• •• •• • • • • • • • • • • .• • • • • • • • • •• • • ••• • • • • • 0• • Xu 1 9.69 6.37 0.000 9.830 3.18 4.32 9.830 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu 1 --- Not checked --- spBeam v3.11 © StructurePoint 10-08-2015, 05:16:45 PM 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC 2 P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (NEW TERRACE -FAMILY ROOM.slb Page 4 Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k -ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie 1 1152 836 Middle 1152 314 6.57 4.23 1152 7.69 836 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.019 0.029 0.048 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 0.026 2.000 0.053 0.075 0.082 0.101 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 0.0 ib <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Bottom -Bars:- 2-o-5 1b<=-2.09 lb/ft <_>- 3.1-2-9 lbf-ft-2- Stirrups: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Total Steel: 20.5 lb <=> 2.09 lb/ft <=> 3.129 lb/ft^2 Concrete: 6.6 ft^3 <=> 0.67 ft^3/ft <=> 1.000 ft^3/ft^2 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k -ft) •. .; spBeam v3.11 © StructurePoint 10-08-2015, 05:16:45 PM 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (NEW TERRACE -FAMILY ROOM.slb Page 5 U1/S2 8.64 0.00 0.00 0.00 0.00 0.00 0.00 • • • • • •• • • • •• • • •••• • • •• •• • • • • • • • • • • •• • • • • • • • • • • • •••• • • •••• • • • • • •• •• • • • • • • • • • • • • • • ••• • • • • • 2�. O GRADE BEAM DESIGN ..4 •• . • • • • •• • • • • • • • V • •••• •••• • • • • • • •••• •••• • • • • • • • •• •• •• •• • • • • • • • • • • • 0 • • • • • • • •• • • ••• • • • • e • STRUCTURAL DESIGN TC ENGINEERING, INC. CA L.c. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E UC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI, FL 33155 PHONE(305) 281.03211 tstructuralengInewing@grnaLcom PROJECT: A,LLO A' D c€ (0�JC-E SUBJECT: G 1A.D e '� t`, fh 6• PAGE NO.: DATE: DESIGNED BY: L �. • •• •• • • • •0 •• •• Lff CC�. ..000 • • • r••ry"• • ..� L6. . • ••:••• • • •••••• •• •• • • • s••• 0000•• • • • • •• •••• • • • •••• • • • •'• • • • • • •• •• • • • 0000•• • • • • ••••• ••••1 •0 avir• • • • •••••• ♦ • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1 R3.slb 10-08-2015, 04:59:20 PM 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC A11 rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. [1] INPUT ECHO General Information File name: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1 R3.slb Project: ALLUARD RESIDENCE Frame: GB -1 (R3) Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 3 Floor System: One-Way/Beam Page 1 2_6 • • • • • • • • • •• • • • • • • •••• • • •• • • Live load pattern ratio = 100% • • • Deflections are based on cracked section properties. • • In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if vailible) Long-term deflections are -calculated for load duration of 60 months. • • • • 25% of live load is sustained. .. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabsIBeams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy fyt Es = 60 ksi, Bars are not epoxy -coated = 60 ksi = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 • • • •••• • • • • •••• • • • • • • • •• •• • • • • • • • • • • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1 R3.slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 2 Int 3 Int 10.080 5.750 4.330 0.00 0.00 0.00 Ribs and Longitudinal Beams 0.667 0.667 0.667 0.667 0.667 0.667 0.00 0.00 0.00 RC Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h Hmin 1 0.00 0.00 0.00 16.00 18.00 6.54 2 0.00 0.00 0.00 16.00 18.00 3.73 *c 3 0.00 0.00 0.00 16.00 18.00 6.50 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cia c2a Ha clb c2b Hb Red% 7 0.00 0:000:-000- 8.00 87-00 10.000 0 2 0.00 0.00 0.000 8.00 8.00 10.000 0 3 0.00 0.00 0.000 8.00 8.00 10.000 0 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B • • • • • . •• 1 0 0 Pinned Pinned •• • • • 10-08-2015, 04:59:20 PM Page 2 zC • • • 2 0 0 Pinned Pinned • 3 0 0 Pinned Pinned • • Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (1b/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF Point Forces 1 300.00 0.000 300.00 10.080 2 300.00 0.000 300.00 5.750 3 300.00 0.000 300.00 4.330 Units: Wa (kip), La (ft) Case/Patt Span Wa La Dead 1 2.48 0.000 2 3.77 0.000 3 2.06 4.330 Live 1 2.36 0.000 2 3.89 0.000 3 1.18 4.330 Live/Odd 1 2.36 0.000 3 1.18 4.330 Live/Even 2 3.89 0.000 Live/S1 1 2.36 0.000 Live/S2 1 2.36 0.000 2 3.89 0.000 Live/S3 2 3.89 0.000 3 1.18 4.330 Reinforcement Criteria Slabs and Ribs •••• •••• • • • • • • •••• •••• • • • • • • • •• .• •• .• • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1 R3.slb Top bars_ Bottom bars Min Max Min Max Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars _Bottom bars Stirrups Min Max Min Max Min Max Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 3.50 3.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 3.00 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. [2] DESIGN RESULTS Top Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 10-08-2015, 04:59:20 PM Page 3 30 1 Left 1.33 0.00 0.333 0.000 3.075 0.000 0.000 Middle 1.33 0.00 5.040 0.000 3.075 0.000 0.000 --- Right 1.33 0.28 9.747 0.794 3.075 3.788 0.004 3-#5 *3 • • 2 Left 1.33 6.42 2.113 0.794 3.075 3.788 0.101 3-#9 *3•• • • Middle 1.33 12.48 3.638 0.794 3.075 3.788 0.198 3-#5'. 3 • • • Right . 1.33 20.60 5.417 0.794 3.075 3.788 0.328 3-#55•:,•• • • • 3 Left 1.33 20.30 0.333 0.794 3.075 3.788 0.323 3-#5•"S " • • • Middle 1.33 12.54 1.732 0.794 3.075 3.788 0.199 3-#5 •t$• •••• ' • Right 1.33 6.45 2.931 0.794 3.075 3.788 0.102 3-#5'•;3•' •'••••• NOTES: • • *3 - Design governed by minimum reinforcement. • • • • • •• •• •• •• Top Bar Details • • • • • • • • Units: Length (ft) Left _Continuous Right • •• •• Span Bars Length Bars Length Bars Length Bars Length Bars LengtE• • 1 3-#5 1.76 2 3-#5 5.75 3 3-#5 4.33 Bottom Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 1.33 4.87 5.288 0.794 3.075 3.788 0.077 3-15 *3 2 1.33 0.00 2.875 0.000 3.075 0.000 0.000 3 1.33 0.00 2.332 0.000 3.075 0.000 0.000 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft), Length (ft)' Long Bars Short Bars Span Bars Start Length Bars Start Length 1 3-#5 0.00 10.08 2 3 • •• • • • ••• • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1 R3.slb Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.00 0.93 0.00 56.51 0.333 0.00 0.93 0.00 56.51 3.628 0.00 0.93 0.00 56.51 5.040 0.00 0.93 0.00 56.51 6.452 0.00 0.93 0.00 56.51 8.317 0.00 0.93 0.00 56.51 9.317 0.93 0.93 -56.51 56.51 9.747 0.93 0.93 -56.51 56.51 10.080 0.93 0.93 -56.51 56.51 2 0.000 0.93 0.00 -56.51 0.00 0.333 0.93 0.00 -56.51 0.00 2.113 0.93 0.00 -56.51 0.00 2.875 0.93 0.00 -56.51 0.00 3.638 0.93 0.00 -56.51 0.00 5.417 0.93 0.00 -56.51 0.00 5.750 0.93 0.00 -56.51 0.00 3 0.000 0.93 0.00 -56.51 0.00 0.333 0.93 0.00 -56.51 0.00 1.732 0.93 0.00 -56.51 0.00 2.165 0.93 0.00 -56.51 0.00 2.931 0.93 0.00 -56.51 0.00 4.330 0.93 0.00 -56.51 0.00 Long tudina B am -Shear Reinforcement -Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s 10-08-2015, 04:59:20 PM Page 4 31 1 14.19 18.65 1.516 3.278 1.33 1.516 0.0000 3.278 5.040 0.69 3.278 0.0000 5.040 6.802 0.72 6.802 0.0000 • 0 6.802 8.564 1.36 8.564 0.0000 • Or • •• • • • •• • • • 2 14.19 18.65 1.516 4.234 4.46 4.234 0.0000 • • • 3 14.19 18.65 1.516 4.330 5.37 1.516 0.0000 • • • 11000 0000 • • • . • • •6410 •••• Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None 2 #5 --- None 3 #5 --- None Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu • • • • • • • •• •• 110 •• • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • •• • Xu 1 14.19 18.65 0.000 10.080 2 14.19 18.65 0.000 5.750 3 14.19 18.65 0.000 4.330 Slab Shear Capacity 9.32 9.32 9.32 Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu 1 --- Not checked --- 2 --- Not checked --- 3 --- Not checked --- Deflections Section properties 1.90 5.01 5.92 10.080 5.750 0.000 Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k -ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie 1 7776 7776 Middle 7776 1154 29.58 3.45 7776 3.90 7776 Right 7776 1154 29.58 -0.75 7776 0.18 7776 2 7776 7776 Left 7776 1154 29.58 -0.75 7776 0.18 7776 Middle 7776 7776 29.58 0.00 7776 0.18 7776 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1 R3.slb 10-08-2015, 04:59:20 PM Page 5 Right 7776 1154 29.58 -11.73 7776 -16.84 7776 3 7776 7776 Left 7776 1154 29.58 -11.73 7776 -16.84 7776 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.002 0.000 0.003 2 -0.001 -0.001 -0.002 3 0.011 0.005 0.015 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 0.002 2.000 0.005 0.005 0.005 0.008 2 -0.002 2.000 -0.003 -0.004 -0.004 -0.005 3 0.012 2.000 0.024 0.027 0.028 0.039 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 37.1 lb <=> 1.84 lb/ft <=> 1.379 lb/ft^2 Bottom Bars: 31.5 ib <=> 1.56 lb/ft <=> 1.173 lb/ft^2 Stirrups: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Total Steel: 68.6 1b <=> 3.40 lb/ft <_> 2.552 lb/ft^2 Con-crrete- 4-03--ft^3-c_> 2.00 ft-'3/ft-c=>---I-7500--ft-"-a/ft-^2- 3 2_ t"3/ft «1-500--ft^3fft-^2- [3] COLUMN AXIAL FORCES AND MOMENTS 32 • Units: P (kip), M (k -ft) • • • Case/Patt Joint • • •Far Eiflds•.MM_ • Supp Comb/Patt P[axial] P[spring] Mb[top] Ma[bottom] M[spring] Mf(botTom] •••a[top] • •• ••a t 1 SELF 1.28 0.00 0.00 0.00 0.00 ••••84.00 • -0.0040 • Dead 2.64 0.00 0.00 0.00 0.00 •••i0.00 •••• -0.00• • Live/A11 2.45 0.00 0.00 0.00 0.00 • -1.00 • '-0.00 Live/Odd 2.45 0.00 0.00 0.00 0.00 •••10.00 ••••• -0.00 • • Live/Even 0.00 0.00 0.00 0.00 0.00 q 00 •• • X0.00 Live/S1 2.36 0.00 0.00 0.00 0.00 ....10.00 •• •x0.00 Live/S2 2.36 0.00 0.00 0.00 0.00 -4.00 • -0.00 •• Live/S3 0.09 0.00 0.00 0.00 0.00 • 0-0.00 -0.00 • • • • • U1/A11 8.62 0.00 0.00 0.00 0.00 • .0.00 • 0.000 • U1/Odd 8.62 0.00 0.00 0.00 0.00 •••• 1.00 • •••0.00 • • Ul/Even 4.70 0.00 0.00 0.00 0.00 0.00 •••• .0 .00 Ul/S1 8.48 0.00 0.00 0.00 0.00 0.00 0.00 U1/S2 8.48 0.00 0.00 0.00 0.00 0.00 0.00 U1/S3 4.85 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 2.53 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 1.78 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 2.75 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd -1.14 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 3.89 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 3.89 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 2.75 0.00 0.00 0.00 0.00 -0.00 -0.00 Ul/A11 9.57 0.00 0.00 0.00 0.00 0.00 0.00 Ul/Odd 3.34 0.00 0.00 0.00 0.00 0.00 0.00 Ul/Even 11.39 0.00 0.00 0.00 0.00 0.00 0.00 Ul/S1 5.17 0.00 0.00 0.00 0.00 0.00 0.00 U1/S2 11.39 0.00 0.00 0.00 0.00 0.00 0.00 U1/S3 9.57 0.00 0.00 0.00 0.00 0.00 0.00 3 SELF 2.24 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 3.89 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 2.23 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 2.23 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 2.23 0.00 0.00 0.00 0.00 -0.00 -0.00 Ul/A11 10.93 0.00 0.00 0.00 0.00 0.00 0.00 U1/Odd 10.93 0.00 0.00 0.00 0.00 0.00 0.00 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1 R3.slb 10-08-2015, 04:59:20 PM Page 6 53 , U1/Even 7.36 0.00 0.00 0.00 0.00 0.00 0.00 U1/S1 7.36 0.00 0.00 0.00 0.00 0.00 0.00 Ul/S2 7.36 0.00 0.00 0.00 0.00 0.00 0.00 Ul/S3 10.93 0.00 0.00 0.00 0.00 0.00 0.00 Sum SELF 6.05 0.00 0.00 0.00 0.00 0.00 0.00 Dead 8.31 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 7.43 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 3.54 0.00 0.00 0.00 0.00 0.00 0.00 Live/Even 3.89 0.00 0.00 0.00 0.00 0.00 0.00 Live/S1 2.36 0.00 0.00 0.00 0.00 0.00 0.00 Live/S2 6.25 0.00 0.00 0.00 0.00 0.00 0.00 Live/S3 5.07 0.00 0.00 0.00 0.00 0.00 0.00 Ul/A11 29.12 0.00 0.00 0.00 0.00 0.00 0.00 Ul/Odd 22.89 0.00 0.00 0.00 0.00 0.00 0.00 Ul/Even 23.45 0.00 0.00 0.00 0.00 0.00 0.00 U1/S1 21.01 0.00 0.00 0.00 0.00 0.00 0.00 U1/S2 27.23 0.00 0.00 0.00 0.00 0.00 0.00 01/53 25.34 0.00 0.00 0.00 0.00 0.00 0.00 • • • • • • • •• • • • • • • • • • •••• •••• • • • • • • •••• •••• • • • • • • • •• •• •• •• • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • STRUCTURAL DESIGN TC ENGINEERING, INC. CA LIC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LJC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI, FL. 33155 PHONE.(305) 261.0321 tc uduralenginee:Ing@gmaLcom PROJECT: ALL.ba, D rUe_t. SUBJECT: G.R'ADE 15€ A -A S PAGE NO.: DATE: DESIGNED BY: A 4- ..... - D .......... D 30 0 ••• • • • •. • .•.o.•.• .wSS •... • • ••:•4 •••••• • • : • • ••• • 004 • ••• • •• •• • • • i' • • •' • • •0•••• • •• • 1 •>.•.• • • • •• • • • • r•••.•• • • • •. • •• ••• •... • • • • •••s..• • • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-2 R3.slb 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC All rights reserved 10-08-2015, 05:02:24 PM _ Page 1 '35 (TM) Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. [1] INPUT ECHO General Information ___ File name: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1 R3.slb • • • • Project: ALLUARD RESIDENCE •••• • • • • Frame: GB -1 R3 • Engineer: • Code: ACI 318-08 • • • Reinforcement Database: ASTM A615 •••• •••• • • Mode: Design •••••• •••••• Number of supports = 3• • • •Floor System: One-Way/Beam • • • • • •• •• •• •• • Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected-. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabslBeams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy fyt = Es = 60 ksi, Bars are not epoxy -coated 60 ksi 29000 ksi Reinforcement Database 'nits: Db (in), Ab (in^2), Wb (lb/ft) ize Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 • • • • • • • (if available) • • • • • • • • • •• • • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-2 R3.slb Span Data Slabs Units: Li, wL, wR (ft); t, Hmin (in) Span Loc Li t wL wR Hmin 1 Int 2 Int 7.920 0.00 7.920 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp 1 0.00 0.00 0.00 2 0.00 0.00 0.00 Support Data Columns 0.667 0.667 0.667 0.00 0.667 0.00 Beams b h 16.00 18.00 16.00 18.00. Units: cla, c2a, cib, c2b (in); Ha, Hb (ft) Supp cla c2a Ha cib c2b 1 2 3 0.00 0.00 0.00 0.00 0.00 0.00 Boundary Conditions 0.000 0.000 0.000 _Span Hmin 5.14 5.14 Hb Red% 8.00 8.00 8.00 8.00 8.00 8.00 10.000 0 10.000 0 10.000 0 Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 2 3 ad Data 0 0 0 Load Cases and Combinations Case SELF Type DEAD 0 Pinned 0 Pinned 0 Pinned Dead Live DEAD LIVE U1 1.200 Line Loads 1.200 1.600 Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Pinned Pinned Pinned Wb Lb SELF 1 2 Point Forces 300.00 300.00 Units: Wa (kip), La (ft) Case/Patt Span Wa 0.000 300.00 0.000 300.00 La Dead 2 1.41 Live 2 1.20 Live/Even 2 1.20 Live/S2 2 1.20 Live/S3 2 1.20 Reinforcement Criteria Slabs and Ribs 7.920 7.920 7.920 7.920 7.920 _Top bars_ _Bottom bars Min Max Min Max Bar Size #4 Bar spacing 1.00 Reinf ratio 0.14 Cover 1.50 There is NOT more than Beams #8 18.00 5.00 #4 1.00 0.14 1.50 12 in of concrete #8 18.00 in 5.00 % in below top bars. Top bars_ Bottom bars_ Min Max Min Max 7.920 7.920 Stirrups Min Max 10-08-2015, 05:02:24 PM Page 2 • • • • • • •• • • • • • •••• •••• • • • • •••• •••• • • • • • • • 00 •• •• •• • • • • • • • • • • • • • • •• • • ••• • • • •• • • •• • • • • • • •• • • • • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-2 R3.slb Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 3.50 3.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 3.00 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. [2] DESIGN RESULTS Top Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 Left 1.33 0.00 0.333 0.000 3.075 0.000 0.000 Middle 1.33 0.00 3.960 0.000 3.075 0.000 0.000 --- Right 1.33 2.25 7.587 0.794 3.075 3.788 0.035 3-#5 2 Left 1.33 2.25 0.333 0.794 3.075 3.788 0.035 3-45 Middle 1.33 0.00 3.960 0.000 3.075 0.000 0.000 --- Right 1.33 0.00 7.587 0.000 3.075 0.000 0.000 NOTES: *3 - Design governed by minimum reinforcement. ---T-op Bar -Details Units: Length (ft) Left Continuous Span Bars Length Bars Length Bars Length Bars Length Bars Length Right 1 3-#5 3.21 2 3-#5 3.21 :tom Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 1.33 1.59 2.993 0.794 3.075 3.788 0.025 3-45 2 1.33 1.59 4.927 0.794 3.075 3.788 0.025 3-45 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 3-#5 0.00 7.92 2 3-#5 0.00 7.92 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.00 0.93 0.00 56.51 0.333 0.00 0.93 0.00 56.51 2.872 0.00 0.93 0.00 56.51 3.960 0.00 0.93 0.00 56.51 4.712 0.00 0.93 0.00 56.51 5.048 0.31 0.93 -19.63 56.51 5.712 0.93 0.93 -56.51 56.51 7.587 0.93 0.93 -56.51 56.51 7.920 0.93 0.93 -56.51 56.51 2 0.000 0.93 0.93 -56.51 56.51 0.333 0.93 0.93 -56.51 56.51 2.208 0.93 0.93 -56.51 56.51 2.872 0.31 0.93 -19.63 56.51 3.208 0.00 0.93 0.00 56.51 3.960 0.00 0.93 0.00 56.51 5.048 0.00 0.93 0.00 56.51 7.587 0.00 0.93 0.00 56.51 7.920 0.00 0.93 0.00 56.51 *3 *3 *3 *3 10-08-2015, 05:02:24 PM Page 3 3 �: • • • • • • • • • •• • • • • • • • • •••••••• • • • • • • •••• •••• • • • • • • • • • •• •• •• •• • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-2 R3.slb Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s 1 14.19 18.65 1.516 3.145 4.775 2 14.19 18.65 1.516 3.145 4.775 3.145 4.775 6.404 3.145 4.775 6.404 Longitudinal Beam Shear Reinforcement Details 0.52 1.516 0.0000 0.65 4.775 0.0000 1.24 6.404 0.0000 1.24 1.516 0.0000 0.65 3.145 0.0000 0.52 6.404 0.0000 Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None --- 2 #5 --- None --- Beam Shear Capacity Units: d, Sp (in), Start, End, Xu Span d PhiVc Start (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) End Av/s Sp PhiVn Vu Xu 1 14.19 18.65 0.000 7.920 9.32 2 14.19 18.65 0.000 7.920 9.32 Slab Shear Capacity . Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu 1 --- Not checked --- 2 --- Not checked --- flections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Morax (k -ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Mcr 1.78 7.920 1.78 0.000 Morax 10-08-2015, 05:02:24 PM • • • • • •• • • • • • • • • • Page 4 • •• • • •*Ittt.Level•••••• • • Dead •••s iemI+Live ',edge Mxx • •, • 1 7776 2 7776 7776 Middle Right 7776 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.000 0.000 0.000 2 0.000 0.000 0.000 Maximum Long-term Deflections 7776 1154 29.58 1.32 ••77•lt 1.!, •• 'lie:* 7776 1154 29.58 -2.35 •47.7.16• -2.35• 7776•• 7776 1154 29.58 -2.35 :77,60 -2.35 • 1,7b7419b4b• 7776 1154 29.58 1.32 4,777i 1:52.•. 1776 • Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 0.000 2.000 0.001 0.001 0.001 0.001 2 0.000 2.000 0.001 0.001 0.001 0.001 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: tirrups: )tal Steel: oncrete: 20.1 lb <=> 49.6 lb <=> 0.0 lb <=> 69.6 lb <=> 31.7 ft^3 <=> 1.27 lb/ft <=> 0.951 lb/ft^2 3.13 lb/ft <=> 2.347 lb/ft^2 0.00 lb/ft <=> 0.000 lb/ft^2 4.40 lb/ft <=> 3.297 lb/ft^2 2.00 ft^3/ft <=> 1.500 ft^3/ft^2 [3] COLUMN AXIAL FORCES AND MOMENTS • • • ♦• • • ••• • • • •• • • • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: Nicholas, VC P:\2015\ANNE JACRAWAY\ALLUARD RESIDENCE\CALCULATION\GB-2 R3.sib 10-08-2015, 05:02:24 PM Page 5 39. Units: P (kip), M (k -ft) Case/Patt Joint Far Ends Supp Comb/Patt P[axial] P[spring] Mb(top] Ma[bottom] M[spring] Mb[bottom] Ma[top] 1 SELF 0.89 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Ul/A11 1.07 0.00 0.00 0.00 0.00 0.00 0.00 Ul/Odd 1.07 0.00 0.00 0.00 0.00 0.00 0.00 Ul/Even 1.07 0.00 0.00 0.00 0.00 0.00 0.00 Ul/S1 1.07 0.00 0.00 0.00 0.00 0.00 0.00 Ul/S2 1.07 0.00 0.00 0.00 0.00 0.00 0.00 Ul/S3 1.07 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 2.97 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Ul/A11 3.56 0.00 0.00 0.00 -------- - Ul/-Odd-- - 3-.5-6-- - ---0-.00-----------0-.-00 -0-.00-- -- Ul/Even 3.56 0.00 0.00 0.00 Ul/S1 3.56 0.00 0.00 0.00 Ul/S2 3.56 0.00 0.00 0.00 U1/S3 3.56 0.00 0.00 0.00 0.00 0.00 0.00 -00----- --0.00--- -----0-.-00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 SELF 0.89 0.00 0.00 0.00 0.00 -0.00 • • -0.00 Dead 1.41 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/A11 1.20 0.00 0.00 0.00 0.00 : •' -.00 • -0.00 • Live/Odd 0.00 0.00 0.00 0.00 0.00 •• A0.00 • • -0.00 • Live/Even 1.20 0.00 0.00 0.00 0.00 •••••-�D.00 • -0.00. • Live/S1 0.00 0.00 0.00 0.00 0.00 • -,Q 00 • -0.00• • Live/S2 1.20 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 1.20 0.00 0.00 0.00 0.00 ••'-x.00 •••••, 0.00• • •• •••• •••• Ul/A11 4.68 0.00 0.00 0.00 0.00 Q.00 • • 0.00 • • Ul/Odd 2.76 0.00 0.00 0.00 0.00 •9.00 9••••9 •• •• 0.00 Ul/Even 4.68 0.00 0.00 0.00 0.00 0.00 0.00 • U1/S1 2.76 0.00 0.00 0.00 0.00 • • Q 00 • 0.00 •• U1/S2 4.68 0.00 0.00 0.00 0.00 • G.00 • • 0.00 U1/S3 4.68 0.00 0.00 0.00 0.00 • .0.00 • 0.00• • •• do Sum SELF 4.75 0.00 0.00 0.00 0.00 •• d.00 •• V:0.00• • Dead 1.41 -0.00 0.00 0.00 0.00 0.00 •• •0.00 Live/All 1.20 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live/Even 1.20 0.00 0.00 0.00 0.00 0.00 0.00 Live/S1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live/S2 1.20 0.00 0.00 0.00 0.00 0.00 0.00 Live/S3 1.20 0.00 0.00 0.00 0.00 0.00 0.00 Ul/A11 9.31 0.00 0.00 0.00 0.00 0.00 0.00 U1/Odd 7.39 0.00 0.00 0.00 0.00 0.00 0.00 U1/Even 9.31 0.00 0.00 0.00 0.00 0.00 0.00 U1/S1 7.39 0.00 0.00 0.00 0.00 0.00 0.00 Ul/S2 9.31 0.00 0.00 0.00 0.00 0.00 0.00 U1/S3 9.31 0.00 0.00 0.00 0.00 0.00 0.00 ® Miami Shores Village ® Building Department BUILDING PERMIT APPLICATION 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 IPA FBC 20 4 Master Permit No. RC /f— /074 - Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL El PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION CONTRACTOR SHOP DRAWINGS JOB ADDRESS: -4 is NE !A r S i City: Miami Shores County: Miami Dade Zip: 33.8ir Folio/Parcel#: /1..2232.- o2'$• 0 ®h® Is the Building Historically Designated: Yes NO _ Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Pao. g. Lu Address: /0S1? Nr' for ST. City: //iM/ S#40i261 State: 1 L. Zip: 3 3/3r Phone#: ?OSi 943t?,/ Tenant/Less a Name: Email: FAL L t// j &CLLSQtt H.,/ci CONTRACTOR: Company Name: Address: me Caw NI-Ez_ Phone#: Phone#: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: thJ1CLAt/AY CI.///* 7?i*� Immo: 3D ®99Q Address: 2,6.-S 0 g v®i a g SrCity:arafo O b ote: ®„ Zip: _53%' ® Value of Work for this Permit: $ Inc, � Square/Linear Footage of Work: Type of Work: Lk AsPddition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition --<: 4» Description of Work: Specify color of color thru tile: Submittal Fee $ CAD -� Permit Fee $ CCF $ CO/CC $ CA Scanning Fee $ q ' Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ cSO 03 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 for the first inspection which occurs seven (7) inspection will n' b - appro ed and a reinspe ified copy of the recorded notice of commencement must be posted at the job site after the building permit is issued. In the absence of such posted notice, the will be charged. Signature Signature CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this Z le day of L L CO , 20 l _ , by day of , 20 , by t U per,ALLuisgx7who ik0 wn to , who is personally known to me or who has produced 4.v �l�>°t 4: °MY col°.'4 Sas me or who has produced as • ° Ns identification and who did take a Ma�O�J'c>;� ra identification and who did take an oath. ,�, cs o. • NOTARY PUBLIC: t �£ °4 vIni�d NOTARY PUBLIC: o y ,9J.•°.sem Sign: °°F �.:..� �` , o�°�� Sign: llpllll%%��t Print: Print: Seal: Seal: ************************************************************************************************************ APPROVED BY (Revised02/24/2014) Plans Examiner Zoning Structural Review Clerk Royal Truss Site Information: Project CustomerALLUARD RESIDENCE Royal Truss Manufacturing 5075 NW 79th Ave. Doral, FL 33166 Tel: (305) 822-0020 Fax: (305) 851-5860 lawings Show k Site Address:1050 NE 105 ST. MIAMI SHORES VILLAGE St: General Truss Engineering Criteria & Design Loads (IndTruss Design ividual Special Loading Conditions): Design Code: FBC2014lTPI2007 Design Program: 7.63 Jul 9 2015 Roof Load: 55.0 psf Floor Load: N/A Wind Code: MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Wind Speed: 175 mph This package includes 1 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 06/10/16 J3 A0032571 The truss drawing(s) referenced above have been prepared by MiTek industries, Inc. under my direct supervision based on the paramee, provided by Royal Truss Manufacturing, Truss Design Engineer's Name: Orlando M. Fortun,, P.E. PE # 22249, EB# 000551 NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. •• • • • •• •••••• • •••• • • •••• •••(3•• • • •• •• • • • • • • • • • • •• • • • •• • • • • •• • •• • • 4••• • • •••• •• • • • • • •• P • • • • • •• • • • •••• • • • • • • • • • • NN a lClu ��C•�yf7 r 11, �g`L7•'i'� �..�:'��If; Page 1 of 1 JUN 0 9 2016 Engineers Name Date SHOP DRAWING REVIEW € NO EXCEPTIONS TAKEN O MAKE CORRECTIONS INDKATED DATE _ / O AMEND AND RESUBMIT BY: Review only for conformance with design concept, intent, specified criMia and general compliance with the contract documents. Review does riot relieve the contractor from the responsibility of confirming and correlating a0 quantities & dimensions, details of design, job & site conditions, constructions means and methods & Job coordination. TC ENGINEERING, INC. CONSULTING ENGINEERS tcstructuraieagineering®gmalLcom 7803 SW 24 ST. SUITE 106 • MUM, FL 33155 CA UC. No. 30288 • PHONE (305) 261-0321 i RUCTURAL APPROVED ••• • • • ••• to • • •• •• • • • •• •• • • • • • • 0 • ••• • • • • • • • • • • • ••• • • • • ••• • • •• a • • • •• • • • • • • • • • • • • • •• • •• • • • • • • • 4 • ••• ••• • • • •••• • • • • • •••• • • • • • • •• ••• •- • • • • • • • • • •R • • ••s • • • • • • • II** • • • • • • . Job Truss Truss Type Qty Ply A0032571 6-11-16 J3 JACK 7 1 Job Reference (optional) i 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jun 10 08:20:11 2016 Page 1 ID:erdfC FwHs9iLR379ywe03rz7ftC-EyloKrTZ?tPM OS8An6sQ dR7aZuGi6Q 3tW Q ha31z7I m2 4-7-0 4-7-0 5.00 12 T1 7 2 B1 )K 2x4 = 4-7-0 • • • • •• 3 4-7-0 ••• • • • •••• • • � • • . . • Scale = 1:10.4 �• Plate Offsets (X,Y)— [1:0-0-2,0-0-0] • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSL TC 0.34 BC 0.22 WB 0.00 (Matrix -M) DEFL. in (Ioc) I/defl Vert(LL) 0.02 3-6 >999 Vert(TL) -0.04 3-6 >999 Horz(TL) 0.00 1 n/a LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=288/0-8-0 (min. 0-1-8), 2=150/Mechanical, 3=50/Mechanical Max Harz 1=119(LC 12) Max Upliftl=-94(LC 12), 2=-105(LC 12) Max Grav1=288(LC 1), 2=150(LC 1), 3=71(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-7=-577/626 BOT CHORD 1-3=-941/712 • 240•• 480•• • In[a • • • • • P4A'ItS• • MT2O••• •• • • • • • •• Weight; 14 Ib • • • • GRIP • 244/1,:0 • • FT ;0% • Structural wood seeatlyrlg, directly applied or 44Q in purlins. •• • •.0•••••• • Rigid ceiling directly applied or 10-8oo:bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; TCDL=5.0psf; BC;at=5.ups fl- ton; 11=451t, L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C -C Ede Interior(1) 3-0-0 to 4-5-4 zone;C-C for members and forces & MWFRS for reactions s 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 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all E re by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withsta '' `• uplift ailkati 1762•.6725• FDNC- (3051761-20l4 7) One RT3A USP connectors recommended to connect truss to bearing walls due to connection is for uplift only and does not consider lateral forces. f or : tun CEN5ULIta WEEK PA ve loads. CML / 51WC11 L • rectangle 3-Weti11749 (:4 gig TM 5113'31h TE' CE t>L1t'(l H.0t1DA 3355 JUN 0 9 z0#6 Continued on page 2 i Job Truss Truss Type Qty Ply A0032571 6-11-16 J3 JACK 7 1 Job Reference (optional) 7.630 s Jul 9 2015 MITek Industries, Inc. Fn Jun 10 08:20:11 2016 Page 2 ID:erdfC FwHs9iLR379ywe03rz7ltC-EyloKrTZ?tPMOS8An6sQdR7aZu Gi6G3f WQ h a31z7I m2 NOTES - 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ••• • • • • • •••• • • • • •• • •• • • • • • • •• • • • • • •••• •••• • • • • • • •••• •••• • • •• •• •• • • • • • • • • • • • • • • • • • . • •• • • • • • • • • •• • •••• • • • • • roam stmes, PA. CIVIL / 5TRXTURAL Re. 22245 CA T120 51 34th TE' CE ttAti,F1.0$8103355 TEL- (305)262. 6125: FAX- (30) 262-1014 JUN 0 9 2016 • HIB-91_.__S;umrear haet COMMENTARY and RECOMMENDATIONS for ' HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES° It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercisethe same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiorto the projectArchitect's or Engineer's design specification for handling, installing and bracing wood trusses fora particularroof orfloor. These recommendations are based upon the collective experience of leading technical ui darftkitii G TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 personnel in the wood truss industry, but must, duetothe nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer.Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising fromthe use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright ° by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. • ••s • Trusses stored horiontallyshouldbesup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. Trusses stored vertically should be braced toprevent toppling or tipping. Frame 1 Approximately Y2 truss length Approximately '/2 truss .length Truss' spans less than 30'. ' Spreader Bar -MNIIII I\! No I///ill%�� Toe In Toe In Approximately '/z to 35 truss len •th Less than or equal to 60'. Tag Line Ff rester khan' MECHANICAL INSTALL' A.TION' Lifting devices should be connected to the truss lop chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Strongback/ SpreaderBar 10' I ILIMEEMIMINAN Greater than 60' Spreader Bar Tag Line Strongback/• SpreaderBar ";.Approximately ;1/zto35truss len • h .Less than or equal .to 60' Tag Line j� ISI\I� III!►�1► Ic Approximately to 3/a truss length• ''II Greater.Iltehee0' , ILDING.INTERIO'F ILDI XTERItYR,:: End Wall GBD Top Chord LBT ■ Ground Brace Verticals (GBy) $'truss orbrac roup of trustier (EB) Driven -ground stakes Typical horizontal tie 'flambee with multiple stakes (HT) Frame 2 tj 12 4 or greater Up to 32' Over 32' - 48' Over 48' - 60' Over 60' MINIMUM PITCH.; 4/12 4/12 4/12 TOP CHORD LATERAL'BRACE SPACING(LB)• 8' 6' 5' TOP CHORD DIAGONAL BRACE SPACING (DBS) [# trusses]• SP/DF SPF/HF 20 10 6 See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at least 2 trusses. 15 7 4 SP - Southern Pine SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace –� Required 10° or Greater Attachment Required Top chords that are laterally braced can buckle togetherand cause collapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. TOP CHORD DIAGONNAL'BRACE• • SPACIG (DBS) Up to 28' iSPF/HF • Over 28' - 42' Over 42' - 60' Over 60' See a registered professional engineer P; -.Southern Pine`~ PF -Spruce=Pine=Fir Continuous Top Chord Lateral Brace —� Required 10° or Greater Attachment Required All. lateral::braces lapped at least 2 trusses Frame 3 Top chords that are laterally braced can buckle togetherand cause collapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. `SCISSORS TRUSS 12 4 or greater DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir - All lateral braces lapped at least 2 trusses. Bottom chord.diagonalbracing repeated; at each ;end of the butiding and at same spacing as:top chord diagonal bracing. BOTTOM CHORD PLANE ; regio: odOW ... ...:. . . foe •• ...... • . . • . • • • • ..1.. s ...• .. . • Cross bracing repeated at each end of the building and at 20' intervals. i— Permanent continuous Cela lateral bracing as specified by the truss engineering. WEB MEMBER PLANE':: Frame 4 BOTTOM CHORD BOTTOM CHORD DIAGONAL BRACE MINIMUM LATERALBRACE SPACING (DB& SPAN -, PITCH SPACING(LBS) [# trusses] SPLDF SPE/HF Up to 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir - All lateral braces lapped at least 2 trusses. Bottom chord.diagonalbracing repeated; at each ;end of the butiding and at same spacing as:top chord diagonal bracing. BOTTOM CHORD PLANE ; regio: odOW ... ...:. . . foe •• ...... • . . • . • • • • ..1.. s ...• .. . • Cross bracing repeated at each end of the building and at 20' intervals. i— Permanent continuous Cela lateral bracing as specified by the truss engineering. WEB MEMBER PLANE':: Frame 4 SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING. (DBs) (# trusses] SP/DF SPF/HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 2x4/2x6 PARALLEL CHORD TRUSS Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Continuous Top Chord Lateral Brace Required 10' or Greate Attachment Required —� 20'031.. ) /F 30" or greater The end diagonal brace for cantilevered trusses must be placed on vertical webs inline with the support End diagonals are esset tial' stability and must be dupl cat€ :both ends of the truss system. 4x2 PARALLEL CHORD TRUSS TOP CHORD Top chords that are laterally braced can buckle togetherand causecollapee if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. • + • • • Continuoeio e • • ••• top Chord.••• • • • j.ateral Bryce • •.••s•Nequire •••j 10' sr Greater • • • • •• 3p'038s) • • • . •• • • • • ••.• AttacIlvera Required —' • • • • 1•• ••• • End diagonals are stability and must be duplic both ends of the truss system. Frame 5 >< • 31/Zn Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. SPAN MINIMUM PITCH - TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS) • [# trusses] SP/DF SPF/HF Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. 12 13 or greater All lateral braces lapped at least 2 trusses. Top chords that are laterally braced can buckle togetherand cause collapse itthere is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MONO TRUSS Continuous Top Chord Lateral Brace Required Truss Depth D(In) Maximum Misplacement Lesser of D/50 or 2" Plumb Line �vr*x� � �, - �- pyo r ^'ak - -s�•i-ter '� t°"� 5r :c' r•• r ofoilowtheset�ecom1me datlons�coutiil damage o cusses raw Ing NST • : I ALLAT10N: TOLEFIANC D(in) D150 D(ft) , 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" 7' 96" 2" 8' 108" 2" 9' OUT -OF -PLUMB INSTALLATION TOLERANCES. 1 •a... .•••.. . .r•••i,•• `.r,:. ►.i. ~, •b1•... i•. r. • .• :• - . . ••••_' ..... • . :Lesser of • • • L(in) L/200 or. 2" L(in) L/200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' L(in) lesser of L/200 or 2" L(in) L/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. Frame 6 Name: Permit # 1 c 15 -- 1 On -1 Email: Phone #53C6 --:1°C5— 1S 3 CERTIFICATE OF OCCUPANCY/COMPLETION -513d n CHECK LIST NO1E Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 ❑ Building permit card. 1)--W-- I 1A_ USS. .T tiz usU ley urveys (2 copies) Final as built - Required Items: Elevations of buildings showing all intend(-cJ�- �d�,�'"f setbacks from property lines and other existing structures. Ingress+ Egress, required parking ac spaces, Wheel stops, stripping, and all paving to exterior.U-N IVA ❑ 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." ❑ 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 /' Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RE: Permit # —\ (p —2,C2 447 DATE: / Co /ROG (o l INSPECTION AFFIDAVIT 1 V\C i 2 licensed as a (n (Print name and drde License Type) FS 468 Building Inspector License#: ( C �_ \3�—�lCeCo1— on or about , c)l /4/U6 - 1 `.o CN • 4IN, , I did personally inspect the roof deck nailing / Engineer / Architect, work at (Date 8 time) \oSo NV- 10SSal (Complete Job Site Address) Based upon that examination I have determined the installation was done according to the Hurricane Mitigation Retrofit Manual (Based on 553.844 F.S) Signature State of Florida County of Dade: The undersigned, being the first duly sworn, deposes and says that he/she is the contractor for the above property mentioned. Swom to and subscribed before me thisVI T'k day of c, c -z --,C E. 2sDI )\,. JL.,,,,._ Notary Public, Sate of Florida at Large "General, Building, Residential, or Roofing Contractors or any individual certified under 468 F.S. to make such an in permit* and address # clearly shown marked on the deck for each inspection Gavicdi nn R/4fIrMMAU.M1✓7MC n, SANDRA M ` ARCIA )") MY COMMISSION #FF134(k) ? oP•• EXPIRES July 15, 2018 Service.com /767,7- FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILD! Florida Department of Business and Professional Regulation - Reside C:9AIST errform4nl UNION thod • Project Name: ALLUARD RESIDENCE Builder Name: Street: 1050 NE 105 ST Permit Office: City, State, Zip: MIAMI SHORES , FL , 33138 Permit Number. Owner. MR. ALLUARD Jurisdiction: 232600 ? Design Location: FL, Miami CJ :i LJ u 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area above grade (ft2) Conditioned floor area below grade (ft2) 7. Windows(530.6 sqft.) Description a. U -Factor. Sgl, U=0.84 SHGC: SHGC=0.38 b. U -Factor. Sgl, default SHGC: Clear, default c. U -Factor. N/A SHGC: d. U -Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types (2099.0 mgt.) a. Slab -On -Grade Edge Insulation b. N/A C. N/A Existing (Projecte Single-family 1 3 No 2099 0 Area 333.87 ft2 196.77 ft2 ftp ft2 7.129 ft. 0.536 Insulation Area R=0.0 2099.00 ft2 R= ft2 R= ft2 9. Wall Types (1836.8 sqft.) Insulation Area a. Concrete Block - Int Insul, Exterior R=5.0 1680.60 ft2 b. Concrete Blodc - Int Insul, Adjacent R=13.0 156.19 ft2 c. N/A R= ft2 d. N/A R= ft2 10. Ceiling Types (2099.0 mgt.) Insulation Area a. Under Attic (Vented) R=30.0 2099.00 ft2 b. N/A R= ft2 c N/A R= ft 2 11. Ducts R ft a. Sup: Attic, Ret: Attic, AH: Main 6 150 12. Cooling systems kBtu/hr Efficiency a. Central Unit 48.0 SEER:18.00 13. Heating systems kBtu/hr Efficiency a. Electric Strip Heat 23.9 COP:1.00 14. Hot water systems a. EF: 0.000 b. Conservation features 15. Credits Pstat Glass/Floor Area: 0.253 Total Proposed Modified Loads: 50.33 PASS Total Standard Reference Loads: 63.04 ‘0� ielIO N �p''�B herb 's d specifications thi*talcul -tion ai'i 1,1111 %,with the Vie. i �® ®'°. 0 �. �.( ®� ',='-� ISA- L� Y �° ��' •• �. s_, ;, : I • • • - covered by Florida Energy 1 Review of the plans and ©., t�,Sr.- specifications covered by this ,� t calculation indicates compliance � �Fi,,''"` with the Florida Energy Code. F+ ow, �rrr Before construction is completed n - this building will be inspected for c7 tA, compliance with Section 553.908, Florida Statutes. % ��:COD BUILDING OFFICIAL. O o�`-: �, ",� O --- ...4 'moi 5rt �4 .:.�>.. _..4 • • ; a s 1 c at this bu 1thng s designed, is in compliance wit, ,,. - �d �ergy.Code.m®® OWNEI°�14 d`O�eeeee®e DATE. DATE. •• ••• • • . • • •• • - Compliance requires certification by the air handler unit manufacturer that, ajr r attcjlpr epelopuie 5ualifies as certified factory -sealed In accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 7/23/2015 6:43 PM • ••• • • • • • • • • • • • • • • • • • • •• • • • • • • • • • •• • • ••• • • ••• ••• • ••• • • • • 000 • • • • • • • • • • EnergyGauge® USA - FlaRes2010 Section 405.4.1:ConiplientS • • re : : • : Page 1 of 5 • •• •• • • • •• •• ••• • • • ••• • • PROJECT Title: ALLUARD RESIDENCE Bedrooms: 3 Building Type: User Conditioned Area: 2099 Owner. MR. ALLUARD Total Stories: 1 # of Units: 1 Worst Case: No Builder Name: Rotate Angle: 0 Permit Office: Cross Ventilation: Jurisdiction: 232600 Whole House Fan: Family Type: Single -family New/Existing: Existing (Projected) Comment: Address Type: Street Address Lot # Block/SubDivision: PlatBook: Street: 1050 NE 105 ST County: DADE City, State, Zip: MIAMI SHORES , FL , 33138 CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp 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 Block1 2099 17484.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfiIID Finished Cooled Heated 1 Main 2099 17484.7 Yes 4 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Main 250 ft 0 2099 ft2 — 1 0 0 ROOF Roof Gable Roof Solar V # Type Materials Area Area Color Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Hip Rat tile/slate 2274 ft2 0 ft2 White 0.96 No 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2099 ft2 N N CEILING V# Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 ie99 fla.' • • • • . 011 . • • • Wood 7/23/2015 6:43 PM • • • • •. ••• •• • • • •• • ••• • • • • • • • • • • •• • • • • • • • • • • • • • • • • 0 • • • • • •• • • • • • • ••• • • ••• ••• • ••• • • • • ••• • • • • • • • • • ••• • EnergyGauge® USA - FlaRes2010 Section 405.4+1�Cor�pliaat:So t ar .:. • • • • • • •• • Page 2 of 5 7/23/2015 6:43 PM • • •• ••• • • • • • •• • • • • • •• ••• •• • • • •• • •••• • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • •• • • • • • • ••• • • ••• ••. • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • EnergyGauge® USA - FlaRes2010 Section 405.4dj gompliantPSeftwar:. • . • • • • Page 3 of 5 WALLS # Ornt Adjacent To Wail Type Space Cavity Width R-VaI"e Ft In Height Ft In Sheathing Framing Solar Area R-VaIuP Fraction Abcor Below Gradh% 1 W 2 S 3 E 4 N 5 N Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Garage Concrete Block - Int Insul Main 5 60 8.33 5 50.25 8.33 5 59.33 8.33 5 32.17 8.33 13 18.75 8.33 499.8 ft2 418.6 ft2 494.2 ft2 268.0 ft2 156.2 ft2 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0 0 0 0 DOORS V # Omt Door Type Space Storms U ValueWidth Ft In Height Ft In Area 1 W E Wood Wood Main Main None None .46 .46 3.3 3.3 7.2 7.2 23.9 ft2 23.9 ft2 2 WINDOWS Orientation shown is the entered, Proposed orientation. V # Wall Omt ID Frame Panes NFRC U -Factor SHGC Area Overhang Depth Separation Int Shade Screening 1 W 1 Metal W 1 Metal W 1 Metal W 1 Metal S 2 Metal S 2 Metal S 2 Metal E 3 Metal E 3 Metal E 3 Metal E 3 Metal N 4 Metal N 4 Metal Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Yes No No No Yes Yes Yes Yes No No No No No 0.84 0.38 1.2 0.8 1.2 0.8 1.2 0.8 0.84 0.38 0.84 0.38 0.84 0.38 0.84 0.38 1.2 0.8 1.2 0.8 1.2 0.8 1.2 0.8 1.2 0.8 28.5 ft2 3.68 ft 0 i 1.17 ft 0 i 10.5 ft2 2.68 ft 0 1 1.17 ft 0 i 7.0 ft2 2.68 ft 0 1 1.17 ft 0 i 27.0 ft2 2.68 ft 0 1 1.17 ft 01 76.5 ft2 3.68 ft 0 i 1.17 ft 0 i 101.6 ft2 3.68 ft 0 i 1.17 ft 01 50.8 ft2 20 ft 0 in 1.17 ft 01 76.5 ft2 18 ft 0 in 1.17 ft 0 i 8.5 ft2 2.68 ft 01 1.17 ft 0 i 27.1 ft2 2.68 ft 0 1 1.17 ft 0 i 45.5 ft2 6 ft 0 in 1.17 ft 0 i 10.0 ft2 2 ft 0 in 1.17 ft 0 i 61.2 ft2 2 ft 0 in 1.17 ft 0 i Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds None None None None None None None None None None None None None 2 3 4 5 6 7 8 9 10 11 12 13 GARAGE V# Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 529 ft2 384 ft2 64 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Best Guess .0005 2752.9 151.13 284.22 .345 9.4466 7/23/2015 6:43 PM • • •• ••• • • • • • •• • • • • • •• ••• •• • • • •• • •••• • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • •• • • • • • • ••• • • ••• ••. • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • EnergyGauge® USA - FlaRes2010 Section 405.4dj gompliantPSeftwar:. • . • • • • Page 3 of 5 I I_/111 - HEATING SYSTEM V # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 23.88 kBtu/hr 1 sys#1 COOLING SYSTEM V # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 18 48 kBtu/hr 1600 cfm 0.73 1 sys#1 SOLAR HOT WATER SYSTEM V FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF ft' DUCTS - Supply — — Retum — Air CFM 25 CFM25 HVAC # V # Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 150 ft2 Attic 55 ft2 Default Leakage Main (Default) (Default) 1 1 TEMPERATURES Programable Heating Venting Thermostat: X Jan Jan Y XJ Feb Feb X] Mar X Mar Ceiling Fans: ' ' Apr IMay X Apr May x Jun Jun X Jul ' ' Jul Aug X Sep Sep , Oct X Oct Nov X) X) Nov Dec X Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 50 0 0 1 - Electric Strip Heat % 1 - Central Unit 7/23/2015 6:43 PM •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • •• -• • • • • • ••• • • ••• ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • EnergyGauge® USA - FlaRes2010 Section 405.4• ;Con2j liai1t:Soflre• : • •• • • Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 1050 NE 105 ST MIAMI SHORES, FL, 33138 PERMIT #: MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, 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 & controls 403.1 At least one thermostat shall be provided for each separate heating and 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 Toad. / 1/ Ducts 403.2.2 403.3.3 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. 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 ventilation 403.5 Homes designed to operate at positive pressure or with mechanical 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 & Spas 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 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 equipment 403.6 Sizing calculation performed & attacindalljnitntlm efficipnpieuier Tables 503.2.3. Equipment efficiency verifitattarj r4g3ir4d ;Special occasion cooling or heating capacity capacity'requtbsetrataib 5y$tenf pr variable capacity system. Electric heat >'IbkW hiustbe BiMided into two or more stages. walls 405.2.1 • •... • • R-19 space permitting. • ' •• : : : : •; ; I..Ceilings/knee 7/23/2015 6:43 PM ••• •• • . • • • • . • ••• ••• • .•• • • . • ••• • • • • • • • • • •• • • • .•• • • • • • • • • • • • • • EnergyGauge® USA - FlaRes2010 Section 405.4.1NorA•pliaNttSO t r • • • • • • • • Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 80 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U -Factor: SgI, U=0.84 SHGC: SHGC=0.38 b. U -Factor. Sgl, default SHGC: Clear, default c. U -Factor. N/A SHGC: d. U -Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 1050 NE 105 ST, MIAMI SHORES, FL, 33138 Existing (Projecte Single-family 1 3 No 2099 Area 333.87 ft' 196.77 ft2 ft2 ft2 7.129 ft. 0.536 Insulation Area R=0.0 2099.00 ft' R= ft' R= ft' 9. Wall Types a. Concrete Block - Int Insul, Exterior b. Concrete Block - Int Insul, Adjacent c. N/A d. N/A 10. Ceiling Types a. Under Attic (Vented) b. N/A c. N/A 11. Ducts a. Sup: Attic, Ret: Attic, AH: Main 12. Cooling systems a. Central Unit 13. Heating systems a. Electric Strip Heat 14. Hot water systems a. b. Conservation features 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building 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. Builder Signature: Date: Address of New Home: City/FL Zip: Insulation Area R=5.0 1680.60 ft2 R=13.0 156.19 ft' R= ft2 R= ft2 Insulation Area R=30.0 2099.00 ft' R= ft2 R= ft' R ft2 6 150 kBtu/hr Efficiency 48.0 SEER:18.00 kBtu/hr Efficiency 23.9 COP:1.00 EF: Pstat *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.. Cantact•the Egergargauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for inlormation'act8 d Iiit 4f Cer ified Raters. For information about the Florida Building Code, Energy Conservation, contaot the•�Florida�uildit Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Ene9Y f nseryaQjoq •if not DEFAJILT. • • ••. •.• .• • • • •• • • • • • • •.• . • • • • ••• • •• ••• •••• • EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software • • • • • • • ••• • • • • • • • ••• • • • • • • • •• •• • • • • • • • ••• • • • • • • • • • •• •• Alluard Residence HVAC Load Calculations for Mr. & Mrs. Alluard 1050 NE 105 St Miami Shores, Florida 33138 RHVACRE:SIDE/MAL HVAC LoAce Rhvac is an ACCA approved Manual J and Manual D computer progrant; • ; ; ; ; •; • : •• Calculations are performed per ACCA Manual J 8th Edition, Version 2, artd Af CP Vapid D: • • • • •• •• • • • •• •• ••• • • • ••• • • F:\ ...Wlluard Residence.rh9 Thursday, July 23, 2015, 6:10 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. L & D Engineering Design Alluard Residence Miami FL 33183 �WWLL�i"' Page 2 Project Report General Project Information Project Title: Alluard Residence Project Date: Thursday, July 23, 2015 Client Name: Mr. & Mrs. Alluard Client Address: 1050 NE 105 St Client City: Miami Shores, Florida 33138 Company Name: MAC & Associates Company Representative: Manuel A. Cid Design Data Reference City: Miami AP, Florida Building Orientation: Front door faces East Daily Temperature Range: Low Latitude: 25 Degrees Elevation: 11 ft. Altitude Factor: 1.000 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb BeLlium Rel.dum Dry Bulb Difference Winter: 55 46.92 n/a n/a 70 n/a Summer: 90 77 56% 50% 75 55 Check Figures Total Building Supply CFM: 1,778 CFM Per Square ft.: 0.847 Square ft. of Room Area: 2,099 Square ft. Per Ton: 568 Volume (ft3) of Cond. Space: 17,485 Building Loads Total Heating Required Including Ventilation Air. 23,574 Btuh 23.574 MBH Total Sensible Gain: 39,107 Btuh 88 % Total Latent Gain: 5,216 Btuh 12 % Total Cooling Required Including Ventilation Air. 44,322 Btuh 3.69 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. .• ••• • • • • • •• • • • • • • . • • •• ••• •• • • • •• • ••• • • • • • • •• • • • • . • • • • •• • • • • • •• • • • • • • • • • • •• • • • • • • •1• • • ••• •.• • •.• • • • • ••• • • • • • • • 0 • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • •.• • • F:\ ...Wlluard Residence.rh9 Thursday, July 23, 2015, 6:10 PM F:\ ...Wlluard Residence.rh9 Thursday, July 23, 2015, 6:10 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. L & D Engineering Design Alluard Residence Miami. FL 33183 Page 3 System 1 WU-1 Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain 1A -cm -o: Glazing -Single pane, operable window, dear, 530.6 10,350 0 25,090 25,090 metal frame no break, u -value 1.3, SHGC 0.75 11J: Door -Metal - Fiberglass Core 23.9 215 0 430 430 11A: Door -Wood - Hollow Core 24.4 172 0 344 344 12A-5bw: Wall -Frame, no insulation in stud cavity, R-5 1101.7 2,015 0 2,324 2,324 board insulation, brick finish, wood studs 12A-5bw: Part -Frame, no insulation in stud cavity, R-5 156.2 0 0 202 202 board insulation, brick finish, wood studs 16A-30: Roof/Ceiling-Under Attic with Insulation on Attic 2099 1,008 0 4,970 4,970 Floor (also use for Knee Walls and Partition Ceilings), Unvented Attic, No Radiant Barrier, Any Roofing Material, Any Roof Color, R-30 insulation 22A -ph: Floor -Slab on grade, No edge insulation, no 221 4,502 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil Subtotals for structure: 18,262 0 33,360 33,360 People: 4 800 920 1,720 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 3,580 651 3,153 3,803 Infiltration: Winter CFM: 105, Summer CFM: 102 1,732 3,765 1,674 5,439 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust: Winter CFM: 100, Summer CFM: 100 System 1 WU-1 Load Totals: 23,574 5,216 39,107 44,322 Check Figures Supply CFM: 1,778 CFM Per Square ft.: 0.847 Square ft. of Room Area: 2,099 Square ft. Per Ton: 568 Volume (ft3) of Cond. Space: 17,485 System Loads Total Heating Required Including Ventilation Air. 23,574 Btuh 23.574 MBH Total Sensible Gain: 39,107 Btuh 88 % Total Latent Gain: 5,216 Btuh 12 % Total Cooling Required Including Ventilation Air. 44,322 Btuh 3.69 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. •• ••• • . . • . •. • • • • • • • • • •• ••• .. • • • •• • ••. • . • • • .• •• • • • • • • • • • . •. •• . • • • • • • • . . .. • • . • •• . • • . •• ••. . . • .•• ••• • ••• • • • . .•. • • • • . • • • • • • .•• . • • • • •• • • •• • •• • • • • • ••• •• . •• • ••• • ••• • . • • ••• •• F:\ ...Wlluard Residence.rh9 Thursday, July 23, 2015, 6:10 PM DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315.2590 F (786) 315-2599 www.mia midade.sov/pera/ PGT Industries 1070 Technology Drive North Venice, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "SGD-780" Aluminum Sliding Glass Door (Reinforced/Non-Reinforced)— L.M.I. APPROVAL DOCUMENT: Drawing No. 8100-11, titled "Alum. Sliding Glass Door, Impact ", . sheets 1 through 23 of 23, dated 05/01/2007 with revision "B" dated 10/13/2011, prepared by PGT Industries, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami—Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami—Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant •.•• •• •• .• .... . LABELING: Each unit shall bear a permanent label with the tnanufacturer's name or lob, city, staxeseries and following statement: "Miami -Dade County Product Control Approved", noted herek.•; • • RENEWAL of this NOA shall be considered after a renewal application has been filed . here has been no • change in the applicable building code negatively affecting the performance of this prodete • • TERMINATION of this NOA will occur after the expiration date or if there has beenmeNsion as akaiige in thee • • • materials, use, and/or manufacture of the product or process. Misuse of this NOA as at i dorSement of any •. • • • • product, for sales, advertising or any other purposes shall automatically terminate this i OA. Failure to comply • with any section of this NOA shall be cause for termination and removal of NOA. ; • • . • ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County,•Florida, arid Milowed by • the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, than it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 11-1018.12 and consists of this page 1 and evidence pages E-1 & E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P.E. • NOA No 12-0516.04 Expiration Date: August 02, 2017 Approval Date: August 02, 2012 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections (submitted under file # # 11-1018.12) 2. Drawing No. 8100-11, titled "Alum. Sliding Glass Door, Impact ", sheets 1 through 23 of 23, dated 05/01/2007 with revision "B" dated 10/13/2011, prepared by POT Industries, signed and sealed by Anthony Lynn Miller B. TESTS (submitted under file # # 11-1018.12) 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202-94 Along with marked up drawings and installation diagram of Aluminum SGD, prepared by Architectural Testing, Inc., Test Report No. ATI -8124.01-401-18, dated 11/13/2008, signed and sealed by Joseph A. Reed, P.E. 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202-94 Along with marked—up drawings and installation diagram of Aluminum SGD, prepared by Fenestration Testing Laboratory, Inc., Test Reports No(s) FTL-5618, dated 06/21/2008, FTL-5619, dated 07/07/2008, FTL-5254, dated 05/17/2007 and FTL-5273, dated 05/07/2007 respectively, all signed and sealed by Carlos S. Rionda, P. E. C. CALCULATIONS •••• 1. Anchor verification calculations and structural analysis, confplajing prepared by PGT Industries, dated 11/26/2008, signed and sealed try Lucas N..Tu?ner, • P. E. (Original submitted under files # 11-1018.12/ # 08-1202.11) • • • • 2. Glazing complies w/ ASTME-1300-02 & -04. •...• • D. QUALITY ASSURANCE 1. Miami Dade Department of Permitting, Environment, and Rei'aatfry Affairs (PERA). • ; . . .. .. • • . • • • • E. MATERIAL CERTIFICATIONS • .• •. •. • •. . . . 1. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours & Geo., Inc. for their "DuPont Sentry Glass +@ interlayer", expiring on 01/14/17. 2. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer", expiring on 12/11/2016. 3. Notice of Acceptance No. 11-0325.05 issued to Solutia Inc. for their "Saflex and Vanceva clear and color interlayers", expiring on 05/21/16. 4. Notice of Acceptance No. 08-0520.08 issued to Solutia Inc. for their "Vanceva Composites Glass Interlayer", expiring on 12/11/13 E-1 Jaime D. Gascoh, P.E. Product Control Section Supervisor NOA No 12-0516.04 Expiration Date: August 02, 2017 Approval Date: August 02, 2012 • PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance and letter of no financial interest, prepared by PGT, dated 05/14/12, signed and sealed by Lyn Miller, P.E. 2. Statement letter issued by PGT, dated 05/14/12, "Renewal with no sealed by Lyn Miller, P.E. 3. Statement letter of conformance and compliance th the FBC-2007 and FBC-2010 dated 10/14/2011, signed and sealed by Anthony Lynn Miller, P. E. (submitted under ile # 11-1018.12) 4. Statement letter of no financial interest, dated 10/14/20 , ed and s y Anthony Lynn Miller, P. E.(submitted under file # 11-1018.12) 5. Letter of Adoption of as his Own, the Work of another Engineer per Section 61G15- 27.001 of the FBPE, dated 10/07/2011 signed and sealed by Anthony Lynn Miller, P. E. (submitted under file # # 11-1018.12) 6. Statement letter of no financial interest, conformance and compliance with the FBC- 2007, dated 11/26/2008, signed and sealed by Lucas A. Turner, P. E. (Submitted under previous NOA No. 08-1202.11) 7. Lab compliance as part of the above referenced test reports. G. OTHER 1. This NOA renews NOA # 11-1018.12, expiring on August 02, 2012. 2. Test proposal # 07-2583, dated 03/19/07 approved by BCCO. • • •• •. .. • • •••• ••.. . . ••.• • .. • • • • • • • •• • .• . •. • .• • • • . . . • • • . • • . • • • •... • • • • • Jaime D. Gascon, PE. Product Control Section Supervisor NOA No 12-0516.04 Expiration Date: August 02, 2017 Approval Date: August 02, 2012 E-2 GENERAL NOTES: IMPACT SLIDING GLASS DOOR 1. GLAZING TYPE OPTIONS: (GLASS RECIPES ARE FROM EXTERIOR TO INTERIOR) A GLASS STRENGTHS - T = TEMPERED ha HEAT STRENGTHED 6 = ANNEALED INTERLAYER TYPES - SGP = .090 DUPONT SENTRY GLAS PLUS SVS = .075 SOLUTIA VANCEVA STORM DBPVB = .080 DUPONT BUTACITE PVB SSPVB =.090 SOLUTIA SAFLEX PVB 1,3 - 7/18° LAMI: (1) LITE OF 3/10' A GLASS AND (1) LITE OF 3/16"ij_S GLASS W/ AN .090 8(3P OR .078 SVS INTERLAYER. 2,4 - 7/18" LAMI: (2) LITES OF 3/16rM, GLASS WITH AN .090 SOP OR .076 8 8 INTERLAYER. 5,6 - 7/16" LAMI: (1) LITE OF 3116" A MAW AND (1) UTE OF 3/16" HS GLASS W/ AN .090 DBPVB OR BSPVB INTERLAYER. 7,9 - 9/16" LAMI: (1) LITE OF 1/4" $ GLASS AND (1) LITE OF 1/4" HS GLASS VW AN .090,HGP OR .078 INTERLAYER 8,10 - 9/16" LAMI: (2) LITES OF 1/4" H8 GLASS W/ AN .090 j, OR .076 INTERLAYER. 11,12 - 9/160 LAMI(1) LITE OF 1/4" (j GLASS AND (1) LITE OF 1/4" HS GLASS W/ AN .080 B5PVB OR SSPVB INTERLAYER. 13,18.1 1/16" LAMI I.G. 3/18" T EXT. CAP + 3/8" AIR SPACE + 7/16' LANA: (1 LITE OF 3/16" @ GLASS AND (1) LITE OF 3/18° HS GLASS W/ AN .090 SOPOR ,076 INTERLAYER. 14,16 -1 1116° LAMI 1.0.3118" T EXT. CAP +3/8" AIR SPACE + 7/16" LAMI: (2) LITES OF 3/16" jj_B GLASS W/ AN .080 SGP OR .076 SVS INTERLAYER. 17,18 -1 1/16" LAMI I.0.3/18" T EXT. CAP + 3/8" AIR SPACE + 7/18" LAMI: (1) LITE OF 3116° 601 -ASS AND (1) LITE OF 3/16° HS GLASS W/ AN .090 DBPVB OR SBPVB INTERLAYER 19,21.1 106" LAMI I.G. 3/16" T EXT. CAP + 5/16' AIR SPACE + 9118° LAMI: (1) UTE OF 1/4" A GLASS AND (1) UTE OF 114" MOMS W/ AN .090 OR .076 SVS INTERLAYER. 20,22 -1 1116° LAND I.G. 3116" T EXT. CAP + 8116° AOR SPACE + 9/16' LAMI: (2) LITES OF 114"lig GLASS W/ AN .080 SOPOR .076 SVS INTERLAYER. 23,24 -1 1/18° LAMI 1.0. 3/16' T EXT. CAP + 5/16" AIR SPACE + 9116" LAMI: (1) LITE OF 1/4" AMASS AND (1) LITE OF 114° HS GLASS W/ AN .09010BPVB OR SSPVB INTERLAYER. 25,27 -1 1/18° LAMI I.G. 1/4° T EXT. CAP + 5116° AIR SPACE + 7/16' LAMI: (1) LITE OF 3/16" Q GLASS AND (1) LITE OF 3/16' M. GLASS W/ AN .080 s,._ae. OR .076M, INTERLAYER. 28,28 -1 1/16° LAMI LG. 1/40 T EXT. CAP + 6118° AIR SPACE + 7118" LAMI: (2) LITES OF 3/18" jig GLASS W/ AN .090 §iP OR .078 SVS INTERLAYER. 28,30 -1 1/18" LAMI I.G. 114" T EXT. CAP +5/18" AIR SPACE + 7/16" LAMI: (1) LITE OF 3/16" 6 GLASS AND (1) LITE OF 3116" ja. GLASS W/ AN .090 DBPVB OR SSPVLR INTERLAYER. 31,33-1 118° LAMI I.O. 1/4" T LILT. CAP + 114" AIR SPACE + 9116" LAMI: (1) LITE OF 1/4" Q GLASS AND (1) LITE OF 1/4" H8 GLASS W/AN .090 AOR .075 SVS INTERLAYER. 32,34 -1 1/16" LAN! LO,, 1/4" T EXT. CAP + 1/4" AIR SPACE + 9/16" LAMI: (2) LITES OF 1/4' jM, GLASS W/ AN 080 H,GP OR.075 M INTERLAYER. 35.36 -1 1/1 " LAMI 1.0, 1/40 T EXT. CAP + 1/4" AIR SPACE + 9/16" LAMI: (1) LITE OF 1/4" 6 GLASS AND (1) LITE OF 1/4" HS GLASS W/ AN 090 DBPVB OR SSPVB INTERLAYER. 2. DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM 51300-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-02. 3. ANCHORAGE: THE 331/3%STRESS INCFEASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT UNITED TO STEEL SCIONS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. FOR ANCHORAGE DETAILS SEE SHEETS 4 THROUGH 13. 4. SHUTTERS ARE NOT REQUIRED. 5. INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT. 6. REFERENCES: TEST REPORTS FTL-5264, FTL-5273, FTI. -5818, FTL-5819, ATI.81241.01.401-18-81 ELCO TEXTRON NOA: 07-0425.01, 03-0225.05, ANSI/AF&PA NDS -2005 FOR WOOD CON TION AND ADM -2005 ALUMINUM DESIGN MANUAL 7. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 8. DOOR 812E8 MUST BE VERIFIED FOR COMPLIANCE WITH EGRESS REQUIREMENTS PER FLORIDA BUILDING CODE, AS APPLICABLE 9.CCONFIGURATIONS: STRAIGHT DOORS - MAXIMUM 4 TRACKS SY 10 FT. (1201 HIGH WITH A MAXIMUM OF EIGHT 5 FT. NOMINAL WIDE DOOR PANELS. INSIDE OR OUTSIDE CORNER DOORS - MAXIMUM OF 4 TRACKS BY 10 PT. (1201 HIGH WITH A MAXIMUM OF FOUR 8 FT. PANELS EACH SIDE OF CORNER. SEE EXAMPLE ELEVATIONS. SHT. 13 AND PANEL CONFIGURATIONS SHT. 14. x X0, OX XX 0)00X0, XXXXXO, OX)CO(X, X00000 OXO. OXX,OXX,XXX / / L 1 0)0(0, XXXI), OXXX, XXXX • L/ �J' • •• 1r: 7: •4• • ,j • /• ••i • ••• • ,!{; •�j " • • • • • / • /// 7 OXXXXXO, XXXX0XO, OXXXXXX, X0)0000( 1 ; / 1 // O)XXO X00(0,OXXXX,XXXX)( 1 . / 1 1 // // 0)00000(0,)000000(0,0)00000M,)0000000( NOA DRAWING MAP SHEET GENERAL NOTES 1 GLAZING DETAILS 2-3 ANCHORAGE 4-13 DESIGN PRESSURES 4-9 ELEVATIONS........... ..... 14 CONFIGURATIONS. 14-16 VERT. SECTIONS......»16-17 HORIZ. SECTIONS .. 1820 PARTS LIST ».................. 21 PnallarCTRt n •aeesiviyheiwiththeMeth to No i OSt- Date-`',kYaf .1q- qmat PRODUCT REVISED a, complying with then ida ,oaN, ti tot 'bate UAW 118013111 Panama P.K. Cram Br F.K. VAN tueror Datis 811/67 /toner: Kbblona • ••• xn abmm oA �egp J.L FEC 2010 CODE CHANGE • • ••• i REM NOW 1CORNER B RDG 8NG O� Nattia01112avpiciummeApIDFAt! 0iw • 70Y00007 Vag • • ••4 &K� Nov • • • Vlstb(y Bauer p GENERAL NOTES AND MAP ALUM. SLIDING GLASS DOOR, IMPACT SeDters NTS 1 of 23 8100-11 Fere B �\Z.. •�OBN3lf . � �: • to 58105 t3a ifri10 LK*; �1 FLOa.DP.ate`: ;SSIONNAc00 A. LYNN (MILLER, P.E. P.E@88708 ••• • • • • • • • • 0 • ••• • • • • • • • •• •• • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • t limed Br EXTERIOR EXTERIOR 3116" fig GLASS 3/16° HSR GLASS ®.080 Zie OR .078 SVS 890 DBPVB. SSPVB, SOP OR AtE SVS 3/16" HS GLASS 7/18" NOM. .86" NOM. GLASS BITE ® 7116° LAMI GLASS TYPES 2 & 4 3/16"AGLASS 7118" NOM. .66° NOM. GLASS BRE 7/16° LAMI GLASS TYPES 1 3, 5 & 6 GLAZING TYPE OPTIONS KEYS: (GLASS RECIPES ARE FROM EXTERIOR TO INTERIOR) GLASS STRENGTHS • T = TEMPERED HS a HEAT STRENGTHED A m ANNEALED INTERLAYER TYPES - SOP = .080 DUPONT SENTRY CLAS PW$ SVS = .076 SOLUTIA VANCEVA STORM DBPVB = .090 DUPONT BUTACITE PVB SSPVB = .090 SOLUTIA SAFLEX PVB EXTERIOR 1/4" M, GLASS .080 SGP OR .075 SVS 1/4" lS GLASS 8116" NOM. EXTERIOR 1/4°1}S21 GLASS .090 DBPVB. SSPVB,tai OR .078 SVS 1/4" GLASS 8118° NOM. 9/16" LAMI GLASS TYPES•4 & 14,• • • • • • • • • • 9/16" LAMI GLASS TYPES 7, 9, 11 & 12 Oa anybills 1kewYh Merida Asee•tr t�/2• .54, D/ te. Y1 YS4T PRODUCT REVISBD ao binCg with lh Herta BuildAocepmnoeNo 1 +_D Raeskaa Re Jn). Cam 13111 ItindoSonst B Rang 110. Aft Da1mmF FX tutor s/1/o7 Rani, x A ••TealorRAldtrtoaromft NO CHANGE THIS SHEET • • • • Noma a Saar! ADDnN'PYBAmettr sa •IA$YSOMIC�.._._. _- `' ---. -.• _ .._! .. •eTr. VOW =A2s VO OLIVER AU. IRTHRIAYHRmist ovattrojk• ROORQX eV 34270 • 1000 007 ••• • •• • 1 •IrBetter LAMI GLAZING DETAILS ALUM.Ulm SLIDING GLASS DOOR IMPACT ammo o Ix 2 m 23 8100-11 B • • • • • • • ••• • • • • • • • • • ••• • • • • • • • • • • •• •• • • • •• • • • • • ••• • earoaop OUTSIDE 3/16" HS GLASS ®.080 SOP OR Q76 SVS 3/18° HS GLASS 318" AIR SPACE 3116° OR 1/4° T 1 1/18° NOM. 1 1/16" LAMI I.G. TYPES 14, 16, 26 & 28 OUTSIDE 3/18" HS GLASS .080 DBPVB. SSPVB SGP OR .076 SVS 3118° A GLASS 3/8° AIR SPACE 3/16° OR 1/4°I 1 1116° NOM. .65° NOM. GLASS BITE 1 1/16" LAMI I.G. TYPES 13, 15, 17, 18, 25, 27, 29 & 30 GLAZING TYPE OPTIONS KEYS: (GLASS RECIPES ARE FROM EXTERIOR TO INTERIOR) GLASS STRENGTHS - T • TEMPERED HS= HEAT STRENGTHED Ass ANNEALED INTERLAYER TYPES - SGP = .080 DUPONT SENTRY GLAS PLUS SYS n .076 SOLUTIA VANCEVA STORM DBPVB = .090 DUPONT BUTACITE PVB SSPVB = .090 SOLUTIA SAFLEX PVB OUTSIDE 1/4° HS GLASS .090 OR .076 SVS 1/4" HS GLASS 3/8" AIR SPACE 3/18° OR 114 1 1/16" NOM. OUTSIDE 1M °f GLASS .090 DBPVB, SSPVM. 8©E OR In SVS 1/4°AGLASB 316' AIR SPACE 3118° OR 1M"! 1 1/18" NOM 11111/111 ® 1 W •.•A.•• 1 1/16" LAMI I.G. TYPES 20 &2�. • • •• �1• 1/16 CAM I.G. TYPES 19, 21, 23, 24, 31,33, 35 & 36 ••• Vat JSPLa 10113/1? Robin. NO CHANGE THIS SHEET • • • • • • • to mar F.K. WWI 6/1J87 A eladeOee J.J. ADD f IMMIX X LG NYTHB'PVBAND B/98'tAMI5LAIKVOCE& 448.... PAANDOBJAlL8 TOCOVERALI ORERAYERQRO RUAuFSATOM. )or/b(10T ••• • 117ABIEN IPA.OGYURNS • NOKOMIS, FL308710 • P.afgati9 • • iOKOM Ittei 84274• • • • • IMO* getter • • asmeizza LAM! I.G. GLAZING DETAILS PRDDUCr REVISED as complying%Oh the Florida Butkling Cads Asaoptartoo No "adsPs,du«Conti* 01•111111i IYMIV!/./k /,/i//: is . No. 58705 111 STAE '•_�� P omOP ' C0 ALUM. SLIDING GLASS DOOR IMPACT INg�f'r,`S`�/ON��A1�1- oa�Na �I Q A LVfi4iltteR P.E. 80D788 Ix 3 23 8?00'-?? F B REA:68705 • • • • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• •• • • • • ••• • • DESIGN PRESSURE AND ANCHORAGE - NO REINFORCEMENT - 4112" OR 61/4" SILL (SEE NOTES BELOW FOR OTHER SILL81 TABLE 1 Lam17/16 Ann/Heat GLASS TYPES: 1 w/ SOP or SVS Interlayer >HEAO & SILL (H&S) INTERLOCK & STRAIGHT & CORNER ASTRAGAL CLUSTER PLUS ANCHOR QTY. PER PANEL 3 >JAMB ANCHOR QTY. aP-HOOK ANCHOR QTY. (SEE DETAIL SHT. 13) DOOR HEIGHT 80" (68) 84" (70) 90" (76) 96° (80) 102" (88) 08" (90) 114" (98) 120° (100) NOM. PANEL WIDTH FRAME SIDE I +- N a1 1 a (6 '" 1 er ri 1 '" N a9 3 O. 1 S a/ 1 � 1 H a g g •- i N of 1 .- 1 cS 1y el 1 r H a N TABLE 1A. SILL HT. VS POS. DP SILL HEIGHT POS. DESIGN PRESSURE DESIGN PRESS. +801-80 +80/-80 +80/-80 +80/-89 +49/-70 +80/-70 +601-70 +60/-70 H&S C4+1 C4+1 [[FC4+1 C4+1 04+1 C4+1 04+1 C4+1 C4+1 04+1 C4+1 C4+1 C4+1 04+4C4+1 04+1 04+1 04+1 04+1 C4+1 C4+1 C4+1 C4+4 C4+1 24° (20) JAMB. 8 8 I 8 8 8 8 9 9 9 9 9 9 10 10 1 10 10 10 10 11 11 11 11 11 1 11 P -HOOK 4 4 4 4 4 4 6 6 6 6 5 5 5 6 6 8 5 6 8 0 6 8 8 8 1 6/6" N/A DESIGN PRESS. +80/ +801-80 +80/-80 +80%86 +601-7 +60/-70 +601-70 +601- H&S C4+1 C4+1 C4+1 04+1 04+1 04+1 C4+1 C4+1 0.4+1 04+1 04+1 C4+1 C4+1 C4+1 C4+1 04+1 C4+1 04+1 04+1 04+1 04+1 04+1 C4+1 C4+1 23/4" +50,0 PSF 30"(28) JAMB 8 8 8 8 8 8 9 9 9 9 9 9 10 10 I 10 10 10 10 11 11 11 11 11 11 P -HOOK 4 4 4 4 4 4 8 5 6 5 8 6 6 6al 8 5 5 6 6 6 . 6 6 6 8 31/2" +73.3 PSF DESIGN PRESS. +80/-80+80/.80 +80/-80 +801-60 +60%7 +60/-70 +801-70 . +00!- 1488 04+1 04+1 C4+1 04+1 04+1 04+1 04+1 04+1 04+1 04+1 04+1 04+1 04+1 04+1 04+1 04+1 04+1 04+1 04+1 04+1 06+1 04+1 04+1 06+1 41/2° +80,0 PSF J J P -HOOK 4 4 5 4 4 8 6 8 6 8 5 6 5 6 6 5 8 6 8 8 8 8 8 8 81/4 + 80.0 PSF DESIGN PRESS. +80/ +801 +80/ +80/80 ''+ +80/-70 +x/-70 + -69.�" H68 0441 04+1 C4+2 C4+1 C4+1 C4+2 C4+1C4+1I 04+2 C4+1 04+1 C4+2 C4+1 C4+1 C4+2 04+1 04+1 C4+2 04+1 04+1 C4+2 04.1 04+1 36+2 SEE NOTES 1-3 177/-77 1 � � RE 4 8 4 6 6 8 6 6 6 6 8 6 8 8 6 6 8 6 7 PROM4Ct � MA* Code No 2-0 ,' •,'j DESIGN P88. +80140F +x/-60 +� .3 7 23 I 7. 6f.1 148 04+1 C4+1 C4+2 C4+1 04+1 C4+2 04+ C4+1 C4+2 04+1 C4+1 04+2 04+1 C4+1 C4+2 04+•1 34+1 04+2 04+1 C4+1 34+2 04+1 04+1 C4+2 48° (40) JAMB 10 8 8 11 8 8 11 9 0 11 I 9 0 , 11 10 10 11 10 10 11 11 11 12 11 11 . P -HOOK 4 4 6 4 4 8 6 5 8 6 1 8 8 8 8 B 6 8 8 8 8 8 8 8 6 DESIGN PRESS. +801-80 + .3I-77.3 +71.81-718 +8g 6608.5 H&S C4+2 04+11 04+3 34+1 04+111 06+2 04+1 34+9 06+2 34+1 04+•1 08+2 114 +24 124 125 I 126 Y . e .. - 7 =jar ''.. ..c.Y• 8 8 8 8 PANELS OVER48" WIDE NOTAVAILABLE OVER 95' HIGH'71/1/L'.. DESIGN PRESS.P-HOOK /•75,2 +�1:8P/15 87 +11.818(.8 ""x;., •, H85 04+204+1 04+3 C4+2 04+1 C4+3 C4+2 C4+1 C4+3 1 C4+1 C6+2 60° (50) 1 1 18 1 1 P -HOOK 4 4 8 4 4 0 61 6 6 6 8 PRODUCT REVISRD a"aaaptyM vrf1awNtothl A` `dlug poeptenw o 11-1�(8, IZ + . , : :'- :�!-' .. $O /2. ay �' "' ,..� 1. POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 4 1/2" OR 6 1/4" SILL. ►f+ OH LENGTH 2. WHEN USING THE 2 3M" SILL, POSITIVE DP IS 50 PSF MAX. AND WITH THE 31/2" SILL, POSITIVE PRESSURES IS 73.3 PSF MAX. I , t /As,///i„lr} (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 2A. OVERHANG 3.2 314", 3112°, 41/2" AND 51/4° SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1 5/8" SILL 1S NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED.: POSITIVE DESIGN PRESSURES SHOWN IN TABLE 1 MAY BE USED E Ott LGTH WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMMIN.G W)YF1 TILE FLgRID11 BUJLDit�p CODE SEE ADJACENT DIAGRAM) OH THIS CONDITION ISNOT RATED FOR WATER INFtl TRAT�IV • e • • • • • • HEIGHT 4. ANCHOR TYPES: 1.1/4" ELCO ULTRACON (FORMERLY T#PCON) I. IM EYCOSS4 CRRET6-/REX 3. #12 STEEL SCREW (p6) • 8. SEE SHEETS 10 THROUGH 13 FOR ANCHORAGE SPACING+A(JD MEW IlFQRIVIIN. • 6. GLASS TYPE KEYS: (SEE NOTE 1, SHEET 1 FOR COMPLFt,Tj E:i ) I 11 OH HEIGHT EQUAL TO 1 OR GREATER \� ��+LYNN `���,sQ.ON, . ii ��c> NsF •. 4+ .'• . • - = *• i10 58706• (� t� r r 1�'•. : 0,�,••.•.. STA E �'�/: • ?/-1ss/OIyAL `‘ 'LL A LYHN aM1n �tr4 P.E. P.e.0687oa • • • • • 1,3.7/16" tAMI ((HS W/ SGP OR �V j8 SEE NOTE 3 ®o r • • • • ••• Mudd*: a, NmMmm • • • 07o 7EONOLODY DP AND ANCHORAGE, LAMI TABLE 10/13H1 B IVO CHANGE THIS nwx-ms.�• ate •.i.•. VW P.& 11�r e. DpTAmoo pommel - . .:. --..-_ • ADDNOTEBR&so. 8P0& bP, MASS • P4 X1629 • • t ALUM: SLIDING GLASS DOOR, IMPACT • _- amme,: F.K. D M 91/07 A arcked* MO AHOANCrfOWIPE8 m • • • • NOKOMIS FL 34174 • WW1* getter sObzao gents NTS We 4 a 23 °�"' 8100-11 1b B ••• • • • • ••• • • • • •. • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DESIGN PRESSURE AND ANCHORAGE - NO REINFORCEMENT - 41/2" OR 5114" SILL (SEE NOTES BELOW FOR OTHER SILLS) TABLE 2. LamI 9118 Ann/Haat GLASS TYPES: 7 w/ SOP or SVS Interlayer >HEAD & SILL (H&S) INTERLOCK & STRAIGHT & CORNER ASTRAGAL CLUSTER PLUS ANCHOR QTY. PER PANEL 9 >JAMB ANCHOR QTY. >P -HOOK ANCHOR QTY. (SEE DETAIL SHT. 13) DOOR HEIGHT 80' (88) 84" (70) 90" (18) 98" (80) 102" (86) 108" (90) 114" (98) 120" (100) NOM. PANEL WIDTH FRAME SIDE Z 08 8 8 `3 pQQ 5 6 V "r ZS N ; %. a 1 a 8 N a 1 g • N 8 8 N 1 a 1 v g TABLE 2A. SILL HT. VS POB. DP SILL HEIGHT POS. DESIGN PRESSURE DESIGN PRESS. +80%86 +80/-80 +80/-80 +80/-80 +60%70 +801-70 +8014 +601- H&S C4+1 04+1 C4+1 C4+1 04+1 C4+1 Z04+9 C4+1 C4+1 04+1 C4+1 C4+1 04+1 C4+1 04+1 04+1 C4+1 04+1 04+1 04+1 C4+1 04+1 04+1 C4+1 24" (20)JAMB 8 8 8 8 8 8 9 9 9 9 9 9 10 10 10 10 10 10 1f- 11 11 11 11 11 P -HOOK 4 4 4 4 4 4 6 6 5 8 8 8 5 8 5 5 6 6 6 6 8 8 6 6 1618" N/A DESIGN RESS. +801.80 +801-80 +801-80 +80/-80 +801-70 +64/--70 +641-70 +801--70 1-188 C4+1 C4+1 04+1 C4+1 04+1 c4+f 04+1 C4+104+1 04+1 04+1 C4+1 C4+9 C4+1 C4+1 C4+1 04+1 04+1 04+1 C4+1 04+1 C4+1 04+9 C4+1 2314" +50.0 PSF 1 1 9 10i6 0 I 10 10 10 I 10 I 11 11 11 1 11 11 1 H00K 4 4 4 4 4 4 6 6 6 515 5 6 5 6 6 8 6 6 6 6 8 8 31/2" +73.3 PSF DESIGN PRESS. +891.805 +801.80 +80/.80 +80/-80 +801-76 +60/-70 +641-70 +60-70 H&8 04+1 04+1 C4+1 04+1 04+1 04+1 04+1 04+1 C4+1 04+1 C4+1 C4+1 04+1 04+1 04+1 04+1 04+1 04+1 04+1 04+1 05+1 C4+f—C4+1 C5+1 4112" 1 +80.0 PSF 38" (30) JAMB 8 8 8 9 8 8 9 9 9 10 9 9 10 10 10 10 10 10 111170 11 11 1170 11 P -HOOK 4 4 6 4 4 6 6 6 6 6 6 5 6 6 6 8 5 6 8 6 8 8 8 6 61/4" +50.0 PSF DESIGN PREM. +80/ +80/ +80t-60 +801.61 +60140 +801-70 +801- +80P H&S 04+1 C4+1 04+2 04+1 04+1 C4+2 04+1 04+1 04+2 C4+1 C4+1 04+2 04+1 C4+1 C4+2 C4+1 04+1 C4+2 C4+1 C4+1 04+2 04+1 C4+1 C1+2 "" SEE NOTES 1-3 „ mta De Rota 42" (38) JAMB 9 8 8 10 8 8 10 9 9 11 9 l 9 11 10 10 11 10 10 12 11 1 11 12 11 I 11 P -HOOK 4 4 6 4 4 5 5 5 6 5 6 I 8 5 6 6 5 6 6 6 6 1 6 8 8 1 7 DESIGN PRESS. +801 +80%80 +80/ +801-86 +60140 •60/.76 +601-1() +6W -7d H&S C4+1 04+1 C4+2 C4+1 C4+1 04+2 04+1 C4+1 05+2 C4+1 C4+1 C5+2 04+1 C4+1 C5+2 04+1 C4+1 C5+2 C4+1 C4+1 06+2 04+1 C4+1 06+2 48" (40) JAMB 10 8 8 11 8 8 12 9 9 12 9 10 12 10 10 13 10 • 10 13 11 11 14 11 11 P -HOOK 4 4 6 4 4 6 5 6 6 8 6 7 6 5 6 1 6 5 7 1 6 6 7 1 6 6 7 DESIGN PRESS. + +801 +80/-80 +891.80 +ropy .N° 2- .•p� r►�r , ' r"r 'F '/7 • a - MS O4+2 64+1 C4+3 C4+2 C4+1 C4+3 04+21 C4+11 C4+3 C4+2 C4+1 06+3 54" (46) JAMB 11 8 9 12 9 9 13 1 0 10 14 11 P -HOOK 4 4 6 4 4 6 5 J 5 7 8 8 7 PANELS OVER 48' WIDE NOTAVAOABI.E OVER 96" HIGH DESIGN PRESS. +801-80 +891-95 + 16 1 7l + 73101 91- 8 H&S 04+2 C4+1 0.4+3 C4+2 C4+1 C5+3 C4+2 C4+1 C5+3 C4+2 C4+1 05+3 60" (60) JAMB 12 9 10 13 9 10 14 10 11 14 10 11 P -HOOK 4 4 7 4 4 7 6 6 7 5 6 7 PRODUCTREVMSD as complying with the Fimida Building Code Acceptance 8 t2 " r OH LENGTH 1. POSITIVE PRESSURES IN TABLE ARE BAKED ON THE USE OF THE 41P1" OR b 1/4" SILL I 1 2. WHEN USING THE 2 3/4" SILL, POSITIVE DP I8 60 PSF MAX AND WITH THE 31/2 SOI, POSITIVE PRESSURES IS 73.3 PSF MAX ti • - ��YT,A o1Z, O ��71 i l i i i r it,,, (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 1A. OVERHANG 3.23/4", 31/2", 41/2" AND 81/4" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1 618" SIU. IS NOT AND MUST ONLY OH LENGTH BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 1 MAYBE USED OH WHEN THE DOOR 1S PROTECTED BY AN OVERHAND COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM): HEIGHT •THIS CONDITION 18 NOT RATED FOR WATER INFILTRATION. 4. ANCHOR TYPES: 1.1/4" ELCO ULTRACON (FORMERLY'QIPCON) t 1I*"4.CQS$ CE-�Dt 3.1112 STEEL SCREW (G8) 6. SEE SHEETS 10 THROUGH 13 FOR ANCHORAGE SPACING,AND EM ECIMENT 1NFORWmON. • 6. GLASS TYPE KEYS: NOTE 1, SHEET 1 • • •i •$�� OH HEK,IHT ppd OR EQUALGREATER �•°� ONV LYNN 4//4/,_//' ��� �� ' �c 58705 '...1!)1/1..•, : : 1k ;•' No. 5. Q r i�t��•, STA tO oan /vw� tc•'' •. Ftol 1?:•*. &: ��''is`r/0(VAt- , % ......... ttrr 11'` . - mill A. LYNN MILI.ER,P.E. P.e.98eme (SEE FOR COMPLF4TrDE PRO ) • • • 7,9 - 9/1'8" LAMI (,A, H8 W/ ¢(:E OR �0 3 +eved8 Da• o+ �r • •, — - • DPAND ANCHORAGE, LRMI TA�E2 J.J. 1 B NO CHANGE MIS SHEET • • • 'tffiDNO�ROY we Rozdey F.IC VW 1UB5D7 rrertem. A AIEWVPANDANCHORA+PTAHZR • • • • Rik • � ALUM. SLIDING GLASS DOOR, IMPACT Awe e�e F.14 tats 5/1/07 ceeft)* •—•-•----i 1 • • • • •NDn01* FL 9404 t • • • getter ""�°p° BOOM 16'°4 TS II et 23 mow*. 1 8100-11 "'" 1 B ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DESIGN PRESSURE AND ANCHORAGE - FULL REINFORCEMENT - 6114" SILL (SEE NOTES BELOW FOR OTHER SILLS) TABLE 3. Lam! 7116 or 9/16 GLASS TYPES: 2 Heat/Hoot wl SOP or SVS Interlayer >HEAD & SU (H&$) INTERLOCK & STRAIGHT & CORNER ASTRAGAL CLUSTER PLUS ANCHOR QTY. PER PANEL 4, 8, 10 >JAMB ANCHOR QTY. >P -HOOK ANCHOR QTY. (SEE DETAIL SHT. 13) DOOR HEIGHT 80" (68) 84" (70) 90" (78) ; :„ (80) 102" (88) 108" (90) 114" (" ` 120" (100)9 PANE- mommom FRAME SIDE S / aN' 1 8 9 $ 5 ri �{ c) .- H s n3 a N ni, gQ S a a I . N N' 1§§ n3 a .- �r a.- 8 8 ,.1 of a § .- 1 N' Q s/y M a TABLE 3A, 81L1. HT. VS P081. DP SILL HEIGHT POS. DESIGN PRESSURE DESIGN PRESS. +105/-116 +108/-1 +108/-143 +1061-11 +1081-113 +105/-11 +1001-11 + 05/-116 H&S C4+1 C4+1 1 04+1 C4+1 04+1 C4+1 I 04+1 04+1C4+1 04+1 C4+1 04+1 01+1 04+1 04+1 C4+1 C4+1 C8+1 C4+1 C4+1 C&+1 C4+1 04+1 08+1 24" (20) JAMB 8 8 8 8 8 8 9 0 f 9 9 9 9 10 10 10 11 10 10 11 '11 11 12 11 11 P -HOOK 4 4 4 4 4g 5 5 0 5 8 6 8 5 5 5 6 13 8 6 6 8 8 8 6 1 6/8" WA 056IGN PRESS. +106/-11 +105/-11 +1081-11 +151-116 +105/-1(5 +1061-115 +106/-11d +108/-118 HMS 04+1 C4+1 04+1 C4+1 C4+1 C5+1 04+1 04+1 C5+1 C4+1 04+1 05+1 C4+1 C4+1 it C8+1 04+1 04+1 C8+1 C4+1 C4+1 08+1 04+1 04+1 07+1 23/4" +50.0 PSF 30" (28) JAMB 9 8 8 10 8 8 11 9 9 11 9 9 12 10 10 13 10 10 14 11 11 14 11 11 P -HOOK 4 4 6 4 4 5 5 6 9 8 6 6 8 6 8 6 5 7 8 6 7 0 6 7 3 1/2° +73.3 PSF 005664 PRESS. +105/-116 +105/-11 S :r105/-115 +138r 6 +105/41 +4081-116 +105/-115 +105/-1(6 H&8 C4+1 C4+1C4+2 C4+1 C4+1 05+2 C4+1 C4+11 C6+2 04+1 C4+1 06+2 04+1 C4+1 C6+2 C4+1 04+1 08+2 04+1 C4+1 0742 04+1 04+1 C7+2 41/2° +100.0 PSF 38° (30) JAMS 11 6 1 9 12 8 9 12 9 1 10 13 10 10 14 10 11 16 11 12 16 11 12 17 12 1 13 P -HOOK 4 4 8 4 4 6 6 5 7 6 5 7 6 5 L 7 6 5 8 8 6 8 6 8 0 61/4" +105.0 PSF DESIGN PRESS. +105!•11 +106/-1 (5 +1081-11 +1057 6 +105/-116 +1051-11 6 + 1 05/-118 +105/-11 H&S 04+1 04+1 05+2 04+1 C4+1 06+2 0441 04+1 08+2 C4+1 C4+1 07+2 04+1 04+1 07+2 04+1 04+1 08+2 04+1 C4+1 08+2 C5+1 04+1 00+2 SEE NOTES 1-3 42" (36) JAMB 13 9 10 18 10 10 14 10 11 16 1111 1'2 18 12 13 17 12 13 18 13 14 19 14 15 P -HOOK 4 4 7 4 4 7 6 5 1 6 5 8 5 5 8 8 5 9 8 6 9 8 6 10 as P Flatlet. No Z 6-0V DESIGN PRESS. +1061-115 +1051-113 + 057-115 +1087-1+108/-115 +1081115 +105/-115 +'051-114.1 H&S. C.4+2 04+1 C5+8 04+2 04+1 0643 04+2 C4+1 06+3 C4+2 04+1 C7+3 C4+2 C4+1 C7+3 C4+2 04+1 C8+3 C4+2 04+1 59+3 C4+2 04+1 59+3 48"(40) JAMB 14 10 11 15 11 12 18 12 12 17 12 13 18 13 14 20 14 45 21 16 16 22 16. 17 'P -HOOK 6 4 7 6 4 8 5 8 8 6 6 9 8 5 9 5 6 10 8 8 10 7 8 11 DESIGN PRESS. + 08/-11 +185/115 +105/-115 +1051-11 04+2 C4+1 C8+3 04+2 04+1 C7+3 54+2 04+1 C7+3 C4+2 C4+1 08+3 54" (46) J.1/446484e• JAMB AMB 18 11 112 17 12 13 18 13 14 19 14 18 '/� P -HOOK 6. 4 8 5 4 9 6 5 9 8 8 10 PANELS OVER 46" WIDE NOT AVAILABLE OVER 90" HIGH w .::'1fl-rl3Jf DESIGN PRESS. +108/11 +1051-1(5 +10w 115 +109/41 B 1188 C4+2 04+2 08+4 04+2 C4+2 C7+4 C4+2 C4+2 C8+4 C4+2 04+2 C8+4 81 (60) JAMB 17 12 13 18 13 14 20 14 15 21 18 16 1+ -HOOK 5 4 9 0 4 9 6 5 10 6 5 11 PRODUSTR6V18110 as t the Florida AsNommo1. ,w„°, , r t - (� %84/2 /=-�• . •, • POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 81/4" SILL. 2. WHEN USING THE 2 3/4" SILL, POSMVE DP IS 60.0 PSF MAX., WITH THE 31/2" SILL, POSITIVE DP 18 73.3 PEW MAX AND WITH THE 41/1" SILL, POSITIVE DP 18100.0 PSF MAX PRESSURES UNCHANGED). 3A. -+ OH LENGTH (NEGATIVE SEE TABLE 3, 2 3/I", 31/2". 41/2" AND 6114" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 15/8" SILL 18 NOT AND MUST OVERHANG 01111111/, ONLY BE USED WHERE WATER RESISTANCE 18 NOT REQUIRED. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 3 MAY BE USED OH LENGTH WHEN THE DOOR 18 PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM) OH THIS CONDITION 18 NOT RATED FOR WATER INFILTRATION. .� t ECC4 *i$-FLF� 3.812 STEEL SCREW (G5) HEIGHT 4. ANCHOR TYPES: 1,1/4 ELC O ULTRACON (FORMERLY (a.0 1! 6. SEE SHEETS 10 THROUGH 13 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION 6. GLASS TYPE KEYS: (SEE NOTE 1, SHEET 1 FOR COMPLETEpESG4�PT�?N�) I OH HEIGHT EQUAL. TO 1 I OR GREATER • szpN�, LYNN 2 �ONSE v� No. 58706 = >t o' � ': %�A` .. Acolno?.•TA ���1/, - O NA'1.. A L I11)![E16 P8968708 j .ec( �'•' ••,, •,.* N :teaE'-- G,`:: —0\`FJC �� P.E. 2,4-7/16"LAMI(H&)_i ,W/BQPOR� •. ... •• ••• • e •.• SEE 8,10-9110°LAIMI(fib-H8W/SGP OR8 ) 1.w 1 .aw title Foam*: �N La E DPAAIDANCWORA(3E, LAMI Ti4BLE3 , J.,i X13111 NO MANGESHEET • • S Iso lissitham • • nide x�ifim • :--- ALUM. SLIDING GLASS DOOR IMPACT n FA W a 6111/10 A rh"okesen t7au7opamoNaNcxaraasramE Dab: I *00 • •N • PL 9/1711 • r.::,,., Bemw Soloakeek some I NTS law* 6 0 23 law B ••• • • • • • • • • • • • • • • • • • • • • 00• • • • • • • • • • • • • • • •• .• • • • •• •• ••• • • • ••• • • 41/2" OR 61/4" SILL (SEE NOTES BELOW FOR OTHER SILLS) TABLE 4. DESIGN PRESSURE AND ANCHORAGE - NO REINFORCEMENT - Lang I.G. vat 7/18 or 9/181 -ami AnnlHeatw l SOP or Vanseva Interlayer >HEAD & SILL (H&S) INTERLOCK & STRAIGHT & CORNER ASTRAGAL CLUSTER PLUS ANCHOR QTY. PER PANEL GLASS TYPES: 13,15,19, 21, 26, 27, 31, 33 >JAMB ANCHOR QTY. >P -HOOK ANCHOR QTY. (SEE DETAIL BHT. 13) DOOR HEIGHT 84° (88) " 84 (70) 90°Z78) 913" (80) ( � 108" (90) 114" (98) 120' (100) NO9A PANEL FRAME 2.3, WOOD $ 1. CONC 2, CONC $ 3INK 1, CONC 2. CONC l Z 8 Nil TABLE 4A SILL HT. VS POS. DP WIDTH BIDE a r POS. DESIGN PRESS. +801-80 +807=8 +801-80 +818-80+801-7 +60170 80a/70 +80b7 SILL DESIGN MS C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 04+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 04+1 04+1 0441 04+1 04+1 PRESSURE 8 8 8 0 9 0 9 9 9 10 10 10 10 10 10 11 11 11 11 11 11 HEIGHT 24" (90) JAMB P -HOOK 8 4 8 4 8 4 4 4 4 6 5 6 6 5 6 6 6 6 6 6 5 0 8 8 6 8 6 16/8" N/A 1-80/-80 +80/-84 +8a/410 +60/-70 +601.70 +60/-70 +80/-7C DESIGN PRESS. H&8 04+1 +801 C.4+1 C4+1 04+1 04+1 04+1 C4+1 04+1 04+1 04+1 C4+1 C4+1 04+1 C4+1 04+1 C4+1 (4+1 04+1 04+1 04+1 04+1 04+1 C4+1 04+1 2 3/4" +60.0 PSF 8 8 9 9 0 9 9 9 10 10 40 10 10 10 11 11 11 11 11 11 30"(28) JAMB P -HOOK 8 4 8 4 8 4 8 4 4 4 5 5 6 6 6 5 6 5 5 6 6 8 8 8 8 8 8 0 3 1t2 +73.9 PSF +80T -8d +807.80 +80/-70 +00/-70 +80%70 +60/-70 DESIGN PRESS. HAS C4+1 +807443W-80 C4+ 04+1 04+1 04+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 C4+1 04+1 04+1 04+1 C4+1 C4+1 04+1 00+1 C4+1 C4+1 C5+9 4 112" +80.0 PSF 8 9 8 8 0 9 9 10 9 9 10 10 10 10 10 10 11 11 ' 11 11 11 11 , 36" (30) JAMB P -HOOK 8 4 8 4 6 4 4 6 5 5 5 6 6 6 6 6 6 8 8 6 6 6 0 8 8 8 5114" +B0.0 PSF +801 +80/-80 +80%70 +80/-7d +x]-70 +001- DESIGN PRESS. H&8 04+1 +80-80 C4+1 C4+2 C4+1 +801-80 C4+1 04+2 04+1 C4+1 04+2 04+1 04+1 C4+2 04+1 C4+1 04+2 04+1 04+1 04+2 04+1 C4+1 04+2 C4+1 04+1 05+2 SEE NOTES 1-3 42"(38) JAMB 9 8 I 8 10 8 8 10 9 9 11 9 9 11 10 10 11 10 10 12 41 11 12 11 11 P-H00K 4 4 6 4 4 5 6 6 8 6 6 8 5 5 8 5 5 8 8 6 8 8 8 7 DESIGN PRESS. +80/ +801.80 +811-90 +x/-80` +80✓ 70 +80/-70 • HISS C4+1 04+1 04+2 C4+1 04+1 04+2 04+1 04+1 C5+2 C4+1 04+1 CO 04+1 04+1 06+2 04+1 C4+1 05+2 04+1 1)4+1 C6+2 C4+1 C4+1 06+2 ilioncrsetswes 48" (40) JAMB 10 8 8 11 8 8 12 9 9 12 9 10 12 10 10 13 10 10 13 11 11 13 11 11 "I"L Cele P-HOOK 4 4 8 4 4 8 6 6 8 5 6 7 6 6 8 6 6 7 0 8 7 8 8 7 Amosomm r •-' DEIGN PRESS.+80/-80 +80180 +81 ++6.11-71 ' m;fl.Yli_, H&8 04+2 04+1 C4+3 04+2 04+1 C4+3 C4+2 C4+1 I 04+3 C4+1 04+1 C5+�1 SEE EXAMPLE OX.X0 CARNER ANCHORAGE PLAN AND � 4, 54" (48) JAMB 11 8 9 12 9 9 13 9 10 13 9 10 O)0( STRAIGHT DOOR ANCHORAGE PLAN ON SHEET 10 P -HOOK 4 4 8 4 4 8 6jI 8 7 6 6 7 OVER 98" HIGH DESIGN PRESS: +8W-80 +80/-80 + 5,7/7 7 +69,97-89.0 PANELS OVER 46° WIDE NOT AVAILABLE 1188 04+2 04+1 C4+3 04+2 04+1 06+3 04+2 04+1 C5+3 04+9 04+1 06+3 CO" (60) JAMB 12 8 10 13 9 10 14 10 10 13 10 10 P -HOOK) 4 4 7 4 4 7 6 6 7 5 6 7 1. POSE 1VE PRESSURES IH TABLE ARE BASED ON THE USE OF THE 4 1/2" OR 61/4" SILL. 2. WHEN USING THE 2 3/4" SILL, POSITIVE DP 18 60 PSF MAX, AND WITH THE 3 1/2" SILL, POSITIVE PRESSURES IS 73.3 PSF MAX. (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 4A, 3.2 3/4', 31/2°, 41/2" AND 61/4° SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 18/8° SILL 18 NOT AND MUST ONLY LENGTH OH 7 PRODUCT REVISED as aomplyMg w8h thollorids A ilding C No O ' �� L BE USED WHERE WATER RESISTANCE l8 NOT REQUIRED. POSITIVE DES{GN PRE38URE8 SHOWN IN TABLE 4 MAY BE USED -= �• —�' ; ,., f--- WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM);OVERHANG 0H LENGTH THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. °014 STEEL SCREW (85) HEIGHT rt1(11111, 4. ANCHOR TYPES: 1. 1/4" ELCO ULTRACON (FORMERLY TAPCONI) 2.1/4 ELCO 384 CRETE -FLEX 3.092 O1( 6. SEE SHEETS 10 THROUGH 13 FOR ANCHORAGE SPAC SANK 1NFOR141A ON. • • HEIGHT 8. GLASS TYPE KEYS: (SEE NOTE 1, SHEET 1 FOR COMP DE P I • • • • • " )• • ! EQUAL TO 1 OR GREATER ��� y �,\‘ , 0YNN Mil,:PI/ �� . O0 . • •....... •. R : ti� : ';aENs@ •,., * 13,16 - 1 1/16" LAMI 1.0. 3/18° T EXT, CAP, 3/8" AIR BPACE6 7/18°i>rBAI46► 9iW i) S%) L 81.; 19,21-1 1/180 LAM) LG. 3/18° T EXT. CAP, 5/16" AIR 8PA 889/1 ° LAMP( 181119 Ohi _ No.58I�` :, 26,27-1 1118° LAN LG. 1/4" T EXT. CAP, 6/10° AUR SPACE7/16 1( Wig/ 8M01� $�� �QT� 3 = ...,0-1174 6= 31,33 -1 1/16" LAMI I.G. 1/4° T EXT. CAP. 114" AIR SPACE & 9/16" LAM I (FB W/ SGP OR WS) a ( I w i •c\: IPondBF eMa RSHrtea • • • • • • i • • • • LAMEI.G. TABLE4 so. v- ' • ,,,04 ... .N., J u.� 10/13/11 Few 8 • • • • •No Nocw+ruoErldlesJ T • _. • . • No '"F r''; • INGT DP AND ANCHORAGE, ma ALUM SLIDING GLASS DOOR, IMPACT Fr we . �'/•;c�,S��!S��)�O��N���A�;,‘'� ex F.R. 12110 11+407 IC00002� 4q NEW DP ANDANCHOR02E TARE ....-41---9-100a pay8¢7r t9IIts • NSW 3487• •1?�b$ 9armr s tedk " N,e6 dmm9g0° k,n' A. au UMW P.E. Mum* FIC FIC ata 8/1/07 os.utesen seta I SBDYeo NT$ 7 a 23 8100-11 0 PEA 55705 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DESIGN PRESSURE AND ANCHORAGE - FULL REINFORCEMENT - 51/4" Silt. (SEE NOTES BELOW FOR OTHER SII_1.S1 TABLE 5. Laml I.O. w/ 7/16 or 9/10 Laml Heat/Heat w/ SOP or Vanceva Interlayar >HEAD & SILL (H&S) INTERLOCK & STRAIGHT & CORNER ASTRAGAL CLUSTER PLUS ANCHOR 01Y. PER PANEL GLASS TYPES: 14, 16, 20, 22, 28, 20, 32, 34 >JAMB ANCHOR QTY. >P -HOOK ANCHOR Q7Y. (SEE DETAIL SHT. 13) DOOR HEIGHT 80" (88) 64" (70) 90" (78) 98° (80) 02° (86) 08" (90) 14" (98) 120" (100) NINE PANEL WIDTH FRAME SIDE s "- NON c3 a .- NI N N - 8 t`1 a (,) H .- a - a a , •- aaa tg $ moi' a .- N c� v tg - 13 > of 5$� O • " 5$� v a TABLE SA. SILL HT. VS POS. DP SILL HEIGHT POS, DESIGN PRESSURE DESIGN PRESS. +105-115 +105/-T46 +105/-1'(6 +1$5/-118 +106/-1 6 +1051-116 +105/-11 +1061-1 5 H88 C4+1 C4+1 04+1 04+1 C4+1 C4+1 04+1 04+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 C4+1 C5+1 04+1 C4+1 C6+1 C4+1 C4+1 C5+1 24" (20) JAMB 8 8 8 8 8 8 9 9 9 9 9 9 10 10 10 11 10 10 11 11 11 12 11 11 1IV8" WR P -HOOK 4 4 4. 4 4 6 6 5 8 6 8 6 5 6 5 5 6 8 8 8 8 8 8 6 DESION PRESS. +1061.116 +105-115 +1081 -lit +111157-1 {6 +106/-916 +1� 115 +105/-116 +106/-113 2 3/4" +50.0 PSF H&S 04+1 04+1 04+1 04+1 C4+1 C5+1 C4+1 C4+1 05+1 04+1 C4+1 05+1 04+1 C4+1 C8+1 C4+1 C4+1 C8+1 C4+1 04+1 06+1 C4+1 C4+1 07+1 30° (26) JAMB 9 8 8 10 8 8 11 9 9 11 9 9 12 10 10 13 10 10 14 11 11 14 11 11 3112° +73.3 PSF P -HOOK 4 4 6 4 4 8 5 8 8 6 5 8 6 5 8 5 8 7' 8 8 7 6 6 7 DESIGN PRESS. +1051-116 +105-116 +108/-113 +06/-115 +108/-115 +1116 +1051-946 +1U6K113 4 1/2° +100.0 PSF 11118 C4+1 C4+1 C4+2 C4+1 04+1 C6+2 04+1 04+1 C5+2 04+1 04+1 08+2 C4+1 C4+1 06+2 C4+1 04+1 C6+2 04+1 04+1 07+2 C4+1 04+1 07+2 38" (30) JAMB 11 I 8 9 12 8 9 12 9 10 13 10 10 14 10 11 16 11 12 16 11 12 17 12 13 5 1/4' +906.0 PSF P -HOOK 4 1 4 6 4 4 6 5 5 7 6 8 7 8 6 7 6 5 8 6 6 .8 0 8 9 DESIGN PRESS. +105/-116 +105/-115 +1051115 +105/-113 +105/-115 +106-115 +1051-115 +105//-115 SEE NOTES 1-3 1-186 C4+1 04+1 06+2 04+1 04+1 06+2 04+1 04+1 06+2` 04+1 C4+1 07+2 04+1 C4+1 CT+2 04+1 C4+1 C8+2 04+1 04+1 08+2 C5+1 C4+1 09+2 42"(38) JAMB 13 9 10 13 11) 10 14 10 11 15 11 12 16 12 13 17 12 13 16 13 14 19 14 15 r Aewog a iue No 12-oS 6.0 li Y Daft "WAY P -HOOK 4 4 7 4 4 7 5 8 7 5 8 8 6 5 8 6 ` 9 11 6, 9 6 10 DESIGN PRESS. +1051.116 +1051-118 +105/-116 +1081-11� +106W3 +51.115 +1a + x-116 1468 04+2 04+1 05+3 04+2 C4+1 08+3 04+2 04+1 08+3 04+2 C4+1 0743 C4+2 C4+1f 07+3 04+2 04+1 I 08+3 04+2 04+1 09+3 04+2 04+1 09+3 48" (40) JAMB 14 I 10 11 16 11 12 16 12 12 17 12 13 18 13 14 20 14 16 21 15 16 22 98 17 P -HOOK 6 4 7 6 4 8 6 8 8 5 6 9 6 6 I 9 8 1 8 10 8 8 10 7 8 11 DESIGN PRESS. +1051-11 • + 05/-11 +105/-11 +1057-11 (135 04+2 C4+1 1 064.3 04+2 C4+1) C7+3 C4+2 04+1 107+3 G4+2 04+1 1 C8+3 1 54" (40) JAMB 18 19054-�i 11 12 17 12 13 18 13 14 +08/-196 i6 PF 01 8 J 8 6 9 6 0 10 PANELS OVER 48" WIDE NOT AVAILABLE OVER 98' HIGH DESIGN P +108/-16 +10611-11 8 H&S 04+21 C4+2 CI+4 C4+2 C4+2 07+4 04+2 04+21 08+4 C4+2 C4+2 08+4 61T (60) JAMB 17 12 13 18 I 13 14 20 1 14 15 21 16 16 PRODUC1RBVI98D as a yla*with Ual+tmtda Awspimmsxo O I ,,,,, .Y: rrz: a►�► �� - !'�-" �` - P -HOOK 6 44- 0 8 4 0 8 l 6 1 10 6 6 11 1. POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 61/4" SILL. 2. WHEN USING THE 2 3/4° SILL, POSITIVE DP 18 50.0 PSF MAX, WITH THE 31/2° SILL, POSITIVE WITH THE 4112° SILL, POSITIVE DP IS 100.0 PSF MAX (NEGATIVE PRESSURES UNCHANGED). 3. 2 3/4°, 3 112", 4 1/2° AND 81/4" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS DP 18 73.3 PSF MAX AND SEE TABLE 6A. r- OH LENGTH +-1 THE 1 5/8" BILL IS NOT AND MUST I I " ' ontrot i i 1 ! !!�/ ONLY BE USED WHERE WATER RESISTANCE 18 NOT REQUIRED. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 6 MAY BE USED WHEN THE DOOR 18 PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING THIS CONDITION 18 NOT RATED FOR WATER INFILTRATION. CODE (SEE ADJACENT DIAGRAM);OVERHANG OH LENGTH 4. ANCHOR TYPES: 1.1/4° ELCO ULTRACON (FORMERLY TAPCON) 2.1/4" ELCO 8S4 CRETE•FLEX 5, SEE SHEETS 10 THROUGH 13 FOR ANCHORAGE SPACINtMNDIELVISEMMEINT INIFORNATLON. 6. GLASS TYPE KEYS: PEE NOTE 1, SHEET 1 FOR COMPLETE DEW ) • • • • • 3.912 STEEL SCREW (45) OH • • HEIGHT CH HEIGHT EQUAL TO 1 �,> �v‘` vsoiN M/((F'!oi .` Qty.. .......... 8t •. R '. `� ��. ��0� ` K -- 4 5808 ' ' 10. w T I� �' IA ` -,o• f 2; i 9S P . C7. ,gyp ••., Fl.oa.4. tr,; �''!!F`S1S1 IO���NL11P� �` A. LYNN A11Iutn, P.E. PE.09a7OB 14,16 -1 1/16° LAMI 1.0.3/16° T EXT. CAP, 3/8° AIR SPACE -47/16° 4AI 1 i8=Ni mos5� 1 OR GREATER 20,22 -1 1/16° LAMI I.G. 3/16° T EXT. CAP, 5116° AIR SPACE 8!8/18° LAMB( HS Wi58GP OR � of 26,28.1 1/16" LAMI I.O. 1/4° T EXT. CAP, 6/16° AIR SPACElS7/16•t'A?M (1 5.18 ail SGPOR,gil SEE NOTE 3 32,34.1 1/18" LAMI I.G. 1/4"T EXT. CAP. 1/4" AIR SPACE & 9/16" LAMI (H8 -FSB W/ SOP OR SVS) !°•" ` °' • ••• •4 • ••• • IAMI LG. TABLE 5 • • • a tomo rEm NowovI54w d DPAND ANCHURAG& -A- 4a%J1s/91 NO CHANGE THIS SHEET • • •• ~fp aft a w • • • • 4 • •,laGT11 11 ALUM. SLIDING GLASS DOOR IMPACT MC tU�T7 A •• ovaNDANC}lt)pAflETABle •.11 • r NIX MB • 60.10 rh s,m" aroma N° R. F.IG Max 8/1/07 4PNEW . 7 N'OtCVMS,1490874 • VW* Bete. Sr30780 NTS 8 a 23 810041 B ••• • • • • ••• • • • • • • • • 0 • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DESIGN PRESSURE AND ANCHORAGE - NO REINFORCEMENT PLUS ANCHOR QTY. TABLE 6, 41/2" OR 51/4" SILL (SEE NOTES BELOW FOR OTHER SILLSL CLUSTER PER PANEL All Lami GLASS TYPES: >HEAD & >JAMB ANCHOR or Lami LG. wl PVB Interlayer 6, 6,11,12, 17, 18, 23, 24, 29, 30, 36, 36 SILL (H&S) INTERLOCK & STRAIGHT & CORNER ASTRAGAL QTY. >P -HOOK ANCHOR QTY. (SEE DETAIL stir. DOOR HEIGHT 80" (68) 84" (70)eUU(16) 98" (80) NOM. PANEL WIDTH FRAME SIDE I N a 3 ,y I .- N '01 U N .- ZII l .- Qg 5 DESIGN PRESS. +8E-85 +espes +6515 +55l86 24 (20) H&S C4+1 'C4+1 04+1 ' 04+1 04+1 C4+1 04+1 C4+1 04+1 C4+1 04+1 C4+1 JAMB 8 8 8 8 8 8 9 9 9 9 9 9 P -HOOK 4 4 4 4 4 4 6 6 5 6 8 6 DESIGN PRESS. +86/-65 +66/46 + 'x-95 30° (26) H&S C4+1 C4+1 C4+1 C4+1 04+1 C4+1 04+1 04+1 C4+1 C4+1 04+1 C4+1 JAMB 8 8 8 8 8 8 9 9 9 9 0 9 P -HOOK 4 4 4 4 4 4 8 6 5 6 5 6 DESIGN PRESS. +85/-88 - +851.66 +661.85 +881.58 35" (30) H&S 04+1 C4+1 04+1 04+1 04+1 04+1 64+1 C4+1 C4+1 04+1 04+1 04+1 JAMB 8 8 8 8 8 8 9 9 1 9 9 9 6 P -HOOK 4 4 4 4 4 4 6 6 6 6 5 6 DESIGN PRE88. +85/45+86/-85 + +561-86 42" (38) 1385 04+1 04+1 04+2 04+1 04+f C4+2 C4+1 04+1 C4+2 04+1 04+1 04+2 JAME 8 8 8 8 8 8 9 9 9 1 9 9 9 P -HOOK 4 4 4 4 4 6 6 6 6 5 5 8 DESIGN PRESS. +85/-85 +86/-95 +861+85/-85 45" (40) HAS C4+1 C4+1 C4+2 04+1 04+1 C4+2 C4+1 C4+1 C4+2 04+1 04+1 04+2 JAMB 9 8 8 9 8 8 10 9 9 10 9 9 P -KOOK 4 4 6 4 4 5 6 8 5 6 6 8 1. POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 41/2" OR 81/4° SILL. 2. WHEN USING THE 2 3/4" SILL, POSITIVE DP 18 60 PSF MAX. AND WITH THE 31/2° SILL, POSITIVE PRESSURES 1873.3 PSF MAX. (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 8A. 3.2 3/4", 31/2", 4 1/2" AND 61/4" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1 618" SILL I8 NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 8 MAY BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUI-DING CODE (SEE ADJACENT DIAGRAM); THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4. ANCHOR TYPES: 1.114" ELCO ULTRACON (FORMERLY TAPCON) 2.1/4° ELCO 884 CRETE -FLEX 3.912 STEEL SCREW (05) 5. SEE SHEETS 10 THOUGH 13 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION. 8. GLASS TYPE KEYS: (SEE NOTE 1, SHEET 1 FOR COMPLETE DESCRIPTIONS) 6,6 - 7/18° LAMI (W -HS W/ DBPVB OR SSPVB) • • • • • • • • • • • • 11,12 - 9/18" LAMI (AN_-ila W/ DBPVB OR SSPVB) • • • • • • • • • 17,16.1 1/16" LAMI I.G. 3118" T EXT. CAP, 3/8" AIR SPACE & 7/4S LAMI (41-di4/ DBPt3 23,24 -1 1/18° LAMI I.G. 3/16° T EXT. CAP, 5/16" AIR SPACE & 7JI6M.AMi ( Wl pB 29,30.1 1/16° LAMI 1.G. 1/4° T EXT. CAP, 6/18° AIR SPACE & 7/T61 LAN)I {�HS1UQ/ PBM/8 OR $$P9135 35.36 -11/15" LAMI LG. 1/4° T EXT. CAP,114" AIR SPACE & 9/16° LAMI ( j -J W/ DBPVB OR SSPVB) erenee new ROO B clarnEtic FX 10N3/11 tem. tuero7 � l07 NO CHANGE THIS SHEET aha' OP ANDANCHOSAIE TABLE • ••• • • • • • •• cuckoo, bike ••• ••• umws 1101021 019,111. eeff •w.am415ss • NOWA& Se274 TABLE 6A. SILL HT. VS POS. DP SILL HEIGHT POS. DESIGN PRESSURE 1 6/8" NIA 2 3/4° +50.0 PSF 3 1/2" +763 PSF 4 1/2" +100.0 PSF 6 1/4" +105.0 PSF SEE NOTES 14 OH LENGTH 011 HEIGHT L OVERHANG OH LENGTH 0H HEIGHT EQUAL TO 1 OR GREATER SEE NOTE 3 OP AND ANCHORAGE, LAM! & LAM! LG. TABLE 6 ALUM. SLIDING GLASS DOOR, IMPACT toessakde X750 NTS 9 a23 mmiamae. 8100-11 fter B •amrpl $ Ibtwtl! I"1si4 r 11•1414 Cade No 2-0 'Of CYJr/ Data P.E.N68700 ••• • • • • • • • • • •• • ••• • • • • • ••• • • ••• ••• • • • • • • • • • • • • • •• •• HVHZ ANCHORAGE REQUIREMENTS NOTES: 1. APPROVED ANCHOR TYPES: 1)1/4" ELCO ULTRACON (FORMERLY TAPCON) 2)1/4" ELCO SS4 CRETE -FLEX 3) #12 STEEL SCREW (G6) 2. ANCHOR LOCATION SPACING FOR ANCHOR QUANTITIES SPECIFIED IN TABLES 1.8, SHTS. 4-9: HEAD & SILL 6° MAX. FROM FRAME CORNERS. USE SPECIFIED CLUSTER FROM APPROPRIATE TABLES, SHTS. 4-9 AT EACH INTERLOCK AND STRAIGHT AND CORNER ASTRAGAL LOCATION. PLUS SPECIFIED QUANTITY OF ADDITIONAL ANCHORS PER PANEL (THE 6" FROM CORNER ANCHORS CAN BE INCLUDED). ADDITIONAL ANCHORS 24" MAX. ON CENTER. SEE EXAMPLE ANCHORAGE PLANS BELOW AND EXAMPLE CLUSTERS ON SHT. 11. JAMBS & P -HOOKS... 711116" MAX. FROM BOTTOM AND 24 1/2° MAX. O.C. UTILIZING ANCHOR QUANTITIES FROM APPROPRIATE TABLES, SHTS. 4-9. SEE P -HOOK ANCHOR DETAILS ON SHEET 13. ANCHORS PER PANEL" ARE THOSE 8° MAX INTERLOCK rrr+++ ��� ASTRAGAL _ .. 8" MAX- AT THE HEAD AND 8111 BETWEEN ^ — " CENTERLINE j( SEE CLUSTER DET., SHT, 11 -"" CENTERLINE . CLUSTERS OR THOSE BETWEEN A CLUSTER ANDA FRAME JAMB OR t o 0 0 0 I P -HOOK. ° ° 0 t O� 444 • f I® I EXAMPLE OXX ANCHORAGE PLAN: 06+2 HEAD & BILI- ANCHORAGE (3 PANEL. 2 -TRACK EXAMPLE SHOWN) = (20) ANCHORS TOTAL (3) PANEL, 48" x 96" DOOR FROM TABLE 4, SHT. 7, #12 WOOD SCREWS IN WOOD SUBSTRATE IT 8° MAX. 24" MAX. o.c. .o 0 l 0 D J • 24" MAX. O.C. SEE CLUSTER DETAILS, SHT. 11 (1) P -HOOK ANCHORS FIRST ANCHOR AT BOTTOM TO BE PERPENDICULAR TO GLASS. ANCHORS THEREAFTER ALTERNATE PERPENDICULAR AND PARALLEL TO GLASS. SEE SHEET 13, P -HOOK INSTALLATION DETAIL. L 711116° MAX. I x % i x x % •% x x 711/18+" MAX. MAX . TYP. % % %%24" MAX. O.C. I L _ 90° CORNER ® EXAMPLE OX XO CORNER ANCHORAGE PLAN: (4) PANEL, 48" x 96" DOOR FROM TABLE 4, SHT. 7, #12 WOOD SCREWS IN WOOD SUBSTRATE 05+2 & CORNERS = (27) ANCHORS TOTAL AT HEAD AND AT SILL 4 C6 2 cs 2 05 4 x % % i 1 711/18" MAX. f 1 241/2" MAX. O.0 i t % % % 7 11/16" MAX.. i� 241/2" MAXx -- O.C. % x % 1 (10) JAMB ANCHORS INTERIOR INTERLOCK CENTERLINE —, f MIN. CLUSTER, TYP. 3 r— 6" MAX. • • O • • rif • • 0,11 • • i" p • • • • ..• • • • 0 SEE CLUSTER DETAILS, 8H7.11 • • • • • • •?• ._•'� r •-r• • .1 t 24" MAX. O.C. INTERIOR EXTERIOR 1 PEON= MEWED mla 3/0113o imam* Cade AsossexNo ��*0 PRODUCTRBV!$SD as awn** O� with the Medina Acceptance No l" IZ Date ip/y awiterr • ••• 10/13/11 Xmas Ilx Fk Otte 113307 Dew 8/1/03 lxxisisice 8 A QOmb00F .Ll N0 CHANGE 7108 SHEET • • • • • MOM AND ANCNORTABLW ro8Hf9.+8REVBIAAIPL: •1 bei ••• • XJ3107 1 78 MI • O ANCHORAGE SPACING & EXAMPLE PLANS ALUM. SLIDING GLASS DOOR, IMPACT TxfoxItIataf 8QD780 Naze 10 m 23 DxxXIMe. 8100-11 Rai B ••• • • • • • • • • • •• • ••• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • r IMT. L ASTRAGAL IMT, BTFL f r-4—INTERLOCK r.—INTERLOCK CENTERLINE 1 I CENTERLINE 3.313 e y 3.313 1 2.5291 2 -TRACK. ASTRAGAL / INTERLOCK 4 ANCHOR CLUSTER IMT. 2.529 r L 4.184 4.184 2 -TRACK, ASTRAGAL / INTERLOCK $ ANCHOR CLUSTER 3.313 2 -TRACK. OUTSIDE CORNER ® 8ANCHOR CLUSTER, I' i'I' pi l'I'J 2 TRACK. IN81DE CORNER ® 8 ANCHOR CLUSTER i 3.313 2.529 3.313 3 -TRACK. OUTSIDE CORNER ®10 ANCHOR CLUSTER rATTRAtaAMTC INTERLOCK CENTERLINE l�1BiR ERLblr OCK i SITERLOCK CENTERLINE I 0 0 5.058 t J J L___ 3 -TRACK, ASTRAGAL / INTERLOCK 4 ANCHOR CLUSTER INT. 1.058 3.313 1 IKSTRAWOW INTERLOCK -wry CENTERUNE I 4.184 4 -TRACK, ASTRAGAL / INTERLOCK A 4 ANCHOR CLUSTER 1 INT. 4.164 4 -(RACK, ASTRAGAL 1 INTERLOCK A 6 ANC OR CLUSTER P8®9LICT> incoadidaddiditieHall• •[ Ode Medi rte No /Z -O / 05, 41111.111, EXT. •• •••,.• • M I1g do • e•.•: • • • J1 blbe llb� tit .I • • • • •i • • • : . • • 323 �_____ -ti • • • • • 3 -TRACK, INSIDE CORNER 4 -Tl CI!OnIUE CORNER ® 10 ANCHOR CLUSTER ® 10 ANCHOR CLUSTER 4•TRACK, INSIDE CORNER ® 8 ANCHOR CLUSTER did RI nm� yrs • •• •• 10/13111 NO CHANGE MN SHEET waeeyt at& 104013, NWBNEB7. FX valor A :.1.4.7y7A0N _ FK 511107 ANDOORATM '•• • ••• ••• • 1tralloW4r0FuWE • NQ OM14 FFS842T444 ••• • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• • ••• • • • ••• • ANCHORAGE, EXAMPLE CLUSTERS ALUM. SLIDING GLASS DOOR, IMPACT Seefoabfele& Beer 8013780 __. I NTS m•n' 11 d 23 maiwat 8100-11 8 01111111,,, ``\ry‘y \yNN 1.41./!•411/„ - Qo54C E oH11 A. LYNNyM1III..W. .E. P.E.Ii 69708 1° MIN. E.D. TYP. 114" MAX. SHIM SEE 217/32" • .C. 1° MIK E.D. TYP. 3/8" MIN. 1!4° MAX. SHIM 2x WOOD BUCK TYP., SEE NOTE 3 217/32° O,C, WOOD ANCHOR TYP., SEE NOTE 2 DETAIL AA, 2 -TRACK FRAME HEAD DETAIL AB, 3 -TRACK FRAME HEAD WOOD. INSTALLATION WOOD INSTALLATION � F11T In 318° MIN. WOOD ANCHOR TYP., SEE NOTE 2 SEE NOTE 6 3/8° MIN. - 1/4" MAX SHIM 21/2° MIN. E.D. TYP. SEE NOTE 1 114" MAX. SHIM 217/32° O.C. TYP. CONCRETE ANCHOR TYP., SEE NOTE 1 DETAIL AC. 2 -TRACK FRAME HEAD DETAIL AD, 3 -TRACK RAME HEAD CONCRETE INSTALLATION CONCRETE INSTALLATION ® CONCRETE ANCHOR TYP., SEE NOTE 1 CENTER ANCHOR STAGGERED ON 3 -TRACK TYP. SEE NOTE 8 217/32° O.C., TYP. SEENOTE. afv11•2111• EstiiJ��_�_NfnY�l�l�i!lir.� 1° MINI 217/32° O.C., TYP. 217132° O.C., TYP. E.D., I-.— E.D., TYP. TYP. DETAIL AE, 2 -TRACK FRAME SILL DETAIL AF, 3 -TRACK FRAME SILL WOOD INSTALLATION WOOD INSTALLATION SEE NOTE 8 — WOODANCHORTYP„ SEE NOTE 2 1318" MIN. 217/32° O.C., TYP. I 1 1m DETAIL AJ, 4 -TRACK FRAME SILL WOOD INSTALLATION 1° E.O., TYP. SEE NOTE 6 • 21/2"-N.ED. TYP. t1 1 DETAIL AG, 2 -TRACK FRAME SILL CONCRETE INSTALLATION SEE NOTE 1 CONCRETE ANCHOR TYP., SEE NOTE 1 217/32° O.C.. TYP. 21/2" MIN: E.D. TYP. 1�— pETAIL AH, 3 -TRACK FRAME SILL CONCRETE INSTALLATION OTE 1 '2 112" MIN. E.D. TYP. DETAIL AK, 4 -TRACK FRAME SILL CONCRETE INSTALLATION A NOTES PERTAINING TO ANCHORAGE DETAILS ON MTS. 12-13: 1. FOR CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO 1/4° ULTRACON (FORMERLY TAPCON) - MIN. 1 3/5" EMBED. OR 114" ELCO S34 CRETE -FLEX -13/4" MIN. EMBED. 2. FOR WOOD APPLICATIONS USE 612 STEEL SCREWS (05). 1/4° ELCO 884 CRETE -FLEX MAY BE USED INSTEAD OF #12 SCREWS. 3. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1 1/2° THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT 18 INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 112" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS ORAS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 4. FOR ATTACHMENT TO ALUMINUM: THE ALUMINUM SHALL BEA MINIMUM STRENGTH OF 8483-T3 AND A MINIMUM OF 1/8° THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OFA SIZE TO PROVIDE FULL SUPPORT TO THE DOOR FRAME SIMILAR TO THAT SHOWN IN THE DETAILS USING 2x WOOD BUCKS. THE ANCHORS USING ANCHORAGE BE 012 SHEETQUIREMENTS SHOWN IN TABLES 1-8AL SCREWS WITH FUU. THREAD �,•SHTS 4-9,11CH1D� UNL 1T•164ESE CRITERIA ARE ACCEPTABLE. MET, THE FULL DESIGN PRESSURES 6. IF SILL I8 TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NO8 AEQUTRED• IF O IRIMK, NON-METALLIC GROUT, 3400 PSI MIN., (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF TTIRS1LL18 NOT 'Row TO 911E SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD, 34# FELT PAPER OR MASTIC IS REQUIRED HE %ROUT AD 0D SUBSTRATE, ORAS APPROVED BY THE AUTHORITY HAVING JURISDICTION. PRODUCT WOWED es empty* witit 6•14•46, !Weft Cade Accepteste No Z-0 /6'159 rate 10/19191 ftwdslom 8 NO CHANGE 7788 SHEET • ••• . s • tuntittp t<�L Alum* •, 91/8107 88th? A W°•,dN •• ADD4.7RACRFRAMEBgLRETAfLa. RETAIN/0 OM szs» C•• • • • x+vrow7 oro• •i 1 NO.OIYVRNE evSOMts. Friers 434,9131174. ANCHORAGE DETAILS ALUM. SLIDING GLASS DOOR, IMPACT BMW NTS` 2 b 23 810041 PRODUCT REVISIT° ascomptytng with the Merida Building Coda Atxop1oncoNo °- (6°12. .1tuuffu, ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • • •• • 1 3/8° MIN. 1l4° MAX. SHIM —P -I WOOD ANCHOR TYP., SEE NOTE 2, SHT. 12 1 3/8° MIN. 1/4° MAX. SHIM —� I WOOD ANCHOR TYP., SEE NOTE 2, SHT. 12 2x WOOD BUCK TYP., SEE NOTE 3, SHT. 92 DETAIL AM. 2 -TRACK FRAME JAMB WOOD INSTALLATION 1/4" MAX. SHIM CONCRETE ANCHOR TYP., SEE NOTE 1, SHT, 12 2x WOOD BUCK TYP., SEE NOTE 3, SHT. 12 DETAIL AL, 4 -TRACK FRAME JAMB WOOD INSTALLATION WOOD ANCHOR, SEE NOTE 2, 81iT. 12 ANCHOR QUANTITIES FROM TABLES 1.6, SHTS. 4-9, PERTAIN TO THIS ANCHOR LOCATION 2 1/2° MIN. E.D. s.v. 1/4" MAX. SHIM—►jF+-4s":• r ' .. v CONCRETE ANCHOR TYP., SEE NOTE 1, SHT. 12 1x WOOD BUCK TYP., SEE NOTE 3, SHT. 12 Ns"3.4 KSI MIN. CONC. DETAIL AO, 2-�CK FRAME JAMB ! ^-9. OR 1.6 KSI CMU, TYP. CONCRETE INSTALLATION ELCO 1/4" TAPCON (MIN.1 318" EMBEDMENT) OR ELCO 1/4" 8S4 CRETE -FLEX (MIN. 1314" EMBEDMENT) ELCO 114° TAPCON (MIN. 1 3/8" EMBEDMENT) $ OR ELCO 1/4° 8S4 CRETE -FLEX (MIN. 1 3/4° 2112 EMBEDMENT) MIN. E.O. TYP. 1x WOOD BUCK TYP., SEE NOTE 3, SHT. 12 36/18° TYPICAL JAMB t>STER PETAL Afl. 4 -TRACK FRAME JAMB ® CONCRETE INSTALLATION 2x WOOD BUCK TYP., SEE NOTE 3, SHT. 12 DETAIL AP. 3 -TRACK FRAME JAMB WOOD INSTALLATION WOOD FRAMING 1 3/8" MSN. 1/4° MAX. SHIM —1 CONCRETE ANCHOR TYP., SEE NOTE 1, 8HT.12 18" MIN. O.C. DIAGONAL STAGGERED SPACING. TYP. AU. JAMB DETAILS 2/2" MIN. E.D. 1x WOOD BUCKTYP., SEE NOTE 3, S141. 12 '-;;Y • —• 3.4 K81 MIN. CONC. • . OR 1.8 K81 CMU, TYP DETAIL AQ. 3 -TRACK FRAME JAMB CONCRETE INSTALLATION ELCO 1/4° TAPCON (MIN. 13/8" EMBEDMENT) OR ELCO 1/4° 884 CRETE -FLEX (MIN. 1 3/4° EMBEDMENT) WOO13MCHe• • • • • • tsr�7 _ ---1,_,- 8EE NOTE 2, 8H1 12 • • • • — --- - _ 711/10'%1X. FVM. �q CORNER, 24 i&i AIG• • •• • • • Iii, • O.C. (FIRST ANCHOR) DETA LAR. P -HOOK WOOD INSTALLATION • ••• •••• DETAIL AS. P -HOOK CONCRETE INSTALLATION CONCRETE ANCHOR, SEE NOTE 1, SHT. 12 ANCHOR QUANTITIES FROM TABLES 14, SHT. 44, PERTAIN TO TH18 ANCHOR LOCATION. 11° MAX. FROM CORNER, 24 1/2" MAX O.C. 3.4 K81 MIN. CONC. CONCRETE ANCHOR SEE NOTE 1, SHT. 12 7 11/18" MAX FROM CORNER, 24112" MAX O.C. (FIRST ANCHOR) tumor Rem f FJL LeewFJC ay: Data 1013J11 Oafs 11/8,07 • fit/A7 NevIstraw Raft=B• A o°.trmiy NO CHANGE THIS SHEET • • • . •• ADD4-1 (FRAME✓AMaWEWASSAftI oFDA7EBHT.I A&DBM,MLS- • .. s-•- • • 1070 76N10YOLOG•'ofA'E • NOI IS9, FL Nara • pre QX1* NORMA F 34174 Derrfpriow ANCHORAGE DETAILS ALUM. SLIDING GLASS DOOR, IMPACT _ elako49.03A ea* am* beateets. SEDYI0 NTS 13 r 23 8100-11 B PRODU CT ggwitwithhihCFlorida Bn{Iding Code Acceptance No �,.:.: Er,:, : • mower Conhol L/NNIA9/(���Ct�n�'ii •fc j 00.68706 4- .p'• Nato )K A LciM I.1 tidt, P.E. P.E.500700 ••• • • • • • • • • • • • • • •• •• ••• • • • • • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• DETAILS', SHT. 18- \ DETAIL 'C', SHT. 18 `1 -DETAIL' A, SHT. 16 DETAIL 13', SHT. 18 -I- 191 7/16" 1917/18" MAX. WIDTH NOTES: 1. SEE SHEET 16 FOR INDIVIDUAL PANEL CONFIGURATIONS. MAX. NOMINAL PANEL WIDTH = 60". SHTS. 16-20 FOR ® SECTION DETAILS AND SHTS. 4-13 FOR ANCHORAGE DETAILS. 2. REINFORCEMENT LOCATIONS: REINFORCEMENTS ARE REQUIRED IN THE EXTERIOR INTERLOCKS OF DOORS. SEE SECTION DETAIL C, SHT. 16. 3. DLO WIDTH = NOM. PANEL WIDTH - 7 29132" DLO HEIGHT = DOOR HEIGHT - 3 3/8" DETAIL'., SHT. 16 4. (1) LOCK (ITEMS 164-161) AT EACH LOCKSTILE, LOCKING INTO KEEPER (ITEM 170) AT FRAME JAMB OR ASTRAGAL. DETAIL 'E', SHT. 16 i n i DETAIL'D'. SHT. 18 OXXX (2 TRACK) A I—` PANEL TYPE ,QS, PANEL TYPE 'R' SEE NOTE 4 A SEE NOTE 2 J -DETAIL 'F'. SHT. 18 XX -XX (2 TRACK' OUTSIDE CORNER) j • • DETAIL V. SHT. 19 SEE NOTE 2 DETAIL Q', SHT. 20 SEE NOTE 2 HORIZONTAL SECTION A -A DETAIL'S', SHT. 18 - - DETAIL 'C', SHT. 18 DETAIL '17, SHT. 19 DETAIL 'H', SHT. 19 62 3132" MAX. DLO TYP. DETAIL'J'. SHT. 16 PANEL TYPE PANEL TYPE PANE. TYPE 'M' 1 PANEL TYPE tp 1 108 6/W MAX. DLO TYP. 1 SEE NOTE 2 0.080 •• •••j. 1 DETAIL R!, SHT.16 .8: s • • • • •i ••• •• • It • •• OXXXp (3 TRACK RIGHT POCKET) (J DETAIL' M', SHT. 19 DETAIL 7.', SHT. 19 DETAIL '14', SHT. 19 J DETAIL 'O' SHT.17 XXXX (4 TRACK BY-PASS) PRODUCTRUVISBD av aotnPlYbBWNh the Plottde mmneeNo " o.I.g+ lemodey Data Rer$lam 10113/11 'R.o NO CHANGE 7MsSHEET • ••• • • • Rwades D,re: FJG 4 R5,ffiI ADD EXPAN74100OPM0.070.UD OOORNSRDOORMAIPtE DONdltNME A 4. REVISENOIe APPL1 . , • u'JL, FIG 8/1/07)000617 nets 8•• 4010 THEMIOLATIMIVE NWOMW, 71.81. 078 ROW( 4 VW • • EXAMPLE ELEVATIONS/CONFIGURATIONS ALUM. SLIDING GLASS DOOR, IMPACT • Xi sever • 81013663,300 Dr=e61147. RSV 800780 NTS 14 ..23 I 8100-11 1 B %''. STA O 1 , FLORIOP C9`� A. LYNN t R P.E. P.E.@ 88708 sit ••• • • • • ••• • • • 8 • • • 4 • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PANEL LETTER PANEL LETTER NOTE SINGLE FIXED DOUBLE 1. NOMINAL P rp INTERLOCK �' LOCKSTILE GR 4/► • INTERLOCK LOCKSTILE PANELWIDTH FOR ALL PANEL EQUALS 6O' ®RATIONS INTERK)R FIXED SINGLE R LOCKSTILE INTERLOCK U (BOX OUT) ASTRAGAL LOCKSTILE OUT fff FIXED ASTRAL (BOX OUT) ASTRAGAL OUT LOCKSTILE (J (BOX IN) LOCKSTILE IN T ASTRAGALFIXED /{ SINGLE (BOX IN) IN ( LOCKSTILE /"1 LOCKSTILE INTERLOCK (ALL PANEL TYPES) 0 EXTERIOR Joul) FIXED ASTRAGALSINGLE LOCKSTILE OUT D LOCKSTILE INTERLOCK S ASTRAGAL (BOX IN) LOCKSTILE ,_-iv /,1 V LOCKSTILE'x - INTERLOCK Y LO STILE INTERLOCK LOCKSTILE •ti ASTRAGAL - OUT ASTRAIN GAL YR INTERLOCK LOCKSTILE J LOCKSTILE ASTRAGAL mower •ENeels• „wothe mid* r^ -YAM 7 # . (BOX IN) INTERLOCK ICLE � . 1j7 LOCKSTILE INSINGL CK ASTRAGAL SINGLE (BOX OUT) • INTERLOCK CS , In RECEIVER iso INTERLOCK L SINGLE ASTRAGAL. SINGLEino i ASTRAGALU"° wax own INTERLOCK j OUT S ® ( INTERLOCK ,. RECEIVER LR., (BOX OUTS ASTRAGAL 1N SINGLE OUT • QS ® GLE LCLE4-.INTERLOCKin ;l ASTRAGAL SINGLE SING) E CORNER rnouucrtetvtsan eeaomplyhge withthe Florid* `,� Y� r : )$, px pr , :,,..,._ - rr? r' �y (BOX IN) - al■ en IN INTERLOCK SQ INT ERLOCI( LOCKSTILE C SINGLE A� GAL(BOX ASTRAGALRECEIVER IN) Imo INTERLOCK N , AS 74 INl en RG�K SINGLE BINDLE SINGLE ASTRAGAL, B INTERLOCK INTERLOCK SQ , ` ® ,� It TER.I C r RECEIVER SINGLE SINGLE CORNER SINGLE 1 INT ERLOGK INTERLOCK D' ® LOCKSTILE INTERLOCK C' SINGLE SINGLE p, SINGLE CORNER G 7 INTERLOCKIZ3 `:• IM76RLOCN• ,/'� • •v INTERLOCK LOCKSTILE `���`N,I1LYNMiyl��//i,, 4. .w ��.• JosNs(..`f13* �: •` * / No. 58705 _ % D a f 1N !! �; %�0'•. STATE OF afV� !..,,,x:' AIN.' FLORtiop : (���: """ �tj ', ,,ONA1- �� �((� A LYNN ILHR P.H. P.courros DOUBLE '�Bie i i i FIXED I INTERLOCK • I• ee A • •• • vv � • • • %p� • dig ASTRAGAL ��� L�'��� SINGLE • • FIXED ASTRAGAL K INTERLOCK LOCKSTILE F/1 FC ® LOCK8T0.E RECEIVER %au ase pab7mw • • Imo DANE a, • PANEL TYPES J.J. 4011$111 B NOCHANGETH)S SHEET • • . • Pt 8 • ' me .L •1 aDDPAoa.OPnox8OMITOfACIUMIE amen R°Snor+ei� p X —a. �. ALUM. SLIDING GLASS DOOR, IMPACT **mop RIC 1181417 ase gy/pT A meameu yy PERM TOMAX NAM P • .. xwc • • )010007 ND!(♦NdL8. FG N274 •VLvlb(s 49etGao' ee•aaaarr sato: emao- SOD788 NISI 45 a23 mavaex. 810041 xra 8 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • L • •• •• ••• • • • ••• • • C] EXTERIOR INTERIOR [=> (ALL VERT. SECTIONS) 7085!8° MAX. DLO TYP. DETAIL 'E' PROM= REFIEWia e tbeWaft Cade lLA1• Motown N. dY <Ir[r•* PRODUCT REVISED se complying wish d• Florida Buildlog Code Acceplsno No • •I 5�° • • •• • ••• • • • • • ••• • •• • irlr I 4 DETAIL 'K' C Hatskur ROISOSX W/t8H 1 r.,� m, i•romap Onam F.IG G°7e: "'4ro7 8!1/07 • ••• . . • • • NO CHANGE THIS SHEET CORREOM OGNl70NPMreuse • • • • ADnerra+ee &!1 • • XXX087 • • •• ••• • IWOTEch0OL00VDRIVE • NOKO8E FL 945780 • • P.a gor 1858' • • • Noicohips. FL 84274 • mcg VERTICAL SECTION DETAILS ALUM. SLIDING GLASS DOOR, IMPACT aserIbtaft sc1D760 1/2x able 16 a 23 8100-11 llUllllrlr, `\‘�o! LYNN ,1,/ �.•;CENSE' No. 58705 ' ::;p 'a` srniEOF s�/1ALIet�� A. LYNN MI P.E. PM* 69708 i ••• • • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • • • • • • • • •• •• • • • • G] EXTERIOR INTERIOR (ALL VERT. SECTIONS) .039" RISER 2314" SILL HEIGHT 2.028° RISER 3112° SILL HEIGHT 3.030° RISER 41/2" SILL HEIGHT A DETAIL '0' 1 1 .780° RISER 18r SILL HEIGHT aaanay: Seeker A DETAIL 'P' • • • ..• ••• 9•70TECHNOLOGY LAWS • !YOKONA 8•t78 4 •• •�•X • • NOKOMi0.R48a774 e ftwno ftweew PA u mPJ' new 19111 f 1807 8/1107 Rogkwn A. mWeit JJ, ��ppNO CH�RN3, THIS SHEET p • • • • • AlD/Obse rnnsoew BYO Danima Alim ummumm Ostw XMBOyf07 l2dbb Better 6 1/4" SILL HEIGHT SILL RISERS OPTIONS® VERTICAL SECT. DETAILS & SILL RISERS OPT ALUM. SLIDING GLASS DOOR IMPACT 1/2x aup 17 or 23 8100-11 Rex B PRODUCT MIMED my a mplyiegwll6 the Merida Building Oacto AccePtimo ' • �tI\IIIIIfffy7 `•%C�� LYNN tifQ��/Oi �r' • • ••,� *;• No. 56705 • \O�• '• FCORtOP•••':9a� '' ONA..{ O & LYNN M ,ILLER.`PE. P.E! BB705 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • NOTE: 12° 10.'0' PANEL BRKT. LOCATED AT TOP & BOTTOM OF FIXED PANEL Rewd6F I» DETAIL 'A' (FIXED PANEL) ITEM 148 Nom •t43"$ itme• REINFORCEMiNT11041..Y IN THE I' RIORIBd7EREOCX OF • DETAIL 'C' (REINFORCED) 0' INTERIOR (ALL HORIZ SECTIONS) EXT R goakers • ••• RetetlBo gestalts - J.J. 10/181t1 8 NO CHANGE 7t88SHEET • Rendes oaroi Imdmmer o rm&MB TOMATQFIPAR78UsT.• • F MAW A "JAW • • • • •• FJ( 8/t/07 J.J PRODUCT RRV1$fl oonmilyine_NoFlorida 134018 Coda AooptanaoNo DETAIL 'D' HORIZONTAL SECTION DETAILS Aft ALUM. SLIDING GLASS DOOR, IMPACT 3{196 Bae6a pram O. 800780 1/2x 18 w 28 8100-11 B `�..0",Aos-V LYNN M/4/, �� OGENSF••..Q * No. 56705 .* .�O,q gITA•7 I0 SIO'N'IA�Ii,E A. LYNN MILD P,fi. P.Et88T05 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DETAIL 'G' (FIXED PANEL "0") �a A 12° LG. 'O' PANEL BRKT. LOCATED ATTOP & BOTTOM OF FIXED PANEL. SCREW ITEMS 132 AND 134 LOCATED 1 112° FROM EACH END OF BRACKET INTERIOR (ALL HORIZ SECTIONS) vn pCTERIOR DETAIL 'L' A DETAIL 'N' A • • • • • aem48is Pew to PK brume, Fit Dew Rr6[mee RwAFau 8 Reetrc A 11.Waked By: • • • •• ••• •• • • • •• DETAIL °H' A DETAIL 'M' (NOT REINFORCED) • ••• NO CHANGE 7HISSHEET • CCRIMre!@tsNUMBERs TOOUCH PART Lin ''LOa7AKBLar 4.71?R($17amIL5& UNREIA DEA:LINTE74,1 )00100.7 ••• ••• • • taoarom • •L VW • *PAW 1528 • •N ,M84274 • Via* Better ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • •- • ••• • • HORIZONTAL SECTION DETAILS me, ALUM. SLIDING GLASS DOOR, IMPACT 810780 1/2xtake iteou I 19 e 23 f 8100-11 w° P.E.# 88708 a� DETAIL'Q1 ,,;• •.• •• • • (OUTSIDE CORNER, 2 -TRACK SHOWN) Raid*, .a* itenbdows •. • EXTERIOR DETAIL'R' A (INSIDE CORNER, 2 TRACK SHOWN) MOM iteromiRD dm Medic e.�,,nioy .r, J.J. RBwddye Aft meant, F JG X9/11 Rolfthesc NO CHANGE THIS SHEET • ... • . • • • Mau 11Q9B7 oft 011 /07 •. • • A tom, MOW*9i18W=PAAuot78MtooursD8IDDPR 1ORM1�Ot7 1•• ••• • UP° MOTP,OLOGY ORM IL! HORIZONTAL SECTION DETAILS, CORNERS •NOXOM19 iL 99278 • Mw •• .p. *1� • • ALUM. SUDINQ GLASS DOOR IMPACT WO1COM1i/29404 • mob Bahr BaiuOtaan amar Blom, SOD780 MX 20 « 28 8900-91 B P.2.$88708 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 800780 PANEL. PARTE ITEM DWG 0POT # DESCRIPTION 2 3 4 6 11 12 13 15 18 18 19A 8012 8104 1844 0102 7070 8014A 80130 81038 8106 8136 68012 B/W PANEL STILE 68104 B/W STILE ADAPTER (FIXED AND LOCKING) 616440 66102C BM 67070K WEATHERSTRIP, .270 X.187 WSTP 4PLY GREY INTERLOCK ADAPTER (LEFT AND RIGHT) NEOPRENE BULB WEATHERSTRIP 68014A B/W TOP RAIL 1 SMALL BOTTOM RAIL 88013A BIW TALL BOTTOM RAIL 88103B B/W SNAP RAIL ADAPTER 88105 WW BACKER PLATE 88138 BAN SCREW COVER 7618712LBOLTX 8197 48197N 20 78)04PP7X410 5/16° X2" LAGBOLT, (STAINLESS) LAGBOLT WASHER, NYLON #8X314° PHIL PAN TEK SCREW 410 SS 21 1895 71895K 1 1/2"W X 1"L X 3/4°H FIN SEAL DUST PLUGS 22 710X115PPX SCREW 010X1 112° PHIL PAN SMS 24 26 26 28 32 40 42 44 48 47 48 60 61 52 8153N 8153X 8022 8145 8146 8148 8149 8150 1224 1849 1062 8047 8188 8184 78163N TANDEM NYLON ROLLER ASSEMBLY 78163X 68022 (B/W) 88145 (B/W) 68146 (BAN) 68148 (B/W) TANDEM STAINLESS STEEL ROLLER ASSEMBLY INTERIOR BEAD 7/18 OR 9110 LAMINATED BEAD (OGEE STYLE) 1 1/18 LAMINATED BEAD (OGEE STYLE) 9/16" SQUARE BEAD 88149 (8M/) 1 1/18" 10 SQUARE BEAD 88180 (BAN) 7/18" SQUARE BEAD 8TP247(K) VINYL GLAZING BULB 61643K FOAM FILLED NEOPRENE GLAZING BULB 710521t SETTING BLOCKS 1" X3/4" X1/16", LAMI 78047K SETTING BLOCKS 1" X4" X1/80, 10 78185X GEMINI LOCK W/ LONG TRIM PLATE 78184X GEMINI LOCK W/ POCKET TRIM PLATE 63 54 56 68 69 80 61 82 70 71032XIFPFX 7103239 8188 8176 8111 8110 8112 88168 BAN 48176 W/B 10-32 X 1" LG FLATHEAD SS SCREW W/TYPE °F° TIP 10-32 STEEL ZINC U -NUT DOW 889, 885 OR INSTANTGLAZE GLAZING SILICONE INTERLOCK TRIM COVER CORNER ASTRAGAL SEALS 88111 B/W CORNER RECEIVER ASTRAGAL 88110 BAN CORNER LOCK ASTRAGAL 68112 CORNER BACKER PLATE GLASS, 7/16 LAMB - OPTIONS 1,2,3,4,5 & 6 71 GLASS, 9/18 LAM1-OPTIONS 7,8,8,10,11 & 12 72 73 GLASS, 1 1/18 LAMI I.G. W/ 3/10 CAP & 7/16 LAMI - OPTIONS 13-18 GLASS, 1 1/18 LAMI LG. W/ 3/16 CAP & 9/18 LAMI - OPTIONS 19-24 74 GLASS, 1 1/16 LAM) I.G. W/ 1/4 CAP & 7/18 LAMI - OPTIONS 26-30 76 GLASS, 1 1/16 LAMI LO W/ 1/4 CAP & 9/18 LAMI - OPTIONS 31-38 S00780 DOOR FRAME PARTS ITEMDWG 0POT # DESCRIPTION 100 8132 68132W,B 4 TRACK .IAMB 101 8133 88133W,B 102 8134 88134W B 3 TRACK JAMB • • • • • • • • 2TRACK JAMB • 103 104 105 100 107 ftandex 8135 8105 8109 8120 8116 68135W,B 68108 BIW 2 TRACK JAMB W/ SCREEN TIIt4CK ••— P -HOOK • 68108 BAN 68120A P -HOOK MOUNT •• •e• •• • 4TSILL ASSEMBLY 88116A Aptsbrox 3T SILL J.J. Rolualep 90N3H9 Mos OO&07 61/07 5�" NO CHANGE THIS SHEET • • ADnatwCt PRAIA COMER SORES:OCKBECo�Cr "1� ^ a top A MAITYPill w 4nvasgraaa ,ML • ••• • • • 10026/07 • 800780 DOOR FRAME PARTS CONTINUED 171 8187 78187X •• ••• • • itztrigt Ifit;11: • •• AAA* ten • •NOROMS. FL 34274 • V(Pfjly OBtmer DARY ACTUATOR KIT SECONDARY ACTUATOR KIT LH. BLACK SECONDARY ACTUATOR KIT LH. SATIN WHITE SECONDARY ACTUATOR KIT LH. SATIN NICKEL PVD SECONDARY ACTUATOR KITLH. BRASS PVD 1" KEEPER 314" KEEPER PARTS LIST PRODUCTREVISBI) as oomplyeg wilh dm Florida Bufldiag Code Aowplm se No >•w ALUM. SLIDING GLASS DOOR, IMPACT &Matey 8� 6A•° Amfyf. COM7O NTS 21 a 23 8100-11 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • INTERLOCK TRIM COVER (58 MAT'L:6083-76 DWG NO. 8158 • '1 FRAME S COVER (18) MATL-76 DWG NO 8136 .857 .782 .046 .850 7/18° OG BEAD (28) MAIL: 6083-75 DWG NO. 8023A .082 4.409 SILL RISER - 61/4° (118) MAIL: 6083-T8 DWG NO. 8182 Rertdaric .713 1016" OG BEAD ®(30) MATL:6003-T5 DWG NO. 8145 01 3.830 .062 +— .713 •• • SILL R SER -41/31 (118) MAIL: 8083-T'f5� • • DWG NO. 8137 .045 138 7 SILL MQUNTINO STRIP (120) MAIL:6083-T8 DWG NO. 8183 v .912 860 .040 .912 .965 .442 INTERIOR BEAD (28) MAIL: 6083-T6 DWG N0.8022 290 11/16' 10 00 BEAD ®(32) MAT'L:6083-T6 DWG NO. sue 2.828 .082 .713 8116" 8Q BEAD (40) MATL:8083-T6 DWG NO. 8148 ••1 L+'(L`JJI'I 1.878 U •O • • •• c • • • • • • • •i $LL •3••20• •• SILL RISER-23/4" T� MAT'L 6003-76 • •(a1 813$ i • • A118) DWG NO. 8138 .713 11118°IGSOBEAD (42) MAT'L:6083.75 DWG NO. 8149 .082 .780 SILL RISER -16/8" (115' MATS.: 606346 DWG NO. 8140 .713 • ••• 4 em•rey. F.2f Orel 10113111 n3 51107 Amalgam amrerem A ChlaktdES .L.6 140 CHANGE 11418 SHEET • • • • • •• • a 7/BM63$O 3R 404118 6 aOT11EMNIMMORO•OMA7 MON ••• • •• ••• • 1170 150145101.007 psis • 1405005e FL Sam • • • • 4 •P.O.1BII8 • • IMOD* FL 34214 • VA1b;y Better EXTRUSIONS ALUM. SUDING GLASS DOOR, IMPACT Ms*, 1/2x 22 a 23 8100-11 BOMBS gest 6 OOOOOOOOOO * / No. 58705 • * _ to 14/11mow, � � '• STA OR A. LYNN MILLER. P.E. 5.5 -11 88708 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ,Lh"'- 4.741 I 2.000 I PANEL STII F (1) MATL:6083-T8 DWG NO. 8012 1 1.947_1-•-- 1.081 .076 LOCKSTILE ADAPTER DOUBLE INTERLOCK (2) MAT*L: 8083-T8 (14) MAT'L: 8083-T6 DWG NO. 8104 DWG NO. 8101 2026 • 8.002 1.038 2.701 .100 TALL BOTTOM RAIL - 9" (42) MATL:5063.T8 DWG NO. 80138 2.380 �+ -► 2.380 .101 .125 1.793 CKER P ATE (13) MAT'L: 8083-T8 DWG NO. 8105 ASTRAGAL (28) MAT'L: 608348 DWG NO. 8107 L P -HOOK MOUNT 1.000 ® (108) MAT'L:8083-T8 1` DWG NO. 8109 .693 2.099 .128 .241 MID SILL 00 R CORNER BACK-UP PLATE (108) MAT'L: 6083-78 DWG NO. 8115 1.793 INTERLOCK ADAPTER (4) MA L• 808346 DWG NO. 8102 .090 --►�+- � .420 x.442 -r-t P -HOOK (104) MAIL: 6083-78 DWG NO. 8108 1.495 (62) MAN.: 608346 DWG Nd. 8112 8.794 2 -TRACK SILL (108) MATL: 6083-T8 DWG NO. 8118 Root* Vete Reams 8.800 .110 7.205 .094 .312 �I-+-- • 5.188 1.938 TOP/BOTTOM RAIL -4 1 t2' (11) MAIL 6083-76 DWG NO. 8044A 1.172 1.938 I-4 IS (_ 1.848 .078 SNAP RAIL ADA "O" PANEL BRACKET (133-T8 1 NATI.: 8083 -TV WG NO. 8103A (1 a3) DWG NO 8188 .374 1.801 3.083 0•lf INTERLOCK REINFORCEMENT (148) MAT'L: N0.61058192iT8 DWG CORNER LOCK ASTRAGAL (81) DWG NO. 8110 MA71.: 8083-T8 MX ~.080 1.498 r CORNER RECEIVER ASTRAGAL MAIL 608348 (60) DWG NO.8111 2.781 •• ••• 1.818 • .082 • • •• 1 EXT SILL COVER whconol ®(121) WO NO 81 9 0 004 H41904 iblft4e J.J. 10/13111 8 NO CHANGE TH18SHEET • • • Meant a ams Mgt=• ••• • K 1118707 4 88 4� 9V0. fUD 900.111 4•TF> SUM F14 ••• • 0/1107 t L X)0200? Oats Paan 2 -TRACK JAMB (102) MAT'L: 6083 T8 DWG NO. 8134 4 -TRACK JAMB (100) DWG NO. 8 3® - .140 11.144 4 -TRACK SINGLE HEAD MATT.: 608346 (111) DWG NO. 8121A � e070`dm10. ll D t31�4 Diff �_'8zi� g t - 926r 11.883 4 -TRACK SILL ASSEMBLY MAT'L:8003-78 (106) DWG NO. 8120 116 SIS A r tTa a 9.323 !J �3-TRACK 1� (107) MAT'L:6083. DWG NO. 8116 • • • •• • •`''' • • 1.405 • • • • • L • err • • • • 7-k 6.088 -. 1 • •INT -EXT 811.4 COVE** • • r 2 -TRACK SINGLE HEAD (110) MATL: 6083-78 DWG NO 8117 (113) WG NO. 8127A 1. .080 n � 7 H fl .443 2- SINGLE HEAD W/ SCREEN (120) iATL:8083-T8 DWG NO. 8128A - .090 L 1.405 EXTRUSIONS rl - 8.816 -- -" 3-TRACKSINGLE HEAD (112) MAT9.:6083-T6 DWG NO. 8124A ALUM. SLIDING GLASS DOOR,IMPACT essloAtorkt soar ! 800780 1/4x eiretb 23 .' 23 8100-11 2 -TRACK JAMB W/ SCREEN (103) MAT'L:6083-T6 DWG NO. 8135 880DUCITIOILSRD as lyls. with ids Florida u Building MAO Aaaeptsns0 0: - ♦ .S•lo2for• �.tutnl!!r. 414(;/// ' No. 58705 0 •• STAT OF ' • �(/ A. LYNNM P.& P.F.N 88708 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• 0 • Village of Miami Shores Building & Zoning Department 10050 NE 2nd Avenue Miami Shores, FL 33138 NOTICE TO VILLAGE OF MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I, (We) have been retained by Mr. Alluard to perform special inspector services under the Florida Building Code 2010 at the Addition & Interior Remodeling project on the below listed structures as of 6-26-2015 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: RC5-15-1077 Address: 1050 NE 105 ST, MIAMI SHORES FL 33138 ❑ SPECIAL ❑ SPECIAL ✓❑ SPECIAL ❑ SPECIAL ❑✓ SPECIAL ❑ SPECIAL ❑ SPECIAL ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20) INSPECTOR FOR TRUSSES OVER 35FT LONG OR 6FT HIGH 2319.17.2.4.2 INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (4408.5.2) INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 (R4404.4.3.1 INSPECTOR FOR PRECAST UNITS & ATTACHMENTS FBC 1927.12 INSPECTOR FOR LIGHTWEIGHT INSULATING CONCRETE FBC 1917.2 INSPECTOR FOR • • • • • •• • Note: Only the marked boxes apply. • The following individual(s) employed by this firm or me are authorized representatives to l!t rf �r'm'ins•pecti•on • •• 1. Nicolas Femandez, B.S. 2. Abilio Martin, B.S. ••••• • • •••• • • •••• •• • • • • ••• • 3. 4. • • •• •• • • *Special Inspectors utilizing authorized representatives shall insure the authorized representative is quaIi Li br: • education or licensure to perform the duties assigned by the Special Inspector. The qualifications, glall inciude licensure as a professional engineer or architect; graduation from an engineering education pl'dttgrafi in civl{'or:•: structural engineering; graduation from an architectural education program; successful completion of the WAS" " Fundamentals Examination; or registration as building inspector or general contractor. I, (we) will notify Miami -Dade County Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami -Dade County Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The County building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, beli folt[bpiofional judgment those portions of the project outlined above meet the intent of the Florida Bu;•`" a IAreitq ibstantial accordance with the approved plans. S. •• •""' 0Antonio Canelas ��••�\G E NS ' .�-� �,. Engineer /Architect Name: Signed anc:Sete0. 74099 : DatC 6-7_&4415 Phone: (305) 261-0321 -• STATE lir : j Address: 7815 SW 24th ST, STE 111, MIAMI FL 33155 'WS \ O 117 DEPARTMENT OF REGULATORY AND BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive North Venice, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "PW 701/ 720/ 820" Aluminum Fixed Window - L.M.I. APPROVAL DOCUMENT: Drawing No. MD -720420, titled "Series Fixed Window Installation Guidelines", sheets 01 through 10 of 10, dated 07/14/03 with the latest revision dated 07/01/13, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami --Dade County Product Control Section Renewal stamp with the Notice of Acceptance number and Expiration date by the Miami - Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. REVISION of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or inanufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for i Iliedftdn it ahs Job lite at tile request of the Building Official. This NOA revises and renews NOA•Aio. 14;1411)35 5 nHoi silts of this page 1 and evidence pages E -I and E-2, as well as approval document tneittionect above. • • • • • The submitted documentation was reviewed by Jaime D. Gascon, P. E. SOUR S (RER) BY CEIVED MAY 06 2015 MIAMI—DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION 11805 SAY 26 Street, Room 208 T (786) 315-2590 F (786) 315-2599 www,miamidade.gov/economx • ••• • • •• • • •• • • • • •••• • • •• • • •• •• • •• • •• • . • • ••• • • • • • • • • • • • • •• •• ••• • • • • ••• • • • ••• • • • • • • • • ••• •••• • • •• • • • • ••• • • • • • • • • • • •• •• NOA No. 13-0502.03 Expiration Date: February 19, 2019 Approval Date: July18, 2013 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. MD -720-820, titled "Series Fixed Window Installation Guidelines", sheets 01 through 10 of 10, dated 07/14/03 with the latest revision dated 07/01/13, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of aluminum fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-7212, dated 03/21/13, signed and sealed by Marlin D. Brinson, P. E. 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of aluminum fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-3835 and FTL-3850, dated 07/18 and 31/03, all signed and sealed by Joseph C. Chan, P. E. (Submitted under previous NOA No. 03-1105.01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complyin :,with FBC 2010, prepared by manufacture, dated 04/29/13, signed and sealed by �thony. L. Miller._ P. E. 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). .. ... . . . .. .. • . • . • . .. ... .. . . . .. • ..• .. .. ........ • . .... • .. . . .. •. •• • .. . • • • • ... • .. . ... . ... . • . E.- S.. . . • . • • • • • . • . . . . . • • • . • ..• .. . • . ..•• ..• • . • •.. • . Jaime D. Gasco , P. E. Product Control Section Supervisor NOA No. 13-0502.03 Expiration Date: February 19, 2019 Approval Date: July18, 2013 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 13-0129.27 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 04/11/13, expiring on 12/11/16. 2. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont SentryGIas® Interlayer" dated 08/25/11, expiring on 01/14/17. 3. TREMCO Part No. TR -14271E EPDM exterior glazing gasket complying with the following: a) ASTM C864 Specification for Dense Elastomeric Compression Seal Gaskets, Setting Blocks, and Spacers with Option II exceptions. b) ASTM D412 Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers Tension of 1600 PSI. c) ASTM D395B Test Methods for Rubber Property—Compression Set for 22 HRS 158°F. d) ASTM D 624 Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers of 143 lb/ in. F. STATEMENTS 1. Statement letter of conformance, complying with FBC 2010, issued by manufacture, dated 04/29/13, signed and sealed by Anthony Lynn Miller, P. E. 2. Statement letter of no financial interest, issued by manufacture, dated 04/29/13, signed and sealed by Anthony Lynn Miller, P.E. 3. Laboratory compliance letter for Test Report No. FTL-7212, dated 03/21/13, signed and sealed by Marlin D. Brinson, P. E. 4. Proposal issued by Product Control, dated 07/26/12, signed by Jaime D. Gascon, P. E. 5. Laboratory compliance letter for Test Reports No.'s FTL-3835 and FTL-3850, dated 07/18 and 31/03, all signed and sealed by Joseph C. Chan, P. E. (Submitted wader previous NOA No. 03-1105.01) G. OTHERS 1. Notice of Acceptance No. 11-1110.15, issued to PGT Industries for their Series "PW- 701 PW701 Aluminum Fixed Window -- L.M.I." approved on 02/02/12 and expiring on 02/19/14. • • • • • • • . .. .. . • • • • • • • . .. •.• .. • .•.• • ... . . •• . . • •• . .• . • • •• • • • • • .. . NOA No. 13-0502.03 . .. . . .• .. . . . •. . . . . • . • • • • • • • • • • • Expiration Date: February 19, 2019 Approval Date: July18, 2013 Jaime D. Gascon,P^F. ...• • . • . •• • • •. • .•• • • GENERAL NOTES: SERIES 720/820 IMPACT -RESISTANT FIXED WINDOW 1) THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 2) SHUTTERS ARE NOT REQUIRED WHEN USED IN WIND-BORNE DEBRIS REGIONS. FOR INSULATED GLASS INSTALLATIONS ABOVE 30' IN THE HVHZ, THE OUTBOARD UTE (CAP) MUST TEMPERED. 3) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED MASONRY ANCHORS. MATERIALS USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE. ASTM C90 CONCRETE MASONRY UNITS AND CONCRETE WITH MIN. KSI PER ANCHOR TYPE. 4)ALL WOOD BUCKS LESS THAN 1-1/2" THICK ARE TO BE CONSIDERED 1X INSTALLATIONS. IX WOOD BUCKS ARE OPTIONAL IF UNIT 19 INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1.112" THICK OR GREATER. IX AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION 1S THE RESPONSIBILITY OF TM)ENGINEER, (EOR) OR •ARCHITECiT OF RECtI :A0)P . .. .6'1� EMBEDMENT TO MATER} 4I. f4ALL BEYOND ALL DREs349lf� CCO. USE OF •S11.11R NE1TT EMBEDMSiJT. JOINISEALANT j4 USED ON ALL FOUR CORNERS OF THE FRAME. MOSTAILLATIRN ANCHORS SHOULD BE SEALED. OVERALL NG1fLASHIND STRATEGY FOR WATER RESISTANCE OF •I 't10N SHAD. BFARE.BYOTHEVAII<D•1828LYOND TIN ME OF THE MOTIONS. •9) W(.1? SHIMS ARO SQUIRED AT EACHrlyta(QR LOCATION WHERE WE PRODUCT IS NOTiLUSH TO RIE • SUBSTRATE. USE SHIM90RPABLE OF TRANSIEIRNG • RFINTE7 0ADS. WOOD BUCKS, BY OTHERS MUST BE • SUFFIC Y ANCHORED TO RESIST LOWSItlYeStO 014 • WV 'AVE WINDQW. • s • • • • 7) IESION PRESSURES:* • • • • X NEGATIVE DESIGN LOADS BASED ON SITRUCTURAIJCYCLE • TEISTAGL88URE, F.RANE ANALYSIS AND Glll8S PER+ASTM 81300-09. • B. POSITIVE DESIGN Lb) USED ON WATER TEST PRESSURE, STRUCTURAL/ CYCLE TEST PRESSURE, FRAME ANALYSIS AND GLASS PER ASTM 01300-09. 8) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. THE 33-1/3% STRESS INCREASE HAS NOT BEEN USED 114 THE DESIGN OF THIS PRODUCT. THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF ANCHORS INTO WOOD. ANCHORS THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE FOR CORROSION RESISTANCE. 9) REFERENCES: TEST REPORTS FTL-3835, 3850 & 7212; ELCO ULTRACON NOA; 01.00 CRETEFLEX NOA; ANSPAF&PA NDS FOR WOOD CONSTRUCTION - (2005) AND ADM ALUMINUM DESIGN MANUAL - (2005). 10) THE 720 SERIES USES A PVB INTERLAYER, THE 820 SERIES USES AN SO INTERLAYER. THE 720 AND 820 SERIES MAY ALSO BE REFERRED AS THE 701 SERIES. A SHEET 12' MAX O.C. 48' TIP -TO -TIP WIDTH + 4r BUCK WIDTH -► 44.1/4' VISIBLE LIGHT WIDTH I �BS ,HETOI II 1B 1 SHEET 8 8' MAX. A SHEET 8 95' BUCK HEIGHT 92- /4' VIS BLE LIGHT HEIGHT C SHEET 7 12' MAX 98' O_ TIP TO TP HEIGHT 1•.— 12* MAX O.C. TYP. FLANGED FRAME ELEVATION (TESTED UNIT) GUIDE TO SHEETS: GENERAL NOTES 1 ELEVATIONS..._._ .... 1 GLAZING DETAILS.._................. 2-5 DESIGN PRESSURES...._ ..... _..._ 2-5 INSTALLATION. FLANGE. 6 INSTALLATION, EQUAL -LEO....- 7 INSTALLATION, INT. FIN A. 8 INSTALLATION, INT. FIN B 9 CORNER ASSEMBLY -- 10 EXTRUSION PROFILES 10 PARTS LIST...-. ...... ..... _ ....... - 10 • MAX. 1 -4-- 48' BUCK WIDTH -� rr 46-114' VISIBLE LIGHT WIDTH , SHEET 7' DESIGN PRESSURE RATING IMPACT RATING VARIES, SEE SHEETS 2-5 RATED FOR LARGE 8 SMALL MISSILE IMPACT RESISTANCE 8' MAX C SHEET 7 1 98' BUCK HEIGHT 93-114' VISIBLE UGHT HEIGHT ILD--( SHEET 7 ►- 48' BUCK WIDTH 46.1/4' VISIBLE UGHT WIDTH F, SHEET 8 H SHEET9 E, SHEET 8 0,SHEET 9 r.- Ir MAX O.C. 2' TYP. EQUAL -LEG FRAME ELEVATION (TESTED UNIT) r mix 5' MAX. O.C. F, SHEET 8 H, SHEET 9 03-1/4" VISIBLE UGHT HEIGHT 98' BUCK HEIGHT I-4-- 6' MAX 0.C. TYP. FIN FRAME ELEVATION (TESTED UNIT) SHAPES AS SHOWN BELOW OR SIMILAR, MAY BE USED BY INSCRIBING THE SHAPE IN A BLOCK AND OBTAINING DESIGN PRESSURES FOR THAT BLOCK SIZE FROM THE TABLES 014 SHEETS 2-5. ANCHOR SPACING TO BE 8' MAX FROM CORNERS AND 1r O.C. MAX. FOR ALL CURVED FRAME MEMBERS, SEE FIGURE 1, THIS SHEET. Imo— WIDTH —+-1 I"- WIDTH --I J 1 L __ J i-- wpm --I I-- WIDTH --1 r ., 1 T r ,I 1L�—__�. '_I 1L 1+- worn -►i 1-- WIDTH -•1 IfTe & Desodpl0n Shat 9 1 7116'Lamt(3/10'An•.090'PVB •3116'HS) 2 2 7/18' UN (3/18' H8 - .090' PVB • 3/16' HS) 2 3 1-1/18* Lon. KG(3118'T•7/18'AU-sir An-.090'PVB •3/18"HS) 3 4 1-1118" LamL IG (3118' T . 7/16• Alr • 3116' HS - .090' PVB • 3118' HS) 9 5 7/18'Land(3/16'An-.090' SG. 3118• An) 4 6 7/16" Lend (3/18' HS -.090' SG - 3118' HS) 4 7 1-1/16' Lend. IG (3118' T -7/16' Aft - 3116' An -.090" SG - 3118' An) 8 8 1-1/16' Lerni. b (3/16' T.7/18' AIr - 3/18' HS - .090' SG - 3/18' HS) 6 "SG' ='DUPONT8 SENTRYGIAS INTERLAYER" BY EJ. DUPONT DENEMOURS & CO., INC. 1+ ---WIDTH 1 WIDTH 1•4- WIDTH -"'i 1 PRODUCT RENEWED as oamplyIOS Mei Cha Naal& BaI1dlae Cada Acceptance No M 2 O a8 ffi F - Z 0711 •0900 091!05 O\ .( t1 \t'1.1NIM/jet * No. 58705 ce '•,. B .'� A'TA s '., fiOR10P:•'�G'`�` / PION AV. /1/11111111` A. LYNN MILLER, P.E. P.EJ/ 68705 • 7/18' LAMINATED GLASS STACK 3118' ANNEALED GLASS .090'PVB INTERLAYER 3/18' HEAT STRENGTHENED GLASS USED AT CURVED FRAME MEMBERS ONLY (g� 11-718' O.C. MAX NOTES: 1) BUCK DIMENSIONS :NOjp4N•lOR FLANGED WINDOWS, SUBTRACT • FROM THE TIP -TO -TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. 2✓1 FOR SIMS NOT SHONAI•ROliND UP TO TME NE VAILABLE SHORT OR LONG DIMENSION. 3 PORAROPIRECTURAL WINDOWS, FIND TINE SMALLEST WINDOW SIZE 94 THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. • • • • • • • • • • • • •• • • • •••• • • • • •• •• • • • • Window Destgn Pressure (+1., psf) for Glass Type 1 Lag Side (18 67-718 72 78 80 84 88 92 98 103 104 109.1/2 € t Vf 9150 30 +/-80 +1.80 +/-80 +1.80 +1.80 480 +1.80 +140 +/43 +140 +/-80 32 +/-80 +1.80 +140 ./-80 +140 +180 .1-80 +/80 +180 +1.80 +/-80 34 +1.80 +180 +/80 +1-80 +/80 +/-80 +/.80 +1.80 +1-80 +1-79.8 +/-79.4 38 +1-80 +/40 +149 +1-80 +/80 +1.80 +1-79.7 +1-77.2 +178.1 +1.73.4 +/-722 38 +/&0 +/-80 +/-80 +180 +/40 +1.78.1 4.752 +/-726 470.3 +148.5 +148.3 40 480 .180 +1-80 +/-79.8 +/-77.2 +/-74.3 +1-71.3 +147.9 445.1 +143.4 +141.8 42 +180 +/-80 +1-80 +1.77.4 +1-74.3 +/.71.3 448.2 +/-84.7 +181.8 449.8 .1.58.2 44 +/.80 4-80 +/-78.9 +/-75.4 +1-721 .148.9 +/-85.8 +1.822 +149.7 4.57.5 +1.70.3 49 +180 +/-80 +/-77.2 +1.73.6 +1-70.1 4.08.8 443.5 +180.3 .147.7 +1-71.7 +1.881 48 +1.80 +1-79.3 +1.75.8 +1-71.9 +/98.3 484.9 +/-81.5 +/482 +/-733 4.89.5 +/85.8 +140 +/77.5 4.74.1 +1.70.3 +/-88.7 +/431 +1-59.7 ./.75.3 +/-71.3 ./87.5 52 ./-79.1 +/-75.6 4724 +148.8 445.1 +141.5 +1.71.7 +1-735 +149.9 64 +1-77.4 +/-73.8 +/-70.5 +147.3 +143.5 4.79.6 +/.78 411.8 58 .4.788 +/-72 +148.6 +/-65.3 .4.80 4.77.5 +1.73.8 58 4.74.2 +1.70.3 4.88.8 +/80 +1-79.4 4.75.4 80 4.727 +1487 +/85 +140 +/47.6 +1-73.5 62 .4-71.2 4.87.1 82 +140 +175.8 64 449.7 +1-06.5 84 +/78.8 +/-74 88 4483 88 +/77.2 67.718 +487 87.7/8 4-74.9 7/18' LAMINATED GLASS STACK 3118' ANNEALED GLASS .090'PVB INTERLAYER 3/18' HEAT STRENGTHENED GLASS USED AT CURVED FRAME MEMBERS ONLY (g� 11-718' O.C. MAX NOTES: 1) BUCK DIMENSIONS :NOjp4N•lOR FLANGED WINDOWS, SUBTRACT • FROM THE TIP -TO -TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. 2✓1 FOR SIMS NOT SHONAI•ROliND UP TO TME NE VAILABLE SHORT OR LONG DIMENSION. 3 PORAROPIRECTURAL WINDOWS, FIND TINE SMALLEST WINDOW SIZE 94 THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. • • • • • • • • • • • • •• • • • •••• • • • • •• •• • • • • •••• *Win ow Desi• gn Pressure (+F, psf)for Glass Type 3 •••• •••• Long Stdefn 67.7/8 72 78 80 84 88 92 98 100 104 109.1/2 6 • • 30 ' +140 " +1.80 440' a1 b186 +180 +1-80 4.80 440 +180 +180 +140 • a31 • +/89• Ilia +/'e4 .:.+/-80 +180 440 +180 480 +140 +180 4.80 • 34 +/-90• • +143 +1-80 +180 440 4.80 +/80 ./80 +1-80 4.80 • 38 +/.80• • • +140 +/8® •.880 +/40 +/40 +180 +/-80 +I.80 +/-90 4-80 • +18 0 +18 0 +I8! li +1-8! +149 +/-80 440 +140 479.4 +1.78.4 +174.3 • • .V I62 . 4 . +140 • - •/SLI 4-88• +4.90 +140 +140 +143 +/-78 7 4.7 3.5 4 -70.9 ./ -89 42 +/-80• • • Op +14 +140 +140 +/-80 +1-77 +1-731 +/18.8 448.9 +145.2 44 4.80 +/40 +140 +180 +140 +/-77.8 +/-74.1 +1.70.3 +/47.5 +143.9 48 .440 +1.90 440 +180 4-79.2 +1.76.4 +1-71.7 +1.881 445.1 48 ./80 4.80 +140 +1.80 +1-77.2 +/-733 4.89.5 +/85.8 60 +180 443 +1.80 +4.79.4 ./.75.3 +/-71.3 ./87.5 +149 +180 +140 +1.71.7 +1-735 +149.9 54 +480 a/80 4.79.6 +/.78 411.8 58 +1.90 .4.80 4.77.5 +1.73.8 68 +/80 +1-79.4 4.75.4 60 +140 +/47.6 +1-73.5 82 +140 +175.8 84 +/78.8 +/-74 88 +/77.2 87.7/8 4-74.9 618' GLASS BITE EXTERIOR a GLASS TYPE 1 1-1/18' NOM. GLASS STACK 3/16' TEMPERED GLASS 7118' AIR SPACE USED AT CURVED FRAME MEMBERS ONLY ®11 -Ir O.C. MAX NOTES; }BUCK DIMENSIONS NOT SHOWN, ROUND FL FLANGED THE NEXT AVAILABLE SHORT EDIW SUBTRACT • LONEDIPENSIONDIMENSroNTODETERMINETHEBUCKDIMENSION. 2) FOR 3) FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. SHORT SIDE �'+-- LONG SIDE SHORT SIDE LONO SIDE -+', TABLE DIMENS ONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. LA' LAMINATED GLASS STACK 3/18' HEAT STRENGTHENED GLASS 3118' ANNEALED GLASS 090' PVB INTERLAYER GLASS TYPE 3 SHORT 810E SHORT SIDE J LONG SIDE 1 PRODUCTRENEWED escote8Yl��Cob l/59wFlarkla Acceptance Nofli.'- Mk= Dade 929 0 Q g Lto 0�y1(W) XN Fz20_ 1- • �oo yt � z az M 0m 2 z 0_' W 'Asa SIM 044/5 Pgis 'oN etilll '08eQ a)a5 II I II I ```��00..GENS * ' No. 58705 7:1� -1' )3 L17� STA E +F /1/111111\ A LYNN MILLER, P.E. P.E.N68705 INDLC 9: Window Design Pressure (+ , psi) for Glass types 2 814 Long Side (kl) 87.7/8 72 76 60 84 88 92 98 100 104 109-112 112 118 120 124 128 132 138 140 144 0 30 4440 +1-80 +/40 +1-80 +/40 +140 +140 +1.80 +1-80 +1.80 +1-80 +1.80 H40 +140 +1.80 4449 +/40 +140 +/-80 +1.80 32 140+140/40+1H40UM+140 H-80140+60 +1401-80+/-0 i +/40/-80H•0 +/40 4440140 +RO H40+140 +/40 +/ H-80 +/40 4440 50 I tii11r' 64 +140 68 +1-80 87-7/8 +1-80 • 1) SUCK DIMENSIONS SHOWN. FOR RIANGSDiNNDOWS. SUBTRACT ' FROM THE TIP -TO -TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. • • • 10)81018 SIZES NOT SHOWN, ROUNDO3 TOTHE NEXT AVAILABLE SHORT OR LONG DIMENSION. • 3) FIR ARCHITECTURAL VNNDOWS. FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. •• • • • • • • • • • • • • •• •• •• • • • • • •••• •••• SSSS • 71W LAMINATED • • • •••• GLASS STACM•t� • • • •••• • • 3/16' HEMI SIRENGEHENED GLASS • • ••• • • ••••o Q USED AI CURVED • l i FRAME MEMBER%eie P 11-7/8' o.c. MAX. EXTERIOR 0 .090'PVBINTERLAYER 3/18' HEAT STRENOTHENED GLASS 618' GLASS BITE GLASS TYPE 2 1.1/18' NOM. GLASS STACK 3H8' TEMPERED GLASS 7118' AIR SPACE USED AT CURVED FRAME MEMBERS ONLY 7/16' LAMINATED GLASS STACK 3116' HEAT STRENGTHENED GLASS 3/18' HEAT STRENGTHENED GLASS .000 PVB INTERLAYER EXTERIOR 0 518' GLASS BITE GLASS TYPE 4 TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. SHORT SIDE H.-- LONG SIDE --y{ SHORT SIDE J LONG SIDE 1 tRODUCr RENIIW13D •lding +ffi with the Makin Jj/J Building Z Munni 0 g) 0 N OA g z §_ n O 0 .-zoz 8 K 141041 0 'oN 0 u. PAM z 4os GIN f• 114 /'//' • .. • '1GEN38 •' `F� * • Ho. 68705 • CC r • yAE,F �� • S 1///11111,10 A. LYNN MILLER P.E. P.E.U88705 1 • ___ Y Window Design Pressure (+1-, per) for Mess 'type 5 Long Side On) 07.7(8 72 78 60 84 88 92 96 100 104 109.112 a- I48 30 +901-125.4 +904120 +90/-115.5 +90'-111.5'+907-106.5 490/.130 +901-160 +901.104.5 +90/403.0- +90/-102.5 +901-100.7 +90/47.9 32 +90/.116.9 +90.110.8 +901-105.3 +90/-101.6 +931.98.7 +901-95.7 +93/..92.3 +901.90.6 +90/40.3 0.89.9 +/-89 34 +90/-108.9 +9(8403 +90/-988 +90145.1 +90/41.8 0.582 +484.4 +481.5 +1-80.1 +1.79.8 +4-79.4 38 +901.1026 +90-97.1 +901.928 +1.88.9 +1.85.5 +1.828 +1.79.7 +1.77.2 +/75.1 +1.73.4 +1-72.2 38 +981-99.4 +96'-92.2 +1.80.7 +1.83.2 0.80.7 +1.781 0.76.2 +1.725 +1.70,3 0.88.6 .1-88.3 40 +90/94.8 0.88.2 +1.82.6 +1.79.8 0.77.2 +/-74.3 +671.3 +1.87.9 4125.1 +1.83.4 041.6 42 +90/-91.3 +1.84.7 +1.80.7 +1-71.4 +1.74.3 +1.71.3 +/.58.2 +/-84.7 +141.8 +1.59.8 +158.2 44 +488.3 +1.52.4 +1-78.9 +1-75.4 +1-72.1 +1.68.9 +145.8 0.822 +159.7 +157.6 +/-77.8 46 +/-884 0.80.8 +/-77.2 +1.73.8 +1-70.1 0488 +143.5 +/430.3 +157.7 +1-79.2 +/-75.4 +1-71.7 +14927 +1-79.3 +/-75.8 0.71.9 +/.8.3 +1-84.9 +141.5 +/-58.2 +141.2 +1.77.2 +/-733 50 +1409 +/-77.5 +1.74.1 +140.3 0436.7 0431 +159.7 +/-83.7 +1-79.4 +/-75.3 +1-71.3 52 +/-791 +1-76.6 +1.72.4 +/-88.8 +145.1 +141.6 +1-85.5 +141.8 +177.7 +1.73.6 +1.895 54 +1.77.4 +1.73.8 +/.70.5 0.87.3 +1.83.5 +/.87.5 +1.83.4 44-79.8 +7-78 +1-71.8 58 +/-75.8 +/-72 +1.68.8 +/45.3 58 045.6 +1.81.4 0-77.5 0.73.8 58 +1-74.2 +1-70.3 +1-85.8 68 0.838 +479.4 +6764 60 0.727 +148.7 +145 80 0-821 +1.77.6 +1.73.5 82 +/-71.2 +147.1 82 +1.80.4 +1-75.8 04 +1.89.7 +1435.5 64 +/-78.8 0.74 88 +148.3 08 +/-77.2 07-718 +157 87718 +1-74.9 7/18" LAMINATED GLASS STACK 3/18" ANNEALED GLASS .080' 80 INTERLAYER 3116' ANNEALED GLASS USED AT CURVED FRAME MEMBERS ONLY 0$11-719' O.C. MAX. NOTES: 1) FLANGED BTFROM THE TIP -TO -TIP DIMENSION TO DETERMINE THE D SZF&aA gTE EWWINDOSIZE I THE TALEABOVE WK115OVERALL DIMENSIONS COMPLETELY FIT WITHIN. 4 GT APPLIES ONLY T iLANAg AL4E0 WINDOWS. NOTLEITHFIN-FRAMED • • • • • • • •• • • • • • • • • •• •• • • .M.:•-••-•-• • i 11, IN • r •9w Design Pressure (+1., psi) tor Glass type 7 • . • • Long Slde On • 16 . •, 81-718 V 76 • -ds 84 68 92 98 100 104 109.1/2 • 30 . +90/-130 490/.130 +90%13) 9 *Skids +901-122.6 +90/-119.8 +931-1181 +991.117 +901.1168 +901-112.7 +90.109.9 32 +98/-130 *90!-1261 +901-118.9 690'-114.8 +901-111.6 +90/-108.1 +931-104.3 +90/-102.4 +9(8-102 +901-101.4 +90'-99.7 • • Se • +901.123!1 +BfRlf8.4 +901-11010.8!1' 5 +93/-103.0 +10699.7 +93/-95.3 +90/.92.1 +80/-99.5 +1-90 049.5 • e ' 2 36 +90611 1�9'B +90/-1 8 +99¢�'.�09.5 +601.988 +901-93.3 +1.99 +1.87.3 0.84.9 +682.3 0-61.2 a. 38 +901-111 •+�G . '4E4.2 +90/-97 .+�MR4 +93/-91.1 +1.892 +1.84.9 +149.9 +1-79.4 +/.78.4 .1-74.3 • itti • +904108.9 a 420322.6 +901.9344 +90-941 +1.87.2 +/.84 040.5 +/.78.7 .1.73.5 +1-70.9 +/49 42 *90610311 +90.950 09491.2 +1.67.4 +1.84 +1406 +477 +1731 +/4396 +146.9 +145.2 44 +901.99.7 • �-l3.1 +149.1 +4&52 +1-81.4 +/-77.8 +1.74.1 +/-703 +/47.5 +/43.9 48 +9(8418.5 +90691.3 +/47.2 +1432 +1-79.2 +/-75.4 +1-71.7 +/-68.1 +145.1 48 +90/.93.5 +1439.6 +/.85.4 +141.2 +1.77.2 +/-733 +/495 045.8 50 +90/.91.4 +1.87.8 +/-83.7 +1-79.4 +/-75.3 +1-71.3 +147.5 52 +1-894 +1-85.5 +141.8 +177.7 +1.73.6 +1.895 54 +/.87.5 +1.83.4 44-79.8 +7-78 +1-71.8 58 045.6 +1.81.4 0-77.5 0.73.8 68 0.838 +479.4 +6764 80 0-821 +1.77.6 +1.73.5 82 +1.80.4 +1-75.8 64 +/-78.8 0.74 08 +/-77.2 87718 +1-74.9 618' GLASS BITE EXTERIOR GLASS TYPE 5 1-1116" NOM. GLASS STACK 3118' TEMPERED GLASS 7118' AIR SPACE m USED AT CURVED -(} FRAME MEMBERS ONLY `©° 1i (� 1-7/8' O.C. MAX 41) '171-wr NOTES: 1) BUCK DIMENSIONS SHOWN. FOR FLANGED WINDOWS, SUBTRACT • FROM THE TIP -TO -TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. 2) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 3) FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FR WITHIN. 4)7198 SHEET APPLIES ONLY TO FLANGE AND EQUAL -LEO WINDOWS. DO NOT USE WITH FIN -FRAMED WINDOWS. EXTERIOR R SHORT 313E 1 SHORT SIDE h.- LONG SIDE F.- LONG 812E TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. 7/16" LAMINATED GLASS STACK 3/18' ANNEALED GLASS 3/18' ANNEALED OLA8S .090' 801NTERLAYER 618' GLASS BITE GLASS TYPE 7 SHORT SIDE SHORT SIDE J LONG SIDE rc CC iJ 8 .41.05 0 2 •ox 0rns 0 0 19� co w.sPq .800 \\�\\\ NV (LYNN ` P�• ,. 1,10ENSf •'• F'P * ' Ne. 58705 • 3 • STATE St F s"ONAl. E ���. /11111111II A. LYNN MUER, P.E. P.EJ168705 • •• TABLE 7: Window Design Pressure (4., per) for Glass types 8 & 8 Long Side 6n) 140 144 67.7/8 72 76 80 84 88 92 90 100 104 109.1/2 112 118 120 124 128 132 138 +801-130 +901-130 .01• -8 • • +906130 +901-130 +91-130 +997-130 +901-130 +90/-130 +904130 +90/-130 +90/-130 +90/-130 +90/130 +901-130 +901-130 +90/-130 +901-130 +90/-130 +00/-130 +901-130 +90/-130 30 32 +901.130 +901-130 +90/430 +901-130 +90/-130 +901.130 +90/-130 +401.130 +901-130 +901.130 +901.130 +90/130 +001430 +901-130 +90/.130 +901.130 +90/-130 +501-130 +901.130 +90/-130 34 +90/-130 +90/-130 +904130 +901.130 +90/-130 +90430 +90/130 +90/-130 +90/.130 +901.130 +90/.130 +901.130 +501.130 +901.130 +90/-130 +901.130 38 +901-130 +90/-130 +101.139 +901.130 +901430 +901.130 +901.130 +901-130 +904130 +90/-130 +991-130 +901.138 +901-130 +901.130 +904130 38 +90/130 +90/130 +901-130 +901.130 +91 +901-138 +901.130 +90T-130 +901-130 +901-130 +991-130 +901.130 +0429.2' +901.127.3 40 +901.130 +001430 +90/.130 +901.130 +901-130 +901-130 +50/-130 .901430 +901-130 +901-128.8 +90/-123.2 +901.172 +901.130 +901-130 +90/.130 +901-130 +901.138 +90/-130 +901.1311 +991.129.3 +901-123.2 +90'-019.7 +901-118.4 +901.130 +90/130 +90/-130 +901-130 +90/.130 +93-124.5 .991-119.4 +901.115 44 +901.130 +801-130 +901-130 +901-130 +:n.-130 +011/130 +901.130 +991.128.9 +991.120.5 +904115.3 48 +501.130 +901-130 +501.130 +90x1xf +Oi1-12x9.7 +901.123 +90'-116.5 48 50 +90/.130 +901.130 +901-1311 +901-130 +90/-130 +901.130 +901.130 +991-128.2 +89.41.119.5 +991.130 +90.130 +88.01-123 52 +901-130 +90/-130 +90/.130 +901.138 +904130 +89181.127.1 54 56 +901.130 +901.130 +90/-130 +901-130 +90/430 +8941-129 58 +991.130 +901.131 +901.130 80 +90/.130 +90/130 +89.8/129.3 142 + 13) +9W-130 64 + .120• • 1:90/.130 1(A • 88 • -7/8 +901.130 Sr • • • • _ • • • • •11191 K DIMENS4 A$/N. FOR FIr N0ED WIDOWS, SUBTRACT • FROM THE TIPTO-T9' DIMENSION TO DETERMINE THE BUCK DIMENSION. • 2) FOR SIZES NOT SHOWN. ROUND irjTOONE NEXT AVAILABLE SHORT OR LONG DIMENSION. •3) FOR ARCHITECTURAL WINDOWS, RINDi4E6MALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. • 4) THIS SHEET APPLIES ONLY TO FLANGE AND EQUAL -LEO WINDOWS. DO NOT USE WITH FIN -FRAMED WINDOWS. •••••• • •• •• •• • • • • • • • •• • • • • • •••• •••• • • •••• • •••• • • •••• • • •• •7j11P LAMINXTU •• • •• • • • GLASS STACK •l • • ••• •••• • • • •••• 3/18' HEAT STRENGTHENED GLASS O USED AT CURVED FRAME MEMBERS ONLY Q r_ I (1L It, .090" SG INTERLAYER 3118' HEAT STRENGTHENED GLASS GLASS TYPE 8 1-1/18' NOM. GLASS STACK 3118• TEMPERED GLASS 7118' AIR SPACE USED AT CURVED FRAME MEMBERS ONLY 0))11-718' O.C. MAX. 7/18' LAMINATED GLASS STACK 311811 HEAT STRENOTHENED GLASS 3/18• HEAT STRENGTHENED GLASS .090' 8G INTERLAYER WV GLASS BITE EXTER/ GLASS TYPE 8 TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS-HOWN. T - SHORT 810E T - SHORT SIDE .1 - LONG SIDE -r LONG SIDE -►•{ SHORT SIDE J LONG SIDE PHODUW' RBHBwED m can6071n• with do Hands moot= �.&L p2OjR tt -oar 2 0 LL 0 Y) PI 01111 WOO S cNN.1,44 (LYNN Q�'�� •' KENS/ • F� ��� • ` N) 58705 � O '•STA F •� �(/� SI0NAI. A LYNN MILLER. P.E. PIA 58705 INSTALLATION TYPE A • • • • • •• • • • • • • •• • 0 EDGE DISTANCE 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET 4.11 4 EMBEDMENT 1 1 H• 0 • • • • • • ••• • • •• • 1 • WINO 0 • EXTERIOR HEI • TIP -TO -TI WINDOVIi HEIGHT • •a•• • •• ••x ••• 0• • • wasez LIGHT melllw WIGHT - 24/4' • •• • • • •a• • •••• • • •••• 0 EMBEDMENT t •• •• ••• • •4•• • •4•• ••e••• ••a••• • • •• • 4 • • • 0 u, INSTALLATION TYPE B 0 1/4' MAX SHIM TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 8, THIS SHEET USED AT CURVED FRAME MEMBERS ONLY Q 11.7/8` O.C. MAX. EDGE DISTANCE INSTALLATION TYPE C EMBEDMENT 1/4' MAX I SHIM .l\illi\\\\15\\\ 1\1',ltt♦I . 0 INSTALLATION TYPE B 1X WOOD BUCKSTRIP, SEE NOTE 2, THIS SHEET TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 8, THIS SHEET iNT CONCRETE/GNU PER ANCHOR REQUIREMENT 1/4' MAX 8= =—el r it12 STEEL SELF -DRILLING SMS (GB) SEE TABLE THIS SHEET 0 \\W INSTALLATION METHOD D INSTALLATION ANCHOR UNDERNEATH THE BEADING x114• MAX SHAM m 0 EXTERIOR EXTERIOR MIAMI-DADE APPROVED MULLION (SEE SEPERATE NOA), ALUMINUM, STEEL FRAMING OR STEEL STUD. SEE SUBSTRATE PROPERTIES, TABLE 8.THIS SHEET 1X WOOD BUCKSTRIP, SEE NOTE 2, THIS SHEET EDGE I, DISTANCE VERTICAL SECTION B -B VISIBLE LIGHT WIDTH = WINDOW BUCK WIDTH . 2-3/4' WINDOW BUCK WIDTH TIP•TO-TIP WINDOW WIDTH 0 EMBEDMENT 1( i1A1a v\+•a\c•.\\nnip ilea\\,.\. 1 HORIZONTAL SECTION A -A 0 .I • 21 • CONCRETE/CMU PER ANCHOR REQUIREMENT EDGE DISTANCE ..___-- Anchor Substrate Ede Mtn. Embedment Mtn. Max O.C. SPINing 1-- 812 or 014 410 SS Scum P.T. tout m e 0 05 01* 14/8' 1 8083-T5 min. 318' 0.083' • 12' A38 steel A38 3/8' 0.083 • 12` Steel Stud, Or. 33 min. 3/8' 0.045' (18 Ga) • 12' P.T. Southern Pine (80'0.88) 8/18' 14/8' 12' Aluminum, 8083.78 min 318' 0.083' • 12' 012 cr 014 Steel Screw (OB) A38Steel 3/8' 0.083"• 12' Steal Stud. Or. 33 min. 3/8' 0.048' (ts Ge) • 12' 1/4' 41088 CreleFlex Ungmtded CMU, (ASTM C-90) 2.1/7 1-1/4' 12' Concrete (min. 3.35 keg P 1-3/4' 17 114' Steel UllmanCawrete Concrete (min. 2.85 keg 1 1-3/4' 12' (min. 2.85 keg 2.112' 14/8 17 Ungmutedd CMU. (ASTM 080) 2.117 1-1/4 12' Grouted CMU, (ASTM 040) 2-1(7 1314' 12' 8110' Steel Ullman (On. 3.6 keg 1.1/4' 1414' 12' Grouted CMU. (ASTM C40) Grouted 2-1/2' 1-3r4' 17 MIN. OF 3 THREADS BEYOND THE METAL SUBSTRATE. CONCRETE PER ANCHOR INSTALLATION NOTES: REQUIREMENT 1. USE ONLY ANCHORS LISTED ON THIS SHEET. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. 2. WOOD BUCKS DEPICTED ON THIS SHEET AS '1r, ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/7. IX WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED A8 "2X' ARE 1.112' THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS ORAS APPROVED BY AUTHORITY HAVING JURISDICTION. 3. FOR ATTACHMENT TO METAL: THE STRUCTURAL MEMBER SHALL BE OF AWE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. 4. IF APPLICABLE, LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULUON NOA APPLIES TO WHOLE SYSTEM. TYP. ANCHOR TYPE. EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 8,1)115 SHEET PRODUCT RENEWED as complying vildi the FloridaBuilding �n]'� Acceptance No oaf 1N .pate. AVAIL!!/ar rc 6 2 •asap Nein II ti _``•�_4 (1YNN d9/4�''�� .* N0.68705 =,110%. s A E�F i � •' . FCORIOP;•' • � �� A. LYNN MILLER, P.E. P.E.@ 58708 INSTALLATION TYPE EJ ��;� EMBEDMENT EDGE DISTANCE 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET • •• • • • ••• • • • •• • • • • • • • • • WINDOW • seat • GHT • • a 41 • • • • •• • •• • • 1/4' MAX SHIM L EDGE DISTANCE TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 9, THIS SHEET USED AT CURVED FRAME MEMBERS ONLY 11.74' O.C. MAX. INSTALLATION INSTALLATION TYPE G TYPE F 1X WDODBUCKSTRIP, SEE NOTE 2, THIS SHEET \ a EMBEDMENT 1/4' MAX SHIM 4111\\l,\15\'',\,\L It'd\I-!■ CONCRETEICMU PER ANCHOR REQUIREMENT 1/4' MAX. SHIM —al r 012 STEEL SELF -DRILLING 5183 (OS), SEE TABLE THIS SHEET INSTALLATION TYPE H 1/4' MAX SHIM O TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 9, THIS SHEET EXTERIOR () EXTERIOR MIAMI-DADE APPROVED MULLION (SEE SEPERATE NOA), ALUMINUM, STEEL FRAMING OR STEEL STUD. SEE SUBSTRATE PROPERTIES, TABLE 9,THI3 SHEET 7 1X WOOD BUCKSTRIP. SEE NOTE 2, THIS SHEET EMBEDMENT INSTALLATION TYPE F EDGE DISTANCE VERTICAL SECTION D -D CONCRETE PER ANCHOR REQUIREMENT TYP. ANCHOR TYPE. EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 9, THIS SHEET 4 VISIBLE LIGHT WIDTH WINDOW BUCK WIDTH -2314' WINDOW BUCK WIDTH 0 EMBEDMENT i XI' aV\!'diVlilU\\N0. O HORIZONTAL SECTION C -C a• EDGE DISTANCE CONCRETE/CMU PER ANCHOR REQUIREMENT .. — -• Anchor Subetrete DistanceMM. Embedment Spacing a12 or a14 410 SB Sow P.T. Southam Pim (80.4.08) 9/18" 13/8' 12' 6083-T8 min' 3/8' 0.083' • 12" A38 Steel A38 3/8' 0.083' • 12' Steel Stud, Gr. 33 min. 3/8' 0.046' (18 Ge) • 12' • P.T. Southam Pine (80.0.85) 9110' 1318' 12' Aburnhi m, 6083-T8 min. 3/8" 0.083' • 12' 012 or ala suet Sem 035) A388tee 3/8' 0.003" 12' Steel Stud, Or. 33 min. 3161 0.048' (18 Ga) • 12' 1/4' 410 88 CreteFlex Unprauted CMU, (ASTM C-90) 2.112' 1-1/4' 12' Concrete (min. 3.38 ken 1' 1-3/4' 12' 114' Steel Wrenn Concrete (min. 2.88 kel) 1' 1314' 12' (min. 2.88 ken 2-112 1-318' 12' Unprouted CMU, (ASTM 0.90) Ungraded 2.1/2' 1-1/4' 12' Grouted CMU, (ASTM 090) -1/2' 1314' 12' 5/18' Steel Ultrnoon Concrete (nen. 3.8 kat) 14/4' 14/4' 12' Grouted (ASTM C-90) 2-112' 13/4' 12' MIN. OF 3 THREADS BEYOND THE METAL SUBSTRATE. INSTALLATION NOTES; 1. USE ONLY ANCHORS USTED ON THIS SHEET. FOLLOW EMBEDMENT AND EDGE DISTANCE WAITS. 2. WOOD BUCKS DEPICTED ON THIS SHEET AS 9X', ARE BUCKS WHOSE TOTAL THICKNESS 1S LESS THAN 1-1/2'. IX WOOD BUCKS ME OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO 8000 CONCRETE. WAD BUCKS DEPICTED AS'2)P ARE 1-111 THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 3. FOR ATTACHMENT TO METAL: THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. 4. IF APPLICABLE, LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. complying 21413WED. t0 orida ,s2,03 r V&L 2 o11 B• 1, Dade i 0 0 laNS L PO a0. elE! ae \ _a.,.'\,\CENSE• .'p is * ' No.58705 k STA 13 A. LYNN MILLER PE. P.E9 68708 TYP. ANCHOR TYPE, EMBEDMENT AND EDGE —01 EMBEDMENT DISTANCE PER SUBSTRATE, SEE TABLE 10, THIS SHEET INSTALLATION TYPE 0 • • • WINDOW BUCK ••••ALRGHT • • • • • • • • • • • 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET INSTALLATION TYPE J EDGE EDGE DISTANCE DISTANCE EXTERIOR, • ▪ • • • • • • MEM m 0 USED AT CURVED FRAME MEMBERS ONLY (4111-7/8' O.C. MAX. • •• • • • • • • • • • • 11(4' SHIM MAX 11: EMBEDMENT 420 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET 114' MAX. SHIM • •• •• E sA•s • wse•s INSTALLATION UGHr HEIGHTe••s •••• TYPE L M• • • HEIGHT • • 2314' • •• • • N• •••• •• •••it • ••• i 0 • • • • • —171 0 010 STEEL SELF -DRILLING SMS (G5), SEE TABLE 10, THIS SHEET TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 10, THIS SHEET INSTALLATION TYPE K EDGE DISTANCE —'-{ 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET X1/4' MAX SHIM INSTALLATION TYPE J EMBEOMENT EDGE DISTANCE TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 10, THIS SHEET EXTERIOR MIAMI•DADE APPROVED MULLION (SEE SEPERATE NOA), ALUMINUM, STEEL FRAMING OR STEEL STUD. SEE SUBSTRATE PROPERTIES, TABLE 10,THISSHEET VERTICAL SECTION F -F VISIBLE LIGHT WIDTH WINDOW SUCK WIDTH - 2.3/4' WINDOW BUCK WIDTH HORIZONTAL SECTION E -E • EMBEDMENT EXTERIOR —_ . Anchor Substrate Men. Edge Distance Max. O.C. Spacing 2.112' x .113' Box Nag P.T. Southern Pine (S0a11.88) 3/16' 5" 2.1/2' x .131' Common Nall P.T. Southern Plne (80 =0.55) 318" 5' 2-112• x .146' Roolng Nall P.T. Southern Pine (8G=0.5S) 318' 8' #t0 x 1' steel Screw P.T. Southern Pine (S0•0.55) 1(2° 5° 0.063" Aluminum. 8083 -TS mitt. 8/18' 8' 1116' A38 Sterol 6/16' 5' 0.048' 118 Oat Steel Stud Gr. 33 8/16' 5° • MIN. OF 3 THREADS BEYOND THE METAL SUBSTRATE. INSTALLATION NOTES: 1. USE ONLY ANCHORS LISTED ON THIS SHEET. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. 2. WOOD BUCKS DEPICTED ON THIS SHEET AS "or, ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1.112'. 1X WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS '21(' ARE 1-1/2' THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS ORAS APPROVED BY AUTHORITY HAVING AIRI5DIcrwN. 3. FOR ATTACHMENT TO METAL: THE STRUCTURAL MEMBER SHALL BE OFA SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. 4. IF APPLICABLE, LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLES TO WHOLE SYSTEM. PRODUCT ROWED es cmnpiyhig MO the F1orWa Building Code Aoeeptonce No 0, 5 0 6 2 *nu O N Z Z LL .350a 7 d 2 'eN 0 b -2162-0 Wig arox Pq A LYNN MILLER P.E. P.E.058705 INSTALLATION TYPE M IIFOR THIS INSTALLATION METHOD ONLY. ANCHORS MAY BE NO • MORE THAN 8' O.C. EDGE DISTANCE 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET IMMENr si i IMF l' o 1_I•1= 0 0 EMBEDMENT 1 1 WINDOW BUCK • HEi 3HT • • • • • • • • • • • • •• EXTERIOR a • •• • • • ••• • ••• • VISIBLE U(#IT • HEKOHT�T WI4 • BUCK ••• HEIGHT - 2.314' • • • • • ••0 ••• • • • • • ••• • • • INSTALLATION TYPE N • • • • EMBEDMENT 4 --11/4' MAX SHIM TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 11, THIS SHEET USED AT CURVED FRAME MEMBERS ONLY ®11-7/B' O.C. MAX • •• • • • • • • • • • • •• •• • • •••• • • •••• • O EDGE DISTANCE CNCRETE(CMU PER ANCHOR REQUIREMENT EMBEDMENT 1/4' MAX SHIM INSTALLATION TYPE M 111FOR THIS INSTALLATION METHOD ONLY, ANCHORS MAY BE NO • MORE THAN 8' O.C. 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THI8 SHEET INSTALLATION TYPE N 1X WOOD BUCKSTRIP, SEE NOTE 2, THIS SHEET TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 11, THIS SHEET EMBEDMENT \\\tl\ t . .. a MAX SHIM —el r INSTALLATION TYPE 0 FOR THIS INSTALLATION METHOD ONLY, ANCHORS MAY BE NO • MORE THAN 8' O.C. 512 STEEL SELF -DRILLING SMS (05), SEE TABLE 10, THE SHEET VISIBLE LIGHT WIDTH . WINDOW BUCK WIDTH - 2-3/4' WINDOW BUCK WIDTH TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 11, THIS SHEET rugMAXSHIM EXTERIOR MIAMI-DADE APPROVED MULLWN (SEE SEPERATE NOA). ALUMINUM, STEEL FRAMING OR STEEL STUD. SEE SUBSTRATE PROPERTIES, TABLE 11,THIS SHEET 1X WOOD BUCKSTRIP, SEE NOTE 2, THIS SHEET EDGE DISTANCE VERTICAL SECTION H -H HORIZONTAL SECTION G -G • EDGE DISTANCE a_L CONCRETE/CMU PER ANCHOR REQUIREMENT EXTERIOR Anchor Substrate MIs. Edge Distance Min. Embedment Mex. O.C. Spacing 1112 or#l4 410 813 SCOW P.T. Southern Pine (80.=0.58) 8118' 13/8' 8' AlunrWrm, 8083-15 min 318` 0.083' • 8' A38 Steel 318" 0.083' • Cr Steel Stud, Gr. 33 min. $18' 0.045' (18 Ga) • 8' P.T. Southern Pine (800.85) 8/18' 1-3/8' 8' Aluminum, 808378 min. 3(8' 0.083' • 4 512 or 614 Steer Sow/ (05) A38 Steel 3/8' 0.003" 8' Steel Stud, Gr. 33 min. 3(8' 0,045' (18 Oa) • 8' U4.410 88 CteteFlex Ungtouted CM (AB1M 0.80) 2-1/2' 1-114' 12' Concrete (min. 3.35 kel) 1' 14/4 12' 114' Steel IAhaoon Concrete (min. 2.88 kel) 1' 13/4 12' Cenurete (min. 2.85 ksl 2.112' 13(' 12' Ungrouted CMU, (AS'IM C-20) 2-1/2' 14/4 . 12' Grouted CMU (ASIM 040) 2-1(2• 14/4' 12' 5118' Steel Macon Conch (mis. 3.5 kel) 14/4' 14/4' 12' Grouted CMU, (ASTM 0-90) 2.112' 13/4 12' MIN. OF 3 THREADS BEYOND THE METAL SUBSTRATE. INSTALLATION NOTES: 1. USE ONLY ANCHORS LISTED 014 THIS SHEET. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. 2. WOOD BUCKS DEPICTED ON THIS SHEET AVIV', ARE BUCKS WHOSE TOTAL THICKNESS 18 LESS THAN 1-1/2'. 1X WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS "20 ARE 1-1/2'THICK OR GREATER INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS ORAS APPROVED BY AUTHORITY HAVING JURISDICTION. 3. FOR ATTACHMENT TO METAL: THE STRUCTURAL MEMBER SHALL 8E OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME 4. IF APPUCABLE, LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. PRODUCT RENEWED es aomPlyWgwidr rim Ptoddo BrdldingCodo Aanptonee1 ° co A 3 elcp z 0 2 O 2 2 LL roN 0 LL O 010 L Pq 81111 \``x„ONCENSr A94F „ \\ * NO. 58705 '• STAT OF W A LYNN�IuEfi, P.E. P.E.e58708 Ark ASSEMBLY DETAILS FOR FLANGE & EQUAL -LEG FRAMES 80° CORNER FRAME ASSEMBLY • • • • •• •• • • i/ • • EQUIL-LEO FRAME • FLANG%FRAME • • • • • • • • • • • •/EB2E•12t • • • •• • • • •••• •••• • • •••• •• •• • • •••• • • •••• ANGLED/CURVEO FRAME ASSEMBLY ASSEMBLY DETAILS FOR FIN FRAMES SW CORNER FRAME ASSEMBLY ANGLED/CURVED FRAME ASSEMBLY ALL CORNERS TO USE GASKET AND/OR SEALANT EQUAL -LEG FRAME FLANGE FRAME MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDS (SHOWN) OR CORNER KEYS AT SCREW BOSSES. SEALANT AT ALL CORNERS • �� tPOT Putt • # • • Description Material s •1 42630 , gitgegMame — • Alum. 8083.78 • •4285 • Ectial-og name • • • Alum. 8083.75 3 4268 • Integral Fin Frame • Alton. 808375 4 4285 'i/'i&'Lemi. Glass Beading Alum. 8083.75 6 4264 LQ Glass Beading Alum. 808376 8a 4270 Installation Fastener Coyer Alum. 808345 Oh 4224 Installation Fasters Omer Rigid PVC 10 705890 Gasket (at 90° comer joints) Polyethylene 11 TP247/8 Vinyl Bulb Weatherstrip Flex PVC, Cum. 85+1-1 13 Daae 899, GE 7700 Silicate or Equiv. 20 71862K Setting Block, Mono. 3/16" x 7/18° x 4° Neoprene, Duro. 86 +1-1 21 71704AK Setting Block, LG. 3118" x 14/32" x 4" Neoprene, aro. 85 +/-1 22 WRAK718 7118" DwaSeal Spacer 29 116 x 1-114" FH SMS Stainless Steel 30 78IPQX 48 x 1" Quad PH SMS Stainless Steal 1.878• 2.784° .084"—►ll+w- jf 1003. �— •438• .800" .080.10°06• } f OFLANGE FRAME #4253C, 8083-76 Mir II1 .050° 7/16" LAMI OGLASS BEADING #4255, 6083-T5 --.-�+— ma. OEQUAL -LEG FRAME 44285, 6083-T5 —a� f...— .348' .878' � ry s -1- 11151-•— .Osw I.G. GLASS b BEADING #4254, 8083-T5 MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDS (SHOWN) OR CORNER KEYS AT SCREW BOSSES. SEALANT AT AU- CORNERS .08r 1.378' nm• t.128° OFIN FRAME #4288,6083-T5 —•-{ t.o3r 1, � Y .080" INSTALLATION 88 FASTENER COVER #4270, 6063-T6 PRODUCT aml15ahemylorida ttultdn% Cado Acceptance No 03 ro Onu 'oma 601!09 wit r, * e No. 58705 >>< 9` TATE` F3 •: `� ,//`S/ONA1-•11111,11,- t- E� . A. LYNN MILLER P.E. P.E.# 88706 1 j t Anne Jackaway From: Sent To: Subject: FYI... Ari Sweetbaum <asweetbaum@dkdr.com> Wednesday, April 22, 2015 10:41 AM Anne Jackaway FW: 1121 Madruga - Subpoena re: Anne Jackaway Architects From: Ari Sweetbaum Sent: Wednesday, April 22, 2015 10:41 AM To: 'bradkelsky@kelskylaw.com' Subject: 1121 Madruga - Subpoena re: Anne Jackaway Architects Brad, it was good speaking with you earlier. As we discussed, Ms. Jackaway's records will now be due on or before May 8th I will get those documents, together with the records custodian affidavit, over to you when received. Thank you. — Ari 3 4000 Ponce De Leon Boulevard Suite 800 Coral Gables, FL 33146 Telephone: 305.448.7988 Toll Free: 888.448.7988 Fax: 305.448.7978 www.dkdr.com Sawgrass Executive Center 490 Sawgrass Corporate Parkway Suite 320 Fort Lauderdale, FL 33325 Telephone: 954.577.8332 Fax: 954.452.9964 503 E Jackson St Suite 139 Tampa, FL 33602 Telephone: 305.448.7988 Fax: 305.448.7978 PRIVILEGE AND CONFIDENTIALITY NOTICE: This e-mail is covered by the Electronic Communications Privacy Act, 18 U.S.C. 2510-2521 and is legally privileged. The contents of this email message and any attachments are Intended solely for the party or parties addressed and named in this message. This communication and all attachments, if any, are intended to be and to remain confidential, and it may be subject to the applicable attorney - client and/or work product privileges. If you are not the intended recipient of this message, or if this message has been addressed to you in error, please immediately alert Daniels Kashtan by reply email and then delete this message and its attachments. Do not deliver, distribute, or copy this message and or any attachments if you are not the intended recipient. Do not disclose the contents or take any action in reliance upon the information contained in this communication or any attachments. Although this email and any attachments are believed to be free of any virus or other defect that might affect any computer system into which it is received and opened, it is the responsibility of the recipient to ensure that it is virus free and no responsibility is accepted by Daniels Kashtan for damage arising in any way from its use. UNIFORM ELECTRONIC TRANSFER ACT NOTICES If this communication concerns negotiation of a contract or agreement, unless otherwise expressly stated in writing, the Uniform Electronic Transactions Act does not apply to this communication. Contract formation in this matter occurs subject to our clients' final review and manually affixing of original signatures on original documents. • • • • • • . • ..• ••. .• • . •• •. ••• • • • • • •• • • • . • .. • • • • • .•. • • • . • • • • • • • • . . • • • • •• • • • .• • • • • • • • • .• • •.• • • • • •� • • • • • • .•• • • • • • .•• • • • • • • . • • •• • i c a Anne Jackaway From: Sent To: Subject Attachments: Ari Sweetbaum <asweetbaum@dkdr.com> Wednesday, April 22, 2015 10:38 AM Anne Jackaway 1121 Madruga - Subpoena for Records 20150422101853849.pdf Hi Anne, it was good seeing you this morning. The subpoena we discussed and which you gave me is attached. I spoke with plaintiffs counsel, Brad Kelsky, who has worked with our firm before. He has confirmed that this matter in no way is angled towards you and he agreed to a brief extension of time for you to comply. The records are now due on or before May 8th. 1 could have gotten more time for you, but this case is going to trial at the end of May so Brad is in a bit of a time crunch. In addition, I had Brad narrow the scope of the subpoena a little and he is specifically looking for the following: • Your plans • Your proposal to the Association • Any agreement you had with the Association • Any invoices submitted to the Association • Any report you may have prepared I think you can comfortably leave out email correspondence as it did not come up in our discussion and if Brad really needed same, he could get it from his client. Upon your compilation of the records and your execution of the records custodian affidavit, please call or email me and I will help in getting those over to the lawyer. The subpoena solely seeks documents so you will not be subjected to a deposition where live testimony would be taken. Please do not hesitate to contact me should you have any comments or questions. Have a great day. — Ari ^ 4000 Ponce De Leon Boulevard Suite 800 Coral Gables, FL 33146 Telephone: 305.448.7988 Toll Free: 888.448.7988 Fax: 305.448.7978 www.dkdr.com Sawgrass Executive Center 490 Sawgrass Corporate Parkway Suite 320 Fort Lauderdale, FL 33325 Telephone: 954.577.8332 Fax: 954.452.9964 503 E Jackson St Suite 139 Tampa, FL 33602 Telephone: 305.448.7988 Fax: 305.448.7978 PRIVILEGE AND CONFIDENTIALITY NOTICE: This e-mail is covered by the Electronic Communications Privacy Act, 18 U.S.C. 2510-2521 and is legally privileged. The contents of this email message and any attachments are intended solely for the party or parties addressed and named in this message. This communication and all attachments, if any, are intended to be and to remain confidential, and it may be subject to the applicable attorney - client and/or work product privily`. ff'4ur{ ne the intended recipient of this message, or if this message has been addressed to you in error, please immediately alert Dailigls Kai l'tan••by Mep&y email and then delete this message and its attachments. Do not deliver, distribute, or copy this message and or any attaehmeats if rroi ace 41c thelrjtended recipient. Do not disclose the contents or take any action in reliance upon the information contained iri'4his i.'dMmutdtatidn o'aoy attachments. Although this email and any attachments are believed to be free of any virus or other defect that might affect any computer system into which it is received and opened, it is the responsibility of the recipient to ensure that it is virus free and no responsibility is accepted by Daniels Kashtan for damage arising in any way from its use. • • • e . • • • • • • • • • • UNIFORM ELECTRONIC TRANSFER ACT NOTICE: If tffi5 Fominunjcatir concerns megotiatl=in of a contract or agreement, unless otherwise expressly stated in writing, the Uniform Electronic Transactions Act does net Spiry to t1Ti9 cOmpunication. Contract formation in this matter occurs subject to our clients' final review and manually alfixtng of origirfat signatures cit original documents. ••. • • Cr • •.. . • • • . . • • . • • • • ••• • • • • • • 111 • • • • • • • •• •• • • • •• •• ••• • • • •.• • • Re : 15K34: PLILLIPE ALLUARD Site Information: FORT DALLAS vp RUSS COMPANY. LLC. Project Customer: PHILLIPE ALLUARD Lot/Block: Site Name: ALLUARD ADDITION Site Address: 1050 N E 105 ST MIAMI SHORES St: Zip: Fort Dallas Truss Company, LLC. 7035 SW 44th ST Miami, FL 33155 Tel: (305) 667-6797 Fax: (305) 667-0592 Job Name : PLILLIPE ALLUARD Subdivision : BY: C .' APR 14 2016 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Sho Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: 8.00 Jan 15 2016 Wind CodeASCE7-10 C -C for members and forces & MWFRS for reactions Roof Load: 55.0 psf Floor Load: Wind Speed: 175 mph This package includes 20 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this inde conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No, Date Truss ID# Seal# 1 04/07/16 CJ7 0001 2 04/07/16 CJ7A 0002 3 04/07/16 CJ9 0003 4 04/07/16 H1 0004 5 04/07/16 H2 0005 6 04/07/16 HG1 0006 7 04/07/16 J1 0007 8 04/07/16 J1A 0008 9 04/07/16 J3 0009 10 04/07/16 J3A 0010 11 04/07/16 J3B 0011 12 04/07/16 J5 0012 13 04/07/16 J7 0013 14 04/07/16 T1 0014 15 04/07/16 T2 0015 16 04/07/16 TG1 0016 17 04/07/16 V12 0017 18 04/07/16 V14 0018 19 04/07/16 V4 0019 20 04/07/16 V8 0020 SHOP DRAWING REVIEW 4 NO EXCEPTIONS TAKEN `3 i‘ DATE: O MAKE CORRECTIONS INDICATED O AMEND AND RESUBMIT BY: . �_ 1 Review only for conformance with design concept, intent, specified criteria and general compliance with the contract documents. Review does not relieve the contractor from the responsibility of confirming and correlating all quantities & dimensions, details of design, job & site conditions, constructions means and methods &job coordination. - TC ENGINEERING, INC. • :r.r.,CONSULTING ENGINEERS . tcstructuralengineering@gmail.com - -.. 7805 SW 24 ST. SUITE 106 • MIAMI, FL 33155 "r' CA LIC. No. 30288 • PHONE (305) 261-0321 .• ••• • • • • • The truss drawing(s) referenced above have •• e•beeniptitaNI :• under my direct supervision based on the pattrpgter4 y • • • • • Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Joiq IVlprtin�zJ P:E. 24 E 5th ST, Hialeah, FL 33010 (Florida Pff# Q31509): : • .. . • • • • .•• . •• •• ••. • • NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss . • . ••:' •• • • • • components shown.• • •. • • • . • • • • •,• ,• ••••• ••• ••• •• • • Page 1 of 1 JOSE Consult RTINEZ, Engineer Civil/Structural 24 E. 5th Street Hialeah, FL 33010 Phone (305) 667-6797 /Florida P.E. 031509) iu Sheet J .L 73 j 0 0 CL Engineers Name Date Fort Dallas Truss Co. bLC. 7035 SW 44 St. Miami, FL. 33155 (305) 667-6797 Fax: (305) 667-0592 To: PHII-LiPE ALLUARD 1050 N E 105 ST MIAMI SHORES, Delivery Job Number: 15K34 Page: 1 Date: 04/07/16 13:01:39 Project: PLILLIPE ALLUARD Block No: Model: Lot No: Contact: Site: Office: Deliver To: ALLUARD ADDITION 1050 N E 105 ST MIAMI SHORES, Account No: 000000486 Designer / Salesperson: PAUL ABRAMOBICH Quote Number. P.O. Number Name: Phone: Fax: (305) 993-7561 Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 1 CJ7 07-04-06 DIAGONAL HIP 354 OA Hght: 02-06-01 1 .® / 1 CJ7A 05-05-11 DIAGONAL HIP 3.54 OA Hght: 02-06-01 2 2 CJ9 09-10-01 DIAGONAL HIP 3.54 OA Hght: 03-02-13 3 -- - \ ,,, 1 H1 22-00-00 HIP 5,00 OA Hght: 04-01-01 4 1 $2 22-00-00 HIP 5,00 OA Hght: 04-02-05 5 1 HG1 22-00-00 2X4/2 X6 HIP GIRDER 5.00 OA Hght: 03-03-01 6 fi f / II �� 6 ji 01_00_00 CORNER JACK 5.00 OA Hght: 00-09-01 , 2 J1A 01-08-00 CORNER JACK 5.00 OA Hght: 01-07-01 8 6 J3 03_00_00 CORNER JACK 5.00 OA Hght: 01-07-01 9 -Atio rima_ t 2 J3A 03-08-00 CORNER JACK 5.00 OA Hght: 02-05-01 10 5 J3B 03-11-00 JACK -CLOSED 5.00 OA Hght: 02-06-05 11 6 J5 05-00-00 CORNER JACK 5.00 OA Hght: 02-05-01 12 „e6::: 5 J7 07-00-00 JACK -OPEN 5.00 OA Hght: 03-03-01 13 2 Ti 22-00-00 COMMON 5.00 OA Hght: 04-11-01 14 %.I 11 --7,1' � �� 1 T2 22-00-00 •• ••• • ROOF SPECIAL • • • . 5.00 • •• OA Hght: 04-01-05 15 lir ♦I� \i►,. 1 TG1 • 22•oo-oa .. •• • 2X4/2X6 • • • • • • ....... •• •• ROO•'SPEaAL. • • . 5.89, OA Hght: 0401-05 16 2 V12 12-00-00 • ••• . • • • • • VALLEY••. • • ••• • . 5.00• • • • OA Hght: 02-06-00 17 �.� 1 • V14 • .f4 -0'j 02 • • • • VALEEY • • • • . •5.00 • • • OA Hght: 03-00-08 18 R�� 1 V4• 81-80/00 • • • • •A• • • • • &op • • • OA Hght: 00-10-00 19 .tea ••• •• •• Fort Dallas Truss Co. LLC. 7035 SW 44 St. Miami, FL. 33155 (305) 667-6797 Fax: (305) 667-0592 To: PHILLIPE ALLUARD 1050 N E 105 ST MIAMI SHORES, Delivery Job Number. 15K34 Page: 2 Date: 04/07/16 13:01:40 Project: PLILLIPE ALLUARD Block No: Model: Lot No: Contact: Site: Office: Deliver To: ALLUARD ADDITION 1050 N E 105 ST MIAMI SHORES, Account No: 000000486 Designer. / Salesperson: PAUL ABRAMOBICH Quote Number: P.O. Number: Name: Phone: Fax (305) 993-7561 Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH i 2 V8 08-00-00 VALLEY 5.00 OA Hght: 01-08-00 20 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. EZ, p,E. Truss Design Engineer's Name: Jose Martinez, P.E. JOE ' - Civil/Structural 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) :,onsultii r: e Street ��� 4� t- FL 33010 NOTE: The seal on these drawings indicate acceptance of phone (�' professional engineering responsibilty for the truss I / (Ftorid� P.E. 031509) components shown. Engineers Name Date •• ••• • • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • 1 • • • • • • • ••• • ••• • • •• • • • • • t•• • •• • • • •• • • • • • Yr• • tl • • • • • Y • • • • ••• • • • • • • • •• b• • • ••• • • • ••■ • • • • • • • • • • • • • •• •• Job , 15K34 Truss * CJ7 Truss Type DIAGONAL HIP GIRDER Qty 1 Ply 1 PHELLIPE ALLUARD 0001 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL 4-3-9 s Jan 15 2016 MiTek Industries, Inc. Thu Apr 0713:02:31 2016 Page ID:W1IX4ZGGULFO?9fTROGOoryH?_d-5Cgb89NeU5LYDZAdfUIH8c?31 n32vdF0eAnbfJzT6jM 7-4-6 4-3-9 3-0-13 2x4 II 3 4 394 12 'u 2 . 4Ne.27Ad 40E 0-10 • • 4 N0.3 2S9 I 3x4 2x4 = e 3-9-15 3-9-15 4-3-9 10.5.10 6 3x4 = 7-4-6 5 3-0-13 Scale =1:159 Plate Offsets (X,Y)— [6:0-1-8,0-1-81 LOADING (pst) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TC 0.31 BC 0.44 WB 0.28 (Matrix) DEFL. in (loc) Weft L/d Vert(LL) 0.00 6-7 >999 360 Vert(TL) -0.03 6-7 >999 180 Horz(TL) -0.00 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 31 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) f=146/Mechanical, 786/0-11-5 (min. 0-1-8) Max Horz 7=169(LC 4) Max Uplift6- 234(LC 14), 7— 538(LC 4) Max Gray 8=274(LC 13), 7=774(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-2=-287/746 BOT CHORD 1-8=-697/281, 7-8-697/281, 7-9=-697/112, 6.9-697/112 WEBS 2-7-675/396, 2-6=-1241769 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL�.Opsf; BCDL=6.0psf; h=10ft; Cat. 11; Exp C; Encl., GCp1�.18; MWFRS (envelope) gable end zone; cantilever left exposed ; porch left exposed, Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 Ib uplift at Joint 6 and 538 Ib uplift at Joint 7. 6) This truss has been designed for a moving concentrated Toad of 200.0Ib dead located at all mld panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rlgld pitchbreaks Including heels" Member end fixity modej,wa$ud in We arpiysjjs and dgsign of this truss. 8) In the LOAD CASE(S) section, Toads applled to the face of the bps are noted asfront EF) or Yack16). • •• • • • • • • • • •• LOAD CASE(S) Standard • 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=l • • • ' • • • • Trapezoidal Loads (pit) Vert: 1=-0(F=15, B=45) -to -3=-160(F=-35, B=-35), 3-100(F-35, B= -35) -to -4=-106(F=-38, B -38),1-0(F=10, B=10) -to -5-37(F— 8 B=-8) • • • • • • • • • • • • • • • • • • • • • ••• • ••• • • •• • • • • • • •• • •• • • • •• • • • • • ••0 • • • • •0• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 0•• • • • 0•• • • Job Truss . Truss Type ay Ply PHELLIPE ALLUARD 15K34 CJ7A Diagonal Hip Girder 1 1 0002 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL 2-4-15 s Jan 15 2016 MITek Industries, Inc. ID:W11X4ZGGULFO?9fTROOOoryH?_d-5Cgb89NeU5LYDZAdfUIHec?5dn5Ovh00eAnbfJzT6JM 5-5-11 2x4 11 1-8 PI 2-4-15 2 3.5412 3x4 3-0-12 2x4 11 3 4 IP" '4119 -41111 10 -.0111 11110. 8 2x4 11 2-4-15 2x4117 5-5-11 6 3x4 = 5 2-4-9 3-0-12 Seale: 314°=1' Plate Offsets (X,Y)- [6:0-1-8,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/TPI2007 CSI. TC 0.14 BC 0.29 WB 0.03 (Matrix) DEFL in (loc) 1/defl Vert(LL) -0.00 6-7 >999 Vert(TL) -0.02 6-7 >999 Horz(TL) -0.00 6 n/a Lid 360 180 n/a PLATES GRIP MT20 244/190 Weight: 26 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=165/Mechanical, EL --4/0-10-9 (min. 0-1-8), 7=224/0-11-5 (min. 0-1-8) Max Horz 8=87(LC 4) Max Uplittt-191(LC 4), 8=-27(LC 12), 7=-125(LC 4) Max Gray 6=283(LC 13), 8=198(LC 14), 7=301(LC 15) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or Tess except when shown. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) OTES1) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL-1.Opsf; BCDL�.Opsf; h=10ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) gable end zone; porch right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/FPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 Ib uplift at joint 6, 27 Ib uplift at joint 8 and 125 Ib uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the trim airtraot71, from (Fl o bac:,B). • LOAD CASE(S) Standard •• • • • • • 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increa sset1 00 • • • • Trapezoidal Loads (plf) Vert: 1=0(F=45, B=45) -to -3=-117(F=-14, B}14), 3=-57(F=-14, B= -14) -to -4=-63(F=-17, x-17), 8AF=10, B=10) -to --27(F=-4, 8---4) • ••• • ••• • • • • • • • • ••• • .• • • • • • • •• • •• •• • • • ••• • • • • • • • • • • • • • •• •• ••• • • • • • ••• • • • • • • • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • Job r Truss • Truss Type Qty Ply PHELLIPE ALLUARD 15K34 CJ9 DIAGONAL HIP GIRDER 2 1i Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL. 4-3-15 4-3-15 s Jan 15 2016 MITek Industries, Inc. Thu Apr 0713:02: ID:W1IX4ZGGULFO?9fTROGOoryH?_d-5Cgb89NeU5LYDZAdfUIH8c?WUnO_vegOeAnbfJzT6IM 9-10-1 5-6-2 4x5 11 3 4 3-10-5 3-10-5 14-0-3-5-1150I 9-10-1 5.8-2 Scale = 1:19.6 Plate Offsets (X,Y)— [3:Edge,0-2-8], [6:0.3-0,0-2-12] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TC 0.85 BC 0.63 WB 0.25 (Matrix) DEFL. in (loc) Udefl Lid Vert(LL) -0.02 6-7 >999 360 Vert(TL) -0.16 6-7 >399 180 Horz(TL) -0.01 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 43 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD RIgld ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 6=550/Mechanical, 7=767/0-11-5 (min. 0-1-8) Max Horz 7=298(LC 4) Max Uplift6— 422(LC 4), 7— 608(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-199/684, 3-6=-462/385 BOT CHORD 1-9-634/186, 7-9-634/186, 7-10-634/49, 6.10-634/49 WEBS 2-7-649/471, 2-6=0/693 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL-1.Opsh BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., GCp1 1.18; MWFRS (envelope) gable end zone; cantilever left exposed ; porch left exposed; Lumber DOL. -1.33 plate grip DOL=1.33 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 Toads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 422 Ib uplift at joint 6 and 608 Ib uplift at Joint 7. 6) This truss has been designed for a moving concentrated Toad of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pftchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 8) In the LOAD CASE(S) section, Toads applied to the face of the trus%arg pgte(j all frorJ (F)2r tackSB). • • • • • • • • • LOAD CASE(S) Standard • • • • • • • 1) Dead + Roof Uve (balanced): Lumber Increase=1.33, Plate Increa s1 00• • • • • • • • Trapezoidal Loads (pif) Vert: 1=-0(F=45, B=45) -to -3=-215(F=-63, B=-63), 3-155(F-63, B_= -63) -to -4=-162(F-66, B -66),1-0(F=10, 1!10) -to -5=-49(F=-15, B=-15) • ••• • • • • • • • • • ••• •• • • • • • •• • •• • • • • • • • • ••• • • • • • • • • ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • • •• Job Truss . Truss Type Qty PIY PHELLIPE ALLUARD 15K34 H1 Hip 1 1 0004 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL. 3-1-0 3-1-0 3x4 = 15 2-9-0 5.00 FIY 12 9-0-0 5-11-0 4x7 = 3 8 000 s Jan 15 2016 MiTek Industries, Inc. Thu Apr 0713:02:32 2016 Page 1 ID:W11X4ZGGULFO?9fTR000oryH?_d-ZONzLUOGFPTPrjIpCBGWhgY7wBNHex2AtgX9BIzT6JL 13-0-0 18-11-0 22-0-0 4-0-0 5-11-0 3-1-0 13 3.42x4 No.2 4-0-0 Scale =1:35.9 4x5 = 4 3x4 13 2x.... 9- 3-10 2x4 No.3 381 2 2x4 N0.31-0-14 2x4 0 2-9-0 18 9-0-0 5-11-0 10 17 9 8 4x5 = 3x4 = 4x9 = 13-0-0 40-0 18 18-11-0 5-11-0 3x6 11 19 1•1 22-0-0 4 0 2-9-0 3x4 = Plate Offsets (X,Y)- [3:0-5-4,0-2-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.74 BC 0.57 WB 0.88 (Matrix) DEFL in (loo) Weft Vert(LL) 0.12 7-8 >999 Vert(TL) -0.2010-11 >941 Horz(TL) -0.01 7 n/a Lid 360 180 n/a PLATES MT20 GRIP 244/190 Weight: 106 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP RACINGTOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-8-9 oc bracing. REACTIONS. (Ib/size) 11=1211/0.8-0 (min. 0-1-8), 7=1211/0-8-0 (min. 0-1-8) Max Horz 11=-139(LC 8) Max Upliftll— 841(LC 5), 7— 660(LC 5) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-246/585, 2-12-933/1241, 3-12-820/1278, 3-13=-753/1269, 4-13=-753/1269, 4-14-820/1278, 5-14-933/1241, 5 -f>= -24W585 1 -15 -509/250,11 -15-509/250,11-16-509/250,10.16-509/250,10.17-933/753, 9.17-933/753, 8-9=-933/753, 8-18-509/250, 7-18=-509/250, 7-19-509/250, 6.19-509/250 2-11=-1090/1231, 2-10=-1205/915, 5-8-1205/914, 5-7=-1090/1231 BOT CHORD WEBS MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. 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=.Opsf; BCDL�.Opsf; h=1 oft; Cat. 11; Exp C; Encl., GCp1=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -0-0-1 to 3-1-0, Interior(1) 3-1-0 to 4-9-1, Exterior(2) 4-9-1 to 17-2-15, Interior(1)17-2-15 to 18-11-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL_1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 841 Ib uplift at joint 11 and 660 Ib uplift at joint 7. 7) This truss has been designed for a moving concentrated Toad of 2110.01ti dead locatci at >di niid Oriels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads • • • • ; • • • • 8) "Semi-rigld pitchbreaks Including heels" Member end fixity model was used4n Ile analysis -aid design of this truss. • • • • • • • • • • • • LOAD CASE(S) Standard • ••• • • • • • • •• • • • •• •• • • • 5•• • • • • ••• • • • •• • • • • • • ••• • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss . Truss Type a/ Ply PHELLIPE ALLUARD 15K34 H2 Hip 1 1 0005 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL 3-1-0 3-1-0 9-3-0 6-2-0 4x7 = 3 8 000 s Jan 15 2016 MiTek Industries, Inc. Thu Apr 0713:02:33 2016 Page ID:W1IX4ZGGULFO?9FTROGOoryH7_d-1 axLZgPuOIbGTtK?mvnID15H1 b14NNIJ5UGikCzT6JK 12-9-0 18-11-0 22-0-0 3-6-0 6-2-0 3-1-0 13 4x5 = 4 Scale =1:35.9 2-9-0 0.4-0 2-9-0 Plate Offsets (X,Y)— [3:0.5.4,0.2-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 9-3-0 6.2-0 4x5 = 12-9-0 3x4 = 4x9 = 18-11-0 3x8 11 3-6-0 6-2-0 1$3x0 22-0-0 4-b 2-9-0 b SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.78 BC 0.59 WB 0.92 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) 0.14 10-11 >999 360 Vert(TL) -0.2210.11 >849 180 Horz(TL) -0.01 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 107 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-11 oc bracing. REACTIONS. (Ib/size) 11=1211/0-8-0 (min. 0-1-8), 7=1211/0-8-0 (min. 0-1-8) Max Hors 11=-143(LC 8) Max Upliftl l— 834(LC 5), 7=-653(LC 5) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-218/576, 2-12-932/1231, 3-12=-814/1269, 3-13=-747/1265, 4.13-747/1265, 4.14-813/1269, 5-14-932/1231, 5-fi=-219/575 BOT CHORD 1-15-499/222,11-15=499/222,11-16-499/222,10-16=-499/222, 10-17=-922/747, 9-17=-922/747, 8-9-922x/47, 8-18-499/222, 7-18-499/222, 7-19--499/222, 6.19-499/222 WEBS 2-11-1087/1207, 2-10-1162/886, 5-8-1162/885, 5-7=-1087/1207 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL 6.Opsf; h=10ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) automatic zone and C -C Exterlor(2) -0-0-1 to 3-1-0, Interior(1) 3-1-0 to 5-0-1, Exterior(2) 5-0-1 to 16-11-15, Interior(1) 16-11-15 to 18-11-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 Ib uplift at joint 11 and 653 Ib uplift at joint 7. 7) This truss has been designed for a moving concentrated Iced ot 110.011fIgT•,a0 8t 11 rid airtels and at all panel points along the Bottom Chord, nonconcurrent with any other live loa • • • • • • • • 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was uaedtn tI1e$nays;s•rd dsign of this truss. •• ••• •• • • • •• LOAD CASE(S) Standard • ••• • ••• • • • • • • 8 • • • • • • ••• • ••• • • •• • • • • • • •• • •• • • • •• • • 8 • • ••• • • • 0 ••* • • J 9 • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • 9 •• •• ••• • • • ••• • • Job Truss , Truss Type Qty PIY PHELLIPE ALLUARD 15K34 HG1 HIP GIRDER 1 1 0006 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL 3-1-0 3-1-0 7-0-0 3-11-0 4x7 = 3 11-0-0 4+0 S Jan 15 2016 MITek Industries, Inc. TIIU Apr 0713:02:33 2016 Page ID:W11X4ZGGULFO?9fTR000oryH?_d-1 axLZgPuOIbGTtK?mvnID15L4bnkiNSEJ5UGIkCzT6JK 15-0-0 18-11-0 22-0-0 4-0-0 3-11-0 3-1-0 2x4 11 4 4x7 = 5 80083 =1:35.6 3x4 = 14 3x6 11 15 12 16 11 10 17 4x5 = 3x6 = 4x7 = 9 4x5 = 2-9-0 3-1-0 7-0-0 11-0-0 15-0-0 2-9-0 0.4-0 3-11-0 4-0-0 4-0-0 Plate Offsets (X,Y)- [3:0-5-4,0.2-0], [5:0.5-4,0-2-0], [8:0-4-8,0.1-8], [9:0-2-8,0-1-12], [12:0-2-8,0-1-12], [13:0-4-8,0.1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/TPI2007 CSI. TC 0.53 BC 0.35 WB 0.63 (Matrix) 18-11-0 3-11-0 3x6 11 19.3-022-0-0 0-4 b 2-9-0 M d DEFL in (loc) /deft Vert(LL) 0.10 11 >999 Vert(TL) -0.11 11 >999 Horz(TL) 0.01 8 n/a Ud 360 180 n/a PLATES MT20 GRIP 244/190 Weight:1251b FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 13=1760/0-8-0 (min. 0-2-1), 8=1760/0-8-0 (min. 0-2-1) Max Horz 13=-106(LC 7) Max Uplift13-1247(LC 4), 8-1068(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-2-133/596, 2-3=-1697/1273, 3-4-1985/1608, 45=-1985/1608, 5-6=-1697/1307, 6.7-1761596 BOT CHORD 1 -14 -531/143,13 -14-531/143,13-15-531/131,12-15-531/131,12-16=-104W1493, 11-16-104611493,10-11-1077/1493,10-17-1077/1493, 9.17-1077/1493, 9-18-531/184, 8-18-531/184, 8-19-531/184, 7-19-531/184 WEBS 2-13-1587/1072, 2-12-1228/1755, 3-11=492/629, 4-11=-377/276, 5.11-454/629, 6.9-1130/1755, 6-8=-1587/979 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) OTES1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL�.Opsf; BCDL 6.Opsf; h=10ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) automatic zone; cantilever left and right exposed ; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psi bottom chord live Toad nonconcurrent with any other live Toads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1247 Ib uplift at Joint 13 and 1068 Ib uplift at Joint 8. 7) This truss has been designed for a moving concentrated load of 200.010d'escil atgd all £n d jannlsohd at all panel points along the Bottom Chord, nonconcurrent with any other live loads. • • • • • • • • • 8) Girder carries hip end with 7-0-2 right side setback, 7-0-2 left side setbac'k• anci43-8 e$d letI acI.' ; ' . 9) "Semi-rigid pitchbreaks Including heels" Member end fixity model was'Uted WU% antysIs%nd destgrt of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 353 Ib down and 224 Ib up at 14-11-14, and 353 Ib down and 224 Ib up at 7-0-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • • • • • • • • • • 11) In the LOAD CASE(S) section, Toads applied to the face of the tru$ are ndled as f13M(F) . r back VI. •• • • • • • LOAD CASE(S) Standard' ' •• • • • Continued on page 2 ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • • • • Job Truss , Truss Type city Ply PHELLIPE ALLUARD 15K34 HG1 HIP GIRDER 1 1 0006 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pif) Vert: 1-3=-90, 3--85(F), 5-7_90,1-12-20, 9-12=-76(F=-56), 7-9=-20 Concentrated Loads (Ib) Vert: 12-353(F) 9=-353(F) 8.000 s Jan 15 2016 MITek Industries, Inc. Thu Apr 0713:02:33 2016 Page ID:W1IX4ZGGULFO?9fTROGOoryH?_d-1 axLZgPuOIbGTtK?mvnID15L4bmgNSEJ5UGIkCzT6jK •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • ••• • ••• • • •• • • • • • • •• • •• • • • •• • • • • • • • • • • • • ••• • • • • • ••• • • • • • • • •• • • • • • ••• • • • • • • •• Job Truss . Truss Type Qty Ply PHELLIPE ALLUARD 15K34 J1 CORNER JACK 6 1 0007 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL 1 8 000 s Jan 15 2016 MITek Industries, Inc. Thu Apr 0713:02:33 2016 Page 1 ID:W1lX4ZGGULFO?9tTROGOoryH?_d-1axLZgPu0lbGTtK?mvnID15LGbkLNb2J5UGik(zT6jK 1-0-0 1-0-0 I 1-0-0 1-0-0 Scale =1:6S Plate Offsets (X,Y)- [1:0-0.11,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.51 BC 0.45 WB 0.00 (Matrix) DEFL in (toc) 1/defl lid Vert(LL) -0.00 1 Nr 120 Vert(TL) -0.01 1 Nr 90 Ho,z(TL) 0.00 Na Na PLATES GRIP MT20 244/190 Weight: 3 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 2=-0/Mechanical, 3=109/0-1-8 (min. 0-1-8) Max Horz 2�03(LC 13), 3_ 503(LC 13) Max Uplift3— 71(LC 5) Max Gray 3=250(LC 12) FORCES. (Ib) - Max. Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-198/458 BOT CHORD 1-4=-503/266, 3-4=-503/266 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer installation guide. NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.Opsf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., GCp1�.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL. -1.33 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at jolnt(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wfthstanding 71 Ib uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pftchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • • • •• • •• • • ••• • • • • • • • ••• • ••• • • • • • • • • •• • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • • • • • • Job Truss , Truss Type Qty PIy PHELLIPE ALLUARD 15K34 J1A Corner Jack 2 1 0008 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL. 8 000 s Jan 15 2016 MITek Industries, Inc. Thu Apr 0713:02:34 2016 Page 1 ID: W1 IX4ZOOULFO?9fTROOOoryH7_d-WnV1anAQW n0k741 vBKcJ_mFda??2Z621SK8OGGezT6JJ 1-8-0 1-8-0 1-8-0 1-8-0 A Scale =1:10.8 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.26 BC 0.58 WB 0.00 (Matrix) DEFL. In (loc) 1/defl Vert(LL) -0.00 3 >999 Vert(TL) -0.10 3 >165 Horz(TL) 0.00 n/a Lid 360 180 n/a PLATES GRIP MT20 244/190 Weight: 6 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (Ib/size) 4=157/1-8-0 (min. 0-1-8), 2=-0/Mechanical Max Horz 4=265(LC 14), 2-265(LC 14) Max Uplift4— 78(LC 7) Max Gray 4=272(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-261/124 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd_136mph; HVHZ; TCDL-.0psf; BCDL�.Opsf; h=loft; Cat. II; Exp C; Encl., GCp1-0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.33 plate grip DOL=1.33 2) This truss Is not designed to support a ceiling and Is not Intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pltchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • • • •• ••• •• • • • •• • • • • • • .• • •• • • • ••• • • • • • • ••• • • • • • • • • • •• • ••• • •• • • • • . • • • • • • ••• • • • • ••. • • • ••• • • • • • • • • • • • • • • • .• Job , 15K34 Truss • J3 Truss Type CORNER JACK Qty 6 Ply 1 PHELLIPE ALLUARD 0009 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL b 8 000 s Jan 15 2016 MiTek IndusMes, Inc. Thu Apr 0713:02:34 2016 Page 1 ID: W1 IX4ZOOULF0?9fTROGOoryH?_d-WnV1anAQW n0k741 vB KcJ_mFdbd?6E60ISK80GGezT6jJ 3-0-0 5.0012 3+0 2x4 II 2 3 ' 2x4 Not 349 ■ 1.42x4No23-0.1 ■ 11-2 2-9-0 2-9-0 4 3x8 11 0 lV Tr Scale .1:10.7 Plate Offsets (X,Y)— [2:0-3-0,0-0-4] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.22 BC 0.34 WB 0.17 (Matrix) DEFL in (loc) Udell Ud Vert(LL) -0.01 4 >466 360 Vert(TL) 0.01 4 >214 180 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 11 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-0/Mechanical, 5=325/0.3-0 (min. 0-1-8) Max Horz 3=583(LC 14), 5— 583(LC 14) Max Uplifts— 201(LC 5) Max Gray 5=348(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-710/658, 2-3=-512/538 BOT CHORD 1-6=-583/713, 5.6-583/713 WEBS 2--315/464 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.Opsf; BCDL=6.Opsf; h=10ft; Cat. II; Exp C; Encl., GCp1�.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL --1.33 2) Plates checked for a plus or minus 0 degree rotation about fts center. 3) This truss has been designed for a 10.0 pat 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 201 Ib uplift at Joint 5. 6) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard • •• ••• • . • • •• • • • • • • •• ••• •• • • • •••• • • • • • • • • •.• •• • • • • • •• • •• • • • • •• • • • • • • ••• • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • • • • • • •• •• Job . Truss • Truss Type Qty Ply PHELLIPE ALLUARD 15K34 J3A Comer Jack 2 1 0010 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL. 8000 s Jan 15 2016 MITek Intlustrles, Inc. Thu Apr 0713:1)2:35 2016 Page 1 ID:W1IX4ZGGULFO?9fTROGOoryH?_d-_z36 WR9YKs_IAUOuJgDISAIPORzrVYcZolpo4zT6J 3+0 3+0 4 2x4 11 3-8-0 3-&0 0 Scale =1:14.9 Plate Offsets (X,Y)— [4:0.2-0,0-1-41 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSL TC 0.47 BC 0.44 WB 0.00 (Matrix) DEFL. In (loc) 1/defl Vert(LL) 0.05 3-4 >917 Vert(TL) -0.06 3-4 >672 Horz(TL) -0.03 2 n/a Ud 360 180 n/a PLATES GRIP MT20 244/190 Weight: 12 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=190/0-8-0 (min. 0-1-8), 2= 143/Mechanical, 3=47/Mechanical Max Horz 4=122(LC 7) Max Uplift4= 89(LC 5), 2-136(LC 7), 3— 62(LC 5) Max Gray 4=286(LC 13), 2=143(LC 1), 3=237(LC 14) FORCES. (Ib) - Max. Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. MITek recommends that Stabilizers and required cross bracing be installed during truss enaction, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL�.Opsf; BCDL�.Opsf; h=10ft; Cat.11; Exp C; Encl., GCp1=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.33 plate grip DOL=1.33 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 89 Ib uplift at joint 4,136 Ib uplift at joint 2 and 62 lb uplift at Joint 3. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other Ilve loads. 7) "Semi-rigid pitchbreaks Including heels° Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • ••• • • • • • • • • ••• •• • • • • • •• • •• • • ••• • • • • • ••• • • • • • •• • ••• • • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • • .• • • • • • • • • •• Job Truss ' Truss Type Qty Ply PHELLIPE ALLUARD 15K34 J3B Jack -Closed 5 1 0011 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL. 1 8 000 s Jan 15 2016 MITek Industries, Inc. Thu Apr 0713:02:35 2016 Page 1 ID:W1IX4ZGGULF0?91TROGOoryH?_d-_z36 WR9YKs IAUOuJciDISAJTOOOrUScZolpo4zT6j 3-11-0 3-11-0 2x4 11 2 4 2x4 11 I 3-11-0 3-11-0 4x5 = I Scale =1:15.4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.47 BC 0.48 WB 0.07 (Matrix) DEFL In (loc) Udell LJd Vert(LL) 0.04 3-4 >999 360 Vert(TL) -0.08 3-4 >517 180 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 21 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=199/0-8-0 (min. 0-1-8), 3=199/Mechanical Max Harz 4=128(LC 7) Max Upiift4=-94(LC 5), 3=-165(LC 5) Max Gray 4=291(LC 13), 3=291(LC 14) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 3-11-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. NOTES - 1) Wind: ASCE 7-10; Vult_175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL�.Opsf; BCDL�.Opsf; h=10ft; Cat. II; Exp C; Encl., GCpW.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL --1.33 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 94 Ib uplift at joint 4 and 165 Ib uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •a ••. • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • • • • • • •• • • •• •• • • ••• • • • • . • • ••• • ••• • • • • • • • •• • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •E •• ••• • • • ••• • • Job . Truss ' Truss Type Qty Piy PHELLIPE ALLUARD 15K34 J5 Corner Jack 6 1 0012 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL 8 000 s Jan 15 2016 MiTek Industries, Inc. Thu Apr 0713:02:35 2016 Page 1 ID:W1IX4ZGGULF0?9fTR000oryH?_d-_z36_WR9YKs_IAUOuJgDISAe1O01rS cZolpo4zT611 5-0-0 5-0-0 2-9-0 2-9-0 3-1-0 I 04-0 5-0-0 1-11-0 Scale =1:152 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.71 BC 0.45 WB 0.23 (Matrix) DEFL In (loc) Udefl L/d Vert(LL) -0.01 4-5 >999 360 Vert(TL) 0.01 4-5 >999 180 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 17 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3==0/Mechanical, 4=-31/Mechanical, 5=575/0-8-0 (min. 0-1-8) Max Horz 3=321(LC 14), 5— 321(LC 14) Max Uplift4-65(LC 12), 5=-358(LC 5) Max Gray 4=192(LC 16), 5=575(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-2=436/405, 2-3-169/294 BOT CHORD 1-321/436, 5-6=-321/436 WEBS 2-5=-44W638 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and ford & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 65 Ib uplift at joint 4 and 358 Ib uplift at joint 5. 6) This truss has been designed for a moving concentrated Toad of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • a •• ••r • • • • • •• • a • • • • • •• ••• e• • • • •• • ••• • ••• • • • • • • • • • It • • • ••• • ••• • • a• • • • • • • •• • •• • • • •• • • • • • ••• • • • • ••• • • • 4 • a • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job . Truss ' Truss Type CRY Ply PHELLIPE ALLUARD 15K34 J7 Jack -Open 5 1 0013 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL 8 000 s Jan 15 2016 MiTek Industries, Inc. Thu Apr 07 13:02:35 2016 Page 1 ID:W1IX4ZGGULF079fTROGOoryH7_d-_z36_WR9YKa_iAUOuJgDISAkBOR9rSfcZolpo4zT6j 7-0-0 7-0-0 2x4 11 2-9-0 2-9-0 6 130:14 3x4 = 4 7-0-0 3-11-0 Seale =1:192 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.36 BC 0.43 WB 0.25 (Matrix) DEFL In (loc) Udefl Ud Vert(LL) 0.02 5-6 >999 360 Vert(TL) -0.06 5-6 >725 180 Horz(TL) -0.01 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 29 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=128/Mechanical, 5=-52/Mechanical, 6=689/0-8-0 (min. 0-1-8) Max Horz 6=238(LC 7) Max Uplift3— 93(LC 7), 5=-166(LC 15), 6=-379(LC 5) Max Gray 3=128(LC 1), 5=193(LC 14), 6=689(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2_562/648 BOT CHORD 1-8=-572/570, 6.8-572/570, 6---510/143, 5.9=-510/143 WEBS 2-5-153/545, 2 -f= -60W697 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL�.Opsf; BCDL�.Opsf; h=10ft; Cat. II; Exp C; Encl., GCpII=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left exposed ; porch Tett exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL -1.33 2) This truss is not designed to support a ceiling and is not Intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint 3,166 Ib uplift at Joint 5 and 379 ib uplift at Joint 6. 7) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. •• ••• • • • • • •• LOAD CASE(S) Standard • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • ••• • ••• • • •• • • • • • • •• • •• • • • •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • ••• • • Job . Truss ' Truss Type city PIy PHELLIPE ALLUARD 15K34 T1 Common 2 1 0014 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL 3-1-0 3-1-0 7-0-8 3-11-8 11-0-0 3-11-8 5.00 Fli 8 000 s an 15 2016 MITek Industries, Inc. Thu Apr 0713:02:36 2018 Page ID:W1IX4Z000LFO?9fTR000oryH?_d-S9dUBaRnld_rKK3aR1 LSrgjulofcagxloSVMKWzT6jH 14-11-8 18-11-0 22-0-0 3-11-8 3-11-8 3-1-0 4x5 = Scale =1:35.4 2-9-0 1-p 11-0-0 18-11-0 2-9-0 7-11-0 7-11-0 5x6 = 1p•3r 1 22-0-0 44b 2-9.0 Plate Offsets (X,Y)— [3:0-1-12,0-1-8], [7:0-1-12,0-1-8], [10.0-3-0,0-3-0], [13:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.43 BC 0.92 WB 0.57 (Matrix) DEFL in (loc) Udefl Ud Vert(LL) 0.2312-13 >843 360 Vert(TL) -0.4312-13 >441 180 Horr(TL) 0.02 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 106 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 10=1211/0-8-0 (min. 0-1-8), 13=1211/0-8-0 (min. 0-1-8) Max Holz 13=-169(LC 8) Max UpI11t10— 608(LC 5), 13=-788(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2_276/599, 2-3-141/592, 3-4=-798/1175, 4-14=-788/1182, 5-14=-725/1203, 5-15-725/1203, 6-1788/1182, 6-7-798/1175, 7-8-151/592, 8.9=-276/599 BOT CHORD 1-16=-52W298, 13-1-52W298, 13-17=-734/713, 12-17=-734/713, 11-12=-734/713, 11-18-734/713,10-18-734/713,10-19-528/298, 9-19=-528/298 WEBS 5.12_--625/292, 7-10-1172/1289, 8.10=-360/317, 3.13-1172/1289, 2-13-360/317 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. NOTES- 1) OTES1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL�.Opsf; BCDL=6.0psh h=10ft; Cat. II; Exp C; Encl., GCp1=.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -0-0-1 to 3-1-0, interior(1) 3-1-0 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0, Interior(1)14-0-0 to 18-11-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 608 Ib uplift at joint 10 and 788 Ib uplift at joint 13. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. • • • • • • • • • • • • 7) "Semi-rigid pitchbreaks including heels" Member end fixity model wit; used Ing hdr dipir of this truss. • • • • LOAD CASE(S) Standard • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • ••• • ••• • • •• • • • • • • •• • •• • • • •• • • • • • •• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job . Truss ' Truss Type On Ply PHELLIPE ALLUARD 15K34 T2 Roof Special 1 1 0015 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL. 3-1-0 3-1-0 7-3-0 4-2-0 s Jan 15 2016 MiTek Indusbtes, •Inc. Thu Apr 0713:02:37 2016 Page ID: W1 IX4ZGGULFO?9fTROGOoryH?_d-wMBsOCSP3x6IxUem?kahOtF17C6cJHPv06ExRaT6JG 9-2-6 11-0.01 12-9-10 I 14-9-0 I 18-11-0 I 22-0-0 1-11-6 1-9-10 1-9-10 1-11-6 4-2-0 3-1-0 4x5 = 4x5 = 3x4 3x4 Scale =1:36.9 3x4 = 18 2-9-0 19 14 20 13 12 154x9 = 3x8 = 3x4 = 3x6 11 2-9-0 04.0 7-3-0 4-2-0 11-0-0 3-9-0 14-9-0 3-9-0 4x9 = 3x6 11 18-11-0 13x0 4-2-0 23 3x4 = 22-0-0 2-9-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCL. 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.52 BC 0.43 WB 0.55 (Matrix) DEFL in (Ioc) I/defi L/d Vert(LL) 0.0611-13 >999 360 Vert(TL) -0.0811-13 >999 180 Horz(TL) 0.01 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 117 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-2 oc bracing. REACTIONS. (Ib/size) 15=1211/0.8-0 (min. 0.1-8),10=1211/0-8-0 (min. 0-1-8) Max Horz 15=-139(LC 8) Max UpIlft15— 815(LC 5),10- 611(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-402/629, 2-16_878/1219, 3-16m-795(1245, 3.4-735/1217, 4-5-863/1380, 5-6-863/1380, 6-7=-735/1217, 7-17-795/1245, 8-17=-878/1219, 8-9=-402/629 BOT CHORD 1 -18 -555/405,15 -18-555/405,15-19-555/405,14-19-555/405,14-20-1137/891, 13 -20 -1137/891,12 -13-1137/891,12-21-1137/891,11-21-1137/891,11-22-555/405, 10-22=-555/405, 1G-23=-555/405, 9.23=-555/405 WEBS 2-15-1104/1351, 2-14-1398/1015, 3-14=-250/133, 4-14=-306/381, 4.13-241/327, 5-13-869/452, 6.13-241/327, 6.11-306(381, 7-11=-250/133, 8-11-1398/1015, 8-10-110411351 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.Opsf; BCDL=6.0psf; h=10f ; Cat. 11; Exp C; Encl., GCp1=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -0-0-1 to 3-1-0, Interior(1) 3-1-0 to 4-3-0, Exterior(2) 4-3-0 to 17-9-0, Interior(1)17-9.0 to 18-11-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wiytsipndi9g 81,5 It upI(ftat joint 15 and 611 Ib uplift at joint 10. • • • • • • • • • 7) This truss has been designed for a moving concentrated Toad of 200.211b deadlCcat&{at$ii inictw§sailiind at all panel points along the Bottom Chord, nonconcurrent with any other live loads.• • • • • • • • • 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was usedinihe analysts anti desijnof this truss. LOAD CASE(S) Standard • ••• • ••• • • • • • • • • • • • • • ••• • ••• • • •• • • • • • • •• • •• • • • •• • • • • • ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • . • ••• • • • ••• • • • • • • •• Job . Truss ' Truss Type Qty Ply PHELLIPE ALLUARD 15K34 TG1 ROOF SPECIAL GIRDER 1 1 0016 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL 3-1-0 3-1-0 5-3-0 7-2-8 2-2-0 1-11-6 s Jan 15 2016 MiTek Industries, Inc. Thu Apr 0713:02: ID:W11X4ZGGULFO?9fTROGOoryH?_d-wMBsOCSP3x6IXUem?kshOtF4uC2hJFgv08EwlaT6JG 11-0-0 14-9-10 18.9-0 18-11-0 22-0-0 3-9-10 3-9-10 1-11-8 2-2-0 3-1-0 4x5 = 4x5 = Scale .1:36.6 3x4 = 16 15 3x8 11 1714 18 13 12 �Q= 4x7= 4x9 = 2-9-0 3,-1-p 5-3-0 11-0-0 2-9-0 d•4b 2-2-0 5-9-0 Plate Offsets (X,Y)— [10:0.4-12,0-1-8], (13:0-5-0,0-4-8], [15:0.4-12,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/TPI2007 16-9-0 5-9-0 4x9 = 18-11-0 19-31-0 22-0-0 2-2-0 o.4-) 2-9-0 CSI. TC 0.35 BC 0.68 WB 0.66 (Matrix) DEFL to (loc) l/defl Lid Vert(LL) 0.1113-14 >999 360 Vert(TL) -0.1411-13 >999 180 Horz(TL) 0.03 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 126 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 15=1963/0-8-0 (min. 0-2-5),10=1963/0-8-0 (min. 0-2-5) Max Horz 15=136(LC 6) Max Uplift15-1297(LC 4),10k-1077(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=185/625, 2-3-1561/1080, 3-4-142311033, 4-5=1837/1249, 5-6}1837/1252, 6.7=1423/1054, 7-8-1561/1101, 8--20W625 BOT CHORD 1-16=-5601196, 15-16=-560/196, 15-17=-560/184, 14-17=-560/184, 14 -11k -124W1973, 13 -18-1240/1973,12-13-1222f1973,12-19-1222/1973,11-19-1222/1973, 11-21-560/210, 10-21-56W210, 1421=-560/210, 9-21=-560/210 WEBS 2-15-185411200, 2-14=-1216/1853, 3-14-364/498, 4.14-855/496, 4-13-380/291, 5-13=948/1203, 6-13==-380/291, 6.11_855/448, 7-11=-409/498, 8-11=-1098/1853, 8-10-1854/1082 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL�.Opsf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (envelope) automatic zone; cantilever left and right exposed ; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capabtr; gf witstpndlgg 14olb upJI&t at joint 15 and 1077 Ib uplift at Joint 10. • • • • • • • • • 7) This truss has been designed for a moving concentrated Toad of 200.81» deacU5ca &rat a1keps/ell Ind at all panel points along the Bottom Chord, nonconcurrent with any other live loads.•• •••• • •• • • • • • • • 8) Girder carries hip end with 5-3-0 end setback. ••••• • •• 9) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 361 Ib down and 228 Ib up at 16-9-0, and 361 Ib down and 228 Ib up at 5-3-0 on bottom chojd •Thttieslgn//etectl6i 6f sucltcanngetlp device(s) is the responsibility of others. • • • • • • • • • • • • 11) in the LOAD CASE(S) section, loads applied to the face of the trust Dre rjpjed astroot (Fri bScW(BZ. : : LOAD CASE(S) Standard Continued on page 2 •• • • • • • ••• • • • • • • • • • • • • • ••• • • . • • • • •• •• • • ••• • • • • • • • • • • • • . • •• •• Job Truss ' Truss Type Qty PIy PHELLIPE ALLUARD 15K34 TG1 ROOF SPECIAL GIRDER 1 1 0016 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL. 8 000 s Jan 15 2016 MiTek Industries, Inc. Thu Apr 0713:02:37 2016 Page ID:W11X4ZGGULF079fTROGOoryH7_d-wMBsOCSP3x6IxUem?kshOtF4uC2hJFgv06EwfaT6jG LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 3-4---45(F=45), 4-5=-45(F=45), 5-6=-45(F=45), 6-7=-45(F=45), 7-9=-90,1-14-20,11-14-136(F-116), 9-11=-20 Concentrated Loads (Ib) Vert: 14=-361(F) 11=- 361(F) •.• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • ••• • ••• • • •• • • • • • • •• • •• • • • •• • • • • • ••• • • • • • • • ••• • • • • • ••• • • • • • • • •• • • • • • ••• • • • • • • •• • Job , Truss ' Truss Type Qty Piy PHELLIPE ALLUARD 15K34 V12 Valley 2 1 0017 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL. 6-0-0 8 000 s Jan 15 2016 MITek Industries, Inc. Thu Apr 0713:02:38 2016 Page 1 ID:W1IX4ZGGULF0?9fTROGOoryH?_d-OYIEcYT1gFEZZeDzZSNww5oCdcQo2gz2Fm TPPzT6jF 12-0-0 6-0-0 4x5 = 6-0-0 Scale =1:18.7 5 3x4 4 2x4 11 12-0-0 6 3x4 12-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.54 BC 0.56 WB 0.15 (Matrix) DEFL In (Ioc) 1/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 nta n/a PLATES GRIP MT20 244/190 Weight: 38 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS. (Ib/size) 1=258112-0-0 (min. 0-1-8), 3=258/12-0-0 (min. 0-1-8), 443/12-0.0 (min. 0-1-8) Max Horz 1— 81(LC 8) Max Upilft1-134(LC 7), 3=-148(LC 8), 4=-196(LC 7) Max Gray 1=313(LC 18), 3=313(LC 20), 4=643(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or Tess except when shown. WEBS 2-4=-4751416 NOTES - 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL-9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL. -1.33 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 Toad nonconcurrent with any other live Toads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint 1,148 Ib uplift at joint 3 and 196 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • a • • • 5 • - • ••• • ••• • • •• • • • • • • •• • •• • • • •• • • • • • ••• • • • • • • • • s • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • • • • • • • • •• •• Job Truss ' Truss Type Qty Ply PHELLIPE ALLUARD 15K34 V14 Valley 1 1 0018 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL. 7-3-9 8 000 s Jan 15 2016 MiTek Industries, •Inc. Thu Apr 0713:02:38 2016 Page 1 ID:W11X4ZGGULF0?9fTROOOoryH?_d-OYIEcYT1gFEZZeDzZSNww5o86cNo2gh2Fm TPPzT6JF 14-7-2 1 7-3-9 5.00 12 5 1-22x4 -1-12 5 4x7 11 2 242x4 No.3 233 7-3-9 7 2-3 % 2781-12 14 2x4 Not 7-3-9 34 2x4 No.2 7-3-9 3 • scale 1:22.7 9 3x4 4 5X6= 14-7-2 10 3x4 14-7-2 Plate Offsets (X,Y)— [4:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.83 BC 0.75 WB 0.17 (Matrix) DEFL in (Ioc) i/defl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 3 n/a Ud 999 999 n/a PLATES GRIP MT20 244/190 Weight: 47 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-7 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. =322/14-7-2 (min. 0-1-11), 3_322/14-7-2 (min. 0-1-11), 4=802/14.7-2 (min. 0-1-11) Max Hort 1=100(LC 7) Max Upllft1-167(LC 7), 3=-185(LC 8), 4=-245(LC 7) Max Gray 1=341(LC 18), 3=341(LC 20), 4=802(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-592/466 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=.Opsf; BCDL3.0psf; h=1 oft Cat. II; Exp C; Encl., GCpi l.18; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 4-3-9, Exterior(2) 4-3-9 to 7-3-9, Interior(1) 10-3-9 to 10-10-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 wfthstanding 167 Ib uplift at joint 1,185 Ib uplift at Joint 3 and 245 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pftchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. •• ••• • • • • • •• LOAD CASE(S) Standard • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • ••• • •• • • • • • • •• • •• •• • • • ••• • • • • • • • • • • • • ••• • d • • • • • •• •• • • ••• • • • • • • • • ••• • • a • • • • ••• • • • • • • • • • • • • • •• •• Job Truss , Truss Type Qty Ply PHELLIPE ALLUARD 15K34 V4 Valley 1 1 0019 Job Reference(optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL 2-0-0 8000 s Jan 15 2016 MiTek IndusMes, Inc. Thu Apr 0713:02:38 2016 Page 1 ID:W11X4ZGGULFO?9fTROGOoryH?_d-OYIEcYTlgFEZZeDzZSNww5oJIcUI2sH2Fm TPPzT6JF 4-0.0 2-0-0 2 3x4 = 2-0-0 4 2x4 40.0 2x4 4+0 Scala .1:7.4 Plate Offsets (X,Y) - [2:0.2-0,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.08 BC 0.31 WB 0.00 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) In (loc) Udefl n/a - n/a n/a - n/a 0.00 3 n/a Lid 999 999 n/a PLATES GRIP MT20 244/190 Weight: 10lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=140/4-0-0 (min. 0-1-8), 3=140/4-0-0 (min. 0-1-8) Max Horz 1=-19(LC 8) Max Upliftl— 56(LC 7), 3— 56(LC 8) Max Gray 1=264(LC 17), 3=264(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. 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-9.Opsf; BCDL=6.Opsf; h=10ft; Cat 11; Exp C; Encl., GCp1=.18; MWFRS (envelope) automatic zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. 5) Thls 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 56 Ib uplift at joint 1 and 56 Ib uplift at joint 3. 7) Thls truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • ••• • • • • • • • • • ••• •• • • • • • •• • •• • • ••• • • • ••• • • • • • • •• • • • • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • •• • Job , Truss • Truss Type Qty Ply PHELLIPE ALLUARD 15K34 V8 Valley 2 1 0020 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL. 4-0-0 8 000 s Jan 15 2016 MITek industries, Inc. Thu Apr 0713:02:39 2016 Page 1 ID:W1IX4ZGGULFO?9fTROGOoryH?_d-slddpuUfbYMQBon979u9TILOLOpInI?BUQj1 xtzT6JE 8-0-0 4-0.0 4-0-0 Seale =1.14.4 4x5 = 5 2x4 2x4 H 4 8.0-0 6 2x4 8-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress incr YES Code FBC20101TPI2007 CSI. TC 0.35 BC 0.32 WB 0.10 (Matrix) DEFL in (Ioc) 1/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 24 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=181/8-0-0 (min. 0-1-8), 3=181/8-0-0 (min. 0-1-8), 4=357/8-0-0 (min. 0-1-8) Max Horz 1�0(LC 7) Max Upliftl— 98(LC 7), 3-107(LC 8), 4— 92(LC 7) Max Gray 1=277(LC 18), 3=277(LC 20), 4=374(LC 19) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-275/274 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. NOTES - 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL�.Opsf; BCDL=6.Opsf; h=10ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 98 Ib uplift at joint 1,107 Ib uplift at Joint 3 and 92 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of thls truss. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • ••• • ••• • • •• • • • • • • •• • •• • • • •• • • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • • • • • • •• TOP CHORD CONNECTION LONER JACKS - USP (2) MP3 7'-0" JACKS - USP (2) MP3 5'-0" JACKS - (2) 8d NAILS 3'-0" JACKS - (2) 8d NAILS 1'-0" JACKS - (2) 8d NAILS MIN. P= 1.4 MAX. P=6.5 7'-0" CORNET SET CORNER JACK COMMON JACK TYP. \ 0 12 1 3' 0" Ei MAX PARTIAL ROOF LAYOUT BOTTOM CHORD CONNECTION CONER JACKS-SKH26 UR OR HJC26 7'-0" JACKS - USP (2) MP3 5'-0" JACKS - (2) 8d NAILS 3'-0" JACKS - (2) 8d NAILS 1'-0" JACKS - (2) 8d NAILS COMMON JACK NOTE: THIS DESIGN HAS BEEN CHECKED FOR 175 MPH WINF LOAD. WALL HGT. 30' MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS 925 lbs LUMBER STRESS INCREASE 1.33 PLATE STESS INCREASE: MINIMUM GRADE OF LUMBER! LOADING (PDF) 7'-0" 2x4 No. 2 3'-0" 2x4 No. 2 WEB 2x4 No. 3 SP SP SP LL TOP 30.0 BOTTOM 10.0 SPACING 24" O.C. Nail design loads: (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP 11 SPECIES(S.P.) 8d COMMON NAILS = 78 Ibs (SHEAR) 110d COMMON NAILS = 94 Ibs (SHEAR) USP HANGERS DESIGN LOADS (ACCORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFICE/PRODUCT CONTROL DEVISION) RT3 HURRICANE CLIP -366 Ibs (UPLIFT 100%) W/ (8) 8d x 1-1/2" N.O.A. No. 07-0306.10 CLPBF BUTTERFLY HANGER =367 Ibs (UPLIFT 100% & DNWRD w/ (15) 6d N.O.A No. 08-0208-.07 SKH26 UR = 870 Ibs UPLIFT/900 Ibs REACTION (UPLIFT 100% DNWRD) W/ (12) 16d N.O.A. No. 07-0214.20 HJC26 = 1975 Ibs UPLIFT/2020 Ibs REACTION (UPLIFT 100% DNWRD) W/ (28) 16d N.O.A. No. 07-0214.20 MAXIMUN ALLOWABLE LOADS: T.C. NODE2 UPLIFT (100%) ROOF (125 %) T.C. NODE2 UPLIFT (100%) ROOF (125 %) •• ••• • • • • •• •i• FLORIDA ••. BUILDI$J4 CODE*: :. • 201(3• • •11 MI MI CORNER JACK 365 Ibs 365 Ibs CORNER JACK 870 Ibs U/1975 Ibs R 900 Ibs U/2020 Ibs R • • • 7'-0" 365 Ibs 365 Ibs 7'-0" 367 Ibs 1170 Ibs JACK SIZE 5.-0" 3'-0" NAILS NAILS NAILS NAILS 5'-0" NAILS NAILS 1'-0" NAILS NAILS 3'-0" 1'-0" NAILS NAILS NAILS NAILS • • Y • .• • • ••• • • • • An ••• • • •• • TRUSS CONNECTORS' GC JMM • • • • • • • ••• • • • • •• • • • • • • %.*• EIV • • *' No • . • - ••• • 1 - • ••• mss'. •. • • • •• ••• •• •• • • • STATE OF .:• � S/ANA "G�,. Si,,,, 7-30-15 Florida Building Code Online Businew:� Professiona Regulation SCIS Home Leg In User Registration Product Approval USPA: nubile user Page 1 of 4 tot Topics % Submit Surcharge Stars & Facts Publicatom ffighatagagnaLtdealt > Pradter or. Aa taittsa«ersh > Peatliatlea ti=t > Apptieetton till FL# Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence F1817 -R3 Revision 2010 Approved United Steel Products Company 703 Rogers Drive Montgomery, MN 56069 (952) 898-8772 rswanson@mll.com Rex Swanson rswanson@mll.com Todd Grevious, PE 14305 Sauthcrass Drive Burnsville, MN 55306 (952) 898-8651 tgrevlous@glbraltarl.com Chad Becker 703 Rogers Drive Montgomery, MN 56069 (507) 364-7333 cbecker@mli.com Structural Components Wood Connectors FBC Staff SCIS Sita Map i Links Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC PFS Corporation 12/31/2015 Terrence E. Wolfe P.E Validation Checklist - Hardcopy Received FL817 R3 COI ICC Indeoendence.cert.odt Referenced Standard and Year (of Standard) • • mamas • • • • • • • A.F. AND Po& NOS' • • • •AST!1:w1w6: . • • • • • • AS•A•D71ti • • • Equivalence of Product Standards Certified By • • • •• • ••• • ••• • • • • • • • • • • • •• ••. • ••• • • •• • • • • • • • •• • •• • • • •• • • 6 • • ••• • • • • ••• • • • • • • • • • • Year 2005 2000 2005 Search http://floridabuilding.org/pr/pr app dtl.aspx?parain.-w�S iYQwj:Dciva1.'4likWel85D%... 6/13/2012 ••• • • • ••• • • Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page Method 1 Option C 02/22/2012 04/25/2012 04/30/2012 06/11/2012 Page 2 of 4 0OPage 1/40 FL # Model, Number or Name Description 817.1 6N264, 814284 Breakfast Nook Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Requires supplementary connection for minimum 700# uplift for use in HVHZ. installation Instructions F1817 R3 II esr1465.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL817 R3 AE esr1465.odf 17.2 ICMSTC16 COILED STRAPPING Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL817 R3 II esr1465.pdf Verified By: ICC Evaluation Service, LLC Created. by Independent Third Party: Evaluation Reports It A �46S.odf 817.3 1DSC4L/R, LDSC4L/R DRAG STRUT CONNECTOR Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other Installation Instructions FL817 R3 II esr1465.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports eta4A df 817.4 1FH210, FH212 Formed Seat Hanger Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: No Impact Resistant: N/A Design Pressure: N/A Other: Product Deleted Installation Instructions FL817 R3 11 esr1465 odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports BL917s 4,� 817.5 JFH214 Formed Seat Hanger Imlts of Use Approved for use in HVHZ: No Approved for use outside HVHZ: No Impact Resistant: N/A Design Pressure: N/A Other: Product Deleted Installation Instructions f1817 R3 II esr1465.udf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports F1817 R3 AE esr1465 odF 817.6 1FH26 Formed Seat Hanger units of Use Approved for use In HVHZ: No Approved for use outside HVHZ: No Impact Resistant: N/A Design Pressure: N/A Other: Product Deleted Installation Instructions FL817 R3 II esr1465.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL817 R3 AE 4( 17.7 1FH28. • • • • • • • • • liormsdi Seat Hanger Limits of Use Approved for use In HVHZ:14p Approved for use outside'IVHZ4 Impact Resistant N/A Design Pressure: N/A Other: Product Deleted • • • • • • : Ir • sh dation Instructions 'FL; .,1 > . 4 • . —I. tie • • • • • ... • _ • erIi4ed By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports A„ r1465.pdf :17.8 IFhtD2� o • _ • • • (Inlet Seat Hanger Limits of Use _ �; ; • • • • • • i 9•taMati• � n Instructions • • • • ••• •• •• •• •• ••• •• • • • http://floridabuilding.org/pr/pr_app_ddZspt?pa;air/o/o pC ICC DgvaK2bkWe185D... 6/13/2012 a o • .. .. • • • .. •• ••• • • • ••• • • Florida Building Code Online Page 3 of 4 ••• • • • • ••• • • • • • • • • • • http://flotidabuilding.org/pr/pr_app dtl.asp ? iiGIFNJ DgvaK%2bkWel85D%... 6/13/2012 ... • • • •.• • • Approved for use in HVHZ: No F1817 R3 II esr146S.adf Approved for use outside HVHZ: No Impact Resistant: N/A Design Pressure: N/A Other: Product Removed. Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports F481.7 R3 AE esr/,465.pdf 817.9 JFH0212 Formed Seat Hanger Limits of Use Approved for use in HVHZ: No Installation Instructions F1817 R3 II esr1465 odf Approved for use outside HVHZ: No Impact Resistant: N/A Design Pressure: N/A Other: Product Removed. Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports i. .7 - :5 PO 817.10 [FH0214 Formed Seat Hanger its of Use Approved for use in HVHZ: No Installation Instructions FL817 R3 II esr1465.pdf Approved for use outside HVHZ: No Impact Resistant: N/A Design Pressure: N/A Other. Product Removed. Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evacuation Reports _ R :. .-, ... 817.11 IFHD26 Formed Seat Hanger Limits of Use Approved for use in HVHZ: No Instaltatlon instructions FL817 R3 II esr1465 odf Approved for use outside HVHZ: No Impact Resistant: N/A Design Pressure: N/A Other. Product Removed. Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports P1817, 3 AAE, s. 46S.odf 817.12 1FHt728 Farmed Seat Hanger Umlts of Use Approved For use In HVHZ: No nstaltatlon Instructions F4817 R3 II esr1465.adf Approved for use outside HVHZ: No Impact Resistant: N/A Design Pressure: N/A Other. Product Removed. Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL817 R3 AE esr105,,p¢ 17.13 IFTC1, FTCIF FLOOR TRUSS CUP Limits of Use Approved for use In HVHZ: Yes Installation Instructions FL81 R3 11 esr1465.pdf Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Others Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports F4.61 a. : - VIC • ref P817.14 (FTC2, FTC2F FLOOR TRUSS CUP Limits of Use Approved for use in HVHZ: Yes Installation Instructions F1817 R3 11 esr1465.o0 Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports . 7 - . .1 817..15 IFTC32 FLOOR TRUSS CUP Limits of Use Approved for use to HVHZ: Yes Installation Instructions F1817 R3 II esr1465.pdf Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. Subject to loads and Installation Instructions Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Report F1817 R3 AE esr1465.odf ,outlined in report ESR -2756. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 17.16 IFTC32-2 FLOOR TRUSS CLIP Imits of Use Approved for use In HVHZ: No Installation Instructions P1817 R3 11 esr146S.odf Approved for use outside HVHZ: No Impact Resistant: N/A • • • • • • • • • Design Pressure: N/A i • • • • • • Other: Product Deleted • •• • Verified By: ICC Evaluation Service, LLC a Greaf� by Independent Third Party: ,n �R3 AE�e65.ndf - _ 17.17 IGTU4U, GTU80' TU1i0Q • • • Qfrdaarruss Mangers; limits of Use Approved for use In HVHZ: Yes Installation Instructions F4817 R3 11 esr1465.ndf 18 Approved for use outside HVP .l.Yes • • • • Impact Resistant: N/A • i i • • • •fretted!• Design Pressure: N/A • • • • • • • • • ••SO a • •• Verified fly: ICC Evaluation Service, LLC Independent Third Party: iiia o� Reports • • • ••• • • • • ••• • • • • • • • • • • http://flotidabuilding.org/pr/pr_app dtl.asp ? iiGIFNJ DgvaK%2bkWel85D%... 6/13/2012 ... • • • •.• • • Florida Building Code Online Page 4 of 4 Other: A • 5 17.16 1HGA1O Hurricane Gusset Angie Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions F1817 R3 II esr1465.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evacuation Reports El,BIZALAjjaliaLgOf 17.19 JHHCP2 HURRICANE/SEISMIC ANCHOR Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. instafation Instructions FLEW R3 II esr1465,adf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports P-EM.R3 Ng f1 ,,.• 17.20 1H1C26 fIP-JACK Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports Go to Page 0 0 0 Page 1/ 4 4 0 1 re—tack l gantact us :: 1940 Nntth Meese Street Tallahassee ft. 32199 phone; 850-487-1824 The State 01 Monde Is art AA/EEO employer. renebekr 2002.20x0 Srate M ftedda. • • privacy Statement :; Accessibility Statement :: Refund `dterned Under Honda law. e-mail addresses are public records. If you do not want Your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the once by phone or by tradadenal mall. U you have any questions regarding 08PR's ADA web accegambi ity, please contact our Web Master at we ail r®dhnr.rstat .h. ,a_ Product Approval Accepts: • security re EE Hit + AVE •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • ••• • • • • • • •• • • • •• •• • • ••• • • • • • • • ••• • ••• • • • • • • •• • • • • • • • ••• •• •• •• •• •••• •• . • • • • • • • • http://floridabuilding.org/pr/pr_app dtl.1sp parIntAVGfV4QmpgvaK%2bkWel85D%... 6/13/2012 ••• •• • •• ••• • • iNNECTOR HHC,, HJC,, HJHi HTH 1 ilk 45-...—,r,J c, r 450 Typical HJC/HTHJ installation top view HJC 57/8;;=` r5., HTHJ *•.46. X450 Typical HHC installation top view 1-r 450 _ r450 ... Typical HJHC Installation top view �•,� 4 HHC 10 t/2" 1,3 e HJHC Description USP Stedr No. Rd. No. Steel Gauge H On) Fastener Schede ea Allowable Loads (Lbs.? Code Ref. Carrying Membee Cabled Member DFL I SP $44 Qty Type per Hip per Jedr Type Floor Roof Uplift' Floor Roof Uplift' Qty Qty 100% 115% 125% 160% 100% 115% 125% 180% 2 x 6 right/ left HJC26 LTHJA28, THJA26, THA/26 12 5-318 16 16d 5 7 10d 2385 2740 2980 1840 2065 2375 2580 1545 10, F12 2 x 8 right 1 left HJC28 -- 12 7-1/8 20 16d 6 8 10d 2980 3425 3505 1840 2580 2945 2945 1545 2 x 6 terminal HHC26 ' 12 5-7/16 20 16d 5 -- led 2980 3425 3505 1015 2580 2945 2945 1545 130 2x8terminal HHC28 -- 12 7.3/16 24 16d 6 -- 10d 3505 3505 3505 1840 2945" 2945 2945 1545 2 x 6 termini HJHC26 -- 12 5-7/16 20 16d 5 2 10d 2980 3425 3505 1840 2580 2945 2945 1545 2 x 8 terminal HJHC28 — — 12 7-3/16 24 16d 6 2 10d 3505 3505 3505 1840 2945 2945 2945 1545 2 x 6 terminal HTHJ26.18 LTHJUR 18 5 16 16d 7 5 16d 2190 2520 2740 1790 1870 2155 2340 1505 112 1) UpIft bads have been increased 60% for wind or seismic bads: no further increase shall be permitted. 2) Loadbng published for total load of hip /' ack connection. 3) Minimum nail penetration is 1.5/8 for 16d nails. 4)NAILS:101 nails are 0.148 dia x 3 kmg, l61 nails are 0.162 dia. x 3.1/2 kxsl. New products or updated product Information are designated in red font. HJC Specialty Options Chart Option HO Truss Skew Range 30 to 60 Allowable Loads 100% or table bad Add SK, angled hep Ordering required, to product number. Ex HJC26-SK55 • Typical HJC (skewed) installation • • • • ihiJe{skewed; : •+• with alternate skew angle top view • ••• • ••• • • • • • • • • • • • • • ••• • ••• • • •• • • • • • • •• • •• • • • •• • • • • • 1-80O- 28. 934 i waw:.JS :onnctors com • • • ••• • • • • • • • • • • • • • • •• •• • • 0 •• •• ••• • • • ••• • • USP2241-131 GENERAL NOTES Tru -sec are not marked in any way to identify the frequency or location of temporary lateral restraint ani diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to SCSI - Guide to • �.R• 1.40. _• _ 11. i. •-11•.l 1. Bracing of Metal Plate Connected Wood Trusses*" for more detailed information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the SCSI - B3*"* for more information. All other permanent bracing design is the responsibility of the building designer. NOTAS GENERALES Los trusses no estan marcados de ningbn natio que identifique la frecuencia o localizaadn de resm'ccion lateral yarriostre diagonal tempora/es. Use las recomendaciones de manejo, iostalacidn, restriccidn yarriostre temporal de los trusses. Vea el fol(eto @1"551- Guia de Buena Practice para el Manejo. Instaladen. Restriction vArriostre de los Trusses de Madera Conectados con Placas de Metal”* para Informaddn mas detallada. Los dibujos de diseiho de los trusses pueden especificar las laralizaciones de restricridn lateral permanente o refuerzo en los mlembros individuates del truss. Vea la hoja resumen BCSI-83'** para mas information. El resto de los dlse4os de arriostres permanentes son la responsabdlidad del cfsenador del edifidb. A, WARNING The consequences of improper handling, erecting, Installing, restraining and bracing can result In a collapse of the+'? structure, or worse, serious personal injury or death. IADVERTENCIAI El resultado de un manejo, ti f Y ;1 tevantamiento, irsbladdn, restriaidn y arisotre M < incorrect° puede ser la caida de la estructura o _ a sun pear, heridos o muertos. `! .,+. Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent Injury. Wear personal protective equipment for the eyes, \ �� feet, hands and head when working with ` trusses. Utilice cautela al guitar las ataduras o los pedazos de metal de sujetar para evitar dafio a los trusses y prevenir la herida personal. Ueve el equipo protectivo personal para ojos, pies, manos y cabeza cuando trabaja con trusses.® ` si 7T 1Q.:5 Use special care in windy weather or near power lines and airports. titre, omplexcperman nt4 HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES ® DONT overload the crane. NO sobrecargue la glia. I , ® NEVER use banding to lift a bundle. NUNCA use las ataduras pard levantar un paquete. A single lift point may be used for bundles of top chord pitch trusee : up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' (I8.3m) and parallel chord trusses >45' (13.7 m). Puede usar un solo lugar de levantar para pa- quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30' o menos. Use por lo menos dos puntos de levantar con grupos de trusses de cuerda superior indinada hasty 60' y trusses de cuenlas paralelas hasta 45: Use por to menos dos puntos de levantar con grupos de trusses de cueraa superior mdmada mas de 60' y trusses de cuerdas paralelas mas de 45: rofess Onal STEPS TO SETTING TRUSSES .LAS MEDIDAS DE LA INSTALACI6N DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bradng. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bradng (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de Berra. 2) Instate el primer° truss y ate seguramente al arriostre de fiend. 3) Instate los prdximos 4 trusses con resblcci6n lateral temporal de miembro corto (yea abajo). 4) Instate el arriostre diagonal de la cuerda superior (yea abajo). 5) Instate arriostre dr?gonai para los pianos de los miembros secundaries para estabilice los primeros dnco trusses (Yea abajo). 6) Instate la rc'striccidn lateral temporal y arriostre diagonal pars la cuerda inferior (yea abajo). 7) Repita erste procedimlento en grupos de cuatro trusses hasty que todos los trusses esten instalados. 7ilT10E Refer to BCSI-B2*" for more information. Vea el resumen BCSI-82*** para mas information. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCIGN/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES l This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de rstricddn y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la rstriardn y aniostre temporal de PCTs. A, WARNING Do not over load supporting structure with truss bundle. JADVERTENCIAI No sobrecargue la estructura apoyada con el paquete de trusses. ® Place truss bundles in stable position. Puse paquetes de trusses en una posiadn estable. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES NOTICE" Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pito para levantar puede hacer dart° al truss. 1) TOP CHORD - CUERDA SUPERIOR 60' or less Teghne Locate Spreader bar above or stiabad mid -height 1 Attach 10' (3m) HANDLING - MANEIO Spreader bar for truss , Tagiine r.rc,c; Avoid lateral bending. Evite is flexddn lateral. f!(:t The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabildad de recibir, descargar y almacenar adecuadamente las trusses en la obra. Descargue los trusses en b [lens tiro para prevenlr el dafio. El Use proper rig- ging and hoisting equipment Use equip° apropiado para levantar e Improviser. ® DO NOT store unbraced bundles Wright -41 g Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place bloddnxg of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser dscargadcs directamente en e/ suelo en aquel momento de entrega o almacenados tenporalmente en contact° con el auel° despuets de entrega. Sr los trusses starin gg rdados para mas de una semana, ponga blaqueando semana, de aftura sufde me defies de la pita ® de los trusses a 8 hasty 10 pies en centro (o.c). ® For trusses stored for more than one week, cove bundles to protect from the elvironment. Para trusses guardados per mas de una semana, cubra las paquetes para protegerlos del ambience. Refer to BCSI*•* for mote detailed Information pertaining to handling and job rte storage of trusses. Vea el fillet° 6(5P4i para hdomnacibn mas detal- tada sabre el manejo y almacenado de los brass en arae de trabajo. NO alrnaoene verticalmente los trusses sueltos. DO NOT ire on uneven ground. NO almaoene en tlerra des/gua1. 1 Spreader bar 213 to _y 3/4 tows length TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES RASTA Y SOME 60 PIES Hold each truss In position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada toss en poslddn con equipo de grim hasta que la restriction lateral temporal de !a cuerda superior este instalado y el truss este asegurado en los soports. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO ® Trusses 20' (6.1 m) or mss, support near peak. Soporte terra alpico los trusses de 20 pies o mends. ® Trusses 30' (9.1 m) or less, support at quarter points. Soporte de los cuartos de tramo los trusses de 30 pts o mens. -'.7russ Span-, ; ongftudcleTrafno Tap`chord Tempniaay t enteral Reslra1ntcrOTU) SpaSing -Esipaelamlento`deliaNkrstreTelupomldel CoarclarBuperlor Up to 30' (9.1 m) 10' (3 m) o.c. max. 30' (9.1 m) - 45' (13.7 m) 8' (2.4 m) o.c. max. 45' (13.7 m) - 60'(18.3 m) 6' (1.8 m) o.c. max. 60' (18.3 m) - 80' (24.4 m)* 4'(1.2 m) o.c. max. *C;nsu)t a Registered Design Professional for trusses longer than 60' (18.3 m). `Lmsulte a un Professional Reglstrado de Diser3o para trusses mas d 60 pies. i' See BCSI-B2*** for TCTLR options Vea el SCSI -B2" para las opdwrs -may de TCTLR. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICC16N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 4V077CE Refer to BCSI-B7**` for more Information. Vea el resumen 8CSI-B7`"* para mas informacion. Diagonal bracing Repeat diagonal bracing every 15 truss spaces 30' (9.1 m) max. Apply diagonal brace to vertical - webs at end of cantilever and at bearing locations. All lateral r, amts lapped at least floc trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 312 chords and 15 (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION E Tolerances for Out -of -Plane. Tolerancias para Fuera-de-Plano. Length ---► Max. Bow L Maz. BowLength Max Bow Length►l! �' Trues Length Plumb line s '�� ' ' ' -_,:a ,&,,, . .4.4,..7rit : :a t a tea nformad n sabre cestui / �1 �� TCTLR etre/refuerzo para Armazones 4611:- "*�� _ �v els vee el resumer BCSI-B * ,p'/ Note: Ground bracing rat shown for clarity. 10" w I �� Repeat diagonal braces for each set of 4 tut � wired aunt s) 1 Repita los arr/sotres dlagonales para coda grin de 4 trusses. 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS Meta Refer to BC51-B34** for Gable End Frame restralnt/bradng/ reinforcement information. Para l 6 cddn .rrf:: rias Toleranclas para D/50 Fuera-de-Plomada. 1/2 (13 mm) 3/4' (19 mm) 1° (25 mm) (32 mm) 1-1/2" (38 mm) 1-3/4° (0.3 m) 2' (0 6 m) 314° (19 mm) 7/8" (22 mm) (25 mm) (38m) (4.5 m) 16 T (5.1 m) (0.9 m) (29 mm) (5.7 m) (1.2 m) (1.5 m) (1.8 m) T (2.1 m) CONSTRUCTION LOADING CARGA DE CONSTRUCCION ® DO NOT proceed wEb construction until all lateral restraint and bracing is securely and properly In place. NO proceda con la consbvcddn hasty que todas las restric dons laterales y los arriostres estdn colocados en forma aproplada y segura. • DO NOT exceed maximum stack heights. Refer to BCSI-54*"* for more information. NO exceda las allures maximas de monten. Vea el resumen BCSI-84*** para mas informaddn. (45 mm) 2" (51 mm) t8' (52 4 m) (32 mm) 1-3/8' (35 mm) 1.1/2' (38 mm) (45 mm) 2' (51 mm) (6.3 m) (7.O m) (7.6 m) (8.9 m) (10 1 m) Ma diner reck4tetgb[ -5' ,. s.roi,mitteuatt8'Ttuaaen Material Height Gypsum Board 12' (305 mm) Plywood or 088 16" (406 mm) Asphalt Shingles 2 bundles Concrete Bbd( 8' (203 mm) Clay Tile 3-4 tiles high LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT ILA RESTRICCICN LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Dia9•nal LR ease reinforcement ,bradng Truss Member 2x CLR .- Trusses up to 30' 4. (9.1 m) Trusses hasty 30 pies TEMPORARY, RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL NOTICE Refer to SCSI-B2r" for more Information. Vea el resumen BCSI-B2*** pat mas infor- maddn. ® Locate ground braces for first truss directly in line with all rows of tap chord temporary lateral restraint (see table In the next column). Coloque los arrlostrs de terra para el primer toss dlrectarne me en Tinea con cada una de las hulas de restricddn lateral temporal de la cuerda superior (yea is Labia en la prdxima columna). ® DO NOT walk on unbraced trusses. NO canine en trusses sueltos. .Verb members iA Top Chord Temporary Lateral Restraint (TCTLR) 2x4 min. 1G' (3 m) - 15'(4.6m)ma Same sparing as bottom dr•x-d lateral restraint Bottom Chords Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for darity. ® NEVER stack materials near a peak or at mid -span. NUNCA amontone los materials terra de un pito. ® DO NOT overload small groups or single trusses. NO sobrecargue pequerlos grupos o trusses Individuates. O Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses comp sea poslble. ® Position loads over load bearing walls. Coloque las cargas sabre las paredes soportantes ALTERATIONS -ALTERACIONES NOTICE{ Refer t0 BCSI-B5.*** Vea el re omen BCSI-BS. *** • DO NOT cut, alter, or drill any structural member of a taus unless specifically permitted by the truss design drawing. NO torte, altere o perfore ningon mlembro estrus ural de un truss, a mens que este espedlcamente permibdo en el dibujo del dlser% del tress. Mudmum 2' 2x Scab block centered ower space. Attach to CLR atth minimum 8-16d (0.13513 5') nails each side of spkce or as speeded by the Building Designer. SECTION A -A Brace first truss ,f- securely before erection of additional trusses Note: Some chord and web members not shown for clarity. NOTICE Trusses that have been overloaded during oortstrudion or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la corstrucddn o ran stdo afterados sin la autor- lzadbn previa del Fabricante de 'Misses, pueden homer nulo y do efecto la garantfe Ilmitada del Fabricante de Trusses. • • • • • • • • • • • • • -Contact the Component Mandoetufor for more bdmmaSonwaoRah a Re=e4ctsgmP assistant. To view aroc-printing PDF d the doment, visit romfbt. • • • • Diagonal braces every 10 truss spaces 20' (6.1 m) max. ROTE: The truss manufacturer end fns designer 1155 on the presumption that t cmma,&x ard•rarectiefrIf Of ar®k 4 ) ere profession's yah the capabEity t, undertake the wet they ham meed to do on any given project If the contract,. helms 1 needs assistance in some aspect of the combustion project, It should seek assistance horn a ewr(peent petty. The netisMs and prooed(515 p6eed In this donanent are trderded &ensure that Me:were corttrrxtbn techniques employed soft put the treses into place WWI. These &emendations for hare[ g, hataring, .58 *8w a 1 'g trusses are based apo the docov *ee tnfakvroe of teedmg personnel Invoked widn buss design, mand5cnee a•t -D@ risethe apse to 58 d * - meshed, be Pry only ass (an0E fm use by a mated building de4yer It 5 rcMdmdad iha•anese *Interpreted as suprm to the building Mouse design spa:Mxatbn 101 Mage rAt•a•gandaracbg �dI mlpecbde the use. ofother equivalent methods for restraining/Mackie 4at•4yfr tre em0s, , ,ams rsalardsa no odd str,etrem building tompmmts as determined bySaCA m,d 1nigportliblikheror damages amity Aon use, e, appsration, or reliance nn the end ademma r( hen?g,. • • • • • SBC' l=` ASSOciArio 10' (3 m)- 15' (4.6 m) max. 8 t BUILDING PERMIT APPLICATION Miami Shores Village Budding Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP CONTRACTOR DRAWINGS a JOB ADDRESS: fJ V /WC r eS, %- -- APR 142016 FBC 20 Master Permit No. / FRC /D”' Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL City: Miami Shores County: Miami Dade Zip: 33/ 3 Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): /f-I,Ltf3't.E.. ALL (aAr 1 Phone#: g ® C 7F93 i Y-3/ Address: / 0 c0 fV / l) .a S City: A 1 i9 wit' S I-0 3 1-2,i State: zip: 33/ 3g Tenant/Lessee Name: Phone#: Email: ML G. U /VD CONTRACTOR: Company Name: C.Y/�/��%� &J./ L. beck_ _ Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: / riA/� JACs'/o a/Y'f l/Phone#: ,��c p CS 049'O Address: C."3o 3V'i 2. ( City: cocbtvo G /f nate: R Zip: 3 713-5 Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: r O P 0t//V i 1' e C -244 &I 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 $1 '4 00 Bond $ TOTAL FEE NOW DUE $ rWijf CO (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 theTecorded notice of commencement must be pastectat the job site for the first inspection which occurs seven (7) days, •ft the building permit is issued. In the absence of such posted notice, the inspection will .roved nd a reinspection °e will 'e charged. Signature OWNER or AGE .T Signature CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this t4 day oft L _ t _ , 20 (.T , by day of , 20 , by rpi—e(� Z � vho i rsonal to ,who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: ‘‘ON PRIX %S /i° NOTARY PUBLIC: �YY s • '.• Ffcr.ps Sign: ✓�� o' _• N . = Sign: Print: :.5:toSo: ?Print: s .FS Seal: iC,':;°m.�.•Q� \� Seal: �O ********************************************************************************* *************************** APPROVED BY (Revised02/24/2014) Plans Examiner Zoning Structural Review Clerk 2C tom. 7450 Griffin Road #140 Davie, FI. 33314 Tel: 954-584-6115 Fax: 954-581-2415 E-mail: Rcoletto(a?soilprobe.net Soilprobe Engineering & Testing, Inc. �Yb � P. MwRrd February 23, 2016 J.L.0 Enterprises, Inc. 4001 SW 139`h Ave. Miramar, FL 33027 RE: Pile installation certification Proposed Addition & Foundation Underpinning 1050 NE 105t St. Miami Shores, FL This is to certify that on February 19, 2016, a representative of this office monitored the installation of eight (08), 3" OD and schedule 80 BRACKETT brand steel helix piers at the referenced site. The piles were installed at location staked in the field by the owner's representative to depths ranging from 11 to 35 feet below existing grade as shown in the attached pile log and location sketch. We further certify that our authorized representative observed the piles installation operation and that the workmanship and materials used were in substantial compliance with the specifications supplied to the Piling Contractor and in accordance with the approved manufacturer specifications and Florida Building Code. We also certify that the referenced piles are capable to sustain a net allowable bearing capacity of 10 tons (20 Kips) as shown in the attached pile installation log. Should you have any question regarding the above, or if you require additional information, please contact this office. Sincerely, Soilpro P eringpTesting, Inc. R 1 Pea.j.; g.No37 Enc. E. 34 4. City of Miami Shores, FL P. Allward Pile Log, Location Sketch Engineering is the essence of science and technology Page 1 of 1 Helix Piers Installation Log Cr. No: Pile I.D. No: Type of Pier Specified Torque (Ft.Lbs) Installed Torque (Ft.Lbs) Penetration (ft) Number & Size of helices Kips Date: 02/12/16 1 1 3" 5000 5000 23.0 12", 14" 20 2 1 3" 5000 5000 35.0 12", 14" 20 3 1 3" 5000 5000 15.0 12", 14" 20 4 1 3" 5000 5000 17.5 12", 14" 20 5 1 3" 5000 5000 12.0 12", 14" 20 6 1 3" 5000 5000 18.0 12", 14" 20 7 1 3" 5000 5000 11.0 12", 14" 20 8 1 3" 5000 5000 14.0 12", 14" 20 9 10 11 12 13 14 15 16 17 18 19 20 Misc. Info: Load Bearing: 10 Tons Project: Proposed Addition & Foundation City: Miami Shore Underpinning Contractor: P. Allward Address: 1050 NE 105th St. Logged By: Engineers RIC •;3. Ens.'/ �.� :t fr "• \i IJ . emacs.: . !'1 10..01 h41 .." V. • g — go ue,-., .. 1 n g � r 4 ot �a 611ef ,G i'-un°iO4,01.0 J�l !Yr't w �J '�.i: ✓;'•'^.•.. P> '/ p•' ° / / / _ / ✓ / F f -..J.�i: t , 's ,t" \ , y E{r,�v ' ET' J i ✓ / / ` i'''ce"`__ €. j SLEts.fi t / f f.. j �. ' f ' / 1 f ! , / / /y/j //,//' ,a.^% .Y ,� r r :21c,� J t 1 4 J j' y ,fT� J//f/ . J .f ! /rr F " •+ j.• .f / .. d s', ✓ "'f.f! >/ (( Td1 (/ f D( 14 a / : / / / ;}' >7`�'..,�°' • L r. S� .: . 2'/7/ ! / / F / ! / tit a s 2c l /) /7 r/ f . / • •/"/ / // u c t}a f// t -//f/ }' / r q / r - �•> / r' / / !' r"'t✓ Y/ .. f'� j �/J'E // /� .. / /) / f n r Y% u 4 f ! / ! /• /'. . Jt;a. ///.t' a> � / f ex .KR r] ^1W: / ! '- f 1 ✓ (J f f., / / :',� J'/. ' P - / / • %/!J %l / .l / t / / ; /' i.. .1. '1 A'._ .,.r..�+...t*za.� / �/ f7+Lvf ! / / `J'J ✓ 'f ` .mac r t fi // ij/!f/r`"j/,4„-s c vv 'j j1/j s .-"l' e; /� /;�!J/r , / .g 1/afy - / ..t f/ -'T 'Jf +��J^%u✓.a> „' ; r % J.. //!//> e/:' • .r//j7• . ,/. ./ .4 a iliat 0 'i y/ / • W 4cE}f`/;/ / y/„.:i;,e+ /s'r f/:ro;fa �v f ✓tg/"�'/�/.J//f/,/J.I�/ ' .' ,'°I -/ / / r•i4+ var. , { .t •I'''s -t i t •-4 ' %,F/ _�` "/ e.fr- /? ff 15, .,n�'t 1a�LPic 7 r13/s,4:l0./ YJ ""'/ ./t. ' / // � // • f A2 f • . - tf ,t ;.' c•acosaE /f' `•-t". ' / 'tr•'/ +/ '••/!/ f %/ i / ,-/., t 5,57,4 um Sf / /7., /i/ / .' 5:?...,-. f//4.�. • ♦� S I Jam.• ✓ : '.lE./ S ✓ „ a i ` ` `i / ;' r / / /y // / �, ti tP(9.+'F/ / / y/ / r ' `r`' f "�/ / f i `.% {'_. S •��.ei ' Y t M cD �'iVitt MOTS," ^,•vie .'.'$ ♦i}Q S'3 i.,,,,/4,n�.4/1,1.". ' ft•' V l::J l f Cff 3Tt, ' /f /„ a`3 J. f ,.-• /,' / -` / j//'f ,,�C�l} aF£./:. ! f j " _ J , r w' ai",y, / r / f ✓f,'j/E`.4 ruas`:� 'i' / :! 'X} l .ice ./ f' ! / �}a'� / / // ' - i u.7..ra1 i' w'J y�---�'-:o�.z _ 11 •....Aa — retb 0EJ. t > ,,.)t; ._� _may t ,tea. ( / ",•,� r.04, 2.X. // M / r i �--t b l / I i. . _illit. ,. .s ,,.. ......... ,..% f /, •�.J._fi , .e „ arc Y.a 'r tor ` Tat leP.•.mv :J \ __.. - ._-_----------.- _—__—'__-�`tsrrEric . --+* FOUNDATION; GFIC UND FLOOR PLAN SOILPROBE ENGINEERING AND TESTING 7450 Griffin Road #140 Davie, FL 33314 Tel. (954) 584-6115 Fax. (954) 581-2415 JLU Enterprises, Inc Pile Location Sketch 1050 NE 105th St. Bal Harbour, FL Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Parcel Number 2016 Expiration: 08/14/2016 Applicant 1050 NE 105 Street Miami Shores, FL 33138-2106 1122320280060 Block: Lot: PHILIPPE ALLUARD Owner Information Address Phone CeII PHILIPPE ALLUARD 2655 S LEJUENE Road CORAL GABLES FL 33134- 2655 S LEJUENE Road CORAL GABLES FL 33134- Contractor(s) L&J CONSTRUCTION LLC Phone (786)255-1980 CeII Phone Valuation: Total Sq Feet: $ 1,450.00 00 Type of Work: INSTALL 1 TOILET 1 SHOWER 1 SINK RE Type of Piping: Additional Info: Bond Return : Classification: Residential Scanning: 1 Fees Due CCF DBPR Fee DCA Fee Education Surcharge Notary Fee Permit Fee Scanning Fee Technology Fee Total: Amount $1.20 $3.38 $3.38 $0.40 $5.00 $225.00 $3.00 $1.60 $242.96 Pay Date Pay Type Amt Paid Amt Due Invoice # PL -2-16-58641 02/16/2016 Credit Card $ 192.96 $ 50.00 02/09/2016 Credit Card $ 50.00 $ 0.00 Available Inspections: Inspection Type: Top Out Final Review Plumbing Underground yeasem In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with th- : ans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting th' •ermit I assu -e responsibility •r al work done by either myself, my agent, servants, or employes. I understand that separate permits are required for : LE ' RIC ;� f UMBING, MEC 'ANI L, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFID construction : nd Au rtify that all th ore, I a ing information is accurate and that all work will be done in compliance with all applicable laws regulating he above-named contractor to do the work stated. February 16, 2016 ignature: Owner / . •plicant / Contractor / Agent Building Depart ' nt Copy Date February 16, 2016 1 o\\ BUILDING ;01 - BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC PLUMBING ❑ MECHANICAL Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 OCT 30 2015 Ate) fig( FBC20 0 Master Permit No.k I O'� Sub Permit No. ❑ ROOFING ❑ REVISION ❑ EXTENSION 0RENEWAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: /0 Q , f f O\ s/ City: Miami Shores County: Folio/Parcel#: ! / " Z 2- 5 2.-Q.2Nr - (a 060 Occupancy Type: k Load: Miami Dade Zip: 3 3 l Cl Is the Building Historically Designated: Yes NO J J FFE: Construction Type: V 60 Flood Zone: BFE: OWNER: Name (Fee Simple Titleholder):fV /1 (r 'lf t%> /illuard- Phone#: 50- 7q 3 TS-, , Address: /0 0 / itV r City: p r/ (A Mt S / / ORCT C State: r Zip: 3 J i3/J Tenant/Lessee Name: Phone#: Email: t A L L 14 /1R et9/ 6'u S 961711/- APT/ CONTRACTOR: Company Name: /t 17 /i'i%, 6 ('1//1/Ce Address: Phone#: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: ANNC ,T�/i CA v�it Y Phone#: 30 \ (5 f O -/p tf Address: 2 b 50 c -c i.I(j Sr City:e3COl/0/ 6/e0 e: FL Zip: 33( 3S Value of Work for this Permit: $ 3 0, 0 0 3 6� Square/Linear Footage of Work: S 9 fr. Type of Work: 1 Addition/ ❑ Alteration �t ❑ New ❑ Repair/Replace NEW Description of Work: ® W CO VfiX /1 7e/W/6k7 //AO/ 7/0N 12 -WO V4 Tito At ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ 1 6 Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ 1l 5 - TOTAL -TOTAL FEE NOW DUE $ g DOS ° cO (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 'fte the building permit is issued. In the absence of such posted notice, the inspection will n • e op • roved and a reinspection f . - 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 O` q. day of RC1 , 20'5 , by day of , 20 , by P/2/1/) ,9//_ -'q, -'who is personally known to , who is personally known to me or who has produced ,/&7C.... . 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:( / f \ Sign: Print: S Seal: Print: 000.14, Notary Public State of Florida . Joanna M Feliciano q My Commission Commission FF 082753 F APPROVED BY (Revised02/24/2014) ************************************************************************* Plans Examiner Zoning I(111 Structural Review Clerk Ismael Naranjo From: Philippe ALLUARD <palluard@gmail.com> Sent: Thursday, October 29, 2015 10:06 AM To: Ismael Naranjo Cc: BOCHET (MBO) Maryse; Harry SANCHEZ; JACKAWAY Anne Subject: HOME OWNER BUILDER APPLICATION 1050 NE 105 ST Dear Ismael. Thank you for your time and advice this morning. Following our t ,eeting, I wish to hereby confirm that the above mentioned property is my primary residence, and that I do not intend to sell it or lease it within the next year. Thank you in advance for your kind attention. Best regards. P Alluard Sent from my iPad 1 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 uvCeck 'S;crt\i fY) . BUILDING PERMIT APPLICATION Master Permit No. FBC 20 10 -1 Oj 7 Sub Permit No. *BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ['PLUMBING ❑ MECHANICAL [PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1050 NE 105 ST City: Miami Shores County: Miami Dade Zip: Foilo/Parcel#:11-2232-028-0060 Is the Building Historically Designated: Yes NO N Occupancy Type: R-3 Load: Construction Type: V -B Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): PHILIPPE G ALLUARD Address:1050 NE 105 ST city: MIAMI SHORES Phone#: jCSR / State: FL Zip: 33138 Tenant/Lessee Name: Phone#: Email: Palluard@bellsouth.net fie?rr CONTRACTOR: Company Name: Phone#: � y.$ 'O ? -72 LC- Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: ANNE JACKAWAY Phone#: 305 858 0990 Address: 2630 SW 28 ST 2 d,>ti Value ()Mork forthis-Permit:-$ a . City: COCONUT GROVE State: FL Zip: 33133 Square/Linear Footage of Work: 2-7 - Type of Work: 0 Addition © Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: NEW COVERED TERRACE ADDITION, BATH # 2 RENOVATION 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 Taws 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 $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a ce , r -d copy of the recorded notice of commencement must be posted at the job site for the first insp 'on which ccurs seven (7) • • ys • er the building permit is issued. In the absence of such posted notice, the inspection will not be rov ' and a reinspect'4, fee% will be charged Signature. / Signature OWNER O AGE "`� The foregoing instrument was acknowledged before me this 61" day of t-4-"1, 20 l • , by L,tts G...fit' who is persona& known tg r me or who has produced `�O$° SANCi,, rri4as • identification and who did take an oath. 'r,;GoG26, 2p'9Fs• • NOTARY PUBLIC: Sign: Print: Seal: 4,zz, :fi= #EE860600 eros aQ "i if �BLIC,p• fti a��`` 4 G,t' Pte{ IvSe4A,1/ ►n111111 " CONTRACTOR The foregoing instrument was acknowledged before me this day of , 20 , by , who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBUC: Sign: Print: Seal: APPROVED BY Plans Examiner (Revised02/24/2014) Zoning Structural Review Clerk NAME: OWNER BUILDER DISCLOSURE STATEMENT Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 DATE: 0Cra2, �f ADDRESS: (0 co a (7 S/ - %)'1/4/?r7/ J/oRCt S > r Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one -family or two-family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000). The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with -holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. I understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain restrictions even though I do not have a license. 2. I understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3. I understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permi s and contracts. Initial 4. I understand that I may build or improve a one family or two-family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or le �; which violates the exemption. Initial 5. I understand that, as the owner -builder, I must provide direct, onsite supervision of the construction. Initial 6. I understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and b. co my or municipal ordinance. fJ Initial �i� • 7. I understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the property owner is providing his or her own labor and materials. 1, as an owner -builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder and am aware of the limits of my insurance coverage for injuries to workers on my property. 8. I understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. I understand that my failure to follow these may subject to serious financial risk. Initial 9. I agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and requirement that govern owner -builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulations Initial 10. I understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or http://www.myfloridalicense.com/dbpr/pro/cilb/index.html Initial 11. I am aware of, and consent to; an owner -builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address: Initial 12. I agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the infgrmation that I have provided on this disclosure. Initial Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this 2-2- day of 0 Q , 20 ( 5 B\71 -A` u1"vP. g Ckt--)-A)Aa5D who was personally known to me or who has Prod icense or � � 't b' r'as identification. OWN R— NOTARY "tir ,rtilh4*-.?ti'` se Notary Public State of Pt, -;da Sindia Alvarez My Commissity Gr 1587go Expires 09/03/0, M ct,-_ I/l DAVID A. DACQUISTO, AICP DEVELOPMENT ORDER File Number: PZ -11-14-2014151 Property Address: 1050 NE 105 Street Property Owner/Applicant: Philippe Alluard Address: 1050 NE 105 Street. Miami Shores. FL 33138-2106 Agent: Address: 33133 Anne Jackaway 2630 SW 28th Street, #62, Coconut Grove. FL Whereas, the applicant Philippe Alluard (Owner). has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: First story addition and facade improvements. Whereas. a public hearing was held on December 11, 2014 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered. finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan. drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval for facade improvements and to construct a pergola at the rear of the residence. 2) The proposal is subject to the requirements of FEMA, the NFIP and the Florida Building Code for substantial improvement in a Special Flood Hazard Area. Page I of 3) Applicant to comply with all requirements of FEMA, the NFIP and the Florida Building Code for construction in the AE8 special flood hazard area. 4) Applicant to obtain all required building permits before beginning work. 5) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER. EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 6) Applicant to meet all applicable code provisions at the time of permitting. 7) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair. or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 11th day of December, 2014 by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Zelkowitz Absent Chairman Fernandez Yes Date 'Rrtchard M. Fernandez `Chairman. Planning Board Pa2e 2 of STRUCTURAL DESIGN TC ENGINEERING, INC. CA Lic. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, PE. UC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE.(305) 261-0321 thstruchnlengineering@gmail.com JUNE 29,2015 Miami Shore Village Building and Zoning Department. Miami Shore, Florida. Reference: Response to Structural Comments Alluard Residence 1050 NE 105 St Miami Shore, FL 33138 1. PROVIDE COPIES OF THE SOIL REPORT. See attached. (by Geotechnical Engineer.) • • • •••• • • • • • •• • •• • • • •• •• 2. PROVIDE SPECIAL INSPECTOR FORMS FOR PILES, SOIL COMPACTION ANEW/MARY... • See attached the form. (P. L„ es. '3Y C=. ©l sci-t.st c.a.l.."v •• 3.RECTIFY THE AUTOCAD TYPO FOR CONCRETE COVERS.. See new plan on S-0 • • • • •• •• • • •• • • • • • • • • • •• • • • ••• • • • 4. PLEASE REMOVE THE NOA OF FIXED WINDOW FROM THE SUBMITTAL OR PROVIDE COWES rOR ALL PRODUCT APPROVALS AND SPECIFY THE NOA# ON THE ELEVATIONS SHOW WITH SIZES AND WIND PRESSURES (S-6 & S-7) See attached new elevations drawings S-6 & S-7 with NOA indicated 5. CHECK THE HURRICANE STRAPS FOR L1. L2 & UPLIFT. Ok, see attached our new additional calculations. Note: It is a Wood Roof composed by wood joist, connecting to the TB with an Steel Angle, that will be attached to the joist with thru bolts and connected to the concrete with expansion anchor bolt. • • • • •• • • SINCERELY Antonio Canelas, P.E. LIC #74099. STRUCTURAL DESIGN TC ENGINEERING, INC. CA uc. No 30268 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. UC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE(305) 261-0321 tcsWcturelengineermg@gmail.mm it • � �. AGE Ns'..10 •v Tr • r • No. 74099 l ; STATE OF •��: O R Q/0NAL Immo .... • • • • •••• • • •• • •• • •• • •• • •. •• • • • • • •.•. • • • • • • • • • •• •• • • •• • • • • • • • • •• • • • • • • • •• • • ••• • • • • STRUCTURAL CALCULATIONS REVISION 1 ADDITION AND INTERIOR REMODELING FOR: ALLUARD RESIDENCE. 1050 NORTHEAST 105 STREET MIAMI SHORES VILLAGE, FL 33138 DATE: July 2, 2015 STRUCTURAL DESIGN: TC ENGINEERING, INC CA LIC. No 30288 ANTONIO CANELAS, P.E. LIC. No. 74099 THESE CALCULATIONS HAVE BEEN PREPARED IN ACCORDANCE WITH THE FOLLOWING CODES AND STANDARDS: . . • . . • FLORIDA BUILDING CODE 2010 • • • • ASCE 7-10 • ACI -318-08 • AISC MANUAL OF STEEL CONSTRUCTION. • ACI530-08 • NDS FOR WOOD CONSTRUCTION, 2005 EDITION WITH SUPPLEMENT •••••• • ..•. • • • .•• • ... . . •••• •. • •. . •. . • • .. • • THE ENGINEER WHO'S SEAL APPEARS BELOW ASSUMES RESPONSIBILITY FOR•AI:L TH1 •• ENCLOSED MANUAL AND COMPUTER GENERATED CALCULATIONS THAT ARE: 1 PART OF-IlS• • PACKAGE OF STRUCTURAL DESIGN CALCULATIONS. • • • TOTAL NUMBER OF CALCULATION PAGES: 3 TC ENGINEERING, INC CA LIC. No 30288 ANTONIO CANELAS, P.E. LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI FL, 33155 305 261 0321 • ••• • • •• • INDEX DESCRIPTION PAGES 1- ROOF CONNECTORS CALCULATION 1 TO 3 THESE CALCULATIONS HAVE BEEN PREPARED IN ACCORDANCE WITH THE FOLLOWING CODES AND STANDARDS: • FLORIDA BUILDING CODE 2010 • ASCE 7-10 • ACI -318-08 • AISC MANUAL OF STEEL CONSTRUCTION. ••••• • ACI 530-08 •••• • • • • • NDS FOR WOOD CONSTRUCTION, 2005 EDITION WITH SUPPLEMENT • • . • • • • • • ••• • THE ENGINEER WHO'S SEAL APPEARS BELOW ASSUMES RESPONSIBILITY FVR I!L THE • ENCLOSED MANUAL AND COMPUTER GENERATED CALCULATIONS THAT AREA VAT OF 'HIS• PACKAGE OF STRUCTURAL DESIGN CALCULATIONS. • • •• TOTAL NUMBER OF CALCULATION PAGES: 3 TC ENGINEERING, INC CA LIC. No 30288 ANTONIO CANELAS, P.E. LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI FL, 33155 305 261 03 • • • •• •• • • • • • • • • • • •• • • • • • • • •.•• • • • ••• • • ••.•. ROOF CONNECTORS CALCULA 'CIF ...1::°: . ••.• •••• • • •• •• • • • • • • • • • • •• • • • • • • • • • • • •• • • i • • • ••• • • • ••• • • • • • •• • STfRUCTURAL DESIGN TC ENGINEERING, INC. CA LIC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E UC. Na 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE(305) 261-0321 tcstruduralenginewin9@gma➢.com PROJECT: A,LLUAP O Q6S I4Ci.�C.E SUBJECT: G (} k1• GGT T D PAGE NO.: DATE: DESIGNED BY: —to COUC -e T g 1-3 w -r 12-1 U (2); 5)6 0 € L I V -S3 e`LPA si ikIsct4OR.. %OCT. couc:s tat OP6rY 5.61 2:.640 (..6 • • • • LI IL) 5 1v V V C-00 C R.E1-& - IY TAI kl Lt S_s 13` c .0 tao C . VR0tJ t' LE t. 4114 • • • s•.• i•.• • ••. •• • 51--e EirgoE46.4. Vika. 42. .04 L -r1 '6) 20 DU 47 Coe - (4 0.62- 0 .620 `a.14. F O2 L‘Xf. 19.: L7- z34 -t01 -10,(1)136,--r 0-50 4,1 0 'V • • • • •..: •S••.• .. • • •••.I•• • 1 . • • • ••..•• - .••. • • • e • •• t4aj. •• • • •••• • • •• 'A.erd •. • (:5). 2102. L6 0A2. 2;2 0( 1121-5 Lb, • • • • STkUCTURAL DESIGN TC ENGINEERING, INC. CA Uc. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE(305) 281-0321 tatrucfuralenghreedng@gma8.com PROJECT: SUBJECT: LL u A r/ tom€ F E-. CD UEcTIpS 3 PAGE NO.: DATE: DESIGNED BY: 3: x `D t A- a' O ,J AL -6-0 cd c.2 E- -E 've AA -4 AL U'PL L FT t L c® ktleiR. SAL T A LL o tt li 61'0 0 2 I O L LC,• . N 5TAE Lec,S LCY1 1.4, Fo 2OZ:S 2_390003( .• • • • • •••• • •••••• ♦ • • • • • • • • .. •.•,•a• • •i••....... .*y••. • •••. •• •• ••• ••••i• • • • • • _.• ...,. • so LI -? 0 ,Cict • • • es e MAP OF BOUNDARY SURVEY NO ID $a NORTH SCALE: 1"=20' S89°54'46" NE 100th STREET S89!°.!54�'�46"E .9.7' SV cb R-25.00' L=22.36' A=51°14'03" FULL CURVE R=25.00' L=11.43' =26°11'12" CH=11.33' CB=S51 °56'47"W 7 23v-7- SEP 10 2015 FIR 5/8" NO ID 0 FIR 5/8" NO ID J FIP 3/4" O/S 1.00' S51°08'4 / TRACT 178B (31-41) / MIAMI SHORES SEC. 8,REV. / NOT A PART OF THIS PLAT LEGEND ABBREVIATIONS: A = ARC DISTANCE A/C = AIR CONDITIONER PAD BCR =BROWARD COUNTY RECORDS BLDG= BUILDING BM = BENCH MARK BOB = BASIS OF BEARINGS CBS = CONCRETE BLOCK & STUCCO (C) = CALCULATED C = CHORD C8 = CATCH BASIN CHB = CHORD BEARING C&G= CURB &GUI TER CLF = CHAIN LINK FENCE COL=COLUMN CONC = CONCRETE DE = DRAINAGE EASEMENT DME = DRAINAGE & MAINTENANCE EASEMENT D/W = DRIVE -WAY EB = ELECTRIC BOX ENC.=ENCROACHMENT EW = EDGE OF WATER FDH = FOUND DRILL HOLE FF = FINISHED FLOOR ELEVATION FIP = FOUND IRON PIPE FIR = FOUND IRON ROD FN = FOUND NAIL (NO ID) FND = FOUND NAIL & DISK FPL = FLORIDA POWER & LIGHT TRANSFORMER PAD LE = LANDSCAPE EASEMENT LME = LAKE MAINTENANCE EASEMENT (M) = MEASURED MDCR=MIAMI-DADE COUNTY RECORDS MH =MAN HOLE ML = MONUMENT LINE 0/S = OFF -SET (P) = PLAT PB = PLAT BOOK PC = POINT OF CURVATURE PCP = PERMANENT CONTROL POINT PE = POOL EQUIPMENT PAD PG = PAGE PI = POINT OF INTERSECTION PK = PARKER KAELON (SURVEY NAIL) PL =PLANTER POB = POINT OF BEGINNING POC = POINT OF COMMENCEMENT PRC = POINT OF REVERSE CURVATURE PRM = PERMANENT REFERENCE MONUMENT PT = POINT OF TANGENCY R = RADIUS DISTANCE (R) = RECORD RAN = RIGHT OF WAY RES. = RESIDENCE SIP = SET IRON PIPE SND = SET NAIL & DISK (PK) STL = SURVEY TIE LINE SWK = SIDEWALK (TYP TYPICAL UB = UTILITY BOX UE = UTILITY EASEMENT W/F = WOOD FENCE WMDE = WALL MAINTENANCE DRAINAGE EASEMENT SYMBOLS: = CENTER LINE = TELEPHONE RISER viv © = CABLE TV RISER = WATER METER X 0.00 = ELEVATION (00') = ORIGINAL LOT DISTANCE /2 = CENTRAL ANGLE = UTILITY POLE OD = DRAINAGE MANHOLE G = SEWER MANHOLE = WATER VALVE I't:ry@ = CURB INLET = FIRE HYDRANT = LIGHT POLE = CATCH BASIN D - IRON FENCE - WOOD FENCE = CHAIN LINK FENCE = OVERHEAD UTILITY WIRE SURFACES: ASPHALT CONCRETE PAVERS 11LES WOOD COVER BUILDING CERTIFICATE OF AUTHORIZATION P LB -7104 Suari z surveying 8. mappine, Inc:;. 15190 SW 136th Street, Suite 20, Miami, Florida 33196 Tel: 305.596.1799 Fax: 305.596.1886 www.suarersurveying.com PLAT IMAGE: NOT TO SCALE PROPERTY ADDRESS: 9959 BISCAYNE BLVD, MIAMI SHORES, FLORIDA 33138 LEGAL DESCRIPTION: LOT 11, BLOCK 178, OF MIAMI SHORES SECTION 8 REVISED PLAT, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 43, PAGE 67, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. SURVEYOR'S NOTES: 1. ELEVATIONS WHEN SHOWN REFER TO 1929 NATIONAL GEODETIC VERTICAL DATUM (NGVD 1929). 2. NO Al ILMPT WAS MADE TO LOCATE FOOTINGS/FOUNDATIONS, OR UNDERGROUND UTILITIES UNLESS OTHERWISE NOTED. 3. THE LANDS SHOWN HEREON HAVE NOT BEEN ABS�ACT!� N REGARDS TO MATTERS OF INTEREST BY OTHER PARES, SUFH AS EAST" YDS =S• RIGHTS 0; 4/ ,• RESERVATIONS, ETC. ONLY PLATTED EA MENS VE SHOWN. • 4. THIS SURVEY WAS PREPARED FOR AMID•CERAFIED TO "THE 1,M*TY(IES) INDICATED HEREON AND IS NOT TRANSFERABLE OR ASSIGNABLE. • • • • 5. THE INTENT OF THIS SURVEY AS W1gI(R11UVICRTED 8Y TNE•QEtTIFIED 7S• FOR REAL-ESTATE TRANSACTION OR MOggTiG REFINANCING, THIS SURVEY IS NOT TO BE USED FOR ANY OTHER PURPOSE•6R A:?Y(IES) WITHOUT" THE AUTH0F:Z, QJ• OF THIS FIRM. • 6. THIS SURVEY IS NOT INTENDED •FOR •NEITHER DE6I$(S •NAG CONSTRUCTION PURPOSES, FOR THOSE PURPOSES, A TOFDORIAOHIC SURVEif MAY BE REQUIRE..• • • • 7. ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN •HE SIGNING PARTY OR PARTIES IS PROI,Etr 41 HOUT � R •CONSENT flF' R1iE• SIGNING PARTY OR PARTIES.• 8. THIS IS A SURVEY OF A RESIDENTA•PR8F '.RTY, THE 516A!16AlkD ACCURAO THE CONTROLLING DATA (BOUNDARY, 644 E4V. jRAVERSE, ANI SURVEY TIE UNED) FOR THIS TYPE OF SURVEY AND ITS ExWECTEl) U6E (SUBURBAN) IS 1 FOOT IN 7,500• FEET (THIS SURVEY DOES NOT EXCZED THAI STAND/IND?.TICAL FL"AIULS R• (ELEVATIONS) HAVE BEEN MEASURED T ANA URACY 0F•5• rfit FEEDS OFF00T. 9. IMPROVEMENTS SHOWN HAVE BEEN I4VASUg •TO THE NEAREST 10TH OF � TIES SHOWN HAVE BEEN MEASURED TO TIIE•NEAliEST 100TH rJF "A•FQOT. • ELEVATIONS WHEN SHOWN HAVE BEEN MEASURED TO NEAREST 1DOTS OF A FOOT ON HARD SURFACES AND NEAREST TENTH OF A FOOT FOR GROLIN'! OR 1150D SURFACES 10. ALL BOUNDARY UMIT INDICATORS SET ARE STAMPED LB# 7104. 11. THE BOUNDARY LIMITS ESTABLISHED ON THIS SURVEY ARE BASED ON THE LEGAL DESCRIPTION PROVIDED BY CLIENT OR ITS REPRESENTATIVE. 12. FENCE OWNERSHIP NOT DETERMINED. 13. BEARINGS WHEN SHOWN ARE TO AN ASSUMED MERIDIAN, THE CENTERLINE OF BISCAYNE BLVD HAS BEEN ASSIGNED A BEARING OF S 38'51'11" W. 14. TYPE OF SURVEY: BOUNDARY CERTIFIED TO: GLOBAL REAL ESTATE ACQUISITIONS AND INVESTMENTS, LLC REVISION(S): SURVEYORS CER77FICATE: I HEREBY CERTIFY THAT THIS SURVEY IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF AS RECENTLY SURVEYED AND DRAWN UNDER MY DIRECTION AND MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY THE FLORIDA STATE BOARD OF SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027. FLORIDA STATUE. h Juan en A• Digitallysfined by Juan aSean AUTHENTIC COPIES OF THIS' 1• me a s9nea uo =Juan a5ua Suarez, o=Suare SURVEY SHALL BEAR THE Juan 09:°wluanA.Suarez°=Suarez Surveying&Mapping,°u=PSM ORIGINAL SIGNATURE AND Surveying Mappie°u=PSM emailw >KuarezrvevingP°maiL< RAISED SEAL OF THE eypu�al e�11AN A. S °�0 6 afl=suarersury A TESTING REGISTERED Suarez <=US s SESSIONAL SURV 1 AiAIN74:4 SURVEYOR AND MAPPER Dete:7ols.0&121E°a3� od `TATE OF FLORIDA LIC. # 6220 DATE OF SURVEY : 08/10/2015 JOB #: 150821987 FILE #• C-16321 PROJECT NAME: SURVEYS 2015 m' CAD FILE(R): GLOBAL SHEET 1 OF 1 Anne Jackaway Architecture, Inc. Serving Clients Globally 2630 SW 28th Street, Suite 62 at Level One, Coconut Grove, Florida USA 33133 305.381-58n ajackaway@jackawayarchitects.com AA26001569 www.JackawayArchi tects.com 6 October 2,015 Building Department Comment Responses Building: Ishmael Naranjo, reviewer. 3, Survey and elevation certificate to be provided by Owner. 55. Please see sheet A-7 (new floor plan) and A-12 (door schedule), which show the addition of a 2'-8" wide door # 1o6 into Bathroom #2. However, it is our understanding that an ADA door is not required in an existing residential property, only a new property. As well, an ADA door would need to be a 2' -lo" door to allow for a wheelchair. 6. We had a phone conversation discussing this request, prior to our resubmittal of the site plan sheet A -la. I suggested and you agreed that the Owner did not need to employ a landscape architect and that I could provide both a berm at the two side yards (where there is not an existing fence or wall), and a note that states that the site will retain all interior rainwater and roof runoff, to the extent that at minimum, the first %" is retained on site. So drawn and noted. 10. Please see Sheet A-io, which shows roof details, flashing and roof connections. Also please see Sheet S-3, for more structural details, especially Details 3, 4, and L (piggy back trusses). Please contact me directly at 305-297-0220, if I can be of any help. Our client is very interested in a finalization of his permit and imminent progress on his home renovation. Thank you. Fully Spectrum Builders Mr Manny Joya. 7241 SW 42nd Street Miami, Florida 33155 CGC#1515180 Mr. Philippe Alluard 1050 NE 105 Street Miami Shores, Florida 33138 June 6th, 2015 Scope of Work: Home Re -modeling at above address. V2 based on revised plans. General Conditions: • • • • •• • • • . • •••• • • •.•• • ▪ •••••••• . • •••••. • • •• •• • • • • • . • • • •. . •• • • • • ••• • • • 000000 • • ••• • . . •. • Permits, Survey, Site Supervision, Dumpster, Site cleaning, Equipment Rental, Contingency: $ 5,675 Site Work: Demolition: Inside and Out, Floor protection, Pavers, New Wooden fences, $ 6,325 Concrete Work: Shell work per plans and specs: Includes all block work for the new columns and framing and tie beams: blocking up windows and door: all framing and block work for new door sliders and panels: Includes framing for the new porch area and tie into the roof: Includes steel columns, concrete work, joists, rafters and blocking per plans and specs: All wood to be pressure treated: includes decorative wood: and T& G underneath: Roof to have 5/8" plywood, termite treatment Insulation, roofing,: $ 11,250 Windows and Doors: All new sliding panel doors: per plans and specs: CGI Sentinel: Hurricane Impact: Includes all NOA's, drawings and Installation: and inspections: all windows and sliding doors to be field measured: $ 9,500 Cabinets and Interior Trim: Remove one Kitchen Cabinet. Install new dishwasher, Install new interior door for the bathroom: labor and materials: $1,150 Finishes: • • • • • .••• • • ••••• 000000 •• • • • • • • • +• • 1 - Framing, Drywall, Stucco Work, Paint the outside of the home: labor arr"d maternal$: (Sherwin Williams Paint),9":$t,150.••••• 2 - Master Bathroom: Re -frame, do all the rough plumbing, new shower pun end drain: b/c fan: electrical rough: install dura rock: install drywall: install tile floor, shoOecfl tr, walts.t5d tile base, Install new sink, mirror, toilet accessories, electrical trim, plumbirim, paint tpe bathroom, Frameless shower door, `• • $ 2,950 • • • • 3. Install tile floor in the living room: E..: 1,025 • • . Mechanical: HVAC and Plumbing per plans and specs: Electrical: Electrical per plans and specs: $ 5,096: Total: Builder's Fee: 10% - Total for job: Conditions: • 1 • • • •• • • •••• • • • •• • $ 2,100: $ 51,221 $ 5,122 $ 56,343 1. Estimate valid 2 month from date of signature. 2. Payment: 40% down: 25% after the third week: 25% after the sixth week: Balance when complete: and job has the CO of completion from the City of Miami Shores. 3. Change Orders are the cost plus 10%: all change orders to be paid up front 4. All work to take two months: (we will note all weather delays) 5. All work is guaranteed for one year Signatures: Mr Manny Joya Fully Spectrum Builders June 6th, 2015 Philippe Alluard Owner Date: ••••.. • 9 • • • • • . • �• • • REPORT OF SUBSURFACE EXPLORATION GEOTECHNICAL ENGINEERING EVALUAT hid J OF SUBSURFACE CONDITIONS PROJECT: SWIMMING POOL ADDITION 1050 N.E. 1056 Street Miami Shores, Miami -Dade County, Florida MAY 2014 Prepared for: PHILIPPE G. ALLUARD 2655 South LeJeune Road, Suite 701 Coral Gables, Florida 33134 .. ••• • • • . .. . • • • • • • • • WINGERTER LABORATORIES, INC. . •. • • • • • • • • •1820 N.E. 144th Street • • •• • • • •• • • •• 'Mirth Miami, Florida 33181 ..• •• • • • •• • • • •• .• • • • •• .. WINGERTER LABORATORIES INC. Engineering Testing and Inspection Service Established 1949 Philippe G. Alluard 2655 South LeJeune Road, Suite 701 Coral Gables, Florida 33134 May 9, 2014 Reference: Report of Subsurface Soil Exploration and Geotechnical Engineering Evaluation of Subsurface Conditions Project: Swimming Pool Addition Location: 1050 N.E. 105th Street Miami Shores, Miami -Dade County, Florida WLI Order No. 14-1154 Gentlemen: We are pleased to present this report of our subsurface soil exploration and geotechnical engineering evaluation for the subject site. These services were performed in general accordance with the Professional Services Agreement dated May 2, 2014. This report presents our evaluation and specific recommendations for the proposed construction together with the field data. This report was prepared in compliance with the 2010 Florida Building Code. We appreciate this opportunity to be of service to you during this phase of the project. If you have any questions or comments regarding the information contained in this report, please contact the undersigned. enc: Report• • ••• • . . . • •• In accordance with Rude 6:1 C:15:2:?:o(r f the Florida Administrative Code, an original signature is hereby provided for the owner (or owner's representative) and the bdihiin�Efficial. 'A �� ,Respectfully submitted, . INGERTER LABORAT F . No,tir715 STATE OF of:ZORO ,30 IES, INC. WNW— H. Schuler, P.E., ' .G. orida Registration No. 34715 r—� • ••• • • • • • . • • • • • . • • • .• . • • • •. . • • • •.• .• • • • .•. • . • • • • •• • • 1820 N.E. 144th Street • North Miami, FL 33181 • (105) 944-3401 • 1 -800 -345 -SOIL • Fax: (305) 949-8698 • :BfQta;d: (954) 764-0472 • Dispatch Fax: (305) 949-1328 STEEL • CEMENT • rokciiiFi PAVE ETI' INSPECTIONS • TEST BORINGS • SPECIFICATIONS e CONSULTATIONS ••• • • • ••• • . Florida Certificate # F-614 TABLE OF CONTENTS Page LETTER OF TRANSMITTAL 1 TABLE OF CONTENTS 2 INTRODUCTION 3 PROJECT INFORMATION 3 INVESTIGATIVE PROCEDURES 4 TESTING PROGRAM AND CONDITIONS REVEALED 5 GEOTECHNICAL ENGINEERING RECOMMENDATIONS 5 ENGINEERING RECOMMENDATIONS FOR HELICAL PILES 6 SPECIAL REMARKS & ANNOTATIONS 9 APPENDIX A. TEST BORING LOGS B. SITE AND TEST LOCATIONS MAPS .. ... . . • • . • • • • • •. ••. •. • • • •. • • • • .•. • ••. •• • • •• . •• • •• • • • • • • • • • • • • .• • • • • .. • • • • • ... • • • • .• •• • 2 ... • • . • ... • • • • • i . . 0 • • . . ..• . • • • • • . • • • • • 0 • .. .. . . • • •. ... . • •• •.• • • • Wingerter Laboratories, Inc. Page 3 INTRODUCTION Wingerter Laboratories, Inc. (WLI) is pleased to present this report of our subsurface soil exploration and geotechnical engineering evaluation for the subject site. The purpose of this investigation was to obtain specific subsurface data in order to provide an engineering evaluation of the subsurface conditions including recommendations for foundation design for the support of a proposed swimming pool on a single family residence site. Our subsurface exploration consisted of a total of two (2) Standard Penetration Test Borings performed at the southeast side (rear) of the subject site, as shown in Appendix B of this report. The following presents a review of the project information provided to us, a discussion of the subsurface conditions, detailed geotechnical engineering recommendations and our Report of Test Boring Numbers B-1 and B-2. PROJECT INFORMATION The Miami -Dade County Property Appraiser's website was reviewed. The existing single story, single family residence was constructed in 1953. The aerial photograph shows the current conditions of the site and vicinity. The property is located on the south side of N.E. 105th Street, with the rear of the property bounded by a seawall and canal. The residence building is located near the center of the property. We were provided with Drawing No. A.2 - Proposed Preliminary Floor Plan, prepared by A. Jack Messulam, P.E. of Coral Gables and GME Design Services, Inc. of Miami in February 2014. The proposed swimming pool addition is shown as lengthwise east - west at the south end of the property, adjacent to the sea wall and canal. A site reconnaissance was conducted prior to our work commencement in order to observe and document the existing surface conditions, and to the establish test boring locations. This information was used in our interpretation of the subsurface data and also to detect any conditions which could affect our evaluation of the site. The proposed test boring locations were marked with white paint and flags at the east and west ends of the swimming pool's proposed footprint. Utility clearances were requested and received on-line with Sunshine State One Call. .• •• • ••. • •• .• • • • • • • .• ••• •• • • • . • •• . • ••. w • • ••• • • • ...• • •• • • • • •• •• •• •• •• • • .• • . . • •• • • • •• ••• • • • • • ••• • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• 0 • • ••. • • • • • • • • • • • • • •• •• •.• 0 • 3 Wingerter Laboratories, Inc. Page 4 INVESTIGATIVE PROCEDURES Due to access issues, the field work was performed using the tripod drilling equipment. Soil samples (disturbed) were obtained in accordance with ASTM D-1586 utilizing a 2 -foot long, 2 -inch diameter split spoon sampler which is advanced by successive blows of a 140 pound hammer free -falling 30 inches. The number of blows for each 6 inches of penetration is recorded. The sum of the second and third blow counts for each 2 -foot sampling interval constitutes the Standard Penetration Resistance in blows per foot, which is referred to as the "N" Value. The following tables may be used in interpreting the consistency of the materials based on the "N" Value: SOIL CONSISTENCY vs. "N VALUE" Cohesionless Soils Cohesive Soils Rock and Gravels "N Value" (blows/ft) Consistency Designation "N Value" (blows/ft) Consistency Designation "N Value" (blows/ft) Consistency Designation 0 to 4 Very Loose 0 to 2 Very Soft 0 to 25 Loose or Soft 5 to 10 Loose 3 to 4 Soft 26 to 50 Medium Dense 11 to 30 Medium Dense 5 to 8 Medium 51 to 90 Dense 31 to 50 Dense 9 to 15 Stiff - - 50 or More Very Dense 16 to 30 Very Stiff- - - - 31 or More Hard - - The Standard Penetration Test, "N" value curve shown on the boring logs indicates the general variation of the "N" value throughout the depth of the boring. This curve is plotted in a straight line which connects each "N" value. However, it should not be assumed that the changes in the "N" value are a linear function. The graphical representations shown on the boring logs should not be substituted for the actual material descriptions included in the logs. Soil samples were retained by WLI for a period of 30 days only. The elevation was not established for the test boring locations. Depths reported on the logs represent depths below ground surface as they existed on the date drilled. The client is cautioned that if subsequent filling or excavation of the site occurs, the reported deQth must be so adjusted. WLI can not assume responsibility for the accuracy of reported depths if tte sib =s tlibidsubsequent to the date drilled. .. . . . . ... . • .. ... .. . .... •... . . . ... •. . .... .. . • ▪ .... •.. •• .. • . • . . .. .... .. .. ... •. . . . • 4 ••• •••. • . .▪ .. • • • • ••• • • ▪ • • •• • ••• •• .... • • . .... • Wingerter Laboratories, Inc. Page 5 TESTING PROGRAM AND CONDITIONS REVEALED Our subsurface investigation consisted of a total of two (2) Standard Penetration Test Borings, conforming to the requirements of ASTM D 1586 that was performed at the site on May 1, 2014. Please refer to Appendix A for our Report of Test Boring Nos. B-1 and B-2 for detailed description of the materials encountered and the depth intervals at which they were encountered. The Test Boring locations are shown on the provided site map in Appendix B of this report. The number, location and depth of the test borings were determined by WLI and the client, taking into consideration the requirements of the project, site accessibility and the subsurface conditions revealed. The discussions, opinions and recommendations contained in this report are based upon the conditions revealed in the referenced test borings. A review of the Boring Number B-1 test boring logs indicates that the test boring location is generally mantled by loose layers of limesand with some fragmented limestone to about four feet below land surface. Following was loose layers of clayey silt, then loose layers of silty sand to about eight feet deep. The boring then found loose layers of fragmented limestone and limesand to about ten feet deep. Thereafter, the boring encountered medium dense layers of limesand with trace fragmented limestone to 20 feet deep, then medium dense layers of fragmented limestone with trace limesand to the maximum explored depth of 25 feet below land surface. Boring Number B-2 test boring logs indicates that the test boring location is generally mantled by medium dense layers of fragmented limestone with some to trace limesand to about four feet below land surface. Following was loose layers of organics and silt, then medium dense layers of organics and silty sand to about eight feet deep. The boring then found medium dense layers of silty sand with trace fragmented limestone to about ten feet deep. Thereafter, the boring encountered medium dense layers of fragmented limestone to the maximum explored depth of 25 feet below land surface, including trace limesand in the upper layers. The ground water level at the time of our investigation was encountered at depths of three feet and three feet, three inches (3'-0" & 3'-3") below the existing land surface at the test boring locations. Fluctuations in the ground water level should be expected due to seasonal climatic changes, tidal action, rainfall variation, surface runoff, construction activity and other site specific factors. GEOTECHNICAL ENZIN`EEIIING• YALIJATION Evaluation of the subsurre'ddta bbtaihemited emitt ache test boring logs, using accepted geotechnical engineering criteria, indicates that the existing subsurface soil conditions are not suitable for the all areas of the swimming peot gdditi©l if found!a poli the existing soils. The test borings performed •• • • • . .• • • . • . .. .. ... . . 5 •.• • • . . ••• • • • • •• •• •• • • •• • •• •• •••• •• •• •• • •• • • •• • •• • • • • • •• •• • • • •• •• ••• • • • ••• • • Wingerter Laboratories, Inc. Page 6 revealed the presence of loose or soft layers of clayey silt and organics & silt from four feet to about six feet below land surface. These soils are expected to consolidate excessively when subjected to the loads associated with the swimming pool addition. The consolidation of these soils is expected to result in large excessive, total and differential settlements that may continue long after the proposed construction is completed. Also, the groundwater table is very shallow, which will cause uplift issues in the design and dewatering issues during construction. Therefore, it is our recommendation that helical piers be utilized for areas of the swimming pool addition above ten feet deep from the existing land surface. At the recommended bearing pressure, the anticipated total settlements are expected to be less than 1.0 inch, with differential settlements approaching 0.5 inch across the area, provided that the following recommendations are adhered. ENGINEERING RECOMMENDATIONS FOR HELICAL PIER FOUNDATIONS 1. Specification: 1.1 Helical piers, Magnum standard or approved equal. Three (3") diameter with 0.25 inch wall thickness galvanized with one eight -inch (8") diameter and one ten -inch (10") diameter helix. Other manufacturers of helical piers may have slightly different characteristics, such as a square tube. 1.2 Allowable load capacity is ten (10) tons. 1.3 Allowable tension capacity is eight (8) tons. 1.4 Installed to a minimum torque of 7500 ft -lbs. 1.5 Installed at a minimum depth of ten feet (10') with a typical anticipated depth of ten to twelve feet (10 - 12'). 1.6 All pier loads are not to exceed 0.35 times the yield strength of the shaft or shaft helix connection. 1.7 Tension 1 tis• a Gepttol1ec•by the coupling capacity of 0.35 times the yield strength ofithe eouplini. • • • .. ... .. . . . .. • •.. • . . .•. •• • • •• • •• • •• • • • • •• •• •• •• •• •• •• •• •• • • • •• • •• • • • • • • • ••• •• • • 6 ••• • • • • ••• • • • • •• •• •• • • • • •• • • . • • • • • • • • • • •• • • • • • •• •• • • • •• •• 0•• • • • ••• • • Wingerter Laboratories, Inc. Page 7 2. Physical Criteria: 2.1 Helical piers shall be manufactured by Magnum, A.B. Chance Co. or approved equivalent. 2.2 Piers shall be installed by an authorized installation contractor who has satisfied the certification requirements relating to the technical aspects of the product and the ascribed installation techniques. Proof of experience is to be provided. 2.3 All work as prescribed herein shall be performed in accordance with all applicable safety codes. 2.4 The helical lead sections and extension sections shall be solid steel, round cornered square shaft, or round steel pipe shaft configured with two or more helical bearing plates welded to the shaft. 2.5 All piers must be corrosion protected by hot dip galvanization G90 minimum. 2.6 Installation units shall consist of rotary type torque motor with forward and reverse capabilities. 2.7 Installation units shall be capable of developing the torque required by the pile manufacturer. 2.8 Installation units shall be capable of positioning the helical pier at the proper installation angle. 2.9 Torque readings are to be performed by a calibrated pressure meter. A torque/pressure conversion chart is to be provided to the inspector one week prior to the commencement of the project. 2.10 Installation torque shall be monitored throughout the installation process. 2.11 Helical piers shall be installed to the minimum torque value required to provide the load capacities shown on the plans or shop drawings. •• ••• • • • • • •• 2.12 Soil parameters l ; iisirllation torque vs capacity equations as per the manufacturer'•s recorhmtndtttoris are to be provided by the contractor for alternate suppliers. .• ••• • • •• •••• • •• • • • •• •• •• •• •• •• • •• • • • • • • • •• •• ••• • • • ••• • • •• • •• • •• ••• • • • • • 7 ••• • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• • ••• • • • ••• • Wingerter Laboratories, Inc. Page 8 2.13 Piles which do not develop the required torque will be rejected, and must be either removed or substituted. Penetration refusal does not constitute an acceptable pile. 3. Testing and Inspection: 3.1 At the recommended capacity, a static load test is not required by Section 1808.2.8.2 of the Florida Building Code. 3.2 Pile installation shall be witnessed and logged by the geotechnical inspector. Geotechnical inspector shall confirm shaft plumbness and compliance with depth requirements. Inspector's log shall include the preceding and all other pertinent data including pile identification. 3.3 Pile connections into the slab or wall are to be approved by the structural engineer of record. 4. Site Preparation: 4.1 Slab shall be prepared in accordance with the engineer of record' s requirements. Geotechnical Inspector 1. Experience indicates that the actual subsoil conditions at a site could vary from those generated on the basis of test borings made at specific locations. Therefore, it is essential that a geotechnical engineer be retained to provide soil engineering services during the site foundation phase of the proposed project. This is to observe compliance with the design concepts, specifications and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. 2. The geotechnical inspector as referenced hereinbefore shall be a Registered Professional Engineer licensed in the State of Florida and experienced in the practice of geotechnical engineering, or his designated field agent. The results of all inspections by the geotechnical inspector shall be submitted on report or log forms duly signed and sealed in accordance with Rule 61G15-18.011 of the Florida Administrative Code. 3. The geotechnical iii§pddeo4slIaLl tetaiied by the owner, the project architect, or the project structural engineer!. • • • •• ••• .• . • • •• • • ••• • • • ••• • • • •• . •• • •• • • • • •• •• •• •• •• • • •• • •• • • • •• • • • • • • •• ••• 0 • • • • 8 ••• • • • * ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Wingerter Laboratories, Inc. Page 9 SPECIAL REMARKS & ANNOTATIONS In dealing with the unseen subsurface dimension, a prudent test boring program acts to identify the general range of conditions and to reduce, but not eliminate, the risks of unknown conditions. Therefore, WLI cannot offer a warranty, expressed or implied, that materials or conditions other than those revealed in the test borings will not be encountered, nor that the relative proportions and density of the materials will not vary from those reported. Furthermore, WLI assumes no responsibility for the accuracy of the reported depths should any excavation, filling or alteration of the site grade occur, subsequent to the date of the drilling operation, without surveying the existing conditions. Also, since the criteria furnished to WLI constitutes our total knowledge and understanding of the project; inaccuracies, deviations or alterations of the criteria may invalidate these recommendations to the extent they impact the magnitude, distribution, and elevation of applied loads, or impact the nature of the construction. • .. ... . . . • • .. • . • • . • • • .. ... .. • • • .. •... . • • ... • . • .... .. • • .... •.. . .. • • . . • .. • • • • . .. ... 1 • . • • 9 ... • • • • ..H • • • • • •• •• • • • •• • ... • • . • ..... •• • • • • .. .. • . • .. .. 000 • 0 • 000 • • APPENDIX A TEST BORING LOGS .. ... . . • • •• • • •• • • • • •• •. .•• •• • • • •• • ••• • • • ••• •• • • • • • •• • • • • ••• •• •• •• •• • • •• • ••• •••• •• •• ••• • • • •• • ••• • • • • ••. • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • 0 0 4 8 —12 16 20 24 B-1 bil1Yi0 iYY•rYl rrurru ••1••w11111 Pnn•onel IStYDiCI aZOYQo +arYWr •n M•n•el afnwrfRw PrinenrM 1•Cnl1<1.1 K•MMiM n1•M•nlnl 1•!111•••1•••• ii Po0•oIZI rroomo GYOZYQI f MrrYliY Y•rrI r•rrnwr Ilrr• ay2 1 i 1 3 3 2 2 3 2 3 4 5 10 8 6 2 3 3 6 10 12 15 12 12 12 15 10 14 12 10 LOG OF BORINGS Swimming Pool Addition Wingerter Laboratories, Inc. 0 4 8 12 16 20 24 B-2 1 lren•!R1 I 1 1 I I l 1 l II I l I I 3 4 6 5 7 10 2 8 10 12 10 12 12 10 8 10 B 10 12 10 8 10 15 12 14 • • • • • • • • •• • •••• • • •••• • • • • • • • •••• •••• • • • • • • •••• •••• • • •• • • • • • • •• •• •• • • • • • • • • • • • • • • • • • • •• • • ••• • • • •• • WINGERTER LABORATORIES INC. ProfessionalEngineering & Testing PROJECT: Swimming Pool Addition CLIENT: Philippe G. Alluard LOCATION: 1050 N.E. 105th Street, Miami Shores FL DRILLER: JC DRILL RIG: Tripod DEPTH TO WATER> INITIAL 3'-0" : 3'-0" LOG OF TEST BORING BORING NO.: B-1 Page 1 of 1 PROJECT NO.: 14-1154 DATE DRILLED: 5/01/2014 ELEVATION: existing LOGGED BY: CM ELEVATION/ DEPTH SOIL SYMBOLS, SAMPLERS AND TEST DATA Description STANDARD PENETRATION TEST SAMPLE DEPTH N N -Value Curve 10 20 . 40 50 60 o ::,::r 4 ::.:' . .I • '•,• s 2 2 Brown LIMESAND with some fragmented limestone 1 0.0-2.0 5 ' ::::.:::. ! '-* •; 3 2 Tan LIMESAND with some fragmented limestone 2 2.0-4.0 5 • •: . 2 4— %40 0$01 s 5 Gray CLAYEY SILT 3 4.0-6.0 9 s s Gray SILTY SAND 4 6.0-8.0 14 a 12 — 4.'.:10110 •;:►: ..•. • •1 • ,• ,...:. :: :'! . a. .` . •• •• • ••; ,r 3 3 10 12 12 Tan FRAGMENTED LIMESTONE and LIMESAND Tan LIMESAND with trace fragmented limestone 5 8.0-10.0 6 i 6 10.0-12.0 22 16 — 20 — %•.. . ' t• •.......... • ••`;12 :`•:o. `.. 7X. •:;: : 1: : : •• +: :7 15 — 12 12 7 15.0-17.0 24 Ai'I 12 Tan FRAGMENTED LIMESTONE with trace , 10 limesand 8 20.0-22.0 25 io [ a NV .wwRe 14 12 ••• ••• • • • • • •• 9 23.0-25.0 22 • 10 • •• • �t5 • •• , ••• •• • • • •• Boring terminated at 25 feet below existing land surface,, .. • . • • • • • . • •• • • • • • • • • • • • • • • • East end of pool footprint •• ••• • • • • • • • •• • • ••• • • • • ••• • • This information pertains only to thi$ boring find s%oulli net be•interpreted as being indiaitive of the site. • • • • • Figure • •• •• • • • •• •• • • • ••WrNGERTER LABORATORIES, INC. (3 5) 944-3401„ S1-800-345 SOIL Miami, FL 33181 WINGERTER LABCIRATORIES INC. Professional Engineering fa Testing PROJECT: Swimming Pool Addition CLIENT: Philippe G. Alluard LOCATION: 1050 N.E. 105th Street, Miami Shores FL DRILLER: JC DRILL RIG: Tripod DEPTH TO WATER> INITIAL 3'-3" : 3'-3" LOG OF TEST BORING BORING NO.: 8-2 Page 1 of 1 PROJECT NO.: 14-1154 DATE DRILLED: 5/01/2014 ELEVATION: existing LOGGED BY: CM ELEVATION/ DEPTH SOIL SYMBOLS, SAMPLERS AND TEST DATA Description STANDARD PENETRATION TEST SAMPLE NO. DEPTH N N -Value Curve Tan FRAGMENTED LIMESTONE with some limesand Tan FRAGMENTED LIMESTONE with trace limesand ORGANICS and SILT ORGANICS and SILTY SAND Brown SILTY SAND with trace fragmented limestone Tan FRAGMENTED LIMESTONE with trace limesand Tan FRAGMENTED LIMESTONE •• ••• • • • • • •• •• • •• ••• •• • • • •• 20 30 40 50 60 10 o— m..m ., •rene ge• — 4 - s s 1 0.0-2.0 10 5 ,, _ .„.R.1 i 2 2.0-4.0 17 1°° a— ,'i•e.; 9' ;to ;to t, eoset — 1 2 2 3 4.0-6.0 3 • eo 12 4 6.0-8.0 22 8 12 1z 5 8.0-10.0 24 r1° •Ingeree 5.. 8 10 6 10.0-12.0 18 , ��r 10 , 12— f •!.• •17. beegrrn, . Y , y ` i ] 9 7 15.0-17.0 22 10 16 — ? 12 L C j - "bls�iLR! .. r �, 20 1° 8 20.0-22.0 18 100 \•, SlS", 15 — 9 23.0-25.0 26 ;, 14 aa— t1, 11 , Boring terminated at 25 feet below existing land surface• • • • • • • • • • • • • • • • • • • • • • • • • West end of pool footprint •• ••• • • • • • • • . • •• ••• • • • • ••• • • This information pertains only to th4I hiring•anti•thould net be• interpreted as being indioitive of the site. • ••• •• • • • • • • • • • • • • •. 1820 N.E.144th Street * North Miami, FL 33181 IMNGERTER LABORATORIES, INC. (305) 944-3401 1 -800 -345 -SOIL Figure Symbol Description Strata symbols Sand with trace fragmented limestone mop 100000 . :411. s r Y i is Y EMNIMMII EMNINIMI MMINMENII KEY TO SYMBOLS Clayey silt Silty sand Fragmented limestone and limesand Limestone with trace limesand Organics and silt Silty sand with trace organics Silty sand with trace fragmented limestone Limestone Misc. Symbols Water table during drilling Soil Samplers Standard penetration test • • • • • • • • • • • • • • • • • • • • • •• ••• •• • • • •• • ••• • • • ••• •• • • •• • •• • •• • • • • • • • •• •• •• •• •• •• • • • • • ••• •••• •• •• ••• •• • • • •••• ••••••• • • •• •• •• • • • •• •• •••• •• • • •• • • • • • • • • • • • • • • • • • •• • • ••• •• • • • ••• • APPENDIX B SITE AND TEST BORING LOCATION MAPS ••••••• • • • • • . .. •.. •. • . . .. • .•• • • • ••. • • • • •• • • • • • • • • • • • • • • •. • • • • • •• • • • • • • •• ••• • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • • • • • ••• • • ••• ••• • • • • • • • • • • • • • •• •• SITE LOCATION MAP 44. `h Center NE 114th St 44 NE 118th St NE 109th St z m Medway Seryics Florida - ..:..Waggle Brothers NE 112th St z rn enen aftr WC i 3N. NE 111th St NE 110th Terrace NE 1100h St NE 109111 St NE 109 2 1• 407th St _L . _NE..1_®8th St. 107thSt i i4 it m J 5 Kmart 9 1060 NE 105th St NE 104th St •• ••• •• •• • • • • • • • • (-- WINtERTgR• •: `• • LABORATORIES INC. •••• Professional Engineers it test1n • .. • 1820 N.E. 144th Street, North Mi F1 d 33161 • • •• • •• • • • • • • arm, oria •• • • • i,"9/ i • Towers of Quayside-lower,1 ` • NE 108th St NE 107th St Toweis'de Terrace - NE 105th St NE 104th St • •' Philippe G. Alluard Project: Swimming Pool Addition • •.. 1050 N.E. 105t Street •• • Miami Shores, Miami -Dade County, Florida • • • • • • • • • • • • • • • •• 00 • • • •• •• ••• • • • ...- - •• • WLI Order No. 14-1154 Test Boring Location TEST BORING LOCATION MAP i 4 • •• ••. • • . .• • • • • WINGERTEIR" • • • ' • • Philippe G. Alluard LABORATORIES INC. Project: Swimming Pool Addition ••• ••• ••, •;• • 1050 N.E. 105th Street • ' ' Miami Shores, Miami -Dade County, Florida Professional Erigineetifig &Testi g • • • • • • • • 1820 N.E. 1441 Street, North Miami, Florida 33161 ••• • • • •I• • • • • • •• • • • • • • • • • • • •• •• • • • •• •• ••• • • • .a. . . WLI Order No. 14-1154 J C • • •• • • • • Alluard Residence HVAC Load Calculations for Mr. & Mrs. Alluard 1050 NE 105 St Miami Shores, Florida 33138 RHVACRESIDENTIAL. HVAC LOADS Prepared By: '• ••• • • • • • •• Manuel A. Cid •• ••• •• • • • •• • ••• • • • ••• • • • • • • • • • • • • • • • • • • • •• • • • • • •• • • • • • • •• ••• • • • • • MAC & Associates Thursday, July 23, 2015 Rhvac is an ACCA appievetl Maru I .I'aitl Manual D computer program. Calculations are perfonred r P CtA?Aa, uald 8•th dition, Version 2, and ACCA Manual D. • •• •• • • • •• •• ••• • • • ••• • • F:\ ...Wlluard Residence.rh9 Thursday, July 23, 2015, 6:10 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inca L & D Engineering Design Alluard Residences Miami FL 33183 1J� Page 2 Project Report General Project Information Project Title: Alluard Residence Project Date: Thursday, July 23, 2015 Client Name: Mr. & Mrs. Alluard Client Address: 1050 NE 105 St Client City: Miami Shores, Florida 33138 Company Name: MAC & Associates Company Representative: Manuel A. Cid Design Data Reference City: Miami AP, Florida Building Orientation: Front door faces East Daily Temperature Range: Low Latitude: 25 Degrees Elevation: 11 ft. Altitude Factor: 1.000 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum &SLlium Dry Bulb Difference Winter: 55 46.92 n/a n/a 70 n/a Summer: 90 77 56% 50% 75 55 Check Figures Total Building Supply CFM: 1,778 CFM Per Square ft.: 0.847 Square ft. of Room Area: 2,099 Square ft. Per Ton: 568 Volume (ft9) of Cond. Space: 17,485 Building Loads Total Heating Required Including Ventilation Air: 23,574 Btuh 23.574 MBH Total Sensible Gain: 39,107 Btuh 88 % Total Latent Gain: 5,216 Btuh 12 % Total Cooling Required Including Ventilation Air. 44,322 Btuh 3.69 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. •• •.• . . • • . .. • •. • • • • • • •• •.• .. . • • .• • ... . . • ••. •• . . •• • .• . •• • • • • • •• •. •• •. • • • •• • • • • • .• • • • • . •• •.• . • • • • ••• • • . •••• • • • . • • • . • •• • • • • ••• • •• • • • • • • • . • • • • • • ••• •• •• •• • ••• •• F:\ ...Wlluard Residence.rh9 Thursday, July 23, 2015, 6:10 PM y A F:\ ...\Alluard Residence.rh9 Thursday, July 23, 2015, 6:10 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. L & D Engineering Design 5 I }{ Alluard Residence Miami. FL 33183 Page 3 System 1 WU-1 Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain 1A -cm -o: Glazing -Single pane, operable window, clear, 530.6 10,350 0 25,090 25,090 metal frame no break, u -value 1.3, SHGC 0.75 11J: Door -Metal - Fiberglass Core 23.9 215 0 430 430 11A: Door -Wood - Hollow Core 24.4 172 0 344 344 12A-5bw: Wall -Frame, no insulation in stud cavity, R-5 1101.7 2,015 0 2,324 2,324 board insulation, brick finish, wood studs 12A-5bw: Part -Frame, no insulation in stud cavity, R-5 156.2 0 0 202 202 board insulation, brick finish, wood studs 16A-30: Roof/Ceiling-Under Attic with Insulation on Attic 2099 1,008 0 4,970 4,970 Floor (also use for Knee Walls and Partition Ceilings), Unvented Attic, No Radiant Barrier, Any Roofing Material, Any Roof Color, R-30 insulation 22A -ph: Floor -Slab on grade, No edge insulation, no 221 4,502 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil Subtotals for structure: 18,262 0 33,360 33,360 People: 4 800 920 1,720 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 3,580 651 3,153 3,803 Infiltration: Winter CFM: 105, Summer CFM: 102 1,732 3,765 1,674 5,439 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust: Winter CFM: 100, Summer CFM: 100 System 1 WU-1 Load Totals: 23,574 5,216 39,107 44,322 Check Figures Supply CFM: 1,778 CFM Per Square ft.: 0.847 Square ft. of Room Area: 2,099 Square ft. Per Ton: 568 Volume (ft9) of Cond. Space: 17,485 System Loads Total Heating Required Including Ventilation Air: 23,574 Btuh 23.574 MBH Total Sensible Gain: 39,107 Btuh 88 % Total Latent Gain: 5,216 Btuh 12 % Total Cooling Required Including Ventilation Air. 44,322 Btuh 3.69 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Calculations are performed All computed results Be sure to select a unit your design conditions. • • •• • • • • •. • ••• • Manual J and Manual D computer program. per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. are estimates as building use and weather may vary. that meets both sensible and latent Toads according to the manufacturer's performance data at •• ... • . . • . •• • • • • • ••• •• • • • .• ••• • . • ••• •• •• . •• • •• • . • • • • • • • • •• • • ••• •• • • • . • •• • • •• • . • . . . .•• • • • • . • •• • • • . ••• . • . • • • • • • • • • ••• •• • • • ••• •• F:\ ...\Alluard Residence.rh9 Thursday, July 23, 2015, 6:10 PM FORM4405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING �CONSTRUCTION Florida Department of Business and Professional Regulation - Residential OFA cod Project Name: ALLUARD RESIDENCE Builder Name: Street: 1050 NE 105 ST Permit Office: ( ? City, State, Zip: MIAMI SHORES , FL , 33138 Permit Number��� Owner: MR. ALLUARD Jurisdiction: 232600 Design Location: FL, Miami .t u d / sr ,r; kc,, 1. New construction or existing Existing (Projecte 2. Single family or multiple family Single-family 3. Number of units, if multiple family 1 4. Number of Bedrooms 3 5. Is this a worst case? No 6. Conditioned floor area above grade (ft2) 2099 Conditioned floor area below grade (ft2) 0 7. Windows(530.6 sqft.) Description Area a. U -Factor. Sgl, U=0.84 333.87 ft2 SHGC: SHGC=0.38 b. U -Factor: Sgl, default 196.77 fta SHGC: Clear, default c. U -Factor. N/A ft2 SHGC: d. U -Factor: N/A ft2 SHGC: Area Weighted Average Overhang Depth: 7.129 ft. Area Weighted Average SHGC: 0.536 8. Floor Types (2099.0 sqft.) Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 2099.00 fta b. WA R= ft2 C. N/A R= ft' 9. Wall Types (1836.8 sqft.) a. Concrete Block - Int Insul, Exterior b. Concrete Block - Int Insul, Adjacent c. N/A d. N/A 10. Ceiling Types (2099.0 sqft.) a. Under Attic (Vented) b. N/A c. N/A 11. Ducts a. Sup: Attic, Ret: Attic, AH: Main 12. Cooling systems a. Central Unit 13. Heating systems a. Electric Strip Heat 14. Hot water systems a. b. Conservation features 15. Credits Insulation Area R=5.0 1680.60 ft' R=13.0 156.19 ft2 R= ft2 R= ft2 Insulation Area R=30.0 2099.00 ft2 R= ft2 R= R ft fta 6 150 kBtu/hr Efficiency 48.0 SEER:18.00 kBtu/hr Efficiency 23.9 COP:1.00 EF: 0.000 Pstat Glass/Floor Area: 0.253 Total Proposed Modified Loads: 50.33 Total Standard Reference Loads: 63.04 ���� I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. _ a ;i e't( Pc , PREPARED BY: �'� �U ` ' Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code.mn, Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL' g'C �``'`,` '��• . = r ;; ST a •• O t ti DATE: a �� / ` IS a ` 7/.- • I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT *'-;il " `COD • • • • •• ••• DATE* • DATE* - Compliance requires certification by the air t?andld Alt manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida.Air Barrlerand Insulation Inspection Checklist • • • • • • • • • • • • • • • • •• • •• • • • ••• •• • • • • • •• ••• • • • 7/23/2015 6:43 PM ••• • • • • ••• • • • •• • • • • • • • • • ••• • • •• • • • • • • • • • • • • • giegdAterietE•CISA:fiattes2010 Section 405.4.1 Compliant Software Page 1 of 5 PROJECT Title: ALLUARD RESIDENCE Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 2099 Lot # Owner: MR. ALLUARD Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street 1050 NE 105 ST Permit Office: Cross Ventilation: County: DADE Jurisdiction: 232600 Whole House Fan: City, State, Zip: MIAMI SHORES , Family Type: Single-family FL , 33138 New/Existing: Existing (Projected) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp 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 Blockl 2099 17484.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Intl ID Finished Cooled Heated 1 Main 2099 17484.7 Yes 4 3 1 Yes Yes Yes FLOORS V# Floor Type Space Perimeter R -Value Area Tile Wood Carpet 1 Stab -On -Grade Edge Insulatlo Main 250 ft 0 2099 ft2 — 1 0 0 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Flat tile/slate 2274 ft2 0 ft2 White 0.96 No 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2099 ft2 N N CEILING # Ceiling TypeSpace R -Value Area Framing Frac Truss Type • • • • • • • • • • 1 Under Attic (Versed) • • • • • %V lir$ : 30 2099 ft2 0.11 Wood • • • • 7/23/2015 6:43 PM •• •.• •• • • • •• • ••• • • • ••• • . . • • • • • • . • • • • • . • • • •• • • • • . •. • • • . • • •• •.• . • . •• •.• • • • • ••• • • • • • • • • • • • . . . • • • • • • • • • • • • • • • • •• •• • • • •• •• •.. • • • ••• • • EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 7/23/2015 6:43 PM • •• ••• • . • • • •• • . • •• • • • •• ••• •• • • • •• • ••• • • • ••• • • • . • . • • • • • . • • • • • • • •. • . • • • •• • . • • .• •• ••• . • • • • •.• • • • • .•• • • • • • . • • • • • • . .•• • • • • . • • • • • • • • • •• •• • . • •• •• ••• • • • ••• • • EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 WALLS / V # Omt Adjacent To WaILTypp Space Cavity Width R -Value Ft in Height Ft in Sheathing Framing Solar Area R -Valle Fraction Absor Below Gr• e% 1 W 2 S 3 E 4 N 5 N Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Garage Concrete Block - Int Insul Main 5 60 8.33 5 50.25 8.33 5 59.33 8.33 5 32.17 8.33 13 18.75 8.33 499.8 ft2 0 0.75 418.6 ft2 0 0.75 494.2 ft2 0 0.75 268.0 ft2 0 0.75 156.2 ft2 0 0.75 0 0 0 0 0 DOORS V # Omt Door Type Space Storms U-ValueFtWl In FtIn Area 1 W E Wood Wood Main Main None None .46 .46 3.3 3.3 7.2 7.2 23.9 ft2 23.9 ft2 2 WINDOWS Orientation shown is the entered, Proposed orientation. V # Wall Omt ID Frame Panes NFRC U -Factor SHGC Area Overhang Depth Separation Int Shade Screening 1 W 1 Metal W 1 Metal W 1 Metal W 1 Metal S 2 Metal S 2 Metal S 2 Metal E 3 Metal E 3 Metal E 3 Metal E 3 Metal N 4 Metal N 4 Metal Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Yes No No No Yes Yes Yes Yes No No No No No 0.84 0.38 1.2 0.8 1.2 0.8 1.2 0.8 0.84 0.38 0.84 0.38 0.84 0.38 0.84 0.38 1.2 0.8 1.2 0.8 1.2 0.8 1.2 0.8 1.2 0.8 28.5 ft2 3.68 ft 01 1.17 ft 01 10.5 ft2 2.68 ft 0 i 1.17 ft 01 7.0 ft2 2.68 ft 0 i 1.17 ft 01 27.0 ft2 2.68 ft 0 i 1.17 ft 01 76.5 ft2 3.68 ft 0 i 1.17 ft 01 101.6 ft2 3.68 ft 01 1.17 ft 0 i 50.8 ft2 20 ft 0 in 1.17 ft 0 i 76.5 ft2 18 ft 0 in 1.17 ft 0 i 8.5 ft2 2.68 ft 01 1.17 ft 0 i 27.1 ft2 2.68 ft 01 1.17 ft 01 45.5 ft2 6 ft 0 in 1.17 ft 0 i 10.0 ft2 2 ft 0 in 1.17 ft 01 61.2 ft2 2 ft 0 in 1.17 ft 01 Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds None None None None None None None None None None None None None 2 3 4 5 6 7 8 9 10 11 12 13 GARAGE V # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 529 ft2 384 ft2 64 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 EIA EqLA ACH ACH 50 1 Wholehouse Best Guess .0005 2752.9 151.13 284.22 .345 9.4466 7/23/2015 6:43 PM • •• ••• • . • • • •• • . • •• • • • •• ••• •• • • • •• • ••• • • • ••• • • • . • . • • • • • . • • • • • • • •. • . • • • •• • . • • .• •• ••• . • • • • •.• • • • • .•• • • • • • . • • • • • • . .•• • • • • . • • • • • • • • • •• •• • . • •• •• ••• • • • ••• • • EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 HEATING SYSTEM V # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 23.88 kBtu/hr 1 sys#1 COOLING SYSTEM V # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 18 48 kBtu/hr 1600 cfm 0.73 1 sys#1 SOLAR HOT WATER SYSTEM V FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF ft2 DUCTS —Supply — — Retum — Air CFM 25 CFM25 HVAC # V # Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 150 ft2 Attic 55 ft2 Default Leakage Main (Default) (Default) 1 1 TEMPERATURES Programable Cooling Heatin VentingJan Thermostat: Jan X) Jan Y Feb X) Feb Feb Mar XMar X]Mar Cei r pr X Apr ing Fans: Ma l I Ma MayJun Jun 1 Jun Jul Jul [ Jul Au Au[ Aug (X Se l Se [ ]]] SepX Oct Oct Oct Nov Nov XNov Dec X Dec Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) PM 66 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 50 0 0 1 - Electric Strip Heat % 1 - Central Unit 7/23/2015 6:43 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: 1050 NE 105 ST MIAMI SHORES, FL, 33138 PERMIT #: MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, 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 & controls 403.1 At least one thermostat shall be provided for each separate heating and cooling system. Where forced -air fumace 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. 7' 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 1/ (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. , d No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. (J 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. L ; Cooling/heating 403.6.6' • • ; Si4ng•ral6ulatipitrperformed & attached. Minimum efficiencies per MI6Equipment efficiencyverification .. equipment • ••op•in • •• • • occasion or heating capacity rese crate system or variable capacity system. Electric heat >10kW must be divided into two C -' „• • • • of mode stages. • • • • • • • • • • Ceilings/knee walls 405.1 : • • • 44 ipac4 gernji ting. 7/23/2015 6:43 PM ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 80 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows*' Description a. U -Factor: SgI, U=0.84 SHGC: SHGC=0.38 b. U -Factor. SgI, default SHGC: Clear, default c. U -Factor: WA SHGC: d. U -Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 1050 NE 105 ST, MIAMI SHORES, FL, 33138 Existing (Projecte Single-family 1 3 No 2099 Insulation R=0.0 R= R= Area 333.87 ft2 196.77 f12 ft2 ft2 7.129 ft. 0.536 Area 2099.00 ft2 ft2 ft2 9. Wall Types a. Concrete Block - Int Insul, Exterior b. Concrete Block - Int Insul, Adjacent c. N/A d. WA 10. Ceiling Types a. Under Attic (Vented) b. N/A c. N/A 11. Ducts a. Sup: Attic, Ret: Attic, AH: Main 12. Cooling systems a. Central Unit 13. Heating systems a. Electric Strip Heat 14. Hot water systems a. b. Conservation features 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building 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. Builder Signature: Date: Address of New Home: City/FL Zip: Insulation Area R=5.0 1680.60 ft2 R=13.0 156.19 ft2 R= ft2 R= ft2 Insulation Area R=30.0 2099.00 ft2 R= ft2 R= ft2 R ft2 6 150 kBtuthr Efficiency 48.0 SEER:18.00 kBtu/hr Efficiency 23.9 COP:1.00 EF: Pstat *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentive:d'tf 7dtl obtain•'AFldriBaAlergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGaa•e�nr®bsite ai•enelgygauge.com for information and a list of certified Raters. For information about the Florida Bei ing•Code, Energy Conservation, contact the Florida Building Commission's support staff. • ••• • • • ••• **Label required by Se tiiSn I3.i .3 o3 tt a • eloria•a $•uii • •ding Code, Energy Conservation, if not DEFAULT. •• • • • •• • • • • ••• • • • EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 1 of4; �'^at valid without all four pages. U.S. DEPARTMENT OF HOMELAND SECURITY FEDERAL EMERGENCY MANAGEMENT AGENCY National Flood Insurance Program ELEVATION CERTIFICATE IMPORTANT: Follow the instructions on pages 1-9. OMB No. 1660-0008 Expiration Date: July 31, 2015 1411.1348EC-0 1 SECTION A - PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Philippe Alluard A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1050 NORTHEAST 105TH STREET Policy Number: Company NAIC Number: MIAMI SHORES FLORIDA ty ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 6, BLOCK 1, OF MIAMI SHORES ESTATES, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 47. PAGE 58, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY. FLORIDA. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.)ADDITION(TERRACE) A5. Latitude/Longitude: Lat.25.87158966 N Long 80.17624664 W Horizontal Datum: 0 NAD 1927 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1A A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b d) Engineered flood openings? 0 Yes ® No N/A sq ft 0 0 sq in NAD 1983 A9. For a building with an attached garage: a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A9 b n sq in d) Engineered flood openings? ❑ Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number THE VILLAGE OF MIAMI SHORES 120652 64. Map/Panel Number 85. Suffix B2. County Name MIAMI-DADE B6. FIRM Index Date 12086C - 0306 L 9/11/2009 B7. FIRM Panel Effective/ Revised Date 09/11/09 B8. Flood Zone(s) AE B3. State FLORIDA B9. Base Flood Elevation(s) (Zone A0, use base flood depth) 8 610. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 69: 0 FIS Profile ® FIRM 0 Community Determined 0 Other/Source. B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 0 NAVD 1988 0 Other/Source. 612. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? 0 Yes ® No Designation Date: / / 0 CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: El Construction Drawings* ❑ Building Under Construction* 0 Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1 -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/A0. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized::: Vertical Datum' Indicate elevation datum used for the elevations in items a) through h) below. IA NGVD 1929 0 NAVD 1988 0 Other/Source. Datum used for building elevations must be the same as that used for the BFE. a) b) c) d) e) f) g) h) Top of bottom floor (including basement, crawlspace, or enclosure floor) R 04 Top of the next higher floor Bottom of the lowest horizontal structural member (V Zones only) Attached garage (top of slab) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) Lowest adjacent (finished) grade next to building (LAG) Highest adjacent (finished) grade next to building (HAG) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support Check the measurement used. ® feet ❑ meters N/A LZI feet 0 meters N/A ® feet ❑ meters NIA ® feet ❑ meters N/A El feet ❑ meters 5 9 R 0 N/A feet feet ® feet ❑ meters ❑ meters ❑ 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. /certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. I Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a 0 Check here if attachments. licensed land surveyor? ❑ Yes El No Certifier's Name RO WALL NG License Number LS6473 Title PROFESSIONAL SURVEYOR AND MAPPER Company Name EXACTA LAND SURVEYORS, INC. Address 11940 FAIRWAY LAKES DRIVE SUITE 1 city FT. MYERS State FL ZIP Code 33913 Signaturep ai 0 4, Date 10/6/2015 Telephone P: (866)735-1916 FEMA Form 086-0-33 (Revised 7/12) (REV.0 10/6/2015) See reverse side for continuation. Replaces all previous editions. Page 2 of 4; not valid without all four pages. ELEVATION CERTIFICATE, page 2 1411.134gEC-01-1 IMPORTANT: In these spaces, copy the corresponding Information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1050 NORTHEAST 105TH STREET City State ZIP Code MIAMI SHORES FLORIDA 33138 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments NOTE: C2.E = AC UNIT PAD. NOTE: THIS ELEVATION CERTIFICATE IS ONLY VALID FOR THE PERSON OR PERSONS NAMED ON THIS CFRTIFICATF THIS CFRTIFICATF IS FOR FI 0011 INSI TRANCE PI IRPOSFS ONI Y THF INFORMATIfIN (Al THIS CFRTIFICATF SHfI II n NOT RF USED FOR CONSTRUCTION OR PLANNING.C2A=PROPOSED TERRACE(ADDITION). EXISTING HOUSE ISA DIAGRAM 8, C2A=4.2 C2B=6..1 NGVD 29 Signature D taal ,,ter I-_ l Date 10/6/2015 CENTERLINE ROAD ELEVATION: 3.27 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. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is N/A ® feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is N/A ® feet 0 meters 0 above or 0 below the LAG. E2. For Building Diagrams 6-9 wfth 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 NIA ® feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is N/A ® feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is N/A ® feet 0 meters 0 above or 0 below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 -G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -Issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4 -G10) Is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: 0 feet 0 meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: 0 feet 0 meters Datum G1O.Community's design flood elevation: 0 feet 0 meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. FEMA Form 086-0-33 (Revised 7/12) Replaces all previous editions. P3 of 4; nit valid without all four pages. ELEVATION CERTIFICATE, page 3 BUILDING PHOTOGRAPHS See Instructions for Item A6. 1411.1348EC-01 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 PO. Route and Box No. 1050 NORTHEAST 105TH STREET Policy Number: City State ZIP Code MIAMI SHORES FLORIDA 33138 Company NAIC Number: If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs be ow 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. 4pI FRONT PROPERTY PICTURE 10/5/2015 REAR PROPERTY PICTURE 10/5/2015 RIGHT PROPERTY PICTURE 10/5/2015 LEFT PROPERTY PICTURE 10/5/2015 FEMA Form 086-0-33 (Revised 7/12) Replaces all previous editions. Page 4 of 4; not valid without all four pages. ELEVATION CERTIFICATE, page 4 BUILDING PHOTOGRAPHS Continuation Page IMPORTANT: In these spaces, copy the corresponding Information from Section A. FOR INSURANCE COMPANYUSE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P0. Route and Box No. 1050 NORTHEAST 105TH STREET Policy Number: City State ZIP Code MIAMI SHORES FLORIDA 33138 Company NAIC Number: 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. FEMA Form 086-0-33 (Revised 7/12) Replaces all previous editions. w age 1 of 4; not valid without all four pages. U.S. DEPARTMENT OF HOMELAND SECURITY FEDERAL EMERGENCY MANAGEMENT AGENCY National Flood Insurance Program ELEVATION CERTIFICATE IMPORTANT: Follow the instructions on pages 1-9. OMB No. 1660-0008 Expiration Date: July 31, 2015 1411.1348EC-01 SECTION A - PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Philippe Alluard A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P0. Route and Box No. 1050 NORTHEAST 105TH STREET MIy State AMI SHORES FLORIDA Policy Number: Company NAIC Number: ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 6, BLOCK 1, OF MIAMI SHORES ESTATES, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 47, PAGE 58, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc )ADDITION(TERRACE) A5. Latitude/Longitude: Lat.25.87158966 N Long.80.17624664 W Horizontal Datum: 0 NAD 1927 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1A A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade 0 N/A sq ft c) Total net area of flood openings in A8.b 0 sq in d) Engineered flood openings? 0 Yes ® No A9. For a building with an attached garage: a) Square footage of attached garage ® NAD 1983 N/A sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A9.b 0 sq in d) Engineered flood openings? ❑ Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number THE VILLAGE OF MIAMI SHORES 120652 B2. County Name MIAMI-DADE B3. State FLORIDA B4. Map/Panel Number 12086C - 0306 B5. Suffix L B6. FIRM Index Date 9/11/2009 B7. FIRM Panel Effective/ Revised Date 09/11/09 B8. Flood Zone(s) AE B9. Base Flood Elevation(s) (Zone A0, use base flood depth) 8 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9: ❑ FIS Profile ® FIRM D Community Determined 0 Other/Source. B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 0 NAVD 1988 0 Other/Source' B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date• / / 0 CBRS 0 OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 1 Construction Drawings* 0 Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1 -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/A0. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: : : - Vertical Datum• Indicate elevation datum used for the elevations in items a) through h) below. ® NGVD 1929 0 NAVD 1988 ❑ Other/Source. Datum used for building elevations must be the same as that used for the BFE. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 6 04 b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support N/A N/A N/A N/A 5 9 R 0 N/A Check the measurement used. ® feet ® feet feet ® feet ® feet ® feet ® feet ® feet ❑ meters ❑ meters ❑ meters 0 meters ❑ meters ❑ meters ❑ meters ❑ 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. I certify that the information on this Certificate represents my best efforts to interpret the data available. 1 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 0 Check here if attachments. licensed land surveyor? 0 Yes 0 No Certifier's Name RON WALLING License Number LS6473 Title PROFESSIONAL SURVEYOR AND MAPPER Company Name EXACTA LAND SURVEYORS, INC. Address 11940 FAIRWAY LAKES DRIVE SUITE 1 City FT. MYERS State FL ZIP Code 33913 Signature p A,� Date 10/6/2015 Telephone P: (866)735-1916 FEMA Form 086-0-33 (Revised 7/12) (REV.0 10/6/2015) See reverse side for continuation. Replaces all previous editions. Page 2 of 4; not valid without all four pages. ELEVATION CERTIFICATE, page 2 1411.1348EC-01 IMPORTANT: In these spaces, copy the corresponding Information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P0. Route and Box No. 1050 NORTHEAST 105TH STREET City State ZIP Code MIAMI SHORES FLORIDA 33138 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments NOTE: C2.E = AC UNIT PAD. NOTE: THIS ELEVATION CERTIFICATE IS ONLY VALID FOR THE PERSON OR PERSONS NAMED ON THIS CFRTIFICATF THIS CFRTIFI('ATF IS FOR FI non INSI IRANCF PI IRPOSFS nNl Y THF INFORMATION ON THIS CFRTIFICATF SHOT II fl NOT RF USED FOR CONSTRUCTION OR PLANNING.C2A=PROPOSED TERRACE(ADDITION). EXISTING HOUSE ISA DIAGRAM 8, C2A=4.2 C2B=6..1 NGVD 29 Signature Qj Date 10/6/2015 CENTERLINE ROAD ELEVATION: 3.27 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. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is N/A ® feet D meters ❑ above or 9 below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is N/A ® feet 0 meters 0 above or 0 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 NLA III feet ❑ meters 9 above or ❑ below the HAG. E3. Attached garage (top of slab) is N/A ® feet ❑ meters 9 above or 9 below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is N/A ® feet ❑ meters 0 above or 0 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? 9 Yes 9 No 9 Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. 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 68-G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone A0. G3. ❑ The following information (Items G4 -G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: 0 feet 0 meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: 0 feet 0 meters Datum G10.Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. FEMA Form 086-0-33 (Revised 7/12) Replaces all previous editions. rage 3 of 4; not valid without all four pages. ELEVATION CERTIFICATE, page 3 BUILDING PHOTOGRAPHS See Instructions for Item A6. 1411.1348EC-01 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 P0. Route and Box No. 1050 NORTHEAST 105TH STREET Policy Number: City MIAMI SHORES State ZIP Code FLORIDA 33138 Company NAIC Number: If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs be ow 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. FRONT PROPERTY PICTURE 10/5/2015 REAR PROPERTY PICTURE 10/5/2015 RIGHT PROPERTY PICTURE 10/5/2015 LEFT PROPERTY PICTURE 10/5/2015 FEMA Form 086-0-33 (Revised 7/12) Replaces all previous editions. Page 4 of 4; not valid without all four pages. 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 P0. Route and Box No. 1050 NORTHEAST 105TH STREET City State MIAMI SHORES FLORIDA ZIP Code 33138 Policy Number: Company NAIC Number: 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. FEMA Form 086-0-33 (Revised 7/12) Replaces all previous editions. PREPARED BY: Land Surveyors, Inc. www.exactaland.com Toll Free 866-735-1916 F 866-744-2882 • •• • • • • • • ••. • • • • • • • ••• • • . ••• • • • •...,. • .•. . ^ • • • • • . • •�• •. • • . • ..• • • •••• ••.•. • • •• • •,_• •• • • . • •• • PROPERTY ADDRESS: 1050 NORTHEAST 105 STREET MIAMI SHORES, FLOBIj7A 43118 • • • • FIELD WORK DATE: 11/14/2014 1411.1 ?48 BOUNDARY SURVEY M/AMI-DADE COUNTY REVISION DATE(S): (REV.0 11/14/2014) • N.E. 1 06T1 / STREET (PER PLAT AerA, 4rAar.11 41" Ar :90'•1.0 1,- ;i -••• •w o. . ••• • "SURVY NUMBER: 1411.1348 0 TABLE: L I N 00°00100' E 25.00' (P) 5 0008125' E 25. 1 1' (M) L2 5 90°00'00' W 24.89' (P) 5 89°53'06' W 24.89' (M) S.C.L. 5 89058118' W 75.13' (M) L0 BLK 1 hereby certify hereon describ my direction, and belief, it of a survey t standards set Professional Su 5J-17 of the Flo /2" MRC NO ID 0.3' ON 0 1 EL O O ;- co —v ?O 00 zo O O :+ W/C Z 1/2" FIR NO ID I . I' ON oL 14.0 7'43' E 75.1 1' 0" E 75.00' N (3 23.4' in m 4.5 il SUMED) L2 1/2" FIR NO ID W ? U 0 S3O � F + O g ' N O �1CCC���' 2.7 14.3' m� N 10.7'— , 4 o 4.0-0 ni + m IST'. 1/•- 15.9' D W 5.0 RES # 1050 �Nr) 10.7' -- • LD 1 2.0 ‘.0 1`. 0 LOT 6 S.C.L BLK I V D, O Q W/C 1/2" HE' NO ID 90°00'00" W 75.00' (P) N 69°5811.5' W 75.13' (G) NO SEs: dory Survey of th p?EAR.s f0 BE SERVICED BY C r1/ WAFER AND SEWER een made underE AND WALL OWNERSHIP NOr DETERMINED my knowledge 1 ....SURVERCLOSURE LINE rate representation mum technical da Board of 'ers in Chapter strative Code. RONALD W. WALLING State of Florida Professional Surveyor and Mapper License No. 6473 40 0 • 1/2" PIP NO ID NE. CORNER OF LOT 7 20 GRAPHIC SCALE (In Feet) 1 inch = 40' ft. Use of This Survey for Purposes other than Intended, Without Written Verification, will be at the User's Sole Risk and Without Liability to the Surveyor. Nothing hereon shall be Construed to Give ANY Rights or Benefits to Anyone Other than those Certified. FLOOD INFORMATION: BY PERFORMING A SEARCH WITH THE LOCAL GOVERNING MUNICIPALITY OR WWW.FEMA.GOV, THE PROPERTY APPEARS TO BE LOCATED IN ZONE AE (WITH A BASE FLOOD ELEVATION OF 8). THIS PROPERTY WAS FOUND IN THE VILLAGE OF MIAMI SHORES, COMMUNITY NUMBER 120652, DATED 09/11/09. CLIENT NUMBER: DATE: 11/14/2014 BUYER: Philippe Alluard SELLER: DON CARUSO CERTIFIED TO: PHILIPPE ALLUARD This is page 1 of 2 and is not valid without all pages. JNE VISIBLE Florida Land Title Association FETA t AFFILIATE MEMBERS viimmisr Land SurveyorsInc. v^"w•e"adaland.com / R866 -735-1916•F.866-744-2662 LB# 7337 11940 Fairway Lakes Drive, Suite 1. Ft Myers, FL 33913 ..• . . • ... • • • •. •. _• .• • • . REPORT OF SURVEY • • • • • ; : . ; 1411.1348 This is page 2 of 2 and is not valid without all pages. • • • • • . • • LEGAL DESCRIPTION: ' LOT 6, BLOCK 1, OF MIAMI SHORES ESTATES, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 47, PAGE 58, OF THE PUBLIC RECORDS OF MIAMI-DADIsCCOUNTY, FLQRIDA• • • •• . • • . • • .• .. • • • • . • • • • . • • • . . . • • • • • • •.• • . • ••• •• ••. •• • • • •• • •• • JOB SPECIFIC SURVEYOR NOTES: • THE ASSUMED BEARING REFERENCEOP9ClUTH 90 DEGREE900 NMNUTES 00 SECONDS WEST IS BASED ON THE SOUTHERLY RIGHT-OF-WAY LINE OF NORTHEAST 105 STREET, LOCATED WITHIN MIAMI SHORES ESTATES„ ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 47, PAGE 58, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. GENERAL SURVEYOR NOTES: 1. The Legal Description used to perform this survey was supplied by others.This survey does not determine or imply ownership. 2. This survey only shows Improvements found above ground. Underground footings, utilities and encroachments are not located on this survey map. 3. If there is a septic tank, or drain field shown on this survey, the location is approximate as the location was either shown to Exacta by a third party or it was estimated by metal detection, probing rods, and visual above ground Inspection only. No excavation was performed in order to detennine the exact and accurate location. 4. This survey is exclusively for the use of the parties to whom it is certified. 5. Additions or deletions to this survey map and report by other than the signing party or parties Is prohibited without written consent of the signing party or parties. 6. Dimensions are in feet and decimals thereof. 7. Due to varying construction standards, house dimensions are approximate. 8. Any FEMA flood zone data contained on this survey is for informational purposes only. Research to obtain such data was performed at www.fema.gov. 9. All corners marked as set are at a minimum a 15 diameter, 18' Iron rebar with a cap stamped 1.8#7337. 10. If you are reading this survey in an electronic format, the information contained on this document is only valid if this document is electronically signed as specified in Chapter 5J-17.062 (3) of the Florida Administrative Code and Florida Statute 472.025. The Electronic Signature File related to this document Is prominently displayed on the invoke for this survey which Is sent under separate cover. Manually signed and sealed logs of all survey signature files are kept in the office of the performing surveyor. 11 this document is in paper format, it is not valid without the signature and original raised seal of a Florida Licensed Surveyor. 11. Unless otherwise noted, an examination of the abstract of title was NOT performed by the signing surveyor to determine which instruments, if any, are affecting this property. 12. The symbols reflected in the legend and on this survey may have been enlarged or reduced for clarity. The symbols have been plotted at the center of the field location, and may not represent the actual shape or size of the feature. 13. Points of Interest (POI's) are selected above-ground improvements which may be in conflict with boundary, building setback or easement lines, as defined by the parameters of this survey. There may be additional PEI's which are not shown, not called-out as PEI's, or which are otherwise unknown to the surveyor. These POI's may not represent all Items of Interest to the viewer. 14. Utilities shown on the subject property may or may not Indicate the existence of recorded or unrecorded utility easements. 15. The information contained on this survey has been performed exclusively, and is the sole responsibility, of Exacta Surveyors. Additional logo or references to third party firms are for Informational purposes only. 16. Pursuant to FS. 558.0035, an individual employee or agent may not be held individually liable for negligence. 17. House measurements should not be used for new construction or planning. Measurements should be verified prior to such activity. LEGEND: SURVEYORS LEGEND UNC)1'PES: r oAee mew. Nom NC AIR CONDrTIONING ID. IDENTIEICATION SEC. SECTION 1 BOUNDARY LINE I B.R. BEARING REPERENCC ILL INSTRUMENT SEP. SEPTIC TANK INST. B.C. BLOCK CORNER SEW. SEWER 5TR)LTURE I B.F.P. BACKFLOW PREVENTOR INT. INTERSECTION 5/GD SET GLUE DISC N BM. BLOCK L LENGTH SRC SET IRON ROD 4 CAP CENTERLINE_ BLDG. BUILDING LM LICENSE • - BUSINESS SN*D SET NAIL 4 DISC CHAIN-UNK or WIRE ma BM BENCHMARK L54 UCENSE 4-SURVEYOR SO.FT. SQUARE PEST D.RL BUILDING RESTRICTION UNC (M1) MEASURED STY. STORY EASONENT ESMT. BASEMENT M.D. MAP BOOK 5.T.L SURVEY TIE UNE EDEA[ OF WATER ____ BM/ BAY/1508 WINDOW M.[.5. MITERED END SECTION 9V sew VALVE TO CALCULATED M.F. META. RNC[ "✓N SIDEWALK N14041_ IRONPENCE C CURVE N.R.4041RADIAL 5.W. SEAWALL CATV CABLE 1V. 050)0 N.T.S. NOT TO SCALE TEM TEMPORARY BENCHMARK OVCRIRAD UNES C.e. CONCRETt 6LOCK O.C.S. ON CONCRETE SLAB To.. 'TELEPHONE rACRRICS 0111M. CHIMNEY O.G. ON GROUND T.O.B. TOP Or 60(40 SURVEYTIC UNE C.L.F. QIAIN LINK PENCE Orr OUTSIDE OP SUBJECT PARCEL 74e. TOWNSHIP WALL OR PARTY WALL C.O. CLEAN OUT Olt. OVERHANG TX TRANSFORMER CONC. CONCRETE 0111 OVERHEAD UNEB M. TYPICAL WOOD PENCE COR CORNER ON INSIDE OF SUBJECT FARM U.R. UTILITY RISER. VIM/. rENQ GSM CONCRETE SIDEWALK 0.11.13. . ORLON. RECORD BOOK WIC WITNESS CORNER - C.V.G. CONCRETE VALLEY GUTTER 0. kV. OFFICIAL RECORD VOWMC W('P WATER MUTER OL CE TTR UNE PA OVERALL W.F. WOODEN PENCE SURFACE TYPES: (,. Amews Norm OP COVERED PORCH Q9 OFFSET WM WATER 44010* VALVE BOX CJS CONCRETE 51AB MT (P) WATER. VALVE ASPHALT �TI� :I i! (D) D® r.6. PLAT BOOK y p �� V.P. VINYL PENCE t .. ppVgTED f....� 'I D.P. GRAIN FlED P.C. POINT OF CURVATURE COt1CR[TL LT.''I ARCA {,' `- I DAV DRNC'MAY P.C.C. POINT Or COMPOUND CURVATURE WATER F./� WOOD e,/ ENCU CNCLA .P. PERMANENT CONTROL POINT ere POOL EOUIPmISIT ME. ANCHOR EASEMENT SYMBOLS: anew ones Amor ENT. ENTRANCE PG. PAG[ C.M.C. CANAL MAINTENANCt [5441. BENCH num C.O.P. EDGE OF PAVEMENT PIS PROFESSIONAL LAND 5URVhtM C.r.[. COUNTY r EA9H [SMT. 0 EM ELECTRIC METER P.1. POINT Or INTERSECTION 4 CEf1 JNE D.C. DRAINAGE R GO. W. EDGY Or WATER PLANTER D.U.E. DRAINAGE AND AND WAIT,' [SMT. A CENTRA. ANGLE or DELTA CUB CIECTRJC UTILITY BOR P.O.B. POINT Or DEGINNING ESMT. EASEMENT COMMON OWNERSHIP (r) FIELD P.O.C. POINT Or COMMENCEMENT 1.02.E. INGRESS/EGRESS [SMT. • CONTROL POINT PCM PND. CONCRETE MONUMENT P.P. PINCHED PIPE RAE. IRRIGATION EASEMENT • CONCRETE MONUMENT P1041 FOUND DRILL MOLE P.R.C. POINT Or REVERSE CURVATURE L.A.E. UNITED ACCESS ESMT. At CATCH BASIN F.F. FINISHED FLOOR P.R.M. PERMANENT REFERENCE MONUMENT L.D.E. ,,,,,,,,,A, ',um, ESMT. 191. FOUND IRON PIPE PSM PItOPE9510NAL SURVEYOR L.C. LANDSCAPE ESMr. EEVATION FTC FOUND IRON PIPE 4 CAP AND MAPPER L.M.E. LAKE OR LANDSCAPE t7 EIRE HYDRANT FIR FOUND IRON ROD P.T. POINT OF TANGENCY MAINTENANCE EASEMENT FIRE FOUND IRON ROD 4 CAP R RADIUS ECOR or RADIAL M.E. MAINTENANCE EASEMENT • MD OR SET ANCHOR GNINRE OR ANCtrOR PN FOUND NAIL (R) RECORD E- MAD POUND NAIL 4 DISC P.U.E. FUELIROOF UTILITY EASEMENT O MANMOIP RID. FOUND RIES. RESIDENCE R.O.E. ROOF OVERT-LANG ESFR. SKIT. 63 TRK S.W.E. SIDEWALK EASEMENT OF WAY TERN FOUND rK NAI A DISKALON NAIL (5) SURVRIGHTEY 11111E OR L1Grif FOIE FPKN4D POUND PK NAIL 4 DISK r3) SURVEY S.W.M.C. STORM WATER WEL. FRR55PK POUND RAILROAD SPIKE 5.5.L SETBACK UNE MANAGEMENT CSM1T. GAR GARAGE 5.C.L SURVEY CLOSURE UNE T.U.E. TCCHNOL0C(CAL UTI11T1' ENO. GM GAS METER SCR. SCREEN ELECTRONIC SIGNATURE: In complete accordance with Florida Statute 472.025 and Pursuant to the Electronic Signature Act of 1996 or Florida Statute TITLE XXXIX, Chapter 668, if this document was received electronically via PDF, then it has been lawfully Electronically Signed. Therefore. this survey PDF, If authe' Lc, is completely official a-d i-sur_ble. In order to validate the'Electronic Signature of PDF surveys sent via ->; :, . _"pa.. you must use a hash calculator. A free hash calculator is available for download at In order to validate the Electronic Signature of any survey PDF sent via wwwsuncystors.com: 1. Download the Hash Calculator available of PRINTING INSTRUCTIONS: 1. While viewing the survey in Adobe Reader, select the "Print" button under the "File" tab. 2. Select a printer with legal sized paper. 3. Under "Print Range", click select the "All" toggle. 4. Under the "Page Handling" section, select the number of copies that you would like to print. 5. Under the "Page Scaling" selection drop down menu, select"None." OFFER VALID ONLY FOR: Philippe Alluard r --, 1 1 I I I 25% off 11 2. Save the Survey PDF onto your computer from www.surveystars.com or from the email sere from wwwsurveysCarscom. 3. Click the square Browse button in the upper right hand corner of the 1 Cash, '1c 1.6,1.: /5l0/'18 s; kc. IN- ,N,: S .nxyl41 d.x'Irnrnl,: 1..:dick the COMPUTE button in the lower right hand cornet of the Hash Calculator. 4 Compare the 40 digit string of characters in the SHA-1 line to the 40 digit SHA-1characters'or the survey inthejab file inwwws_rveystss.comwhich is also printed on the invoice for that survey. 6. Undtedc the "Auto Rotate and Center" chedcbox. 7. Chedc the "Choose Paper size by PDF" dtedtbox. 8. Clldc OK to print TO PRWiIN BLALJC+WHILE 1. In the main print screen, choose "Properties". "Quality" I (UP T O $500 ) 1 I ANY FUTURE I I SURVEYING SERVICES 1 1 ON THIS PROPERTY 1 s. If the 40 digit string cfSHA-1 characters are exactly the same on the'rtvoice (or in thessrey fiea_wwwsunreystarscom) as they are In the-ash Cakulata, then this PDF is authentic lfthe 40 digit string of characters does not match exactly, then this PDF has been tampered with and it is not authentic. % 2. Choose from the options. 3. Change from "Auto Color" or "Full Color" tofirst "Gray Scale". I I Offer valid only for the.. • , I page of the surve exceed R4,,. -r� - -, , Exacta Land Surveyors, Inc. www.exactaland.com P.866-735-1916 • F.866-744-2882 L8# 7337 11940 Fairway Lakes Drive, Suite 1. Ft. Myers, FL 33913 i PREPARED BY: E= Land Surveyors, Inc. www.exactafand.com Toll Free 866-735-1916 • F 866-744-2882 • • ••• • • • .•• •• •• •, • • ••. • • • • • • • . • • • ••• • • • • • r •,... • • ••• • S • • • 0 • • • • • •r • • • •• • • • • 1 • • • •, — ••- • • • s.•i PROPERTY ADDRESS: 1050 NORTHEAST 105 STREET MIAMI SHORES, FLOfileA 131:8 • • • • • 'SW:4AY NUMBER: 1411.1348 FIELD WORK DATE: 11/14/2014 1411.1348 BOUNDARY SURVEY MIAMI-DADE COUNTY REVISION DATE(S): (REV.0 11/14/2014) N. L n="`- I STREt I (PER PLAT U a_ TABLE: LI N 00000100' E 25.00' (P) 5 0°0025' E 25.1 1' (M) L2 5 90°00100' W 24.89' (P) 5 89°53106' W 24.89' (M) S.C.L. 5 89°58'18'W 75.13' (M) I hereby certify hereon describ my direction, and belief, it of a survey t standards set Professional Su 5J-17 of the Flo /2' FI RC NO ID oC 1/2° FIR NO ID 0.3' ON g 1')O 0 Lo +Y o+ — o -tf' N w 00 z8' O O w/c 1/2' FIR- k. NO ID I . I ' ON w/C 1/2° rIF' NO ID /-5 W75.10'(P) jNS' 7.3 8 10W(G) NO TES: dory Survey of LtffieRP! EARS ro BE SERVICED BY C r, WAf_R AND SEV/ een mode UrrdeCE AND WALL OWNERSHIP NOf DETERMINED f my knowledge'" .SURVERCLOSURELINE rate representation mum technical do Board of ers in Chapter strative Code. RONALD W. WALLING State of Florida Professional Surveyor and Mapper License No. 6473 40 0 1/2" FIR NO ID @ NE. CORNER OF LOT 7 20 GRAPHIC SCALE (In Feet) 1 inch = 40' ft. Use of This Survey for Purposes other than Intended, Without Written Verification, will be at the User's Sole Risk and Without Liability to the Surveyor. Nothing hereon shall be Construed to Give ANY Rights or Benefits to Anyone Other than those Certified. rift FLOOD INFORMATION: BY PERFORMING A SEARCH WITH THE LOCAL GOVERNING MUNICIPALITY OR WWW.FEMA.GOV, THE PROPERTY APPEARS TO BE LOCATED IN ZONE AE (WITH A BASE FLOOD ELEVATION OF 8). THIS PROPERTY WAS FOUND IN THE VILLAGE OF MIAMI SHORES, COMMUNITY NUMBER 120652, DATED 09/11/09. CLIENT NUMBER: DATE: 11/14/2014 BUYER: Philippe Alluard SELLER: DON CARUSO CERTIFIED TO: PHILIPPE ALLUARD This is page 1 of 2 and is not valid without all pages. TS C' iT�N Cif :ONE VISIBLE Florida Land Title Association MEMBERS FLTA AFFILIATE 1d Surveyors, LB4 7337 nc. www.exactaland.com 1 I P.866-735-1916 • F.866-744-2882 11940 Fairway Lakes Drive, Suite 1• Ft. Myers, FL 33913 REPORT OF SURVEY _•• • • • ••• • • • • • 0 • • • • • • • • • • • • • • • • • • • • • • • • • • • LEGAL DESCRIPTION: e • • • • • • • 1411.1348 This is page 2 of 2 and is not valid without all pages. LOT 6, BLOCK 1, OF MIAMI SHORES ESTATES, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 47, PAGE 58, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. ••• • •• • • • •• • • • • • 1 • • • • • • 0.0 • • ••• • • • • • • • • • • • • •• • • • • 0 • • • 1011-1r167-• • * • 1 • • JOB SPECIFIC SURVEYOR NOTES: • • • • • • • • • THE ASSUMED BEARING REFERENd�OF FS�(Sl�f I-fVj9 UUithhiaobtnERF•El OGgr1IINUTES 00 SECONDS WEST IS BASED ON THE SOUTHERLY RIGHT-OF-WAY BOOKLINE 047F N PAGE 8, OF THEORTHEAST 105 TPUBLIAC RECORDS OF MIAMI -DADS pCOONTY FLORIDACORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT GENERAL SURVEYOR NOTES: 1. The Legal Description used to perform this survey was supplied by others.This survey does not determine or imply ownership. 2. This survey only shows improvements found above ground. Underground footings, utilities and encroachments are not located on this survey map. 3. If there is a septic tank, or drain field shown on this survey, the location is approximate as the location was either shown to Exacta by a third party or it was estimated by metal detection, probing rods, and visual above ground inspection only. No excavation was performed in order to determine the exact and accurate location. 4. This survey is exdusivelyfor the use of the parties to whom it is certified. 5. Additions or deletions to this survey map and report by other than the signing party or parties is prohibited without written consent of the signing party or parties. 6. Dimensions are lnfeet and dedmals thereof. 7. Due to varying construction standards, house dimensions are approximate. 8. Any FEMA Flood zone data contained on this survey is for informational purposes only. Research to obtain such data was performed at www.fema.gov. 9. All corners marked as set are at a minimum a ri diameter,18' iron rebar with a cap stamped LB#7337. 10. If you are reading this survey in an electronic format, the information contained on this document is only valid if this document is electronically signed as specified in Chapter 5J-17.062 (3) of the Florida Administrative Code and Florida Statute 472.025. The Electronic Signature File related to this document is prominently displayed on the invoice for this survey which is sent under separate cover. Manually signed and sealed logs of all survey signature files are kept in the office of the performing surveyor.li this document b in paper format, it Is not valid without the signature and original raised seal of a Florida Dcensed Surveyor. 11. Unless otherwise noted, an examination of the abstract of title was NOT performed by the signing surveyor to determine which instruments, if any, are affecting this property. 12. The symbols reflected in the legend and on this survey may have been enlarged or reduced for clarity. The symbols have been plotted at the center of the field location, and may not represent the actual shape or size of the feature. 13. Points of Interest (POI's) are selected above -ground improvements which may be in conflict with boundary, building setback or easement lines, as defined by the parameters of this survey.There may be additional POI's which are not shown, not called -out as POI's, or which are otherwise unknown to the surveyor. These POI's may not represent all Items of Interest to the viewer. 14. Utilities shown on the subject property may or may not indicate the existence of recorded or unrecorded utility easements. 15. The information contained on this survey has been performed exclusively, and is the sole responsibility, of Exacta Surveyors. Additional logo or references to third party firms are for Informational purposes only. 16. Pursuant to F.S. 558.0035, an individual employee or agent may not be held individually liable for negligence. 17. House measurements should not be used for new construction or planning. Measurements should be verified prior to such activity. LEGEND: UNET PPS: ,,.00 overawe nom, I BOUNDARY UNE STRUCTURE r I CENTERLINE CWN•LLNK o' VIRE PENCE EASEMENT EDGE OF WATER IRON PENCE OVERHEAD UNES SURVEY TIE UNE WNL OR PARTY WALL WOOD PENCE VINYL !mice SURFACE TYPES: twameor twrm, ASPHALT BRICK or TILE CONCRETE LYS' •�'_IAREA WATER ® WOOD rEZil SYMBOLS: ,wme aware tum, 0 BENCH MARK CENTERLINE • • • • E-- 0 CENTRAL ANGLE or DELTA COMMON OWNERSHIP CONTROL POINT CONCRETE MONUMENT CATCH BASIN ENATION FIRE HYDRANT FWD OR SET MONUMENT GU+W4RE OR ANCHOR MANHOLE TREE UTILITY OR UG4IT POLE WELL 5URVEYOR15 LEGEND NC AIR CONDITIONING B.R. BLARING REFERENCE B.C. BLOCK CORNER B .P.P. BACKFLOW PREVENTOR MK. BLOCK BLDG. BUILDING BM BENCHMARK D.RL BURRING RESTRICTION UNC !SPAT. BASEMENT BAV BAY/00X WINDOW (C) CALCULATED C CURVE CAN CABLE TV. RISER C.B. CONCRETE BLACK CHIM. CHIMNEY C.L.F. CHAIN LINK FENCE C.O. CLEAN OUT CONE. CONCRETE COR CORNER ,4V CONCRETE SIDEWALK L.V.G. CONCRETE VALLEY GUTTER CA. CENTER UNC OP COVERED PORCH CJS CONCRETE SLAB (D) DEED D.P. DRAIN HELD WW DRIVEWAY B.N. ELEVATION BICE ENCLOSURE BTT. ENTRANCE EM ELECTRIC METER C.O.P. EDGE Or PAVEMENT E.O.W. EDGE Of WATER EJB ELECTRIC UTILITY BOX (1) RED FCM END. CONCRETE MONUMENT FJDI1 FOUND DRILL HOLE F.F. FINISHED FLOOR fir FOUND IRON PIPE FIPC FOUND IRON PIPE 4 CAP FIR POUND IRON ROD PBRC FOUND IRON ROD 4 CAP PN FOUND NNL RNID FOUND NAIL 4 DISC END. EOUND FERN POUND PARKER-KALON NAL FPKN4D FOUND PK NAIL 4 DISK FRR5PK POUND RAILROAD SPIKE GAR GARAGE 5141 GAS METER (D. ILL INST. INT. IB• Icy (Mo M.B. M.ES. M.P. N.R. NTS. 0.CS. O.G. OPE OH. 011L oN O.R.B. O.RV. CTA 0.1 0VS P.B. P.C. P.C.C. P.L.P. P/E PG. P.I. PLS PLT P.O.D. P.O.C. P.P. P.R.C. P.R.M. 1544 P.T. R (PJ REE. RES. RAW (5) 5,8.1. 5.C.L SCR. IDENTIFICATION ILLEGIBLE INSTRUMENT INTERSECTION LENGTH UCEN5E i - BUSINESS LICENSE • - SURVEYOR MEASURED MAP BOOK MITERED END SECTION METAL FENCE NON RADIAL NOT TO SCALE ON CONCRETE STAB ON GROUND OUTSIDE OF SUBJECT PARCEL OVERHANG OVERHEAD LINES INSIDE OF SUBJECT PARCEL OFFICIAL RECORD BOOK OFFICIAL RECORD VOWME OVERALL OFFSET MT PLAT BOOK POINT OF CURVATURE POINT Of COMPOUND CURVATURE PERMANENT CONTROL POINT POOL EQUIPMENT PAGE POINT Of INTERSECTION PROFESSIONAL LAND SURVEYOR PLANTER POINT Of BEGINNING POINT OF COMMENCEMENT PINCHED FIFE POINT OF REVERSE CURVATURE PERMANENT REFERENCE MONUMENT PROFESSIONAL SURVEYOR AND MAPPER POINT OF TANGENCY RADIUS or RADIAL RECORD RANGE RESIDENCE RIGHT OP WAY SURVEY SETBACK UNE SURVEY CLOSURE UNE SCREEN SEC. SEP. say. 5/GD 51RC SNID SQ.FT. STY. 5.T.L 5V 5AR 5.w. TEM TEL. T.O.B. THP. TX TYP. U.R. WIC Wm W. P. WM AE. MICE. C.M.C. C.U.L D.C. D.U.C. MAC". LE/E.E. IRP -E. LAE. L.B.E. L.E. SECTION SEPTIC TANK SEWER SET GLUE DISC SET IRON ROD CAP SET NAIL 4 DISC SQUARE FEET STORY SURVEY TIE UNE SEWER VALVE SIDEWALK SEAWALL TEMPORARY BENCHMARK TELEPHONE PACIUTIES TOP OF BANK TOWMSHIP TRANSFORMER TYPICAL UTILITY MLR WITNESS CORNER WATER FILTER WOODEN FENCE WATER METERNALVE BOX WATER VALVE VINYL PENCE access EASEMENT ANCHOR EASEMENT CANAL MAINTENANCE CWT. COUNTY LAXITY E5MT. DRNNAGC EA5EMCNT DRAINAGE AND UIIUTY ESMT. EASEMENT (40115SEGRB5 ESMT. 1RPJGATION EASEMENT UMITEO ACCESS MIT. LANDSCAPE BUPTER ESMT. INIDSCAPE 194411. LIKE OR LANDSCAPE MODENA (Z CASEMENT M.E. MAINT0NANCE EASEMENT P.U.E. PUBLIC UTILITY vA`o 4( R.O.E. ROOF OVERHANG ESMT. 5.W.E. SIDEWALK EASEMENT S.W.M.E. STORM WATER MANAGEMENT MAR. T.U.E. TECHNOLOGICAL MUD' ESMT. U.E. UTILITY EASEMENT ELECTRONIC SIGNATURE: In complete accordance with Florida Statute 472.025 and Pursuant to the Electronic Signature Act of 1996 or Florida Statute TITLE XXXIX, Chapter 668, if this document was received electronically via PDF, then it has been lawfully Electronically Signed. Therefore, this survey PDF, If authe-t c, is completely official a -d i-surble. In order to validate the'Electronic Signature•of PDF surveys sent via .�ystar-.crm, you must use a hash calculator. A free hash calculator s available for download at: In order to validate the Electronic Signature of any survey PDF sent via wwwswireystorscom: 1. Download the Hash Calculator available at 2. Save the Survey PDF onto your computer from www.surveystars.com or from the email sent from wwwsurveystarscom. 3. Click the square Browse button in the upper right hand corner of the I lash : -J. 1.1 I:: lire( ant.: k'c Jho crv,• : S .rvr y P13 du um.nI,;al :click the COMPUTE button in the lower right hand corner of the Hash Calculator. 4. Compare the 40 digit string of characters in the SHA -1 line to the 40 digit SHA -1 characters `or the survey in the jcb file in YAW.. -rveystar.com which is abo printed on the invoice for that survey. 5 If the 40 digit string of SHA -1 characters are exactly the same on the invoice for in the s..rvey file a Wwwsurveystarscom) as they stein the -ash Calculator, then this PDF)) authentic. If the 40 digit string of characters does not match exactly, then this PDF has been tampered with and it is not authentic. PRINTING INSTRUCTIONS: 1. NMile viewing the survey in Adobe Reader, select the "Print" button under the "File" tab. 2. Select a printer with legal sized paper. 3. Under "Print Range", dick select the "All" toggle. 4. Under the "Page Handling" section, select the number of copies that you would like to print. 5. Under the "Page Scaling" selection drop down menu, select "None." 6. Uncheck the "Auto Rotate and Center" d,edcbox. 7. Check the "Choose Paper size by PDF" cheddwx. 8. Click OK to print TO PRINT IN BLACK +WHITE 1. In the main print screen, choose "Properties". 2. Choose "Quality" from the options. 3. Change from "Auto Color" or "Full Color" to "Gray Scale". ';. OFFER VALID ONLY FOR: Philippe Alluard 5%offI (UP TO$5001 ANY FUTURE SURVEYING SERVICES ON THIS PROPERTY Offer valid • - buyer first page of the survey, Total dhcou 1144,. Exacta Land Surveyors, Inc. 4/164* LB# 7337 www.exactaland.com P.866-735-1916 • F.866-744-2882 11940 Fairway Lakes Drive, Suite 1 • Ft. Myers, FL 33913 PREPARED BY: Land Surveyors, Inc. www.exactaland.com Toll Free 866-735-1916 • F 866-744-2882 L_. PROPERTY ADDRESS: 1050 NORTHEAST 105 STREET MIAMI SHORES, FLORIDA 33138 SURVEY NUMBER: 1311.1960 FIELD WORK DATE: 11/21/2013 REVISION DATE(S): (REV.1 12/18/2013) (REV.1 11/22/2013) 1311.1960 BOUNDARY SURVEY M/AMI-DADS COUNTY N.E. 106TH STREET PER P .1 00'00" W 14 . • 00'00" W 150. B.R.ASSUMED) 89'57'43" E 75.11 (M N 9€ •`00" E 75.0 ,) L2 /2" Fl NO ID CJ 14.0' 0.3' TABLE: o L1 N 00.00'00" E 25.00' (P) o a S 0.08'25" E 25.11'M) to K L2 S 90'00'00" W 24.89' (P S 89°53'06" W 24.89' (M) o" ; S.C.L. S 89'58'18" W 75.13' (M) tC ' M w 30 Nb O Z Z I hereby certify that hereon described my direction, and and belief, it is 4 of a survey that standards set fort Professional Land Chapter 5J-17 of State of W/C 1/2' Fl NO ID 1.1' 0 1 23.4' 4.� "ar N 2.7 O u 10.7' 4.0`0 1 STY. 5.6' RES #1050 15.9�__.3 00 10.7' 5 •-12.0'. �' D 16.9'I n b L07 BLK 1 14.3' 1/2" FIR NO ID S.C.L CONC SEAWALL LOT 7 BLK 1 V) o; 0 W/C 1/2" FlP NO ID 8'18"W7 stSke , +N •f Survey OftlAEOIPPEARS TO BE SERVICED BY CITY WATER AND SEWER pprty tys'b made UnE4CE AND WALL OWNERSHIP NOT DETERMINED he best of knowledi6' SURVER CLOSURE LINE . representation mini technical y ti+mtFVorid'• :oard Of ors as . cribed in _ ':ministrative Code. RONALD W. WALLING Florida Professional Surveyor and Mapper License No. 6473 40 0 • 1/2" F1P NO ID 0 NE. CORNER OF LOT 7 20 GRAPHIC SCALE (In Feet) 1 inch = 40' ft. Use of This Survey for Purposes other than Intended, Without Written Verification, will be at the User's Sole Risk and Without Liability to the Surveyor. Nothing hereon shall be Construed to Give ANY Rights or Benefits to Anyone Other than those Certified. FLOOD INFORMATION: BY PERFORMING A SEARCH WITH THE LOCAL GOVERNING MUNICIPALITY OR WWW.FEMA.GOV, THE PROPERTY APPEARS TO BE LOCATED IN ZONE AE (WITH A BASE FLOOD ELEVATION OF 8). THIS PROPERTY WAS FOUND IN THE VILLAGE OF MIAMI SHORES, COMMUNITY NUMBER 120652, DATED 09/11/09. CLIENT NUMBER: 57780 BUYER: Philippe Alluard SELLER: DON CARUSO DATE: 11/22/2013 CERTIFIED TO: PHILIPPE ALLUARD; SUNBELT TITLE AGENCY; TITLE RESOURCES GUARANTY COMPANY; PHH HOME LOANS LLC DBA SUNBELT LENDING SERVICES, ISAOA/ATIMA 40 POINTS OF INTEREST NONE VISIBLE SURVEY COORDINATED BY: LIN 0110111, 0 L 0 G 1 -" P 866-772-R814 F 215-359-1733 www.truelinetech.com E�ACTA Land SurveyorsInc. www.exactalandcom ! 8866-735-1916 • F.866-7442882 18N 7337 11940 Fairway Lakes Drive, Suite 1. Ft. Myers, FL 33913 This is page 1 of 2 and is not valid without all pages. Li_REPORT OF SURVEY 1311.1960 This is page 2 of 2 and is not valid without all pages. LEGAL DESCRIPTION: LOT 6, BLOCK 1, OF MIAMI SHORES ESTATES, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 47, PAGE 58, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. JOB SPECIFIC SURVEYOR NOTES: THE ASSUMED BEARING REFERENCE OF SOUTH 90 DEGREES 00 MINUTES 00 SECONDS WEST IS BASED ON THE SOUTHERLY RIGHT-OF-WAY LINE OF NORTHEAST 105 STREET, LOCATED WITHIN MIAMI SHORES ESTATES„ ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 47, PAGE 58, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. GENERAL SURVEYOR NOTES: 1. The Legal Description used to perform this survey was supplied by others. This survey does not determine or imply ownership. 2. This survey only shows improvements found above ground. Underground footings, utilities and encroachments are not located on this survey map. 3. If there k a septic tank, or drain field shown on this survey, the location is approximate as the location was either shown to Exacta by a third party or it was estimated by metal detection, probing rods, and visual above ground inspection only. No excavation was performed in order to determine the exact and accurate location. 4. This survey is exclusively for the use of the parties to whom it is certified. 5. Additions or deletions to this survey map and report by other than the signing party or parties is prohibited without written consent of the signing party or parties. 6. Dimensions are in feet and decimals thereof. 7. Due to varying construction standards, house dimensions are approximate. 8. Any FEMA flood zone data contained on this survey is for informational purposes only. Research to obtain such data was performed at www.fema.gov. 9. All corners marked as set are at a minimum a Wdiameter, l 8" iron rebar with a cap stamped LB#7337. 10. If you are reading this survey in an electronic format, the information contained on this document is only valid if this document is electronically signed as specified in Chapter 51-17.062 (3) of the Florida Administrative Code and Florida Statute 472.025. The Electronic Signature File related to this document is prominently displayed on the invoice for this survey which is sent under separate cover. Manually signed and sealed logs of all survey signature files are kept in the office of the performing surveyor. If this document is in paper format, It is not valid without the signature and original raised seal of a Florida Licensed Surveyor. 11. Unless otherwise noted, an examination of the abstract of title was NOT performed by the signing surveyor to determine which instruments, if any, are affecting this property. 12. The symbols reflected in the legend and on this survey may have been enlarged or reduced for clarity. The symbols have been plotted at the center of the field location, and may not represent the actual shape or size of the feature. 13. Points of Interest (POI's) are selected above -ground improvements which may be in conflict with boundary, building setback or easement lines, as defined by the parameters of this survey. There may be additional POI's which are not shown, not called -out as POI's, or which are otherwise unknown to the surveyor. These POI's may not represent all items of interest to the viewer. 14. Utilities shown on the subject property may or may not indicate the existence of recorded or unrecorded utility easements. 15. The information contained on this survey has been performed exclusively, and is the sole responsibility, of Exacta Surveyors. Additional logo or references to third party fines are for informational purposes only. 16. Pursuant to F.S. 558.0035, an individual employee or agent may not be held individually liable for negligence. 17. House measurements should not be used for new construction or planning. Measurements should be verified prior to such activity. LEGEND: UNtME5:1 uxux onwa+x xo,u 1 BOUNDARY UNE � STRUCrURL 1 CENTERLINE CHAIN-LINK a WIRE FENCE EASEMENT EDGE Of WATER IRON reNcr OVERHEAD LINES SURVeYTf UNE WALL OR PARTY WALL WOOD FENCE VINYL FENCE SURFACE TYPES: t 1/111193 OmEY.V[ rimer, ASPHALT 71 BRICK F---- TILE CONCRETE ' I�CAVERED f - AREA WATER Ir'1 WOOD 5YMBOL5: I warm omeavc xarm, ® BENCH MARK 4 CENTERLINE A CENTRAL ANGLE or DELTA p.--"/ COMMON OWNERSHIP • 001012.01 POINT CONCRETE MONUMENT CATCH BASIN ELEVATION FIRE HYDRANT PND OR SET MONUMENT GL11'WIRE OR ANCHOR MANHOLE TREE UTILITY OR 0611T POLE WELL 4 • 4 ELECTRONIC SIGNATURE: In complete accordance with Florida Statute 472.025 and Pursuant to the Electronic Signature Act of 1996 or Florida Statute TITLE XXXIX, Chapter 668, If this document was received electronically via PDF, then it has been lawfully Electronically Signed. Therefore, this survey PDF, if authentic, Is completely official and insurable. In order to validate the 'Electronic Signature"of PDF surveys sent via w•r. you must use a hash calculator A free hash calculator is available for download at _,m/ge System Fie -Ma gement/Hash 1 la or-Kirill.sh,m1 In order to validate the Electronic Signature of any survey PDF sent via wwwsurveystars.com: 1. Download the Hash Calculator available at: 1 Save the Survey PDF onto your computer from www.surveystars.com or from the email sent from www.surveystars.com. 3. Click the square Browse button in the upper right hand corner of the Hash Cakvlatorto find and select the saved Survey PDF document, and click the COMPUTE button in the lower right hand corner of the Hash Calculator 4 Compare the 40 digit string of characters in the SHA -1 line to the 40 digit SHA -1 characters for the survey in the job file In www.surveystars.com which is also printed on the invoice for that survey 5.1f the 40 digit string of 513A-1 characters are exactly the same on the invoice (or in the survey9le at www.surveystarscom) as they are in the Hash Calculator, then this PDF is authentic. If the 40 digit string of characters does not match exactly, then this PDF has been tampered with and it is not authentic. NC B.R. B.C. B.F.P. BLK. BLDG. BM B.R.L 15513.11. BAN (C) C CATV C.B. CHIM. C.L.P. C.O. CONE. COR CSN/ C.V.G. CIL (D) D.F. DN/ ELEV. ENC.. ENT. EM E.O.P. f.o.w. EUB (F) FCM 0D11 F.F. PIP F1PC FIR FIRC 09 FNOD PND. FPKN rPKNOD SURVEYOR'S LEGEND AIR CONDITIONING BEARING REFERENCE BLOCK CORNER BACKFLOW PREVENrOR BLOCK BUILDING BENCHMARK BUILDING RESTRICTION UNE BASEMENT BAY/BOX WINDOW CALCULATED CURVE CABLE 1V. RISER CONCRETE BLOCK CHIMNEY CHAIN LINK PENCE CYAN OUT CONCRETE CORNER CONCRETE SIDEWALK CONCRETE VALLEY GUTTER CENTER UNE COVERED PORCH CONCRETE SLAB DEED DRAIN FIELD DRIVEWAY ELEVATION ENCLOSURE ENTRANCE ELECTRIC METER EDGE OF PAVEMENT EDGE OF WATER ELECTRIC UTIUTY BOX PIED END. CONCRETE MONUMENT FOUND DRILL HOLE FI515040 FLOOR FOUND IRON PIPE FOUND IRON PIPE 4 CAP FOUND IRON ROD POUND IRON ROD O CAP FOUND NA1L FOUND NAIL * DISC FOUND FOUND PARKER -HALON NAIL FOUND PK NAIL O DISK FRR5PK FOUND RAILROAD SPIKE GAR GARAGE GM GAS METER ID. ILL. INST. INT. LBA (5A (M) M.B. 64.0.5. M.P. N.R. N.T.S. 0.C.5. O.G. off 011. 0111 ON O.R.B. O.R.V. 0'A 05 (0) P.B. P.C. P.C.C. P.C.P. Pio PG. P.I. PL5 PLT P.O.B. P.O.C. P.P. P.R.C. P.R.M. 1564 (R) REE. RAV (5) 5.0.1 5.C.1 SCR IDENTIFICATION ILLEGIBLE INSTRUMENT INTERSECTION LENGTH UCENSE X - BUSINESS UCENSE d - SURVEYOR MEASURED MAP BOOK MITERED END SECTION METAL rrNcr NON RADIAL NOT TO SCALE ON CONCRETE SLAB ON GROUND OUTSIDE OF SUBJECT PARCEL OVERHANG OVERHEAD UNE5 INSIDE OF SUBJECT PARCEL OFFICIAL RECORD BOOK OFFICIAL RECORD VOLUME OVERALL OFFSET PLAT P LAT BOOK POINT OF CURVATURE P OINT OF COMPOUND CURVATURE PERMANENT CONTROL POINT q E POOL EQUIPMENT PAGE C.M.E. POINT OF INTERSECTION C.U.E. PROFESSIONAL LAND SURVEYOR D.C. PLANTER D.U.C. POINT OF BEGINNING ESMT. POINT OF COMMENCEMENT I.G2.4 PINCHED PIPE IRR.E. POINT OF REVERSE CURVATURE PERMANENT REFERENCE MONUMENT PROFESSIONAL SURVEYOR AND MAPPER POINT Of TANGENCY RADIU5 or RADIAL RECORD RANGE RESIDENCE RIGHT OF WAY SURVEY SETBACK UNE SURVEY CLOSURE LINE SCREEN SEC. SEP. SEW. 5/60 SRC 5940 `90.11 STY. 5.T.L 5V 5/W 5.W. TEM TEL. T.O.B TVP. TX U.R. W/C W/F W.F. WM NN PRINTING INSTRUCTIONS: -ACTH 1. While viewing the survey in Adobe Reader, select the "Print" button under the "File" tab. 2. Select a printer with legal sized paper. 3. Under "Print Range", dick select the "AIL" toggle. 4. Under the"Page Handling" section, select the number of copies that you would like to print. 5. Under the "Page Scaling" selection drop down menu, select "None." 6. Uncheck the "Auto Rotate and Center" checkbox. 7. Check the "Choose Paper size by PDF" checkbox. 8. Click OK to print TO PRINT IN BLACK+ WHITE 1. In the main print screen, choose "Properties". 2. Choose "Quality" from the options. 3. Change from "Auto Color" or "Full Color" to "Gray Scale". Exacta Land Surveyors, Inc. LB* 7337 SECTION SEPTIC TANK SEWER SET GLUE DISC SET IRON ROD t CAP SET NAIL 4 DISC SQUARE FEET STORY SURVEY TIE UNE SEWER VALVE SIDEWALK SEAWALL TEMPORARY BENCHMARK TELEPHONE FACILITIES TOP OF BANK TOWNSHIP TRANSFORMER TYPICAL UTILITY 45ER WITNESS CORNER WATER FILTER WOODEN PENCE WATER METERNALVE BOX WATER VALVE VINYL FENCE ACCESS EASEMENT ANCHOR EASEMENT CANAL MAINTENANCE ESMT. COUNTY UTILITY E5MT. DRAINAGE EASEMENT DRAINAGE AND UTILITY ESNLT. EASEMENT INGRESS/EGRESS ESMT. IRRIGATION EASEMENT LIMITED ACCESS E5MT. LANDSCAPE BUFFER MAT. LANDSCAPE (SMT. LAKE OR LANDSCAPE MAINTENANCE EASEMENT MAINTENENCE EASEMENT PUBLIC UTIUTY EASEMENT R.O.E. ROOF OVERHANG ESMT. 9. W.C. SIDEWALK EASEMENT S.W.M.E. STORM WATER MANAGEMENT ESMT. T.U.E. TECHNOLOGICAL Un1.11Y MAT. U.E. UnUTY EASEMENT • OFFER VALID ONLY FOR: Philippe Alluard 1 I 1 1 (UP TO $SCO1 25%off ( ANY FUTURE SURVEYING SERVICES ON THIS PROPERTY 1 I 1 I I J www.exactaland.com P.866-735-1916 • F.866-744-2882 11940 Fairway Lakes Drive, Suite 1 • Ft. Myers, FL 33913 5.--- ovR-- S CTURAL CALCULATIONS ADDITION AND INTERIOR REMODELING FOR: ALLUARD RESIDENCE. 1050 NORTHEAST 105 STREET MIAMI SHORES VILLAGE, FL 33138 DATE: April 10, 2015 STRUCTURAL DESIGN: TC ENGINEERING, INC CA LIC. No 30288 ANTONIO CANELAS, P.E. LIC. No. 74099 CiTY •••• THESE CALCULATIONS HAVE BEEN PREPARED IN ACCORDANCE WITH THE Fi)LItOpTNG'GG AND STANDARDS: • • • • • •• • •• • • ••• • • FLORIDA BUILDING CODE 2010 • ASCE 7-10 • ACI -318-08 • •••• • • •••• • AISC MANUAL OF STEEL CONSTRUCTION. • •' • • • • ACI 530-08 • •• • NDS FOR WOOD CONSTRUCTION, 2005 EDITION WITH SUPPLEMENT' • • THE ENGINEER WHO'S SEAL APPEARS BELOW ASSUMES RESPONSIBILITY FOR ALL -4II4 • • ENCLOSED MANUAL AND COMPUTER GENERATED CALCULATIONS THAT ARE A PART O'fH4S PACKAGE OF STRUCTURAL DESIGN CALCULATIONS. • •••• • • .•• •••• • • • •• • TOTAL NUMBER OF CALCULATION PAGES: 113 TC ENGINEERING, INC CA LIC. No 30288 ANTONIO CANELAS, P.E. LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI FL, 33155 305 261 0321 v f UCTUfR,a,L rL-`VIEW APPROVED 40 CA4,F% V ▪ �� No. 74099 ,1% �° TATE OF .:� ip ,'pt:'••�40. 1100 • • • • • • • • • �• • • INDEX DESCRIPTION 1- WIND LOAD CALCULATION 2- NEW ROOF DESIGN 3- ROOF CONCRETE BEAM DESIGN 4- NEW FLITCH BEAM FOR NEW OPENING AT ROOF 5- COLUMN DESIGN 6- GRADE BEAMS DESIGN PAGES 1TO15 16 TO 43 44 TO 59 60 TO 88 89T0 96 97 TO 113 THESE CALCULATIONS HAVE BEEN PREPARED IN ACCORDANCE WITH THE FOLLOWING C.r . AND STANDARDS: •• • •• • • ••• • FLORIDA BUILDING CODE 2010 •• •• • • ASCE 7-10 •• • ACI -318-08 • • • • •• • • • • . • AISC MANUAL OF STEEL CONSTRUCTION. • • • • •••• • ACI530-08 • • • NDS FOR WOOD CONSTRUCTION, 2005 EDITION WITH SUPPLEMENt • • • .••• •. • •• • • • • • THE ENGINEER WHO'S $EAL APPEARS BELOW ASSUMES RESPONSIBILITY FOltALL'L :• ENCLOSED MANUAL AND COMPUTER GENERATED CALCULATIONS THAT AEE, . SART 6F THIS • PACKAGE OF STRUCTURAL DESIGN CALCULATIONS. • • • ••• • • • TOTAL NUMBER OF CALCULATION PAGES: 113 TC ENGINEERING, INC CA LIC. No 30288 ANTONIO CANELAS, P.E. LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI FL, 33155 305 261 03 • . • .. • • • • •••• • • • • ..• • ••• • • • • .. . WIND LOAD CALC•IJ{ ;TION .1 • • •• •• • .. • • • .. .. • • • •••• • • • •••• •••• • .. • • • • • ••• • .. • • • • • • MecaWind Pro v2.2.2.7 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date : 4/6/2015 Company Name : Address City State File Location: P:\2015\ANNE Project No. Designed By Description . Customer Name : Proj Location : JACKAWAY\ALLUARD RESIDENCE\CALCULATION\WIND.wnd • • • • Directional Procedure Simplified Diaphragm Basic Wind Speed(V) = 175.00 mph Structural Category = II Natural Frequency = N/A Importance Factor = 1.00 Damping Ratio (beta) = 0.01 Alpha = 9.50 At = 0.11 Am = 0.15 Cc = 0.20 Epsilon • 0.20 Slope of Roof • 2.587 : 12 Ht: Mean Roof Ht • 13.50 ft RHt: Ridge Ht • 16.50 ft 2.83 ft 83.00 ft 60.00 ft OH: Roof Overhang at Eave= Bldg Length Along Ridge = Length of Hipped Ridge = Building (Ch 27 Part 2) Exposure Category = Flexible Structure = Kd Directional Factor = Zg Bt Sm 1 Zmin Slope of Roof(Theta) Type of Roof Eht: Eave Height Overhead Type = OH w/ Sofit Bldg Width Across Ridge= 50.00 ft Roof Slope on Hip End = 22.72 Deg C No 0.85 = 900.00 ft = 1.00 • 0.65 = 500.00 ft 15.00 ft = 12.17 Deg = HIPPED = 10.50 ft Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht lzm: Cc*(33/Zm)^0.167 Lzm: 1*(Zm/33)^Epsilon Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.85 • • = 15.00 ft•••• • = 0.23 = 427.06 ft = 0.92 = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 • •••• • • •••• • • •• •• Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 • • • • •• • • • • •••• • ••• • • • •• • • •••• • • • ••• 0110• • • • •0 • • • • • • • Topographic Adjustment • 0.33*z = 4.46 1111 • Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)1^0.5 175.00 mph MITTS Diaphragm Building Wind Pressures per Ch 27 Pt 2 All presures shown are based upon ASD Design, with a Load Factor of .6 • • ••• • • • •• • •• • • • • • • • •11 • • • • 2 Seefig27.6-2for Panapetvihnd Roof Prouires pressures See Table 27.6-2 Mean mei ht. Wall Pressures See Table 27.5- h pJ Wind Hipped Roof Roof edge pressure from tubAc 'bonus or 3 as applicable Wind Direction Pi or rt", • • • • OLSIs • • • • • • • • • •• • • • • • • • • • 00 0 • • • • • ••• • . • • • • •• • • • • • . • • • • • • • • • • • • • • • • • • • • 00 • MFRS Pressures for Wind Normal to 83 ft wall (Normal to Ridge) 0 • • • • • • 00 • • • • • 000 • • • 00 0 • • • • • • WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir = 0.60 h: Height to top of Windward Wall = 10.50 ft ph: Net Pressure at top of wall (windward + leeward) = 38.70 psf p0: Net Pressure at bottom of wall (windward + leeward) = 38.70 psf ps: Side wall pressure acting away from wall = .54 * ph = -20.90 psf pl: Leeward wall pressure acting away from wall = .38 * ph = -14.71 psf pwh: Windward wall press @ top acting toward wall = ph-pl = 23.99 psf pw0: Windward wall press @ bot acting toward wall = p0-pl = 23.99 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height = 13.500 ft Lambda: Exposure Adjustment Factor = 1.000 Slope: Roof Slope = 12.17 Deg Table 27.6-2 indicates a slope less than 9.46 Deg is flat, but provides no values for Zone 1 and 2 between 9.46 Deg and 14 Deg, so any slope < 14 deg is treated as flat. Zone Load Casel Load Case2 psf psf 1 .00 .00 2 .00 .00 3 -36.05 .00 4 -32.18 .00 5 -26.37 .00 Note: A value of '0' indicates that the zone/load case is not applicable. ROOF OVERHANG LOADS (FIGURE 27.6-3): • •• • • • • 0000 4, LOAD CASE 1: • • • • Povhl: Overhang pressure for zone 1 = .00 Of •• •• ••s • • -27.03s5•• • •• • p Povh3: Overhang pressure for zone 3 = • LOAD CASE 2: Povhl: Overhang pressure for zone 1 = .00 fs • Povh3: Overhang pressure for zone 3 = .00 pSf•• Normal to Ridge - Base Reactions - Walls+Roof +GCpi • 0000 • • 0000 0000 • • • • • •• •• •• • • • • • • • Description Press Area Fx Fy Fr Mx lei • • P1z • • • psf ft^2 Kip Kip Kip K -ft K -ft •K -ft • • -• s + • • Roof (0 to h/2) -36.05 326 .00 -2.47 11.47 235.8 •••b : •0• • ••• • • Roof (0 to h/2) -36.05 17 -0.13 .00 0.61 14.4 -24.6 3.2 • • • Roof (0 to h/2) -36.05 17 0.13 .00 0.61 14.4 24.6 -3.1 •• • Roof (h/2 to h) -32.18 527 .00 -3.57 16.57 248.0 .0 .0 Roof (h/2 to h) -32.18 26 -0.35 .00 0.75 13.3 -25.8 6.2 Roof (h/2 to h) -32.18 26 0.35 -0.00 0.75 13.3 25.8 -6.2 Roof (h/2 to h) -32.18 20 -0.13 .00 0.61 10.9 -24.9 2.3 Roof (h/2 to h) -32.18 20 0.13 .00 0.61 10.9 24.9 -2.3 Roof (h to 2h) -26.37 9.25 .00 -5.14 23.84 104.3 .0 .0 Roof (h to 2h) -26.37 123 -1.38 .00 2.94 22.3 -92.4 10.5 Roof (h to 2h) -26.37 123 1.38 0.00 2.94 22.3 92.4 -10.5 Roof (h to 2h) -26.37 39 -0.22 .00 1.01 7.6 -40.9 1.6 Roof (h to 2h) -26.37 39 0.22 .00 1.01 7.6 40.9 -1.6 Roof (>2h) -26.37 51 .00 -0.28 1.32 -4.1 .0 .0 Roof (>2h) -26.37 11 -0.12 .00 0.26 0.1 -7.5 0.0 Roof (>2h) -26.37 11 0.12 -0.00 0.26 0.1 7.5 -0.0 Roof (>2h) -26.37 2 -0.01 .00 0.06 0.0 -2.5 0.0 Roof (>2h) -26.37 2 0.01 .00 0.06 0.0 2.5 -0.0 Roof (>2h) -26.37 1829 .00 10.16 47.14 -448.9 .0 .0 Roof (>2h) -26.37 85 -0.47 .00 2.19 -29.0 -89.1 -6.2 Roof (>2h) -26.37 85 0.47 .00 2.19 -29.0 89.1 6.2 Roof (0 to h/2) -36.05 248 .00 -1.89 8.76 210.9 .0 .0 Roof (>2h) -26.37 248 .00 1.38 6.41 -154.3 .0 .0 Windward Wall 23.99 830 .00 19.92 .00 109.5 .0 .0 Windward Wall 23.99 42 .00 1.00 .00 0.2 .0 .0 Leeward Wall -14.71 872 .00 12.82 .00 67.3 .0 .0 Side Wall -20.90 525 -10.97 .00 .00 .0 57.6 .0 Side Wall -20.90 525 10.97 .00 .00 .0 -57.6 .0 Roof (0 to h/2) -36.05 4 -0.06 .00 0.13 2.9 -4.5 1.3 Roof (0 to h/2) -36.05 4 0.06 .00 0.13 2.9 4.5 -1.3 Roof (>2h) Roof (>2h) -26.37 159 -1.78 .00 3.79 -31.6 -119.9 -14.8 -26.37 159 1.78 .00 3.79 -31.6 119.9 14.8 Total .00 7919 -0.00 31.91 140.21 390.7 -0.0 0.0 Normal to Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ftA2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 23.99 830 .00 19.92 .00 109.5 .0 .0 Windward Wall 23.99 42 .00 1.00 .00 0.2 .0 .0 Leeward Wall -14.71 872 .00 12.82 .00 67.3 .0 .0 Side Wall -20.90 525 -10.97 .00 .00 .0 57.6 .0 Side Wall -20.90 525 10.97 .00 .00 .0 -57.6 .0 Total .00 2793 .00 33.73 .00 177.1 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ftA2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 23.99 830 .00 19.92 .00 109.5 .0 .0 Windward Wall 23.99 42 .00 1.00 .00 0.2 .0 .0 Leeward Wall -14.71 872 .00 12.82 .00 67.3 .0 .0 Side Wall -20.90- 525 -10.97 .00 .00 .0 57.6 .0 Side Wall -20.90 525 10.97 .00 .00 .0 -57.6 .0 Total .00 2793 .00 33.73 .00 177.1 .0 .0 Normal to Ridge - Base Reactions - Walls Only -GCpi Description • • • • •••• Press Area Fx Fy Fz Mx A'• e • :14z • • • • psf ftA2 Kip Kip Kip K -ft K -ft K -ft • • • •• • i Windward Wall 23.99 830 .00 19.92 .00 109.5 ••?S•• .0 • . • Windward Wall 23.99 42 .00 1.00 .00 0.2 ••G• .0 sits• • • Leeward Wall -14.71 872 .00 12.82 .00 67.3 • .0 • .C. • Side Wall -20.90 525 -10.97 .00 .00 .0 5•/!Se .0 site• • • Side Wall -20.90 525 10.97 .00 .00 .0 '•/i1•� .0••.•e -••:-•7 • • • Total .00 2793 .00 33.73 .00 177.1 eediee .0 • •• • • • . • • • • 5 • Normal to Ridge - Base Reactions - Walls+Roof MIN Description • • • • • Press Area* Fx Fy Fz Mx My • • Mz psf ftA2 Kip Kip Kip K -ft K -ft K -ft • • ••• • • • •• • Total .00 0 .00 .00 .00 .0 .0 .0 Notes - Normal to Ridge Note (1) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (2) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (3) Area* = Area of the surface projected onto a vertical plane normal to wind. MFRS Pressures for Wind Normal to 50 ft wall (Along Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir = 1.66 h: Height to top of Windward Wall = 10.50 ft ph: Net Pressure at top of wall (windward + leeward) = 35.38 psf p0: Net Pressure at bottom of wall (windward + leeward) = 35.38 psf ps: Side wall pressure acting away from wall = .61 * ph = -21.44 psf pl: Leeward wall pressure acting away from wall = .31 * ph = -10.88 psf pwh: Windward wall press @ top acting toward wall = ph-pl = 24.51 psf pw0: Windward wall press @ bot acting toward wall = p0-pl = 24.51 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height = 13.500 ft Lambda: Exposure Adjustment Factor = 1.000 Slope: Roof Slope = 12.17 Deg • • • • o. Table 27.6-2 indicates a slope less than 9.46 Deg is flat, but provides no values for Zone 1 and 2 between 9.46 Deg and 14 Deg, so any slope < 14 deg is treated as flat. Zone Load Casel Load Case2 psf psf 1 .00 .00 2 .00 .00 3 -36.05 .00 4 -32.18 .00 5 -26.37 .00 Note: A value of '0' indicates that the zone/load case is not applicable. ROOF OVERHANG LOADS (FIGURE 27.6-3): LOAD CASE 1: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 = -27.03 psf LOAD CASE 2: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 = .00 psf Along Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft Roof (0 to h/2) -36.05 176 -2.45 .00 5.86 .0 -201.0 .0 Roof (0 to h/2) -36.05 25 0.83 -0.38 .00 -4.6 -10.1 -34.1 Roof (0 to h/2) -36.05 25 .00 0.91 .00 11.1 .0 36.2 •••• Roof (0 to h/2) -36.05 18 .00 -0.25 0.60 13.0 -7.4.1 • -10.1•••••• Roof (0 to h/2) -36.05 18 .00 0.25 0.60 -13.0 -34.1• • 10.1 • Roof (0 to h/2) -36.05 162 -2.26 .00 5.39 .0 -206•.2 • .0 • ••• • Roof (h/2 to h) -32.18 134 -1.66 .00 3.97 .0 -13).48•00 .0'••' : • Roof (h/2 to h) -32.18 163 0.00 -0.99 5.14 74.6 -1;14„-33.8 • • • Roof (h/2 to h) -32.18 163 .00 0.99 5.14 -74.6 -175.7 33.8 Roof (h/2 to h) -32.18 21 .00 -0.26 0.61 13.4 -ZZ b" • -8.86••••• • • Roof (h/2 to h) -32.18 21 .00 0.26 0.61 -13.4 -23,06 • 8.8 •••• Roof (h to 2h) -26.37 30 -0.00 -0.15 0.79 8.1 -;44,.. -4.6 •••• • • Roof (h to 2h) -26.37 30 ,00 0.15 0.79 -8.1 -23,9 • 4.6• • • Roof (h to 2h) -26.37 3 .00 -0.03 0.06 1.3 "t.� • -0.8 •• • Roof (h to 2h) -26.37 3 .00 0.03 0.06 -1.3 •!!9/•• 0.8 •• • Roof (h to 2h) -26.37 323 .00 -1.61 8.35 81.7 -47.'? :-38.1. • • Roof (h to 2h) -26.37 323 .00 1.61 8.35 -81.7 -3.97.7 38.1 Roof (h to 2h) -26.37 39 .00 -0.40 0.95 20.6 -2.4', -9.4• • • Roof (h to 2h) -26.37 39 .00 0.40 0.95 -20.6 -2!14 •• 9.4 • ••• •• • Roof (>2h) -26.37 1205 .00 -6.01 31.20 305.3 197.7 38.1•••' : Roof (>2h) -26.37 1205 .00 6.01 31.20 -305.3 197.7 -38.1 Roof (>2h) -26.37 145 .00 -1.48 3.53 76.9 22.4 9.4 Roof (>2h)-26.37 145 .00 1.48 3.53 -76.9 22.4 -9.4 Roof (>2h) -26.37 218 -0.00 -1.09 5.65 92.0 202.2 38.9 Roof (>2h) -26.37 218 .00 1.09 5.65 -92.0 202.2 -38.9 Roof (>2h) -26.37 35 .00 -0.36 0.86 18.7 30.7 12.8 Roof (>2h) -26.37 35 .00 0.36 0.86 -18.7 30.7 -12.8 Roof (>2h) -26.37 162 1.65 .00 3.94 .0 150.9 .0 Windward Wall 24.51 500 12.25 .00 .00 .0 -67.4 .0 Windward Wall 24.51 25 0.61 .00 .00 .0 -0.2 .0 Leeward Wall -10.88 525 5.71 .00 .00 .0 -30.0 .0 Side Wall -21.44 872 .00 18.69 .00 98.1 .0 .0 Side Wall -21.44 872 .00 -18.69 .00 -98.1 .0 .0 OH Bot Windward -27.03 142 .00 .00 -3.83 .0 164.2 .0 Roof (h to 2h)-26.37 2 -0.02 .00 0.04 .0 -0.9 .0 Roof (>2h) -26.37 312 3.17 .00 7.58 .0 243.4 .0 Roof (>2h) -26.37 4 .00 -0.04 0.11 2.4 4.5 1.9 Roof (>2h) -26.37 4 .00 0.04 0.11 -2.4 4.5 -1.9 Total .00 8341 17.84 0.53 138.66 6.4 -87.4 2.0 Along Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 24.51 500 12.25 .00 .00 .0 -67.4 .0 Windward Wall 24.51 25 0.61 .00 .00 .0 -0.2 .0 Leeward Wall -10.88 525 5.71 .00 .00 .0 -30.0 .0 Side Wall -21.44 872 .00 18.69 .00 98.1 .0 .0 Side Wall -21.44 872 .00 -18.69 .00 -98.1 .0 .0 Total .00 2793 18.58 .00 .00 .0 -97.5 .0 Along Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 24.51 500 12.25 .00 .00 .0 -67.4 .0 Windward Wall 24.51 25 0.61 .00 .00 .0 -0.2 .0 Leeward Wall -10.88 525 5.71 .00 .00 .0 -30.0 .0 Side Wall -21.44 872 .00 18.69 .00 98.1 .0 .0 Side Wall -21.44 872 .00 -18.69 .00 -98.1 .0 .0 OH Bot Windward -27.03 142 .00 .00 -3.83 .0 164.2 .0 Total .00 2935 18.58 .00 -3.83 .0 66.6 .0 Along Ridge - Base Reactions - Walls Only -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 24.51 500 12.25 .00 .00 .0 -67.4 .0 Windward Wall 24.51 25 0.61 .00 .00 .0 -0.2 .0 Leeward Wall -10.88 525 5.71 .00 .00 .0 -30.0 .0 Side Wall -21.44 872 .00 18.69 .00 98.1 .0 .0 Side Wall -21.44 872 .00 -18.69 .00 -98.1 .0 .0 •••• • • Total .00 2793 18.58 .00 .00 .0 -97.5 ••• .0 • •• • • ••• • • • • •• • Along Ridge - Base Reactions - Walls+Roof MIN Description Press Area* Fx Fy Fz Mx psf ft^2 Kip Kip Kip K -ft • My ••••Mz K -ft K•ft •••• • • • •••• • • • • •••• Wit•.. --- •••:•• Total .00 0 .00 .00 .00 .0 •.i •• .0 •• • • Notes - Along Ridge • • • • • Note (1) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical • Note (2) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf • ••. Note (3) Area* = Area of the surface projected onto a vertical plane normai•to wand. • • ••• •• • Total Base Reaction Summary Description Fx Fy Fz Mx My Mz Kip Kip Kip K -ft K -ft K -ft Normal to Ridge Walls+Roof +GCpi -0.0 31.9 140.2 390.7 -0.0 0.0 Normal to Ridge Walls Only +GCpi .0 33.7 .0 177.1 .0 .0 Normal to Ridge Walls+Roof -GCpi .0 33.7 .0 177.1 .0 .0 Normal to Ridge Walls Only -GCpi .0 33.7 .0 177.1 .0 .0 Normal to Ridge Walls+Roof MIN .0 .0 .0 .0 .0 .0 Along Ridge Walls+Roof +GCpi 17.8 0.5 138.7 6.4 -87.4 2.0 Along Ridge Walls Only +GCpi 18.6 .0 .0 .0 -97.5 .0 Along Ridge Walls+Roof -GCpi 18.6 .0 -3.8 .0 66.6 .0 Along Ridge Walls Only -GCpi 18.6 .0 .0 .0 -97.5 .0 Along Ridge Walls+Roof MIN .0 .0 .0 .0 .0 .0 Notes Applying to MWFRS Reactions: Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) = 5125.63 sq. ft Note (6) LC = Load Case (Some pressures can be zero, ref ASCE 7-10 Ch 27 Pt 2) Wind Pressure on Components and Cladding (Ch 30 Part 1) • • •• • All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = Description Width ft = 5.00 ft Span Area Zone Max Min Max P Min P ft ft^2 GCp GCp psf psf Wall 0 -10 Wall 0 -10 Wall 11-20 Wall 11-20 Wall 21-30 Wall 21-30 Wall 31-40 Wall 31-40 Wall 41-50 Wall 41-50 Wall 51-100 Wall 51-100 Wa11101-200 Wa11101-200 Wa11 201-500 Wa11201-500 Wa11501-1000 Wa11501-1000 Roof 0-10 Roof 0-10 Roof 0-10 Roof 11-20 Roof 11-20 Roof 11-20 Roof 21-30 Roof 21-30 Roof 21-30 Roof 31-40 Roof 31-40 Roof 31-40 Roof 41-50 Roof 41-50 Roof 41-50 Roof51-100 Roof51-100 Roof51-100 Roof101-200 Roof101-200 Roof101-200 Roof201-500 Roof201-500 Roof201-500 Roof501-1000 Roof501-1000 Roof501-1000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.47 5.47 5.74 5.74 7.93 7.93 9.64 9.64 11.10 11.10 12.37 12.37 17.41 17.41 24.56 24.56 38.77 38.77 5.47 5.47 5.47 5.74 5.74 5.74 7.94 7.94 7.94 9.64 9.64 9.64 11.10 11.10 11.10 12.37 12.37 12.37 17.41 17.41 17.41 24.56 24.56 24.56 38.77 38.77 38.77 10.0 10.0 11.0 11.0 21.0 21.0 31.0 31.0 41.1 41.1 51.0 51.0 101.0 101.0 201.1 201.1 501.0 501.0 10.0 10.0 10.0 11.0 11.0 11.0 21.0 21.0 21.0 31.0 31.0 31.0 41.1 41.1 41.1 51.0 51.0 51.0 101.0 101.0 101.0 201.1 201.1 201.1 501.0 501.0 501.0 4 1.00 -1.10 5 1.00 -1.40 4 0.99 -1.09 5 0.99 -1.39 4 0.94 -1.04 5 0.94 -1.29 4 0.91 -1.01 5 0.91 -1.23 4 0.89 -0.99 5 0.89 -1.18 4 0.88 -0.98 5 0.88 -1.15 4 0.82 -0.92 5 0.82 -1.05 4 0.77 -0.87 5 0.77 -0.94 4 0.70 -0.80 5 0.70 -0.80 1 0.50 -0.90 2 0.50 -1.70 3 0.50 -1.70 1 0.49 -0.90 2 0.49 -1.68 3 0.49 -1.68 1 0.44 -0.87 2 0.44 -1.54 3 0.44 -1.54 1 0.40 -0.85 2 0.40 -1.45 3 0.40 -1.45 1 0.38 -0.84 2 0.38 -1.39 3 0.38 -1.39 1 0.36 -0.83 2 0.36 -1.35 3 0.36 -1.35 1 0.30 -0.80 2 0.30 -1.20 3 0.30 -1.20 1 0.30 -0.80 2 0.30 -1.20 3 0.30 -1.20 1 0.30 -0.80 2 0.30 -1.20 3 0.30 -1.20 40.05 40.05 39.81 39.81 38.12 38.12 37.11 37.11 36.37 36.37 35.81 35.81 34.03 34.03 32.24 32.24 29.87 29.87 23.08 23.08 23.08 22.80 22.80 22.80 20.89 20.89 20.89 19.75 19.75 19.75 18.92 18.92 18.92 18.28 18.28 18.28 16.29 16.29 16.29 16.29 16.29 16.29 16.29 16.29 16.29 - 43.45 -53.63 -43.20 - 3.1.4•• - 1..52 • - 40.50 - 39kei • -39.20 - 3E043* - 36.6) • - 34E00 00 • -34.26 • ..3! •p•6• i -36.66 -63.81 - 63.81 -36.52 -63.12 -63.12 - 35.56 - 58.34 - 58.34 - 34.99 - 55.48 - 55.48 - 34.57 - 53.40 - 53.40 - 34.26 - 51.80 - 51.80 - 33.26 - 46.84 -46.84 -33.26 - 46.84 -46.84 -33.26 - 46.84 -46.84 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht*Kd = 33.94 psf •••• • • •••• • ••• • • • •• • • •••• • • •••• •••• • • • •• • • • • • • ••• • • • •• • 8 • •• • • • • • • • • • • • • • MecaWind Pro v2.2.2.7 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date : 4/6/2015 Company Name : Address City State File Location: P:\2015\ANNE JACKAWAY\ALLUARD Directional Procedure Simplified Diaphragm Basic Wind Speed(V) 175.00 mph Structural Category II Natural Frequency = N/A Importance Factor = 1.00 0.01 Damping Ratio (beta) Alpha = At = Am Cc = Epsilon = Slope of Roof = Ht: Mean Roof Ht = RHt: Ridge Ht = OH: Roof Overhang at Eave= Bldg Length Along Ridge = Length of Hipped Ridge = 9.50 0.11 0.15 0.20 0.20 2.587 : 12 13.50 ft 16.50 ft 2.83 ft 83.00 ft 60.00 ft Project No. Designed By Description . Customer Name : Proj Location : RESIDENCE\CALCULATION\WIND TERRACE.wnd Building (Ch 27 Part 2) Exposure Category Flexible Structure Kd Directional Factor Zg Bt Bm 1 Zmin Slope of Roof(Theta) Type of Roof Eht: Eave Height Overhead Type Bldg Width Across Ridge= Roof Slope on Hip End = Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 • Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 • 0.85 C No 0.85 900.00 ft 1.00 0.65 500.00 ft 15.00 ft 12.17 Deg HIPPED 10.50 ft OH w/ Sofit 50.00 ft 22.72 Deg •• • • •• • Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2. 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.55 T':Juction Factor for Large Volume Buildings, R:i Aoo: Total Area of Openings in Bldg Envelope Vi: Unpartitioned Internal Value Ri: 0.5*((1+1:'(1.+(Vi/(22800*Aog))^0.5))(Egn. 6-16) Notes: 1) +GCpi = +0.55 * Ri Notes: 2) -GCpi = -0.55 * Ri Topographic Adjustment 0.33*z Kzt (0.33*z): Topographic factor at elevation 0.33*z Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 •••• • • • • •• •• • • • • • • • • • • •• • = .00 ft^2 = .00 ft'3 = 1.000 • 4.46 • 1.00 = 175.00 mph MWFRS Diaphragm Building Wind Pressures per Ch 27 Pt 2 All pressures shown are based upon ASD Design, with a Load Factor o .c •••• • • •••• • ••• • • • •• • • •••• • • •••• • • • •• • • • • • • ••• • • • •• • 9 • • • • • • • • • • • • • • See Fig 27,6-2 for Parapet wind Roof Pressures pressures See Table 27,6-2 Mean roof ht. Wall Pressures See Table 27.6-2. Elevation wind 10 Nan •••• • • • •••• • • • • • ••• • • • • • •• •• • • ••• • • • • •••• • • • • • •••• •••• • • Hipped Roof Roof edoe qrpsciam* from Lillie - n. 1 3 as applicable or pl. «id Dimcdran •••• • • • • • •• •• 00 • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • •• • MFRS Pressures for Wind Normal to 83 ft wall (Normal to Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir h: Height to top of Windward Wall ph: Net Pressure at top of wall (windward + leeward) p0: Net Pressure at bottom of wall (windward + leeward) ps: pl: pwh: pw0: Side wall pressure acting away from wall = .54 * ph Leeward wall pressure acting away from wall = .38 * ph Windward wall press @ top acting toward wall = ph-pl Windward wall press @ bot acting toward wall = p0-pl ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height Lambda: Exposure Adjustment Factor Slope: Roof Slope = 0.60 • 10.50 ft • 38.70 psf • 38.70 psf • -20.90 psf = -14.71 psf = 23.99 psf • 23.99 psf = 13.500 ft • 1.000 = 12.17 Deg Table 27.6-2 indicates a slope less than 9.46 Deg is flat, but provides no values for Zone 1 and 2 between 9.46 Deg and 14 Deg, so any slope < 14 deg is treated as flat. Zone 1 2 3 4 5 Load Casel Load Case2 psf psf .00 .00 - 36.05 -32.18 - 26.37 .00 .00 .00 .00 .00 Note: A value of '0' indicates that the zone/load case is not applicable. ROOF OVERHANG LOADS (FIGURE 27.6-3): LOAD CASE 1: Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 LOAD CASE 2: Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 Normal to Ridge - Base Reactions - Walls+Roof +GCpi Description Press psf Area Fx ft^2 Kip FY Kip • • • • • •• • _ .00•11sf••• • -27.03•Aai•• • ••• • _ • .00 pit•• •• •• Fz Ms Kip K -ft Roof (0 to h/2) Roof (0 to h/2) Roof (0 to h/2) Roof (h/2 to h) Roof (h/2 to h) Roof (h/2 to h) Roof (h/2 to h) Roof (h/2 to h) Roof (h to 2h) Roof (h to 2h) Roof (h to 2h) Roof (h to 2h) Roof (h to 2h) Roof (>2h) Roof (>2h) Roof (>2h) Roof (>2h) Roof (>2h) Roof (>2h) Roof (>2h) Roof (>2h) Roof (0 to h/2) Roof (>2h) Windward Wall Windward Wall Leeward Wall Side Wall Side Wall Roof (0 to h/2) Roof (0 to h/2) - 36.05 - 36.05 -36.05 - 32.18 -32.18 - 32.18 - 32.18 - 32.18 -26.37 - 26.37 - 26.37 - 26.37 -26.37 - 26.37 - 26.37 - 26.37 - 26.37 - 26.37 - 26.37 - 26.37 - 26.37 -36.05 - 26.37 23.99 23.99 -14.71 -20.90 -20.90 - 36.05 - 36.05 326 17 17 527 26 26 20 20 925 123 123 39 39 51 11 11 2 2 1829 85 85 248 248 830 .00 -0.13 0.13 .00 - 0.35 0.35 -0.13 0.13 .00 - 1.38 1.38 -0.22 0.22 .00 - 0.12 0.12 -0.01 0.01 .00 -0.47 0.47 .00 .00 .00 42 .00 872 .00 525 -10.97 525 10.97 4 -0.06 4 0.06 - 2.47 .00 .00 - 3.57 .00 - 0.00 .00 .00 - 5.14 .00 0.00 .00 .00 -0.28 .00 - 0.00 .00 .00 10.16 .00 .00 - 1.89 1.38 19.92 1.00 12.82 .00 .00 .00 .00 •••• • • •••• • ••• • • • •• • •••• • • •••• •••• • • • •• • • • • • MY •• • Mz K;t ••.J( -ft • �•__�. • ••• 11.47 235.8 .0 .0•••• 0.61 14.4 -24.6 3.1 0.61 14.4 24.6 -3.1 16.57 248.0 .0 .0 0.75 13.3 -25.8 6.2 0.75 13.3 25.8 -6.2 0.61 10.9 -24.9 2.3 0.61 10.9 24.9 -2.3 23.84 104.3 .0 .0 2.94 22.3 -92.4 10.5 2.94 22.3 92.4 -10.5 1.01 7.6 -40.9 1.6 1.01 7.6 40.9 -1.6 1.32 -4.1 .0 .0 0.26 0.1 -7.5 0.0 0.26 0.1 7.5 -0.0 0.06 0.0 -2.5 0.0 0.06 0.0 2.5 -0.0 47.14 -448.9 .0 .0 2.19 -29.0 -89.1 -6.2 2.19 -29.0 89.1 6.2 8.76 210.9 .0 .0 6.41 -154.3 .0 .0 .00 109.5 .0 .0 .00 0.2 .0 .0 .00 67.3 .0 .0 .00 .0 57.6 .0 .00 .0 -57.6 .0 0.13 2.9 -4.5 1.3 0.13 2.9 4.5 -1.3 • • • • • • • • • •• • • • Roof (>2h) Roof (>2h) - 26.37 159 -1.78 00 3.79 -31.6 -119.9 -14.8 - 26.37 159 1.78 .00 3.79 -31.6 119.9 14.8 Total .00 7919 -0.00 31.91 140.21 390.7 -0.0 0.0 Normal to Ridge - Base Reactions Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ftA2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 23.99 830 .00 19.92 .00 109.5 .0 .0 Windward Wall 23.99 42 .00 1.00 .00 0.2 .0 .0 Leeward Wall -14.71 872 .00 12.82 .00 67.3 .0 .0 Side Wall -20.90 525 -10.97 .00 .00 .0 57.6 .0 Side Wall -20.90 525 10.97 .00 .00 .0 -57.6 .0 Total .00 2793 .00 33.73 .00 177.1 .0 .0 Normal to Ridge - Base Reactions - Walls+Roo£ -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ftA2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 23.99 830 .00 19.92 .00 109.5 .0 .0 Windward Wall 23.99 42 .00 1.00 .00 0.2 .0 .0 Leeward Wall -14.71 872 .00 12.82 .00 67.3 .0 .0 Side Wall -20.90 525 -10.97 .00 .00 .0 57.6 .Q Side Wall -20.90 525 10.97 .00 .00 .0 -57.6 .0 Total .00 2793 .00 33.73 .00 177.1 .0 .0 I2. •• Normal to Ridge - Base Reactions - Walls Only -GCpi • • •••• • • • • •• • • ••• • Description Press Area Fx Fy Fz Mx Mz • • • • psf ftA2 Kip Kip Kip K -ft K�• • 4c -ft • • • -0.0.2.0.6.0.• • • Windward Wall 23.99 830 .00 19.92 .00 109.5 ••4• .0 •••• • • Windward Wall 23.99 42 .00 1.00 .00 0.2 •••Q•• °0•••••• Leeward Wall -14.71 872 .00 12.82 .00 67.3 .0 .0 • • Side Wall -20.90 525 -10.97 .00 .00 .0 S9:t!•: ,01••:•• Side Wall -20.90 525 10.97 .00 .00 .0-ii.F•• .0 •• • • • Total .00 2793 .00 33.73 .00 177.1 • .0, • .0 • • • • • • Normal to Ridge - Base Reactions - Walls+Roof MIN • • • • • • • •• • • ••• • • • Description Press Area* Fx Fy Fz Mx My Mz •• • psf ftA2 Kip Kip Kip K -ft K -ft K -ft Total .00 0 .00 .00 .00 .0 .0 .0 Notes - Normal to Ridge Note (1) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (2) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (3) Area* = Area of the surface projected onto a vertical plane normal to wind. MWFRS Pressures for Wind Normal to 50 ft wall (Along Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir = 1.66 h: Height to top of Windward Wall = 10.50 ft ph: Net Pressure at top of wall (windward + leeward) = 35.38 psf p0: Net Pressure at bottom of wall (windward + leeward) = 35.38 psf ps: Side wall pressure acting away from wall = .61 * ph = -21.44 psf pl: Leeward wall pressure acting away from wall = .31 * ph -10.88 psf pwh: Windward wall press @ top acting toward wall = ph-pl = 24.51 psf pw0: Windward wall press @ bot acting toward wall = p0-pl = 24.51 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height = 13.500 ft Lambda: Exposure Adjustment Factor = 1.000 Slope: Roof Slope = 12.17 Deg Table 27.6-2 indicates a slope less than 9.46 Deg is flat, but provides no values for Zone 1 and 2 between 9.46 Deg and 14 Deg, so any slope < 14 deg is treated as flat. Zone Load Casel Load Case2 psf psf 1 .00 .00 2 .00 .00 3 -36.05 .00 4 -32.18 .00 5 -26.37 .00 Note: A value of '0' indicates that the zone/load case is not applicable. ROOF OVERHANG LOADS (FIGURE 27.6-3): LOAD CASE 1: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 = -27.03 psf LOAD CASE 2: Povhl: Overhang pressure for zone 1 _ .00 psf Povh3: Overhang pressure for zone 3 = .00 psf Along Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft Roof (0 to h/2) Roof (0 to h/2) Roof (0 to h/2) Roof (0 to h/2) Roof (0 to h/2) Roof (0 to h/2) Roof (h/2 to h) Roof (h/2 to h) Roof (h/2 to h) Roof (h/2 to h) Roof (h/2 to h) Roof (h to 2h) Roof (h to 2h) Roof (h to 2h) Roof (h to 2h) Roof (h to 2h) Roof (h to 2h) Roof (h to 2h) Roof (h to 2h) Roof (>2h) Roof (>2h) Roof (>2h) Roof (>2h) Roof (>2h) Roof (>2h) Roof (>2h) Roof (>2h) Roof (>2h) Windward Wall Windward Wall Leeward Wall Side Wall Side Wall OH Bot Windward Roof (h to 2h) Roof (>2h) Roof (>2h) Roof (>2h) -36.05 176 -2.45 .00 5.86 .0 -201.0 .0 -36.05 25 0.83 -0.38 .00 .-4.6 -10.1 -34.1 •••• - 36.05 25 .00 0.91 .00 11.1 • .0 • 36.2•••••• - 36.05 18 .00 -0.25 0.60 13.0 -R4�1° 11-10.1 ••• -36.05 18 .00 0.25 0.60 -13.0 -2:.1 10.1• • • - 36.05 162 -2.26 .00 5.39 .0 -2,01.62,•• 250 !1.°°° .0 •° • - 32.18 134 -1.66 .00 3.97 .0 -111.3:•• 0 • -32.18 163 0.00 -0.99 5.14 74.6 -175.x7•• -33.8 •••• -32.18 163 .00 0.99 5.14 -74.6 -115•.1 • 33.8• • - 32.18 21 .00 -0.26 0.61 13.4 -2°.•)•• -8.8 •••• -32.18 21 .00 0.26 0.61 -13.4 -i'•4),,, 8.8 •••• -26.37 30 -0.00 -0.15 0.79 8.1 -23•'y•• -4.6•••• s - 26.37 30 .00 0.15 0.79 -8.1 -23.9 4.6 -26.37 3 .00 -0.03 0.06 1.3 .l°.•)••• -0.8 • -26.37 3 .00 0.03 0.06 -1.3 .1.9 • 0.8. • - 26.37 323 .00 -1.61 8.35 81.7 -1%7.7 • -38.1, - 26.37 323 .00 1.61 8.35 -81.7 -1967.741 • 38.1 -26.37 39 .00 -0.40 0.95 20.6 -221.°4 • -9.4•41 VI -26.37 39 .00 0.40 0.95 -20.6 -22.4 9.4 •• • - 26.37 1205 .00 -6.01 31.20 305.3 197.7 38.1 -26.37 1205 .00 6.01 31.20 -305.3 197.7 -38.1 - 26.37 145 .00 -1.48 3.53 76.9 22.4 9.4 -26.37 145 .00 1.48 3.53 -76.9 22.4 -9.4 -26.37 218 -0.00 -1.09 5.65 92.0 202.2 38.9 - 26.37 218 .00 1.09 5.65 -92.0 202.2 -38.9 - 26.37 35 .00 -0.36 0.86 18.7 30.7 12.8 - 26.37 35 .00 0.36 0.86 -18.7 30.7 -12.8 -26.37 162 1.65 .00 3.94 .0 150.9 .0 24.51 500 12.25 .00 .00 .0 -67.4 .0 24.51 25 0.61 .00 .00 .0 -0.2 .0 -10.88 525 5.71 .00 .00 .0 -30.0 .0 - 21.44 872 .00 18.69 .00 98.1 .0 .0 -21.44 872 .00 -18.69 .00 -98.1 .0 .0 - 27.03 142 .00 .00 -3.83 .0 164.2 .0 -26.37 2 -0.02 .00 0.04 .0 -0.9 .0 -26.37 312 3.17 .00 7.58 .0 243.4 .0 -26.37 4 .00 -0.04 0.11 2.4 4.5 1.9 -26.37 4 .00 0.04 0.11 -2.4 4.5 -1.9 Total .00 8341 17.84 0.53 138.66 6.4 -87.4 2.0 Along Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 24.51 500 12.25 .00 .00 .0 -67.4 .0 13 • •• • • • • • • • • • Windward Wall 24.51 25 0.61 .00 .00 .0 -0.2 .0 Leeward Wall -10.88 525 5.71 .00 .00 .0 -30.0 .0 Side Wall -21.44 872 .00 18.69 .00 98.1 .0 .0 Side Wall -21.44 872 .00 -18.69 .00 -98.1 .0 .0 Total .00 2793 18.58 .00 .00 .0 -97.5 .0 Along Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 24.51 500 12.25 .00 .00 .0 -67.4 .0 Windward Wall 24.51 25 0.61 .00 .00 .0 -0.2 .0 Leeward Wall -10.88 525 5.71 .00 .00 .0 -30.0 .0 Side Wall -21.44 872 .00 18.69 .00 98.1 .0 .0 Side Wall -21.44 872 .00 -18.69 .00 -98.1 .0 .0 OH Bot Windward -27.03 142 .00 .00 -3.83 .0 164.2 .0 Total .00 2935 18.58 .00 -3.83 .0 66.6 .0 Along Ridge - Base Reactions - Walls Only -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft Windward Wall Windward Wall Leeward Wall Side Wall Side Wall 24.51 500 12.25 .00 .00 .0 -67.4 .0 24.51 25 0.61 .00 .00 .0 -0.2 .0 -10.88 525 5.71 .00 .00 .0 -30.0 .0 -21.44 872 .00 18.69 .00 98.1 .0 .0 -21.44 872 .00 -18.69 .00 -98.1 .0 .0 ••••• • Total •.00 2793 18.58 .00 .00 .0-e7.5�••••• • .0 •• • • ••• • • • •• • Along Ridge - Base Reactions - Walls+Roof MIN • Description Press Area* Fx Fy Fz Mx My.... Mz •••• psf ft^2 Kip Kip Kip K -ft K-!t•••A-ft •••••• •••••• •••• i i • • • Total .00 0 .00 .00 .00 .0 ••.0•• .0 •• • • Notes - Along Ridge • • • • • Note (1) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical • • Note (2) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf • • • Note (3) Area* = Area of the surface projected onto a vertical plane norm!i• to*wind.•• r: •• • Total Base Reaction Summary Description Fx Fy Fz Mx My Mz Kip Kip Kip K -ft K -ft K -ft Normal to Ridge Walls+Roof +GCpi -0.0 31.9 140.2 390.7 -0.0 0.0 Normal to Ridge Walls Only +GCpi .0 33.7 .0 177.1 .0 .0 Normal to Ridge Walls+Roof -GCpi .0 33.7 .0 177.1 .0 .0 Normal to Ridge Walls Only -GCpi .0 33.7 .0 177.1 .0 .0 Normal to Ridge Walls+Roof MIN .0 .0 .0 .0 .0 .0 Along Ridge Walls+Roof +GCpi 17.8 0.5 138.7 6.4 -87.4 2.0 Along Ridge Walls Only +GCpi 18.6 .0 .0 .0 -97.5 .0 Along Ridge Walls+Roof -GCpi 18.6 .0 -3.8 .0 66.6 .0 Along Ridge Walls Only -GCpi 18.6 .0 .0 .0 -97.5 .0 Along Ridge Walls+Roof MIN .0 .0 .0 .0 .0 .0 Notes Applying to MFRS Reactions: Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) = 5125.63 sq. ft Note (6) LC = Load Case (Some pressures can be zero, ref ASCE 7-10 Ch 27 Pt 2) Wind Pressure on Components and Cladding 4-. •• • • • • • • • • • • • • Roof- :e All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = = 5.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ftA2 GCp GCp psf psf Wall 0 -10 Wall 0 -10 Wall 11-20 Wall 11-20 Wa11 21-30 Wall 21-30 Wall 31-40 Wall 31-40 Wall 41-50 Wall 41-50 Wall 51-100 Wall 51-100 Wa11101-200 Wa11101-200 Wall 201-500 Wa11201-500 Wa11501-1000 Wa11501-1000 Roof 0-10 Roof 0-10 Roof 0-10 Roof 11-20 Roof 11-20 Roof 11-20 Roof 21-30 Roof 21-30 Roof 21-30 Roof 31-40 Roof 31-40 Roof 31-40 Roof 41-50 Roof 41-50 Roof 41-50 Roof51-100 Roof51-100 Roof51-100 Roof101-200 Roof101-200 Roof101-200 Roof201-500 Roof201-500 Roof201-500 Roof501-1000 Roof501-1000 Roof501-1000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.47 5.47 5.74 5.74 7.93 7.93 9.64 9.64 11.10 11.10 12.37 12.37 17.41 17.41 24.56 24.56 38.77 38.77 5.47 5.47 5.47 5.74 5.74 5.74 7.94 7.94 7.94 9.64 9.64 9.64 11.10 11.10 11.10 12.37 12.37 12.37 17.41 17.41 17.41 24.56 24.56 24.56 38.77 38.77 38.77 10.0 10.0 11.0 11.0 21.0 21.0 31.0 31.0 41.1 41.1 51.0 51.0 101.0 101.0 201.1 201.1 501.0 501.0 10.0 10.0 10.0 11.0 11.0 11.0 21.0 21.0 21.0 31.0 31.0 31.0 41.1 41.1 41.1 51.0 51.0 51.0 101.0 101.0 101.0 201.1 201.1 201.1 501.0 501.0 501.0 4 1.00 -1.10 5 1.00 -1.40 4 0.99 -1.09 5 0.99 -1.39 4 0.94 -1.04 5 0.94 -1.29 4 0.91 -1.01 5 0.91 -1.23 4 0.89 -0.99 5 0.89 -1.18 4 0.88 -0.98 5 0.88 -1.15 4 0.82 -0.92 5 0.82 -1.05 4 0.77 -0.87 5 0.77 -0.94 4 0.70 -0.80 5 0.70 -0.80 1 0.50 -0.90 2 0.50 -1.70 3 0.50 -1.70 1 0.49 -0.90 2 0.49 -1.68 3 0.49 -1.68 1 0.44 -0.87 2 0.44 -1.54 3 0.44 -1.54 1 0.40 -0.85 2 0.40 -1.45 3 0.40 -1.45 1 0.38 -0.84 2 0.38 -1.39 3 0.38 -1.39 1 0.36 -0.83 2 0.36 -1.35 3 0.36 -1.35 1 0.30 -0.80 2 0.30 -1.20 3 0.30 -1.20 1 0.30 -0.80 2 0.30 -1.20 3 0.30 -1.20 1 0.30 -0.80 2 0.30 -1.20 3 0.30 -1.20 52.61 52.61 52.37 52.37 50.68 50.68 49.67 49.67 48.93 48.93 48.37 48.37 46.59 46.59 44.80 44.80 42.43 42.43 35.64 35.64 35.64 35.36 35.36 35.36 33.45 33.45 33.45 32.31 32.31 32.31 31.47 31.47 31.47 30.84 30.84 30.84 28.85 28.85 28.85 28.85 28.85 28.85 28.85 28.85 28.85 - 56.00 - 66.19 -55.76 :-65. ¶ s?l.0, •-•x'••.33 • • -•65`. X38 •'49!!8 r46Q •'•44 48!1 -50.56 45•c!Ty -.�. 82• -49.22 -76.37 - 76.37 - 49.08 -75.68 - 75.68 -48.12 - 70.90 -70.90 -47.55 - 68.04 -68.04 - 47.13 - 65.96 - 65.96 - 46.81 - 64.36 -64.36 -45.82 - 59.40 -59.40 - 45.82 -59.40 - 59.40 -45.82 -59.40 -59.40 •••• • • •••• • ••• • • • •• • • •••• • • •••• 0000 • • • •• • • • • ••• • • • • • • •• • • • • • ••• • • • •• • • • • • •• •••. • • • •. • • •.. • • • •. • • 1(. •• • • • • NEW ROOF IFiSiciN0.•-••. • • .••• •••• • • •• •• •.•• • • • •• • • • • • e • • • • • • • • •• • • • ••• • • • • •. fl' WOOD JOIST Apr 10, 2015; 08:51 PM Load Case: D IES VisualAnalysis 9.00.0017 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • •• • • • • •• • • • • ••• • • •• • • •• •• • • • • • • • ••• • • • • ••• • ••• • •• • ••• • • • • • • •• • • 1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • ••• • •• • • • •• ••• •• • • • • • • • • • • • • • • • • • • • • •• ••• •• • • • • • WO6DJalt-.1r' Apr 10, 2015; 08:51 F',A Load Case: L IES VisualAnalysis 9.00.0017 • •••• • • • ••• •• •• •• •• • •• • • • •• • •• •• •• • . • • • • • •• •••• •• •• • •• • • •• •• • •• • ••• •• •• •• • • ••• • ••• • •• • ••• • • • • • • •• • • • •• • • • •• • • •• • • • • • • • • • • • • • • • • . • • • • • • • ••• • •• • • • •• ••• •• • • • • • • • • • • • • • • • • • •• • • • • • ••• •• CS' WOOD JOIST Apr 10, 2015; 08:52 PM Load Case: W+Y IES VisualAnalysis 9.00.0017 • •••• • • • ••• •• •• •• • • • • •• • • • • • •• •• • •• • • • • • • • ••• •• • •• • • •• •• • •• • • • • • ••• • • • • ••• • ••• • •• • ••• • • • • • • . •• • • • •• • • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • •• •• ••• • •• • • • •• ••• •• • • ••• • • • • •• • • • • • •• • • • • ••• •• WOOD JOIST Apr 10, 2015; 08:58 PM Result Case: D+L Second Order IES VisualAnalysis 9.00.0017 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • ••• • •• • ••• • • • • • • •• • • • •• • • • •• • • •• • • • • • • . • • • • • • • • • • • • • • • • • ••• • • •• • • • •• ••• •• • • • • • • • • •• • • • • • ••• •• WOOD JOIST Apr 10, 2015; 08:59 PM Result Case: NET WIND Second Order IES VisualAnalysis 9.00.0017 • •••• • • • ••• •• •• •• •• • •• •• • •• • • • •• •• • • • • • • •• •• •••• •• • •• • • •• •• • •• •• • • • • ••• • • • • ••• • ••• • •• • ••• • • • • • • •• • • • •• • • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • • • ••• • • •• • • • •• ••• •• • • • • • • • • •• • • • • • ••• •• WOOD JOIST Apr 10, 2015; 08:57 PM Design View, Unity Checks IES VisualAnalysis 9.00.0017 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • •• •• •••• •• • •• • • •• • • •• •• • • • • ••• • • • • ••• • ••• • •• • ••• • • • • • • •• • • • •• • • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • • • ••• • • •• • • • •• ••• •• • • • • • • 1 1 •• • • • • • ••• •• Project: WOOD JOIST April 10, 2015 Nodes a3 Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft ft V001 SS3x8 N001 0.0000 0.0000 0.0000 Yes Yes No No No No N002 8.0000 3.3333 0.0000 No No No No No No N003 16.0000 0.0000 0.0000 Yes Yes No No No No N004 -0.8333 -0.3333 0.0000 No No No No No No N005 19.0000 -1.2500 0.0000 No No No No No No Member Elements Memb er Section Material (1)Node (2)Node Length Weight Ry1 Rz1 Ry2 Rz2 One Way ft lb V001 SS3x8 Southem Pine (8" deep) N004 N001 0.8975 3.9042 Rigi d Rigi d Rigi d Rigi d Normal (2 -way) V002 SS3x8 Southem Pine (8" deep) N001 N002 8.6667 37.7000 Rigi d Rigi d Rigi d Free Normal (2 -way) V003 SS3x8 Southem Pine (8" deep) N002 N003 8.6667 37.7000 Rigi d Free Rigi d Rigi d Normal (2 -way) V004 SS3x8 Southem Pine (8" deep) N003 N005 3.2500 14.1375 Rigi d Rigi d Rigi d Rigi d Normal (2 -way) Page 1 VisualAnalysis 9.00 (www.iesweb.com) • • • • • •• • • •• •• • • •••• • ••• • • • •• • • ••• • • •••• •••• • • • • • • •••• •••• • • •• •• •••• • • • •• • • • • • • • • • • • • • • •• • • • • • • • • ••• • • • • • Project: WOOD JOIST April 10, 2015 Load Case Summary 3 Service Load Cases 13 Equation Combinations Load Combination Summary Equation Combination: 0.6D+0.6W »+Y Combination: 0.60D + 0.75Fa*0 + 0.60W+Y Contributing Cases & Source D (D) W+Y (W+Y) Equation Combination: 0.9D+1.0W »+Y Combination: 0.90D + Fa*0 + W+Y Contributing Cases & Source D (D) W+Y (W+Y) Equation Combination: 1.2D+1.0W+0.5L+Lpa+0.5Lr. »+Y Combination: 1.20D + 0.50L + Lpa(>100psf)*0 + 0.50Lr*0 + 1.60H*0 + 1.20F*0 + 2.00Fa*0 + W+Y Contributing Cases & Source D (D) L (L) W+Y (W+Y) Equation Combination: 1.2D+1.6L+0.5Lr Combination: 1.20D + 1.60L + 1.60Lpa(>100psf)*0 + 0.50Lr*0 + 1.60H*0 + 1.20F*0 + 1.2070 Contributing Cases & Source -_ - D (D) L (L) Equation Combination: 1.2D+1.6Lr+0.5W »+Y Combination: 1.20D + 1.60Lr*0 + 1.60H*0 + 1.20F*0 + 0.50W+Y Contributing Cases & Source D (D) W+Y (W+Y) Equation Combination: 1.2D+1.6Lr+L Combination: 1.20D + 0.50L + Lpa(>100psf)*0 + 1.60Lr*0 + 1.60H*0 + 1.20F*0 Contributing Cases & Source D (D) L (L) Equation Combination: 1.4D+0.9H Combination: 1.40D + 0.90H*0 + 1.40F*0 Contributing Cases & Source D (D) Equation Combination: D+0.6H Combination: D + 0.60H*0 + F*0 Contributing Cases & Source D (D) Equation Combination: D+0.6W »+Y Combination: D + H*0 + F*0 + 1.50Fa*0 + 0.60W+Y Contributing Cases & Source D (D) W+Y (W+Y) Equation Combination: D+0.75(L+0.6W+Lr) »+Y Combination: D + 0.75L + 0.75Lpa(>100psf)*0 + 0.75Lr*0 + H*0 + F*0 + 1.50Fa*0 + 0.45W+Y Contributing Cases & Source D (D) L (L) W+Y (W+Y) iquation Combination: D+0.75L+0.75Lr Combination: D + 0.75L + 0.75Lpa(>100psf)*0 + 0.75Lr*0 + H*0 + F*0 + 0.7570 Contributing Cases & Source Page 1 VisualAnalysis 9.00 (www.iesweb.com) •••• • • • • • •••• • • • •• •• • • ••• • • • • •• • • • • • •••• •••• • • • • • •••• •••• •••• • • • • • ••• •• •• • • • • • • • • • • • • • • • • •• • • ••• • • • •• • • Project: WOOD JOIST April 10, 2015 D (D) L (L) Equation Combination: D+L Combination: D + L + Lpa(>100psf)*0 + H*0 + F*0 + T*0 Contributing Cases & Source D (D) L (L) Equation Combination: NET WIND Combination: D*0 + L*0 + Lpa(>100psf)*0 + Lr*0 + R*0 + S*0 + H*0 + F*0 + Fa*0 + T*0 + W+X*0 + W-X*0 + 0.52W+Y + vv -r0 + w+z*o + W-Z*0 + W+X+Y*0 + W+X-Y*0 + W-X+Y*0 + W-X-Y*0 + W+Y+Z*0 + W+Y-Z*0 + W-Y+Z*0 + W-Y-Z*0 + W+Z+X*0 + W+Z-X*0 + W-Z+X*0 + W-Z-X*0 + E+X*0 + E-X*0 + E+Y*0 + E-Y*0 + E+Z*0 + E-Z*0 + Other*0 Contributing Cases & Source W+Y (W+Y) • • • • •••• '•• •• • • ••• • • • • • •. • •v•••• 0 • • • •••• •••• 0 • • • 0 • •••• •••• • • •••• • • 0 • • •• •• •• • • • • • • * • • • • • • • • • • 0 • • •• • Page 2 VlsualAnalysis 9.00 (www.iesweb.com) • ••• • • • • • Project: WOOD JOIST April 10, 2015 ----- - --- - - ---------- Load Case Member Direction Offset End Offset Force Moment ft ft lb/ft ft-lb/ft D V001 DY 0.0000 0.8975 -33.3000 -NA- D V002 DY 0.0000 8.6667 -33.3000 -NA- D V003 DY 0.0000 8.6667 -33.3000 -NA- D V004 DY 0.0000 3.2500 -33.3000 -NA- L V001 DY 0.0000 0.8975 -26.7000 -NA- L V002 DY 0.0000 8.6667 -26.7000 -NA- L V003 DY 0.0000 8.6667 -26.7000 -NA- L V004 DY 0.0000 3.2500 -26.7000 -NA- W+Y V001 DY 0.0000 0.8975 250.0000 -NA- W+Y V002 DY 0.0000 8.6667 168.0000 -NA- W+Y V003 DY 0.0000 8.6667 168.0000 -NA- W+Y V004 DY 0.0000 3.2500 250.0000 -NA- Page 1 VisualAnalysis 9.00 (www.iesweb.com) ••• • • • • • •••• • • • • •• • • ••• • • • • • • •• • • • • •••• •••• • • • • • • •••• •••• •••• • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • Project: WOOD JOIST April 10, 2015 2�- Member -A-. _.-._ - ___^-_ Fx (lc) Vy (lc) Mz (lc) lb lb ib -ft V001 -72.04 (26) -73.25 (28) -32.87 (28) V001 29.30 (28) 180.10 (26) 80.82 (26) V002 -1063.59 (28) -545.92 (26) -1122.62 (26) V002 1554.10 (26) 527.13 (26) 745.36 (28) V003 -1082.62 (28) -414.90 (26) -695.03 (26) V003 1600.87 (26) 658.20 (26) 1055.12 (26) V004 -270.14 (26) -648.35 (26) -428.65 (28) V004 109.87 (28) 263.70 (28) 1053.78 (26) •.• . • • • • •••• • • • • •• • • ••• • • • • • •• • . • • • •••• •••• • • • • •••• •••• • • •• •. • • • •• • • • • • • • • • • • •• • Page 1 VisualAnalysis 9.00 (www.iesweb.com) • • ••• • • • • • • • Project: WOOD JOIST April 10, 2015 Result Cases (Extreme Rows Only) Result Case Name Design Checks Design Group Results Design Group: Wood_V Brace_G01 per NDS 2005 ASD Designed As: SS3x8, Material: \NDS Lumber (Visual)\No.2\Southern Pine (8" deep) Combined Check Member Name Result Case Code Ref. Unity Check V001 0:6D+0.6W »+Y V002 D+L V003 0.6D+0.6W »+Y Second Order V004 0.6D+0.6W »+Y Second Order 3.9-3 3.9-3 3.9-1 3.9-3 0.0137 OK 0.2803 OK 0.2269 OK 0.1804 OK Axial Check Member Name Result Case Demand Fx Ib Capacity Fx Ib Code • Refit_.• V001 V002 V003 V004 D+L D+L Second Order D+L Second Order D+L 21.4500 778.6066 792.5341 80.4375 11781.2496 4795.8923 4795.8923 11781.2496 Strong Flexure Check Member Result Name Case V001 0.6D+0.6W »+Y V002 D+L V003 0.6D+0.6W »+Y Second Order V004 0.6D+0.6W »+Y Second Order 3.8.1 3.6.3 • 06.1.623'OK 3.6.3 0.16'53 OK 3.84.6"• Ac c1 OK • Ciro • 8MIN. C'fieck 40a1'F;OK Demand Mz Ib -ft 47.6475 545.6675 621.6596 621.2072 Capacity Mz Ib -ft 3490.8751 2127.2161 3283.4018 3445.8646 • . • ▪ ••. . ,..._ .49de tjnity • : Rdf.: , Cbeck -1 as. • 3,34 :••011.6f36 OIC• •a3-1: • 0•?465 OI^: 3.3-1 •„Ct.i 93 OK 3.3-1 0.1803 OK .... •. • . . Strong Shear Check Member Result Name Case Demand Vy Ib Capacity Vy Ib Code Ref. Unity Check V001 0.6D+0.6W »+Y V002 0.6D+0.6W »+Y Second Order V003 0.6D+0.6W »+Y Second Order V004 0.6D+0.6W »+Y 106.1750 -318.3839 384.5699 -382.2300 3383.3333 3383.3333 3383.3333 3383.3333 3.4-2 3.4-2 3.4-2 3.4-2 0.0314 OK 0.0941 OK 0.1137 OK 0.1130 OK Page 1 VisualAnalysis 9.00 (www.iesweb.com) . • • N • • ••• • •• •• • • • • • • • •• •• •• • • •• •••• DIAGONAL JOIST1 • • •• • •• • •• •• Apr 10, 2015; 11:02 PM Load Case: D IES VisualAnalysis 9.00.0017 • ••• • • • • •• • • • • • • • • • • ••• • •• • ••• • • • • • • •• • • • •• • • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • • • ••• • • •• • • • •• ••• •• • • • • • • • •• • • • • • ••• •• • DIAGONAL JOISTI Apr 10, 2015; 11:03 PM Load Case: L IES VisualAnalysis 9.00.0017 •. • ••• • • • • •• •• • • • •• •• • • • • • •• • • • • •• ••• • • • • • • • •• • • • • 000 • • • • • • • • ••• • •• • ••• • • • • • • • • • • • • • • • • • • • • 110 • • • • • • • • • • • • • • • • • • • • • • • • ••• • • •• • • • •• ••• •• • • • • • • • • • •... • • • • • • • 800 • • 0 DIAGONAL JOIST1 Apr 10, 2015; 11:03 PM Load Case: W+Y. IES VisualAnalysis 9.00.0017 • •••• • • • ••• • •• • • •• • •• •• • • •• • • •• •• • • • • • • • • •• •••• •• • •• • • •• •• • •• • • • • • ••• • • • • ••• • ••• • •• • ••• • • • • • • •• • • • •• • • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • • • ••• • •• • • • •• •.• •• • • • • • • • • •• • • • • • ••• •• • m DIAGONAL JOIST1 Apr 10, 2015; 11:03 PM Result Case: D+L Second Order IES VisualAnalysis 9.00.0017 • • • •• •• • •• • • • • • • • •• • ••••• •••• ••• • • • • • • •. • • • • • ••• • •• • ••• • •• • • • • • • • •• • • • •• • • • •• • • •• • • • • • e e • •• • • • •• • • • • • • • • • • • ••• • •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• •• DIAGONAL JOISTI Apr 11, 2015; 10:16 AM Result Case: NET WIND Second Order IES VisualAnalysis 9.00.0017 • • • • • •• • ••• • • • •••• • • ••• • • • • • DIAGONAL JOIST1 Apr 10, 2015; 11:06 PM Design View, Unity Checks IES VisualAnalysis 9.00.0017 • •••• • • • ••• • •• •• •• • •• •• • • •• • • • •• • •• • • • • • • •• •••• • • •• • • •• •• • •• •• • • • • ••• • • • • ••• • ••• • •• • ••• • • • • • • •• • • • •• • • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • • • ••• • • •• • • • •• ••• •• • • • • • • • • •• • • • • • ••• •• Project: DIAGONAL JOISTI April 10, 2015 35 - Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft ft RBX001 SS3x8 Southem Pine (8" deep) N001 0.0000 0.0000 0.0000 Yes Yes No No No No N002 11.1700 3.3300 0.0000 No No No No No No N003 22.3400 0.0000 0.0000 Yes Yes No No No No N004 -4.5000 -1.3300 0.0000 No No No No No No Memb wSection er . Material (1)Node (2)Node Length Weight Ry1 Rz1 Ry2 Rz2 One Way ft lb RBX001 SS3x8 Southem Pine (8" deep) N001 N002 11.6558 50.7028 Rigi d Rigi d Rigi d Free Normal (2 -way) RBX002 SS3x8 Southern Pine (8" deep) N002 N003 11.6558 50.7028 Rigi d Free Rigi d Rigi d Normal (2 -way) RBX003 SS3x8 Southem Pine (8" deep) NO04 N001 4.6924 20.4121 Rigi d Rigi d Rigi d Rigi d Normal (2 -way) Page 1 VisualAnalysis 9.00 (www.iesweb.com) • • • • • •• • • •. • • • • •••• • ••• • • •• • • •• • • • •••• •••• • • • • •• •••• •••• • 1 •• •• • • • •• • • •• • • • • • • • • • • • • • • • • • •• • • ••• • • • • • Project: DIAGONAL JOIST1 April 10, 2015 Load Case Summary 3 Service Load Cases 13 Equation Combinations Load Combination Summary Equation Combination: 0.6D+0.6W »+Y Combination: 0.60D + 0.75Fa*0 + 0.60W+Y Contributing Cases & Source D (D) W+Y (W+Y) Equation Combination: 0.9D+1.0W »+Y Combination: 0.90D + Fa*0 + W+Y Contributing Cases & Source D (D) W+Y (W+Y) Equation Combination: 1.2D+1.0W+0.5L+Lpa+0.5Lr »+Y Combination: 1.20D + 0.50L + Lpa(>100psf)*0 + 0.50Lr*0 + 1.60H*0 + 1.20F*0 + 2.00Fa*0 + W+Y Contributing Cases & Source D (D) L (L) W+Y (W+Y) Equation Combination: 1.2D+1.6L+0.5Lr Combination: 1.20D + 1.60L + 1.60Lpa(>100psf)*0 + 0.50Lr*0 + 1.60H*0 + 1.20F*0 + 1.20T*0 Contributing Cases & Source D (D) L (L) Equation Combination: 1.2D+1.6Lr+0.5W »+Y Combination: 1.20D + 1.60Lr*0 + 1.60H*0 + 1.20F*0 + 0.50W+Y Contributing Cases & Source D (D) W+Y (W+Y) Equation Combination: 1.2D+1.6Lr+L Combination: 1.20D + 0.50L + Lpa(>100psf)*0 + 1.60Lr*0 + 1.60H*0 + 1.20F*0 Contributing Cases & Source D (D) L (L) Equation Combination: 1.4D+0.9H Combination: 1.40D + 0.90H*0 + 1.40F*0 Contributing Cases & Source D (D) Equation Combination: D+0.6H Combination: D + 0.60H*0 + F*0 Contributing Cases & Source D (D) Equation Combination: D+0.6W »+Y Combination: D + H*0 + F*0 + 1.50Fa*0 + 0.60W+Y Contributing Cases & Source D (D) W+Y (W+Y) Equation Combination: D+0.75(L+0.6W+Lr) »+Y Combination: D + 0.75L + 0.75Lpa(>100psf)*0 + 0.75Lr*0 + H*0 + F*0 + 1.50Fa*0 + 0.45W+Y Contributing Cases & Source D (D) L (L) W+Y (W+Y) Equation Combination: D+0.75L+0.75Lr Combination: D + 0.75L + 0.75Lpa(>100psf)*0 + 0.75Lr*0 + H*0 + F*0 + 0.75T*0 Contributing Cases & Source Page 1 VisualAnalysls 9.00 (www.iesweb.com) • • • • • •• • • • • •••• • ••S • • • •• • • •• • • • •••• •••• • • •• • • •••• •••• • • •• •• • • • • • • • • • •• • •••• • • • •• • • • • • • • • • • • • • ••• • • • • • •• • Project: DIAGONAL JOIST1 - ' ' ^ April 10, 2015 D (D) L (L) Equation Combination: D+L Combination: D + L + Lpa(>100psf)*0 + H*0 + F*0 + T*0 Contributing Cases & Source D (D) L (L) Equation Combination: NET WIND Combination: D*0 + L*0 + Lpa(>100psf)*0 + Lr*0 + R*0 + S*0 + H*0 + F*0 + Fa*0 + T*O + W+X*0 + vv -r0 + W+Y + W-Y*0 + W+Z*0 + W-Z*0 + W+X+Y*0 + 0.52W+X-Y*0 + W-X+Y*0 + W-X-Y*0 + W+Y+Z*0 + W+Y-Z*0 + W-Y+Z*0 + W-Y-Z*0 + W+Z+X*0 + W+Z-X*0 + W-Z+X*0 + W-Z-X*0 + E+X*0 + E-X*0 + E+Y*0 + E-Y*0 + E+Z*0 + E-Z*0 + Other*0 Contributing Cases & Source W+Y (W+Y) ... • . • . •••• • • • . •• • a •.• • • • • •• • . • . • •• • ....• .... • • • •• ••••• •• • • • • • • . . .• • • •.• • . . Page 2 VisualAnalysis 9.00 (www.iesweb.com) • • . .• • • Project: DIAGONAL JOIST1 April 10, 2015 3S Load, Case ", Member Direction Offset End Offset F1 F2 M1 M2 ft ft lb/ft lb/ft ft -lb/ ft -lb/ ft ft D RBX001 DY 0.0000 11.6558 0.0000 -100.0000 -NA- -NA- D RBX002 DY 0.0000 11.6558 -100.0000 0.0000 -NA- -NA- D RBX003 DY 0.0000 4.6924 -75.0000 0.0000 -NA- -NA- L RBX001 " DY 0.0000 11.6558 0.0000 -80.0000 -NA- -NA- L RBX002 DY 0.0000 11.6558 -80.0000 0.0000 -NA- -NA- L RBX003 DY 0.0000 4.6924 -60.0000 0.0000 -NA- -NA- W+Y RBX001 DY 0.0000 11.6558 0.0000 428.0000 -NA- -NA- W+Y RBX002 DY 0.0000 11.6558 428.0000 0.0000 -NA- -NA- W+Y RBX003 DY 0.0000 4.6924 250.0000 0.0000 -NA- -NA- Page 1 VisualAnalysis 9.00 (www.iesweb.com) • • • •• •••• • • • •• •• • • ••• • • • • •• • • • • • •••• •••• • • • • • • •••• • • • • • •• ••• •• • • • • • • • • • • • • • • • • • • • • •• • • • • • ••• • • • • • Project: DIAGONAL JOIST1 April 10, 2015 1.1 11 IRJ I 1.-Ar1 VI ■ ■v Member ■.vvv..-v Fx (Ic) Vy (Ic) Mz (Ic) lb ib lb -ft RBX001 -3450.65 (27) -951.12 (36) -2937.11 (36) RBX001 5828.51 (36) 1446.46 (36) 1757.98 (36) RBX002 -3415.75 (27) ' -1606.51 (36) -3637.82 (36) RBX002 5783.50 (36) 960.43 (27) 2192.70 (27) RBX003 -166.25 (36) -441.99 (27) -1364.30 (27) RBX003 130.63 (27) 562.50 (36) 1759.66 (36) Page 1 VisualAnalysis 9.00 (www.iesweb.com) ••• • • • • • •••• • • • •• • • ••• • •• ••• ••• • • • • •••• •••• • • • • • • •••• •••• • • •• •• •••• • • • �• • • • • • • • • • • • • • • • • • •• • • • • • ••• • • • • • Project: DIAGONAL JOISTI April 10, 2015 Result Cases (Extreme Rows Only) Result Case Name 4v Design Checks Design Group Results Design Group: Wood_Roof X_GO1 per NDS 2005 ASD Designed As: SS3x8, Material: \NDS Lumber (Visual)\No.2\Southem Pine (8" deep) Combined Check Member Result Code Unity Name Case Ref. Check 0.6363 OK 0.8400 OK RBX001 RBX002 D+L D+L 3.9-3 3.9-3 Axial Check Member Result Name Case RBX001 D+L Second Order RBX002 D+L Second Order Demand Fx Capacity Fx Code LaS°i'iV. Ib Ib Refs •.. Wed k 2515.3240 17470.6373 3.6.3 0.14 J:JK 'i 2489.8429 17470.6373 3.6.5 • 0.'1'425'0K 1 • Strong Flexure Check Member Result Demand Mz Capacity Mz Name Case Ib -ft Ib -ft RBX001 D+L 1204.0851 2171.9974 RBX002 D+L 1600.6838 2171.9974 Strong Shear Check ••.•.•. •.•.•.•. . . • . ....▪ ..-..---.T... Code Unity, • • ••I • Ref. CVitae : ... I . 3.3-1 0.5544.OK . j• 3.3-1 : • : 0.7,370 QK _.-.•� • • . ▪ • ..• . . Member Result Demand Vy Capacity Vy Code liwi;y Name Case Ib Ib Ref. Check 0.1948 OK 0.2140 OK RBX001 0.6D+0.6W »+Y 659.2100 RBX002 0.6D+0.6W »+Y -723.9257 3383.3333 3383.3333 3.4-2 3.4-2 Design Group: Wood_V Brace_G02 per NDS 2005 ASD Designed As: SS3x8, Material: \NDS Lumber (Visual)\No.2\Southem Pine (8" deep) Combined Check Member Name RBX003 Result Case Code Ref. D+L Second Order 3.9 -2 -Strong Unity Check 0.4659 OK Axial Check Member Name Result Case Demand Fx Capacity Fx Ib Ib Code Ref. RBX003 D+L 95.5606 11781.2496 3.8.1 Unity Check 0.0081 OK Strong Flexure Check 1 Member Result Name Case RBX003 D+L Second Order Strong Shear Check Demand Mz Capacity Mz Code Unity Ib -ft Ib -ft Ref. Check -996.1442 2158.9683 3.3-1 0.4614 OK Page 1 VisualAnalysis 9.00 (www.iesweb.com) Project: DIAGONAL JOISTI April 10, 2015 Member Result Demand Vy Capacity Vy Code Unity Name Case Ib Ib Ref. Check RBX003 D+L Second Order -323.3250 2114.5833 3.4-2 0.1529 OK Page 2 VisoalAnalysis 9.00 (www.iesweb.com) . • .. • • • • •••• • • • • .. • • ••• • • • • .. • • .••• • • •••• • • .. .. • • • .... • • • • •••• •••• • • • • • • • • . • • • • • • • • • • .. • • ••• • • . STRUCTURAL DESIGN TC ENGINEERING, INC. CA L.c. No 30288 CONSULTING ENGINEERS ANTONIO cANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE(305) 281-0321 tcstruaturalenglneerIng@gma8.com PROJECT: AL.LUA1Z`D (PESI'DekicE SUBJECT: COO L)eGT t01(JS 4- a PAGE NO.: DATE: DESIGNED BY: 3 P3 WOOD qA. FT€R S_' . & #J c Rt1 E T &.AA,/ /77.5, 12 it, (..10 LO?4,11-.) of LSI -Lek!) 3xe� C2) 5/e) I N i LT t L)(?ANsi Ou ikpcmo :e,ocr. 00c -Qt -Te ae-MA HEGt�PNc cow.)ec.-rioA� 20 -T 125 LE. 11 .4 0s us -z✓ Ci) ilie i N'R u 'c O L a 1= LZ.) 530 Lb x e 1. = I Go9I' L6 .. au (2) I i 6DLS k j_� ^ -3 Co •.•• • • • • • ••• • •• • ••• • •• ••• • •.•• • •••• • • • • • •• •• •• • • • • • .•. • _• • • e • • • •• • •-••• • ••_• .• • W 00 9 :F"Teo • • .,... • ••••• • • y4S7-t s L 12 I0 L6 4 46 LL, (9to(b' 3( cso C6 1)-E(Z) 5/b -i142.0 c. -r c 4 Ec e - p U CO,Liofa-c-rr0 TseA#-1 +J dl0c) •5/6 t LTL 5TAIA)L s s _enc_ ExP4Ms(0,v Alic4O2 /3oCr C.20 JE --t A r' L C PAG (0. ? 2 Q vu CT -G c -1 M 9 c A C. GU Ms) s) C17GE S?AciNE (4") C5") ALL) 4L.E Tekiiq► 3B& ; Lt. ,@d2 6,44, 2102.L6 1\ L L. U (.e)+A 15 L E 5 #-1 SE L _ 4 0 Lb 0 51 .tel Z `29'd 16 STRUCTURAL DESIGN TC ENGINEERING, INC. ca uc. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE.(305) 261-0321 tcstruchrralengineering@gmalLcom PROJ ECT: AL utvD `R SVDere?c•c' SUBJECT: CO (vNECletOljS 2.102 Lk. 'A DOLT Co L z32.470:00.2.) 43 PAGE NO.: DATE: DESIGNED BY: C, 4. ! . PC., -C- .3)(8 WoOp at PG ,JA L -rO 1/4 s1-,rec.. Pck-r 'eo rc -tom c ry l l s s 3/6 -t4-Ru . ®..d.. 1— Cz.)In20LG K I_40=32.64Gt. : lit = CZ) 24 o 0 L' Y to -4(0 e o c0 . C--c.ci--\cci4nAJG cotiAi ccT 10 /) DA -14-2-e- TE • • • •• • •••••• •••• •••• .• •• • • • • • •••• ▪ ••• • • •. • •••• • • •••• • • • • •• • • • • • • ••• •• • l(&II Z 'b' -Lb ©^54<•LC . ••••• • • • • • •r • •.••.. • U$%rc C.) 5780 1 -AL L1-1. Les5 T EL E XPR051.it1-1 "c"2. `c ia2;. SO L -r . 41VL.6 z 21 0 2.t.G(;) bora 2.32 L2) boe- o • . . . .. . . . ••• • • • .. . . .... .... • • •••• • •• •• •• • . • • • • •• • . • • • • • • ROOF CONCRETE BEAM.b7ESIGN.o • • STRUCTURAL DESIGN TC ENGINEERING, INC. CA LIC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E UC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE.(305) 261-0321 tcstructuralengineertng©gmap.com PROJECT: >\LL u A'R 1) R 1 G 11) &ice SUBJECT: Roo v EAM 4 4S PAGE NO.: DATE: DESIGNED BY: 15 ! D - � , D.` -45ob - JLC Lt (MD L‘, , . L- 2b4D b 10° C-26'pVX/II 9' der 7- ° L L -4:o i:6P 4'ff.1/. _'v2,J,L,•/me" • •• • 5 •••• •.•• • s ..em •••• • • • • •• •• .. • • • • • • ••• •• • • • • • . •••••• • • • ••• ••• • • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-1.slb 04-13-2015, 06:07:33 PM 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC All rights reserved Page 1 Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort foi••••any analysis, design or engineering documents prepared in connection with the •use 4pf the•• espggam • • • program. • •• • • ••• • • • • • •• • • = sis -s---- • [11 INPUT ECHO 0000 0000 •0•• 0000 • • 0000 General Information • • • • • •• •• •• • File name: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-1.slb• •• Project: ALLUARD RESIDENCE • • • • • • • • Frame: RB -1 Engineer: • • • • • Code: ACI 318-08 000 • • .•• • • Reinforcement Database: ASTM A615 • • • Mode: Design •• • Number of supports = 3 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties S1abs(Beams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in -2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-l.slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc Li t wL wR Hmin 1 Int 9.420 0.00 0.333 0.333 0.00 2 Int 9.750 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp Beams b h Span Hmin 1 0.00 0.00 0.00 8.00 12.00 6.11 2 0.00 0.00 0.00 8.00 12.00 6.32 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 12.00 8.00 10.000 0 2 0.00 0.00 0.000 12.00 8.00 10.000 0 3 0.00 0.00 0.000 12.00 8.00 10.000 0 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned 3 0 0 Pinned Pinned ,oad Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 100.00 0.000 100.00 9.420 2 100.00 0.000 100.00 9.750 Dead 2 275.00 0.000 275.00 9.750 1 275.00 0.000 275.00 9.420 Live 1 220.00 0.000 220.00 9.420 2 220.00 0.000 220.00 9.750 Live/Odd 1 220.00 0.000 220.00 9.420 Live/Even 2 220.00 0.000 220.00 9.750 Live/S1 1 220.00 0.000 220.00 9.420 Live/S2 1 220.00 0.000 220.00 9.420 2 220.00 0.000 220.00 9.750 Live/S3 2 220.00 0.000 220.00 9.750 Reinforcement Criteria Slabs and Ribs Top bars_ Bottom bars Min Max Min Max Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Bar Size Top bars Bottom bars_ Stirrups Min Max Min Max Min Max #5 #8 #5 #8 #3 #5 Unknown User 04-13-2015, 06:07:33 PM Page 2 • • • • •••• • • • • •• • • ••• • • • • • •• • • • • • •••• •••• • • • • • • •••• •••• •••• • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • 00 • spbeam v3.11 G StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-1.slb Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 2.00 2.00 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. 04-13-2015, 06:07:33 PM Page 34-6 [2] DESIGN RESULTS Top Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 Left 0.67 0.00 0.500 0.000 1.050 2.576 0.000 2-#5 Middle 0.67 0.03 5.973 0.271 1.050 2.576 0.001 2-#5 Right 0.67 6.94 8.920 0.271 1.050 2.576 0.163 2-#5 2 Left 0.67 6.89 0.500 0.271 1.050 2.576 0.162 2-#5 Middle 0.67 0.00 4.875 0.000 1.050 0.000 0.000 Right 0.67 0.00 9.250 0.000 1.050 0.000 0.000 NOTES: *3 - Design governed by minimum reinforcement. *3 *3 *3 •••• Top Bar Details • • • • • • •• • • ••• • Units: Length (ft) • • • • •• • Left Continuous Right • Span Bars Length Bars Length Bars Length Bars Length Bars Length0 ••• • • • 1 2-#5 9.42 2 1-#5 4.22 1-#5 1.50 Bottom Reinforcement Units: Width (ft), Span Width Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 0.67 5.70 3.719 0.271 1.050 2.576 0.134 2-#5 *3 2 0.67 6.23 5.847 0.271 1.050 2.576 0.146 2-415 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 2-#5 0.00 9.42 2 2-#5 0.00 9.75 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.62 0.62 -24.48 24.48 0.500 0.62 0.62 -24.48 24.48 3.447 0.62 0.62 -24.48 24.48 4.710 0.62 0.62 -24.48 24.48 5.973 0.62 0.62 -24.48 24.48 8.920 0.62 0.62 -24.48 24.48 9.420 0.62 0.62 -24.48 24.48 2 0.000 0.62 0.62 -24.48 24.48 0.500 0.62 0.62 -24.48 24.48 0.501 0.62 0.62 -24.48 24.48 1.501 0.31 0.62 -12.88 24.48 3.224 0.31 0.62 -12.88 24.48 3.563 0.21 0.62 -6.66 24.48 4.224 0.00 0.62 0.00 24.48 4.875 0.00 0.62 0.00 24.48 6.188 0.00 0.62 0.00 24.48 9.250 0.00 0.62 0.00 24.48 9.750 0.00 0.62 0.00 24.48 • • • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • •• • • • ••• • • • •• • spEeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-1.slb Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s 1 9.69 6.37 1.307 2.442 1.98 1.307 0.0000 2.442 3.576 1.07 2.442 0.0000 3.576 4.710 0.98 4.710 0.0000 4.710 5.844 1.89 5.844 0.0000 5.844 6.978 2.80 6.978 0.0000 6.978 8.113 3.71 8.113 0.0067 2 9.69 6.37 1.307 2.327 3.81 1.307 0.0067 2.327 3.346 2.99 2.327 0.0000 3.346 4.365 2.17 3.346 0.0000 4.365 5.385 1.35 4.365 0.0000 5.385 6.404 0.54 5.385 0.0000 6.404 7.423 1.30 7.423 0.0000 7.423 8.443 2.11 8.443 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #3 <-- 74.7 --> + 5 @ 4.5 2 #3 5 @ 4.2 + <-- 80.1 --> Beam Shear. Capacity Unknown User -- Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Avis Sp PhiVn Vu 04-13-2015, 06:07:33 PM ,61 Page 4 41••0 • • • • 0410• • • • • XU• • • ••• • • • • • •• • 1 9.69 6.37 0.000 0.750 3.18 3.02 0.000.4•• • 0.750 6.978 3.18 2.80 6.97g••• 4141•• 6.978 8.670 0.0488 4.5 27.63 3.71 8.1#3 • • • 8.670 9.420 27.63 4.76 9.42Q••• •••• is • ern 2 9.69 6.37 0.000 0.750 29.18 4.86 0.0Q4.41f• 4141•• • 0.750 2.327 0.0523 4.2 29.18 3.81 1.3 •• 2.327 9.000 3.18 2.99 2.3.7• • • •• 9.000 9.750 3.18 3.16 9.750 • • • • • • • • Slab Shear Capa.:ity • • • •• • • ••• • • • • • •• • Units: b, d in), Xu (ft), PhiVc, Vu(kip) Span d Vratio PhiVc Vu Xu 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k -ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie 1 1152 1138 Middle 1152 314 6.57 2.28 1152 3.62 1152 Right 1152 314 6.57 -4.31 1152 -6.84 1058 2 1152 1138 Left 1152 314 6.57 -4.31 1152 -6.84 1058 Middle 1152 314 6.57 2.56 1152 4.06 1152 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.007 0.004 0.011 2 0.009 0.005 0.014 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 0.008 2.000 0.016 0.019 0.020 0.027 2 0.010 2.000 0.020 0.024 0.025 0.034 Material Takeoff Reinforcement in the Direction of Analysis spbeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9, User: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-1.slb Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 25.6 lb 40.0 lb 8.8 lb 74.4 lb 12.8 ft^3 <=> 1.34 lb/ft 2.09 lb/ft 0.46 lb/ft 3.88 lb/ft 0.67 ft^3/ft 2.005 lb/ft^2 3.129 lb/ft^2 0.686 lb/ft^2 5.820 lb/ft^2 1.000 ft^3/ft^2 Unknown User -- 04-13-2015, 06:07:33 PM Page 5 6° • •• • • • • •••• • • • •• • • ••• • • • •• • • • ••••• •••• •• •••• •••• 0,00 • • • • • 00 •• •• • • • • • • • • • • • • • • • •• • • 000 • • • • • • • • • • • • • • • • • • STRUCTURAL DESIGN TC ENGINEERING, INC. CA LIC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. UC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE.(305) 281-0321 tcstruc4ualengineering@gmajLcom PROJECT: SUBJECT: its1/4LLL)A'QD 1.-).E5 [ID iuce PR OD F ?Dt.,1f-4.6 • S( PAGE NO.: DATE: DESIGNED BY: if A a tt (DL= 20601.6.. LL_ ► 0 20 L6 ELEV $ &L to.. t 2 60 t. /F7-- L1_7.7_2025' F 0.3 31 Z Q., L tgli. •..• • ••• ....•••......: •..•. • • . .... •..• �. lP:F•• ...... • 24 L1. 0,15 ; .. At . ..... • • . • • •••• • • s 4-s BAL 2" iQ • spbeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-2.slb 04-13-2015, 06:11:10 PM Page 1' 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. [1] INPUT ECHO General Information = 167-6 Www • • • •••• • W •• • File name: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-2.slb Project: ALLUARD RESIDENCE Frame: RB -2 Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 • • • Mode: Design • • Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. • ••• • • • • • • • • •••• •••• • • • • • • •••• •••• • • •• •• • • • • • •• • Material Properties Slabs)Beams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy fyt Es 60 ksi, Bars are not epoxy -coated 60 ksi 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 •••• • • • •• • • • • • • • • • • • • • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: P:\2015\ANNE.JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-2.slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 15.830 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp Beams _Span b h Hmin 1 0.00 0.00 0.00 8.00 12.00 11.87 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cia c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 12.00 8.00 10.000 0 2 0.00 0.00 0.000 12.00 8.00 10.000 0 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B Unknown User 04-13-2015, 06:11:10 PM Page 25-1 •••• • • 1 00 Pinned Pinned • •• •••• 2 0 • • • 0 Pinned Pinned • • • • • • • •• • Load Data • Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE Ul 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 100.00 0.000 100.00 15.830 Dead 1 46.00 0.000 258.00 7.250 1 258.00 7.250 258.00 8.580 1 258.00 8.580 46.00 15.830 Live 1 37.00 0.000 207.00 7.250 1 207.00 7.250 207.00 8.580 1 207.00 8.580 37.00 15.830 Live/Odd 1 37.00 0.000 207.00 7.250 1 207.00 7.250 207.00 8.580 1 207.00 8.580 37.00 15.830 Live/S1 1 37.00 0.000 207.00 7.250 1 207.00 7.250 207.00 8.580 1 207.00 8.580 37.00 15.830 Live/S2 1 37.00 0.000 207.00 7.250 1 207.00 7.250 207.00 8.580 1 207.00 8.580 37.00 15.830 Reinforcement Criteria Slabs and Ribs Top bars _Bottom bars Min Max Min Max Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Bar Size Top bars _Bottom bars Stirrups Min Max Min Max Min Max #5 #8 #5 #8 #3 #5 •••• • • •••• • • •• •• • • • • • • • • • • •• • • • •• • • •••• • • • • •••• •••• • • • •• • • • • • • ••• • • • •• • • • •• • • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-2.slb Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 2.00 2.00 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. Unknown User [23 DESIGN RESULTS Top Reinforcement 04-13-2015, 06:11:10 PM Page 3 " Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 Left 0.67 0.00 0.500 0.000 1.050 0.000 0.000 Middle 0.67 0.00 7.915 0.000 1.050 0.000 0.000 Right 0.67 0.00 15.330 0.000 1.050 0.000 0.000 Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 Bottom Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 0.0 19.13 7.915 0.271 1.050 2.576 0.473 2-45 Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 2-#5 0.00 15.83 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.00 0.62 0.00 24.48 0.500 0.00 0.62 0.00 24.48 5.691 0.00 0.62 0.00 24.48 7.915 0.00 0.62 0.00 24.48 10.140 0.00 0.62 0.00 24.48 15.330 0.00 0.62 0.00 24.48 15.830 0.00 0.62 0.00 24.48 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s 1 9.69 6.37 1.307 3.195 3.74 1.307 0.0067 3.195 5.083 2.99 3.195 0.0000 5.083 6.971 1.97 5.083 0.0000 6.971 8.859 0.71 8.859 0.0000 8.859 10.747 1.97 10.747 0.0000 10.747 12.635 2.97 12.635 0.0000 12.635 14.523 3.74 14.523 0.0067 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #3 7 @ 4.5 + <-- 113.3 --> + 7 @ 4.5 Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 9.69 6.37 0.000 0.750 27.61 4.11 0.000 6000 • • • • •0•• • • • •• • • ••• • • • •• • • • • • •••• • • •• •• • • • • • • • • • • s• • • • • • • •••• • • • • •••• 6666 • • • •• • • • • • • • • •• • • • ••• • • • • • •• 0 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-2.slb 0.750 3.195 12.635 15.080 .31ab Shear Capacity 3.195 12.635 15.080 15.830 0.0487 4.5 0.0487 4.5 27.61 3.18 27.61 27.61 Unknown User Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu 1 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in"4), Mcr, Mmax (k -ft) Ie,avg Span Dead Dead+Live Zone Ig Icr 3.74 2.99 3.74 4.11 1.307 3.195 14.523 15.830 04-13-2015, 06:11:10 PM 135 Page 4 Load Level Dead Dead+Live Mcr Mmax Ie Mmax Ie 1 608 396 Middle 1152 314 6.57 9.32 608 14.28 396 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.204 0.275 0.479 Maximum Long-term Deflections 0000 Time dependant factor for sustained loads = 2.000 • • Units: D (in) • • 0000 • • • Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal •• • • ••• • • • • 1 0.273 2.000 0.546 0.752 0.821 1.025 E "Pt - 2. Nu Uelb r"® g Material Takeoff Reinforcement in the Direction of Analysis DEgLtc-ri 1:1.15 •0.00• Top Bars: 0.0 ib <=> 0.00 lb/ft <=> 0.000 lb/ft"2 Bottom Bars: 33.0 ib <=> 2.09 lb/ft <=> 3.129 lb/ft"2 Stirrups: 12.3 lb <=> 0.78 lb/ft <=> 1.164 lb/ft"2 Total Steel: 45.3 lb <=> 2.86 lb/ft <=> 4.293 lb/ft"2 Concrete: 10.6 ft"3 <=> 0.67 ft"3/ft <=> 1.000 ft"3/ft"2 0000 • • •• •• • • • • • • • • • • •• • • • • • • 0000 • • • • 0000 ••• • • • •• • • • • • • • • • • • • • ••• • • • • • spBeam v3.11 G StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-2 INVESTIG.slb 04-13-2015, 06:15:56 PM � Page 1 562 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 oo 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the soBeam program. 0000 • • • • 0000 • • • • •0 • • ••• • [1] INPUT ECHO General Information File name: $:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-2 INVESTIG.slb Project: ALLUARD RESIDENCE Frame: RB -2 INVESTIG. Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Investigation Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. • •••• • • •••• • • •• •• • • • • • • • • • • •• • •• • Material Properties Slabs)Beams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 0000 • • • • •••• 0000 • • • •• • • • • • • • • • • • ••• • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-2 INVESTIG.slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 15.830 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp Beams b h Span Hmin 1 0.00 0.00 0.00 8.00 12.00 11.87 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 12.00 8.00 10.000 0 2 0.00 0.00 0.000 12.00 8.00 10.000 0 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data 411, U1 1.200 1.200 1.600 Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE Line Loads Units: Wa, Wb (1b/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 100.00 0.000 100.00 15.830 Dead 1 46.00 0.000 258.00 7.250 1 258.00 7.250 258.00 8.580 1 258.00 8.580 46.00 15.830 Live 1 37.00 0.000 207.00 7.250 1 207.00 7.250 207.00 8.580 1 207.00 8.580 37.00 15.830 Live/Odd 1 37.00 0.000 207.00 7.250 1 207.00 7.250 207.00 8.580 1 207.00 8.580 37.00 15.830 Live/S1 1 37.00 0.000 207.00 7.250 1 207.00 7.250 207.00 8.580 1 207.00 8.580 37.00 15.830 Live/S2 1 37.00 0.000 207.00 7.250 1 207.00 7.250 207.00 8.580 1 207.00 8.580 37.00 15.830 Reinforcement Criteria 0 Slabs and Ribs Top bars_ Bottom bars Min Max Min Max Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Bar Size Top bars Bottom bars Stirrups Min Max Min Max Min Max #5 #8 #5 #8 #3 #5 04-13-2015, 06:15:56 PM Page 2 54 •••• • • • • 0000 • • •• •• • • ••• • • • • • •• • • • • • •••• •••• • • • • • • •••• •••• 0000 • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-2 INVESTIG.slb Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 2.00 2.00 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. Reinforcing Bars Units: Cover (in), Length (ft), Start (ft) Top Bars Left Continuous Right Span Bars Length Cover Bars Cover Bars Length Cover 1 2-#6 2.00 Bottom Bars Continuous Discontinuous Span Bars Cover Bars Length Start Cover 1 2-#6 2.00 Transverse Reinforcement: Spacing (in) Span Stirrups (2 legs each unless otherwise noted) 1 7-#3 @ 4.5 + <-- 113.3 --> + 7-#3 @ 4.5 04-13-2015, 06:15:56 PM se Page 3 0000 • • [2) DESIGN RESULTS • • • • •• • • ••• • A --fes i Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.88 0.88 -33.01 33.01 0.500 0.88 0.88 -33.01 33.01 5.691 0.88 0.88 -33.01 33.01 7.915 0.88 0.88 -33.01 33.01 10.140 0.88 0.88 -33.01 33.01 15.330 0.88 0.88 -33.01 33.01 15.830 0.88 0.88 -33.01 33.01 Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu • • • • • • • •••• •••• • • • • • • •••• •••• •••• • • • • • •• •• •• • • • •• • • • • • • • •• • • • • • • • • •• • • ••0 • • • • • • • Xu 1 9.63 6.33 0.000 0.750 27.43 4.11 0.000 0.750 3.195 0.0487 4.5 27.43 3.75 1.302 3.195 12.635 3.16 2.99 3.195 12.635 15.080 0.0487 4.5 27.43 3.74 14.528 15.080 15.830 27.43 4.11 15.830 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu 1 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k -ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie 1 670 481 Middle 1152 409 6.57 9.32 670 14.28 481 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.185 0.209 0.394 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\RB-2 INVESTIG.slb Units: D (in) Span Dsust Lambda Dcs Dtotal Dcs+lu DCS+1 1 0.238 1.273 Material Takeoff 0.302 0.459 0.511 Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 47.6 lb 47.6 lb 12.3 lb 107.4 lb 10.6 ft^3 3.00 lb/ft <=> 3.00 lb/ft <=> 0.78 lb/ft <=> 6.78 lb/ft <=> 0.67 ft^3/ft <=> 0.696 - 4.506 lb/ft^2 4.506 lb/ft^2 1.164 lb/ft^2 10.176 lb/ft^2 1.000 ft^3/ft^2 04-13-2015, 06:15:56 PM Page 4 59, •••• • • • • •••• • • • •• • • ••• • • • •• • • • •••• •••• • • • • •••• •••• •••• • • • • • •• •• •• • • • • • • • • • • • • • • • •• • • ••• • • • • •• • • • • • • • • • • • • • c V ...• • • • •••• • • • • •• • • ••• • • •• • • • • • •••• •••• • • •••. •.•• • • •• •• •••• • • • • • • • • • • • NEW FLITCH BEAM FOR NEW OPENING AT ROOF:, . A • • • • • • • •• • • ••• • • • .• STRUCTURAL DESIGN TC ENGINEERING, INC. CA UC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE.(305) 261-0321 tcstrucforalengineerdG Cc me0.com PROJECT: SUBJECT: ALL U ARD Res -1 DE!UCE Nt,ui ©'P€t dN roe. t-•6S-rin) �S cot PAGE NO.: DATE: DESIGNED BY: N)d Peru tit G, re) �X.I.Tm►�1C1, LL zeg6o Ls. Cf EceiN a)(I.41-1 Jia: (Norz.cw N s -ti 122o es. 122'2.45 C:O N G2.€fit,8... 3opsFx I1. LL C4.(e • • LOADS. • •• • res• 3t3 •-b /• • • ' C o 1,Jc9-t _0 (t9 d --k 5t Te �Al_ C.,UcJr t0 1e 1 C 1?: fi Ar Apo/ 7i0 rU Ae.- QeQU't2eD • • • • • •• •. • ' •• • • • • .•... :. • •. i.... • •••••• • • • • • • •• • • ••• NA/ NJ►4014 W (L.L 5E U 5 P A t L. !?c -" o B AJ -'Ot2 c -E T t4 E X /3T/AJC CC,tj p 3 T©IAE. L041 = 350 Le./ *UM 6, 1:47- 511 64/17 800 (,11 • • • ••••• ••••• • •• •••••• • • • STRUCTURAL DESIGN TC ENGINEERING, INC. CA LJC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, PE LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE.(305) 261-0321 tostrucluralengineeting@gmallcom PROJECT: ALL uA`Rfl Q-s)PEtJCg SUBJECT: tNEL.O OP Lel)' UG -`O 8-y1671r Te . bz PAGE NO.: DATE: DESIGNED BY: _-�- v00 L6/7T (/S3)e 23 Soo C6_. Z3 bO k� et/ L,v 4.134 3 e est V.s.� N G c)" J ,:.P 23:30x( 112 .. b/3,05 1.22 1.22 in 2)C,3/4"i� / 55 ti sEA. acr 6 • ,14 11 p P srr��ss 5t /V 1 6). 3(e�. 1,10- c o /uT . 7` L P4A7-& ehL IP < /d g e 1� bow L&//51.6.... 6/32“. ..... • . ••••• . .. -.. . •.• • - •. • -i .• • ...• .... . . .... .... • • . .. •• • .. ., • doe lies , .• .. • •. • • . • .••.. • .... • • . 3/4 11 4,12 STRUCTURAL DESIGN TC ENGINEERING, INC. CA LIC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE(305) 261-0321 testucliffalenglneerinagmaLcam PROJECT: ALc_u AcIZE) pE5 De L E SUBJECT: ki OPE LI ;11/4./G (2 t=-)0.61 ¢ J G 'T• PAGE NO.: DATE: DESIGNED BY: ,t fir'30 °b €x16T ctoG, (14lei p fid-) 5/6¢ -t 6-eu t, 06.,LLowittit LE_ L. AD 6 14Yt?4 3(0.11) P°24UI DE 2 . i2 3456L6 flu 9TCA3Q) 1-1-1R1) Sot G �. lot .. .::;:: • . ......; _. .. . ...:.. Lt 2..(, e/d .BOLT cAepAcrr • . ...• spa ALL0wA,BLE £O4j .3 4 ate- e o U (4 /-F y 1 34 o r a 4 - LOG eitp< 121.? 0.L ` U:ID 10 Sio 71-12.o . so L-�- /to" 4.C. •• • .. .. • • • • •. ••••11..• • • .. • • • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB.slb 04-09-2015, 06:48:01 PM 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. [1] INPUT ECHO Page 1 • • • • •••• • • • • •• • • ••• • •--tom • • • • -ClUtS====----•- -0____ • General Information •••• • •••• • • • • • File name: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB.slb Project: ALLUARD RESIDENCE Frame: NEW OPEN AT EXISTING TB (15-4) Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. • • •• •• •••• • • • •• • • • • • • • • • • • • • • •• • Material Properties SlabsIBeams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 • • ••• • • • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB.slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc Li t wL wR Hmin 1 Int 15.330 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp 0.333 0.333 0.00 Beams Span b h Hmin 1 0.00 0.00 0.00 8.00 12.00 11.50 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha cib c2b Hb Red% 1 0.00 0.00 0.000 12.00 8.00 10.000 0 2 0.00 0.00 0.000 12.00 8.00 10.000 0 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE Ul 1.200 1.200 1.600 Line Loads Units: Wa, Wb (1b/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 100.00 0.000 100.00 15.330 Dead 1 350.00 0.000 350.00 15.300 Live 1 350.00 0.000 350.00 15.300 Live/Odd 1 350.00 0.000 350.00 15.300 Live/Si 1 350.00 0.000 350.00 15.300 Live/S2 1 350.00 0.000 350.00 15.300 Reinforcement Criteria Slabs and Ribs Top bars Bottom bars Min Max Min Max Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars Bottom bars _Stirrups Min Max Min Max Min Max Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 2.00 2.00 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. 04-09-2015, 06:48:01 PM Page 2 0000 • • • • •0•• • . • . 00 • • ••• • • • • • •• • • • • • •••• •••• • • • • • • •••• 0000 .••• • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB.slb 04-09-2015, 06:48:01 PM Page 3 t [2] DESIGN RESULTS Top Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 Left 0.67 0.00 0.500 0.000 1.050 0.000 0.000 Middle 0.67 0.00 7.665 0.000 1.050 0.000 0.000 Right 0.67 0.00 14.830 0.000 1.050 0.000 0.000 Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 Bottom Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 0.67 32.31 7.665 0.270 1.043 2.487 0.859 2-#6 Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 2-#6 0.00 15.33 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.00 0.88 0.00 32.99 0.500 0.00 0.88 0.00 32.99 5.515 0.00 0.88 0.00 32.99 7.665 0.00 0.88 0.00 32.99 9.815 0.00 0.88 0.00 32.99 14.830 0.00 0.88 0.00 32.99 15.330 0.00 0.88 0.00 32.99 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s 1 9.63 6.33 1.302 3.120 7.00 1.302 0.0067 3.120 4.938 5.00 3.120 0.0067 4.938 6.756 3.00 4.938 0.0000 6.756 8.574 1.00 8.574 0.0000 8.574 10.392 3.00 10.392 0.0000 10.392 12.210 5.00 12.210 0.0067 12.210 14.028 7.00 14.028 0.0067 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #3 11 @ 4.8 + <-- 65.4 --> + 11 @ 4.8 Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 9.63 6.33 0.000 0.750 26.23 8.43 0.000 0.750 4.938 0.0460 4.8 26.23 7.00 1.302 4.938 10.392 3.16 3.00 10.392 10.392 14.580 0.0460 4.8 26.23 7.00 14.028 14.580 15.330 26.23 8.40 15.330 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu •••• • • • • •••• • • • • •• • • ••• • • • • • •• • • • • • •••• •••• • • • • • • •••• •••• •••• • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB.slb 1 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k -ft) Ie,avg Span Dead Dead+Live Zone Ig Icr 04-09-2015, 06:48:01 PM Page 4 (93-. Load Level Dead Dead+Live Mcr Mmax Ie Mmax Ie 1 593 529 Middle Right Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.284 0.282 0.566 Maximum Long-term Deflections 1152 403 6.57 13.22 495 23.50 419 1152 1152 6.57 0.00 1152 0.00 1152 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 0.354 2.000 0.708 0.920 0.990 1.274 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 0.0 lb <=> 0.00 lb/ft <_> 0.000 lb/ft^2 Bottom Bars: 46.1 lb <=> 3.00 lb/ft <=> 4.506 lb/ft^2 Stirrups: 19.3 lb <=> 1.26 lb/ft <=> 1.889 lb/ft^2 Total Steel: 65.4 lb <=> 4.26 lb/ft <_> 6.395 lb/ft^2 Concrete: 10.2 ft^3 <=> 0.67 ft^3/ft <=> 1.000 ft^3/ft^2 0000 • • • • 0000 • • • • •• • • ••• • • • • • •• • • • • • 0000 0000 • • • • • • •••• 0000 •••• • • • • • •• ••' •• • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • STRUCTURAL DESIGN TC ENGINEERING, INC. ca uc. No 30286 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE(305) 261-0321 tostrucLualenglneedng G. mali.com PROJECT: SUBJECT: He (d.) C tPE N ! AJ G, h=Qf2 -ncits.ftek4i PAGE NO.: DATE: DESIGNED BY: PEN .IMG 4 L.` Z,o ted GR-Ec 614JG lCt .11\3 C7 CO JG2 e 1?) Lt.) 11 y al M E P_U wt "R'EI 0T -;O'2.0 elm f 2.-45 Nb s 1i2RO S Z�5 0 9 t3•4.4 6 Fes.••• •••• • • tti a F • • • 21 /FI" L = 30 1,s7K. 6d4-5! 243 Lb/h wS TOTAL L o _ 309 L-1::IFi IO0C4 /rr cALCULA-r,U&iS c1eL,D � A7 '41 I LL BE Us -E A F"e..17c EAA-6 'Td 1E/kv '0i2cE 774-6. eXIST/ J CpucpETE T •••• • • ....p• • �• •••• • •••• •••.•N• '••••I.• • 1• •••••• • • STRUCTURAL DESIGN TC ENGINEERING, INC. CA LIC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE(3135) 281-0321 tstructuralengfieedng@gmaf.com PROJECT: A &LU A-12DI�ES!DeNGE SUBJECT: ISI£ Lk) p PENI NG. F,012 &)/7/'3G Ta 6 `341 41, - PAGE NO.: DATE: DESIGNED BY: A LL O () P Le -440 2. (.4),/r7x t2'- 4542_4,4: S-7-72SS DES/GA/ F-4 u5/IL). ex' Ve E rp COA ;= b:k2 133x. c 2 2I�� 49 (r). 1,: STEEL . PI.,,4TE h3: D:3- 1 I(in. 2 x '/2 /. O in 0-4 3(a & , 1/5141P `V Ac -r = 45 q 2'Lb. 4_ C 1154,, • •• • • • •, • •..•••• • ••e• • • • • •••• ••. • • •• • • ..•• •.•.. • • • • •••• •• • • • • ••�•• ••• • • •• • 1/2 ••••I• • ••••a• • • •••• • • • STRUCTURAL DESIGN TC ENGINEERING, INC. CA LJC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE(305) 261-0321 tcstructuralengineerIng@gmafl.com PROJECT: ALL() R.1) 's}DEL)(E SUBJECT: N ) brPetJ N'niG. Foe SK !s- tt'J G t 19 „1,'y E PAGE NO.: DATE: DESIGNED BY: 3cr 43/3." 0 iA, L "R•Et\ r i o 4532. t✓� A 0304' 6l61 4 ti -v213 a C. -C A LLO W4 LE L1AD kcP 4-5,6 KAP a Nt 'BOLT A . vOD Ls L., L. Aejk2.4... Sie -TI-V20 13o cr • •.•- ••- • ••• •• • • • • • • • • •• • • •••• • • 4,APAciT :69:6: DOUSLE ALLOtoAuLE LbA1D ;(02-1-6/FT K / 331 = ID/4 gib; l;. o 2. tL p P G 3 a(0 ; P E 1\ O UG14 LfJEl/1 P120(1DE _2:... .• • • • • ..•••• • • • • • • • • • .••'••• • V12OV1 VIA) Vs (A6o4)- spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (12.0).slb 04-09-2015, 06:47:07 PM Page 1 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. •••• • • • • •••• • • • • _• ••• • _ •• • -ii-- =F s [1] INPUT ECHO General Information •• • =__= • •••• •••• • • • • • • •••• •••• File name: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (12.0).sSD:••: •••:•• Project: ALLUARD RESIDENCE •• •• •• • Frame: NEW OPEN AT EXISTING TB (12.0) Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • • • 1 Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabsIBeams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (12.0).slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 12.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp Beams h Span Hmin 1 0.00 0.00 0.00 8.00 12.00 9.00 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 12.00 8.00 10.000 0 2 0.00 0.00 0.000 12.00 8.00 10.000 0 Boundary Conditions 04-09-2015, 06:47:07 PM Page 2R1 Units: Kz (kip/in); Kry (kip-in/rad) •••• Supp Spring Kz Spring Kry Far End A Far End B • • • • • ▪ • • • 1 0 0 Pinned Pinned •• • •• ••• •• 2 0 0 Pinned Pinned •• • • Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE 01 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 100.00 0.000 100.00 12.000 Dead 1 309.00 0.000 309.00 12.000 Live 1 353.00 0.000 353.00 12.000 Live/Odd 1 353.00 0.000 353.00 12.000 Live/Si 1 353.00 0.000 353.00 12.000 Live/S2 1 353.00 0.000 353.00 12.000 Reinforcement Criteria Slabs and Ribs Top bars Bottom bars Min Max Min Max Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18 00 in Reinf ratio 0.14 5.00 0.14 5 00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars Bottom bars Stirrups Min Max Min Max Min Max Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 2.00 2.00 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. • • • • •••• •••• • • • • • •••• •••• •••• • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (12.0).slb 04-09-2015, 06:47:07 PM Page 3-43 [2) DESIGN RESULTS Top Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 Left 0.67 0.00 0.500 0.000 1.050 0.000 0.000 Middle 0.67 0.00 6.000 0.000 1.050 0.000 0.000 Right 0.67 0.00 11.500 0.000 1.050 0.000 0.000 Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 Bottom Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 0.67 19.00 6.000 0.271 1.050 2.576 0.469 2-#5 Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 2-#5 0.00 12.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.00 0.62 0.00 24.48 0.500 0.00 0.62 0.00 24.48 4.350 0.00 0.62 0.00 24.48 6.000 0.00 0.62 0.00 24.48 7.650 0.00 0.62 0.00 24.48 11.500 0.00 0.62 0.00 24.48 12.000 0.00 0.62 0.00 24.48 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s 1 9.69 6.37 1.307 2.648 4.95 1.307 0.0067 2.648 3.989 3.54 2.648 0.0067 3.989 5.330 2.12 3.989 0.0000 5.330 6.670 0.71 6.670 0.0000 6.670 8.011 2.12 8.011 0.0000 8.011 9.352 3.54 9.352 0.0067 9.352 10.693 4.95 10.693 0.0067 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #3 9 @ 4.6 + <-- 48.3 --> + 9 @ 4.6 Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu • • •••• • • • •• • • ••• • • • •• • • • • • • • • • •••• • ••••• • • • •••• •••• •••• • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • •• • Xu 1 9.69 6.37 0.000 0.750 27.34 6.33 0.000 0.750 3.989 0.0481 4.6 27.34 4.95 1.307 3.989 8.011 3.18 2.12 8.011 8.011 11.250 0.0481 4.6 27.34 4.95 10.693 11.250 12.000 27.34 6.33 12.000 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu spbeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (12.0).slb 1 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k -ft) Ie,avg Span Dead Dead+Live Zone Ig 04-09-2015, 06:47:07 PM 1 Page 4 Load Level Dead Dead+Live Icr Mcr Mmax Ie Mmax Ie 1 910 406 Middle 1152 314 6.57 7.36 910 13.72 406 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.063 0.200 0.263 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 0.113 2.000 0.226 0.376 0.426 0.489 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 0.0 lb <=> 0.00 ib/ft <_> 0.000 ib/ft^2 Bottom Bars: 25.0 lb <=> 2.09 lb/ft <=> 3.129 lb/ft^2 Stirrups: 15.8 lb <_> 1.32 lb/ft <=> 1.974 lb/ft^2 Total Steel: 40.8 lb <=> 3.40 lb/ft <=> 5.103 lb/ft^2 Concrete: 8.0 ft^3 <=> 0.67 ft^3/ft <=> 1.000 ft^3/ft^2 • • • •••• • • • •• • • ••• • • • •• • • •••• •••• • • • • •••• •••• • • • • • •• •• •• • • • • • • • • • • • • • • • •• • • ••• • • • • •• • • • • •• STRUCTURAL DESIGN TC ENGINEERING, INC. CA LIC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE.(305) 261-0321 tcstrucfuralen9ineertnagmall.com PROJECT: SUBJECT: W -E (GSIG -012 EX(STlNG -rs , PAGE NO.: DATE: DESIGNED BY: d 1st_ Otcg—r K LLQ 200t7 cO A 2 4, 6 .... • • •••• 3.674"P xtt,) • • • •••• .....•••• .. •• •• • • •. • •• •_ • •••• •• ••• • •• • •• I00 t.; /FT Lsuu • •• • • • • • •••••• • • • •••• • iCYT A L Lem r) = 2 t6/P.r k50 66/#7 -1-2(4U/rr.r6. ,L /F - CAC.. ULA.-T10Ai6 /61... iHA7 SE CAL (U47;#0.4)6. LUlLL USED A TL17c 13e13/4 70 2ebureQc8 EX/ 5'TI4U C,0aicY2 TE -7- 6 r6 (0,56,1_6/F10 1 53 = 1 1 IZC Lio- F -T CO3(0 Ck/F - z = .3 4-60,2_ • • • 5—. STRUCTURAL DESIGN TC ENGINEERING, INC. CA LIC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. UC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE.(305) 261-0321 tcstructuralengineering@gmaq.com PROJECT: A 1 -Lc) 4Q T & /Oe,J(E SUBJECT: OPW /A/ G ,e112 t iCl 5-r Ai - . PAGE NO.: DATE: DESIGNED BY: a C 1A4-Lsa -Elie'_: 57Q -Ess .DE.5/GA/ `-- 3(( e6 ks1 DEe9 c01,17- srEeL 1)6A -TE IL i3' (12) - 6:18 .ln3- 27.4 b (ox 6. /6 6 56 I n C 2 x %I 0 4 K 340y VAC,. 2 G� 116 l e . - D. I • • • •• • •.•... •••.•••. • • • . • • • ••. • • • •• 1+� • •• . •• • ••• • • • •• -• • • • • • ••••• • • • • • STRUCTURAL DESIGN TC ENGINEERING, INC. CA UC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE(305) 261-0321 tesruckualangineering@gmalcom PROJECT: A LL o (542. O �Q� 5 F D >✓ N E S SUBJECT: int C li 1)'Eiv JJS11 N G -re). PAGE NO.: DATE: DESIGNED BY: 1-01 L v 6)12 ?. .. ACS 10 I9 6 /FT! (30n)-5/6,0n4-Rll t30Li ALLOcvAra L LoAD--4.3tolz1P 0L -T AT Ew e 1s EloouGH, u)Ele_L Pt2O1woe.2 Vt..= 2 I SCS Lb: Lt.r. 69 O L 5/e10 LA I>o 1-T • 9(, ...• •• 'BOLT SAP, r-ry1 (304) ? f6 T`H i LL o wA VAcT •. •••• •.•• • .▪ ............. •• • •••• • • • • •••• ••.. ••••• • • •.•.• ••••.I • .. • • • • • • • •• •• •• • ••.•. • ••••••. • ••• • • • • .•••• •• • • •.• • • •• • •: LOAD - 74..t(go.# P 34 L / rx 1. 3 KI P.< .4.3(e• Lk 0 1Z PQootDtIQG : S/9 C v4 -'RU `DOLT' its' 0.c. • • • • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (11.63).slb 04-09-2015, 06:45:22 PM 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC A11 rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. [1] INPUT ECHO •••• • • • • •••• Page 17-5 • • • • _ _ --• ----=s=asp • • • • •• • • • • General Information♦••• •••• • • ___ • • • • •••• •••• File name: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (11.83).s•]p • • •••• •Project: ALLUARD RESIDENCE • • • •••• • • • Frame: NEW OPEN AT EXISTING TB (11.83) •• •• •• • • Engineer: • • Code: ACI 318-08 • • • • • • • • Reinforcement Database: ASTM A615 • • • • • Mode: Design • • • Number of supports = 2 •• • • ••• • • • • • Floor System: One-Way/Beam •• • Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties Slabs)Beams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (11.83).slb Span Data Slabs Units: Ll, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 11.830 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp Beams b h _Span Hmin 1 0.00 0.00 0.00 8.00 12.00 8.87 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cia c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 12.00 8.00 10.000 0 2 0.00 0.00 0.000 12.00 8.00 10.000 0 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 100.00 0.000 100.00 11.830 Dead 1 268.00 0.000 268.00 11.830 Live 1 268.00 0.000 268.00 11.830 Live/Odd 1 268.00 0.000 268.00 11.830 Live/S1 1 268.00 0.000 268.00 11.830 Live/S2 1 268.00 0.000 268.00 11.830 Reinforcement Criteria Slabs and Ribs Top bars Bottom bars Min Max Min Max Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars Bottom bars_ Stirrups Min Max Min Max Min Max Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 2.00 2.00 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. 04-09-2015, 06:45:22 PM • • • • •••• Page 2 • • • • •• • • ••• • • • • • •• • • • • • •••• •••• • • • ••• •••• •••• •••• • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • •• • • ••• • • •• • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (11.83).slb [2] DESIGN RESULTS 04-09-2015, 06:45:22 PM s Page 3 'op Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 Left 0.67 0.00 0.500 0.000 1.050 0.000 0.000 Middle 0.67 0.00 5.915 0.000 1.050 0.000 0.000 Right 0.67 0.00 11.330 0.000 1.050 0.000 0.000 Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 Bottom Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 0.67 15.23 5.915 0.271 1.050 2.576 0.370 2-#5 Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 2-#5 0.00 11.83 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.00 0.62 0.00 24.48 0.500 0.00 0.62 0.00 24.48 4.290 0.00 0.62 0.00 24.48 5.92.5 0.00 0.62 0.00 24.48 7.540 0.00 0.62 0.00 24.48 11.330 0.00 0.62 0.00 24.48 11.830 0.00 0.62 0.00 24.48 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in'2/in) Span d PhiVc Start End Vu Xu Av/s 1 9.69 6.37 1.307 2.624 4.01 1.307 0.0067 2.624 3.940 2.86 2.624 0.0000 3.940 5.257 1.72 3.940 0.0000 5.257 6.573 0.57 6.573 0.0000 6.573 7.890 1.72 7.890 0.0000 7.890 9.206 2.86 9.206 0.0000 9.206 10.523 4.01 10.523 0.0067 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #3 6 @ 4.1 + <-- 79.0 --> + 6 @ 4.1 Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu 0060 • • • • ••0• • • • • •• • • ••• • • • • • •• • • • • • 0000 •• •••• •••• • • • • •••• 0000 • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • • • Xu 1 9.69 6.37 0.000 0.750 29.83 5.15 0.000 0.750 2.624 0.0538 4.1 29.83 4.01 1.307 2.624 9.206 3.18 2.86 9.206 9.206 11.080 0.0538 4.1 29.83 4.01 10.523 11.080 11.830 29.83 5.15 11.830 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (11.83).slb 1 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k -ft) Ie,avg Span Dead Dead+Live Zone Ig ICT 04-09-2015, 06:45:22 PM Page 481, Load Level Dead Dead+Live Mcr Mmax Ie Mmax Ie 1 1152 467 Middle 1152 314 6.57 6.44 1152 11.13 487 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.042 0.131 0.173 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 0.075 2.000 0.150 0.248 0.281 0.323 Material Takeoff Reinforcement in the Direction of Analysis trio•• •• Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 • • trio•• Bottom Bars: 24.7 lb <=> 2.09 lb/ft <_> 3.129 lb/ft^2 trio • • trios • Stirrups: 10.5 lb <=> 0.89 lb/ft <=> 1.335 lb/ft^2 •••• • • Total Steel: 35.2 lb <=> 2.98 lb/ft <=> 4.464 lb/ft^2 • • • • Concrete: 7.9 ft^3 <=> 0.67 ft^3/ft <_> 1.000 ft^3/ft^2 trio•• trio•• • • • • • trio•• trio•• trio•• • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • •• • STRUCTURAL DESIGN TC ENGINEERING, INC. CA UC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW24 ST SUITE 106 MIAMI, FL 33155 PHONE.(305) 281-0321 tostructuratenglneering@gmalcom PROJECT: ALL() AQD 'RS -5/ SUBJECT: NU) 'F -E;- u ;Kt rtf) ••Ki; 5-6 G -r PAGE .NO.. DATE: DESIGNED BY: 2_ Nt ?-euilkic ro ty is -TW 7.- 2.'55 0' L. L:L25O C. C/AJG E\A -r (Ai 114+ 11Ln ILA di -4 FlyaZi 1,)Q (S" sTr(2.72111:)6 2_.444.5 14-tok71 Al2: 12,:t,00i96D cAcc.cucA-1/006 I.J/LL 13E- ose teSt4,6-if -10 261,0tiFe)/2C47 (.61- "Ai G coAicie,e7E . . -EKtS1 47Q* taoo=. Bbl>6Fx 0 .53t 2O 6yte4F ;41 e-Isa ee e 00000 0 .3.1110 LG /PT' • 0000 0000 • 0 0 • 0000 *000 MW s=efdt of, fie 410 0 ' D 2fe•. . . • LL • • • 3()F,?‹ 41' 2101.6/FT - L‘pi•P*7- • ,04104040 • O 00 OO • • .0009 • • • 4000 • • • 1- T AL Lc) A C) =. 5 t.6/FT4- /06/4/ -1,-. 5201.40/F7 =//050,/F -T STRUCTURAL DESIGN TC ENGINEERING, INC. CA LIC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE.(305) 281-0321 tcstructurelengineering@gmalcom PROJECT: ALLU� 2Z�sa�E SUBJECT: 1N ELO D c 'E t4 9N C Fele, s -r tvG 63 PAGE NO.: DATE: DESIGNED BY: V�1 e l IID 5 �A.e�c,�a 8 I D359Cb—'F'r' A LL 0 A° .E �y � aalo K S l l9 Ep. us G I 1 06 161T-7- - 49'064: 10 a40 ,►z.). 3(a _77;9 tit c.[`? itJ 11 . 57"E EC., a xe: Vr _ D.4. 3 8 = /I.5 1? 43 3f 1e t1 < 1I 1` t?'. x,P/ OT ••. • • ••• , .. . • • • .. • .... ••.• • ._' . . •. 43/04 .... • . • • • • • • • • • • STRUCTURAL DESIGN TC ENGINEERING, INC. cA UC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL 33155 PHONE.(305) 281-0321 tostructudonglnewing E!,!rnalcom PROJECT: A LL.0 'RES tiptuce SUBJECT: N -e4-0 optLJflJ G PAGE NO.: DATE: DESIGNED BY: ()-5 Ltvit-F-t- J, '4 4 1A)- 5/6 --tkr20oci :Aw) LeAsic Lo AV 41:r Q.:49 "4. 14 tP 01US `E,OC T AT t. ki•LY1/47, k)€'131--kDO IP& 2 -5/3 (14. 364 ) -11412.0 I3 .-14,11'CLC., • • Z530 • •••• • •••• • oirso. • • • •••• • • •••• •.•• •. •• • oL-r- CE7 •••-• • -woof, • - • • • • • • A (a0z)---- 0 -t-i-k-R;L••torc-r qki • • • • IDOL) CbUE. • • • • • • ••• A LLO AzLE LD \1/41Ac-r--, 1105 Lb ?P0utoikG.5760 LA,3.o4 ti -V20 So 4_1- 16911 c • • 99 • 01660 • • 6000 • •••• • • •• • 4. spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (8-8).slb 04-09-2015, 06:44:21 PM 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC A11 rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. [1( INPUT ECHO General Information • • •••• •••• Page 1 " E7 • • • • • • • • •• • • • • • File name: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (8-8).slb•••••• •••••• • • Project: ALLUARD RESIDENCE •••• •••• • • Frame: NEW OPEN AT EXISTING TB (8-8) •••• Engineer: • • • • • Code: ACI 318-08 •• •• •• • • Reinforcement Database: ASTM A615 • • • • • • Mode: Design • • • • Number of supports = 2 Floor System: One-Way/Beam • ••• • • • •• • • ••• • • • Live load pattern ratio = 100% • •••• • Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties Slabs)Beams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (8-8).slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 8.660 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp Beams b h Span Hmin 1 0.00 0.00 0.00 8.00 12.00 6.50 Support Data Columns Units: cla, c2a, clb, c2b (in); Ea, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 12.00 8.00 10.000 0 2 0.00 0.00 0.000 12.00 8.00 10.000 0 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 04-09-2015, 06:44:21 PM Page 2 6 1 0 0 Pinned Pinned • • 2 0 0 Pinned Pinned : ••• •••• • •• • • ••• • Load Data • •• •• •• Load Cases and Combinations • • • • •••• •••• • • • • • • Case SELFDead Live •••• •••• • • Type DEAD DEAD LIVE •••• • • • • • •• •• •• • U1• 1.200 •1.200 1.600 • • Line Loads • • • • • • • • • Units: Wa, Wb (lb/ft), La, Lb (ft) • • • •• • • ••• • • Case/Patt Span Wa La Wb Lb • • • •• • SELF 1 100.00 0.000 100.00 8.660 Dead 1 485.00 0.000 485.00 8.660 Live 1 520.00 0.000 520.00 8.660 Live/Odd 1 520.00 0.000 520.00 8.660 Live/S1 1 520.00 0.000 520.00 8.660 Live/S2 1 520.00 0.000 520.00 8.660 Reinforcement Criteria Slabs and Ribs Top bars _Bottom bars Min Max Min Max Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars Bottom bars Stirrups Min Max Min Max Min Max Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 2.00 2.00 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (8-8).slb 04-09-2015, 06:44:21 PM Page 3 ;. [2] DESIGN RESULTS Top Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 Left 0.67 0.00 0.500 0.000 1.050 0.000 0.000 Middle 0.67 0.00 4.330 0.000 1.050 0.000 0.000 Right 0.67 0.00 8.160 0.000 1.050 0.000 0.000 Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 Bottom Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 0.67 14.37 4.206 0.271 1.050 2.576 0.348 2-#5 Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 2-#5 0.00 8.66 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.00 0.62 0.00 24.48 0.500 0.00 0.62 0.00 24.48 3.181 0.00 0.62 0.00 24.48 4.330 0.00 0.62 0.00 24.48 5.479 0.00 0.62 0.00 24.48 8.160 0.00 0.62 0.00 24.48 8.660 0.00 0.62 0.00 24.48 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s 1 9.69 6.37 1.307 2.315 4.64 1.307 0.0067 2.315 3.322 3.09 2.315 0.0000 3.322 4.330 1.55 3.322 0.0000 4.330 5.338 1.55 5.338 0.0000 5.338 6.345 3.09 6.345 0.0000 6.345 7.353 4.64 7.353 0.0067 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #3 5 @ 4.2 + <-- 48.4 --> + 5 @ 4.2 Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 9.69 6.37 0.000 0.750 29.35 6.64 0.000 0.750 2.315 0.0527 4.2 29.35 4.64 1.307 2.315 6.345 3.18 3.09 6.345 6.345 7.910 0.0527 4.2 29.35 4.64 7.353 7.910 8.660 29.35 6.64 8.660 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu 1 --- Not checked --- •••• • • • • •••+ • • • •• • • ••• • • • •• • • •••• • • •••• • • •• •• • • • • • •••• • • • • •••• ••• • • • •• • • • • •• • • • • • • • • • • • • •• • • • • • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\EXISTING TB (8-8).slb Deflections Section properties 04-09-2015, 06:44:21 PM Page 4 63 Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k -ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie 1 1152 529 Middle 1152 314 6.57 5.48 1152 10.35 529 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.019 0.060 0.079 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 0.034 2.000 0.069 0.114 0.129 0.148 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Bottom Bars: 18.1 lb <=> 2.09 lb/ft <=> 3.129 lb/ft^2 Stirrups: 8.8 lb <=> 1.01 lb/ft <=> 1.520 lb/ft^2 Total Steel: 26.8 lb <=> 3.10 lb/ft <=> 4.649 lb/ft^2 Concrete: 5.8 ft^3 <=> 0.67 ft^3/ft <=> 1.000 ft^3/ft^2 • • • • •••• • • • • •• • • ••• • • • • • •• • • •••• •••• • • • • •••• •••• •••• • • • • • •• •• 00 • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • 0000 . . . . 0000 • • • . .• • • •.• • • • •• ... • • 0000 .00. . • 4100. 0000 COLUMNOBSIGN' :;:i .. .. 4141 • ... • • • • • • • • • • • • .41 •• • • ••• • • STRUCTURAL DESIGN TC ENGINEERING, INC. cA Uc. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE.(305) 281-0321 tcstruchnaIenglneedng Car rtmil.= PROJECT: SUBJECT: Au-UAQD fisF l PAGE NO.: DATE: DESIGNED BY: Tc I.c. -rc4 Tc5 t L. (AS2_0 • 8 ,s. 24. 60 Lb (eq26 Li 3150. L. 40 1,01 . 450o L.l.a 5 4-4 c • • • •s •, • ••• •••••• •• • • ••.••••*kr • 0/011 e p • 4 • 1111.... 1111 • • ••• •• 1111 • . • •- • •. •• • •• 1111 • • •• • •• • • • • • T 22e4U LA - 6'0911 3-5, • • 0 0 Y x 0 0 8 x 12 in Code: ACI 318-08 Units: English Run axis: About Y-axis Run option: Investigation -nderness: Considered Column type: Structural Bars: ASTM A615 Date: 04/10/15 Time: 08:46:13 (Pmax) P (kip) 250 — (Pmax) • •• (Pmin) -100 — •••• /• • • • 0000 i0000 0400. • • • • •/ .... .. y .16.•. • • • • •/ MY (k -ft) • •: • • (Pmin) • • ••• • • • •• • • • • • spColumn v4.50. 15 day trial license. Locking Code: 4-283D9. User: Nicholas, SA File: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\TC1.col Project: ALLUARD RESIDENCE Column: TC1 Engineer: fc = 3 ksi fy = 60 ksi Ag = 96 inA2 Ec = 3122 ksi Es = 29000 ksi As = 1.24 inA2 fc = 2.55 ksi Xo = 0.00 in P u = 0.003 in/in Yo = 0.00 in ta1 = 0.85 Min clear spacing = 2.00 in Confinement: Tied ky(nonsway) = 1 phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 4 #5 bars rho = 1.29% Ix = 1152 in^4 ly = 512 in^4 Clear cover = 2.37 in ky(sway) = N/A 0 0 y x 0 0 8 x 14 in Code: ACI 318-08 Units: English Run axis: About -axis Run option: Investigation nderness: Considered Column type: Structural Bars: ASTM A61b Date: 04/10/15 Time: 08:47:28 P (kip) 250- (Pmax) (Pmax) spColumn v4.50. 15 day trial license. Locking Code: 4-283D9. User: Nicholas, SA File: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\TC2.col Project: ALLUARD RESIDENCE Column: TC2 Engineer: fc = 3 ksi fy = 60 ksi Ag = 112 in^2 Ec = 3122 ksi Es = 29000 ksi As = 1.24 in^2 fc = 2.55 ksi Xo = 0.00 in e u = 0.003 in/in Yo = 0.00 in ta1 = 0.85 Min clear spacing = 2.00 in Confinement: Tied ky(nonsway) = 1 phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 4 #5 bars rho =1.11% Ix = 1829.33 inA4 ly = 597.333 inA4 Clear cover = 2.37 in ky(sway) = N/A 0 0 y x 0 0 8 x 15 in Code: ACI 318-08 Units: English Run axis: About Y-axis Run option: Investigation ndemess: Considered Column type: Structural Bars: ASTM A615 Date: 04/10/15 Time: 08:50:05 P (kip) (Pmax) 250 (Pmax) fs=0 / fs=0 fs=0.5fy fs=0.5fy -20 (Pmin) -100 5' I •... •• ....:•:• • ••••• .... . • • • • • • ::'; • • My (k-ftl. •: (Pmin) • spColumn v4.50. 15 day trial license. Locking Code: 4-283D9. User Nicholas, SA File: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\TC3.col Project: ALLUARD RESIDENCE Column: TC3 Engineer: fc = 3 ksi fy = 60 ksi Ag = 120 inA2 Ec = 3122 ksi Es = 29000 ksi As = 1.24 inA2 fc = 2.55 ksi Xo = 0.00 in u = 0.003 in/in Yo = 0.00 in ta1 = 0.85 Min clear spacing = 2.00 in Confinement: Tied ky(nonsway) = 1 phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 4 #5 bars rho = 1.03% Ix = 2250 inA4 Iy = 640 in^4 Clear cover = 2.37 in ky(sway) = N/A O 0 O 0 0 0 0 0 0 16 x 22 in Code: ACI 318-08 Units: English Run axis: About Y-axis Run option: Investigation .'nderness: Considered Column type: Sty uctural Bars: ASTM A615 Date: 04/10/15 Time: 08:57:09 fs=0.5fy -100 fs=0 P (kip) 600 (Pmax) (Pmax) fs=0 ifs=0.5fy • • • •••• • • • •• • • •• •• • • • •• • • •••• ; •• • • ▪ / i / • • •••• • •/ • • • •• •• •0 • • ••• ••• • I • • . ••• ate.• • •'• • My (k -a•• •: •• • • ••. • (Pmin) (Pmin) -2001 • •• • spColumn v4.50. 15 day trial license. Locking Code: 4-283D9. User: Nicholas, SA File: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\TC4.col Project: ALLUARD RESIDENCE Column: TC4 Engineer: fc=3ksi fy =60ksi Ag=240inA2 Ec = 3122 ksi Es = 29000 ksi As = 2.79 in^2 fc = 2.55 ksi Xo = 9.87 in u = 0.003 in/in Yo = 9.13 in ..tai = 0.85 Min clear spacing = 3.37 in Confinement: Tied ky(nonsway) = 1 phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 9 #5 bars rho = 1.16% Ix = 9739.73 inA4 ly = 4283.73 inA4 Clear cover = N/A ky(sway) = N/A O O O 10 x 18 in Code: ACI 318-08 Units: English Run axis: About Y-axis Run option: Investigation indemess: Considered Column type: Structural Bars: ASTM A615 Date: 04/10/15 Time: 09:04:59 fs=0 fs=0.5fy -40 P (kip) (Pmax)_ _ 3Q _ _ _ _ _(Pmax) / • fs=0 fs=0.5fy .. •. . . • .... • • . ..• . • ... • . .. • . .•. 265; i � i... {- / ... 1-• . . • •••• . •. •• / •. . .4(1••• • • . . • (Pmin) -150 — • .� ' My (k -ft) '. •• • ./. /•. • • •.. • • //• .. • . (Pmin) spColumn v4.50. 15 day trial license. Locking Code: 4-283D9. User: Nicholas, SA File: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\TC5.col Project: ALLUARD RESIDENCE Column: TC5 Engineer: fc = 3 ksi fy = 60 ksi Ag = 160 in^2 Ec = 3122 ksi Es = 29000 ksi As = 2.17 inA2 fc = 2.55 ksi Xo = 5.50 in u = 0.003 in/in Yo = 8.50 in ta1 = 0.85 Min clear spacing = 1.37 in Confinement: Tied ky(nonsway) = 1 phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 7 #5 bars rho = 1.36% Ix = 4333.33 inA4 ly = 1133.33 inA4 Clear cover = N/A ky(sway) = N/A O 0 O 0 O 0 0 15 x 15 in Code: ACI 318-08 Units: English Run axis: About Y-axis Run option: Investigation inderness: Considered Column type: Structural Bars: ASTM A615 Date: 04/10/15 Time: 09:11:36 fs=0 fs=0.5fy P (kip) (Pmax)__ 35a _ (Pmax) ss fs=0 fs=0.5fy 265 -40 (Pmin) -150 — (Pmin) • • • • • •• • • •••• •••• • ••• • • • •• • • • • • • • •••• ••r• • • • • • / • •••• .•. 1 • . • • •• • • ••• •• •• • ... • ••• • • My (k -ft.) • • • • • • • ••• • • • •• •• • spColumn v4.50. 15 day trial license. Locking Code: 4-283D9. User: Nicholas, SA File: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\C1.col Project: ALLUARD RESIDENCE Column: C1 Engineer: fc = 3 ksi fy = 60 ksi Ag = 176 inA2 Ec = 3122 ksi Es = 29000 ksi As = 2.17 inA2 fc = 2.55 ksi Xo = 6.39 in u = 0.003 in/in Yo = 6.39 in ta1 = 0.85 Min clear spacing = 3.37 in Confinement: Tied ky(nonsway) = 1 phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 7 #5 bars rho = 1.23% Ix = 3016.39 inA4 ly = 3016.39 inA4 Clear cover = N/A ky(sway) = N/A •••• • • • • • • •• • • ••• • • • • • •• • • • • • •••• •••• • • • • • • •••• •••• •••• • • • • • GRADE BEA1V NESIG1% .:.6 •• • • • • • • • • • • •• • • • • • • •• • • • • • • • .• STRUCTURAL DESIGN TC ENGINEERING, INC. cA Uc. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. UC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE.(305) 261-0321 tcsfucturalen9ineerin9@9mall•com PROJECT: A LLI /'R 0 ¶2•€5 (IDE. tUc SUBJECT: G Q Al2- $t At PAGE NO.: DATE: DESIGNED BY: S4(0.i L. raOL L- 160 DO L6.... LL, 3.6 - Lg. .c.. a 0L LrL=l�aS6OLb. Ot t 3(e SOLS L L. 2 `67 v C 4, (2-1_ 4 oDL6 LL -•4 *90 4-6 .. .... • • • Lc.._ 5p g.e,,. .... .... .. . • ... • .• • .• .0040 .. 04...00 .• • • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1.slb 04-10-2015, 09:50:11 AM Page 1 ) 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. 0000 [1] INPUT ECHO • • • • •••• • • • • •• • • ••• • A --fes General Information File name: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1.slb Project: ALLUARD RESIDENCE Frame: GB -1 Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 3 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. • • • • •.• •.•.•_•__= _•_ � ___ • •••••••• • • • • • • •••• •••• 0000 • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • •• • Material Properties SlabslBeams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy fyt Es 60 ksi, Bars are not epoxy -coated 60 ksi 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 • • ••• • • • •• • • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1.slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 2 Int 3 Int 10.080 5.750 4.330 0.00 0.00 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp 0.667 0.667 0.667 0.667 0.667 0.667 Beams b 0.00 0.00 0.00 RC h _Span Hmin 1 0.00 0.00 0.00 16.00 18.00 6.54 2 0.00 0.00 0.00 16.00 18.00 3.73 *c 3 0.00 0.00 0.00 16.00 18.00 6.50 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 8.00 8.00 10.000 0 2 0.00 0.00 0.000 8.00 8.00 10.000 0 3 0.00 0.00 0.000 8.00 8.00 10.000 0 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned 3 0 0 Pinned Pinned Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE 01 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 300.00 0.000 300.00 10.080 2 300.00 0.000 300.00 5.750 3 300.00 0.000 300.00 4.330 Point Forces Units: Wa (kip), La (ft) Case/Patt Span Wa La Dead 3 6.75 4.330 1 3.65 0.000 2 4.70 0.000 Live 3 3.60 4.330 1 2.89 0.000 2 3.89 0.000 Live/Odd 3 3.60 4.330 1 2.89 0.000 Live/Even 2 3.89 0.000 Live/S1 1 2.89 0.000 Live/S2 1 2.89 0.000 2 3.89 0.000 Live/S3 3 3.60 4.330 2 3.89 0.000 Reinforcement Criteria Slabs and Ribs 04-10-2015, 09:50:11 AM •••• • • • • •••• Page 2 [ v 0 • • • • •• • • ••• • • • • • •• • • • • • •••• •••• • • • • • • • • •• •• • • •• • •••• • • • •• • • • • • •• • • • • • • • • • • •• • • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1.slb Top bars Bottom bars Min Max Min Max Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars Bottom bars_ Stirrups Min Max Min Max Min Max Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 3.50 3.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 3.00 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. [21 DESIGN RESULTS 04-10-2015, 09:50:11 AM Page 3 I C Top Reinforcement •••• Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) •••• e ••••• •• Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bar, •••• •• • • 1 Left 1.33 0.00 0.333 0.000 3.075 0.000 0.000 --- ' ' • Middle 1.33 0.00 5.040 0.000 3.075 0.000 0.000 ---•••• •••• • • Right 1.33 0.00 9.747 0.794 3.075 3.788 0.000 3-4.46:66•••••• • • 2 Left 1.33 16.81 2.113 0.794 3.075 3.788 0.267 3-#5 •k3 • •••••• Middle 1.33 35.76 3.638 0.794 3.075 3.788 0.577 3-#3' *163' •• • • Right 1.33 58.92 5.417 0.794 3.075 2.525 0.972 4-#9 • • • • • • • • • • 3 Left 1.33 58.27 0.333 0.794 3.075 2.525 0.961 44; Middle 1.33 37.22 1.732 0.794 3.075 2.525 0.602 4-#a *43-• • ' • Right 1.33 19.74 2.931 0.794 3.075 2.525 0.314 4-#5•'`'3 • • •••• • • • • NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 2 3 Bottom Reinforcement 3-#5 1.33 3-#5 5.75 1-#5 2.06 4-#5 4.33 Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 1.33 9.49 7.269 0.794 3.075 3.788 0.150 3-#5 *3 2 1.33 4.23 0.334 0.794 3.075 3.788 0.067 3-#5 *3 3 1.33 0.00 2.332 0.000 3.075 0.000 0.000 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 3-#5 0.00 10.08 2 3-#5 0.00 5.75 3 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1.slb Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.00 0.93 0.00 56.51 0.333 0.00 0.93 0.00 56.51 3.628 0.00 0.93 0.00 56.51 5.040 0.00 0.93 0.00 56.51 6.452 0.00 0.93 0.00 56.51 8.747 0.00 0.93 0.00 56.51 9.747 0.93 0.93 -56.51 56.51 10.080 0.93 0.93 -56.51 56.51 2 0.000 0.93 0.93 -56.51 56.51 0.333 0.93 0.93 -56.51 56.51 2.113 0.93 0.93 -56.51 56.51 2.875 0.93 0.93 -56.51 56.51 3.638 0.93 0.93 -56.51 56.51 3.690 0.93 0.93 -56.51 56.51 5.417 1.24 0.93 -74.08 56.51 5.750 1.24 0.93 -74.08 56.51 3 0.000 1.24 0.00 -74.08 0.00 0.333 1.24 0.00 -74.08 0.00 1.732 1.24 0.00 -74.08 0.00 2.165 1.24 0.00 -74.08 0.00 2.931 1.24 0.00 -74.08 0.00 4.330 1.24 0.00 -74.08 0.00 04-10-2015, 09:50:11 AM (02 Page 4 0000 Longitudinal Beam Shear Reinforcement Required • • •••••• Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) •••• • • • Span d PhiVc Start End Vu Xu Av/s • • • • 1 14.19 18.65 1.516 3.278 2.07 1.516 0.0000 3.278 5.040 1.43 3.278 0.0000 5.040 6.802 0.80 5.040 0.0000 6.802 8.564 0.92 8.564 0.0000 2 14.19 18.65 1.516 4.234 12.92 4.234 0.0133 3 14.19 18.65 1.516 4.330 14.87 1.516 0.0133 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None 2 #3 9 @ 6.9 3 #3 7 @ 7.0 Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu 0000 •• 0000 0000 • • • • 0000 • • 0000 • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • •• • Xu 1 14.19 18.65 0.000 10.080 9.32 2.61 0.000 2 14.19 18.65 0.000 0.583 39.08 11.60 0.583 0.583 5.167 0.0320 6.9 39.08 12.92 4.234 5.167 5.750 39.08 13.46 5.750 3 14.19 18.65 0.000 0.583 38.73 15.42 0.000 0.583 4.080 0.0315 7.0 38.73 14.87 1.516 4.080 4.330 38.73 13.95 4.080 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu 1 --- Not checked --- 2 --- Not checked --- 3 --- Not checked --- flections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k -ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-1.slb 04-10-2015, 09:50:11 AM (03 Page 5 1 7776 7776 Middle 7776 1154 29.58 5.42 7776 7.24 7776 Right 7776 61 29.58 2.94 7776 5.77 7776 2 7574 7056 Left 7776 61 29.58 2.94 7776 5.77 7776 Middle 7776 1154 29.58 2.94 7776 5.77 7776 Right 7776 1461 29.58 -32.04 6429 -47.63 2973 3 6429 2973 Left 7776 1461 29.58 -32.04 6429 -47.63 2973 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.004 0.001 0.005 2 -0.004 -0.002 -0.006 3 0.032 0.039 0.070 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 0.004 2.000 0.009 0.010 0.010 0.014 2 -0.005 2.000 -0.009 -0.011 -0.011 -0.015 3 0.042 2.000 0.083 0.112 0.122 0.154 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 42.4 lb <=> 2.10 lb/ft <=> 1.577 lb/ft^2 Bottom Bars: 49.5 lb <=> 2.46 lb/ft <=> 1.843 lb/ft^2 Stirrups: 25.1 lb <=> 1.24 lb/ft <_> 0.933 lb/ft^2 Total Steel: 117.0 lb <=> 5.80 lb/ft <=> 4.352 lb/ft^2 Concrete: 40.3 ft^3 <=> 2.00 ft^3/ft <=> 1.500 ft°3/ft^2 •••• • • • • •••• • • • •• • • ••• • • • •• • • • • • • • • •••• •••• • • • • • • •••• •••• •••• • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • STRUCTURAL DESIGN TC ENGINEERING, INC. CA UC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE.(305) 261-0321 tcstructuralengineertng@o gmall.com PROJECT: SUBJECT: ALLo A2 D t k)c I 4— PAGE NO.: DATE: DESIGNED BY: c _ q50 Ltz 34Q;. • • .. • .. .. . • .... . • .... .... ....• ...... • .... • • • . .. .... .... • • . • • • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-2.slb 04-10-2015, 09:49:34 AM Page 1I 3 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the •aB.eam program. • • • • •••• [1] INPUT ECHO General Information • • • • •• • • ••• • _. • • • -� i'iii'•==-=ii_-�---_iii• • • • • • File name: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-2.slb Project: ALLUARD RESIDENCE Frame: GB -2 Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. 9frFfF• • 0000 0000 • • • • • • •••• •••• 0000 • • • • • •• •• •• • • • • • • • • • • • • • • • • •, • • • • • 0• • • ••• • • • • • • • Material Properties S1abslBeams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (ib/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-2.slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc Li t wL wR Hmin 1 Int 3.000 0.00 0.667 0.667 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp Beams b h Span Hmin 1 0.00 0.00 0.00 16.00 18.00 2.25 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, cib, c2b (in); Ha, Hb (ft) Supp cia c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 8.00 8.00 10.000 0 2 0.00 0.00 0.000 8.00 8.00 10.000 0 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 2 Load Data 0 0 Load Cases and Combinations 0 Pinned Pinned 0 Pinned Pinned Case SELF Dead Live Type DEAD DEAD LIVE 01 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa SELF Point Forces La Wb Lb 1 300.00 0.000 300.00 3.000 Units: Wa (kip), La (ft) Case/Patt Span Wa La Dead 1 15.00 1.500 Live 1 6.80 1.500 Live/Odd 1 6.80 1.500 Live/S1 1 6.80 1.500 Live/S2 1 6.80 1.500 Reinforcement Criteria Slabs and Ribs Top bars Bottom bars Min Max Min Max Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ Bottom bars Stirrups Min Max Min Max Min Max Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % 04-10-2015, 09:49:34 AMII Page 2t ° 2 0000 • • • •••• • • • • •• • • ••• • • • • • •0 • • • • • •••• •••• • • • • • • •••• •••• •••• • • • • • •• •• •• • • • • • • • • • • • • • • • •• • • ••• • • • •• • • • •• spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-2.slb Unknown User -- Cover 3.50 3.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 3.00 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. 04-10-2015, 09:49:34 AM Page 310 -- [2] DESIGN RESULTS Top Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 Left 1.33 0.00 0.333 0.000 3.075 0.000 0.000 Middle 1.33 0.00 1.500 0.000 3.075 0.000 0.000 Right 1.33 0.00 2.667 0.000 3.075 0.000 0.000 Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length •••• • • 1 • • •••• • • • • •• • • ••• • Bottom Reinforcement •••• • • • • • • Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 1.33 22.06 1.500 0.794 3.075 3.788 0.352 3-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 3-#5 0.00 3.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.00 0.93 0.00 56.51 0.333 0.00 0.93 0.00 56.51 1.150 0.00 0.93 0.00 56.51 1.500 0.00 0.93 0.00 56.51 1.850 0.00 0.93 0.00 56.51 2.667 0.00 0.93 0.00 56.51 3.000 0.00 0.93 0.00 56.51 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s 1 14.19 18.65 0.333 2.667 14.86 2.667 0.0133 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #3 5 @ 5.5 Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu •••• •••• • • • • • • •••• •••• • • •• •• •••• • • • •• • • • • • • • • • • • • • • •• • Xu 1 14.19 18.65 0.000 0.583 44.19 14.98 0.000 0.583 2.417 0.0400 5.5 44.19 14.77 2.417 2.417 3.000 44.19 14.98 3.000 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) • • • • • • • • • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-2.slb Span b d Vratio PhiVc Vu Xu 1 --- Not checked --- )eflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k -ft) Ie,avg Span Dead Dead+Live Zone Ig Icr 04-10-2015, 09:49:34 AM Load Level Page 4Pb Dead Dead+Live Mcr Mmax Ie Mmax Ie 1 7776 7776 Middle 7776 1154 29.58 11.59 7776 16.69 7776 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.001 0.000 0.001 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotai •••• 1 0.001 2.000 0.001 0.001 0.002 0.002 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Bottom Bars: 9.4 lb <=> 3.13 lb/ft <=> 2.347 lb/ft^2 Stirrups: 7.8 lb <=> 2,61 lb/ft <=> 1.958 lb/ft'2 Total Steel: 17.2 lb <=> 5.74 lb/ft <_> 4.305 lb/ft^2 Concrete: 6.0 ft^3 <=> 2.00 ft^3/ft <=> 1.500 ft^3/ft^2 • • • • •••• • • • •• •• •• • • • • • • • •• • • • • • •••• •••• • • • • • • •••• •••• •••• • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • STRUCTURAL DESIGN TC ENGINEERING, INC. CA Uc. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7805 SW 24 ST SUITE 106 MIAMI, FL. 33155 PHONE.(305) 261-0321 tcstructuralengteedn9@gman.com PROJECT: SUBJECT: A Li -O AQD e 109 PAGE NO.: DATE: DESIGNED BY: LL a --_ 1•4;,5 •• .. • • • . • .. • • • • • • • • • .•• •. • • • • • • • ••••• - spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-3.slb 04-10-2015, 09:49:09 AM Page 1� 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. [1] INPUT ECHO General Information File name: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-3.slb Project: ALLUARD RESIDENCE Frame: GB -3 Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 3 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties Slabs)Beams Columns we = 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 •••• •• • • •••• • • • • •• • • ••• • • • • • •• • • •••• •••• • • • • •••• •••• •••• • • • • • •• •• •• • • • • • • • • •• • • • • • • • • • • • • • (if awsilaule) • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never.. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-3.slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 7.920 0.00 0.667 0.667 0.00 2 Int 7.920 0.00 0.667 0.667 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp Beams b h Span Hmin 1 0.00 0.00 0.00 16.00 18.00 5.14 2 0.00 0.00 0.00 16.00 18.00 5.14 Support Data Columns Units: cia, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0,00 0.00 0.000 8.00 8.00 10.000 0 2 0.00 0.00 0.000 8.00 8.00 10.000 0 3 0.00 0.00 0.000 8.00 8.00 10.000 0 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned 3 0 0 Pinned Pinned oad Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE Ul 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 300.00 2 300.00 Point Forces Units: Wa (kip), La (ft) Case/Patt Span Wa 0.000 0.000 La Dead 2 2.77 7.920 Live 2 1.77 7.920 Live/Even 2 1.77 7.920 Live/S2 2 1.77 7.920 Live/S3 2 1.77 7.920 Reinforcement Criteria Slabs and Ribs 300.00 7.920 300.00 7.920 Top bars Bottom bars Min Max Min Max Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars _Bottom bars_ Stirrups Min Max Min Max Min Max 04-10-2015, 09:49:09 AM •••• •• • • •••• Page 2! 1 • • • • •• • • ••• • • • • • •• • • •••• •••• • • • • •••• •••• •••• • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-28309. User: P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-3.slb Unknown User Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 3.50 3.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 3.00 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. [2] DESIGN RESULTS 04-10-2015, 09:49:09 AM 112 Page 3 Top Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 Left 1.33 0.00 0.333 0.000 3.075 0.000 0.000 Middle 1.33 0.00 3.960 0.000 3.075 0.000 0.000 --- Right 1.33 2.25 7.587 0.794 3.075 3.788 0.035 3-#5 *3 2 Left 1.33 2.25 0.333 0.794 3.075 3.788 0.035 3-#5 *3 Middle 1.33 0.00 3.960 0.000 3.075 0.000 0.000 --- Right 1.33 0.00 7.587 0.000 3.075 0.000 0.000 NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 3-#5 3.21 2 3-#5 3.21 ttom Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 1.33 1.59 2.993 0.794 3.075 3.788 0.025 3-#5 2 1.33 1.59 4.927 0.794 3.075 3.788 0.025 3-#5 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 3-#5 0.00 7.92 2 3-#5 0.00 7.92 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k -ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.00 0.93 0.00 56.51 0.333 0.00 0.93 0.00 56.51 2.872 0.00 0.93 0.00 56.51 3.960 0.00 0.93 0.00 56.51 4.712 0.00 0.93 0.00 56.51 5.048 0.31 0.93 -19.63 56.51 5.712 0.93 0.93 -56.51 56.51 7.587 0.93 0.93 -56.51 56.51 7.920 0.93 0.93 -56.51 56.51 2 0.000 0.93 0.93 -56.51 56.51 0.333 0.93 0.93 -56.51 56.51 2.208 0.93 0.93 -56.51 56.51 2.872 0.31 0.93 -19.63 56.51 3.208 0.00 0.93 0.00 56.51 3.960 0.00 0.93 0.00 56.51 5.048 0.00 0.93 0.00 56.51 7.587 0.00 0.93 0.00 56.51 7.920 0.00 0.93 0.00 56.51 •••• • • • • •••• • • • • •• 6 • ••• • • • • • •• • • • • •••• •••• • • • • • • •••• •••• • • •••• • • • • • *3 •• •• •• • • • 6 *3 • • • • • • • • • • • • • • • • •• • • ••• • • • • • •• • spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4-283D9. User: -- Unknown User -- P:\2015\ANNE JACKAWAY\ALLUARD RESIDENCE\CALCULATION\GB-3.slb Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s 1 14.19 18.65 1.516 3.145 0.52 1.516 0.0000 3.145 4.775 0.65 4.775 0.0000 4.775 6.404 1.24 6.404 0.0000 2 14.19 16.65 1.516 3.145 1.24 1.516 0.0000 3.145 4.775 0.65 3.145 0.0000 4.775 6.404 0.52 6.404 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None --- 2 #5 --- None --- Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 14.19 18.65 n.000 7.920 2 14.19 13.65 0.000 7.920 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc 9.32 1.78 7.920 9.32 1.78 0.000 Vu Xu 1 --- Not checked --- 2 --- Not checked --- -eflections Section properties 04-10-2015, 09:49:09 AM Page 4 •• • • • • • • •••• • • • • •• • • ••• • • • • • •• • • • • • 4.••••,„ •••••• • • Units: Iq. Icr, Ie (in^4), Mcr, Mmax (k -ft) Load Level ••••. • • Ie,avg Dead • •tf:ttLive •-w••• Span Dead Dead+Live Zone Ig Icr Mcr Mmax •• •IE Mm••: • •01.•• • 1 7776 7776 Middle 7776 1154 29.58 1.32 •? 70760 1.32• 7776• Right 7776 1154 29.58 -2.35 • 7776• - •3j•�• ''g6••• 2 7776 7776 Left 7776 1154 29.58 -2.35 • 77.74• -2!35 ii;c •: Middle 7776 1154 2.9.58 1.32 •7.7760 1.•320•6 i776 • • • • Maximum Instantaneous Deflections •• • Units: D (in) Span Ddead Dlive Dtotal 1 0.000 0.000 0.000 2 0.000 0.000 0.000 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 0.000 2.000 0.001 0.001 0.001 0.001 2 0.000 2.000 0.001 0.001 0.001 0.001 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 20.1 lb <=> 1.27 lb/ft <=> 0.951 lb/ft^2 Bottom Bars: 49.6 ib <=> 3.13 lb/ft <_> 2.347 lb/ft^2 Stirrups: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Total Steel: 69.6 lb <=> 4.40 lb/ft <=> 3.297 lb/ft^2 Concrete: 31.7 ft^3 <=> 2.00 ft^3/ft <=> 1.500 ft^3/ft^2