HomeMy WebLinkAbout14-14831 CITY OF ZEPHYRHILLS
5335-8TH STREET
, (813)780-0020 14831
� BUILDING PERMIT
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ermit Number: 14831 Address: 6042 GALL BLVD
Permit Type: COMMERCIAL ZEPHYRHILLS, FL.
Class of Work: ADD/ALT COMMERCIAL Township: Range: Book:
Proposed Use: COMMERCIAL Lot(s): Block: Section:
Square Feet: Subdivision: CITY OF ZEPHYRHILLS
Est. Value: Parcel Number: 03-26-21-0010-11300-0000
Improv. Cost: 10,701.00 �t �.�� ¢;°� w,�N �a
Date Issued: 1/09/2014 Name: MCDONALDS USA, LLC
Total Fees: 135.00 Address: 6042 GALL BLVD
Amount Paid: 135.00 ZEPHYRHILLS, FL. 33542
Date Paid: 1/09/2014 Phone: 813-2 - 31
Work Desc: INSTALLATION OF SHADE CANOPY 300 SQ FT- n NOC 4 ' pecti �j
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FOOTER BOND DUCTS INSULATED SEWER MISC.
ROUGH ELECTRIC LINTEL MISC MISC.
1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC.
DUCTS INSTALLED WATER MISC DRIVEWAY
PRE-SLAB SHEATHING MISC. MISC.
CONSTRUCTION POLE FRAME MISC. MISC.
REINSPECTION FEES: Reinspection fees will wmply with Florida Statute 553.80(2)(c)when extra inspection
trips are necessary due to any one of the following reasons: a)wrong address b)condemned work resulting
from faulty construction c) repairs or corrections not made when inspections called d) work not ready for
inspection when called e) permit not posted on job site� plans not at job site g)work not accessible.
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 permits 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 for
improvements to your property. If you intend to obtain financing,consult with your lender or an attorney
before recording your notice of commencement."
Comple ifcatio s Must Accompany Application. All work shall be pertormed in accordance with
C d Onfinances. NO OCCUPANCY BEFO C.O.
CONT CT R SIGN �-� PERMIT OFFI R
PERMIT EXP S IN 6 MONTHS WITHOUT APPROVED INSPECTION
CAL FOR INSPECTION - 8 HOUR NOTICE REQUIRED
PROTECT CARD FROM WEATHER
813-78Q-0020 City of Zephyrhills Permit Application Fax-813-780-0021
Building Department
Date Received i Z `� tii -
-� 2- - � -� Phone Contact for Permit ��? t L7 __ �y
, �a
Owne�'s Name -' �:��- U'�\ � �}`:,��� - ----- Owner Phone Number t'J i � _. �i, s' --1�.�_i
Owner's Addres's � C(O Ci: 1,�.^ , ,�}/�-S S r^ �� =;� '� � �
l't���� Owner Phone Number
Fee Simple Titleholder Name -� Owner Phone Number
Fee Simple Titleholder Address
� ��JOB ADDRESS ` ��� ��. ��� U �- G-t=�f�I,�� L�l����� �" � LOT#
SUBDIVISION PARCEL ID# 1
(OBTAINED FROM PROPERTY TAX NOTICE)
WORK PROPOSED � NEW CONS7R 8 ADDlALT [� SIGN Q � DEMOLISH
INSTALL REPAIR
PROPOSED USE Q SFR Q COMM � OTHER
TYPE OF CONSTRUCTION Q BLOCK Q FRAME 0 STEEL Q
DESCRIP __ ��/�-`"-�-A-��A-�' �Ci.ti. � �l'.�bE �.�1-YL-�`�:�C
BUILDING SIZE �� X �J � gQ FOOTAGE ��-x�� HEIGHT I( � � � I
�U�ILDING �y � (�`. VALUATION OF TOTAL CQNSTRUCTION
Y— N .
_..�-._� . --__ ,
QELECTRICAL $ AMP SERVICE � PROGRESS ENERGY Q W.R.E.C.
QPLUMBING $ �.�
MECHANICAL � ( �`�
0 $ VALUATION OF MECHANICAL INSTALLATION ��,}
J'�
QGAS Q ROOFING Q SPECIALTY � OTHER
FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA �YES NO
� ` (
BUILDER �� �(`.� ;-, �' COMPANY � C.��'?�+ 1 :.i7�' �� �`c:;.�L: ,1-;-:: LI. �
SIGNATURE � i � -E.�rZ- � REGISTERED Y/ N FEE CURRE� Y/N
f _
Address �•S (� (_ c{,A-1-`r t��� L.��.c' �f��,?, `^1 J'�1? License# C��' CQ5 J� > ! �->
ELECTRICIAN COMPANY
SIGNATURE REGISTERED Y/ N FEE CURREP Y/N
Address license#
PLUMBER COMPANY
SIGNATURE REGISTERED Y/ N FEE CURREP Y/N
Address License# � -�
MECHANICAL COMPANY
SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N
Address License# �
OTHER COMPANY
SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N
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 date. Required onsite,Constructlon Plans,Stormwater Plans w/Silt Fence installed,
Sanftary Facilities 8 1 dumpster;Site Work Permit for subdivisions/large projects
COMMERCIAL Attach(3)complete sets of Building Plans plus a Life Safety Page;(1)set of Energy Forms.R-O-W Pertnit 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 52500,a Notice of Commencement is required. (A/C upgrades over 57500)
'" Agent(for the contractor)or Powerof Attomey(for the owner)would be someone with notarized letter from owner authorizing same
OVER THE COUNTER PERMITTING (Front of AppHcat(on Only)
Reroofs if shingles Sewers Service Upgrades A/C Fences(PlobSurvey/Footage)
Driveways-Not over Counter if on pubiic roadways..needs ROW
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 responsibiliry 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 regulatians. If the
contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violatfon
under state law. If the owner or intended contractor are uncertain as to what Iicensing 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 appiy 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 I, 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'SIOWNER'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 8 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 flll, 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 O�cial for a period not to exceed ninety (90) days and witl 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 C MMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YO END TO OBTAIN FINANCING, CONSULT
WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING b \ OF C MEN EMENT.
FLORIDA JURAT(F.S. 117.03) _ , , ' i� �
OWNER`O AGEN�_��` � � � CONTRACTOR'l -..--.
Sub be to(or affl e e ore me s Subscrlbed and swgr�'t (or affirm efore me ,�s
f�'� � by /�-/ /� bY duced
� Who Is/are personally 1 own to me or hasltiav�
Who isl��ers�all knovm to me or has e produced r� ��� as identification.
t- /� as fdentlfication. ---� , `._,\ �'�
� r� ( �lic taryPublic
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' ;�` :;_ Commission#EE 140709
' Commission • • •
Commission No. ' '
B0661E S. "'�P.,,;�•' �^ded TFw Troy Fan Imurance 80�-38�r7019
„��„ � EE 140709
'�������" Name of Notary typgd.P�nted or stamped
Name of No _ '�aesao�a
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'�r ,• �utralFainN�
o'�,uh o Bdded
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2014003418
.
� Rcpt:1574025 Rec: 10.00
DS: 0.00 IT: 0.00
01/09/14 E. Munguia, Dpty Clerk
PAULA S.0'NEIL,ph.D.PqSCO CLERK & COMPTROLLER
01oR9BK4 ��4�� p�°f 1
53
l� � � j NOTICE OF COMMENCEMENT
Permit No.
Properiy Identification No. �3^ 2�� 2� 'b0/d ^��j�6v ^O�f�D
THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property,and in accordance with Section
713.13 of the Florida Statutes,the following information is provided in the NOTICE OF COMMENCEMENT.
1. Description of property�(!e al description:)
a) Street Address: O 'L C=t11 l 1 ►�i� c' ��°r>�,, - t i t\ �' � �-� 3,"q
2. General description of�mprovements�'N��(.����r'�•�� -� �,ti;�`�,L (�.�,��:c,��
_
3. Owner Information
3� Name and address: .�C•`'�'��•� `J ��A i.�i��.�L/ �7y"` 2 �l�C ���i� Li� L����r f� ' `�l 1/tiL�r't N't_
b) Name and address of fee simple t�tleholder(if other than owner)
c) Interest in property
4. Contractor Information � �� �� �����N � �Z ��� 3�.Z 33
a) Name and address: � S
b} Telephone No.: ( — ,3 Fa�c No.(Opt.) — C! S
5. Surety Information
a) Name and address:
b) Amount of Bond:
c) Telephone No.: Fax No.(Opt.)
6. Lender
a) Name and address:
7. Identity of person within the State of Florida designated by owner upon whom notices or other documents may be served;
a) Name and address:
b) Telephone No.: Fax No.(Opt.)
8. In addition to himself,owner designates the following person to receive a copy of the Lienor's Notice as provided in Section
713.13(1)(b),Florida Statutes:
a) Name and address:
b) Telephone No.: Fax No.(Opt.)
9. Expiration date of Notice f Commencement(the expiration date is one year from the date of recording unless a different date is
specified): /2—!�
WARNING TO OWNER:ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF
COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713,PART 1,SECTION 71313,
FLORIDA STATUTES AND CAN RESULT IN YOUR PAYING TWICE FOR IPROVEMENTS TO YOUR PROPERTY.A
NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST
INSPECTION.IF YOU INTEND TO OBTAIN FINANCING,CONSU T YOUR LENDER OR AN ATTORNEY BEFORE
COMMENCING WORK OR RECORDING YOU NOTICE OF CO NCEMENT. �
STATE OF FLORI �+
COUNTY OF PAS �" '�. MARY E•M�
��t �+� �Y����21� ,� Signature OF Owner or Owner's,Authorized Officer/Director/Parmer/Managcr
�€ EXPtRES:October 28.2016
�`'•a�,' e�a,nN�oa�y�,�eu�a�ra X ���Ni(l�Tfl` GJ �'�-f l�%�—
Print Name
The foregoing instrument was acknowled�ed before me this��day of ��Y��2... ,20�,by �� '�5��
as ��LI1VE �[CF �C � (type of authority,e.g.o�cer,trustee,attorney in fact)for
�'�'$�� S hrA ,A SPER,S (name of party on behalf of whom insttument was executed).
R
Personally Known�OR Produced Identificati n��y Notary Signature �������/LI.C.
Type of Identification Produced Name(print) + "l�`1"I'�-� I'l�R-��/�[� Z-
Verification pursuant to Section 92.525,Florida Statutes.Under penalties of perj ,I declaze that I have read the foregoing and that the facts stated
in it are true to the best of my knowledge and belief.
FORMSlNOC.rvsd2007 (,(J.
Si� of NsNral Person Signing Above
IAIWY E.MARTN�
�,,� MY fOA�SSION t EE 2171A2
' EXPIRES:Oclob�r 28,2018
� Ba�d itru Nctary Pu01c tln�wrlMn
Map - Pasco County Property Appraiser Page 1 of 1
Pasco County, Florida 1.0 miles NNW of Zephyrhills
Mike Wells � � �
Pasco Countv Procefir A��raiser �. ,� � ' '
.I � . �.;'i��� .
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When I click on the map:
� Quick Info
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Links of Interest: . �: w
Recent Sales in this area , - ,
5earch for orooertvin Pasco
Mao Search
1,140 Feet �
Map[D#19611560/4322
Street name information is maintained by the Pasco County BOCC GIS
Department.
http://maps.pascogov.com/maps/showmap.asp?Name=PascoMap_New&mdi=19611... 12/12/2013
Apollo Sunguard Systems, Inc. PROPOSAL
4487 A Ashton Rd.
Sarasota, FL 34233 oArE PROPOSAL#
9/30/2013 205859
NAME/ADDRESS
Caspers Company
4908 West Nassau Street
Tampa,FL 33607
Attn:Ken Foster
Ph:813-287-223t
TERMS REP FOB PROJECT
50°�6 down,Balance... MT/DC Sarasota,FL McDonald's Zephyrhills
ITEM DESCRIPTION QTY UNIT PRICE TOTAL
DI030P T-Sryle Shade Cover 10'x 30'x 9'H 1 6,789.00 6,789.00
Quick&Easy Tumbuckle Tensioning
170 mph wind load with cover off
105 mph wind load with cover on
Powder Coat Color-TBD
Fabric Cover Color-TBD
Direct Imbedment
Discount Courtesy Discount -10.00% -678.90
Subtotal 6,110.10
Sealed Drawings Sealed Engineering Drawings(Site Plan/Survey required) 650.00 650.00
Instaltation This proposal does not include installation
Freight Freight 150.00 150.00
Shipping Current shipping time is 35-45 days after receipt of order.
7%County Based Sales Tex on 55,000.00 350.00 350.00
6°/,County Based Sales Tax on 51,110.10 66.61 66.61
TERMS-AB 50%down payment with order.• Fully prepaid orders
eligible for a 2%discount from invoice total. PREPAID
amount would be$7,180.18
•Accounts excxeding 30 days from invoice will be billed
finance charges at the rate of 1.5%of unpaid balance due
with a minimum 525.00 charge
�_. __...__.,
ank you for the opportunity to provide our proposal. We look forward to serving your �
organization. T�T 57,326 71
PLEASE NOTE THIS PROPOSAL IS VALID FOR 30 DAYS FROM THIS DATE. �
ACCEPTED BY:
��
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����4CG� e4K4��J��Ct�41�G �i ��Gqa� .��j
CBC055310/ CCC056740
4596 CitaHon Lane Sarasota,Florlda 34233
(941)371-6523/Fax(941)379-4035/Cell(941)356-9944/email bobsrqfl@comcast.net
Proposal
Date—9/30/13 Project- MacDonalds
4908 West Nassau St Tampa, Fl. 33607
Attn: Ken Foster Ph: 813-287-2231
Installation of
10'x30'x9'��T"
2 footings at 4.5'x 4.5'x 2.5'w/ 18/18 #5 sch. 60 mat
Includes the following
1)Layout
2) Erection
3)All Concrete & Steel required
4)All Equipment to Erect
5)Permitting
6) Site cleanup & excavated materials removed if necessary.
7)Final site inspection by appropriate parties
Proposed Amount
1--- Tnstallation $3,375.0�
�___ ._`-_---_-�--- -----______
�ermrthng�'ees $795.00
Submitted Respectfully
Robert J. Cocozza
Payment is due within 10 business days from receipt of invoice
Accounts exceeding IS calendardays from invoice will be billed
finance charges at the rate of 1.5%of unpaid balence due
with a minimum 523.00 charge.
A 20% deposit is due on acceptance
.
City of Zephyrhills
BUILDING PLAN REVIEW COMMENTS
Contracto omeowner. �� ,� ��c�-���1'1 �'
"C._
Date Received: � � � —,�
Site: ���,�L. �a.01����
Permit Type: X' �� c�� ` ��� ��
C.�
Approved w/no comments: Approved w/the below comments: ❑ Denied w/the below comments: ❑
This comment sheet sha 1 be kept with the permit and/or plans.
�
/ � ���
Kalvi " Switz Plans Examiner Date Contractor and/or Homeowner
(Required when comments are present)
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Apollo Sunguard Systems, Inc. 4487-A Ashton Rd., Sarasota, FL 34233 (941)925-3000!(800)319-1010
Facsimile: (941)925-3001;Web address—www.apollosunquard.com
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�u}�j��-.t. �'crm�risvn af I9�9 and?�4 E�tic,►ts nf iVf•'P� ��E {"Test h��thods 1 antt�)
T�ets�'Mr,I�r Oli�+�ir��
This lcfir.r i� in resp�onse to }rour re�qve�t [�t` €� �aenp.4risc�n of t�e f499 �r�� Z(1�� }��rsic+ns af
'1FF'� ;'�1 {''7'est h�i.etha�ds 6 �nr��),�:�t�r,r.c�'cu°d 1tf�thc�cfs n�+I�ire T'est�'or�'lum���rxpt�ti�t7�tCiFl G1�I'E:YtI��,�urx.f
f�i�rrr.�. Sp�cificall}•, ;�ou R�oul� lil�to tcz�n� %f ihe r���ilt� tit�r �rbtain�d in�tnE�er 21�t�1, ��vh�n rve tc�i�3
y��,ur��rnt��r;� �n�u:�;c�r�n�:r, tivith#h� 1�4� k•crsi�nf tE��tu�tciaxd, +��ould t�thc sam�had v►���crndu�ieci
(-1��:tt�t pc�r thc�C1Q=1��e�sit�rs. 7"hiti teF,t u�.�t4�t5c�u�tctf t�ndt�`v'��kI Pro,���.t N�}. t)�.�93I,C}1.4��.
C1ur rev�ew nt� t.�e tv���:} w•rr�ions uf the st�ndard in�li�atzs t�t t1�� t�st n�cthcx�c�lo�y �c�
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project: 203723 Caspers CompanyMcDonalds
Ernesto De Oliveira, Solar Dynamics Corp. November 08, 2013
203723 Caspers CompanyMcDonalds
C:1UserslernestolDesktop1203723 Caspers CompanyMcDonaldsl
203723 Caspers CompanyMcDonalds
C:\Users\emestolDesktop\203723 Caspers CompanyMcDonaldslT-STYLE 10X30 REV 2.vap
Company:Solar Dynamics Corp. Engineer:Ernesto De Oliveira Billing:203723 Caspers CompanyMcDonaids
VisualAnalysis 10.00.0009 Report
Table of Contents
Project Header
Project Notes
Tabie of Contents
Design Criteria
Design Groups
Load Case Summary
Load Combination Summary
Load Cases
Area Loads
Design Group Resuits
Member Unity Checks
Design Criteria
Vertical Direction:Y, Ground Elevation =0.00 ft
Occupancy Category:I
Seismic Data(For load combination generation):
Spectral Acceleration(5DS)=0.150
Seismic Design Category:A
Overstrength Omega0:X=2.5,Z=2.5
Seismic Redundancy Rho:X=1,Z=1
Wind Data:
Speed= 105.0 mph,Gust Factor=0_85,
Roof Height= 11.0 ft
Desi n Grou s
Grou /Mesh Elements LL Factor Uni Desi n Sha e Overstren th S ecification
HIPBEAMS 4 1.00 0.48 HSS3.500x.125 No
RIDGE BEAM 1 1.00 0.16 HSS3.500x.125 No AISC ASD 2005
Steel Beam Z G01 4 1.00 0.46 HSS4x4x1/8 AISC ASD 2005
Steel Column G02 2 NO AISC ASD 2005
1.00 0.34 HSS4x4x1/8 No AISC ASD 2005
Load Case Summary
4 Service Load Cases
28 Equation Combinations
Load Combination Summary
Equation Combination: 0.6D+0.6W»+X
Combination:0.60D+0.75Fa*0+0.60W+X
Contributing Cases&Source
Dead loads(D)
WIND ASCE-7-10-CASE B (W+X)
Equation Combination: 0.6D+0.6W»+Z
Combination:0.60D+0.75Fa"0+0.60W+Z
Contributing Cases&Source
Dead loads{D)
WIND ASCE-7-10-CASE A (W+Z)
Equation Combination: 0.6D+0.7Di
Combination:0.60D+0.70Di*0
Contributing Cases&Source
� Page 1
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�roject: 203723 Caspers CompanyMcDonalds
Ernesto De Oliveira, Solar Dynamics Corp. November 08,2013
203723 Caspers CompanyMcDonalds
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Dead loads(D)
Equation Combination: 16-10Lr
Combination:D+Lr+H'0+ F*0
Contributing Cases&Source
Dead loads(D)
LIVE(Lr)
Equation Combination: 16-10R
Combination:D+R'0+H*0+F*0
Contributing Cases&Source
Dead loads(D)
Equation Combination: 16-11 Lr
Combination:D+0.75L*0+0.75Lpa(>100psfl*0+0.75Lr+H*0+F*0+0.75T*0
Contributing Cases&Source
Dead loads(D)
LIVE(Lr)
Equation Combination: 16-12W »-Z+X
Combination:D+H'0+F'0+1.50Fa*0+W-Z+X*0
Contributing Cases&Source
Dead loads(D)
WIND ASCE-7-10-CASE B (W+X)
Equation Combination: 16-13W+Lr»-Z+X
Combination:D+0.75L'0+0.75Lpa(>100ps�*0+0.75Lr+H"0+F`0+1.50Fa"0+0.75W-Z+X*0
Contributing Cases&Source
Dead loads(D)
LIVE(Lr)
WIND ASCE-7-10-CASE B (W+X)
Equation Combination: 16-13W+R »-Z+X
Combination:D+0.75L*0+0.75Lpa(>100psfl*0+0.75R*0+H*0+F*0+ 1.50Fa*0+0.75W-Z+X*0
Contributing Cases&Source
Dead loads(D)
WIND ASCE-7-10-CASE B (W+X)
Equation Combination: 16-14»+X
Combination:0.60D+H*0+1.50Fa*0+W+X*0
Contributing Cases&Source
Dead loads(D)
Equation Combination: 16-14 »-Z+X
Combination:0.60D+H*0+1.50Fa*0+W-Z+X*0
Contributing Cases&Source
Dead loads(D)
WIND ASCE-7-10-CASE B (W+X)
Equation Combination: D+0.6H
Combination:D+0.60H'0+F*0
Contributing Cases&Source
Dead loads(D)
Equation Combination: D+0.6W»+X
Combination:D+H"0+F"0+1.50Fa*0+0.60W+X
Contributing Cases&Source
Dead loads(D)
WIND ASCE-7-10-CASE B (W+X)
Equation Combination: D+0.6W»+Z
Combination:D+H*0+F*0+1.50Fa"`0+0.60W+Z
Contributing Cases&Source
Dead loads(D)
WIND ASCE-7-10-CASE A (W+Z)
Equation Combination: D+0.75(L+0.6W+Lr)»+X
Combination:D+0.75L*0+0.75Lpa(>100ps�'0+0.75Lr+H"0+F*0+1_50Fa*0+0.45W+X
Contributing Cases&Source
Dead loads(D)
LIVE(Lr)
WIND ASCE-7-10-CASE B (W+X)
Page 2
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Project: 203723 Caspers CompanyMcDonalds
Ernesto De Oliveira, Solar Dynamics Corp. November 08, 2013
203723 Caspers CompanyMcDonalds
C:1UserslernestolDesktop�203723 Caspers CompanyMcDonalds\
Equation Combination: D+0.75(L+0.6W+Lr)»+Z
Combination:D+0.75L*0+0.75Lpa(>100psf)*0+0.75Lr+H*0+F*0+1.50Fa*0+0.45W+Z
Contributing Cases&Source
Dead loads(D)
LIVE(Lr)
WIND ASCE-7-10-CASE A (W+Z)
Equation Combination: D+0.75(L+0.6W+R) »+X
Combination:D+0.75L*0+0.75Lpa(>100ps�"0+p.75R*0+H*Q+F*0+1.5oFa*0+p.45W+X
Contributing Cases&Source
Dead loads(D)
WIND ASCE-7-10-CASE B (W+X)
Equation Combination: D+0.75(L+0.6W+R) »+Z
Combination: D+0.75L*0+0.75Lpa(>100psf)*0+0.75R*0+H*0+F*0+ 1.50Fa*0+0.45W+Z
Contributing Cases&Source
Dead loads(D)
WIND ASCE-7-10-CASE A (W+Z)
Equation Combination: D+0.75(L+Lr)
Combination:D+0.75L*0+0.75Lpa(>100psf)*0+0.75Lr+H*0+F*p+p,7�T*0
Contributing Cases&Source
Dead loads(D)
LIVE(Lr)
Equation Combination: D+Lr
Combination:D+Lr+H""0+F*0
Contributing Cases & Source
Dead loads(D)
LIVE(Lr)
Equation Combination: IBC2000 16.10a
Combination:D+L*0+Lr*0
Contributing Cases &Source
Dead loads(D)
Equation Combination: IBC2000 16.11
Combination:0.60D
Contributing Cases&Source
Dead loads(D)
Equation Combination: IBC2000 16.12
Combination:0.60D
Contributing Cases&Source
Dead loads(D)
Equation Combination: IBC2000 16.7
Combination: D
Contributing Cases&Source
Dead loads(D)
Equation Combination: UBC97 12.10a
Combination:0.90D
Contributing Cases&Source
Dead loads(D)
Equation Combination: UBC97 12.11a
Combination: D+0.75L*0+0.75Lr*0
Contributing Cases&Source
Dead loads(D)
Equation Combination: UBC97 12_7
Combination: D
Contributing Cases&Source
Dead loads(D)
Equation Combination: UBC97 12.9a
Combination: D
Contributing Cases&Source
Dead loads(D)
Page 3
�sualAna/ysis 10.tl0.0009(www.iesweB.com)
Project: 203723 Caspers CompanyMcDonalds
Ernesto De Oliveira, Solar Dynamics Corp. November 08,2013
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C:IUserslernestolDesktop�203723 Caspers CompanyMcDonaldsl
Load Cases
Load Case Desi n Checks Seismic T e Results Anal ze? Envelo e?
1 Dead loads -NA- -NA- Yes Yes No
2 LIVE -NA- -NA- Yes Yes No
3 WIND ASCE-7-10-CASE A -NA- -NA- Yes Yes No
4 WIND ASCE-7-10-CASE B -NA- -NA- Yes Yes No
5 0.6D+0.6W u+X Allowable ASD -NA- Yes Yes No
6 0.6D+p,gw„+Z Allowable ASD -NA- Yes Yes
7 0.6D+0.7Di Allowable ASD _Nq_ No
816-10Lr Yes Yes No
Allowable ASD -NA- Yes Yes No
9 16-10R Allowable ASD -NA- Yes Yes
10 16-11Lr Allowable ASD _Nq_ No
11 16-12W»-Z+X Yes Yes Na
Allowable ASD -NA- Yes Yes No
12 16-13W+Lr»-Z+X Allowable ASD -NA- Yes Yes
13 16-13W+R»-Z+X Al�owable ASD _Nq_ No
14 16-14»+x Yes Yes No
Aliowable ASD -NA- Yes Yes No
15 16-14»-Z+X Allowable ASD -NA- Yes Yes
16 D+0.6H Allowable ASD _Nq_ No
17 D+0.6W»+X Yes Yes Na
Allowable ASD -NA- Yes Yes No
18 D+0.6W»+Z Allowable ASD -NA- Yes Yes
19 D+0.75 L+0.6W+Lr »+X Allowable ASD _Nq_ No
20 D+0.75 L+0.6W+Lr »+Z Yes Yes No
Allowable ASD -NA- Yes Yes No
21 D+0.75 L+0.6W+R »+X Allowable ASD -NA- Yes Yes
22 D+0.75 L+p,g�I+R »+Z Allowable ASD _Nq_ No
23 D+0.75 L+Lr Yes Yes No
Allowable ASD -NA- Yes Yes No
24 D+Lr Allowabie ASD -NA- Yes Yes
(251BC200016.10a Allowabie ASD -NA- No
2616C200016.11 Yes Yes No
Allowable ASD -NA- Yes Yes No
27 IBC200016.12 Allowable ASD -NA- Yes Yes
281BC200016.7 Allowable ASD -Nq_ NO
29 UBC97 12.10a Yes Yes No
Allowable ASD -NA- Yes Yes No
30 UBC97 12.11a Allowable ASD -NA- Yes Yes
31 UBC9712.7 Allowable ASD _Nq_ No
32 UBC97 12.9a Yes Yes No
Allowable ASD -NA- Yes Yes No
Area Loads
Load Case Area T e S an Direction Load What?
Ma nitude#1
LIVE A003 Uniform psf
LIVE 1-wa :Z Members -5.00
A004 Uniform 1-wa :X Members -5.00
LIVE A006 Uniform 1-wa :X
LIVE Members -5.00
A008 Uniform 1-wa :Z Members
WIND ASCE-7-10-CASE A A003 Wind-Side Roof -5.00
WIND ASCE-7-10-CASE A A004 Wind-Windward Roof 1-wa :X Members 15.58
WIND ASCE-7-10-CASE A A006 Wind-Leeward Roof 1-wa :X Members 3.11
WIND ASCE-7-10-CASE A A008 Wind-Side Roof Members 10.39
WIND ASCE-7-10-CASE B A003 Wind-Leeward Roof �_� .Z Members 15.58
WIND ASCE-7-10-CASE B A004 Wind-Side Roof Members 10.39
WIND ASCE-7-10-CASE B A006 Wind-Side Roof � Wa �X Members 15.58
WIND ASCE-7-10-CASE B A008 Wind-Windward Roof �_Wa .Z Members 15.58
Members 4.54
Design Group Results
Design Group: HIPBEAMS per AISC ASD (2005)
Designed As: HSS3.500x.125,Material:lSteelIASTM A572 Grade 50
Page 4
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Combined Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
M5 0.6D+0.6W»+X 8.86 H1-1b 0.48 OK Cb=1.00,
Lb=8.86 ft
M6 0.6D+0.6W»+X 8.86 H1-1b 0.48 OK Cb=1.00,
Lb=8.86 ft
M8 0.6D+0.6W»+X 8.86 H1-1b 0.47 OK Cb=1.00,
Lb=8.86 ft
M9 0.6D+0.6W»+X 0.00 H1-1b 0.47 OK Cb=1.00,
Lb=8.86 ft
Axial Check
Member Result Offset Demand Fx Capacity Fx Code Unity Details
Name Case ft Ib Ib Ref. Check
M5 16-10Lr 8.86 349.02 20744.07 E3-2F6 0.02 OK Lu=8.86 ft,
KL=8.86 ft
M6 16-10Lr 8.86 349.04 20744.07 E3-2FB 0.02 OK Lu=8.86 ft,
KL=8.86 ft
M8 16-10Lr 8.86 349.04 20744.07 E3-2FB 0.02 OK Lu=8.86 ft,
KL=8.86 ft
M9 16-10Lr 0.00 349.03 2D744.07 E3-2FB 0.02 OK Lu=8.86 ft,
KL=8.86 ft
Stron Flexure Check
Member Result Offset Demand Mz Capacity Mz Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
M5 0.6D+0.6W»+X 8.86 1223.27 3318.36 F8-1 0.37 OK Lb=8.86 ft,
Cb=1.00
M6 0.6D+0.6W»+X 8.86 1223.33 3318.36 F8-1 0.37 OK Lb=8.86 ft,
Cb= 1.00
M8 0_6D+0.6W»+X 8.86 1191.99 3318.36 F8-1 0.36 OK Lb=8.86 ft,
Cb= 1.00
M9 0.6D+d.6W»+X 0.00 1192.03 3318.36 F8-1 0.36 OK Lb=8.86 ft,
Cb= 1.00
Weak Flexure Check
Member Result Offset Demand My Capacity My Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
M5 0.6D+0.6W»+X 8.86 -354.19 3318.36 F8-1 0.11 OK
M6 0.6D+0.6W»+X 8.86 354.71 3318.36 F8-1 0.11 OK
M8 0.6D+0.6W»+X 8.86 -368.11 3318.36 F8-1 0.11 OK
M9 0.6D+0.6W»+X 0.00 -368.20 3318.36 F8-1 0.11 OK
Stron Shear Check
Member Result Offset Demand Vy Capacity Vy Code Unity Details
Name Case ft Ib ib Ref. Check
M5 0.6D+0.6W»+X 8.86 538.92 11047.90 G6-1,2b 0.05 OK
M6 0.6D+0.6W»+X 8.86 538.94 11047.90 G6-1,2b 0.05 OK
M8 0.6D+0.6W»+X 8.86 486.14 11047.90 G6-1,2b 0.04 OK
M9 0.6D+0.6W»+X 0.00 -486.16 11047.90 G6-1,2b 0.04 OK
Weak Shear Check
Member Result Offset Demand Vz Capacity Vz Code Unity Details
Name Case ft Ib Ib Ref. Check
M5 0.6D+0.6W»+X 8.86 -147.39 11047.90 G6-1,2b 0.01 OK
M6 0.6D+0.6W»+X 8.86 147.64 11047.90 G6-1,2b 0.01 OK
M8 0.6D+0.6W v+X 8.86 -161.92 11047.90 G6-1,2b 0.01 OK
M9 0.6D+0.6W»+X 0.00 161.94 11047.90 G6-1,2b 0.01 OK
Page 5
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Combined Torsion Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
M5 0.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=101.99 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<020
M6 0.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=-102.02 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<0.20
M8 0.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=50.90 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<0.20
M9 0.6D+p.gW»+X 0.00 H3-6 0.00 OK Tr=-50.87 Ib-ft,
Combined Torsion Check Skipped,
Torsion Uni <0.20
Torsion Shear Check
Member Result Offset Demand Capacity Tau Code Unity Details
Tau
Name Case ft sf sf Ref. Check
M5 D+p,g�l�l»+X 0.00 93028.34 2586826.35 H3-1 0.04 OK Tr=108.59 Ib-ft,
Venant Shear=93028.34 psf
M6 D+0.6W»+X 0.00 93052.11 2586826.35 H3-1 0.04 OK Tr=-108.62 Ib-ft,
Venant Shear=93052.11 psf
M8 D+0.6W»+Z 0.00 73666.11 2586826.35 H3-1 0.03 OK Tr=85.99 Ib-ft,
Venant Shear=73666.11 psf
M9 D+0.6W»+Z 0.00 70448.05 2586826.35 H3-1 0.03 OK Tr=-82.24 Ib-ft,
Venant Shear=70448.05 sf
Design Group: RIDGE BEAM per AISC ASD (2005j
Designed As: HSS3.500x.125,Material:\Stee11,4STM A572 Grade 50
Combined Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
M1 16-10Lr 8.33 H1-1 b 0.16 OK KL=16.67 ft,
Cb=1.00,
Lb=16.67 ft
Axial Check
Member Result Offset Demand Fx Capacity Fx Code Unity Details
Name Case ft Ib Ib Ref. Check
M1 16-10Lr 0.00 355.16 6651.11 E3-3F6 0.05 OK Lu= 16.67 ft,
KL=16.67 ft
Stron Flexure Check
Member Result Offset Demand Mz Capacity Mz Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
M1 0.6D+0.6W»+X 16.67 -465.18 3318.36 F8-1 0.14 OK Lb=16.67 ft,
Cb=1.00
Weak Flexure Check
Member Result Offset Demand My Capacity My Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
Page 6
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�M1 0.6D+0.6W»+Z 0.00 -181.86 3318.36 F8-1 0.05 OK �
Stron Shear Check
Member Result Offset Demand Vy Capacity Vy Code Unity Details
Name Case ft Ib Ib Ref. Check
M1 D+0.6W»+X 16.67 -45.47 11047.90 G6-1,2b 0.00 OK
Weak Shear Check
Member Result Offset Demand Vz Capacity Vz Code Unity Details
Name Case ft Ib Ib Ref. Check
M1 D+0.75 L+0.6W+R »+Z 16.67 -0.04 11047.90 G6-1,2b 0.00 OK
Design Group: Steel_Beam Z_G01 per AISC ASD (2005)
Designed As: HSS4x4x1/8, Material:1Stee11ASTM A572 Grade 50
Combined Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
BmZ002-3 0.6D+0.6W»+X 0.00 H1-1b 0.46 OK Cb=1.00,
Lb=5.00 ft
BmZ002-2 0.6D+0.6W»+X 5.00 H1-1b 0.46 OK Cb=1.00,
Lb=5.00 ft
BmZ001-3 0.6D+0.6W»+X 0.00 H1-1b 0.45 OK Cb=1.00,
Lb=5.00 ft
BmZ001-2 0.6D+0.6W»+X 5.00 H1-1b 0.45 OK Cb=1.00,
Lb=5.00 ft
Axial Check
Member Result Offset Demand Fx Capacity Fx Code Unity Details
Name Case ft Ib Ib Ref. Check
BmZ002-3 D+0.75(L+0.6W+Lr)»+Z 0.00 120.57 52994.01 D2-1 0.00 OK
BmZ002-2 D+0.75(L+0.6W+Lr)»+X 0.00 104.32 52994.01 D2-1 0.00 OK
BmZ001-3 D+0.75(L+0.6W+�r)»+Z 0.00 120.34 52994.01 D2-1 0.00 OK
BmZ001-2 D+0.75 L+0.6W+Lr »+X 0.00 102.95 52994.01 D2-1 0.00 OK
Stron Flexure Check
Member Result Offset Demand Mz Capacity Mz Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
BmZ002-3 0.6D+0.6W»+X 0.00 2103.61 5788.23 F7-2 0.36 OK Lb=5.00 ft,
Cb= 1.00
BmZ002-2 0.6D+0.6W»+X 5.00 2103.94 5758.23 F7-2 0.36 OK Lb=5.00 ft,
Cb= 1.00
BmZ001-3 0.6D+0.6W»+X 0.00 1917.28 5788.23 F7-2 0.33 OK Lb=5.00 ft,
Cb=1.00
BmZ001-2 O.6D+0.6W»+X 5.00 1917.55 5788.23 F7-2 0.33 OK Lb=5.00 ft,
Cb= 1.00
Weak Flexure Check
Member Result Offset Demand My Capacity My Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
BmZ002-3 16-10Lr 0.00 -685.67 5788.23 F7-2 0.12 OK
BmZ002-2 16-10Lr 5.00 -685.62 5788.23 F7-2 0.12 OK
BmZ001-3 16-10Lr 0.00 685.71 5788.23 F7-2 0.12 OK
BmZ001-2 16-10Lr 5.00 685.69 5788.23 F7-2 0.12 OK
Page 7
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Ernesto De Oliveira, Solar Dynamics Corp. November 08, 2013
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Stron Shear Check
Member Result Offset Demand Vy Capacity Vy Code Unity Details
Name Case ft Ib Ib Ref. Check
BmZ002-3 0.6D+0.6W»+X 5.00 -611.15 15220.31 G2-1 0.04 OK
BmZ002-2 0.6D+p.g�/�/»+X 0.00 611.18 15220.31 G2-1 0.04 OK
BmZOD1-3 0.6D+0.6W»+X 5.00 -563.16 15220.31 G2-1 0.04 OK
BmZ001-2 0.6D+O.6W»+X 0.00 563.21 15220.31 G2-1 0.04 OK
Weak Shear Check
Member Resuit Offset Demand Vz Capacity Vz Code Unity Details
Name Case ft Ib Ib Ref. Check
BmZ002-3 D+�� 5.00 177.56 15220.31 G2-1 0.01 OK
BmZ002-2 D+�� 5.00 -177.55 15220.31 G2-1 0.010K
BmZ001-3 0.6D+0.6W»+X 5.00 200.43 15220.31 G2-1 0.01 OK
BmZOd1-2 0.6D+0.6W»+X 5.00 -200.53 15220.31 G2-1 0.01 OK
Combined Torsion Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
BmZ002-3 0.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=-848.98 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<0.20
BmZ002-2 O.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=849.05 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<020
BmZ001-3 0.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=850.04 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<0.20
BmZ001-2 0.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=-850.07 Ib-ft,
Combined Torsion Check Skipped,
Torsion Uni <0.20
Torsion Shear Check
Member Result Offset Demand Capacity Tau Code Unity Details
Tau
Name Case ft sf sf Ref. Check
BmZ002- 0.6D+0.6W»+X 0.00 419899.51 2586826.35 H3-1 0.16 OK Tr=-848.98 Ib-ft,
3 Venant Shear=419899.51 psf
BmZ002- 0.6D+0.6W»+X 0.00 419934.34 2586826_35 H3-1 0.16 OK Tr=849.05 Ib-ft,
2 Venant Shear=419934.34 psf
BmZ001- 0.6D+0.6W»+X 0.00 420421.25 2586826.35 H3-1 0.16 OK Tr=850.04 Ib-ft,
3 Venant Shear=42042125 psf
BmZ001- 0.6D+0.6W»+X 0.00 42043826 2586826.35 H3-1 0.16 OK Tr=-850.07 Ib-ft,
2 Venant Shear=420438.26 sf
Design Group: Steel_Column_G02 per AISC ASD (2005)
Designed As: HSS4x4x1/8, Material:1SteeI�ASTM A572 Grade 50
Combined Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
COL001 0.6D+0.6W»+X 9.00 H1-1b 0.34 OK Cb=1.00,
COL002 0.6D+p_g�/�/»+X 0.00 Lb=9.00 ft
H 1-1 b 0.30 OK Cb=1.00,
Lb=9.00 ft
Page 8
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Axial Check
Member Result Offset Demand Fx Capacity Fx Code Unity Details
Name Case ft Ib Ib Ref. Check
COL001 16-10Lr 9.00 1086.99 40825.13 E3-2FB 0.03 OK KLz=7.85 ft,
KLy=6.25 ft
COL002 16-10Lr 9.00 1087.08 40825.13 E3-2FB 0.03 OK KLz=7.85 ft,
KL =6.25 ft
Stron Flexure Check
Member Result Offset Demand Mz Capacity Mz Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
COL001 0.6D+0.6W»+X 9.00 1908.52 5788.23 F7-2 0.33 OK Lb=9.00 ft,
Cb=1.00
COL002 0.6D+0.6W»+X 0.00 1698.04 5788.23 F7-2 0.29 OK Lb=9.00 ft,
Cb=1.00
Weak Fiexure Check
Member Result Offset Demand My Capacity My Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
COL001 D+0.6W»+Z 9.00 885.84 5788.23 F7-2 0.15 OK
COLa02 D+0.6W»+Z 9.00 885.93 5788.23 F7-2 0.15 OK
Stron Shear Check
Member Result Offset Demand Vy Capacity Vy Code Unity Details
Name Case ft Ib Ib Ref. Check
COL001 0.6D+0.6W»+X 9.00 400.96 15220.31 G2-1 0.03 OK
COL002 D+Lr 9.00 355.11 15220.31 G2-1 0.02 OK
Weak Shear Check
Member Result Offset Demand Vz Capacity Vz Code Unity Details
Name Case ft Ib Ib Ref. Check
COL001 D+0.6W»+Z 9.00 152.88 15220.31 G2-1 0.01 OK
COL002 0.6D+0.6W»+Z 9.00 152.87 15220.31 G2-1 0.01 OK
Combined Torsion Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
COLa01 0.6D+0.6W»+Z 0.00 H3-6 0.00 OK Tr=-279.48 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<020
COL002 0.6D+0.6W»+Z 0.00 H3-6 0.00 OK Tr=279.44 Ib-ft,
Combined Torsion Check Skipped,
Torsion Uni <0.20
Torsion Shear Check
Member Result Offset Demand Capacity Tau Code Unity Details
Tau
Name Case ft sf sf Ref. Check
COL001 0.6D+0.6W»+Z 0.00 138228.78 2586826.35 H3-1 0.05 OK Tr=-279.48 Ib-ft,
Venant Shear= 138228.78 psf
COL002 D+0.6W»+Z 0.00 138208.75 2586826.35 H3-1 0.05 OK Tr=279.44 Ib-ft,
Venant Shear=138208.75 sf
Member Unit Checks
Memb Unity Controlling Case Check Model Design Material Referenc Specification
er Sha e Sha e e
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BmZ00 0.45 0.6D+0.6W»+X Combined HSS4x4x1/8 HSS4x4x1/8 ASTM A572 Grade H1-1b AISC ASD
�-2 Check 50 2005
BmZ00 0.45 0.6D+0.6W»+X Combined HSS4x4x1/8 HSS4x4x1/8 ASTM A572 Grade H1-1b AISC ASD
1-3 Check 50 2005
BmZ00 0.46 0.6D+0.6W»+X Combined HSS4x4x1/8 HSS4x4x1/8 ASTM A572 Grade H1-1b AISC ASD
2-2 Check 50 2005
BmZ00 0.46 0.6D+0.6W»+X Combined HSS4x4x1/8 HSS4x4x1/8 ASTM A572 Grade H1-1b AISC ASD
2-3 Check 50 2005
COL00 0.34 0.6D+0.6W»+X Combined HSS4x4x1/8 HSS4x4x1/8 ASTM A572 Grade H1-1 b AISC ASD
� Check 50 2005
COL00 0.30 0.6D+0.6W»+X Combined HSS4x4x1/8 HSS4x4x1/8 ASTM A572 Grade H1-1b AISC ASD
2 Check 50 2005
M1 0.16 16-10Lr Combined HSS3.500x.1 HSS3.500x.12 ASTM A572 Grade H1-1b AISC ASD
Check 25 5 50 2005
M5 0.48 0.6D+0.6W»+X Combined HSS3.500x.1 HSS3.500x.12 ASTM A572 Grade H1-1b AISC ASD
Check 25 5 50 2005
M6 0.48 0.6D+0.6W»+X Combined HSS3.500x.1 HSS3.500x.12 ASTM A572 Grade H1-1b AISC ASD
Check 25 5 50 2005
M8 0.47 0.6D+0.6W»+X Combined HSS3.500x.1 HSS3.500x.12 ASTM A572 Grade H1-1b AISC ASD
Check 25 5 50 20a5
M9 o.47 0.6D+0.6W»+X Combined HSS3.500x.1 HSS3.500x.12 ASTM A572 Grade H1-1b AISC ASD
Check 25 5 50 2005
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VisualAnaJysis i0.00.0009(www.iesweb.com)
Project: 203723 Caspers CompanyMcDonalds
Ernesto De Oliveira, Solar Dynamics Corp. November 08, 2013
203723 Caspers CompanyMcDonalds
C:1Users\emesto\Desktop\203723 Caspers CompanyMcDonalds\
Design Group Results
Design Group: Steel_Beam Z_G01 per AISC ASD (2005)
Designed As: HSS4x4x1/8,Materiai:\Stee11ASTM A572 Grade 50
Combined Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
BmZ002-3 0.6D+O.6W»+X 0.00 H1-1b 0.46 OK Cb=1.00,
Lb=5.00 ft
BmZ002-2 0.6D+0.6W»+X 5.00 H1-1b 0.46 OK Cb=1.00,
Lb=5.00 ft
BmZ001-3 0.6D+0.6W»+X 0.00 H1-1 b 0.45 OK Cb=1.00,
Lb=5.00 ft
BmZ001-2 0.6D+0.6W»+X 5.00 H1-1b 0.45 OK Cb=1.00,
Lb=5.00 ft
Axial Check
Member Result Offset Demand Fx Capacity Fx Code Unity Detaiis
Name Case ft Ib Ib Ref. Check
BmZ002-3 D+0.75(L+0.6W+Lr)»+Z 0.00 120.57 52994.01 D2-1 0.00 OK
BmZ002-2 D+0.75(L+0.6W+Lr)»+X 0.00 104.32 52994.01 D2-1 0.00 OK
BmZ001-3 D+0.75(L+0.6W+Lr)»+Z 0.00 120.34 52994.01 D2-1 0.00 OK
BmZ001-2 D+0.75 L+0.6W+Lr »+X 0.00 102.95 52994.01 D2-1 0.00 OK
Stron Flexure Check
Member Result Offset Demand Mz Capacity Mz Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
BmZ002-3 0.6D+0.6W»+X 0.00 2103.61 5788.23 F7-2 0.36 OK Lb=5.00 ft,
Cb= 1.00
BmZ002-2 0.6D+0.6W»+X 5.00 2103.94 5788.23 F7-2 0.36 OK Lb=5.00 ft,
Cb= 1.00
BmZ001-3 0.6D+0.6W»+X 0.00 191728 5788.23 F7-2 0.33 OK Lb=5.00 ft,
Cb= 1.00
BmZ001-2 0.6D+0.6W»+X 5.00 1917.55 578823 F7-2 0.33 OK Lb=5.00 ft,
Cb= 1.00
Weak Flexure Check
Member Result Offset Demand My Capacity My Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
BmZ002-3 16-10Lr 0.00 -685.67 5788.23 F7-2 0.12 OK
BmZ002-2 16-10Lr 5.00 -685.62 5788.23 F7-2 0.12 OK
BmZ001-3 16-10Lr 0.00 685.71 5788.23 F7-2 0.12 OK
BmZ001-2 16-10Lr 5.00 685.69 5788.23 F7-2 0.12 OK
Stron Shear Check
Member Result Offset Demand Vy Capacity Vy Code Unity Details
Name Case ft Ib Ib Ref. Check
BmZ002-3 0.6D+0.6W»+X 5.00 -611.15 15220.31 G2-1 0.04 OK
BmZ002-2 0.6D+0.6W»+X 0.00 611.18 15220.31 G2-1 0.04 OK
BmZ001-3 0.6D+0.6W»+X 5.00 -563.16 15220.31 G2-1 0.04 OK
BmZ001-2 0.6D+0.6W»+X 0.00 563.21 15220_31 G2-1 0.04 OK
Weak Shear Check
Member Result Offset Demand Vz Capacity Vz Code Unity Details
Page 1
VisualAnafysis i0.d0.0009(www.iesweb.com)
Project: 203723 Caspers CompanyMcDonalds
Ernesto De Oliveira, Solar Dynamics Corp. November 08,2013
203723 Caspers CompanyMcDonalds
C:1Userslernesto\Desktop\203723 Caspers CompanyMcDonaldsl
Name Case ft Ib Ib Ref. Check
BmZ002-3 D+Lr 5.00 177.56 15220.31 G2-1 0.01 OK
BmZ002-2 D+Lr 5.00 -177.55 15220.31 G2-1 0.01 OK
BmZ001-3 0.6D+0.6W»+X 5.00 200.43 15220.31 G2-1 0.01 OK
BmZ001-2 0.6D+0.6W»+X 5.00 -200.53 15220.31 G2-1 0.01 OK
Combined Torsion Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
BmZ002-3 O.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=-848.98 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<0.20
BmZ002-2 0.6D+O.6W»+X 0.00 H3-6 0.00 OK Tr=849.05 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<0.20
BmZ001-3 0.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=850.04 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<0.20
BmZ001-2 0.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=-850.07 Ib-ft,
Combined Torsion Check Skipped,
Torsion Uni <0.20
Torsion Shear Check
Member Result Offset Demand Capacity Tau Code Unity Details
Tau
Name Case ft sf sf Ref. Check
BmZ002- 0.6D+0.6W»+X 0.00 419899.51 2586826.35 H3-1 0.16 OK Tr=-848.98 Ib-ft,
3 Venant Shear=419899.51 psf
BmZ002- 0.6D+0.6W»+X 0.00 419934.34 2586826.35 H3-1 0.16 OK Tr=849.05 Ib-ft,
2 Venant Shear=419934.34 psf
BmZ001- 0.6D+O.6W»+X 0.00 42042125 2586826.35 H3-1 0.16 OK Tr=850.04 Ib-ft,
3 Venant Shear=42042125 psf
BmZ001- 0.6D+p.6W»+X 0.00 420438.26 2586826.35 H3-1 0.16 OK Tr=-850.07 Ib-ft,
2 Venant Shear=420438.26 sf
Page 2
VisualAna/ysis i0.00.p009(www.iesweb.com)
P'roject: 203723 Caspers CompanyMcDonalds
Ernesto De Oliveira, Solar Dynamics Corp. November 08,2013
203723 Caspers CompanyMcDonalds
C:\Users\ernesto\Desktop\203723 Caspers CompanyMcDonalds\
Design Group Results
Design Group: Steel_Column_G02 per AISC ASD (2005)
Designed As: HSS4x4x1/8, Material:\SteeIWSTM A572 Grade 50
Combined Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
COL001 0.6D+0.6W»+X 9.00 H1-1b 0_34 OK Cb=1.00,
Lb=9.00 ft
COL002 0.6D+0.6W»+X 0.00 H1-1b 0.30 OK Cb=1.00,
Lb=9.00 ft
Axial Check
Member Result Offset Demand Fx Capacity Fx Code Unity Details
Name Case ft Ib Ib Ref. Check
COL001 16-10Lr 9.00 1086.99 40825.13 E3-2FB 0.03 OK KLz=7.85 ft,
KLy=6.25 ft
COL002 16-10Lr 9.00 1D87.08 40825.13 E3-2F6 0.03 OK KLz=7.85 ft,
KL =6.25 ft
Stron Flexure Check
Member Result Offset Demand Mz Capacity Mz Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
COL001 0.6D+0.6W»+X 9.00 1908.52 578823 F7-2 0.33 OK Lb=9.00 ft,
Cb= 1.00
COL002 0.6D+0.6W»+X 0.00 1698.04 5788.23 F7-2 0.29 OK Lb=9.00 ft,
Cb= 1.00
Weak Flexure Check
Member Result Offset Demand My Capacity My Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
COL001 D+0.6W»+Z 9.00 885.84 5788.23 F7-2 D.15 OK
COL002 D+0.6W»+Z 9.00 885.93 5788.23 F7-2 0.15 OK
Stron Shear Check
Member Result Offset Demand Vy Capacity Vy Code Unity Details
Name Case ft Ib Ib Ref. Check
COL001 0.6D+0.6W»+X 9.00 400.96 1522D.31 G2-1 0.03 OK
COL002 D+Lr 9.00 355.11 15220.31 G2-1 0.02 OK
Weak Shear Check
Member Result Offset Demand Vz Capacity Vz Code Unity Details
Name Case ft Ib Ib Ref. Check
COLa01 D+0.6W»+Z 9.00 152.88 15220.31 G2-1 0.01 OK
COL002 0.6D+0.6W»+Z 9.00 152.87 15220.31 G2-1 0.01 OK
Combined Torsion Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
COL001 0.6D+0.6W»+Z 0.00 H3-6 0.00 OK Tr=-279.48 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<020
Page 1
VisualAnalysis i0.00.0009(www.iesweb.com)
Project: 203723 Caspers CompanyMcDonalds
Ernesto De Oliveira, Sotar Dynamics Corp. November 08,2013
203723 Caspers CompanyMcDonalds
C:\Users\ernesto\Desktop\203723 Caspers CompanyMcDonalds\
COL002 0.6D+0.6W»+Z 0.00 H3-6 0.00 OK Tr=279.44 Ib-ft,
Combined Torsion Check Skipped,
Torsion Uni <0.20
Torsion Shear Check
Member Result Offset Demand Capacity Tau Code Unity Details
Tau
Name Case ft sf sf Ref. Check
COL001 0.6D+0.6W»+Z 0.00 138228.78 2586826.35 H3-1 0.05 OK Tr=-279.48 Ib-ft,
Venant Shear=138228.78 psf
COL002 D+0.6W»+Z 0.00 138208.75 2586826.35 H3-1 0.05 OK Tr=279.44 Ib-ft,
Venant Shear=138208.75 sf
Page 2
VisuafAneiysis i0.00.0009(www.iesweb.com)
Project: 203723 Caspers CompanyMcDonaids
Ernesto De Oliveira, Solar Dynamics Corp. November 08,2013
203723 Caspers CompanyMcDonalds
C:\Users\ernestolDesktop�203723 Caspers CompanyMcDonaldsl
Design Group Results
Design Group: HIPBEAMS per AISC ASD (2005)
Designed As: HSS3.500x.125,Material:\SteeMSTM A572 Grade 50
Combined Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
M5 0.6D+0.6W»+X 8.86 H1-1 b 0.48 OK Cb=1.00,
Lb=8.86 ft
M6 0.6D+0.6W»+X 8.86 H1-1b 0.48 OK Cb=1.00,
Lb=8.86 ft
M8 0.6D+0.6W»+X 8.86 H1-1b 0.47 OK Cb=1.00,
Lb=8.86 ft
M9 0.6D+0.6W»+X 0.00 H1-1 b 0.47 OK Cb= 1.00,
Lb=8.86 ft
Axial Check
Member Result OfFset Demand Fx Capacity Fx Code Unity Details
Name Case ft Ib Ib Ref. Check
M5 16-10Lr 8.86 349.02 20744.07 E3-2FB 0.02 OK Lu=8.86 ft,
KL=8.86 ft
M6 16-10Lr 8.86 349.04 20744.07 E3-2FB 0.02 OK Lu=8.86 ft,
KL=8.86 ft
M8 16-10Lr 8.86 349.04 20744.07 E3-2FB 0.02 OK Lu=8.86 ft,
KL=8.86 ft
M9 16-10Lr 0.00 349.03 20744.07 E3-2FB 0.02 OK Lu=8.86 ft,
KL=8.86 ft
Stron Flexure Check
Member Result Offset Demand Mz Capacity Mz Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
M5 0.6D+0.6W»+X 8.86 1223.27 3318.36 F8-1 0.37 OK Lb=8.86 ft,
Cb= 1.00
M6 O.6D+0.6W»+X 8.86 1223.33 3318.36 F8-1 0.37 OK Lb=8.86 ft,
Cb= 1.00
M8 0.6D+0.6W»+X 8.86 1191.99 3318.36 F8-1 0.36 OK Lb=8.86 ft,
Cb= 1.00
M9 0.6D+0.6W»+X 0.00 1192.03 3318.36 FS-1 0.36 OK Lb=8.86 ft,
Cb= 1.00
Weak Flexure Check
Member Result Offset Demand My Capacity My Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
M5 0.6D+0.6W»+X 8.86 -354.19 3318.36 F8-1 0.11 OK
M6 0.6D+0.6W»+X 8.86 354.71 3318.36 F8-1 0.11 OK
M8 0.6D+0.6W»+X 8.86 -368.11 3318.36 F8-1 0.11 OK
M9 0.6D+0.6W»+X 0.00 -368.20 3318.36 F8-1 0.11 OK
Stron Shear Check
Member Result Offset Demand Vy Capacity Vy Code Unity Details
Name Case ft Ib Ib Ref. Check
M5 0.6D+O.6W»+X 8.86 538.92 11047.90 G6-1,2b 0.05 OK
M6 0.6D+0.6W»+X 8.86 538.94 11047.90 G6-1,2b 0.05 OK
M8 0.6D+0.6W»+X 8.86 486.14 11047.90 G6-1,2b 0.04 OK
M9 0.6D+0.6W»+X 0.00 -486.16 11�47.90 G6-1,2b 0.04 OK
Page 1
VisuafAnafysis i0.00.0009(www.iesweb.comJ
Pi-oject: 203723 Caspers CompanyMcDonalds
Ernesto De Oliveira, Solar Dynamics Corp. November 08,2013
203723 Caspers CompanyMcDonalds
C:1UserslernestolDesktop�203723 Caspers CompanyMcDonalds\
Weak Shear Check
Member Result Offset Demand Vz Capacity Vz Code Unity Details
Name Case ft Ib Ib Ref. Check
M5 0.6D+0.6W»+X 8.86 -147.39 11047.90 G6-1,2b 0.01 OK
M6 0.6D+0.6W»+X 8.86 147.64 11047.90 G6-1,2b 0.01 OK
M8 0.6D+0.6W»+X 8.86 -161.92 11047.90 G6-1,2b 0.01 OK
M9 0.6D+0.6W»+X 0.00 161.94 11047.90 G6-1,2b 0.01 OK
Combined Torsion Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
M5 0.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=101.99 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<020
M6 0.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=-102.02 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<0.20
M8 0.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=50.90 Ib-ft,
Combined Torsion Check Skipped,
Torsion Unity<0.20
M9 0.6D+0.6W»+X 0.00 H3-6 0.00 OK Tr=-50.87 Ib-ft,
Combined Torsion Check Skipped,
Torsion Uni <0.20
Torsion Shear Check
Member Result Offset Demand Capacity Tau Code Unity Details
Tau
Name Case ft sf sf Ref. Check
M5 D+0.6W»+X 0.00 93028.34 2586826.35 H3-1 0.04 OK Tr=108.59 Ib-ft,
Venant Shear=93028.34 psf
M6 D+0.6W»+X 0.00 93052.11 2586826_35 H3-1 0.04 OK Tr=-108.62 ib-ft,
Venant Shear=93052.11 psf
M8 D+0.6W»+Z 0.00 73666.11 2586826.35 H3-1 0.03 OK Tr=85.99 Ib-ft,
Venant Shear=73666.11 psf
M9 D+0.6W»+Z D.00 70448.05 2586826.35 H3-1 0.03 OK Tr=-82.24 Ib-ft,
Venant Shear=70448.05 sf
Page 2
VisualAnafysis?D.00.d009(www.iesweb.com)
Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000) 000-0000
Design Detail
�-Y
� �X °
�
�
�3.5 tt-� _ X Bars: 8-#5(@-6 in)
_ _ ' __ Z Bars: 8-#5(@^6 in)
r-30 in�.� ....... ,..
_ .
--
Z � Z �_ ..............._ ...._....'
� � w
y � � � �,
� - x
� �
�---3.5 ft-�{
Check Summary Criteria
Ratio Check Provided Required Combination
_ __ _ __ _ _ .... _._
'��.-Footing . . Building Code IBC 2009
_ ... ._____.. . ......_ . ._ ._....
,/0.009 X Flexure(-Z) 283.1 ft�k �-2 56 ft�k 12D+1 BLr � Strength Load Combinations IBC 2009(Strength)
�/0.009 XFlexure(+Z) 283.1ft�k 265tt�k 1.2D+16Lr+0.8Wpz StabilityLoadCombinations ASCE7-05
�/0.014 Z Flexure(-X) 290.1 R�k 4.19 ft-k 1.2D+1.6Lr PJiowable Bearing P�essure 1500 psf
�/0.014 Z Flexure(+X) 290.1 ft�k 4.19 ft�k 1.2D+1.6Lr Gross/Net Gross
�/0.000 Shear(-Z) 89.93 k 0 k 1.4D Overtuming F.S. 1.00
�/'0.000 Shear(+Z) 89.93 k 0 k 1.4D Sliding F.S. 1.00
�/0.000 Shear(-X) 92.09 k 0 k 1.4D Uplift F.S. 1.00
�/0.000 Shear(+X) 92.09 k 0 k 1.4D Additional Uplift Resistance 0 k
,/0.915 Min Steel Z 2.481n' 227 in' 1.4D Fhction Coefficient 0.40
�/0.915 Min Steel X 2.48 in' 2.27 in' 1.4D Passive Soil Resistance O lb �
�/0.069 Min SVain Z 0.0448 0.004� 1.4D Concrete Weight 150 Ib/ft'
�/0.087 Min Shain X 0.0460 0.0040 1.4D Parme beta(for biaxial) 0.65
�/0.066 Punching Shear 164.3 psi 10.79 psi 0.9D+1.6Wpx Include footing weight in strength bearing pressure Yes
�-Sta6ility- Indude overburden in strength bearing pressure Yes
�/0.545 Bearing Pressure 1500 psf 817.6 psf 7.OD+1.OLr
�/0.124 Overtuming-X S.D76 7.000 t.OD+�.OLr+t.OWpz
�/0.251 Overtuming-Z 3.985 1.000 t.OD+1.OLr
�/0.157 Sliding-X 6.382 1.000 i.OD+1.OLr
�/0.764 Sliding-Z 6.116 1.000 1.OD+1.�Lr+1.pWpz
�/0.031 Uplift 32.580 1.000 1.OD+1.OLr+1.OWpx
Loads Summarv(Service Loads)
Load Set Name Source P Mx Mz Vx Vz Werburden
Node N018 Dead 022 k -0 ft�k -0.31 ft-k -0.07 k 0 k 0 psf
Node N018 Roof Live 0.66 k -0 ft�k -129 ft�k -0.29 k -0 k 0 psf
Node N018 Wind(+Z) -0.96 k -1.79 ft�k 128 R�k 0.29 k -0.31 k 0 psf
Node N018 W ind(+X) -123 k 0 ft�k 1.04 ft-k 029 k 0 k 0 psT
Node N019 Dead 0.22 k -0 ft�k 0.31 ft�k 0.07 k -0 k 0 psf
Node N019 Roof Live 0.86 k -0 ft�k 1.29 ft�k 0.29 k -0 k 0 psT
Node N019 Wind(+Z) -0.96 k -7.79 ft•k -128 ft�k -0.29 k -0.31 k 0 psf
Node N019 Wind(+X) -t k 0 ft•k -2.14 ft�k -0.42 k 0 k 0 psf
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Capacity Calcs
FootingX-Direction Capaciry
General Section Calcs(ACI 318-0B 70.2.7)
a_ As fy _ (2.48 in')(60000 psi) = 1.39 in
0.85 F'�b,,, 0.85(3000 psi)(42 inj
pi = 0.85 (F'�<_4000 psi)
x=a 1 p� _ (1.39 in)/(0.85) = 1.63 in
------------.._.._......------
Capaclty Calcs(AC1378-08 10.2,11.2.1.7,70.5.4,7.122.�,1 .
�M„_�AS fy(d-a/2) _ (0.90)(2.48 in�)(60000 psi)[(26.69 in)-(1.39 inj/2] = 290.1 ft�k
�V�_�2�,�bW d = (0.75)2(1.0) 3000 psi(42 in)(26.69 in) = 92.09 k
Y 60000 60000
� Asmin=0.0018-Ag = 0.0018 (8.75 ft') = 227 in'
� w fy 60000 psi)
i Z � et=0.003(X-1) = 0.003[��663 in) -1] = 0.05
Development(ACI 318-08 12.2)
I i wt - 1.0 (less than 12 inches cast below)
I`°� • - ! we = �-0 (bar not epoxy coated)
-_--- � - ,ys = 0.80 (bars are#6 or smailer)
3.5 ft - R = 1.0 (normal weight concrete)
c = 2.21 in (lesser of haif spacing,ctr to surtace)
Ktr = 0.0 (no transverse reinforcement)
� �d_r 3. f�Wt We Wsl db = r 3. (60000 psi) (1.0)(1.0)(0.80)��0.63 in) = 16.43 in
� `40� F,� 2.5 J L40(1.0) 3000 psi 2.5
�Footing Z-Direction Capacity
General Section Calcs(ACI 378-OS 10.2.7)
AS f _ (2.48 in')(s0000 5�)
a 0.85 F�b�.� 0.85 3000 psi) 42 in) - 1.39 in
p� = 0.85 (F'�s 4000 psi)
x=a!p� _ (1.39 in)/(0.85) = 1.63 in
r Capacity Caics(ACI 318-OB 10.2,11.2.1.7,10.5.4,7.12.2.1,70.3)
I �M�_�AS fy(d-a/2j = (0.90)(2.48 in')(60000 psi)((26.06 in)-(1.39 in)/2] = 283.1 ft k
�V�_¢2�. F'�bW d = (0.75)2(1.0) 3000 psi(42 in)(26.06 in) = 89.93 k
Y A 0.0018 60000 Po = 0.0018 60000 �8 75 ft') = 2.27 in'
w smin= fy 60000 psi)
�I X o
�i et=0.003(X-1) = O.OD3[�1663 in)-1] = 0.04
Development(ACI 318-08 12.2)
y,t = 1.0 (less than 12 inches cast below)
� � � � � ' We = 1.0 (barnotepoxy coated)
( WS = 0.80 (bars are#6 or smaller)
�� 3.5 ft x = 1.0 (normai weight concrete)
c = 221 in (lesser of half spacing,ctr to surface)
Ktr = 0_0 (no transverse reinforcement)
�d-(0��W}2 5w�)db - [40�1(0)03000 psi(1.0)(12.05(0.80)�(0.63 in) = 16.43 in
V�c
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Capacity Calcs (continued)
Footing Punching Shear Capacity
Punching Shear(AC1318-08 1�.�1.1.2,11.71.2.�)
2 i bo = 84 in (perimeter of critical section)
_____________________________ p = 1.0 (columnwidthratio)
i i
i � ag = 20.0 (comer column)
� i
� � � = 1.0 (normal weight concrete)
� I
I �
i i (a) V�_(2+p�� P�bo d = 2+���� (1.0) 3000 psi(84 in)(26.38 in) = 728.1 k
� i �b� V�-rb+21� F,�bo d - r(20.0)(26.38 in)+2 (1.0) 3000 psi(84 in)(26.38 in) = 1005 k
I Z ` J L (84 in ]
_ i i �,, (c) V�=4 7,�bo d = 4(1.0) 3000 psi(84 in)(26.38 in) = 485.4 k
N i �X � � �V„_�V� _ (0.75)(485.4 k) = 364 k
i i �vn=QV�/(bo d) _ (364 k)![(84 in)(26.38 in)] = 164.3 psi
; i Values needed tor check(ACI 318-OB 71.11.6.1,R71.71.8.1,eqn 13-1,R71,
i i Yvx=1- � r = 1- � = 0.40
' ' 1+?^1� �+? �42 in)
� � 3. �bx 3. (42 in)
i i
� i Yvz=1- � = 1- � = 0.40
�--------- - ----' 1+2 6x 1+2 42in)
r 3.5 ft -� 3. bZ 3. (42 in)
JX = 54178 in^4 (calculated from ACI R11.12.62)
JZ = 54178 in^4 (calculated from ACI R11.12_6.2)
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Strength Checks [Load Set: Node N019 Combination: 1.2D+ 1.6Lr]
Factored Loads Reinforcement Limits
Axial Force 1.65 k i
Moment X -0 tt�k I
Moment Z 2.44 ft�k 54.94 psf 1114 psf
Shear X 0.54 k Min Steel Check(ACi 318-08
Shear Z 0 k �i . i
= 2.48 in
Overburden 0 psf I� i As � '- Asmin - - ��
Footing Weight 5.51 k i � � �Z � � Mln Steel Check ACI 3�8-08
� � Resultant=7.16 k factore �
Pedestal Weight 0 k � i � )
Ii i AS = 2.48 in' >_ Asmin = 2271n�
i i
i� i Min Strain Check(ACI 318-0+
i i
Ii i Et = 0.05 ? etrnin = 0.0 �
i i
i� ___ ____ � Min Straln Check(ACI 378-0:
54. 6 psf 1114 psf e� = 0.04 >_ e��� = 0.0 ✓
Max�ressure(factored)=1114 psf
(Includes effgcts of overburden and footing weight)
I
�Footing Flex:�re
-:,,;,
� 2-Flexure(+X side)
MZi=RZ�dZi = (1632 Ib)(6.92 in) = 0.94 ft�k
$Mn = 290.1 ft�k >_ M� = 4.19 ft�k✓
�� \�, \ ,� ,� \�\ Z-Flexure(-X slde)
��� � 1���
��\`\� � � \�\ Mzz=Rzz dzz = �4847 Ib)(10.37 in) = 4.19 ft�k
. � , , � ���
\ \\ f! \
�`�'`• '���:i ���\ �M� = 290.1 ft�k >_ M� = 0.94 ft�k✓
l l//
;/;i��; 'j%% �\���� X-Flexure(+Z side)
i// ���� ��� ������:
���;�-..;;�i: ��: �\�: Mx�=Rx�dxi = �3239 Ib)(9.5 in) = 2.56 ft�k
�M� = 283.1 ft�k t M„ = 2.56 ft�k✓
X-Flexure(-Z slde)
Mx2=R�d� _ (3240 Ib)(9.5 in) = 2.56 ft-k
?%%i �. �Mn = 283.1 ft�k >_ M� = 2.56 ft-k✓
I
Footing Shear
I{6 LI-
Shear(+X side)
Ux2=Rx4 = �0 Ib) = 0 k
�V� = 92.09k ? V� = Ok ✓
_- -- � Shear(-X slde)
2 � Z ux�=Rx3 = �0 Ib) = 0 k
[=X I �,-':-X �V� = 92.09 k >_ V� = 0 k ✓
'�,, � Shear(+Z g�de)
� �z2=Rza = �0 Ib) = 0 k
�Vn = 89.93 k >_ V� = 0 k ✓
Shear(-Z side)
VZ�=RZg = (0 Ib) = 0 k
- ��• �V� = 89.93 k z V� = 0 k ✓
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Strength Checks [Load Set: Node N019 Combination: 1.2D + 1.6Lr] (continued)
Footing��nching Shear
Punching Shear Check(ACI 318-08 Ch 11.12.1.2,i1.11.2
i�/� ,:�;/, Ppunchinq=Ptotel+Wp-Pperimeter = ��.65 k)+(0 k)-(3.75 k) _ -2.1 k
��'•'''''�:i —� v�M�r e� r��
1;1" �u—bo d+ �X + �Z
�' '�'!'' (2.1 k) +(0.40)(0 ft-k)(21 in)+(0.40)(4.06 ft�k)(21 in)
�%/,;-!;l (84 in)(26.38 in) (54178 in^4) (54178 in^4)
= 8.51 psi
,y r,y;, ¢v� = 164.3 psi >_ v� = 8.51 psi✓
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Strength Checks [Load Set: Node N019 Combination: 1.2D + 1.6Lr+ 0.8Wpz]
Factored t.oads Reinforcement Limits
Axial Force 0.86 k
Moment X -1.44 ft�k
MomentZ t.42tt�k � 336.4 psf 943.5 psf
Shear X 0.31 k _____________ Min Steel Check(AC1318-08
Shear Z -0.25 k � i i
Overburden 0 psf � � i AS = 2.48 in� ? Asmin = 2.27 in�
Footing Weight 5.51 k i Z � Resultant=6.4 k(factored) Min Steel Check(AC1378-08
Pedestal Weight 0 k ` i�
� i �X i AS = 2.481n' >_ Asmin = 2.271n�
i
� � � Min Strain Check(ACI 3�8-0+
i ,
� � � e� = 0.05 ? etrnin = 0.0 �
i i
� � � Min Strain Check(ACI 3�8-0�
1�10.9 psf 708 psf e� = 0.04 >_ e��� = 0.0 ✓
Max�pressure(factored)=943.5 psf
(Includes effE�cts of overburden and footing weight)
Footzng Fle;arre ��
,,. _ 3_%;� :
Z-Flexure(+X side)
MZi=RZ�dZ� _ (1973 Ib)(8.28 in) = 1.36 ft-k
� mMn = 290.1 ft�k z M� = 3.22 ft�k✓
I ��... , � . , , 2-Flexure(-X side)
� \\� �� � /lJ/ ����\
\��\ \\ ;;f :�� Mu=R,1 du = (36151b)(10.�3 in) = 322 ft�k
� \�\ � J l \\ \
I i % ��j �� �M� = 290.1 ft k 2 M� = 1.36 ft�k✓
�����::
•;� � � � ��� ���\, X-Flexure(+2 slde)
:� /ll i. �j.// \\ \\\.
�.,,.i ��j� �\��„ Mxi=Rx�dx� _ �25371b)(9.13 in) = 1.93 ft�k
�Mn = 283.1 ft-k >_ M� = 2.65ft�k✓
X-Flexure(-Z side)
MXZ=R,�d,� _ (3251 Ib)(9.79 in) = 2.65 ft�k
?_.5',' t97'. �M� = 283.1 ft k >_ M� = 1.93 ft-k✓
�Footing Shear
�� Shear(+X side)
i Uxz=Rxa = �0 Ib) = 0 k
' �V� = 92.09k z V„ = 0k ✓
� L _..__ ___ Shear(-X slde)
I
Z Z Vx�=Rx3 = (0 Ib) = 0 k
�X L X $V„ = 92.09 k >_ V„ = 0 k ✓
Shear(+Z side)
V�=RZq = (0 Ib) = 0 k
�i �V� = 89.93 k >_ V� = 0 k ✓
I '� Shear(-2 s(de)
i V=t=Rz3 = (0 ib) = 0 k
�f�!< ��! �V� = 89.93 k >_ V� = 0 k �
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Strength Checks [Load Set: Node N019 Combination: 1.2D + 1.6Lr+ 0.8Wpz] (continued)
�Fooling Punching Shear
i
r------...._..---.......
Punching Shear Check(ACI 378-OB Ch 1�.12.�.2,7�.�7.2:
/� ��-;, Ppunching=Ptota�+Wp-Pperimeter = �0.86 k)+(0 k)-(3.35 k) _ -2.46 k
%/%11:: —�+Yv,cM�ne�+r�M�e:
�% V0 bo d �x �z
''.%i�-' (2.46 k) (0.40 (0.69 ft-k)(21 in) (0.40)(2.34 ft-k)(21 in)
%F`��:;.:;.� - + A + „ •
��,,., (84 in (26.38 in (54178 in 4 (54178 in 4)
= 6.76 psi
, �v„ = 164.3 psi >_ v„ = 6.76 psi✓
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Strength Checks [Load Set� Node N018 Combination: 1.4D]
Factored Loads Reinforcemer�t Lzmrts—
Axial Force 0.31 k
Moment X -0 ft�k �I
Moment Z -0.44 ft�k 651.3 psf 450.8 psf Min Steel Check(ACI 318-08
ShearX -0.09k _____________
ShearZ Ok � � AS = 2.481n' ? Asmin = 2.271n'
Overburden 0 psf � � � I
Faoting Weight 6.43 k i Z � Mln Steel Check(ACi 31&OB
Pedestal weight o k � Resultant=6.74 k(factored) �
i � �� ; AS = 2.4I8 in� z Asmin = 2.27 in�
i �X i Min Stratn Check(ACI 31H-0;
I i �
1 I Et = Q.� >_ Eflnjn = �.Q �
i • i Min Stra�n Check(ACI 318-0�
650.2 psf 449.7 psf e� = 0.0�4 >_ e��� = 0.0 ✓
Max pressure(factored)=651.3 psf i
(Includes effects of overburden and footing weight) '
Footing Flexttre
` ���y Z-Flexure(+X side)
M2�=RZ�dZ� _ (3355 Ib)(9J4 in) = 2.72 ft-k
�Mn = 290.1 ft•k >_ M� = 2.11 ft-k✓
Z-Flexure(-X side)
���`�\ , \\� ii/�/� \\�\�
����Z � , �� M,1=RY2 dZy = (2746 Ib)(921 in) = 2.11 ft�k
�V�� `�, ; /1%i ����
� � j l� ��a� �M� = 290.1 ft�k >_ M� = 2.72 fl-k✓
% �J� l�� %,// ������ X-Flexure(+2 side)
/lll l- //// \\\\ \
�/ �����- �'�� �� �� M R d 3049 Ib)(9.5 in) = 2.41 ft�k
��r,���. �•� ������� x1= x1 x1 = �
�M� = 283.1 ft�k >_ M� = 2.42 ft�k✓
. X-Flexure(-Z side)
M,�=R,�d,� _ (3052 Ib)(9.5 in) = 2.42 ft-k
� .". u.?'S' �M„ = 283.1 ft�k >_ M„ = 2.41 ft�k✓
�Footing Shear
s�,_ ti i�
Shea►(+X side)
iUx2=Rxa = �0 Ib) = 0 k
' �Vn = 92.09 k 2 V� = 0 k �
i - ' Shear(-X slde)
..._..._...--- -- -
Ir----i
Z Z Uxi=Rx3 = �0 Ib) = 0 k
[=X �,,X �V� = 92.09k z V„ = 0k ✓
', Shear(+Z stde)
' uzz=Rz4 = �0 Ib) = 0 k
' �V„ = 89.93k >_ V� = Ok ✓
�. Shear(-Z side)
V=�=Rz3 = (0 Ib) = 0 k
�V� = 89.93 k >_ V� = 0 k ✓
L— —_.
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Strength Checks [Load Set• Node N018 Combination� 1 4D] (continued)
Footing Punching Shear
Punching Shear Check(ACI 3�8-OB Ch 11.12.�.2,'11.71.2:
I.......- -----._.....-__
,l J +W -P = (0.31 k)+(0 k)-(3.53 k) _ -3.21 k
Ppunching-Ptotal p perimeter
/%;::iii V v,,,�M„x eZ v„>M�,ex
%;%� l��- vu=bo d+ �x + Jz
��� �%%;:; 3.21 k) (0.40)(0 ft�k)(21 in) (0.40)(0.71 ft�k)(21 in)
.''.!/lll - } '�'
�.:/�:.;•-;!. — (84 in (26.38 in) (54178 in^4) (54178 in^4)
I = 2J9 psi
i �v„ = 164.3 psi >_ v„ = 2.79 psi✓
I
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Strength Checks [Load Set: Node N019 Combination: 0.9D + 1.6Wpx]
Factored Loads Rernforcement Lzmtts
Axiai Force -1.41 k i
Moment X 0 ft•k 1
Moment Z -3.15 ft k 1180d psf 0 psf Min Steel Check(ACI 318-08
ShearX A.61k _____________
Shear Z 0 k i� i AS = 2.48 In� 2 Asmin - 2-27���
Overburden 0 psf
Footing Weight 4.13 k i I 777��� �
Pedestal Weight 0 k i i �ultant=i2.73 k(faCtofed) Min Steel Check(ACI 3�8-08
X , AS = 2.48 in' >_ Asmin = 2.27 in�
�
i � Mln Straln Check(ACI 3�8-0�
i� i
i i e� = 0.05 >_ s�i� = 0.0 ✓
i I i Mln Straln Check(ACI 316-0�
:�__________'_
1178 psf 0 psf e� = 0.04 >_ e�;� = 0.0 ✓
Max pr�ssure(factored)=11802 psf
(Includes effecls of overburden and footing weight)
I
iFootingFle.rtere
I `�'' ` � Z-Flexure(+X side)
MZi=R=�dZ� _ (0 ib)(0 in) = 0 ft�k
�M� = 290.1 ft k ? M� = 0 ft�k ✓
_._.._------ i�--...- -----_— Z-Flexure(-X side)
P Z Z M�=R�dZy = (0 Ib)(0 in) = 0 ft�k
� u�X `=X �M� = 290.1 ft�k >_ M� = 0 ft�k ✓
X-Flexu�e(�Z side)
� - I---- Mxi=Rx1 dx� _ �1234 Ib)(9.5 in) = 0.98 ft-k
�M� = 283.1 ft�k z M� = 0.98 ft�k✓
X-Flexure(-Z side)
MXZ=R,�d,� _ (1235 Ib)(9.5 in) = 0.98 ft-k
C P �Mn = 283.1 ft k >_ M� = 0.98 ft�k✓
Footing Shear
���� ��� Shea�(+X side)
V�=Rxq = (0 Ib) = 0 k
�Vn = 92.09 k ? V� = 0 k ✓
---;---_...__ -------------._ Shear(-X side)
Z Z V%�=Rx3 = (0 Ib) = 0 k
� [;TX [;--X 0V� = 92.09 k >_ V� = 0 k ✓
', Shear(+Z side)
�z2=Rza = (0 ib) = 0 k
�V� = 89.93 k >_ V� = 0 k ✓
� Shear(-Z side)
i VZi=RZ3 = (0 Ib) = 0 k
0'; �Vn = 89.93 k >_ V� = 0 k ✓
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
SZ3 Easy Street
AnyTown,USA 00000
(000)000-0000
Strength Checks [Load Set: Node N019 Combination: 0.9D+ 1.6Wpx] (continued)
Footing Puttching Shear
Punching Shear Check(ACI 318-08 Ch 1�.12.1.2,11.71.2.7)
Z Ppunching=Ptotal+Wp-Pperimeter = �-1.41 k)+(0 k)-(1.97 k) _ -3.38 k
� �+r�M�n e�+m M���ax
!_,�X �0 bo d Jx JZ
� _ (3.38 k) +(0.40)(0 ft-k)(21 in)+(0.40)(4.98 ft�k)(21 inj
(84 in (26.38 in) (54178 in^4) (54178 in^4)
= 10.79 psi
�v„ = 164.3 psi ? v� = 10.79 psi✓
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Ernesto De Oliveire 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Stability Checks [Load Set� Node N018 Combination: 1.OD + 1.OLr]
Forces
Factored Loads �
Axial Force 1.09 k
Moment X -0 ft�k �
MomeMZ -1.6tt�k g17,6psf 110.5p�f
ShearX -0.36 k
-------------
Shear Z 0 k i i '
Overburden 0 psf � I
Footing Welght 4.59 k � � �
Pedestal Weight 0 k � Z� Re$ult�nt=5.68 k
, r i_X i I Bearing Pressure
i i qe�� = 1500 psf ? qgross = 817.6 psf ✓
i i
i i Ii i
i i
816.8 psf 109.8 p sI f
Max pressure=817.6 psf I
(Gross: Includes effects of footing weight arld overburden)
I
--Overtzrrning - -
Overturning
Wf = 4.59 k (weight of footing)
WP = 0 k (weight of pedestal)
Fob=4overburden�Attg-Aped) _ �0 psfJ[(12.25 ft')-(0.11 ft')] = 0 k
OTMX=Mx-VZ(tf+Hp) _ (-0 ft�k)-(0 k)[(30 in)+(0 in)] _ -0 ft-k
� � RMX=(P+Wp)dZ+(Wf+Fop)bZ!2 = [(1.09 k)+(0 k)](1.75 ft)+[(4.59 k)+(0 k)](3.5 ft)/2 = 9.94 ft�k
175ft-�t.75tt+� FS RMx _ (9.94ft�k) = 3614.39
OTX-OTMx -0 ft-k
�
� i FSoTx = 3614.39 >_ FSoTreqd = 1.0 ✓
OTMZ=MZ+VX(tf+Hp) _ (-1.6 ft k)+(-0.36 k)[(30 in)+(O in)] _ -2.49 ft k
RMZ=(P+WP)dX+(W�+Fpy)bx/2 = [(1.09 k)+(0 k)](1.75 ft)+[(4.59 k)+(0 k)](3.5 ft)/2 = 9.94 ft�k
RM _ (9.94 ft-k)
FSon=�TMZ - (-2.49 ft�k = 3.99
FSpTZ = 3.99 z FSoTreqd = ��� ✓
Sliding
Sllding
Wf = 4.59 k (weight of footing)
WP = 0 k (weight of pedestal)
� Fob-qoverburden�Aflq-Apea) _ �0 psfJ((1225 ft�)-(0.11 ft')] = 0 k
Z i Fresist=G N�f+Wp+Fob+P)+Fpessive = �0.40)[(4.59 k)+(0 k)+(0 k)+(1.09 k)]+(0 k) = 2.27 k
i�X ( FslidingX = -0.36 k (applied VX)
' F�s;� 2.27 k
j FSslidingX-FslidingX �-0.36 k) - 6.38
._...._._.__..__._....__I FSslidingX - 6.38 > FSslidingReqd - �.0 �
Fsiidin9z = 0 k (applied VZ)
FSslidingz=F restst _ (2.27 k) = 2271.90
slidingZ (0 k)
FSslidingZ = 2271.90 ? FSslidingReqd = ��4 ✓
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Stability Checks [Load Set: Node N018 Combination: 1.OD + 1.OLr] (continued)
Uplifl
� Up1Ift
X I P = 1.09k
I F.S.against uplift is infinite (axial force is in compression)
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Stability Checks [Load Set: Node N018 Combination: 1.OD + 1.OLr+ 1.OWpz]
Forces
Factored Loads
Axial Force O.t3 k
Moment X -'1.79 ft�k
wfament Z -0.33 tbk 598.7 psf 460.3 psf
ShearX -0.07k
-------------
Shear Z -0.31 k i . � .� i
Overburden 0 psf � � � �
Footing Weight 4.59 k i Z F#esultant=4.72 k
Pedestal Weight 0 k � i
i � i Bearing Pressure
X
i i qa11o,ti, = 1500 psf ? qgross = 598.7 psf ✓
i i
i i
i i
311.1 psf-------172.7 psf
Max pressure=598.7 psf �
(Gross: Includes effects of footing weight and over��en)
i
i
Overturning- -- � -
i �
� '
Overturni�g
Wf= 4.59 k (weight of footing)
WP = 0 k (weight of pedestal)
Fob=9overturden�Aftg-Aped) _ (0 psfl[(1225 ft')-(0.11 ft')] = 0 k
I OTMx=MX-VZ(tf+HP) _ (-179 ft�k)-(-0.31 k)[(30 in)+(0 in)] _ -1.02 ft�k
� RMx=(P+WP)d=+(Wf+Foy)bZ/2 = [(0.13 k)+(0 kj](1.75 ftj+[(4.59 k)+(0 k)](3.5 ft)/2 = 827 ft�k
1.75 ft�1.75 tt� FS � - (8.27 ft•k) = 8.08
orx-OTMx (-1.02 ft�k
J
� FSOTX = 8.08 >_ FSOTreqd = 1.0 ✓
OTMz=MZ+VX(tf+HP) _ (-0.33 ft�k)+(-0.07 k)[(30 in)+(0 in)] _ -0.49 ft�k
RMZ=(P+Wp)dx+(W�+Fap)bX/2 = [(0.13k)+(Ok)](1.75ft)+[(4.59k)+(Ok)](3.5ft)!2 = 8.27ft�k
FSorz=Q M 80.49 ftkk) - 16.79
FSp7Z = 16.79 ? FSOrreqd = �-� ✓
.s11C7�171g
Sllding
Wf= 4.59 k (weight of footing)
Wp = D k (weight of pedestal)
Fob=9overburden�Aftg-AP�) _ (0 psfj[(12.25 ft')-(�.11 ft�)] = 0 k
Z Fresist=Ct�t+W P+Fop+P)+FPassive = �0.40)[(4.59 k)+(0 k)+(0 k)+(0.13 k)]+(0 k) = 1.89 k
,�X Fsiidinqx = -0.07 k (applied VX) .
F,e�i�t 1.89 k
i FSslidingX-FslidingX �-0.07 k) - 282�
� FS = 28.21 ? FS - 1.0 ✓
--��- -�-------� -�� slidingX slldingReqd -
Fs�idingz = -0.31 k (applied VZ)
F��� 1.89 k) = 6.14
FSslidingZ-FslidingZ �-0.31 k
FSslidingZ = 6.14 ? FSg��dingReqd = 1.0 ✓
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Stability Checks [Load Set• Node N018 Combination: 1.OD + 1.OLr+ 1.OWpz] (continued)
Uplift
I
I � I Upliit
X i P = 0.13 k
F.S.against uplift is infinite (axial force is in compression)
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Stability Checks [Load Set: Node N019 Combination: 1.OD + 1.OLr+ 1.OWpz]
Forces
Factored Loads
Axlal Force 0.13 k
Moment X -1.79 R�k
Moment Z 0.32 ft�k 458.6 psf 588.7 psf
ShearX O.O6k
Shear Z -0.31 k i i
Overburden 0 psf i �
Footing Welght 4.59 k i Z iResultant=4.72 k
Pedestal Weight 0 k i � �
i i 8earing Preasure
X
� � qenow = 1500 psf ? qgross = 588.7 psf ✓
i i
i i
i i
182.7 psf 312.7 psf
� Max pressure=588.7 psf
(OrQSS: Includes effects of footing weight and overburden)
. \
Overturning -- ---��
. \
_ \
overturning
Wf = 4.59 k (weight of footing)
WP = 0 k (weight of pedestal)
Fab=9overburden�Ary9-APed) _ (0 psfl[(12.25 ft')-(0.11 ft')] = 0 k
� OTMX=MX-VZ(tf+HP) _ (-1 J9 ft�k)-(-0.31 k)[(30 in)+(0 in)) _ -1 A2 ft�k
�
� ; RMx=(P+WP)dZ+(W f+Fab)bZ/2 = [(0.13 k)+(0 k)](1.75 ft)+[(4.59 kj+(0 k)](3.5 ft)I 2 = 8.27 ft�k
175 ft�i.�5 n� FS RM, _ (827 ft-k _ 6.09
oTx-OTMx -1.02 ft�k)
�I
� FSOTX = 8.09 ? FSoTreqd = 1.0 ✓
OTMZ=MZ+VX(tf+HP) _ (0.32 ft�k)+(0.06 k)((30 in)+(0 in)] = 0.48 ft-k
RMZ=(P+WP)dX+(Wf+Fop)bX!2 = [(0.13 k)+(0 k)](1.75 ft)+[(4.59 kj+(D k)](3.5 ft)/2 = 8.27 ft k
� _ (8.27 ft•k)
FSorz=OTMZ (0.48 ft�k) - 17.18
FSOT2 = 17.18 >_ FSOTreqd = 1.0 ✓
.SITQ�lItg
Sllding
Wf = 4.59 k (weight of footing)
Wp = 0 k (weight of pedestal)
i Fob=qoverburden�artg-A�d) _ (0 psfl[(1225 ft')-(0.11 ft')] = 0 k
Z Fre5�5t=G(1Nt+W +F +p +F = (0.40)[(4.59 k)+(0 k)+(0 k)+(0.13 k)]+(0 k) = 1.89 k
i p ob � passive
r�x j
FslidingX = 0.06 k (applied VX)
Fres�st _ (1.89 k)
I FSslidingX-FslidingX �0.06 k) - 29.53
� FSslidingX = z9.53 ? FSslidingReqd = ��� ✓
FslidingZ = -0.31 k (applied V=)
F,e�;�� (1.89 k) = 6.12
FSslidingZ-FslidingZ �-0.31 k
FSslidingZ = 6.12 > FSslidingReqd - ��� �
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Stability Checks [Load Set: Node N019 Combination: 1.OD + 1 OLr+ 1 OWpz] (continued)
Upl�
� � uPUrt
X j p = 0.13k
F.S.against uplift is infinite(axial force is in compression)
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Stability Checks (Load Set: Node N018 Combination� 1 OD + 1 OLr+ 1 OWpxl
Forces
Fadored Loads
Axial Force -0.14 k �
Moment X -0 ft•k i
Moment Z -0.56 ft�k 462.9 sf
shearX -O.os k P 265.5 psf �
ShearZ Ok ---------'---
Overburden 0 psf i i �
Footing Weight 4.59 k I � i I
Pedestal Weight 0 k � . .� f�esultant=4.45 k i
i 1LX i Beartn�Pressure
� i 9sllow - 1500 psf ? qgross = 462.9 psf t�
i i
� � �
i i
------------- i
461.5 psf 264 psf
Max pressure=462.9 psf �
(Gross: Includes effects of footing weight and overburden} �
I
Overturning-
Overturning
, Wf = 4.59 k (weight of footing)
Wp = 0 k (weight of pedestal)
Fob=9overburden�Aftg-Aped) _ �0 psf)[(12.25 ft')-(0.11 ft�)] = 0 k
� ' OTMX=Mx-VZ(tf+Hp) _ (-0 ft�k)-(0 k)[(30 in)+(0 in)] _ -0.01 ft-k
V
�
RMX=(P+W)dZ+(Wf+Fob)bZ/2 = [(-0.14 k)+(0 k)](1.75 ft)+[(4.59 k)+(0 k)](3.5 ft)/2 = 7.79 ft�k
� P
1.75 ft-�1.75 ft-� _
- � � FSOTx=�� - �0?01 Ttkk - 148425
x ' FSOTX = 1484.25 >_ FSOTreqd = 1.0 ✓
OTMZ=MZ+VX(tf+HP) _ (-0.56 ft�k)+(-0.06 k)[(30 in)+(0 in)] _ -0.72 ft�k
RMZ=(P+WP)dX+(W�+Fob)bx/2 = [(-0.14 kj+(0 k)](1.75 ft)+[(4.59 k)+(0 k)](3.5 ft)/2 = 7.79 ft•k
RMZ_ _ (7.79ft•k)
FSpn=OTMZ (-0.72 ft�k - 10.87
i FSOTZ = 10.87 > FSO7reqd = tU ✓
�
Sliding
Sllding
Wf= 4.59 k (weight af footing)
Wp = 0 k (weight oF pedestal)
Fob=qoverburden�Aftg-Aped) _ �0 psfJ[(1225 ft�)-(0.11 ft')] = 0 k
� I Fresist=G�Wt+WP+Foy+P)+FpassNe = �0.40)[(4.59 k)+(0 k)+(0 k)+(-0.14 k)]+(0 k) = 1.78 k
i, X Fs�idinyx = -0.06 k (applled Vx)
FSs�idingX=F`"'`�� - 1.78 k) = 29.20
I slidingX �-0.06 k)
. ____.._._.__.._--_I FSslidingX = 29.20 > FSslidingReqd = 1.0 �
FslidingZ - O k (applied V�
FSs�idin Z=F'`�'-"-� _ �1.78 k = 890.55
9 FslltlingZ (0 k
FSslidingZ = 890.55 >_ FSslidingReqd = 1�� ✓
L�-----
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Ernesto De Oliveira 203723 Caspers CompanyMcDonalds
Solar Dynamics Corp.
123 Easy Street
AnyTown,USA 00000
(000)000-0000
Stability Checks Load Set: Node N018 Combination� 1 OD + 1 OLr+ 1 OWpxl (continued)
Upl�
Upllit
W f = 4.59 k (weight of footing)
� Wp = 0 k (weight of pedestal)
X II Fob=qoverburden�Aftg-Aped) _ (0 ps�[(1225 ft')-(0.11 ft')) = 0 k
Fdown=Wf+WP+Fon+Faad� _ �4.59 k)+(0 k)+(0 k)+(0 k) = 4.59 k
J F�P=O-P = 0-(-0.14k) = 0.14k
FS�P=F—�`� _ (0.14 k) = 32.58
P
FS�p = 32_58 >_ FSupReqd — �-� ✓
QuickFooting 2.0{iesweb.com) C:\Users\ernesto\Desktop\203723 Caspers...\Untitled.ftg Page 19 of 19 Friday 11/08/13 3:30 PM
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