REV-16-3299 Miami Shores Village
Building Department PEC 06 2016
10050 N.E.2nd Avenue,Miami Shores,Florida 33138
Tel:(305)795-2204 Fax:(305)756-8972 L`_. .
INSPECTION LINE PHONE NUMBER:(30S)762-4949
FBC 20
BUILDING Master Permit No.`n - -7— l(o'14��
PERMIT APPLICATION Sub Permit No. P-F..il 1C0- S2®I4511
JZ BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: V" NE C.a U
City: Miami Shores County: Miami Dade Zip: 3::�:,t
Folio/Parcel#: Is the Building Historically Designated:Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER:Name(Fee Simple Titleholder):::�C»sr*% Phone#:
Address: �,4- NF_ qa z-A
City: "Lo-"N^1 S1n.drp_S State: ' _L Zip: 33131
Tenant/Lessee Name: Phone#:
Email:
CONTRACTOR:Company Name: Pr-CS-tLAe_ ` tn46ws 4- QOU(-J Phone#:
Address: S(;O o N Vel Cc> ( S t
City: "1C)"; Gr.rcS2 S state: Zip: J�JL�LA
Qualifier Name: Phone#:
State Certification or Registration#: Certificate of Competency#:
DESIGNER:Architect/Engineer: Phone#:
Address: City: State: Zip:
Value of Work for this Permit:$ Square/Linear Footage of Work:
Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition
Description of Work: &Own 46-44 nD a r- `A� t rS�RCA-0,
F
Specify color of color thru tile:
Submittal Fee$ Permit Fee$ CCF$ CO/CC$
Scanning Fee$ Radon Fee$ DBPR$ Notary$
Technology Fee$ Training/Education Fee$ Double Fee$
Structural Reviews$ Bond$
TOTAL FEE NOW DUE$
(Revised02/24/2014)
Bonding Company's Name(if applicable)
Bonding Company's Address
City State Zip
Mortgage Lender's Name(if applicable)
Mortgage Lender's Address
City State Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC.....
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYI G TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND
TO OBTAIN FINANCIN , 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$2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be tproved and a reinspection fee will be charged.
i
f"4�/
Signature / Signature
�ONE orAGEN ky CONTRACTO
Y
The foregoing instrument
was,acknowledged before me this The foregoing instrument was acknowledged before me this
—5 day of 1 20 1( by -57 day of TwC_ 20 / '�' by
isek'" savi who is personally known to L 1�� SCAZIfLt z-Z01 ,who i5,personnIly known to
me or who has produced as me or who has produced as
identification and who did take an oath. identification and who did take an oath.
NOTARY PUBLIC: NOTARY PUBLIC:
Sign: �c'%tom Sign:T��� ---
Pri Print:
KAREN CARBONELL KARF.M CAREONFt.L
Seri'-A
-= WcOMMISBONBFF96M Seal: ^''V r`rrCOM�iCiSi+N FF"ism
.,�` 9FIRES:wmh 11,�
.a
'��64;i$r•' &xwmTThmNotuyNbUCUfa '•'•;};p ":�+vc7!wNa ry'u�licUn�h,ntez
F.OR
»»
APPROVED BY Plans Examiner Zoning
Structural Review Clerk
(Revised02/24/2014)
r �
ALP4FARO0
CONSULTING ENGINE T DEVELOPMENT
Client: Jose A.Blanco Date: Sep 23,2016
Project Name: Sanberg Residence-Header Wood Design Engineered By:RAF
Project Desc.: 122 NE 92 ST Checked By: 6M.
M.
Miami Shores,Florida 33138
AFC Number: 16-0995 Building Height(ft.) : 20
Design Criteria: v %0 W 31qcl
i, Florida Building Code 2014 Miami Shores Village
ii,Wind Loads are calculated as per ASCE 7-10.
APPROVED BY DATE
ZONING DEPT
General Notes: C ,l
BLD DEPT
-Any deviations from conditions shown on calculations or drawingengineeredse a e y.
,UI 1FCT TO COMPLIAN ,F WITH ALL felDkWL
-Al Farooq Corporation will not provide a letter of compliance/i speq flogi, ;M*g i�gge4
-Engineering drawings are checked for structural requirements only.
Additional Notes: (J 0 0 c� �eadeY Cd,GUI Q`4 lGt.l
-N/A
Disclaimer:
.. ... . . . . . ..
-This document is not valid without the enr4osstj s3 i4 of ai ers-nee:
employed by Al-Farooq Corporation. " "• •• • • • ••
-No portion of this document may be VV e,Peprqhfe�-ip anymann:�. PIS
Unless authorized by signing professlaial 0 .' Javad Ahma4P. FL#70592
. .. . . . . . ..
-' ' ' EB C.A.N.#3538
9360 Sunset Drive,Suite 220 1 Miami,FL 331:3 1,':30!t214.610(tI F:0.30�.7,52.6978 I www.afceng.com I alfaroogCtafceng.com
••• • • • ••• • •
'U41OOD HEAD STRUCTURE DESIGN
70
toll
y r
4
?= r
u�
.4
a� r t•
t
•
•
• ••••'
•..•.• t l
•
1
Wind Speed(mph) 175 Mean Roof Height[h](ft) 20.00
Importance Factor 1.00 Height Above Gnd.Level[z](ft) 20.00
Exposure Category C Horizontal Dimen.of Bldg. (ft) 102.00
Risk Category 2 Roof Slope(deg.) >10
Type of Building With Impact Protection
Coefficient Kh 0.90 Coefficient Kzt 1.00 Coefficient Kz 0.90 Coefficient Kd 0.85
Velocity Pressure Evaluated @z(qz](Ib/f'2) 59.98 Velocity Pressure Evaluated @h[qh](Ib/ft^2) 59.98
Component Size Gcp Coefficients Gcpi Coeff. Design Wind Pressures(Ib/ft^2)
Mark Comp Type W(in) H(in) S(in) A ft^2 Z4+ Z5+ Z4- Z5- Pos Neg Z4+ Z4- Z5+ Z5- In Zone
w pthes .. 10.00 1.00 1.00 -1.10 -1.40 0.18 -0.18 f42.5 -46.1 42.5 -56.9 Z4
•9s••9
• • 0000••
•
0000•• • •• •• ••
•••s• 0090 •s9•••
•999• •999 ••s•
• • 0000 0000
•••99•
e
0000•• • • •
0000••
9'2
F�
ASCE 7-10 WIND LOADS ON COMPONENTS AND CLADDING:AL-FAROOQ CORPORATION, 1235 S.W.87th AVE,MIAMI FL.33174. TEL:305-264-8100
Engineers Seal Engineers Name And Signature Design Date Design Reference Number I�
1
9/23/2016 4:32:07 PM
EXISTING STRUCTURAL
WOOD JOIST SPACED AT 16"O.C.
0 0
O c�
o O
a
o
EXISTING
CEILING
• • • EXISTING
. 0000 . ..
•••••• • • • CEILING
0000..r
.i.t-.. • .c 006000
.000s .0e. 0000..
0000. 0000 0000 -----RSL �
• . 0000 .0.. IIII III
•00...
• .
� —JUL
. 0000.. � --- ____
- __—= I
0000•. .. ..' }. �I �I 2X4 WOOD BUCK
04, •` •�� • 24 WOOD BUCK SECURED I
9:0090 • . V%TH#14 SMSRA
(GDE5).
I I--- IIII �—mil
••(�g4NCHOFtS PE•R JOIST SPACED AT 2" I I IIII it t n it SHIM AS PER THE
• MAX WITH 2"MIN. WOOD JOIST i i iiii LL___J I I ILL—� PRODUCT APPROVAL.
EMBEDMENT AND 3/4"WOOD EDGE DISTANCE i i i i i
EXT. i i iiii iiii
I IIII IIII I
I I III IIII I
A DETAILS
q SCALE:V-0'=1'-0'
GLAZING SYSTEM ANCHORED INTO 2X4 WOOD
BUCK AS PER THE PRODUCT APPROVAL.
NOTE: EXISTING WOOD JOIST
(1 6110.C.)
+ JOB NO.: BY: CHECK DATE: PAGE:
{ ALil UI✓AF�OOt�LTING RG®RPOI•'A S & PRODUCT oPON AFC#16-0995 RAF 9/29/2016
mE CLIENT: PROJECT:
Jose A.Blanco 122 NE 92 St—Header Wood Design
1 Wood Header calculation
Window Height: H= 60"
Joist Spacing: S = 16"
Wind Load: Pd =46.1 psf
#of anchor per wood buck: 2
Max. Reaction at the wood buck connection: R= Pd /144* H /2* S = 154 Lbs < 2* Sa OK
#14 SMS spaced at 2" max.with 2" embedment into wood joist and 314"wood edge
distance. (2) per joist location.
Allowable Shear for(1)wood anchor: Sa = 147 lbs (See page 2 thru 4)
2* Sa = 294 lbs
.. ... . . . . . ..
. . ..
. .. . . . . ... .
.00 . . . . . . . .
. ... Soo . ... ...
' A.N.3538
.. . . .. . . . . .
. .. . 000 000 ..
9 His
... . . . . ... . .
. . . . . . . . . .
.:0 .•• •.• . •.• •• ENG.: JAVAD AHMAD FLA. PE#70592
... .
9360 Sunset Dr,Suite 220,Miami FL33173/Tel.(305)264 8100 Fax.(305)262 6978
2
9/29/2016
AL-FAROOQ CORPORATION
(2012 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION)
WOOD SCREW-LATERAL DESIGN VALUE
SINGLE SHEAR
ROOT DIAMTER OF#14 SMS: WOOD TO WOOD
D= 0.1887 Nom. Dia.=Dn= 0.25
D=D for unthreaded full-body fasteners
D=Dr for reduced body diameter fasteners or threaded fasteners (See Appendix L-NDS)
SPECIFIC GRAVITY OF MAIN MEMBER -- SOUTHERN PINE (See Table 11.3.3A)
G= 0.55
DOWEL BEARING STRENGTH OF MAIN MEMBER (MEMBER HOLDING POINT) :
Fem= if D>0.25,6100 x G"" ,16600 x G"84 (Table 11.3.3 Note 2)
D0.s
Fem= 5.526E+03 PSI
SPECIFIC GRAVITY OF SIDE MEMBER -- SOUTHERN PINE (See Table 11.3.3A)
G1= 0.55
DOWEL BEARING STRENGTH OF SIDE MEMBER - (WOOD)
84
Fes= if D>0.25,6100 x Gll.as ,16600 x G11' (Table 11.3.3 Note 2)
D0.5
Fes= 5.526E+03 PSI
DOWEL TENSILE BENDING STRENGTH:
Fyb= 57000 PSI (FOR SMS-PER SPECS.)
MAIN MEMBER(WOOD)DOWEL BEARING LENGTH:
Lm = 2.000 IN (PENETRATION/EMBEDMENT)
SIDE MEMBER(WOOD)DOWEL BEARING LENgM. • • • • ••
Ls= 1.500 IN (MIN.FRAt4ETMr_lj4E$S= ; ;•; '.
•• ••• •• • • • ••
Re= Fem Re= 1.000
Fes • • • • • • • •
. .
. .. .. . .
•• .
.. . . . . . �rq gQ�p
. ..
Rt= Lm Rt= 1.33• . • . •3 •
Ls
.
. ..
. . . . . . . .
.... ... . .
... .... ... ..
.. .
k1= VRe+Rtz •Re3+2•Rez•(1+Rt+Rt2)—Re•(1+Rt) kl = 0.492
1+Re
D2 k2= —1+ 2•(1+Re)+2•Fyb •(1+2Re)•I D kz = 1.045
3•Fem•Lmz
k3= —1+ 2 1+Re+2•Fyb•(2+Re)•Dz k3 = 1.080
Re 3•Fem•LS2
PENETRATION DEPTH FACTOR,Cd:
Cd = Lm = 1.33 Cd= 1 if(Cd<1,Cd, 1)
6Dn
MIN.PENETRATION OF SCREW INTO MAIN MEMBER FOR SINGLE SHEAR
CONNECTIONS OR SIDE MEMBER FOR DOUBLE SHEAR CONNECTIONS SHALL BE:
Pmin= 6Dn Pmin= 1.50 INCH
EDGE DISTANCE FACTOR,Ce: c/
Ed = 0.75 INCH (MIN.) EDGE DISTANCE
Emax= 4Dn = 1.0 INCH (MAX.) EDGE DISTANCE
THEREFORE-------------->Ce= E L=0.750 Ce= 0.75 if(Ce<1,Ce, 1)
Emax
REDUCTION TERM,Rd: (SEE TABLE 11.3.18-NDS 2012,PG.79)
X=(MAX.)ANGLE OF LOAD TO GRAIN
X=90 DEGREES ---> IF LOADING IS PERPENDICULAR TO GRAIN
= 0 DEGREES ---> IF LOADING IS PARALLEL TO GRAIN
IF D<0.25 IN. ---FOR ALL YIELD MODES: Rd=Kd x Kx (SEE NOTE 1 ON TABLE 11.3.18)
X = 90
Kx= 1+0.25(X/90) = 1.25
Kd= 2.2 if D<0.17 (TABLE 11.3.16)
10D+0.5 if 0.17<D<0.25
.. ... . . . . . ..
Kd= 2.387 ' "
. .. . . . . ... .
.. ... •• . . . ..
Rd= Kd * Kx Rd= 2.98375
. •.• . . •o: •.•
so: . . . . . .*so .
. . .. . .
*so
:0 f 4SE
. . . .
V: . . . .
. •• .. so* .... • V ..
... . . .
YIELD LIMIT EQUATIONS: (SEE TABLE 11.3.1A-NDS 2012,PG.79)
ALLOWABLE LATERAL LOAD:
(Eq.11.3-1): Z1= D •Lm•Fem = 699 LBS
Rd
(Eq.11.3-2): ZZ= D •Ls•Fes = 524 LBS
Rd
(Eq.11.3-3): Z3= kl •D •Ls •Fes = 258 LBS
Rd
(Eq.11.3-4): Z4= k2 •D •Lm•Fem = 244 LBS
Rd• (1+2 •Re)
(Eq.11.3-5): Z5= k3 •D •Ls •Fem = 189 LBS
Rd• (2 +Re)
(Eq.11.3-6): Z5= DZ2 •Fem•Fyb = 122 LBS
Rd 3 • (1+Re)
Zmin= 122 LBS
DURATION FACTOR: CD = 1.6
ALLOWABLE LATERAL LOAD Za.
Za=min(Z)•Cd • Ce • CD Za= 147 LBS
000
•• ••• •• • • • ••
••Y i Y • • •ftl • •
• •• •• • • • f• f•
••• • •
0 000 • •