HomeMy WebLinkAbout16910 59th Ave Ne Ste 110_BLD5839_2026 CITY OF ARLINGTON
18204 59th Avenue NE,Arlington,WA 98223
INSPECTIONS:360-403-3417-Permit Center:360-403-3551
BUILDING PERMIT Wr
16910 59TH AVE NE STE 110 Permit#:5839
Parcel#:31052700202000 PERMIT EXPIRES 180 DAYS AFTER
DATE OF ISSUANCE.
Scope of Work:Installation of Qty.(8)bays of palletized racking Valuation:14158.77
APPLI AW CONTRACTOR
Premier Pacific Properties,LLC Engineered Products Engineered Products,a Pape'Company
13700 44TH ST NE 9800 40th Ave S 9883 40th Avenue S
LAKE STEVENS,WA 98258 Seattle Seattle,WA 98108
2068541345 206-250-3913
LIC:602 684 203 EXP:01/31/2025
LIC:ENGINPC93100 EXP:02/20/2025
MECHANICAL CONTRACTOR ' PLUMBING CONTRACTOR
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: COMMERCIAL RACKING CODE YEAR: 2018
STORIES: I CONST.TYPE: llB
DWELLING UNITS: OCC GROUP: S-2;Storage Low Hazard
BUILDINGS: OCC LOAD:
PERMIT APPROVAL .
The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any
other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the
Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any
period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice
or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is
authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or
any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation,guidance advice or
decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or
on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or
federal law,or any order,proclamation,guidance or decision of the Governor.
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK
AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE
STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND
ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN
MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC110/IRC110.
SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on
your sales tax return form and coded City of Arlington#3101.
A6�— 4/22/2024 �ll 04/17/2024
Applicant Signature Date Building Official Date
CONDITIONS I
Special inspection required for drilling and cleaning of anchor holes and anchor length verification.Approved job copy shall be onsite
for inspections.Adhere to approved plans.Call for inspections.
The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property
owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or
community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities
before commencing construction.The property owner shall ensure that the construction project complies with all applicable design
review requirements.
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE
PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,
MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES '
Date Description Fee Amount
04/22/2024 Building Plan Review $244.36
04/22/2024 Credit Card Service $7.33
04/22/2024 Processing/Technology $25.00
04/22/2024 Building Permit $358.25
04/22/2024 Credit Card Service $11.50
Total Due: $646.44
Total Payment: $646.44
Balance Due: $0.00
_ CALL FOR INSPECTIONS
Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
INSPECTION INFORMATION I Pass/Fail
COMMERCIAL TENANT IMPROVEMENT
PERMIT APPLICATION
` Community and Economic Development
City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 • Phone(360) 403-3551
The following information is required for Commercial, Multi-Family,and Mixed-Use Building Permit Applications.
Mark each box to designate that the information has been provided. Please submit this checklist as part of the
submittal documents.See ASSISTANCE BULLETIN#30 for detailed design requirements.
EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL.
SUBMIT ELECTRONIC FILES FOR EACH OF THE FOLLOWING;Incomplete applications will not be accepted.
REQUIRED DOCUMENTS
❑ City of Arlington Commercial Tenant Improvement Permit Application
❑ Site Plan
❑ Architectural Plans
❑ Structural Plans
❑ Structural Calculations
❑ Mechanical System Modifications, (if applicable)
❑ Plumbing System Modifications, (if applicable)
❑ Project Specification Manuals, (if applicable)
❑ WSEC Compliance Forms,(if applicable) https:[/waenergycodes.com/
❑ Special Inspection and Testing Agreement
❑ Deferred Submittal Request
❑ Airport Property Lease (if building is located within the Arlington Airport Property Boundary)
1. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance.
2. The City of Arlington does not review or inspect electrical systems.Contact Labor and Industries at lni.wa.gov or
360-416-3000.
A. DEFERRED SUBMITTALS
If the project requires any of the following,a Deferred Submittal Request MUST be completed.Deferred submittals require
separate applications,plans and plan review.
1. Mechanical Plans (if not included in the plan set)
2. Plumbing Plans (if not included in the plan set)
3. Fire Sprinkler
4. Fire Alarm
S. Signage
B. SPECIAL INSPECTION AND TESTING AGREEMENT
A Special Inspection Firm is required to perform special inspections for the following type of work.
*The Special Inspection and Testing Agreement MUST be submitted with the Building Application.
❑ Reinforced Concrete ❑ Structural Steel and Welding
0 Bolting in Concrete ❑ High-Strength Bolting
❑ Pre-stressed Concrete ❑ Spray-Applied Fireproofing
❑ Shotcrete ❑ Smoke-Control Systems
❑ Structural Masonry ❑ Other-Specify:
0 I acknowledge that all items designated as submittal requirements must accompany my Tenant
Improvement Permit Application to be considered a complete submittal.
COMMERCIAL TENANT IMPROVEMENT
INSTALLATION,MODIFICATION OR REMOVAL MAY REQUIRE A SEPARATE PERMIT SUBMITAL
*CHECKALL THAT APPLY
❑ Automatic fire extinguishing systems ❑ Compressed gas systems
❑ Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc.)
❑ Standpipe systems ❑ Hazardous materials
❑ Private fire hydrants ❑ Industrial ovens/furnace
❑ Fire alarm and detection systems ❑ Spraying or dipping operations
❑ High piled/rack storage ❑ Temporary membrane structure,tents(>200 sq.ft.)or canopies(>400 sq.ft.)
❑ Provide details on any of the above checked items:
Type of Permit: ❑ New Space ❑ Addition 0 Alteration
Property Address: 16910 59th Ave NE#110,Arlington WA 98223 Project Valuation:
Lot#: Parcel ID No.: 2740915 Subdivision:
Project Scope of work: Palletize Pallet Racking
IBC Construction Type: IS IBC Occupancy Type: S2
Building/Space Square Footage: 8,250 Number of Stories: 1
Square Footage Per Floor: 1st 8,250 2nd 3rd 4th Sth 6th
Primary Contact: ❑ Owner ❑ Architect ❑ Engineer 0 Contractor
Owner Name: Pape Material Handling Inc office No.: 360-403-4702
Email Address: JBarberich@papemh.com Cell No.:
Mailing Address: PO Box 407 City: Eugene State: OR Zip:97440
Architect Name: Office No.:
Email Address: Cell No.:
Mailing Address: City: State: Zip:
Professional License Number: Expiration Date:
Engineer Name: Enhano Zhang Office No.: 909.596.1351
Email Address: prjcoordination@scedinc.com Cell No.:
Mailing Address: 1815 Wright Ave Suite 200 City: La Verne State: CA Zip: 91 750
Professional License Number: 21022747 Expiration Date:
Primary Contractor: Engineered Products Office No.: 206-394-3306
Email Address: JKeenholts@eppape.com Cell No.: 206-854-1345
Mailing Address: 9800 40th ave s. city: Seattle, WA State: 98024 Zip: 98118
L&I Contractor License Number: ENGINPC931 CO Expiration Date: 2/20/25
REV03.2022 Page 2 of 6
COMMERCIAL TENANT IMPROVEMENT
MECHANICAL SYSTEM INFORMATION
Type of Permit: ❑ New Installation ❑ Addition ❑ Alteration ❑ Replaced ❑ Gas Piping
Mechanical Contractor: Office No.:
Email Address: Cell No.:
Mailing Address: City: State: Zip:
L&I Contractor License Number: Expiration Date:
• New gas piping requires a pressure test hooking to any appliance
• Sediment traps (drips) are required on all gas lines
• Gas lines are required to be supported/secured per IFGS,Section 415
• Proper Combustion air and venting required for all appliances
• A shut-off valve is required within 6 feet of each appliance
Gas Piping Specification and complete Schematic PAGE 4 O Not Applicable
Proposed Piping Material: O CSST O Brass O Black Steel O Galvanized Steel O Other
Proposed Piping Size: O 1/2" O S/s" 713/4" O 1" O 11/2" O 2"
Inlet Pressure: Pressure Drop: Specific Gravity:
MECHANICAL PERMIT FEES (per unit)
Type of Fixture No. of Units Cost per Unit Subtotal
Additional Plan Review fees x $ 75.00 = $
Air Cond.Unit<_100Btu h x $ 15.00 = $
Air Cond.Unit>100Btu h x $ 25.00 = $
Air Cond.Unit>50OBtu/hp x $ 50.00 = $
Air Handling Units x $ 15.00 = $
Base Mechanical Fee $ 25.00 $ 25.00
Boiler<100Btu/h>3hp x $ 15.00 = $
Boiler>1 million Btu/h<50hp x $ 25.00 = $
Boiler>1.5 million Btu/h<50hp x $ 50.00 = $
Boiler>100Btu h 3-15h x $ 15.00 = $
Boiler>500Btu h 15-30hp x $ 25.00 = $
Commercial Hoods-Type I x $ 25.00 = $
Commercial Hoods-Type II x $ 50.00 = $
Diffusers x $ 15.00 = $
Dryer Ducting x $ 15.00 = $
Ductwork(drawings required) x $ 25.00 = $
Evaporative Coolers x $ 15.00 = $
Exhaust/Ventilation Fans x $ 15.00 = $
Fireplace Insert Stove x $ 15.00 = $
Forced Air Heat<_100 Btu h x $ 15.00 = $
Forced Air Heat>100 Btu h x $ 25.00 = $
Gas Clothes Dryer x $ 15.00 = $
Gas Fired AC <_100 Btu/h x $ 15.00 = $
Gas Fired AC >100 Btu/h x $ 25.00 = $
REV03.2022 Page 3 of 6
COMMERCIAL TENANT IMPROVEMENT
MECHANICAL PERMIT FEES (per unit)
Gas Fired AC > 500 Btu h x $ 50.00 = $
Gas Pi in <_ 5 units x $ 15.00 = $
Gas Piping> 5 units (plus <5 units x $ 2.00 = $
Heat Exchangers x $ 15.00 = $
Heat Pump-Condensing Unit x $ 25.00 = $
Hot Water Heat Coils x $ 15.00 = $
Miscellaneous Appliance-regulated by x $ 15.00 = $
mechanical code,not otherwise specified
Pkg.Units <-100btu x $ 25.00 = $
Pkg.Units >100btu x $ 50.00 = $
Range/Cook top-Gas Fired x $ 15.00 = $
Refrigeration Unit 5100Btu h x $ 15.00 = $
Refrigeration Unit>100Btu h x $ 25.00 = $
Refrigeration Unit>500Btu/h x $ 50.00 = $
Re-inspection fee (all) x $ 75.00 = $
Unit Heaters <— 100 Btu h x $ 15.00 = $
Unit Heaters >100 Btu h x $ 25.00 = $
VAV Boxes (Variable Air Volume,part of air x $ 10.00 — $
conditioning system)
Wall Heaters - Gas Fired x $ 25.00 = $
Water Heater- Gas Fired x $ 25.00 = $
Permit Fee $
Table 4-8; Plan Review Fee $
Processing/Technology Fee $25.00
Total $
PRESSURE PIPING SCHEMATIC
COMPLETE FOR GAS PIPING ONLY— USE A SEPARATE SHEET, IF NECESSARY
❑ SCHEMATIC IS TO SCALE ❑ SCHEMATIC NOT TO SCALE
Show Pipe Size(s) and Length(s) from meter to all appliances
NOTE:Any interior pressure regulators must be indicated
REV03.2022 Page 4 of 6
COMMERCIAL TENANT IMPROVEMENT
PLUMBING SYSTEM INFORMATION
Type of Permit: O New Installation O Addition O Alteration O Replaced O Industrial
Plumbing Contractor: Office No.:
Email Address: Cell No.:
Mailing Address: City: State: Zip:
L&I Contractor License Number: Expiration Date:
The following items need to be specified on the plans:
O Fixture specifications and equipment with locations.
O Location and type of all backflow assemblies for each fixture.
O Calculations for Grease Interceptor.
O Pipe size and location of sanitary and potable water systems.
O Riser diagram of waste,vent,and rain water systems,including sizes.
O Medical gas piping riser diagram,type of gas, storage room and size of piping.
PLUMBING PERMIT FEES (per fixture)
Commercial plumbing permits are required to submit line drawings.A plan review fee of 65%per Table 4-6 for
plumbing permits will be assessed at time of submittal. Includes two 2 inspections with permit.
Type of Fixture No.of Fixtures Cost per Fixture Subtotal
Additional Plan Review fees x $ 75.00 =
Alteration/repair piping x $ 15.00 =
Backflow Assembly x $25.00 =
Base Plumbing Fee $ 25.00 $25.00
Bath/Shower Combo x $ 15.00 =
Building Main Waste x $ 25.00 =
Clothes Washer x $ 15.00 =
Dishwasher x $ 15.00 =
Drinking Fountain x $ 15.00 =
Floor Drains x $ 15.00 =
Grease Interceptor x $ 75.00 =
Grease Trap x $ 25.00 =
Hose Bibb x $ 15.00 =
Icemaker Refri erator x $ 15.00 =
Irrigation-per meter x $ 25.00 =
Kitchen Sink&Disposal x $ 15.00 =
Laundry Tray x $ 15.00 =
Lavatory x $ 15.00 =
Med Gas Pi in <_ 5 inlets outlets x $ 60.00 =
Med Gas Piping> 5 inlets/outlets (plus <_ 5 x $ 5.00 =
inlets/outlets)
Miscellaneous -regulated by plumbing x $ 15.00 =
code,not otherwise specified
Pretreatment Interceptor x $ 15.00 =
REV03.2022 Page 5 of 6
COMMERCIAL TENANT IMPROVEMENT
PLUMBING PERMIT FEES (per fixture)
Re-inspection Fee all x $ 75.00 =
Roof Drains x $ 15.00 =
Shower (only) x $ 15.00 =
Sink bar,service,etc. x $ 15.00 =
Toilets x $ 15.00 =
Urinal x $ 15.00 =
Vacuum Breakers x $ 25.00 =
Water Heater x $ 25.00 =
Water Heater-Tankless x $ 25.00 =
Permit Fee
Table 4-6; Plan Review Fee
Processing/Technology Fee $25.00
Total
PROPOSED BUILDING USE
❑ New ❑ Addition/Alteration ❑ Medical ❑ Automotive Based ❑ Industrial
❑ Office ❑ Restaurant ❑ Machine Shop ❑ Other:
CROSS CONNECTION
Please check all appliances that are proposed or permanently connected to the water supply.
❑ Ice Machine ❑ Dialysis Equip. ❑ Air washers
❑ Coffee Urn/Espresso ❑ Hydrotherapy Equip. ❑ Steam Generators
❑ Carbonated Bev. ❑ Dental Equip. ❑ Dye Vats
❑ Fume Hoods ❑ Laboratory Equip. ❑ Pressure Washers
❑ Degreasers ❑ Autoclave/Sterilizers ❑ Cooling Towers
❑ Hot Tub/Spa ❑ Decorative Fountain ❑ Fire Sprinkler
❑ Aquarium ❑ Swimming Pools ❑ Sprinkler w/chemicals
❑ Lawn Irrigation ❑ Well on property ❑ Other:
WASTEWATER DISCHARGE
Does the plumbing system currently have a grease interceptor? ❑ Yes ❑ No ❑ Don't Know
Does the plumbing system currently have an oil/water ❑ Yes ❑ No ❑ Don't Know
separator?
Is water used in the business process (washing,rinsing, ❑ Yes ❑ No ❑ Don't Know
cooling)?
Does your business require a NPDES permit? ❑ Yes ❑ No ❑ Don't Know
I hereby certify that I am the El Owner, ❑Applicant, [I Contractor,and authorized to sign this application and that the above information is
correct and construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and
regulation of the State of Washington,and the City of Arlington.A final inspection and approval shall be obtained when complete.
Ames Keenholts 2.19.24
Signature Print Name Date
SAVE PRINT
REV03.2022 Page 6 of 6
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Engineerin9
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1815 Wright Ave
La Verne, GA 91750
Phone:909.590.1351 Fax: 909.590.7180
Project Name : PAPE I-IH
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Project Number : 23-0914-13
21022747
Date : 09/21/23 °gSRFGISTF
S70NALDigital y signed
EN
Street Address: 16910 50TH AVE NE #110 Enhao byEnhaoZha g
Date:203.09.21
city/state: ARLINGTON, WA 98223 Zhang 114:57522-0700'
Scope of Work : STORAGE RACK
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Structural
Engineering & Design I nc.
1815 Wrig t Ave La Verne CA 91750 Tel: 909 596 1351 Fax: 909 596 7186
BY: N.V Eng:Mgz. Project: PAPE MH Project#:23-0914-13
TABLE OF CONTENTS
II
�i Title Page .............................................................................................................. 1
Tableof Contents................................................................................................... 2
j Design Data and Definition of Components .......................................................... 3
Critical Configuration .............................................................. 4
SeismicLoads....................................................................................................... 5 to 6
Column .................................................................................................................. 7
Beam and Connector............................................................................................ 8 to 9
Bracing .................................................................................................................. 10
Anchors................................................................................................................. it
BasePlate ............................................................................................................. 12
Slabon Grade....................................................................................................... 13
Other Configurations .............................................................. 14
TYPE A Page of 9/20/2023
i
Structural
I' Engineering & Design Inc.
1815 Wright Ave La Verne CA 91750 Tel: 909 596 1351 Fax: 909 596 7186
1, By: N.V Eng:Mgz. Project: PAPE MH Project#:23-0914-13
Design Data
1)The analyses herein conforms to the requirements of the:
2021 IBC Section 2209
2022 CBC Section 2209
ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks"2012 RMI Rack Design Manual"
ASCE7-16,section 15.5.3
2)Transverse braced frame steel conforms to ASTM A570,Gr.55,with minimum strength, Fy=55 ksi
Longitudinal frame beam and connector steel conforms to ASTM A570,Gr.55,with minimum yield, Fy=55 ksi
All other steel conforms to ASTM A36,Gr. 36 with minimum yield, Fy= 36 ksi
3)Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein.
4)All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar.All such welds shall be performed
in shop,with no field welding allowed other than those supervised by a licensed deputy inspector.
5)The existing slab on grade is 6"thick with minimum 3000 psi compressive strength.Allowable Soil bearing capacity is 750 psf.
The design of the existing slab is by others.
6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria
Definition of Components
A 6ax
Edam
Mm
E�•a�
tee GAN- a
4 conectof Gearr� 1
Rawk-
&se Plate and
Mdbws
Beam height
Lerg*i
Wl y j
Rame
Depth
RiDnt Vlewr Down Asla
ILona-du6nal# Frame gin e;c�a7ss e
{'Tr�rnswerse 3 Frame
TYPE A Page of f(� 9/20/2023
I
Structural
a
j ngineering & Design I nc.
1815 Wright Ave La Vernng CAA 91750 Tel: 909 596 1351 Fax: 9Q9.96 7186
By: N.V Eng:Mgz. Project: PAPE MH Project#:23-0914-13
Configuration&Summary:TYPE A
— — "RACK COLUMN REACTIONS
ASD LOADS
48" 48" AXIAL OL= 75/b
AXIAL LL= 4,500/b
SEISMIC AXIAL Ps=+/- 2,867/b
144 144„ BASE MOMENT 8,000 in-lb
48" 48"
36"
48"
96" 42" r
Seismic Criteria #Bm Lvls I Frame Depth Frame Height #Diagonals I Beam Length Frame Type
Ss=1.057, Fa=1.2 3 42 in 144.0 in 3 96 in Single Row
Component Description STRESS
Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=4575 lb, M=14410 in-lb 0.59-01K
Column&Backer None None None N/A
Beam Fy=55 ksi HMH 41160/4.125" Face x 0.057"thk Lu=96 in Capacity: 5075 Ib/pr 0.59-01K
Beam Connector F =55 ksi Lvl 1: 3 pin OK Mconn=10483 in-lb Mcap=12691 in-lb 0.83-01K
Brace-Horizontal F =55 ksi Hannibal 1-1/2x1-1/2x16ga 0.18-01K
Brace-Diagonal F =55 ksi Hannibal 1-1/2x1-1/2x16ga 0.27-OK
Base Plate Fy=36 ksi 8x5x3/8 Fixity=8000 in-lb 0.59-OK
Anchor 2 per Base 0.5"x 3.25"Embed HILTI TZ2 ESR 4266 Inspection Reqd(Net Seismic Uplift=3976 Ib) 0.9-01K
Slab&Soil 6"thk x 3000 psi slab on grade. 750 psf Soil Bearing Pressure 0.52-OK
Level Load** Story Force Story Force Column Column Conn. Beam
Per Level Beam Sp, g Brace Transv Longit. Axial Moment Moment Connector
1 3,000 lb 48.0 in 36.0 in 218 Ib 166 Ib 4,575 lb 14,410 "# 10,483 "# 3 pin OK
2 3,000 Ib 48.0 in 48.0 in 435 Ib 332 Ib 3,050 lb 9,960 "# 7,531 "# 3 pin OK
3 3,000 lb 48.0 in 48.0 in 653 Ib 498 Ib 1,525 lb 5,976 "# 4,045 "# 3 pin OK
**Load defined as product weight per pair of beams Total: 1,306 lb 996 Ib
Notes
TYPE A Page of r b 9/20/2023
M
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Structural
a
!! Engineering & Design I nc.
1815 Wright Ave La Verne CA 91750 Tel: 909 596 1 a51 Fax: 909 596 7186
By: N.V Eng:Mgz. Project: PAPE MH Project#:23-0914-13
Seismic Forces Configuration:TYPE A
Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6&ASCE 7-16 sec 15.5.3 Ss= 1.057
Transverse(Cross Aisle)Seismic Load S1= 0.377
V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Ptf+D) vt Fa= 1.200
Cs1= Sds/R Fv= 1.923
= 0.2114 Cs-max*Ip= 0.2114 Sds=2/3*Ss*Fa= 0.846
Cs2= 0.044*Sds Vmin= 0.015 Sd1=2/3*S1*Fv= 0.483
= 0.0372 Eff Base Shear=Cs= 0.2114 Transverse Elevation Ca=0.4*2/3*Ss*Fa= 0.3382
Cs3= 0.5*S1/R Ws= (0.67*PLRFi*PL)+DL(RMI 2.6.2) (Transverse,Braced Frame Dir.)R= 4.0
= 0.0471 = 6,180lb Ip= 1.0
Cs-max= 0.2114 Vtransv=Vt= 0.2114* (150 Ib+6030 Ib) PRF1= 1A
Base shear Coeff=Cs= 0.2114 Etransverse 1,306 Ib Pallet Height=hp= 48.0 In
Limit States Level rransverse seismic shearperupright DL per Beam Lvl= 50 Ib
Level PRODUCT LOAD P P*0.67*PRFi DL hi wi*hi FI Fi*(hi+hp/2)
1 3,000 Ib 2,010 Ib 50 Ib 48 in 98,880 217.7 Ib 15,674-#
2 3,000 Ib 2,010 Ib 50 Ib 96 in 197,760 435.3 Ib 52,236-#
3 3,000 Ib 2,010 Ib 50 Ib 144 in 296,640 653.0 Ib 109,704-#
sum: P=90001b 6,030lb 150 lb W=6180lb 593,280 1,306lb 1=177,614
Longitudinal Downaisle Seismic Load
Similarly for longitudinal seismic loads,using R=6.0 Ws= (0.67* PLRF2* P) + DL PRF2= 1-0 •• Q - ..4
Cs1=Sd1/(T*R)= 0.1611 = 6,180 Ib (Longitudinal,Unbraced Dir.)R= 6.0
Cs2 0.0372 Cs=Cs-max*Ip= 0.1611 T= 0.50 sec
Cs3= 0.0314 Vlong=• 0.1611 * (150 Ib+ 6030 Ib) -
Cs-max= 0.1611 [Elonglitudinal= 9961b Limit states[eve/Longlt.selsmic shear paruprigHt
-Level--- ----PRODUC LOAD-P--P*0.67-*P- - -DL- - hi----- ----wi*hi- - -- - Fi --- Front view
- - - - RF2- -- --
1 3,000 Ib 2,010 Ib 50 Ib 48 in 98,880 166.0 Ib
2 3,000 Ib 2,010 Ib 50 Ib 96 in 197,760 332.0 Ib
3 3,000 Ib 2,010 Ib 50 Ib 144 in 296,640 498.0 Ib
I
sum: 6,030 Ib 150 Ib W=6180 Ib 593,280 996 Ib
TYPE A Page 5 of 9/20/2023
Structural
i
Engineering & Design Inc.
1815 Wright Ave La Verne,CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: N.V Eng:Mgz. Project: PAPE MH Project#:23-0914-13
Downaisle Seismic Loads Configuration:TYPE A
Determine the story moments by applying portal analysis.The base plate is assumed to provide partial fixity.
_Seismic Story Forces
Typical Frame made
Vlong= 996lb Tiibutaryarea oFtwocolurrmns
Vcol=Vlong/2= 498 lb ohack Frame ----- -
F1= 166 lb i� ,`I.. Typical Frame made
F2= 332 lb ./Ortwo columns
F3= 498 lb KI Ei K,ER K 10 -
ED E4 04 K3;0 - -------
Top View
Imo— 96' ——————--
Front View 5ide View
Seismic Story Moments Conceptual System COL
Mbase-max= 8,000 in-lb <__=Default capacity hl-eff= hi -beam clip height/2
Mbase-v (Vcol*hleff)/2 = 45 in Vcol
= 11,205 in-lb <__=Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v h2
= 8,000 in-lb
M 1-1= [Vcol*hleff]-Mbase-eff M 2-2= [Vcol-(Fi)/2] * h2
_ (498 lb*45 in)-8000 in-lb = [498 lb- 166 Ib]*48 in/2
= 14,410 in-lb = 9,960 in-lb h1 hleff
I —L
Mseis= (Mupper+Mlower)/2
Beam to Column
Mseis(1-1)= (14410 in-lb+9960 in-lb)/2 Mseis(2-2)= (9960 in-lb+5976 in-lb)/2 Elevation
= 12,185 in-lb = 7,968 in-lb rho= 1.0000
Summary of Forces
LEVEL hi Axial Load Column Moment** Mseismic** Mend-fixity Mconn** Beam Connector
1 48 in 4,575 lb 14,410 in-lb 12,185 in-lb 2,790 in-lb 10,483 in-lb 3 pin OK
2 48 in 3,050 lb 9,960 in-lb 7,968 in-lb 2,790 in-lb 7,531 in-lb 3 pin OK
3 48 in 1,525 lb 5,976 in-lb 2,988 in-lb 2,790 in-lb 4,045 in-lb 3 pin OK
Mconn= (Mseismic+ Mend-fixity)*0.70*rho
Mconn-allow(3 Pin)= 12,691 in-lb
**all moments based on limit states level loading
TYPE A Page of 1 % 9/20/2023
M
Structural
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Engineering & Design I nc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909,596.7186
r By: N.V Eng:Mgz. Project: PAPE MH Project#:23-0914-13
j' Column(Longitudinal Loads) Configuration:TYPE A
i
Section Properties
Section: Hannibal IF3014-3x3xl4ga 3.000 in
Aeff= 0.643 in^2 I = 0.749 in^4 Kx= 1.7 x
Y
Ix= 1.130 in^4 Sy= 0.493 in^3 Lx= 45.9 in
Sx= 0.753inA3 ry= 1.080in Ky= 1.0 L
._.�,_.y, 3.000in
rx= 1.326 in Fy= 55 ksi Ly= 36.0 in
52f= 1.67 Cmx= 0.85 Cb 1.0 10.075 in j
E= 29,500 ksi x 1'
0.75 in
Loads Considers loads at level 1
COLUMN DL= 75 lb Critical load cases are:RM.1 Sec 2.1
COLUMN PL= 4,500 lb Load Case 5::(1+0.105*5ds)D+0.75*(1.4+0.145ds)*B*P+0.75*(0.7*rho*E)<=1.0,ASD Method
Mcol= 14,410 in-lb axial load coef.- 0.7971516*P seismic moment coef..• 0.5625*Mcol
Sds= 0.8456 Load Case 6::(1+014*Sd5)D+(0.85+0.1456s)*B*P+(0.7*rho*E)<=1.0,ASD Method
1+0.105*Sds= 1.0888 axial load coeff.• 0.67787 seismic moment coeff- 0.7*Mcol
1,4+0.14Sds= 1.5184 By analysis,Load case 6 governs utilizing loads as such
1+0.14Sds= 1.1184
0.85+0.14*Sds= 0.9684 Axial Load=Pax= 1.118384*75 Ib+0.968384*0.7*4500Ib Moment=Mx= 0.7*rho*Mcol
B= 0.7000 = 3,134 lb = 0.7* 14410 in-lb
rho= 1.0000 = 10,087 in-lb
Axial Analysis
KxLx/rx= 1.7*45.9375"/1.326" KyLy/ry= 1*36"/1.08" Fe > Fy/2
= 56.9 = 33.3 Fn= Fy(1-Fy/4Fe)
= 55 ksi*[1-55 ksl/(4*83.9 ksi)]
Fe= n^2E/(KL/r)max^2 Fy/2= 27.5 ksi = 46.0 ksi
= 83.9ksi Pa= Pn/Qc
Pn= Aeff*Fn 52c= 1.92 = 29572 ib/1.92
= 29,572 lb = 15,402lb
P/Pa= 0.20 > 0.15
Bending Analysis
Check: Pax/Pa + (Cmx*Mx)/(Max*lax) 5 1.0
- - - -- - -- P/Pao+Mx/Max<_-1.0- - --
Pno= Ae*Fy Pao= Pno/52c Myield=My= Sx*Fy
= 0.643 in^2*55000 psi = 35365lb/1.92 = 0.753 in^3*55000 psi
= 35,365 lb = 18,419 Ib = 41,415 in-lb
Max= My/S2f Pcr= n^2EI/(KL)max^2
= 41415 in-Ib/1.67 = n^2*29500 ksi/(1.7*45.9375 in)^2
= 24,799 in-lb = 53,947 lb
fix= {1/[1-(52c*P/Pcr)]}^-1
= {1/[1-(1.92*3134lb/53947lb)]}^-1
= 0.89
Combined Stresses
(3134 Ib/15402 lb)+(0.85*10087 in-Ib)/(24799 in-Ib*0.89) = 0.59 < 1.0, OK (EQ C5-1)
(3134 Ib/18419 lb) + (10087 in-Ib/24799 in-lb) = 0.56 < 1.0,OK (EQ C5-2)
**For comparison, total column stress computed for load case 5/s 54.0916 71n4 loads 3668.8413 lb Axial and M= 7565 In lb
TYPE A Page 7 of 9/20/2023
p Structural
9
En ineerin & Design I nc.
9 9
1815 Wright Ave La Verne. CA 91750 Tel: 909.596 1351 Fax: 909 596 7186
By: N.V Eng:Mgz. Project: PAPE MH Project#: 23-0914-13
BEAM Configuration:TYPE A
DETERMINE ALLOWABLE MOMENT CAPACITY 2.751n
A)Check compression flange for local buckling(B2.1) L 1.75 in J
w= c-2*t-2*r T
= 1.75 in-2*0.057 in-2*0.057 in
= 1.522 in 1.625 in
w/t= 26.7
1=lambda= [1.052/(k)A0.5]* (w/t) *(Fy/E)A0.5 Eq. B2.1-4
_ [1.052/(4)A0.5]*26.7*(55/29500)A0.5 4.125 in
= 0.606 <0.673, Flange is fully effective Eq. B2.1-1 0.057 in
B)check web for local buckling per section b2.3
fi(comp)= Fy*(y3/y2)= 50.53 ksi
f2(tension)= Fy*(y1/y2)= 102.29 ksi
Y= f2/f1 Eq. B2.3-5 Beam= HMH 41160/4.125"Face x 0.057"thk
-2.024 Ix= 1.617 1nA4
k= 4+2*(1-Y)A3+ 2*(1-Y) Eq. B2.3-4 Sx= 0.740 iiiA3
= 65.35 Ycg= 2.723 in
flat depth=w= yl+y3 t= 0.057 in
= 3.897 in w/t= 68.36842105 OK Bend Radius=r= 0.057 in
1=lambda= [1.052/(k)A0.5]*(w/t)*(f1/E)A0.5 Fy=Fyv= 55.00 ksi
_ [1.052/(65.35)A0.5] *3.897* (50.53/29500)A0.5 Fu=Fuv= 65.00 ksi
= 0.368 < 0.673 E= 29500 ksi
be=w= 3.897 in b2= be/2 Eq B2.3-2 top flange=b= 1.750 in
bl= be(3-Y) = 1.95 in bottom flange= 2.750 in
= 0.776 Web depth= 4.":'^
Fy
bl+b2= 2.726 in > 1.2885 in,Web is fully effective
Determine effect of cold working on steel yield point Via)per section A7.2 "(imp)
Fya= C*Fyc+(1-C)*Fy (EQ A7.2-1)
Lcorner=Lc= (p/2)*(r+t/2) y2
0.134 in C= 2*Lc/(Lf+2*Lc)
Lflange-top=Lf= 1.522 in = 0.150 in y3
m= 0.192*(Fu/Fy)-0.068 (EQ A7.2-4) depth
= 0.1590
Bc= 3.69*(Fu/Fy)-0.819*(Fu/Fy)A2- 1.79 (EQ A7.2-3)
= 1.427
since fu/Fv= 1.18 < 1.2 Y�
Ycq
and r/t= 1 <7 OK 1 12(lenslon)
then Fyc= Bc*Fy/(R/t)Am (EQ A7.2-2) IJ-
- -
= 78.485 ksi
Thus, Fya-top= 58.52 ksi (tension stress at top)
Fya-bottom= Fya*Ycg/(depth-Ycg) y1= Ycg-t-r= 2.609 in
= 113.59 ksi (tension stress at bottom) y2= depth-Ycg= 1.403 in
Check allowable tension stress for bottom flange y3= y2-t-r= 1.289 in
Lflange-bot=Lfb= Lbottom-2*r*-2*t
= 2.522 in
Cbottom=Cb= 2*Lc/(Lfb+2*Lc)
= 0.096
Fy-bottom=Fyb= Cb*Fyc+(I-Cb)*Fyf
= 57.26 ksi
Fya= (Fya-top)*(Fyb/Fya-bottom)
= 29.50 ksi
if F= 0.95 Then F*Mn=F*Fya*Sx= 20.73 in-k
�,r
Structural
Engineering & Design I nc.
1815 Wright Ave La Verne. CA 91750 Tel: 909:596.1351 Fax: 909.596.7186
By: N.V Eng:Mgz. Project: PAPE MH Project#: 23-0914-13
BEAM Contiguration:TYPE A
RMI Section 5.2, PT II
Section
Beam= HMH 41160/4.125" Face x 0.057"thl<
Ix=Ib= 1.617 inA4 2.75 in
Sx= 0.740 inA3
t= 0.057 in E= 29500 ksi rl--,
5 in I
Fy=Fyv= 55 ksi F= 300.0 T
Fu=Fuv= 65 ksi L= 96 in
Fya= 58.5 ksl Beam Level= 1 1.625 in
P=Product Load= 3,000 lb/pair
D=Dead Load= 50 lb/pair 4.125 in
0.057 in
1.Check Bending Stress Allowable Loads
Mcenter=F*Mn= W*L*W*Rm/8
W=LRFD Load Factor= 1.2*D+ 1.4*P+1.4*(0.125)*P RMI2.2,item a
FOR DL=2%of PL,
W= 1.599
Rm= 1-[(2*F*L)/(6*E*Ib+3*F*L)] _ _
1-(2*300*96 in)/[(6*29500 ksi*1.617 inA3)+(3*300*96 in)]
= 0.845
Then F*Mn=F*Fya*Sx= 41.14 in-k ILL Ll
Thus,allowable load
per beam pair=W= F*Mn*8*(#of beams)/(L*Rm*W) a Bean-
= 41.14 In-k*8*2/(96in*0.845* 1.599) Length
= 5,075 Ib/pair allowable load based on bending stress
Mend= W*L*(1-Rm)/8
_ (5075 lb/2)*96 in * (1-0.845)/8
= 4,720 in-lb @ 5075 lb max allowable load
= 2,790 in-lb @ 3000 lb imposed product load
2.Check Deflection Stress Allowable Loads
Dmax= Dss*Rd
Rd= 1-(4*F*L)/(5*F*L+ 10*E*Ib) Allowable Deflection= L/180
= 1-(4*300*96 in)/[(5*300*96 in)+(10*29500 ksi*1.617 inA4)] = 0.533 in
= 0.814 in Deflection at imposed Load= 0.315 In
if Dmax= L/180 Based on L1180 Deflection Criteria
and Dss= 5*W*L^3/(384*E*Ib)
L/180= 5*W*L^3*Rd/(384*E*Ib*#of beams)
solving for W yields,
W= 384*E*I*2/(180*5*LA2*Rd)
= 384*1.617 in^4*2/[180*5*(96 in)^2*0.814)
= 5,426 Ib/pair allowable load based on deflection 11mits
Thus, based on the least capacity of item 1 and 2 above: Allowable load= 5,075 lb/pair
Imposed Product Load= 3,000 lb/pair
Beam Stress= 0.59 Beam at Level i
i
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3 Pin Beam to Column Connection TYPE A
e beam en momen s shown Herein snow the result of the maximum induced ixe end monen s torm seismic+static oa s and the code
mandated minimum value of 1.50/o(DL+PL)
Mconn max= Mseismic+Mend-fixi *0.70*Rho Pi 1
( tY) rho= 1000 ;
= 10,483 in-lb Load at level 1
2"
P2
2"
P3
1/2"
C 121.
Connector Type= 3 Pin
Shear Capacity of Pin
Pin Diam= 0.44 in Fy= 55,000 psi
Ashear= (0.438 in)^2*Pi/4
= 0.1507 W2
Pshear= 0.4* Fy*Ashear
= 0.4*55000 psi*0.1507inA2
= 3,315 lb
Bearing Capacity of Pin
tcol= 0.075 in Fu= 65,000 psi
Omega= 2.22 a= 2.22
Pbearing= alpha*Fu*diam*tcol/Omega
= 2.22*65000 psi*0.438 in*0.075 in/2.22
= 2,135 lb < 3315 lb
Moment Capacity of Bracket
Edge Distance=E=_1.00_in _ Pin Spacing= 2.0 in___ _____ _ __ __ _Fy=_55,000_psi_—
C= P1+P2+P3 tclip= 0.18 in Sclip= 0.127 inA3
= P1+P1*(2.5"/4.5")+P1*(0.5"/4.5")
= 1.667*P1
Mcap= Sclip* Mending C*d= Mcap= 1.667 d= E/2
= 0.127 inA3*0.66* Fy = 0.50 in
= 4,610 in-lb
Pclip= Mcap/(1.667*d)
= 4610.1 in-lb/(1.667*0.5 in) Thus, P1= 2,135 lb
= 5,531 lb
Mconn-allow= [Pi*4.5"+Pi*(2.5"/4.5")*2.5"+Pi*(0.5"/4.5")*0.511]
= 2135 LB*[4.5"+(2.511/4.5")*2.5"+(0.51'/4.5")*0.5"]
= 12,691 in-lb > Mconn max, OK
TYPE A Page q of 9/20/2023
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Structural
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uj 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 202.626,7186
I' By: N.V Eng:Mgz. Project: PAPE MH Project#:23-0914-13
I
'u
Transverse Brace Configuration:TYPE A
Section Properties
i
Diagonal Member= Hannibal 1-1/2xl-1/2xl6ga Horizontal Member= Hannibal 1-1/2xl-1/2x16ga
Area= 0,273 in^2 1.500 in Area= 0.273 inA2
r min= 0.496 in r min= 0.496 in 1.500
Fy= 55,000 psi Fy=55,000 psi
K= 1.0 1.500 in K= 1.0 1.500
Qc= 1.92 F7
L JJ
Frame Dimensions 0.250 in 0.250
Bottom Panel Height=H= 48.0 in Clear Depth=D-B*2= 36.0 in
Frame Depth=D= 42.0 in X Brace= NO
Column Width=B= 3.0 in rho= 1.00
Diagonal Member
0
Load Case 6::(i+(L10�c� 85+0,14Sds)*B*P+[0.7*rho*EJ<=1,0,ASD Method n —>
Vtransverse= 1,306lb vb
Vb=Vtransv*0.7*rho= 1306 Ib*0.7* 1 (kl/r)= (k*Ldiag)/r min
= 9141b = (1 x 55.3 in/0.496 in)
Ldiag= [(D-B*2)^2+(H-6")A2]^1/2 = 111.5 in Wag
= 55.3 in Fe= pi^2*E/(kl/r)^2 H
Pmax= V*(Ldiag/D)* 0.75 = 23,419 psi Pmax
= 903lb
axial load on diagonal brace member Since Fe<Fy/2, 3^typ
Pn= AREA*Fn Fn= Fe s
= 0.273 inA2*23419 psi -- 23,419 psi Typical Panel
= 6,393 lb ConFlcururatkQn
Pallow= Pn/9 Check End Weld
= 6393 lb/1.92 Lweld= 3.0 in
- = 3,330 lb --- - - --Fu=-65-ksi - - -- -- - -- -
tmin= 0.060 in
Pn/Pallow= 0.27 <= 1.0 OK Weld Capacity= 0.75*tmin*L*Fu/2.5
= 3,510 lb OK
Horizontal brace
V2=
Vb=Vtransv*0.7*rho= 9141b
(kl/r)= (k* Lhoriz)/r min Fe= pi^2*E/(kl/r)^2 Fy/2= 27,500 psi
= (1 x 42 in)/0.496 in = 40,584 psi
= 84.7 in
Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn Pallow= Pn/Qc
= 36,366 psi = 0.273inA2*36366 psi = 9928 lb/1.92
= 9,928lb = 5,171 lb
Pn/Pallow= 0.18 <= 1.0 OK
TYPE A Page 10 of / 9/20/2023
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�II 1815 Wriclht Ave La Verne CA 91750 Tel: 909 5 6 1351 Fax: 909 596 7186
By: N.V Eng:Mgz. Project: PAPE MH Project M 23-0914-13
Single Row Frame Overturning Configuration:TYPE A
I; Loads
Critical Load case(s):
1)RMI Sec 2.2, item 7: (0.9-0.2Sds)D+ (0.9-0.20Sds)*B*Papp-E*rho hp
I
2)ASCE 7-10 15.5.3.2 reference to section 12.4.3.2,eqtn 7: (0.9-0.2*Sds)DL+(0.9-02*Sds)Papp+Omega*Qe
Sds= 0.8456 v
Vtrans=V=E=Qe= 1,306 lb (0.9-0.2Sds)= 0.7309
DEAD LOAD PER UPRIGHT=D= 150 lb (0.9-02Sds)= 0.7309
PRODUCT LOAD PER UPRIGHT=P= 9,000 lb B= 1 0(j(j,(j H h
Papp=P*0.67= 6,030 lb rho= 1.0000
Wst LC1=Wst1=(0,73088*D+0J3088*Papp*1)= 4,516 lb Omega= 2.006
Wst LC2=Wst2=(0J3088*D+0J3088*P)= 4,516 lb Frame Depth=Df= 42.0 in T
Product Load Top Level, Ptop= 3,000 lb Htop-Ivl=H= 144.0 in
DL/Lvl= 50 lb # Levels= 3 I� Df
Seismic Ovt based on E,E(Fi*hi)= 120,425 in-lb #Anchors/Base= 2
hel ht de th ratio= 3.4 in h = 48.0 in SIDE ELEVATION
A Fullv Loaded Rack _ h=H+h 2= 168.0 in
Load case 1:
Movt= E(Fi*hi)*E*rho Mst= Wsti * Df/2 T= (Movt-Mst)/Df
= 120,425 in-lb = 4516 lb*42 in/2 = (120425 in-lb-94836 in-lb)/42 in
= 94,836 in-lb = 609 lb Net Uplift per Column
Load case 2:
Movt= Sum(Fi*hi)*Omega*Qe Mst= Wst2* Df/2 T= (Movt-Mst)/Df
= 240,850 in-lb = 4516 lb*42 in/2 = (240850 in-lb-94836 in-lb)/42 in
94,836 in-lb = 3,477 lb Net Uplift per Column
Net Seismic Uplift 3,477 lb
B Top Level Loaded Only
Load case 1:
0 Vi=Vtop= Cs*Ip* Plop>=350 lb for H/D>6.0 Movt= [Vi*h+V2*H/2]*rho
= 0.2114*3000 lb = 108,829 in-lb
= 634lb T= (Movt-Mst)/Df
Vleff= 634 lb Critical Level= 3 = (108829 in-lb-48348 in-lb)/42 in
V2=VDT= Cs*Ip*D Cs*Ip= 0,2114 = 1,440 lb Net Uplift per Column
= 32 lb
Mst= (0.73088*D+0J3088*Ptop*1)*42 in/2
= 48,348 in-lb
- Load case-2: — -- — — - — - - --
Vi=Vtop= Cs*Ip* Plop*Omega >=350 lb for H/D >6.0 Movt= [V1*h +V2*H/2]
= 0.2114*3000 lb*Omega 215,374 in-lb
= 1,268lb T= (Movt-Mst)/Df
V1eff= 1,268 lb Critical Level= 3 = (215374 in-lb-48348 in-lb)/42 in
V2=dead load shear= Cs*Ip*D Cs= 0.2114 = 3,977 lb Net Uplift per Column
= 32lb
Mst= M73088*D+0.73088*Ptop)*42 in/2
= 48,348 in-lb Net Seismic U lift= .3j977 lb
Anchor
Check(2)0.5"x 3.25"Embed HILTI TZ2 anchor(s)per base plate.
Special inspection is required per ESR 4266.
Pullout Capacity=Trap= 1,961 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,961 lb
Shear Capacity=Vcap= 2,517 lb Phi= 1 Vcap*Phi= 2,517 lb
Fully Loaded: (1738 Ib/1961 Ib)^1 +(326 Ib/2517 Ib)^1 = 1.02 <= 1.2 OK
Top Level Loaded: (1988 Ib/1961 Ib)^1 + (158 Ib/2517 Ib)^1 = 1.08 <= 1.2 OK
TYPE A Page I( of t y 9/2 012 0 2 3
Structural
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ii Engineering & Design Inc.
1
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Base Plate Configuration:TYPE A
Section r-- a
Baseplate= 8x5x3/8
Eff Width=W = 7.00 In a = 2.50 in Mb
Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 5.00 in
Column Width=b = 3.00 in N=#Anchor/Base= 2 I b �~
Column Depth=dc= 3.00 in Fy= 36,000 psi e W
L= 2.00 in
Plate Thickness=t= 0.375 in Downalsle Elevation
Down Aisle Loads Load Case 5.,:(1+0.105*Sds D+0.75*f(1,4+0.i4Sds2*B*P+0.75*[0.7*rho*El<=1,a ASD Method
COLUMN DL=75 lb Axial=P= 1.088788* 75 lb+0.75* (1.518384* 0.7*4500 lb)
COLUMN PL= 4,500 lb = 3,669 lb
Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0.7*rho
1+0.105*Sds= 1.0888 = 8000 in-lb* 0.75*0.7*rho
1.4+0.14Sds= 1.5184 = 4,200 in-lb EffE
B= (} Axial Load P= 3,669 lb Mbase=Mb= 4,200 in-lb Effe.
Axial stress=fa = P/A= P/(D*W) M1= wL^2/2=fa*L^2/2
= 105 psi = 210 in-lb
Moment Stress=fb = M/S=6*Mb/[(D*B^2] Moment Stress=fb2= 2*fb* L/W
= 102.9 psi = 58,8 psi
Moment Stress=fbl = fb-fb2 M2= fbl*L^2)/2 F
= 44.1 psi = 88 in-lb
M3 = (1/2)*fb2*L*(2/3)*L= (1/3)*fb2*L^2 Mtotal = M1+M2+M3
= 78 in-lb = 376 in-lb/in
S-plate = (1)(t^2)/6 Fb= 0.75*Fy
= 0.023 in^3/in = 27,000 psi
fb/Fb = Mtotal/[(S-pl ate)(Fb)] F'p 0,7*F'c
= 0.59 OK = 2,100 psi OK
Tanchor= (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,961 lb OK
= -1,418 lb No Tension
Cross Aisle Loads CrA1ca/back"RM15x2.1,item 4:(1+0.115ds)DL+(1+0.145D5)PL*0J5+EV0.75<=1.0,ASDMefhod Check uplift load on Baseplate
Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2.
Pstatie= 3,669 lb "When the base plate configuration consists of two anchor bolts located on either side
f the column and a net uplift force exists,the minimum base plate thickness
Movt*0.75*0:7*rho= 63,223 in-lb- — --- Pselsmlc= Movt/Frame Depth -- _hall be determined based-on_a design bending moment in the plate equal
Frame Depth 42.0 in = 1,505 lb to the uplift force on one anchor times 1/2 the distance from
P=Pstatic+Pseismic= 5,174 lb the centerline of the anchor to the nearest edge of the rack column"
b=Column Depth= 3.00 in T
L=Base Plate Depth-Col Depth= 2..00 in Ta Mu a
fa = P/A= P/(D*W) M= wL^2/2= fa*L^2/2 I b
= 148 psi = 296 in-lb/in Elevation
Uplift per Column= 3,976 lb
Sbase/in = (1)(t^2)/6 Fbase= 0.75*Fy Qty Anchor per BP= 2
= 0.023 in^3/in = 27,000 psi Net Tension per anchor=Ta= 1,988 lb
c= 2.00 in
fb/Fb = M/[(S-plate)(Fb)] Mu=Moment on Baseplate due to uplift= Ta*c/2
= 0.47 OK = 1,988 in-lb
Splate= 0.117 in^3
fb Fb *0.75= 0.471 OK
TYPE A Page P—of ,y 9/20/2023
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i
Slab on Grade Configuration:TYPE A
1 P slab
a __-'-"---,, Concrete
Fb
fc= 3,000 psi
slab tD a tslab=t= 6.0 in
Cross tell= 6.0 in
--c --- Aisle h
x -►I �'- c Sol G
p.
y B fsoil= 750 psf
L >
Down Aisle _ Movt= 240,850 in-lb
SLAB ELEVATION Frame depth= 42.0 in
Baseplate Plan View Sds= 0.846
Base Plate 0.2*Sds= 0.169
Effec.Baseplate width=B= 7.00 in width=a= 3.00 in 0.600
Effec.Baseplate Depth=D= 5.00 in depth=b= 3.00 In R=B/D= 1.400
midway dist face of column to edge of plate=c= 5.00 in FIC^0.5= 54.80 psi
Column Loads midway dist face of column to edge of plate=e= 4.00 in
DEAD LOAD=D= 75 lb per column Load Case 1) (1.2+0.2Sds)D+ (1.2+0.2Sds)*B*P+rho*E RMI SEC 2.2 EQTN 5
unfactore(iASDload -- 1.36912*75 lb+ 1.36912*0.7*4500 lb+ 1 *5734 lb
PRODUCT LOAD=P= 4,500 lb per column = 10,149 lb
unfactored ASO load Load Case 2) (0.9-0.2Sds)D+ (0.9-0.2Sds)*B*Papp+rho*E RMISEC2.2 EQTN 7
Papp= 3,015 lb per column = 0.73088*75 lb+0.73088* 0.7*3015 lb+ 1*5734 lb
P-seismic=E= (Movt/Frame depth) = 7,331 lb
= 5,734 lb per column Load Case 3) 1.2*D+ 1.4*P RMI SEC 2.2 EQTN 1,2
unfactoredLlmltStateload = 1.2*75 lb+ 1.4*4500 lb
B= = 6,390 Ib
rho Load Case 4) 1.2*D+ 1.0*P+ 1.0E ACI 318-14 Sec 5.3.1
Sds= 0.8456 = 10,324 lb Egtn 5.3.1e
1.2+ 0.2*Sds= 1.3691 Effective Column Load=Pu= 10,324 lb per column
0. 9-0.20Sds= 0.7309
Puncture
Apunct= [(c+t)+(e+t)]*2*t
= 252.0 in^2
Fpunctl=- [(4/3-+-8/(3*a)l*k*(F'C^0.5)-- - - - - - - - - -fu/Fv=-P-u/(Apunct*Fpunct) - - - -- -
= 106.5 psi = 0.468 <1 OK
Fpunctl= 2.66*a,*(F'c^0.5)
= 87.5 psi
Fpunct eff 87.5 psi
Slab Bending
Pse=DL+PL+E= 10,324 lb
Asoil= (Pse*144)/(fsoil) L= (Asoil)^0.5 y= (c*e)^0.5 + 2*t
= 1,982 In^2 = 44.52 in = 16.5 in
x= (L-y)/2 M= w*x^2/2 S-slab= 1*teff^2/6
= 14.0 in = (fsoll*x^2)/(144*2) = 6.0 in^3
Fb= 5*(phi)*(fc)^0.5 = 512.2 in-lb fb/Fb= M/(S-slab*Fb)
= 164.32 psi = 0.519 < 1,OK
TYPE A Page 13 of 9/20/2023
l
Structural
a
Engineering & Design Inc.
1815 Wright Ave Lg Verne, CA 91750 Tel: 9 9.59 3 1 Fax: 9O2.5QQ.7186
h! By: N.V Eng:Mgz. Project: PAPE MH Project#:23-0914-13
r —
ti'
i' Configuration&Summary:TYPE B
*RACK COLUMN REACTIONS
ASO LOADS
48" AXIAL DL= 50lb
72 AXIAL LL= 3,000lb
SEISMIC AXIAL Ps=+/- 2,024 lb
144" 144" 48 BASEMOMENT= 8,000/n-lb
72"
36"
j
96" 42"
Seismic Criteria #Bm Lvls Frame Depth Frame Heightl #Diagonals Beam Length Frame Type
Ss=1.057, Fa=1.2 2 42 in 144.0 in 3 96 in Single Row
Component Description STRESS
Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=3050 lb, M=14908 in-lb 0.62-OK
Column&Backer None None None N/A
Beam F =55 ksi HMH 41160/4.125"Face x 0.057"thk Lu=96 in Capacity: 5075 Ib/pr 0.59-OK
Beam Connector F =55 ksi Lvl 1: 3 pin OK Mconn=9960 In-lb Mcap=12691 in-lb 0.78-OK
Brace-Horizontal Fy=55 ksi Hannibal 1-1/2xl-1/2xl6ga 0.12-OK
Brace-Diagonal F =55 ksi Hannibal 1-1/2xl-1/2xl6ga 0.18-OK
Base Plate F =36 ksi 8x5x3/8 Fixity= 8000 in-lb 0.48-OK
Anchor 2 per Base 0.5"x 3.25" Embed HILTI TZ2 ESR 4266 Inspection Reqd(Net Seismic Uplift=3976 lb) 0.9-OK
Slab&Soil 6"thk x 3000 psi slab on grade. 750 psf Soil Bearing Pressure 0.32-OK
Level Load** Story Force Story Force Column Column Conn. Beam
Per Level Beam Spcg Brace I Transv Longit. Axial Moment Moment Connector
1 3,000 lb 72.0 in 36.0 in 290 lb 221 lb 3,050 lb 14,908 "# 9,960 "# 3 pin OK
2 3,000 lb 72.0 in 48.0 in 581 lb 443 lb 1,525 lb 7,969 "# 4,742 "# 3 pin OK
48.0 in
**Load defined as product weight per pair of beams Total: 871 lb 664 lb
NOteS
TYPE B Page of 9/20/2023
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SCALE:
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DATE:
Digitally signed
E n h a 0 by Enhao Zhang 2-2- 7.1.23
Date: RFcoshaE° JOB NO.
Zhang;°o;22-07'00' «�A�
CHECKED BY.
SHEET NO.�
PLAN VIEW EEEVAT ON MEW
PLAN NORTH NTS NTS OF 1 SHEETS
GENERAL PROJECT NOTES
�1B / 1. DESIGNED PER REQUIREMENTS OF THE 2021 IBC,ASCE 7-16,SECTION 15.5.3,&2012 RMI RACK DESIGN MANUAL
GENERAL RACK INFORMATION
2. SEISMIC CRITERIA SS=1.057,S1=0.377,FA=1200,FV=1.923
IP=1.0(NO PUBLIC ACCESS),SIDS=0.846,SDI.=0.483,OCCUPANCY CATAG.II
/ SITE CLASS D-DEFAULT,SEISMIC DESIGN CATAG.D
I / 3. STORAGE CAPACITY:
TYPE A=3000 LBS PER LEVEL TYP.
3/8" ❑ TYPE B=3000 LBS PER LEVEL TYP.
OLUMN 4. ANCHORS:HILTI KWIKBOLT TZ2 ESR#4266,OR POWERS S02 ESR#2502 0
HORIZ. AS USED IN CALCULATIONS OR ICC&ENGINEER APPROVED EQUAL. to
BRACE OW 1/2"0 X 3-1/4"MIN.EMBEDT. W
ElC1C. 3/16" 1-1/2" NP' 11/2" SPACER EAM 50 FT-LBS TORQUE(HILTI KWIKBOLT TZ2) cc
3/16" TMP' ———— 40 FT-LBS TORQUE(POWERS SD2)
COLUMN 8"0 (2)ANCHORS PER BASE PLATE.
1 1/2" 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.ANCHORS SHALL BE INSTALLED
❑ _ ____ � PER ICC ESR#4266.
41/4" CONNECTOR 6. EXISTING S.O.G.CONCRETE THICKNESS&COMPRESSIVE STRENGTH,6'X 3000 PSI
7. SOIL BEARING PRESSURE 750 PSF.
8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN
ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE
❑ INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR,LEGIBLE PRINT. j
DIAG. 9. ALL BOLTS GR.5 OR BETTER,INSTALL TO SNUG TIGHT FIT OR BETTER Lu
2
BRACE 10.ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS CERTIFIED WELDERS USING
\ ASE E70XX ELECTRODE OR BETTER.NO FIELD WELDING PERFORMED.SPECIAL INSPECTION IS REQUIRED ONLY FOR H
1"� ❑ LATE& ANY FIELD WELDING. Q
ANCHOR 11.THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN.OF 18"BETWEEN TOP OF THE STORAGE AND THE
�� CEILING SPRINKLER DEFLECTOR.
NOTES: 12.THE PRODUCT SHOWN ON THE DETAILS HEREIN IS ASSUMED TO BE IN GOOD,UNDAMAGED CONDITION.THE USE @ ALL HANNIBAL \ PRODUCT MUST BE FREE OF ANY DAMAGE AND/OR FABRICATION DEFICIENCIES OR IRREGULARITIES.IT IS THE v
COLUMN/BASE LOCATIONS TYP. RESPONSIBILITY OF THE OWNER,USER,PRODUCT PROVIDER AND/OR INSTALLER OF THE COMPONENTS TO
DESCRIPTION BASE PLATE:8"x 5" DESCRIPTION COLUMN:HMH IF 3014 DESCRIPTION BRACING:HORIZ.&DIAG. NOTIFY SED,INC IN WRITING,OF ANY DAMAGE,DEFICIENCIES OR IRREGULARITIES. _
NOTES: NOT A DEPICTION OF THIS PROJECT 13.IT IS THE RESPONSIBILITY OFTHE OWNER AND/OR USER OFTHE COMPONENTS SHOWN HEREIN TO NOTIFY BED, 10
MATERIAL 3/8"THICK PLATE MATERIAL 14 GAGE THK. MATERIAL 16 GAGE STEEL USE @ ALL HANNIBAL BRACE INC OF ANY DAMAGE OR DEFICIENCIES IN THE SYSTEM DURING USE.THIS INCLUDES SUCH OCCURRENCES F
t9
STEEL YIELD ASTM A36,Fy=36,000 PSI STEEL YIELD ASTM A570,Fy=55,000 PSI STEEL YIELD ASTM A570,Fy=55,000 PSI LOCATIONS TYP. SUCH AS IMPACT DAMAGE TO THE COMPONENTS FROM FORKLIFT OR HEAVY MACHINERY,IMPACT FROM ` N
DROPPED LOADS ON THE SYSTEM,DAMAGE TO SYSTEMS BY IMPROPER USE OR INSTALLATION,ETC.THE USER
OF THE PRODUCT MUST
FY SED,INC
N WRITING
ULD ANY DAMAGE OR DEFICIENCY OCCUR TO THE
3 5 PRODUCT SHOWN HEREIN.IT I IS THE RESPONSIBILITY I OFOTHE OWNER AND/OR USER TO MAINTAIN THE SAFETY �$
AND PROPER USE OF THE STORAGE PRODUCT SHOWN HEREIN. ^x LL
14.IT IS THE RESPONSIBILITY OF THE OWNER/USER OF THE STORAGE SYSTEM SHOWN HEREIN TO REPAIR OR cz N
Np REPLACE ANY COMPONENT THAT IS DAMAGED OR OTHERWISE DEFICIENT. nl
1 1 1/16' 1/$" 15.THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE RACK SYSTEM BY ASSURING PROPER
OPERATIONAL,HOUSE KEEPING AND MAINTENANCE PROCEDURES,BUT NOT LIMITED TO THE FOLLOWING: 801,
A.PROHIBIT ANY OVERLOADING OF ANY PALLET POSITIONS AND OF OVERALL RACK SYSTEMS. z O
1" BASE PLATE F.F. B.REGULARLY INSPECT FOR DAMAGE.IF DAMAGE IS FOUND,IMMEDIATELY UNLOAD THE AFFECTED AREA AND W
�pI Ip� REPLACE OR REPAIR ANY DAMAGED COLUMNS,BEAMS,OR OTHER STRUCTURAL COMPONENTS. Z
1 3/4" 1" C.REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD,SAFE,OPERATING CONDITION. 0
D.ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD SUPPORT MEMBERS �� a
IN PROPERLY STACKED AND STABLE POSITION. O
0. .L. E.REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE PROPERLY STACKED AND STABLE. r
8 F.PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION,INCLUDING THE TOP MOST POSITION,UNLESS THE RACK `� Q
3-1/4" SYSTEM IS SPECIFICALLY DESIGNED FOR SUCH LOADING. Z U
5/160 MIN.E BED. G.THE OWNER AND/OR USER OF THE RACK SYSTEM MUST PROVIDE MEASURES TO MITIGATE DAMAGE TO THE `\ \ Ill
SAFETY PIN STORAGE RACK BY USE OF IMPACT PROTECTIVE DEVICES IN AREAS WHERE FORKLIFT AND/OR HEAVY MACHINERY K
4 1/8" ARE IN USE.
O H.ENSURE THAT THE RACKS ARE NOT MODIFIED OR REARRANGED IN A MANNER NOT WITHIN THE ORIGINAL DESIGN
L 4-ri Typ, 1 $� CONFIGURATION.
)-41
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1/2"4 Q of wnsyti 0 U
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7/160 OR. 3
55 RIVET NOTES: 81
Date: 2102-7
CONFIRM O.A.L.OF ANCHORS WITH INSTALLER TO Z h a n g 2023.09.21 Re",B,Eac�
ENSURE REQUIRED EMBEDMENT IS OBTAINED. 5:01:38-07'00' SSioNA E
DESCRIPTION 3-PIN CONNECTOR DESCRIPTION 4-1/8"BEAM(HMH#41160) DESCRIPTION HILTI KWIKBOLT TZ2 ANCHOR
NOTES: NOTES:
MATERIAL 7 GAGE USE @ ALL HANNIBAL BEAM TO COLUMN MATERIAL 16 GAGE NOTES: SIZE 1/2"0 x 3-1/4"MIN.EMBED. SEE NOTE#4 ABOVE FOR ANCHOR
STEEL YIELD ASTM A570,Fy=55'000 PSI CONNECTION LOCATIONS TYP. STEEL YIELD ASTM A570,Fy=55,000 PSI USE @ ALL BEAM LOCATIONS TYP. ESR# 4266 SPECS. o M
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Permit#: 5839
Permit Date: 02/19/24
Permit Type: COMMERCIAL RACKING
Project Name: Pape Material Handling Arlington
Applicant Name: Engineered Products
Applicant Address: 9800 40th Ave S
Applicant, City, State, Zip: Seattle
Contact: James Ford Keenholts
Phone: 2068541345
Email:jeenholts@eppape.com
Scope of Work: Installation of Qty. (8)bays of palletized racking
Valuation: 14158.77
Square Feet: 8250
Number of Stories: 1
Construction Type: 1113
Occupancy Group: S-2; Storage Low Hazard
ID Code: CIC
Permit Issued: 04/22/2024
Permit Expires: 10/21/2024
Form Permit Type: COMMERCIAL RACKING
Status: COMPLETE
Assigned To: Hannah Hardwick
Property
Parcel# Address Legal Description Owner Name Owner Phone Zoning
31052700202000 16910 59TH AVE NE STE Premier Pacific 300 INDUSTRIAL/
110 Properties,LLC MANUFACTURING
Contractors
Contractor Primary Contact Phone Address Contractor Type License License#
Engineered Products,a Chris Lang 206-250-3913 9883 40th Avenue CONSTRUCTION UBI 602 684 203
Pape'Company S CONTRACTOR
Engineered Products,a Chris Lang 206-250-3913 9883 40th Avenue CONSTRUCTION Labor&Industries ENGINPC93I CO
Pape'Company S CONTRACTOR
Inspections
Date Inspection Type Description Scheduled Date Completed Date Inspector Status
05/15/2024 Inspection 05/16/2024 05/16/2024 BUILDING Approved
Plan Reviews
Date Review Type Description Assigned To Review Status
04/11/2024 COMMERCIAL RACKING BUILDING Approved with
Conditions
Fees
Fee Description Notes Amount
Building Plan Review Table 4-2 $244.36
Credit Card Service $7.33
Processing/Technology $25.00
Building Permit Table 4-1 $358.25
Credit Card Service $11.50
Total $646.44
Attached Letters
Date Letter Description
04/17/2024 Building Permit
02/19/2024 Web Form-Building Application
Payments
Date Paid By Description Payment Type Accepted By Amount
04/11/2024 XBP Conf: $244.36
170097640
04/11/2024 James Keenholts 170097640 Hannah Hardwick $7.33
04/19/2024 XBP Conf: $383.25
170765254
04/19/2024 James Keenholts 170765254 $11.50
Outstanding Balance $0.00
Notes
Date Note Created By:
received hard copies via mail 4/10/24.emailed link to applicant again for payment and sent a
04/11/2024 Hannah Hardwick
follow up email 4/11 regarding the incomplete submittal until paid.
03/19/2024 sent follow up to fees and hard copies Hannah Hardwick
03/14/2024 emailed plan review again for payment.Still pending hard copies as well. Hannah Hardwick
03/04/2024 emailed for payment and hard copies again Hannah Hardwick
02/26/2024 emailed for plan review and hard copies again Hannah Hardwick
02/20/2024 emailed to get plan review fee and hard copies prior to routing for review. Hannah Hardwick
Uploaded Files
Date File Name
04/22/2024 20199439-2024 BLD5839 IssuedPermit.pdf
04/17/2024 20092851-20240417 BLD5839 Approved Plans.pdf
02/19/2024 4bb04299e2afn250d099eOdbl8aOcf39 napemh-arlington-permit.pdf
02/19/2024 bll743f1708c5a8f49b2e70780829c21 23-0914-13 nape mh calcs.pdf