HomeMy WebLinkAbout17110 43rd Ave Ne_BLD5607_2025 COMMERCIAL BUILDING 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
5. 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
Bolting in Concrete High-Strength Bolting
Pre-stressed Concrete Spray-Applied Fireproofing
Shotcrete Smoke-Control Systems
Structural Masonry Other - Specify: ______________________________________
I acknowledge that all items designated as submittal requirements must accompany my Commercial
Building Permit Application to be considered a complete submittal.
COMMERCIAL BUILDING
INSTALLATION, MODIFICATION OR REMOVAL MAY REQUIRE A SEPARATE PERMIT SUBMITAL
*CHECK ALL 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: Commercial Multi-Family Mixed-Use
Property Address: Project Valuation:
Lot #: Parcel ID No.: Subdivision:
Project Scope of Work:
IBC Construction Type: IBC Occupancy Type:
Building/Space Square Footage: Number of Stories:
Square Footage Per Floor: 1st 2nd 3rd 4th 5th 6th
Primary Contact: Owner Architect Engineer Contractor
Owner Name: Office No.:
Email Address: Cell No.:
Mailing Address: City: State: Zip:
Architect Name: Office No.:
Email Address: Cell No.:
Mailing Address: City: State: Zip:
Professional License Number: Expiration Date:
Engineer Name: Office No.:
Email Address: Cell No.:
Mailing Address: City: State: Zip:
Professional License Number: Expiration Date:
Primary Contractor: Office No.:
Email Address: Cell No.:
Mailing Address: City: State: Zip:
L&I Contractor License Number: Expiration Date:
REV03.2022 Page 2 of 6
COMMERCIAL BUILDING
MECHANICAL SYSTEM INFORMATION
Type of Permit: ï² New Installation 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 ï² Not Applicable
Proposed Piping Material: ï² CSST ï²Brass ï²Black Steel ï²Galvanized Steel ï²Other
Proposed Piping Size: ï²Â½â€ ï² â…â€ ï² Â¾â€ ï² 1â€ ï² 1Â½â€ ï² 2â€
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 >500Btu/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 3-15hp 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 BUILDING
MECHANICAL PERMIT FEES (per unit)
Gas Fired AC > 500 Btu/h x $ 50.00 = $
Gas Piping ≤ 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 $ 15.00 $
x =
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 ≤100Btu/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 $ 10.00 $
x =
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
ï² SCHEMATIC IS TO SCALE ï² 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 BUILDING
PLUMBING SYSTEM INFORMATION
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:
ï² Fixture specifications and equipment with locations.
ï² Location and type of all backflow assemblies for each fixture.
ï² Calculations for Grease Interceptor.
ï² Pipe size and location of sanitary and potable water systems.
ï² Riser diagram of waste, vent, and rain water systems, including sizes.
ï² 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/Refrigerator 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 Piping ≤ 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 BUILDING
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
ï² New ï² Retail ï² Medical ï² Automotive Based ï² Industrial
ï² Office ï² Restaurant ï² Machine Shop ï² Other: ____________________________________
CROSS CONNECTION
Please check all appliances that are proposed or permanently connected to the water supply.
ï² Ice Machine ï² Dialysis Equip. ï² Air washers
ï² Coffee Urn/Espresso ï² Hydrotherapy Equip. ï² Steam Generators
ï² Carbonated Bev. ï² Dental Equip. ï² Dye Vats
ï² Fume Hoods ï² Laboratory Equip. ï² Pressure Washers
ï² Degreasers ï² Autoclave/Sterilizers ï² Cooling Towers
ï² Hot Tub/Spa ï² Decorative Fountain ï² Fire Sprinkler
ï² Aquarium ï² Swimming Pools ï² Sprinkler w/chemicals
ï² Lawn Irrigation ï² Well on property ï² Other: ________________________
WASTEWATER DISCHARGE
Does the plumbing system currently have a grease interceptor? ï² Yes ï² No ï² Don’t Know
Does the plumbing system currently have an oil/water
ï² Yes ï² No ï² Don’t Know
separator?
Is water used in the business process (washing, rinsing,
ï² Yes ï² No ï² Don’t Know
cooling)?
Does your business require a NPDES permit? ï² Yes ï² No ï² Don’t Know
I hereby certify that I am the Owner, Applicant, 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.
Signature Print Name Date
REV03.2022 Page 6 of 6
STRUCTURAL CALCULATIONS
FOR
BROWN BEAR CAR WASH
SWC – 172ND STREET NE AND 43RD AVENUE
ARLINGTON, WASHINGTON
PREPARED BY
PCS STRUCTURAL SOLUTIONS
JANUARY 10, 2024
23-684
DESIGN CRITERIA
Project: Brown Bear Arlington Job Number: 23-684
Sheet: of Name: SAH
Originating Office: Portland Date: 09/18/2023
DESIGN CRITERIA CHECKLIST
CODE: IBC 2018, ASCE 7-16 LOCATION: Arlington, WA
RISK CATEGORY: (Per ASCE 7-16 Table 1.5-1 & IBC Table 1604.5)
VERTICAL DESIGN CRITERIA
DEAD LIVE PARTITION CONCENTRATED
ROOF: 15 PSF 25 PSF
WIND DESIGN CRITERIA
BASIC WIND SPEED (V) = 98 MPH (Per ASCE 7-16 Sec. 26.5.1, Fig. 26.5-1A; 1B; 1C & 1D, or as required by Bld'g Dept.)
EXPOSURE CATEGORY: B (Per ACSE 7-16 Section 26.7.3)
DIRECTIONALITY FACTOR (Kd): 0.85 (Per ASCE 7-16 Table 26.6-1)
GUST EFFECT FACTOR (G): 0.85 (Per ASCE 7-16 Section 26.11)
TOPOGRAPHIC FEATURE: (See ASCE 7-16 Figure 26.8-1)
HILL HEIGHT (H): 0 FT (See ASCE 7-16 Figure 26.8-1)
UPWIND DISTANCE TO HALF HILL (Lh): 0 FT (See ASCE 7-16 Figure 26.8-1)
DISTANCE FROM CREST TO SITE (x): 0 FT (See ASCE 7-16 Figure 26.8-1)
MEAN ROOF HEIGHT: (See ASCE 7-16 Section 26.2 - Definitions)
ELEVATION: 0 FT (See ASCE 7-16 Section 26.9)
ENCLOSURE CLASSIFICATION: (See ASCE 7-16 Secion 26.2 & Table 26.13-1)
ROOF TYPE: (See ASCE 7-16 Figure 27.3-1)
ROOF SLOPE (__:12): 0.00:12 (Enter vertical rise in 12 horizontal units) θ (degrees): 0.00
SEISMIC DESIGN CRITERIA
SITE CLASS: (Per IBC Section 1613.2.2, Assumed as "D" or per Geotech.)
IMPORTANCE FACTOR (IE): 1 (Per ASCE 7-16 Table 1.5-2)
STRUCTURAL SYSTEM (R): 5 (Per ASCE 7-16 Table 12.2-1)
OVERSTRENGTH FACTOR (Ωo): 2.5 (Per ASCE 7-16 Table 12.2-1)
INFORMATION BELOW FROM APPLIED TECHNOLOGY COUNCIL (ATC) "HAZARDS BY LOCATION"
LATITUDE: 48.152 SS = 1.064 Fa = 1.200
LONGITUDE: -122.172 S1 = 0.380 Fv = 1.920
DEFLECTION CRITERIA
FLOOR (LIVE): L/ ROOF (LIVE): L/
FLOOR (TOTAL): L/ ROOF (TOTAL): L/
WALLS: L/ SPECIAL: L/
SOIL DESIGN CRITERIA
REPORT: YES SEE SOILS REPORT FOR ACTIVE, PASSIVE PRESSURES AND
FRICTION COEFFICIENT
BEARING: 2500 PSF
ACTIVE: 37 PCF MINIMUM FOOTING DIMENSIONS:
PASSIVE: 260 PCF CONTINUOUS: 1'-4"
COEFFICIENT OF FRICTION: 0.40 SPREAD: 1'-6"
FROST DEPTH: 1'-6"
PILE TYPE: NONE
VERTICAL CAPACITY : N/A LATERAL CAPACITY: N/A
UPLIFT CAPACITY: N/A SIZE: N/A
Design Criteria - IBC2018 - Revised 04/12/21 PCS+Design+Criteria+-+IBC+2018+2022-03-31.xls(Overall (Input))
Project: Brown Bear Arlington Job Number: 23-684
Sheet: of Name: SAH
Originating Office: Portland Date: 09/18/23
MATERIALS
CONCRETE
Footings/Piles: 3000 PSI Columns: 4000 PSI
Slabs/Walls: 4000 PSI Beams: 4000 PSI
- - - -
REINFORCING
Steel Grade = 60 fy = 60 KSI
STRUCTURAL STEEL
W-Flange Beams ASTM A992 fy = 50 KSI
Shapes & Plates ASTM A36 fy = 36 KSI
Pipes ASTM A53, Grade B fy = 35 KSI
HSS Rect. ASTM A500, Grade C fy = 50 KSI
HSS Round ASTM A500, Grade C fy = 46 KSI
MASONRY
ASTM C90 f'm = 2000 PSI SOLID GROUTED
GLULAM BEAMS
Simple Spans Cantilevers
24F-V4 Grade = 24F-V8
1.80E+06 PSI E = 1.80E+06 PSI
2400 PSI Fb (BOTTOM) = 2400 PSI
1850 PSI Fb (TOP) = 2400 PSI
240 PSI Fv = 240 PSI
SCL PRODUCTS
2x SCL 1¾" SCL 3½, 5¼ SCL
E = 1.30E+06 PSI 1.80E+06 PSI 2.00E+06 PSI
Fb = 1700 PSI 2600 PSI 2900 PSI
Fv = 285 PSI 285 PSI 285 PSI
Fc = 1400 PSI 2400 PSI 2600 PSI
FRAMING LUMBER
Joists & Studs 2x DF #2 2x HF #1 -
E = 1.60E+06 PSI 1.50E+06 PSI -
Fb = 900 PSI 975 PSI -
Fv = 180 PSI 150 PSI -
Fc = 1350 PSI 1350 PSI -
Beams & Headers 4x DF #2 4x HF #1 6x DF #1
E = 1.60E+06 PSI 1.50E+06 PSI 1.60E+06 PSI
Fb = 900 PSI 975 PSI 1350 PSI
Fv = 180 PSI 150 PSI 170 PSI
Posts & Timbers 6x DF #1 - -
E = 1.60E+06 PSI - -
Fc = 1000 PSI - -
Design Criteria - IBC2018 - Revised 04/12/21 PCS+Design+Criteria+-+IBC+2018+2022-03-31.xls(Materials)
Project: Brown Bear Arlington Job Number: 23-684
Sheet: of Name:
SAH
Originating Office: Portland Date: 09/18/23
DESIGN CRITERIA - WIND
BASIC WIND SPEED (V): 98 MPH MEAN ROOF HEIGHT: 20 FT
RISK CATEGORY: II GROUND ELEVATION FACTOR (Ke): 1.00
EXPOSURE CATEGORY: B ENCLOSURE CLASSIFICATION: Enclosed
DIRECTIONALITY FACTOR (Kd): 0.85 ROOF TYPE: Monoslope
GUST EFFECT FACTOR (G): 0.85 ROOF SLOPE (__:12): 0.0:12
θ (degrees): 0.00
ROOF PRESSURES (Figure 27.3-1)
External Pressures (qh*(GCp)): Internal Pressures (±qi*(GCpi))
Wind Direction: h/L: Windward (Positive) Windward (Negative) Leeward All Roofs
≤0.25 N/A N/A N/A
Normal to Ridge for 0.50 N/A N/A N/A
2.3
θ ≥ 10°
≥1.0 N/A N/A N/A
Horizontal Distance from External Pressures (q*(GCp)): Internal Pressures (±qi*(GCpi))
h/L:
Windward Edge Positive Pressure Negative Pressure All Roofs
Normal to Ridge for 0 to h -9.9
θ < 10° and Parallel to ≤0.5 h to 2h -2.0 -5.5
Ridge for All θ ˃2h -3.3 2.3
0 to h/2 -14.3
≥1.0 -2.0
˃h/2 -7.7
ASCE 7-16 CHAPTER 27: WIND LOADS ON BUILDINGS: MWFRS (DIRECTIONAL PROCEDURE)
PART 1: ENCLOSED AND PARTIALLY ENCLOSED BUILDINGS OF ALL HEIGHTS
HORIZONTAL WALL PRESSURES (Figure 27.3-1)
Windward External Pressures (qz*(GCp)): Leeward & Sidewall External Pressures (qh*(GCp)): Internal Pressures (±qi*(GCpi))
Height Above Windward
Kzt L/B: Leeward wall Sidewall All walls
Ground Level, z wall
15 1.00 8.1 0-1 -5.5
20 1.00 8.8 2 -3.3 -7.7 2.3
25 1.00 9.4 ≥4 -2.2
30 1.00 9.9
40 1.00 10.8 NOTES:
50 1.00 11.5 1) Minimum Design Wind Loads (Per ASCE 7-16 27.1.5): The wind load used for
60 1.00 12.1 design of the MWFRS shall not be less than 16 PSF multiplied by the wall area of
the
70 1.00 12.6 building, and 8 PSF multiplied by the roof area of the building projected on a vertical
80 1.00 13.2 plane normal to the assumed wind direction. Wall and roof loads shall be applied
90 1.00 13.6 simultaneously.
100 1.00 14.1 2) qi has conservatively been taken equal to qh
120 1.00 14.8 Kht = 1.00
140 1.00 15.5 qh = 13.0 PSF
160 1.00 16.1
180 1.00 16.6
200 1.00 17.1
250 1.00 18.2
300 1.00 19.2
350 1.00 20.0
400 1.00 20.9
450 1.00 21.6
500 1.00 22.2
Design Criteria - IBC2018 - Revised 04/12/21 PCS+Design+Criteria+-+IBC+2018+2022-03-31.xls(Wind MWFRS)
Project: Brown Bear Arlington Job Number: 23-684
Sheet: of Name: SAH
Originating Office: Portland Date: 09/18/23
DESIGN CRITERIA - WIND
BASIC WIND SPEED (V): 98 MPH MEAN ROOF HEIGHT: 20 FT
RISK CATEGORY: II GROUND ELEVATION FACTOR (Ke): 1.00
EXPOSURE CATEGORY: B ENCLOSURE CLASSIFICATION:Enclosed
DIRECTIONALITY FACTOR (Kd): 0.85 ROOF TYPE: Monoslope
GUST EFFECT FACTOR (G): 0.85 ROOF SLOPE (__:12): 0.0:12
θ (degrees): 0.00
ASCE 7-16 CHAPTER 30: WIND LOADS: COMPONENTS AND CLADDING
PART 1: LOW-RISE BUILDINGS (h≤60 ft)
ROOF SURFACES
POSITIVE PRESSURES NEGATIVE PRESSURES
Effective Wind
ZONE
Area
ALL ZONES 1' 1 2 3 N/A N/A
10 SF 16.0 -16.0 -24.4 -32.1 -43.8 N/A N/A
20 SF 16.0 -16.0 -22.8 -30.1 -39.7 N/A N/A
50 SF 16.0 -16.0 -20.6 -27.3 -34.2 N/A N/A
100 SF 16.0 -16.0 -19.0 -25.3 -30.1 N/A N/A
WALL SURFACES & ROOF OVERHANGS
WALL ZONES ROOF OVERHANG ZONES
Effective Wind
POSITIVE PRESSURES NEGATIVE PRESSURES NEGATIVE PRESSURES
Area
4 5 4 5 1' 1 2 3 N/A N/A
10 SF 16.0 16.0 -16.6 -20.5 -22.0 -22.0 -29.8 -41.5 N/A N/A
20 SF 16.0 16.0 -16.0 -19.1 -21.6 -21.6 -27.0 -36.6 N/A N/A
50 SF 16.0 16.0 -16.0 -17.3 -21.1 -21.1 -23.4 -30.3 N/A N/A
100 SF 16.0 16.0 -16.0 -16.0 -20.7 -20.7 -20.6 -25.4 N/A N/A
500 SF 16.0 16.0 -16.0 -16.0 -19.8 -19.8 -16.0 -16.0 N/A N/A
NOTES:
1) ASCE 7-16 30.2.2: Minimum Design Wind Loads: The design wind pressure for C&C of buildings shall not be less than a net
pressure of 16 PSF acting in either direction normal to the surface.
2) qi has conservatively been taken equal to qh
Kht = 1.00
qh = 13.0 PSF
Design Criteria - IBC2018 - Revised 04/12/21 PCS+Design+Criteria+-+IBC+2018+2022-03-31.xls(Wind C&C)
Project: Brown Bear Arlington Job Number: 23-684
Sheet: of Name: SAH
Originating Office: Portland Date: 09/18/23
DESIGN CRITERIA - SEISMIC
ASCE 7-16 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE
RISK CATEGORY: II LATITUDE: 48.152
SITE CLASS: D LONGITUDE: -122.172
IMPORTANCE FACTOR (IE): 1 SS = 1.064
STRUCTURAL SYSTEM (R): 5 S1 = 0.380
OVERSTRENGTH FACTOR (Ωo): 2.5 Fa = 1.200
Fv = 1.920
ASCE 7-16 SECTION 11.4 SEISMIC GROUND MOTION VALUES
Section 11.4.4 - Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters
SMS = Fa*SS = 1.277 SM1 = Fv*S1 = 0.730
Section 11.4.5 - Design Spectral Response Acceleration Parameters
SDS = 2/3*SMS = 0.851 SD1 = 2/3*SM1 = 0.486
ASCE 7-16 SECTION 11.6 - SEISMIC DESIGN CATEGORY - SECTION 12.8.2 - PERIOD DETERMINATION
ASCE 7-16 TABLE 11.6-1
SEISMIC DESIGN CATEGORY BASED ON SDS
RISK CATEGORY:
I & II III IV Each building and structure shall
< 0.167g A A A be assigned to the most severe
< 0.33g B B C Seismic Design Category in
< 0.50g C C D accordance with Table 11.6-1 or
>= 0.50g D D D Table 11.6-2, irrespective of the
D fundamental period of vibration of
the structure.
ASCE 7-16 TABLE 11.6-2
SEISMIC DESIGN CATEGORY BASED ON SD1
RISK CATEGORY:
I & II III IV
< 0.067g A A A PERIOD DETERMINATION:
< 0.133g B B C Ct = 0.02
< 0.20g C C D hn = 20 FT
>= 0.20g D D D x = 0.75
D T x = 0.189
a = Ct*hn
ASCE 7-16 SECTION 12.8.1.1 - SEISMIC RESPONSE COEFFICIENT
GENERAL EQUATION: CS = SDS/(R/I) = 0.170 <--CONTROLS EQ. 12.8-2
MAXIMUM: CS = 1.5*SD1/(T*(R/I)) = 0.771 EQ. 12.8-3
MINIMUM: CS = 0.044*SDS*I > 0.01 = 0.037 EQ. 12.8-5
For structures located where S1 > 0.6g
CS = 0.5*S1/(R/I) = 0.000 EQ. 12.8-6
ASCE 7-16 SECTION 12.8.1 - SEISMIC BASE SHEAR
V = CS*W = 0.170*W W = the total dead load and applicable portion of other loads as
indicated in Section 12.7.2
Design Criteria - IBC2018 - Revised 04/12/21 PCS+Design+Criteria+-+IBC+2018+2022-03-31.xls(Earthquake)
ASCE 7 Hazards Report
Address: Standard: ASCE/SEI 7-16 Latitude: 48.15217
172nd St NE & 43rd Ave NE Risk Category: II Longitude: -122.17214
Arlington, Washington Soil Class:
D - Default (see Elevation: 125.21577720244281 ft
98223
Section 11.4.3) (NAVD 88)
Wind
Results:
Wind Speed 98 Vmph
10-year MRI 68 Vmph
25-year MRI 74 Vmph
50-year MRI 79 Vmph
100-year MRI 84 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Mon Sep 18 2023
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://asce7hazardtool.online/ Page 1 of 3 Mon Sep 18 2023
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
SS : 1.064 SD1 : N/A
S1 : 0.38 TL : 6
Fa : 1.2 PGA : 0.451
Fv : N/A PGA M : 0.541
SMS : 1.277 FPGA : 1.2
SM1 : N/A Ie : 1
SDS : 0.851 Cv : 1.313
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Data Accessed: Mon Sep 18 2023
Date Source: USGS Seismic Design Maps
https://asce7hazardtool.online/ Page 2 of 3 Mon Sep 18 2023
Snow
Results:
Ground Snow Load, p : 17 lb/ft2 Use 25 psf per City of Arlington
g
Mapped Elevation: 125.2 ft
Data Source:
Date Accessed: Mon Sep 18 2023
Statutory requirements of the Authority Having Jurisdiction are not included.
Snow load values are mapped to a 0.5 mile resolution. This resolution can
create a mismatch between the mapped elevation and the site-specific
elevation in topographically complex areas. Engineers should consult the local
authority having jurisdiction in locations where the reported ‘elevation’ and
‘mapped elevation’ differ significantly from each other.
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is†and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
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provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 3 of 3 Mon Sep 18 2023
GRAVITY
Project: Brown Bear Arlington Job Number: 23-684
Sheet: of Name: SAH
Originating Office: Portland Date: 09/19/23
SNOW DRIFT IBC2018/ASCE7-16
Lb
Lu W
Pf hc
Pd hd hr
Pf hb
CRITERIACRITERIA
GROUND SNOW LOAD, Pg = 25 PSF Per ASCE 7-16 Figure 7.2.1 & Table 7.2
EXPOSURE FACTOR, Ce = 1.0 Per ASCE 7-16 Table 7.3-1
THERMAL FACTOR, Ct = 1.2 Per ASCE 7-16 Table 7.3-2
IMPORTANCE FACTOR, Is = 1.0 Per ASCE 7-16 Table 1.5-2
ROOF SLOPE FACTOR, Cs = 1.0 Per ASCE 7-16 Figure 7.4-1
BALANCED SNOW LOAD
ROOF SNOW LOAD (Ps) = 21.0 PSF Ps = 0.7CeCtCsIsPg
SNOW DENSITY (γ) = 17.3 PCF γ = 0.13Pg + 14 ≤ 30 PCF
BALANCED SNOW LOAD (hb) = 1.22 FT hb = Ps/γ
NOTE: SEE FOLLOWING PAGE FOR UNBALANCED SNOW LOAD
DRIFTING & SLIDING SNOW LOAD (in addition to balanced snow load)
CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 CASE 6
Lu = 0 FT 29.33 FT 0 FT 0 FT 14 FT
Lb = 37.33 FT 32 FT 29.33 FT 38 FT 70.50 FT
hr = 2.75 FT 8.5 FT 2.50 FT 3.5 FT 7.50 FT
hc = 1.53 FT 7.28 FT 1.28 FT 2.28 FT 6.28 FT
Leeward (hd) = 1.34 FT 1.73 FT 1.34 FT 1.34 FT 1.34 FT
Windward (hd) = 1.50 FT 1.37 FT 1.29 FT 1.51 FT 2.12 FT
Maximum? 1.50 FT 1.73 FT 1.34 FT 1.51 FT 2.12 FT
hc < hd? NO NO YES NO NO
Maximum (hd)= 1.50 FT 1.73 FT 1.28 FT 1.51 FT 2.12 FT
Drift W = 5.99 FT 6.90 FT 5.59 FT 6.05 FT 8.46 FT
W > Lb? NO NO NO NO NO
Pd(MAX) = 25.8 PSF 29.8 PSF 22.1 PSF 26.1 PSF 36.5 PSF MAX COMBINED
IF W > Lb, Pd(TRUNCATED) = N/A N/A N/A N/A N/A = 36.5 + 21 PSF
Check Sliding? NO NO NO NO NO = 57.5 PSF
PSLIDING (on 1st 15ft) = N/A N/A N/A N/A N/A
64 PSF
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Steel Beam Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Roof Beam - Typ
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi
Bending Axis : Major Axis Bending
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.330 ft
Varying Uniform Load : S= 0.0220->0.0 ksf, Extent = 0.0 -->> 6.0 ft, Trib Width = 7.330 ft, (Drift)
Load for Span Number 2
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.330 ft
Varying Uniform Load : S= 0.0->0.0220 ksf, Extent = 12.330 -->> 18.330 ft, Trib Width = 7.330 ft, (Drift)
DESIGN SUMMARY Design OK .
Maximum Bending Stress Ratio = 0.159: 1 Maximum Shear Stress Ratio = 0.057 : 1
Section used for this span W12x19 Section used for this span W12x19
Ma : Applied 9.817k-ft Va : Applied 3.276 k
Mn / Omega : Allowable 61.627k-ft Vn/Omega : Allowable 57.340 k
Load Combination +D+S Load Combination +D+S
Location of maximum on span 11.000 ft
Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.073 in Ratio = 3,005 >=360 Span: 2 : S Only
Max Upward Transient Deflection -0.006 in Ratio = 22,661 >=360 Span: 2 : S Only
Max Downward Total Deflection 0.114 in Ratio = 1927 >=240. Span: 2 : +D+S
Max Upward Total Deflection -0.010 in Ratio = 13725 >=240. Span: 2 : +D+S
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Steel Beam Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Roof Beam - Office
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi
Bending Axis : Major Axis Bending
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.330 ft
Varying Uniform Load : S= 0.0220->0.0 ksf, Extent = 0.0 -->> 6.0 ft, Trib Width = 7.330 ft, (Drift)
DESIGN SUMMARY Design OK .
Maximum Bending Stress Ratio = 0.060: 1 Maximum Shear Stress Ratio = 0.035 : 1
Section used for this span W12x14 Section used for this span W12x14
Ma : Applied 2.600k-ft Va : Applied 1.482 k
Mn / Omega : Allowable 43.413k-ft Vn/Omega : Allowable 42.754 k
Load Combination +D+S Load Combination +D+S
Location of maximum on span 0.000 ft
Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.007 in Ratio = 12,430 >=360 Span: 1 : S Only
Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a
Max Downward Total Deflection 0.011 in Ratio = 8561 >=240. Span: 1 : +D+S
Max Upward Total Deflection 0 in Ratio = 0 <240.0 n/a
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Steel Beam Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Roof Beam under wood roof
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi
Bending Axis : Major Axis Bending
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150 ksf, Tributary Width = 7.330 ft
Varying Uniform Load : S= 0.0220->0.0 ksf, Extent = 0.0 -->> 6.0 ft, Trib Width = 3.670 ft, (Drift)
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.0 ft, (Tower roof)
Uniform Load : D = 0.0150 ksf, Tributary Width = 7.50 ft, (Tower wall)
Uniform Load : S = 0.1810 k/ft, Tributary Width = 1.0 ft, (Uniform + Drift against tower)
Load for Span Number 2
Uniform Load : D = 0.0150 ksf, Tributary Width = 7.330 ft
Varying Uniform Load : S= 0.0->0.0220 ksf, Extent = 12.330 -->> 18.330 ft, Trib Width = 3.670 ft, (Drift)
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.0 ft, (Tower roof)
Uniform Load : D = 0.0150 ksf, Tributary Width = 7.50 ft, (Tower wall)
Uniform Load : S = 0.1810 k/ft, Tributary Width = 1.0 ft, (Uniform + Drift against tower)
DESIGN SUMMARY Design OK .
Maximum Bending Stress Ratio = 0.358: 1 Maximum Shear Stress Ratio = 0.131 : 1
Section used for this span W12x19 Section used for this span W12x19
Ma : Applied 22.045k-ft Va : Applied 7.493 k
Mn / Omega : Allowable 61.627k-ft Vn/Omega : Allowable 57.340 k
Load Combination +D+S Load Combination +D+S
Location of maximum on span 11.000 ft
Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.135 in Ratio = 1,627 >=360 Span: 2 : S Only
Max Upward Transient Deflection -0.012 in Ratio = 10,946 >=360 Span: 2 : S Only
Max Downward Total Deflection 0.257 in Ratio = 855 >=240. Span: 2 : +D+S
Max Upward Total Deflection -0.023 in Ratio = 5639 >=240. Span: 2 : +D+S
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Masonry Beam Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Lintel - Typ
Code References
Calculations per TMS 402-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
f'm 2,000.0 psi Clear Span 16.0 ft Rebar Size 5.0
fy 60,000.0 psi Beam Depth 2.667 ft # Bars E/F 1
Em = f'm * 900.0 Thickness 8 in Top Clear 6.0 in
Wall Wt Mult. 1.0 End Fixity Pin-Pin Btm Clear 6.0 in
Block Type Normal Wt Equiv. Solid Thick 7.60 in # Bar Sets 2
Lateral Wind Load 19.0 psf Wall Weight 86.0 psf Bar Spacing 4.0 in
Beam is Fully Braced ? Yes E 1,800.0 ksi Shear Reinf Bar Size # 3
Lateral Wall Weight Seismic Factor 0.340 n 16.111 Shear Reinf Bar Spacing 16.0 in
Calculate vertical beam weight ? Yes
Uniform Loads
Start X End X Dead Load L : Floor Live Lr : Roof Live S : Snow W : Wind E : Earthquake
#1 ft 16.0 ft 0.280 0.530 k/ft
#2 ft ft k/ft
#3 ft ft k/ft
#4 ft ft k/ft
DESIGN SUMMARY Design OK
Maximum Stress Ratios... Maximum Moment Actual Allowablek-ft
Vertical Lateral SRSS Combination Vertical Loads 46.695k-ft 68.301k-ft
Mu / Phi*Mn 0.6837 0.05328 0.6857 : 1.00 for Load Combination :+1.20D+1.60S
Vu / Phi*Vn 0.4684 0.01354 0.4686 : 1.00 Lateral Loads 2.494k-ft 15.210
for Load Combination :+1.370D+0.70S+E
Actual Allowable Maximum Shear Actual Allowable
Maximum Tension As 0.620 in^2 1.887 in^2 Vertical Loads 47.838psi 102.138psi
for Load Combination :+1.20D+1.60S
Minimum Mn = 1.3 * Fcr * S = 14.101 k-ft Lateral Loads 3.354psi 80.498psi
for Load Combination :+1.370D+0.70S+E
Vertical Strength Lateral Strength (Checking lateral bending for span)
As - (per bar set at one side of beam) 0.620 in^2 As - (all bar sets at one side of beam) 0.620 in^2
Phi * Mn 68.301 k-ft Phi * Mn 15.210 k-ft
Note! Strength uses two bottom bar sets. Note! Strength uses bar set on each side of beam.
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Masonry Beam Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Lintel - Typ
Detailed Load Combination Results
Load Combination Vertical Lateral
Mmax Mallow fv : Vert Fv : Vert Mactual Mallow fv Fv
k-ft k-ft psi psi k-ft k-ft psi psi
+1.40D 22.82 68.30 23.38 102.14 0.00 15.21 0.00 80.50
+1.20D 19.56 68.30 20.04 102.14 0.00 15.21 0.00 80.50
+1.20D+0.50S 28.04 68.30 28.73 102.14 0.00 15.21 0.00 80.50
+1.20D+0.50W 19.56 68.30 20.04 102.14 0.81 15.21 1.09 80.50
+1.20D+1.60S 46.70 68.30 47.84 102.14 0.00 15.21 0.00 80.50
+1.20D+1.60S+0.50W 46.70 68.30 47.84 102.14 0.81 15.21 1.09 80.50
+1.20D+W 19.56 68.30 20.04 102.14 1.62 15.21 2.18 80.50
+1.20D+0.50S+W 28.04 68.30 28.73 102.14 1.62 15.21 2.18 80.50
+1.370D+0.70S+E 34.21 68.30 35.04 102.14 2.49 15.21 3.35 80.50
+0.90D+W 14.67 68.30 15.03 102.14 1.62 15.21 2.18 80.50
+0.7298D+E 11.90 68.30 12.19 102.14 2.49 15.21 3.35 80.50
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Masonry Slender Wall Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: CMU wall - 5'-4" Pier
Code References
Calculations per TMS 402-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information Calculations per TMS 402-16, IBC 2018, CBC 2019, ASCE 7-16
Construction Type : Grouted Hollow Concrete Masonry
F'm = 2.0 ksi Nom. Wall Thickness 8 in Temp Diff across thickness = deg F
Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0.0
Fr - Rupture = 61.0 psi Rebar "d" distance 3.8125 in
Em = f'm * = 900.0 Lower Level Rebar . . . Minimum Vertical Steel % = 0.0020
Max % of bal. = 0.009142 Bar Size # 5
Bar Spacing 24 in
Grout Density = 140 pcf
Block Weight Normal Weight
Wall Weight = 86.0 psf
Wall is Solid Grouted
One-Story Wall Dimensions
A Clear Height = 16.50 ft
B Parapet height = 3.0 ft B
Roof Attachment
Wall Support ConditionTop & Bottom Pinned
A
Floor Attachment
Vertical Loads
Vertical Uniform Loads . . .( Applied per foot of Strip Width) DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind
Ledger Load Eccentricity 5.50 in 1.110 1.850 k/ft
Concentric Load k/ft
Lateral Loads
Wind Loads : Seismic Loads :
Full area WIND load 19.0 psf Wall Weight Seismic Load Input Method :ASCE seismic factors entered
SDS Value per ASCE 12.11.1 S * I =DS 0.8510
Fp = Wall Wt. * 0.3404 = 29.274 psf
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Masonry Slender Wall Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: CMU wall - 5'-4" Pier
DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in
Governing Load Combination . . . Actual Values . . . Allowable Values . . .
PASS Moment Capacity Check Maximum Bending Stress Ratio =0.6493
+1.370D+0.70S+E Max Mu 2.106 k-ft Phi * Mn 3.243 k-ft
PASS Service Deflection Check Actual Defl. Ratio L/ 231 Allowable Defl. Ratio 150.0
+D+0.750S+0.5250E Max. Deflection 0.8569 in
PASS Axial Load Check Max Pu / Ag 54.602 psi Max. Allow. Defl. 1.320 in
+1.20D+1.60S+0.50W Location 12.925 ft 0.2 * f'm 400.0 psi
Reinforcing Limit Check
Actual As/bd 0.003388 Max Allow As/bd 0.009142
Maximum Reactions . . .for Load Combination....
Top Horizontal E Only 0.3373 k
Base Horizontal E Only 0.2335 k
Vertical Reaction +D+S 4.637 k
Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in.
Axial Load Moment Values 0.6 *
Load Combination Pu 0.2*f'm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal Bar 'd'
k k k-ft k-ft k-ft in^2
+1.40D at 15.95 to 16.50 1.981 36.624 0.59 0.71 0.90 2.76 0.155 0.0034 0.0088 0.00
+1.20D at 15.95 to 16.50 1.698 36.624 0.59 0.61 0.90 2.69 0.155 0.0034 0.0089 0.00
+1.20D+0.50S at 15.95 to 16.50 2.624 36.624 0.59 1.03 0.90 2.92 0.155 0.0034 0.0086 0.00
+1.20D+0.50W at 11.55 to 12.10 2.152 36.624 0.59 0.69 0.90 2.81 0.155 0.0034 0.0087 0.00
+1.20D+1.60S at 15.95 to 16.50 4.660 36.624 0.59 1.97 0.90 3.41 0.155 0.0034 0.0078 0.00
+1.20D+1.60S+0.50W at 12.65 to 13.204.999 36.624 0.59 2.12 0.90 3.49 0.155 0.0034 0.0077 0.00
+1.20D+W at 9.35 to 9.90 2.379 36.624 0.59 1.02 0.90 2.86 0.155 0.0034 0.0087 0.00
+1.20D+0.50S+W at 9.90 to 10.45 3.248 36.624 0.59 1.41 0.90 3.07 0.155 0.0034 0.0083 0.00
+1.370D+0.70S+E at 9.35 to 9.90 4.012 36.624 0.59 2.11 0.90 3.26 0.155 0.0034 0.0081 0.00
+0.90D+W at 8.80 to 9.35 1.827 36.624 0.59 0.89 0.90 2.72 0.155 0.0034 0.0089 0.00
+0.7298D+E at 8.25 to 8.80 1.516 36.624 0.59 1.20 0.90 2.65 0.155 0.0034 0.0090 0.00
Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in.
Axial Load Moment Values Stiffness Deflections
Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio
k k-ft k-ft in^4 in^4 in^4 in
D Only at 9.35 to 9.90 1.983 0.59 0.30 443.30 27.56 443.300 0.019 10,205.3
+D+S at 10.45 to 11.00 3.738 0.59 1.01 443.30 30.79 32.709 0.411 481.7
+D+0.750S at 11.00 to 11.55 3.229 0.59 0.85 443.30 29.87 33.688 0.245 809.7
+D+0.60W at 9.35 to 9.90 1.983 0.59 0.66 443.30 27.56 42.458 0.093 2,129.7
+D+0.70E at 8.25 to 8.80 2.077 0.59 0.99 443.30 27.74 29.585 0.482 410.8
+D+0.450W at 8.80 to 9.35 2.030 0.59 0.55 443.30 27.65 443.300 0.036 5,545.2
+D+0.750S+0.450W at 9.35 to 9.90 3.370 0.59 1.08 443.30 30.13 31.563 0.560 353.9
+D+0.750S+0.5250E at 8.80 to 9.35 3.418 0.59 1.35 443.30 30.22 30.869 0.857 231.1
+0.60D+0.60W at 8.25 to 8.80 1.246 0.59 0.52 443.30 26.15 443.300 0.033 5,924.7
+0.60D+0.70E at 8.25 to 8.80 1.246 0.59 0.84 443.30 26.15 29.726 0.295 671.8
S Only at 11.55 to 12.10 1.850 0.59 0.62 443.30 27.31 56.936 0.070 2,838.5
W Only at 7.70 to 8.25 0.000 0.59 0.60 443.30 23.68 66.218 0.041 4,852.4
E Only at 7.70 to 8.25 0.000 0.59 0.93 443.30 23.68 25.746 0.425 465.8
Reactions - Vertical & Horizontal
Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base
D Only 0.0 k 0.03 k 2.787 k
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Masonry Slender Wall Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: CMU wall - 5'-4" Pier
+D+S 0.1 k 0.08 k 4.637 k
+D+0.750S 0.1 k 0.07 k 4.175 k
+D+0.60W 0.1 k 0.10 k 2.787 k
Reactions - Vertical & Horizontal
Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base
+D+0.70E 0.2 k 0.21 k 2.787 k
+D+0.450W 0.1 k 0.07 k 2.787 k
+D+0.750S+0.450W 0.1 k 0.03 k 4.175 k
+D+0.750S+0.5250E 0.2 k 0.11 k 4.175 k
+0.60D+0.60W 0.1 k 0.11 k 1.672 k
+0.60D+0.70E 0.2 k 0.22 k 1.672 k
S Only 0.1 k 0.05 k 1.850 k
W Only 0.2 k 0.22 k 0.000 k
E Only 0.2 k 0.34 k 0.000 k
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Wall Footing Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Wall footing - Typ
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties Soil Design Values
f'c : Concrete 28 day strength = 3.0ksi Allowable Soil Bearing = 2.50ksf
fy : Rebar Yield = 60.0ksi Increase Bearing By Footing Weight = No
Ec : Concrete Elastic Modulus = 3,122.0ksi Soil Passive Resistance (for Sliding) = 260.0pcf
Concrete Density = 145.0pcf Soil/Concrete Friction Coeff. = 0.40
Values Flexure = 0.90
Shear = 0.750 Increases based on footing Depth
Reference Depth below Surface = ft
Analysis Settings
Allow. Pressure Increase per foot of depth = ksf
Min Steel % Bending Reinf. =
when base footing is below = ft
Min Allow % Temp Reinf. = 0.00180
Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width
Min. Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = ksf
AutoCalc Footing Weight as DL : Yes when footing is wider than = ft
Adjusted Allowable Bearing Pressure = 2.50ksf
Dimensions Reinforcing
Footing Width = 2ft Footing Thickness = 12.0in Bars along X-X Axis
Wall Thickness = 8.0in Rebar Centerline to Edge of Concrete... Bar spacing = 14.00
Wall center offset at Bottom of footing = 3.0in Reinforcing Bar Size = # 5
from center of footing = 0in
Applied Loads
D Lr L S W E H
P : Column Load = 2.150 0.550 k
OB : Overburden = ksf
V-x = k
M-zz = k-ft
Vx applied = in above top of footing
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Wall Footing Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Wall footing - Typ
DESIGN SUMMARY Design OK
Factor of Safety Item Applied Capacity Governing Load Combination
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
Utilization Ratio Item Applied Capacity Governing Load Combination
PASS 0.5980 Soil Bearing 1.495 ksf 2.50 ksf +D+S
PASS 0.04049 Z Flexure (+X) 0.4231 k-ft 10.450 k-ft +1.20D+1.60S
PASS 0.02335 Z Flexure (-X) 0.2440 k-ft 10.450 k-ft +0.90D
PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a
PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a
Detailed Results
Soil Bearing
Rotation Axis & Actual Soil Bearing Stress Actual / Allowable
Load Combination... Gross Allowable Xecc -X +X Ratio
, D Only 2.50 ksf 0.0 in 1.220 ksf 1.220 ksf 0.488
, +D+S 2.50 ksf 0.0 in 1.495 ksf 1.495 ksf 0.598
, +D+0.750S 2.50 ksf 0.0 in 1.426 ksf 1.426 ksf 0.571
, +0.60D 2.50 ksf 0.0 in 0.7320 ksf 0.7320 ksf 0.293
Overturning Stability Units : k-ft
Rotation Axis &
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
Footing Has NO Overturning
Sliding Stability
Force Application Axis
Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status
Footing Has NO Sliding
Footing Flexure
Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn
Flexure Axis & Load Combination
k-ft Side ? or Top ? in^2 in^2 in^2 k-ft Status
, +1.40D 0.3796 -X Bottom 0.2592 Min Temp % 0.2657 10.45 OK
, +1.40D 0.3796 +X Bottom 0.2592 Min Temp % 0.2657 10.45 OK
, +1.20D 0.3253 -X Bottom 0.2592 Min Temp % 0.2657 10.45 OK
, +1.20D 0.3253 +X Bottom 0.2592 Min Temp % 0.2657 10.45 OK
, +1.20D+0.50S 0.3559 -X Bottom 0.2592 Min Temp % 0.2657 10.45 OK
, +1.20D+0.50S 0.3559 +X Bottom 0.2592 Min Temp % 0.2657 10.45 OK
, +1.20D+1.60S 0.4231 -X Bottom 0.2592 Min Temp % 0.2657 10.45 OK
, +1.20D+1.60S 0.4231 +X Bottom 0.2592 Min Temp % 0.2657 10.45 OK
, +1.20D+0.70S 0.3681 -X Bottom 0.2592 Min Temp % 0.2657 10.45 OK
, +1.20D+0.70S 0.3681 +X Bottom 0.2592 Min Temp % 0.2657 10.45 OK
, +0.90D 0.244 -X Bottom 0.2592 Min Temp % 0.2657 10.45 OK
, +0.90D 0.244 +X Bottom 0.2592 Min Temp % 0.2657 10.45 OK
One Way Shear Units :k
Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu / Phi*Vn Status
+1.40D 0psi 0psi 0 psi 82.158 psi 0 OK
+1.20D 0psi 0psi 0 psi 82.158 psi 0 OK
+1.20D+0.50S 0psi 0psi 0 psi 82.158 psi 0 OK
+1.20D+1.60S 0psi 0psi 0 psi 82.158 psi 0 OK
+1.20D+0.70S 0psi 0psi 0 psi 82.158 psi 0 OK
+0.90D 0psi 0psi 0 psi 82.158 psi 0 OK
PrProject: oject: Brown BEAR ARLINGTON JobJob NoNo:: 23 - 684
SuSubject: bject: C ALCS Sheet Sheet of Name:Name: SJW
OrOriginatingiginating OOfï¬ce: ffice: Seattle Seattle Tacoma Portlan d Date:Date:
Project: Job No:
Subject: Sheet of Name:
Originating Office: Seattle Tacoma Date:
OFFSET FTG
# Canopy )
n' 7,600
Ig "
Asta
' EYE're . }
~
PROPERTY
LINE
Seattle 811 First Avenue, Suite 620 · Seattle, WA 98104 · tel: 206.292.5076 www.pcs-structural.com
SeTacoattlema 811250 1 FirsPat ciAvfienuec Avenue, Suite, Su 620 ite 701 · Sea·ttlTacoe, WAma, 98WA104 9840· tel: 220· 6.te29l: 2532.50.37683.2797 www.pcs-structural.com
Tacoma 1250 Pacific Avenue, Suite 701 · Tacoma, WA 98402 · tel: 253.383.2797
Portland 101 SW Main Street, Suite 280 · Portland, OR 97204 · tel: 503.232.3746
Inputs Outputs
Gravity Load (lbs) 7600 e (ft) 1.75
Ftg Sq. Dim (ft) 7 Ftg Weight (lbs) 8577.5
Ftg Depth (ft) 1.167 M ot (#-ft) 13300.0
Load Edge Distance (ft) 1.75 S (ft^3) 57.2
A (ft^2) 49.0
P/A (PSF) 330.2
M/S (PSF) 232.7
Total (PSF) 562.8
LATERAL
BROWN BEAR ARLINGTON 23654
Project: Job No: ~
Subject: Sheet Name: SAH
Originating Ofï¬ce: ï£ Seattle ï£ Tacoma ï£ Portland Date: 9/23
SEISMIC DESIGN
U = C W = 0. 110w
SEISMIC WEIGHT MAIN BLDG :
,
=
PERIMETER WALLS = SAPSFies 951 PLE
=
+ 85.
951(38. 6(2) 33(2)) 236k
= = b93 ?LF
INFERIER WALLS 84PSF(16. 5/2)
33 =
+ 12. 67 .9k
693(85. 67)
= =
+ 38 5k
DIAPHRAG 15PSF(84'(29 .33) 8(12. 67)) .
TOTAL MAIN = 345K
,
SEISMIC WEIGHT SECONDARY STRUCTURES:
,
+ +
=
= . 12
TOWER 15PSF(13)(20 25) 15Ps=(9 .5)(12(2) 19.33(2)) . 9k
WALLS
ROOF
END CATOPY= 15 PSF(38. 5)(20) = 11. 6k
=
SIDE CANOPY = 15 PSF(31)(23) 11 . 0k
TOTAL WEIGHT = 378K
= 0
= 64 :3 k
VioxAn . 170(318) [uri)
Seattle 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 www.pcs-structural.com
Tacoma 1250 Paciï¬c Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797
Portland 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746
Project: Job No:
Subject: Sheet Name:
Originating Ofï¬ce: ï£ Seattle ï£ Tacoma ï£ Portland Date:
N
N
SIDE
CANOPY
SWwi
SWEl
END
CANOT TOWER
SWer
SWwI
SWws SWE3
851
X X
· SHEARWALLS IN NORTH- SOUTH DIRECTION WILL CONTROL
EAST LINE SEISMK LOAD :
=
0 + + . +
↓= . 1704(951(2) 693P(F) (85%2) 15Ps=(29 33)(84%! 951(30)
=29 . 0k [unT] + 12. 9k]
TOWER
=29 =
. 2
. 42KLF
+ 5
UE 0/3.33(2) . 33
=
.33)
SWE SWE3= 1. 42(3 = 8. 1k
,
= 12
.9k
2 . 42 KLF (5 =
SWE2 :33)
WEST LINE:
CATOPIES
=
= 0 +
V . 170/155k 11 . 6k + 11. 0k] 30.7k(uni]
= 30 =
. + 1
7 67 . 64KLF
Un 7/4' + . 7
= 1 =
: 64(2) 11
SWw , .5k
= 12
SWW2 : 6 k
= b
SWwz . 6 k
& SEE ENERCALL CHECKS
Seattle 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 www.pcs-structural.com
Tacoma 1250 Paciï¬c Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797
Portland 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746
Project: Job No:
Subject: Sheet Name:
Originating Ofï¬ce: ï£ Seattle ï£ Tacoma ï£ Portland Date:
DIAPHRAGM DESIGN
=
= 0
0 .
↑P,M . 2 SDsIWp 170Wp
· NORTH-SOUTH DIRECTON WILL CONTROL
+ 693PLF + +
Wp (95)(2) 15P5F(29 :33))(842) 12.9k
, Est=
=140. 4k
=
= 0
. 170(140.
(0 : 5T0PLF
Fp/d WEST 4)/29 33' .2) (ASD]
.
= 139
Wp west . 1 k
,
=
= 0.
110(139:1)/37 (0.7) 444 PLF [ASD]
Fp/d= WwEst - 33:
/USE TO GA PLB-36 WI USCI& 18"0.2.
WA = 666 PLE
CHORD
Wp = 3035 PLE
= =
+
M 0 . 110(3035(84)48 11000(22'/2)) 480k-F
= = 16
in Mm/d . 0k[uvi]
=
= 0.31 , 33
(2) #5 & BOND BM ↑(2)(60ks)(0.9) . 5K
Ok
Seattle 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 www.pcs-structural.com
Tacoma 1250 Paciï¬c Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797
Portland 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746
Project: Job No:
Subject: Sheet Name:
Originating Ofï¬ce: ï£ Seattle ï£ Tacoma ï£ Portland Date:
WALL ANCHORAGE
Fr = 0
.4 Seskate Wp
+
ka = 1 2 = 1 . 84
= =
= 0
0. P. -
Fp 4(0 .85)(1 .84) Wp b3wp 63(951p(F)
=596 PLF [uci]
= 4ITPLF [ASD]
5" 0 C:
3/4" x ANCHOR & 4 .
BAB= I4Aptom= 11 . I k/ I -2780 PLE
>OK
= =
BANs 0. 97bfy 23.9k/44 = 5970 PCF
Seattle 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 www.pcs-structural.com
Tacoma 1250 Paciï¬c Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797
Portland 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Masonry Shear Wall Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Shearwall - east 5'-4"
Code References
Calculations per TMS 402-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Wall Material MASONRY f'm 2.0 ksi Block Class
Total Wall Height 10.0 ft Fy - Rebar 60.0 ksi Concrete Density 150.0 pcf
Base Wall Length 5.333 ft Fy - HJR 70.0 ksi Min. Bending As % 0.00180
R: Resp. Mod Factor Em 3,120.0 ksi
Ie: Seismic Import. Factor 1.0 Phi - Shear 0.80 Phi : Axial & Flexure 0.90
Wall Data
Bottom
Analysis Height 0.00 ft
Wall Offset ( datum ) ft
Wall Length 5.333 ft
Effective Length 'd' 55.996 in
Nominal Block Thickness 8 in
Solid Grout? Solid Grouted
Reinforcing in Field of Wall
Vertical Bar Size # 5
Vertical Bar Spacing 24 in
Horiz. joint reinf. area (HJR) in
HJR Spacing 24 in
Bond beam reinf. area .62 in
Spacing of bond beams 48 in
In each chord cell:
Vertical rebar size # 6
# Chord Cells @ Each End 2.0
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Masonry Shear Wall Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Shearwall - east 5'-4"
Wall Sketch
SHEAR ANALYSIS
Bottom Level
Special Boundary
Elements Req'd? Not Req'd
Vu : Story Shear 12.90 k
for Load Combination +1.20D+0.70S+E
Controlling Mu/(Vud) 1.00
Vn Masonry 51.030 k
Vn Steel 19.839 k
Vn Masonry + Vn Steel 70.869 k
Vn Max 87.004 k
Phi Vn 56.695 k
Ratio: Vu/PhiVn (controlling) 0.2275
Vertical As >= Av/3 OK
Vertical Bar Spacing <= 96" OK
AXIAL ANALYSIS
Bottom Level
H / d Ratio 2.14
Pu 8.361 k
for Load Combination +1.20D+1.60S
Phi Pn +1.20D+1.60S k
Ratio: Pu/PhiPn (controlling) 0.01143
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Masonry Shear Wall Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Shearwall - east 5'-4"
BENDING ANALYSIS
Bottom Level
"a" : Flexural compression 4.33 in
Length of defined chord zone
is >= the "a" dimension of the OK
masonry (the compression zone)
"d" : Eff depth to tension reinf 55.996
As-flex < As-max ? OK: 0.880 <= 5.045
Mu 128.999 k
for Load Combination +0.90D+E
Phi Mn 213.175 k
Ratio: Mu/PhiMn (controlling) 0.6051
Force Summary
Load Combination Values for Wall section Resultant Overturning Uplift (k)
Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right
+1.40D
Wall Level : 1 0.002 7.466 0.000
+1.20D
Wall Level : 1 0.001 6.399 0.000
+1.20D+0.50S
Wall Level : 1 0.002 7.012 0.000
+1.20D+1.60S
Wall Level : 1 0.004 8.361 0.001
+1.20D+0.70S+E
Wall Level : 1 12.900 128.997 7.257 17.775 0.131 26.027 26.027
+0.90D
Wall Level : 1 0.001 4.799 0.000
+0.90D+E
Wall Level : 1 12.900 128.999 4.799 26.879 0.109 25.408 25.408
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Masonry Shear Wall Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Shearwall - east 5'-4"
Footing Information
Footing Dimensions
Dist. Left 3.0 ft f'c 3.0 ksi Rebar Cover 3.0in
Wall Length 5.333 ft Fy 60.0 ksi Footing Thickness 12.0in
Dist. Right 3.0 ft Width 2.0ft
Total Ftg Length 11.333 ft
Max Factored Soil Pressures Max UNfactored Soil Pressures
@ Left Side of Footing 549.21 psf @ Left Side of Footing 439.634 psf
.... governing load comb+1.20D+1.60S .... governing load comb+D+S
@ Right Side of Footing 549.01 psf @ Right Side of Footing 439.496 psf
.... governing load comb+1.20D+1.60S .... governing load comb+D+S
Footing One-Way Shear Check... Overturning Stability... @ Left End of Ftg @ Right End of Ftg
vu @ Left End of Footing 13.461 psi Overturning Moment 101.256 k-ft 101.256 k-ft
vu @ Right End of Footing 13.457 psi
Resisting Moment 27.377 k-ft 27.378 k-ft
vn * phi : Allowable 93.113 psi
Stability Ratio 0.2704 : 1 0.2704: 1
.... governing load comb +0.60D+0.70E +0.60D+0.70E
Footing Bending Design... @ Left End @ Right End
Mu 4.943 k-ft 4.941k-ft
Ru 33.901 psi 33.891psi
As % Req'd 0.00180 in^2 0.00180in^2
As Req'd in Footing Width 0.5184 in^2 0.5184in^2
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Masonry Shear Wall Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Shearwall - east 3'-4"
Code References
Calculations per TMS 402-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Wall Material MASONRY f'm 2.0 ksi Block Class
Total Wall Height 10.0 ft Fy - Rebar 60.0 ksi Concrete Density 150.0 pcf
Base Wall Length 3.333 ft Fy - HJR 70.0 ksi Min. Bending As % 0.00180
R: Resp. Mod Factor Em 3,120.0 ksi
Ie: Seismic Import. Factor 1.0 Phi - Shear 0.80 Phi : Axial & Flexure 0.90
Wall Data
Bottom
Analysis Height 0.00 ft
Wall Offset ( datum ) ft
Wall Length 3.333 ft
Effective Length 'd' 31.996 in
Nominal Block Thickness 8 in
Solid Grout? Solid Grouted
Reinforcing in Field of Wall
Vertical Bar Size # 5
Vertical Bar Spacing 24 in
Horiz. joint reinf. area (HJR) in
HJR Spacing 24 in
Bond beam reinf. area .62 in
Spacing of bond beams 48 in
In each chord cell:
Vertical rebar size # 6
# Chord Cells @ Each End 2.0
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Masonry Shear Wall Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Shearwall - east 3'-4"
Wall Sketch
SHEAR ANALYSIS
Bottom Level
Special Boundary
Elements Req'd? Not Req'd
Vu : Story Shear 8.10 k
for Load Combination +1.20D+0.70S+E
Controlling Mu/(Vud) 1.00
Vn Masonry 31.893 k
Vn Steel 12.399 k
Vn Masonry + Vn Steel 44.292 k
Vn Max 54.376 k
Phi Vn 35.433 k
Ratio: Vu/PhiVn (controlling) 0.2286
Vertical As >= Av/3 OK
Vertical Bar Spacing <= 96" OK
AXIAL ANALYSIS
Bottom Level
H / d Ratio 3.75
Pu 5.226 k
for Load Combination +1.20D+1.60S
Phi Pn +1.20D+1.60S k
Ratio: Pu/PhiPn (controlling) 0.01129
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Masonry Shear Wall Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Shearwall - east 3'-4"
BENDING ANALYSIS
Bottom Level
"a" : Flexural compression 4.33 in
Length of defined chord zone
is >= the "a" dimension of the OK
masonry (the compression zone)
"d" : Eff depth to tension reinf 31.996
As-flex < As-max ? OK: 0.880 <= 2.883
Mu 81.0 k
for Load Combination +1.20D+0.70S+E
Phi Mn 118.135 k
Ratio: Mu/PhiMn (controlling) 0.6857
Force Summary
Load Combination Values for Wall section Resultant Overturning Uplift (k)
Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right
+1.40D
Wall Level : 1 4.666
+1.20D
Wall Level : 1 4.000
+1.20D+0.50S
Wall Level : 1 4.383
+1.20D+1.60S
Wall Level : 1 5.226
+1.20D+0.70S+E
Wall Level : 1 8.100 81.000 4.536 17.856 0.082 29.273 29.273
+0.90D
Wall Level : 1 3.000
+0.90D+E
Wall Level : 1 8.100 81.000 3.000 27.003 0.068 28.850 28.850
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Masonry Shear Wall Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Shearwall - east 3'-4"
Footing Information
Footing Dimensions
Dist. Left 3.0 ft f'c 3.0 ksi Rebar Cover 3.0in
Wall Length 3.333 ft Fy 60.0 ksi Footing Thickness 12.0in
Dist. Right 3.0 ft Width 2.0ft
Total Ftg Length 9.333 ft
Max Factored Soil Pressures Max UNfactored Soil Pressures
@ Left Side of Footing 460.209 psf @ Left Side of Footing 369.789 psf
.... governing load comb+1.40D .... governing load comb+D+S
@ Right Side of Footing 460.209 psf @ Right Side of Footing 369.789 psf
.... governing load comb+1.40D .... governing load comb+D+S
Footing One-Way Shear Check... Overturning Stability... @ Left End of Ftg @ Right End of Ftg
vu @ Left End of Footing 11.280 psi Overturning Moment 63.574 k-ft 63.574 k-ft
vu @ Right End of Footing 11.280 psi
Resisting Moment 15.604 k-ft 15.604 k-ft
vn * phi : Allowable 93.113 psi
Stability Ratio 0.2454 : 1 0.2454: 1
.... governing load comb +0.60D+0.70E +0.60D+0.70E
Footing Bending Design... @ Left End @ Right End
Mu 4.142 k-ft 4.142k-ft
Ru 28.408 psi 28.408psi
As % Req'd 0.00180 in^2 0.00180in^2
As Req'd in Footing Width 0.5184 in^2 0.5184in^2
Project: Job No:
Subject: Sheet Name:
Originating Office: ï£ Seattle ï£ Tacoma ï£ Portland Date:
Wood Roof Tower Lateral
E-WN-S wind
Min windforce control by
inspection
wwind≔16 psf
250 ft2
A ≔―――=125 ft2
SWU1
2
V≔A â‹…w =⎛âŽ2 10â‹… 3⎞⎠lbf
SWU1 wind
Shear
h≔8.5 ft d≔13.25 ft
V
―=150.943 plf 10d@12"O.C. OK
d
woof roof weight
Holdown(uplift) Dr≔198 plf
⎛ d2 ⎞
⎜V h⋅ -Dr⋅―⎟
⎜ 2 ⎟
THoldown≔ ―――――=-28.731 lbf
⎜⎠d ⎟âŽ
No next uplift, will install HUD2
E-W lateralN-S
By inspection, this side will
not control, use same design
as N-S direction
Seattle 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 www.pcs-structural.com
Tacoma 1250 Pacific Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797
Portland 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746
SIDE CANOPY
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Steel Beam Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Roof beam - rev 1
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi
Bending Axis : Major Axis Bending
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft
Varying Uniform Load : S= 0.160->0.0 k/ft, Extent = 0.0 -->> 6.0 ft
Varying Uniform Load : S= 0.0->0.160 k/ft, Extent = 21.160 -->> 27.160 ft
DESIGN SUMMARY Design OK .
Maximum Bending Stress Ratio = 0.410: 1 Maximum Shear Stress Ratio = 0.058 : 1
Section used for this span W8x15 Section used for this span W8x15
Ma : Applied 9.573 k-ft Va : Applied 2.299 k
Mn / Omega : Allowable 23.354 k-ft Vn/Omega : Allowable 39.739 k
Load Combination +D+S Load Combination +D+S
Location of maximum on span 12.000 ft
Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2
Maximum Deflection
Max Downward Transient Deflection 0.425 in Ratio = 428 >=360 Span: 3 : S Only
Max Upward Transient Deflection -0.107 in Ratio = 1,340 >=360 Span: 3 : S Only
Max Downward Total Deflection 0.556 in Ratio = 327 >=240. Span: 3 : +D+S
Max Upward Total Deflection -0.135 in Ratio = 1063 >=240. Span: 3 : +D+S
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Steel Beam Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Roof beam - lateral - rev 1
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi
Bending Axis : Minor Axis Bending
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : E = 0.00510 ksf, Tributary Width = 6.0 ft
DESIGN SUMMARY Design OK .
Maximum Bending Stress Ratio = 0.092: 1 Maximum Shear Stress Ratio = 0.003 : 1
Section used for this span W8x15 Section used for this span W8x15
Ma : Applied 0.615 k-ft Va : Applied 0.1624 k
Mn / Omega : Allowable 6.662 k-ft Vn/Omega : Allowable 50.652 k
Load Combination E Only * 0.70 Load Combination E Only * 0.70
Location of maximum on span 12.000 ft
Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2
Maximum Deflection
Max Downward Transient Deflection 0.628 in Ratio = 289 >=240. Span: 3 : E Only
Max Upward Transient Deflection -0.134 in Ratio = 1,072 >=240. Span: 3 : E Only
Max Downward Total Deflection 0.440 in Ratio = 414 >=180. Span: 3 : E Only * 0.70
Max Upward Total Deflection -0.094 in Ratio = 1532 >=180. Span: 3 : E Only * 0.70
NOTE:
RELY ON MINOR AXIS BENDING
FOR LATERAL FORCE TRANSFER
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Steel Beam Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Roof girder - rev 1
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi
Bending Axis : Major Axis Bending
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 11.50 ft
Varying Uniform Load : S= 0.30->0.0 k/ft, Extent = 0.0 -->> 6.0 ft
Varying Uniform Load : S= 0.0->0.30 k/ft, Extent = 22.670 -->> 28.670 ft
DESIGN SUMMARY Design OK .
Maximum Bending Stress Ratio = 0.670: 1 Maximum Shear Stress Ratio = 0.106 : 1
Section used for this span W10x30 Section used for this span W10x30
Ma : Applied 45.388 k-ft Va : Applied 6.650 k
Mn / Omega : Allowable 67.780 k-ft Vn/Omega : Allowable 63.0 k
Load Combination +D+S Load Combination +D+S
Location of maximum on span 16.170 ft
Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.975 in Ratio = 307 >=240. Span: 2 : S Only
Max Upward Transient Deflection -0.095 in Ratio = 2,039 >=240. Span: 2 : S Only
Max Downward Total Deflection 1.344 in Ratio = 223 >=180. Span: 2 : +D+S
Max Upward Total Deflection -0.125 in Ratio = 1557 >=180. Span: 2 : +D+S
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Steel Beam Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Roof girder - lateral - rev 1
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi
Bending Axis : Minor Axis Bending
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : E = 0.00510 ksf, Tributary Width = 11.50 ft
DESIGN SUMMARY Design OK .
Maximum Bending Stress Ratio = 0.145: 1 Maximum Shear Stress Ratio = 0.004 : 1
Section used for this span W10x30 Section used for this span W10x30
Ma : Applied 3.207 k-ft Va : Applied 0.5303 k
Mn / Omega : Allowable 22.056 k-ft Vn/Omega : Allowable 118.524 k
Load Combination E Only * 0.70 Load Combination E Only * 0.70
Location of maximum on span 16.170 ft
Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward Transient Deflection 1.278 in Ratio = 234 >=234. Span: 2 : E Only
Max Upward Transient Deflection -0.103 in Ratio = 1,881 >=234. Span: 2 : E Only
Max Downward Total Deflection 0.894 in Ratio = 335 >=180. Span: 2 : E Only * 0.70
Max Upward Total Deflection -0.072 in Ratio = 2688 >=180. Span: 2 : E Only * 0.70
NOTE:
RELY ON MINOR AXIS BENDING
FOR LATERAL FORCE TRANSFER
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Steel Column Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Column w/ lateral
.
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Section Name : HSS8x8x1/4 Overall Column Height 13.50 ft
Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed
Steel Stress Grade , A500, Grade C, Fy = 50 ksi, Carbon Steel Brace condition :
Fy : Steel Yield 50.0 ksi Unbraced Length for buckling ABOUT X-X Axis = 13.50 ft, K = 2.1
E : Elastic Bending Modulus 29,000.0 ksi
Unbraced Length for buckling ABOUT Y-Y Axis = 13.50 ft, K = 2.1
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 348.570 lbs * Dead Load Factor
AXIAL LOADS . . .
Axial Load at 13.50 ft, D = 5.60, S = 9.20 k
BENDING LOADS . . .
Lat. Point Load at 13.50 ft creating Mx-x, E = 1.90 k CONSERVATIVELY RESIST FULL
DESIGN SUMMARY CANOPY SEISMIC WITH COLUMNS .
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio = 0.4178 : 1 Maximum Load Reactions . .
Load Combination +D+0.70E Top along X-X 0.0 k
Location of max.above base 0.0 ft Bottom along X-X 0.0 k
At maximum location values are . . . Top along Y-Y 0.0 k
Pa : Axial 5.949 k Bottom along Y-Y 1.90 k
Pn / Omega : Allowable 90.60 k
Maximum Load Deflections . . .
Ma-x : Applied -17.955 k-ft
Along Y-Y 1.307 in at 13.50ft above base
Mn-x / Omega : Allowable 46.642 k-ft
for load combination :E Only
Ma-y : Applied 0.0 k-ft
Mn-y / Omega : Allowable 46.642 k-ft Along X-X 0.0 in at 0.0ft above base
for load combination :
PASS Maximum Shear Stress Ratio = 0.02176 : 1
Load Combination +D+0.70E
Location of max.above base 0.0 ft
At maximum location values are . . .
Va : Applied 1.330 k
Vn / Omega : Allowable 61.119 k
.
Load Combination Results
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location
D Only 0.066 PASS 0.00 ft 1.67 1.00 108.00 108.00 0.000 PASS 0.00 ft
+D+S 0.167 PASS 0.00 ft 1.67 1.00 108.00 108.00 0.000 PASS 0.00 ft
+D+0.750S 0.142 PASS 0.00 ft 1.67 1.00 108.00 108.00 0.000 PASS 0.00 ft
+D+0.70E 0.418 PASS 0.00 ft 1.67 1.00 108.00 108.00 0.022 PASS 0.00 ft
+D+0.750S+0.5250E 0.360 PASS 0.00 ft 1.67 1.00 108.00 108.00 0.016 PASS 0.00 ft
+0.60D 0.039 PASS 0.00 ft 1.67 1.00 108.00 108.00 0.000 PASS 0.00 ft
+0.60D+0.70E 0.405 PASS 0.00 ft 1.67 1.00 108.00 108.00 0.022 PASS 0.00 ft
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
General Footing Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Column footing w/ lateral
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties Soil Design Values
f'c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf
fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf
Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No
Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf
Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30
Shear = 0.750 Increases based on footing Depth
Analysis Settings Footing base depth below soil surface = 1.667 ft
Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf
Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft
Min. Overturning Safety Factor = 1.0 : 1
Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears : Yes = ksf
when max. length or width is greater than
Add Pedestal Wt for Soil Pressure : No
= ft
Use Pedestal wt for stability, mom & shear : No
Dimensions
Width parallel to X-X Axis = 6.0 ft
Length parallel to Z-Z Axis = 6.0 ft
Footing Thickness = 14.0 in
Pedestal dimensions...
px : parallel to X-X Axis = 14.0 in
pz : parallel to Z-Z Axis = 14.0 in
=
Height 6.0 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
=
Number of Bars 6.0
Reinforcing Bar Size = # 5
Bars parallel to Z-Z Axis
Number of Bars = 6.0
Reinforcing Bar Size = # 5
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P : Column Load = 5.60 9.20 k
OB : Overburden = ksf
M-xx = k-ft
M-zz = 25.70 k-ft
V-x = 1.90 k
V-z = k
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
General Footing Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Column footing w/ lateral
DESIGN SUMMARY Design OK
Min. Ratio Item Applied Capacity Governing Load Combination
PASS 0.680 Soil Bearing 1.70 ksf 2.50 ksf +0.60D+0.70E about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS 1.211 Overturning - Z-Z 20.207 k-ft 24.474 k-ft +0.60D+0.70E
PASS 3.266 Sliding - X-X 1.330 k 4.344 k +0.60D+0.70E
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.2032 Z Flexure (+X) 3.032 k-ft/ft 14.921 k-ft/ft +0.90D+E
PASS 0.1161 Z Flexure (-X) 1.732 k-ft/ft 14.921 k-ft/ft +1.20D+1.60S
PASS 0.1161 X Flexure (+Z) 1.732 k-ft/ft 14.921 k-ft/ft +1.20D+1.60S
PASS 0.1161 X Flexure (-Z) 1.732 k-ft/ft 14.921 k-ft/ft +1.20D+1.60S
PASS 0.1510 1-way Shear (+X) 12.410 psi 82.158 psi +0.90D+E
PASS 0.08203 1-way Shear (-X) 6.739 psi 82.158 psi +1.20D+1.60S
PASS 0.08203 1-way Shear (+Z) 6.739 psi 82.158 psi +1.20D+1.60S
PASS 0.08203 1-way Shear (-Z) 6.739 psi 82.158 psi +1.20D+1.60S
PASS 0.1045 2-way Punching 17.165 psi 164.317 psi +1.20D+1.60S
Top reinforcing mat required (see 'Bending' tab).
Hand check required for anchor pullout.
END CANOPY
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Steel Beam Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Roof beam
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam bracing is defined as a set spacing over all spans E: Modulus : 29,000.0 ksi
Bending Axis : Major Axis Bending
Unbraced Lengths
First Brace starts at ft from Left-Most support
Regular spacing of lateral supports on length of beam = 9.50 ft
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.50 ft
DESIGN SUMMARY Design OK .
Maximum Bending Stress Ratio = 0.191: 1 Maximum Shear Stress Ratio = 0.041 : 1
Section used for this span W14x43 Section used for this span W14x43
Ma : Applied 32.490k-ft Va : Applied 3.420 k
Mn / Omega : Allowable 169.681k-ft Vn/Omega : Allowable 83.570 k
Load Combination +D+S Load Combination +D+S
Location of maximum on span 0.000 ft
Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.427 in Ratio = 1,067 >=360 Span: 1 : S Only
Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a
Max Downward Total Deflection 0.683 in Ratio = 667 >=240. Span: 1 : +D+S
Max Upward Total Deflection 0 in Ratio = 0 <240.0 n/a
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Steel Beam Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Roof beam - lateral
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi
Bending Axis : Minor Axis Bending
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : E = 0.00510 ksf, Tributary Width = 4.50 ft
DESIGN SUMMARY Design OK .
Maximum Bending Stress Ratio = 0.067: 1 Maximum Shear Stress Ratio = 0.002 : 1
Section used for this span W14x43 Section used for this span W14x43
Ma : Applied 2.900k-ft Va : Applied 0.3052 k
Mn / Omega : Allowable 43.164k-ft Vn/Omega : Allowable 169.60 k
Load Combination E Only * 0.70 Load Combination E Only * 0.70
Location of maximum on span 0.000 ft
Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.825 in Ratio = 552 >=360 Span: 1 : E Only
Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a
Max Downward Total Deflection 0.578 in Ratio = 789 >=240. Span: 1 : E Only * 0.70
Max Upward Total Deflection 0 in Ratio = 0 <240.0 n/a
NOTE:
RELY ON MINOR AXIS BENDING
FOR LATERAL FORCE TRANSFER
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Steel Beam Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Roof girder
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi
Bending Axis : Major Axis Bending
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 19.250 ft
DESIGN SUMMARY Design OK .
Maximum Bending Stress Ratio = 0.725: 1 Maximum Shear Stress Ratio = 0.120 : 1
Section used for this span W12x30 Section used for this span W12x30
Ma : Applied 38.500k-ft Va : Applied 7.70 k
Mn / Omega : Allowable 53.107k-ft Vn/Omega : Allowable 63.960 k
Load Combination +D+S Load Combination +D+S
Location of maximum on span 0.000 ft
Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.252 in Ratio = 951 >=360 Span: 1 : S Only
Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a
Max Downward Total Deflection 0.403 in Ratio = 595 >=240. Span: 1 : +D+S
Max Upward Total Deflection 0 in Ratio = 0 <240.0 n/a
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Steel Beam Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Roof girder - lateral
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi
Bending Axis : Minor Axis Bending
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : E = 0.00510 ksf, Tributary Width = 19.250 ft
DESIGN SUMMARY Design OK .
Maximum Bending Stress Ratio = 0.144: 1 Maximum Shear Stress Ratio = 0.006 : 1
Section used for this span W12x30 Section used for this span W12x30
Ma : Applied 3.436k-ft Va : Applied 0.6872 k
Mn / Omega : Allowable 23.852k-ft Vn/Omega : Allowable 114.752 k
Load Combination E Only * 0.70 Load Combination E Only * 0.70
Location of maximum on span 0.000 ft
Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.603 in Ratio = 397 >=360 Span: 1 : E Only
Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a
Max Downward Total Deflection 0.422 in Ratio = 568 >=240. Span: 1 : E Only * 0.70
Max Upward Total Deflection 0 in Ratio = 0 <240.0 n/a
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
Steel Column Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Column w/ lateral
.
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Section Name : HSS9x9x1/4 Overall Column Height 16.17 ft
Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed
Steel Stress Grade , A500, Grade C, Fy = 50 ksi, Carbon Steel Brace condition :
Fy : Steel Yield 50.0 ksi Unbraced Length for buckling ABOUT X-X Axis = 16.17 ft, K = 2.1
E : Elastic Bending Modulus 29,000.0 ksi
Unbraced Length for buckling ABOUT Y-Y Axis = 16.17 ft, K = 2.1
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 472.649 lbs * Dead Load Factor
AXIAL LOADS . . .
Axial Load at 16.170 ft, Yecc = 1.0 in, D = 5.80, S = 9.70 k
BENDING LOADS . . .
Lat. Point Load at 16.170 ft creating Mx-x, E = 1.970 k CONSERVATIVELY RESIST FULL
DESIGN SUMMARY CANOPY SEISMIC WITH COLUMNS .
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio = 0.4464 : 1 Maximum Load Reactions . .
Load Combination +D+0.70E Top along X-X 0.0 k
Location of max.above base 0.0 ft Bottom along X-X 0.0 k
At maximum location values are . . . Top along Y-Y 0.0 k
Pa : Axial 6.273 k Bottom along Y-Y 1.970 k
Pn / Omega : Allowable 92.125 k
Maximum Load Deflections . . .
Ma-x : Applied -22.782 k-ft
Along Y-Y 1.614 in at 16.170ft above base
Mn-x / Omega : Allowable 55.250 k-ft
for load combination :E Only
Ma-y : Applied 0.0 k-ft
Mn-y / Omega : Allowable 55.250 k-ft Along X-X 0.0 in at 0.0ft above base
for load combination :
PASS Maximum Shear Stress Ratio = 0.01985 : 1
Load Combination +D+0.70E
Location of max.above base 0.0 ft
At maximum location values are . . .
Va : Applied 1.379 k
Vn / Omega : Allowable 69.490 k
.
Load Combination Results
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location
D Only 0.043 PASS 14.76 ft 1.65 1.00 114.46 114.46 0.000 PASS 0.00 ft
+D+S 0.110 PASS 0.00 ft 1.65 1.00 114.46 114.46 0.000 PASS 0.00 ft
+D+0.750S 0.093 PASS 14.76 ft 1.65 1.00 114.46 114.46 0.000 PASS 0.00 ft
+D+0.70E 0.446 PASS 0.00 ft 1.65 1.00 114.46 114.46 0.020 PASS 0.00 ft
+D+0.750S+0.5250E 0.396 PASS 0.00 ft 1.65 1.00 114.46 114.46 0.015 PASS 0.00 ft
+0.60D 0.026 PASS 0.00 ft 1.65 1.00 114.46 114.46 0.000 PASS 0.00 ft
+0.60D+0.70E 0.429 PASS 0.00 ft 1.65 1.00 114.46 114.46 0.020 PASS 0.00 ft
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
General Footing Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Column footing w/ lateral
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties Soil Design Values
f'c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf
fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf
Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No
Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf
Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30
Shear = 0.750 Increases based on footing Depth
Analysis Settings Footing base depth below soil surface = 1.667 ft
Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf
Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft
Min. Overturning Safety Factor = 1.0 : 1
Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears : Yes = ksf
when max. length or width is greater than
Add Pedestal Wt for Soil Pressure : No
= ft
Use Pedestal wt for stability, mom & shear : No
Dimensions
Width parallel to X-X Axis = 6.50 ft
Length parallel to Z-Z Axis = 6.50 ft
Footing Thickness = 14.0 in
Pedestal dimensions...
px : parallel to X-X Axis = 14.0 in
pz : parallel to Z-Z Axis = 14.0 in
=
Height 6.0 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
=
Number of Bars 7
Reinforcing Bar Size = # 5
Bars parallel to Z-Z Axis
Number of Bars = 7
Reinforcing Bar Size = # 5
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P : Column Load = 5.80 9.70 k
OB : Overburden = ksf
M-xx = k-ft
M-zz = 31.90 k-ft
V-x = 1.970 k
V-z = k
Project Title: Brown Bear Arlington
Engineer: SAH
Project ID: 23684
Project Descr:
General Footing Project File: 23684 sah.ec6
LIC# : KW-06014122, Build:20.23.08.30 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023
DESCRIPTION: Column footing w/ lateral
DESIGN SUMMARY Design OK
Min. Ratio Item Applied Capacity Governing Load Combination
PASS 0.6680 Soil Bearing 1.670 ksf 2.50 ksf +0.60D+0.70E about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS 1.203 Overturning - Z-Z 24.628 k-ft 29.635 k-ft +0.60D+0.70E
PASS 3.474 Sliding - X-X 1.379 k 4.790 k +0.60D+0.70E
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.2162 Z Flexure (+X) 3.467 k-ft/ft 16.034 k-ft/ft +0.90D+E
PASS 0.1175 Z Flexure (-X) 1.884 k-ft/ft 16.034 k-ft/ft +1.20D+1.60S
PASS 0.1175 X Flexure (+Z) 1.884 k-ft/ft 16.034 k-ft/ft +1.20D+1.60S
PASS 0.1175 X Flexure (-Z) 1.884 k-ft/ft 16.034 k-ft/ft +1.20D+1.60S
PASS 0.1577 1-way Shear (+X) 12.960 psi 82.158 psi +0.90D+E
PASS 0.08576 1-way Shear (-X) 7.046 psi 82.158 psi +1.20D+1.60S
PASS 0.08576 1-way Shear (+Z) 7.046 psi 82.158 psi +1.20D+1.60S
PASS 0.08576 1-way Shear (-Z) 7.046 psi 82.158 psi +1.20D+1.60S
PASS 0.1112 2-way Punching 18.270 psi 164.317 psi +1.20D+1.60S
Top reinforcing mat required (see 'Bending' tab).
Hand check required for anchor pullout.
Project: Job No:
Subject: Sheet Name:
Originating Ofï¬ce: ï£ Seattle ï£ Tacoma ï£ Portland Date:
ROD CANOPIES
,
DL= 10 PSF
~I S2= 25 PSF + 15PSF MAX DRIFT
~DL+SL
ilisi : I ROD TRIB = 5'-8"
↳
,
X X
4
= + +
Trop =(103 2505F)(4/) 1545(4/2)(1/3)(5. 67)
= 560 LB
1 5/8" ROD OK BH INSPECTION
ANCHORAGE :
:
=
T 560/ 397 /4 ANCHORS = 99 LB/ANCHOR
= =
U = T 397 (B/4ANCHORS 99 LB/ANCHOR
5/8" = 1388 is
x 5" HUS-EZ : FALow OK
WALLow = 2731 Lis
Seattle 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 www.pcs-structural.com
Tacoma 1250 Paciï¬c Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797
Portland 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746
TRASH ENCLOSURE
PrProject: oject: Brown BEAR ARLINGTON JobJob NoNo:: 23 - 684
SuSubject: bject: C ALCS Sheet Sheet of Name:Name: SJW
OrOriginatingiginating OOfï¬ce: ffice: Seattle Seattle Tacoma Portlan d Date:Date:
Project: Job No:
Subject: Sheet of Name:
Originating Office: Seattle Tacoma Date:
TRASH ENCLOSURE
•
• . WALL Y FTG
FDD
w E
,
Z
.
N'trax .
STEF ATTACHED Output SPREAD SHIFT
: Hss Du
.
'
WD IOPSFC ) = 55 #/eT
= heft
an Us = Ipsec "/zFt ) = 140 #/FT
Hss 6×3×3/16
'
24
( SIK ATTACHED )
Seattle 811 First Avenue, Suite 620 · Seattle, WA 98104 · tel: 206.292.5076 www.pcs-structural.com
SeTacoattlema 811250 1 FirsPat ciAvfienuec Avenue, Suite, Su 620 ite 701 · Sea·ttlTacoe, WAma, 98WA104 9840· tel: 220· 6.te29l: 2532.50.37683.2797 www.pcs-structural.com
Tacoma 1250 Pacific Avenue, Suite 701 · Tacoma, WA 98402 · tel: 253.383.2797
Portland 101 SW Main Street, Suite 280 · Portland, OR 97204 · tel: 503.232.3746
Project: Brown Bear CW - Arlington Job Number: 23-684
Subject: Trash Enclosure Walls Name: SJW
Originating Office: Portland Date: 04/05/23
Description Trash Enclosure Walls IBC 2018 / TMS 402-16
Design Criteria
Masonry Strength fm≔1900⋅psi Wall Thickness(nominal) tn≔8⋅in
Concrete Strength fc≔3000⋅psi Wall Thickness (actual) ta=7.63 in
Steel Strength fy≔60000⋅psi Section Width (wall & footing) b≔12⋅in
Wall Height h≔7.33⋅ft Section Depth (wall) dwall≔3.75⋅in
Wall Weight w≔85⋅psf
Gross Area (masonry) A =91.5 in2
g
Modulus of Elasticity
Es
Es≔29000000⋅psi Em=1710000 psi n≔―=16.96
Em
Loads
SEISMIC (ASCE 7-16 Section 13.3) WIND (ASCE 7-16 Section 29.3.1)
SDS≔.86 Spectral Acceleration Wind Directionality Factor
(ASCE 7-16 Section 11.4.5) Kd≔.85 (ASCE 7-16 Section 26.6 - Table 26.6-1)
Ip≔1.0 Component Importance Factor
Velocity Pressure Exposure Coefficient
(ASCE 7-16 Section 13.1.3) Kz≔.85
(ASCE 7-16 Section 26.10.1 - Table
ap≔2.5 Component Amplification Factor 26.10-1)
(ASCE 7-16 Table 13.5-1)
Kzt≔1.0 Topographic Factor
Rp≔3.0 Component Response Modification (ASCE 7-16 Section 26.8)
Factor (ASCE 7-16 Table 13.5-1)
z≔0⋅ft Height in structure of anchorage Vwind≔98 Wind Speed (mph)
(cantilevered from footing)
Wp≔85⋅psf Seismic Wall Weight
ASCE 7-16 Equation 26.10-1:
(includes veneer, etc.)
ASCE 7-16 Equation 13.3-1, 13.3-2, 13.3-3: q ≔⎛âŽ.00256â‹…K â‹…K â‹…K â‹…V 2⎞⎠⋅psf=17.8 psf
z d z zt wind
⎛0.4⋅ap⋅SDS⋅Wp⎞ ⎛ z ⎞
Fp≔⎜―――――⎟⋅⎜1+2⋅―⎟=24.4 psf Gust Effect Factor (ASCE 7-16
⎜ Rp ⎟ ⎠h⎠G≔.85 Section 26.11)
―
⎜⎠I ⎟âŽ
p
Net Force Coefficient
Cf≔1.45 (ASCE 7-16 Fig. 29.3-1)
1250 Pacific Ave. Suite 701 Tacoma, WA 98402 - Tel: (253) 383-2797 www.pcs-structural.com
1011 Western Ave. Suite 810 Seattle, WA 98104 - Tel: (206) 292-5076
23345 ARCO Lacey - Trash Enclosure -CMU
101 SW Main St. Suite 280 Portland, OR 97204 - Tel: (503) 232-3746
1 of 3
Project: Brown Bear CW - Arlington Job Number: 23-684
Subject: Trash Enclosure Walls Name: SJW
Originating Office: Portland Date: 04/05/23
Shall not be less than: F'p≔0.3⋅SDS⋅Ip⋅Wp
F'p=21.9 psf ASCE 7-16 Equation 29.3-1:
Shall not exceed: F''p≔1.6⋅SDS⋅Ip⋅Wp
Fwind≔qz⋅G C⋅ f=21.9 psf
F''p=117 psf
Fseismic=24.4 psf
CONTROLLING
WlatULT=24.4 psf (Ultimate) WlatASD=17.1 psf (Allowable)
Footing Design
B≔3.5⋅ft (Footing width) tf≔12⋅in (Footing thickness) pallow≔2500⋅psf (Allowable soil
bearing pressure)
lb
Wftg≔b t⋅ f⋅B⋅150⋅――=525 lb Wwall≔w h b⋅ ⋅ =623.05 lb Wtotal≔Wftg+Wwall Wtotal=1148.05 lb
ft3
(ASCE 7-16 Section 2.4.1 & 12.14.3.2): WtotalASD≔0.6⋅Wtotal=688.83 lb
Wtotal5≔⎛âŽ1.0+0.14â‹…SDS⎞⎠⋅Wtotal=1286.28 lb Wtotal8≔⎛âŽ0.6-0.14â‹…SDS⎞⎠⋅Wtotal=550.6 lb
B ⎛⎛h⎞ ⎞
Mres8≔Wtotal8⋅―=964 lb ft⋅ MovtASD≔WlatASD⋅b h⋅ ⋅⎜⎜―⎟+tf⎟=583 lb ft⋅
2 âŽâŽ2⎠âŽ
(ASCE 7-16 Section (ASCE 7-16 Section
Overturning Sliding 12.14.3.1 Exception 2) Soil Bearing 12.14.3.1 Exception 2)
Friction Coefficient
Mres8=964 lb ft⋅ u≔0.4 (Including FOS) MovtASD
e≔―――=0.85 ft
WtotalASD
MovtASD=583 lb ft⋅ FOS≔1.5
FslidingASD≔WlatASDâ‹…b hâ‹… =125 lb resultant=“In Outer Thirdâ€
Overturningcheck=“Overturning okayâ€
FslidingASD=125.03 lb psoil.max=508 psf
Fres≔0.6⋅Wtotal⋅u FOS⋅ =413.3 lb
Bearingcheck=“Bearing okayâ€
Slidingcheck=“Sliding okayâ€
Stabilitycheck=“Stability okayâ€
1250 Pacific Ave. Suite 701 Tacoma, WA 98402 - Tel: (253) 383-2797 www.pcs-structural.com
1011 Western Ave. Suite 810 Seattle, WA 98104 - Tel: (206) 292-5076
23345 ARCO Lacey - Trash Enclosure -CMU
101 SW Main St. Suite 280 Portland, OR 97204 - Tel: (503) 232-3746
2 of 3
Project: Brown Bear CW - Arlington Job Number: 23-684
Subject: Trash Enclosure Walls Name: SJW
Originating Office: Portland Date: 04/05/23
Footing Rebar (ACI 318-14 Section 22.3)
Try #5 at 12" o.c
A ≔0.31⋅in2 (Area of steel in d ≔9⋅in (Adjust based on
(Transverse rebar) s.footing footing
section width "b") footing thickness)
As.footingâ‹…fy
afooting≔――――=0.61 in
0.85â‹…fcâ‹…b
⎛ a ⎞
ϕM ≔.9⋅A ⋅f ⋅⎜d -―footing―⎟=12131 lb ft⋅
footing.nominal s.footing y footing
⎠2 âŽ
M =1106 lb ft⋅ A ≔0.0018⋅t ⋅b=0.26 in2
footingULT s.footing.min f
Footingcheck=“Footing okay†Rebarcheck=“Rebar meets minimum reinforcement requirementâ€
Footing Shear (ACI 318-14 Section 22.5.5)
‾f‾‾
ϕV ≔0.75 2⋅ ⋅ ―c ―⋅psi b d⋅ ⋅ =8873 lb
footing.nominal footing
psi
VfootingULT=1145 lb
Shearcheck=“Shear okayâ€
Wall Design (TMS 402-16 Section 9.3.5.2)
Try #5 at 32" o.c A ≔0.11625⋅in2 (Area of steel in
s.wall
section width "b")
As.wallâ‹…fy
awall≔―――=0.38 in
0.8â‹…fmâ‹…b
⎛ a ⎞
ϕM ≔.9⋅A ⋅f ⋅⎜d -―wall―⎟=1862 lb ft⋅
wall.nominal s.wall y wall
⎠2 âŽ
⎛h⎞
MwallULT≔WlatULT⋅b h⋅ ⋅⎜―⎟=655 lb ft⋅
âŽ2âŽ
Wallcheck=“Wall okayâ€
1250 Pacific Ave. Suite 701 Tacoma, WA 98402 - Tel: (253) 383-2797 www.pcs-structural.com
1011 Western Ave. Suite 810 Seattle, WA 98104 - Tel: (206) 292-5076
23345 ARCO Lacey - Trash Enclosure -CMU
101 SW Main St. Suite 280 Portland, OR 97204 - Tel: (503) 232-3746
3 of 3
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: 23684 SJW.ec6
LIC# : KW-06014122, Build:20.23.2.14 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022
DESCRIPTION: Main HSS Beam
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi
Bending Axis : Major Axis Bending
.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0550, S = 0.140 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY Design OK .
Maximum Bending Stress Ratio = 0.361: 1 Maximum Shear Stress Ratio = 0.042 : 1
Section used for this span HSS6x3x3/16 Section used for this span HSS6x3x3/16
Ma : Applied 5.040k-ft Va : Applied 1.440 k
Mn / Omega : Allowable 13.947k-ft Vn/Omega : Allowable 34.246 k
Load Combination +D+S Load Combination +D+S
Location of maximum on span 0.000 ft
Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.312 in Ratio = 537 >=360
Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1 : S Only
Max Downward Total Deflection 0.460 in Ratio = 366 >=240. Span: 1 : +D+S
Max Upward Total Deflection 0.000 in Ratio = 0 <240.0
.
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega
D Only
Dsgn. L = 14.00 ft 1 0.115 0.013 1.61 1.61 23.29 13.95 1.14 1.00 0.46 57.19 34.25
+D+S
Dsgn. L = 14.00 ft 1 0.361 0.042 5.04 5.04 23.29 13.95 1.14 1.00 1.44 57.19 34.25
+D+0.750S
Dsgn. L = 14.00 ft 1 0.300 0.035 4.18 4.18 23.29 13.95 1.14 1.00 1.19 57.19 34.25
+0.60D
Dsgn. L = 14.00 ft 1 0.069 0.008 0.97 0.97 23.29 13.95 1.14 1.00 0.28 57.19 34.25
.
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+S 1 0.4596 7.040 0.0000 0.000
.
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Max Upward from all Load Conditions 1.440 1.440
Max Upward from Load Combinations 1.440 1.440
Max Upward from Load Cases 0.980 0.980
D Only 0.460 0.460
+D+S 1.440 1.440
+D+0.750S 1.195 1.195
+0.60D 0.276 0.276
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: 23684 SJW.ec6
LIC# : KW-06014122, Build:20.23.2.14 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022
DESCRIPTION: Main HSS Beam
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
S Only 0.980 0.980
PrProject: oject: Brown BEAR ARLINGTON JobJob NoNo:: 23 - 684
SuSubject: bject: C ALCS Sheet Sheet of Name:Name: SJW
OrOriginatingiginating OOfï¬ce: ffice: Seattle Seattle Tacoma Portlan d Date:Date:
Project: Job No:
Subject: Sheet of Name:
Originating Office: Seattle Tacoma Date:
LOT LIGHT FOUNDATION
' WIND
3ft
✓
v
F- Eh t GAS C 7-16
•
29.7 - I ]
' '
# . 16 Eh = 0.00256 Kzkzeckdv
too g
Kz = 0.90
kze= 1.0
-
-
.
. . I
. kd = 0.85
: . : :
-
V - 98 MPH
. .
: .
.
. : i :
.
.
. . . d
.
. '
.
. ÷
. qh= 18.8 PSF
. . ; f- ; Ls =
1.8
270 "
0 F = 28.8 PSF
.co/28.8pse)C3Rt2C/7.5FT)tO.5FTC16FHCloFt7tF- .ua?IYzttp#qfo.6ccFtd--o.sACltlIt47fh)%ef--3.33TT28 3ft to .5FT( 1617 )t2FtC2FTD
#
= .3pSF[
437=2600.66432Unto . GU
= 100 # ( 2ft )
-
.8psF[# - FT # FT
= Zoo IF 136 SFTZ = 2,560 2ft ( 2ft ) ( IFT
) ]
t . ]
# - FT
Leff = M 2,560 g. 9 FT
= =
f- -
432to#)
FOOTING DEPTH
S = Tpassetue ( PCFCSFT3) = 430 PSF
0.85,
A-
2.341=2
Si b 430
"
'
D= 3 - 6
MIN .
Seattle 811 First Avenue, Suite 620 · Seattle, WA 98104 · tel: 206.292.5076 www.pcs-structural.com
SeTacoattlema 811250 1 FirsPat ciAvfienuec Avenue, Suite, Su 620 ite 701 · Sea·ttlTacoe, WAma, 98WA104 9840· tel: 220· 6.te29l: 2532.50.37683.2797 www.pcs-structural.com
Tacoma 1250 Pacific Avenue, Suite 701 · Tacoma, WA 98402 · tel: 253.383.2797
Portland 101 SW Main Street, Suite 280 · Portland, OR 97204 · tel: 503.232.3746
EQUIPMENT ANCHORAGE
0.851
18204 59th Avenue NE
REVIEW COMMENT FORM Arlington, WA 98223
360-403-3551
Project Name: Brown Bear Carwash Permit No.: BLD#5607 Review Date: 8/2/2024
Contact: Glenna Mahar Phone No.: 253-359-5070 Review Phase: Report Date:
Reviewing Dept.: CED Engineer Project #: Plan Stamp Date:
# Rev. Dwg. or Add’l Ref. City
Comment Response/Resolution
Spec. Ref. Approved
1. AR Elevations The south building elevation is not approved. The
columns have been removed and need to be shown on
the plans.
2. AR Elevations FYI The north, east, and west elevations are approved as
shown.
3. AR Elevations Elevations for the new employee kiosk is required. The
siding, roof, windows, etc. are required to match the
building structure.
4. AR Site Plan Same site plan as civil with reduced plaza area on the
east side of the project. How was this reduction
approved?
5. AR The transformer is required to be screened with a
wrap.
6. AR The Arbor/Trellis details should be shown on the
building plans (they are on the civil plans).
7. AR L-2 Landscape Plan L-2 does not show street trees along
43rd Ave and 1 tree is missing from the original site
plan.
8. KO FYI Condition: Splash blocks not allowed, all downspouts
to be piped to infiltration gallery
9.
10.
11.
12.
Page 1 of 1
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