HomeMy WebLinkAbout22-5138 (2)City of Zephyrhills
5335 Eighth Street
Zephyrhills, FIL 33542
BAC-005138-2022
Phone: (813) 780-0020
Fax: (813) 780-0021
Issue Date: 12/21/2022
REINSPECTION FEES: (c) With respect to Reinspection fees will comply with Florida Statute 553.80(2)(c) the
local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or
first reinspection, whichever is greater, for each subsequent reinspection.
Notice: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that
may be found in the public records of this county, and there may be additional permit required from other governmental
entities such as water management, state agencies or federal agencies.
"Warning to owner: Your failure to record a notice of commencement may result in your paying twice fia
23131���
k
accord�mce with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O.
NO OCCUPANCY BEFORE C.O.
CONTRACTOR SIGNATURE
ir-jjp" 01 M IN I
JAIMM;"
PEfIT OFFICEU
ITHOUT APPROVED INSPECTION
813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021
Building Department
Date Received Phone Contact for Permitting )
Itat
Owner's Name FeFmes LLC Owner Phone Number $13-574-5722
Owner's Address 1 4600 W Cypress St Suite 300 Tampa FL Owner Phone Number®0
Fee Simple Titleholder Name Owner Phone Number
Fee Simple Titleholder Address
JOB ADDRESS 659$ Bar S Bar Trail Zephyrhills, FL 33541 LOT#
SUBDIVISION PARCEL to# 04 26 210000 00300 0000
(OBTAINED FROM PROPERTY TAX NOTICE)
WORK PROPOSED NEW CONSTR � ADD/ALT SIGN DEMOLISH
INSTALL REPAIR
PROPOSED USE SFR E] COMM OTHER
TYPE OF CONSTRUCTION BLOCK 0 FRAME STEEL
I
BUILDING SIZE SO FOOTAGE HEIGHT
T. 4,k,..k.k..,
®BUILDING $ 101
000 VALUATION OF TOTAL CONSTRUCTION
=ELECTRICAL
=PLUMBING
=MECHANICAL
=GAS a] I ROOFING
AMP SERVICE PROGRESS ENERGY W.R. E.C.
I" _
VALUATION OF MECHANICAL INSTALLATION
SPECIALTY = OTHER
FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA =YES NO
BUILDER 4 COMPANY Windward Building Group
SIGNATURE „ REGISTERED Y ! N PEE CURREN
Address 650 2nd Ave S. St Petersburg, FL 33701 License# CBC1251637
ELECTRICIAN COMPANY
.SIGNATURE REGISTERED Y/ N FEE CURREN Y I N
Address License # h
PLUMBER COMPANY
SIGNATURE REGISTERED Y / N FEE CURREN
Address License #�
MECHANICAL COMPANY
SIGNATURE REGISTEREDT Y/ N FEE CURREN Y i N
Address License #
OTHER COMPANY E;Y / N
SIGNATURE REGISTERED �IEIREN ��
Address License #
EEIffi[fif�itt€1€�€itt#�I[E��fIi�itl
RESIDENTIAL Attach (2) Plot Plans; (2) sets of Building Plans; (1) set of Energy Forms; R-O-W Permit for new construction,
Minimum ten (10) working days after submittal date. Required onsite, Construction Plans, Stormwater Plans w/ Silt Fence installed,
Sanitary Facilities & 1 dumpster; Site Work Permit for subdivisions/large projects
COMMERCIAL Attach (2) complete sets of Building Plans plus a Life Safety Page; (1) set of Energy Forms. R-O-W Permit for new construction.
Minimum ten (10) working days after submittal date. Required onsite, Construction Plans, Stormwater Plans w/ Silt Fence installed,
Sanitary Facilities & 1 dumpster. Site Work Permit for all new projects. All commercial requirements must meet compliance
SIGN PERMIT Attach (2) sets of Engineered Plans.
*""`PROPERTY SURVEY required for all NEW construction.
Directions:
Fill out application completely.
Owner & Contractor sign back of application, notarized
If over $2500, a Notice of Commencement is required. (A/C upgrades over $7500)
— Agent (for the contractor) or Power of Attorney (for the owner) would be someone with notarized letter from owner authorizing same
OVER THE COUNTER PERMITTING (copy of contract required)
Reroofs if shingles Sewers Service Upgrades A/C Fences (Plot/Survey/Footage)
Driveways -Nat over Counter if on public roadways..needs ROW
813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021
Building Department
NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to "deed" restrictions" which may be more restrictive
than County regulations, The undersigned assumes responsibility for compliance with any applicable deed restrictions.
UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or contractors to undertake work, they
may be required to be licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and
contractor may be cited for a misdemeanor violation under state law. If the owner or intended contractor are uncertain as to what licensing requirements
may apply for the intended work, they are advised to contact the Pasco County Building Inspection Division —Licensing Section at 727-847- 8009.
Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the "contractor Block" of this
application for which they will be responsible. If you, as the owner sign as the contractor, that may be an indication that he is not properly licensed and is
not entitled to permitting privileges in Pasco County.
TRANSPORTATION IMPACTIUTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands
that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings, change of use in existing buildings, or
expansion of existing buildings, as specified in Pasco County Ordinance number 89-07 and 90-07, as amended. The undersigned also understands, that
such fees, as may be due, will be identified at the time of permitting. It is further understood that Transportation Impact Fees and Resource Recovery
Fees must be paid prior to receiving a "certificate of occupancy" or final power release. If the project does not involve a certificate of occupancy or final
power release, the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water/Sewer Impact fees are due, they must be paid prior
to permit issuance in accordance with applicable Pasco County ordinances.
CONSTRUCTION LIEN LAW (Chapter 713, Florida Statutes, as amended): If valuation of work is $2,500.00 or more, I certify that 1, the applicant,
have been provided with a copy of the "Florida Construction Lien Law —Homeowner's Protection Guide" prepared by the Florida Department of
Agriculture and Consumer Affairs. If the applicant is someone other than the "owner", I certify that I have obtained a copy of the above described
document and promise in good faith to deliver it to the "owner" prior to commencement.
CONTRACTOR'$IOWNER'S AFFIDAVIT: I certify that all the information in this application is accurate and that all work will be done in compliance with
all applicable laws regulating construction, zoning and land development. Application is hereby made to obtain a permit to do work and installation as
indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all
laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I
understand that the regulations of other government agencies may apply to the intended work, and that it is my responsibility to identify what actions I
must take to be in compliance. Such agencies include but are not limited to:
Department of Environmental Protection -Cypress Bayheads, Wetland Areas and Environmentally Sensitive
Lands, Water/Wastewater Treatment.
Southwest Florida Water Management District -Wells, Cypress Bayheads, Wetland Areas, Altering
Watercourses.
Army Corps of Engineers -Seawalls, Docks, Navigable Waterways.
Department of Health & Rehabilitative Services/Environmental Health Unit -Wells, Wastewater Treatment,
Septic Tanks.
US Environmental Protection Agency -Asbestos abatement.
Federal Aviation Authority- Runways.
I understand that the following restrictions apply to the use of fill:
Use of fill is not allowed in Flood Zone "V' unless expressly permitted.
If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a
"compensating volume" will be submitted at time of permitting which is prepared by a professional engineer
licensed by the State of Florida.
If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall
construction, I certify that fill will be used only to fill the area within the stem wall.
If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent
properties. If use of fill is found to adversely affect adjacent properties, the owner may be cited for violating
the conditions of the building permit issued under the attached permit application, for lots less than one (1)
acre which are elevated by fill, an engineered drainage plan is required.
If I am the AGENT FOR THE OWNER, I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to
commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or
other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as
authority to violate, cancel, alter, or set aside any provisions of the technical codes, nor shall issuance of a permit prevent the Building Official from
thereafter requiring a correction of errors in plans, construction or violations of any codes. Every permit issued shall become invalid unless the work
authorized by such permit is commenced within six months of permit issuance, or if work authorized by the permit is suspended or abandoned for a
period of six (6) months after the time the work is commenced. An extension may be requested, in writing, from the Building Official for a period not to
exceed ninety (90) days and will demonstrate justifiable cause for the extension. If work ceases for ninety (90) consecutive days, the job is considered
abandoned.
FLORIDA JURAT (F.S. 117,03)
OWNER OR AGENT CONTRACTOR
Subscribed and swom to (or affirmed) before me this S ib d and sworn to —(or affirm
by s u �b A
rr
Who is/are personally known to me or has/have produced MlRslare �,,ersonall known to me or has/have produced
as identification. as identification.
Notary Public I Notary Public
Commission No. Commission No.
--
Name o-f-Notary typed, printed or stamped Name of Notary typed, printed or stamped
Notary public State of Florlda-,
ori colleen Richardson
My `III
H,H 1?760
1xp, 9/21/2025
36727 Garden Wall Way
I � I
[eirlsioll 11%
TAMPA, FL 33607
Phone: (813) 574-5743
City of Zephyrhilis
5335 Eighth Street
Zephyrhills, FL 33542 BAC-0051 39-2022
Phone: (813) 780-0020 Issue Date:
Fax: (813) 780-0021
Building Valuation: $30,000,00
Electrical Valuation: $1.00
Mechanical Valuation:
Plumbing Valuation:
Total Valuation: $30,003.00
Total Fees: $285.00
Amount Paid: $285.00
Date Paid: 3/6/2023 2:45:58PM
REINSPECTION FEES: (c) With respect to Reinspection fees will comply with Florida Statute 553.80(2)(c) the
local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or
first reinspection, whichever is greater, for each subsequent reinspection.
Notice: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that
may be found in the public records of this county, and there may be additional permit required from other governmental
entities such as water management, state agencies or federal agencies,
1-01PREOX L I I,
VMT7 I perT-MM-M-ir
accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O.
NO OCCUPANCY BEFORE C.O.
CONTRACTOR SIGNATURE PEIMIT OFFICE[)
PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION
813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021
Building Department
Date Received
Phone Contact for Permittinj (4
a
Owner's Name Let nar Homes LLC Owner Phone Number 813-.574- 722
Owner's Address 4600 W Cypress St Suite 300 Tampa FL Owner Phone Number
Fee Simple Titleholder Name Owner Phone Number
11
I KZTQMW_��
Fee Simple Titleholder Address—
JOB ADDRESS _4We496;KWaWal1 fty.ZePJbyAiIIS, FL 33541 LOT #
SUBDIVISION PARCELID#1 0426210140000000000
(OBTAINED FROM PROPERTY TAX NOTICE)
WORK PROPOSED
NEW CONSTR
F]
ADDIALT SIGN DEMOLISH
INSTALL
REPAIR
PROPOSED USE
SFR
COMM OTHER
TYPE OF CONSTRUCTION
BLOCK
FRAME STEEL
DESCRIPTION OF WORK
BUILDING SIZE
So FOOTAGE
HEIGHT
=BUILDING
1000
VALUATION
OF TOTAL CONSTRUCTION
=ELECTRICAL
=MECHANICAL
AMP SERVICE PROGRESSENERGY
A
VALUATION OF MECHANICAL INSTALLATION A
=GAS ROOFING EJ SPECIALTY = OTHER
FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA =YES
NO
W.R.E.0
BUILDER COMPANY Windward Building Group
Y/
SIGNATURE REGISTERED Y/N FEE CURREN�N�
Address 650 2nd Ave S. St Petersburg, FL I License #
ELECTRICIAN COMPANY
SIGNATURE REGISTERED FEE CURREN
Address License#
PLUMBER COMPANY
SIGNATURE REGISTERED Tl Y FEE �C-RREN=N
Address License# =_
MECHANICAL COMPANY FEE .�RREN YIN
SIGNATURE REGISTERED
Address License #
OTHER COMPANY YIN FEE C6RREN SIGNATURE REGISTERED
Address License #
RESIDENTIAL Attach (2) Plot Plans; (2) sets of Building Plans; (1) set of Energy Forms; R-O-W Permit for new construction,
Minimum ten (10) working days after submittal data Required onsite, Construction Plans, Stormwater Plans w/ Silt Fence installed,
Sanitary Facilities & I clumpster; Site Work Permit for subdivisions/large projects
COMMERCIAL Attach (2) complete sets of Building Plans plus a Life Safety Page; (1) set of Energy Forms, R-O-W Permit for new construction.
Minimum ten (10) working days after submittal date. Required onsite, Construction Plans, Stormwater Plans w/ Silt Fence installed,
Sanitary Facilities & 1 dumpster. Site Work Permit for all new projects. All commercial requirements must meet compliance
SIGN PERMIT Attach (2) sets of Engineered Plans.
****PROPERTY SURVEY required for all NEW construction.
Directions:
Fill out application completely.
Owner & Contractor sign back of application, notarized
If over $2500, a Notice of Commencement is required. (A/C upgrades over $7500)
Agent (for the contractor) or Power of Attorney (for the owner) would be someone with notarized letter from owner authorizing same
OVER THE COUNTER PERMITTING (copy of contract required)
Reroofs if shingles Sewers Service Upgrades A/C Fences (Plot/Survey/Footage)
Driveways -Not over Counter if on public roadways. needs ROW
813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021
Building Department
NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to "deed" restrictions' which may be more restrictive
than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions.
UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or contractors to undertake work, they
may be required to be licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and
contractor may be cited for a misdemeanor violation under state law. If the owner or intended contractor are uncertain as to what licensing requirements
may apply for the intended work, they are advised to contact the Pasco County Building Inspection Division —Licensing Section at 727-847- 8009.
Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the "contractor Block" of this
application for which they will be responsible. If you, as the owner sign as the contractor, that may be an indication that he is not property licensed and is
not entitled to permitting privileges in Pasco County.
TRANSPORTATION IMPACT/UTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands
that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings, change of use in existing buildings, or
expansion of existing buildings, as specified in Pasco County Ordinance number 89-07 and 90-07, as amended. The undersigned also understands, that
such fees, as may be due, will be identified at the time of permitting. It is further understood that Transportation Impact Fees and Resource Recovery
Fees must be paid prior to receiving a "certificate of occupancy" or final power release. If the project does not involve a certificate of occupancy or final
power release, the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water/Sewer Impact fees are due, they must be paid prior
to permit issuance in accordance with applicable Pasco County ordinances.
CONSTRUCTION LIEN LAW (Chapter 713, Florida Statutes, as amended): If valuation of work is $2,500.00 or more, I certify that 1, the applicant,
have been provided with a copy of the "Florida Construction Lien Law —Homeowner's Protection Guide" prepared by the Florida Department of
Agriculture and Consumer Affairs. If the applicant is someone other than the "owner", I certify that I have obtained a copy of the above described
document and promise in good faith to deliver it to the "owner" prior to commencement.
CONTRACTOR'S/OWNER'S AFFIDAVIT: I certify that all the information in this application is accurate and that all work will be done in compliance with
all applicable laws regulating construction, zoning and land development. Application is hereby made to obtain a permit to do work and installation as
indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all
laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I
understand that the regulations of other government agencies may apply to the intended work, and that it is my responsibility to identify what actions I
must take to be in compliance. Such agencies include but are not limited to:
Department of Environmental Protection -Cypress Bayheads, Wetland Areas and Environmentally Sensitive
Lands, Water/Wastewater Treatment.
Southwest Florida Water Management District -Wells, Cypress Bayheads, Wetland Areas, Altering
Watercourses.
Army Corps of Engineers -Seawalls, Docks, Navigable Waterways.
Department of Health & Rehabilitative Services/Environmental Health Unit -Wells, Wastewater Treatment,
Septic Tanks.
US Environmental Protection Agency -Asbestos abatement.
Federal Aviation Authority -Runways.
I understand that the following restrictions apply to the use of fill:
Use of fill is not allowed in Flood Zone "V" unless expressly permitted.
If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a
"compensating volume" will be submitted at time of permitting which is prepared by a professional engineer
licensed by the State of Florida.
If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall
construction, I certify that fill will be used only to fill the area within the stem wall.
If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent
properties. If use of fill is found to adversely affect adjacent properties, the owner may be cited for violating
the conditions of the building permit issued under the attached permit application, for lots less than one (1)
acre which are elevated by fill, an engineered drainage plan is required.
If I am the AGENT FOR THE OWNER, I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to
commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or
other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as
authority to Violate, cancel, alter, or set aside any provisions of the technical codes, nor shall issuance of a permit prevent the Building Official from
thereafter requiring a correction of errors in plans, construction or violations of any codes. Every permit issued shall become invalid unless the work
authorized by such permit is commenced within six months of permit issuance, or if work authorized by the permit is suspended or abandoned for a
period of six (6) months after the time the work is commenced. An extension may be requested, in writing, from the Building Official for a period not to
exceed ninety (90) days and will demonstrate justifiable cause for the extension. If work ceases for ninety (90) consecutive days, the job is considered
abandoned.
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
A
FLORIDA JURAT(F.S. 117,03)
OWNER OR AGENT CONTRACTOR
Subscribed and swom to (or affirmed) before me this Subscribed and sworn to (or affirmed} before me this s I
by by,
Who isTa—repersonally known to me or has/have produced Who is/aremsonally known to me or has/have Produced
as identification. '== as identification.
Public
Commission
Public
Commission
Name of Notary typed, printed or stamped
ANotary P blic State of Florida
Lori Collfu)en Richardson
my on k
ce,11111M commissiHH 177601 --k
EXP. 9121/2025
PAS C
C FLORIDA
PROPERTY OWNER INFORMATION
In order to ensure emergency response to your home or business, the County is notifying you of
your newly established address.
to which the address was assigned; or, the site plan changes at a later date and structures no
longer references the original addressing plan; the address(es) may be subject to change.
New Address: 36727 Garden Wall Way
Gazebo
Retain this notification with your import ant record and documents.
mum
7�7)Bl5'715�|West PaycoGovernrnentCenter |8732[itizensDrive,Suite 35l|New Port Richey,FL 34654
POLIGON OTC 16
ASPHALT SHINGLES (BY OTHERS) OVER TONGUE AND GROOVE
2020 FLORIDA BUILDING CODE
TYLER BOWDEN
7th EDITION (616) 888-3517
4240 N. 136TH AVENUE
HOLLAND, MI 49424
FLA. LICENSE NO. 84936
PREPARED UNDER THE CONTROL AND SUPERVISION OF THE
DESIGN PRO) -ESSIONAL ABOVE. THE SEAL APPLIES ONLY TO
BUILDING COMPONENTS DETAILED WITHIN THESE
CALCULATIONS AND SUPPLIED BY PORTER CORP AS WELL AS
THE FOUNDATION DESIGN, IF APPLICABLE.
Design Criteria
Structural Engineering Notes
Load Combinations
Materials
RISA Model Views
Foundation Design
Connection Design
RISA Analysis Report
Panel Data
TYLER BOW DEN
(616)888-3517
4240 N. 136TH AVENUE
HOLLAND, MI 49424
FLA. LICENSE NO. 84936
<s,
PREPARED UNDER THE CONTROL AND SUPERVISION OF THE
DESIGN PROFESSIONAL ABOVE. THE SEAL APPLIES ONLY TO
BUILDING COMPONENTS DETAILED WITHIN THESE
CALCULATIONS AND SUPPLIED BY PORTER CORP AS WELL AS
THE FOUNDATION DESIGN, IF APPLICABLE.
Version 7.0. f. 10 Uodated 10110122
Building Code: See Cover Sheet Roof Slope 22.62 5:12 Pitch
Design Code: ASCE 7-16
Risk Category: II Equivalent Roof Height: 15.00 It
DEAD LOAD
Weight of Roofing System 6.0 pat
Frame Dead Load Frame Self -Weight (See RISA Analysis Report)
LIVE LOAD
Roof Live Load, L,
20.0
psf
SNOW LOAD
Ground Snow Load, ing
0.0
psf
Importance Factor, / (Snow Loads)
1.0
Slope Factor, C,
1.0
Thermal Factor, Ct
1.2
Exposure Factor, C,
1.0
Flat Roof Snow Load, pf
0.0
psf
Leeward Unbalanced Snow Load
0,0
psf
Drift Surcharge Load, Pd
0.0
psf
Width of Snow Drift, w
0.0
ft
WIND LOAD
Basic Wind Speed, V.1t
140
mp
Exposure Category
C
Ground Elevation Factor, Ke
1.00
Gust Effect Factor, G
0.85
Velocity Pressure Exposure Coefficient, K,
0.85
Wind Directionality Factor, Kd
0.85
Topographic Factor, K,
1.00
Velocity Pressure, q,
36.25
psf
Main Wind -Force Resisting a}ystem ASCE 7 Section 27.3
Open Building, Clear Wind Flow (Cn from ASCE 7 Fig. 27.3-4 - 27.3-7)
Roof
Load Case A B
Y = U
Windward Cp =
1.10
-0.10
p (psf):
33.99
108
Leeward Cp=
0.10
-0.80
p (psf):
3.18
-24.70
Sideward Cp=
_0.80
0.80
P (psf):
-24L65
24.65
MAWK6110MINIF
Analysis Procedure
Seismic Site Class
Basic Seismic Force Resisting System
Short Spectral Response Parameter, S,
1-Sec Spectral Response Parameter, S
Seismic Design Category
Importance Factor, I
Response Modification Coefficient, R
Redundancy Factor, p
Overstrength Factor, 0.
Design Short Spectral Response Parameter, SDS
1-Sec Design Spectral Response Parameter, SDI
Seismic Response Coefficient, C,
Effective Seismic Weight, W
Seismic Base Shear, V
Seismic Load, E
Seismic Load with Overstrength Factor, E,,
V-d 108 mph
ASCE 7 Table 4-1
ASCE 7 Table 1,5-2
ASCE 7 Figure 7 4-1
ASCE 7 Table 7.3-2
ASCE 7 Table 7.3-1
ASCE 7 Section 7.3
ASCE 7 Section 7.6. 1
ASCE 7 Section 7.7
ASCE 7 Section 7.7
ASCE 7 Section 26.5
ASCE 7 Section 26.7
ASCE 7 Table 26.9-1
ASCE 7 Section 26. 11. 1
ASCE 7 Table 26. 10-1
ASCE 7 Table 26.6-1
ASCE 7 Section 26.8.2
ASCE 7 Section 26.10.2
Component and Cladding Elements ASCE 7 Section 6.5. 13
Open Building, Clear Wind Flow (Cn from ASCE 7 Fig. 30,7-1 - 30.7-3)
Wind Direction
Toward Roof
Away From Roof
Zone 3 Cn:
2.40
-2.00
P_(psf):
74.05
-61.53
----
Zone 2 Cn:
1.85
-1.55
P (psf):
57.08
-47.69
Zone 1 Cn:
1.20
-1.00
p (psf):
37.03
-30.77
Equivalent Lateral Force Procedure
D Default
Steel Systems Not Specifically Detailed For Seismic Resistance
0.32
0.08
B
1.00
3.00
1.00
100
0.33
0.13
0.11
6.00 psf
0.66 psf
0.66 psf
1.98 PSI
ASCE 7 Section 12.8
ASCE 7 Section 11.4.2
ASCE 7 Table 12.2-1
ASCE 7 Section 11.6
ASCE 7 Table 11.5-1
ASCE 7 Table 12.2-1
ASCE 7 Table 12.2 1
ASCE 7 Table 12.2-1
ASCE 7 Section 11.4.4
ASCE 7 Section 11.4.4
ASCE 7 Section 12.8. 1
ASCE 7 Section 12.7.2
ASCE 7 Section 12.8. 1
ASCE 7 Section 12.4
ASCE 7 Section 12.4
Loads applied to the structure may be greater than required for the project location.
Actual structure dimensions may be smaller than shown in this document.
The engineering seal for the structure designed in these calculations is only valid if Porter Corp fabricates the steel components.
Fabricating the steel components elsewhere voids the engineering provided by Porter Corp.
STRUCTURAL ANALYSIS NOTES
RISA-3D structural analysis software was used to model the 3-D space frame.
To reduce the amount of computer printout, the analysis results only show each member's controlling load case.
Unless noted otherwise in the 'RISA Analysis Report', the roof deck was not utilized in the structural analysis to provide lateral support to the
members.
From the analysis, all member deflections and structural drift are within allowable limits.
End plates were designed by applying beam end forced to the edges of the plate and calculating the resulting prying moment at the edge of the bolt
holes. In determining the prying moment it was assumed that the area of the plate between bolts was fixed.
Light gage members were designed in accordance with the latest edition of the AISC specifications and the AISI Cold -Formed Steel Design Manual.
Bolt threads were assumed to not be excluded from the connections.
Key
Abbreviation
Description
DL
Dead Load
Lr
Roof Live Load
S
Snow Load
Su
Unbalanced Snow Load
Wx
Wind Load (X-Direction)
Wz
Wind Load (Z-Direction)
Wx (Minimum)
10 psf Minimum Wind Load (X-Direction)
Wz (Minimum)
10 psf Minimum Wind Load (Z-Direction)
Ex
Seismic Load (X-Direction)
Ez
Seismic Load (Z-Direction)
Emx
Seismic Load (X-Direction) with Overstrength Factor
Emz
Seismic Load (Z-Direction) with Overstrength Factor
Ev
Vertical Seismic Load Effect
Allowable Stress Design (Factored)
Number Description
15
D
16
D+Lr
17
D + S
18
D + Su
19
D i- 0.6W x (Load Case A)
20
D + O.6Wx (Load Case B)
21
D + (O,6Wx (Minimum))
22
D i- 0.75(0,6Wx (Load Case A)) + 0.751-r
23
D + 0.75(0.6Wx (Minimum)) + 0.751r
24
D + 0.75(0.6Wx (Load Case A)) + 0.75S
25
D + 0,75(0.6Wx (Minimum)) + 0.75S
26
0.61D + 0.6Wx (Load Case A)
27
0.61) + O,6Wx (Load Case B)
28
0.61D + (0.6Wx (Minimum))
29
D + 0.6Wz (Load Case A)
30
D + 0.6Wz (Load Case B)
31
D + (0,6Wz (Minimum))
32
D + 0.75(0.6Wz (Load Case A)) + 0.751r
33
D + 0.75(0.6Wz (Minimum)) + 0.751r
34
D + 0.75(0.6Wz (Load Case A)) + 0.75S
35
D + 0.75(0.6Wz (Minimum)) + 0.75S
36
0.6D + 0.6Wz (Load Case A)
37
0.6D + 0.6Wz (Load Case B)
38
0.6D + (O,6Wz (Minimum))
39
1.OD+0.7Ev+0.7Ehx
40
1.O D+O.525 Ev+O.525 E h x+0.75 S
41
0.6D-0.7Ev-FO.7 Ehx
42
1.OD+0.7Ev+0.7Ehz
43
1.O D+0,525Ev+0.525Ehz+0.755
44
0.6D-0.7Ev+0.7Ehz
Notes:
1. Load combinations are effective in all states that have adopted IBC as a base code.
2. See "RISA Analysis Report' for the load combinations that are not listed above.
Service (Unfactored)
Number
Description
1
SERVICE D
2
SERVICE Lr
3
SERVICE S
4
SERVICE Su
5
SERVICE Wx (Load Case A)
6
SERVICE Wx (Load Case B)
7
SERVICE Wz (Load Case A)
8
SERVICE Wz (Load Case B)
9
SERVICE Ex
10
SERVICE Ez
11
SERVICE Ev
Strength Design (Factored)
Number Description
55
1.4D
56
1.2D + 0.51-r
57
1.2D + 0.5S
58
1,2D + 0.5Su
59
1,2D + 1.61-r + 0.5Wx (Load Case A)
60
1.2D + 1.61-r + 0.5Wx (Minimum)
61
1.2D + 1.6S + 0.5Wx (Load Case A)
62
1.2D + 1.65 .F 0.5Wx (Minimum)
63
1.2D + i.OWx (Load Case A) + 0.51-r
64
1.2D + 1.OWx (Load Case B) + 0.51-r
65
1,2D + 1.OWx (Minimum) + 0.51-r
66
1,2D + 1.OWx (Load Case A) + 0.5S
67
1,2D + 1.OWx (Load Case B) + 0.5S
68
1.2D + 1.OWx (Minimum) + 0.5S
69
0.9D + 1.OWx (Load Case A)
70
0.9D + 1.OWx (Load Case B)
71
0.9D + 1.OWx (Minimum)
72
1.2D + 1.61-r + 0.5Wz (Load Case A)
73
1.2D + 1.61-r -F 0.5Wz (Minimum)
74
1.2D + 1.65 + 0.5Wz (Load Case A)
75
1.2D + 1.65 + 0.5Wz (Minimum)
76
1.2D + 1.OWz (Load Case A) -+ 0.51-r
77
1.2D + 1.OWz (Load Case B) + 0.51-r
78
1.2D + 1.OWz (Minimum) + 0.51-r
79
1.2D + 1.OWz (Load Case A) + 0.5S
80
1.2D + 1.OWz (Load Case B) t 0.5S
81
1.2D + 1.OWz (Minimum) + 0.55
82
0.9D + 1.OWz (Load Case A)
83
0.91) + 1.OWz (Load Case B)
84
0.9D + 1.OWz (Minirnum)
85
1.2D+Ev+Ehx+0.2S
86
0.9D-Ev+Ehx
87
1.2D+Ev+Ehz i 0.2S
88
0.9D-Ev+Ehz
Column
HSS5x5x3/16
Truss
HSS6x4x1/8
Tension
HSS5x3x1/8
Truss Tail
HSS4x4x1/8
Compression Ring
C7X9.8
HSS Sections: ASTM A500 Gr. C
Pipe Sections: ASTM A53 Gr. B
RIVIT Sections: ASTM A519
Channel & Angle Sections: ASTM A36
Connection Plates: ASTM A36
Connections Bolts ASTM A325
Welding Process: Gas Metal Arc Welding
Welding Electrode: E70xx
Joint Labels
Member Labels
Member Shapes
Member Lengths
Member Local Axis
Member Length (ft) Displayed
Drilled Pier
Allowable
Actual
Load Combination / Member
1 Bearing Pressure
(Chapter 18 of the Building Code)
1500 psf
283 psf
32 Columnl
OK
2 Uplift Check
SF = B-68
547 lbs
63 lbs
26 Column4
OK
3 Sliding Check
SF = 7.82
508 lbs
65 ins
29 Column3
OK
4 Area of Reinforcement
(ACI)
0.00 in2
2.26 in'
69 Column8
OK
spread Fooiinq
Allowable
Actual
Load Combination / Member
5 Bearing Pressure
(Chapter 18 of the Building Code)
1500 psf
222 psf
32 / Columnl
OK
6 Uplift Check
SF = 629
522 lbs
63 lbs
26 / Column4
OK
7 Sliding Check
SF = 8.38
545 lbs
65 Ibs
29 / Column3
OK
8 Area of Reinforcement
(ACI Chapter 7)
0,01 in2
1.77 in'
72 / Columnl
OK
Design Forces / Moments
Check
Load Combination
Member
Fx (Axial)
[k]
Fy
[k]
Fz
[k]
Mx
[k-in]
My
[k-in]
MZ
[k-in]
1
32
Columnl
0.89
-0.04
-0.02
0,00
0.00
0.00
2
26
Column4
-0.06
0,00
-0.05
0.00
0.00
0.00
3
29
Column3
0.37
0.01
-0.07
0.00
0.00
0.00
4
69
---dolumn8
-0.14
0.00
0.08
0,00
0.00
000
5
32
Columnl
0.89
-0,04
-0.02
0.00
0.00
0.00
6
26
Column4
-0.06
0,00
-0.05
0.00
0,00
0.00
7
29
Column3
0,37
0,01
-0.07
0.00
0.00
0.00
8
72J
Columnl
1.37
-0.06
-0.02
0.00
0.00
1 0,00
6 - #6 vertical bars (equally spaced)
#4 ties horizontal @ 12" O.C.
w/ 2 ties in the top 5"
2 - #6 horizontal bars (equally
spaced) each way, top and bottom
i 2ft ----- T
1.5ft
2 ft 2 ft
Drilled Pier Option Spread Footing Option
The foundation design contained herein is not
site specific, but is based on the presumptive
allowable foundation pressures in Chapter 18 of
the Building Code (Class 5 soil). The building
official in the jurisdiction in which this structure is
located may require a site specific geotechnical
report or letter from a qualified local professional
engineer attesting to whether the actual site
conditions meet the assumptions identified
above.
Drilled Pier Diameter (ft): 2.0 Spread Footing Width (ft): � 2.0
Drilled Pier Depth (ft): 2.0 Spread Footing Thickness (ft): 1 L5__]
fc (psi): 4500
Concrete Unit Weight (lb/ft): 145
FOUNDATION DESIGN -FINNED BASE (INTERNAL BOLTS) AA
Em
i O
Base Plate Check: 6"x6"x1/2"
Allowable
Actual
Load Combination / Member
I
Plate Size
(AISC J8-1)
0.8 in 2
36.0 in 2
32l Columnl
OK
2
Plate Thickness
(AISC PART 14)
0.04 in
0.50 in
26 Column4
OK
3
Concrete Bearing
(AISC 18-1)
1530 psi
25 psi
32 Columnl
OK
4
Weld Check
(AISC 12-3)
2.78 On
0.01 On
361 Column3
OK
Post -installed
Cast -In -Place
Anchor Bolt Check: (4) 1/2"
Anchors
Allowable
Allowable
Actual
Load Combination / Member
5
Tension
(ACI D5A)
23.6 kip
24.7 kip
0A kip
69 Column8
OK
6
Concrete Breakout
(ACI D5,2)
16,1 kip
27.3 kip
0.1 kip
69 Column8
OK
7
Concrete Bond/Pullout
(ACI D5.3)
28.3 kip
54.0 kip
0A kip
69 Column8
OK
8
Sideface Blowout
(ACI D5A)
N/A
N/A
N/A
Not Considered Per RD5.4
OK
9
Shear
(ACI D6.1)
11.6 kip
10.6 kip
0.1 kip
76 Column6
OK
10
Shear Breakout
(ACI D6.2)
9,5 kip
11.5 kip
0.1 kip
76 Column6
OK
11
Shear Pryout
(ACI D6.3)
32.3 kip
38.2 kip
0A kip
76 Column6
OK
Post -installed
Cast -in -Place
Interaction Check
Actual
Actual
Allowable
Load Combination I Member
12
Cast -In -Place Interaction
(ACI RD.7)
0,0
1-00
76 / Column6
OK
13
Post -Installed Interaction
(ACI REL7)
0.0
1.00
69 / Column8
OK
Design Forces / Moments
Fx (Axial) Fy Fz Mx My Mz
Check Load Combination Member [k] [k] [k] fk-inj [k-inj [k-in]
1
32
Columnl
0.89
-0.04
-0.02
0.00
0.00
0.00
2
26
Column4
406
0.00
-0.05
om
0.00
0.00
3
32
Columnl
6.89
-6.04
-0.02
0.00
0.00
0.00
4
36
Column3
0.22
0.01
-0.07
0.00
0.00
0.00
5
69
Column8
-0.14
0.00
0.08
0.00
0.00
0.00
6
69
Column8
-0.14
000
ow
000
om
om
7
69
Column8
-0.14
om
0.08
0.00
0.00
0.00
8
x
x
X
X
x
x
x
x
9
76
Column6
0.67
0.02
0.11
0.66
0.00
0.00
10
76
Column6
0,67
0,02
011
0.00
0.00
0.00
11
76
Column6
0.67
0.02
0.11
0.00
0.00
OLOO
12
76
Column6
0.67
0.02
0.11
0.00
0.00
0.00
13
j 69
Column8
0.14
0.00
.08
2�
0.00
1 0.00
LOO
B = 6"
Base Plate Isometric
KI = r',
Base Plate Plan
H
Base Plate Elevation
Anchor Bolt Diameter (in): Column Size: HSS5X5X3
6"x6"x1/2"
Min. C.I.P. Effective Embedment Depth (in): Min. Base Plate Size: =1
Min. P.I. Effective Embedment Depth (in): 6.o Weld Size (in): 0.188
Concrete Cover From C of Bolt (in): 10.5
fC(pSi)-. 4500
COLUMN SASE PLATE CONNECTION - PINNED CONNECTION (INTERNAL BOLTS) AA OK
Bolt Check: (2) 0.625" Diameter, A325 Bolts
Allowable
Actual
Load Combination / Member
1
Shear
AISC (J3-1)
R N/O
8.3 kip
0.8 kip
32 Tension3
OK
2
Tension
AISC (J3-1)
R,/0
13,8 kip
1,6 kip
321 Tension4
OK
3
Bearing
AISC (J3-6b,d)
R N/f)
14,8 kip
0.8 kip
32 Tension3
OK
End
Plate Check: 0.375" Thick
Allowable
Actual
Load Combination / Member
4
Shear Yielding
AISC (J4-3)
RN/()
17.5 kip
0.3 kip
32 / Tension4
OK
5
Shear Rupture
AISC (J4-4)
RN/Q
16.7 kip
0.3 kip
32 / Tension4
OK
6
Weld Check w = 0, 125"
AISC (J2-3)
R N/f)
1.9 kip/in
0.2 kip/in
32 / Tension4
OK
4 M,
7
Plate Thickness (tic)
22JV,
0.19 in
0,38 in
32 / Tension3
OK
Design Forces / Moments
Check
Load Combination
Member
Fx (Amab
[k]
Fy
[k]
Fz
[k]
Mx
[k-in]
My
[k-in]
MZ
[k-in]
1
32
Tension3
-0.8
-0.2
0.0
0.0
0.2
4.1
2
32
Tension4
-0.7
-0.2
0,0
-0.2
0.4
40
3
32
Tension3
-0.8
-0.2
0.0
0.0
0.2
4.1
4
32
Tension4
-0,7
-0,2
0.0
-0.2
0.4
4.0
5
32
Tension4
-0.7
-0.2
0.0
-0.2
0.4
4.0
6
32
Tension4
-0.7
-0.2
0.0
-0.2
0.4
4.0
7
32
Tension3
-0L8
-0.2
0.0
0.0
0.2
4.1
67.5'
[]r� HSS5X3X0j.125
Plan View Connection Elevation
Member Height (in): �5
Member Width (in):3
Member Thickness (in): 0.125
End Plate Weld Size (in): 0.125
x=1.62 in
x
Lp= 5 in
Wp = 3 24,n`I
End Plate Elevation
1.25 in 2.5 in
2.5 inFX' M 7 1)
1.25 in
2.5 in
End Plate Section
Number of Bolts: I-)
Bolt Diameter (in): � 0.625
End Plate Thickness (in): 0.375
Flange Plate Thickness (in): 0.250
TENSION MEMBER TO COLUMN - 2 BOLTS AA OK
NOU10 M, �-=IiRl
Bolt Check: (2) 0.625" Diameter
d Combination / Member
1 Shear
AISC (J3-1)
RN/(2
8.3 kip
0.3 kip
29 / Truss8
OK
2 Tension
AISC (J3-1)
RN/0
13-8 kip
0,9 kip
36 / Truss3
OK
3 Bearing
AISC (J3-6b,d)
RN/C)
18.9 kip
0.3 kip
29 / Truss8
OK
End Plate Check: 0,375" Thick
Allowable
Actual
Load Combination / Member
4 Shear Yielding
AISC (J4-3)
RN/C)
34.7 kip
0.3 kip
32 1 Truss2
OK
5 Shear Rupture
AISC (J4-4)
RN/Q
33.0 kip
03 kip
32 / Truss2
OK
6 Weld Check w = 0, 125"
AISC (J2-3)
RN/4
1.9 kip/in
0.1 kip/in
29 / Truss3
OK
7 Plate Thickness (tp)
14"PL
0.16 in
0.38 in
36 / Truss?
OK
� 22TV,
Design Forces / Moments
Check
1
Load Combination
29
Member
Truss8
Fx (Axial)
[k]
0.3
Fy
[k]
0,0
Fz
[k]
0.0
Mx
[k-in)
-0.9
My
[k-in]
0.8
MZ
[k-in]
-1.5
2
36
Truss3
0.3
0.1
0.0
0.3
02
4.1
1 3
29
Truss8
0.3
0.0
0.0
-0.9
0.8
1.5
4
32
Truss2
0.7
0.1
0.0
-0.3
-0.2
32
5
32
Truss2
0.7
0.1
0.0
-0.3
-0.2
3.2
6
26
Truss3
0.4
0.1
0.0
0.3
0.2
2
7
36
Truss?
0.2
0,0
0.0
-0.6 _j
0.3
_4 1
19
--x�= 2 in
x
Lp= 6.42 in
Wip = 4 in
1.5 in �ib�
rb
3.21 in
3 1 dF,
.43 in M
3.21 in
FbI
1.5 in
Connection Elevation End Plate Elevation End Plate Section
Member Height (in): 6 Number of Bolts: 2
Member Width (in): 4 Bolt Diameter (in): 0.625
Member Thickness (in): 0.125 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE
TRUSS TO COLUMN - 2 BOLTS AA OK
Bolt Check: (2) 0,625" Diameter, A325 Bolts
Allowable
Actual
Load Combination / Member
1 Shear
AISC (J3-1)
RN/Ci
8,3 kip
0.5 kip
29 / Truss4
OK
2 Tension
AISC (J3-1)
RN/Q
13.8 kip
0,5 kip
26 / Truss5
OK
3 Bearing
AISC (J3-6b,d)
RN/Q
18.9 kip
0,5 kip
29 / Truss4
OK
End Plate Check: 0.375" Thick
Allowable
Actual
Load Combination / Member
4 Shear Yielding
AISC (J4-3)
RN/Ci
347 kip
0.2 kip
32 / Truss2
OK
5 Shear Rupture
AISC (J4-4)
RN/0
33.0 kip
0.2 kip
32 / Truss2
OK
6 Weld Check w = O. 125"
AISC (J2-3)
RN/()
1.9 kip/in
o.1 kip/in
19 / Truss5
OK
7 Plate Thickness (tp)
4Mrz
0.11 in
0.38 in
26 / Truss8
OK
2 2 TV,
Design Forces / Moments
Check
Load Combination
Member
Fx (Axial)
[k]
Fy
[k]
Fz
[k]
Mx
[k-in]
My
[k-in]
MZ
[k-in]
1
29
Truss4
03
00
0.0
1.3
-1.5
1.1
2
26
Truss5
0.1
0.0
0.0
0.6
-17
1.0
3
29
Truss4
0.3
0.0
0,0
1,3
-1.5
1.1
4
32
Truss2
07
-0.1
0,0
-0.3
0.7
1.0
5
32
Truss2
07
-0.1
0.0
-0.3
0.7
1.0
6
19
Truss5
0.2
1 0.0
0.0
0.6
-1.7
1.0
7
26
Truss8
0.1
L -0,1
0.0
0.0
0.0
-2.1
12
4,621
HSS6X4X0.125
0 = 21.05'
Connection Elevation
x 2 in
x
Wp 4 in
End Plate Elevation
Lp= 6.42 in
1.5 in Ftb
3.21 in
3.43 in M, DO
Fbb 3.21 in
1.5 in
End Plate Section
Member Height (in): � 6 Number of Bolts: v-��Member Width (in): 4 Bolt Diameter (in): 5
Member Thickness (in): 0.125 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE
TRUSS TO COMPRESSION MEMBER - 2 BOLTS AA OK
I &A I W0011 VIV0311RUI
WUWMM��
dolt Check: (2} O.fi25" Diameter A325 F3olts
Allowable
Actual
Load Combination I Member
1
Shear
AISC (J3-1)
RN/n
8.3 kip
0.0 kip
16 / Trusstaill
6K
2
Tension
AISC (J3-1)
RINI/()
13.8 kip
0.0 kip
32 / Trusstail6
OK
3
Bearing
AISC (J3-6b,d)
RN/()
14.8 kip
0.0 kip
16 / Trusstaill
OK
End
Plate Check: 0.375" Thick
Allowable
Actual
Load Combination I Member
4
Shear Yielding
AISC (J4-3)
RN/O
23.1 kip
0.0 kip
32 / Trusstail6
OK
5
Shear Rupture
AISC (J4-4)
R,/O
19,0 kip
0.0 kip
32 / Trusstail6
OK
6
Weld Check w = 0, 125"
AISC (J2-3)
RN/C)
1.9 kip/in
0.0 kip/in
32 / Trusstail6
OK
7
Plate Thickness (tp)
F2,'�'
0,03 in
0.38 in
32 / Trusstail6
OK
2
Check
1
Load Combination
16
Design Forces / Moments
Fx (Axial) Fy Fz
Member [k] [k] [k]
Trusstaill 0.0 0,0 00
M77
[k-inj
00
My
[k-in]
00
MZ
[k-inj
0.1
2
32
---Trusstail6
0,0
0.0
0.0
0.0
0.0
0.1
3
16
Trusstaill
0-0
0.0
0,0--
0.0
0,0
0.1
4
32
Trusstail6
0.0
0.0
0.0
0.0
0.0
0A
5
32
Trusstail6
0.0
0,0
0.0
0.0
0.0
0.1
6
32
Trusstail6
0,0
ao
0.0
00
0.1
L _7
32
Trusstail6
0.0
0.0
0.0
0.0
0.1
12
4.62F-_
HSS4X4X0.125
Minimum Size
0 = 21,05'
Connection Elevation
x 2 in
X
10
Lp= 4.28 in
T
End Plate Elevation
1+25 jfj
Fib
Fx, pl
2.14 in
1.79 in
M, P,
2.14 in
1.25 in
End Plate Section
Member Height (in): �4 Number of Bolts: 2
Member Width (in):4 Bolt Diameter (in): 0.625
Member Thickness (in): 0.125 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE
WELDED CONNECTION IS PERMITTED TAIL CONNECTION - 2 BOLTS AA OK
i, % VIEAr�
Company
Designer
IIIRISAJ.b Number Checked By:
.11 Model Name OTC16
Basic Load Cases
RISA-31D Version 17.0.4 [C3...\.. \._\Desktop1P15717RR1\P15717REVA_OTC16TGAS_6_20_0_140_FLBC20_B_A_CUPOLA.r3dI Page 1
Company
` Designer
Job Number Checked By:_
Model Name OTC76
Load Combinations
RISA-31D Version 17.0.4 [C:\...\...\...\Desktop\P15717RR1\P15717REVA_OTCI6TGAS_6_20_0_140_FLBC20_B_ A_CUPOLA.r3d] Page 2
Company
"� gesigner
Job Number Checked By:
,,, ,,, ,;.- Model Name OTC16
Load Combinations (Continued)
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Company
RISA )esiger
Job Nnumber Checked By:
Model Name OTC16
Load CombinationsfContinued)
�121+1.OWz.Load
Case B)+: Q,•
L1 1.2
L8 1.667
L3;
g1
2D+IwgJMInimum)+05s
L1 12
19 16
L3
5
8
2tj,0�adcC s9
9
L7 1.667
—
E33
84
0.9D + 1 OWzJLoad Case B
0:9 + 1.OW ` Minimum
L1 9
L1 .9
L8 1.667
19 16
�m
85
1 2D+Ev+Ehx+O 2S
L1 1.2
L11 1
L9
1
L3 2
86
_
0 9D-Ev+Ehx
.�
L1 .9
C11 -1
L9
1
_
87
1 2Q+Ev+Ehz+02S
L1 1.2
L1U-1
L1
1
L3 2
88
_
0.9D-Ev+Ehz
_
L1 .9
Ll11 -1
L10
1
_
�_
89
90
91
_—._..
93
1
94
(
I
�i
99
101
103
10
120, .329
21 1.97s
+
�
Emz
22 329
23 1 S761
C1105
06ERVI
107
1.OD+O 7Ev+0 7Emhx
L1 1
-11 7
L104
7
106
100}0525Ev+0g25Emhx 0.75s���
_ _
L1 1
L11 .525
Lt0d
525
L3 . 75
109
I_. 0_6D 0.7Ev+0�7Emhx
L1 .6
L11 -.7
L104,
.7
_
_
1
1OC�+Q7Ev+
1 1
L1:
OS1-7
111
1.0D+0.52SEv+0.525_Emhz+0.75S
_
L1 1
.L11 .525
L105
.525
L3 .75
-
-
—
1
26 ZEy+O �1LL�
1 .6
L11 -.7
E105
7
114
115
—
—
1116
1;2D+Ev+mhx+02S
L1 12
L11 1
L1n4
1
L3 .2
f117-
O. + x
L1 9
L11 -1
L,104
1
I
_
1 8
1.2D+Ev+Emhx+0.2S
L1 1.2
L11 1
L105
1 -�L3
119
.... 0 9¢-Ev+Emhz
L1 .9
L11 _1---
RISA-3D Version 17.0.4. [C:\—\...\...\Desktop\P15717RR1\P15717REVA OTC16TGAS 6 20 0 140 FLBC20 B A CUPOLA.r3d] Page 4
Company
Designer
Job Number Checked By:
Model Name OTC16
Load Combinations �Continued�
Joint DoundaU Conditions
Not f2o11ed Steef Section Sets
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comp"Y
ber Checked By:_
,,; me : OTC16
Memb r Frfmary Data
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Company
Designer
Job Number Checked By:
., Model Name OTC16
Member Frlmary Data (Continued
Lat7gl 1 Joni J Jomi K Jorni Rotate de SecllonfSha o Tye Design List Malenal Design Rules
4� Trusst� 8 L' N30 N31 _ Truss< ail Bea TUBE A500-Gr C RecfTypical�
Member Advanced Data
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Company
Designer
Job Number Checked By:_
...v, -- I'.._.._ I, Model Name OTC16
Member Advanced Data (Continued)
Hot Rolled Steel Design Parameters
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"'p"'
ber Checked By:
-..:..:uIIIRISA
:...a me OTC16
Hof Rotted Steel Design Parameters tContinued)
Hot Rolled Steet Properties
Envelope AISC 95thf360-48): ASD Steel Code Cheeks
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Company
pesignor
Job Number Checked By:_
Model Name OTC16
Envelope AfSC 15th(3&0-98). ASD Stee/ Code Checks (Continued)
Material Takeoff
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Section /Isometric View of Panel Cross -Section
oo2o^
LO
Isometric View of Panels
F M;-ber Size
Weight (ps
1. (in 4)
S. (in')
M. (in -kips)
Span Type
Single Span
Span Lengths (ft)
Allowable Load (psf)
6
87
Two Span
6
58
Three Span
6
73
Typical Deisgn Loads
Dead Load
C,
M
Live Load
1.0
Snow Load
1.15
Wind Load
1.6
Notes
z.All calculations for properties vfpanels are calculated inaccordance with the National Design Specification (moS) for
Wood Construction, zozoEdition. Allowable loads are based ooatleast two sections ofthe tongue and groove
decking |oplace, with tongue and groove incontact.
z.The spans shown assume equal spacing between the multi -span conditions.
s. Weight of panels and roof covering material must be deducted from values to obtain net allowable load.
4. Per moszozuSection z.u.z'reference deumnvo|u,ssha||brmu|t|p|iedbvthcapprop/|ate|oadd"raunnfactor,c».
5. Assuming controlled random layout span, per NDS WCD 2
- ---------
•
01,
ASPAALT SAIAGLES (6TOTMEAS)
2020 FLORIDA BUILDING CODE
TYLER BOWDEN
7th EDITION (616) 888-3517
4240 N. 136TFl AVENUE
HOLLAND, MI 49424
FLA. LICENSE NO. 84936
PREPARED UNDER THE CONTROL AND SUPERVISION OF THE
DESIGN PROFESSIONAL ABOVE. THE SEAL APPLIES ONLY TO
BUILDING COMPONENTS DETAILED WITHIN THESE
CALCULATIONS AND SUPPLIED BY PORTER CORP AS WELL AS
THE FOUNDATION DESIGN, IF APPLICABLE.
Design Criteria
Structural Engineering Notes
Load Combinations
Materials
RISA Model Views
Foundation Design
Connection Design
RISA Analysis Report
Panel Data
TYLER BOW DEN
(616) 888-3517
4240 N. 136TH AVENUE
HOLLAND ' VII 49424
FLA. LICENSE NO. 84936
PREPARED UNDER THE CONTROL AND SUPERVISION OF THE
DESIGN PROFESSIONAL ABOVE. THE SEAL APPLIES ONLY TO
BUILDING COMPONENTS DETAILED WITHIN THESE
CALCULATIONS AND SUPPLIED BY PORTER CORP AS WELL AS
THE FOUNDATION DESIGN, IF APPLICABLE.
Version 7.0. 1. 10 Updated 10110122
5daumm
Building Code: See Cover Sheet
Roof Slope 22.62 5:12 Pitch
Design Code: ASCE 7-16
Risk Category: 11
Equivalent Roof Height: 15.00 ft
DEAD LOAD
Weight of Rooting System
6.0
psf
Frame Dead Load Frame Self
-Weight
(See RISA Analysis Report)
LIVE LOAD
Roof Live Load, L,
20.0
psf
ASCE 7 Table 4-1
SNOW LOAD
Ground Snow Load, pv
0.0
psf
Importance Factor, / (Snow Loads)
1.0
ASCE 7 Table 1.5-2
Slope Factor, C,
1.0
ASCE 7 Figure 7.4-1
Thermal Factor, C,
1,2
ASCE 7 Table 7.3-2
Exposure Factor, C,
1.0
ASCE 7 Table 7.3-1
Flat Roof Snow Load, In f
0,0
psf
ASCE 7 Section 7.3
Leeward Unbalanced Snow Load
0.0
psf
ASCE 7 Section 7.6. 1
Drift Surcharge Load, fed
0.0
psf
ASCE 7 Section 7.7
Width of Snow Drift, w
0.0
ft
ASCE 7 Section 7 7
Basic Wind Speed, V�11
140 mph Vasd 108 mph
ASCE 7 Section 26.5
Exposure Category
C
ASCE 7 Section 26.7
Ground Elevation Factor, Ke
1.00
ASCE 7 Table 26.9-1
Gust Effect Factor, G
0.85
ASCE7Section26.11.1
Velocity Pressure Exposure Coefficient, K,
0.85
ASCE 7 Table 26. 10-1
Wind Directionality Factor, Kd
0.85
ASCE 7 Table 26. 6-1
Topographic Factor, K,
1.00
ASCE 7 Section 26.8.2
Velocity Pressure, q,
36,25 psf
ASCE 7 Section 26.10.2
Main Wind -Force Resisting System ASCE 7 Section 27.3
Open Building, Clear Wind Flow (Cn from ASCE 7 Fig. 27.3-4 - 273-7)
Roof
Load Case
A
B
Windward Cp =
1.10
-0.10
p (psf):
33.99
-108
V = 180
Leeward Cp=
0.10
-0.80
p (psf):
3.18
-24.70
= 90
Sideward Cp= -0.80 0.80
p (Pat): -24L65 24.65
SEISMIC LOAD
Analysis Procedure
Seismic Site Class
Basic Seismic Force Resisting System
Short Spectral Response Parameter, Ss
1-Sec Spectral Response Parameter, S
Seismic Design Category
Importance Factor, /
Response Modification Coefficient, R
Redundancy Factor, p
Overstrength Factor, 0.
Design Short Spectral Response Parameter, SDS
1-Sec Design Spectral Response Parameter, SDI
Seismic Response Coefficient, C,
Effective Seismic Weight, IN
Seismic Base Shear, V
Seismic Load, E
Seismic Load with Overstrength Factor, E.
Component and Cladding Elements ASCE 7 Section 6.5.13
Open Budding, Clear Wind Flow (Cn from ASCE 7 Fig, 30,7-1 - 30.7-3)
Wind Direction
Toward Roof
Away From Roof
Zone 3 Cn:
2.40
-2.00
P (psf):
74L05
-61.53
Zone 2 Cn:
1.85
-1.55
p (psf):
57.08
-47.69
Zone 1 Cn:
1.20
-1.00
p (psf):
37.03
-30.77
Equivalent Lateral Force Procedure
D Default
Steel Systems Not Specifically Detailed For Seismic Resistance
032
0.08
B
1.00
3.00
1.00
100
0.33
0.13
0.11
6.00 psf
0.66 psf
0.66 psf
1.98 lost
ASCE 7 Section 12.8
ASCE 7 Section 11.4.2
ASCE 7 Table 12.2-1
ASCE 7 Section 11.6
ASCE 7 Table 11.5-1
ASCE 7 Table 12.2-1
ASCE 7 Table 122-1
ASCE 7 Table 12.2-1
ASCE 7 Section 11. 4.4
ASCE 7 Section 11.4.4
ASCE 7 Section 12.8.1
ASCE 7 Section 12- 7.2
ASCE 7 Section 12.8. I
ASCE 7 Section 12.4
ASCE 7 Section 12.4
M'*
GENERAL NOTES
Loads applied to the structure may be greater than required for the project location.
Actual structure dimensions may be smaller than shown in this document.
The engineering seal for the structure designed in these calculations is only valid if Porter Corp fabricates the steel components.
Fabricating the steel components elsewhere voids the engineering provided by Porter Corp.
STRUCTURAL ANALYSIS NOTES
RISA-3D structural analysis software was used to model the 3-D space frame.
To reduce the amount of computer printout, the analysis results only show each member's controlling load case.
Unless noted otherwise in the 'RISA Analysis Report', the roof deck was not utilized in the structural analysis to provide lateral support to the
members.
From the analysis, all member deflections and structural drift are within allowable limits.
STRUCTURAL DESIGN NOTES
End plates were designed by applying beam end forced to the edges of the plate and calculating the resulting prying moment at the edge of the bolt
holes. In determining the prying moment it was assumed that the area of the plate between bolts was fixed.
Light gage members were designed in accordance with the latest edition of the AISC specifications and the AISI Cold -Formed Steel Design Manual.
Bolt threads were assumed to not be excluded from the connections.
Key
Service (Unfactored)
Abbreviation
p9migm
Number
Description
DL
Dead Load
1
SERVICE D
Lr
Roof Live Load
2
SERVICE Ir
s
Snow Load
3
SERVICE S
Su
Unbalanced Snow Load
4
SERVICE Su
Wx
Wind Load (X-Direction)
5
SERVICE Wx (Load Case A)
Wz
Wind Load (Z-Direction)
6
SERVICE Wx (Load Case B)
Wx (Minimum)
10 lost Minimum Wind Load (X-Direction)
7
SERVICE Wz (Load Case A)
Wz (Minimum)
10 psf Minimum Wind Load (Z-Direction)
8
SERVICE Wz (Load Case B)
Ex
Seismic Load (X-Direction)
9
SERVICE Ex
Ez
Seismic Load (Z-Direction)
10
SERVICE Ez
Emx
Seismic Load (X-Direction) with Overstrength Factor
11
SERVICE Ev
Emz
Seismic Load (Z-Direction) with Overstrength Factor
Ev
Vertical Seismic Load Effect
Allowable Stress Design (Factored)
Strength Design (Factored)
Number
2Qcsopflon
Number
Qgqq[WtiM
15
D
55
1AD
16
D + Ir
56
1.2D + 0.51-r
17
D + S
57
1.2D + 0.5S
is
D + Su
58
1,2D i 0.5Su
19
D + 0.6Wx (Load Case A)
59
1,2D + 1.61-r + 0.5Wx (Load Case A)
20
D + 0.6Wx (Load Case B)
60
1,2D + 1.61-r + 0.5Wx (Minimum)
21
D + (0.6Wx (Minimum))
61
1.2D + 1.6S i 0.5Wx (Load Case A)
22
D + 0.75(0.6Wx (Load Case A)) + 0.751-r
62
1.2D i- 1.6S + 0.5Wx (Minimum)
23
D + 0,75(0.6Wx (Minimum)) + 0.75Lr
63
12D + 1.OWx (Load Case A) A 0.51-r
24
D + 0.75(0,6Wx (Load Case A)) + 0Y5S
64
121) + 1.OWx (Load Case B) + 0.51-r
25
D + 0.75(0.6Wx (Minimum)) + 0.755
65
1.21) + 1.OWx (Minimum) + 0.51-r
26
0,61D + 0.6Wx (Load Case A)
66
1.2D + 1.OWx (Load Case A) + 0,5S
27
0.6D + 0.6Wx (Load Case B)
67
1.2D + 1.OWx (Load Case B) + 0.5S
28
0.6D + (0.6Wx (Minimum))
68
1.2D i 1,OWx (Minimum) + 0.5S
29
D + 0.6Wz (Load Case A)
69
0,9D + 1.OWx (Load Case A)
30
D + 0.6Wz (Load Case B)
70
0,9D + 1.OWx (Load Case B)
31
D + (0,6Wz (Minimum))
71
0.91D + 1.OWx (Minimum)
32
D -i- 0,75(0.6Wz (Load Case A)) + 0.751r
72
1.2D + 1.61-r + 0.5Wz (Load Case A)
33
D + 0,75(0.6Wz (Minimum)) + 0.751r
73
1.2D + 1.61-r + 0.5Wz (Minimum)
34
D -r 0.75(0.6Wz (Load Case A)) + 0.755
74
1.21) + 1.6S + 0.5Wz (Load Case A)
35
D + 0.75(0.6Wz (Minimum)) + 0,75S
75
1.21) 4 1.6S + 0.5Wz (Minimum)
36
0.61D + 0.6Wz (Load Case A)
76
1,2D i 1.OWz (Load Case A) A 0.51-r
37
0,6D + 0.6Wz (Load Case B)
77
1.2D + 1.OWz (Load Case B) + 0.51-r
38
0.61) + (0,6Wz (Minimum))
78
1,2D + 1.OWz (Minimum) + 0.51-r
39
1.OD+0.7Ev i 0.7Ehx
79
1.2D + 1.OWz (Load Case A) i 0.55
40
1.OD i-0.525Ev+0.525Ehx+0.75S
80
1.2D i 1.OWz (Load Case B) + 0.55
41
0,61) 0.7Ev+0,7Ehx
81
1,2D + 1.OWz (Minimum) + 0.55
42
1.OD+0.7Ev+0,7Ehz
82
0.9D + 1.OWz (Load Case A)
43
LOD r0.525Ev+0.525Ehz+0.75S
83
0.9D A 1.OWz (Load Case B)
44
0.6D-0.7Evi 0.7Ehz
84
0.9D 4 1.OWz (Minimum)
85
1.2D+Ev+Ehx+0.2S
86
0.9D-Ev+Ehx
87
1.2D +Evi Ehz+0.2S
88
0.9D-Ev+Ehz
Notes:
1, Load combinations are effective in all states that have adopted IBC as a base code.
2. See "RISA Analysis Report" for the load combinations that are not listed above.
Column
HSS5x5x3/16
Truss
HSS6x4x1/8
Tension
HSS5x3x1/8
Truss Tail
HSS4x4x1/8
Compression Ring
C7X9.8
HSS Sections: ASTM A500 Gr. C
Pipe Sections: ASTM A53 Gr. B
RIVIT Sections: ASTM A519
Channel & Angle Sections: ASTM A36
Connection Plates: ASTM A36
Connections Bolts ASTM A325
Welding Process: Gas Metal Are Welding
Welding Electrode: E70xx
'1T►�i[Or7�r7AMl�►�1•
Joint Labels
Member Labels
Member Shapes
Member Lengths
Member Local Axis
Member Length (ft) Displayed
I tololi 1VTlyIM04111] "ilmil
golm
Drilled Pier
Allowable
Actual
Load Combination / Member
1 Bearing Pressure
(Chapter 18 of the Building Code)
1500 psf
283 psf
32 Columnl
OK
2 Uplift Check
SF = 8.68
547 lbs
63 lbs
26 Column4
OK
3 Sliding Check
SF = 7.82
508 lbs
65 lbs
29 Column3
OK
4 Area of Reinforcement
(ACI)
0.00 in 2
2.26 in 2
69 Columiri
OK
Spread Footing
Allowable
Actual
Load Combination / Member
5 Bearing Pressure
(Chapter 18 of the Building -Code)
------ 1500 psf
222 psf
32 / Columnl
OK
6 Uplift Check
SF = 8.29
522 lbs
63 lbs
26 / Column4
OK
7 Sliding Check
SF = 8.38
545 lbs
65 lbs
29 / Column3
OK
8 Area of Reinforcement
(ACI Chapter 7)
0.01 in 2
1.77 in 2
72 / Columnl
OK
Design Forces / Moments
Check
Load Combination
Member
Fx (Axial)
[k]
Fy
[k]
Fz
tk]
Mx
[k-in]
My
[k-in]
MZ
[k-inj
1
32
Columnl
0.89
-0.04
-0.02
0.00
0,00
0.00
2
26
Column4
-0,06
0,00
-0.05
0.00
0.00
0.00
3
29
Column3
0,37
0.01
-0.07
0.00
0.00
0.00
4
69
50lumn8
-0,14
0.00
0.08
0.00
060
0.00
5
32
Columnl
0L89
-0.04
-0.02
0.00
0.00
0.00
6
26
Column4
-0.06
0.00
0.05
0.00
a00
a00
7
29
Column3 :E0.�o
El0.07
0.00
8
72
Columnl
1 1.37
1 -0,06
0.00
6 - #6 vertical bars (equally spaced)
#4 ties horizontal @ 12" O.C.
w/ 2 ties in the top 5"
2 - #6 horizontal bars (equally
spaced) each way, top and bottom
ft------- A- ------------------
1 1.5 ft
2 it --I � 2 ft
Drilled Pier Option Spread Footing Option
The foundation design contained herein is not
site specific, but is based on the presumptive
allowable foundation pressures in Chapter 18 of
the Building Code (Class 5 soil). The building
official in the jurisdiction in which this structure is
located may require a site specific geotechnical
report or letter from a qualified local professional
engineer attesting to whether the actual site
conditions meet the assumptions identified
above.
Drilled Pier Diameter (ft): l2.0 Spread Footing Width (ft):F2.0 i�o
Drilled Pier Depth (ft):12.0 1 Spread Footing Thickness (ft):1.5___
Inc (psi): 4500
Concrete Unit Weight (lb/ft): 145
FOUNDATION DESIGN - PINNED BASE (INTERNAL BOLTS) AA
M
i; �
�tuqqj 11111, 1 0 ON
Vf IT 10 F IN11
Base Plate Check: 6"x6"Al2"
Allowable
Actual
Load Combination I Member
1
Plate Size
(AISC J8-1)
0.8 in 2
36.0 in'
32 1 Columnl
OK
2
Plate Thickness
(AISC PART 14)
0.04 in
0.50 in
26 / Column4
OK
3
Concrete Bearing
(AISC J8-1)
1530 psi
25 psi
32 / Columnl
OK
4
Weld Check
(AISC J2-3)
2.78 On
0.01 k/in
36 / Column3
OK
Post -installed
Cast -in -Place
Anchor
Bolt Check: (4)1/2"
Anchors
Allowable
Allowable
Actual
Load Combination / Member
5
Tension
(ACI D5.1)
23.6 kip
24.7 kip
0.1 kip
69 / Column8
OK
6
Concrete Breakout
(ACI D5.2)
16-1 kip
27.3 kip
0.1 kip
69 1 Column8
OK
7
Concrete Bond/Pullout
(ACI D5.3)
28.3 kip
54.0 kip
OLI kip
69 / Column8
OK
8
Sideface Blowout
(ACI D5.4)
N/A
N/A
N/A
Not Considered Per RD5.4
OK
9
Shear
(ACI D6.1)
11.6 kip
10.6 kip
0A kip
76 Columnl
OK
10
Shear Breakout
(ACI D6,2)
9.5 kip
11.5 kip
0.1 kip
76 Column6
OK
11
Shear Pryout
(ACI D6.3)
32.3 kip
38.2 kip
0.1 kip
76 Column6
OK
Post -installed
Cast -in -Place
Interaction
Check
Actual
Actual
Allowable
Load Combination / Member
12
Cast -In -Place Interaction
(ACI RD.7)
0.0
1.00
76 / Column6
OK
13
Post -Installed Interaction
(ACI RD.7)
0.0
1.00
69 1 Column8
OK
Design Forces / Moments
Check
Load Combination
Member
Fx (Axial)
[k]
Fy
[k]
Fe J
[k]
X
[MIj
k-in
My
[k-ink-inj
]
MZ
[
1
32
Columnl
0.89
-0.04
-0.02
0.00
0.00
0.00
2
26
Column4
-0.06
0.00
-0.05
0.00
0.00
0.00
3
32
Columnl
0.89
-0.04
-0.02
0.00
0.00
0.00
4
36
Column3
0.22
0,01
-0.07
0,06-
_000
-0.00
5
69
Column8
-0.14
0.00
0.08
0,00
0.00
0.00
6
69
Column8
-0.14
0.00
0.08
0.00
0.00
0.00
7
69
Column8
-0.14
0.00
om
0.00
0.00
0.00
8
x
x
X
x
X
x
x
X
9
76
Column6
0.67
0.02
0.11
1 0.00
0.00
0.00
10
76
Column6
0.67
0.02
0A1
0.00
0.00
0.00
11
1 76
Column6
0,67
0.02
0.11
0,00
0.00
0.00
12
76
Column6
0.67
0.02
0.11
0.00
0.00
1 0,00
13
69
Column8
-0,14
0,00
0.08
0,00
::::0:.:00::::[0.00
B = 6"
Base Plate Isometric
N = r',
Base Plate Elevation
Anchor Bolt Diameter (in): Column Size:
�HSS5MX3
Min. C.I.P. Effective Embedment Depth (in): Min. Base Plate Size:6"x6"x1,`2"
Min. P.I. Effective Embedment Depth (in):[Ej Weld Size (in): 0.188
Concrete Cover From C of Bolt (in): 10.5
f'C (psi): 4500
COLUMN BASE PLATE CONNECTION - PINNED CONNECTION (INTERNAL BOLTS) AA OK
Bolt Check: (2) 0.625" Diameter, A325 Bolts
Allowable
Actual
Load Combination / Member
1
Shear
AISC (J3-1)
RN/()
8.3 kip
0.8 kip
32 / Tension3
OK
2
Tension
AISC (J3-1)
RN/()
13.8 kip
1.6 kip
32 / Tension4
OK
3
Bearing
AISC (J3-6b,d)
RN/O
14,8 kip
0.8 kip
32 / Tension3
OK
End
Plate Check: 0.375" Thick
Allowable
Actual
Load Combination I Member
4
Shear Yielding
AISC (J4-3)
RN/Q
IT5 kip
0.3 kip
32/Tension4
OK
5
Shear Rupture
AISC (J4-4)
RN/O
16.7 kip
0.3 kip
32 / Tension4
OK
6
Weld Check w = 0. 125"
AISC (J2-3)
R,/0
1,9 kip/in
0,2 kip/in
32 / Tension4
OK
7
Plate Thickness (tp)
�221V,
0.19 in
0.38 in
32 / Tension3
OK
Plan View
Design Forces / Moments
Check
Load Combination
Member
Fx (Axial)
[k]
Fy
[i
Fz
[k]
Mx
[k-in]
My
Ik-in]
MZ
[k-in]
1
32Tension3
-0.8
-0.2
0.0
0.0
0.2
4.1
2
32
Tension4
-0.7
-0.2
0.0
-0,2
0.4
4.0
3
32
Tension3
-0.8
-0.2
0.0
0.0
0.2
4,1
4
32 ----Tension4
-0.7
-0.2
0.0
-0.2
0.4
4.0
5
6
32
32
Tension4
Tension4
-0.7
-0.7
-0.2
-0.2
1 0.0
1 0.0
1 -0.2
1 -0.2
1 0.4
1 0.4
1 4.0
1 4.0
7
32
fiensl.,,3
- 0_8
-02
0 2�
4 1
67.5°
IH3SS5X3XO.125
x=1.62 in
40
Lp= 5 in
Wip = 3.24 in
Connection Elevation End Plate Elevation
1.25 in Rb
2.5 in
I
2.5 in M I.P 1)
2,5 in
1.25 in -
End Plate Section
Member Height (in): 5 Number of Bolts:
L3 Member Width (in): 3 Bolt Diameter (in): 0.625
Member Thickness (in): 0.125 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): 0.250
TENSION MEMBER TO COLUMN - 2 BOLTS AA OK
dolt Check: (2) 0.625'° �iameteP A325 halts
Allowable
Actual
Load Combination / Member
1 Shear
AISC (J3-1)
RN/O
8.3 kip
0.3 kip
29 / Truss8
OK
2 Tension
AISC (J3-1)
RN/O
13,8 kip
0.9 kip
36 / Truss3
OK
3 Bearing
AISC (J3-6b,d)
RN/(1
18.9 kip
0.3 kip
29 / Truss8
OK
End Plate Check: 0.375" Thick-
Allowable
Actual
Load Combination / Member
-
4 Shear Yielding
AISC (J4-3)
RN/f)
34.7 kip
0.3 kip
32 Truss2
OK
5 Shear Rupture
AISC (J4-4)
RN/()
33,0 kip
0.3 kip
32 Truss2
OK
6 Weld Check w = 0, 125"
AISC (J2-3)
RN/C)
1.9 kip/in
0.1 kip/in
29 Truss3
OK
7 Plate Thickness (tp)
J'
0.16 in
0.38 in
36 Truss?
OK
2117,
Design Forces / Moments
Check
Load Combination
Member
Fx (Axial)
[k]
Fy
[M
Fz
[k]
Mx
[k-in]_
My
k-inj
NIZ
[k-in]
1
29
-TwSi6
0.3
-0
0.0
-0.9
0.8
-1.5
2
36
Truss3
0.3
0.1
0.0
0.3
0.2
4.1
3
29
Truss8
0.3
0.0
0.0
-0.9
0.8
-1.5
4
32
Truss2
0.7
01
0,0
-0.3
-0.2
3.2
5
32
Truss2
0.7
0.1
0.0
-0.3
-0.2
3.2
6
29
Truss3
0.4
0A
0.0
0,3
0.2
4.2
7
36
Truss?
0.2
0.0
0-O
6 1
_jL_j
-41
12
4.62F-,
HSS6X4X0.125
6 = 21.05'
Connection Elevation
x = 2 in
-XI
,p= 6.42 in
WP 47,
End Plate Elevation
1.5 in
3.21 In
3.43 in
MZ1 PI
3.21 in
1.5 in
Fbb
End Plate Section
Fn ---------- I
Member Height (in): 6 Number of Bolts: 4
4 Member Width (in): Bolt Diameter (in): � 0.625
Member Thickness (in): 0.125 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE
TRUSS TO COLUMN - 2 BOLTS AA OK
I lAowlatomeoVi I ri OV 4*4 RR I & 19 N 1;jQ ILI
Bolt Check: 2 0.625" Diameter, A325 Bolts
Allowable
Actual
Load Combination / Member
1
Shear
AISC (J3-1)
RN/O
8.3 kip
0.5 kip
29 Truss4
OK
2
Tension
AISC (J3-1)
RN/Q
13.8 kip
0.5 kip
26 Truss5
OK
3
Bearing
AISC (J3-6b,d)
RN/Q
18.9 kip
0.5 kip
29 Truss4
OK
End
Plate Check: 0.375" Thick
Allowable
Actual
Load Combination / Member
4
Shear Yielding
AISC (J4-3)
RN/O
34.7 kip
0.2 kip
32 Truss2
OK
5
Shear Rupture
AISC (J4-4)
RN/0
33,0 kip
0.2 kip
32 Truss2
OK
6
Weld Check w = 0, 125"
AISC (J2-3)
RN/O
1.9 kip/in
0.1 kip/in
19 Truss5
OK
7
Plate Thickness (tp)
14M1,
0.11 in
0.38 in
26 Truss8
OK
� 22TJ7,,,
Design Forces / Moments
Check
Load Combination
Member
Fx (Axial)
[k]
Fy
[k]
Fz
[k]
Mx
[k-in]
My
[k-in]
MZ
[k-In]
1
29
Truss4
0-3
0.0
0,0
1.3
-1.5
1.1
2
26
Truss5
0.1
0.0
0.0
0.6
-1.7
1.0
3
29
Truss4
0.3
0.0
0.0
1.3
-1.5
1.1
4
32
Truss2
0.7
-0.1
0.0
-0.3
0.7
1,0
5
32
Truss2
0.7
-0A
0.0
-0.3
0.7
1.0
6
19
--T-0,2
Truss5
0.0
0,0
0.6
t
1.0
7
z�J=Trus�s8
0.1
-0.1
0,0
0.0
00
-2,.,1__
x 2 in
X
Lp= 6.42 in
6 = 21,05' Wp = 4 in
Connection Elevation End Plate Elevation
1.5 in Re
3.21 in
3.43 in M, )PI
Feb 3.21 in
1.5 in
-
End Plate Section
Member Height (in): [6 : Number of Bolts: 1 '-----�
4
Member Width (in) 4 Bolt Diameter (in): 0.625
Member Thickness (in): 0.125 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE
TRUSS TO COMPRESSION MEMBER - 2 BOLTS AA OK
OUTZ'S URA,
No 1�
Bolt Check: (2) 0.625" Diameter, A325 Bolts
Allowable
Actual
Load Combination I Member
1
Shear
AISC (J3-1)
RN/(1
8.3 kip
0.0 kip
16 / Trusstaill
OK
2
Tension
AISC (J3-1)
RN/()
13.8 kip
0.0 kip
32 / Trusstail6
OK
3
Bearing
AISC (J3-6b,d)
RN/f)
14,8 kip
0.0 kip
16 / Trusstaill
OK
End
Plate Check: 0.375" Thick
Allowable
Actual
Load Combination I Member
4
Shear Yielding
AISC (J4-3)
RN/0
23.1 kip
0.0 kip
32 / Trusstail6
OK
5
Shear Rupture
AISC (J4-4)
RN/0
19.0 kip
0.0 kip
32 / Trusstail6
OK
6
Weld Check w = 0, 125"
AISC (J2-3)
RN/0
1.9 kip/in
0.0 kip/in
32/Trusstail6
OK
7
Plate Thickness (tp)
4A4,,,
F22W,
0.03 in
0.38 in
32 / Trusstail6
OK
Check
1
Load Combination
16
Design Forces I Moments
7Fx T(Axial) Fy
Member -T
'y k'j
[kj t1l 7
Trusstaill 0.0 0,0 0.0
M
tk-in]
0.0
My
[k-in]
0.0
MZ
fk-in]
0A
2
32
Trusstail6
0.0
00
0.0
0.0
0.0
0.1
3
16
Trusstaill
0.0
0.0
0.0
0.0
0.0
0.1
4
32
Trusstail6
0.0
0.0
0.0
0.0
0.0
0.1
5
32
Trusstail6
0.0
0.0
0.0
0.0
0.0
0.1
6
32
Trusstail6
&D
0.0
0,0
ao
00
1 0.1
L L7
32
Trusstail6
0.0
0.0
0.0
0.0
0.0
0.1
12
4.621
HSS4X4X0.125
Minimum Size
E3 = 21,05'
Connection Elevation
x= 2 in
40
Lp- 4.28 in
Wp = 4 in
End Plate Elevation
1.25 in
Ftb
Fx, pl
2.14 in
1.79 in
P,
MoD
1.25 in
2,14 in
End Plate Section
Member Height (in): Number of Bolts: :�4 2
Member Width (in) 4 Bolt Diameter (in): 0.625
Member Thickness (in): 0.125 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE
WELDED CONNECTION IS PERMITTED TAIL CONNECTION - 2 BOLTS AA OK
Company
IIIRISADesigner
Job Number Checked By:
Model Name OTCt6
Basic Load Cases
RISA-3D Version 17.0.4 [CA ...\...\_.\Desktop\P15717RR1\Pl5717REVA_ OTC 16TGAS_6_20_0_140_FLBC20_B_A_CUPOLA.r3d] Page 1
pony
Com
Designer
Job Number Checked By:_
... Model Name OTC16
Load Combinations
RISA-3D Version 17.0.4 [CA ...\...\...\Desktop\P15717RR1\P15717REVA_OTC16TGAS_6_20_0_140_FLBC20_B_A_CUPOLA.r3d] Page 2
Company
Designer
Job Number Checked By:_
,,, „ Model Name OTC16
Load Combinations tContinued)
ne-rintmn Sri- Pneita RR RI n Fantnr m n Fartnr RI n F,-tnr RI C. F-M, RI n. Fartnr RI C: Fartnr RI C. Fartnr RI C: FaMnr RI C: Fartnr RI C. Fact-
41
42
q3
i.0D+0525Ev+0:525Ehx+675S
0 6D 0 7EV+0 7Ehx
A 0D+07Ev+07Eh4
t OD+o525Ev+0.525Ehz 0.75s
Y
as40
Yes
Yes
Yes
Y
Y
-Y
Y
m_
L1
L1
11
L1
1_L1.1�525
6
1
t
L71 .7
L111 .7
L11 525
L�525
L9 7
L10 7
L10 525
L3_ 75a_.
L3 75
44
46
-0 6D 0 7Ev+QIEE.
Yes
Y
L1
L11 -.7
L10 7
_
4748
-
-
_
50
-
ElE
51
.� _ _--
�-
-
54
W
55
5
_ 1 4D
2D +-0 5Lr
L1
L1
1444
1 2
5
_L
57
58
1 2D + 0 5S
1.2D +0.5Su
_
L1
L1
12
1.2
i L3 5
L4 .5-
-
-
59
60
1.2o+1.6Lr+0.5Wx(Load Case_i
1.2D+1,6Lr+6.SWk Minimum}
L1
L1
1,2_
1.2
L2 . 16
-L216
L5 .833
12. 8
61
62
1 2D + t 6S + 0 5Wx (Load Case
1.2D+9.6s+05Wx Minimum)
_
L1
L1
1.2
1_2__:�
L3 1.6
1.6
L5
12
63
1 2D ++ t 6Wx (Load Case A) + 0.
-_
L1
1 2
,25 7 667
L2 5
_
64
1.2D+1 AWx(Load Case P�+0..
_,
L1
12w
,i_167
_5
65
66
12D + 1.OWx (Minimum) + 0.5Lr
i,2D+i.O1M.:(Load Case AAA+O..
_
�..
L1
L1
1_�
12�..25
12 ? 16
\.667
L2 .5
L3.5 ,�,
i
67
1.2D + 1.OWx {Load Case B) + 0...
_
L1
12
L6 1.ss71
L3
L,68
69
70
1,2D+9oWx(Mini M+
0 9D + 1 .OWN (Loaase Al
0 9D + OWxlLoad aseB
_
i1
L1
L1
12
9
�9
1+0:5s
12 16
15 1 667I
L3; .5
T
71
72
73
0.9D + 1 OWx (Minimum
1,2D+1.6Lr+D:SAz LbadCase.
72D+161-r+0.5Wz(Minimum)
i
L1
L1
L1
-
12
12
r 12 16
-L 1.6
L2 16
L7-
19
74
i2D LBS+p;SWz(LoadCase..
�L1
1.2
' 3 16
L7 3
-
�I
-
75
76
1,20+1.6s+0.5Wz(Minimum)
1.2o;+,i.OWz(CoadCaseA}+6..
-
L1
L1
1.2_
12
L3 1.6
T7 \.667
19 8
79
1.2D + 1 0Wz (Load Case B) + 0.
OWz(Mlnimum)+0.5Lr
t2D + 1.oWz (Load Case A) + o..l
i
L1
L1
I L1
1 2
t2
1.2
L8 t 6677g_1.2D+1
9 16
L7 t 667
JU77
5
RISA 3D Version 17.0.4[CA ...A...A__ADesktopVP15717RR1VP15717REVA OTCI6TGAS_6_2_0_140 FLBC20 B A CUPOLA.r3dj Page 3
III Company
RISADesigner
Job Number Checked By:_
;,,, Model Name OTC10
Load Combinations (Continued
RISA-3D Version 17.0.4 [CA X-A._\Desktop\P15717RR1\P15717REVA OTC16TGAS_6_20_0_140_FLBC20_B_A_CUPOLA.r3dj Page 4
Company
IIIRI Designer
Job Nurnber Checked By:_
Model Name OTC16
Load Comkinations (Continued)
Joint Boundary Conditions
Hot Rolled Steel Section Sets
RISA-3D Version 17.0.4 [CA ...\...\...\Desktop\P15717RR1\Pl5717REVA_OTC16TGAS_6_20_0_140_FLBC20_B_A_CUPOLAr3d] Page 5
Company
Designer
Job Number Checked
Model Name OTC 16
(Member Primary Data
RISA-3D Version 17.0.4 [C:\...\_.\...\Desktop\P15717RR1\P15717REVA_OTC 16TGAS_6_20_0_140_FLBC20_B_A_CUPOLA.r3d] Page 6
Company
IIIRISA
Designer
Job Number Checked By
,.. Model Name OTC16
Member Primary Data tGontinuedl
Label _ I Jomt J Joint K Jomt_ Rotate deg} SecUoniShape Tye Des qa 'is'Matenal Desiqn Rules
(_40 __ Trusstail8._ N30 N31 A-_ Truss Tall Z_Bea4�__T(ZBE,w1500 Gr C Recce Typical
Member Advanced Data
R1SA-3D Version 17.0.4 [C:\...\._\,..\Desktop\P15717RR1\Pl5717REVA_OTC16TGAS_6_20_0_140_FLBC20_B_A_CUPOLA,r3dI Page 7
Company
Designer
Job Number Checked By:_
.. Model Name OTC16
Member Advanced Data (Continued)
Hot Rot/ed Steet Desian Parameters
71SA-3D Version 17.0.4 [C:\...\..5...\Desktop\P15717RR1\P15717REVA_OTC16TGAS_6_20_0_140_FLBC20_B_A_CUPOLA.r3d] Page 8
Company
IIIRISA Designer
Job Number Checked By:
Model Name OTC16
Hot Roiled S#eet Dalian Prameters lCc�ntinued)
Hot Rolle Steel Properties
Envelope AtSC 15thl360-96): ASD ��l ode Checks
RISA-31D Version 17.0.4 [C:A...1...A...ADesktop\P15717RR1VP15717REVA_OTC16TGAS_6_20_0_140_ FLBC20_B_A_CUPOLA.r3d] Page
Company
IIIRISA Designer
Job Number Checked By:_
Model Name OT016
Envelope AISC 95thl360-16): ASD Steel Code Cheeks (Continued
Material Takeoff
RISA-3D Version 17.0.4 [C:\._l..l...\Desktop\P15717RR1\P15717REVA_OTC16TGAS_6_20 0 140 FLBC20_B_A_CUPOLA.r3d] Page 10
�
�
Allowable L*ads
Isometric View of Panels
Member Size
Weight (psf)
Fb (ksi)
1 1. (in 4)
Se (in)
M, (in -kips)
2.092
Span Type
Single Span
Span Lengths (ft)
Allowable Load (psf)
6
87
Two Span
6
58
Three Span
6
73
Typical Deisgn Loads
Dead Load
C,
0.9
Live Load
1.0
Snow Load
1.15
Wind Load
1.6
Notes
1. All calculations for properties of panels are calculated in accordance with the National Design Specification (NDS) for
Wood Construction, zo1oEdition. Allowable loads are based onatleast two sections ofthe tongue and groove
decking inplace, with tongue and groove incontact.
z.The spans shown assume equal spacing between the multi -span conditions.
3. Weight of panels and roof covering material must be deducted from values to obtain net allowable load.
4, Per NDS 2018 Section 2.3.2, reference design values shall be multiplied by the appropriate load duration factor, C,,.
5. Assuming controlled random layout span, per NDS WCD 2