HomeMy WebLinkAbout1601 Rinehart Rd 17-181; INTERIOR REMODELC
JAN 17 CITY OF SANFORD
J BUILDING & FIRE PREVENTION
BY PERMIT APPLICATION
r
Application No:
Documented Construction Value: S AD M- 0o
Job Address: 4 0 (- Rl h e 1 & Rd, 3a114rd , -Q- 3oq 711 Historic District: Yes No
Parcel ID: a$- 1Q- 3D_ Od 10 Residential Commercial
Type of Work: New Addition Alteration Nr Repair ElDemo
I
Change of Use El Move
Description of Work: -. ,14l l fN 0 4 -Ll'
m .— Cry a Plan
Review Contact Person: N pQ -u l .SPtnce- l!_&itle:YY) Ptrj— Cooydiriab1- Phone:
4n- I(/43-gq 14 Fax: 4b-7- QK tad a& Email: &f l CD M ry ('
Property
Owner Information n
A /\ Name
a l1(I(A fy `za&- 01 -- Phone: 4-7 q- al, `-/DV Street:
9D ODY h,60l, j
Resident
of property? City,
State Zip: - VI V%I P . /Tr- l f a nContractor
Information U.
NameI' '-'C VIus Phone: Street:
City,
State Zip: Fax:
State
License No.: Architect/
Engineer Information 1I,
Name:
01-DW-g1DO Cuh.acJ - Ekkysm Phone: Street:
Dod Cock,KJ . L Q't to (0 Fax: ,,qD 7' gnn City,
St, Zip: 0dowdo, IrL- 3 d3 E-mail: (l'1er I SIW c,- 12 am Bonding
Company: Address:
Mortgage
Lender: Address:
WARNING
TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS 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,
CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
Application
is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced
prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in
this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces,
boilers, heaters, tanks, and air conditioners, etc. FBC
105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5°i Edition (2014) Florida Building Code 1
09
Permit
Revised: ,tune 30, 2015 Application
ll-
Is5veoIt.aws
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 districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
dZ
S' natu of Om* d gent Date
l"
Name
DARLENEAUER
MY COMMISSION i FF 228841
EXPIRES: May 10, 2019
Banded Thru NOM Pubric LkKW writers
Owner/Agent is
Produced ID
I it 0
Date
Known to Me
Signature of Contractor/Agent Date
Print Contractor/Agent's Name
Signature of Notary -State of Florida Date
Contractor/Agent is Personally Known to Me or
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof
Construction Type:
Total Sq Ft of Bldg:
Occupancy Use:
Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes No
APPROVALS: ZONING:
COMMENTS:
ENGINEERING:
of Heads
UTILITIES:
FIRE:
Flood Zone:
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes No
WASTE WATER:
BUILDING: _ /01
Revised: June 30, 2015 Permit Application
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
Documented Construction Value: S;
1
lob Address: 1 01 t 11(G1 -f i` . i r- Historic District: Yes No
Parcel ID:
I
Residential Commercial R
Type of Work: New Addition Alteration Repair Demo Change of Use Move
Description of Work: Ke l o C cam
ow- 0C t _c P 0 vi,
1 t
PlanReview Contact Person: F a b K i-(-K Title: k'r-" Of C) P i,uvtl
Phone: 3 iL ' Fax: Y7 3" Su -6 -- a g cfq Email: er- c o! 1 Property
Owner Information Name
Phone: Street:
City,
State Zip: Resident
of property? : i
Contractor Information c"-,
te y (p 2 C 1C tr I T,. it tG Name ; rcr,- 1, r }, C,t/nu i c_: ., ,r Phone: Yl 3 ` c 1 Street:
st) all L i :t1 r, 1 Fax: i - City,
State Zip: State License No.: 06 0 0 1 , 3- Name:
Street:
City,
St, Zip: Bonding
Company: Address:
Architect/
Engineer Information Phone:
Fax:
E-
mail- Mortgage
Lender: Address:
WARNING
TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS 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,
CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
Application
is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced
prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in
this jurisdiction. I understand that a separate ,permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces,
boilers, heaters, tanks, and air conditioners, etc. FBC
105.3 Shall be inscribed with the date of application and the code in effect as of that date:: 5" Edition (2014) Florida Building (:ode Revised:
June 30. 1-0 1i Permn Appkation
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 maybe additional permits required from other governmental entities such as water
management districts., state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 71 3).
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review, charge and will be considered the estimated Construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated, charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work willforegoing
be done in compliance with all applicable laws regulating construction and zoning.
Signature of Owner/Anent
Print Owner/AgCnCs Naine
Date
Signature. of Notary -State of Florida Date
SigllalUre of
3 -17
Date
Tr'
ROBER1 A. KIRK ill
Notary Public - Slate Of Florida
My comm. Excites Sep 22, 2017
Commission # FF 056234
Owner/Agent is _ Personally Known to Me or cont to Me or
Produced ID Type of ID Produced ID. Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: BuildingR Electrical F ] Mechanical [] Plumbing[] Gas[] RoofE]
Construction Type: Occupancy Use: Flood Zone:
Total Sq Ft of Bldg:, Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes No F 4 of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
UTILITIES:
FIRE:
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes, 7 No
WASTE WATER:
BUILDING:
Revised, June 30, 201 ; Pcrmi( Application
Mary Thomas
Subject: Walmart 3207 Sanford (W), FL FET Project
Good afternoon,
Per our conversation we are confirmed for this project to begin 4/2/17 at 9PM for the agreed upon price of
2,200. Please let me know if there is anything else you need.
Thanks,
NET
Lucas Smith
Project Coordinator
Phone: 608 827-7949 Ext 5035
Fax:
Network Engineering TechnologiesC8) (NET)
Office: 608,82T6700
3140 Deming Way, Middleton, WI 53562
http,//vvvvvv.nettechnoJoqy,com
CONFIDENTIALITY NOTICE:
This transmission may contain information that is privileged, confidential and/or exempt from disclosure under applicable law. If you are not the intended
recipient, you are hereby notified that any disclosure, copying, distribution, or use of the information contained herein (including any reliance thereon) is
strictly prohibited. If you received this transmission in error, please immediately contact the sender and destroy the material in its entirety, whether in
electronic or hard copy format, Thank Yo4,
1
Blanton, Deborah
From: Forte, Jami <JForte@seminolecountyfl.gov>
Sent: Tuesday, March 21, 2017 12:14 PM
To: Blanton, Deborah; Bland, Annette; Johnson, JoAnn
Subject: City BP 17-181 Int. Alt. for 1601 Rinehart Rd
Good afternoon,
This is to advise that there will not be any new Seminole County road impact fees for City BP 17-181 for
1601 Rinehart Rd retail interior alteration to add self -check lanes to an existing Walmart. Please let me know if
you have any questions.
Please note: Impact Fee applications require 3 to 5 business days to process, once a complete application is submitted. In order
to avoid having your project delayed, please submit applications as early as possible in the development process.
Best Regards,
Tam[-
Jami Forte / Program Coordinator / Impact Fees & Concurrency
Seminole County P&D l Business office l Building Div.
1101 East First Street / Sanford, FL 32771 / 407-665-7356 / Iforte@seminolecountyfl.gov
i
I II/' 4 J E UNYTY
Customer Service Survey: www.seminolecountvfl.gooevcustomersurvey
We are paperless! Please submit electronically...
ePlan Applicant User Guide
Florida has a very broad Public Records Law. Virtually all written communications to or from State and
Local Officials and employees are public records available to the public and media upon request. Seminole
County policy does not differentiate between personal and business emails. E-mail sent on the County system
will be considered public and will only be withheld from disclosure if deemed confidential pursuant to State
Law.****
Continued from Page 4 of 8
Nehlork Engineering
3140 Deming Way
P08.827,6700 61827.
6705 0%
wpoeqechnologytom YourVendorlD:
53674 Purchase
Order: 473091-994612-3207 Work
Order: 994612 Service
ETA: 4/2/17 at 9:00 PM Purchase
Order MUST appear on all invoices and emailed to apinbox@nettechnology.
com or invoice will be rejected, Invoice
must match this Purchase Order Receipt. Per
your signed Vendor Contract, payment terms are NET 60. To:
Aurora Fiber & Communications Corp. From: Ariel Greenway Fax:
81388624940000 Pages: 8 Page(s) Phone:
81388626210000 Date: 3/15/2017 10:41:53 AM Re:
Pre Service Support Order Cover Page CC: Urgent ®
For Review Please Comment Please Reply Please Recycle Dear
Partner: Thank
you for working with Network Engineering Technologies. Your contracted rates for this job are as follows.
Please review these amounts and notify your Service Representative with any discrepancies as soon
as possible. BID: $
4,600.00 TECHS:
5 TRAVEL:
Work order was bid and Travel Charge is included in bid TRAVEL
TIME a SERVICE
CHARGE: Work order was bid and Service Charge is included in bid MATERIALS:
Per original agreement NET
SERVICE GUIDELINES: 1.
Travel time is limited to the amount negotiated at time of dispatch. 2.
Billable Labor will begin when your technician logs in as Onsite with NET at 3.
The technician must also notify the Customer Contact listed on the Work Order. If they are not available,
then with a member of management. Please have a photo ID available upon request. 4.
When thejob is complete, your technician must receive a signature release from the Customer Contact
and notify NET to be logged Offsite. 5.
A copy of the signed Work Order MUST accompany your invoice to be considered for payment. 6.
Per your signed Vendor Contract, payment terms are NET 60. Page
5 of 8 CUSTOMER SIGNED COPY
Continued from Page 5 of 8
Ne vork Engineering Te hnologlee
3140 Dem'.ng Way
NE n
Middleton, W153562
R 608.827.67GO
608.827.6/05
vm.nettechology.com
Customer: WAL-MART
SuperCenter
1601 RINEHART RD
SANFORD, FL 32771
407)3211540
Site Service Contact
Store Planner
Site:3207
YourVendorlD: 53674
Purchase Order: 473091-994612-3207
Work Order: 994612
Service ETA: 4/2/17 at 9:00 PM
Purchase Order MUST appear on all invoices and emailed to
apinbox@nettechnology.com or invoice will be rejected,
Invoice must match this Purchase Order Receipt.
Per your signed Vendor Contract, payment terms are NET 60.
TECpFiNICIANl"113MAT" -"; -
Tyler Kennedy
608)827-6700
Office Contact FAX:
Rob Kirk 81388624940000
MUST CALL UPON ARRIVAL AND BEFORE SITE DEPARTURE ***
Contact Info: NET Tech Support 608-827-7949 ex 1116
Option 1 to PING devices Option 2 to LOG-IN/OUT
Report ALL ISSUES or DELAYS of 30 minutes or more to Tech Support immediately.
5 billable technician required Arrival Time: 4/2/2017 9:00:00 PM
FET2017 - 2 DATA & 3 ELEC - NIGHT 1
1. Log -in with NET Tech Support and check -in with Store Planner to confirm tonight's tasks.
2. Verify you have a working lift and all necessary materials.
3. Complete required tasks. Refer to the 2017 FET SOW document for detailed instructions.
4. Document work performed each night on the FET2017_Checklist form.
5. Clean-up your work area and secure the lift off the sales floor.
6. Check-out with Store Planner and document any Issues.
7. Send a copy of the Checklist and any other pictures to dss@nettechnology.com
8. Log out with NET Tech Support. Do not use auto log -out option.
Customer - Managers Name (PRINT) Customer - Managers Name (SIGN) Date Time
Technicians Name (PRINT) Technicians Name (SIGN) Date Time
MANDATORY SIGN OFF OF TECHNICIAN AND CUSTOMER CONTACT MANAGER
Sign Off does not release tech from the job site. Any questions need to be directed to NET Tech Support.
Page 6 of 8 CUSTOMER SIGNED COPY
DocuSign Envelope ID: BEB3D956-373F-45CD-9256-6B7A78A226E4
SCOPE OF WORK
TENANT CONSTRUCTION
Wal-Mart Stores, Inc.
EXHIBIT A
This Scope of Work shall be performed in accordance with the terms of the Master Services Agreement (the
Agreement") for Construction Special Projects dated March 7, 2017 between Wal-Mart and Contractor. The
terms of the Agreement are incorporated by reference into and made a part of this Scope of Work.
1. Frequency of Service: Unless otherwise specified, Contractor shall provide the services described below as
requested.
2. Fees and Payment: In consideration of Contractor's services, Wal-Mart shall make payments to Contractor on
a calendar month basis, per the terms of the Agreement.
3. Description of Work: The Contractor shall provide the Services described below to the Wal-Mart store listed
below:
See Exhibit A Attachment 1
Reference: MA-0011749-2016
If any facility subject to this Scope.of Work is located within the State of California and if
the Services performed pursuant to this Scope of Work for such facility fall within the
scope of California Labor Code Section 2810, Contractor shall complete Attachment 1 to
the Agreement in its entirety and both Wal-Mart and Contractor shall execute Attachment
1. The execution of Attachment 1 is required in addition to, and not in place of, the
execution of the Agreement and this Scope of Work by Contractor and Wal-Mart.
Contractor shall comply in all respects with all of the terms, conditions and obligations in
Attachment 1. The terms and provisions of Attachment 1 are hereby incorporated by
reference into, and made a part of, this Scope of Work.
Contractor
Prime etOl Services, Inc.
ocu Igoe y:
E77C4AC942FD412...
Printed Name: Phi 11 i p Hal 1
Title: Authorized Contract Signer
Date: March 9, 2017
Wal-Mart Supplier No.: 1000043147
Wal-Mart Stores, Inc.
DocuSlgned by:
L (owt,
By:ngygnnranaann-
Printed Name: Carl Crowe
Title:
vice President Constructi o
Date: March 8, 2017
DocuSign Envelope ID: BEB3D956-373F-45CD-9256-6B7A78A226E4
CW/MA # MA-0011749-2016
Exhibit A Attachment 1
Store Seq City State
SAP Project
Definition #
Site # Scope GC Firm Construction Start
Construction
Completion
PO # Permit PO#
1012 224 BEAVER DAM WI USSP-130268 PX4K PET Bundle 4 Prime Retail Services, Inc. 3/26/2017 4/5/2017 34133104 34133025
1085 223 PORT RICHEY FL USSP-130308 Q16A PEP Bundle 4 Prime Retail Services, Inc. 4/2/2017 4/12/2017 34133058 34133009
1346 225 OCEAN SPRINGS MS USSP-130424 PW9Q PET Bundle 4 Prime Retail Services, Inc. 4/16/2017 4/26/2017 34133101 34133022
1528 225 CEDAR RAPIDS IA USSP-130518 PT54 PET Bundle 4 Prime Retail Services, Inc. 4/23/2017 5/3/2017 34133107 34133028
1654 227 BAXTER MN USSP-130582 PZ2A PET Bundle 4 Prime Retail Services, Inc. 7/16/2017 7/26/2017 34133114 34133035
1792 223 ST MARYS PA USSP-130645 QOCT PET Bundle 4 Prime Retail Services, Inc. 9/17/2017 9/27/2017 34133118 34133039
1959 224 WALLKILL (MIDDLETO NY USSP-130719 PT9C PET Bundle 4 Prime Retail Services, Inc. 4/30/2017 5/10/2017 34133105 34133026
2056 230 WILTON NY USSP-130767 PWWD PET Bundle 4 Prime Retail Services, Inc. 6/18/2017 6/28/2017 34133112 34133033
2059 228 GREENSBURG PA USSP-130768 PWPJ PET Bundle 4 Prime Retail Services, Inc. 9/10/2017 9/20/2017 34133117 34133038
2064 227 MILFORD PA USSP-130770 PV31- PET Bundle 4 Prime Retail Services, Inc. 8/6/2017 8/18/2017 34133116 34133037
2093 226 UTICA NY USSP-130789 Q15D PET Bundle 4 Prime Retail Services, Inc. 9/17/2017 9/29/2017 341331201 34133051
2227 222 ABINGTON MA USSP-130838 PYDO PET Bundle 4 Prime Retail Services, Inc. 9/17/2017 9/29/2017 34133119 34133050
2929 220 HOPE MILLS NC USSP-131084 PWHC PET Bundle 4 Prime Retail Services, Inc. 4/30/2017 5/10/2017 34133106 34133027
3077 208 HAYMARKET VA USSP-131130 Q3X2 PEP Bundle 4 Prime Retail Services, Inc. 4/16/2017 4/28/2017 34133102 34133023
3206 216 LIMA OH USSP-131159 PZDT PEP Bundle 4 Prime Retail Services, Inc. 3/5/2017 3/17/2017 34133056 34133007
3207 226 SANFOR D (W) FL USSP-131160 PXL3 PEP Bundle 4 Prime Retail Services, Inc. 4/2/2017 4/12/2017 34133057 34133008 3258
229 EUGENE (W) OR USSP-131181 QOSR PET Bundle 4 Prime Retail Services, Inc. 4/23/2017 5/3/2017 34133110 34133031 3387
225 NORTH PORT FL USSP-131229 PXRV PET Bundle 4 Prime Retail Services, Inc. 4/23/2017 5/3/2017 341331081 34133029 433
225 HUNTSVILLE (N) AL USSP-129982 Q1XU PET Bundle 4 Prime Retail Services, Inc. 8/13/2017 8/13/2017 34133115 34133036 5239
226 BECHTELSVILLE PA USSP-131541 PSO7 PET Bundle 4 Prime Retail Services, Inc. 6/18/2017 6/30/2017 34133113 34133034 5273
224 SEQUIM WA USSP-131557 PSSG PET Bundle 4 Prime Retail Services, Inc. 3/5/2017 3/15/2017 34133054 34133005 5864
205 GARDNERVILLE INV USSP-131698 PZY3 PET Bundle 4 Prime Retail Services, Inc. 4/23/2017 5/3/2017 34133109 34133030 7051
218 MOUNT DORA JFL USSP-130107 JPTQB IFET Bundle 4 Prime Retail Services, Inc. 1 4/16/2017 4/26/2017 34133100 34133021
DocuSign Envelope ID: BEB3D956-373F-45CD-9256-6B7A78A226E4
SAP PO Amount I Vendor #
1 $6,000.00 1 10000431471
56.000.00 1 1000043147
100004314
100004314
100004314
100004314
100004314
100004314
100004314
100004314
100004314
6,000.00 1000043147
6,000.00 1000043147
6,000.00 1000043147
6,000.00 1000043147
6,000.00 1000043147
56.000.00 1000043147
DocuSign Envelope ID: BEB3D956-373F-45CD-9256-6B7A78A226E4
Description:
Re: Federal Regulatory Update: Immigration 1-9 Compliance
Detail:
Dear Construction Supplier,
The purpose of this communication is to notify you about recent changes in 1-9 immigration
compliance so that your company will continue to comply with all federal, state and local
immigration laws as required in your contractual agreement with Walmart.
Fines and penalties for errors and omissions associated with the Form 1-9 doubled as of
August 10, 2016.
By January 22, 2017 all employers must start using the new Form 1-9 issued by USCIS.
Based on the above stated regulatory changes, be prepared for the possibility of increased
work site compliance visits from Immigration & Customs Enforcement (ICE).
Recommended Actions:
Please review your company immigration policies and practices to ensure they are up to
date and compliant with all current federal, state, and local 1-9 and E-verify requirements.
You can gain more information about an employer's 1-9 obligations by accessing the USCIS
website at https://www.uscis.gov/i-9.
Share this compliance update and your expectations regarding continued compliance with
immigration laws and regulations with your sub -contractors working on Walmart projects.
This is not a notice of audit from Walmart. However, Walmart reserves the right to utilize the audit
provisions laid out in our contract as necessary or appropriate.
Thank you for your continued commitment to 1-9 worksite compliance standards.
DocuSigned by:
General Contractor Confirmation:
r " C1A March 9, 2017
Continued from Page 1 of 8
Customer: WAL-MART
SuperCenter
1601 RINEHART RD
SANFORD, FL 32771
407)3211540
Site Service Contact
Store Planner
Network!1!
Demiq ay
ddleton,
M
608'
Yvariettechrlology.com
Site:3207
YourVendorlD: 53674
Purchase Order: 473091-994615-3207
Work Order: 994615
Service ETA: 4/5/17 at 9:00 PM
Purchase Order MUST appear on all invoices and emailed to
apinbox@nettechnology.com or invoice will be rejected,.
Invoice must match this Purchase Order Receipt.
Per your signed Vendor Contract, payment terms are NET 60.
MUST CALL UPON ARRIVAL AND BEFORE SITE DEPARTURE ***
Contact Info: NET Tech Support 608-827-7949 ex 1116
Option 1 to PING devices Option 2 to LOG-IN/OUT
Report ALL ISSUES or DELAYS of 30 minutes or more to Tech Support immediately.
5chedulings s _
5 billable technician required Arrival Time: 4/5/2017 9:00:00 PM
TAsk script on = s
FET2017 - 2 DATA & 3 ELEC - NIGHT 4
1. Log -in with NET Tech Support and check -in with Store Planner to confirm tonight's tasks.
2. Verify you have a working lift and all necessary materials.
3. Complete required tasks. Refer to the 2017 FET SOW document for detailed instructions.
4. Document work performed each night on the FET2017_Checklist form.
5. Clean-up your work area and secure the lift off the sales floor.
6. Check-out with Store Planner and document any Issues.
7. Send a copy of the Checklist and any other pictures to dss@nettechnology.com
8. Log out with NET Tech Support. Do not use auto log -out option.
Customer - Managers Name (PRINT) Customer - Managers Name (SIGN) Date Time
Technicians Name (PRINT) Technicians Name (SIGN) Date Time
MANDATORY SIGN OFF OF TECHNICIAN AND CUSTOMER CONTACT MANAGER
Sign Off does not release tech from the job site. Any questions need to be directed to NET Tech Support.
Page 2 of 8 CUSTOMER SIGNED COPY
DocuSign Envelope ID: BEB3D956-373F-45CD-9256-6B7A78A226E4
SCOPE OF WORK
TENANT CONSTRUCTION
Wal-Mart Stores, Inc.
EXHIBIT A
This Scope of Work shall be performed in accordance with the terms of the Master Services Agreement (the
Agreement") for Construction Special Projects dated March 7, 2017 between Wal-Mart and Contractor. The
terms of the Agreement are incorporated by reference into and made a part of this Scope of Work.
1. Frequency of Service: Unless otherwise specified, Contractor shall provide the services described below as
requested.
2. Fees and Payment: In consideration of Contractor's services, Wal-Mart shall make payments to Contractor on
a calendar month basis, per the terms of the Agreement.
3. Description of Work: The Contractor shall provide the Services described below to the Wal-Mart store listed
below:
See Exhibit A Attachment 1
Reference: MA-0011749-2016
4. If any facility subject to this Scope of Work is located within the State of California and if
the Services performed pursuant to this Scope of Work for such facility fall within the
scope of California Labor Code Section 2810, Contractor shall complete Attachment 1 to
the Agreement in its entirety and both Wal-Mart and Contractor shall execute Attachment
1. The execution of Attachment 1 is required in addition to, and not in place of, the
execution of the Agreement and this Scope of Work by Contractor and Wal-Mart.
Contractor shall comply in all respects with all of the terms, conditions and obligations in
Attachment 1. The terms and provisions of Attachment 1 are hereby incorporated by
reference into, and made a part of, this Scope of Work.
Contractor
Prime Memil Services, Inc.
ByFocu
igne by:
LWP RAE77C4AC942FD412..
Printed Name: Phi 11 i p Hal 1
Title: Authorized Contract Signer
Date: March 9, 2017
Wal-Mart Supplier No.: 1000043147
Wal-Mart Stores, Inc.
DocuSigned by:
FAA (YbU/t,
By:
Printed Name: Carl Crowe
vice President Constructio
Title:
Date: March 8, 2017
DocuSign Envelope ID: BEB3D956-373F-45CD-9256-6B7A78A226E4
Compliance with California LABOR CODE for Construction, Janitorial and Security Guard Services
Attachment 1 to Exhibit A
To
Master Services Agreement
This section only applies to Janitorial, Security Guard and Construction Services performed in California. If the
contracted service does not fall in these categories, DO NOT COMPLETE)
1. Description of Services (Select only one):
Janitorial Services _Security Guard Services _Construction Services
2. Contractor Information:
Name:
Address:
Telephone No.:
Employer Identification No.:
3. Contractor's Workers' Compensation Insurance Policies.
Workers' Compensation Policy No.:
Insurance Company Name:
Address:
Telephone No.:
4. Contractor Provided Transportation: If Contractor provides transportation in connection with providing any
Services pursuant to the Scope of Work, complete this section. Otherwise, Contractor shall insert "Not
applicable" in the space set forth below.
Vehicle Identification No.:
Vehicle Liability Insurance Policy No.:
Insurance Company Name:
Address:
Telephone No.:
Vehicle Identification No.:
Vehicle Liability Insurance Policy No.:
Insurance Company Name:
Address:
Telephone No.:
5. Contractor Provided Housing: If Contractor provides housing to workers in connection with this Scope of
Work complete this section. Otherwise, Contractor shall insert "Not applicable".
Parcel 1 Address:
Parcel 2 Address:
DocuSign Envelope ID: BEB3D956-373F-45CD-9256-6B7A78A226E4
6. Contractor Employment and Wage Determination: If Contractor chooses to use a best estimate to complete
the calculation below, the Contractor shall update this information when that information becomes known.
Total number of workers to be Actual number
employed under the applicable Best estimate available
Scope of Work:
Total amount of all wages to be Actual amount
paid: Best estimate available
Date or dates when those wages Actual dates)
are to be paid: Best estimate available
7. Contractor shall keep a copy of the Agreement (including this Attachment 1) and the Scopes of Work for a
period of not less than four (4) years following the termination of the Agreement.
8. Any updates, modifications, amendments or changes to any of the information set forth in this Attachment 1,
shall (a) be in writing, and (b) reference the Agreement (including the Contract Number) and the applicable
Scope of Work.
DocuSign Envelope ID: BEB3D956-373F-45CD-9256-6B7A78A226E4
CW/MA # MA-0011749-2016
Exhibit A Attachment 1
Store Seq City State
SAP Project
Definition #
Site # Scope GC Firm Construction Start
Construction
Completion
PO # Permit PO#
1012 224 BEAVER DAM WI USSP-130268 PX4K FET Bundle 4 Prime Retail Services, Inc. 3/26/2017 4/5/2017 34133104 34133025
1085 223 PORT RICHEY FL USSP-130308 Q16A FET Bundle 4 Prime Retail Services, Inc. 4/2/2017 4/12/2017 34133058 34133009
1346 225 OCEAN SPRINGS MS USSP-130424 PW9Q FET Bundle 4 Prime Retail Services, Inc. 4/16/2017 4/26/2017 34133101 34133022
1528 225 CEDAR RAPIDS IA USSP-130518 PT54 PET Bundle 4 Prime Retail Services, Inc. 4/23/2017 5/3/2017 34133107 34133028
1654 227 BAXTER MN USSP-130582 PZ2A PET Bundle 4 Prime Retail Services, Inc. 7/16/2017 7/26/2017 34133114 34133035
1792 223 ST MARYS PA USSP-130645 QOCT FET Bundle 4 Prime Retail Services, Inc. 9/17/2017 9/27/2017 34133118 34133039
1959 224 WALLKILL (MIDDLETO NY USSP-130719 PT9C FET Bundle 4 Prime Retail Services, Inc. 4/30/2017 5/10/2017 34133105 34133026
2056 230 WILTON NY USSP-130767 PWWD PET Bundle 4 Prime Retail Services, Inc. 6/18/2017 6/28/2017 34133112 34133033
2059 228 GREENSBURG PA USSP-130768 PWPJ FET Bundle 4 Prime Retail Services, Inc. 9/10/2017 9/20/2017 34133117 34133038
2064 227 MILFORD PA USSP-130770 PV3L I FET Bundle 4 Prime Retail Services, Inc. 8/6/2017 8/18/2017 341331161 34133037
2093 226 UTICA NY USSP-130789 Q15D FET Bundle 4 Prime Retail Services, Inc. 9/17/2017 9/29/2017 34133120 34133051
2227 222 ABINGTON MA USSP-130838 PYDO FET Bundle 4 Prime Retail Services, Inc. 9/17/2017 9/29/2017 34133119 34133050
2929 220 HOPE MILLS NC USSP-131084 PWHC FET Bundle 4 Prime Retail Services, Inc. 4/30/2017 5/10/2017 34133106 34133027
3077 208 HAYMARKET VA USSP-131130 Q3X2 FET Bundle 4 Prime Retail Services, Inc. 4/16/2017 4/28/2017 34133102 34133023
3206 216 LIMA OH USSP-131159 PZDT FET Bundle 4 Prime Retail Services, Inc. 3/5/2017 3/17/2017 34133056 34133007
3207 226 SANFORD (W) FL USSP-131160 PXL3 FET Bundle 4 Prime Retail Services, Inc. 4/2/2017 4/12/2017 34133057 34133008
3258 229 EUGENE (W) OR USSP-131181 QOSR FET Bundle 4 Prime Retail Services, Inc. 4/23/2017 5/3/2017 34133110 34133031
3387 225 NORTH PORT FL USSP-131229 PXRV FET Bundle 4 Prime Retail Services, Inc. 4/23/2017 5/3/2017 34133108 34133029
433 225 HUNTSVILLE (N) AL USSP-129982 Q1XU FET Bundle 4 Prime Retail Services, Inc. 8/13/2017 8/13/2017 34133115 34133036
5239 226 BECHTELSVILLE PA USSP-131541 PSO7 FET Bundle 4 Prime Retail Services, Inc. 6/18/2017 6/30/2017 34133113 34133034
5273 224 SEQUIM WA USSP-131557 PSSG FET Bundle 4 Prime Retail Services, Inc. 3/5/2017 3/15/2017 34133054 34133005
5864 205 GARDNERVILLE NV USSP-131698 PZY3 PET Bundle 4 Prime Retail Services, Inc. 4/23/2017 5/3/2017 34133109 34133030
705 2181MOUNT DORA FL USSP-130107 PTQB FET Bundle 4 Prime Retail Services, Inc. 4/16/2017 4/26/2017 34133100 34133021
DocuSign Envelope ID: BEB3D956-373F-45CD-9256-6B7A78A226E4
SAP PO Amount I Vendor #
6,000.00 1000043147
6,000.00 1000043147
6,000.00 1000043147
6,000.00 1000043147
6,000.00 1000043147
6,000.00 1000043147
6,000.00 1000043147
6,000.00 1000043147
56.000.00 1000043147
00
6,000.00 1 1000043147
6,000.00 1 1000043147
100004314
100004314
100004314
100004314
8 Pages in Document
Network Engineering Technologies
3140 Deming Alay
Middleton, W1 53562
68:82iOQ
F608,827.6705 vmu
Oechnoiogy.com Your
VendorlD: 53674 Purchase
Order: 473091-994615-3207 Work
Order: 994615 Service
ETA: 4/5/17 at 9:00 PM Purchase
Order MUST appear on all invoices and emailed to apinbox@nettechnology.
com or invoice will be rejected, Invoice
must match this Purchase Order Receipt. Per
your signed Vendor Contract, payment terms are NET 60. To:
Aurora Fiber & Communications Corp. From: Ariel Greenway Fax:
81388624940000 Pages: 8 Page(s) Phone:
81388626210000 Date: 3/15/2017 10:41:53 AM Re:
Pre Service Support Order Cover Page CC: Urgent
a For Review Please Comment Please Reply Please Recycle Dear
Partner: Thank
you for working with Network Engineering Technologies. Your contracted rates for this job are as follows.
Please review these amounts and notify your Service Representative with any discrepancies as soon
as possible. BID: $
4,600.00 TECHS:
5 TRAVEL:
Work order was bid and Travel Charge is included in bid TRAVEL
TIME 0 SERVICE
CHARGE: Work order was bid and Service Charge is included in bid MATERIALS:
Per original agreement NET
SERVICE GUIDELINES: 1.
Travel time is limited to the amount negotiated at time of dispatch. 2.
Billable Labor will begin when your technician logs in as Onsite with NET at 3.
The technician must also notify the Customer Contact listed on the Work Order. If they are not available,
then with a member of management. Please have a photo ID available upon request. 4.
When thejob is complete, your technician must receive a signature release from the Customer Contact
and notify NET to be logged Offsite. 5.
A copy of the signed Work Order MUST accompany your invoice to be considered for payment. 6.
Per your signed Vendor Contract, payment terms are NET 60. Page
1 of 8 CUSTOMER SIGNED COPY
ti1wPI.:IS7
c it
C1 OF SANFORD
B61LDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: ! -I _ 13 ( T
Documented Construction Value: $ 4D i bCD• 0o
Job Address: NO Rl in e, u Y'-- Rd. SQn 0rP , -Q- 3a 77 I Historic District: Yes No M
Parcel ID: a$- (Q- U9 - JF" (j—DDO b ( Residential Commercial
Type of Work: New Addition Alteration 0 Repair Demo El Change of Use El move
P of 11 I 1 it P` I F.
Description of Work: -i el(1 t`N (X J-K V-a-h M - Urf CL ff- 1014( I pt l Q - S,_7tf -- -
Plan Review Contact Person: 0,11 p,rU SO4MCe Titles: Per m (1-- CoL)Yd 1hablY
Phone: A- Qt{3-a4 14 Fax: 467 Q ' a a(D Email: (IP,1'U sl l G p Q rY)
Property Owner Information /\
Name }1(I(1& -6 is '7ask 01 Phone: 4-7q oql3 4600
Street:vo Arm J o
j pj
Resident of property?
City, State Zip: _ il-oYlVi I P AR_ -79It 9
Contractor Information
Name _f6b Phone:
Street
City, State Zip:
Fax:
State License No.:
1 f,
Arch itectlEngineer Information
CISName: OLO Phone: 01-_ tp ' 100
Street: q3O WDOd CDCAfic, i2d &t't te ( D ( Fax: 0 7' qK' _ -9_&A 0
City, St, Zip: E-mail: arn
Bonding Company:
Address:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS 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, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5"' Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
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 districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
AZvtcQ, I—I1, (q
S' Hato of Own •r/ gent Date
New1 soenag,
Prin caner/AP.dni's Name /\
itp
Date
DARIME AUER
MY COMMISSION i FF 228541
EXPIRES: May 10, 2019
Banded Thru Notary Public Underwriters
Signature of Contractor/Agent
Print Contractor/Agent's Name
Date
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me r Contractor/Agent is Personally Known to Me or
Produced ID ype of ID Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing Gas Roof
Construction Type:
Total Sq Ft of Bldg:
Occupancy Use:
Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes No # of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
Flood Zone:
of Stories:
Plumbing - # of Fixtures.
Fire Alarm Permit: Yes No
UTILITIES: WASTE WATER:
FIRE: BUILDING:
Revised: June 30, 2015 Permit Application
7 - -Z-,/
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: I -I _ 8 (
Documented Construction Value: $ 4DIOOD. Do
Job Address: 4 0- Rl n eFla r-- RAP. 3a tbrd , -FL 3a 77 l Historic District: Yes No g
Parcel ID: a$- (- U4 - 5(?j—QD Ob ( Residential Commercial
Type of Work: New Addition El Alteration 9 Repair Demo El Change of Use Move
Description of Work: M - Grf_a+P DIAL P—al of S- it —
0ie cae.Wlahf s Plan
Review Contact Person: N- .Q ICU I S>Pt) ce Title: Pu M (- 00urd 41 abY PhoneAQ3-
03 -aq 14 Fax: 4b7- QK- A a to Email: r - 0, Ca r y-) Property
Owner Information /l
Name
Wrlo- ma& Dfts S-L IT Phone: 4-7q- 91 4D06 Street:
V0 Arm h'6oResident of property? f
i City,
State Zip: h-OVi UU/ .. D Contractor Information
Name Phone:
Street: City,
State
Zip: Fax: State
License
No.: Arch itectlEngineer
Information Name://I
V QCI l-Ekkysm II ,,,, Phone:
Do
Street: Street:
W WDOd co(k, 9d . &A,( to (D ( Fax: City, St,
Zip: E-mail: (.I e%( s lW C' , m Bonding Company:
Address: Mortgage
Lender:
Address: WARNING
TO
OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE
FOR IMPROVEMENTS 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, CONSULT
WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application
is
hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior
to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this
jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers,
heaters, tanks, and air conditioners, etc. FBC 105.
3 Shall be inscribed with the date of application and the code in effect as of that date: 5°i Edition (2014) Florida Building Code Revised: June
30, 2015 Permit Application
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 districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
CL67 V\CC-- I -)I, Iq
S' natur ofO%vnkr/ gent I Date
y I & en ce
Pnn caner/Ae nt'sName /\
Signature of Contractor/Agent Date
Print Contractor/Agent's Name
Date L Signature of Notary -State of Florida Date
DARLENE AUER
MY COMMISSION i FF 228841
IiEXPIRES: May 10, 2019ARWOew,ded Tem Rotary PaaGc Uarw6tws
Owner/Agent is Personally Known to Me r Contractor/Agent is Personally Known to Me or
Produced ID ype of ID Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof
Construction Type: Occupancy Use: Flood Zone:
Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories:
New Construction: Electric - # of Amps Plumbing - # of Fixtures
Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No
APPROVALS: ZONING: i UTILITIES: WASTE WATER:
ENGINEERING: 1 FIRE: BUILDING:
COMMENTS:
Revised: June 30, 2015 Permit Application
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: I —I — i 8T
Documented Construction Value: S. 4D 0OD- 00
Job Address: Q0 ( kihe iaDr , L 3a 77IHistoric District: Yes No 0 Parcel
ID: do— q— 60 — El QW — 0 n 1 n Residential Commercial ® Type
of Work: New Addition Alteration Ir Repair Demo Change of Use Move r.-
9. 1 .1 1 i/ n _ i P. Description
of Work: _-¢eVI()y- (J hE-(' Ia-1 M — GrfCi tf 101A( I P-trI QI-- 5stl -- oktuk
W. 10, va? S Plan
Review Contact Person: - N en, I Soma- Title: dyer m -- CoL)rd I n 04DY PhoneAV—
03-aq 14 Fax: 467 Qg-_ oMo,& Email: &fr IS CG 0, CQ m I
Property
Owner Information J
Name
1 d- ma& L%rts '7(,(S- P Phone: 4.( `- 400V /1Street:
rJ I
p Resident
of property? City,
State Zip: ftE= -79 1( a Contractor
Information Name -
TGb Phone: Street:
City,
State Zip: Fax:
State
License No.: Ett—
asmArchitect/
Engineer Informationg (G jName: t,(• 0,61 q, Phone: O - l k}E' (' ` l 00 Street:
V d CO(k, Kd • &11 te 10 1 Fax: q0 7' `1 g- — 'z xp City,
St, Zip: E-mail: Y s r m RECEIVED
Bonding
Company: Address:
Mortgage
Lender: Address:
WARNING
TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS 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,
CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
Application
is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced
prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in
this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces,
boilers, heaters, tanks, and air conditioners, etc. FBC
105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5111 Edition (2014) Florida Building Code Revised:
June 30, 2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions appLable 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 districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
S' natu of0 w* gent Date Signature of Contractor/Agent Date
Print Contractor/Agent's Name
Signature of Notary -State of Florida Date
Contractor/Agent is Personally Known to Me or
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing Gas Roof
Construction Type:
Total Sq Ft of Bldg:
Occupancy Use: Flood Zone:
Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes No
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
of Heads
UTILITIES:
FIRE:
of Stories:
Plumbing - # of Fixtures,
Fire Alarm Permit: Yes No
WASTE WATER:
BUILDING:
Revised: June 30, 2015 Permit Application
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
T
Documented Construction Value: $ 4z)b• 0l0 Job
Address: 4 0R(n e, a 4 Rd. 3ar rd , Q_ 3a 77 I Historic District: Yes No 9 Parcel ID:
a$-(q-60-5(?j_QW 0n1 n Residential [I Commercial Type of
Work: New Addition Alteration Er Repair Demo Change of Use Move Description of
Work: _J_ oy- a 4Fy—a-h m - Grp- a+e loin 1 ptnyt S-Ci -- da2, kpwu lames
Plan Review Contact
Person: 011, P_ V-0 Title: Per M 4- Coord iklaby Phone: Fax: oMo,&
Email: &QYU I SCr CD m Prroperty Owner Information /l
Name Q^(1(
tli
5 1Zask I-p Phone: 4-1q4006 Street:J Resident of property?
City, State Zip: fthiooVt U
e APL —/9119 Contractor Information Name _Gb Phone:
Street: City,
State Zip: Fax:
State
License No.: Arch
itectlEngineer
Information Name: U.
GICI vtRYSIM Phone:
RE D Street: 93,1D
VUDOd C0CIL
1 J • 4 to (D Fax: 0 l - City, St, Zip: or(owd
o, L 3 03 E-mail: C eya 1612 C.DM Bonding Company: Mortgage Lender: Address:
Address: WARNING TO OWNER:
YOUR FAILURE
TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS 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, CONSULT WITH YOUR LENDER
OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made
to
obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance
of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand
that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and
air conditioners, etc. FBC 105.3 Shall be
inscribed with the date of application and the code in effect as of that date: 5°i Edition (2014) Florida Building Code Revised: June 30, 2015 Permit
Application )
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 districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
C z ne- [-II--Iq
S eatu of Own •r/ gent N Date
I Name
I I 1 0
Date
DARLENEAl1ER
x MY COMMISSION i FF228841
EXPIRES: May 10, 2019
Bonded Thor Nohry Public Under#M*s
Owner/Agent is _ Personally Known to Me
Produced ID Type of ID
Signature of Contractor/Agent Date
Print Contractor/Agent's Name
Signature of Notary -State of Florida Date
Contractor/Agent is Personally Known to Me or
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing Gas Roof
Construction Type:
Total Sq Ft of Bldg:
Occupancy Use:
Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes No
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
of Heads
UTILITIES:
Flood Zone:
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes No
WASTE WATER:
FIRE: BUILDING:
Revised: June 30, 2015 Permit Application
CITY OF SANFORD BUILDING AND FIRE PREVENTION DIVISION
FIRE PLAN REVIEW SERVICE FEES
PHONE: 407.688.5052
FAX: 407.688.5051
DATE: 1 / / P MIT NUMBER: )2 - )e l
BUSINESS/PROJECT NAME:
ADDRESS:
CONTACT NAME: "` 2- PHONE: o 7')
PLAN REVIEW INFORMATION
vNSTRUCTION [ ]C/O [ ] FIRE ALARM [ ] FIRE SPRINKLER []HOOD [ ]PAINT BOOTH (]TANK
DOES 20% REDUCTION IN FIRE IMPACT FEES APPLY: [ ] YES [ ]NO
TOTAL FEES:
INSPECTION SEQUENCE
BP# 17-181
ADDRESS: 1601 rinehart road
BUILDING PERMIT '
Min Max Insl2ection Description
Footer / Setback
Stemwall
Slab / Mono Slab
Lintel / Tie Beam / Fill / Down Cell
Sheathing — Walls
Sheathing — Roof
Roof Dry In
Frame
Insulation Rough
Firewall Screw Pattern
Drywall / Sheetrock
Lath Inspection
Building Ceiling Air Barrier
Insulation Roof (Com'1)
Building Ceiling Grid
Final Roof
Final Stucco / Siding
Final Insulation
Final Firewall
Final Door
Final Window
Final Utility Building
Final Screen Structure
Final Pool Screen Enclosure
Pre -Demo
Final Demo
Final Single Family Residence
Final Commercial —
Final Commercial — Addition / Alteration
Final Commercial — Change of Use
1000 Final Building (Other)
ELECTRICAL PERMIT '
Min Max Inspection Description
Electric Underground
Footer / Slab Steel Bond
Electric Ceiling Rough
Electric Wall Rough
10 Electric Rough
Pre -Power Final
Temporary Pole
1000 Electric Final
PLUMBINGEPFRMIa,'
M:
Min Max Inspection Description
Rough Plumb
Plumbing Underground
Plumbing 2nd Rough
Plumbing Tubset
Plumbing Sewer
Plumbing Grease Trap Rough
Plumbing Steam / Chill Water Rough
Plumbing Final
1VI E,CHANICAL pER1VIIT 4 fi
Min Max Ins ection Description
Mechanical Rough
Mechanical Fire Damper Framing
Mechanical Ceiling Rough
Mechanical Fire Damper Annular Space
Mechanical Insulation Wrap
Mechanical Fire Damper Angle
Light / Water Test Ck Welds
Mechanical Grease Duct Wrap
Mechanical Final
REVISED: June 2014
Jotmston Borkholde.rAssoc iates
CONSULTING S.TR.IICTURAL FN.C,INEERS
STRUCTURAL FIXTURE ANCHORAGE CALCULATIONS
FOR
GE..IS
N 74
A OF
IDrr`< o'
tojt
930 CENTRAL, KANSAS CITY, MO 64105
PHONE (816) 4214200 FAX (816) 4214381
Gondola (Shelving) Anchorage Design
Store Latitude/Longitude Coordinates (per Google Earth):
N .28° 48' 09 28.802500
W 81° 19' 41" ! 81.328056
Project No. Strout No: Of:
1635003207 1' 9
P.J-t Name:
Sanford, FL - Store #3207
Made By Oats
DGH 01 /06/17
Chxkad By Data:
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
Response Modification Factor, R = 4.0
Overstrength Factor, Omega, Do = 2.0
Deflection Amplification Factor, Cd = 3.5
Detail Reference Section = 15.5.3
Occupancy Category-- II
Importance Factor, IP = 1.0
0.2 Second Period Accel., Se = 0.080 g
1.0 Second Period Accel., Sf = 0.040 g
Soil) Site Class = D
Fa = 1.60
F = 2.40
SMs = 0.128 g
SMt = 0.096 g
SDs = 0.085 g
SDI = 0.064 g
Seismic Design Category
based on Sps = A
based on SDI = A
C. = 0.021
Ca, min = 0.010
ASCE-7, Table 15.4-1
ASCE-7, Table 15.4-1
ASCE-7, Table 15.4-1
ASCE-7, Table 15.4-1
IBC, Table 1604.5
ASCE-7 Sect. 15.5.3
IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14
IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14
IBC 1613.3.2 -> ASCE-7, Table 20.3-1
IBC Table 1613.3.3(1), ASCE-7 Table 11.4-1
IBC Table 1613.3.3(2), ASCE-7 Table 11.4-2
IBC eq. 16-37, ASCE-7 eq. 11.4-1
IBC eq. 16-38, ASCE-7 eq. 11.4-2
IBC eq. 16-39, ASCE-7 eq. 11.4-3
IBC eq. 16-41, ASCE-7 eq. 11.4-4
IBC Table 1616.3.5(1), ASCE-7 Table 11.6-1
IBC Table 1616.3.5(2), ASCE-7 Table 11.6-2
RMI sect. 2.6.3
RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3
Base Shear, V = CSIPW = 0.021 W RMI sect. 2.6.2
Load Combination: (0.67 - LC#1 or 1.0 - LC#2)DL +/- (0.7)EL - RMI 2008, sect 2.6.8 - Seismic Overturning Stability (ASD)
0.67) = 0.670 DL <- LC#1, per RMI, 2.6.8 (1.0) = 1.000 DL <- LC#2, per RMI, 2.6.8
0.7) = 0.700 EL (0.7) = 0.700 EL
Load Combination: (0.9-0.2SDs)DL +l- EL - ASCE 7, sect 2.3.2 & 12.4.2.3 - Seismic Uplift Critical Strength Design
0.9-0.2SDs) = 0.883 DL
1.0) = 1.000 EL
Load Combinations for ASD Member Design (2008 - RMI, Section 2.1): DL = Dead Load
for RISA Frame analysis PL = Maximum load from pallets or products stored on racks
LC #1: DL
4.
EL = Seismic Load - RMI section 2.6.6 - Vert. Distribution
LC #2: DL + PL (all shelf levels)
LC #3a: (0.6-0.11 SDs)DL + (3/4)[(0.6-0.14SDs)PLa, - (0.7)EL] <-- EL and PL., = (0.67)PL at each shelf level
0.5906 DL 0.4410 PLa, 0.7500 EL
LC #3b: (0.6-0.11 SDs)DL + (3/4%0.6-0.14SDs)PLaw - (0.7)EL] <--- EL and PL., = (1.0)PL at top shelf only
0.5906 DL 0.4410 PLe, 0.7500 EL
Gondola (Shelving) Anchorage Design
Store Latitude/Longitude Coordinates (per Google Earth):
N 28e 48' 09" 28.802500
W 81e 19' 41" 81.328056
Project No. Sheet No: OF.
1635003207 2 9
Project Name:
Sanford, FL - Store #3207
Matla By. Date:
DGH 01/06/17
Checked By. D w:
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
Response Modification Factor, R =
Overstrength Factor, Omega, 4a =
Deflection Amplification Factor, Cd =
Detail Reference Section =
Occupancy Category --
Importance Factor, IP =
0.2 Second Period Accel., S, =
1.0 Second Period Accel., S, =
Soil) Site Class =
Fa =
Fy =
Sk _
SMI -
SDS
SDI =
4.0 ASCE-7, Table 15.4-1
2.0 ASCE-7, Table 15.4-1
3.5 ASCE-7, Table 15.4-1
15.5.3 ASCE-7, Table 15.4-1
II IBC, Table 1604.5
1.5 ASCE-7 Sect. 15.5.3
0.080 g IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14
0.040 g IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14
D IBC 1613.3.2 -> ASCE-7, Table 20.3-1
1.60 IBC Table 1613.3.3(1), ASCE-7 Table 11.4-1
2.40 IBC Table 1613.3.3(2), ASCE-7 Table 11.4-2
0.128 IBC eq. 16-37, ASCE-7 eq. 11.4-1
0.096 IBC eq. 16-38, ASCE-7 eq. 11.4-2
0.085 IBC eq. 16-39, ASCE-7 eq. 11.4-3
0.064 IBC eq. 16-40, ASCE-7 eq. 11.4-4
Seismic Design Category
based on SDS = A
based on SDI = A
C, = 0.021
C„ min = 0.010
IBC Table 1613.3.5(1), ASCE-7 Table 11.6-1
IBC Table 1613.3.5(2), ASCE-7 Table 11.6-2
RMI sect. 2.6.3
RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3
Base Shear, V = CSIPW = 0.032 W RMI sect. 2.6.2
Load Combination: (0.67 - LC#1 or 1.0 - LC#2)DL +/- (0.7)EL - RMI 2008, sect 2.6.8 - Seismic Overturning Stability (ASD)
0.67) = 0.670 DL <--- LC#1, per RMI, 2.6.8 (1.0) = 1.000 DL <--- LC#2, per RMI, 2.6.8
0.7) = 0.700 EL (0.7) = 0.700 EL
Load Combination: (0.9-0.2SDs)DL +/- EL - ASCE 7, sect 2.3.2 & 12.4.2.3 - Seismic Uplift Critical Strength Design
0.9-0.2SDs) = 0.883 DL
1.0) = 1.000 EL
Load Combinations for ASD Member Design (2008 - RMI, Section 2.1): DL = Dead Load
for RISA Frame analysis PL = Maximum load from pallets or products stored on racks
LC #1: DL EL = Seismic Load - RMI section 2.6.6 - Vert. Distribution
LC #2: DL + PL (all shelf levels)
LC #3a: (0.6-0.11 SDs)DL + (3/4)[(0.6-0.14SDs)PLaw - (0.7)EL] <-- EL and PL., = (0.67)PL at each shelf level
0.5906 DL 0.4410 PL., 0.7500 EL
LC #3b: (0.6-0.11SDs)DL + (3/4%0.6-0.14SDs)PLaw - (0.7)EL] <— EL and PL., = (1.0)PL at top shelf only
0.5906 DL 0.4410 PL., 0.7500 EL
Gondola (Shelving) Anchorage Design - Load Diagrams
Project No. Sheol No: Of'.
1635003207 3 9
Project Name:
Sanford, FL - Store #3207
Made By. Date:
DGH 01/06/17
Checked By. Data:
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
SHELF SHELF
SHELF jj SHELF I SHELF SHELF
DEPTH DEPTH.
DEPTH DEPTH DEPTH DEPTH
4'
s's o Q,
E P L
1 ANCHOR
CL DEPTH
F
x
F3 x
T
F =
Q.
J I
I aw ODOx
I z II
I ¢ Z
I U
Ia
it
L''
I
ANCHOR ANCHOR.CL
CL DEPTH DEPTH
HALF GONDOLA HALF GONDOLA SIDE VIEW
SIDE VIEW PLAN VIEW
Base Shear, RMI, sect. 2.6.2:
V = (Ce)(IP)(We) C,IP, C. based on frame height and IP = 1.0 or 1.5 with Public Access
Ws = (0.67(PLRF)(PL)) + DL
PLRF= 1.0,for Cross -Aisle frames
PL = (0.67)PL, for RMI, sect. 2.6.8(1) & ASCE 7, 15.5.3.6(a)
1.0)PL, for RMI, sect. 2.6.8(2) & ASCE 7, 15.5.3.6(b)
Overturning Stability:
Center of Mass (CM) of Product Load (PL) is typically 6" above the shelf or (1/2)(Shelf height, Hj) when shelf height is < 12".
Fx=1..m is set at a Service Load level using V= (0.7)[CjpWaj
Load Case #1: (2/3)PL at each shelf level, RMI, sect.2.6.8(1) & ASCE 7, 15.5.3.6(a)
0. w h Overturning Resisting
w,=(0.67)PL hx = yj (4(h,) jwxhx Moment,MOT Moment, MRST
w5 Y5 (wOUO Fs (F5)(Y5) w5(D/2)
wa Ya (wa)(M Fa (Fa)(Ya) w4(D/2)
w3 Y3 (w3)(Y3) F3 (F3)(Y3) w3(D/2)
w2 Y2 ((Y2) F2 (F2)(Y2) w2(D/2)
wi Yi (wi)(Yi) Fi (Fi)(Yl) wi(D/2)
w DLf, a Yu=Ht/2 (WAYu) Fu (Fu)(Yu) wu(D/2)
f (w.)(h.) F(Fu+F)=0.7V MOT=2fl(Y) MRST=F(w)(D/2)
oad Case #2: (1.0)PL at top shelf level only, RMI, sect.2.6.8(2) & ASCE 7, 15.5.3.6(b)
0.7 h Overturning Resisting
w,(1.0)PL hx=yj (4(h,) 2wXhx Moment,MOT Moment, MRST
ws Y5 (ws)(Y5) Fs (F5)(Y5) w5(D/2)
w DLf,ame Yu=HV2 (Wu)(Yu) Fu (Fu)(Yu) wu(D/2)
2 ()(h.) F(Fu+F5)=0.7V MOT=F(F)(Y) MRST=F(w)(D/2;
Factor Of Safety against Overturning at Load Case #1 & #2, FOSOT= MRST/MOT
FOSOT < 1.0; Anchor Bolts required for both Shear & Tension
FOSOT>= 1.0; Anchor Bolts required for Shear only, no net uplift tension at base connection
FOSOT>= 1.5; No Anchor Bolts required (Except for Half Gondola Frames per owner's requirements)
ANCHOR CL -
DEPTH
PLAN VIEW
Anchorage Connection Design Load Combinations: RMI/ANSI-MH-16.1-2008, section 2.2 - Strength Design
RMI LC #6: (0.9-0.2SDS)DL + (0.9-0.2SDS)(0.67)PL - no(EL), for Load Case #1 Shear, Run = (Oo)V/2
0.9-0.2SDS)DL + (0.9-0.2SDS)PL - 0,(EL), for Load Case #2 Tension, R_ = [(DOMOT/0.7)-(0.9-0.2SDs)MRsTY(FrameDepth, D)
oad Case #2: (1.0)PL at top shelf level only, RMI, sect.2.6.8(2) & ASCE 7, 15.5.3.6(b)
0.7 h Overturning Resisting
w,(1.0)PL hx=yj (4(h,) 2wXhx Moment,MOT Moment, MRST
ws Y5 (ws)(Y5) Fs (F5)(Y5) w5(D/2)
w DLf,ame Yu=HV2 (Wu)(Yu) Fu (Fu)(Yu) wu(D/2)
2 ()(h.) F(Fu+F5)=0.7V MOT=F(F)(Y) MRST=F(w)(D/2;
Factor Of Safety against Overturning at Load Case #1 & #2, FOSOT= MRST/MOT
FOSOT < 1.0; Anchor Bolts required for both Shear & Tension
FOSOT>= 1.0; Anchor Bolts required for Shear only, no net uplift tension at base connection
FOSOT>= 1.5; No Anchor Bolts required (Except for Half Gondola Frames per owner's requirements)
ANCHOR CL -
DEPTH
PLAN VIEW
Anchorage Connection Design Load Combinations: RMI/ANSI-MH-16.1-2008, section 2.2 - Strength Design
RMI LC #6: (0.9-0.2SDS)DL + (0.9-0.2SDS)(0.67)PL - no(EL), for Load Case #1 Shear, Run = (Oo)V/2
0.9-0.2SDS)DL + (0.9-0.2SDS)PL - 0,(EL), for Load Case #2 Tension, R_ = [(DOMOT/0.7)-(0.9-0.2SDs)MRsTY(FrameDepth, D)
Factor Of Safety against Overturning at Load Case #1 & #2, FOSOT= MRST/MOT
FOSOT < 1.0; Anchor Bolts required for both Shear & Tension
FOSOT>= 1.0; Anchor Bolts required for Shear only, no net uplift tension at base connection
FOSOT>= 1.5; No Anchor Bolts required (Except for Half Gondola Frames per owner's requirements)
ANCHOR CL -
DEPTH
PLAN VIEW
Anchorage Connection Design Load Combinations: RMI/ANSI-MH-16.1-2008, section 2.2 - Strength Design
RMI LC #6: (0.9-0.2SDS)DL + (0.9-0.2SDS)(0.67)PL - no(EL), for Load Case #1 Shear, Run = (Oo)V/2
0.9-0.2SDS)DL + (0.9-0.2SDS)PL - 0,(EL), for Load Case #2 Tension, R_ = [(DOMOT/0.7)-(0.9-0.2SDs)MRsTY(FrameDepth, D)
54" Tall "S" 5 Level
Seismic Importance Factor = 1.5 Supported on Elevated Floor (Y/N): No
Total Load per shelf = 150 lbs -assumes (2) shelves per level
of Levels= 5 LEVEL
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
Uniform Weight per level = 25.00 psf/shelf
Weight of Unit 100'. #
Upright Frame anchorage spacing (Tdb width) = 4 ft (Frames are assumed to be 4'-0" oc )
Shelf depth (ea. side) = 18 in Total Shelf Load 1 Level / Frame
he =_ 0 in
h7 = D in
he = 10. in
h, = _. 12'. In 300 lbs
h, = 12in 300 lbs in
300 lbs h2 =
12' in 300 lbs h, -..
6. in 300 lbs Total
Shelf Height H, = 54 in Unit
Height H. = 54 in Unit
Base Depth, D = 24 in Load
Case 1' jper RMI sect. 2.6.8(1) - PL=0.67(PL)) Load Case 2' per RMI sect. 2.6.8(2) - PL=1.0(PL)) per
RMI sect 2.6.2, PL,P = 1.0] IF, RMI 2.e.2, PL,,=1.01 Seismic(
C.XI,)= 0.032 W.(Cross-Aisle) Seismic (C.xQ 0.D32 W.(Cross-Aisle).-.1 W,=(
0.67XPLp X(0.67)PL)+DL= 773.35 lbs W,=(0.67XPLFFX(1)PL)+DL= 301 Ibs Base
Shear, V= C.1^ = 24.7 lbs Base Shear, V= C,IPW, = 9.6 lbs Horizontal
forces per level, F. = C_V (RMI sect 2.e.e) Service
Loads, E = 0.7) F,= 0.0 lbs @ 0 in (CM) Note:
Fe= 0.0 lbs @ 0 in (CM) CM) =
Product Center of Mass F7= 0.0 lbs @ 0 in (CM) typically
6 inches above F,= 0.0 lbs @ 0 in (CM) the
top of shelf at each level. F,= 5.4 Ibs @ 60 in (CM) F, =
4.3 Ibs @ 48 in (CM) F=
3.2 lbs @36 in (CM) F2=
2.1 lbs @24 in (CM) F, =
1.1 lbs @ 12 in (CM) F„=
1.2 lbs @27 in (CM) If; =
24.7 lbs (@ Factored Loads) Calculate
Overturning Moment (Service), MOT = If;h; MOT =
742 in-lbs Calculate
Resisting Moment (Service), M,,sT Masi =
13260 in-lbs Factor
of Safety FOS =
17.876 NO
UPLIFT - NO ANCHORS REQUIRED Load
cases are per ASCE 7-10 sect. 15.5.3.6 Horizontal
forces per level, F. CV (RMI sen 2.e.e) Service
Loads) Fe= 0.0 lbs Fs=
0.0 lbs Fr=
0.0 lbs F, =
0.0 lbs F,=
5.9 lbs @ 60in (CM) F, =
0.0 lbs Fs =
0.0 lbs F2 =
0.0 lbs F, =
0.0 lbs Fu =
0.9 lbs @ 27in (CM) Ili =
9.6 lbs (@ Factored Loads) Calculate
Overturning Moment (Service), MOT = If ir, MOT =
376 in-lbs Calculate
Resisting Moment (Service), M14ST Masi =
4800 in-lbs Factor
of Safety FOS =
12.782 NO
UPLIFT - NO ANCHORS REQUIRED Reactions (
Service Loads): LC #1 LC #2 RI,=
9lbs 3lbs R. =
0 lbs (No Uplift) 0 lbs (No Uplift) Overturning
FOS = 17.876 - 1.5 12.782 - 1.5 Sliding
Restraint force, RasT I FOS = 104lbs 112.053 - 1.5 OK 42lbs 1 12.321 - 1.5 OK Reactions (
Factored Loads): LC #1 LC #2 Base
Shear (R, )= 25 lbs 10 lbs Net
Uplift (R,„)= 0lbs 0lbs Overturning +
Gravity (P.) = 777 lbs 224 lbs Anchor
Design (using "Cracked Concrete" Properties) Try:
318"0 Powers Wedge -Bolt+ Screw Anchor 2 1 /8" embed. Embedment=
2.125 in f',=
2500 psi e,; =
0 in <- Eccen. Of Anchor h,
l = 1.425 in 1.5(hw) = 2.25 in c.=
2.75 in 1. Sic.)= 4.125 in Cone.
thickness, t = 4 in of
Anchors, n = 2 - anchors per connection Sx =
3.5 in A„ =
0.103 in` Tension
Albwables Steel
Strength, (0.75)¢No = 10043 lbs <--ACI 318-11 Eq D-2 Concrete
Breakout, (0.75)+NP,= 1466 lbs <-ACI 31 B-11 Eq 0.4 Pullout
Strength, (0.75)0Nm= 1058 lbs <-ACI 318-11 Eq D-13 LC #
1 LC #2 Factored
Tension Load, N. = 0 lbs 0 lbs max
tension stress ratio (TSR) = 0.000 OK 0.000 OK P,
q 1635003207
snr
ae 4
or
9
Py ".
Sanford,
FL - Store#3207 DGH
wr:
01/
06/17 cn«
x.a er: Check
Single Frame / Bay Overturning Stability: MOT (
LC#1) = 742 in-lbs MasT (
LC#1) = 13260 in-Ibs FOS =
MST/MOT = 17.876-1.5-No AB Reqd MOT (
LC#2) = 376 in-lbs MRsT (
LC#2) = 4800 in-lbs FOS =
MasT I MOT = 12.782 - 1.5 - No AB Reqd No
Anchorage Re d - No Net Uplift at LC#1 and LC#2 UGRT
GAUGE STEEL ANCHOR
STRAP 220A
thM PLACE STRAP
ANCHORS AT EACH
E14D FRAME AND e'-
0'tt IMAX)AT ERFRAMES,
TYPIUNO. j
12)ANCHOR-80LTS
II,„,
I-- -}- PER. STRAP
ATINTERIOR FRAMES ef) p
y h
f 7.)CC I 1.
5C) I Shear Allowables Steel Strength,
OV„= 4404
lbs <-ACI 318-11 Eq D-29 Concrete breakout, V.,= 1253
lbs <-ACI 31 B-11 Eq D-31 Concrete pryout V_= 2105
lbs <-ACI 318-11 Eq D-41 LC #1 LC #2
Factored Shear Load (V,) =
25 lbs 10 lbs max shear stress ratio (
VSR) = 0.020 OK 0.008. OK Combined shear and tension
stress ratio (TSR + VSR) = 0.020 < 1.2 OK - LC#1 (controls) USE: NO UPLIFT - NO
ANCHORS REQUIRED 36S full gondola
54" Tall "S" 5 Level
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
H/', X—X ;H/2
Punching Shear Check:`
Design per section 22.5.4 ACI 318-11) r- ---- -- ---
Max. Factored Vertical Load (P„) = 777 Ibs:',a
C?!
Slab Concrete Vc = 25DO psi
Slab thickness (t) = 4 in.
Rack Post X-X = 2 in.
Rack Post Y•Y = 2 in. r.
bP= 24.00 in.
6= 1.00 t YV
V 19200 Ibs Eq. (22-10) ' - ~ ;e.. 7r,
Vn max= 12768 Ibs Eq.(22-10)
C."'`•"'",``w•'.. M`"",„4. :...r.,
V"= 7661 Ibs d
V,J4IV"= 0.101 <1.0O.K. (Purlch]ng Perimeter)
20. BEAM FIXED AT ONE END. FREE TO DEFLECT VERTICALLY BUT NOTSlabtensionbasedOn $OII bearing area Check:
ROTATE AT OTHER-_UNIFORk7LY DISTRIBUTED LOADAllowablesoilbearing = 500 psf
Max. Vertical Load (Service) (P) = 643 Ibs
Area reqd. for bearing (A,) = 1.29 ft`
r,r
W distance= 13.61 in
Slab thickness (t) = 4.00 in_
b_'_. S=(1"Xt)2/6= 2.67 in'fin -
pM„ (tension allowable) = m1(7.5)((f j*](S) = 600 in-lbfin
Factored uniform bearing, w" = P. / A„ d = 4.20 IbrinAn
M„= w„L'/3 = (w")((b{T)y2)'] / 3 = 47.12 in-lbrin - Defl. End M1 = 24 in-IWin M.
M AM"1= 0.079 < 1.0 O.K.
Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade:
Width of Single Rack = 24 in Q
Slab thickness (t) = 4.0 in " •w C, P ) Et') 1- ig
Modulus of Rupture, fr= 7.5'SORT(fc) = 375.0 psi --
Concrete Slab Section Modulus, S = b(t)2/6 = 32.0 in'/ft ?
Allowable Concrete Slab Bending Moment, M,r = S'f, = 1000.0 ft'Ibs/ft € •-•--- _p _-'
Effective Cantilever Span Length (L.) at Ma = 6.3 it L'}
cc
i
Total Length of Slab (1, + Width of Single Rack) = 8.3 itF.7 FE C 1 if C.
Trib. Width of Slab = Tdb width of Rack = 4.0 it A 11' —I i 1 -
Weight of Concrete Slab at Rack (P—) = 1665 Ibs ' "•` -
I
r )1
Resisting Moment - Concrete Slab at Rack, M—(—) = P_ - W2 = 83158 in'Ibs -> L B' r P A N {
Load Combination #1: MoT = 742 in`Ibs
M-T(—) + f'r T)we)= 96418 in'Ibs
Total Overturning FOS = 129.985 OK
Load Combination #2: MoT = 376 in'Ibs
MmT(R-) + MRST(—)= 87958 in'Ibs
Total Overturning FOS = 234.228 OK
Pm Nu
1635003207 5 9
Pq.e Nnn.:
Sanford FL - Store#3207
DGH 01/06/17
EN GT} 1 L-C f
II
36S full gondola
Wall Shelving/Single Sided
48" Tall "R",4 Level
Seismic Importance Factor = 1.5
Applies for 18" (18R) and 24" (24R) wide by 48" tall fixtures
Total Load per shelf = 150 Ibs
of Levels - Wall 4 LEVEL
Supported on Elevated Floor (Y/N): No
2014 FBC (IBC 2012) /ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
Uniform Weight per level= 25.00psf/shelf
Weight of Unit = 1004
Rack anchorage spacing / Trb width = 8 ft (Frames are assumed to be 4'-0"oc )
Shelf depth = 18 in Total Shelf Load / Level
hp =... i0in
h. = 0in hs=
0 in hs =
0 in h, =
14 - in 300 Ibs h, =
14: in 300 Ibs In, =.-
14-: in 300 Ibs h, =
6 in 300 Ibs Total
Shelf Height, H, = 48 in Unit
Height, I-L = 48 in Unit
Base Depth, D = 11 in Load
Case I* [per RMI sect. 2.6.8(1) - PL=0.67(PL)l Load Case 2' [per RMI sect. 2.6.8(2) - P1-=1.0(PL)l Per
RMI sect. 2.6.2, PLR, = 1.01 [per RMI sect. 2.6.2, PLRr - 1.0) Seismic (
C Xl,) = 0.032 W. (Cross -Aisle) Seismic (C,xlp) = 0.032 W. (Cross -Aisle) y W. = (
0.67XPLRrx(0.67)P1-)+D1- = 639 Ibs W. = (0.67XPLRrx(1)PL)+DL = 301 Ibs Base
Shear, V = C,IpW, = 20.4 Ibs Base Shear, V = C,IpW, = 9.6 Ibs Horizontal
forces per level, F. = CV (RMI sect 2.6.6) Service
Loads, E = 0.7) F, = 0.0 Ibs @ 0 in (CM) T1.=
FS = 0.0 Ibs @ 0 in (CM) CM) =
Product Center of Mass F7 = 0.0 Ibs @ 0 in (CM) typically
6 inches above Fs= 0.0 Ibs @ 0 in (CM) the
tap of shelf at each level. FS = 0.0 Ibs @ 0 in (CM) F4 =
5.4 Ibs @ 54 in (CM) F, =
4.0 Ibs @ 40 in (CM) F, =
2.6 Ibs @ 26 in (CM) F, =
1.2 Ibs @ 12 in (CM) F. =
1.2 Ibs @ 24 in (CM) Eft =
20.4 Ibs (@ Factored Loads) Calculate
Overturning Moment (Service), MOT = Efh, MOT =
559 in-Ibs Calculate
Resisting Moment (Service), MST MRST =
4950 in-Ibs Factor
of Safety FOS =
8.858 NO
UPLIFT - NO ANCHORS REQUIRED Horizontal
forces per level, F. C„,V (RMI -t 2.0a) Service
Loads) Fp= 0.0 Ibs FS=
0.0lbs F,=
0.0lbs Fe=
0.0 lbs FS=
0.0 Ibs F, =
5.9 Ibs @ 54in (CM) F, =
0.0 Ibs F, =
0.0 Ibs F, =
0.0 Ibs F„ =
0.9 Ibs @ 241n (CM) Ef =
9.6 Ibs (@ Factored Loads) Calculate
Overturning Moment (Service), MOT= Efh; MOT =
338 in-Ibs Calculate
Resisting Moment (Service), MRST MRST =
2200 in-Ibs Factor
of Safety FOS =
6.509 NO
UPLIFT - NO ANCHORS REQUIRED Load
cases are per ASCE 7-10 sect 15.5.3.6 Reactions (
Service Loads): LC #1 LC #2 R„ =
7 Ibs 3 Ibs R. =
0 Ibs (No Uplift) 0 Ibs (No Uplift) Overturning
FOS = 8.858 -1.6 6.509 - 1.5 Sliding
Restraintforce, RR T / FOS = 93lbs / 12.936 - 1.5 OK 45lbs / 13.439 - 1.5 OK Reactions (
Factored Loads): LC #1 LC #2 Base
Shear (R.) = 20 Ibs 10 Ibs Net
Uplift (Rw) = 0 Ibs 0 Ibs Overturning +
Gravity (P„) = 689 Ibs 256 Ibs Anchor
Design (using "Cracked Concrete" Properties) Try:
3/8*0 Powers Wedge -Bolt+ Screw Anchor 2 1/8" embed. Embedment =
2.125 in f',=
2500 psi e, =
0 in <- Eocen. Of Anchor h", =
1.425 in 1.5(h„) = 2.25 in C. =
2.75 in 1.5(c,) = 4.125 in Conc.
thickness, t = 4 in of
Anchors, n = 2 - anchors per connection Sx=
3.5 in A„ =
0.103 in` Tension
Allowables Steel
Strength, (0.75)+N„ = 10043 Ibs --ACI 316-11 Eq D-2 Concrete
Breakout, (0.75)+Np ,= 1282 Ibs <-ACI 318-11 Eq D-4 Pullout
Strength, (0.75)Npp= 1058 Ibs <--ACI 318-11 Eq D-13 LC #
1 LC #2 Factored
Tension Load (N") = 0 Ibs 0 Ibs max
tension stress ratio (TSR) = 0.000 OK 0.000 OK p-
R> 1635003207
R=
6
9 Sanford,
FL - Store #3207 DGH
01/06/17 LIGHT
GAUGE STEEL LIGHTGAUGESTEEL ANCHOR
STRAP A,,- 1"-22OA thk).PLACE STRAP
ANCHORS AT EACH
ENO FRAME AND i
el
INTERIOR FRAMES.. TYP
t UNO. 2)
ANCHOR BOLTS PER
STRAP AT INTERIOR
FRAMES f..............___._......
f 5co
Shear
Allowables Steel
Strength, OV," = 4404 Ibs <-ACI 318-11 Eq D-29 Concrete
breakout, (V. = 1253 Ibs <-ACI 318-11 Eq D-31 Concrete
pryout, V,pp= 1381 Ibs <-ACI 318-11 Eq D-41 LC #
1 LC #2 Factored
Shear Load (V„) = 20 Ibs 10 Ibs max
shear stress ratio (VSR) = 0.016 OK 0.008 OK Combined
shear and tension stress ratio (TSR+ VSR) = 0.016 < 1.2 OK - 1-C#1 (controls) USE:
NO UPLIFT - PROVIDE MINIMUM ANCHORAGE 18R (
incl 24R) half gondola
Wall Shelving/Single Sided
48" Tall "R" 4 Level
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
Punching Shear Check:
Design per section 22.5.4 ACI 318-11)
IJH;'2 X ,X H 2.:
Max Factored Vertical Load (P.) = 689 Ibs
Slab Concrete T. = 2500 psi
Slab thickness (t) =
Rack Post X-X =
Rack Post Y-Y =
b,=
4 in.
2 in.
2 In.
24.00 in.
1.
j j > -
9
I,. • t r
0 = 1.00
V"= 192001bs Eq.(22-10)
V. max = 12768 Ibs Eq. (22-10),.- ar 4
OV„= 7660.80lbs
VAV.= 0.090<1.00.K. Punching `wl?rlrnt-ter)
Slab tension based on Soil bearing area check:
Allowable soil bearing = 500 psf
Max Vertical Load (Service) (P) = 544 Ibs
Area reqd. for bearing (A„O) = 1.09 fe
b" distance = 12.52 in
Slab thickness (t) = 4.00 in
S=(1")(t)'/6= 2.67 in3Tin
tension allowable)=,N(7.5)((f'j"j(S) = 600 in-lbTh
Factored uniform bearing, w„ = P" / A,.0 = 4 Ibfintiin
M"= w"1-2/3 = (w")((b-(2"))/2)j / 3 = 40.56 in-lb/in - Defl. End M1 = 21 in-lbrin
MAMn,= 0.068 < 1.0 O.K.
Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade:
Width of Single Rack = 11 in
Slab thickness (t) = 4.0 in
Modulus of Rupture, f,= 7.5'SQRT(fc) = 375.0 psi
Concrete Slab Section Modulus, S = b(tf/6 = 32.0 in'/ft
Allowable Concrete Slab Bending Moment, MLVFS = S'f,/1.5 = 1000.0 ft'1bs/ft
Effective Cantilever Span Length (L.) at My = 6.3 ft
Total Length of Slab (I. + Width of Single Rack) = 7.2 ft
Tdb. Width of Slab = Trib width of Rack = 8.0 ft
Weight of Concrete Slab at Rack (Pm,,.) = 2896 Ibs
Resisting Moment - Concrete Slab at Rack, M„srlamel = P..,,.' Q2 = 125845 in'Ibs 10
Load Combination #1: Mo, = 559 in'Ibs
M,r I + M,6TIa,re1 = 130795 in'Ibs
Total Overturning FOS = 234.049 OK
Load Combination #2: Mo, = 338 in'Ibs
Mr Tra.m1 + MrsTpral = 128045 in'Ibs
Total Overturning FOS = 378.842 OK
1635003207 7 9
Sanford FL - Store #3207
DGH 01/06t17
2u. BEAM FIXED AT ONE ENO, FREE TO DEFLECT VERTICALLY BUT NOT
ROTATE AT OTHER —UNIFORMLY DISTRIBUTED LOAD
Tot,ifqu W. Uniform Lead -s"t
a.. v . . . . . .
e
rw' A^r
01)
U)
F
18R (incl 24R) half gondola
Wall Shelving/Single Sided
54" Tall "S" 5 Level
Seismic Importance Factor= 1.5
Total Load per shelf = 150 Ibs
of Levels = Wall 5 LEVEL
Supported on Elevated Floor (Y/N): No
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
Uniform Weight per level = 25.00 psf/shelf
Weight Of Unit = 100-'. #
Rack anchorage spacing / Trb width = 8 ft (Frames are assumed to be 4'-0"oc)
Shelf depth = 18 in Total Shell Load / Level
h, = O in
hs= 0'In
hs = 121 in 300 Ibs
h,= 12-in 300 lbs
h3 = 12: in 300 Ibs
h,= 12-in 300 Ibs
h, = 6 in 300 Ibs
Total Shelf Height. H, = 54in Unit
Height, K = 54 in Unit
Base Depth, D = 11 in Load
Case 1e [Der RMI sect. 2.6.8(1) - PL=0.67(PL)l Load Case 2• [per RMI sect. 2.6.8(2) - PL=1.0(PL)] per
RMI sect. 2.6.2, PLRP = 1.01 [Per RMI sea. 2.6.2. PLC = 1.01 Seismic (
C,Xlp) = 0.032 W. (Cross -Aisle) Seismic (C,XQ = 0.032 W. (Cross -Aisle) - - W. = (
0.67XPL,X(0.67)PL)+DL = 773 Ibs W. = (0.67XPLRpX(1)PL)+DL = 301 Ibs Base
Shear, V = C,I,W, = 24.7 Ibs Base Shear, V = C,IpW, = 9.6 Ibs Horizontal
forces per level, F. = C„V (RMI sect 2.6.6) Horizontal forces per level, F. C„V (RMI sect 2.6.6) Service
Loads, E = 0.7) Fp= 0.0 Ibs @ 0 in (CM) Service Loads) Fp= 0.0 Ibs Note:
Fe = 0.0 Ibs @ 0 in (CM) Fs = 0.0 Ibs CM) =
Product Center of Mass F7 = 0.0 Ibs @ 0 in (CM) F, = 0.0 Ibs _ typically
6 inches above Fs = 0.0 Ibs @ 0 in (CM) Fe = 0.0 Ibs the
top of shelf at each level. Fs = 5.4 Ibs @ 60 in (CM) Fs = 5.9 Ibs @ 60in (CM) F, =
4.3 Ibs @ 48 in (CM) F, = 0.0 Ibs F, =
3.2 Ibs @ 36 in (CM) F, = 0.0 Ibs F, =
2.1 Ibs @ 24 in (CM) F, = 0.0 Ibs F, =
1.1 Ibs @ 121n (CM) F, = 0.0 Ibs Fu =
1.2 Ibs @ 27 in (CM) F. = 0.9 Ibs @ 27in (CM) Ef; =
24.7 Ibs (@ Factored Loads) if, = 9.6 Ibs (@ Factored Loads) Calculate
Overturning Moment (Service), MOT = If;h; MOT =
742 in-Ibs Calculate
Resisting Moment (Service), M, MRsT =
6050 in-Ibs Factor
of Safety FOS =
8.156 NO
UPLIFT NO ANCHORS REQUIRED P "".
1635003207
8 9 Sanford,
FL - Sure #3207 tl"
BY DGHO.b: 01/
06/17 iD
T 4y
1
Calculate
Overturning Moment (Service), MOT = 1f,h, MOT =
376 in-Ibs Calculate
Resisting Moment (Service), Wa T MW =
2200 in-Ibs Factor
of Safety FOS =
5.859 NO
UPLIFT NO ANCHORS REQUIRED Load
cases are per ASCE 7-10 sect 15.5.3.6 Reactions (
Service Loads): LC #1 LC #2 R„ =
9 Ibs 3 Ibs R„ =
0 Ibs (No Uplift) 0 Ibs (No Uplift) Overturning
FOS = 8.156 - 1.5 5.859 - 1.5 Sliding
Restraintforce, RRsT / FOS = 114lbs / 13.107 - 1.5 OK 46lbs 113.692 - 1.5 OK Reactions (
Factored Loads): LC #1 LC #2 Base
Shear (Ru„) = 25 Ibs 10 Ibs Net
Uplift (Ru,) = 0 Ibs 0 Ibs Overturning +
Gravity (Pu) = 855 Ibs 264 Ibs Anchor
Desian (using "Cracked Concrete" Properties Try:
3/8'0 Powers Wedge -Bolt+ Screw Anchor 2 1/8' embed. Embedment=
2.125 in f', =
2500 psi e =
0 in <- Eccen. Of Anchor h„ =
1.425 in 1.5(h",) = 2.25 in c" =
2.75 in 1.5(c,) = 4.125 in Conc.
thickness, t = 4 in of
Anchors, n = 2 - anchors per connection Sx=
3.5 in A. =
0.103 in` Tension
Allowables Steel
Strength, (0.75)¢N„ = 10043 Ibs ACI 318-11 Eq D-2 Concrete
Breakout, (0.75)¢N, , = 1282 Ibs c-ACI 318-11 Eq D-4 Pullout
Strength, (0.75)Nps = 1058 Ibs ACI 318-11 Eq 0-13 LC #
1 LC #2 Factored
Tension Load (Nu) = 0 Ibs 0 Ibs max
tension stress ratio (TSRZ) = 0.000 OK 0.000 OK LIGHT
GAUGE STEEL ANCHOR
STRAP I"
w x 220A thk) PLACE STRAP
ANCHORS AT EACH
END FRAME AND 6'-
0"Pc (ktAXi AT INTeR;
OR FAAMes, TYP
l LINO. Le`
7 PER STRAP BOLTS PERSTRAPOINTERIOR
FRAMES O
Shear
Allowables Steel
Strength, Vo = 4404 Ibs --ACI 318.11 Eq D-29 Concrete
breakout, g V,ss = 1253 Ibs <-ACI 318-11 Eq D-31 Concrete
pryout, V,pp = 1381 Ibs <-ACI 318-11 Eq D-41 LC #
1 LC #2 Factored
Shear Load (Vu) = 25 Ibs 10 Ibs max
shear stress ratio (VSR) = 0.020 OK 0.008 OK Combined
shear and tension stress ratio (TSR+ VSR) = 0.020 < 1.2 OK - LC#1 (controls) USE:
NO UPLIFT - PROVIDE MINIMUM ANCHORAGE 18S
half gondola
Wall Shelving/Single Sided
54" Tall "S" 5 Level
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
X--X H
Punching Shear Check:
Design per section 22.5.4 ACI 318-11)
f,
Max Factored Vertical Load (P,J = 855 Ibs
Slab Concrete V. = 2500 psi
Slab thickness (t) =
Rack Post X-X=
Rack Post Y-Y =
4 in.
2 in.
2 in.
I. l
24.00 in.
6 =
V.=
1.00
19200lbs Eq.(22-10)
V" Max = 12768 Ibs Eq. (22-10) ate, .:Y
mV"= 7660.80lbs
V,J`l)Vn= 0.112 <1.0O.K. Ptjr)c>hir.g1 Periraeter),
1635003207 9 9
dSanford FL - Store #3207
r
DGH
rm:
01/06/17
Slab tension based on Soil bearing area check: 715. BEAM FIXED AT ONE ENO, FREE TO DEFLECT VERTICALLY BUT NOT
Allowable soil bearing = 500 psf ROTATE AT OTHER —UNIFORMLY DISTRIBUTED LOAD
Max Vertical Load (Service) (P) =
Area for
670 Ibs
fe
I'---+----
7,t;I>;ouw. u"Iro.m Le.a • r
regd. bearing (A„yd) = 1.34
N`
v
b" distance = 13.89 in A ' ' ' ' • ' • ' ' .
Slab thiclmess(t)= 4.00 in V'
a _- - -
S=(1"Xt)'/6= 2.67in3fm t am+..(.in.,a."a)
OM„ (tension allowable) = 0(7.5)[(f'j1'](S) = 600 in-lb/in
ewe. ] ;
u, (,v e.n..e.e ,"e "+'
Factored uniform bearing, w„ = P" / A,,,a = 4 Ibfmfin i
r"'
r2)] / 3 = w„ 2" M„ = w"L/3 = ( )[(b{ 52.21 in-lb/in - Defl. End M1 = 27 in-Ibfin
tr• _ s..7
6 "r'
tiskiiMAIVint= 0.087 < 1.0 O.K. Ma , . NEI
Shelving
Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width
of Single Rack = 11 in Slab
thickness (t) = 4.0 in Modulus
of Rupture, f,= 7.5'SQRT(fc) = 375.0 psi Concrete
Slab Section Modulus, S = b(tf /6 = 32.0 in'/ft Allowable
Concrete Slab Bending Moment, KWFS = S'f,/1.5 = 1000.0 ft'Ibs/ft Effective
Cantilever Sparc Length (L.) at M.. = 6.3 ft Total
Length of Slab (I, + Width of Single Rack) = 72 ft Trib.
Width of Slab = Trib width of Rack = 8.0 ft Weight
of Concrete Slab at Rack (P—) = 2896 Ibs Resisting
Moment - Concrete Slab at Rack, M—( S = Pm ' L./2 = 125845 in'Ibs Load
Combination #1: MoT = 742 in'Ibs MRST(
R ) + M1 T(—)> 131895 in'Ibs Total
Overturning FOS = 177.812 OK Load
Combination #2: MoT = 376 in'Ibs M-
TiR,e,S + lvi n "S= 128045 in'Ib5 Total
Overturning FOS = 340.978 OK CASE
w:
EPT . G'
J S- F E is 11 i%E I I..
k..] CANTILEVERED -
SLAB
SPAN 40ca LENGTH
Lc i "'
ji •-ti 18S
half gondola
1/6/2017 Design Maps Summary Report
Design Daps Summary Report
User -Specified Input
Building Code Reference Document 2012/2015 International Building Code
which utilizes USGS hazard data available in 2008)
Site Coordinates 28.802540N, 81.32812°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
USGS-Provided Output
SS = 0.080 g S,s = 0.128 g Sps = 0.085 g
S1 = 0.040 g S, , = 0.096 g SD1 = 0.064 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
MCEQ Response Spectrum
0.14
0.12
0.10
0.00
y
0.06
0.04
0. 02
0.00
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.20 2.00
Period, T (sec)
Design Response Spectrum
0.09
0.08
0.07
0.06
Cn
0.05
A1n 0.04
0.03
0.02
0.01
0.00
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00
Period, T (sec)
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
http://earthquake.usgs.gov/designmaps/us/summ ary.php?tem plate=minimal&latitude=28.8025358JongitLide=-81.328116&siteciass=3&riskcategory=O&edibon=i... 1/1
1/6/2017 Design Maps Detailed Report
SUM Design Maps Detailed Report
2012/2015 International Building Code (28.802541N, 81.32812°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 1613.3.1 — Mapped acceleration parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and
1.3 (to obtain S,). Maps in the 2012/2015 International Building Code are provided for Site
Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3.
From Figure 1613.3.1(1) 1'I SS = 0.080 g
From Figure 1613.3.1(2) E23 S, = 0.040 g
Section 1613.3.2 — Site class definitions
The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the
default has classified the site as Site Class D, based on the site soil properties in accordance
with Section 1613.
2010 ASCE-7 Standard - Table 20.3-1
SITE CLASS DEFINITIONS
Site Class vs W or W., S.
A. Hard Rock >5,000 ft/s N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf
D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
E. Soft clay soil <600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the
characteristics:
Plasticity index PI > 20,
Moisture content w >_ 40%, and
Undrained shear strength s. < 500 psf
F. Soils requiring site response See Section 20.3.1
analysis in accordance with Section
21.1
For SI: 1ft/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/m2
http://earthquake.usgs.gov/designmaps/us/report.php?tem plate=m ini m al&Iatitude=28.802535&longitude=-81.328116&siteclass=3&riskcategory=0&edition=ibc-... 1/4
1/6/2017 Design Maps Detailed Report
Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral
response acceleration parameters
TABLE 1613.3.3(1)
VALUES OF SITE COEFFICIENT Fa
Site Class Mapped Spectral Response Acceleration at Short Period
SS<-0.25 Ss=0.50 SS=0.75 SS=1.00 SS>-1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of SS
For Site Class = D and Ss = 0.080 g, F. = 1.600
TABLE 1613.3.3(2)
VALUES OF SITE COEFFICIENT F
Site Class Mapped Spectral Response Acceleration at 1-s Period
S,<<0.10 5,=0.20 S,=0.30 S,=0.40 S,>-0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S,
For Site Class = D and S, = 0.040 g, F = 2.400
http://earthquake.usgs.gov/designmaps/us/report.php?tem plate=m iNrn all &latitude=28.802535&longitude=-81.328116&siteclass=Wskcategory=0&edition=i be-... 214
1/6/2017
Equation (16-37):
Equation (16-38):
Design Maps Detailed Report
Sh15 = FaSs = 1.600 x 0.080 = 0.128 g
Sht1 = F,SI = 2.400 x 0.040 = 0.096 g
Section 1613.3.4 — Design spectral response acceleration parameters
Equation (16-39): SDS = % SMs = s/3 x 0.128 = 0.085 g
Equation (16-40): SD,=Z/S,,=Z/x0.096=0.064g
http://earthquake.usgs.gov/designmaps/us/report.php?tem plate=m ini m al&Iatitude=28.802535&longitude=-81.328116&siteciass=3&riskcategory=0&edibon=i be-... 34
1/6/2017 Design Maps Detailed Report
Section 1613.3.5 — Determination of seismic design category
TABLE 1613.3.5(1)
SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION
VALUE OF Sos
RISK CATEGORY
I or II III IV
Sps < 0.167g A A A
0.167g <_ Sps < 0.33g B B C
0.33g <_ So, < 0.50g C C D
0.50g <_ Sps D D D
For Risk Category = I and S,,, = 0.085 g, Seismic Design Category = A
TABLE 1613.3.5(2)
SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION
VALUE OF Sol
RISK CATEGORY
I or II III IV
Sp, < 0.067g A A A
0.067g 5 Sol < 0.133g B B C
0.133g 5 Sol < 0.20g C C D
0.20g <_ Sol D D D
For Risk Category = I and So, = 0.064 g, Seismic Design Category = A
Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of
the above.
Seismic Design Category =_ "the more severe design category in accordance with
Table 1613.3.5(1) or 1613.3.5(2)" = A
Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design
Category.
References
1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Figl6l3p3pl(l).pdf
2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Figl6l3p3pl(2).pdf
http://earthquake.usgs.gov/designmaps/us/report.php?tem plate=m inim al8Jatitude=28.802535&longitude=-81.328116&siteclass=3&riskcategory=0&edition=ibc-... 414
c r' m
Johnston Burkhold.erAsso ties
CONSULTING: S.Ta2U.CTURA 11 IE::1VC; INE,EIZ.S
STRUCTURAL FIXTURE ANCHORAGE CALCULATIONS
FOR
PREPARED FOR
e,``
IIal,
ssseeNiALI%
A)
EN° s
e
No
TE OF
930 CENTRAL, KANSAS CITY, MO 64105
PHONE (816) 421-4200 FAX (816) 421-4381
Gondola (Shelving) Anchorage Design
Store Latitude/Longitude Coordinates (per Google Earth):
N "28 48:i09" 28.802500
W '81e 19'4:1" 81,328056
Project No. No: lot. 1635003207 JW.M
1 9
Project Name:
Sanford, FL - Store #3207
Made By. Date:
DGH 01/06/17
Checked By. Date:
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
Response Modification Factor, R = 4.0 ASCE-7, Table 15.4-1
Overstrength Factor, Omega, IIo = 2.0 ASCE-7, Table 15.4-1
Deflection Amplification Factor, Cd = 3.5 ASCE-7, Table 15.4-1
Detail Reference Section = 15.5.3 ASCE-7, Table 15.4-1
Occupancy Category-- II IBC, Table 1604.5
Importance Factor, Ip = 1.0 ASCE-7 Sect. 15.5.3
0.2 Second Period Accel., Se = 0.080 g IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14
1.0 Second Period Accel., S, = 0.040 g IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14
Soil) Site Class = D IBC 1613.3.2 -> ASCE-7, Table 20.3-1
Fe = 1.60 IBC Table 1613.3.3(1), ASCE-7 Table 11.4-1
F = 2.40 IBC Table 1613.3.3(2), ASCE-7 Table 11.4-2
SMs = 0.128 g IBC eq. 16-37, ASCE-7 eq. 11.4-1
SM, = 0.096 g IBC eq. 16-38, ASCE-7 eq. 11.4-2
SUB = 0.085 g IBC eq. 16-39, ASCE-7 eq. 11.4-3
SDI = 0.064 g IBC eq. 16-41, ASCE-7 eq. 11.4-4
Seismic Design Category
based on SDs = A IBC Table 1616.3.5(1), ASCE-7 Table 11.6-1
based on So, = A IBC Table 1616.3.5(2), ASCE-7 Table 11.6-2
Cs = 0.021 RMI sect. 2.6.3
Ca, min = 0.010 RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3
Base Shear, V = CJPW = 0.021 W RMI sect. 2.6.2
Load Combination: (0.67 - LC#1 or 1.0 - LC#2)DL +/- (0.7)EL - RMI 2008, sect 2.6.8 - Seismic Overturning Stability (Aso)
0.67) = 0.670 DL <--- LC#1, per RMI, 2.6.8 (1.0) = 1.000 DL <-- LC#2, per RMI, 2.6.8
0.7) = 0.700 EL (0.7) = 0.700 EL
Load Combination: (0.9-0.2SDs)DL +/- EL - ASCE 7, sect 2.3.2 & 12.4.2.3 - Seismic Uplift Critical Strength Design
0.9-0.2SDs) = 0.883 DL
1.0) = 1.000 EL
Load Combinations for ASD Member Design (2008 - RMI, Section 2.1): DL = Dead Load
for RISA Frame analysis PL = Maximum load from pallets or products stored on racks
LC #1: DL EL = Seismic Load - RMI section 2.6.6 - Vert. Distribution
LC #2: DL + PL (all shelf levels)
LC #3a: (0.6-0.11 SDs)DL + (3/4)[(0.6-0.14S0s)PLaw - (0.7)EL] <— EL and PLaw = (0.67)PL at each shelf level
0.5906 DL 0.4410 PL.pp 0.7500 EL
LC #31b: (0.6-0.11 SDs)DL + (3/4)[(0.6-0.14SDs)PLa, - (0.7)EL] <--- EL and PL., = (1.0)PL at top shelf only
0.5906 DL 0.4410 PLaPP 0.7500 EL
Gondola (Shelving) Anchorage Design
Store Latitude/Longitude Coordinates (per Google Earth):
N 28° 48' 09" 28.802500
W 81 a 19' 41" 81.328056
Project No. Sheol No: Or:
1635003207 2 9
Project Namb:
Sanford, FL - Store #3207
Made By. Dale:
DGH 01/06/17
Checked BY Date:
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
Response Modification Factor, R = 4.0 ASCE-7, Table 15.4-1
Overstrength Factor, Omega, Qo = 2.0 ASCE-7, Table 15.4-1
Deflection Amplification Factor, Cd = 3.5 ASCE-7, Table 15.4-1
Detail Reference Section = 15.5.3 ASCE-7, Table 15.4-1
Occupancy Category-- II IBC, Table 1604.5
Importance Factor, IP = 1.5 ASCE-7 Sect. 15.5.3
0.2 Second Period Accel., S. = 0.080 g IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14
1.0 Second Period Accel., Sj = 0.040 g IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14
Soil) Site Class = D IBC 1613.3.2 -> ASCE-7, Table 20.3-1
Fa = 1.60 IBC Table 1613.3.3(1), ASCE-7 Table 11.4-1
Fy = 2.40 IBC Table 1613.3.3(2), ASCE-7 Table 11.4-2
SM = 0.128 IBC eq. 16-37, ASCE-7 eq. 11.4-1
SM, = 0.096 IBC eq. 16-38, ASCE-7 eq. 11.4-2
SDs = 0.085 IBC eq. 16-39, ASCE-7 eq. 11.4-3
SDI = 0.064 IBC eq. 16-40, ASCE-7 eq. 11.4-4
Seismic Design Category
based on SDs = A IBC Table 1613.3.5(1), ASCE-7 Table 11.6-1
based on SDI = A IBC Table 1613.3.5(2), ASCE-7 Table 11.6-2
Ca = 0.021 RMI sect. 2.6.3
Ca, min = 0.010 RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3
Base Shear, V = CBIPW = 0.032 W RMI sect. 2.6.2
Load Combination: (0.67 - LC#1 or 1.0 - LC#2)DL +/- (0.7)EL - RMI 2008, sect 2.6.8 - Seismic Overturning Stability (ASD)
0.67) = 0.670 DL <--- LC#1, per RMI, 2.6.8 (1.0) = 1.000 DL <--- LC#2, per RMI, 2.6.8
0.7) = 0.700 EL (0.7) = 0.700 EL
Load Combination: (0.9-0.2SWDL +/- EL - ASCE 7, sect 2.3.2 & 12.4.2.3 - Seismic Uplift Critical Strength Design
0.9-0.2SDs) = 0.883 DL
1.0)= 1.000 EL
Load Combinations for ASD Member Design (2008 - RMI, Section 2.1): DL = Dead Load
for RISA Frame analysis PL = Maximum load from pallets or products stored on racks
LC #1: DL EL = Seismic Load - RMI section 2.6.6 - Vert. Distribution
LC #2: DL + PL (all shelf levels)
LC #3a: (0.6-0.11 SDs)DL + (3/4%0.6-0.14Sos)PLa, - (0.7)EL] <-- EL and PL., = (0.67)PL at each shelf level
0.5906 DL 0.4410 PLa, 0.7500 EL
LC #3b: (0.6-0.11 SDs)DL + (3/4%0.6-0.14SDs)PLa, - (0.7)EL] <-- EL and PL., = (1.0)PL at top shelf only
0.5906 DL 0.4410 PLa, 0.7500 EL
Gondola (Shelving) Anchorage Design - Load Diagrams
Project No. Sheol No: Ot
1635003207 3 9
Project Name:
Sanford, FL - Store #3207
Made By. Dale:
DG H 01 /06/17
Checked By. Dale:
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
SHELF SHELF
SHELF SHELF SHELF SHELF
DEPTH DEPTH
DEPTH DEPTH DEPTH DEPTH
F bs a 2 Fs
n O a SS I U I O v i9 I i0 a Y% t r3lbg;11 o z II F o z II4J %) ¢ 4 '
Sti Lf'v i SH cn Ln ij / . GO I < ca /iiiiiiiii /iiii /j w. I t1 I /w I a C9T ///// . / of
d = p ;n ;1I Q N
aI I Q
3 2
T+
F
F: c
LLj }
Ld 0
WJ <
W
i7
a- x
w 11) W
J) c3 zw
1 ANCHOR 1 I ANCHOR ANCHOR CL
I CL DEPTH CL DEPTH DEPTH
HALF GONDOLA HALF GONDOLA SIDE VIEW
SIDE VIEW PLAN VIEW
Base Shear, RMI, sect. 2.6.2:
V = (Ca)(Ip)(Wa) Calf, Ca based on frame height and Ip = 1.0 or 1.5 with Public Access
Ws = (0.67(PLRF)(PL)) + DL
PLRF= 1.0,for Cross -Aisle frames
PL = (0.67)PL, for RMI, sect. 2.6.8(1) & ASCE 7, 15.5.3.6(a)
1.0)PL, for RMI, sect. 2.6.8(2) & ASCE 7, 15.5.3.6(b)
Overturning Stability:
Center of Mass (CM) of Product Load (PL) is typically 6" above the shelf or (1/2)(Shelf height, H;) when shelf height is < 12".
Fx= I.- is set at a Service Load level using V= (0.7)[CaIPWa)
Load Case #1: (2/3)PL at each shelf level. RMI, sect.2.6.80) & ASCE 7, 15.5.3.6(a)
0.7V)( h Overturning Resisting
2wxhxw,F(0.67)PL hx=yl wx)(hx) Moment,MGT Moment, MRST
w5 Y5 w5)(Y5) F5 F5)(Y5) w5(D/2)
wa Ya wa)(M Fa Fa)(Ya) w4(D/2)
w3 Y3 w3)(Y3) F3 F3)(Y3) w3(D/2)
w2 Y2 w2)(Y2) F2 F2)(Y2) w2(D/2)
wf Yi wi)(Yi) Ff Fl)(Yl) wl(D/2)
w.= DLfmme Yu=Ht/2 wu)(Yu) Fu Fu)(Yu) wu(D/2)
2 (wj(hx) 2(Fu+F)=0.7V MOT=F(F)(Y) MRST=F(w)(D/2)
Load Case #2: (1.0)PL at too shelf level only. RMI, sect.2.6.8(2) & ASCE 7, 15.5.3.6(b)
w,r(1.0)PL hx=yl wx)(hx)
0.7 ( h Overturning
Moment,MoT
Resisting
Moment, MRSTfwxhx
w5 Y5
wu= DLf_ Yu=Ht/2
w5)(YO
Wu)(Yu)
F5
Fu
F5)(Y5)
Fu)(Yu)
w5(D/2)
wu(D/2)
f (w:)lhe) 2(Fu+FS)=0.7V MoT=F(F)(Y) MRST=f(w)(D/2)
Factor Of Safety against Overturning at Load Case #1 & #2, FOSoT = MRST/MDT
FOSOT < 1.0; Anchor Bolts required for both Shear & Tension
FOSOT>= 1.0; Anchor Bolts required for Shear only, no net uplift tension at base connection
FOSDT>= 1.5; No Anchor Bolts required (Except for Half Gondola Frames per owner's requirements)
PLAN VIEW
Anchorage Connection Design Load Combinations: RMI/ANSI-MH-16.1-2008, section 2.2 - Strength Design
RMI LC #6: (0.9-0.2SDs)DL + (0.9-0.2SDS)(0.67)PL - f1a(E1), for Load Case #1 Shear, Ruh = (00)V/2
0.9-0.2SDS)DL + (0.9-0.2SDs)PL - f1o(EL), for Load Case #2 Tension, Ru =[(f)oMoT/0.7)-(0.9-0.2SDs)MRsTY(FrameDepth, D)
54" Tall "S" 5 Level
Seismic Importance Factor = 1.5 Supported on Elevated Floor (Y/N): No
Total Load per shelf = 150 Ibs -assumes (2) shelves per level
of Levels= 5 LEV EL
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
Uniform Weight per level = 25.00 psf/shell
Weight of Unit = A 00i #
Upright Frame anchorage spacing (Trib width) = 4 it (Frames are assumed to be 4'-0" oc )
Shelf depth (ea. side) = 18 in Total Shelf Load / Level I Frame
h,- 01 in
hr = 0In ly =
0 in hs=
12 in 300 lbs ha =
12. in 300 Ibs In, =
12 in 300 Ibs h2 = ............................:
121 in 300 Ibs ht
6 ! in 300 Ibs Total
Shelf Height, Ht = 54 in Unit
Height, Hu = 54 in Unit
Base Depth, D= 24 in Load
Case V [per RMI sect 2.6.8(1) - PL=0.67(PL)) Load Case 2' [per RMI s L 2.6.8(2) - PL=7.O(PL)) par
RMI sect 2.6.2, PLRF = 1.01 [per RMI 2.6.2, PL1F=1.01 Seismic(
C,Xlp)= 0.032 W,(Cross-Aisle) Seismic (C,XI,)= 0.032 W,(Cross-Aisle):.:, W,=(
0.67XPL,,,x(0.67)PL)+DL= 773.35 lbs W,=(0.67XPLrux(1)PL)+DL= 301 Ibs Base
Shear, V= C,I^ = 24.7 Ibs Base Shear, V= C,IoW, = 9.6 Ibs Horizontal
forces per level, F. = CV (RMI -t 2.6.6) Service
Loads, E= 0.7) F,= 0.0 Ibs @ 0 in (CM) Nate:
F,= 0.0 Ibs @ 0 in (CM) CM) =
Product Center of Mass Fr= 0.0 Ibs @ 0 in (CM) typically
6 inches above F,= 0.0 Ibs @ 0 in (CM) the
top of shelf at each level. F,= 5.4 Ibs @ 60 in (CM) Fa=
4.3 lbs @48 in (CM) F, =
3.2 Ibs @ 36 in (CM) F, =
2.1 Ibs @ 24 in (CM) Ft =
1.1 Ibs @ 12 in (CM) F. =
1.2. Ibs @ 27 in (CM) Ef, =
24.7 Ibs (@ Factored Loads) Calculate
Overtuming Moment (Service), MOT = Ef,h; MOT =
742 in-Ibs Calculate
Resisting Moment (Service), MST MRST=
13260 in-Ibs Factor
of Safety FOS =
17.876 NO
UPLIFT - NO ANCHORS REQUIRED Load
cases are per ASCE 7.10 sect. 15.5.3.6 Horizontal
forces per level, F. CV (RMI sect 2.6.6) Service
Loads) Fe= 0.0 Ibs Fs=
0.0 Ibs Fr=
0.0 lbs Fe=
0.0 Ibs FB=
5.9 Ibs @ 60in (CM) F, =
0.0 Ibs F, =
0.0 Ibs Fz =
0.0 Ibs Ft =
0.0 Ibs F. =
0.9 Ibs @ 27in (CM) if, =
9.6 Ibs (@ Factored Loads) Calculate
Overturning Moment (Service), MOT = Ef;h, MOT =
376 in-Ibs Calculate
Resisting Moment (Service), MST MR
T= 4800 in-Ibs Factor
of Safety FOS =
12.782 NO
UPLIFT - NO ANCHORS REQUIRED Reactions (
Service Loads): LC #1 LC #2 R„=
9lbs 3lbs R„ =
0 Ibs (No Uplift) 0 Ibs (No Uplift) Overturning
FOS = 17.876 >= 1.5 12.782 >= 1.5 Sliding
Restraint force, R.T / FOS = 104lbs 112.053 >= 1.5 OK 42lbs / 12.321 >= 1.5 OK Reactions (
Factored Loads): LC #1 LC #2 Base
Shear (R,,,,) = 25 Ibs 10 Ibs Net
Uplift (Rw)= 0lbs 0lbs Overturning +
Gravity (P.)= 777 lbs 224 lbs Anchor
Design (using "Cracked Concrete" Properties), Try:
318"0 Powers Wedge -Bolt+ Screw Anchor 2 1 /8" embed. Embedment=
2.125 in f'
c= 2500 psi en' =
0 in <-- Eccen. Of Anchor h,
r= 1,425 in 1.5(ha)= 2.25 in ce =
2.75 in 1.5(c,) = 4.125 in Conc.
thickness, t = 4 in - of
Anchors, n = 2 - anchors per connection Sx =
3.5 in A„=
0.103 in` Tension
Allowables Steel
Strength, (0.75)N® = 10043 Ibs <-ACI 318-11 Eq D-2 Concrete
Breakout, (0.75)N„e= 1466 Ibs <_ACI 318-11 Eq D-4 Pullout
Strength, (0.75)+N,= 1058 Ibs <--ACI 318-11 Eq D-13 LC #
1 LC #2 Factored
Tension Load, N. = 0 Ibs 0 Ibs max
tension stress ratio (TSR) = 0.000 OK 0.000 OK o"
e 1635003207
e.
411,
9 o".
m. Sanford,
FL - Store#3207 OGH
01/06/17 Cn.
ckf! By: L
heck
Single Frame / Bay Overturning Stability: MOT (
LC#1)= 742 in-Ibs Me,
T (LC#1) = 13260 in-Ibs FOS =
MB I MOT = 17.876 >= 1.5 - No AS Reqd MOT (
LC#2) = 376 in-Ibs MST (
LC#2) = 4800 in-Ibs FOS =
MW/MOT= 12,782>=1.5-No AB Reqd LC#
2 UGHT
GAUGE STEEL f
ANCHOR
STRAP 220AOWPLACESTRAP
ANCHORS AT EACH
END FRAME AND I
INTER[OR FRAMES, TYP,
UNO. 12)
ANCHOR SOLTS PERSTRAP
INTERIORFRAMES1............ f=
h,---
j Shear Allowables
Steel Strength,
OV„= 4404 Ibs <-ACI 318-11 Eq D-29 Concrete breakout,
4V, = 1253 Ibs <-ACI 318-11 Eq D-31 Concrete pryout,
V_= 2105 Ibs <-ACI 31 B-11 Eq D-41 LC #1
LC #2 Factored Shear
Load (V„) = 25 Ibs 10 lbs max shear
stress ratio (VSR) = 0.020 OK 0.008 OK Combined shear
and tension stress ratio (TSR + VSR) = 0.020 < 1.2 OK - LC#1 (controls) USE: NO
UPLIFT - NO ANCHORS REQUIRED 36S full
gondola
54" Tall "S" 5 Level
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
Punching Shear Check:
Design per section 22.5.4 ACI 318-11)
Max. Factored Vertical Load (Pu) = 777 Ibs
Slab Concrete Vc = 2500 psi
Slab thickness (t) = 4 in.
Rack Post X-X = 2 in.
Rack Post Y-Y = 2 in.
b•= 24.00 in.
p = 1.00
Vn= 19200 Ibs Eq.(22-10)
V. max = 12768 Ibs Eq. (22-10)
Wn= 7661 Ibs
yjoyn= 0.101 < 1.0 O.K.
1./? Y—X hf l2
o
1635003207 5 9
r w.a R.m«
Sanford FL - Store#3207
DGH 01106/17
Slab tension based on Soil bearing area check: 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT
Allowable soil bead 500 sf ROTATE AT OTHER —UNIFORMLY DISTRIBUTED LOAD
rig p
Max. Vertical Load (Service) (P) = 643 Ibs
Area regd. for bearing (A,+Ra) = 1.29 ft' ,
b' distance = 13.61 in n
Slab thickness (t) = 4.00 in
S = (1")(t)2/6 = 2.67 in'lin t.
M,+(tension allowable)= 0,(7.5)[(f'j1Oj(S)= 600 in-lb/m
Factored uniform bearing, wu = Pu I A„ya = 4.20 Ibfinrn l
Mu= wa1-'/3 = (w„)((b{2")y2)2] / 3 = 47.12 in-lb/in - Defl. End M1 = 24 in-lbM 'n.I
Mu/OM.(--
aiom:nc '
Mw.. 0.079 < 1.0 O.K.
Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade:
Width of Single Rack = 24 in
Slab thickness (t) = 4.0 in
Modulus of Rupture, f,= 7.5'SORT(rc) = 375.0 psi
Concrete Slab Section Modulus, S = b(t)'/6 = 32.0 in'/ft
Allowable Concrete Slab Bending Moment, Met = S`fr = 1000.0 ft'Ibs/ft
Effective Cantilever Span Length (L.) at Mei = 6.3 ft _
E Total Length of Slab (h CC i + Width of Single Rack) = 8.3 ft t.-.?%, 1 V [.'._ i
Trib. Width of Slab= Trib width of Rack= 4.0 ft :
Weight of Concrete Slab at Rack (P_) = 1665 Ibs - -- - -- ------ -
Resisting Moment - Concrete Slab at Rack, MRs [—)= Pw * Lu/2 = 83158 in'Ibs SLAB v P -A l ,
Load Combination #1: MOT = 742 in'Ibs
MRST(R ) + M.T(—)= 96418 in'Ibs
Total Overturning FOS = 129.985 OK
Total Egvb. URnorm Lead . .
Load Combination #1: MOT = 742 in'Ibs
MRST(R ) + M.T(—)= 96418 in'Ibs
Total Overturning FOS = 129.985 OK
Total Egvb. URnorm Lead . . a rc
va . . . . . . . . .
Amax. (x M••Me •ed -.
3 EI
Load Combination #2: MOT = 376 in`lbs
MRST(Rxk) + MRST(.ac)= 87958 in`Ibs
Total Overturning FOS = 234.228 OK _.._.-__ _
36S full gondola
Wall Shelving/Single Sided
48" Tall "R" 4 Level
Seismic Importance Factor= 1.5
Applies for 18" (18R) and 24" (24R) wide by 48" tall fixtures
Total Load per shelf = 150 Ibs
of Levels = Wall 4 LEVEL
Supported on Elevated Floor (Y/N): No
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MM6.1-08)
Uniform Weight per level = 25.00 psf/shelf
Weight of Unit = 1001#
Rack anchorage spacing / Trb width = 8 ft (Frames are assumed to be 4'-0"oc)
Shelf depth = 18 in Total Shelf Load / Level
hs=_ 0 in
he = 0 in
h,= Olin
ha = din
hs = 0 in
hs= 14 in 300 Ibs
h, = 14 in 300 Ibs
hs = 14: in 300 Ibs
h, = 6. in 300 Ibs
Total Shelf Height, H, _ 48 in
Unit Height, Ft = 48 in
Unit Base Depth, D = 11 in
Load Case 1' [Per RM1 sect. 2.6.8(1)- PL=0.67(PL)l Load Case 2' [per RMI sect. 2.6.8(2) - PL=1.O(PL))
1per RMI sect. 2.6.2. PLR, = 1.01 [per RMI sect. 2.6.2, PL-= 1.01
Seismic (C,xip) = 0,032 W. (Cross -Aisle) Seismic (C,xlp) = 0.032 W. (Cross -Aisle)
W. = (0.67XPLp, X(0.67)PL)+DL = 639 Ibs W. = (0.67XPLRrx(1)PL)+DL = 301 Ibs
Base Shear, V = C,IpWs = 20.4 Ibs Base Shear, V = C,I^ = 9.6 Ibs
Horizontal forces per level, F. = CKV (RMI sect 2.6.6)
Service Loads, E = 0.7) Fe = 0.0 Ibs @ 0 in (CM)
Note: Fs = 0.0 Ibs @ 0 in (CM)
CM) = Product Center of Mass F7 = 0.0 Ibs @ 0 in (CM)
typically 6 inches above Fe= 0.0 Ibs @ 0 in (CM)
the top of shelf at each level. F6 = 0.0 Ibs @ 0 in (CM)
F, = 5.4 Ibs @ 54 in (CM)
F, = 4.0 Ibs @ 40 in (CM)
F, = 2.6 Ibs @ 26 in (CM)
F, = 1.2 Ibs @ 12 in (CM)
F = 1.2 Ibs @ 24 in (CM)
Ef; = 20.4 Ibs (@ Factored Loads)
Calculate Overturning Moment (Service), MOT = 7ihi
MOT = 559 in-Ibs
Calculate Resisting Moment (Service), MST
MRsT = 4950 in-Ibs
Factor of Safety
FOS = 8.858
NO UPLIFT .. NO ANCHORS REQUIRED
Horizontal forces per level, F, C„V (RMi sect 2e.e)
Service Loads) Fp= 0.0 Ibs
Fe= 0.0 lbs
F,= 0.0 Ibs
Fe= 0.0 Ibs
F, = . 0.0 lbs
F, = 5.9 Ibs @ 54n (CM)
Fs = 0.0 Ibs
Fx = 0.0 Ibs
F, = 0.0 Ibs
Fe = 0.9 Ibs @ 24in (CM)
Efi = 9.6 Ibs (@ Factored Loads)
Calculate Overturning Moment (Service), MOT = Lfihi
MOT = 338 in-Ibs
Calculate Resisting Moment (Service), Mx T
MRST = 2200 in-Ibs
Factor of Safety
FOS = 6.509
NO UPLIFT - NO ANCHORS REQUIRED
Load cases are per ASCE 7-10 sect 15.5.3.6
Reactions (Service Loads): LC #1 LC #2
R„ = 7 Ibs 3 Ibs
R, = 0 Ibs (No Uplift) 0 Ibs (No Uplift)
Overturning FOS = 8.858 - 1.5 6.509 - 1.5
Sliding Restraintforce, RAT / FOS = 931bs / 12.936 - 1.5 OK 45lbs 113.439 - 1.5 OK
Reactions (Factored Loads): LC #1 LC #2
Base Shear (kh)= 201bs 10 lbs
Net Uplift (R„) = 0 Ibs 0 Ibs
Overturning + Gravity (P„) = 689 Ibs 256 Ibs
Anchor Design (usina "Cracked Concrete" Properties
Try: 3/8"0 Powers Wedge -Bolt+ Screw Anchor 2 1/8" embed.
Embedment= 2.125 in
f'p= 2500 psi
e, = 0 in <- Eccen. Of Anchor
he, = 1.425 in 1.5(he,) = 2.25 in
C. = 2.75 in 1.5(cs) = 4.125 in
Conc. thickness, t = 4 in
of Anchors, n = 2 - anchors per connection
Sx= 3.5 in
A„ = 0.103 in`
Tension Allowables
Steel Strength, (0.75)ON„ = 10043 Ibs.--ACI 318-11 Eq D-2
Concrete Breakout, (0.75)0N,= 1282 Ibs <_ACI 318-11 Eq D-4
Pullout Strength, .(0.75)Np„= 1058 lbs--ACI 318-11 Eq D-13
LC #1 LC #2
Factored Tension Load (Np) = 0 Ibs 0 Ibs
max tension stress ratio (TSR) = 0.000 OK 0.000 OK
P "a
1635003207 6 9
Sanford, FL - Store#3207
DGH 01/06/17
ar or.
ti LIGHT GAUGE STEEL
ANCHOR STRAP
0"wx 220Athk) PLACE
STRAP ANCHORS AT
i ...... -
EACH ENO FRAME AND,
8.0 Pc (MAX)AT
INTERIOR FRAMES:
TYP l UNO.
Z1_1 r2)ANCHOR BOLTS
PER STRAP AT
INTERIOR FRAMES
cJ
jfj
m__......- .....................G......:.....,,,.:.,,,,,,.J
A
It -'
Shear Allowables
Steel Strength, mV,p = 4404 Ibs <-ACI 318-11 Eq D-29
Concrete breakout, pV.ep= 1253 Ibs <-ACI 318.11 Eq D-31
Concrete pryout, OV_= 1381 Ibs <-ACI 318.11 Eq D-41
LC #1 LC #2
Factored Shear Load (V„) = 20 Ibs 10 Ibs
max shear stress ratio (VSR) = 0.016 OK 0.008 OK
Combined shear and tension stress ratio (TSR+ VSR) = 0.016 < 1.2 OK - LC#1 (controls)
USE: NO UPLIFT - PROVIDE MINIMUM ANCHORAGE
18R (incl 24R) half gondola.
Wall Shelving/Single Sided
48" Tall "R" 4 Level
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
Punching Shear Check: ff J ;k_ X H/2
Design per section 22.5.4 ACI 318-11)
Max Factored Vertical Load (P„) = 689 Ibs
Slab Concrete f', = 2500 psi
Slab thickness, (t)= 4 in. I. I '17 -
Rack Post X-X = 2 in.
y.-
Rack Post Y-Y = 2 in. i
bo= 24.00 in.
p= 1.00
Vn= 19200lbs Eq.(22-10) I`
V. max = 12768 Ibs Eq. (22-10)-
Vn= 7660.80lbs
VAVn= 0.090<1.0O.K• -
u r,i>ttirit] I rr,iel r)
P—"
1635003207 7 9
Sanford FL - Store #3207
DGH 01/06 17
Slab tension based on Soil bearing area check: Q. BEAM FIXED AT ONE END. FREE TO DEFLECT VERTICALLY BUT NOT
Allowable soil bearing = 500 psi ROTATE AT OTHER —UNIFORMLY DISTRIBUTED LOAD
Max Vertical Load (Service) (P) =
Area read. for bearing (A„„) =
b" distance =
544 Ibs
1.09 fi
12.52 in
y,r
a
Tteauw. u"rto.m Leaa
n - v . . • ' • • ' r
Slab thickness (t) = 4.00 in r
V.
S=(1"xt)'/6= 2.67in'[in
0M„ (tension allowable) = ,(7.5)[(f'j"](S) = 600 in-lb/in
e..
I
I
Factored uniform bearing, w" = P„ / A„d =
M. = w„L/3 = (w")[(b-(2"))t2f] / 3 =
4 Ib/infin
40.56 in-lb/in - Defl. End M1 =21 in-lb/in
jI t,.
arr-t*-,,._ `Tr"(
M.
n,,.. -
s
N° ,.
j•
MAM"r = 0.068 < 1.0 O.K. M i
Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade:
Width of Single Rack = 11 in
Slab thickness (t) = 4.0 in
Modulus of Rupture, f,= 7.5'SDRT(fc) = 375.0 psi
Concrete Slab Section Modulus, S=b(tf/6 = 32.0 in'/ft
Allowable Concrete Slab Bending Moment, M„JFS = S"f,11.5 = 1000.0 ft9bstft
Effective Cantilever Span Length (Lj at My = 6.3 ft
Total Length of Slab (1, + Width of Single Rack) = 7.2 ft
Tdb. Width of Slab = Tdb width of Rack = 8.0 ft
Weight of Concrete Slab at Rack (P—) = 2896 Ibs
Resisting Moment- Concrete Slab at Rack, M-I,mbI = P. " Ld2 = 125845 in'Ibs 10
Load Combination #1: MoT = 559 in'Ibs
MRSTI I + MnsTlwbl = 130795 in'Ibs
Total Overturning FOS = 234.049 OK
Load Combination #2: MoT = 338 in'Ibs
MRST(—) + M.T(—) = 128045 in'Ibs
Total Overturning FOS = 378.842 OK
F.FFIFIC'.I..IVF_
t ANTIL VERED
SLAB "SPAN
LENGTH Lrf,
A y,L
18R (incl 24R) half gondola
Wall Shelving/Single Sided
54" Tall "S" 5 Level
Seismic Importance Factor= 1.5
Total Load per shell = 150 Ibs
of Levels = Wall 5 LEVEL
Supported on Elevated Floor (Y/N): No
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSUMM 6.1-08)
Uniform Weight per level = 25.00 psf/shelf
Weight of Unit = 100 #
Rack anchorage spacing / Trb width = 8 ft (Frames are assumed to be 4'-0"oc)
Shelf depth = 18 in Total Shelf Load / Level
he= 0'in
h, = 0; in
hT = in
h,= O in
h, = 12 in 300 Ibs
h. = 12: in 300 Ibs
h, = 12, in 300 Ibs
hi = 12. in 300 Ibs
h, = ......................
54.
6'. in 300 Ibs
Total Shelf Height, Hi = in
Unit Height, fL = 54 in
Unit Base Depth, D = 11 in
Load Case 1' [Per RMI sect. 2.6.8(1) - PL=0.67(PL)) Load Case 2' [per RMI -L 2.6.8(2) - PL=1.O(PL))
Per RMI sect. 2.6.2, PL, = 1.01 [Per RMI sect. 2.6.2, PLRr = 1.01
Seismic (C,XI,) = 0.032 W. (Cross -Aisle) Seismic (C XI,) = 0.032 W. (Cross -Aisle)
W. = (0.67XPLR,X(0.67)PL)+DL = 773 Ibs W. = (0.67XPLR X(1)PL)+DL = 301 Ibs
Base Shear, V = C.1,W. = 24.7 Ibs Base Shear, V = C,I^ = 9.6 Ibs
Horizontal forces per level, F. = C„V (RMI sect 2.6.6)
Service Loads, E = 0.7) Fe = 0.0 Ibs @ 0 in (CM)
Note: F. = 0.0 Ibs @ 0 in (CM)
CM) = Product Center of Mass Fr = 0.0 Ibs @ 0 in (CM)
typically 6 inches above F, = 0.0 Ibs @ 0In (CM)
the top of shelf at each level. Fs= 5.4 Ibs @ 60 in (CM)
F. = 4.3 Ibs @ 48 in (CM)
F, = 3.2 Ibs @ 36 in (CM)
F, = 2.1 Ibs @ 24 in (CM)
F, = 1.1 Ibs @ 12 in (CM)
F„ = 1.2 Ibs @ 27 in (CM)
if, = 24.7 Ibs (@ Factored Loads)
Calculate Overturning Moment (Service), Mor= Ifhl
MOT = 742 in-Ibs
Calculate Resisting Moment (Service), MRST
MRST = 6050 in-Ibs
Factor of Safety
FOS = 8.156
NO UPLIFT - NO ANCHORS REQUIRED
Horizontal forces per level, F. C„V (RMI sect 2.8.8)
Service Loads) F.= 0.0 Ibs
Fs= 0.0 Ibs
Fr= 0.0 Ibs
F, = 0.0 Ibs
F,= 5.9 Ibs @ 60in (CM)
F, = 0.0 Ibs
F, = 0.0 Ibs
F, = 0.0 Ibs
F, = 0.0 Ibs
F. = 0.9 Ibs @ 271n (CM)
if, = 9.6 Ibs (@ Factored Loads)
Calculate Overturning Moment (Service), MOT = if;h,
MOT = 376 in-Ibs
Calculate Resisting Moment (Service), MRST
MRST = 2200 in-Ibs
Factor of Safety
FOS = 5.859
NO UPLIFT - NO ANCHORS REQUIRED
Load cases are per ASCE 7-10 sect 15.5.3.6
Reactions (Service Loads): LC #1 LC #2
R. = 9 Ibs 3 Ibs
R„ = 0 Ibs (No Uplift) 0 Ibs (No Uplift)
Overturning FOS = 8.156 - 1.5 5.859 - 1.5
Sliding Restraint force, RRST / FOS = 114lbs / 13.107 >= 1.5 OK 46lbs / 13.692 >= 1.5 OK
Reactions (Factored Loads): LC #1 LC #2
Base Shear (R.„) = 25 Ibs 10 Ibs
Net Uplift (R,„) = 0 Ibs 0 Ibs
Overturning + Gravity (P.) = 855 Ibs 264 Ibs
Anchor Des[an (using "Cracked Concrete" Properties
Try: 3/8"0 Powers Wedge -Bolt+ Screw Anchor 2 1/8" embed.
Embedment = 2.125 in
f'.= 2500 psi
e, = 0 in <- Eccen. Of Anchor
h., = 1.425 in 1.5(h„) = 2.25 in
C. = 2.75 In 1.5(c,) = 4.125 in
Conc. thickness, t = 4 in
of Anchors, n = 2 - anchors per connection
Sx= 3.5 in
A„ = 0.103 in`
Tension Allowables
Steel Strength, (0.75)4N„ = 10043 Ibs < ACI 318-11 Eq D-2
Concrete Breakout, (0.75)mN. ,= 1282 Ibs c-ACI 318.11 Eq D-4
Pullout Strength, (0.75)pNP,= 1058 Ibs < ACI 318-11 Eq D-13
LC #1 LC #2
Factored Tension Load (N„) = 0 Ibs 0 Ibs
max tension stress ratio (TSR) = 0.000 OK 0.000 OK
1635003207 8 9
P".m..
Sanford, FL - Store #3207
DGH 01/06/17
LIGHT GAUGE STEEL
ANCHOR STRAP
1"w x 220A thk) PLACE
STRAP ANCHORS ATA- EACH END FRAME AND•
8'.o'oC (MAX) AT
rf iL E" INTERIOR FRAMES.
TP 1 UNO.
4 (2) ANCHOR BOLTS
PER STRAP ATF
I rr INTERIOR FRAMES
n.
i1 F`'s X0.
Shear Allowables
Steel Strength, 4V. = 4404 Ibs <_ACI 318-11 Eq D-29
Concrete breakout, OVm, = 1253 Ibs <_ACI 318-11 Eq D-31
Concrete pryout, OV_ = 1381 Ibs < ACI 31 B-11 Eq D-41
LC #1 LC #2
Factored Shear Load (V„) = 25 Ibs 10 Ibs
max shear stress ratio (VSR) = 0.020 OK 0.008 OK
Combined shear and tension stress ratio (TSR+ VSR) = 0.020 < 1.2 OK - LC#1 (controls)
USE: NO UPLIFT - PROVIDE MINIMUM ANCHORAGE
18S half gondola
Wall Shelving/Single Sided
54" Tall "S" 5 Level
2014 FBC (IBC 2012) / ASCE 7-10 / 2008 RMI (ANSI/MH16.1-08)
H/2- kT X H /2
Punching Shear Check: i
Design per section 22.5.4 AG 318-11)
Max Factored Vertical Load (Pj = 855 Ibs 0.._ _" " "" '" -''
Slab Concrete f , = 2500 psi
Slab thickness (t) = 4 in. 1' • ` - .I
Rack Post X-X= 2 in.
Rack Post Y-Y =
b.=
2 in.
24.00 in.r-
9 = 1.00
Vn= 19200lbs Eq.(22-10) j. -
f IVnmax = 12768 Ibs Eq. (22-10)
OVn= 7660.80lbs
d .
tjCVJ/ V = 0.112 < 1.0 O.K. u! c:Ptinc f er l riel r
1635003207 9 s
Sanford FL - Store #3207
DGH 01/06/17
cu.wa an
Slab tension based on Soil bearing area check: 2o. I7EAM FIXED AT ONE ENO, FREE TO DEFLECT VERTICALLY BUT NOT
Allowable soil bearing = 500 psi ROTATE AT OTHER —UNIFORMLY DISTRIBUTED LOAD
Max Vertical Load (Service) (P) =
Area regd. for bearing (A..) =
670 Ibs
1.34 fl.` Tmrw•w. ueUxm Lew • r
w » `s
b" distance 13.89 in
A - v • • • •
Slab thickness (t)= 4.00 in a Y
S=(1"xt)/6= 2.67 in'fin Mm,..(ma-d."d) .. .. ""
M„ (tension allowable) = 4(7.5)[(f')"](S) = 600 in-lb/in
u"Pn ! , v M. (,r d.m.sd end
Factored uniform bearing, w. = P" / A„0 = 4 Ib/infin i .r.
M" = wnL/3 = (wn)[(b-(2"))t2)j / 3 =
Md$Mm=
52.21 in-lbrn - Defl. End M1 = 27 in-lb/in itr,._ r'$
nm, s2F0.087 < 1.0 O.K. M
Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade:
Width of Single Rack= 11 in
Slab thickness (t) = 4.0 in
Modulus of Rupture, f,= 7.5"SaRT(fc) = 375.0 psi
Concrete Slab Section Modulus, S = b(t)16 = 32.0 in'/ft
Allowable Concrete Slab Bending Moment, Md/FS = S'f/1.5 = 1000.0 ft'Ibs/ft
Effective Cantilever Span Length (L.) at MM = 6.3 ft
Total Length of Slab (1 + Width of Single Rack) = 7.2 ft
Trib. Width of Slab = Trib width of Rack = 8.0 ft
Weight of Concrete Slab at Rack (P_) = 2896 Ibs
Resisting Moment- Concrete Slab at Rack, MRST(—) = P. " L,/2 = 125845 in'Ibs .4
Load Combination #1: MoT = 742 in'Ibs
M.T(—) + MrsTld.el = 131895 inelbs
Total Overturning FOS = 177.812 OK
Load Combination #2: M.T = 376 in•lbs
MIT(—) + M TI-1 = 128045 in'Ibs
Total Overturning FOS = 340.978 OK
BASE
V)
U')
CANTILEVERED --
SLAB
LENGTH Lc
3
1
18S half gondola
1/612017 Design Maps Summary Report
ENUM Design Maps Summary Report
User -Specified Input
Building Code Reference Document 2012/2015 International Building Code
which utilizes USGS hazard data available in 2008)
Site Coordinates 28.802540N, 81.32812OW
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
USGS-Provided Output
S, = 0.080 g S,, = 0.128 g So, = 0.085 g
S, = 0.040 g S,, = 0.096 g So, = 0.064 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRV building code reference document.
MCEq Response Spectrum
0.14--
OJ2
0.10
M
0.02--
0.06
0.04--
0.02--
0.00 i
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.20 2.00
Period, T (sec)
Design Response Spectrum
0.05--
0.02--
0.07--
o.oG__
CI
0.05.-
W 0.04-
0.03-.
0.02
0.01
0.00
0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00
Period, T (sec)
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
http://eartNuake.usgs.gov/designmaps/us/summary.php?template=minima]8JabtLide=28.802-r,M8Jongitude=-81.328116&siteciass=3&riskcategory=O&ediborFi
1/6/2017 Design Maps Detailed Report
Design Maps Detailed Report
2012/2015 International Building Code (28.802541N, 81.32812°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 1613.3.1 — Mapped acceleration parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and
1.3 (to obtain S,). Maps in the 2012/2015 International Building Code are provided for Site
Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3.
From Figure 1613.3.1(1) 113 Ss = 0.080 g
From Figure 1613.3.1(2) [2I S, = 0.040 g
Section 1613.3.2 — Site class definitions
The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the
default has classified the site as Site Class D, based on the site soil properties in accordance
with Section 1613.
2010 ASCE-7 Standard - Table 20.3-1
SITE CLASS DEFINITIONS
Site Class vs fY or W,h s„
A. Hard Rock >5,000 ft/s N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf
D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
E. Soft clay soil <600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the
characteristics:
Plasticity index PI > 20,
Moisture content w >- 40%, and
Undrained shear strength s < 500 psf
F. Soils requiring site response See Section 20.3.1
analysis in accordance with Section
21.1
For SI: ift/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/m2
http://earthquake.usgs.gov/designmaps/us/report.php?tem plate=m ini mal8Jatitude=28.8025358longitude=-81.328116&sitecIass=3&riskcategory=0&edition=ibc-... 1/4
1/6/2017 Design Maps Detailed Report
Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral
response acceleration parameters
TABLE 1613.3.3(1)
VALUES OF SITE COEFFICIENT F.
Site Class Mapped Spectral Response Acceleration at Short Period
SS :5 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS >: 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of Ss
For Site Class = D and SS = 0.080 g, F. = 1.600
TABLE 1613.3.3(2)
VALUES OF SITE COEFFICIENT F
Site Class Mapped Spectral Response Acceleration at 1-s Period
S,:50.10 S,=0.20 5,=0.30 S,=0.40 S,>!0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S,
For Site Class = D and Sl = 0.040 g, F = 2.400
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1/6/2017
Equation (16-37):
Equation (16-38):
Design Maps Detailed Report
Si,,S = FaSs = 1.600 x 0.080 = 0.128 g
Sh11 = F SI = 2.400 x 0.040 = 0.096 g
Section 1613.3.4 — Design spectral response acceleration parameters
Equation (16-39): Sos = % SN,s = % x 0.128 = 0.085 g
Equation (16-40): Sol =2/Sh11=2/x0.096= 0.064g
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1/6/2017 Design Maps Detailed Report
Section 1613.3.5 — Determination of seismic design category ,
TABLE 1613.3.5(1)
SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION
VALUE OF Sos
RISK CATEGORY
I or II III IV
Sos < 0.167g A A A
0.167g < Sps < 0.33g B B C
0.33g <_ Sus < 0.50g C C D
0.50g <_ Sos D D D
For Risk Category = I and S„s = 0.085 g, Seismic Design Category = A
TABLE 1613.3.5(2)
SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION
VALUE OF Sol
RISK CATEGORY
I or II III IV
Sol < 0.067g A A A
0.067g 5 Sol < 0.133g B B C
0.133g <_ So, < 0.20g C C D
0.20g <_ So, D D D
For Risk Category = I and Sp, = 0.064 g, Seismic Design Category = A
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of
the above.
Seismic Design Category =_ "the more severe design category in accordance with
Table 1613.3.5(1) or 1613.3.5(2)" = A
Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design
Category.
References
1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Figl6l3p3pl(l).pdf
2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Figl6l3p3pl(2).pdf
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