HomeMy WebLinkAbout321 S Olympic Ave_BLD6029_2025
Permit Packet Coversheet
Community and Economic Development
City of Arlington • 18204 59th Avenue NE • Arlington, WA 98223 • Phone (360) 403-3551
Page 1 of 1
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BLD6029 Residential Alteration
321 S Olympic Ave January 2025
✔
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CITY OF ARLINGTON
18204 59th Avenue NE, Arlington, WA 98223
INSPECTIONS: 360-403-3417 - Permit Center: 360-403-3551
BUILDING PERMIT
321 S OLYMPIC AVE
Parcel #: 00411700801600
Permit #: 6029
PERMIT EXPIRES 180 DAYS AFTER
DATE OF ISSUANCE.
Scope of Work: Stabilizing existing post and pier foundation with steel posts per plan Valuation: 18572.00
OWNER APPLICANT CONTRACTOR
SLOUGH SCOTT Matvey Foundation Repair / Olga Ticot Matvey Foundation Repair
321 S OLYMPIC AVE 18915 16th Ave S 18915 16th Ave S
ARLINGTON, WA 98223-1532 Seatac Seatac , WA 98188
2533271650 253-327-1650
LIC: 602 080 798 EXP: 11/30/2024
LIC: MATVEFR837K5 EXP: 06/15/2025
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
LIC #:EXP:LIC #:EXP:
JOB DESCRIPTION
PERMIT TYPE:RESIDENTIAL ALTERATION CODE YEAR:2021
STORIES:1 CONST. TYPE:VB
DWELLING UNITS:OCC GROUP:R-3; Residential
BUILDINGS:OCC LOAD:
PERMIT APPROVAL
The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any
other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the
Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any
period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice
or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is
authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or
any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or
decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or
on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or
federal law, or any order, proclamation, guidance or decision of the Governor.
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK
AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE
STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND
ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN
MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110.
SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on
your sales tax return form and coded City of Arlington #3101.
07/16/2024
Applicant Signature Date Building Official Date
8/1/2024
CONDITIONS
Will require special inspections. Approved job copy shall be onsite for inspections. Adhere to approved plans. Call for inspections.
The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations. The property
owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or
community. The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities
before commencing construction. The property owner shall ensure that the construction project complies with all applicable design
review requirements.
THIS P ERMIT AUTHORIZES ONLY THE WORK NOTED. THIS P ERMIT COVERS WORK TO BE DONE ON P RIVATE
PROPERTY ONLY. ANY CONSTRUCTION ON THE P UBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS,
MARQUEES, ETC.) WILL REQUIRE SEP ARATE PERMISSION.
PERM IT FEES
Date De s cription Fe e Amount
08/01/2024 Building Plan Review $299.04
08/01/2024 Credit Card Service $8.97
08/01/2024 Processing/Technology $25.00
08/01/2024 Building Permit $451.06
08/01/2024 State Surcharge - 1st DU $6.50
Total Due :$790.57
Total Payme nt:$790.57
B alance Due :$0.00
CALL FOR INSPECTIONS
Call by 3:30 pm for ne xt day ins pe ction, allow 48 hours for Fire Ins pe ctions
Whe n calling for an ins pe ction ple as e le ave the following information:
Pe rmit Numbe r, Type of Ins pe ction be ing re que s te d, and whe the r you pre fe r morning or afte rnoon
INSPECTION INFORM ATION Pas s /Fail
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STRUCTURAL CALCULATIONS
Matvey Foundation Repair, Inc.
June 10, 2024
ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED
UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR
ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY, OR IS TO BE
ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS.
LIMITATIONS
Slough Residence Floor Support
321 S Olympic Ave, Arlington, WA 98223
Project No. MFR24-055
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Stabilizer (Wood Beam) Design Requirements BM
Structural Narrative
General
Building Department City of Arlington
Building Code Conformance (Meets Or Exceeds Requirements)
2021 International Building Code (IBC)
2021 International Residential Code (IRC)
2021 Washington Building Code
2021 Washington Residential Code
Dead Loads
15.0 psf
Floor Dead Load 15.0 psf
Wood Wall Dead Load 12.0 psf
Interior Wall Dead Load 9.0 psf
Concrete 150.0 pcf
Live Loads
Roof Snow Load 25.0 psf
Floor Live Load (Residential) 40.0 psf
Roof Dead Load
The structural calculations and drawings enclosed support the use of Safebase Stabilizers for mitigation of observed structural
settlements, and support of the vertical loads tributary to it, at a residential property located in Arlington, WA as referenced on the
coversheet. Smart Jacks consist of a 3.5” square steel tube attached to a plate by a 1.25” diameter adjustable threaded rod. This
plate is attached to the bottom side of a supporting beam with (4) wood screws. The steel pipe sits in a pre-fabricated base plate
system that bears on competent native soil.
There is no ICC-ES report currently approved for underpinning systems within Seismic Design Category D or higher, thus the
entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current
codes and stamped by a licensed design professional. Deep foundation guidelines, load combinations, special inspection and
testing requirements per IBC 2018 have been included. Axial and bending capacities of the external sleeve, analysis of the retrofit
foundation bracket, design reductions, and corrosion considerations have been incorporated in all required calculations per AISC
360-10. Concrete foundation span capacities have been analyzed per ACI318-14. Bracket fabrication welding has been performed
by Behlen Mfg Co. conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2.
In addition, Behlen Mfg Co. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB accredited SGS.
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Project Layout BM
Project Layout (See S2.1 for Enlarged Plan)
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
RoofDL =(15 psf) (5.75 ft) = 86 plf Dead Load 0.427 klf
RoofSL = (25 psf) (5.75 ft) = 144 plf Floor Live Load 0.388 klf
2ndFloorDL =(15 psf) (7.71 ft) = 116 plf Roof Snow Load 0.144 klf
2ndFloorLL =(40 psf) (7.71 ft) = 308 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (2.00 ft) = 30 plf D+0.75L+0.75S
1stFloorLL =(40 psf) (2.00 ft) = 80 plf
InteriorWallDL =(9 psf) (9.71 ft) = 87 plf
ExteriorWallDL =(12 psf)(9.00 ft) = 108 plf
Distributed Load Per Foot of Joist 0.826 klf
See attached footing calculation
Distributed Load Per Foot of Joist (Gridline A (For Load Generation Only))
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
RoofDL =(15 psf) (9.25 ft) = 139 plf Dead Load 0.602 klf
RoofSL = (25 psf) (9.25 ft) = 231 plf Floor Live Load 0.623 klf
2ndFloorDL =(15 psf) (9.25 ft) = 139 plf Roof Snow Load 0.231 klf
2ndFloorLL =(40 psf) (9.25 ft) = 370 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (6.32 ft) = 95 plf D+0.75L+0.75S
1stFloorLL =(40 psf) (6.32 ft) = 253 plf
InteriorWallDL =(9 psf) (15.57 ft) = 140 plf
WallDL =(10 psf)(9.00 ft) = 90 plf
Distributed Load Per Foot of Beam 1.243 klf
See attached footing calculation
Distributed Load Per Foot of Beam (Gridline C (For Load Generation Only))
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
RoofDL =(15 psf) (7.33 ft) = 110 plf Dead Load 0.326 klf
RoofSL = (25 psf) (7.33 ft) = 183 plf Floor Live Load 0.180 klf
2ndFloorDL =(15 psf) (2.25 ft) = 34 plf Roof Snow Load 0.183 klf
2ndFloorLL =(40 psf) (2.25 ft) = 90 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (2.25 ft) = 34 plf D+0.75L+0.75S
1stFloorLL =(40 psf) (2.25 ft) = 90 plf
InteriorWallDL =(9 psf) (4.50 ft) = 41 plf
WallDL =(12 psf)(9.00 ft) = 108 plf
Distributed Load Per Foot of Beam 0.598 klf
See attached footing calculation
Distributed Load Per Foot of Beam (Gridline E (Between Gridline 1&2.3 (For Load Generation Only)))
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
RoofDL =(15 psf) (7.33 ft) = 110 plf Dead Load 0.474 klf
RoofSL = (25 psf) (7.33 ft) = 183 plf Floor Live Load 0.426 klf
2ndFloorDL =(15 psf) (5.33 ft) = 80 plf Roof Snow Load 0.183 klf
2ndFloorLL =(40 psf) (5.33 ft) = 213 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (5.33 ft) = 80 plf D+0.75L+0.75S
1stFloorLL =(40 psf) (5.33 ft) = 213 plf
InteriorWallDL =(9 psf) (10.66 ft) = 96 plf
WallDL =(12 psf)(9.00 ft) = 108 plf
Distributed Load Per Foot of Beam 0.931 klf
See attached footing calculation
Distributed Load Per Foot of Beam (Gridline E (Between Gridline 2.3&4 (For Load Generation Only)))
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
RoofDL =(15 psf) (4.00 ft) = 60 plf Dead Load 0.348 klf
RoofSL = (25 psf) (4.00 ft) = 100 plf Floor Live Load 0.210 klf
2ndFloorDL =(15 psf) (2.00 ft) = 30 plf Roof Snow Load 0.100 klf
2ndFloorLL =(40 psf) (2.00 ft) = 80 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (3.25 ft) = 49 plf D+0.75L+0.75S
1stFloorLL =(40 psf) (3.25 ft) = 130 plf
InteriorWallDL =(9 psf) (5.25 ft) = 47 plf
WallDL =(12 psf)(13.50 ft) = 162 plf
Distributed Load Per Foot of Beam 0.581 klf
See attached footing calculation
Distributed Load Per Foot of Beam (Gridline 1 (Between Gridline A&D (For Load Generation Only)))
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
RoofDL =(15 psf) (4.00 ft) = 60 plf Dead Load 0.318 klf
RoofSL = (25 psf) (4.00 ft) = 100 plf Floor Live Load 0.160 klf
2ndFloorDL =(15 psf) (2.00 ft) = 30 plf Roof Snow Load 0.100 klf
2ndFloorLL =(40 psf) (2.00 ft) = 80 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (2.00 ft) = 30 plf D+0.75L+0.75S
1stFloorLL =(40 psf) (2.00 ft) = 80 plf
InteriorWallDL =(9 psf) (4.00 ft) = 36 plf
WallDL =(12 psf)(13.50 ft) = 162 plf
Distributed Load Per Foot of Joist 0.513 klf
See attached footing calculation
Distributed Load Per Foot of Joist (Gridline 1 (Between Gridline D&E (For Load Generation Only)))
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
RoofDL =(15 psf) (4.00 ft) = 60 plf Dead Load 0.471 klf
RoofSL = (25 psf) (4.00 ft) = 100 plf Floor Live Load 0.535 klf
2ndFloorDL =(15 psf) (4.00 ft) = 60 plf Roof Snow Load 0.100 klf
2ndFloorLL =(40 psf) (4.00 ft) = 160 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (9.38 ft) = 141 plf D+L
1stFloorLL =(40 psf) (9.38 ft) = 375 plf
InteriorWallDL =(9 psf) (13.38 ft) = 120 plf
WallDL =(10 psf)(9.00 ft) = 90 plf
Distributed Load Per Foot of Beam 1.006 klf
See attached footing calculation
Distributed Load Per Foot of Beam (Gridline 2 (Between Gridline A&B (For Load Generation Only)))
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
RoofDL =(15 psf) (4.00 ft) = 60 plf Dead Load 0.345 klf
RoofSL = (25 psf) (4.00 ft) = 100 plf Floor Live Load 0.325 klf
2ndFloorDL =(15 psf) (4.00 ft) = 60 plf Roof Snow Load 0.100 klf
2ndFloorLL =(40 psf) (4.00 ft) = 160 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (4.13 ft) = 62 plf D+L
1stFloorLL =(40 psf) (4.13 ft) = 165 plf
InteriorWallDL =(9 psf) (8.13 ft) = 73 plf
WallDL =(10 psf)(9.00 ft) = 90 plf
Distributed Load Per Foot of Beam 0.670 klf
See attached footing calculation
Distributed Load Per Foot of Beam (Gridline 2 (Between Gridline B&C (For Load Generation Only)))
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
RoofDL =(15 psf) (4.00 ft) = 60 plf Dead Load 0.345 klf
RoofSL = (25 psf) (4.00 ft) = 100 plf Floor Live Load 0.325 klf
2ndFloorDL =(15 psf) (4.00 ft) = 60 plf Roof Snow Load 0.100 klf
2ndFloorLL =(40 psf) (4.00 ft) = 160 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (4.13 ft) = 62 plf D+L
1stFloorLL =(40 psf) (4.13 ft) = 165 plf
InteriorWallDL =(9 psf) (8.13 ft) = 73 plf
WallDL =(10 psf)(9.00 ft) = 90 plf
Distributed Load Per Foot of Beam 0.670 klf
See attached footing calculation
Distributed Load Per Foot of Beam (Gridline 2 (Between Gridline C&D (For Load Generation Only)))
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
RoofDL =(15 psf) (4.00 ft) = 60 plf Dead Load 0.342 klf
RoofSL = (25 psf) (4.00 ft) = 100 plf Floor Live Load 0.320 klf
2ndFloorDL =(15 psf) (4.00 ft) = 60 plf Roof Snow Load 0.100 klf
2ndFloorLL =(40 psf) (4.00 ft) = 160 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (4.00 ft) = 60 plf D+L
1stFloorLL =(40 psf) (4.00 ft) = 160 plf
InteriorWallDL =(9 psf) (8.00 ft) = 72 plf
WallDL =(10 psf)(9.00 ft) = 90 plf
Distributed Load Per Foot of Beam 0.662 klf
See attached footing calculation
Distributed Load Per Foot of Beam (Gridline 2 (Between Gridline D&E (For Load Generation Only)))
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
RoofDL =(15 psf) (4.00 ft) = 60 plf Dead Load 0.456 klf
RoofSL = (25 psf) (4.00 ft) = 100 plf Floor Live Load 0.510 klf
2ndFloorDL =(15 psf) (2.00 ft) = 30 plf Roof Snow Load 0.100 klf
2ndFloorLL =(40 psf) (2.00 ft) = 80 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (10.75 ft) = 161 plf D+L
1stFloorLL =(40 psf) (10.75 ft) = 430 plf
InteriorWallDL =(9 psf) (12.75 ft) = 115 plf
WallDL =(10 psf)(9.00 ft) = 90 plf
Distributed Load Per Foot of Joist 0.966 klf
See attached footing calculation
Distributed Load Per Foot of Beam (Gridline 3 (Between Gridline A&C (For Load Generation Only)))
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
RoofDL =(15 psf) (4.00 ft) = 60 plf Dead Load 0.377 klf
RoofSL = (25 psf) (4.00 ft) = 100 plf Floor Live Load 0.258 klf
2ndFloorDL =(15 psf) (2.00 ft) = 30 plf Roof Snow Load 0.100 klf
2ndFloorLL =(40 psf) (2.00 ft) = 80 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (4.46 ft) = 67 plf D+0.75L+0.75S
1stFloorLL =(40 psf) (4.46 ft) = 178 plf
InteriorWallDL =(9 psf) (6.46 ft) = 58 plf
ExteriorWallDL =(12 psf)(13.50 ft) = 162 plf
Distributed Load Per Foot of Beam 0.646 klf
See attached footing calculation
Distributed Load Per Foot of Beam (Gridline 4 (Between Gridline A&C (For Load Generation Only)))
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
RoofDL =(15 psf) (4.00 ft) = 60 plf Dead Load 0.318 klf
RoofSL = (25 psf) (4.00 ft) = 100 plf Floor Live Load 0.160 klf
2ndFloorDL =(15 psf) (2.00 ft) = 30 plf Roof Snow Load 0.100 klf
2ndFloorLL =(40 psf) (2.00 ft) = 80 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (2.00 ft) = 30 plf D+0.75L+0.75S
1stFloorLL =(40 psf) (2.00 ft) = 80 plf
InteriorWallDL =(9 psf) (4.00 ft) = 36 plf
ExteriorWallDL =(12 psf)(13.50 ft) = 162 plf
Distributed Load Per Foot of Joist 0.513 klf
See attached footing calculation
Distributed Load Per Foot of Joist (Gridline 4 (Between Gridline C&E (For Load Generation Only)))
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Load Type Design Load Line Load
1stFloorDL =(15 psf) (8.92 ft) = 134 plf Dead Load 0.134 klf
1stFloorLL =(40 psf) (8.92 ft) = 357 plf Floor Live Load 0.357 klf
Roof Snow Load 0.000 klf
Controlling ASD Load Combination:
D+L
Distributed Load Per Foot of Beam 0.490 klf
See attached footing calculation
Distributed Load Per Foot of Beam (Supplemental Steel Beam)
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Design Loads BM
Tributary Width To Pier = = 5.00 ft
Load Type Design Load Line Load
RoofDL =(15 psf) (4.00 ft) = 60 plf Dead Load 5.115 kips
RoofSL = (25 psf) (4.00 ft) = 100 plf Floor Live Load 1.850 kips
2ndFloorDL =(15 psf) (2.00 ft) = 30 plf Roof Snow Load 0.500 kips
2ndFloorLL =(40 psf) (2.00 ft) = 80 plf Controlling ASD Load Combination:
1stFloorDL =(15 psf) (3.25 ft) = 49 plf D+L
1stFloorLL =(40 psf) (3.25 ft) = 130 plf
ConcFloorDL =(150 pcf) (4.00 in) (48.00 in) = 200 plf
ConcFloorLL =(40 psf)(4.00 ft)= 160 plf
InteriorWallDL =(9 psf) (5.25 ft) = 47 plf
ExteriorWallDL =(12 psf) (13.50 ft) = 162 plf
StemwallDL =(150 pcf)(6.00 in)(60.00 in)= 375 plf
FootingDL =(150 pcf)(8.00 in)(12.00 in)= 100 plf
Max Vertical Load to Worst Case Pier 6.965 kips
Max Unsupported Ftg Span from Arching Action 11.33 ft
Worst Case Vertical Design Loads (Gridline 1)
Tributary Length
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
2.875 in Ø Push Pier System BM
Design Input
Pier System Designation = 2.875 in Ø
Pier Material = Galvanized
External Sleeve Material = Galvanized
Vertical Load to Pier, PTL = 6.965 kips
Minimum Installation Depth, L = 10.000 ft
Unbraced Length, l = 1.000 ft
Eccentricity, e = 4.250 in
Friction Factor of Safety, FS = 2
Normal Surface Force, Fn = 3.483 kips
Design Load (Vertical), PDL = 6.965 kips
Design Moment, MomentPierDL = 29.601 kip-in
Sleeve Property Input
Sleeve Length = 36.000 in
Design Sleeve OD = 3.444 in
Design Wall Thickness = 0.192 in
r = 1.152 in
A = 1.962 in²
S = 1.512 in³
Z = 2.034 in³
I =2.603 in⁴
E = 29000 ksi
Fy = 65 ksi
Pier Property Input
Design Tube OD = 2.824 in
Design Wall Thickness = 0.162 in
k = 2.10
r = 0.943 in
A = 1.357 in²
c = 1.412 in
S = 0.854 in³
Z = 1.151 in³
I =1.206 in⁴
E = 29000 ksi
Fy = 65 ksi
Hyrdraulic Ram Area =9.620 in²
Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force
kl/r = 26.73 OK, <200
Note: Flexural design capacity Fe = 400.361 ksi
based on combined plastic section 4.71*(E/Fy).5 =99.49
modulous of pier and sleeve Fcr = 60.730 ksi
Pn = 82.4 kips
Safety Factor for Compression, Ωc =1.67
Allowable Axial Compressive Strength, Pn/Ωc =49.4 kips
Actual Axial Compressive Demand, Pr =6.965 kips
D/tPier =17.4 OK, <.45E/Fy
Mn = 207.0 kip-in
Safety Factor for Flexure, Ωb =1.67
Allowable Flexural Strength, Mn/Ωb =124.0 kip-in
Actual Flexural Demand, Mr =29.6 kip-in
Combined Axial & Flexure Check =0.31 OK
Results
§F8
§E1
§(H1-1a & 1b)
2.875" Diameter Pipe Pier with 0.165" Thick Wall
Minimum ¼" Foundation Lift During Installation
Minimum 10'-0" Installation Depth And Minimum 1500 psi Installation Pressure
3.5"Diameterx36'' Long Pipe Sleeve With 0.216"ThickWall
Max Load To Pier = Design Load = 6965 lb
Note: Sleeve reduces bending stress on main
pier from eccentricty
Note: Design thickness of pier and sleeve
based on 93% of nominal thickness per AISC
and the ICC-ES AC358 based on a corrosion
loss rate of 50 years for zinc-coated steel
Note: Section above is a general representation of piering system, refer
to plan for layout and project specific details.
§E2
§(E3-2 & E3-3)
§F1
§(F8-1)
§E3
§(E3-4)
§(E3-1)
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
SafeBase-LD (Light Duty)BM
Capacity of 3/4"∅ GRB7 (125ksi) Threaded Rod
η =11
D = 0.750 in
Ft = 125 ksi
At = 0.344 in²
Capacity =42.950 kips
Block Shear at 1/4" Plate
TBS =0.3(58)(1/4)(4.625)+0.5(58)(1/4)(1)
=27.369 kips
Capacity of Weld
E70 Electrodes = 70 ksi
Size of Fillet = 0.188 in
Length of Weld = 6.000 in
Capacity of Per Inch of Fillet = 2.784 kli
Capacity of Fillet =16.705 kips
Capacity of ⅜" Plate
At = 1.125 in²
Ft = 21.600 ksi
T =24.300 kips
I =0.844 in⁴
A = 1.125 in²
r = 0.866 in
k = 1.00
l = 7.387 in
kl/r = 9.0
Fa = 20.350 ksi
S = 3.410 in³
Fb = 27.000 ksi
RMAX =30.857 kips
Fv = 14.400 ksi
VALLOW =10.800 kips ◄ Limiting System Factor
Results
Capacity of System (2 Sides) = 10.800(2)=21.600kips (Bracket Only)
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Seismic Design Criteria BM
ASCE 7-16 Chapters 11 & 13
Soil Site Class = D (Default)Tab. 20.3-1, (Default = D)
Response Spectral Acc. (0.2 sec) Ss =103.50%g = 1.035g Figs. 22-1, 22-3, 22-5, 22-6
Response Spectral Acc.( 1.0 sec) S1 =37.00%g = 0.370g Figs. 22-2, 22-4, 22-5, 22-6
Site Coefficient Fa = 1.200 Tab. 11.4-1
Site Coefficient Fv = 1.930 Tab. 11.4-2
Max Considered Earthquake Acc. SMS = Fa.Ss = 1.242g (11.4-1)
Max Considered Earthquake Acc. SM1 = Fv.S1 = 0.714g (11.4-2)
@ 5% Damped Design SDS =2/3(SMS)= 0.828g (11.4-3)
SD1 =2/3(SM1)= 0.476g (11.4-4)
Risk Category = II, Standard Tab. 1.5-1
Flexible Diaphragm §12.3.1
Seismic Design Category for 0.1 sec D Tab. 11.6-1
Seismic Design Category for 1.0 sec D Tab. 11.6-2
S1 < 0.75g N/A §11.6
Since Ta < .8Ts (see below), SDC =D Exception of §11.6 does not apply
§12.8 Equivalent Lateral Force Procedure Tab. 12.2-1
Seismic Force Resisting System (E-W)
Tab. 12.2-1
Seismic Force Resisting System (N-S)
Ct =0.02 x = 0.75 Tab. 12.8-2
Structural height hn =24.0 ft Structural Height Limit = 65.0 ft Tab. 12.2-1
Cu =1.400 for SD1 of 0.476g Tab. 12.8-1
Approx Fundamental period, Ta = Ct(hn)x = 0.217 (12.8-7)
TL =6 sec Figs. 22-14 through 22-17
Calculated T shall not exceed ≤CuTa = 0.304
Use T =0.22 sec
0.8TS = 0.8(SD1/SDS)= 0.460 Exception of §11.6 does not apply
Is structure Regular & ≤ 5 stories ? Yes §12.8.1.3
Max Sds ≤ 1.0g
E-W N-S
Response Modification Coefficient R = 6.5 6.5 Tab. 12.2-1
Over Strength Factor Ωο =2.5 2.5 (foot note g)
Importance factor Ie =1.00 1.00 Tab. 11.5.1
Seismic Base Shear V =C s W C s W (12.8-1)
Cs =SDS = 0.127 SDS = 0.127 (12.8-2)
R/Ie R/Ie
or need not to exceed, Cs = SD1 = 0.338 SD1 = 0.338 For T ≤ TL (12.8-3)
(R/Ie)T (R/Ie)T
or Cs = SD1TL N/A SD1TL N/A For T > TL (12.8-4)
T2(R/Ie) T2(R/Ie)
Min Cs = 0.5S1Ie/R N/A 0.5S1Ie/R N/A For S1 ≥ 0.6g (12.8-6)
Use Cs =0.127 0.127
Design base shear V =
A. BEARING WALL SYSTEMS
15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets
A. BEARING WALL SYSTEMS
15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets
0.127 W 0.127 W
1
PROJECT NO. SHEET NO.
MFR24-055
INPUT DATA
Exposure category (26.7.3)B
V = 98 mph
Kzt =1.00 Flat
Building height to eave he = 18 ft
Building height to ridge hr = 24 ft
Building length L = 37 ft
Building width B = 26 ft
Ground Elevation Above Sea Level E = 167 ft
qh = 0.00256 Kh Kzt Kd Ke V^2 =14.63 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 & Eq. 30.3-1)
Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1)= 0.700
Kd = wind directionality factor. (Tab. 26.6-1, for building)= 0.85
Ke = ground elevation factor. (Tab. 26.9-1)= 1.00
h = mean roof height = 21.00 ft
< 60 ft, Satisfactory (ASCE 7-10 26.2.1)
p = qh [(G Cpf )-(G Cpi )]pmin =16 psf for wall area (28.3.4)
where: p = pressure in appropriate zone. (Eq. 28.3-1). pmin =8 psf for roof area (28.3.4)
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1)
G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building)
= 0.18 or -0.18
a = width of edge strips, Fig 28.3-1, note 9, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =2.60 ft
24.78 24.78
(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
1 0.54 10.60 5.33 1 -0.45 -3.95 -9.22
2 -0.26 -1.17 -6.44 2 -0.69 -7.46 -12.73
3 -0.46 -4.04 -9.31 3 -0.37 -2.78 -8.05
4 -0.40 -3.24 -8.50 4 -0.45 -3.95 -9.22
1E 0.75 13.57 8.30 5 0.40 8.48 3.22
2E -0.43 -3.66 -8.93 6 -0.29 -1.61 -6.88
3E -0.56 -5.58 -10.85 1E -0.48 -4.39 -9.66
4E -0.56 -5.61 -10.88 2E -1.07 -13.02 -18.29
3E -0.53 -5.12 -10.39
4E -0.48 -4.39 -9.66
5E 0.61 11.56 6.29
6E -0.43 -3.66 -8.92
DATEPROJECT
Velocity pressure
Design pressures for MWFRS
Topographic factor (26.8 & Table 26.8-1)
SUBJECT
Wind Design Criteria
BY
BM
Net Pressure with
Basic wind speed (26.5.1)
6/10/2024Slough Residence Floor Support
Surface Surface
Roof angle θ =Roof angle θ =
G Cp f
Wind Analysis for Low-rise Building, Based on ASCE 7-16
Net Pressures (psf), Load Case A
G Cp f
Net Pressure with
PROJECT NO. SHEET NO.
MFR24-058
PROJECT DATE
Landis Residence Underpinning 5/20/2024
SUBJECT BY
Existing Lateral Resistance Along Gridline 1 BM
Footing/Foundation Wall Section Properties
6 in
66 in
Int Buried Footing Depth, df =6 in
Ext Exposed Footing Depth, dexp = 54 in
Cross Sectional Area, A = 396 in²
Section Modulus, Sx = 396 in³
Gross Moment of Inertia, Ig =143748 in⁴
Assumed Conc, f'c = 2000 psi
Footing/Foundation Wall Moment & Shear Capacity Per ACI318-14
335 psi §19.2.3.1
11.1 k-ft
0.65 §21.2.2
7.2 k-ft
35419 lbs §22.5.5.1
0.75 §21.2.1
13282 lbs
Passive Pressure From Perpendicular Return Walls (Along Gridline 1)
Effective Friction Angle =29°
Passive Coefficient, Kp =tan^2*(45+∅'/2)
Kp =2.88
Soil Unit Weight, γ = 110 pcf
Passive Pressure, Pp = Kp*γ = 317 pcf
Ext Buried Soil Depth, de = d-12"-dexp =0.0 ft
Int Buried Soil Depth, di = df-12" =0.0 ft
A = Pp*(de) =0 psf
B = Pp*(di) =0 psf
wext = A*de/2 =0 plf
wint = B*di/2 =0 plf
Footing/Foundation Wall Loading
Note: Reference design
loads page of calculation
package for load
combinations.
Exterior Length Due to Moment, Lext = √(8*ɸ*fr*Igext/(yt*wext)/2 =0.00 ft
Interior Length Due to Moment, Lint =√(8*ɸ*fr*Igint/(yt*wext)/2 =0.00 ft
Exterior Length Due to Shear, Lext = 0.5ɸVu/wext =0.00 ft
Interior Length Due to Shear, Lint = 0.5ɸVu/wint =0.00 ft
Rpext= wext*Lext =0 lbs
Rpint= wint*Lint =0 lbs
Lateral Capacity, Rp= Rpext+Rpint =0 lbs
Slab on Grade Frictional Resistance
Slab Along This Line = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 14 ft
Tributary Width of Slab = 5 ft
Slab Thickness = 4 in
Concrete Weight = 150.0 pcf
Soil Friction VRESIST =1050 lbs
Footing Frictional Resistance Along Gridline 1
Unpiered Portion of Gridline 1 = No
Soil Friction VRESIST =0 lbs
Cracking Moment, Mcr = S*fr =
Foundation Width, b =
Foundation Depth, d =
AS OCCURS (NOT
CONSIDERED FOR
MOMENT OR
SHEAR CAPACITY)
Conc Modulus of Rupture, fr =
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline 1 = 0lbs + 1050lbs + 0lbs + 0lbs + 0lbs = 1050lbs
Flexure Reduction Factor, φ =
Design Moment, φMcr =
Shear Strength, Vc =
Shear Reduction Factor, φ =
Design Shear, 0.5φVc =
Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement.
PROJECT NO. SHEET NO.
MFR24-058
PROJECT DATE
Landis Residence Underpinning 5/20/2024
SUBJECT BY
Lateral Design Loads Along Gridline 1 BM
Wind Base Shear Along Gridline 1
Transverse
End Zone (1E+4E) = 16.0 psf Zone (1+4) = 16.0 psf
Tributary Width = 8.00 ft Tributary Width = 10.50 ft
Tributary Height = 18.00 ft Tributary Height = 18.00 ft
End Zone (2E+3E) 16.0 psf Zone (2+3) 8.0 psf
Tributary Width = 8.00 ft Tributary Width = 10.50 ft
Tributary Height = 6.00 ft Tributary Height = 6.00 ft
a = 4.00 ft
Design base shear VWIND =6600 lbs
ASD(60%) base shear VWIND =3960 lbs Seismic Controls
Seismic Base Shear Along Gridline 1
RoofDL =(15 psf) (20.50 ft)
2nd FloorDL =(15 psf) (18.50 ft) = 278 plf
WallDL =(12 psf) (13.50 ft) = 162 plf
StemwallDL =(150 pcf) (6.00 in) (60.00 in) = 375 plf
FootingDL =(150 pcf) (8.00 in) (12.00 in) = 100 plf
PerpWallsDL =(12 psf) (13.50 ft) (37.00 ft) = 5994 lb
Design base shear VSEISMIC =6010 lbs Base shear = 0.159 W
ASD(70%) base shear VSEIS =4207 lbs ◄Seismic Controls Trib Length = 26 ft
Additional Lateral Resistance of 3252 lbs Required
Loading Direction:
Worst Case Lateral Load Along Gridline 1 = 4207 lbs
Total Available Lateral Resistance Along Gridline 1 = 955 lbs
= 308 plf
PROJECT NO. SHEET NO.
MFR24-058
PROJECT DATE
Landis Residence Underpinning 5/20/2024
SUBJECT BY
Concrete Backfill(s) Along Gridline 1 BM
Backfill Type =Polyurethane Foam
Effective Friction Angle =26°
Passive Coefficient, Kp =tan^2*(45+∅'/2)
Kp =2.57
Passive Pressure, Pp = 2.57 * 100 = 257 pcf
Cohesion, c' =1500 psf
Soil Unit Weight, γ = 100 pcf
Depth of Backfill, d = 2.0 ft
Width of Backfill, w = 1.5 ft
Depth to Backfill, r = 2.0 ft
Soil Neglected = 1.0 ft
Backfill Depth Below Grade = 4.0 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure at Base, σp' = Pp*(d+r)
256.8pcf * (4 ft) = σp' = 1027 psf
Lateral Capacity/Pier, Rp = ((A+B)/2)*d
Rp=((A+B)/2)*d=((770 plf+1541 plf)/2)*2 ft =2311 lbs
1 ft NEGLECTED
Depth to Backfill - 1 ft = 1 ft
A = (Kp*γ*r)*w = 770 plf
Rp = 2311 lbs
Depth of Backfill d = 2 ft
B = (Kp*γ*(r+d))*w = 1541 plf
σp' = 1027 psf
Lateral Resistance per Pier
Concrete Backfill Spacing = 17.0 ft (11.33B)
P-Multiplier 1st Backfill = 1.00
P-Multiplier 2nd Backfill = 1.00
P-Multiplier Other Backfills = N/A
Number of Piers to Be Backfilled = 2 pier(s)
Lateral Resistance of 1st Backfill = 1 * 2311 lbs = 2311 lbs
Lateral Resistance of 2nd Backfill = 1 * 2311 lbs = 2311 lbs
Lateral Resistance of Other Backfills = N/A
Total Lateral Resistance of Piering System
Total Lateral Resistance =2311 lbs + 2311 lbs + 0 lbs + 1050 lbs + 0 lbs + 0 lbs + 0 lbs + 0 lbs = 5672 lbs
Factor of Safety =1.1
Allowable Resistance =5156 lbs >4208 lbs OK
Polyurethane Foam Capacity
Compressive Strength of Foam = 67.0 psi
Diameter of Pier = 2.875 in Ø
Area of Pier Bearing on Foam = 69.00 in²
Bearing Strength of Pier on Foam = 4623 lb
Factor of Safety = 2.0
Bearing Strength of Pier on Foam = 2312 lb OK, Soil Bearing Controls
Backfill Information
Concrete Backfill Dimensions
LOADING DIAGRAM PER PIER
Per AASHTO TABLE BELOW
(INTERPOLATION OK)
Lateral Resistance = 1st Backfill + 2nd Backfill + Other Backfills + Slab + Unpiered + Passive Pressure on Footing + Pier Passive + Tiebacks
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Lateral Design Loads Along Gridline A BM
Wind Base Shear along Gridline A
Longitudinal
End Zone (5E+6E) = 16.0 psf Zone (5+6) = 16.0 psf
Tributary Width = 2.60 ft Tributary Width = 10.40 ft
Tributary Height = 18.00 ft Tributary Height = 24.00 ft
a = 2.60 ft
Design base shear VWIND =4742 lbs
ASD(60%) base shear VWIND =2845 lbs Seismic Controls
Seismic Base Shear Along Gridline A
RoofDL =(15 psf) (15.00 ft) Base shear = 0.127 W
1st FloorDL =(15 psf) (13.00 ft)
2nd FloorDL =(15 psf) (13.00 ft) = 195 plf Trib Length = 37 ft
WallDL =(12 psf) (13.50 ft) = 162 plf
PerpWallsDL =(12 psf) (13.50 ft) (26.00 ft) = 4212 lb
Design base shear VSEISMIC =4199 lbs
ASD(70%) base shear VSEIS =2939 lbs ◄Seismic Controls
Loading Direction:
= 195 plf
Worst Case Lateral Load Along Gridline A = 2939 lbs
= 225 plf
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Concrete Backfills for Base of Brace BM
Effective Friction Angle =29°
Passive Coefficient, Kp =tan^2*(45+∅'/2)
Kp =2.88
Passive Pressure, Pp = 2.88 * 110 = 317 pcf
Cohesion, c' =1500 psf
Soil Unit Weight, γ = 110 pcf
Depth of Backfill, d = 2.5 ft
Width of Backfill, w = 2.5 ft
Depth to Backfill, r = 0.0 ft
Soil Neglected = 0.0 ft
Backfill Depth Below Grade = 2.5 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure =0.5*Kp*g*d2*w
Factor of Safety = 1.5
Lateral Load =2939 lbs
Number of Footings =4
Sliding Resistance =1084 lbs
Passive Resistance =6605 lbs
Total Resistance =7689 lbs OK
Concrete Backfill Dimensions
LOADING DIAGRAM PER BACKFILL
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Lateral Design Load along Gridline E BM
Wind Base Shear along Gridline E
Longitudinal
End Zone (5E+6E) = 16.0 psf Zone (5+6) = 16.0 psf
Tributary Width = 2.60 ft Tributary Width = 10.40 ft
Tributary Height = 18.00 ft Tributary Height = 24.00 ft
a = 2.60 ft
Design base shear VWIND =4742 lbs
ASD(60%) base shear VWIND =2845 lbs Seismic Controls
Seismic Base Shear Along Gridline E
RoofDL =(15 psf) (15.00 ft) Base shear = 0.127 W
1st FloorDL =(15 psf) (13.00 ft)
2nd FloorDL =(15 psf) (13.00 ft) = 195 plf Trib Length = 37 ft
WallDL =(12 psf) (13.50 ft) = 162 plf
PerpWallsDL =(12 psf) (13.50 ft) (26.00 ft) = 4212 lb
Design base shear VSEISMIC =4199 lbs
ASD(70%) base shear VSEIS =2939 lbs ◄Seismic Controls
= 225 plf
Loading Direction:
= 195 plf
Worst Case Lateral Load Along Gridline A = 2939 lbs
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Concrete Backfills for Base of Brace BM
Effective Friction Angle =29°
Passive Coefficient, Kp =tan^2*(45+∅'/2)
Kp =2.88
Passive Pressure, Pp = 2.88 * 110 = 317 pcf
Cohesion, c' =1500 psf
Soil Unit Weight, γ = 110 pcf
Depth of Backfill, d = 2.5 ft
Width of Backfill, w = 2.5 ft
Depth to Backfill, r = 0.0 ft
Soil Neglected = 0.0 ft
Backfill Depth Below Grade = 2.5 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure =0.5*Kp*g*d2*w
Factor of Safety = 1.5
Lateral Load =2939 lbs
Number of Footings =4
Sliding Resistance =974 lbs
Passive Resistance =6605 lbs
Total Resistance =7579 lbs OK
Concrete Backfill Dimensions
LOADING DIAGRAM PER BACKFILL
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 5/17/2024
SUBJECT BY
Lateral Design Loads Along Gridline 1 CAF
Wind Base Shear along Gridline 1
Longitudinal
End Zone (5E+6E) = 16.0 psf Zone (5+6) = 16.0 psf
Tributary Width = 2.60 ft Tributary Width = 15.90 ft
Tributary Height = 18.00 ft Tributary Height = 24.00 ft
a = 2.60 ft
Design base shear VWIND =6854 lbs
ASD(60%) base shear VWIND =4113 lbs ◄Wind Controls
Seismic Base Shear along Gridline 1
RoofDL =(15 psf) (20.50 ft) Base shear = 0.127 W
2nd FloorDL =(15 psf) (18.50 ft) = 278 plf Trib Length = 26 ft
WallDL =(12 psf) (13.50 ft) = 162 plf
PerpWallsDL =(12 psf) (13.50 ft) (37.00 ft) = 5994 lb
Design base shear VSEISMIC =3238 lbs
ASD(70%) base shear VSEIS =2266 lbs Wind Controls
Loading Direction:
Worst Case Lateral Load Along Gridline A = 4113 lbs
= 308 plf
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 5/17/2024
SUBJECT BY
Concrete Backfills for Base of Brace CAF
Effective Friction Angle =29°
Passive Coefficient, Kp =tan^2*(45+∅'/2)
Kp =2.88
Passive Pressure, Pp = 2.88 * 110 = 317 pcf
Cohesion, c' =1500 psf
Soil Unit Weight, γ = 110 pcf
Depth of Backfill, d = 2.5 ft
Width of Backfill, w = 2.5 ft
Depth to Backfill, r = 0.0 ft
Soil Neglected = 0.0 ft
Backfill Depth Below Grade = 2.5 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure =0.5*Kp*g*d2*w
Factor of Safety = 1.5
Lateral Load =4113 lbs
Number of Footings =2
Sliding Resistance =974 lbs
Passive Resistance =3302 lbs
Total Resistance =4277 lbs OK
Concrete Backfill Dimensions
LOADING DIAGRAM PER BACKFILL
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Lateral Design Loads Along Gridline 4 BM
Wind Base Shear Along Gridline 4
Longitudinal
End Zone (5E+6E) = 16.0 psf Zone (5+6) = 16.0 psf
Tributary Width = 2.60 ft Tributary Width = 15.90 ft
Tributary Height = 18.00 ft Tributary Height = 24.00 ft
a = 2.60 ft
Design base shear VWIND =6854 lbs
ASD(60%) base shear VWIND =4113 lbs ◄Wind Controls
Seismic Base Shear Along Gridline 4
RoofDL =(15 psf) (20.50 ft) Base shear = 0.127 W
2nd FloorDL =(15 psf) (18.50 ft) = 278 plf Trib Length = 26 ft
WallDL =(12 psf) (13.50 ft) = 162 plf
PerpWallsDL =(12 psf) (13.50 ft) (37.00 ft) = 5994 lb
Design base shear VSEISMIC =3238 lbs
ASD(70%) base shear VSEIS =2266 lbs Wind Controls
Loading Direction:
Worst Case Lateral Load Along Gridline A = 4113 lbs
= 308 plf
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
Concrete Backfills for Base of Brace BM
Effective Friction Angle =29°
Passive Coefficient, Kp =tan^2*(45+∅'/2)
Kp =2.88
Passive Pressure, Pp = 2.88 * 110 = 317 pcf
Cohesion, c' =1500 psf
Soil Unit Weight, γ = 110 pcf
Depth of Backfill, d = 2.5 ft
Width of Backfill, w = 2.5 ft
Depth to Backfill, r = 0.0 ft
Soil Neglected = 0.0 ft
Backfill Depth Below Grade = 2.5 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure =0.5*Kp*g*d2*w
Factor of Safety = 1.5
Lateral Load =4113 lbs
Number of Footings =4
Sliding Resistance =1084 lbs
Passive Resistance =6605 lbs
Total Resistance =7689 lbs OK
Concrete Backfill Dimensions
LOADING DIAGRAM PER BACKFILL
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
SafeBasements Lightfoot Floor Stabilizer System BM
Base Type = Lightfoot
Soil Type = Native Soil
Pmax =2.410 kips
Maximum Tube Unbraced Length, dt =6.00 ft
Maximum Threaded Rod Unbraced Length, dtr =3.000 in
Eccentricity, emax =1.000 in
Moment = 2.410 kip-in
Design Tube OD = 3.500 in
Design Wall Thickness = 0.1196 in
k = 1.00
r = 1.380 in
A = 1.540 in²
c = 1.750 in
S = 1.660 in³
I = 2.900 in⁴
E = 29000 ksi
Fy = 42 ksi
Note: Section above is a general representation of smartjack system, refer to plan for layout and project specific details.
Tube Properties
kl/r = 52.17 Slenderness OK
Cc = 116.75
F'e = 54.84 ksi
Fa = 20.74 ksi
fa = 1.56 ksi
Fb = 27.72 ksi
fb = 1.45 ksi
Cm = 1.00
fa/Fa = 0.08 Eq H1-3 may be used
Eq H1-1 NA
Eq H1-2 NA
Eq H1-3 0.13 Pier OK
Threaded Rod Dia. = 1.250 in
k = 1.00
r = 0.313 in
A = 1.227 in²
c = 0.625 in
S = 0.192 in³
I = 0.120 in⁴
E = 29000 ksi
Fy = 70 ksi
kl/r = 9.60 Slenderness OK
Cc = 90.43
F'e = 1619.74 ksi
Fa = 40.79 ksi
fa = 1.96 ksi
Fb = 46.20 ksi
fb = 12.57 ksi
Cm = 1.00
fa/Fa = 0.05 Eq H1-3 may be used
Eq H1-1 NA
Eq H1-2 NA
Eq H1-3 0.32 Tube OK
Footing Length = 18 in
Footing Width = 18 in
Soil Bearing Capacity = 1500 psf
Capacity = 3.375 kips OK
Tube Output
Threaded Rod Properties
Threaded Rod Output
1.25 IN DIAMETER SOLID THREADED ROD WITH MAX HEIGHT OF 3 IN
21 IN SQ BASE WITH 18 IN SQ POLY FILL
EMBED THREADED ROD A MINIMUM OF 3/4 IN INTO CONFINING RING AND THREADED INSERT
Bearing Capacity of Lightfoot Footing
Results
MAX LOAD TO SMART JACK = 2410LB
3.5 IN SQUARE TUBE WITH 11 GA (0.1196 IN) THICK WALL AND MAX HEIGHT OF 6FT
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
SafeBasements Bigfoot Floor Stabilizer System BM
Base Type = Bigfoot
Soil Type = Native Soil
Pmax =5.961 kips
Maximum Tube Unbraced Length, dt =6.00 ft
Maximum Threaded Rod Unbraced Length, dtr =3.000 in
Eccentricity, emax =1.000 in
Moment = 5.961 kip-in
Design Tube OD = 3.500 in
Design Wall Thickness = 0.1196 in
k = 1.00
r = 1.380 in
A = 1.540 in²
c = 1.750 in
S = 1.660 in³
I = 2.900 in⁴
E = 29000 ksi
Fy = 42 ksi
Note: Section above is a general representation of smartjack system, refer to plan for layout and project specific details.
Tube Properties
kl/r = 52.17 Slenderness OK
Cc = 116.75
F'e = 54.84 ksi
Fa = 20.74 ksi
fa = 3.87 ksi
Fb = 27.72 ksi
fb = 3.59 ksi
Cm = 1.00
fa/Fa = 0.19 Eq H1-1 and Eq H1-2
Eq H1-1 0.32604 Tube OK
Eq H1-2 0.28315 Tube OK
Eq H1-3 NA
Threaded Rod Dia. = 1.250 in
k = 1.00
r = 0.313 in
A = 1.227 in²
c = 0.625 in
S = 0.192 in³
I = 0.120 in⁴
E = 29000 ksi
Fy = 70 ksi
kl/r = 9.60 Slenderness OK
Cc = 90.43
F'e = 1619.74 ksi
Fa = 40.79 ksi
fa = 4.86 ksi
Fb = 46.20 ksi
fb = 31.09 ksi
Cm = 1.00
fa/Fa = 0.12 Eq H1-3 may be used
Eq H1-1 NA
Eq H1-2 NA
Eq H1-3 0.79 Tube OK
Footing Length = 24 in
Footing Width = 24 in
Soil Bearing Capacity = 1500 psf
Capacity = 6.000 kips OK
1.25 IN DIAMETER SOLID THREADED ROD WITH MAX HEIGHT OF 3 IN
27 IN SQ BASE WITH 24 IN SQ POLY FILL
EMBED THREADED ROD A MINIMUM OF 3/4 IN INTO CONFINING RING AND THREADED INSERT
Bearing Capacity of Bigfoot Footing
Results
MAX LOAD TO SMART JACK = 5961LB
3.5 IN SQUARE TUBE WITH 11 GA (0.1196 IN) THICK WALL AND MAX HEIGHT OF 6FT
Threaded Rod Output
Tube Output
Threaded Rod Properties
PROJECT NO. SHEET NO.
MFR24-055
PROJECT DATE
Slough Residence Floor Support 6/10/2024
SUBJECT BY
SafeBasements CIP Floor Stabilizer System BM
Base Type = CIP
Soil Type = Native Soil
Pmax =9.330 kips
Maximum Tube Unbraced Length, dt =6.00 ft
Maximum Threaded Rod Unbraced Length, dtr =3.000 in
Eccentricity, emax =0.500 in
Moment = 4.665 kip-in
Design Tube OD = 3.500 in
Design Wall Thickness = 0.1196 in
k = 1.00
r = 1.380 in
A = 1.540 in²
c = 1.750 in
S = 1.660 in³
I = 2.900 in⁴
E = 29000 ksi
Fy = 42 ksi
Note: Section above is a general representation of smartjack system, refer to plan for layout and project specific details.
Tube Properties
kl/r = 52.17 Slenderness OK
Cc = 116.75
F'e = 54.84 ksi
Fa = 20.74 ksi
fa = 6.06 ksi
Fb = 27.72 ksi
fb = 2.81 ksi
Cm = 1.00
fa/Fa = 0.29 Eq H1-1 and Eq H1-2
Eq H1-1 0.40613 Tube OK
Eq H1-2 0.34179 Tube OK
Eq H1-3 NA
Threaded Rod Dia. = 1.250 in
k = 1.00
r = 0.313 in
A = 1.227 in²
c = 0.625 in
S = 0.192 in³
I = 0.120 in⁴
E = 29000 ksi
Fy = 70 ksi
kl/r = 9.60 Slenderness OK
Cc = 90.43
F'e = 1619.74 ksi
Fa = 40.79 ksi
fa = 7.60 ksi
Fb = 46.20 ksi
fb = 24.33 ksi
Cm = 1.00
fa/Fa = 0.19 Eq H1-1 and Eq H1-2
Eq H1-1 0.72 Pier OK
Eq H1-2 0.71 Pier OK
Eq H1-3 NA
Footing Length = 30 in
Footing Width = 30 in
Soil Bearing Capacity = 1500 psf
Capacity = 9.375 kips OK
1.25 IN DIAMETER SOLID THREADED ROD WITH MAX HEIGHT OF 3 IN
27 IN SQ BASE WITH 24 IN SQ POLY FILL
EMBED THREADED ROD A MINIMUM OF 3/4 IN INTO CONFINING RING AND THREADED INSERT
Bearing Capacity of Cast-In-Place Footing
Results
MAX LOAD TO SMART JACK = 9330LB
3.5 IN SQUARE TUBE WITH 11 GA (0.1196 IN) THICK WALL AND MAX HEIGHT OF 6FT
Threaded Rod Output
Tube Output
Threaded Rod Properties
General Beam Analysis
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DESCRIPTION:(E) Beam Span Analysis (Gridline 1 (Between Gridlines A & B (For Load Generation Only)))
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General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.07.580 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.3480, L = 0.210, S = 0.10 k/ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+0.750L+0.750S
Span # where maximum occurs Span # 1
Location of maximum on span 3.790 ft
2.20 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+0.750L+0.750S
Maximum Shear =
0.000 ft
4.169 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.005 in 16776
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.015 in 6069
Max Upward Total Deflection 0.000 in 1063013
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 2.200 2.200
Overall MINimum
D Only 1.319 1.319
+D+L 2.115 2.115
+D+S 1.698 1.698
+D+0.750L 1.916 1.916
+D+0.750L+0.750S 2.200 2.200
+0.60D 0.791 0.791
L Only 0.796 0.796
S Only 0.379 0.379
General Beam Analysis
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DESCRIPTION:(E) Rim Joist Span Analysis (Gridline 1 (Between Gridlines D & E (For Load Generation Only)))
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General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.04.830 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.3180, L = 0.160, S = 0.10 k/ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+0.750L+0.750S
Span # where maximum occurs Span # 1
Location of maximum on span 2.415 ft
1.239 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+0.750L+0.750S
Maximum Shear =
0.000 ft
1.496 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.002 in 26544
Max Upward Total Deflection 0.000 in 4496317
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.239 1.239
Overall MINimum
D Only 0.768 0.768
+D+L 1.154 1.154
+D+S 1.009 1.009
+D+0.750L 1.058 1.058
+D+0.750L+0.750S 1.239 1.239
+0.60D 0.461 0.461
L Only 0.386 0.386
S Only 0.242 0.242
General Beam Analysis
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DESCRIPTION:(E) Beam Span Analysis (Gridline 2 (Between Gridlines A & C (For Load Generation Only)))
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General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.07.580 ft
100.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =10.04.250 ft
100.0Span #3 in^4Area =in^2 Moment of Inertia =Span Length =10.03.420 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Load for Span Number 1
Uniform Load : D = 0.4710, L = 0.5350, S = 0.10 k/ft, Tributary Width = 1.0 ft
Load for Span Number 2
Uniform Load : D = 0.3450, L = 0.3250, S = 0.10 k/ft, Tributary Width = 1.0 ft
Load for Span Number 3
Uniform Load : D = 0.3450, L = 0.3250, S = 0.10 k/ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 7.580 ft
4.499 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
Maximum Shear =
7.580 ft
5.203 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.008 in 11251
Max Upward Transient Deflection -0.001 in 47097
Max Downward Total Deflection 0.015 in 6007
Max Upward Total Deflection -0.002 in 25773
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 3.126 1.3377.186 1.194
Overall MINimum
D Only 1.462 0.7343.424 0.597
+D+L 3.126 1.2577.186 1.194
+D+S 1.770 1.0154.201 0.755
+D+0.750L 2.710 1.1276.246 1.045
+D+0.750L+0.750S 2.942 1.3376.829 1.164
+0.60D 0.877 0.4412.054 0.358
L Only 1.665 0.5233.763 0.598
S Only 0.309 0.2800.777 0.159
General Beam Analysis
if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKMN pc^=bkdfkbbofkd=ii` EÅF=bkbo`^i`=fk`=NVUPJOMOP
DESCRIPTION:(E) Beam Span Analysis (Gridline 2 (Between Gridlines C & E (For Load Generation Only)))
mêçàÉÅí=cáäÉW=OMOQKMRKNT=päçìÖÜ=`~äÅëKÉÅS
mêçàÉÅí=qáíäÉW
båÖáåÉÉêW
mêçàÉÅí=faW
mêçàÉÅí=aÉëÅêW
General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.05.420 ft
100.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =10.05.0 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Loads on all spans...
Partial Length Uniform Load : D = 0.3450, L = 0.3250, S = 0.10 k/ft, Extent = 0.0 -->> 5.420 ft, Tributary Width = 1.0 ft
Partial Length Uniform Load : D = 0.3420, L = 0.320, S = 0.10 k/ft, Extent = 5.420 -->> 10.420 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 5.420 ft
2.235 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
Maximum Shear =
5.420 ft
2.272 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.001 in 64133
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.002 in 31162
Max Upward Total Deflection -0.000 in 3011852
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.396 1.2014.344
Overall MINimum
D Only 0.719 0.6212.241
+D+L 1.396 1.2014.344
+D+S 0.927 0.8022.893
+D+0.750L 1.227 1.0563.818
+D+0.750L+0.750S 1.383 1.1924.308
+0.60D 0.431 0.3721.344
L Only 0.678 0.5802.104
S Only 0.208 0.1820.652
General Beam Analysis
if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKMN pc^=bkdfkbbofkd=ii` EÅF=bkbo`^i`=fk`=NVUPJOMOP
DESCRIPTION:(E) Beam Span Analysis (Gridline 3 (Between Gridlines A & C (For Load Generation Only)))
mêçàÉÅí=cáäÉW=OMOQKMRKNT=päçìÖÜ=`~äÅëKÉÅS
mêçàÉÅí=qáíäÉW
båÖáåÉÉêW
mêçàÉÅí=faW
mêçàÉÅí=aÉëÅêW
General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.05.083 ft
100.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =10.05.083 ft
100.0Span #3 in^4Area =in^2 Moment of Inertia =Span Length =10.05.083 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.4560, L = 0.510, S = 0.10 k/ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+L
Span # where maximum occurs Span # 2
Location of maximum on span 5.083 ft
2.946 k
Span # where maximum occurs
Location of maximum on span
Span # 2
Load Combination +D+L
Maximum Shear =
5.083 ft
2.496 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.001 in 42686
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.003 in 22536
Max Upward Total Deflection -0.000 in 337499
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.964 5.4015.401 1.964
Overall MINimum
D Only 0.927 2.5502.550 0.927
+D+L 1.964 5.4015.401 1.964
+D+S 1.130 3.1093.109 1.130
+D+0.750L 1.705 4.6884.688 1.705
+D+0.750L+0.750S 1.857 5.1085.108 1.857
+0.60D 0.556 1.5301.530 0.556
L Only 1.037 2.8522.852 1.037
S Only 0.203 0.5590.559 0.203
General Beam Analysis
if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKMN pc^=bkdfkbbofkd=ii` EÅF=bkbo`^i`=fk`=NVUPJOMOP
DESCRIPTION:(E) Beam Span Analysis (Gridline 4 (Between Gridlines A & C (For Load Generation Only)))
mêçàÉÅí=cáäÉW=OMOQKMRKNT=päçìÖÜ=`~äÅëKÉÅS
mêçàÉÅí=qáíäÉW
båÖáåÉÉêW
mêçàÉÅí=faW
mêçàÉÅí=aÉëÅêW
General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.07.250 ft
100.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =10.07.250 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.3770, L = 0.2580, S = 0.10 k/ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+0.750L+0.750S
Span # where maximum occurs Span # 1
Location of maximum on span 7.250 ft
2.925 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+0.750L+0.750S
Maximum Shear =
7.250 ft
4.241 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.002 in 37265
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.006 in 14894
Max Upward Total Deflection 0.000 in 2808353
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.755 1.7555.850
Overall MINimum
D Only 1.025 1.0253.417
+D+L 1.726 1.7265.755
+D+S 1.297 1.2974.323
+D+0.750L 1.551 1.5515.170
+D+0.750L+0.750S 1.755 1.7555.850
+0.60D 0.615 0.6152.050
L Only 0.701 0.7012.338
S Only 0.272 0.2720.906
General Beam Analysis
if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKMN pc^=bkdfkbbofkd=ii` EÅF=bkbo`^i`=fk`=NVUPJOMOP
DESCRIPTION:(E) Rim Joist Span Analysis (Gridline 4 (Between Gridlines C & E (For Load Generation Only)))
mêçàÉÅí=cáäÉW=OMOQKMRKNT=päçìÖÜ=`~äÅëKÉÅS
mêçàÉÅí=qáíäÉW
båÖáåÉÉêW
mêçàÉÅí=faW
mêçàÉÅí=aÉëÅêW
General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.010.420 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.3180, L = 0.160, S = 0.10 k/ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+0.750L+0.750S
Span # where maximum occurs Span # 1
Location of maximum on span 5.210 ft
2.673 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+0.750L+0.750S
Maximum Shear =
0.000 ft
6.962 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.015 in 8476
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.047 in 2643
Max Upward Total Deflection 0.000 in 447811
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 2.673 2.673
Overall MINimum
D Only 1.657 1.657
+D+L 2.490 2.490
+D+S 2.178 2.178
+D+0.750L 2.282 2.282
+D+0.750L+0.750S 2.673 2.673
+0.60D 0.994 0.994
L Only 0.834 0.834
S Only 0.521 0.521
General Beam Analysis
if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKMN pc^=bkdfkbbofkd=ii` EÅF=bkbo`^i`=fk`=NVUPJOMOP
DESCRIPTION:(E) Rim joist Span Analysis (Gridline A (Between Gridline 1 & 2 (For Load Generation Only)))
mêçàÉÅí=cáäÉW=OMOQKMRKNT=päçìÖÜ=`~äÅëKÉÅS
mêçàÉÅí=qáíäÉW
båÖáåÉÉêW
mêçàÉÅí=faW
mêçàÉÅí=aÉëÅêW
General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.06.50 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.4270, L = 0.3880, S = 0.1440 k/ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+0.750L+0.750S
Span # where maximum occurs Span # 1
Location of maximum on span 3.250 ft
2.685 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+0.750L+0.750S
Maximum Shear =
0.000 ft
4.362 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.005 in 14400
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.012 in 6764
Max Upward Total Deflection 0.000 in 1373907
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 2.685 2.685
Overall MINimum
D Only 1.388 1.388
+D+L 2.649 2.649
+D+S 1.856 1.856
+D+0.750L 2.334 2.334
+D+0.750L+0.750S 2.685 2.685
+0.60D 0.833 0.833
L Only 1.261 1.261
S Only 0.468 0.468
General Beam Analysis
if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKMN pc^=bkdfkbbofkd=ii` EÅF=bkbo`^i`=fk`=NVUPJOMOP
DESCRIPTION:(E) Rim joist Span Analysis (Gridline A (Between Gridline 2 & 3 (For Load Generation Only)))
mêçàÉÅí=cáäÉW=OMOQKMRKNT=päçìÖÜ=`~äÅëKÉÅS
mêçàÉÅí=qáíäÉW
båÖáåÉÉêW
mêçàÉÅí=faW
mêçàÉÅí=aÉëÅêW
General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.04.250 ft
100.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =10.04.250 ft
100.0Span #3 in^4Area =in^2 Moment of Inertia =Span Length =10.04.250 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.4270, L = 0.3880, S = 0.1440 k/ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+0.750L+0.750S
Span # where maximum occurs Span # 1
Location of maximum on span 4.250 ft
2.106 k
Span # where maximum occurs
Location of maximum on span
Span # 2
Load Combination +D+0.750L+0.750S
Maximum Shear =
4.250 ft
1.492 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.001 in 45089
Max Upward Total Deflection -0.000 in 675248
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.404 3.8623.862 1.404
Overall MINimum
D Only 0.726 1.9961.996 0.726
+D+L 1.386 3.8103.810 1.386
+D+S 0.971 2.6692.669 0.971
+D+0.750L 1.221 3.3573.357 1.221
+D+0.750L+0.750S 1.404 3.8623.862 1.404
+0.60D 0.436 1.1981.198 0.436
L Only 0.660 1.8141.814 0.660
S Only 0.245 0.6730.673 0.245
General Beam Analysis
if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKMN pc^=bkdfkbbofkd=ii` EÅF=bkbo`^i`=fk`=NVUPJOMOP
DESCRIPTION:(E) Rim joist Span Analysis (Gridline A (Between Gridline 3 & 4 (For Load Generation Only)))
mêçàÉÅí=cáäÉW=OMOQKMRKNT=päçìÖÜ=`~äÅëKÉÅS
mêçàÉÅí=qáíäÉW
båÖáåÉÉêW
mêçàÉÅí=faW
mêçàÉÅí=aÉëÅêW
General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.04.50 ft
100.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =10.04.50 ft
100.0Span #3 in^4Area =in^2 Moment of Inertia =Span Length =10.04.50 ft
100.0Span #4 in^4Area =in^2 Moment of Inertia =Span Length =10.04.50 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.4270, L = 0.3880, S = 0.1440 k/ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+0.750L+0.750S
Span # where maximum occurs Span # 1
Location of maximum on span 4.500 ft
2.257 k
Span # where maximum occurs
Location of maximum on span
Span # 3
Load Combination +D+0.750L+0.750S
Maximum Shear =
4.500 ft
1.792 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.001 in 39886
Max Upward Total Deflection -0.000 in 1074918
.
Load Combination Support 1 Support 2 Support 3 Support 4 Support 5
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.4601.460 3.4524.248 4.248
Overall MINimum
D Only 0.7550.755 1.7842.196 2.196
+D+L 1.4411.441 3.4064.191 4.191
+D+S 1.0091.009 2.3862.937 2.937
+D+0.750L 1.2691.269 3.0003.693 3.693
+D+0.750L+0.750S 1.4601.460 3.4524.248 4.248
+0.60D 0.4530.453 1.0711.318 1.318
L Only 0.6860.686 1.6211.995 1.995
S Only 0.2550.255 0.6020.741 0.741
General Beam Analysis
if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKMN pc^=bkdfkbbofkd=ii` EÅF=bkbo`^i`=fk`=NVUPJOMOP
DESCRIPTION:(E) Beam Span Analysis (Gridline C (Between Gridlines 2 & 3 (For Load Generation Only)))
mêçàÉÅí=cáäÉW=OMOQKMRKNT=päçìÖÜ=`~äÅëKÉÅS
mêçàÉÅí=qáíäÉW
båÖáåÉÉêW
mêçàÉÅí=faW
mêçàÉÅí=aÉëÅêW
General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.03.50 ft
100.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =10.02.920 ft
100.0Span #3 in^4Area =in^2 Moment of Inertia =Span Length =10.06.170 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.6020, L = 0.6230, S = 0.2310 k/ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+0.750L+0.750S
Span # where maximum occurs Span # 2
Location of maximum on span 2.920 ft
4.535 k
Span # where maximum occurs
Location of maximum on span
Span # 2
Load Combination +D+0.750L+0.750S
Maximum Shear =
2.920 ft
4.334 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.004 in 18456
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.008 in 9254
Max Upward Total Deflection -0.001 in 37114
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.988 7.6102.915 3.131
Overall MINimum
D Only 0.963 3.6871.412 1.517
+D+L 1.960 7.5022.874 3.087
+D+S 1.332 5.1021.954 2.099
+D+0.750L 1.710 6.5492.509 2.694
+D+0.750L+0.750S 1.988 7.6102.915 3.131
+0.60D 0.578 2.2120.847 0.910
L Only 0.997 3.8161.462 1.570
S Only 0.370 1.4150.542 0.582
General Beam Analysis
if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKMN pc^=bkdfkbbofkd=ii` EÅF=bkbo`^i`=fk`=NVUPJOMOP
DESCRIPTION:(E) Beam Span Analysis (Gridline C (Between Gridlines 3 & 4 (For Load Generation Only)))
mêçàÉÅí=cáäÉW=OMOQKMRKNT=päçìÖÜ=`~äÅëKÉÅS
mêçàÉÅí=qáíäÉW
båÖáåÉÉêW
mêçàÉÅí=faW
mêçàÉÅí=aÉëÅêW
General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.06.0 ft
100.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =10.06.0 ft
100.0Span #3 in^4Area =in^2 Moment of Inertia =Span Length =10.06.0 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.6020, L = 0.6230, S = 0.2310 k/ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+0.750L+0.750S
Span # where maximum occurs Span # 1
Location of maximum on span 6.000 ft
4.473 k
Span # where maximum occurs
Location of maximum on span
Span # 2
Load Combination +D+0.750L+0.750S
Maximum Shear =
6.000 ft
4.473 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.003 in 21246
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.007 in 10653
Max Upward Total Deflection -0.000 in 159536
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 2.982 8.2008.200 2.982
Overall MINimum
D Only 1.445 3.9733.973 1.445
+D+L 2.940 8.0858.085 2.940
+D+S 1.999 5.4985.498 1.999
+D+0.750L 2.566 7.0577.057 2.566
+D+0.750L+0.750S 2.982 8.2008.200 2.982
+0.60D 0.867 2.3842.384 0.867
L Only 1.495 4.1124.112 1.495
S Only 0.554 1.5251.525 0.554
General Beam Analysis
if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKMN pc^=bkdfkbbofkd=ii` EÅF=bkbo`^i`=fk`=NVUPJOMOP
DESCRIPTION:(E) Beam Span Analysis (Gridline E (Between Gridlines 1 & 3 (For Load Generation Only)))
mêçàÉÅí=cáäÉW=OMOQKMRKNT=päçìÖÜ=`~äÅëKÉÅS
mêçàÉÅí=qáíäÉW
båÖáåÉÉêW
mêçàÉÅí=faW
mêçàÉÅí=aÉëÅêW
General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.06.250 ft
100.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =10.06.083 ft
100.0Span #3 in^4Area =in^2 Moment of Inertia =Span Length =10.06.50 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Loads on all spans...
Partial Length Uniform Load : D = 0.3260, L = 0.180, S = 0.1830 k/ft, Extent = 0.0 -->> 6.250 ft, Tributary Width = 1.0 ft
Partial Length Uniform Load : D = 0.4740, L = 0.4260, S = 0.1830 k/ft, Extent = 6.250 -->> 18.830 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+0.750L+0.750S
Span # where maximum occurs Span # 2
Location of maximum on span 6.083 ft
3.638 k
Span # where maximum occurs
Location of maximum on span
Span # 2
Load Combination +D+0.750L+0.750S
Maximum Shear =
6.083 ft
3.987 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.003 in 25894
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.007 in 11498
Max Upward Total Deflection -0.000 in 198353
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.450 6.6944.895 2.409
Overall MINimum
D Only 0.796 3.3952.580 1.229
+D+L 1.206 6.5194.437 2.322
+D+S 1.258 4.6703.809 1.709
+D+0.750L 1.104 5.7383.973 2.049
+D+0.750L+0.750S 1.450 6.6944.895 2.409
+0.60D 0.478 2.0371.548 0.737
L Only 0.410 3.1231.857 1.093
S Only 0.462 1.2751.229 0.480
General Beam Analysis
if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKMN pc^=bkdfkbbofkd=ii` EÅF=bkbo`^i`=fk`=NVUPJOMOP
DESCRIPTION:(E) Beam Span Analysis (Gridline E (Between Gridlines 3 & 4 (For Load Generation Only)))
mêçàÉÅí=cáäÉW=OMOQKMRKNT=päçìÖÜ=`~äÅëKÉÅS
mêçàÉÅí=qáíäÉW
båÖáåÉÉêW
mêçàÉÅí=faW
mêçàÉÅí=aÉëÅêW
General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.06.083 ft
100.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =10.06.083 ft
100.0Span #3 in^4Area =in^2 Moment of Inertia =Span Length =10.05.750 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.4740, L = 0.4260, S = 0.1830 k/ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+0.750L+0.750S
Span # where maximum occurs Span # 1
Location of maximum on span 6.083 ft
3.408 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+0.750L+0.750S
Maximum Shear =
6.083 ft
3.510 k-ft
Maximum Deflection
Max Downward Transient Deflection 0.002 in 30318
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.005 in 13876
Max Upward Total Deflection -0.000 in 245916
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 2.254 6.0066.293 2.123
Overall MINimum
D Only 1.148 3.0583.205 1.081
+D+L 2.179 5.8076.085 2.053
+D+S 1.591 4.2394.442 1.498
+D+0.750L 1.921 5.1205.365 1.810
+D+0.750L+0.750S 2.254 6.0066.293 2.123
+0.60D 0.689 1.8351.923 0.649
L Only 1.032 2.7492.880 0.972
S Only 0.443 1.1811.237 0.417
Steel Beam
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DESCRIPTION:Supplemental Steel Beam Span Analysis (Cantilevered End Condition)
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CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method :
ksi
Bending Axis : Major Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loading
Loads on all spans...
Uniform Load on ALL spans : D = 0.1340, L = 0.3570 k/ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.075 : 1
Load Combination +D+L
Span # where maximum occurs Span # 1
1.407 k
Mn / Omega : Allowable 13.423 k-ft Vn/Omega : Allowable
HSS5x3x1/4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
36.005 k
Section used for this span HSS5x3x1/4
Ma : Applied
Maximum Shear Stress Ratio =0.039 : 1
2.000 ft
1.006 k-ft Va : Applied
39,724 >=360
5266
Ratio =28182 >=240.
Maximum Deflection
Max Downward Transient Deflection 0.008 in 7,422Ratio = >=360
Max Upward Transient Deflection -0.001 in Ratio =
Max Downward Total Deflection 0.011 in Ratio = >=240.
Max Upward Total Deflection -0.002 in
Span: 2 : L Only
Span: 2 : L Only
Span: 2 : +D+L
Span: 2 : +D+L
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.413 0.983
Max Upward from Load Combinations 2.413 0.983
Max Upward from Load Cases 1.712 0.698
D Only 0.701 0.286
+D+L 2.413 0.983
+D+0.750L 1.985 0.809
+0.60D 0.421 0.171
L Only 1.712 0.698
General Footing
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DESCRIPTION:Conc Footing - 1
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Code References
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
250.0
ksi No
ksfAllowable Soil Bearing =
=
2.50
60.0
3,122.0
145.0
= 0.30Flexure = 0.90
Shear =
Valuesϕ
0.00180
1.0
Soil Passive Resistance (for Sliding)
1.0
=
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
= ksf
when max. length or width is greater than
= ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight
= pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=
Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Soil Density =110.0 pcf
#
Dimensions
Width parallel to X-X Axis 3.0 ft
Length parallel to Z-Z Axis
=
3.0 ft
=
Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height =
=
in
Footing Thickness
=
14.0 in=
Rebar Centerline to Edge of Concrete...
= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
5
Number of Bars
=
4.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5
Number of Bars = 4.0
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
3.890 4.110 1.330
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
General Footing
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DESCRIPTION:Conc Footing - 1
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PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.7053 Soil Bearing 1.058 ksf 1.50 ksf +D+L about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.07612 Z Flexure (+X) 1.489 k-ft/ft 19.556 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.07612 Z Flexure (-X) 1.489 k-ft/ft 19.556 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.07612 X Flexure (+Z)1.489 k-ft/ft 19.556 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.07612 X Flexure (-Z)1.489 k-ft/ft 19.556 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.07619 1-way Shear (+X) 5.714 psi 75.0 psi +1.20D+1.60L+0.50S
PASS 0.07619 1-way Shear (-X) 5.714 psi 75.0 psi +1.20D+1.60L+0.50S
PASS 0.07619 1-way Shear (+Z) 5.714 psi 75.0 psi +1.20D+1.60L+0.50S
PASS 0.07619 1-way Shear (-Z) 5.714 psi 75.0 psi +1.20D+1.60L+0.50S
PASS 0.1493 2-way Punching 22.391 psi 150.0 psi +1.20D+1.60L+0.50S
General Footing
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DESCRIPTION:Conc Footing - 2
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Code References
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
250.0
ksi No
ksfAllowable Soil Bearing =
=
2.50
60.0
3,122.0
145.0
= 0.30Flexure = 0.90
Shear =
Valuesϕ
0.00180
1.0
Soil Passive Resistance (for Sliding)
1.0
=
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
= ksf
when max. length or width is greater than
= ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight
= pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=
Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Soil Density =110.0 pcf
#
Dimensions
Width parallel to X-X Axis 2.50 ft
Length parallel to Z-Z Axis
=
2.50 ft
=
Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height =
=
in
Footing Thickness
=
14.0 in=
Rebar Centerline to Edge of Concrete...
= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
4
Number of Bars
=
4.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 4
Number of Bars = 4.0
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
3.580 3.580 1.020
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
General Footing
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DESCRIPTION:Conc Footing - 2
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PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.8767 Soil Bearing 1.315 ksf 1.50 ksf +D+L about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.08607 Z Flexure (+X) 1.317 k-ft/ft 15.298 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.08607 Z Flexure (-X) 1.317 k-ft/ft 15.298 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.08607 X Flexure (+Z)1.317 k-ft/ft 15.298 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.08607 X Flexure (-Z)1.317 k-ft/ft 15.298 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.05533 1-way Shear (+X) 4.150 psi 75.0 psi +1.20D+1.60L+0.50S
PASS 0.05533 1-way Shear (-X) 4.150 psi 75.0 psi +1.20D+1.60L+0.50S
PASS 0.05533 1-way Shear (+Z) 4.150 psi 75.0 psi +1.20D+1.60L+0.50S
PASS 0.05533 1-way Shear (-Z) 4.150 psi 75.0 psi +1.20D+1.60L+0.50S
PASS 0.1263 2-way Punching 18.944 psi 150.0 psi +1.20D+1.60L+0.50S
General Footing
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DESCRIPTION:Conc Footing - 3
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Code References
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
250.0
ksi No
ksfAllowable Soil Bearing =
=
2.50
60.0
3,122.0
145.0
= 0.30Flexure = 0.90
Shear =
Valuesϕ
0.00180
1.0
Soil Passive Resistance (for Sliding)
1.0
=
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
= ksf
when max. length or width is greater than
= ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight
= pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=
Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Soil Density =110.0 pcf
#
Dimensions
Width parallel to X-X Axis 2.0 ft
Length parallel to Z-Z Axis
=
2.0 ft
=
Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height =
=
in
Footing Thickness
=
14.0 in=
Rebar Centerline to Edge of Concrete...
= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
4
Number of Bars
=
4.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 4
Number of Bars = 4.0
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
2.710 2.060 0.850
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
General Footing
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DESCRIPTION:Conc Footing - 3
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PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.9280 Soil Bearing 1.392 ksf 1.50 ksf +D+0.750L+0.750S about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.04599 Z Flexure (+X) 0.8716 k-ft/ft 18.953 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.04599 Z Flexure (-X) 0.8716 k-ft/ft 18.953 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.04599 X Flexure (+Z)0.8716 k-ft/ft 18.953 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.04599 X Flexure (-Z)0.8716 k-ft/ft 18.953 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.01409 1-way Shear (+X) 1.057 psi 75.0 psi +1.20D+1.60L+0.50S
PASS 0.01409 1-way Shear (-X) 1.057 psi 75.0 psi +1.20D+1.60L+0.50S
PASS 0.01409 1-way Shear (+Z) 1.057 psi 75.0 psi +1.20D+1.60L+0.50S
PASS 0.01409 1-way Shear (-Z) 1.057 psi 75.0 psi +1.20D+1.60L+0.50S
PASS 0.07572 2-way Punching 11.359 psi 150.0 psi +1.20D+1.60L+0.50S