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RC-14-2364Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795-2204 Fax: (305)756-8972
Inspection Number: INSP-222357 Permit Number: RC -10-14-2364
Scheduled Inspection Date: December 01, 2014 Permit Type: Residential Construction
Inspector: Rodriguez, Jorge
Inspection Type: Final
Owner: ANDRES GARCIA, EDDIE ALVARADO Work Classification: Addition
Job Address: 189 NW 99 Street
Miami Shores, FL 33138- Phone Number (786)298-8386
Parcel Number 1131010230340
Project: <NONE>
Contractor: VIZCAYA ESTATES DEVELOPMENT INC Phone: (786)290-0135
duiming uepanment comments
LEGALIZING EXISTING TERRACE REAR OF PROPERTY infractio
INSPECTOR COMMENTS
False
November 26, 2014 For Inspections please call: (305)762-4949 Page 12 of 27
Inspector Comments
Passed
Failed
Correction
Needed ❑
Re -Inspection ❑
Fee
No Additional Inspections can be scheduled until
re -inspection fee is paid.
November 26, 2014 For Inspections please call: (305)762-4949 Page 12 of 27
OL
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
FBC 20 16
BUILDING Master PermitNo.�.����
PERMIT APPLICATION Sub Permit No.
BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION [:]SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: �,'SOVL51 C)
City: Miami Shores County: Miami Dade Zip:
Folio/Parcel#: Is the Building Historically Designated: Yes NO iC
Occupancy Type: _^ Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder):rt!/�Ji� g rf./�j Phone#::5 &497�
Address:_ l) a I �1(/dW .5t
�
City: �J�Z?'.,_Gt4 ore V State: f"� Zip: 3? SV
Tenant/Lessee Name: Phone#: Iv !/"
Email:
CONTRACTOR: Company Name:yti``®='�z�S�E`rE'-'t' Phone#:7$�' 2ao 0�
Address: Ct ` SUD Zl ST
City: M I, t"" t State: �'� Zip: 3 Q
Qualifier Name: y���` `��— Phone#: *7SG- '-°4® OSIS
State Certification or Registration #: Cbl. 60 2b-13 Certificate of Competency #:
�S� �(a�Q-�
DESIGNER: Architect/Engineer: `*-�Z- � ° � Phone#:
Address: City: State: Zip:
—T
Value of Work for this Permit: $ Id b00 Square/Linear Footaae of Work:
Type of Work: ❑
Addition ❑ Alteration ❑ New ❑ Repair/Replace
❑ Demolition
Description of Work:
1`✓co'Dti`7'u
Cr—LScv--G 4CEAPV'bC_E_
®v_- �Y'c JER�y
Specify color of color thru the:
Submittal Fee $ Permit Fee $ CCF $ CO/CC $
Scanning Fee $ Radon Fee $ DBPR $ Notary CAD$(
Technology Fee $ �Training/Education Fee $ ® �� Double Fee $ !w ,w
Structural Reviews $ Bond $
TOTAL FEE NOW DUE $
(Rev1sed02/24/2014)
Bonding Company's Name (if applicable)
Bonding Company's Address
city 11515
Mortgage Lender's Name (if applicable) _
Mortgage Lender's Address
City
State Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC.....
OWNER'S AFFIDAVIT: i certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND
TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING
YOUR NOTICE OF COMMENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be approved and a reinspection fee will be charged.
Signature Signature
O �AG CONTRACTOR
The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this
day of UCS V- --'20 14 by _� day of 0 CJV ba--� 20 , y . by
Y1dwa '9arCA 0—,, who is person° ally known to f) rco /Go-,A , ;�uho 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 a an oath.
NOTARY PUBLIC:
NOTARY PU
LIC:•�'t�ii is k Giron
"+w i0AItl1dM 9 EE6310
EXPIRES:. 3, 2016
Sign. i
Sign:
°'�i �`� TARYXOM
Print: Oat Imp-
q)(hk
s-Ijan
Prin
9 V J fZ -1
Seal:
S I•
'ooh
Notary Public State of Florida
.
Marlene Montesino
�P
My Commission FF 023304
APPROVED BY
CI I
Plans Examiner
1� I
Structural Review
Clerk
(Revised02/24/2014)
Miami Shores Village
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
CONTRACTORS' REGISTRATION
IF CONTRACTOR IS A FLORIDA STATE CERTIFIED CONTRACTOR:
A. COPY OF QUALIFIER'S STATE LICENCES
B. COPY OF LOCAL BUSINESS TAX RECEIPT
C. ✓COPY OF LIABILITY INSURANCE*
D. COPY OF WORKERS COMPENSATION INSURANCE*
(Workers Compensation EXEMPTION must have NOTICE TO OWNER Affidavit)
IF CONTRACTOR HAS A MIAMI DADE COUNTY CERTIFICATE OF COMPETENCY:
A. COPY OF CERTIFICE OF COMPETENCY OF QUALIFIER
B. COPY OF LOCAL BUSINESS TAX RECEIPT
C. COPY OF STATE REGISTERED CONTRACTOR LICENSE OR MIAMI DADE COUNTY MUNICIPAL
CONTRACTOR'S TAX RECEIPT.
D. COPY OF LIABILITY INSURACE*
E. COPY OF WORKERS COMPENSATION INSURANCE*
(Workers Compensation EXEMPTION must have NOTICE TO OWNER Affidavit)
*tOINSURANCE COMPANY (BUST ISSUE A CERTIFICATE AS FOLLOW:
Certificate Holder:
MIAMI SHORES VILLAGE BLDG DEPT
10050 NE 2ND AVE
MIAMI SHORES, FL 331311
Certificate must specify the description of operations or contractor license number. •
■rrrrrrrrrrrrrrrrrrr'rrrrrrrr
`V rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr
BUSINESS NAME: tze-44144 �,S-co�sF,.s �e.� npt-�E•�t, �•�c�
BUSINESS ADDRESS: Ckta4\ cz)kaD \ Z� w CITY �STATE �\ • 23p-
19,
ip 33 ��
BUSINESS PHONE: (`186 } 2R� o tis FAX NUMBER i-,1 �yticu,�C� .zZo � AOS.• Coh
CELL PHONE ( j QUALIFIER'S NAME: t -l\ "bS C-0"IEZ
QUALIFIER'S LIC NUMBER: CbC, 00 2ZA3
RICK SCOTT, GOVERNOR
KEN LAWSON, SECRETARY
STATE OF FLORIDA
DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION
CONSTRUCTION INDUSTRY LICENSING BOARD
CBC002873
The BUILDING CONTRACTOR
ISSUED: 08/11/2014 DISPLAY AS REQUIRED BY LAW SEQ # L1408110001022
001317
Local Business Tax Receipt
Miami -Dade County,, State of Florida
-THIS IS NOTA BILI: — DO NOT PAY
2865807
BUSINESS NAMEA.,OCATION RECEIPT NO. EXPIRES
VIZCAYA ESTATES DEVELOPMENT INC "ENEWAL SEPTEMBER 30, 2015
9841 SW 121 ST 2998"11 Must be displayed at place of business
MIAMI'Fl. 33176
Pursuant to County Code
Chapter 8A - Art. 9 & 10
OWNER SEC. TYPE OF BUSINESS PAYMENT RECEIVED
V9CAYA ESTATES DEVELOPMENT INC 196 SUB -GENERAL BLDG CONTRACTOR BY TAX COLLECTOR'
Worker(s) 5 CBC002873 $75.00 07/29/2014
CHECK21-14-037865
This Local Business Tax. Receipt oniyconfirms payment of the Local Business Tax. The Receipt is not a license,
permit or a certification of the holders qualifications, to do business. Holder -must comply with any governmental
or nongovernmental regulatory laws and requirements which apply to the business.
The RECEIPT N0: above must be displayed on all commercial vehicles — Miami—Dade Cade Sac en -2713.
For more Information, visit www.miemidedgayyA xcoiloctor
Report Viewer
0 � 1 tooge
. +re
JEFF ATWATER
CHIEF FINANCIAL OFFICER STATE OF FLORIDA
DEPARTMENT OF FINANCIAL SERVICES
DIVISION OF WORKERS' COMPENSATION
* * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW
CONSTRUCTION INDUSTRY EXEMPTION
This Certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law.
EFFECTIVE DATE: 10/5/2014 EXPIRATION DATE: 1014/2016
PERSON: GOMEZ NICOLAS
FEIN: 650453129
BUSINESS NAME AND ADDRESS:
VIZCAYA ESTATES DEVELOPMENT INC
9841 SW 121ST STREET
MIAMI FL 33176
SCOPES OF BUSINESS OR TRADE:
LICENSED BUILDING
CONTRACTOR
('ureuet0 m Chapter 440.05{14), F.S, an atmer of a cmpore0wi who elects exemptam from MS drepter bbyy OWg a ceniBcate of elec0on uMw 0118 eectbn
may rret recover banet6a w compenaemn umier Nts ch Wrsrmm m Chapmr 440.05112), F.e., CemOraies of eleemn m De mrempL. apply only
w3hin Ore scope otthe busureas w trace OsmO on Ne notice of etedion m be exempt. Pursuam m Comer 440.05(13), F.B., NcOms of eleGbn to be
mrempl and eenairates m elal4mn m be exempt enan he eahjatxm rewaramn u, a1 eny time artwme ami orme Home wn�e �aance ornre ewe�are,
the penum namretl an fire Home w eemrieete no xmgar meeffi tha re9utremertta of title see0on fw mauerrce of a eerUmate. the tleparanertt shatl revoke a
DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 QUESTIONS? (850)4131609
Page 1 of I
bttps:/lapps8.fldfs.comlcrreportviewer/reportViewer.aspx?data=kdvpginc9D7Q3gH6TER6... 9/21/2014
Miami shores Village
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tet: (305) 795.2204
Fax: (305) 756.8972
Notice to Owner - Workers' Compensation Insurance Exemption
Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05
allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project
prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Fads Brochure:
An employer in the construction industry who employs one or more part-time or hill time
employees, including the owner, must obtain workers' compensation coverage. Corporate
officers or members of a limited liability company (LLC) in the construction industry may
elect to be exempt iF
1. The officer owns at least 10 percent of the stock of the corporation, or in the case
of an LLC, a statement attesting to the minimum 10 percent ownership;
2. The officer is listed as an officer of the corporation in the records of the Florida
Department of State, Division of Corporations; and
3. The corporation is registered and listed as active with the Florida Departrnent of
State, Division of Corporations.
No more than three corporate officers per corporation or limited liability company members
are allowed to be exempt. Construction exemptions are valid for a period of two years or until
a voluntary revocation is filed or the exemption is revoked by the Division.
Your contractor is requesting a permit under this workers' compensation exemption. In these circumstances, Miami Shores Village
does not require verification of workers' compensabon insurance coverage from the coaftetor's company. Therefore, you maybe
personally liable for the worker compensation injuries of any_Wrson allowed to work under this permit Please check with your
msuraznce carrier since most property insurance policies DO NOT cover this type of liability.
BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS
CONTENTS.
Con or
Print Name: nd (C G Print Name• V4
Signature: Signature:
State of Florida) State of Florida )
County ofMiami-Dade i County of Miami -Dade )
Sworn to d sub before me L J_ Sworn to and subsen'W before me this 2 d`
day of , 20_JP
4. day of .�%X-1 , 2,0 %A .
1l'%- 1 _1.
MY COMMISSION #FF101176 9 10 . Juty 26, 2014
EXPIRES March 12, 2018 1 1(407)3 0 Iry env ce.eam
A R CERTIFICATE OF LIABILITY INSURANCE
°A'�I�""
�
ft
10/1 77/14t14
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS
CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES
BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED
REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER.
IMPORTANT: if the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. N SUBROGATION IS WANED, subject to
the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the
certificate holder In /leu of such endorsement(s).
PRODUCER
CONTACT Tamara
NAME:Great
Florida Insurance - Pineaest
(30 258-W18 F ; (786) 522-11 9
PHONELW
ana.mkonda@gm0orida.com
11205 S Dbde Highway 101
IN AFFORDING COVFJ QE NAIL #
Miami, FL 33156
INSURER A ; Arch SpecWW Inwmnce Company
Phone 258-W16 Fax (786) 522-1889
INSURED
INSURERS:
IN RER C :
Vizcaya Estates Development, Inc.
INSURER D:
9841 SW 121rstStreet
INSURERE:
Miami, FL 33176
S F•
WVERAGE.S CERTIFICATE NUMBER: REVISION NUMBER:
THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD
INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,
EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
%7 R
TYPE OF INSURANCE
N
10050 N.E.2nd. Ave.
POLICY NUMBER
POLICY EFF mmoomm
EXP
LIMITS
A
GENERALLUIBWTY
Q COMMERCIAL GENERAL LIABILITY
❑ ❑ CLAIMS41ADE R] OCCUR
❑
N
AGLOO17639-W
09/2412014
09/24/2015
EACHURRENCE $ 1,000,000.00
DAAGERE nce $ 100,000.00
PPRREMI ES 70
MED EXP (Any one person $ 10,000.00
PERSONAL BADV INJURY $ 1,0D0,000.00
❑
GENERAL AGGREGATE $ 2 000,000.00
GEITL AGGREGATE LIMIT APPLIES PER:
® POLICY [:]JECTPRO- ❑ LOC
PRODUCTS - COMP/OP AGG $ 2,000,000.00
$
AUTOMOBILE LIABILITY
❑ ANY AUTO
❑ SOS OWNED ❑ SCHEDAUTO ULED
F-1HIRED AUTOS ❑ AUTOS NON -OWNED
❑ D
COMBINED SINGLE LIMIT
BODILY INJURY (Per pereon) $
BODILY INJURY (Per accident) $
PR DAMAGE $
$
❑ UMORELLA UA13 ❑ OCCUR
❑ EXCESS UAB ❑ CLAIMS -MADE
EACH OCCURRENCE $
AGGREGATE $
DED RETENTION $
$
WORKERS COMPENSATION❑
AND EMPLOYERS' LUONJIY Y / N
ANY PROPRIETOR/PARTNERIEXECUTIVE
OFFICER/MEMBER EXCLUDED?ElNIA
(Mandatory In NH)
If yes, describe under
DESCRIPTION OF OPERATIONS belovr
WC STATU OTH
E.L. EACH ACCIDENT $
E.L. DISEASE - EA EMPLOYE $
E.L. DISEASE - POLICY LIMIT I $
DESCRIPTION OF OPERATIONS /LOCATIONS / VEHICLES (Atlech ACOIW 10I, Additional Remarks Schadul% H nmre apace M re*6-11
General Contractor -
CERTIFICATE HOLDER CANCELLATION
©1908.2010 ACORD CORPORATION. Ail rights reserved.
ACORD 25 (2010105) QF The ACORD name and logo are registered rnaft of ACORD
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES 13E CANCELLED BEFORE
Miami Shores Village Bullding Department
THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN
10050 N.E.2nd. Ave.
ACCORDANCE NTH THE POLICY PROVISIONS.
Miami Shores,F1.33138
Tel.305 795 2204
AUTHORIZED REPRESENTATIVE
Fax.305 756 8972
©1908.2010 ACORD CORPORATION. Ail rights reserved.
ACORD 25 (2010105) QF The ACORD name and logo are registered rnaft of ACORD
2P1912014 JOSE MARTINEZ P. E.
Structural Engineers
Uc. No: 0395M
0V z7 2014
STRUCTURAL CALCULATION
TERRACE ROOF FRAME REPAIRED TO BE LEGALIZED
999 NW 99th St, Miami Shores, FL 33950 F1.
INDEX:
WIND LOAD CALCULATIONS ---T---------- -----
1 to 5
REACTIONS ON TRUSSES
6 to 6
WOO JOIST & BEANS DESIGN----------- -
7 to 10
FOOTING CPL CUTA11ONS
11 to 12
.. •.. . . . . . ..
. .. . . . . ... .
.. ... .. . . . •.
r -r—
••• • • • • ••• • •
• • • • • • • • • •
• •• •• • • • •• ••
••• • • • ••• • •
CS12 Ver 2013.02.15
JOB TITLE 189 NW 99th St, Miami Shores,
JOB NO. SHEET NO.
CALCULATED BY IR DATE
CHECKED BY DATE
STRUCTURAL CALCULATIONS
FOR
189 NW 99th St, Miami Shores,
Miami, FL
www.struware.com
JOB TITLE 189 NW 99th St, Miami Shores,
JOB NO. SHEET NO.
CALCULATED BY IR DATE
CHECKED BY DATE
www.struware.com
Code Search
Code: ASCE 7 - 10
Occupancy:
Occupancy Group = R Residential
Risk Category & Importance Factors:
Risk Category = II
Wind factor = 1.00 use 0.60 NOTE: Output will be nominal wind pressures
Snow factor = 1.00 use 0.00
Seismic factor = 1.00 use 0.00
Type of Construction:
Fire Rating:
Roof = 0.0 hr
Floor = 0.0 hr
Building Geometry:
Roof angle (0)
Building length (L)
Least width (B)
Mean Roof Ht (h)
Parapet ht above grd
Minimum parapet ht
3.00/12 14.0 deg
49.0 ft
38.0 ft
10.0 ft
0.0 ft
0.0 ft
Live Loads:
Roof 0 to 200 sf: 20 psf
200 to 600 sf: 24 - 0.02Area, but not less than 12 psf
over 600 sf. 12 psf
Floor:
Typical Floor 50 psf
Partitions 15 psf
Corridors above first floor 80 psf
Lobbies & first floor corridors 100 psf
Balconies (exterior) 75 psf
. ... . .•. . ...
Wind Loads: ASCE 7-10
Ultimate Wind Speed
175 mph
Nominal Wind Speed
135.6 mph
Risk Category
II
Exposure Category
C
Enclosure Classif.
Enclosed Building
Internal pressure
+/-0.18
Directionality (Kd)
0.85
Kh case 1
0.849
Kh case 2
0.849
Type of roof
Gable
TODooraDhic Factor (Kzt
Topography
Flat
Hill Height (H)
0.0 ft
Half Hill Length (Lh)
0.0 ft
Actual H/Lh =
0.00
Use H/Lh =
0.00
Modified Lh =
0.0 ft
From top of crest: x =
0.0 ft
Bldg up/down wind?
downwind
H/Lh= 0.00
K, =
0.000
x/Lh = 0.00
K2 =
0.000
z/Lh = 0.00
K3 =
1.000
At Mean Roof Ht:
Nj =
1.16
Rn =
Kzt = (1+K,K2K3)^2 =
1.00
Gust Effect Factor
h= 10.0 ft
B = 38.0 ft
/z(0.6h)= 15.0 ft
Rigid Structure
e = 0.20
1 = 500 It
Zmin = 15 ft
C = •. 068P.2 • •.
gQ, g,= . Z. •• . . . . .
_ ••• pp• : : :
L :•: •.
Z . .. 4::i rt•• • • • ••
Q = 0.93
lz = 0.23
G *:0 0.89used;:0.86*•
. •
••• • • ... • •
• • • • • •
• . . . • • . • • •
... . • . ..• • .
JOB TITLE 189 NW 99th St, Miami Shores,
JOB NO. SHEET NO.
CALCULATED BY IR DATE
CHECKED BY DATE
(Z)
Zi
rd�up
V(x(d>dJ
H
Lh Hd2 }-I
H< 15ft;exp C
:. Kzt=1.0 ESCARPMENT
V(]�Z-)
Z
x(d nd)
z
2D RIDGE or 3D AXISYMMETRICAL HILL
Flexible structure if natural frequency < 1 Hz (T > 1 second).
However, if building h/B < 4 then probably rigid structure (rule of thumb).
h/B = 0.26 Rigid structure
G = 0.85 Using rigid structure default
Flexible or Dynamically Sensitive Structure
Natural Frequency (nj) =
0.400083
Damping ratio (R) =
0.02
/b =
0.65
/a =
0.15
VZ =
147.8
Nj =
1.16
Rn =
0.122
Rh =
0.922 n = 0.125
RB =
0.747 n = 0.473
RL =
0.372 n = 2.043
9R =
3.965
R = 1.718
G = 1.560
h= 10.0 ft
JoB TITLE 189 NW 99th St. Miami Shores.
h=
Surface
Wind Normal to Ridge
B/L = 0.78 h/L = 026
JOB NO. SHEET NO.
Cp ghGCp w/+giGCpi w/-ghGCPi
Dist* Cp ghGCp w/ +giGCpi w/-ghGCpi
Windward Wall (WW)
CALCULATED BY IR DATE
23.1
see table below
CHECKED BY DATE
Wind Loads - MWFRS
all h (Enclosed/partially
Leeward Wall (LW)
enclosed only)
Kh (case 2) =
0.85
h =
10.0 ft GCpi = +/-0.18
Base pressure (qh) =
33.9 pSf
ridge ht =
12.4 ft G = 0.85
Roof Angle (0) =
14.0 deg
L =
49.0 ft qi = qh
Roof tributary area - (h/2)*L:
245 sf
B =
38.0 ft
(h/2)*B:
190 sf
-13.4
-19.5
-7.3
Nominal
Wind Surface Pressures (nsfl
h=
Surface
Wind Normal to Ridge
B/L = 0.78 h/L = 026
Wind Parallel to Ridge
LIB = 129 h/L = 0.20
Cp ghGCp w/+giGCpi w/-ghGCPi
Dist* Cp ghGCp w/ +giGCpi w/-ghGCpi
Windward Wall (WW)
0.80
23.1
see table below
0.80
23.1
see table below
Leeward Wall (LW)
-0.50
-14.4
-20.5
-8.3
-0.44
-12.8
-18.9 -6.6
Side Wall (SW)
-0.70
-20.2
-26.3
-14.1
-0.70
-20.2
-26.3 -14.1
Leeward Roof (LR)
-0.46
-13.4
-19.5
-7.3
Included in windward roof
Windward Roof neg press.
-0.55
-15.8
-22.0
-9.7
0 to h/2*
-0.90
26.0
-32.1 -19.9
Windward Roof pos press.
-0.04
-1.2
-7.3
4.9
h/2 to h*
-0.90
-26.0
-32.1 -19.9
h to 2h*
-0.50
-14.4
-20.5 -8.3
> 2h*
-0.30
-8.7
-14.8 -2.5
-Honzontai aistance trom winawara eage
dward Wall Pressures at "z" (nsfl Combined WWWW+ LW I
LP
Windward Wall Normal Parallel
z I Kz I Kzt I gZGCp w/+q GCpi w/-ghGCpi to Ridge I to Ridge
NOTE:
See figure in ASCE7 for the application of full and partial loading
of the above v4%d pj%Vurgs,The6e arg 401fifeLept loading cases.
Parapet �. .: .•: : : :•: ••
z • ICz • • • • qP P •
0.0 ft 0.85 1.00 0.0
Windwa4i paral)lf 0.0;psf *.(GCpp !L -.+l %I*
Leewa,VO4rapjt: � 0 j0•psj 8 (GPpj =0-1.0:
. .. . .. .. ..
Windward roof overgaongs*( add to Andward roof pressure)
••• • • • • ••• • •
••• • • • ••• • •
23.1 psf (upward)
JOB TITLE 189 NW 99th St, Miami Shores,
JOB NO. SHEET NO.
CALCULATED BY IR DATE
CHECKED BY DATE
Wind Loads -Components & Cladding:
h <= 60' Nominal Wind Pressures
Kh (case 1) = 0.85
h = 10.0 ft
Base pressure (qh) = 33.9 psf
a = 3.8 ft
Minimum parapet ht = 0.0 ft
GCpi = +/-0.18
Roof Angle (6) = 14.0 deg
20 sf
Type of roof = Gable
-1.08
Roof
Arec
Negative Zone 1
Negative Zone
Negative Zone
Positive All Zone;
Overhang Zone
Overhang Zone
Parapet
GCp +/- GCpi
Surface Pressure (psf)
User Input
10 sf
50 sf
100 sf
10 sf
50 sf
100 sf
20 sf
60 sf
-1.08
-1.01
-0.98
-36.7
-34.3
-33.3
-35.6
-34.0
-1.88
-1.53
-1.38
-63.8
-51.9
-46.8
-58.7
-50.6
-2.78
-2.36
-2.18
-94.4
-80.1
-74.0
-882
-78.5
0.68
0.54
0.48
23.1
18.3
16.3
21.0
17.8
-2.20
-2.20
-220
-74.7
-74.7-74.7
-74.7
-74.7
-3.70
-2.86
-2.50
-125.6
-97.1
-84.9
-113.3
-93.9
vvernang pressures in the tame aouve assume an mtemal pressure coemcient (ucpl) or U.0
Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 6.1 psf
qp = 0.0 psf
CASE A = pressure towards building (pos)
CASE B = pressure away from bldg (neg)
Walls
Ares
Negative Zone 4
Negative Zone
Positive Zone 4 & f
Solid Parapet Pressure
Surface Pressure (psf) User Input
10 sf
100 sf
500 sf 40 sf
SASE A: Interior zone:
Comer zone:
0.0
0.0
0.0
0.0
0.0 0.0
0.0 0.0
-ASE B : Interior zone:
Comer zone:
0.0
0.0
0.0
0.0
0.0 0.0
0.0 0.0
GCp +/- GCpi
Surface Pressure (psf)
User input
10 sf
100 sf
500 sf
10 sf
100 sf
500 sf
25 sf
50 sf
-1.28
-1.10
-0.98
-43A
-37.5
-33.3
-41.1
-39.3
-1.58
-1.23
-0.98
-53.6
-41.6
-33.3
-48.9
-452
1.18
1.00
0.88
40.1
34.1
29.9
37.7
35.9
• •• • • • • ••• •
• ••• • ••• • •••
• • • • • • • • • •
• •• • • • • • ••
••• • • • • ••• • •
• •• •• • • • •• ••
••• • • • ••• • •
Joe TITLE 189 NW 99th St, Miami Shores,
JOB NO. SHEET NO.
CALCULATED BY IR DATE
CHECKED BY DATE
Location of C&C Wind Pressure Zones
Roofs w/ 6 5 10°
and all walls
h>60'
Monostope roofs
100 < e:5 300
h <_ 60' & aft design h<90'
Walls h 5 60'
& alt design h<90'
Murdspan Gable &
Gable 70 < e <_ 451
•• ••• •• • • •
W1 I +"# • • •
• •41• • • •
aL. • •000 • • •
Gable, Sawtooth and
Mul ispan Gable 6 5 7 degrees &
Monoslope 5 3 degrees
h 5 60'& alt design h<90'
21
•
•
• • j%WApd rogfs 6 5 3°
!
61f & deiegn h<90'
# ___
3 ' _i
j— 1
Monoslope roofs
3°<0510°
h 5 60' & alt design h<90'
Hip 70 < e 5 271
• • •
•
•
• • j%WApd rogfs 6 5 3°
61f & deiegn h<90'
JV $It
•
• •
•
• • • • • •
•
••
••
• • • •• ••
•••
•
•
• ••• • •
Sawtooth 10° < e 5 45°
h 5 60'& alt design h<90'
REACTIONS ON TRUSSES AND GIRDERS
a
?�— Ridge
aC
a
i
a
9
i
Roof Load DL = 15 LL = 30
p2
psf
No.
L ft
LL ft
LR ftLC ftaL (ftj
aR ft
aC (ft)
s ft
1 s
2 s
T1
8.67
1.33
0 4.335 0
3.67
0
1.33
-26.7
-53.8
Bl
18.3
0
0 0 0
0
0
6.83
-26.7
-53.8
0.00
Gravity
lbs.
Uplift
lbs.
l lbs.
2-
l Qbs.
No. Reg
Rbg
Rau
Rbu
Raul Rbu1
Raul
Rbu2
Tl 345.2
253.3
-232.8
-254.6
-204.76 L -150.32
-28.00
-104.28
B1 2812.3
2812.3
-1668.6
-1668.6
-1668.60 -1668.60
0.00
0.00
Title Block Late 1
Tide: Job #
You can change this area
Dsgnr
using the "Settings" menu item
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and then using the "Printing &
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Title Block" selection.
Fb - Compr
Title Block Line 6
Printed. 19 FEB 2014, 10 37P
Wood Beam ENF.RCI LC, INC. 1190-20111, Suiirt8.11.e23. Var:6.11.823
Description : Joist
Material Properties
0.9831 Maximum Shear Stress Ratio =
0.452:1
Calculations per NDS 2006. ASCE 7-48
Analysis Methookilowable Stress Design
Fb - Tension
1100 psi
E: Modulus ofElasil
Load CombinatI2006 IBC & ASCE 7-05
Fb - Compr
1100 psi
Ebend- xx 1300 ksl
1,430.00 psi
Fc - Prfl
775 psi
Emtnbend - x 470ksl
Wood Species Spruce - Pine - Fir
Fc - Perp
425 psi
Location of maximum on span =
Wood Grade Select structural
Fv
125 psi
Span # where maximum occurs =
Span # 1
Ft
650 psi
Density 27.06pcf
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0250, Lr = 0.030 ksf, Tributary Width = 1.330 ft
aximum Bending Stress Ratio -
0.9831 Maximum Shear Stress Ratio =
0.452:1
Section used for this span
2x6
Section used for this span
2x6
fb : ASI =
1,263.00 psi
fv : Actuall
56.46 psi
FB: Allowable =
1,430.00 psi
Fv : Allowable -
125.00 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
4.665ft
Location of maximum on span =
0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs=
Span # 1
Maximum Deflection
1.300 1.000 1.000 1.000
Max Downward L+Lr+S Deflection
0.254 in Ratio =
441
1.002 J.30J . 1.000 1.000 1.000
•
Max Upward L+Lr+S Deflection
0.000 in Ratio =
0 <3B0
+D+0.750Lr+0.750L+H
Max Downward Total Deflection
0.465 in Ratio =
240
Max Upward Total Deflection
0.000 in Ratio =
0 <180
i IM • i -34 1.01fl1 1.000 1.000
Maximum Forces & Stresses for Load Comt
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span #
M V
C d CFlV Cr Cm Ct
Mactual
fb-design Fb-alloy
Vwwal fv-design Fv-allow
+D
Length = 9.330 R 1
0.401 0.205
1.000 1.300 1.000 1.000 1.000
0.36
574.09 1,430.00
0.14 25.66 125.00
+D+Lr+H
1.300 1.000 1.000 1.000
Length = 9.330 ft 1
0.8a 0
1.002 J.30J . 1.000 1.000 1.000
•
0.80
1.253.00 1,430.00
0.31 56.46 125.00
+D+0.750Lr+0.750L+H
• • • • • e.452 i •
• • • 4.36011=0 1.000 1.000
Length = 9.330 ft 1
• •0.7636 i 0M
i IM • i -34 1.01fl1 1.000 1.000
0.69
1,090.77 1,430.00
0.27 46.76 125.00
+D+0.750Lr+0.750L+0.7501 T • • • •
• • • 3.3n.1.000 1.000 1.000Length
= 9.330 ft 1
•0.70. 0.3
1.000 1.300 1.000 1.0W 1.000
0.69
1,090.77 1,430.00
0.27 46.76 125.W
+D+0.750Lr+0.750L+0.5250E
1.300 1.000 1.000 1.000
Length = 9.330 ft 1
tj X603 0.392
•3.000 1,300.1.Q00 1.000 1.000
0.69
1,090.77 1.430.00
0.27 48.76 125.00
•
Overall Maximum:Wei*Ions - lJ1tfaCforec$L4adJ
Load Combination •
i ; •Sohn• • McIL
s" &CL4;afi4Wn Span Load Combination
Marc. "+" Dell Location in Span
D+Lr
• • 1 •'�•
0.4650 • 4.712
0.0000 0.000
••• • • • • ••• • •
• • • • • • • • • •
• •• • •• • • • • •• ••
••• • ••• • •
Title Block Line 1
Title: Job
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using the °Settings" menu item
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0.341
Title Block Line 6
Frmled 19 FEB 014, 10 WPM
Wood Beam E UMMC. MC. 1983-2011, 8vM*.11823, Ver8.11.823
Vertical Reactions - Unfactored
Support notation: Far left is # Values in KIPS
Load Combination Support 1
Support 2
OVeM Unum 0.341
D Only 0.155
0.341
0.155
Lr Only 0.188
0.186
D+Lr 0.341
0.341
•• ••• • • • • • ••
• •• • • • • ••• •
•• ••• •• • • • ••
• ••• • ••• • •••
• • • • • • • • • •
• •• • • • • • ••
••• • • • • ••• • •
• • • • • • • • • •
• •• •• • • • •• ••
••• • • • ••• • •
Title Block Line 1
Title: Job #
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Dsgnr
using the "Settings" menu item
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Title Block' selection.
Fb - Compr
Title Block Lime 6
Printed 19 FEB 2014.10:40PM
Wood Beam
BORCALC, arc 03-=I, E ".I I.BM. Vers.91.ex3
Description: Beam
Material Properties
Maximum Shear Stress Ratio =
6x10
Calculations per NDS 2008, ASCE 7.011
Analysis MethoOJlowable Stress Design
Fb - Tension
1100 psi
E: Modulus of ElasS
Load Combbm#2006 IBC & ASCE 7-05
Fb - Compr
1100 psi
Ebend- xx 1300ksi
Span # 1
Fc - PAI
775 psi
Eminbend - x 470ksi
Wood Species Spruce - Pine - Fir
Fc - Perp
425 psi
+D+Lr+H 1.0w 1.000 1.000 1.000
Wood Grade Select structural
Fv
125 psi
Length= 10.330ft 1 0.645 0.370 1.000 1.000 1.000 1.000 1.000
4.89
Ft
650 psi
Density 27.06pcf
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
D(0.16675) Lr(0.2001)
i
Span = 10.330 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0250, Lr = 0.030 ksf, Tributary Width = 6.670 ft
DESIGN SUMMARY
laximum Bending Stress Ratio =
Section used for this span
p
fb : Actual =
FS: Aflowable -
Load Combination
Dation 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
0.645 1
Maximum Shear Stress Ratio =
6x10
Section used for this span
709.78psi
fv : Actual -
1,100.00 psi
Fv : Allowable -
+D+Lr+H
Load Combination
5.165ft
Location of maximum on span =
Span # 1
Span # where maximum occurs=
0.101 in ROD= 1225
0.000 in Ratio = 0 <3W
0.185 in Ratio = 668
0.000 in Ratio= 0 <180
0.370 :1
6x10
46.24 psi
125.00 psi
+D+Lr+H
0.000 ft
Span # 1
Maximum Forces S Stresses for Load Comt
Load Combination Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span# M V Cd CFIV Cr Cm Ct
Mactual
fb-design Fb-allow
Vactual fv-design Fv-allow,
+D
Length _ 10.330 ft 1 0.293 0.168 1.000 1.000 1.000 1.000 1.0110
2.22
322.63 1,100.00
0.73 21.02 125.00
+D+Lr+H 1.0w 1.000 1.000 1.000
Length= 10.330ft 1 0.645 0.370 1.000 1.000 1.000 1.000 1.000
4.89
709.78 1,100.00
1.61 4624 125.00
+D+0.75ULr+0.750L+H • • • • • • • • • d.0099 1.000 1.0W 1.0D0
Length = 10.330 ft 1 i 0.557 : ft$ i 1CM:l Q.I .V 1.000 1.000 1.000
423
612.99 1,100.00
1.39 39.93 125.00
+D+0.750Lr+0.750L+0.750Wr • • • • • • • • n.000 1.000 1.000 1.000
Length = 10.300 ft 1 • • 0.503 • •1.0& =1.440. 1.000 1.000 1.Q00
4.23
612.99 1,100.00
1.39 39.93 125.00
+D+0.750Lr+0.750L+0.5250E 1.000 1.000 1.000 1.040
Length = 10.330 ft 1 0.557 0.319 1.000 1.000 1.000 1.000 1.000
4.23
612.99 1.100.00
1.39 39.93 125.00
Overall Maximum:DeflUftons - I3004c*ored tpaW
Load Combination : �; ; Span MSL " "pal Lp4n in Span Load Combination
Max. "+" Dell Location in Span
D+Lr • • 4.. @.-0.10.* • 5.217
0.0000 0.000
••• • • • • ••• • •
• • • • • • • • • •
• •• •• • • • •• ••
••• • • • ••• • •
Title Block Line 1
Title : Job #
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1.895
Title Block Line 6
Printed 19 FEB 20! 4, 10 40P
Wood Be4$ICIi
EN€WALC.INC. 1083-2011. f L'6_i1623. Ver_8.11.823
Description : Beam
Vertical Reactions - Unfactored
Support notation : Far left is W Values in KIPS
Load Combination Support 1
Support 2
imum
D Only 0.861
0.881
Lr Only 1.034
1.034
D+Lr 1.895
1.895
•• ••• • • • • • ••
• •• • • • • ••• •
•• ••• •• • • • ••
• ••• • ••• • Or
• •• • • • • • ••
••• • • • • ••• • •
• • • • • • • • • •
• •• •• • • • •• ••
••• • • • ••• • •
LOADS CALCULATIONS_ Ib tb _ Ib
INPUT DATA:
R2 A.k3 �r_ k
Neg wind load =41 32.1-psf
Roof Dead load = Rdl = io-psf
Roof live load = RU := 20. pst
Joist Span = := 3.33fr
Joist Space = sJ := 1.33$
Column Space 7X.= 15.25fs
Over hang = 4h:= 1.33fi
TRIBUTARY LOAD ON COLUMN
Tributary area column= Ta := F(L) + 0h] -s
`- J
Total. Uplift = Umax := vil •Ta Roof DL= RDL := Rdl-Ta
Umax = 1466.1 lb I IRDL = 456.71b
Roof LL= RLL := RH-Ta
RLL = 913.51b
Total- Uplift Net = UNmax := (WI - 10psf)•Ta UNmax = 1009.4 Ib
FOOTING UPLIFT
DEAD LOADS
INPUT DATA:
Concrete Weight = yc * 150•pef
Column Height from to of Slab_ 72 -ft
Steel Column weight I ca '= 9.8•plf
Wood Beam weight = hb:= 18•pif
Floor Slab Thickness = hslab := 0 MI
Exterior Soil Depth= hjoikxt .= o•i"
•09
. . . . . . .
- -' - -' I f AIIIAG MING DIMENSION:
Soil Weight= Pls = 120 -pd
Interior Soil Depth= hs0ilint := 0•in
Footing Width o • • bf := 20 A Footing Depth= hf 16 -in
"' DEV EGI%DS; •, • Ponsider a Strip= Strip := 7.5.ft
• •
. . ... • . .
• . • . . • . •
Column DL = CDL:= ca•H CDL = 70.61b
Tie Beam DL = TBDL := bb -Strip TBDL = 1351b
Slats DL = (bf bf
SLDL := hsiab 12 + 1.5 •ft) -(2
+ 1.5 ft •fie SLDL = 0
�
hsoilext2 hsoilint` bf
Soil DL = SDL :_[(-Lf
(hsoilext + hsoilint) + + (— + 1.5•ftl Sys
2 2 2 2 J
SDL = 0
Footing DL = FDL := bf•hf•Strip•-yc FDL = 2500 Ib
Total DL = TDL •= RDL + TBDL + CDL + SLDL + SDL + FDL TDL = 3162.3 lb
2/3 Total DL = TDL6 .= TDL •0.6 TDL6 = 1897.4 Ib
TDL6
Control := if(TDL6 < Umax, "NOT OK" , "OK") Umax = 1.29
ontrot = "OK"
MIN. USE CONCRETE FOOTING 24"X24"X12"
•• ••• •• • • • ••
• ••• • ••• • •••
22.
• • ••• • • •
••• • • • • ••• • •
• • • • • • • • • •
••• • • • ••• • •
Page 5 of 12 ESR 2613
TABLE 1—HURRICANE TIES
For SI: 1 inch = 25.4 mm, 1 Itis = 4.45 N.
1. Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wool member. A
rafter minimum actual thickness of 21/2 inches must be used when framing anchors are installed on each side of the rafter and on the sande
side of the plate.
2. Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows:
Design Uplift / Allowable Uplift +
Design Lateral Parallel to Plate / Allowable lateral Parallel to Plate +
Design Lateral Perpendicular to Plate / Allowable Lateral Perpendicular to Plates 1.0.
The three terns In the unity equation consider all possible forces that the hurricane tie may be designed and Installed to resist The number of
terms that must be considered for simultaneous loading is determined by the registered design professional and is dependant on the
method of calculating wind forms and the assumed load path that the connector Is designed to resist.
3. 'Connection Configurations' shown in Figure 1 c (ne)t page) Indicate the load directions F, and F2, and are details showing connector
Installations on the outside of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads.
4. Connections in the same area O.e. truss to plate connector and plate to stud connector) must be on installed on the same side of the wall to
achieve the tabulated allowable uplift loads and ensure a continuous toed path.
5. Allowable uplift loads have been increased for wind or earthquake loading, and no further increase is allowed. Allowable loads must be
reduced when other load durations govern.
6. Allowable lateral loads In the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking
required by code to laterally support the ends of joists/rafters.
7. Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or
rafter members.
1-3
a
o ` �� • I 3W
r%L
H1 H2 H2.5 H2.5A H3
• ••• • ••• • •••
• • • • • • • • • •
• • • MUF%1%—H1; �N, lq 8, H25A, AND H3 HURRICANE TIES
•
••• • • • • ••• • •
• •• •• • • • •• ••
FASTENERS
Qua T
ALLOWABLE LOADS
MODEL
NO.
To Rafter
To Places
To Stud
Connection
Conligumdons3
Upffiff"
Co -1.33 or C�1.6
lateral
CDS
F,
.6
Fa
H1 I
64klxl'/2
4-8d
—
1
490
485
165
H70 88Cbc1'/2 841dx1'/2 —
995 590
275
H10A 9-10dxl'/2 9-10dx1'/2 —
1,140 590
285
H70-2 6-10d 6-104 —
760 455
395
H2
541d
—
54W
2
335
—
—
H2 5
5-8d
5-8d
—
3
415
150
150
—
5-8d
5-8d
8
370
—
—
H2.5A
54M
5-8d
—
3
600
110
110
H3 4 4-1d —
455 125
160
H5 4-8d 4-8d —
455 115
200
H4
—
4-8d
4-d
8
360
—
—
4-8d
4-8d
—
9
360
165
160
H6
—
8-8d
8-8d
12
915
—
—
H7Z
4-8d
2-8d
8-8d
13
930
400
—
H15 4-10dxl'/2 4-10dx1'/2 12-10dx1'/2
1,300 480
—
H15-2 4-10dx1'/2 4-10dx1112 12-10dx1'/2
1,300 480
—
For SI: 1 inch = 25.4 mm, 1 Itis = 4.45 N.
1. Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wool member. A
rafter minimum actual thickness of 21/2 inches must be used when framing anchors are installed on each side of the rafter and on the sande
side of the plate.
2. Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows:
Design Uplift / Allowable Uplift +
Design Lateral Parallel to Plate / Allowable lateral Parallel to Plate +
Design Lateral Perpendicular to Plate / Allowable Lateral Perpendicular to Plates 1.0.
The three terns In the unity equation consider all possible forces that the hurricane tie may be designed and Installed to resist The number of
terms that must be considered for simultaneous loading is determined by the registered design professional and is dependant on the
method of calculating wind forms and the assumed load path that the connector Is designed to resist.
3. 'Connection Configurations' shown in Figure 1 c (ne)t page) Indicate the load directions F, and F2, and are details showing connector
Installations on the outside of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads.
4. Connections in the same area O.e. truss to plate connector and plate to stud connector) must be on installed on the same side of the wall to
achieve the tabulated allowable uplift loads and ensure a continuous toed path.
5. Allowable uplift loads have been increased for wind or earthquake loading, and no further increase is allowed. Allowable loads must be
reduced when other load durations govern.
6. Allowable lateral loads In the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking
required by code to laterally support the ends of joists/rafters.
7. Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or
rafter members.
1-3
a
o ` �� • I 3W
r%L
H1 H2 H2.5 H2.5A H3
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• • • MUF%1%—H1; �N, lq 8, H25A, AND H3 HURRICANE TIES
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Page 10 of 12 ESR -2613
TABLE 7 --SP AND SPH STUD PLATE TIES
CONNECTOR
SERIES
MODEL
NO.
CONNECTOR
DIMENSIONS n
FASTENERS
Qua T
ALLOWABLE UPLIFT LOAD
bs
(W)
(L)
To Stud To Plate C0=1.33 CD 1.6
S.G.=0.50 S.G.=0.55 S.G.=0.50 S.G.=0.55
SPI
—
—
6-10d 4-10d
585
585
585
585
SP2
—
—
6-10d 6-10d 890 890 1,065
1,065
SP6-16dx2'/2
SP4
391,e
7114
6-10dx11/2 —
735
735
885
885
— 800 800 930
930
SP6
59/�e
T314
6-10dx10/2 — 735 735 885
885
6-16dx2/2 — 800 800 930
930
SPS
75/�e
8s/�s
6-iodx1 /2 —
735
735
885
885
6-16dx:e/2 — 800 800 9310
930
SPH
SPH4
3s/�s
�/+
10-10dxl'/2 —
—
1,240
—
1,240
12-10dxl'/2 — 1 1,360 1,490 1,360
1,490
SPH6
5s/16
9'/4
10-10dx11/2 — — 1,240 —
1,240
12-10dx1 /2 — 1,360 1,490 1,360
1,490
SPH8
7"/18
S3/e
10-10dx11/2 — — 1,240 —
1,240
1�-10dx02 — 1,360 1,490 1,360
1,490
For SI: 1 inch = 25.4 mm,1 lbs = 4.45 N.
1. For Models SP1 and SP2, one 10d common stud nail must be Installed as a toenail. It must be driven through the connector at an angle
approximately 30° with the stud with the nail penetrating through the stud Into the wood sill plate. (See detail on this page entitled "SP1
Nailing Profile.)
2. Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code.
3. Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must
be reduced when other load durations govern.
4. Allowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity (S.G.) of 0.50, such as
Douglas fir -larch, and 0.55, such as southern pine.
o�
tool �
SP1/SP2
SPI Installation:
Stud to Sill Plate
SP2 Installation: SPI Nailing Profile
Stud to Double Top Plate
10dA 1W WHIS
EaM Skleart Std
Typical SPH4 Installation: Typical SP4 Installation:
Stud to Wood Sill Plate Double Top Plate to Stud (SPH Similar)
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s i • i • •Fl&sAE 7-VANG %PH STUD PLATE TIES
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