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EL-16-1765
tyr., del ylv� M.c�, BUILDING PERMIT APPLICATION 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 ❑BUILDING [�fl ELECTRIC ❑ ROOFING 7JU2010 BY: _Ja�__ r�-� FBC 2014 Master Permit No. 1 Cc 1( n 0 Sub Permit No. fff:LI (Lo "- l -7(Jos ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [_]PUBLICWORKS ❑ CHANGE OF [-]CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: I O ", N w \ b2 S� . City: Miami Shores County: Miami Dade Zip:�� Folio/Parcel#: k 1 O 1 — OZZ - 6\ 30 Is the Building Historically Designated: Yes NO K Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder):^'O Phone#: Address: Lo !� k) V—+ (.---32. g. City: k t o, • S W 0-& - State: _Fi✓ Zip: 3 C S� Tenant/Lessee Name: Phone#: �l Email: Sib C9w— T C�� ,� �n ^ CONTRACTOR: Company Name: C)lUC' ecet_ `L Phone#: 90%- 2l w '0�51 Address: I dFq OS S -w, (oS C. City:C' State: t_- C-- Zip: 3-3! 5 Qualifier Name: VJJU,I J ovl LSD L �. Phone#: State Certification or Registration #: E 130 ( <( 20�) Certificate of Competency #: 2 L. boo u 22 DESIGNER: Architect/Engineer: Value of Work for this Permit: 1cow Phone#: Square/Linear Footage of Work: State: Zip: Type of Work: ❑ Addition" Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: (� ul (7V^� q A7V"•t"ej Specify color o�f7�color �\thru tile: Submittal Fee $ .." W Permit Fee $ /y UidO CCF $ � 6G CO/CC $ Scanning Fee $ p��V + - C7�) Radon Fee $ . oZs DBPR $ Notary $ " Technology Fee $ 0 ` Training/Education Fee $ 0- a 0 Double Fee $ q9 Structural Reviews $ Bond $ J0 TOTAL FEE NOW DUE $ 1 20 - (0 (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CO TRACTOR The foregoing instrument was acknowledged before me this (3 day of �U N£ 20 by --=,P��FP.Et-�O , who is personally known to me or who has produced PL"T-1 ,X2 CA_CX:>-4� as identification and who did take an oath. NOTARY PUBLIC: Sign Print: The foregoing instrument was acknowledged before me this /3 day of %/A%E • 20 / P by 6S;N*i11 6tDt1d94.�� rNd , who is personally known to me or who has produced ��- DlU✓—�� as identification and who did take an oath. NOTARY PUBLIC: _ 6'o,-jz4 ezz- Seal:¢^ Seal: I ��p� °GA Jesus Gonzalez M4PS!Dindia ,i3O PyeNotary Public State of Florida o �Notary Public AlvarezSlateoiFlorida Commission FF 156750 My Commission Expires05/20/2017 ires0910312018 Commission No. FF 11881 APPROVED BY 2 Al XaA,"44ans Examiner ******************* Zoning Structural Review (Revised02/24/2014) Clerk 01 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972�'�j — Inspection Number: INSP-269025 Scheduled Inspection Date: October 18, 2016 Inspector: Devaney, Michael Owner: PATINO, ALFREDO R Job Address:104 NW 102 Street Miami Shores, FL 33138- Project: <NONE> Permit Number: EL-6-16-1765 Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Service Change Phone Number Parcel Number 1131010220130 Contractor: GLOBAL ELECTRIC SERVICES LLC Phone: (305)218-0752 5ullclingyepartment comments UNDERGROUND FPL Inspector Co Passed Failed Correction ❑ Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. INSPECTOR COMMENTS False October 17, 2016 For Inspections please call: (305)762-4949 Page 30 of 40 Miami Shores Village 10050 N.E. 2nd Avenue NW Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address Permit No. EL-6-16-1765 Permit Type: Electrical - Residential Pen Work Classification: Service Change Permit Status. APPROVED Parcel Number Issue Date: 6/28/2016 1 Expiration: 12/25/2016 Applicant 104 NW 102 Street 1131010220130 ALFREDO R PATINO Miami Shores, FL 33138- Block: Lot: Owner Information Address Phone uen ALFREDO R PATINO 104 NW 102 Street MIAMI SHORES FL 33138- 104 NW 102 Street MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone GLOBAL ELECTRIC SERVICES LLC (305)218-0752 of Work: UNDERGROUND FPL onal Info: ification: Residential 1inq: 3 Fees Due Amount CCF $0.60 DBPR Fee $2.25 DCA Fee $2.25 Education Surcharge $0.20 Notary Fee $5.00 Permit Fee - Additions/Alterations $150.00 Scanning Fee $9.00 Technology Fee $0.80 Total: $170.10 Valuation: $ 100.00 Total Sq Feet: 0 Pay Date Pay Type Amt Paid Amt Due Invoice # EL-6-16-60330 06/24/2016 Credit Card $ 50.00 $ 120.10 06/28/2016 Credit Card $ 120.10 $ 0.00 Available Inspections: Inspection Type: Review Electrical In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I cM that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Ntheknore, I authorize the above -named contractor to do the work stated. June 28, 2016 Authorized SignOwner / Applicant / Contractor / Agent Building Department Copy June 28, 2016 1 f 1�'uYb9tleQ�WJO4p4M94 lro W-3 Ofi60-AS (SOE3 4 BBB09B9190E1 :131 Ea ]$'01'NOILVA3V HLL10. tl01V 301'19.SN 035n13. H3N]1. 13ld'0.NVIW 3NtlO 135JJf15 LfEO U. 0NO N Ol O3aa]J3tl 3'A SNOW 3l] NMOHS . 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N T 1 zo/INIM �. jpo NOUVl.I 1J-id UNV S3 If 1U kLN( IU) 1 IA3W31re eo a003 -lVH3a33 llV HlIM 33NVI�dVl k 0 l-, 1 t id J. l 31VG AS GAAOHGuV LA 0GP-11!A SO.IouS !Wu1 'J Andrew Morgan Services 513 US 1, #109, North Palm Beach FL 33408 COA 26093 Project Information Project Title : Patino Residence addition Description : New room I.D. : 1600A Address : 104 NW 102nd Street, Miami Shores, 33150 Project Leader : AJM Phone Fax Project Notes Architect: Rodney Crockett PW6 of awr5VT3 ��YYI f'12A'JbN/!y/ l�v%1'w t�bGCR $)tKJ05aV 60IVAIE ? S GAsi'6a-eF- E ClM�L GaAp�n�� po w� 2 s P"P/nV WA-w wWnUa 401ty Rf2ePA� o 6 q y A7V D 6 MM2-Phl o pE 7 F 71 71 Project Title: Patino Residence addition Engineer: AJM Project ID: 1600A Project Descr: New room Printed: 2 JUN 2016, 2:15PM File = c:1DWGMIS-11RODNEY-111600PA-1lpalino.ec6 ENERCALC. INC. 1983-2016, Build:6.16.5.11, Ver:6.16.5.11 • • .... •••... ••.•.• .. . ..••.• e ail .... .... • •.... ..•.•• . . ..... .• .. •• •. ...•.• . . . • .....• • . •..... Andrew Morgan Services 513 US 1, #109, North Palm Beach FL 33408 COA 26093 Project Title: Patino Residence addition Engineer: AJM Project ID: 1600A Project Descr: New room Prinbed: 2 JUN 2018, 2:15PM L Wood Beam File =c:1DWGMIS-11RODNEY-111600PA-t\paino.ec6 ENERCALC, INC 1983.2016, Bu2d:6.16.5.11, Ver-6.16.5.11 Description : 2x10 rafter CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Mateii*4 perties. _. • • • Analysis Nethod : AllovvabI69tress Design • g Fb -Tension 800 psi E: Modulus of Elasticity • oad C nbfi qp�i ASCE.7.10. • .... • a • Fb - Compr 800 psi Ebend- xx 1400 ksi . ...... Fc - Prll 1300 psi Eminbend - xx 510 ksi • • • • • Wood Species o Mixed Sowtiaern Pine Fc - Perp 565 psi P ood GrAe • •; No.2:02';iQ'• Thick : 10" Wide Fv 175 psi • Ft • • •: • Beam BrpciV •; BearrCiVMTlJ Braced against lateral -torsional buckling 475 psi Density 31.82pcf 0000 . . . . ....•. . . . • • • • D 0.02 Lr 0.03 W 0.05 • • D 0.02 Lr 0.03 W(0.064) 2x10 Span = 16.50 ft _Applied Loads__ Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.020, Lr = 0.030, W = 0.050, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: D = 0.020, Lr = 0.030, W = 0.0640 , Tributary Width =1.0 ft DESIGN SUMMARY 2x10 Span = 1.830 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.988 1 Maximum Shear Stress Ratio Section used for this span 2x10 Section used for this span fb : Actual = 988.31 psi fv : Actual FB : Allowable = 1,000.00psi Fv : Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 8.112ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.585 in Ratio = 338>=120. Max Upward Transient Deflection -0.199 in Ratio = 220>=120. Max Downward Total Deflection 0.800 in Ratio = 247>=150. Max Upward Total Deflection -0.274 in Ratio = 160>=150. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr +D+H - Length = 16.50 ft 1 0.597 0.121 0.90 1.000 1.00 1.00 Length =1.830 ft 2 0.030 0.121 0.90 1.000 1.00 1.00 +D+L+H 1.000 1.00 1.00 Length = 16.50 ft 1 0.537 0.108 1.00 1.000 1.00 1.00 Length =1.830 ft 2 0.027 0.108 1.00 1.000 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 Moment Values Cm C t CL M fb 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 0.77 429.58 0.04 21.67 0.77 429.58 0.04 21.67 = 0.200 : 1 2x10 = 56.10 psi = 280.00 psi +D+0.750Lr+0.750L+0.450W+H 15.763 ft = Span # 1 Shear Values Fb V fv F'v 0.00 0.00 0.00 0.00 720.00 0.18 18.99 157.50 720.00 0.02 18.99 157.50 0.00 0.00 0.00 0.00 800.00 0.18 18.99 175.00 800.00 0.02 18.99 175.00 0.00 0.00 0.00 0.00 Andrew Morgan Services 513 US 1, #109, North Palm Beach FL 33408 COA 26093 Wood Beam Project Title: Engineer: Project Descr: Patino Residence addition AJM Project ID: 1600A New room Printed: 2 JUN 2016, 2:15PM File = c:OWGMIS-11RODNEY-1\1600PA-I\Wirio.ec6 ENERCALC, INC. 1983-2016, Build:6.16.5.1 1, Ver:6.16.5.1 J A IR W,-'JM '1111EII.- D I I 1;1*z, M1711190"AINi tyfrin%t RVIE"i 1 r W -JCT_-1 0 &*4 XA I Description 2x 10 rafter Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cr, C t CL Fb V fv Fv Length = 16.50 ft 1 0.988 0.200 1.25 1.000 1.00 1.00 1.06 1-00 1.00 .76 988.31 1000.00 0.40* *43@68 218.75 Length = 1.830 ft 2 0.050 0.200 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.09 49.85 J000.0Q 0.0% . W� 218.7.5. . . . +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 - . A% : 0.00...0.00 0.00 0 Length = 16.50 ft 1 0.467 0.094 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.77 429.58 920.00 0.118 68.96 201.25 * e Length = 1.830 ft 2 0.024 0.094 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.04 21.67 IA16 * 0,020 * 18A 20f2te 0 •0 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0 0 1b,011 0 0.00 00.00 TV . : Length = 16.50 ft 1 0.849 0.171 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.51 848.63 .10UD-00 0.36 37*51 21875 0 Length = 1.830 ft 2 0.043 0.171 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.08 42.80 1400o00 0. A* * IMI 2 1167,6 . . . +D+0.750L+0.750S+H 1,000 1.00 1.00 1.00 1.00 1.00 .. GVQ 0.00, 0.0.0 w: .. 0 Length = 16.50 ft 1 0.467 0,094 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.77 429.58 . �20JOQ 0.f8..1119 201.25 Length = 1.830 ft 2 0.024 0.094 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.04 21.67 920.00 0.02 18.99 20f.15* • +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 : * *0 0.00 60.00 0.00 Length = 16.50 ft 1 0.769 0.156 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.75 984.43 01280.00* 0.0. J17.7 286." Length = 1.830 It 2 0.045 0.156 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 57.74 :1280,00. 0.07 43.77 20.00 • +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 000.009 0.009 0 09koo 4 lif 0 0 Length = 16.50 ft 1 0.098 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 125.28 1280.00 0.6% , *5.03 280.00 Length = 1.830 ft 2 0.011 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 14.40 1280.00 0.02 5.80 280.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.336 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.77 429.58 1280.00 0.18 18.99 280.00 Length = 1.830 ft 2 0.017 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 21.67 1280.00 0.02 18.99 280.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 It 1 0.988 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.25 1,264.76 1280.00 0.52 56.10 280.00 Length = 1.830 It 2 0.055 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 69.86 1280.00 0.08 56.10 280.00 +l)4.750Lr+0.750L-0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.338 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.77 432.52 1280.00 0.17 18.92 280.00 Length = 1.830 ft 2 0.012 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 15.75 1280.00 0.02 18.92 280.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 It 1 0.661 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.51 845.72 1280.00 0.35 37.58 280.00 Length = 1.830 ft 2 0.038 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 48.72 1280.00 0.06 37.58 280.00 +D+0.750L+0.750S-0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.011 0.002 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 13.67 1280.00 0.01 0.66 280.00 Length = 1.830 ft 2 0.004 0.002 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 5.39 1280.00 0.01 0.66 280.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.336 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.77 429.58 1280.00 0.18 18.99 280.00 Length = 1.830 ft 2 0.017 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 21.67 1280.00 0.02 18.99 280.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.635 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 812.60 1280.00 0.33 36.18 280.00 Length = 1.830 ft 2 0.038 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 49.07 1280.00 0.06 36.18 280.00 +0.60D-0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.232 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 297.09 1280.00 0.12 13.39 280.00 Length = 1.830 ft 2 0.018 0.048 1.60 1,000 1.00 1.00 1.00 1.00 1.00 0.04 23.07 1280.00 0.03 13.39 280.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.201 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.46 257.75 1280.00 0.11 11.39 280.00 Length = 1.830 ft 2 0.010 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 13.00 1280.00 0.01 11.39 280.00 Overall Maximum Deflections Load Combination Span Max. *-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750Lr+0.750L+0.450W+H 1 0.8003 8.296 0.0000 0.000 2 0.0000 8.296 +D+0.750Lr+0.750L+0.450W+H -0.2739 1.830 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination_ -Support 1 Support 2 Support 3 Overall MAXimurn 0.554 0.705 Overall M[Nimum 0.113 0.141 +D+H 0.188 0.235 +D+L+H 0.188 0.235 +D+Lr+H 0.432 0.540 +D+S+H 0.188 0.235 +D40.750Lr+0.750L+H 0.371 0.464 +D+0.750L+0.750S+H 0.188 0.235 3 Andrew Morgan Services 513 US 1, #109, North Palm Beach FL 33408 COA 26093 Wood Beam Description : 2x10 rafter Vertical Reactions Load Combination +D+0.60W+H --- +D+0.70E+H• • • .. • . • tD+0.75dt".jwr+o.450W+N • • +D+0.750L"7�QS+0.450W6H'. •' •' +D4750l+0!7�0940.5250F•+fii.. • • tO.60D+e60W+060H • • 10.60D+0.70E+0.60H """ • 0Only •�•••� •••••. • • • • 6r Only • 0000 .60nly • • •••••• Only• . . • • •' Only EOnl' :���•� Y ••09OiOnly •i..•: • • Project Title: Patino Residence addition Engineer: AJM Project ID: 1600A Project Descr: New room Support notation : Far left is #1 Support 1 Support 2 Support 3 0.432 0.557 — 0.188 0.235 0.554 0.705 0.371 0.476 0.188 0.235 0.356 0.463 0.113 0.141 0.188 0.235 0.244 0.305 0.406 0.536 Printed: 2 JUN 2016, 2:15PM =C:IDWGMIS-11RODNEY-111600PA-11paUno.ec66 ' 4LC, INC. 1983-2016, Build:6.16.5.11, Ver:616.5.11 Values in KIPS Andrew Morgan Services Project Title: Patino Residence addition 513 US 1, #109, Engineer: AJM Project ID: 1600A North Palm Beach FL 33408 Protect Descr: New room COA 26093 Printed: 2 JUN 2016, 2:15PM Mason Slender Wall File =c:tDwGMls-1\RODNEY-1\1600PA-lkWirio.ec6 ENERCALC, INC. 1983.2016, Bulld:6.16.5.11, Ver.6.16.5.11 Description : Masonry wall Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 • • • • General Information Calculations per ACI 530-11,:BC Zed, CBC 2013,'ASCE 7-10 • • • • • Construction Type: Grouted Hollow Concrete Masonry • • ' .":'. '. Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Diff across thick 4* 0 = " ' deg F • • • • • Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plaMe 5Mtio = ' 0 • • • • Fr - Rupture = 61.0 psi Rebar "d" distance 3.8125 in Minimum Vertical StV "o _ ; • p•Q0;0 • • Em = f m * = 900.0 Lower Level Rebar ... • . • . ..... Max % of P bal. = 0.1034 Bar Size # 5 . • •... . ..:..' Grout Density = 140 pcf Bar Spacing 48.0 in ..'..' • • • • • • • • Block Weight Normal Weight • • • • Wall Weight = 55.0 psf •0 0 • • • ••:. Wall is grouted at rebar cells only • • • • • • • • One -Story Wall Dimensions _ __ •..' A Clear Height = 8.670 ft 1 B Parapet height = ft B Wall Support Condition Top &Bottom Pinned I , Roof Attachment Vertical Loads Vertical Uniform Loads ... ( Applied per foot of Strip Width) Ledger Load Eccentricity 2.0 in Concentric Load Lateral Loads Wind Loads: Full area WIND load 51.0 psf A DL : Dead Lr : Roof Live 0.240 0.310 Seismic Loads: Wall Weight Seismic Load Input Method Seismic Wall Lateral Load Fp 1.0 = L- Lf : Floor Live S : Snow W : Wind 0.540 k/ft k/ft Direct entry of Lateral Wall Weight 25.0 psf 25.0 psf 5 Andrew Morgan Services 513 US 1, #109, North Palm Beach FL 33408 COA 26093 Masonry Slender Wall Description : Masonry wall DESIGN SUMMARY Governing Load Combination ... PASS Moment Capacity Check • • +b!9OD+W+0.90H * • * O * PASS �ejv� c•� Deflecti4l Gk .' • . • ..... WOnly .••••. • SASS Axial Load Chec4 �; • • :.... • +1.2 OD+0.50k;�0.5OL+W+1.6OH • • •PASS W"9 g LimiNhM • •.... . . •..... Project Title: Patino Residence addition Engineer: AJM Project ID: 1600A Project Descr: New room Nnbd: 2 JUN 2016, 2:15PM - File = c:1DWGMIS-11RODNEY- Ill 600PA-1 p1dno.ec6 'n ENERCALC, INC. 1983.2016, Buad:6.16.5.11, Ver:6.16.5.11 f Results reported for "Strip Width" of 12.0 in Actual Values . _ Allowable Values ... Maximum Bending Stress Ratio = _ 0.3588 Max Mu 0.5475 k-ft Phi * Mn 1.526 k-ft Actual Defl. Ratio U 2,014 Allowable Defl. Ratio 150 Max. Deflection 0.05166 in Max Pu I Ag 23.586 psi Max. Allow. Defl. 0.6936 in Location 4.769 ft 0.2 * fm 300.0 psi Controlling Aslbd 0.001694 Aslbd 0.1034 rho bal 0.1035 • • ...... .. .. .. .. ...... • . . . ' design Maximum Combinations • Moments Axial Load Load Combination Pu 0.2*fm*b*t I Mcr _ k _ k _ k-ft +1.40D+1.60H at 8.38 to 8.67 0.358 16.560 0.44 +1.20D+0.50Lr+1.60L+1.60H at 8.38 to 8,67 0.462 16.560 0.44 +1.20D+1.60L+0.50S+1.60H at 8.38 to 8.67 0.307 16.560 0.44 +1.20D+1.60Lr+0.50L+1.60H at 8.38 to 8.67 0.803 16.560 0.44 +1.20D+1.60Lr+0.50W+1.60H at 4.91 to 5.20 1.302 16.560 0.44 +1.20D+0.50L+1.60S+1.60H at 8.38 to 8.67 0.307 16.560 0.44 +1.20D+1.60S+0.50W+1.60H at 4.62 to 4.91 0.825 16.560 0.44 +1.20D+0.50Lr+0.50L+W+1.60H at 4.62 to 4. 1.250 16.560 0.44 +1.20D+0.50L+0.50S+W+1.60H at 4.62 to 4.9 1.095 16.560 0.44 +1.20D+0.50LA.20S+E+1.60H at 4.34 to 4.6 0.574 16.560 0.44 +0.90D+W+0.90H at 4.34 to 4.62 0.971 16.560 0.44 +0.90D+E+0.90H at 4.34 to 4.62 0.431 16.560 0.44 Design Maximum Combinations - Deflections Load Combination Axial Load Pu k +D+H at 4.91 to 5.20 +D+L+H at 4.91 to 5.20 +D+Lr+H at 4.91 to 5.20 +D+S+H at 4.91 to 5.20 +D+0.750Lr+0.750L+H at 4.91 to 5.20 +D+0.750L+0.750S+H at 4.91 to 5.20 +D+0.60W+H at 4.34 to 4.62 +D+0.70E+H at 4.34 to 4.62 +D+0.750Lr+0.750L+0.450W+H at 4.34 to 4.6 +D+0.750L+0.750S+0.450W+H at 4.34 to 4.62 +D+0.750L+0.750S+0.5250E+H at 4.34 to 4.6 +0.60D+0.60W+0.60H at 4.34 to 4.62 +0.60D+0.70E+0.60H at 4.34 to 4.62 D Only at 4.91 to 5.20 Lr Only at 4.91 to 5.20 0.447 0.447 0.757 0.447 0.679 0.447 0.802 0.478 0.954 0.721 0.478 0.611 0.287 0.447 0.310 0.000 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 210.704 k Base Horizontal W Only 231.466 k Vertical Reaction +D+0.750Lr+0.750L+0.450W+H 1.192 k Results reported for "Strip Width" = 12 in. Mu k-ft 0.06 0.07 0.05 0.13 0.34 0.05 0.29 0.57 0.56 0.26 0.55 0.25 Moment Values Mcr Mactual k-ft k-ft 0.44 0.02 0.44 0.02 0.44 0.05 0.44 0.02 0.44 0.05 0.44 0.02 0.44 0.34 0.44 0.18 0.44 0.28 0.44 0.26 0.44 0.14 0.44 0.33 0.44 0.18 0.44 0.02 0.44 0.03 0.00 0.00 Moment Values 0.6 ` Phi Phi Mn As As Ratio rho bal k-ft in^2 0.90 1.37 0.078 0.0017 0.1034 0.90 1.40 0.078 0.0017 0.1033 0.90 1.36 0.078 0.0017 0.1034 0.90 1.49 0.078 0.0017 0.1032 0.90 1.62 0.078 0.0017 0.1030 0.90 1.36 0.078 0.0017 0.1034 0.90 1.49 0.078 0.0017 0.1032 0.90 1.60 0.078 0.0017 0.1030 0.90 1.56 0.078 0.0017 0.1031 0.90 1.43 0.078 0.0017 0.1033 0.90 1.53 0.078 0.0017 0.1031 0.90 1.39 0.078 0.0017 0.1033 Results reported for "Strip Width" = 12 in. Stiffness Deflections I gross I cracked I effective Deflection Defl. Ratio in^4 in14 in14 _ in _ _ _ 331.10 18.38 331.100 0.001 139575.9 331.10 18.38 331.100 0.001 139575.9 331.10 19.29 331.100 0.002 60,860.6 331.10 18.38 331.100 0.001 139575.9 331.10 19.06 331.100 0.001 70,856.2 331.10 18.38 331.100 0.001 139575.9 331.10 19.42 331,100 0.010 9,978.2 331.10 18.47 331.100 0.006 18,233.8 331.10 19.86 331.100 0.009 11,933.6 331.10 19.19 331.100 0.008 13,001.7 331.10 18.47 331.100 0,004 23,312.4 331.10 18.86 331.100 0.010 10.272.2 331.10 17.90 331.100 0.005 19,231.5 331.10 18.38 331.100 0.001 139575.9 331.10 17.97 331.100 0.001 108093.7 0.00 0.00 0.000 0.000 0.0 N Andrew Morgan Services 513 US 1, #109, North Palm Beach FL 33408 COA 26093 Project Title: Patino Residence addition Engineer: AJM Project ID: 1600A Project Descr: New room _ PMbd: 2 JUN 2016, 2:15PM Masonry Slender Wall File=c:\DWGMIS-11RODNEY-1\1600PA-17uirq.ec6 ENERCALC, INC. 1983.2016, Build:6.16.5.11, Ver:6.16.5.11 Description : Masonry wall Design Maximum Combinations • Deflections Axial Load Load Combination Pu k 0.000 W Only at 4.34 to 4.62 0.540 E Only at 4.34 to 4.62 0.000 0.000 Moment Values Mcr Mactual k_ft k-ft 0.00 0.00 0.44 0.53 0.44 0.23 0.00 0.00 Reactions - Vertical & Horizontal Load Combination Base Horizontal +D+H 0.0 k +D+L+H 0.0 k +D+Lr+H 0.0 k +D+S+H 0.0 k +D+0.750Lr+0.750L+H 0.0 k +D+0.750L+0.750S+H 0.0 k +D+0.60W+H 0.1 k +D+0.70E+H 0.1 k +D+0.750Lr+0.750L+0.450W+H 0.1 k +D+0.750L+0.750S+0.450W+H 0.1 k +D+0.750L+0.750S+0.5250E+H 0.1 k +0.60D+0.60W+0.60H 0.1 k +0.60D+0.70E+0.60H 0.1 k D Only 0.0 k Lr Only 0.0 k L Only 0.0 k S Only 0.0 k W Only 0.2 k E Only 0.1 k H Only 0.0 k Results reported for "Strip Width" = 12 in. Stiffness Deflections I gross I cracked I effective Deflection • •liefl. Ratio in 4 n 4 in A 4 • • • in ��••_ •�•••� 0.00 0.00 0.000 • 0.000 *see 0.0 .' 331.10 18.65 24.al5A•;•• 0.052 ••' 4P,013.9 ••••:• 331.10 17.04 331.1OU• • • • 0.007 • 14,664.3 : ; 0.00 0.00 oV•••• • • 0.001... 0.0 • • Results reported'fb? *Strip . Wi15th" = 12 in. • • • • • Top Horizontal • • Vertical q Wail Base so so0.00 k 0,117 k • osegoo 0.00 k i ' i • 0.767 k •e•o;o 0.01 k ; • 1.027 k • • o•• 0.00 k " ' . • !.j% k • 0.01 k ' a.949' k 0.00 k 0.717 k 0.12 k 1.041 k 0.07 k 0.717 k 0.09 k 1.192 k 0.09 k 0.960 k 0.05 k 0.717 k 0.12 k 0.754 k 0.07 k 0.430 k 0.00 k 0.717 k 0.01 k 0.310 k 0.00 k 0.000 k 0.00 k 0.000 k 0.21 k 0.540 k 0.11 k 0.000 k 0.00 k 0.000 k Andrew Morgan Services 513US1.#109, North Palm Beach FL 33408 Project Title: PatinoResidence addition Engineer: AJM Project ID: 1000A Project Descr: New room Wood Ledger Printed: ,um File = c:\DWGMIS-I\RODNEY-1116ODPA-Ikgirio.ec6 Description 2x101edger - --- Code References - Ca|ou��uno�rNDS2O12. 1BC2012. C8C2013.AGCE7'1O Load CUsed �ASCE7'1U Ledger KOM 1.50 in Design Method: ASD(using Service Load Combinations kwdorDePth °° °°�°°°9250in Wood Stress Grade: Mixed Southern Pine, No2:2^ 4^Th °Ledger Wood Cmmioo 08dIuMilhPino FbAUmw 800poi °° ° G�SponifiQVQyiV.0 °°°°°° 0.55 F,A||mw 175 psi °° B� tOiameter ° °°°°°° 30.in Fyb:Bolt Bending Yield 45.000 poi ° ° ��/Gpoui��°° °�Oin °°°°° 24 Conoaa�ainSuo�inQ�omho, � ��pp-- _-- Cm Wet SortiooFactor �°�� 1O Using 8^anchor embedment length inequations. Ct'TomctrDtUrpamor ° ° 10 Using dowel bearing strength fixed at7.5kaiper ND8Table 11E | I: GmupAmionPomo, °°° � 1.0 ---------------- ° �� - oo� � �mr 8 � �� ° °° � 1O -- - -- - - -- - Load Data �� Uniform Load... 10.0 pK Point Load... lbm Spacing in Offset in Horizontal Shear lbs Uniform Load Roof Live Floor Live 158plf plf lbs lbs 40 � Snow �� ��n �� -_-- _ plf 56.0plf plf plf |bm |ba |h» |bo lbm 67.0lbm |ba |bo Andrew Morgan Services 513 US 1, #109, * North Palm Beach FL 33408 COA 26093 - _ Wood Ledger Project Title: Engineer: Project Descr: Patino Residence addition AJM Project ID: 1600A New room _ Printed: 2 JUN 2016, 2:15PM AIe=c:1DWGMIS-1U20DNEY-1\1600PA-1lpatino.ec6 ENERCALC, INC. 1983-2016, Bu0d:6.16.5.11, Ver:6.16.5.11 III qW."MATE 1:11: - >+_ �. �. Description : 2x101edger DESIGN SUMMARY . _ Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination ... Load Combination ... (for specific gravity & bolt diameter) D+0.750Lr+0.750L+015. +D+0.6 • • • • Mom 83 ft-lb Max. Vertical Load 87 0 Ibs Ledger, Parallel to `•: •.. g500.O ksi• •' fb : Actual Stress 8.686 psi Bolt Allow Vertical Load 283.204 Ibs Supporting Memberr p6rP to•Grain `..4,100.0 ksi• • • • :. Fb : Allowable Stress 800.0 psi Supporting Member?Rarsileho Grain •6,150.0 ksi• • Stress Ratio 0.01086 :1 Max. Horizontal Load 80.40 Ibs • • • • ..•• .. • • • Bolt Allow Horizontal Load 442.461 Ibs • • • • • • • • • • Maximum Ledger Shear • • • • • • • • • • • Load Combination.. . Angle of Resultant 47.323 deg • • • • • • • • • • • • • • +D+0.750Lr+0.750L+0.450W+H Diagonal Component 118.609 Ibs • • • • • • • ` Shear 46.450 Ibs Allow Diagonal Bolt Force 339.324 Ibs • • • • • .... fv : Actual Stress 10.043 psi Stress Ratio, Wood @ Bolt 0.3495 :1 • • Fv : Allowable Stress 175.0 psi • • • • • • • • • Stress Ratio 0.05739 :1 " • Allowable Bolt Capacity Note ! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination .. ;+D+0.60W+H Resultant Load Angle: Theta = 47.323 deg Ktheta = 1.250 Fe theta = 339.324 Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain Fern 7,500.0 Fes 4,200.0 Fyb 45,000.0 Fern 7,500.0 Fes 6,150.0 Fyb 45,000.0 Re 1.786 Rt 4.0 Re 1.220 Rt 4.0 k1 2.201 k2 1.375 k3 1.017 k1 1.591 k2 1.120 k3 1.108 Im : Eq 11.3-1 Rd = 5.0 Z = 0.0 Ibs Im : Eq 11.3-1 Rd = 4.0 Z = 0.0 Ibs Is : Eq 11.3-2 Rd = 5.0 Z = 472.50 Ibs Is : Eq 11.3-2 Rd = 4.0 Z = 864.84 Ibs II : Eq 11.3-3 Rd = 4.50 Z = 1,155.66 Ibs II : Eq 11.3-3 Rd = 3.60 Z = 1,528.56 Ibs IIIm : Eq 11.3-4 Rd = 4.0 Z = 1,269.36 Ibs Illm : Eq 11.3-4 Rd = 3.20 Z = 1,716.83 Ibs Ills : Eq 11.3-5 Rd = 4.0 Z = 283.204 Ibs Ills : Eq 11.3-5 Rd = 3.20 Z = 453.833 Ibs IV : Eq 11.3-6 Rd = 4.0 Z = 315.955 Ibs IV : Eq 11.3-6 Rd = 3.20 Z = 442.461 Ibs Zmin :Basic Design Value = 283.204 Ibs Zmin : Basic Design Value = 442.461 Ibs Reference design value - Perpendicular to Grain : Reference design value - Parallel to Grain : Z * CM * CD* Ct * Cg * Cdelta = 283.204 Ibs Z * CM * CD* Ct * Cg * Cdelta = 442.461 Ibs Masonry Connectors The embedded truss anchor series provides an engineered method to properly attach root trusses to concrete and masonry walls. The products are designed with staggered nail patterns for greater uplift resistance. Information regarding the use of two anchors on single- and multi -ply trusses is included. The TSS, a companion product of the META, provides a moisture barrier between the concrete and truss. The preassembled unit is riveted with no height adjustment. The DETAL20 is a high capacity embedded truss anchor for attachment of single -ply trusses to concrete and masonry walls. It combines dual embedded anchors with a structural rnoisture-barrier seat that is partially embedded in the concrete or grout. This seat serves to protect the truss and also provides additional lateral and uplift capacity. The embedded anchors are pre -attached to the moisture barrier through slots that allow for a slight amount of adjustability, providing flexibility during installation to avoid rebar. The moisture -barrier seat includes tabs at each end for optional attachment to the form board in concrete tie -beam applications. MATERIAL: HHETA-14 gauge; HETA-16 gauge; HETAL—strap 16 gauge, truss seat 18 gauge; META-18 gauge; TSS-22 gauge; DETAL-16 gauge (Barrier-18 gauge) FINISH Galvanized Some roducts available in ZMAX® irsorw META with TSS P coating; see Corrosion Information, pages 13-15. Model W INSTALLATION: • Use all specified fasteners. No. See General Notes. TSS2 1'/4 • The META, HETA and HHETA are embedded 4" into a TSS2-2 3'/a 6" ruin. concrete beam or 8" nominal grouted block wall; HETAL is embedded 51/,6"; DETAL is embedded 4'/:". TSS4 3'/a • The DETAL20 is installed centered and flush on top of an 8" masonry bond beam or concrete tie beam. Moisture barrier The moisture barrier seat bears on masonry face shell or concrete tie beam form boards; the two not shown (Typ.) flanges embed into grout or concrete. The two embedded anchors shall be installed vertically into grout or concrete. • The TSS moisture barrier may be preattached to the truss using 6d commons. • For mislocated truss anchors which are greater than '/a but less than 11/z" from the face of the truss, a shim must be provided. Shim design by Truss Engineer. When gap is greater than 1'/z', install new anchors. • In double embedded anchor installations, do not install fasteners where the straps overlap when wrapped over the truss heel. CODES: See page 12 for Code Reference Key Chart. See note 9 for edge distance p These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. 0 i 180 D Single Embedded Anchor Installation t Anchors and Truss Seat Snap -In tP0 u 13y4• mpaament DETAL20 U.S. Patent 7,987,636 MNoel (in.)10dx1'A SIP Uplift Load 160 Load Duration Increase Lateral Loads (160) Code 16d Quantity Load Quantity I oad F1 Fp META12 8 7 1450 6 1450 340 1 725 META14 Oiscontinued—See META12 and META16 META16 12 7 1450 6 1450 340 725 META18 14 7 1450 6 1450 340 725 META201 16 7 1450 6 1450 340 725 META22 18 7 1450 6 1450 340 725 META24 20 7 1450 6 1450 340 725 META40 36 7 1450 6 1450 340 725 HETA12 8 7 1520 7 1780 340 725 HETA16 12 9 1810 8 1810 340 725 HETA201 16 9 1810 8 1810 340 725 F27 HETA24 20 9 1810 8 1810 340 725 HETA40 36 9 1810 8 1810 340 725 HHETA16 12 10 2235 9 2235_ 340' 815 HHETA201 16 10 2235 9 2235 340' 815 HHETA24 20 10 2235 9 2235 340' 815 HHETA40 36 10 2235 9 2235 340' 815 HETAL12 7 104 1085 104 1270 4151 1100 HETAL16 11 141 1810 131 1810 4151 1100 HETAL20 15 144 1810 134 1810 4156 1100 ,—VA, N • • 5�aent:••••: � e4e' • • 'HETAb • • •.:. HET�20 ••.•.• (A'HETA similar) : • . • • rr'rrr_ • • • � Straps may be installed straight or wrapped over to achieve listed loads 1. Loads have been increased for wind or seismic loading. Reduce where other loads govern. 2. Minimum f'c = 2500 psi. Minimum I'm = 1500 psi. 3. For simultaneous loads in more than one direction, the connector must be evaluated as described in Note e, page xx under Instructions to the Designer. 4. Five nails must be installed into the truss seat of the HETAL. 5. Parallel -to -wall load towards face of HETAL is 1975 lbs. 6. It is acceptable to use a reduced number of fasteners provided that there is a reduction in uplift load capacity. See example on page 190. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6-16d or 7-1061'/z fasteners are used with the META anchor. 7. The HHETA allowable F1 load can be increased to 435 lbs. if the strap is wrapped over the truss and a minimum of 12 nails are installed. 8. Minimum spacing for multiple anchor installation is 2 times the embedmsnt depth for full load. See Double Embedded Anchor Installation table on page 181 for loads on closer spaced anchors. 9. Minimum edge distance for HETA/META is 1'h' for concrete and 2" for masonry. 10. NAILS: 16d = 0.162" dia. x 3'/z' long, 1Odx1'/z = 0.148" dia. x I'A" long. See pages 22-23 for other nail sizes and information. Masonry Connectors The MTSM and HTSM offer high strength truss - to -masonry connections. MATERIAL: MTSM-16 gauge; HTSM-14 gauge FINISH: Galvanized. See Corrosion Information, pages 13-15. INSTALLATION: • Use all specified fasteners. See General Notes. • Installs with hex -head Titen" screws. • Attach to either side of grouted concrete block with a minimum one #5 rebar horizontal. CODES: See page 12 for Code Reference Key Chart. Typical MTSM20 Installation iisture barrier not shown ar Min. • • Fasteners' DF/SP SPF/HF Allowable Lateral • • Model Allowable Uplift Loads' Allowable Uplift Loads' Loads (OF/SP/SPF/HF) Codey No. L 10d 10dx1'A 10d 10dxilh F1 F2 Rat. Truss CMU Concrete • (160) (160) (160) (160) (160) (160) MTSM16 16 7-10d 4-'/ax2'/. Titen 4-'/4xi'/. Titen 860 860 750 750 235" 90, •� • • F0 0 MTSM20 20 7-10d 4-''/x2%4Titen 4-'/4x13/ Titen 860 860 750 750 HTSM16 16 1 8 10d 4-'/ax2'/4 Titan 4-'/<x13/4 Titan 1175 1175 1 1020 1020 HTSM20 20 1 10-10d 4-'/ax2'/4Titen 4-'/0YJiten 1175 1175 1 1020 1020 1. Loads have been increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern. • 2. Twist straps do not have to be wrapped over the truss to achieve the allowable load. • 3. Minimum edge distance for Titan screw is 114". • • 4. See page 173 for Titan screw information. 5. Table allowable loads were determined using test ultimate/3 or fastener calculation values. 6. Products shall be installed such that the Titen screws are not exposed to the weather. 7. Minimum f'm = 1500 psi and f'c = 2500 psi. 8. Lateral loads apply when on the wall side Titan screws are installed into the first four hexagonal holes from the bend line and on the truss/rafter the first seven nail holes near the bend line are filled. Any other fasteners required can be installed ill any open hole. 9. NAILS: 10d = 0.148" dia. x 3" long, 10dx1'/z = 0.148" dia. x 1 /P long. See pages 22-23 for other nail sizes and information. 52 The MGT and HGT series are girder tie downs for moderate to high load applications that are typically installed prior to roof sheathing. The MGT y wraps over the heel and is anchored on one side of the truss. The HGT e straddles the heel and anchors on both sides of the truss. The HGT is field v adjustable, making it suitable for trusses with top chord slopes up to 8/12. The HGT is available in sizes for 2-, 3- and 4-ply widths. e MATERIAL: MGT-12 gauge; HGT-7 gauge 1a"n6° y FINISH: MGT— Galvanized; HGT—Simpson Strong -Tie" gray paint Ins., a INSTALLATION: • Use all specified fasteners. See General Notes. m Urn M16 ode of • When the HGT-3 is used with a 2-ply girder or beam, shimming is nails into the lace required and must be fastened to act as one unit. ,• • Attach to grouted concrete block with a minimum one #5 rebar I 1 /„ XMin. horizontal in the top lintel block. ° "" • See page 204 for wood applications. - CODES: See page 12 for Code Reference Key Chart. bar �Is� xSMi'n. O.C. Fasteners DF/SP SPF/HF Model W Dim Allowable Allowable Code No. Between Concrete/ Girder Uplift Loads Uplift Loads Ref. Anchors CMU (160) (160) MGT 33/ — 1-5/a 22-10d 3965 3330 F26 HGT-2 3'/6 5'/ 2-3/4 16-10d 10980 6485 HGT-3 413/6 T9'e 2-3/ 16-10d 10530 9035 120, F19 HGT-4 1 6%/ 9 2-Y4 i610d 9250 1 9250 1. Attached members must be designed to resist applied loads. 2. Minimum f'm = 1500 psi and f'c = 2500 psi. 3. To achieve the loads listed for the MGT and HGT, anchorage into a 8" wide concrete tie -beam or grouted and reinforced CMU tie -beam can be made using Simpson Strong-Tiee SET Epoxy -Tie" adhesive with a minimum embedment depth of 12". Vertical reinforcement may be required to transfer the loads per Designer. 4. Allowable loads have been increased for wind or earthquake loading with no further increase allowed; reduce where other loads govern. 5. The MGT can be installed with straps vertical for full table load provided all specified nails are installed to either a solid header or minimum double 2x6 web. 6. Table allowable loads were determined using tested lowest ultirnate/3 or fastener calculation values. 7. NAILS: 10d = 0.148" dia. x 3" long. See pages 22-23 for other nail sizes and information. 182 Crescent HGT-2 washer supplied (HGT-3 and and HGT-4 similar) required SIMPSON Sty • • • A Pilot Hole + (TYp. • • Fasteners • not • required • • • HTSM20 (MTSM20 similar) •W ••• MTSM16 (HTSM16 similar) Moisture barrier not shown MGT Typical MGT Installation 3/a' dia. washers required (not supplied) 3/" dia. washers z required (washers not Moisture supplied) barrier not shown N 0 Mi. N U 3s/e" 4" U #5 Rebar Min. Typical HGT-2 Installation into Concrete i2 AZT— BETE GRAVITY LENGTN* TYPE 8U8 8F8-0B BF12-OB 8F16-OB OM BFBFB-1 8F24-0B 8F28-OB 8F32-OB B 8F12-1 B OR 6-1 B 8F20-1 B OF24-1 B 8F28-1 B ..8f32-1 B Z�-10�� (34��) PRECAST 2231 3069 4605 6113 7547 8974; •.10394 ••i1809 3069 4605 6113 7547 8974 0394 . ' ; 11809 3�'6�� (42��) PRECAST 2231 3069 3719 5163 6607 8054... ..9502 •10951 3069 4605 6113 7547 8974 .. . 10394 . .11809 4�—�° (48 �) PRECAST 1966 2561 2751 3820 4890 5 661 • • • 7034 • 8107 2693 4605 6113 7547 897 .10394 . . 1 809 4�-6�� (54��) PRECAST 1599 1969 2110 2931 3753 4576,....5400 .62joi 2189 4375 6113 7547 (7) 867 .10294 . 41809 5��4° (64") PRECAST j Y1 ] 1349 1438 1999 2560 3121 '. 3686 ' 42 1663 3090 5365 7547 (36) 7342 n9) 8733 (4g) 41 5'-10" (70°) PRECAST 1062 1105 1173 1631 1 2090 2549 3009 3470 1451 2622 4360 7168 (45) 6036 (19) 7181 (19) 8328 (20) 61-6if (78") PRE(AST 908 1238 2177 3480 3031 3707 4383 5061 1238 2177 3480 5381 8360 10394 (32) 8825 (14) 71-6�� (90�) PRECAST 143 1011 1729 2632 2205 2698 3191 3685 1011 1729 2661 1 3898 5681 8467 (44) 6472 (15) 9'-4" (112") PRE(AST 554 699 1160 1625 2564 3486 2818 3302 752 1245 1843 2564 3486 4705 (37) 6390 (47) 10'-6" (126") PRE(AST 475 535 890 1247 2093 2777 2163 2536 643 1052 1533 2093 2781 36431381 4754 (4s) 11 '-4" (136") PRECAST 362 582 945 1366 1846 1 2423 3127 4006 582 945 1366 1846 2423 3127 4006 12'-0" (144") PRE(AST 337 540 873 1254 1684 2193 2805 3552 540 873 1254 1684 2193 2805 3552 13'-4" (160") PRECAST 296 471 755 1075 1428 1838 2316 2883 471 755 1075 1428 1838 2316 2883 14'-0" (168") PRE(AST 279 424 706 1002 1326 1697 2127 2630 442 706 1002 1326 1697 2127 2630 14�-8" (176") PRESTRESSED N.R. NR NR NR NR NR NR NR 458 783 1370 1902 2245 2517 2712 1 S'-4" (184") PRESTRESSED N.R. NR NR NR NR NR NR NR 412 710 1250 1733 2058 2320 2513 171-4" (208") PRESTRESSED N.R. NR NR NR NR NR NR NR 300 548 950 1326 1609 1849 2047 19'-4" (232") PRESTRESSED N.R. NR NR NR NR NR NR NR 235 420 750 1037 1282 1515 1716 41 1-4" (256") PRESTRESSED N.R. NR NR NR NR NR NR NR 180 340 598 1 845 1114 1359 1468 22'-0" (264") PRESTRESSED N.R. NR NR NR NR NR NR NR 165 315 550 784 1047 1285 1399 241-0" (288°) PRESTRESSED N.R. NR NR NR NR NR NR NR 129 250 450 654 884 1 1092 1222 PAGE 5 - LENGTH = OVERALL LENGTH OF LINTEL (X) = SEE SAFE LOAD TABLE NOTES #12 1 '% �^=T—*VeTe UPLIFT LATERAL LENGTH TYPE 8F8-IT 8F12-1T 8F16-1T 8F20-IT BF24-IT 8F28-IT BF32-IT 8U8 8F8 REW (MU** 8F8-2T 8F12-2T 8F16-2T 8F20-2T 8F24-2T 8F28-2T 8F32-2T 2'-10" (34") PRECAST 1972 3173 4460 5747 7034 8321 9608 1293 1642 2135 1972 3173 4460 5747 7034 8321 9608 31•6" (42°) PRECAST 1569 2524 3547 4569 5591 6613 7636 1025 1 1024 1830 1569 1 2524 3547 4569 5591 6613 7636 4'-0" (48°) PRECAST 1363 1192 3079 3966 4853 5740 6621 000* •765 • .... 763 •1.3J5 1363 2192 3079 3966 4853 5740 • , • 6V7 4'-6" (54") PRECAST 1207 1940 2724 3508 4292 5077 . • • si61 S92 591 , 'rayt. , , , , ; 1207 1940 2724 3508 4292 5077 • • • Shl S'-4" (64°) PRECAST 1016 1632 2290 2949 3607 4265 • 424 : Tl T • 411 • • j14, 1016 1 1632 2290 2949 3607 4265. .. JJ24 S'-10" (70°) PRECAST 909 1492 2093 2694 3295 3897 4 98�Q' 339 • • $• • 929 1492 2093 2694 3295 • • 3897. • • . 1198 6'-6" (78°) PRECAST 835 (12) 1340 1880 2419 2959 3498 4538 :MY ..... 721 :..Q. 835 1340 1880 2419 2959 • 3498 .. • 4038 7'-6" (90°) PRECAST 727 123)l 1021 1634 (12) 2102 (1) 2571 oo)l 3039 (1o) 3508 19) 4�14 534 357 721 1 1166 1634 2102 2571 3039 3508 9'-4" (112°) PRECAST 591 680 1133 (1s) 1471 (15) 11111 (1s) 2152 (16) 2494 (I5) 326 512 227 591 851 1326 1705 2084 2463 2842 10'-6" (126��) PRECAST 530 552 914 115) 1185 (1s) 1458 (15) 1732 (15) 2007 (15) 284 401 178 530 686 1183 1526 1865 2204 2544 1 1'-4" (136") PRECAST 474 1 485 798 (1s) 1034 o5) 1272 (15) 1510 o5) 1749 (15) 260 452 152 494 1 599 1028 1422 1738 2053 2369 1 Z'-0" (144") PRECAST 470 (9) 441 723 (14) 936 04)1 1151 (15) 1366 (15) 1582 m), 244 402 135 470 1 543 928 1349 1 1649 1948 2247 13'4" (160") PRECAST 418 (15) 373 606 (14) 783 (14) 962 (14) 1141 (14) 1321 (14) 217 324 109 428 455 770 1145 1444 1718 1993 14'-0" (168") PRECAST 384 (15) 346 559 (14) 723 (14) 887 (14)1 1052 (14) 1218 (141 205 293 98 410 420 709 1050 1434 (e) 1694 (e) 1954 (7) 14'-8" (176") PRESTRESSED 239 1 323 519 (13) 671 (13) 823 (13) 976 (14) 1129 (14) N.R. 284 89 246 1 390 655 968 1324 (e) 1625 (1n 1874 (11) 1 S'-4" (184��) PRESTRESSED 224 302 485 (13) 626 (13) 767 (13) 909 (13) 1052 (131 N.R. 259 82 230 364 609 897 1224 (e)l 1562 (14) 1801 (14) 17'-4" (208°) PRESTRESSED 187 255 404 (12) 520 (12) 637 (12) 754 112) 872 112) N.R. 194 63 192 303 500 732 993 (e) 1268 (141 14701141 19'-4" (232°) PRESTRESSED 162 222 347 (11) 446 (11) 546 (12) 646 (12) 746 (121 N.R. 148 51 166 261 424 616 831 (e) 1057 (14) 1225 (14) 21'-4" (256°) PRESTRESSED 142 198 306 (11) 393 nn 480 (1 ol 567 IT 1) 654 n1) N.R. 125 42 142 230 369 531 713 (7) 903 (131 1046 (13) 27'-0" (264") PRESTRESSED 137 192 295 ITo) 378 IT 1) 461 (1m 545 (11) 629 1111 N.R. 116 39 137 221 354 508 681 (7) 861 (13) 997 (13) 24'-0" (288°) PRESTRESSED 124 175 267 owl 341 (1o) 416 (1o) 491 1101 566 (10) N.R. 91 33 124 200 316 1 450 1 600 MI 756 (121 875 1131 1q * LENGTH = OVERALL LENGTH Of LINTEL (M) = SEE SAFE LOAD TABLE NOTES #12 ** = SEE SAFE LOAD TABLE NOTES #5 PAGE 6 ?owers FASTENING INNOVATIONS DESIGN CRITERIA (ALLOWABLE STRESS DESIGN) Ultimate and Allowable Load Cair itiea fnr Hnllnw-SPt nrnnin in Hnllnw fnnrr4at. Mnenwr.r 1.2.3.4.5.6.7 Rod/Anchor Diameter Minimum Embedment Drill Bit Diameter Min. Edge Distance Min. End Distance f'm = 1,500 psi Ultimate Load Allowable Load d Depth ANSI in. in. Tension Shear Tension Shear in. in in. (mm) (mm) lbs. lbs. lbs. lbs. (kN) (kN) (kN) (kN) 1/4 7/8* 3/8 3-3/4 3-3/4 530 785 105 155 (22.2) (95) (95) (2.4) (3.5) 1 (0.5) (0.7) 5/16 1. 5/8 3-3/4 3-3/4 1,035 920 205 185 (25.4) (95) (95) (4.6) (4.1) (0.9) (0.8) 3/8 1* 5/8 3-3/4 3-3/4 1,225 1,175 245 235 (25.4) (95) (95) (5.4) (5.2) (1.1) (1.0) 1-1/4* 3/4 3-3/4 3-3/4 1,520 1,240 305 250 112 (31.8) (95) (95) (6.8) (5.5) (1.4) (1.1) 1-1/4* 3/4 11-1/4 11-1/4 1,520 1,825 305 365 (31.8) (286) (286) (6.8) (8.1) (1.4) (1.6) 5/8 1-1/2* 1 11-114 11-1/4 1,790 1,870 360 375 (38.1) (286) (286) (8.0) (8.3) (1.6) 1 0 • j l -lr • 1. Tablulated load values are appliable to anchors with carbon and stainless steel cones. • • • • • • • • • 2. Tabulated load values for anchors are installed in minimum 6" wide, minimum Grade N, Type II, lightweight, medium -weight or normal -weight concrete "5onrybnits conf%Artr•AJTM C 90. Mortar must be minimum Type N. Masonry cells may be grouted. Masonry compressive strength must be at specified minimum at the time of initilitiir, • • • • 3. Allowable load capacities listed are calculated using an applied safety factor of 5.0. Consideration of safety factors of 20 or higher may be necessary r epe:dlhi fon the application such as life safety, and in sustained tensile loading applications. 4. Allowable shear load values may be increased by 100% (multiplied by 2.0) provided the applied shear loads are not loaded toward the wall edge and er*.* • • • • 5. The tabulated values are applicable for anchors installed into grouted masonry wall faces or ends of block ends provided minimum edge and end distancasarp Maintained. : • • • • • 6. The tabulated values are applicable to single anchors. Two anchors may be installed in the same cell provided the spacing distance between the anchojsls aivitum of six diameters p) and the allowable loads are reduced by 50%. • • • • • 7. Anchors were installed with sleeve Rush to block surface and with setting tool for hollow base materials. Embedment is measured from the surface of RiCbaA lhaterial. • • • : *Minimum face shell thickness must be minimum 1.25-inch-thick for 1/2-inch-diameter anchors and minimum 1.5-inch-thick for 5/8-inch diameter anchomo • • • is • Ultimate and Allowable Load Canacities for Hnllnw-SPt nrnnin in Cnlirl ii Rrir4 Mnennrul:.3? a•.... Rod/ Anchor Minimum Embed. Drill Bit Minimum Minimum fm t 1,500 psi (10.4! Par • Ultimate Load Allowable Lolf • • Diameter Depth Diameter Edge End d h. ANSI in. Distance in. Distance in, Tension Shear Tension Shear (mm) (mm) (mm) (mm) lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kN) 114 7/8 3/8 6 880 1,640 175 330 (6.4) (22.2) (152.4) (4.0) (7.4) (0.8) (1.5) 5/16 1-1/4 5/8 8 1,460 2,230 290 445 (9.5) (31.8) (203.2) 8 (6.6) (10.0) (1.3) (2.0) 3/8 1-1/4 5/8 8 1,860 2,980 370 595 (12.7) (31.8) (203.2) (203.2) (8.4) (13.4) (1.7) (2.7) 112 1-1/2 3/4 10 3,240 4,230 650 845 (15.9) (38.1) (254.0) (14.6) (19.0) (2.9) (3.8) 5/8 2-114 1 12 4,680 6,420 935 1,605 (19.1) (57.2) (304.8) (21.1) (28.9) (4.2) (7.2) 1. Tabulated load values are for anchors with carbon or stainless steel cones. 2. Tabulated load values are for anchors installed in multiple wythe, minimum Grade SW, solid clay brick masonry walls conforming to ASTM C 62. Mortar must be minimum Type N. Masonry compressive strength must be at the specified minimum at the time of installation (fm z 1,500 psi). 3. Allowable load capacities listed are calculated using and applied safety factor of 5.0. Consideration of safety factors of 20 or higher may be necessary depending upon the application such as life safety, and in sustained tensile loading applications. 4. The tabulated values are for anchors installed at a minimum of 16 anchor diameters on center for 100 percent capacity. Spacing distances may be reduced to 8 anchor diameters on center provided the capacities are reduced by 50 percent. Linear interpolation may be used for intermediate spacing. DESIGN CRITERIA (ALLOWABLE STRESS DESIGN) Combined Loading For anchors loaded in both shear and tension, the combination of loads should be proportioned as follows: Nu + Vu 5 1 Where: Nv = Applied Service Tension Load Vu = A plied Service Shear Load Nn Vn Nn = Allowable Tension Load Vi, = Allowable Shear Load LOAD ADJUSTMENT FACTORS FOR SPACING AND EDGE DISTANCES' d r r 4 r r r r r 4 r Anchor Load Type Critical Distance Critical Minimum Distance Minimum Dimension (Full Anchor Capacity) Load Factor (Reduced Capacity) Load Factor Spacing (s) Tension and Shear s,, = 3.0hi, FNs = Fvs=1.0 smm = 1.5h FNs = Fvs =0.50 Edge Distance (c) Tension c,, = 14d FNc = 1.0 c- = 8d FNc = 0.80 Shear c. = 14d Fvc = 1.0 emir, = 8d Fvc = 0.50 1. Allowable load values found in the performance data tables are multiplied by reduction factors when anchor spacing or edge distances are less than critical distances. Linear interpolation is allowed for intermediate anchor spacing and edge distances between critical and minimum distances. When an anchor is affected by both reduced spacing and edge distance, the spacing and edge reduction factors must be combined (multiplied). Multiple reduction factors for anchor spacing and edge distance may be required depending on the anchor group configuration. www.powers.com 4 1 Andrew Morgan Services 513 US 1 #109 North Palm Bch FL 33408 Te1561 881 8999 Gloneta DESIGN WIND LOADS COMPONENTS AND CLADDING Gable roof roof angle < 7 degrees For monosiope roofs with roof angle less than ore equal to 3 degrees. - -- - 9. _. q 9 Wind directionality factor =1.00 -- - --- - -- ._.. .., _-. ._ -. -_ -. WALL loading ._.._... Velocity Pressure psf (use qh) = 56.6 _.. - - •-- - - - Internal pressure coefficient = 0.18 - - Note check internal pressure coeff of - ._.. oppove sign also , ____.LOADEDAREA SF - - .. - --- LO ED ARE AD A SF - - LO DARE F ADE A S ZONE 10 20 50 10D i 200 500 - - - ZONE 10 20 -- 50 100 200 500 10 20 50 100 SLOPING ROOF 0 deg < slope <= 7 deg ref Fig 6,118 Design pressures psf ASD Pressures slope = x.12. x = 0.25 Roof slope = 1.19 deg - diagonal = t2.o '- External pressure coefficients WALLS 4 - -0.99 -0 98 -0.97 -0.94 -0.89 -0.72 4 -66. 2 -65.9 -65.0 -63.4 - -60.3 -50.9 -39.7 -39.5 -39.0-38.0 -1.26 5 t 25 1.22 1.16 •1 OS -0.72 5 -81.5 -80.9 -79.0 -75.9 -69.7 .50 9 -48 9 .46.5 _ -47.4 -45.5 4+5 0.90 0.89 0.88 0.85 0.80 0.63 4+5 40.8 40.4 39.5 37.9 34.8 25.5 24.5 24.3 23.7 228 wall reduction factor = 0.90 slope less than 10 degrees - Velocity Pressure psf ( use qh) 56.6 - - Internal pressure coefficient - -0.18 - - �---- - ----- -- -- - ------- ------ .. _. ._. LOADED AREA SF - - - LOA_ DED AREA SF - - ........ - - ZONE 10 20 50 100 200 500 ZONE 10 20 50 100 200 500 SLOPING ROOF 0 deg < slope <= 7 deg ref Fig6 11 B Design pressures psf Slope = x 12 x = 0.25 Roof slope = - - . 1 2 deg diagonal - tz.o External pressure coefficients _ _ .__._._._ -- WALLS 4 0 99 0 98 0.97 0.94 0 89 -0.72 4 -45.8 45.5 -- -44.6 -43.0 -39.9 -30.6 27.5 -•27 3 -26.8 25.8 5 1.26 1.25 1,22 1.16 1.05 0.72 _ 5 61 1 -60.5 - -58.6 -55.5 -49 3 _- -301 .367 36.3 -35.2 -33.3 4+6 0.90 0.89 0.88 0.85 0.80 .0.63 4+5 61.1 60.8 59.9 58.3 55.2 45.8 .36.7 36.5 35.9 35.0 _. wall refit;rtinn faNnr = non eln..n ie« _ .w.... .:...__..._........ •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • • • • • • • •• • ••• • •• • ••• • • • • ••• • • 2010 Design Wind Exp C 175 mph angle 7 deg C-C angle < 7 deg wall • • • • • • • • • • • • • • • • • • • (vim_ ••• • 0 0 000 0 0 6/2/2016 RECEIVED MAY - 21011 QA 4,A i • N.W. 102ND STREET Site Plan N.W. 102ND STREET ---m —=TT I 0 I I o 85.27'(R&M) - ,ocr ene rv, - ew nnK rtnc,e .-A - ae,e ss. ne�� w anexr *e¢ s Landscape Plan II e north �I z I �\— — — — — — — --71 I FYI I I I I I I I O I I I I\/ I �\ I \ I I \\ O I I I I I / I \ I / � I O \\ I 8 / Oj \ fI H g I III I 6 LJ Ib I � I I 6 \ y 2 �1 � A EXISTING ROOM TO BE0 J REMOVED ALONG WITH 2 EXISTING FLAT ROOF g 6 EXISTING EXTERIOR PORCH 6 g TO BE ENCLOSED — D I't' PERMIT #: Miami Shcres Vila e APPRO'vM BY DATE ZONING DEPT BLDG DEPT SUBJECT10 CCMPLIANCE NTH ALL. FEDERAL STA CCUIVIIY AULES AND REGULATIONS scale: 1 = 20'-0" north V&lq 10A do 111q (0 P-lilli(i ku�q�iu an el0I iOn GENERAL NOTES: 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE 2014 FLORIDA BUILDING CODE AND ALL OTHER APPLICABLE CODES AND ORDINANCES. 2. COORDINATE ALL DEMOLITION WORK WITH ALL OTHER TRADES. 3. EXISTING WORK TO REMAIN SHALL BE PROTECTED DURING DEMOLITION. DEMOLITION PLAN NOTES: O1 EXISTING WINDOWS TO BE REMOVED AT DIRECTION OF OWNER. O EXISTING CMU WALL BELOW TO REMAIN O3 REMOVE EXISTING DOOR AND FRAMING. ® REMOVE EXISTING FLOOR FINISH DOWN TO EXISTING SLAB. OS REMOVE PORTION OF EXISTING CMU WALL DOWN TO EXISTING SLAB © REMOVE EXISTING ROOF STRUCTURE OVER THIS PORTION OF THE BUILDING O7 EXISTING ROOF TO REMAIN O8 EXISTING WALL TO REMAIN Og EXISTING FOUNDATION WALL AND FOOTING BELOW TO REMAIN scale: 1/4 " = 1'-0" north Rodney Crockett, Architect Florida Uc. Number: AR91279 0) U 0 a lor South Elevation 37/-10 ,sale: 1/6 • _ ,•-a" North Elevation scale: 1/8 • = 1'-0• STUCCO FINISH TO J —NEW HURRICANE WITCH EXISIINC IMPACT WINDOW 37/-49 East Elevation scale: 1/8 ,'-0" B 3.• STUCCO FINISH TO MATCH EXISTING West Elevation scale: 1/8 " - ,'-0• Isi \ CONCRETE PAVERS / 10 SEE SITE PLAN uy IV A y Crockett. Architect Florida UcNumber: AR91279 0009 , , .does 041,100, • •. ,*,A,::- goes • • 0000 g• 1 so* .. s • • 0 .. „ a) • ; U g 4r) • �s • N a 'o N s p a 0 0 O • — L E +� 3 I^ C3 Z E os � Floor Plan — New Work north u U R scale: 1/4 = 1'-0" O GENERAL NOTES: U 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE THE ". 2014 FLORIDA BUILDING CODE AND ALL APPLICABLE CODES AND C: .� ORDINANCES. 2. THIS IS AN ENCLOSURE OF AN EXISTING SCREENED IN PORCH. THERE IS AN EXISTING FOUNDATION AND STEM WALLS TO BE REUSED. THE EXISTING ROOF STRUCTURE OVER THIS AREA IS TO BE REMOVED Q AND NEW ROOF STRUCTURE CONSTRUCTED. A NEW TOPPING SLAB Oj NEW TOPPING SLAB OVER EXISTING SLAB TO BE LEVEL WITH EXISTING FLOOR ELEVATION. L d IS TO BE INSTALLED TO BRING THE FINISHED FLOOR ELEVATION UP TO MATCH THE ELEVATION OF THE EXISTING HOUSE. © EXISTING HOUSE - NO WORK. u FLOOR PLAN NOTES: Q HURRICANE IMPACT FRENCH DOOR. CONTRACTOR C TO SUBMIT NOA'S FOR APPROVAL. 3'-0" X 6'-8" o O 8" CMU WALLS SEE WALL SECTION AND STRUCTURAL DRAWINGS. 10 CONCRETE PAVERS - VERIFY TYPE WITH OWNER. a O2 INDICATES CELL REINF. WITH 5 TIED INTO FOOTING AND 11 O NEW 16" SO. CMU COLUMNS REINF. WITH $5. COLUMNS BEAR EXISTING FOUNDATION TOP PE BEAM AND FILLED WITH CONCRETE. ON BELOW GRADE FOR PREVIOUS PORCH. O STARTED COLUMN REINF. WITH 2d5'S FILLED WITH CONCRETE. daW: 12171e 12 NEW CONCRETE LEDGE TO MATCH EXISTING ON ADJACENT SIDE ® HURRICANE IMPACT WINDOW SLIDERS. CONTRACTOR B" CMU WITH 4" CONC. POURED TOP. rer TO SUBMIT NOA'S FOR APPROVAL. 4'-0" X 4'-0" deg: HURRICANE IMPACSLIDING O 13 NEW PORCH SLAB 4* CONC. REINF. �'S'S AT 48" O.C. TF TO SUBMIT NOA'STFOR APPROVAL. 9' 0" X 6'—B'CONTRACTOR RIT REVIOUSI PORCH ONMTOPTOF EXISTING FOUNDATION © CONCRETE STAIR WITH RAILINGS. 14 8" CMU FALSE COLUMN A 1 1 eggs,, egee% sees.. egg .,• , •••gee •' e ...gee ogee,,