DGT-14-2448Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, fL
Phone: (305)795-2204 Fax: (305)756-8972
Inspection Number: INSP-227973 Permit Number: DGT-11-14-2448
Inspection Date: February 10, 2015 Permit Type: Decks/Gazebos/Trellises
Inspector: Rodriguez, Jorge Inspection Type: Final
Owner: BLANCO, MIGUEL Work Classification: Trellise
Job Address: 65 NE 106 Street
Miami Shores, FL 33138-2034 Phone Number
Parcel Number 1121360060300
Project: <NONE>
Contractor: HOME OWNER
Buildina Department Comments
INSTALL A TRELLIS ON THE PAVER AREA NEXT TO
infractio Passed Comments
INSPECTOR COMMENTS False
HOUSE BACK YARD.
Inspector Comments
Passed
CREATED AS REINSPECTION FOR INSP-222984.
Failed El
Correction
Needed
Re -Inspection ❑
Fee
No Additional Inspections can be scheduled until
re -inspection fee is paid.
For Inspections please call: (305)762-4949
February 10, 2015 Page 1 of 1
Miami Shores Village
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949
BUILDING
PERMIT APPLICATION
BUILDING ❑ ELECTRIC ❑ ROOFING
F --]PLUMBING ❑ MECHANICAL [:]PUBLICWORKS
FBC 2M0
Master Permit No�F- I y- aq Y U
Sub Permit No.
,'REVISION ❑ EXTENSION ❑RENEWAL
❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: b -s -�—)T
Citv: Miami Shores County: Miami Dade Zip: 17 R
Folio/Parcel#: ) ID.1 3 rn U 0 ri 03 Co Is the Building Historically Designated: Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder):
Address: G� 1
City: y'
Tenant/Lessee Name:
Email:
M
State: Zip: .3
CONTRACTOR: Company Name:" �CP��'�h . Phone#:
Address:
City:
State:
Qualifier Name: Phone#:
State Certification or Registration #:
Certificate of Competency #:
DESIGNER: Architect/Engineer: Phone#:
Address: City: Statte::ww Zip:
Value of Work for this Permit: $ � � 000Square/Linear Footage of Work: _!S D
Type of Work: ❑ Addition ❑ Alteration_ 0 New ❑ Repair/Replace ❑ Demolition
Description of Work: 'T1 ArA
4�.
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 $ l3 - LEI Bond $
TOTAL FEE NOW DUE $
(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 occ rs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be approved ar a/reinspection fee will be charged.
Signature
NER or
CONTRACTOR
The foregoing instrument was ackng*ledged before me this The foregoing instrument was acknowledged before me this
day of 20 11 , by
NMI who
\iss personally known to
me or who has produced71- � VCS- UQG-45Z'as
identification aro who did take an oath.
NOTARY PUBLI
Sign:
Print:
Notary Public State of Florba
Seal: �% Sindia Alvarez
c� My Commission FF 156750
pF w Expires 09/03/2018
day of
me or who has produced
20 by
who is personally known to
identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print:
Seal:
as
APPROVED BY '' Plans Examiner Zoning
10vIStructural 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 CITY
Permit No: -TJ C ' A—? -W
Structural Critique Sheet
Page 1 of 1
STOPPED REVIEW
Plan review is not complete, when all items above are corrected, we will do a complete plan review.
If any sheets are voided, remove them from the plans and replace with new revised sheets and include one
set of voided sheets In the re -submittal drawings.
Mehdi Asraf
N
6x6x12" PT TIMBER BLOCK. FIX E] E
W/ (2) 5/8"0 HILTI KWIK-BOLT I
EMBED
)LT
OP
tEVISION 1:
:ONNECTION REVISED TO
;UIT LOWER EDGE JOIST
I[1
RAFTER TO [E] CMU WALL DETAIL
SCALE: 1 1/2"=V-0"
[E] RC TIE BEAM
JAN 1.6 2019
"r- N
2479 SW 23RD 1jRf?AC:
J • • •
SCALE:
MIAMI FL• 33145
T 6N-7345
•
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. AS NOTED
STRUCTURAL ENGINEERS
(786)
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DRAWN:
DWG. NO.
PIARRY M ULu FLOWD A fl,F No 779,19
BMM
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PROJECT: ..
DENIS ROVINSKIY ( TIMBER TRELLIS '
TITLE: . ...
TE*q • • • • •
DETAIL 10 - REVISION 1
01-07-15
. . .
.
. . . . . .
'
' ' • • YAFTER PER PLAN
[E] RAFTER
SIMPSON
H3
HURRICANE CLIP
(STAINLESS STEEL). FIX
[E] RC TIE BEAM
TOP OF
TO TIMBER & JOIST
TIMBER
W/4 -8d NAILS (316 SS)
BLOCK
TYP.
A
A�
ECJ. EQ.
T.OJOIST�
EDGE JOIST
as::a •�•:•:--:• arc::-
EL. PER PLAN
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p
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mx
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[E] CMU WALL
PER PLAN
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6x6x12" PT TIMBER BLOCK. FIX E] E
W/ (2) 5/8"0 HILTI KWIK-BOLT I
EMBED
)LT
OP
tEVISION 1:
:ONNECTION REVISED TO
;UIT LOWER EDGE JOIST
I[1
RAFTER TO [E] CMU WALL DETAIL
SCALE: 1 1/2"=V-0"
[E] RC TIE BEAM
JAN 1.6 2019
L r' Miami Shores Village
Building Department
artment
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
PERMIT APPLICATION
,BUILDING ❑ ELECTRIC ❑ ROOFING
NOV 07 2014
FBC 201 C
Master Permit No
Sub Permit No.
❑ REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: XQ� i,aQ-1 -7::;r
City: Miami Shores County: Miami Dade Zip: -2-3 3
Folio/Parcel#:11213 (X} 03 Is the Building Historically Designated: Yes NO 2<
Occupancy Type: Load: Construction Type: S, ,. Qiiyood Zone: �} C� BFE: FFE:
OWNER: Name (Fee Simple Titleholder): CJro
Address: C
City: n fc—s State:
Tenant/Lessee Name: Phone#:
Email:
CONTRACTOR: Company Name: Phone#:
Address:
City: State:
Qualifier Name: Phone#:
State Certification or Registration #: Certificate of Competency #:
DESIGNER: Architect/Engineer: C"2��c--,ice M-` �' dt (t _A C%�CJPhone#:
Ad
3C NQ
Zip:
State: Zip:
Value of Work for this Permit: $S Square/Linear Footage of Work: 17�
Type of Work: F-1Addition❑ Alteration Qew ❑Repair/Replace ❑Demolition
Description of Work: 1 vt4.&2� C5��� Cd.� �.r- GAC--`
Specify color of color thru tile:
Submittal Fee $ Permit Fee $ CCF $ CO/CC!
Scanning Fee $
Technology Fee $
Structural Reviews $
(Revised02/24/2014)
Radon Fee $
Training/Education Fee $
DBPR $
Notary $ �C:� - ( n
Double Fee $
Bond $
TOTAL FEE NOW DUE $3 +
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
a
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.
Signatu
or AGENT
The foregoing instrumen�4as acknowledged before me this
`— day of 20 124 by
who is person nown to
4y�� lES N p Y
me or who has produced ' �as
identification and who did take an oath.
NOTARY
Sign
Print
Seal: F �: 3india Alvow
MY Comm"M €€ IW§6
EXPWO 0~9
Signature,
CONTRACTOR
The foregoing instrument was acknowledged before me this
day of
me or who has produced
20 , by
who is personally known to
identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print:
Seal:
as
APPROVED BY )' Plans Examiner C r`% _ Zoning
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
OWNER BUILDER DISCLOSURE STATEMENT
NAME: Q Ick-/\ DATE:
ADDRESS: 6s'313
Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have
read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that l as the owner
must appear in person to complete all applications.
State Law requires construction to be done by a licensed contractor. You have applied fora permit under an exception to the law. The exemption
allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the
construction yourself. You may build or improve a one-family or two-family residence. You may also build or improve a commercial building ata
cost of $25,000.00 or less (The new form states 75,000). The building must be for your own use and occupancy. It may not be built for sale or
lease. if you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built
for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make
sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on
your building who is not licensed must work under your supervision and 'must be employed by you, which means that you must deduct F.I.C.A and
with-holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all
applicable laws, ordinances, buildings codes and zoning regulations.
Please read and initial each paragraph.
1. 1 understand that state law requires construction to be done by a licensed contractor and have applied for an owner-builder permit under an
exemption from the law. The exemption specifies that f, as the owner of the property listed, may act as my own contractor with certain
restrictions even though I do not have a license.
Initial MIR
2. 1 understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and
is not hiring a licensed contractor to assume responsibility.
Initial
3. 1 understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential
financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the
contractor is required by law to be licensed in Florida and to list his or license numbers on permits and contracts.
Initial
l"
4. 1 understand that I may build or improve one family or two-family residence or a farm outbuilding. I may also build or improve a commercial
building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially
improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the
construction is complete, the law will presume that I built or substantially improved it for sale or lease,, which violates the exemption.
Initial/' "'
S. I understand that; as the owner-builder, I must provide direct, onsite supervision of the construction.
Initial_
6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It
is my responsibility to ensure that the persons whom l employ have the license required by law and by county or municipal ordinance.
Initial IM
•
7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously
implies that the property owner is providing his or her own labor and materials. -I, as an owner -builder, may be held liable and subjected to
serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's
insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder and am aware of the limits of my insurance
coverage for injuries to workers on my property.
Initial
8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor w o is not licenses to perform the
work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by
me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the
Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. I understand that my failure to follow
these may subject to serious financial risk.
Initial
9. 1 agree that, as the party legally and financially responsible for this proposed Construction activity, I will a ide by all applicable laws and
requirement that govern owner -builders as well as employers. I also understand that the
Construction must comply with all applicable laws, ordinances, building codes, and zoning regulations.
Initial
—M 3
10. 1 understand that I may obtain more information regarding my obligations as an employer from the Intern Revenue Service, the United States
Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry
Licensing Board at 850.487.1395 or http://www.mvfloridalicense.com/dbpr/pro/cilb/`index.htmi
Initial
11. 1 am aware of, and consent to; an owner -builder building permit applied for in my name and understands that I am the party
legally and financially responsible for the proposed construction activity at the following address:
Initial
12. 1 agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the information that I have provided on
this disclosure.
Initial
Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the
Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial
loss that you sustain as a result of contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or
employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder
permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of
the contractor's workers compensation coverage.
Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local
permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property
owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued.
Was acknowledged before me this V day of V 20
By� 16y � `'''�tyw who was personally known to me or who has
Produced there License or
as identification.
OTARY Off Notary Public State of Florida
MyCo Alvarez
My Commission FF 156750
orri Expires 09/03/2018
•
•
•
CONTENTS
•
•
• 1. LOADING ......... ......... ......... ......... .................... ............... ............ ................. ...............1
•
• 2. TYPICAL RAFTER DESIGN....... ......... ......... ........................... ............................ ........ .............. 9
• 3. TYPICAL EDGE JOIST DESIGN............:............................................... ..........: ....... ......... ............15
•
• 4. ANGLED HIP RAFTER DESIGN ............................... .............I...... .................... ......... ...... ............19
• 6. TIMBER POST DESIGN ................ ............................... ......... .............. .................... .......... .... 28
• 7. FOUNDATION DESIGN .........................................................
• 8. POST TO EDGE JOIST CONNECTION _........ ....._... ................................................. ........................38
• 9. RAFTER TO LEDGER CONNECTION .. ......... .................... .................. ......... ..................... .......... 42
•
• 10. LEDGER CONNECTION ......... ......... ......... ......... .......... ......... ......... ......... ......... ......... .............43
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• �����``
M %CHAS
• ��\ � C E� `;19G� f
• �;
No. g
*,
• -- OF
i ; ill
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• BARRY MULLIN
• FLORIDA P.E. #. 77899
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• GARCIA MULLIN GROUP STRUCTURAL ENGINEERING
2479 SW 23RD TERRACE, MIAMI, FL. 33145 CERTIFICATE OF AUTHORIZATION #30882
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JOB TITLE ROVINSKIY TRELLIS
•
JOB NO. 14009 SHEET NO.
STRUCTURAL ENGINEERS
CALCULATEDBY g,MULLIN DATE OCT.2014
•
GARCIA NAIULuN GROUP ; MiAN11
CHECKED BY DATE
•
CS 12 Ver 2012.01.24
www.struware.com
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STRUCTURAL CALCULATIONS
FOR
•
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ROVINSKIY TRELLIS
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• JOB TITLE ROVINSKIY TRELLIS
r�Z
IN\AA
/ / JOB NO. 14009 SHEET NO.
STRUCTURAL ENGINEERS caLCULATEDSY B.Mt1LLIN DATE OCT. 2014
GARCtA I'VIO L1N GROUP j MIAMI CHECKED BY DATE
www.struware.com
Code. Search
• Code: Florida Building Code 2010- High Velocity Zon
Occupancy:
Occupancy Group = R Residential
Risk Category & Importance Factors:
Risk. Category = ll
Wind factor = 1.00 use 0.60 NOTE: Output will be nominal wind pressures
• Snow factor = 1.00
• Seismic factor = 1.00
Type of Construction:
• Fire Rating:
Roof = 2.0 hr
Floor = 2.0 hr
• Building Geometry:
Roof angle (0) 0.00/12 0.0 deg
Building length (L) 49.0 ft
Least width (B) 37.2 ft
Mean Roof Ht (h) 10.0 ft
• Parapet ht above grd 10.0 ft
• Minimum parapet ht 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
• Partitions N/A
• Partitions N/A
Partitions N/A
Partitions N/A
2
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JOB TITLE ROVINSKIY TRELLIS
•
JOB NO. 14009 SHEET NO.
STRUCTURAL ENGINEERS
CALCULATEDBY B.MULLIN DATE OCT. 2014
GARIC A X-IULLini CROUP ( MIAW
CHECKED BY DATE
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Wind Loads:
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Ultimate Wind Speed 175 mph
Directionality (Kd) 0.85
•
Exposure Category D
•
Enclosure Classif. Open Building
Internal pressure +1-0.00
•
Kh case 1 1.030
•
Kh case 2 1.030
Type of roof Monoslope
V(z)
Speedup
•
•
Topographic Factor (Kzt)
x(dawrmirdl
Topography Flat
+-
•
Hill Height (H) 0.0 ft
H< 15ft;exp D
Hn
H
Half Hill Length (Lh) 0.0 ft
\ Kzt=1.0
Lh Hal
I
•
Actual H/Lh _ 0.00
•
Use H/Lh = 0.00
Modified Lh - 0.0 ft
ESCARPMENT
•
From top of crest: x = 0.0 ft
I
•
Bldg up/down wind? downwind
Z
V{ZV--x(downvvind)
-up
•
H/Lh= 0.00 K,=
0.000
V(Z) x(upwind)
x/Lh = 0.00 K2 =
0.000_H/2
•
z/Lh = 0.00 Ks =
1.000
Lh Hl2
y
At Mean Roof Ht:
•
Kzt = (1+K,K2K3)^2 =
1..00 2D RIDGE or 3D AXISYMMETRICAL HILL
•
•
Gust Effect Factor
Flexible structure if natural frequency < 1 Hz (T> 1 second).
h = 10.0 ft
However, if building h/B < 4 then probably rigid structure (rule of thumb).
•
B = 37.2 ft
h/B = 0.27 Rigid structure
/z (0.6h) = 7.0 ft
•
G = 0.85 Using rigid structure default
•
Rigid Structure
Flexible or Dynamically Sensitive Structure
e = 0.13
Natural Frequency (r)j) = 0.0 Hz
•
f = 650 ft
Damping ratio (0) = 0
•
Zmin = 7 ft
/b = 0.80
•
c= 0.13
/a= 0.11
90, 9V = 3:4
VZ = 172:8
•
Lz = 535.5 ft
N, = 0.00
Q = 0.94
Rn = 0.000
•
IZ = 0.16
Rh = 28.282 n = 0.000 h _ 10.0 ft
•
G = 0.90 use G = 0.85
RB = 28.282 n = 0.000
RL = 28.282 rl = 0.000
•
9R = 0.000
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R = 0.000
G = 0.000 3
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• JOB TITLE ROVINSKIY TRELLIS
•
(rZ /N\A rZ JOB NO. 14009 SHEET NO.
STRUCTURAL ENGINEERS CALCULATED By B.MULLIN DATE OCT. 2014
GAROA MULLIN GROUP I MIAMI CHECKED BY DATE
•
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• - Enclosure Classification
• Test for Enclosed Building: A building that does not qualify as open or partially enclosed.
• Test for Open Building: All walls are at least 80% open:
• Ao >_ 0.8Ag
• Test for Partially Enclosed Buildina:
Input -Test
• Ao 0.0 sf Ao >_ 1.1 Aoi YES
• Ag 0.0 sf Ao > 4' or 0.01Ag NO
Aoi 0.0 sf Aoi / Agi 5 0.20 NO Building is NOT
• Agi 0.0 sf Partially Enclosed
•
• Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following:
Ao >_ 1.1Aoi
• Ao > smaller of 4' or 0.01 Ag
Aoi / Agi <_ 0.20
•
Where:
• Ao = the total area of openings in a wall that receives positive external pressure.
Ag = the gross area of that wall in which Ao is identified.
• Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao.
• Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag.
•
•
• Reduction Factor for large volume Partially enclosed buildings (R
If the partially enclosed building contains a single room that is unpartitioned , the internal
• pressure coefficient maybe multiplied by the reduction factor Ri.
• Total area of all wall & roof openings (Aog): 0 sf
Unpartitioned internal volume (Vi) : 0 cf
Ri = 1.00
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• Altitude adjustment to constant 0.00256 (caution - see code)
• Altitude = 0 feet Average Air Density 0.0765 Ibm/ft3
Constant = 0.00256
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• 4
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Wind
Load
Wind Direction
•
�7 n �
JOB TrrLE ROVINSKIY TRELLIS
Flow
��
STRUCTURAL ENGINEERS
TEDBYl400s SHEETNO.
CALCULATED BY B.MULtIN DATE OCT. 2014
•
GAR IA MULLIN GROUP I MIAIM;
CHECKED BY DATE
•
5h
p _ -17.5 psf -42.0 psf
B
Cn = __ -1 10 _0.60
----------- - - - - ---- --------210
Wind Loads - Open Buildings: 0.25:5 h/L 5 1.0
77 77--
Type of roof = Monoslope Free Roofs
G = 0.85
•
Wind Flow = Obstructed
Roof Angle = 0.0 deg
----- -
p =
_ ____-1
-
-42.0 ps
NOTE: The code requires the MWFRS be
•
Main Wind Force Resisting System
designed for a minimum pressure of 16 psf.
-- 0.50
Kz = Kh (case 2) = 1.03
Base pressure (qh) = 41.2 psf
Wind Flow
_
- -
17.5 psf -42.0 psf
p= 17.5ps
Roof pressures - Wind Normal to Ridge
10.5ps
Wind
Load
Wind Direction
2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof.
from the
= 0 & 180 de
Flow
Case
Cnw Cnl
Roof pressures -Wind Parallel to Ridge, Y = 90 deg
A
Cn =- - -----0-50---- 1.20
Obstructed
5h
p _ -17.5 psf -42.0 psf
B
Cn = __ -1 10 _0.60
----------- - - - - ---- --------210
Wind Flow
77 77--
20
F= = -38.5 psf ps
Wind
NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces.
2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof.
from the
3). Positive pressures act toward the roof. Negative pressures act away roof.
<_ 13.8 sf 1.00 -3.60
•
Roof pressures -Wind Parallel to Ridge, Y = 90 deg
Wind
Load
Horizontal Distance from Windward
positive negative positive negative positive negative
<_ 13.8 sf 1.00 -3.60
ae
-1.80
Flow
Case
-1.80
>13.8, _ 55.4 sf 0.80 5
5h
>h 5 2h
2
>2h
_ -----------------
> 55.4 sf 0.50 -1.20
77 77--
20
-0.90--
0.60
Obstructed
A
----- -
p =
_ ____-1
-
-42.0 ps
- _
-31.5 ps
----------
-21.0 psf
B--------------
Cn =
-- 0.50
__ _0.50 ---------------
0.30
Wind Flow
_
- -
17.5 psf -42.0 psf
p= 17.5ps
175ps
10.5ps
Fascia Panels -Horizontal pressures
qp = 41.2 psf Windward fascia: 61.8 psf (GCpn = +1.5)
• Leeward fascia: 41.2 psf (GCpn = -1.0)
Components & Cladding - roof pressures
• Kz = Kh (case 1) = 1.03 a= 3.7 ft a2 = 13.8 sf
Base pressure (qh) = 41.2 psf 4a? = 55.4 sf
• G = 0.85
Obstructed Wind Flow
Effective Wind Area zone 3 zone 2 zone 1
positive negative positive negative positive negative
<_ 13.8 sf 1.00 -3.60
0.80
-1.80
0.50 -1.20
CN
-1.80
>13.8, _ 55.4 sf 0.80 5
- 0--- -
-1.80
------1.80 ----
0.50 __=1.20___
-----0.5 - -
_ -----------------
> 55.4 sf 0.50 -1.20
----------------
0.50
-1.20
0.50 -1.20
5 13 8 sf 35.0 $f 126 Opsf
_
__ :_
_ 17.5_psf_ -42.0 psf__
Wind---------------
----------------------� ---- --------- -
>13.8, 5 55.4 sf 28 0 psf -63.0 psf
--
--_
---
17 5 psf-- __ 42 0 psf _
pressure-----
---------------------- ----- --2!L- ------- ------
> 55.4 sf 17.5 psf 42.0 psf
----
_
- -
17.5 psf -42.0 psf
5
•
• f::7z KA
JOB TITLE ROVINSKIY TRELLIS
• STRUCTURAL ENGINEERS JOB NO. X4009 SHEET NO.
• CALCULATED BY B M U LLI N DATE OCT. 2014
GAR0A MULLIN GROUP MIAMI CHECKED BY DATE
•
• Location of Wind Pressure Zones
•
L L
• - _
•
• CNW ClNL C.NW CNL
• WIND
WIIiD
• DIMCYION A Dn=TlON A
Prrcm ?ROUGH
• L L
• -
• C'Nw CNL
• NL
•wm
DIMCTION $ DERECSION
•Y. v Ya lev
• MONOBLOM
WIND DIRECTION v = 0°. 180°
•
• L L
i
VA NWD
• D�EC'IION� DIItB:CSIQN � D>RSGTiON J,�
• MONOSLOPE P=ED TRCQGH
WIND DIRECTION r = 90°
MAIN WIND FORCE RESISTING SYSTEM
•
•
2 cv
•
• i 1 l
•
• e< ioo e> >o�
• MONOSLOPE PITCHED ORTROUGHED ROOF
• COMPONENTS AND CLADDING 6
•
LOADING
JOB #:
SCALE:
( mil �i\\A
�
U l
14009
STRUCTURAL ENGINEERS
DRAWN:
DWG. NO.
ARCS- D, , &o ) ,a
BMM
-
PROJECT: ROVINSKIY TIMBER TRELLIS
CHECKED:
LOADING
�.
OCT 2014
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7
Tl TLS: LOADING
JOB #:
SCALE:
rz
14009
STRUCTURAL ENGINEERS
DRAWN:
DWG. NO.
GA;>CIA li'N MIAMI
BMM
PROJECT: ROVINSKIY TIMBER TRELLIS
CHECKED:
7
Tl TLS: LOADING
un �:CT 2014
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JOB #:
14009
SCALE:
STRUCTURAL ENGINEERS
A V!ULLIN (oROUR
DRAWN:
BMM
DWG. NO,
j MIAMI
CHECKED:
PROJECT: ROVINSKIY TIMBER TRELLIS
TITLE: TYPICAL RAFTER DESIGN
DATE:
OCT 2014
�} ^.,��{
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9
STRUCTURAL WOOD BEAM ANALYSIS & DESIGN (NDS)
Project
Job Ref.
K\A C`Z
ROVINSKIY TIMBER TRELLIS
14009
TEDDS calculation version 1.6.01
Section
Sheet no./rev.
STRUCTURAL ENGINEERS
TYPICAL RAFTER
I
1
b
GAROA V!ULUN GROUP f MWMt.
Calc. by
Date
Chk'd by
Date
App'd by
Date
BMM
10/29/2014
-
ft 115.
STRUCTURAL WOOD BEAM ANALYSIS & DESIGN (NDS)
In accordance with the ANSI/AF$PA NDS -2012 using the ASD method
TEDDS calculation version 1.6.01
Load Envelope - Combination 1
0.060
0.0
-
ft 115.
A
1
- B
kip -ft
Bending Moment Envelope
0.0-
1.687
it I
15
i
A
1
B
kips
Shear Force Envelope
0.450-0.4.
0.0
-0.450
ft I
15
A
1
B
Applied loading
Beam loads
Dead self weight of beam x 0
Live full UDL 60 Ib/ft
Load combinations
Load combination 1
Support A
Dead x 1.00
Live x 1.00
Span 1
Dead x 1.00
Live x 1.00
Support B
Dead x 1.00
Live x 1.00
10
Analysis results
Project
Job Ref.
/( � f��Z
ROVINSKIY TIMBER TRELLIS
14009
"\\/r r4
Section
Sheet no./rev.
STRUCTURAL ENGINEERS
TYPICAL RAFTER
2
GARCIA MULLIN GROUP j .{41 AP,9i
Calc. by
Date
Chk'd by
Date
App'd by
Date
RB_Li,,e = 450 Ib
BMM
10/2912014
Analysis results
Maximum moment
Mm, = 1687 Ib ft Win = 0 Ib ft
Design moment
M = max(abs(Mmax),abs(Mmin)) = 1687 lb_ft
Maximum shear
Finax = 450 Ib Fmm = -450 Ib
Design shear
F = max(abs(F nax),abs(Fmin)) = 450 Ib
Total load on member
Wtot = 900 Ib
Reaction at support A
RA—max = 450 Ib RA -min = 450 Ib
Unfactored live load reaction at support A
RA -Live = 450 Ib
Reaction at support B
Rs_m.x = 450 Ib RB -mo = 450 Ib
Unfactored live load reaction at support B
RB_Li,,e = 450 Ib
I,
1
Sawn lumber section details
Nominal breadth of sections
bnom = 2 in
Dressed breadth of sections
b = 1.5 in
Nominal depth of sections
dnom = 8 in
Dressed depth of sections
d = 7.25 in
Number of sections in member
N = 1
Overall breadth of member
bb = N x b = 1.5 in
Species, grade and size classification
Southern Pine, Select Structural grade, 8" wide
Bending parallel to grain
Fb =1950 Wine
Tension parallel to grain
Ft = 1350 Win
Compression parallel to grain
Fc = 1700 jb/in2
Compression perpendicular to grain
Fop., = 565 Ib/int
Shear parallel to grain
F,; = 175 Wine
Modulus of elasticity
E = 1800000 Wine
Modulus of elasticity, stability calculations
Emin = 660000 Wine
Mean shear modulus
Gdet = E / 16 = 112500 Wing
Member details
Service condition
Dry
Length of bearing
Lb = 4 in
Load duration
Ten minutes
The beam is one of three or more repetitive members
Section properties
Cross sectional area of member
A = N x b x d =10.87 int
Section modulus
Sx = N x b x d2 / 6 = 13.14 in'
Sy=dx(Nxb)2/6=2.72in'
- - 11
((
Project
ROVINSKIY TIMBER TRELLIS
Job Ref.
14009
ly=dx(Nxb)3/12=2.04in4
Section
Sheet no./rev.
STRUCTURAL ENGINEERS
TYPICAL RAFTER
3
Ai2('is fv'ULiN GROUP 5.-\N11
Calc. by
Date
Chk'd by
Date
App'd by -
Date
Flat use factor - Table 4B
BMM
10/29/2014
CiE 1 .00
Incising factor for bending, shear, tension & compression
Second moment of area
IX = N x b x d3 / 12 = 47.63 in'
ly=dx(Nxb)3/12=2.04in4
Adjustment factors
Load duration factor - Table 2.3.2
CD = 1.60
Temperature factor - Table 2.3.3
Ct = 1.00
Size factor for bending - Table 4B
CFb = 1.00
Size factor for tension - Table 4B
CR = 1.00
Size factor for compression - Table 4B
CFC = 1.00
Flat use factor - Table 4B
Cfu = 1.15
Incising factor for modulus of elasticity - Table 4.3.8
CiE 1 .00
Incising factor for bending, shear, tension & compression
- Table 4.3.8
Ci = 1.00
Incising factor for perpendicular compression - Table 4.3.8
Cic_perp = 1.00
Repetitive member factor- cl.4.3.9
Cr = 1.15
Bearing area factor - cl.3.10.4
Cb = 1.00
Depth -to -breadth ratio-
doom / (N x bnom) = 4.00
Effective laterally unsupported span length
la = 12 ft
Slenderness ratio for bending members - eq.3.3-5
Rb = 4[le x d / (N x b)q = 21.541
Adjusted bending design value for bending
Fb' = Fb x CD x CMb x Ct x CFb x C x Cr = 3588 Wine
Adjusted modulus of elasticity for member stability
Erni = Emir, X CME X Ct X CiE = 660000 Wine
Critical buckling design value for bending
FbE = 1.2 x Emio' / Rb2 = 1707 Win
Beam stability factor - eq.3.3-6
CL = [1 + (FbE / Fb*)] / 1.9 - 4[([l + (FbE / Fb*)] / 1.9y - (FbE / Fb*) / 0.95] = 0.46
Bearing perpendicular to grain - cl.3.10.2
Design compression perpendicular to grain
Fc -perp = Fc_perp x Ct x Ci x Cb = 5651b/int
Applied compression stress perpendicular to grain
fc_perp = RA max / (N x b x Lb) = 75 Win
fc_perp / Fern = 0.133
PASS - Design compressive stress exceeds applied compressive stress at bearing
Strength in bending - cl.3.3.1
Design bending stress
Fe = Fb x CD x Ct x C. x CFb x G x Cr = 1638 Wine
Actual bending stress
fb = M / S. = 1541 Ib/int
fb/Fb' =0.941
PASS - Design bending stress exceeds actual bending stress
Strength in shear parallel to grain - cl.3.4.1
Design shear stress
F,, = Fv x CD x Ct x Ci = 280 Win
Actual shear stress - eq.3.4-2
f,, = 3 x F / (2 x A) = 62 Win
f„ /F, =0.222
PASS - Design shear stress exceeds actual shear stress
Deflection - cl.3.5.1
Modulus of elasticity for deflection
E'= E x CME x Ct x CiE = 1800000 Wine
Design deflection
8adm = 0.005 x Ls, = 0.900 in 12
�Z
C(
STRUCTURAL 'J\ENGINEERS
Project
ROVINSKIY TIMBER TRELLIS
Job Ref.
14009
Section
Sheet no./rev.
TYPICAL RAFTER
4
GaRcia nnuLL!N cRcu° I Mara^,i
Calc. by
Date
Chk'd by
Date
App'd by
Date
BMM
10/29/2014
low
IKA
JOB #:
14009
SCALE:
STRUCTURAL ENGINEERS
DRAWN:
AWN:
DWG: NO.
X3.4&A `sta _t HG,K
U N ID I 'AIAV,1
_
PROJECT: ROVINSKIYTIMBER TRELLIS
CHECKED:
DAT ;
OCT 2014
TITLE: RAFTER TO EDGE JOIST CONNECTION
---------------
�
t--------------
-- �,�
--------------
- ---------------------
- --
.
Z
--
."
.- �t.�°:=�_'�' 1. �_r ------------
-.--- --_ _ ---_
Lf
-------------
4
14
rZ
CZ K A C
JOB #:
14009
SCALE:
STRUCTURAL ENGINEERS
DRAWN:
BMM
DWG. NO.
CHECKED:
PROJECT: ROVINSKIY TIMBER TRELLIS
TITLE: TIMBER EDGE JOIST DESIGN
DATE:
OCT 2014
p
�lE✓ (NCC) -
-
,
--
-- -
-- -----------------
--------------
-- -- --
- -------------------
--•---�---�-fit .
� �{" ; � .�``� V�J
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--��
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- - --- -- ---
-------------------
-------------
--------------------
'A
-----------------------------
-- - -- --
-----------
I
F
--
� - - -
cv a�r ess _
_? tv
Project
Job Ref.
/k A ( \ —�-7
ROVINSKIY TIMBER TRELLIS
14009
Section
Sheet no./rev.
STRUCTURAL ENGINEERS
EDGE JOIST
1
Calc. by
Date
Chk'd by
Date
App'd by
Date
GAPan MULLIN GROUP I MAV,,
BMM
11/1/2014
Analysis results
Project
ROVINSKIY TIMBER TRELLIS
Job Ref.
14009
Section
Sheet no./rev.
STRUCTURAL ENGINEERS
EDGE JOIST
2
GARCIA MUL.LSN GROUP ; MIAMI
Calc. by
Date
ChWd by
Date
App'd by
Date
RA_Liva = 1892 Ib
BMM
ill/l/2014
Unfactored live load reaction at support B
RBji„a = 1892 Ib
Analysis results
Maximum moment
Mmax = 6147 Ib_ft Mmin = 0 Ib -ft
Design moment
M = max(abs(Mmax),abs(Mmin)) = 6147 lb—ft
Maximum shear
Finax = 1892 Ib Fmin = -1892 Ib
Design shear
F = max(abs(Fina«),abs(Fmin)) = 1892 Ib
Total load on member
Wtot = 3783 Ib
Reaction at support A
RA -m.. = 1892 Ib RA -min = 1892 Ib
Unfactored live load reaction at support A
RA_Liva = 1892 Ib
Reaction at support B
Rs_ma. = 1892 Ib RB -min = 1892 Ib
Unfactored live load reaction at support B
RBji„a = 1892 Ib
i
Sawn lumber section details
Nominal breadth of sections
bnom = 2 in
Dressed breadth of sections
b = 1.5 in
Nominal depth of sections
dnom = 10 in
Dressed depth of sections
d = 9.25 in
Number of sections in member
N = 2
Overall breadth of member
bb = N x b = 3 in
Species, grade and size classification
Southern Pine, Select Structural grade, 10" wide
Bending parallel to grain
Fb =1700 Ib/int
Tension parallel to grain
Ft = 1150 Ib/int
Compression parallel to grain
F, = 1650 Ib/int
Compression perpendicular to grain
Fo_,arp = 565 Ib/inz
Shear parallel to grain
F,- = 175 Ib/int
Modulus of elasticity
E = 1800000 Wine
Modulus of elasticity, stability calculations
Emin = 660000 Ib/int
Mean shear modulus
Gaaf = E / 16 = 112500 Ib/in?
Member details
Service condition
Dry
Length of bearing
Lb = 4 in
Load duration
Ten minutes
Section properties
Cross sectional area of member
A = N x b x d =27.75 int
Section modulus
S,, = N x b x d2 16 = 42.78 in
Sy=dx(Nxb)2/6=13.87 in
Second moment of area
L = N x b x d3 / 12 = 197.86 in4
17
Project
Job Ref.
ROVINSKIY TIMBER TRELLIS
14009
\\_ 11\\A
Section
Sheet no./rev.
STRUCTURAL ENGINEERS
EDGE JOIST
3
FARC ,n,J _LIN _,Roi �> ; M!AMI
Calc. by
Date
Chk'd by
Date
App'd by
Date
GE = 1.00
BMM
11/1/2014
C = 1.00
Incising factor for perpendicular compression - Table 4.3.8
ly=dx(Nxb)3/12=20.81 in"
Adjustment factors
Load duration factor - Table 2.3.2
CD = 1.60
Temperature factor - Table 2.3.3
Ct = 1.00
Size factor for bending- Table 413
CFb = 1.00
Size factor for tension - Table 413
CR = 1.00
Size factor for compression - Table 413
CF, = 1.00
Flat use factor - Table 4B
Qu = 1.20
Incising factor for modulus of elasticity - Table 4.3.8
GE = 1.00
Incising factor for bending, shear, tension & compression
-Table 4.3.8
C = 1.00
Incising factor for perpendicular compression - Table 4.3.8
Gcperp = 1.00
Repetitive member factor- cl.4.3.9
Cr = 1.00
Bearing area factor - cl.3.10.4
Cb = 1.00
Depth -to -breadth ratio
dnom / (N x bnom) = 2.50
- Beam is fully restrained
Beam stability factor- cl.3.3,3
CL = 1.00
Bearing perpendicular to grain - cl.3.10.2
Design compression perpendicular to grain
Fc_perp' = Fc perp x Ctx Q x Cb = 565 Ib/int
Applied compression stress perpendicular to grain
fc_perp = RA m. / (N x b x Lb) = 158 Ib/int
fc_perp / Fc_perp = 0.279
PASS - Design compressive stress exceeds applied compressive stress at bearing
Strength in lending - cl.3.3.1
Design bending stress
Fe = Fb x CD x Ct x CL x CFb x G x Cr = 2720 Ib/in?
Actual bending stress
fb = M / SX = 1724 Win?
fe / Fe = 0.634
PASS - Design bending stress exceeds actual bending stress
Strength in shear parallel to grain - cl.3.4.1
Design shear stress
F,'= F,- x CD x Ct x G = 280 Win
Actual shear stress - eq.3.4-2
f„ = 3 x F / (2 x A) = 102 Win
f„/F'=0.365
PASS -Design shear stress exceeds.actual shear stress
Deflection - cl.3.5.1
Modulus of elasticity for deflection
E' = E x CME x Ct x QE = 1800000 Win
Design deflection
8adm = 0.005 x Lst = 0.780 in
Bending deflection
8b -sl = 0.525 in
Shear deflection
&-s, = 0.028 in
Total deflection
8, = Sb s, + & st = 0.553 in
Sal 8adm = 0.710
PASS - Design deflection is less than total deflection
18
4
( k (
JOB #:
14009
SCALE:
- ll // I1
STRUCTURAL ENGINEERS
DRAWN:
BMM.
DWG. NO.
O, MULUN GROUP 1 MIAMI
PROJECT: ROVINSKIY TIMBER TRELLIS
CHECKED:
TITLE: ANGLE HIP RAFTER DESIGN
DATE:
OCT 2014
---- --
--------------- --------------------------
--- --
- -- -
---.----
- --- --
----- -
-- -
i -
--
---------------
- --
/;
--
------------------------
-
-
-------------------
-
STRUCTURAL WOOD BEAM ANALYSIS & DESIGN (NDS)
Project
Job Ref.
ROVINSKIY TIMBER TRELLIS
14009
TEDDS calculation version 1.6.01
Section
Sheet no./rev.
STRUCTURAL ENGINEERS
ANGLE HIP RAFTER DESIGN
1
6ARClA VJLLtfu GE?ouF j_NntANIi
Calc. by
Date
Chk'd by 7
Date
App'd by
Date
BMM
11/1/2014
ft 118.66
STRUCTURAL WOOD BEAM ANALYSIS & DESIGN (NDS)
In accordance with the ANSI/AF&PANDS-2012 using the ASD method
TEDDS calculation version 1.6.01
-Load Envelope -Combination 1
0.516
0.0
ft 118.66
A
1
B
kipit
Bending Moment Envelope
0.0-
11.526-
- 11.5
ft
18.66
A
1
B
kips
Shear Force Envelope
1.605-
1.6
0.0-
-3.210-
-3.2
g I
18.66
A
1
B
Applied loading
Beam loads
Dead self weight of beam x 0
Live full VDL 0lb/ft to 516 Ib/ft
Load combinations
Load combination 1
Support A
Dead x 1.00
Live x 1.00
Span 1
Dead x 1.00
Live x 1.00
Support B
Dead x 1.00
Live x 1.00
20
Analysis results
Project
ROVINSKIY TIMBER TRELLIS
Job Ref.
14009
STRUCTURAL ENGINEERS
Section
ANGLE HIP RAFTER DESIGN
Sheet no./rev.
2
GARCIA "AULLIN GROU'- I MIAMI
-
- -
Calc. by
Date
Chk'd by
Date
App'd by
Date
RA_Live = 1605 Ib
BMM
11/1/2014
Unfactored live load reaction at support B
Ri -Live = 3210 Ib
I '
Analysis results
Maximum moment
Mmax = 11526 lb—ft Mmin = 0 lb—ft
Design moment
M = max(abs(Mmax),abs(Mm;n)) = 11526 lb—ft
Maximum shear
Finax = 1605 Ib Fmin = -3210 Ib
Design shear
F = max(abs(Finax),abs(Fmin)) = 3210 Ib
Total load on member
Wtot = 4814 Ib
Reaction at support A
RA_max = 1605 Ib RA -min = 1605 Ib
Unfactored live load reaction at support A
RA_Live = 1605 Ib
Reaction at support B
Rs -max = 3210 Ib RB -mi. = 3210 Ib
Unfactored live load reaction at support B
Ri -Live = 3210 Ib
I '
i
Sawn lumber section details
Nominal breadth of sections
bnotn = 2 in
Dressed breadth of sections
b = 1.5 in
Nominal depth of sections
dnom = 12 in
Dressed depth of sections
d =11.25 in
Number of sections in member
N = 2
Overall breadth of member
bb = N x b = 3 in
Species, grade and size classification
Southern Pine, Select Structural grade, 12" wide
Bending parallel to grain
Fb = 1600 Win
Tension parallel to grain
Ft 1100 Ib/inz
Compression parallel to grain
F. = 1650 Win
Compression perpendicular to grain
Fo_pe, = 565 Ib/inz
Shear parallel to grain
Fv = 175 Win
Modulus of elasticity
E = 1800000 Win
Modulus of elasticity, stability calculations
Emi,, = 660000 Win
Mean shear modulus
GdBf = E / 16 = 112500 Win?
Member details
Service condition
Dry
Length of bearing
Lb = 4 in
Load duration
Ten minutes
Section properties
Cross sectional area of member
A = N x b x d = 33.75 inz
Section modulus
Sx = N x b x dz / 6 = 63.28 in'
Sy=dx(Nxb)2/6=16.87in'
Second moment of area
ix = N x b x d3 / 12 = 355.96 in
ly= d x (N x b)3/ 12 = 25.31 in 21
Adjustment factors
Project
Job.Ref.
/�/�
K\A\\ �
ROVINSKIY TIMBER TRELLIS
14009
Section
Sheet no./rev.
STRUCTURAL ENGINEERS
BANGLE HIP RAFTER DESIGN
3
aARCIA MULLN CROUP- ; MIAMI
Calc. by
Date
Chk'd by
Date
App'd by
Date
Incising factor for bending, shear, tension & compression
BMM
11/1/2014
Ci = 1.00
Incising factor for perpendicular compression- Table 4.3.8
Cic_perp = 1.00
Adjustment factors
Load duration factor - Table 2.3.2
CD = 1.60
Temperature factor - Table 2.3.3
Ct = 1.00
Size factor for bending - Table 413
CFb = 1.00
Size factor for tension - Table 4B
CFt = 1.00
Size factor for compression - Table 4B
CF. = 1.00
Flat use factor - Table 4B
Cfu = 1.20
Incising factor for modulus of elasticity - Table 4.3.8
CiE _ 1.00
Incising factor for bending, shear, tension & compression
- Table 4.3.8
Ci = 1.00
Incising factor for perpendicular compression- Table 4.3.8
Cic_perp = 1.00
Repetitive member factor - cl.4.3.9
Cr = 1.00
Bearing area factor - cl.3.10.4
Cb = 1.00
Depth -to -breadth ratio
dnom / (N x bnom) = 3.00
- Beam is fully restrained
Beam stability factor - cl.3.3.3
CL = 1.00
Bearing perpendicular to grain - cl.3.10.2
Design compression perpendicular to grain
Fa_perp = Fc—perp x Ct x Ci x Cb = 565 Ib/int
Applied compression stress perpendicular to grain
fc_perp = RB -m. / (N x b x Lb) = 267 Win
fe_perp / Fc_perp' = 0.473
PASS - Design compressive stress exceeds applied compressive stress at bearing
Strength in bending - cl.3.3.1
Design bending stress
Fe = Fb x CD x Ctx CL x CFb x Ci x Cr = 2560 Wine
Actual bending stress
fb = M / SX = 2186 Win
fb / Fa = 0.854
PASS - Design bending stress exceeds actual bending stress
Strength in shear parallel to grain- cl.3.4.1
Design shear stress
Fv = FY x CD x Ct x Ci = 280 Wine
Actual shear stress - eq.3.4-2
fv = 3 x F / (2 x A) = 143 Iblin2
fv / F„' = 0.509
PASS - Design shear stress exceeds actual shear stress
Deflection - cl.3.5.1
Modulus of elasticity for deflection
E'= E x CME x Ct x CiE = 1800000 Wine
Design deflection
8aam = 0.0055 x Ls, =1.232 in
Bending deflection
8b_5t = 1.100 in
Shear deflection
&r_st = 0.044 in
Total deflection
Sa = Sb_s, + &_s, = 1.144 in
Sa / Sad, = 0.929
PASS - Design deflection is less than total deflection
22
INA CZ
JOB 4 SCALE:
14009
STRUCTURAL ENGINEERS DRAWN: DWG. NO.
GAR MU--L N GROUT I MIAMI BM
M -
PROJECT CHECKED:
ROVINSKIY TIMBER TRELLIS
TITLE: ANGLED HIP RAFTER CONNECTION DATE:
OCT 2014
---------------------------
- ,
-----------
- -- 3
SuPo _-
t �Io--- -
--------------
-------------------
SQA'------------
----------------------------------- ------------------------
Si,
-- - - - - - --
------ ---- 0----
----
--------------
--------------------. -. -
_23 -
C�Z
r --Z NA JOB #: SCALE:
14009
STRUCTURAL ENGINEERS DRAWN: DWG. NO.
GARC NULLiN GROUP ; MtAMt BMM
PROJECT: ROVINSKIY TIMBER TRELLIS CHECKED:
TITLE: ANGLED HIP RAFTER CONNECTION DATE:
OCT 2014
Y - -
-
SN
�,
-------------------
- - f-- --11---"---."-
---- --- -- - --------------------�.: -- -
o
Xp
--- - ----------------
----
-- - _ .
BOLTED TIMBER TO STEEL CONNECTION DESIGN (NDS)
Tedds calculation version 1.9:00 -
T is
Connected member
L
P
t Main member
O O
O O
Main timber member details
Species of main member Southern Pine
Size of main member (Table 1 B) 2 x 12
Number of main member Nm = 2
Thickness of main member tm = 1.500 in
Angle of load to grain of main member em = 90°
Connected steel member details
Number of connected steel member Ns = 1
Connected steel member thickness is = 0.375 in
Number of interfaces Nint = (Nm + NO -1 =2
Bolt details
Bolt diameter (Table L1) 5/8"
Number of rows of bolts R=2
Number of columns of bolts C=3
Total number of bolts Mots, = R x C = 6
Applied load
Applied load to the connection P = 3200 Ib
Dowel bearing length (main) (11.3.5)
Dowel bearing length in main member Im = tm = 1.500 in
Dowel bearing length (connected) (11.3.5)
Dowel bearing length in connected member Is = is = 0.375 in
25
Project
Job Ref.
1\\A C�Z
ROVINSKIY TIMBER TRELLIS
14009
Section
Sheet no./rev.
STRUCTURAL ENGINEERS
HIP RAFTER TO RC CONN
1
GARCIA TIAULUN GROUP ' ;MIAMI
- -
Calc. by
Date
Chk'd by
Date
App'd by
Date
BMM
11/1/2014
BOLTED TIMBER TO STEEL CONNECTION DESIGN (NDS)
Tedds calculation version 1.9:00 -
T is
Connected member
L
P
t Main member
O O
O O
Main timber member details
Species of main member Southern Pine
Size of main member (Table 1 B) 2 x 12
Number of main member Nm = 2
Thickness of main member tm = 1.500 in
Angle of load to grain of main member em = 90°
Connected steel member details
Number of connected steel member Ns = 1
Connected steel member thickness is = 0.375 in
Number of interfaces Nint = (Nm + NO -1 =2
Bolt details
Bolt diameter (Table L1) 5/8"
Number of rows of bolts R=2
Number of columns of bolts C=3
Total number of bolts Mots, = R x C = 6
Applied load
Applied load to the connection P = 3200 Ib
Dowel bearing length (main) (11.3.5)
Dowel bearing length in main member Im = tm = 1.500 in
Dowel bearing length (connected) (11.3.5)
Dowel bearing length in connected member Is = is = 0.375 in
25
�Section
KA
Project
ROVINSKIY TIMBER TRELLIS
Job Ref.
14009
Sheet no.lrev.
\
HIP RAFTER TO RC CONN
2
STRUCTURAL ENGINEERS
ct.RciH MULLIN GROUP C MIAMI
Fe = 16600 x W-84 x 1 psi = 5526 psi
Dowel bearing strength at an angle of load to grain
Calc. by
BMM
Date
11/1/2014
Chk'd by
Date
App'd by
Date
Bending yield strength (bolt) (Table 11A to 11I footnote no. 2)
Bending yield strength of bolt
Fyb = 45000 psi
Dowel bearing strength (main member) (Table 11.3.3 footnote no. 2)
Dowel bearing strength parallel to grain
Fe_par = 11200 x Gm x 1 psi = 6160 psi
Dowel bearing strength perpendicular to grain
Fe -Perp = 6100 x Gm' .45 x 1 psi / 4(D / 1 in) = 3243 psi
Dowel bearing strength for small dia. fasteners
Fe = 16600 x W-84 x 1 psi = 5526 psi
Dowel bearing strength at an angle of load to grain
Feem = (Fe_parx Fe_perp) / ((Fe_par x (Sin(Om))2)+ (Fe_perp x (cos(8m)y))
Feem = 3243 psi
Dowel bearing strength of main member
Fem = 3243 psi
Dowel bearing strength (connected steel member) (Table 11 K footnote no. 2)
Dowel bearing strength of connected member
Fes = 87000 psi
Preliminary yield limit equation coefficients (Table 11.3.1A notes) -
Dowel bearing strength ratio
Re = Fem / Fes = 0.037
Dowel bearing length ratio
Rt = Im / 15 = 4.000
Preliminary yield limit equation coefficient k,
k, _ ((�(Re+(2xRe2x(1+Rt+Rt2))+(R?xR 3)))-(Rex(1+Rt)))/(1+Re)
kr= 0.120
Preliminary yield limit equation coefficient k2
k2 = -1+�((2x(1+Re))+((2xFyx(1+(2xRe))xD2))/(3xFemXlm2))
k2 = 0.949
Preliminary yield limit equation coefficient k3
k3 =-1+4(((2x(1+Re))/Re)+((2xFyx(2+Re)xD2))/(3xFemx152))
k3= 9.393
Angle of load to grain coefficient ke
ke = 1 + (0.25 x max (Bm, Os) 90) = 1.250
Yield limit equations (double shear)
Mode Im (eq. 11.3-7)
Zim = (D x Im x Fem) / (4x. ke) = 608 Ib
Mode Is (eq. 11.3-8)
Zis = (2 x D x 1. x Fes) / (4 x ke) = 8156 Ib
Mode Ills (eq. 11.3-9)
Zms=(2xk3xDx1.xFem)/((2+Re) x3.2xke)=1752 Ib
Mode IV (eq. 11.3-10)
Z,v = (2x 132) x (4((2 x Fem x F,m) l (3 x (1 + Re)))) / (3.2 x ke) = 1891 lb
Z = min (Z,m, ZIs,ZIIIs,Ziv) = 608 ib
Nominal capacity of single fastener
Z = 608 Ib
Slenderness (Table 11.5.1C footnote no.1)
Slenderness
I / D = 0.600
Spacing requirements (perpendicular to grain loading)
Edge distance (Table 11.5.1C)
Loaded edge
eq = 4 x D = 2.500 in
Unloaded edge
ep= 1.5 x D = 0.938 in
End distance (Table 11.5.1A)
End distance (full stregnth)
aq_NII = 4 x D = 2.500 in
End distance (minimum)
aq_min = 2 x D = 1.250 in
End distance (actual)
aq = 2.000 in
Center to center spacing (Table 11.5.1 B)
Center to center spacing (full strength)
s fui, = 4 x D = 2.500 in
Center to center spacing (minimum)
8_min = 3 x D = 1.875 in 26
Center to center spacing (actual)
Project
Job Ref.
KA
ROVINSKIY TIMBER TRELLIS
14009
Section _
Sheet noJreG.
\\� \\�
HIP RAFTER TO RC CONN
3
STRUCTURAL ENGINEERS
GARCIA MULUN GROUP I MIAMI
Geometry factor for end distance
CA] = aq / aq_fuu = 0.80
Calc. by
BMM
Date
11/1/2014
Chk'd by
Date
App'd by -
Date
Center to center spacing (actual)
s = 3.000 in
Row spacing (Table 11.5.1D)
Row spacing
scow = (2.5 x D) = 1.563 in
Geometry factor CA (11.5.1)
End distance (actual)
aq = 2.000 in
End distance (full strength)
aq_full = 2.500 in
Geometry factor for end distance
CA] = aq / aq_fuu = 0.80
Center to center spacing (actual)
s = 3.000 in
Center to center spacing (full strength)
s_fuu = 2.500 in
Geometry factor for spacing
CA2 = s / s_fun = 1.20
Geometry factor
Ce = min(1,CAt, CA2) = 0.80
Adjustment factor
Load duration factor (Table 2.3.2)
CD = 1.60
Wet service factor (Table 10.3.3)
CM = 1.0
Temperature factor (Table 10.3.4)
Ct = 1.0
Group action factor (eq. 10.3-1)
C9 = 1.0
Geometry factor (11.5.1)
CA = 0.80
End grain factor (11.5.2)
Cg = 1.0
Diaphragm factor (11 .5-3)
Cd = 1.0
Toe nail factor (11.5.4)
Ctn = 1.0
Total capacity of connection
Capacity of connection
Z'= Z x Ntotai x CD x CM x CA= 4670 Ib
Design result
PASS - Connection capacity exceeds.appiied load
27
rfi\\A \` �JOB #: SCALE:
�14009
STRUCTURAL ENGINEERS DRAWN: DWG. NO.
GA��C , M -L N GROUP i M'"I'MH BMM
PROJECT: CHECKED:
ROVINSKIY TIMBER TRELLIS
TITLE: TIMBER POST DESIGN
uAi t:
.00T 2014,
---
T�$�=�6
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.l� 1b
,
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----
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------------------
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f 7ic
A
3 _ __ __ _ - _
------------
--
,
le- --
— - -
,
Structural wood member designSTRUCTURAL WOOD BEAM DESIGN (NDS)
Project
Job Ref.
ROVINSKIY TRELLIS
14009
STRUCTURAL ENGINEERS
GARCA MUL,IN GaouD I nni.Annr
section
TIMBER- POST - TENSION
Sheet no./m.
1
Calc. by
Date
Chk'd by
Date
App'd by
Date
BMM
110/25/2014
l
t- .. 5.5" -— ►�
Structural wood member designSTRUCTURAL WOOD BEAM DESIGN (NDS)
In accordance with the ANSI/AF&PANDS-2012
using the ASD method
TEDDS calculation version 1.6.00
Analysis results
Design axial tension
P = 3300 Ib
j
l
t- .. 5.5" -— ►�
Sawn lumber section details
Sawn
Nominal breadth of sections
bnom = 6 in
Dressed breadth of sections
b = 5.5 in
Nominal depth of sections
dnom = 6 in
Dressed depth of sections
d = 5.5 in
Number of sections in member
N = 1
Overall breadth of member
bb = N x b = 5.5 in
Species, grade and size classification
Southern Pine, Select Structural grade, 5" x 5" and larger
Bending parallel to grain
Fb = 1500 Wine
Tension parallel to grain
Ft = 1000 Ib/in2
Compression parallel to grain
Fc = 950 Ib/in2
Compression perpendicular to grain
Fc perp = 375 Ib/in2
Shear parallel to grain
F„ = 165 Ib/in2
Modulus of elasticity
E _ 1500000 Ib/in2
Modulus of elasticity, stability calculations
Emco = 550000 Ib/in2
Mean shear modulus
Gdef = E / 16 = 93750 Ib/in2
Member details
Service condition
Dry
Load duration
Ten years
Section properties
Cross sectional area of member
A = N x b x d = 30.25 in2
Section modulus
SX = N x b x d2 / 6 = 27.73 in'
Sy=dx(Nxby/6=27.73in'
Second moment of area
IX = N x b x d3 / 12 = 76.26 in'
ly = d x (N x b)3 112 = 76.26 in4
Adjustment factors
Load duration factor - Table 2.3.2
Co = 1.00
Temperature factor - Table 2.3.3
Cf = 1.00
Size factor for bending - Table 4D
CFb = 1.00
Size factor for tension - Table 4D CR = 1.00 29
Size factor for compression - Table 4D
Project
Job Ref.
rZ)KA CZ
ROVINSKIY TRELLIS
14009
STRUCTURAL ENGINEERS
section
sheet no./rev.
GARCIAawLL;NGROUP i MIAMI
TIMBER -POST -TENSION
2
Incising factor for perpendicular compression - Table
Calc. by
Date
Chk'd by
Date
App'd by
Date
Cb = 1.00
BMM
10/25/2014
- Beam is fully restrained
Beam stability factor - cl.3.3.3
CIL = 1.00
Size factor for compression - Table 4D
CFS = 1.00
Flat use factor - Table 4D
Cf., = 1.00
Incising factor for modulus of elasticity - Table 4.3.8
CiE = 1.00
Incising factor for bending; shear, tension & compression
- Table 4.3.8
Ci = 1.00
Incising factor for perpendicular compression - Table
4.3.8
Cc—perp = 1.00
Repetitive member factor - cl.4.3.9
Cr = 1.00
Bearing area factor - cl.3.10.4
Cb = 1.00
Depth -to -breadth ratio
dnom / (N x bnom) = 1.00
- Beam is fully restrained
Beam stability factor - cl.3.3.3
CIL = 1.00
Tension parallel to grain - cl.3.8.1
Design tensile stress
Ft= Ft x Co x Ct x CFt x Ci 1000 Win
Applied tensile stress
ft = P / A = 109 Wine
ft 1 Fi = 0.109
PASS - Design tensile stress exceeds applied tensile stress
30
STRUCTURAL WOOD BEAM DESIGN (NDS)
Project
Job Ref.
CZr7Z li \\// 11
ROVINSKIY TRELLIS
14009
STRUCTURAL ENGINEERS
Section
Sheetno./rev.
GAROA Mu_LiN ROUP i MW/ti
TIMBER POST - COMPRESSION
1
Calc. by
Date
ChWd by
Date
App'd by
Date
BMM
10/25/2014
I
Nominal breadth of sections
bnom = 6 in
STRUCTURAL WOOD BEAM DESIGN (NDS)
In accordance with the ANSI/AF&PANDS-2012
using the ASD method
TEDDS calculation version 1.6.00
Analysis results
Design axial compression
P = 2900 Ib
Lq
10
f— 5.5" --►
Sawn lumber section details
Nominal breadth of sections
bnom = 6 in
Dressed breadth of sections
b = 5.5 in
Nominal depth of sections
dnom = 6 in
Dressed depth of sections
d = 5.5 in
Number of sections in member
N = 1
Overall breadth of member
bb = N x b = 5.5 in
Species, grade and size classification
Southern Pine, Select Structural grade, 5" x 5" and larger
Bending parallel to grain
Fb = 1500 Win
Tension parallel to grain
Ft = 1000 Wine
Compression parallel to grain
F, = 950 Ib/inz
Compression perpendicular to grain
Fcs rp = 375 Ib/in?
Shear parallel to grain
Fv = 165 Win
Modulus of elasticity
E = 1500000 Win
Modulus of elasticity, stability calculations
Em;n = 550000 Ib/inz
Mean shear modulus
Gdet = E / 16 = 93750 Win
Member details
Service condition
Dry
Load duration
Ten years
Unbraced length in x-axis
Lx = 10 ft
Effective length factor in x-axis
Kx = 1
Effective length in x-axis
Lex = Lx x Kx = 10 ft
Unbraced length in y-axis
Ly = 10 ft
Effective length factor in y-axis
Ky = 1
Effective length in y-axis
Ley= Ly x Ky = 10 ft
Section properties
Cross sectional area of member
A = N x b x d = 30.25 in
Section modulus
Sx = N x b x d / 6 = 27.73 in'
Sy=dx(Nxb)2/6=27.73in'
Second moment of area
Ix = N x b x d3 / 12 = 76.26 in" 31
Project
Job Ref.
CZ r�Z li \\// 11
ROVINSKIY TRELLIS
14009
STRUCTURAL ENGINEERS
section
Sheet no./rev.
GARCIA MULLIN GROUP ; MIAMI
TIMBER POST - COMPRESSION -
2 - _ -
Size factor for compression - Table 4D
Calc. by
Date
Chk'd by
Date
App'd by
Date
Incising factor for bending, shear, tension & compression -Table 4.3.8
BMM
10/25/2014
Incising factor for perpendicular compression -
Table 4.3.8
Cc_p.r = 1.00
ly=dx(Nxb)3/12=76.26in4
Adjustment factors
Load duration factor - Table 2.3.2
CD = 1.00
Temperature factor - Table 2.3.3
Ct = 1.00
Size factor for bending- Table 41)
CFb = 1.00
Size factor for tension - Table 4D
CFr = 1.00
Size factor for compression - Table 4D
CFS = 1.00
Flat use factor- Table 4D
CfU = 1.00
Incising factor for modulus of elasticity - Table 4.3.8
CiE = 1.00
Incising factor for bending, shear, tension & compression -Table 4.3.8
Ci = 1.00
Incising factor for perpendicular compression -
Table 4.3.8
Cc_p.r = 1.00
Repetitive member factor- cl.4.3.9
Cr = 1.00
Bearing area factor - cl.3.10.4
Cb = 1.00
Adjusted modulus of elasticity for column stability
Emin' = Emin X CME X Ct X CiE = 550000 Ib/inz
Reference compression design value
Fc* = F. x CD x CMC x Ct x CFC x Ci = 950 Wine
Critical buckling design value for compression
F,E = 0.822 x Emin / (L,. / dy = 950 Win
c = 0.80
Column stability factor - eq.3.7-1
CP = (1 + (FcE / Fc*)) / (2 x c) - �f((1 + (FeE / F,`)) / (2 x c))2 - (FCE ! Fc') / c] = 0.69
Depth -to -breadth ratio
dnum / IN x bnom) = 1.00
- Beam is fully restrained
Beam stability factor - cl.3.3.3
CL = 1.00
Strength in compression parallel to grain - cl.3.6.3
Design compressive stress
F(;'= F. x CD x Ct x CF. X Ci X CP = 656 Ib/int
Applied compressive stress
f. = P / A = 96 Ib/int
fc / Fc' = 0.146
PASS - Design compressive stress exceeds applied compressive stress
- 32
rZ fl\\A fl�Z
JOB #:
14009
SCALE:
STRUCTURAL ENGINEERS
DRAWN:
BMM
DWG. NO.
GfiRC A.,/iULL:�i GROUP 1MiA.Vl' -
CHECKED:
PROJECT: ROVINSKIY TIMBER TRELLIS
TITLE: FOUNDATION DESIGN
DATE:
OCT 2034
�Ol r; ----- ---: �_
WT(INA ------------------
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--
-
ok--� -=--�- ----
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Project
ROVINSKIY TRELLIS
Job Ref.
14009STRUCTUINA
RALENGINEERS \`
Section
FOUNDATION
Sheet no.1rev.
1
- GARCIA MULE IN GROUP } MIAM,
-
-
Calc. by
Date
Chk'd by
Date
App'd by
Date
BMM
10/25/2014
l
COMBINED FOOTING ANALYSIS AND DESIGN (ACI318-08)
TEDDS calculation version 2.0.05.06
1
N
l
M I
I
l
I
Combined footing details
Length of combined footing
L = 3.000 ft
Width of combined footing
B = 3.000 ft
Depth of combined footing
h = 24.000 in
Depth of soil over footing
hsar= 18.000 in
Density of concrete
peon = 150.0 Ib/ft3
Column details
Column base length
IA = 8.000 in
Column base width
bA = 8.000 in
Column eccentricity in x
ePxA =0.000 in
Column eccentricity in y
ePyA = 0.000 in
Soil details
Depth of soil over footing
hso11= 18.000 in
Density of soil
psw = 120.0 Ib/ft3
Allowable bearing pressure
Pbeariny = 2.000 ksf
Axial loading on column
Dead axial load
PGA = 0.000 kips
Live axial load
Poo, = 2.900 kips
Wind axial load
PWA = 0.000 kips
Total axial load
PA = 2.900 kips
Foundation loads
Dead surcharge load
FGsur = 0.000 ksf
Live surcharge load
FQsur = 0.000 ksf
Footing self weight
Fswt = 0.300 ksf
Soil self weight
Fso;1= 0.180 ksf
Total foundation load
F = 4.320 kips
Calculate base reaction
Total base reaction
T = 7.2 kips
Base reaction eccentricity in
x eTx = 0.000 in
Base reaction eccentricity in y
eTy = 0.000 in
Base reaction acts within middle thirApf base
0.802 ksf 0.802 ksf
Load combination factors for loads
Dead loads
Project
ROVINSKIY TRELLIS
Job Ref.
14009
STRUCTURAL ENGINEERS
GARCiA UULLiN GROUP j %,q!A.M!
section
FOUNDATION - -
Sheet no./rev.
2- - -
Caic. by
Date
Chk'd by
Da
App'd by
Tte
Flexural strength reduction
Of = 0.90
BMM
10/25/2014
Ultimate axial loading on column
Ultimate axial load on column
0.802 ksf 0.802 ksf
Load combination factors for loads
Dead loads
yrc = 1.20
Live loads
yrQ = 1.60
Wind loads
-#w = 0.00
Strength reduction factors
Flexural strength reduction
Of = 0.90
Shear strength reductions
= 0.75
Ultimate axial loading on column
Ultimate axial load on column
Pon = 4.640 kips
Ultimate foundation loads
Ultimate foundation load
Fu = 5.184 kips
Ultimate horizontal loading on
column
Ult.horizontal load in x dir
HxuA = 0.000 kips
Ult. horizontal load in y dir
Hy„ A = 0.000 kips
Ultimate moment on column
Ult.moment on column in x dir
MxuA = 0.000 kip_ft
Ult.moment on column in y dir
MyuA = 0.000 kip_ft
Ultimate base reaction
Ultimate base reaction
T„ = 9.824 kips
Ecc.of ult.base reaction in x
erxu = 0.000 in
Ecc.of ult.base reaction my
eTyu = 0.000 in
Calculate ultimate base pressures
qlu = 1.092 ksf
q2u = 1.092 ksf
qau = 1.092 ksf
q4u = 1.092 ksf
Minimum ult.base pressure
gminu = 1.092 ksf
Maximum ult.base pressure
qm.0 = 1.092 ksf 35
Ultimate moments
Project
ROVINSKIY TRELLIS
Job Ref.
14009
STRUCTURAL ENGINEERS
Section
FOUNDATION
Sheet no./rev.
3
G RCIA MU_LIN GROUP 1 M AMI
f c = 4000 psi Yield strength of reinforcement f„ = 60000 psi
Cover to reinforcement
Calc. by
Date
Chk'd by
Date
-
App'd by
Date
BMM
10/25/2014
Tension reinforcement
As -x6 -Pro,, = 1.841 int Compression reinforcement As -.T -Prov = 0.000 int
Minimum tens. reinforcement
Asx min = 1.555 int
Ultimate moments
Ultimate moment in x dir
M. = 1.740 kip_ft Ultimate moment in y dir My = 1.740 kip_ft
Material details
Comp.strength of concrete
f c = 4000 psi Yield strength of reinforcement f„ = 60000 psi
Cover to reinforcement
Cnom = 3.000 in
Concrete type
Normal weight
Concrete modification factor
a, = 1.00
Moment design in x direction
Reinforcement provided
6 No. 5 bars bottom
Tension reinforcement
As -x6 -Pro,, = 1.841 int Compression reinforcement As -.T -Prov = 0.000 int
Minimum tens. reinforcement
Asx min = 1.555 int
PASS - Reinforcement provided exceeds minimum reinforcement required
Strain in reinforcement
Et ,, =0.05546
PASS - The section has adequate ductility (cl. 10.3.5)
Nominal moment strength
Mnx = 1.933 kip_ft Moment capacity of base M.p. = 186.253 kip_ft
PASS - Moment capacity of base exceeds nominal moment strength required
Moment design in y direction
Reinforcement provided
6 No. 5 bars bottom
Tension reinforcement
A,yB-Prov = 1.841 int Compression reinforcement AsyT_prov = 0.000 int
Minimum tens. reinforcement
Asy_min = 1.555 int
PASS - Reinforcement provided exceeds minimum reinforcement required
Strain in reinforcement
Ety = 0.05370
PASS - The section has adequate ductility (cl. 10.3.5)
Nominal moment strength
Mny=1.933 kip_ft Moment capacity of base Mcapy = 180.500 kip_ft
PASS - Moment capacity of base exceeds nominal moment strength required
Calculate ultimate punching
shear force at perimeter of d 12 from face of column
Ult.press.for punching shear
qp„A =1.092 ksf Avg.effective reinf.depth d = 20.375 in
Area loaded
APA = 7.094 ft' Length of shear perimeter upA = 6.000 ft
Ult.punching shear force
Vp„ A = 0.983 kips
Punching shear stresses at perimeter of d / 2 from face of column
Nominal shear strength
VnpuA = 1.310 kips Concrete shear strength Vo_P = 371.1.25 kips
PASS - Nominal shear strength is less than concrete shear strength
36
Project
Job Ref.
/� �
/N\A(`'
ROVINSKIY TRELLIS
14009
i
Section
Sheet no./rev.
STRUCTURAL ENGINEERS
FOUNDATION
4
G'AROA MULLIN GROUP (-M;AMI.
Calc. by
-
Date
- -
Chk'd by
Date
App'd by
Date
BMM
10/25/2014
Ik A C JOB #: SCALE:
14009
STRUCTURAL ENGINEERS DRAWpN; DWG. NO.
_FCIA MULLii'J GROUP ( M AM7 UMM'
PROJECT: ROVINSKIY TIMBER TRELLIS CHECKED:
TITLE: POST TO EDGE JOIST CONNECTION DATE: -
DCT 2014
----------------------------- -- -
---
Q- - -
-
- - --- -
--------------
---------------------------------
- - - -
'� Gr1 - --------------- -
------------------
---------------
----------------
---------------
38
CZ 1K\A
Project
ROVINSKIY TRELLIS
Job Ref.
14009
STRUCTURALENGINEERS
section
POST TO EDGE JOIST CONNECTION
Sheet no./rev.
2
GARCIA MULLIN GROUP 1 MIAMI
-
Dowel bearing strength for small dia. fasteners
Calc. by
Date
Chk'd by
Date
App'd by
Date
Fem = 3626 psi
Dowel bearing strength (connected timber member)
BMM
10/25/2014
Fe_par = 11200 x Gs x 1 psi= 6160 psi
Dowel bearing strength perpendicular to grain
Fe_perp = 6100 x Gatos x 1 psi / 4(D / 1 in) = 3626 psi
Dowel bearing strength for small dia. fasteners
Bending yield strength (bolt) (Table 11A to 111 footnote no. 2)
Bending yield strength of bolt
Fyb = 45000 psi
Dowel bearing strength (main member) (Table 11.3.3 footnote no. 2)
Dowel bearing strength parallel to grain
Fe_par = 11200 x Gm x 1 psi = 6160 psi
Dowel bearing strength perpendicular to grain
Fe_Pem = 6100 x Gm'1-45 x 1 psi / a(D /I in) = 3626 psi
Dowel bearing strength for small dia. fasteners
Fe = 16600 x Gm'.84 x 1 psi = 5526 psi
Dowel bearing strength at an angle of load to grain
Fe9m = (Fe_par x Fe_perp) / ((Fe_par x (sin(em))2) + (Fe_perp x (cos(em))2))
Feem = 3626 psi
Dowel bearing strength of main member
Fem = 3626 psi
Dowel bearing strength (connected timber member)
(Table 11.3.3 footnote no. 2)
Dowel bearing strength parallel to grain
Fe_par = 11200 x Gs x 1 psi= 6160 psi
Dowel bearing strength perpendicular to grain
Fe_perp = 6100 x Gatos x 1 psi / 4(D / 1 in) = 3626 psi
Dowel bearing strength for small dia. fasteners
Fe = 16600 x Gs1-84 x 1 psi = 5526 psi
Dowel bearing strength at an angle of load to grain
Fees = (Fe_par x Fe_perp) / ((Fe -par x (sin(95))2) + (Fe_perp x (cos(es))2))
Fee. = 6160 psi
Dowel bearing strength of connected member
Fes = 6160 psi
Preliminary yield limit equation coefficients (Table 11.3.1A notes)
Dowel bearing strength ratio
Re = Fem / Fes = 0.589
Dowel bearing length ratio
Rt = Im / Is = 3.667
Preliminary yield limit equation coefficient k,
k, _((4(Re+(2xRe2x(1+Rt+Rt2))+(Rt2xRe3))}(Rex(1+Rt)))/(1+Re)
kr= 0.779
Preliminary yield limit equation coefficient kz
k2 =-1+4((2x(1+Re))+((2xFybx(1+(2XRe))xD2))/(3xFemxlm2))
k2 = 0.824
Preliminary yield limit equation coefficient ka
ka =-1+4(((2x(1+Re))/Re)+((2xFybx(2+RB)xD2))/(3xFemxls2))
ka= 1.789_
Angle of load to grain coefficient ke
ke = 1 + (0.25 x max (em, es) / 90) = 1.250
Yield limit equations (double shear)
Mode Im (eq. 11.3-7)
Z,m = (D x lm x Fem) / (4 x ke) = 1994 Ib
Mode Is (eq. 11.3-8)
ZIs = (2 x D x Is x Fes) / (4 x ke) = 1848 Ib
Mode Ills (eq. 11.3-9)
Zms = (2 x ks x D x Is x Fem) / ((2 + Re) x 3.2 x ke) = 940 Ib
Mode IV (eq. 11.3-10)
Ziv = (2 x D2) x (4((2 x Fem x Fy,) / (3 x (1 + Re)))) / (3.2 x ke) = 1034 Ib
Z = min (ZIm, ZIs,Zms,Zw) = 940 lb
Nominal capacity of single fastener
Z = 940 Ib
Slenderness (Table 11.5.1C footnote no.1)
Slenderness
I 1 D = 6.000
Spacing requirements (perpendicular to grain loading)
Edge distance (Table 11.5.1 C)
Loaded edge
eq = 4 x D_= 2.000 in
Unloaded edge
ep= 1.5-x D = 0.750 in
End distance (Table 11.5.1A)
End distance (full stregnth)
aq_,,n = 4 x D = 2.000 in
40
ST R U CT U R A L ENGINEERS
Project
ROVINSKIY TRELLIS
Job Ref.
14009-
_
section
Sheet no./rev.
POST TO EDGE JOIST CONNECTION
3
,,C, , ti,,;__;N GROUP , VNAWN
s_min = 3 x D = 1.500 in
Center to center spacing (actual)
s = 2.000 in
Calc. by
Date
Chk'd by
Date
App'd by
Date
End distance (actual)
BMM
10/25/2014
I
Geometry factor for end distance
CAI = aq / aq_tun = 1.00
Center to center spacing (actual)
End distance (minimum)
aq-mi, = 2 x D = 1.000 in
End distance (actual)
aq = 2.000 in
Center to center spacing (Table 11.5.1 B)
Center to center spacing (full strength)
s_fuu = 4 x D = 2.000 in
Center to center spacing (minimum)
s_min = 3 x D = 1.500 in
Center to center spacing (actual)
s = 2.000 in
Row spacing (Table 11.5.1D)
Row spacing
s,nv = (5 x D) = 2.500 in
Geometry factor Ce (11 .5-1)
End distance (actual)
aq = 2.000 in
End distance (full strength)
aq-fu i = 2.000 in
Geometry factor for end distance
CAI = aq / aq_tun = 1.00
Center to center spacing (actual)
s = 2.000 in
Center to center spacing (full strength)
s fun = 2.000 in
Geometry factor for spacing
CA2 = s / s_fuu = 1.00
Geometry factor
CA = min(1,GAt, Cee) =1.00
Adjustment factor
Load duration factor (Table 2.3.2)
CD = 1.60
Wet service factor (Table 10.3.3)
CM = 1.0
Temperature factor (Table 10.3.4)
Ct = 1.0
Group action factor (eq. 10.3-1)
C9 = 1.0
Geometry factor (11.5. 1)
Ce = 1.00
End grain factor (11.5.2)
Ce9 = 1.0
Diaphragm factor (11.5.3)
Cm = 1.0
Toe nail factor (11.5.4)
Cm = 1.0
Total capacity of connection
Capacity of connection
Z' = Z x Mow x Co x CM x CA= 4510 Ib
Design result
PASS - Connection capacity exceeds applied load
41
JOB #: SCALE:
14009
STRUCTURAL ENGINEERS DRAWN:DWG. NO.
GARC. l"SIR GROUP.{ MIAMI BMM
PROJECT: ROVINSKIY TIMBER TRELLIS CHECKED:
TITLE: RAFTER TO LEDGER CONNECTION DATE:
_ _OCT 1014 -
---------------------------------------
L' YL-
---------------------------------------------------- ---------
--------------
------------------------
----------
-----------------
-
�-------------------------
------------------------------- - -- ---------
4 Goma --- �- oK
---
--------------
-------------- ------------------
---------- --------- ------------------------------------ ---------------------- ------
--------------- -------
-- - --
-
-----------
UP�c c�A - 3 -D:
.-
.:_ _.._: t -1-----------------------
------------
--------------
--------------------
-_-_42
Ah
f:�Z
li\\A JOB #: SCALE:
14009
STRUCTURAL ENGINEERS DRAWN: DWGr NO.
BMM
PROJECT: ROVINSKIY TIMBER TRELLIS CHECKED:
TITLE: LEDGER TO [E] RC TIE BEAM CONNECTION ATE: OCT 2014
_ ��� - c
------------
p _
-- -
-- - -- -------------------
-43
CZ lf\\A rZ
Project
ROVINSKIYTRELLS
Job Ref.
14009
STRUCTURAL ENGINEERS
Aran MULLIN GROUP ! MIAMI
Section
TIMBER LEDGER DESIGN
Sheet no./rev.
1
Calc. by
Date
Chk'd by
Date
App'd by
Date
CONCRETE/
B M M
10/25/2014
MASONRY WALL
Note —this calculation
covers the design of ledger and anchor bolt only
Ledger properties
SIMPLE LEDGER DESIGN (NDS - 2005)
TEDDS calculation version 1.0.03
ROOF
r
STRAP
SHEATHING
I
ANCHOR BOLT
I
FLOOR HANGER
JOIST
CONCRETE/
LEDGER
MASONRY WALL
Note —this calculation
covers the design of ledger and anchor bolt only
Ledger properties
Nominal size of the ledger
2 x 8
Species type
SOUTHERN PINE
Specific gravity
G = 0.55
Grade
Select Structural
Bending strength of the ledger
2350.00 psi
Shear strength of the ledger
175.00 psi
Load data
Dead load on ledger
DL = 1.00 plf
Live load on ledger
LL = 235.00 plf
Shear force on ledger
F = 1.00 plf
Bolt data
Bolt type
A307
Diameter of the bolt
D = 0.75 in
Basic design strength of bolt
Fu = 12.00 ksi
Strength of the bolt
FU = 5.30 kips
Adjustment factors for bending
Load duration factor for vertical loads only
CDv = 1.25
Wet service factor
CMb = 1.00
Temperature factor
Ct = 1.00
Size factor
CF = 1.00 44
li\\A
Project
ROVINSKIY TRELLIS
Job Ref.
14009
\\\\Z
STRUCTURAL ENGINEERS
GAac;A MULLIN GROUP i M14A n+
Section
POST TO EDGE JOIST CONNECTION
Sheet no./rev.
1
Calc. by
Date
Chk'd by
Date
App'd by
Date
BMM
10/25/2014
I
BOLTED TIMBER TO TIMBER CONNECTION DESIGN (NDS)
Tedds calculation version 1.1.00 -
V// is
Connected member
I" t _I Main member
�P
O O
0
O O
Main timber member details
Species of main member Southern Pine
Size of main member (Table 1 B) 6 x 6
Number of main member Nm = 1
Thickness of main member tm = 5.500 in USING 2°X10°
Angle of load to grain of main member em = 90° CONNECTION CAPACITY
Connected timber member details = 3862LB THEREFORE OK
Species of connected member Souther ine
Size of connected member (Table 1 B) 2 x 12
Number of connected member % = 2
Thickness of connected member is = 1.500 in
Number of interfaces N;nt = (Nm + Ns) —1 = 2
Bolt details
Bolt diameter (Table L1) 1/2"
Number of rows of bolts R = 1
Number of columns of bolts C = 3
Total number of bolts Ntowi = R x C = 3
Applied load
Applied load to the connection P = 3300 lb
Dowel bearing length (main) (111.3.5) -
Dowel bearing length in main member Im = tm = 5.500 in
Dowel bearing length (connected) (11.3.5)
Dowel bearing length in connected member 6 = is = 1.500 in 39
Flat use factor
Project
ROVINSKIY TRELLS
Job Ref.
14009
STRUCTURAL ENGINEERS
GARQA. MULLIN GROUP
section
TIMBER LEDGER DESIGN
sheet no./rev.
2
Calc. by
Date
Chk'd by
Date
App'd byDate
CDv = 1.25
Wet service factor
CMV = 1.00
B M M
10/25/2014
Incising factor
G = 1.00
Ledger analysis
Flat use factor
CN = 1.00
Incising factor
C = 1.00
Repetitive member factor
C, = 1.00
Beam stability factor
CI = 1.00
Adjustment factors for shear
Load duration factor for vertical loads only
CDv = 1.25
Wet service factor
CMV = 1.00
Temperature factor
Ct = 1.00
Incising factor
G = 1.00
Ledger analysis
Effective span of the ledger
Ie = s - D = 23.25 in
Maximum shear force in the ledger
V = le x (DL + LL) / 2 = 228.62 Ib
Effective width of the ledger
b = 1.50 in
Effective depth of the ledger
d = 7.25 in
Maximum shear stress in the ledger
fv = 3/2 x V / (b x d) = 31.53 psi
Maximum bending moment in the ledger
M = 0.125 x 1.2 x (DL + LL) = 1328.88 lb -in
Section modulus of the section
S = b x d2 / 6 =13.14 in
Maximum bending stress in the ledger
fb = M / S =101.13 psi
Check for bending
Allowable bending strength of the ledger
F'b = Fb x CDv x Crab x Ct x CP x Cr„ x C; x Cr x CIL = 2937.50 psi
Maximum bending stress
fb = 101.13 psi
PASS - Section capacity in bending is adequate
Check for shear
Allowable shear strength of the ledger
F'„ = F„ x CDvx Craw x Ct x G = 218.75 psi
Maximum shear stress
f,- = 31.53 psi
PASS - Section capacity in shear is adequate
Load cases
Vertical load combination
Case: -1, Vertical load
Vu = s x (DL + LL)= 472.00 Ib
Vertical and horizontal load combinations
Case: -2
Vertical load
Vt_2 = s x (1.1 x DL + 0.75 x LL) = 354.70 Ib
Horizontal load
HL2 = 0.525 x F x s = 1,05 Ib
Resultant load on each bolt
L2 = �(VL22 + HL22) = 354.70 Ib
Case: -3
Vertical load
VO = s x 1.14 x DL = 2.28 Ib
Horizontal load
Hts = 0.7 x F x s = 1.40 Ib
Resultant load on each bolt
Ls = �(Vts2 + HO 2) = 2.68 Ib
Case: -4
Vertical load
Vt_a = s x 0.46 x DL = 0.92 Ib
Horizontal load
HL4 = 0.7 x F x s = 1.40 Ib
Resultant load on each bolt
L4 = 4(VL42 + HL42) =1.68 Ib
45
(C INA
Project
ROVINSKIY TRELLS
Job Ref.
14009
Section
Sheet no./rev.
\
STRUCTURAL ENGINEERS
TIMBER LEDGER DESIGN
3
Calc. by
Date
Chk'd by
Date
App'd by
Date
GAc n M ULLih GRouu I IMtA M I
Fes _ Fe_per = 2960.23 psi
BM
10/25/2014
Ko = 1 +90/360=1.25
Rt=1m/Is=2.67
Maximum resultant load on each bolt
Lmax = 354.70 Ib
Maximum horizontal load on bolt
Hm. = 1.05 Ib
Maximum vertical load on bolt
VmaX = 354.70 Ib
Coefficients for yield limit equations for vertical
loads
(From Table 11.3.2, NDS - 2005)
Dowel bearing strength of the concrete/masonry
Fem = 6000.00 psi
Dowel bearing strength perpendicular to grain
Fe_per = 2960.23 psi
Dowel bearing strength of the ledger
Fes _ Fe_per = 2960.23 psi
Re = Fem / Fes = 2.03
Ko = 1 +90/360=1.25
Rt=1m/Is=2.67
Yield limit equation coefficient k,
k, = 1.59
Yield limit equation coefficient k2
k2 = 1.55
Yield limit equation coefficient k3
k3 = 1.35
Yield limit equations
Mode Im (NDS equation 11.3-1)
Zim = D x Im x Fem / (4 x Ke) = 3600.00 Ib
Mode Is (NDS equation 11.3-2)
Zis = D x Is x Fes / (4 x Ke) = 666.05 lb
Mode 11 (NDS equation 11.3-3)
Z, = k, x D x Is x Fes / (3.6 x Ke) =1175.34 Ib
Mode Him (NDS equation 11.3-4)
Zin = k2 x D x Im x Fem / (3.2 x (1 + 2 x Re) x Ke) = 1379.37 Ib
Mode IIIc (NDS equation 11.3-5)
Zms = k3 x D x IS x Fem / (3.2 x (2 + Re) x Ke) = 564.04 Ib
Mode IV (NDS equation 11.3-6)
Zv = D2 / (3.2 x Ke) x 4(2 x Fem x Fy J (3 x (1 + Re))) = 766.81 Ib
Bolt capacity in ledger under verical loads
Zvert = min(Zim, Zig, Zu, Zmm, Zms, Z,v) =564.04 ib
Coefficients for yield limit equations for vertical
and horizontal load combinations
(From Table 11.3.2, NDS - 2005)
Dowel bearing strength of the concrete/masonry
Fem = 6000.00 psi
Load acting at an angle to grain
8 = atan(Vm,. / Hm.) = 89.83 degs
Dowel bearing strength perpendicular to grain
Fe_per = 2960.23 psi
Dowel bearing strength parallel to grain
Fe_par = 6160.00 psi
Dowel beraing strength of the ledger
Fes = Fe_per x Fe_par / (Faper x (cos(@))' 1-+ Fe_par x (sin [110))2) = 2960.24 psi
Ra = Fem / Fes = 2.03
Ke=1 +8/360=1.25
Rt=1m/Is=2.67
Yield limit equation coefficient k,
k, = 1.59
Yield limit equation coefficient kz
1<2 = 1.55
Yield limit equation coefficient k3
k3 = 1.35
Yield limit equations
Mode lm (NDS equation 11.3-1)
Zim = D x Im x Fem / (4 x Ke) = 3601.36 Ib
Mode Is (NDS equation 11.3-2)
Zis = D x Is x Fes / (4 x Ke) = 666.31 lb
Mode II (NDS equation 11.3-3)
Zu = k, x D x Is x Fes / (3.6 x Ke) = 1175.78 Ib
Mode Illm (NDS equation 11.3-4)
Zmm = kz x D x lm x Fem / (3.2 x (1 + 2 x Re) x Ke) = 1379.89 Ib
Mode Ills (NDS equation 11.3-5)
Zuis = k3 x D x Is x Fem / (3.2 x (2 + Re) x Ko) = 564.25 Ib
Mode IV (NDS equation 11.3-6)
Ziv = D2 / (3.2 x Ko) x 4(2 x Fem x Fyn / (3 x (1 + Re))) = 767.10 Ib 46
{/////ROVINSKIY
= INA rC=z,—"
Project
TRELLS
Job Ref.
14009
Section
(From Table 1911.2, IBC — 2006)
Sheet ho./rev.
\
Specified min comp strength of the concrete
TIMBER LEDGER DESIGN
4
STRUCTURAL ENGINEERS
F.nc =4275.00 lb
Check Bolt Capacity
Calc. by
Date
Chk'd by
Date
App'd by
Date
GARciA MU _-LIN GROUP j MIAMI
Shear strength of the bolt
BM
10/25/2014
PASS - Bolt capacity in shear is adequate
Bolt capacity in ledger for vertical loads
Zvert = 564.04 Ib
Bolt capacity in ledger with lateral loads
Zatere1 = min(Zim, Zi,, Zn, Zmm, Zius, Ziv) = 564.25 Ib
Bolt capacity in concrete
(From Table 1911.2, IBC — 2006)
Specified min comp strength of the concrete
f. = 2500.00 psi
Allowable load on the bolt
F.nc =4275.00 lb
Check Bolt Capacity
Maximum load under vertical load combination
VL1 = 472.00 Ib
Maximum load under vertical and lateral loads
Lmax = 354.70 Ib
Shear strength of the bolt
Fu = 5298.75 Ib
PASS - Bolt capacity in shear is adequate
Bolt capacity in ledger for vertical loads
Zvert = 564.04 Ib
PASS - Bolt capacity in ledger is adequate
Bolt capacity in ledger for vertical & lateral loads
Zateral =564.25 ib
PASS - Bolt capacity in ledger is adequate
Bolt capacity in concrete
F.,,, = 4275.00 Ib
PASS - Bolt capacity in concrete is adequate
Ledger design is safe.
47