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AST-0745-2021
t { Office Use Only KIM ACCESSORY STRUCTURE I Permit#:_ &S 6-7 ! Ibivt cmet,;,t�„►; PERMIT APPLICATION ! Permit Fee:$ (oy e.R-D 742 Bay Road,Queensbury,NY 12804 Invoice#: 2-7 P:518-761-8256 www.4ueensb'ury:net D a d one? Y N Reviewed_ , p OCT 0 8 2021 Project Location: ire L�jJ%,AQ, ps Uu.4!w-L-i TOWN OF QUEENSBURY BUILDING&CODES Tax Map ID#: 29(,iy-1-►A,-L Subdivision Name: PROJECT.INFORMATION: TYPE: L. Residential ®. Commercial, Proposed Use: S-x . STRUCTURE: ❑.Boathouse(with or w/o sundeck) ❑ Canopy ❑ Carport ❑Cell Tower ❑ Deck ® Detached Garage (>300 s.f.) ❑ Dock ❑ Gazebo ❑ Pavilion ❑ Pole Barn ❑ Porch ❑ Ramp ❑ Shed (<300 s.f.) ❑ solar. Panels(w/o rafter upgrades) ❑ 3-Season Porch ❑ Other: SQUARE FOOTAGE OF STRUCTURE: 1st floor: SLs7: 2nd floor: wars.7.!%se l Total square feet: iron, Brief description of scope of project: c-)A Accessory Structure Application Revised January 2021 ADDITIONAL PROJECT INFORMATION:- 1. Estimated Cost of Construction:$y6,l)00. - 2. Are there any structures not shown on the plot plan? DYES. ©NO Explain: 3. Are there any easements on the property? ❑ YES © NO DECLARATION: 1. 1 acknowledge that no construction shall be commenced prior to the issuance of a valid permit and will be completed within a 12 month period.Any changes to the approved plans prior to/during construction will require the submittal of amended plans,additional reviews and re-approval. . 2. If,for any reason,the building permit application is withdrawn,-30%of the.fee is retained by the Town of Queensbury:After.1 year from the initial application date, 100%of the fee is retained. 3. Ifthework is not.completed by the 1 year expiration date the permit may be renewed, subject to fees and department approval. 4. 1 certify that the application, plans and supporting materials are a true and a complete statement and/or description of the work proposed,that all work will be performed in accordance with the NYS Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. 5. 1 acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of occupancy. 6. 1 also understand that 1/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of certificate of occupancy. I have read and agree to the above: PRINT NAME: R -� \►✓ ,r,� SIGNATURE:.. �,W: __ DATE: .tx'TZFA1,2M\ - Accessory Structure Application Revised January 2021 CONTACT INFORMATION:. PLEASE PRINT LEGIBLY-OR TYPE, PLEASE INCLUDE AN EMAIL . -• Applicant: Name(s): Tom, Co,vS �a Mailing Address, C/S/Z: j .�,�,� �i ►.` ,a�l 12 Cell Phone:S13-Y�2 tsi; Land Line: 13_y3'L oz-li Email: 'tIN3K L, CC�o.wcr Primary Owner(s):: Name(s): 'tAii,k7,-,oEn.toes Mailing Address, C/S/Z:t\EwWs4i_sctuo-� moo, 0Hblklk5 Cell Phone: Land Line: Email: ❑ Check if all work will be performed by property owner only • Contractor(s): (List all additional contractors on the back of this form) Contractor Name(s): Contractor Trade: Mailing Address, C/S/Z: Cell Phone: Land Line: Email: "Workers' Comp documentation must be submitted with this application" • Architect(s)/Engineer(s): Business Name: mcU Nvmx a_- s Contact Name(s): ,,�,� �" Mailing Address, C/S/Z: M� ftpW 'iso S,-r 4. S�,S,,-�e S,-,�ZoTWr\-"0 c4,5.\,% Cell Phone: �. ,, Land Line: Email: OPasa"N0 nc.6 t�Rt1+\iFL'1�4Sc.ca�n Contact Person for any questions regarding this project: Cell Phone: Land Line: Email: RW e-ccco.wrn Accessory Structure Application Revised January 2021 FIRE MARSHAL'S OFFICE Town of Queensbury 742 Bay Road, Queensbury, NY 12804 "Home of Natural Beauty ... A Good Place to Live " L N REVhE ' The Landing 27 Woodvale Road AST-0745-2021 1-18-22 I have reviewed the submitted drawings for the above project; and offer the following comments: 1) Verify Fire extinguisher location per plan. (A-401) 2) Locks / latches shall comply with 2020 NYSFC. 3) Exit/ emergency lights appear adequate, veryify operation. 4) Provide a key for the Knox Box. 5) Verify storage. 6) Truss ID- NA Deputy Fire Marshal Gary K. Stillman 742 Bay Road Queensbury NY 12804 518 761 8205 garys@queensbury.net Fire Marshal 's Office • Phone: 518-761-8206 Fax: 518-745-4437 .firemarshal@queensbunt.net • zvzvw.queensburil.net Nucor Building Systems 305 Industrial Parkway Waterloo, IN 46793 ` STRUCTURAL DESIGN CALCULATIONS FOR Ben Firlit 129 Park Road Queensbury, NY 12804 The Landing at Queensbury FILE � COPY 27 woodvale rd Queensbury, NY 12804 W21KO801A BUILDING LAYOUT Width (ft)= 16.0 TOWN OF QUEENSBURY Length (ft)= 32.0 BUILDING DEPARTMENT Eave Height (ft)= 12.3/ 12.0 Based on our limited examination,compliance Roof Slope (rise/12 )= 0.25 with our comments shall not be construed as indicating the plans and specifications are in BUILDING LOADS full compliance with the Building Codes of Roof Dead Load (psf )= 3.5 New York State. Wall Dead Load Left Endwall (psf )= 4.0 Right Endwall (psf )= 4.0 Front Sidewall(psf )= 4.0 Back Sidewall(psf )= 4.0 Roof Live Load (psf )= 20.0 Frame Live Load Min (psf )= 18.9 Max (psf )= 20.0 Collateral Load (psf )= 5.0 Snow Load (psf )= 54.6 Wind Speed (mph )= 120.0 Wind Code = NYBC 20 (IBC 18) Closed/Open = C Exposure = B Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 rjF N E w Seismic Design Category= B <- y Seismic Coeff (Fa*Ss) = 0.38 C-D 5 SEE Aescy 0�� ------------------------------- Designer ]MR r Detailer 7MR c) W LP CONTENTS FOAR� o1�NPo2,2�2N DesCalc 1-17 FESS SwDes-F 1-6 SwDes-B 1-7 EwDes-L 1-11 Warning: It is a violation of the NYS Education Law EwDes-R 1-11 Article 145 for any person,unless he/she is acting RoofDes 1-23 under the direction of a licensed professional RfDes-1 1-16 engineer,to alter this item in anyway. RfDes-2 1-16 APPENDIX Al-A6 -------------------------------- The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building Systems and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. 8/26/2021 DesCalc.out Page 2 _______________________________________________________________________ W21K0801A Design Loads For Building Components: 8/26/21 7:14am FRONT SIDEWALL: --------------- BASIC LOADS: Basic Wind-Load-Ratio Wind Deflect Factor 17.6 0.38 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right-Zone- Jamb/ Width Base Width Base Girt Panel Column 3.00 0.00 3.00 0.00 1.07 1.23 1.07 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 16.0 -17.0 Girt/Header 19.1 -20.6 Panel 16.0 -17.0 Jamb 0.0 0.0 Parapet BACK SIDEWALL: --------------- BASIC LOADS: Basic Wind-Load-Ratio Wind Deflect Factor 17.6 0.38 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right-Zone- Jamb/ Width Base Width Base Girt Panel Column 3.00 0.00 3.00 0.00 1.07 1.23 1.07 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 16.0 -17.0 Girt/Header 19.1 -20.6 Panel 16.0 -17.0 Jamb 0.0 0.0 Parapet LEFT ENDWALL: -------------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Load Load Load Load Load Wind Deflect Factor 3.5 5.0 20.0 54.6 0.0 17.6 0.38 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right-Zone- Jamb/ Width Base Width Base Girt Panel Column 3.00 0.00 3.00 0.00 1.07 1.23 1.07 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 4.00 0.00 0.00 0.78 0.65 WIND PRESSURE/SUCTION: Wind Wind Press Suct 8/26/2021 DesCalc.out Page 4 27 1;00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0 .00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0 .00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0 .00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0 .00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0 .00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0 .00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0 .00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0 .00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0 .00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0 .00 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0 .00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0 .00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0 .00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0 .00 41 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0 .00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0 .00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0 .00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0 .00 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0 .00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0 .00 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0 .00 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0 .00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0 .00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0 .00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0 .00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0 .00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0 .00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0 .00 55 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0 .00 56 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0 .00 57 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0 .00 58 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0 .00 59 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0 .00 60 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0 .00 61 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0 .00 62 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0 nn 8/26/2021 DesCalc.out Page 6 Aux I£1 :, Name Load Id Coeff 1 1 MIN_SNOW 1 1 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co Dll D12 Dist 1 1 2 U SNOW D -0.17 -0.17 -0.02 0.00 16.00 RIGHT ENDWALL: -------------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind-Load-Ratio Load Load Load Load Load Wind Deflect Factor 3.5 5.0 20.0 54.6 0.0 17.6 0.38 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right-Zone- Jamb/ Width Base Width Base Girt Panel Column 3.00 0.00 3.00 0.00 1.07 1.23 1.07 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 4.00 0.00 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 16.0 -17.0 Column 16.0 -17.0 Girt/Header 16.0 -17.0 Jamb 19.0 -20.6 Panel 40.7 -26.0 Parapet 32.5 -21.7 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Surf ---Wind_1-- ---Wind_2-- -Long_Wind- Surface Id Left Right Left Right 1 2 Friction 1 0.38 -0.56 0.71 -0.20 -0.65 -0.65 0.00 2 -1.10 -0.65 -0.74 -0.29 -0.65 -1.10 0.00 3 -0.60 0.35 -0.20 0.71 -0.65 -0.65 0.00 COLUMN, RAFTER & BRACING DESIGN LOADS: Load ---Live--- --Add-Snow- Wind-1 Wind-2 Long-Wind Column-Wind Long Tran Aux_L oad No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id C oef 88 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 4 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1 .00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0 .00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0 .00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0 .00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0 .00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0 .00 8/26/2021 DesCalc.out Page 8 48 0;60 0.0p 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0 .00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0 .00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0 .00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0 .00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0 .00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0 .00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0 .00 55 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0 .00 56 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0 .00 57 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0 .00 58 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0 00 59 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0 .00 60 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0 .00 61 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 62 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 63 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 64 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 65 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0 .00 66 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0 .00 67 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 68 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 69 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 70 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 71 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0 .00 72 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0 .00 73 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 74 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 75 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 76 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0 .00 77 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0 .00 78 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0 .00 79 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0 .00 80 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0 .00 81 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0 .00 82 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0 .00 83 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0 nn 8/26/2021 DesCalc.out Page 10 11j 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 14 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 15 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 16 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 BRACING DESIGN LOADS: --Load- --Add-Snow- Wind Wind Seis Aux Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 14 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 11 1.03 1.03 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 1.03 1.03 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 13 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coef 4 1 MIN SNOW 1 1 1.00 2 PAT_SL_1 1 2 0.50 3 PAT_SL_2 1 3 0.50 4 PAT_SL_3 2 2 0.50 3 0.50 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx Conc Add Id Id Load Type W1 W2 Dxl Dx2 Dist 3 1 2 U_SNOW D -20.0 -20.0 0.0 16.0 2 0 U_SNOW D -54.6 -54.6 0.0 16.0 3 0 U_SNOW D -54.6 -54.6 16.0 32.0 RIGID FRAME - 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 20.0 54.6 0.0 21.7 0.38 0 BASIC LOADS AT EAVE: Seismic Weak_Axis_L Weak_Axis_R --Torsion-- --EW_Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 0.18 0.00 0.00 0.00 0.00 0.95 0.71 0.00 0.00 WIND 'COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.35 -0.56 0.71 -0.20 -0.65 -0.65 0.00 2 -0.65 -1.10 -0.29 -0.74 -0.65 -1.10 0.00 3 -0.56 0.35 -0.20 0.71 -0.65 -0.65 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind_1- --Wind-2- Long_Wind --Seismic- Aux-Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 56 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8/26/2021 DesCalc.out Page 12 WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Long-Wind Surface Id Left Right Left Right 1 2 Friction 1 0.23 -0.52 0.61 -0.12 -0.63 -0.63 0.00 2 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 3 -0.50 0.24 -0.12 0.64 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind_l- --Wind-2- Long-Wind --Seismic- Aux-Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 56 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 42 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 45 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 46 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 47 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 48 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 49 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 50 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 51 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 52 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 53 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 54 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 55 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.75 0.00 0.00 0 0.00 56 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.75 0.00 0.00 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 1 1 MIN_SNOW 1 1 1.00 8/26/2021 DesCalc.out Page 14 W21K0801A Reactions, Anchor Bolts, & Base Plates: 8/26/21 7:14am -------------------------------------------------------------------------------- -----Foundation_Loads(k )----- --------- ----------------- Frame Col Max_Pos_Val Max_Neg_Val Anc._Bolt Base-Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 1* A 1 0.9 3.7 2 -0.9 -0.6 4 0.750 8.00 12.38 0.375 3 0.5 5.1 4 -0.7 -1.1 1* B 5 0.9 -1.0 6 -1.0 4.0 4 0.750 8.00 12.38 0.375 3 -0.5 5.1 7 0.0 -2.1 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 2 A 1 1.9 8.3 2 -1.6 -1.1 4 0.750 8.00 12.38 0.375 3 1.2 11.4 8 -1.2 -1.9 2 B 5 1.7 -1.8 6 -2.0 8.8 4 0.750 8.00 12.38 0.375 3 -1.2 11.3 7 -0.4 -2.7 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- ----------------------------------------------------------------------------- 1* Frame Lines:l 3 LOAD COMBINATIONS: ------------------ Id Combination ---- ------------------------------ 1 Dead+Collateral+0.75Snow+0.45Wind_Rightl 2 0.6Dead+0.6Wind_Left2 3 Dead+Collateral+Snow 4 0.02Dead+1.75Seismic_LongL 5 0.6Dead+0.6Wind_Right2 6 Dead+Collateral+0.75Snow+0.45Wind_Leftl 7 0.6Dead+0.6Wind_Long2L 8 0.6Dead+0.6Wind_Leftl 9 Dead+Collateral+0.6Wind_Suction+0.6Wind_Long2L 10 Dead+Collateral+0.6Wind_Pressure+0.6Wind_Long2L W21K0801A Bracing Reactions Report: 8/26/21 7:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- BUILDING BRACING REACTIONS: --------------------------- ------Reactions(k )------- ---Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic Notes ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- L_EW 1 (h) F_SW B 1 ,2 1.90 1.30 1.42 0.97 R_EW 3 (h) B_SW A Torsional Bracing Used! ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- (h)Rigid frame at endwall Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 -------------------------------------------------------------------------------- W21K0801A Additional Reactions Report: 8/26/21 7:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 8/26/2021 DesCalc.out Page 16 z Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.207 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) T(Braced_Frame) = 0.130 Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.379 Zone/Design Category= B Ie = 1.000 S1 = 0.068 Shc = 0.109 Sds = 0.253 Seismic Dead Load, W -------------------- Frame Dead = 6.00 (psf ) Roof Dead = 3.50 (psf ) Collateral = 5.00 (psf ) Snow ( 200)= 10.92 (psf ) Roof Total = 25.42 (psf ) , Weight= 13.02 (k ) Left EW Dead = 4.00 (psf ) Weight= 0.39 (k ) Front SW Dead = 4.00 (psf ) Weight= 0.77 (k ) Right EW Dead = 4.00 (psf ) , Weight= 0.39 (k ) Back SW Dead = 4.00 (psf ) , Weight= 0.79 (k ) Total = 15.35 (k ) Seismic Forces -------------- Roof Bracing R = 3.00, Rho= 1.00 Cs = 0.0843 W = 13.79 (k ) Force, V = 1.16 (k ) Force, E = 1.16 (k ) Sidewall Panel Back R = 3.00, Rho= 1.00, Omega= 2.50 Cs = 0.0843 W = 0.00 (k ) Force, V = 0.00 (k ) Force, Em = 0.00 (k ) Sidewall Bracing Front R = 3.00, Rho= 1.00, Omega= 2.50 Cs = 0.0843 W = 15.35 (k ) Force, V = 1.29 (k ) Force, Em = 3.24 (k ) Force, E = 1.29 (k ) Rigid Frames R = 3.00, Rho= 1.00 Cs = 0.0843 Frame 1 W = 4.27 (k ) Force, V = 0.36 (k ) Force, E = 0.36 (k ) Frame 2 W = 9.02 (k ) Force, V = 0.76 (k ) Force, E = 0.76 (k ) End Plates Frame R = 3.00, Rho= 1.00, Omega= 1.00 8/26/2021 SwDes-F.out Page 1 *W21K0801A Sidewall Design Input 8/26/21 7:14am *( 1)JOBID: 'W21K0801A' *( 2)PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel Stiff 'F' 'Y' 'Y' 1.00 *( 3)DESIGN CODE: *Design ---Steel-Code--- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS' 'NAUS16 ' 'AISC16' '----' 'IBC ' 118' 'NYBC 20 ' 'B ' *( 4)DESIGN CONSTANTS: * ---Strength-Factors-- Stress-Ratio ---Seismic--- * Girt Panel Wind Frame Brace 1.00 1.00 1.0000 1.0000 1.0000 *( 5)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 42.0 46.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: * ---Girt--- --Panel--- Wall Facia Wall Facia 90. 90. 60. 90. *( 7)REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel 'Y' 12' '3' 'Y' *( 8)BUILDING LAYOUT: *---------Build---------- -----Left_Expand_EW----- -----Right_Expand_EW---- * Type Width Length Use Opt Extend Offset Use Opt Extend Offset 'FF-' 16.0000 32.0000 'Y ' '-' 0.000 16.000 'Y ' '-' 0.000 16.000 *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord Offset 3 0.0000 12.3333 0.000 16.0000 12.0000 8.000 16.0000 0.0000 0.000 *(10)SIDEWALL BAY SPACING: * No. ---Bay_Set--- * Sets Width Quan 2 16.0000 1 16.0000 1 *(11)WALL OPENINGS: * Bay Sill Base Set Panel JambL/JambR/Header/Sill *No. Id Id Width Height Offset Type Height Elev Depth Opt Type Part 0 *(12)PARTIAL WALLS: * --Bay_Id- ----Offset---- Jamb Base Top Full-Load ----Panel---- Deflect-Limit *No. Id Use Opt Start End Start End Height Type Type Type Girt Col Part Opt Girt Panel 0 *(13)GIRT DESIGN: *Girt --Flange_Strap-- Set Set Max *Type Out In Space Depth Lap Space 'ZB' 'C' 'N' 10.0000 0.000 0.0000 7.5000 8/26/2021 SwDes-F.out Page 3 *(28)DESIaN CODEiOPTIONS: *No. Event Condition 0 *(29)PANEL SCREWS: * No. Washer *Zone Zone Part Dia Limit Dia -------Spacing------ 2 'INT ' 'H1040 ' 0.216 2.800 0.438 12.000 6.000 0.000 'EDGE' 'H1040 ' 0.216 2.800 0.438 12.000 6.000 0.000 *(30)GIRT LAYOUT: * Bay -----Extend---- Frame-Opt -Frame_Id- * No. Id Locate Type Rot Opt Part Left Right Left Right Left Right 0 * Code files used: * NY_NYBC.20 * EW IBC.18 Version 4.0 W21K0801A Wall 2 - Design Code 8/26/21 7:14am -------------------------------------------------------------------------------- STRUCTURAL CODE: ---------------- Design Basis WS - Working Stress Hot Rolled Steel AISC16 Cold Formed Steel NAUS16 BUILDING CODE: -------------- Wind Code NYBC 20 (IBC 18) Seismic Zone B MODULUS OF ELASTICITY: ---------------------- Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) W21K0801A Wall 2 - Bypass Girt Layout 8/26/21 7:14am GIRT LAYOUT: ------------ Des Bay Bay-Offset Design ---Extend-- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.50 1 1 08Z054 1.33 16.00 14.67 0.00 1.19 41.0 WS 0.39 Mom+Shr D 2 08Z054 0.00 14.67 14.67 1.19 0.00 41.0 WS 0.39 Mom+Shr D WS - 0.6Wind Suction GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 0 0 W21K0801A Wall 2 - Girt Design 1 (Locate 7.50) 8/26/21 7:14am GIRT LAYOUT: ------------ Available Reduction 8/26/2021 SwDes-F.out Page 5 Id Ift) LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- ---- 1 14.7 10.5 10.5 10.5 1.0 1.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 14.7 1.0 1.0 10.5 10.5 10.5 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 LAP BOLT SHEAR/BEARING: Bolt Size =0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC --- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.38 2.65 1.70 0.22 2 0.38 2.65 1.70 0.22 DEFLECTION (Working Load) : -------------------------- Span Wind-Pressure Wind-Suction Id Calc Limit Calc Limit ---- ------ ----- ------ ----- 1 -0.06 1.96 0.06 1.96 2 -0.06 1.96 0.06 1.96 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Wall 2 - Panel Design (Bay 2) 8/26/21 7:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- PANEL DATA: Bay Rotation Panel Id Part Type Gage Yield Stiffness Height --- -------- ---- ----- ----- --------- ------ 2 CW6-80 CW 26.00 80.0 0.44 11.83 MOMENTS & DEFLECTION: --------------------- --------------Moment(ft-lb/ft)------------- Span Locate(ft) Start Midspan End Max Deflect(in) Id Start End Load Calc Limit Calc Limit Calc Limit UC Calc Limit ---- ----- ----- ---- ----- ----- ----- ----- ----- ----- ---- ----- ----- 1 0.00 7.50 WP 0.0 113.3 -53.0 113.3 60.9 138.5 0.47 -0.20 1.50 WS 0.0 138.5 70.3 138.5 -80.8 113.3 0.71 0.26 1.50 2 7.50 11.83 WP 60.9 138.5 -5.1 113.3 0.0 113.3 0.44 0.01 0.87 WS -80.8 113.3 6.7 138.5 0.0 138.5 0.71 -0.02 0.87 WP - 0.6Wind_Pressure WS - 0.6Wind Suction -------------------------------------------------------------------------------- W21K0801A Wall 2 - Panel Zones 8/26/21 7:14am PANEL: Tensile Thick Yield Strength Part (in) (ksi ) (ksi ) -------- ----- ------- -------- CW6-80 0.019 80.00 62.00 GIRT SCREWS: ------------ Dia Washer Limit Part (in) (in) (k ) -------- ----- ------ ----- H1040 0.22 0.44 2.80 8/26/2021 SwDes-B.out Page 1 *W21K0801A Sidewall Design Input 8/26/21 7:14am *( 1)JOBID: IW21K0801AI *( 2)PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel Stiff 'B' 'Y' 'Y' 1.00 *( 3)DESIGN CODE: *Design ---Steel_Code--- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone ,WSW 'NAUS16 ' 'AISC16' '----' 'IBC ' 118' 'NYBC 20 ' 'B ' *( 4)DESIGN CONSTANTS: * ---Strength-Factors-- Stress-Ratio ---Seismic--- * Girt Panel Wind Frame Brace 1.00 1.00 1.0000 1.0000 1.0000 *( 5)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 42.0 46.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: * ---Girt--- --Panel--- Wall Facia Wall Facia 90. 90. 60. 90. *( 7)REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel IV '2 1 13v TY1 *( 8)BUILDING LAYOUT: *---------Build---------- -----Left_Expand_EW----- -----Right-Expand_EW---- * Type Width Length Use Opt Extend Offset Use Opt Extend Offset 'FF-' 16.0000 32.0000 'Y ' '-' 0.000 16.000 'Y '-' 0.000 16.000 *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord Offset 3 0.0000 12.3333 0.000 16.0000 12.0000 8.000 16.0000 0.0000 0.000 *(10)SIDEWALL BAY SPACING: * No. ---Bay_Set--- * Sets Width Quan 2 16.0000 1 16.0000 1 *(11)WALL OPENINGS: * Bay Sill Base Set Panel JambL/JambR/Header/Sill *No. Id Id Width Height Offset Type Height Elev Depth Opt Type Part 2 1 1 8.0000 7.0000 2.0000 81 0.0000 0.000 0.000 'Y' 'CU' '--------' ICU' '--------' 'CU' '--------' ICU, '--------' 2 2 8.0000 7.0000 1.0000 81 0.0000 0.000 0.000 'Y' ICU, '--------' ICU, '--------' ICU? '--------' ICU, '--------' *(12)PARTIAL WALLS: * --Bay_Id- ----Offset---- Jamb Base Top Full-Load ----Panel---- Deflect-Limit *No. Id Use Opt Start End Start End Height Type Type Type Girt Col Part Opt Girt Panel 0 8/26/2021 SwDes-B.out Page 3 *(27)BEAMS: * Bay *No. Id Use Height Offset Locatel Locate2 0 *(28)DESIGN CODE OPTIONS: *No. Event Condition 0 *(29)PANEL SCREWS: * No. Washer *Zone Zone Part Dia Limit Dia -------Spacing------ 2 'INT ' 'H1040 ' 0.216 2.800 0.438 12.000 6.000 0.000 'EDGE' 'H1040 ' 0.216 2.800 0.438 12.000 6.000 0.000 *(30)GIRT LAYOUT: * Bay -----Extend---- Frame-Opt -Frame_Id- * No. Id Locate Type Rot Opt Part Left Right Left Right Left Right 0 * Code files used: * NY_NYBC.20 * EW IBC.18 Version 4.0 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Wall 4 - Design Code 8/26/21 7:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STRUCTURAL CODE: ---------------- Design Basis WS - Working Stress Hot Rolled Steel AISC16 Cold Formed Steel NAUS16 BUILDING CODE: -------------- Wind Code NYBC 20 (IBC 18) Seismic Zone B MODULUS OF ELASTICITY: ---------------------- Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Wall 4 - Bypass Girt Layout 8/26/21 7:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- GIRT LAYOUT: ------------ Des Bay Bay-Offset Design ---Extend-- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.50 1 1 08Z054 1.33 16.00 14.67 0.00 1.19 41.0 WS 0.38 Mom+Shr D 2 08Z054 0.00 14.67 14.67 1.19 0.00 41.0 WS 0.33 Mom+Shr D WS - 0.6Wind Suction GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 0 0 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Wall 4 - Girt Design 1 (Locate 7.50) 8/26/21 7:14am 8/26/2021 SwDes-B.out Page 5 2 LLap -0.37 1.90 0.19 MidS 0.96 3.28 0.29 LLap 0.33 0.10 UNBRACE LENGTHS: ---------------- Bay Major --------Minor(ft)------- ------------Cb----------- --------Moml/Mom2------- Id (ft) LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- ---- 1 14.7 0.7 8.0 8.0 1.0 1.0 1.64 1.10 1.10 1.00 1.00 0.00 0.35 0.35 1.00 1.00 2 14.7 1.0 1.0 5.7 5.7 5.7 1.00 1.00 1.28 1.28 1.28 1.00 1.00 0.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt Size =0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC --- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.36 2.65 1.70 0.21 2 0.36 2.65 1.70 0.21 DEFLECTION (Working Load) : -------------------------- Span Wind-Pressure Wind-Suction Id Calc Limit Calc Limit ---- ------ ----- ------ ----- 1 -0.06 1.96 0.06 1.96 2 -0.06 1.96 0.06 1.96 -------------------------------------------------------------------------------- W21K0801A Wall 4 - Door Jamb & Header Design 8/26/21 7:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LAYOUT: Open Bay Load Id Id Locate Part Length Width Weight ---- --- ------ -------- ------ ----- ------ 1 1 JambL J08C060 7.50 4.00 21.5 JambR J0BC060 7.50 4.00 21.5 2 2 JambL J08C060 7.50 4.00 21.5 JambR J08C060 7.50 4.00 21.5 STRENGTH/DEFLECTION: -------------------- Open Load --Shear(k )- --Moment(ft,f-k )- Mom+ Max Deflect(in) Id Member Id Calc Limit Loc Calc Limit Shear UC Calc Limit ---- ------ ---- ------ ----- ----- ------ ----- ----- ---- ----- ----- 1 JambL WP 0.14 2.6 3.75 -0.27 4.1 0.00 0.06 -0.01 1.00 WS -0.16 2.6 3.75 0.29 4.1 0.00 0.07 0.01 1.00 JambR WP 0.14 2.6 3.75 -0.27 4.1 0.00 0.06 -0.01 1.00 WS -0.15 2.6 3.75 0.29 4.1 0.00 0.07 0.01 1.00 2 JambL WP 0.14 2.6 3.75 -0.27 4.1 0.00 0.06 -0.01 1.00 WS -0.15 2.6 3.75 0.29 4.1 0.00 0.07 0.01 1.00 JambR WP 0.14 2.6 3.75 -0.27 4.1 0.00 0.06 -0.01 1.00 WS -0.15 2.6 3.75 0.29 4.1 0.00 0.07 0.01 1.00 WP - 0.6Wind_Pressure WS - 0.6Wind Suction UNBRACED LENGTHS: ----------------- Available Open -----Minor---- ------Cb------ ReductionFactor Id Member Major Outside Inside Outside Inside Outside Inside ---- ------ ------ ------- ------ ------- ------ ------- ------ 1 JambL 7.50 7.50 7.50 1.14 1.14 0.00 0.00 JambR 7.50 7.50 7.50 1.14 1.14 0.00 0.00 8/26/2021 SwDes-B.out Page 7 -------------------------------------------------------------------------------- W21K0801A Wall 4 - Panel Zones 8/26/21 7:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- PANEL: Tensile Thick Yield Strength Part (in) (ksi ) (ksi ) -------- ----- ------- -------- CW6-80 0.019 80.00 62.00 GIRT SCREWS: ------------ Dia Washer Limit Part (in) (in) (k ) -------- ----- ------ ----- H1040 0.22 0.44 2.80 PANEL ZONE LAYOUT: ------------------ --Girt(ft,ft,in)-- Panel Zone ----Wall(ft)--- Bay Load Min Span Id Description Offsetl Offset2 Id Locate Width Thick (ft) ---- ------------- ------- ------- --- ------ ----- ----- ----- 1 Interior 3.00 29.00 1 7.50 6.08 0.054 7.50 2 Lt Edge 0.00 3.00 1 7.50 6.08 0.054 7.50 3 Rt Edge 29.00 32.00 2 7.50 6.08 0.054 7.50 GIRT SCREW CHECK: ----------------- Screw Wind --------Limit(k )------- Zone Space Suction Load Girt Panel Screw Max Id (ft) (psf ) (k ) Pullout Pullover Tension UC ---- ----- ------- ----- ------- -------- ------- ---- 1 1.00 12.36 0.08 0.23 0.26 0.75 0.33 2 1.00 15.20 0.09 0.23 0.26 0.75 0.40 3 1.00 15.20 0.09 0.23 0.26 0.75 0.40 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Wall 4 - Weight Summary 8/26/21 7:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Girts = 81.93 Jambs/Headers = 86.16 168.09 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Wall 4 - Warning Summary 8/26/21 7:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- No Warnings 8/26/2021 EwDes-L.out Page 2 *No. Id T§pe F1gWid F1gThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 *(15)WIDE OPENING HEADER LOCATION: *-Open- No. Column *No. Id Location Location 0 *(16)PARTIAL WALLS: * --Bay_Id- ----Offset---- Jamb Base Top Full-Load ----Panel---- Deflect Limit *No. Id Use Opt Start End Start End Height Type Type Type Girt Col Part Opt Girt Panel 0 *(17)COLUMNS: * Max *Same UnBrace *Depth Length 'N' 60.000 *(18)COLUMN PART & ELEVATION: * ---Base--- Rafter *No. Id Type Part Opt Rot Depth Elev Opt Attach 2 1 ' '--------' '-' 'N' 0.000 0.000 '-' 'F' 2 '- ' '--------' '-' 'N' 0.000 0.000 '-' 'F' *(19)COLUMN SPLICES: * Col * No. Id Locate Type 0 *(2 0)RAFTERS: *Rafter Flange * Same Brace ly, IN' *(21)RAFTER PART: * Surf *No. Id Type Part Opt Rot Depth 1 2 'RW I '--------' '-' '-' 0.000 *(22)RAFTER SPLICES: * Surf * No. Id Locate Type Opt 2 2 0.0000 2 16.0035 *(23)GIRT DESIGN: *Girt --Flange_Strap-- --Depth-- Set Max Rafter *Type Out In Space Offset Project Set Opt Lap Space Attach 'ZB' 'C' 'N' 10.0000 0.000 0.000 0.000 'W' 0.0000 7.5000 'N' *(24)GIRT LOCATION: * Set * Loc No. Location 'y' 1 7.5000 *(25)SPECIAL GIRT: * --Bay_Id-- *No. Start End Height Type Rot Part Use 0 *(26)SIDEWALL GIRT: *Wall * Id Type Depth Offset Project No. Location 2 'ZB' 8.000 0.000 0.000 1 7.5000 4 'ZB' 8.000 0.000 0.000 1 7.5000 *(27)ROOF PURLINS: *Surf Surf Peak * Id Ext Space No. Locate 2 0.000 2.6702 4 1.3333 5.3333 9.3333 13.3333 8/26/2021 EwDes-L.out Page 4 1.73 1.18 ' 1.29 0.88 . . Right Column *(42)WIND PRESSURE/SUCTION: * Wind Wind * Press Suct 16.00 -16.99 Column 16.00 -16.99 Girt/Header 16.00 -16.99 Jamb 19.05 -20.64 Panel 16.00 -16.99 Parapet Column 40.65 -26.05 Parapet Girt 32.50 -21.66 Transv Bracing, Facia/Parapet *(43)WIND COEFFICIENTS: * Surf Wind-1 Wind-2 Lon g_Wind Surface * Id Left Right Left Right 1 2 Friction 1 0.35 -0.60 0.71 -0.20 -0.65 -0.65 0.00 2 -0.65 -1.10 -0.29 -0.74 -0.65 -1.10 0.00 3 -0.56 0.38 -0.20 0.71 -0.65 -0.65 0.00 *(44)COLUMN, RAFTER, BRACING DESIGN LOADS: *-Load- ---Live--- -Add-Snow- Wind-1 Wind-2 Long-Wind Column-Wind -Seismic- - Aux-Load *No Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Long Tra n Id Coef 96 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 4 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.0 0 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.0 0 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.0 0 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.0 0 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.0 0 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.0 0 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.0 0 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.0 0 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.0 0 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.0 0 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.0 0 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.0 0 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.0 0 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.0 0 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.0 0 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.0 0 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.0 0 0 0.00 8/26/2021 EwDes-L.out Page 6 60 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.5 2 0 0.00 61 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.0 0 0 0.00 62 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.0 0 0 0.00 63 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7 0 0 0.00 64 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7 0 0 0.00 65 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.0 0 0 0.00 66 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.0 0 0 0.00 67 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.0 0 0 0.00 68 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.0 0 0 0.00 69 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 70 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 71 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 72 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 73 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.0 0 0 0.00 74 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.0 0 0 0.00 75 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 76 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 77 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 78 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 79 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.0 0 0 0.00 80 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.0 0 0 0.00 81 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 82 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 83 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 84 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 85 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.0 0 0 0.00 86 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.0 0 0 0.00 87 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.0 0 0 0.00 88 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.0 0 0 0.00 89 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.0 0 0 0.00 90 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.0 0 0 0.00 91 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.0 0 0 0.00 92 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.0 0 0 0.00 93 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.0 0 0 0.00 94 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.0 0 0 0.00 95 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.5 9 n n nn 8/26/2021 EwDes-L.out Page 8 *(47)ADDITIONAL LOADS: * Add Loc Basic Load Fx Fy Mom Dx Dy Conc *No. Id Id Load Type W1 W2 Co Dll D12 Dist 1 1 2 'U_SNOW I 'D ' -0.174 -0.174 -0.021 0.0000 16.0035 *(48)GIRT LAPS: * Data ------Set_1------- ------Set_2------- ------Set_3------- * Opt Sets Left Right Quan Left Right Quan Left Right Quan _1 0 *(49)GIRT STRAPS: * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 *(50)PANEL SCREWS: * No. Washer *Zone Zone Part Dia Limit Dia -------Spacing------ 3 'INT ' 'H1040 ' 0.216 2.800 0.438 12.000 6.000 0.000 'EDGE' 'H1040 ' 0.216 2.800 0.438 12.000 6.000 0.000 'BASE' 'H1040 ' 0.216 2.800 0.438 12.000 6.000 0.000 *(51)BEAMS: * Bay *No. Id Use Height Offset Locatel Locate2 0 *(52)STEP LOAD COEFFICIENTS: * Basic Location No. ----Step_1--- ----Step_2--- ----Step_3--- *No. Load Use Id Step Locate Coef Locate Coef Locate Coef 0 *(53)ADDITIONAL COLUMNS: *No. Id Locate Type Rot Opt Part Elev 0 *(54)RIGID FRAME COORDINATES: *Frame Frame Flange * Id Type No. X_Coord Y_Coord Width 1 'RF' 6 1.6823 0.0000 5.00 1.6823 10.6156 5.00 1.6823 10.6156 5.00 14.3177 10.3524 5.00 14.3177 10.3524 5.00 14.3177 0.0000 5.00 *(55)DESIGN CODE OPTIONS: *No. Event Condition 0 *(56)DESIGN PLATES: * ----Plate--- --Plate-Size- Bolt Bolt ----Top--- --Bottom-- Plate Bolt *No. Type Id Width Thick Dia Gage Row Space Row Space Offset Edge 0 *(57)GIRT LAYOUT: * Bay -----Extend---- Frame-Opt -Frame-Id- No. Id Locate Type Rot Opt Part Left Right Left Right Left Right 0 *AUXILIARY LOAD DESCRIPTIONS: * Aux * Id Description * 1 Minimum snow load * *ADDITIONAL LOAD DESCRIPTIONS: * Add * Id Description * 1 Minimum snow load surface 2 * * Code files used: 8/26/2021 EwDes-L.out Page 10 GIRT LAYOUT: + ------------ Bay Girt Bay--Offset Design Load ---Max_Load--- Id Id Locate Part Start End Length Weight Width Id UC Report Rot --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 1 1 7.500 08Z054 0.00 16.00 16.00 41.3 6.16 WS 0.77 Moment D WS - 0.6Wind Suction GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 0 GIRT STRENGTH: -------------- Bay Girt Load ----Shear(k )--- --Moment(f-k )-- Mom+ ---Deflect(in)-- Id Id Id Calc Limit UC Calc Limit UC Shear Calc Limit UC --- ---- ---- ----- ----- ---- ----- ----- ---- ----- ----- ----- ---- 1 1 WP 0.47 1.90 0.25 -1.89 4.05 0.47 0.37 -0.26 2.13 0.12 WS -0.52 1.90 0.27 2.03 2.63 0.77 0.40 0.28 2.13 0.13 WP - 0.6Wind_Pressure WS - 0.6Wind Suction UNBRACED LENGTH: ---------------- Reduction Bay Girt ----Minor--- -----Cb---- --Moml/Mom2- Factor Id Id Major Top Bot Top Bot Top Bot Top Bot --- ---- ----- ----- ----- ----- ----- ----- ----- ---- ---- 1 1 16.00 1.00 16.00 1.00 1.14 1.00 1.00 0.00 0.65 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Wall 1 - Wall Panel Design 8/26/21 7:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- PANEL DATA: Bay Rotation Panel Id Part Type Gage Yield Stiffness Height --- -------- ---- ----- ----- --------- ------ 1 CW6-80 CW 26.00 80.0 0.44 12.33 MOMENTS & DEFLECTION: --------------------- --------------Moment(ft-lb/ft)------------- Span Locate(ft) Start Midspan End Max Deflect(in) Id Start End Load Calc Limit Calc Limit Calc Limit UC Calc Limit ---- ----- ----- ---- ----- ----- ----- ----- ----- ----- ---- ----- ----- 1 0.00 7.50 WP 0.0 113.3 -52.4 113.3 61.9 138.5 0.46 -0.19 1.50 WS 0.0 138.5 69.8 138.5 -82.5 113.3 0.73 0.26 1.50 2 7.50 12.33 WP 61.9 138.5 -9.5 113.3 0.0 138.5 0.45 0.01 0.97 WS -82.5 113.3 12.7 138.5 0.0 138.5 0.73 -0.01 0.97 WP - 0.6Wind Pressure WS - 0.6Wind Suction -------------------------------------------------------------------------------- W21K0801A Wall 1 - Panel Zones 8/26/21 7:14am -------------------------------------------------------------------------------- PANEL: Tensile 8/26/2021 EwDes-R.out Page 1 *W21K0801A Endwall Design Input 8/26/21 7:14am *( 1)JOBID: IW21KO801AI *( 2)PROGRAM OPTIONS: * -Wall- Run Run Run Run * Loc Id Col/Raf Girt Brace Panel TRr 3 'Y' IYV IN? 'Y' *( 3)DESIGN CODE: *Design ---Steel-Code--- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS' 'NAUS16 ' 1AISC16' '----' 'IBC ' '18' 'NYBC 20 ' 'B ' *( 4)DESIGN CONSTANTS: * ---Strength_Factors-- * ---Stress_Ratio--- ---Seismic--- * Col/Raf Girt Panel Wind Frame Brace 1.00 1.00 1.00 1.0000 1.0000 1.0000 *( 5)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 42.0 46.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: * -----Rafter----- ---Girt--- --Panel--- * Live Wind Total Column Wall Facia Wall Facia Brace 180. 180. 0. 120. 90. 90. 60. 90. 60. *( 7)REPORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace IV' IV' '2' '3' IV' IV ' *( 8)BUILDING LAYOUT: * ----------Expand_EW---------- * Type Width Length Use Opt Extend Offset Flange 'FF-' 16.0000 32.0000 'Y ' '-' 0.000 16.000 5.000 *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord Offset Opt 3 0.0000 12.0000 8.000 16.0000 12.3333 8.000 16.0000 0.0000 8.000 *(10)BAY SPACING: * No. ---Bay_Set--- *Sets Width Quan 1 16.0000 1 *(11)ROOF & SIDEWALL BAY: * --Roof_Bay-- Frame Left-SW-Bay Right-SW-Bay * No. Width Recess Width Open Width Open 2 16.0000 1.3333 16.0000 'N' 16.0000 'N' *(12)WALL OPENINGS: * ----Bay--- Sill Base Set Panel JambL/JambR/Header/Sill *No. Id Id Offset Type Width Height Height Elev Depth Opt Type Part 0 *(13)WIDE OPENING LAYOUT: *----Open--- Bay_Id --Clear_Opening-- Wedge Stub Column Total *No. Id Type St End Width Height Height Elev Mount Weight 0 *(14)WIDE OPENING & STRUT FRAMING: *-Open- ------Door-Jamb------ Stub Head Back-Brace Strut -Header-Beam- Deflection 8/26/2021 EwDes-R.out Page 3 *(28)WALL PANELS: * Wall ------Insulation----- * Panel Use Thick Part 'CW6-80 I 'O' 0.250 '--------' *(29)LINER PANELS: * --Bay_Id- Flange *No. Start End Height Part Opt 0 *(30)RIGID FRAME: *Frame Interior_Column *Type Type No. Locate 'RF ' '-' 0 *(31)WALL FRAMING OPTIONS: *Panel Diagonal Brace EW_Brace_To_Frame *Shear Bracing Option Height Left Right 'N' 'N' '--' 0.0000 8.0000 8.0000 *(32)WALL BRACING: * Wind Brace No.-Bay Specified * Shear Type Specified Bays-For-Bracing 72.8 'R 1 0 *(33)WALL BRACING ATTACHMENT: * --Bay_Id-- No. * No. Id Start End Level Level-Height 0 *(34)EXTENSION LAYOUT: * Ext Wall --Bay_Id- --Edge_Extend-- Beam *No. Id Id Type Opt Mount Start End Left Right Lap Attach 0 *(35)EXTENSION SIZE: *Ext -----Horizontal-Size----- ---------Vertical-Size-------- * Id Height Width Slope Elev Height Slope Project *(36)EXTENSION GIRTS: * Ext *No. Id Use Type Rot Depth 0 *(37)EXTENSION PANELS: * Ext Angle *No. Id Use Part Rot Spacing 0 *(38)BASIC LOADS: * ---Deflection--- Wind * Dead Collat Live Snow Rain Basic Load Ratio Load * Load Load Load Load Load Wind Snow Wind Seis Factor 3.50 5.00 20.00 54.60 0.00 17.64 1.00 0.38 1.00 0.60 *(39)EDGE ZONE: *----------Endwall----------- ---------Sidewall---------- --------Ratio-------- *-Left_Corner- Right-Corner -Left-Corner- Right Corner Jamb/ * Width Base Width Base Width Base Width Base Girt Panel Column 3.000 0.000 3.000 0.000 3.000 0.000 3.000 0.000 1.07 1.23 1.07 *(40)BASIC LOADS AT EAVE: * Seis Seis Seis --Torsion-- --Extension-- -Additional- * Dead Girt Load Wind Seis Wind Seis Wind Seis 4.00 0.0000 0.37 0.00 0.00 0.00 0.00 0.00 0.00 *(41)LONGITUDINAL BRACING LOADS: * ----Wind----- ---Seismic--- * Horz Vert Horz Vert 0.00 0.00 0.00 0.00 . . Left Column 8/26/2021 EwDes-R.out Page 5 24 i.00 1.60 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.0 0 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.0 0 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.0 0 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.0 0 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.0 0 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.0 0 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.0 0 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.0 0 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.0 0 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.0 0 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.0 0 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.0 0 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.0 0 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.0 0 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.0 0 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.0 0 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.0 0 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.0 0 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.0 0 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.0 0 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.0 0 0 0.00 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.0 0 0 0.00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.0 0 0 0.00 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.0 0 0 0.00 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.0 0 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.0 0 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.0 0 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.0 0 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.0 0 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.0 0 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.0 0 0 0.00 55 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7 0 0 0.00 56 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7 0 0 0.00 57 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.5 2 0 0.00 58 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.5 2 0 0.00 59 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7 n n n nn 8/26/2021 EwDes-R.out Page 7 93 0.00 0.60 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 94 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 95 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 1 1.00 96 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 97 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 98 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 99 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 100 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 101 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.0 0 0 0.00 102 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.0 0 0 0.00 103 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.0 0 0 0.00 104 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7 0 0 0.00 105 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7 0 0 0.00 106 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.5 2 0 0.00 107 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.5 2 0 0.00 108 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7 0 0 0.00 109 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7 0 0 0.00 110 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0.00 *(46)AUXILIARY LOADS: * No. Add Add Load * No. Id Name Combs Id Coef 1 1 'MIN SNOW ' 1 1 1.00 *(47)ADDITIONAL LOADS: * Add Loc Basic Load Fx Fy Mom Dx Dy Conc *No. Id Id Load Type W1 W2 Co D11 D12 Dist 1 1 2 'U SNOW ' 'D ' -0.174 -0.174 0.021 0.0000 16.0035 *(48)GIRT LAPS: * Data ------Set-1------- ------Set-2------- ------Set 3------7 * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' 0 *(49)GIRT STRAPS: * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 *(50)PANEL SCREWS: * No. Washer *Zone Zone Part Dia Limit Dia -------Spacing------ 3 'INT ' 'H1040 ' 0.216 2.800 0.438 12.000 6.000 0.000 'EDGE' 'H1040 10.216 2.800 0.438 12.000 6.000 0.000 'BASE' 'H1040 10.216 2.800 0.438 12.000 6.000 0.000 *(51)BEAMS: * Bay *No. Id Use Height Offset Locatel Locate2 0 *(52)STEP LOAD COEFFICIENTS: 8/26/2021 EwDes-Rout Page 9 -------------- Locate ---Web(in)-- -Flange(in)- Length Weight ----Max_Load---- Id (ft) Part Depth Thick Width Thick (ft) (lb) Id UC Report ------ ------ ----------- ----- ----- ----- ----- ------ ------ --- ---- ------- Coll 0.0 Co12 16.0 Total= 0.0 STRENGTH RATIO: --------------- Load Axial+ Shear+ Max Id Id Axial Shear Moment Moment Moment UC ----- ---- ----- ----- ------ ------ ------ ----- COLUMN REACTIONS: ----------------- Load In-Plane --Out_Plane_Horz-- Id Id Vert(k ) Horz(k ) Base(k ) Roof(k ) ----- ---- -------- -------- -------- -------- COLUMN DEFLECTIONS: ------------------- Load Deflection(in) Id Id Calc Limit ----- ---- ------ ------ UNBRACED LENGTH: ---------------- Major Minor ----KL/R---- Id (ft) (ft) Major Minor ------ ------ ------ ----- ----- LOAD COMBINATIONS: ------------------ -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Wall 3 - Flush Girt Layout 8/26/21 7:14am -------------------------------------------------------------------------------- GIRT LAYOUT: ------------ Bay Girt Bay-Offset Design Load ---Max_Load--- Id Id Locate Part Start End Length Weight Width Id UC Report Rot --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 1 1 7.500 08Z054 0.00 16.00 16.00 41.3 6.16 WS 0.77 Moment D WS - 0.6Wind Suction GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 0 GIRT STRENGTH: -------------- Bay Girt Load ----Shear(k )--- --Moment(f-k )-- Mom+ ---Deflect(in)-- Id Id Id Calc Limit UC Calc Limit UC Shear Calc Limit UC --- ---- ---- ----- ----- ---- ----- ----- ---- ----- ----- ----- ---- 1 1 WP 0.47 1.90 0.25 -1.89 4.05 0.47 0.37 -0.26 2.13 0.12 WS -0.52 1.90 0.27 2.03 2.63 0.77 0.40 0.28 2.13 0.13 WP - 0.6Wind Pressure 8/26/2021 EwDes-R.out Page 11 1 1.00 12.38 0.08 0.23 0.24 0.75 0.33 2 1.00 15.23 0.09 0.23 0.24 0.75 0.41 3 1.00 15.23 0.09 0.23 0.24 0.75 0.41 BASE SCREWS: ------------ Dia Washer Limit Part (in) (in) (k ) -------- ----- ------ ----- H1040 0.22 0.44 2.80 BASE SCREW CHECK: ----------------- Screw Force/Screw Shear Base Space Wind Seis Limit Max Length (ft) (k ) (k ) (k ) UC ------ ----- ----- ----- ----- ---- 0.00 1.00 0.000 0.000 0.213 0.00 W21KO801A Wall 3 - Weight Summary 8/26/21 7:14am Columns = 0.00 Girts = 41.34 Clips = 3.30 Total Weight = 44.64 W21KO801A Wall 3 - Warning Summary 8/26/21 7:14am No Warnings 8/26/2021 RootDes.out Page 2 * Id Bays Id Use Start End Height Type Type Girt Col Part Opt 1 0 2 0 3 0 4 0 *(13)JACK BEAM LAYOUT: * --Bay—Id- No. Id Start End Offset Height 0 *(14)SURFACE EXTENSION/FRAME RECESS: * Surf ---Surf_Ext--- Frame—Recess * Id Left Right Left Right 2 0.0000 0.0000 1.3333 1.3333 *(15)ENDWALL COLUMN/RAFTER: *Wall L_Column R_Column * Id Type Rot Type Rot Rafter 1 I_1 IN' 1_1 IN' ---------- 3 1-/ IN' 1-1 IN' '--------' *(16)PURLINS: * Surf Purlin --Flange_Strap-- Set ----Set_Lap--- * Id Type Offset Project Out In Space Depth Ext Int 2 'ZB' 0.000 0.000 'Y' 'Y' 9.0000 0.000 0.0000 0.0000 *(17)PURLIN SPACING: * Surf Space Peak Max Set No. -Purlin_Set- * Id Opt Space Space Space Sets Space Quan 2 -' 0.0000 5.0000 0.0000 3 1.3333 1 4.0000 3 2.6702 1 *(18)PURLIN SIZE: *Surf Show * Id Id No. Part 2 0 0 *(19)REPLACEMENT PURLINS: * Surf Bay *No. Id Id Id Part 0 *(20)EAVE STRUT: *Wall * Id Type Rot No. Part 2 'EO' 'I' 0 4 'EO' 'I' 0 *(21)WALL GIRT: *Wall Girt Girt * Id Type Part Offset Proj 1 'ZB' '08Z054 10.000 0.000 2 'ZB' '08Z054 1 0.000 0.000 3 'ZB' '08Z054 1 0.000 0.000 4 'ZB' '08Z054 1 0.000 0.000 *(22)GUTTER/SOLDIER COLUMN: *Wall --Gutter-- Soldier—Opt * Id Use Width Rafter Brace 2 'Y' 0.000 4 'N' 0.000 *(2 3)PANELS: * Wall ----Roof—Panel--- -----------Standing—Seam----------- * Panel Part Start Type Height Seam Type Clamp 'CW6-80 ' 'NS4- ' 0.0000 'SF' 3.500 '---------------' 'N' *(24)LINER PANELS: * --Bay_Id- Flange 8/26/2021 RootDes.out Page 4 *No. Id ' Id Type Opt Mount Start End Left Right Left Right Left Right 0 *(37)EXTENSION SIZE: *Ext ----Horizontal-Size---- ---------Vertical-Size-------- --Orient-- *Id Height Width Slope Elev Height Slope Project Beam Panel *(38)EXTENSION PURLINS: * Ext --Flange_Strap-- Set ----Set_Lap--- Peak Max Set *No. Id Loc Type Out In Space Depth Ext Int Space Space Space 0 *(39)EXTENSION EAVE STRUTS/GUTTERS: * Ext --Eave-- --Gutter-- *No. Id Type Rot Use Width 0 *(40)EXTENSION PANELS: * Ext - Standing-Seam *No. Id Loc Part Rot Space Type Height Seam Type Clamp 0 *(41)EXTENSION BRACING: * Ext Run Max-Pan ---Loads--- Brace User-Selected-Bays *No. Id Brace Shear Wind Seis Type No. Bay_Id 0 *(42)WALL BASE ELEVATION/DEAD: *Wall Base Wall Seis --%_Open-- * Id Elev Dead Opt Seis Wind 1 0.00 4.00 'Y' 0.00 0.00 2 0.00 4.00 'Y' 0.00 0.00 3 0.00 4.00 'Y' 0.00 0.00 4 0.00 4.00 'Y' 0.00 0.00 5 0.00 14.50 'Y' 0.00 0.00 *(43)ROOF BASIC LOADS: * ------Deflection------ Wall Seismic * Dead Collat Live Snow Rain Basic Load-Ratio Bent --Friction-- Edge Ld_Rat * Load Load Load Load Load Wind Snow Wind Seis Seis Wind Coef Zone Factor 3.50 5.00 20.00 54.60 0.00 21.66 1.00 0.38 1.00 1.00, 21.66 0.0000 3.000 1.0000 *(44)WIND PRESSURE/SUCTION: * Wind Wind Wind * Press Suct Suct-Roof 16.00 -16.40 Purlins 16.00 -19.05 Interior Roof Panels 12.57 -2.38 -14.95 Long Bracing, Building 17.11 -5.42 Long Bracing,, Wall Edge Zone 32.50 -21.66 17.33 Long Bracing, Facia/Parapet *(45)EXTENSION BASIC LOADS: * -------Purlin_Wind------- --------Panel_Wind-------- *Ext Attach Beam Facia Beam Attach Beam Facia Beam *Id Dead Collat Live Snow Drift Slide Rain Press Suct Press Suct Press Suct Press Suct *(46)ROOF EDGE & CORNER ZONES: *Wind Surf No Zone ---Purlin--- ---Panel---- Screw * Id Id Zone Id Width Length Press Suct Press Suct Suct 1 2 10 1 0.00 0.00 1.00 1.45 1.00 1.74 1.74 . . Interior 7 2.40 7.20 1.00 2.15 1.00 3.13 3.13 . . Corner_Top-Left 8 2.40 7.20 1.00 2.15 1.00 3.13 3.13 . . Corner_Top_Right 9 2.40 7.20 1.00 2.15 1.00 3.13 3.13 . . Corner_Bottom_Right 10 2.40 7.20 1.00 2.15 1.00 3.13 3.13 . . Corner-Bottom-Left 11 4.80 2.40 1.00 2.15 1.00 3.13 3.13 . . Corner-Gable-Top-Left 12 4.80 2.40 1.00 2.15 1.00 3.13 3.13 . . Corner_Gable-Top-Right 13 4.80 2.40 1.00 2.15 1.00 3.13 3.13 . . Corner_Gable_Bottom_Right 14 4..80 2.40 1.00 2.15 1.00 3.13 3.13 . . Corner_Gable_Bottom_Left 15 7.20 7.20 1.00 1.93 1.00 2.30 2.30 . . Exterior 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 . . Interior 8/26/2021 RoolDes.out Page 6 20 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 22 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 23 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 24 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 25 1.03 1.03 0.00 0.75 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 26 1.03 1.03 0.00 0.75 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 27 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 28 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 *(53)EXTENSION LOAD COMBINATIONS, STRENGTH: * No. Load Wind Wind * Load Id Dead Collat Live Snow Drift Slide Rain Press Suct 0 *(54)EXTENSION LOAD COMBINATIONS, DEFLECTION: * No. Load Wind Wind * Load Id Dead Collat Live Snow Drift Slide Rain Press Suct 0 *(55)PANEL LOAD COMBINATIONS, STRENGTH: * No. Load -Add-Snow- ---Windl--- ---Wind2--- Aux Load * Load Id Dead Collat Live Snow Drift Slide Rain Press Suct Press Suct Id Coef 13 1 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 4 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 8 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 *(56)PANEL LOAD COMBINATIONS, DEFLECTION: * No. Load -Add Snow- ---Windl--- ---Wind2--- Aux-Load * Load Id Dead Collat Live Snow Drift Slide Rain Press Suct Press Suct Id Coef 5 14 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 1.8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 *(57)AUXILIARY LOADS: * No.-Add Add-Load * No. Id Name Combs Id Coef 4 1 'MIN_SNOW ' 1 1 1.00 2 'PAT_SL_l ' 1 2 0.50 3 'PAT_SL_2 1 3 0.50 4 'PAT_SL_3 ' 2 2 0.50 3 0.50 *(58)ADDITIONAL LOADS: * Surf Basic Load Load F D ----Surface---- * No. Id Id Load Type Orn W1 W2 D1 D2 Start End 3 1 2 'U_SNOW' 'D 'T' -20.0 -20.0 0.0000 16.0035 0.0000 32.0000 2 0 'U SNOW' 'D 'L' -54.6 -54.6 0.0000 16.0000 0.0000 0.0000 3 0 'U SNOW' 'D ' 'L' -54.6 -54.6 16.0000 32.0000 0.0000 0.0000 *(59)PURLIN LAPS: *Surf Data ------Set-1------- ------Set-2------- ------Set 3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 2 '-' 0 *(60)PURLIN LAPS: Extensions *Ext Data ------Set-1------- ------Set-2------- ------Set-3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 8/26/2021 RoofDes.out Page 8 Hot Rolled Steel AISC16 Cold Formed Steel NAUS16 BUILDING CODE: -------------- Wind Code NYBC 20 (IBC 18) Seismic Zone B MODULUS OF ELASTICITY: ---------------------- Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) W21K0801A Purlin Layout(Surface 2) 8/26/21 7:OOam SURFACE LAYOUT: ---------------- Surface No. Peak Id Length Row Space ------- ------- --- ----- 2 16.003 4 2.670 PURLIN LOCATION: ---------------- Purlin Surf Load Dead Show ------Max—Load------ Id Offset Space Width Load Report Id UC Report Notes ------ ------ ----- ----- ----- ------ --- ---- --------- ------ 1 1.333 1.333 2.667 1.24 14 0.63 Mom+Shr 2 5.333 4.000 4.000 0.83 Y 14 0.94 Mom+Shr 3 9.333 4.000 4.000 0.83 14 0.94 Mom+Shr 4 13.333 4.000 3.335 0.99 2 0.79 Mom+Shr 16.003 2.670 Average= 0.95 LAYOUT: Bay Design ---Lap(ft)-- No. Unit Total Id Part Length Left Right Strap Weight Weight ---- -------- ------ ----- ----- ----- ------ ------ LExt 08Z060 1.33 0 3.8 15.3 1 08Z060 14.67 2.44 2 49.1 196.5 2 08Z060 14.67 2.44 2 49.1 196.5 RExt 08Z060 1.33 0 3.8 15.3 Total(lb)= 105.9 423.6 LOAD COMBINATIONS: ------------------ 2 - Dead+Collateral+Snow 14 - Dead+Collateral+Snow/2+PAT_SL_3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Purlin(Surface 2, Id 2) 8/26/21 7:OOam -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- ------------------------------ ROOF PURLIN Surface Id = 2 Purlin Id = 2 Offset = 5.33 ----------------: (Purlin Id= 2) : ----------------------- Available Design Reduction 8/26/2021 RoofDes.out Page 10 --------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.15 0.00 0.03 0.67 0.10 1 0.60 -0.79 -1.07 0.10 -1.48 5.26 1.29 3.56 2 1.07 0.79 -0.60 3.56 1.29 -1.48 9.40 0.10 RExt 0.15 0.00 0.10 0.03 0.67 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.15 2.61 0.06 RSup 0.10 4.18 0.02 RSup 0.06 0.06 1 RLap -0.79 2.61 0.30 RSup 1.78 4.78 0.37 RSup 0.43 -0.15 2 LLap 0.79 2.61 0.30 LSup 1.78 4.78 0.37 LSup 0.43 -0.15 RExt LSup 0.15 2.61 0.06 LSup 0.10 4.18 0.02 LSup 0.06 0.06 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.37 2.65 1.89 0.19 2 0.37 2.65 1.89 0.19 LOAD ID 4 - Dead+Collateral+0.75Live: --------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.13 0.00 0.02 0.67 0.08 1 0.49 -0.65 -0.88 0.08 -1.22 5.26 1.06 2.94 2 0.88 0.65 -0.49 2.94 1.06 -1.22 9.40 0.08 RExt 0.13 0.00 0.08 0.02 0.67 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.13 2.61 0.05 RSup 0.08 3.79 0.02 RSup 0.05 0.05 1 RLap -0.65 2.61 0.25 RSup 1.47 4.78 0.31 RSup 0.35 -0.13 2 LLap 0.65 2.61 0.25 LSup 1.47 4.78 0.31 LSup 0.35 -0.13 RExt LSup 0.13 2.61 0.05 LSup 0.08 3.79 0.02 LSup 0.05 0.05 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.30 2.65 1.89 0.16 2 0.30 2.65 1.89 0.16 LOAD ID 5 - Dead+Collateral+0.75Snow: --------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.26 0.00 0.04 0.67 0.18 1 1.04 -1.38 -1.86 0.18 -2.56 5.26 2.24 6.18 8/26/2021 RoofDes.out Page 12 2 LLap -0.43 2.61 0.17 MidS 0.80 3.81 0.21 LSup 0.23 0.08 RExt LSup -0.09 2.61 0.04 LSup -0.06 4.31 0.01 LSup 0.04 -0.03 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.20 2.65 1.89 0.11 2 0.20 2.65 1.89 0.11 LOAD ID 8 - Dead+Collateral+0.75Live+0.45Wind Pressurel: ---------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.16 0.00 0.03 0.67 0.11 1 0.65 -0.86 -1.15 0.11 -1.59 5.26 1.39 3.84 2 1.15 0.86 -0.65 3.84 1.39 -1.59 9.40 0.11 RExt 0.16 0.00 0.11 0.03 0.67 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.16 2.61 0.06 RSup 0.11 4.18 0.03 RSup 0.07 0.06 1 RLap -0.86 2.61 0.33 RSup 1.92 4.78 0.40 RSup 0.46 -0.17 2 LLap 0.86 2.61 0.33 LSup 1.92 4.78 0.40 LSup 0.46 -0.17 RExt LSup 0.16 2.61 0.06 LSup 0.11 4.18 0.03 LSup 0.07 0.06 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.39 2.65 1.89 0.21 2 0.39 2.65 1.89 0.21 LOAD ID 9 - Dead+Collateral+0.75Snow+0.45Wind Pressurel: ---------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.30 0.00 0.05 0.67 0.20 1 1.19 -1.58 -2.13 0.20 -2.93 5.26 2.56 7.08 2 ' 2.13 1.58 -1.19 7.08 2.56 -2.93 9.40 0.20 RExt 0.30 0.00 0.20 0.05 0.67 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.30 2.61 0.12 RSup 0.20 4.18 0.05 RSup 0.12 0.12 1 RLap -1.58 2.61 0.61 RSup 3.54 4.78 0.74 RSup 0.85 -0.31 2 LLap 1.58 2.61 0.61 LSup 3.54 4.78 0.74 LSup 0.85 -0.31 RExt LSup 0.30 2.61 0.12 LSup 0.20 4.18 0.05 LSup 0.12 0.12 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear Uc Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 8/26/2021 RoolDes.out Page 14 Id •Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.06 0.00 0.01 0.67 0.04 1 0.25 -0.33 -0.44 0.04 -0.61 5.26 0.53 1.46 2 0.44 0.33 -0.25 1.46 0.53 -0.61 9.40 0.04 RExt 0.06 0.00 0.04 0.01 0.67 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.06 2.61 0.02 RSup 0.04 3.79 0.01 RSup 0.03 0.02 1 RLap -0.33 2.61 0.13 RSup 0.73 4.78 0.15 RSup 0.17 -0.06 2 LLap 0.33 2.61 0.13 LSup 0.73 4.78 0.15 LSup 0.17 -0.06 RExt LSup 0.06 2.61 0.02 LSup 0.04 3.79 0.01 LSup 0.03 0.02 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.15 2.65 1.89 0.08 2 0.15 2.65 1.89 0.08 LOAD ID 13 - 0.6Dead+0.6Wind Suctionl: --------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 0.10 0.00 -0.02 0.67 -0.07 1 -0.36 0.47 0.64 -0.07 0.67 5.35 -0.76 -2.11 2 -0.64 -0.47 0.36 -2.11 -0.76 0.87 9.32 -0.07 RExt -0.10 0.00 -0.07 -0.02 0.67 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup 0.10 2.61 0.04 RSup -0.07 4.31 0.02 RSup 0.04 -0.03 1 RLap 0.47 2.61 0.18 MidS 0.87 3.81 0.23 RSup 0.25 0.09 2 LLap -0.47 2.61 0.18 MidS 0.87 3.81 0.23 LSup 0.25 0.09 RExt LSup -0.10 2.61 0.04 LSup -0.07 4.31 0.02 LSup 0.04 -0.03 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- =----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.22 2.65 1.89 0.11 2 0.22 2.65 1.89 0.11 LOAD ID 14 - Dead+Collateral+Snow/2+PAT_SL_3: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.34 0.00 0.06 0.67 0.22 1 1.33 -1.76 -2.37 0.22 -3.27 5.26 2.85 7.89 2 2.37 1.76 -1.33 7.89 2.85 -3.27 9.40 0.22 RExt 0.34 0.00 0.22 0.06 0.67 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) 8/26/2021 RoolDes.out Page 16 Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear Uc ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.63 2.65 1.89 0.34 2 0.63 2.65 1.89 0.34 DEFLECTION: LOAD ID 17 - Live: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.04 1 7.33 -0.11 1.17 0.09 2 7.33 -0.11 1.17 0.09 RExt 1.33 0.04 LOAD ID 18 - Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.11 1 7.33 -0.29 1.17 0.25 2 7.33 -0.29 1.17 0.25 RExt 1.33 0.11 LOAD ID 19 - MIN SNOW: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.04 1 7.33 -0.11 1.17 0.09 2 7.33 -0.11 1.17 0.09 RExt 1.33 0.04 LOAD ID 20 - Dead+Collateral+Live: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.06 1 7.33 -0.15 1.17 0.13 2 7.33 -0.15 1.17 0.13 RExt 1.33 0.06 LOAD ID 21 - Dead+Collateral+Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 1 7.33 -0.34 1.17 0.29 2 7.33 -0.34 1.17 0.29 RExt 1.33 0.13 LOAD ID 22 - Dead+Collateral+MIN_SNOW: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.06 1 7.33 -0.15 1.17 0.13 2 7.33 -0.15 1.17 0.13 RExt 1.33 0.06 LOAD ID 23 - Dead+0.38Wind_Pressurel: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.02 1 7.33 -0.05 1.17 0.04 2 7.33 -0.05 1.17 0.04 8/26/2021 RootDes.out Page 18 2 Center 1 5.3 29.6 216.3 0.14 3.2 -16.7 309.4 0.05 2 5.3 78.1 216.3 0.36 3.2 -43.9 309.4 0.14 3 5.3 29.6 216.3 0.14 3.2 -16.7 309.4 0.05 4 5.3 22.6 216.3 0.10 3.2 -12.7 309.4 0.04 5 5.3 59.0 216.3 0.27 3.2 -33.2 309.4 0.11 6 5.3 15.0 216.3 0.07 3.2 -8.5 309.4 0.03 7 5.3 -35.3 309.4 0.11 3.2 19.8 216.3 0.09 8 5.3 32.7 216.3 0.15 3.2 -18.4 309.4 0.06 9 5.3 -5.0 309.4 0.02 3.2 2.8 216.3 0.01 10 5.3 69.1 216.3 0.32 3:2 -38.8 309.4 0.13 11 5.3 31.3 216.3 0.14 3.2 -17.6 309.4 0.06 12 5.3 14.4 216.3 0.07 3.2 -8.1 309.4 0.03 13 5.3 -35.9 309.4 0.12 3.2 20.2 216.3 0.09 2 Right 1 5.3 29.6 216.3 0.14 3.2 -16.7 309.4 0.05 2 5.3 78.1 216.3 0.36 3.2 -43.9 309.4 0.14 3 5.3 29.6 216.3 0.14 3.2 -16.7 309.4 0.05 4 5.3 22.6 216.3 0.10 3.2 -12.7 309.4 0.04 5 5.3 59.0 216.3 0.27 3.2 -33.2 309.4 0.11 6 5.3 15.0 216.3 0.07 3.2 -8.5 309.4 0.03 7 5.3 -45.1 309.4 0.15 3.3 28.3 216.3 0.13 8 5.3 32.7 216.3 0.15 3.2 -18.4 309.4 0.06 9 13.3 -13.3 309.4 0.04 11.3 9.2 216.3 0.04 10 5.3 69.1 216.3 0.32 3.2 -38.8 309.4 0.13 11 9.3 24.3 216.3 0.11 7.2 -13.4 309.4 0.04 12 5.3 14.4 216.3 0.07 3.2 -8.1 309.4 0.03 13 5.3 -45.8 309.4 0.15 3.3 28.7 216.3 0.13 PANEL DEFLECTION: ----------------- Surf Load -----Deflection(in)----- Id Area Id Offset Calc Limit Ratio ---- -------- ---- ------ ----- ----- ----- 2 Left 14 3.3 0.00 0.80 0.00 15 3.3 -0.01 0.80 0.01 16 3.3 0.00 0.80 0.00 17 3.3 0.00 0.80 0.00 18 3.3 0.01 0.80 0.01 2 Center 14 3.3 0.00 0.80 0.00 15 3.3 -0.01 0.80 0.01 16 3.3 0.00 0.80 0.00 17 3.3 0.00 0.80 0.00 18 3.3 0.00 0.80 0.01 2 Right 14 3.3 0.00 0.80 0.00 15 3.3 -0.01 0.80 0.01 16 3.3 0.00 0.80 0.00 17 3.3 0.00 0.80 0.00 18 3.3 0.01 0.80 0.01 LOAD COMBINATION: ----------------- Load Id Description ---- ----------- 1 Dead+Live 2 Dead+Snow 3 Dead+MIN_SNOW 4 Dead+0.75Live 5 Dead+0.75Snow 6 Dead+0.6Wind_Pressurel 7 Dead+0.6Wind_Suctionl 8 Dead+0.75Live+0.45Wind_Pressurel 9 Dead+0.75Live+0.45Wind_Suctionl 10 Dead+0.75Snow+0.45Wind_Pressurel 11 Dead+0.75Snow+0.45Wind_Suctionl 12 0.6Dead+0.6Wind_Pressurel 13 0.6Dead+0.6Wind_Suctionl 14 Live 15 Snow 16 MIN_SNOW 17 Dead+Wind_Pressurel 18 Dead+Wind Suctionl 8/26/2021 RoofDes.out Page 20 Seismic = 7.26 W21K0801A Sidewall Diagonal Bracing 8/26/21 7:OOam PANEL SHEAR: ------------ Wall Base Wind Seismic Id Length Calc Calc Limit ---- ------ ----- ------- ----- 2 32.0 32.5 70.8 72.8 4 16.0 0.0 0.0 72.8 DIAGONAL BRACING: ----------------- Brace_Tension(k ) Wall Bay Brace-Locate ------Diag_Brace---- ----Wind--- --Seismic-- Max Id Id Bot Top Type Size Part Calc Limit Calc Limit UC KL/R ---- ----- ----- ----- ---- ------ -------- ----- ----- ----- ----- ---- ---- 2 1 0.0 12.0 R 0.625 RD05- 1.26 7.35 2.74 7.35 0.37 4 Torsional bracing used! BOTTOM DIAGONAL BRACE REACTIONS: -------------------------------- Wall Bay Col --Wind_Max(k )-- Seismic_Max(k ) Id Id Id Horz Vert(+/-) Horz Vert(+/-) ---- --- --- ----- --------- ----- --------- 2 1 1 -1.04 0.71 -0.91 0.62 2 1 2 1.04 0.71 0.91 0.62 LOAD COMBINATIONS: ------------------ -(Wind ) - Dead+0.6Wind_Longl 9(Seismic) - 1.04Dead+0.7Seismic_Long -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Bracing Deflection 8/26/21 7:OOam ROOF ATTACHMENT DEFLECTION: --------------------------- Span/Deflect Wall Attach Deflection(in) ----Wind--- --Seismic-- Id Locate Wind Seismic Calc Limit Calc Limit ---- ------ ----- ------- ----- ----- ----- ----- 1 0.0 0.03 0.11 4664 60 1360 50 1 8.0 0.02 0.10 6148 60 1463 50 1 16.0 0.02 0.08 9139 60 1858 50 WALL DEFLECTION AT EAVE: ------------------------ Span/Deflect Wall Wall Deflection(in) ----Wind--- --Seismic-- Id Height Wind Seismic Calc Limit Calc Limit ---- ------ ----- ------- ----- ----- ----- ----- 2 12.0 0.02 0.08 9139 60 1858 50 4 12.3 0.03 0.11 4664 60 1360 50 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Purlin Strut, Longitudinal Load 8/26/21 7:OOam -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Surf Brace Purl Bay Purlin Load -Axial(k )- Moment(f-k ) -Axl+Mom- Max Max Unbrace Id Locate Id Id Part Id Calc Limit Calc Limit Loc UC UC KL/R Minor 8/26/2021 RoofDes.out Page 22 Bay -Axial-Calc- Axial Wall Bay Eave Width Load Wind Seis Limit Max Max Id Id Part (ft) Id (k ) (k ) (k ) UC KL/r ---- --- -------- ----- ---- ----- ----- ----- ----- ---- 4 2 95E060 16.00 9 0.42 0.63 15.90 0.04 0 4 1 95E060 16.00 2 0.42 0.33 15.90 0.03 0 W21K0801A Strut Bolts 8/26/21 7:OOam RAFTER CONNECTION: ------------------ Back_SW Front-SW Location Purlin Eave Strut Eave Strut -------- ----------- ----------- ----------- RF Welded Clip Direct Bolt Direct Bolt EAVE STRUTS: ------------ Wall Frm_Line ----Bolt-Selected--- ---Bolt_Capacity(k )--- Dt_Bolt Id Id Type No. Type Dia Wshr Calc Shear Bear Ratio Id ---- --- ---- --- ----- ----- ---- ----- ----- ----- ----- ------- 2 1 RF 2 A325 0.500 1 2.24 10.60 5.04 0.44 77 2 2 RF 2 A325 0.500 1 2.24 10.60 5.04 0.44 77 2 3 RF 2 A325 0.500 1 0.41 10.60 5.04 0.08 77 4 1 RF 2 A325 0.500 1 0.63 10.60 5.04 0.12 77 4 2 RF 2 A325 0.500 1 0.63 10.60 5.04 0.12 77 4 3 RF 2 A325 0.500 1 0.42 10.60 5.04 0.08 77 PURLINS: ------Bolt_Capacity(k )------ Surf Frm_Line Brace ----Bolt-Selected--- ---Shear--- --Bearing-- Dt_Bolt Id Id Type Loc No. Type Dia Wshr Calc Limit Calc Limit Ratio Id ---- --- ---- ----- --- ----- ----- ---- ----- ----- ----- ----- ----- ------- 2 1 RF 5.33 4 A307 0.500 0 0.21 10.60 0.21 7.56 0.03 71 2 2 RF 5.33 4 A307 0.500 0 0.21 10.60 0.17 15.12 0.02 71 2 3 RF 5.33 4 A307 0.500 0 0.00 10.60 0.00 7.56 0.00 71 2 1 RF 9.33 4 A307 0.500 0 0.43 10.60 0.43 7.56 0.06 71 2 2 RF 9.33 4 A307 0.500 0 0.43 10.60 0.35 15.12 0.04 71 2 3 RF 9.33 4 A307 0.500 0 0.00 10.60 0.00 7.56 0.00 71 W21K0801A Roof Panel Zones 8/26/21 7:OOam PANEL: Tensile Thick Yield Strength Part (in) (ksi ) (ksi ) -------- ----- ------- -------- NS4- 0.022 50.00 65.00 PANEL ZONE LAYOUT: ------------------ -Purlin(ft,in)- Panel Surf ------Zone------ ---Locate(ft)-- --Surface(ft)-- Bay Load Min Zone Id Id Description Start End Offsetl Offset2 Id Id Width Thick (ft) ---- -- ------------- ------- ------- ------- ------- --- --- ----- ----- ----- 2 1 Interior 7.20 24.80 7.20 8.80 2 0 0.00 0.060 0.00 2 7 Lt top corner 0.00 7.20 0.00 2.40 1 1 2.67 0.060 4.00 2 8 Rt top corner 24.80 32.00 0.00 2.40 2 1 2.67 0.060 4.00 2 9 Rt bot corner 24.80 32.00 13.60 16.00 2 4 3.34 0.060 2.67 8/26/2021 RtDes-Lout Page 1 *W21K0801A Rigid Frame Design Input 8/26/21 7:12am *( 1)JOBID: 'W21K0801A' *( 2)FRAME DESIGN OPTIONS: *--Frame- -------Frame-Space------- Section Splice Web-Stiffener P *Id Type L_Col R_Col Rafter Space Fix Use Ratio Side Delta 1 'RFE' 8.7500 8.7500 8.7500 2.0000 1.00 'N' 0.00 'Y ' 'DA' *( 3)OPTIMIZATION OPTIONS: *Plate Depth Frame -L_Col_Depth_Opt- -R_Col_Depth_Opt- Rafter-Depth-Opt * Opt Opt Sym Typ Min Max Typ Min Max Typ Min Max 'Y' 'N' 'N' IT ' 12.00 58.00 IT ' 12.00 58.00 IT ' 12.00 58.00 *( 4)DESIGN CODE: *Design ---Steel-Code--- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS ' 'NAUS16 ' 'AISC16' '----' 'IBC ' 118' 'NYBC 20 ' 'B ' *( 5)DESIGN CONSTANTS: * ---Strength-Factor--- ----Stress_Ratio---- ---Seismic--- * Frame Col EP BP Wind Frame SpcEP 1.00 1.00 0.90 1.00 1.0000 1.0000 1.0000 *( 6)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 42.0 46.0 50.0 55.0 55.0 *( 7)DEFLECTION LIMITS: * --Vertical-- -------Horizontal------- -Weak-Axis- Live Total Total Seis Crane Floor Wind Seis 180.0 0.0 60.0 50.0 100.0 0.0 60.0 50.0 *( 8)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Diag * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React Brace 'Y' 'Y' '4' 'Y' 'Y' 'N' 'N' 'Y' 'N' 'N' ON' 'N' *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord Offset 3 0.0000 12.3333 8.000 16.0000 • 12.0000 8.000 16.0000 0.0000 8.000 *(10)MEMBER DEPTHS: *Surf ----Depth---- No. --Interior-Depth- Id Start End Dep Locate Depth 1 12.000 12.000 0 2 12.000 12.000 0 3 12.000 12.000 0 *(11)MEMBER SPLICES: *Surf * Id No. Locate Type 1 0 2 1 0.0000 'VEE ' 3 1 0.0000 'VEE ' *(12)SEGMENT PLATES: * Surf Mem ---Segment-- Member Flange ----Plate_Thickness--- *No. Id Id Id Length Part Width Web OS_Flg IS_Flg 3 1 1 1 0.0000 '--------' 5.000 0.1345 0.1875 0.1875 2 2 2 0.0000 '--------' 5.000 0.1345 0.1875 0.1875 3 3 3 0.0000 '--------' 5.000 0.1345 0.1875 0.1875 *(13)INTERIOR COLUMNS: 8/26/2021 R1Des-Lout Page 3 *(26)BASIC LOADS AT EAVE: *Seismic Weak_Axis_L Weak_Axis_R --Torsion-- --EW_Brace- --Extension-- -Additional- Load Wind Seis Wind Seis Wind Seis Wind Seis Wind Seis Wind Seis 0.18 0.00 0.00 0.00 0.00 0.95 0.71 0.00 0.00 0.00 0.00 0.00 0.00 *(27)WIND COEFFICIENT: *Surf --Wind_1--- --Wind_2--- Long-Wind Surface * Id Left Right Left Right 1 2 Friction 1 0.35 -0.56 0.71 -0.20 -0.65 -0.65 0.00 2 -0.65 -1.10 -0.29 -0.74 -0.65 -1.10 0.00 3 -0.56 0.35 -0.20 0.71 -0.65 -0.65 0.00 *(28)LONGITUDINAL BRACING LOAD: *----Wind----- ---Seismic--- * Horz Vert Horz Vert 0.00 0.00 0.00 0.00 Left Column 1.73 1.18 1.29 0.88 Right Column *(29)DESIGN LOADS:Strength * --------------------Load-Coefficients------------------- ---Live--- -Add-Snow- --Wind_1-- --Wind_2-- Lon g_Wind -Seismic-- Aux-Load *No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt 1 2 Long Iran Temp I d Coeff 56 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8/26/2021 R1Des-Lout Page 5 *No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt 1 2 Long Tran Temp I d Coeff 28 57 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 58 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 59 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 60 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 61 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 62 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 63 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 64 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 65 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 66 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 67 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 68 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 69 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 70 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 71 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 72 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 73 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 74 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 75 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 76 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 0 0.00 77 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 78 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0 0.00 79 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 80 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 81 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 82 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 83 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 84 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 *(31)DESIGN LOADS:Special * --------------------Load-Coefficients------------------- *Load ---Live--- -Add Snow- --Wind_1-- --Wind_2-- Long_Wind -Se ismic-- Aux Load *No. Id Use Code Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt 1 2 Lon g Tran Temp Id Coeff 12 85 'EP' '---------' 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.70 0.00 0 0.00 86 'EP- '---------' 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 -0.70 0.00 0 0.00 87 'EP- '---------' 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7 n n nn n nn n n nn 8/26/2021 Mes-Lout Page 7 0 *(42)LINER: *---Wall_Height--- * F_SW B_SW Roof 0.0000 0.0000 'N' *(43)STEPPED LOAD COEFFICIENTS: * Basic Loc No. ----Step_1--- ----Step_2--- ----Step_3--- *No. Load Id Step Locate Coef Locate Coef Locate Coef 0 *(44)ADDITIONAL COLUMNS: *No. Id Type Rot Opt Part Elev 0 *(45)DESIGN CODE OPTIONS: *No. Event Condition 0 *AUXILIARY LOAD DESCRIPTIONS: * Aux * Id Description * 1 Minimum snow load * *ADDITIONAL LOAD DESCRIPTIONS: * Add * Id Description * 1 Minimum snow load surface2 * * Code files used: * NY_NYBC.20 * RF_IBC.18 Version 4.0 * *DS_RFDEP.Siz *Surface Span --Required- -----------Selected---------- * Id Id Type Span Type Span #Depth #Splice * 1 1 W 12.3 No record selected * 2 1 S 16.0 S 20.0 0 0 * 3 1 W 12.0 No record selected * Frame Symmetry Changed to 'N' due to: * # of Surfaces -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Frame 1 - Design Code 8/26/21 7:13am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STRUCTURAL CODE: ---------------- Design Basis WS - Working Stress Hot Rolled Steel AISC16 Cold Formed Steel NAUS16 BUILDING CODE: -------------- Wind Code NYBC 20 (IBC 18) Seismic Zone B MODULUS OF ELASTICITY: ---------------------- Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) W21K0801A Frame 1 - Base Plates and Anchor Bolt 8/26/21 7:13am DESIGN CONSTANTS: ----------------- Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.10 (ksi ) 8/26/2021 Mes-Lout Page 9 1 VEE Top 56 0.0 1.0 6.3 5 0.5 3.6 4.1 0.177 0.262 0.16 Bot 55 0.0 -1.0 -6.2 29 0.3 2.0 -0.1 0.176 0.248 0.16 2 VEE Top 55 0.0 -1.0 6.4 6 0.5 -3.6 4.1 0.179 0.265 0.16 Bot 56 0.0 1.0 -6.4 31 0.2 -1.8 -0.2 0.179 0.253 0.16 ---Unity_Check--- Splice Thick Dia_Required EP Bolt Bolt Id Typ Req Top Bot Bend Top Bot ------ ----- ----- ----- ----- ----- ----- 1 VEE 0.18 0.262 0.248 0.22 0.16 0.16 2 VEE 0.18 0.265 0.253 0.23 0.16 0.16 WELDS: Outside_Flange_To_Bep Inside_Flange_To_Bep -----Web_To_Bep------ Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Limit Size Typ Calc Limit Size Typ Calc Limit -- ---- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- 1 L 0.188 F2 0.64 4.18 (a) G1 1.25 55.00 0.188 Fl 0.30 2.78 1 R 0.188 F2 0.64 4.18 0.188 F2 0.63 4.18 0.188 F1 0.30 2.78 2 L 0.188 F2 0.65 4.18 0.188 F2 0.65 4.18 0.188 F1 0.30 2.78 2 R 0.188 F2 0.65 4.18 (a) G1 1.29 55.00 0.188 F1 0.30 2.78 (a)Full penetration groove weld LOAD COMBINATIONS: ------------------ 5 - Dead+Collateral+Snow 6 - Dead+Collateral+Snow 29 - Dead+Collateral+0.75Snow+0.45Wind_Leftl 31 - Dead+Collateral+0.75Snow+0.45Wind_Rightl 55 - 0.02Dead+1.75Seismic_Long 56 - 0.02Dead-1.75Seismic_Long W21KO801A Frame 1 - Bearing Stiffeners 8/26/21 7:13am Stiffener Yield = 50.0 (ksi ) STIFFENER SIZE: --------------- ----Stiffener--- --Web(in)-- ----Stiffener_Size(in)--- Location Offset Depth Thick Width Thick Length No. -------- ------ ----- ----- ----- ----- ------ --- Lt Col 0.0 12.00 0.134 3.00 0.250 11.80 1 Rt Col 16.0 12.00 0.134 3.00 0.250 11.80 1 STIFFENER DESIGN: ----------------- ----Tension(k )--- --Compression(k )- Max Location Load Calc Limit Load Calc Limit UC -------- ---- ----- ----- ---- ----- ----- ---- Lt Col 55 4.9 44.9 56 10.0 58.5 0.17 Rt Col 56 5.0 44.9 55 10.0 58.5 0.17 WELDS: ---Stiff_To_Flg/EP--- -----Stiff_To_Web---- Stiffener Shear(k/in ) Shear(k/in ) Location Size Typ Calc Limit Size Typ Calc Limit ---------- ----- --- ----- ----- ----- --- ----- ----- Lt Col 0.188 F1 0.81 4.18 0.188 Fl 0.42 2.78 Rt Col 0.188 Fl 0.84 4.18 0.188 F1 0.42 2.78 LOAD COMBINATIONS: ------------------ 55 - 0.02Dead+1.75Seismic_Long 56 - 0.02Dead-1.75Seismic_Long 8/26/2021 RfDes-Lout Page 11 -----,Actions----- Web Web Shear Web Shear Axial Moment Shear Thick Limit Thick Limit Locate Id (k ) (f-k ) (k ) (in) (k ) (in) (k ) UC Note ------ --- ----- ------ ----- ----- ----- ----- ----- ---- ------------- Lt Col 56 0.0 6.3 6.3 0.134 28.4 0.134 28.4 0.22 AISC G2-1 Rt Col 56 0.0 -6.4 6.4 0.134 28.7 0.134 28.7 0.22 AISC G2-1 REQUIRED WEB DESIGN: -------------------- Locate h av Kv Cv ------ ----- ----- ----- ----- Lt Col 12.00 12.13 9.90 0.89 Rt Col 12.00 11.88 10.10 0.90 LOAD COMBINATIONS: ------------------ 56 - 0.02Dead-1.75Seismic_Long -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Frame 1 - Design Summary 8/26/21 7:13am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- FRAME: Id = 1 Type = RF Line Id = 1 3 Load Width= 8.75 UC Limit= 1.00 KL/R Limit= 200.00 MEMBERS: -----Max_Axial+Moment---- Srf Mem Seg --Flange- Web-Depth -Plate-Thickness- --Max-Shear- ----O-Flg--- ----I-Flg--- Max Id Id Id Len Wid Strt End Web O-flg I-flg Id Ld Ucv Id Ld Uco Id Ld Uci KL/R --- --- --- ---- ---- ---- ---- ----- ----- ----- --- --- ---- --- --- ---- --- --- ---- ---- 1 1 1 11.6 5.0 12.0 12.0 0.134 0.188 0.188 1 31 0.04 10 55 0.17 10 32 0.23 120 2 2 2 13.7 5.0 12.0 12.0 0.134 0.188 0.188 11 5 0.17 15 5 0.21 21 55 0.18 90 3 3 3 11.3 5.0 12.0 12.0 0.134 0.188 0.188 31 29 0.04 22 56 0.20 22 30 0.25 117 No. Cycles For Plate Optimization= 3 LOAD COMBINATIONS: ------------------ #- Controlling Load Combination In Design Summary 1 - Dead+Collateral 2 - Dead+Collateral 3 - Dead+Collateral+Live 4 - Dead+Collateral+Live 5#- Dead+Collateral+Snow 6 - Dead+Collateral+Snow 7 - Dead+Collateral+MIN_SNOW 8 - Dead+Collateral+MIN_SNOW 9 - Dead+Collateral+0.75Live 10 - Dead+Collateral+0.75Live 11 - Dead+Collateral+0.75Snow 12 - Dead+Collateral+0.75Snow 13 - Dead+0.6Wind_Leftl 14 - Dead+0.6Wind Left2 15 - Dead+0.6Wind_Rightl 16 - Dead+0.6Wind_Right2 17 - Dead+0.6Wind_Longl 18 - Dead-0.6Wind_Longl 19 - Dead+0.6Wind_Long2 20 - Dead-0.6Wind_Long2 21 - Dead+Collateral+0.75Live+0.45Wind Leftl 8/26/2021 R1Des-Lout Page 13 2 89.2 260.0 13.3 0.188 0.134 1.7 10.0 3 89.2 260.0 13.3 0.188 0.134 1.7 10.0 FRAME AREA: Frame Area= 36.78 Building Area= 194.67 Ratio= 0.19 WEIGHTS: Member 1 2 3 ---------- ----- ----- ----- Weight (lb) 140 150 137 Total Weight (lb) Frame = 427 Splice Plate = 46 Base Plate = 21 494 REACTIONS - Sidewall Columns: ----------------------------- Load ----------Left-Column---------- ----------Right-Column--------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) ---- ------ ------- ------- -------- ------ ------- ------- -------- 1 0.07 0.81 0.00 0.00 -0.07 0.80 0.00 0.00 2 0.07 0.81 0.00 0.00 -0.07 0.80 0.00 0.00 3 0.23 2.23 0.00 0.00 -0.23 2.19 0.00 0.00 4 0.23 2.21 0.00 0.00 -0.23 2.21 0.00 0.00 5 0.49 4.67 0.00 0.00 -0.49 4.59 0.00 0.00 6 0.49 4.63 0.00 0.00 -0.49 4.64 0.00 0.00 7 0.23 2.23 0.00 0.00 -0.23 2.19 0.00 0.00 8 0.23 2.21 0.00 0.00 -0.23 2.21 0.00 0.00 9 0.19 1.88 0.00 0.00 70.19 1.84 0.00 0.00 10 0.19 1.86 0.00 0.00 -0.19 1.86 0.00 0.00 11 0.39 3.71 0.00 0.00 -0.39 3.64 0.00 0.00 12 0.39 3.67 0.00 0.00 -0.39 3.68 0.00 0.00 13 -0.61 -0.71 0.00 0.00 -0.67 0.44 0.00 0.00 14 -0.77 -0.38 0.00 0.00 -0.51 0.77 0.00 0.00 15 0.59 -0.01 0.00 0.00 0.63 -1.07 0.00 0.00 16 0.42 0.31 0.00 0.00 0.80 -0.74 0.00 0.00 17 0.06 -0.59 0.00 0.00 -0.63 -0.39 1.04 0.00 18 0.06 -0.59 0.00 0.00 -0.63 1.03 0.00 0.00 19 0.56 -0.10 0.00 0.00 -0.01 -1.69 1.04 0.00 20 0.56 -0.10 0.00 0.00 -0.01 -0.28 0.00 0.00 21 -0.29 0.98 0.00 0.00 -0.67 1.85 0.00 0.00 22 -0.42 1.23 0.00 0.00 -0.54 2.09 0.00 0.00 23 0.60 1.52 0.00 0.00 0.31 0.70 0.00 0.00 24 0.48 1.76 0.00 0.00 0.44 0.95 0.00 0.00 25 0.21 1.08 0.00 0.00 -0.63 1.22 0.78 0.00 26 0.21 1.07 0.00 0.00 -0.63 2.29 0.00 0.00 27 0.58 1.45 0.00 0.00 -0.17 0.23 0.78 0.00 28 0.58 1.45 0.00 0.00 -0.17 1.30 0.00 0.00 29 -0.09 2.80 0.00 0.00 -0.87 3.66 0.00 0.00 30 -0.22 3.05 0.00 0.00 -0.74 3.91 0.00 0.00 31 0.80 3.34 0.00 0.00 0.11 2.50 0.00 0.00 32 0.68 3.59 0.00 0.00 0.24 2.75 0.00 0.00 33 0.41 2.89 0.00 0.00 -0.83 3.04 0.78 0.00 34 0.41 2.89 0.00 0.00 -0.83 4.10 0.00 0.00 35 0.78 3.28 0.00 0.00 -0.37 2.04 0.78 0.00 36 0.78 3.28 0.00 0.00 -0.37 3.10 0.00 0.00 37 -0.62 -0.89 0.00 0.00 -0.66 0.26 0.00 0.00 38 -0.79 -0.57 0.00 0.00 -0.49 0.59 0.00 0.00 39 0.57 -0.20 0.00 0.00 0.65 -1.25 0.00 0.00 8/26/2021 RfDes-l.out Page 15 65 90693 76129 7250 66 90693 76129 7250 67 13646 12471 2654 68 88856 99999 2656 69 97901 81281 7247 70 97901 81281 7247 71 1139 1109 52771 72 1143 1116 52893 73 1238 1207 28016 74 1229 1195 37442 75 1588 1537 43309 76 1577 1527 41228 77 1678 1647 51318 78 1685 1653 54489 79 2314 2258 14098 80 2256 2193 13588 81 3160 3094 8011 82 2971 2880 7879 83 2300 2242 42788 84 2286 2225 38558 MAX DEFLECTION: --------------- Load Deflect Span/Deflect Type Id (in) Calc Limit ---------------- ---- ------- ----- ----- Live Vertical -0.07 2656. 180. Horizontal Drift 71 0.12 1109. 60. Horizontal Total 71 0.12 1109. 60. Horizontal Spring Constant= 4.15 k/in P-DELTA - Direct Analysis: ----------------------------- CONVERGENCE CHECK: Max Deflect Column Ratio Left 0.0357 Right 0.0307 MAXIMUM DRIFT CHECK: Max_Drift(in) Second/ Load First Second First Id Order Order Ratio ---- ------ ------ ------- 7 0.00 0.01 2.36 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Frame 1 - Rigid Frame Clearances 8/26/21 7:13am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- VERTICAL CLEARANCE: ------------------- Location Span X_Coord Y_Coord ------------------------ ------- -------- -------- Left 10107-03" 1108-06" 10107-03" Right 10104-01" 14103-10" 10104-01" Midspan HORIZONTAL CLEARANCE: --------------------- Location Span X_CoordL X_CoordR ------------------------ ------- -------- -------- Left - Right 12107-04" 1108-06" 14103-10" -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Frame 1 - Weight Summary 8/26/21 7:13am 8/26/2021 Mes-2.out Page 1 ------------------------------------------------------------------------------- *W21K0801A Rigid Frame Design Input 8/26/21 7:13am ------------------------------------------------------------------------------- *( 1)JOBID: 'W21K0801A' *( 2)FRAME DESIGN OPTIONS: *--Frame- -------Frame-Space------- Section Splice Web-Stiffener P *Id Type L_Col R_Col Rafter Space Fix Use Ratio Side Delta 2 'RF ' 20.0000 20.0000 20.0000 2.0000 1.00 'N' 0.00 'Y ' 'DA' *( 3)OPTIMIZATION OPTIONS: *Plate Depth Frame -L_Col_Depth_Opt- -R_Col_Depth_Opt- Rafter-Depth-Opt * Opt Opt Sym Typ Min Max Typ Min Max Typ Min Max 'Y' 'N' 'N' IT ' 12.00 58.00 IT ' 12.00 58.00 IT ' 12.00 56.00 *( 4)DESIGN CODE: *Design ---Steel-Code--- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS ' 'NAUS16 ' 'AISC16' '----' 'IBC ' 118' 'NYBC 20 ' 'B ' *( 5)DESIGN CONSTANTS: * ---Strength-Factor--- ----Stress_Ratio---- ---Seismic--- * Frame Col EP BP Wind Frame SpcEP 1.00 1.00 0.90 1.00 1.0000 1.0000 1.0000 *( 6)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 42.0 46.0 50.0 55.0 55.0 *( 7)DEFLECTION LIMITS: * --Vertical-- -------Horizontal------- -Weak-Axis- Live Total Total Seis Crane Floor Wind Seis 180.0 0.0 60.0 50.0 100.0 0.0 60.0 50.0 *( 8)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Diag * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React Brace 'Y' 'Y' 14' 'Y' 'Y' ITT' INN ly, 'N' 'N' 'N' 'N' *( 9)SURFACE SHAPE: L� LY * No. X_Coord Y_Coord Offset 3 0.0000 12.3333 8.000 16.0000 12.0000 8.000 16.0000 0.0000 8.000 *(10)MEMBER DEPTHS: *Surf ----Depth---- --Interior-Depth- Id Start End No. Locate Depth 1 12.000 12.000 0 2 12.000 12.000 0 3 12.000 12.000 0 *(II)MEMBER SPLICES: *Surf * Id No. Locate Type 1 0 2 1 0.0000 'VEE ' 3 1 0.0000 'VEE ' *(12)SEGMENT PLATES: * Surf Mem ---Segment-- Member Flange ----Plate_Thickness--- *No. Id Id Id Length Part Width Web OS_Flg IS_F1g 3 1 1 1 0.0000 '--------' 5.000 0.1345 0.1875 0.1875 2 2 2 0.0000 '--------' 5.000 0.1345 0.1875 0.1875 3 3 3 0.0000 '--------' 5.000 0.1345 0.1875 0.1875 *(13)INTERIOR COLUMNS: * --------Column------- Cap Rafter Unbrace_Length ----Column--- 8/26/2021 RfDes-2.out Page 3 3.50 5.00 18.88 54.60 0.00 21.66 1.00 0.38 1.00 0.0 *(26)BASIC LOADS AT EAVE: *Seismic Weak_Axis_L Weak_Axis_R --Torsion-- -EW_Brace-- --Extension-- -Additional- Load Wind Seis Wind Seis Wind Seis Wind Seis Wind Seis Wind Seis 0.38 0.00 0.00 0.00 0.00 0.95 0.71 0.00 0.00 0.00 0.00 0.00 0.00 *(27)WIND COEFFICIENT: *Surf --Wind_1--- --Wind_2--- Long_Wind Surface * Id Left Right Left Right 1 2 Friction 1 0.23 -0.52 0.61 -0.12 -0.63 -0.63 0.00 2 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 3 -0.50 0.24 -0.12 0.64 -0.63 -0.63 0.00 *(28)LONGITUDINAL BRACING LOAD: *----Wind----- ---Seismic--- * Horz Vert Horz Vert 0.00 0.00 0.00 0.00 Left Column 1.73 1.18 1.29 0.88 Right Column *(29)DESIGN LOADS:Strength * -----------------------------------------Load-Coefficients----------------------------------------- ---Live--- -Add-Snow- --Wind_1-- --Wind_2-- Lon g_Wind -Seismic-- Aux-Load *No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt 1 2 Long Tran Temp I d Coeff 56 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 n n nn 8/26/2021 RIIles-2.out Page 5 *No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt 1 2 Long Tran Temp I d Coeff 28 57 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 58 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 59 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 60 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 61 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 62 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 63 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 64 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 65 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 66 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 67 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 68 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 69 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 70 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 71 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 72 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 73 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 74 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 75 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 76 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 0 0.00 77 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 78 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0 0.00 79 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 80 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 81 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 82 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 83 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 84 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 *(31)DESIGN LOADS:Special * -----------------------------------------Load Coefficients--------------------------- -------------- * ---Live--- -Add-Snow- --Wind_1-- --Wind_2-- Long-Wind -S eismic-- Aux-Load *No. Id Use Code Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt 1 2 Lo ng Tran Temp Id Coeff 12 85 'EP' '---------' 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.70 0.00 0 0.00 86 'EP' '---------' 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 -0.70 0.00 0 0.00 87 'EP- '---------' 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. -7n n nn n nn n n nn 8/26/2021 Mes-2.out Page 7 *---Wall_Height--- * F_SW B_SW Roof 0.0000 0.0000 'N' *(43)STEPPED LOAD COEFFICIENTS: * Basic Loc No. ----Step_1--- ----Step_2--- ----Step_3--- *No. Load Id Step Locate Coef Locate Coef Locate Coef 0 *(44)ADDITIONAL COLUMNS: *No. Id Type Rot Opt Part Elev 0 *(45)DESIGN CODE OPTIONS: *No. Event Condition 0 *AUXILIARY LOAD DESCRIPTIONS: * Aux * Id Description * 1 Minimum snow load * *ADDITIONAL LOAD DESCRIPTIONS: * Add * Id Description * 1 Minimum snow load surface2 * * Code files used: * NY_NYBC.20 * RF_IBC.18 Version 4.0 * *DS_RFDEP.Siz *Surface Span --Required- -----------Selected---------- * Id Id Type Span Type Span #Depth #Splice * 1 1 W 12.3 No record selected * 2 1 S 16.0 S 20.0 0 0 * 3 1 W 12.0 No record selected * Frame Symmetry Changed to 'N' due to: * # of Surfaces -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Frame 2 - Design Code 8/26/21 7:14am -------------------------------------------------------------------------------- STRUCTURAL CODE: ---------------- Design Basis WS - Working Stress Hot Rolled Steel AISC16 Cold Formed Steel NAUS16 BUILDING CODE: -------------- Wind Code NYBC 20 (IBC 18) Seismic Zone B MODULUS OF ELASTICITY: ---------------------- Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) W21K0801A Frame 2 - Base Plates and Anchor Bolt 8/26/21 7:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- DESIGN CONSTANTS: ----------------- Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.10 (ksi ) Bolt Type = GR36 Bolt Shear Stress = 13.05 (ksi ) Bolt Tension Stress = 21.75 (ksi ) 8/26/2021 RfDes-2.out Page 9 2 VEE Top 30 1.2 -6.9 12.3 6 1.1 -8.1 9.2 0.242 0.358 0.30 Bot 39 -0.4 2.1 -7.9 39 -0.4 2.1 -7.9 0.201 0.283 0.20 ---Unity_Check--- Splice Thick Dia_Required EP Bolt Bolt Id Typ Req Top Bot Bend Top Bot ------ ----- ----- ----- ----- ----- ----- 1 VEE 0.24 0.349 0.274 0.40 0.28 0.19 2 VEE 0.24 0.358 0.283 0.42 0.30 0.20 WELDS: Outside_Flange_To_Bep Inside_Flange_To_Bep -----Web_To_Bep------ Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Limit Size Typ Calc Limit Size Typ Calc Limit -- ---- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- 1 L 0.188 F2 1.19 4.18 (a) G1 1.48 55.00 0.188 F1 0.67 2.78 1 R 0.188 F2 1.19 4.18 0.188 F2 0.75 4.18 0.188 F1 0.67 2.78 2 L 0.188 F2 1.25 4.18 0.188 F2 0.80 4.18 0.188 F1 0.67 2.78 2 R 0.188 F2 1.25 4.18 (a) G1 1.58 55.00 0.188 F1 0.67 2.78 (a)Full penetration groove weld LOAD COMBINATIONS: ------------------ 5 - Dead+Collateral+Snow 6 - Dead+Collateral+Snow 25 - Dead+Collateral+0.75Live+0.45Wind_Longl 30 - Dead+Collateral+0.75Snow+0.45Wind_Left2 32 - Dead+Collateral+0.75Snow+0.45Wind_Right2 37 - 0.6Dead+0.6Wind_Leftl 39 - 0.6Dead+0.6Wind_Rightl -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Frame 2 - Bearing Stiffeners 8/26/21 7:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Stiffener Yield = 50.0 (ksi ) STIFFENER SIZE: --------------- ----Stiffener--- --Web(in)-- ----Stiffener_Size(in)--- Location Offset Depth Thick Width Thick Length No. -------- ------ ----- ----- ----- ----- ------ --- Lt Col 0.0 12.00 0.134 3.00 0.250 11.80 1 Rt Col 16.0 12.00 0.134 3.00 0.250 11.80 1 STIFFENER DESIGN: ----------------- ----Tension(k )--- --Compression(k )- Max Location Load Calc Limit Load Calc Limit UC -------- ---- ----- ----- ---- ----- ----- ---- Lt Col 37 5.9 44.9 32 10.0 58.5 0.17 Rt Col 39 6.3 44.9 30 10.0 58.5 0.17 WELDS: ---Stiff_To_Flg/EP--- -----Stiff_To_Web---- Stiffener Shear(k/in ) Shear(k/in ) Location Size Typ Calc Limit Size Typ Calc Limit ---------- ----- --- ----- ----- ----- --- ----- ----- Lt Col 0.188 F1 0.98 4.18 0.188 F1 0.42 2.78 Rt Col 0.188 F1 1.05 4.18 0.188 F1 0.42 2.78 LOAD COMBINATIONS: ------------------ 30 - Dead+Collateral+0.75Snow+0.45Wind Left2 32 - Dead+Collateral+0.75Snow+0.45Wind_Right2 37 - 0.6Dead+0.6Wind_Leftl 39 - 0.6Dead+0.6Wind_Rightl 8/26/2021 Rfes-2.out Page 11 ------Actions----- Web Web Shear Web Shear Axial Moment Shear Thick Limit Thick Limit Locate Id (k ) (f-k ) (k ) (in) (k ) (in) (k ) UC Note ------ --- ----- ------ ----- ----- ----- ----- ----- ---- ------------- Lt Col 32 1.0 11.7 11.2 0.134 28.4 0.134 28.4 0.40 AISC G2-1 Rt Col 30 1.4 12.3 11.6 0.134 28.7 0.134 28.7 0.41 AISC G2-1 REQUIRED WEB DESIGN: -------------------- Locate h av Kv Cv ------ ----- ----- ----- ----- Lt Col 12.00 12.13 9.90 0.89 Rt Col 12.00 11.88 10.10 0.90 LOAD COMBINATIONS: ------------------ 30 - Dead+Collateral+0.75Snow+0.45Wind Left2 32 - Dead+Collateral+0.75Snow+0.45Wind_Right2 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Frame 2 - Design Summary 8/26/21 7:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- FRAME: Id = 2 Type = RF Line Id = 2 Load Width= 20.00 UC Limit= 1.00 KL/R Limit= 200.00 MEMBERS: -----Max_Axial+Moment---- Srf Mem Seg --Flange- Web-Depth -Plate-Thickness- --Max-Shear- ----O-Flg--- ----I-Flg--- Max Id Id Id Len Wid Strt End Web O-flg I-flg Id Ld Ucv Id Ld Uco Id Ld Uci KL/R --- --- --- ---- ---- ---- ---- ----- ----- ----- --- --- ---- --- --- ---- --- --- ---- ---- 1 1 1 11.6 5.0 12.0 12.0 0.134 0.188 0.188 1 31 0.08 1 5 0.32 10 5 0.63 120 2 2 2 13.7 5.0 12.0 12.0 0.134 0.188 0.188 11 5 0.38 15 5 0.47 21 30 0.36 90 3 3 3 11.3 5.0 12.0 12.0 0.134 0.188 0.188 31 29 0.09 31 6 0.31 22 30 0.62 117 No. Cycles For Plate Optimization= 3 LOAD COMBINATIONS: ------------------ Controlling Load Combination In Design Summary 1 - Dead+Collateral 2 - Dead+Collateral 3 - Dead+Collateral+Live 4 - Dead+Collateral+Live 5#- Dead+Collateral+Snow 6#- Dead+Collateral+Snow 7 - Dead+Collateral+MIN_SNOW 8 - Dead+Collateral+MIN_SNOW 9 - Dead+Collateral+0.75Live 10 - Dead+Collateral+0.75Live 11 - Dead+Collateral+0.75Snow 12 - Dead+Collateral+0.75Snow 13 - Dead+0.6Wind_Leftl 14 - Dead+0.6Wind_Left2 15 - Dead+0.6Wind_Rightl 16 - Dead+0.6Wind_Right2 17 - Dead+0.6Wind_Longl 18 - Dead-0.6Wind_Longl 19 - Dead+0.6Wind_Long2 20 - Dead-0.6Wind_Long2 8/26/2021 Mes-2.out Page 13 o 1 89.2 260.0 13.3 0.188 0.134 1.7 10.0 2 89.2 260.0 13.3 0.188 0.134 1.7 10.0 3 89.2 260.0 13.3 0.188 0.134 1.7 10.0 FRAME AREA: Frame Area= 36.78 Building Area= 194.67 Ratio= 0.19 WEIGHTS: Member 1 2 3 ---------- ----- ----- ----- Weight (lb) 140 150 137 Total Weight (lb) Frame = 427 Splice Plate = 46 Base Plate = 21 494 REACTIONS - Sidewall Columns: ----------------------------- Load ----------Left-Column---------- ----------Right-Column--------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) ---- ------ ------- ------- -------- ------ ------- ------- -------- 1 0.16 1.58 0.00 0.00 -0.16 1.57 0.00 0.00 2 0.16 1.58 0.00 0.00 -0.16 1.57 0.00 0.00 3 0.49 4.64 0.00 0.00 -0.49 4.55 0.00 0.00 4 0.49 4.59 0.00 0.00 -0.49 4.60 0.00 0.00 5 1.11 10.40 0.00 0.00 -1.11 10.21 0.00 0.00 6 1.11 10.30 0.00 0.00 -1.11 10.32 0.00 0.00 7 0.51 4.82 0.00 0.00 -0.51 4.73 0.00 0.00 8 0.51 4.77 0.00 0.00 -0.51 4.78 0.00 0.00 9 0.40 3.87 0.00 0.00 -0.40 3.80 0.00 0.00 10 0.41 3.84 0.00 0.00 -0.41 3.84 0.00 0.00 11 0.87 8.20 0.00 0.00 -0.87 8.05 0.00 0.00 12 0.87 8.12 0.00 0.00 -0.87 8.14 0.00 0.00 13 -1.05 -1.42 0.00 0.00 -1.30 0.68 0.00 0.00 14 -1.46 -0.68 0.00 0.00 -0.89 1.44 0.00 0.00 15 1.21 -0.02 0.00 0.00 1.13 -2.05 0.00 0.00 16 0.77 0.73 0.00 0.00 1.57 -1.30 0.00 0.00 17 0.48 -0.82 0.00 0.00 -1.05 -0.63 1.04 0.00 18 0.48 -0.82 0.00 0.00 -1.05 0.79 0.00 0.00 19 0.95 -0.59 0.00 0.00 -0.40 -2.18 1.04 0.00 20 0.95 -0.59 0.00 0.00 -0.41 -0.77 0.00 0.00 21 -0.43 2.18 0.00 0.00 -1.33 3.78 0.00 0.00 22 -0.74 2.74 0.00 0.00 -1.02 4.35 0.00 0.00 23 1.26 3.27 0.00 0.00 0.50 1.69 0.00 0.00 24 0.93 3.84 0.00 0.00 0.82 2.25 0.00 0.00 25 0.72 2.65 0.00 0.00 -1.14 2.78 0.78 0.00 26 0.72 2.65 0.00 0.00 -1.14 3.84 0.00 0.00 27 1.07 2.83 0.00 0.00 -0.66 1.60 0.78 0.00 28 1.07 2.83 0.00 0.00 -0.66 2.66 0.00 0.00 29 0.04 6.45 0.00 0.00 -1.80 8.08 0.00 0.00 30 -0.27 7.01 0.00 0.00 -1.49 8.65 0.00 0.00 31 1.73 7.60 0.00 0.00 0.03 5.93 0.00 0.00 32 1.40 8.17 0.00 0.00 0.35 6.49 0.00 0.00 33 1.19 6.94 0.00 0.00 -1.61 7.06 0.78 0.00 34 1.18 6.94 0.00 0.00 -1.61 8.13 0.00 0.00 35 1.54 7.15 0.00 0.00 -1.13 5.86 0.78 0.00 36 1.54 7.15 0.00 0.00 -1.13 6.92 0.00 0.00 37 -1.07 -1.73 0.00 0.00 -1.27 0.37 0.00 0.00 38 -1.49 -0.99 0.00 0.00 -0.66 1.13 0.00 0.00 8/26/2021 RtDes-2.out Page 15 64 59371 88716 2187 65 17311 15818 3359 66 99999 99999 3361 67 5866 5366 1161 68 43971 83301 1162 69 16850 15367 3169 70 87255 99999 3171 71 622 605 32229 72 623 608 24239 73 645 630 17435 74 640 622 25429 75 1589 1527 24030 76 1578 1517 23376 77 1716 1699 64169 78 1724 1706 69208 79 1089 1063 6614 80 1062 1032 6375 81 1482 1452 3640 82 1390 1347 3581 83 1088 1060 21295 84 1081 1053 19092 MAX DEFLECTION: --------------- Load Deflect Span/Deflect Type Id (in) Calc Limit ---------------- ---- ------- ----- ----- Live Vertical -0.17 1162. 180. Horizontal Drift 71 0.22 605. 60. Horizontal Total 71 0.22 605. 60. Horizontal Spring Constant= 4.15 k/in P-DELTA - Direct Analysis: ----------------------------- CONVERGENCE CHECK: Max Deflect Column Ratio Left 0.0487 Right 0.0487 MAXIMUM DRIFT CHECK: Max-Drift(in) Second/ Load First Second First Id Order Order Ratio ---- ------ ------ ------- 7 0.01 0.01 2.33 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- W21K0801A Frame 2 - Rigid Frame Clearances 8/26/21 7:14am VERTICAL CLEARANCE: ------------------- Location Span X_Coord Y_Coord ------------------------ ------- -------- -------- Left 10107-03" 1'08-06" 10107-03" Right 10'04-01" 14103-10" 10'04-01" Midspan HORIZONTAL CLEARANCE: --------------------- Location Span X_CoordL X_CoordR ------------------------ ------- -------- -------- Left - Right 12'07-04" 1108-06" 14'03-10" -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- T t a N Li C 0 Q Project No. W21KO801A B U I fi.0 1 ff4 c3 S GROUP Description: The Landing at Queensbury A DIVISION OF NUCOR CORPORATION Engineer: RVIR Wind Loading per ASCE 7-16 Date: 8/26/2021 with AISI2016 Specification and 20121frIB1lIA Manual Version:2020.07.27(Date:07/27/20)By NBG-GS Building Name: Building A Building Type: Single-Slope Roof: Nucor CFRTM Bldg.Width[B]: 16.0000' NBG Brand: NBS Bldg.Length[D]: 32.0000' Left Eave Ht.[LEH]: Right Eave Ht.[REH]: 12.3333' Left Roof Slope: 0,25:12 — Bay ' 1 CS LEH !� Bay Width[Bay]: 14.6667' `� i CE Purlin Trib.Width[P]: 4.0000' '! GE GS., EW Girt Trib Ht.[GE]: SW Girt Trib.Ht.[GS]: D B EW Girt Length: SW Girt Length: EW Col.Trib.Width[CE]:� Left SW Top-of-Parapet: Right SW Top-of-Parapet: SW Col.Trib.Width[CS]: Opening Area: EW Top-of-Parapet: Lpadiiig�IriCortriakion;'`:4.. - Building Code: IBC 2018 .0) Wind Speed: 120 mph Building Porosity: Enclosed Wind Exposure: B Interior Partitions Exist:No Ground Elevation: General Loarlm >Calculafioiis +. `" `� - h: 12.0000' Kd: 0.85 Kn: 1.00 R;: 1.00 qh: 21.95 psf K.or Kh: 0.70 Ke: 1.00 G: 0.85 GCPi: f 0.18 C6iti06ncnfsiandFC'ladili—°9,WallsP' _ a= 3.00 ftre. Tributary Pressure Suction Suction Area Zones 4,5 Zone 4 = Zone 5 Item W) (Psf) { (Psf) (psf) Sidewall Wind Column 0 ---- ---- OI a 15 h Endwall Wind Column 0 ---- Q I I ® I Sidewall GIrt 0 ---- �a •m•.•.:....Endwall-Girt•. ..:_.O 5 a—G iO OI Wall Panel 0 ---- ---- y Note:The value of GCp in results above has been reduced by a'C � a 10%per Note 5 of Figure 30.3-1.since the slope angle is 5 10 Para�ct§&``. ,. Tributary Area used for Parapet C&C Loads given as Total Maximum MWFRS C&C tYirrdn•rrrd a pi+p2 Projection Khyar ! qn Windward 1 Leeward Windward' Leeward Leeward p3+P4 Item (ft) 1 (psf) (psf) (psf) (psf) (psf) p1 p= p3 P4 Left Parapet --- --- ` --- --- --- --- Right Parapet EW Pazapet --- Al Wind Loading Continued... D�Iaint`3iind1Flor ee Resisting S7LSYenls (L�itudinal Wind Direction) Applicable Roof Slope Angle= 1.19 deg a= 3.00 ft. Longitudinal Wind Direction WSB t __.-......_.-...-_-.,...e...................._.. .__.. ..__......�............ Item WSF W6B W _ Y 6F W7B I W7F { W8B i W8F C1: -0.27 0.27 0.63 -0.63 ---- ---- ---- ---- Internal Load,(psf) -5.93 -5.93 -13.83 t ---- ---- .,.........9.......-13.83....�.._...- - ---- ---- _ _................ . ._....._.._..........,......... ..,......._......... . -...- .._..W.._......_._ S u e t i`o n C2: -0.51 -0.19 0.87 -0.55 --- ---- ---- ---- �.�ao�`` Load,(psf) 11.20 -4.17 -19.10 3 -12.07 --- ---- ---- ---- _................_...._ _ _ ............__.W-_,._ _..............._..__ _.___.. w....... a_........_._..........._t........_.._ -__ ... _ C3: -0.19 -0.51 -0.55 -0.87 WIND WSB W517 Load,(psf) -4.17 ...-1120 -1207 ? -1910 3 --- --- --- ---- 3 € W713 W7F C4: -0.27 -0.27 -0.63 -0.63 --- --- ---- �i� ---- Load,(psf) -5.93 3 -5.93 -13.83 -13.83 --- CIE: -0.30 -0.30 0.66 -0.66 59 L f oad,(psf) -6.59 ..'....... 6. .d._.w 14.49......_..-m14.49._...i.._..... ." _-._. :.:.....,..... ......_. - .°.._...._.w-� __ f Internal • .w_^.-..0._.a8 9-.._..,..._..-...0._._3M5.. .-_1_.._2._..5._....-..,.....-...i --01..7251 Pessure Load,(psf) -19.54 _7.68 < '27. -15.59 _.._.a............... .............._--_- .__._?...__'----.............i............_._........,.6,.,..... C3E: -0.35 0.89 -0.71 oad,(psf) -7.68 -19.54 15.59 -27.44 ..... -._---.---..--- .......-- ---- m_. a ... ....._. ..._.. __ ......... B WIND W6 W6F C4E: -0.30 -- --- --- ---0.30 -0.66 --0.66 -~y - W813 W8F Load,(psf) 6.59 { -6.59 ---- ---- ---- -14.49 -14.49 i --- i End-Wall Pressure Coefficients F _............_........_._ . W511& W5F& W6B& 1 W6F& Item W7B ;_ W71? ) W8B i W8F 6E C5: 0.58 -0.11 I 0.22 e -0.47 2 6 I 9 Load,(psf) 12.73 € -2.41 4.83 -10.32 2E C6: -0.11 0.58 ! -0.47 0.22 3B Load,(psf) -2.41 i 12.73 -10.32 4.83 Ig CSE: 0.79 -0.25 0.43 ; -0.61 6 h Load,(psf) 17.34 -5.49 9.44 -13.39 C6E: -0.25 0.79 ; 0.61 ' 0.43 Load,(psf) -5.49 17.34 s -13.39 9.44 7� Longitudinal Force Resisted by Bracing: 1.75 kips Total Longitudinal Net Pressure Applied to Building: 18.03 psf Total Longitudinal Force Applied to Building: 3.51 kips A3 nuooa Y UILDINOX Ra uP ♦ of baMpLo.mn Nbv 6ettl • XeKimvm um Ehaau !erlve.v�avova.nv Dead(ps1J: ].5 anNor/tlip StwnHtN: 0.5. OK Roof Ponel type: 6R'Ib6lxif Seim i.(a. Col(psn: 6.0 _ _____ — ____— an66or/tlip StlRnea: 0.51 OK Hp(pI AvX Pmw Dr.av-Dal Rrdien 93 liw/Snow 50.6 tllp Tyy./TNermeleboke: sho Op Dl.phnpm StlRnaa: 0.6a OK ya.v:YODDI.0o O)..Olmen0l ByND0G5 putlin entln 5 n M: OA9 OK Job Xo. W21KO601A OnYHpe Rooff Dlsb nn(R): 16.003 �� �earleumr6>n XO+nbrA Job N.— Eewm Mg.Dl.tenm(rt): 16.0 ❑r ry❑vetrox[wlwNspar Roof Slope(_3): 0.25 EnBlnwr.� No.of p: i Do.ulOtlon: X..Number..me'— rll 5 LCW Prom,OXfet(R): 1.3333 REW Frame OXset(R): 1-`" Wd e m fel urlln dbbnw R. 1.333 Nested puNn YWmtlon.l ut.bnm tO Eaw awe F ome line tay WldM Mtlnp FRNn Oroepa COp Type pMon gado PurOn PorIN Pu:Rn Oriwbtlen ftiNn Sp.n Type ThlYlmea Wa/Snow Mumb.r of IA.part CennuOon DeY (R7 Conflquntbn Rem Ridge Group (4�) � PoNn. pvNn T— u R 1 t6.U0 t/] ]2 W[ OK 5 Nilt6 n ] n 1 i 16.00 I b 12 WC OK 2 O8Z060 XWttS t if) OK ] OfE060 6 t J beR 5 5 6 6 I e 9 0 10 10 AS Rec'd TCCo.10.07.21 =FILECOP�T � errae®n Ge0Re ort. p Geotechnical EngineeringReport The.Landing at Queensbury Queensbury, New York October 6, 2021 Terracon Project No. JB215157 Prepared for: Welltower Inc. Toledo, Ohio Prepared by: . Terracon Consultants-NY, Inc.. Albany, New York October 6, 2021 Irerracon Welltower Inc. GeOReport 4500 Dorr St. Toledo, Ohio 43615-4040 c/o Vidaurri Management Group, LLC Attn: Ms. Aysha Moore-Manwaring P: (860)-680-5549 . E: aysha.moore@vidmg.com Re: Geotechnical Engineering,Report Proposed Storage Building The Landing at Queensbury 27 Woodvale Road Queensbury, New York Terracon Project No. JB215157 Dear Ms. Moo re-Manwaring: We have completed the Geotechnical Engineering services for the above-referenced project.This study was performed in general accordance with Terracon Proposal No. PJB215157 dated August 17, 2021. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and. the design and construction of foundations and floor slabs for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions. concerning this report or if we may be of further service, please contact us. 10/6/2021 Sincerely, Q . NSW Terracon Consultants-NY, Inc. k� Z Asa Barnhill, E.I.T. J 5<<ph Staff Geotechnical Engineer Sr. Associate/Office Manager Terracon Consultants-NY, Inc. 30 Corporate Circle, Suite 201 Albany, New York 12203 P(518)266 0310 F(518)266 9238 terracon.corn 0 0 Geoterhnical Materials REPORT TOPICS INTRODUCTION............................................................................................................. 1 SITECONDITIONS......................................................................................................... 1 PROJECTDESCRIPTION.............................................................................................. 2 GEOTECHNICAL CHARACTERIZATION......................................................................3 GEOTECHNICAL OVERVIEW.........................................................:...............................4 SEISMIC CONSIDERATIONS........................................................................................4 EARTHWORK ................................................................................................................5 SHALLOW FOUNDATIONS...........................................................................................7 FLOORSLABS .............................................................................................................. 9 GENERALCOMMENTS................................................................................................. 9 FIGURES ...................................................................................................................... 11 Note:This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the GeoRepoft logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com. ATTACHMENTS EXPLORATION AND TESTING PROCEDURES PHOTOGRAPHY LOG SITE LOCATION AND EXPLORATION PLANS EXPLORATION RESULTS SUPPORTING INFORMATION Note: Refer to each individual Attachment for a listing of contents. Responsive■ Resourceful ■ Reliable 1 S Geotechnical Engineering Report The Landing at Queensbury 27 Woodvale Road Queensbury, New York Terracon Project No. JB216167 October 6, 2021 INTRODUCTION This report presents the results, of our subsurface exploration and geotechnical engineering services performed for the proposed storage building to be located at The Landing at Queensbury, 27 Woodvale Road in Queensbury, New York. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: ■ . Subsurface soil conditions . Foundation design and construction ■ Groundwater conditions ■ Floor slab design and construction ■ Site preparation and earthwork ■ Seismic site classification per NYSBC ■ Excavation considerations ■ Frost considerations ■ Dewatering considerations The geotechnical engineering Scope of Services for this project included the advancement of 2 test borings to a target depth of 20 feet below existing site grades or refusal. Both borings ended with auger refusal at 7.2 feet below existing site grades. Our scope of services also included limited laboratory testing on selected soil samples recovered from the test borings and preparation of this summary report. Maps showing the site and boring locations are presented in the Site Location and Exploration Plan sections, respectively. The results of.the laboratory testing performed on soil.samples obtained from the site during the field exploration are included on the boring logs and as separate graphs in the Exploration Results section. SITE CONDITIONS Item Description The project site is located at 27 Woodvale Rd. in the town of Queensbury, NY. The approximate center of the parcel is located at: Parcel Information ■ Latitude:43.3354° N ■ Longitude: 73.6609°W See Site Location Responsive■ Resourceful ■ Reliable 1 Geotechnical Engineering Report lrerracon The Landing at Queensbury ■Queensbury, New York October 6, 2021 ■Terracon Project No. JB215157 Ge®Report Item Description Existing The Landing at Queensbury assisted living facility. Some smaller sheds are Improvements present in the general location of the proposed storage building. Current Ground Cover Landscaped grounds, along with asphalt paved parking areas. Existing Topography No topographic mapping provided for our use. USGS mapping appears to indicate the site is relatively flat/level. Available geologic mapping indicates lacustrine silt and clay overburden soils Geology in the site locale, along with lacustrine sand. Previous investigations we have completed at or near the area of interest indicate that bedrock may be relatively shallow. PROJECT DESCRIPTION Our understanding of the project is tabulated below. Items which are highlighted have been assumed by us and should be confirmed by the Project Team. i Item Description ■ Plan set outlining miscellaneous additions and alterations to The Information Provided Landing at Queensbury,by MCG Architecture last revised 6/03/2021. ■ email correspondence w/Vidaurri Management Group. Portion of project addressed by this study entails removal of smaller sheds Project Description and construction of a new storage building northeast of the existing residence building. Proposed Structure Plans call for a single-story, slab-on-grade structure with footprint of 16' x 32' (about 512 ft ). Building Construction Prefabricated. Assumed to be steel or wood framed. Finished Floor Elevation Assumed at or near existing round surface.Actual elevation not provided. No loading information was provided—we assume the following: Maximum column loads Maximum Loads Maximum wall loads = 3 ki•s •er linear foo Maximum slab loads = 150 •s Grading/Slopes No proposed grading plan provided. It appears that only relatively minor cuts/fills will be required for construction. Below-Grade Structures None identified Free-Standing Retaining None identified Walls Pavements Pavements are outside the scope of this investigation. Responsive s Resourceful ■ Reliable 2 Geotechnical Engineering Report lrerracon The Landing at Queensbury ■ Queensbury, New York October 6, 2021 ■Terracon Project No. JB215157 GeoRepor .. GEOTECHNICAL CHARACTERIZATION We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting, and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of site preparation and foundation options. Conditions encountered at each exploration point are indicated on the individual logs. The individual logs can be found in the Exploration Results section and the GeoModel can be found in the Figures section of this report. As part of our analyses, we identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModel. Model Layer Layer Name General Description 1 Sandy Silt Silt with lesser amounts of sand, occasionally clayey. 2 Glacial Till Silty fine sand with some embedded coarser sands, gravel, rock fragments. Soil Conditions The site was mantled by about 1 to 2 inches of topsoil underlain by native soils consisting of silt with lesser amounts of sand which was occasionally clayey. Glacial till was encountered underlaying the sandy silt through the remaining depths explored, beginning from 4.5 to 6 feet below the existing ground surface and extending to the depth of auger refusal at 7.2 feet below grade. Based on the standard penetration 'N' values recorded during sampling, the finer-grained upper soils were medium stiff to stiff, and the more granular glacial till soils were very dense. The test borings terminated upon auger refusal on possible bedrock, each at a depth of 7.2 feet below existing grade. For informational purposes,the Geologic Map of New York(New York State Education Department, 1970) maps underlying bedrock in the site locale as limestones, dolostones and/or sandstones of the Beekmantown group. Note, however, that confirmatory rock core samples were not taken and the refusals may have resulted from cobbles/boulders in the glacial till. Groundwater Conditions Measurable groundwater was not encountered as the boreholes were completed. It should be noted that adequate time may not have elapsed upon completion of the drilling for groundwater to achieve a static level in the augers. Very moist/wet soils were noted within the sandy silt layer, likely indicative of perched water atop the relatively impermeable glacial till soils below. Groundwater conditions, and the extent of any perched water, should be expected to vary with seasonal fluctuations in precipitation and runoff.Additionally, grade adjustments on and around the site, as well as surrounding drainage improvements, may affect the water table. The possibility of Responsive■ Resourceful ® Reliable 3 Geotechnical Engineering Report 1rerracon The Landing at Queensbury ■Queensbury, New York October 6, 2021 m Terracon Project No. JB215157 GeoReport groundwater level fluctuations should be considered when developing the design and construction plans for the project. GEOTECHNICAL OVERVIEW In general, the subsurface conditions found by our investigation are judged typical of those expected within the general project vicinity, and the project site.is considered suitable,for support of the proposed storage building using conventional shallow spread foundations and slab-on- grade design. Based upon our evaluation of the subsurface conditions, we have developed the following guidelines to assist in planning for design and construction. ■ New foundations and floor slabs may be supported on undisturbed native soils, or on imported structural fill which is placed over.the native soils after any existing fill, remains of former structures or otherwise unsuitable materials which may be found are removed. Existing fills should not be relied upon for new building foundation support. ■ It appears that onsite soils which are excavated for foundation construction will in general be excessively silty and are therefore not considered suitable for reuse as structural fill or backfill in and around the building. Plans should.include an imported granular material for this purpose. ■ Some wet soils or groundwater may be encountered in foundation excavations. If groundwater is encountered during construction, it is expected to be limited in volume and occur as relatively slow seepage, and standard sump and pump methods should be sufficient for its removal. Dewatering is a means and methods'consideration for the _ contractor. The following sections of this report provide more detailed recommendations to assist in planning for the geotechnical aspects of the project. We should be provided with the opportunity to review plans and specifications prior to their release for bidding to confirm that our recommendations were properly understood and implemented, and to allow us to refine our recommendations, if warranted, based upon the final design. The General Comments section provides an understanding of the report limitations. SEISMIC CONSIDERATIONS The seismic design requirements fo,r buildings and other structures are based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure. The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC). Responsive ■ Resourceful■ Reliable 4 Geotechnical Engineering Report lrerracon The Landing at Queensbury ■ Queensbury, New York October 6, 2021 ■Terracon Project No. JB215157 GeoReport. Seismic Site Classification Based on the subsurface conditions encountered at the site and as described on the exploration logs and the results of shear wave velocity testing completed in similar subsurface profiles in the general project area, it is our professional opinion that the Seismic Site Classification is C. Subsurface explorations at this site were extended to a maximum depth of 7.2 feet ending with auger refusal likely on bedrock. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm the conditions below the current boring depth. EARTHWORK Earthwork is anticipated to include demolition and/or removal of whatever existing structures are currently in place, stripping of topsoil and/or pavements, stabilization of subgrade surfaces as necessary, foundation excavation and associated site fill and backfill. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria, as necessary, to render the site in the state considered in our geotechnical engineering evaluation for foundations and floor slabs. Site Preparation Site preparation should begin with demolition and/or removal of existing structures as applicable, along with stripping of topsoil and/or pavements from the proposed building area.Any old building foundations, slabs or below grade structures should be removed in their entirety from beneath the proposed building area, extending at least five feet beyond its perimeter. Prior to placing fills to raise site grades and/or after cuts are made to the plan subgrade elevations, the building subgrades should be proof-rolled using a steel drum roller with a static weight of at least seven tons. The roller should operate in its non-vibratory mode, unless requested otherwise by the Geotechnical Engineer observing the work, and travel at a speed not exceeding three feet per second (two miles per hour). Areas found to be excessively deflecting under the proofroll should be delineated and subsequently addressed by the Geotechnical Engineer. Excessively wet or dry material should either be removed or moisture conditioned and recompacted as required to achieve their satisfactory compaction. Fill Material Types Structural Fill should be used as fill/backfill within the proposed building pad.The fill should consist of imported sand or sand and gravel. Imported Structural Fill should contain no particles larger than 3 inches and less than 10 percent, by weight, of material finer than a No. 200 mesh sieve. Responsive ■ Resourceful ■ Reliable 5 Geotechnical Engineering Report lrerracon The Landing at Queensbury■ Queensbury, New York October 6, 2021 ■Terracon Project No. JB215157 rieoReport The imported materials should be free of recycled concrete, asphalt, bricks, glass, and pyritic shale rock. Due to the high fines content of the native soils, reuse of the native soils as Structural Fill should be avoided. This material should either be reserved for use in landscaped areas or wasted off site. Fill Compaction Requirements The Structural Fill should be placed in uniform loose layers no more than one-foot thick where heavy vibratory compaction equipment is used. Thinner lifts should be used where hand operated equipment is required for compaction. Each lift should be compacted to no less than 95 percent of the maximum dry density for the soil as established by the Modified Proctor Compaction Test, ASTM D1557. In landscape areas, the compaction may be reduced to 90 percent of maximum dry density. Grading and Drainage All grades must provide effective drainage away from the building during and after construction and should be maintained throughout the life of the structure. Water retained next to the building can result in soil movements greater than those discussed in this report. Greater movements can result in unacceptable differential floor slab and/or foundation movements, cracked slabs and walls, and roof leaks. Earthwork Construction Considerations Shallow excavations for the construction of the proposed structure are anticipated to be accomplished with conventional construction equipment. Upon completion of filling and grading, care should be taken to maintain the subgrade water content prior to construction of floor slabs. Construction traffic over the prepared subgrades should be avoided. The site should also be graded to prevent ponding of surface water on the subgrades or in excavations. Water collecting over or adjacent to construction areas should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected material should be removed, or the materials should be scarified; moisture conditioned, and/or recompacted as applicable prior to floor slab construction. As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, "Excavations" and its appendices, and in accordance with any applicable local, and/or state regulations. Flatter slopes than those stipulated by the regulations or temporary shoring may be required depending upon the soil/groundwater conditions encountered and other external factors. OSHA regulations are strictly enforced and if they are not followed, the owner, contractor, and/or earthwork and utility subcontractor could be liable and subject to substantial penalties. Responsive a Resourceful ■ Reliable 6 Geotechnical Engineering Report lterracon The Landing at Queensbury ■ Queensbury, New York October 6, 2021 ■Terracon Project No. JB215157 GeoReport. Construction site safety is the sole responsibility of the contractor, who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities; such responsibility shall neither be implied nor inferred. Construction Observation and Testing The earthwork efforts should be monitored under the direction of the Geotechnical Engineer. Monitoring should include documentation of adequate removal of vegetation and topsoil, proofrolling, and mitigation of areas delineated by the proofroll to require mitigation. In areas of foundation excavations, the bearing subgrade should be evaluated under the direction of the Geotechnical Engineer. If unanticipated conditions are encountered, the Geotechnical Engineer should prescribe mitigation options. It should be understood the actual subsurface conditions will be more fully known when the site is excavated. The continuation of the Geotechnical Engineer into the construction phase of the project will allow for validation of the subsurface conditions assumed to exist for this study and the design recommended in this report, including assessing variations, providing recommendations and reviewing associated design changes. SHALLOW FOUNDATIONS If the site has been prepared in accordance with the requirements noted in the Earthwork and Foundation Construction Considerations sections of this report, the following design parameters and construction procedures are applicable for shallow foundations. Design Parameters — Compressive Loads Item Description Maximum Net Allowable Bearing Pressure''z 3,000 pounds per square foot(psf) Required Bearing Stratum 3 Undisturbed native soils, or Structural Fill placed over the native soils after removal of any unsuitable material Minimum Foundation Dimensions Columns: 24 inches Continuous: 1.8 inches a 0.30 (concrete on native soils) Ultimate Coefficient of Sliding Friction 0.45 concrete on imported Structural Fill Minimum Embedment below Exterior footings:48 inches s Interior footings in heated areas: 24 inches Finished Grade Interior footings in unheated areas: 48 inches Responsive■ Resourceful ■ Reliable 7 Geotechnical Engineering Report lrerracon The Landing at Queensbury m Queensbury, New York October 6, 2021 ■Terracon Project No. JB215157 GeoReporl. Item Description Estimated Total Settlement from Structural Loads 2 Less than about (1) inch Estimated Differential Settlement 2,6 About 75% of total settlement 1. The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation.An appropriate factor of safety has been applied. 2. Values provided are for maximum loads noted in Project Description. The settlements should occur relatively quickly as construction is completed and each load increment is applied. 3. The bearing grades should be prepared per the recommendations presented below in the Foundation Construction Considerations. 4. Can be used to compute sliding resistance where foundations are placed on suitable soil/materials. Should be neglected for foundations subject to net uplift conditions. 5. Embedment necessary to minimize the effects of frost and/or seasonal water content variations.For sloping ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure. Interior footings in heated area may be seated at the 24-inch depth if allowed by local building codes. 6. Differential settlements are as measured over a span of 50 feet. Foundation Construction Considerations The foundations may be seated directly on undisturbed native soils, or on Structural Fill which is placed over the native soils after removal of whatever existing fill, remains of former structures or otherwise unsuitable materials that may be found. If over-excavation is required beneath the foundations to remove unsuitable material, the excavation should extend horizontally beyond each side of the foundation a distance equal to at least one-half the depth of the undercut below the final bearing grade elevation. Replacement material should meet the specification and compaction guidelines for Structural Fill as outlined herein. Foundation bearing grades should be proof-compacted using a mechanical or large reversible plate tamper to densify the soils loosened by the excavation process unless otherwise directed by the Geotechnical Engineer observing the grades. If groundwater seepage occurs, proof- compacting should be eliminated, and a minimum six-inch thick base of clean crushed stone should be provided to establish a more uniform and stable base for construction and to assist in dewatering. The stone should be an ASTM C33 Blend 57 aggregate which is enveloped in a non- woven synthetic filter fabric meeting the requirements of NYSDOT standard specifications table 737-01 C for drainage geotextile. All final bearing grades should be relatively firm, stable, and free of loose soil, mud, water and frost. The Geotechnical Engineer should approve the condition of the foundation bearing grades immediately prior to placement of reinforcing steel and concrete. Responsive® Resourceful ■ Reliable 8 Geotechnical Engineering Report lrerralcon The Landing at Queensbury ■Queensbury, New York October 6, 2021 ■Terracon Project No. JB215157 GeoRepor>, FLOOR SLABS Floor Slab Design Parameters New floor slabs should be constructed upon a minimum six-inch thick subbase course which conforms to the requirements for Section 733.04, Type 2 Subbase or ASTM C33 Blend 57 crushed aggregate. Consideration should be given to using a thicker subbase course in areas subject to heavier loads and/or use, or those exposed to freezing temperatures. The use of a vapor retarder should be considered beneath concrete slabs on grade covered with wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding its use and placement. Floor slab subgrades should be prepared as outlined in the Earthwork section herein. Under these conditions, a modulus of subgrade reaction equal to 150 pounds per cubic inch (psi/in) may be assumed at the top of the stone base layer for slab design purposes. Floor Slab Construction Considerations Even with placement of the base course recommended above, we caution that the subgrades may not support repeated heavy construction traffic or telehandlers without suffering rutting and weaving that may be especially severe during wet seasons. If the grades are to be repeatedly traversed by these types of equipment, they should be reinforced as necessary to support them. Areas which become disturbed should be excavated and stabilized accordingly. The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled trenches are located. GENERAL COMMENTS Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the Responsive■ Resourceful ■ Reliable 9 Geotechnical Engineering Report lrerracon The Landing at Queensbury ■Queensbury, New York October 6, 2021 ■Terracon Project No. JB215157 GieoReport absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our Scope of Services does not include, either specifically or by implication, any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety, and cost estimating including excavation support and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. Responsive■ Resourceful ■ Reliable 10 FIGURES Contents: GeoModel Responsive■ Resourceful ■ Reliable ATTACHMENTS Responsive■ Resourceful ■ Reliable Geotechnical Engineering Report lrerracan The Landing at Queensbury ■Queensbury, New York October 6, 2021 ■Terracon Project No. JB215157 Ge®Rep®rt EXPLORATION AND TESTING PROCEDURES Field Exploration Number of Borings Boring Depth (feet) Location 2 7.2 each Proposed building footprint Boring Layout and Elevations:The test locations were established in the field by Terracon using a hand-held GPS unit, taped measurements and/or visual reference from existing site features. The borehole locations were selected on the basis of the proposed building layout provided to us, within the limitations of access, existing structures and utilities. If more precise locations and/or ground surface elevations at the boreholes are desired, the as- completed test locations should be surveyed. Subsurface Exploration Procedures:We advanced the test borings with a track-mounted rotary drill rig using continuous flight augers. In the split-barrel sampling procedure,a standard 2-inch outer diameter split-barrel sampling spoon is driven into the ground using a 140-pound automatic hammer failing a distance of 30 inches. The number of blows required to advance the sampling spoon the middle 12 inches of a normal 24-inch penetration is recorded as the Standard Penetration Test(SPT) resistance, or N-value. When an 18-inch sample is taken, the N-value is recorded as the number of blows required to advance the sampling spoon the final 12 inches. The N-values are indicated on the boring logs at their respective test depths.We also observed and recorded groundwater levels during drilling and sampling. Upon their completion the boreholes were backfilled with auger cuttings and/or sand and the surface restored in kind. Our exploration team prepared field boring logs as part of the drilling operations. These field logs included visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. The sampling depths, penetration resistance (blow counts),water level measurements and other relevant information was recorded on the field boring logs. The soil samples were placed in appropriate containers and taken to our soils laboratory for classification by a geotechnical engineer, whereupon they were described based on the material's color, texture, plasticity and moisture condition. Final individual boring logs were prepared, and these represent the Geotechnical Engineer's interpretation of the field logs and include modifications as appropriate based on observations and/or testing of the samples in our laboratory. The subsurface logs are included in the Exploration Results section, along with a summary sheet and key which explains the terms and symbols used in their preparation. Responsive■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 1 of Geotechnical Engineering Report lrerrac®n The Landing at Queensbury ■Queensbury, New York October 6, 2021 ■Terracon Project No. JB215157 GeoReport Laboratory Testing Selected recovered samples from the test borings were submitted for laboratory testing as part of the subsurface investigation, to confirm the visual classifications and to provide quantitative index properties for use in the geotechnical evaluation. This testing was performed in general accordance with the following standard methods: ■ ASTM D2216 - Standard Test Methods for Laboratory Determination of Water(Moisture) Content of Soil and Rock by Mass (3 samples tested) ■ ASTM D6913 - Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis (2 samples tested) ■ ASTM D422-Standard Test Method for Particle-Size Analysis of Soils (w/hydrometer) (1 sample tested) Responsive■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2 SITE LOCATION AND EXPLORATION PLANS Contents: Site Location Plan Exploration Plan Note:All attachments are one page unless noted above. Responsive■ Resourceful ■ Reliable SITE LOCATION lrerracon The Landing at Queensbury ■Queensbury, New York October 6, 2021 ■Terracon Project No. JB215157 GeoReport Historic Terracon.Project SKI N �r DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS EXPLORATION PLAN 1rerraCOn The Landing at Queensbury ■Queensbury, New York October 6, 2021 ■Terracon Project No. JB215157 GeoRepori: Appr6)dmate boring location(typ) t l N �r a.a• DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS EXPLORATION RESULTS Contents: Boring Logs (B-1 and B-2) (2 pages) Grain Size Distribution (3 pages) Note: All attachments are one page unless noted above. BORING LOG NO. B-1 Page 1 of 1 PROJECT: The Landing at Queensbury CLIENT: Welltower Inc. Toledo,OH SITE: 27 Woodvale Road Queensbury, NY 0 LOCATION See Exploration Plan w ^ } o IL ir w2 ~ > w� rrF g = Latitude:43.3355°Longitude:-73.6608° _ w o w �� > oai ¢W O w Fw IL 0 W� �z p y W W 0 DEPTH Driller notes+/-1"topsoil at ground surface SANDY SILT(MIL),light brown,medium stiff,rootlets noted in upper few feet 1.7 2-2-3-3 N=5 -grades clayey 3-4-4-3 1 1.8 N=8 F ! -grades brown/gray mottled sandy silt,trace clay with rootlets noted ill 5 2 2N 65 27.5 g Ii�lt6.o _ 2 SILTY SAND WITH GRAVEL(SM),gray-brown,very dense,glacial till 0.6 18-50/1" a 7.2 a Auger Refusal at 7.2 Feet 0� z 0 �a W 2 cs Cy 0 z z 0 z 3 N m WJ> 0 Z 0 D: Q W r W 0 w o: z 2 it 0 2 0 rr LL 0 W Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic o: a w w Advancement Method: See Exploration and Testing Procedures for a Notes: Q2-1/4"HSA description of field and laboratory procedures used and additional data(If any). logged by JSH FSee Supporting Information for explanation of z Abandonment Method: symbols and abbreviations. z Boring backfilled with auger cuttings upon completion. 0 0 WATER LEVEL OBSERVATIONS 0 Boring Started:09-16-2021 Boring Completed:09-16-2021 0 co Measurable ngdwater in augers upon Irerracon s °m completion of sampling.. Drill Rig: D-50 Driller:S.Morey 30 Corporate Cir Ste 201 r Albany,NY Project No.:JB215157 BORING LOG NO. B-2 Page 1 of 1 PROJECT: The Landing at Queensbury CLIENT: Welltower Inc. Toledo,OH SITE: 27 Woodvale Road Queensbury, NY w o LOCATION See Exploration Plan w Z nW. F o g U Latitude:43.3354°Longitude:-73.6608° _T ¢ W ti w J �>it J j _ O� QW 00 4. W FW-W U W� �Z �M y W W U DEPTH 17.2 Driller notes+/-2"topsoil at ground surface SANDY SILT(MIL),brown,stiff 1 82 4-5 4 SILT(ML),trace sand,brown,medium stiff 1.7 3N 8-428.3 4.5 -grades clayey silt w/sand,driller notes cobbles 0.5 50-50/1" SILTY SAND(SM),trace gravel,gray-brown,very dense,glacial tillw 2 o. w 1.2 11-16-50/2" 8.6 a Auger Refusal at 7.2 Feet of z 0 QU K W W F 0 CF a a z 0 z 5 N m J J Z J ' Q U) u1 0 W F- 0 EL EL z 0 it 0 0 0 lL W W Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic a o_ w 0 Advancement Method: See Exploration and Testing Procedures for a Notes: 2-1/4"HSA description of field and laboratory o p procedures logged by JSH used and additional data(If any). FSee Supporting Information for explanation of z Abandonment Method: symbols and abbreviations. (, Boring backfilled with auger cuttings upon completion. r, 0 J WATER LEVEL OBSERVATIONS z Boring Started:09-16-2021 Boring Completed:09-16-2021 No measurable groundwater in augers upon rerra con m completion Of sampling. Drill Rig:Diedrich D-50 Driller:S.Morey 30 Corporate Cir Ste 201 r Albany,NY Project No.:JB215157 Particle Size Distribution Report o 000 0 000 100 I I I I I I IT9 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 90 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 70 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I w 60 I I I I I I I I I I Z I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Z 50 I I I I I I I I I I I U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I w 40 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 30 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20 I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I 10 I I I I I I I I I I I I I I I I I I I I 0 I I I I I I I I 100 10 1 0.1 0.01 0.001 GRAIN.SIZE-mm. %+3" %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 1 0.0 7.6 19.4 2.9 11.5 53.8 4.8 SIEVE PERCENT SPEC." PASS? Material Description SIZE FINER PERCENT (X=NO) Sandy Silt 3" 100.0 2" 100.0 1. l 100.0 Atterber Limits 0.75" 100.0 1' 100.0 PL= NP LL= NP PI= NP 0.5" 100.0 Coefficients 0.375' 100.0 D90= 4.2870 D85= 3.4967 D60= 0.0867 0.25" 97.8 D50= 0.0436 D30= 0.0167 D15= 0.0102 #4 92.4 D10= 0.0086 Cu= 10.14 Cc= 0.38 #10 73.0 Classification #40 70.1 USCS= ML AASHTO= A-4(0) #100 63.5 #200 58.6 Remarks Per ASTM D422 (no specification provided) Source of Sample:B-1 4.0'-6.0' Date: 9-29-21 Terracon Consultants-NY, Inc. Client: WelltowerInc. Project: The Landing at Queensbury Queensbury,NY Alban NY - Project No: JB215157 Figure B-14.0'-6.0' Tested By: AB Checked By:JH GRAIN SIZE DISTRIBUTION ASTM D422/ASTM C136 U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100140200 100 95 90 85 80 75 70 � 65 60 N > 55 Q m o � o z 50 w H 45 z EL W W 40 � w o a 35 z' 0 30 w 25 0 20 J-11 1 11 , z 15 O 5 10 w x i 5 !9 m 0 100 10 1 0.1 0.01 0.001 N GRAIN SIZE IN MILLIMETERS D U) COBBLES GRAVEL SAND SILT OR CLAY z coarseI fine 16oarse I medium fine Boring ID Depth USCS Classification WC(%) LL PL PI Cc Cu o • B-2 2-4 SILT(ML) 28.3 NP NP NP w J Q z of 0 0 0 Of w Boring ID Depth D166 D60 D30 D10 %Cobbles %Gravel %Sand %Silt %Fines %Clay r 0 B-2 2-4 2 0.0 0.0 10.7 89.3 a w LL J Q F 0 Z w Q W PROJECT: The Landing at Queensbury PROJECT NUMBER: JB215157 1 rerracon SITE: 27 Woodvale Road 30 Corporate Cir Ste 201 CLIENT: Welltower Inc. 0 Queensbury,NY Albany,NY Toledo,OH 3 GRAIN SIZE DISTRIBUTION ASTM D422/ASTM 6136 U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100140 200 100 95 90 85 80 75 70 � 65 2 60 >- 55 m o Z 50 I— 45 a W w 40 Lu o a 35 z� 30 w 25 20 z 15 0 z g lo— w x r 5 0 100 10 1 0.1 0.01 0.001 N m GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY z coarse fine coarse medium fine a Boring ID Depth USCS Classification WC(%) LL PL PI Cc Cu o • B-2 6-7.2 SILTY SAND(SM) 8.6 NP NP NP w o: J Q z K 0 0 LL W Boring ID Depth D1oo D60 D30 1310 %Cobbles %Gravel %Sand %Silt %Fines %Clay r a • B-2 6-7.2 25 0.273 0.08 0.0 9.0 62.3 28.6 w w cn J Q r z Z w Q U, W PROJECT: The Landing at Queensbury PROJECT NUMBER: JB215157 0 Irerracon0 SITE: 27 Woodvale Road 30 corporate Cir Ste 201 CLIENT: Welltower Inc. 5 Queensbury,NY Albany,NY Toledo,OH SUPPORTING INFORMATION Contents: General Notes Unified Soil Classification System Note:All attachments are one page unless noted above. GENERAL NOTES lrerracon DESCRIPTION OF SYMBOLS AND ABBREVIATIONS P The Landing at Queensbury ■ Queensbury,NY Caedit p®r't Terracon Project No.JB216157 SAMPLING WATER LEVEL FIELD TESTS N Standard Penetration Test Water Initially Resistance(Blows/Ft.) Encountered Water Level After a (HP) Hand Penetrometer Split Spoon Specified Period of Time v Water Level After (T) Torvane a Specified Period of Time jMLCave In (DCP) Dynamic Cone Penetrometer Encountered Water levels indicated on the soil boring logs are uc Unconfined Compressive the levels measured in the borehole at the times Strength indicated. Groundwater level variations will occur overtime. In low permeability soils,accurate (PID) Photo-Ionization Detector determination of groundwater levels is not possible with short term water level observations. (OVA) Organic Vapor Analyzer DESCRIPTIVE SOIL CLASSIFICATION Soil classification as noted on the soil boring Jogs is based Unified Soil Classification System.Where sufficient laboratory data exist to classify the soils consistent with ASTM D2487"Classification of Soils for Engineering Purposes"this procedure is used.ASTM D2488"Description and Identification of Soils(Visual-Manual Procedure)"is also used to classify the soils, particularly where insufficient laboratory data exist to classify the soils in accordance with ASTM D2487. In addition to USCS classification, coarse grained soils are classified on the basis of their in-place relative density, and fine-grained soils are classified on the basis of their consistency.See"Strength Terms"table below for details.The ASTM standards noted above are for reference to methodology in general. In some cases,variations to methods are applied as a result of local practice or professional judgment. LOCATION AND ELEVATION NOTES Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are approximate. See Exploration and Testing Procedures in the report for the methods used to locate the exploration points for this project.Surface elevation data annotated with+/-indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead,the surface elevation was approximately determined from topographic maps of the area. STRENGTH TERMS RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS (More than 50%retained on No.200 sieve.) (50%or more passing the No.200 sieve.) Density determined by Standard Penetration Resistance Consistency determined by laboratory shear strength testing,field visual-manual procedures or standard penetration resistance Descriptive Term Standard Penetration or Descriptive Term Unconfined Compressive Strength Standard Penetration or (Density) N-Value (Consistency) Qu,(tsf) N-Value Blows/Ft Blows/Ft Very Loose 0-3 Very Soft less than 0.25 0-1 Loose 4-9 Soft 0.25 to 0.50 2-4 Medium Dense 10-29 Medium Stiff 0.50 to 1.00 4-8 Dense 30-50 Stiff 1.00 to 2.00 8-15 Very Dense >50 Very Stiff 2.00 to 4.00 15-30 Hard >4.00 >30 RELEVANCE OF SOIL BORING LOG The soil boring logs contained within this document are intended for application to the project as described in this document. Use of these soil boring logs for any other purpose may not be appropriate. 1rerracon UNIFIED SOIL CLASSIFICATION SYSTEM GeoRepor k Soil Classification 1 Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Group Group Name a Symbol Clean Gravels: Cu>_4 and 1 <Cc:5 3 E GW Well-graded gravel F Gravels: Less than 5%fines c Cu<4 and/or[Cc<1 or Cc>3.0]E GP Poorly graded gravel F More than 50%of coarse fraction retained on No.4 sieve Gravels with Fines: Fines classify as ML or MH GM Silty ravel F,c,x Coarse-Grained Soils: More than 12%fines c Fines classify as CL or CH GC Clayey gravel F,c,If More than 50%retained on No.200 sieve Clean Sands: Cu>_6 and 1 s Cc:5 3 E SW I Well-graded sand J. Sands: Less than 5%fines° Cu<6 and/or[Cc<1 or Cc>3.0]E SP Poorly graded sand 1 50%or more of coarse fraction passes No.4 Fines classify as ML or MH SM Siltysand c,e, sieve Sarids with Fines: More than 12%fines n Fines classify as CL or CH SC Clayey sand s,H, Inorganic: PI>7 and plots on or above"A" CL Lean clayK,L,M Silts and Clays: PI<4 or lots below"A"line J ML Silt K,L,M Liquid limit less than 50 Liquid limit-oven dried Organic clayK,L,M,N Fine-Grained Soils: Organic: <0.75 OL 50%'or more passes the Liquid limit-not dried Organic silt K,L,M,o No.200 sieve Inorganic: PI plots on or above"A"line CH Fat clay K+L.M Silts and Clays: PI plots below"A"line MH Elastic Silt K L,M Liquid limit 50 or more Liquid limit-oven dried Organic clay K,L+M,P Organic: <0.75 OH Liquid limit-not dried Organic silt V"L.M.Q Highly organic soils: Primarily organic matter,dark in color,and organic odor PT Peat A Based on the material passing the 3-inch(75-mm)sieve. H If fines are organic,add'With organic fines"to group name. a If field sample contained cobbles or boulders,or both,add'With cobbles I If soil contains>_15%gravel,add'With gravel"to group name. or boulders,or both"to group name. J If Atterberg limits plot in shaded area,soil is a CL-ML,silty clay. c Gravels with 5 to 12%fines require dual symbols: GW-GM well-graded K If soil contains 15 to 29%plus No.200,add'With sand"or'With gravel with silt,GW-GC well-graded gravel with clay,GP-GM poorly gravel,"whichever is predominant. graded gravel with silt,GP-GC poorly graded gravel with clay. o Sands with 5 to 12%fines require dual symbols: SW-SM well-graded If soil contains>_ am plus No.200 predominantly sand,add "sandy"to group name. sand with silt,SW-SC well-graded sand with clay,SP-SM poorly graded MY soil contains>_30%plus No.200,predominantly ravel,add sand with silt,SP-SC poorly graded sand with clay. P P Y 9 2 "gravelly"to group name. (D30) N PI>_4 and plots on or above"A"line. e Cu=D66/Dt° Cc= o PI<4 or plots below"A"line. Duo X D6o P PI plots on or above"A"line. F If soil contains z 15%sand,add'With sand"to group name. Q PI plots below"A"line. G If fines classify as CL-ML,use dual symbol GC-GM,or SC-SM. 60 For:classification of fine-grained soils and fine-grained fraction 50 of coarse-grained soils Equation of"X-line d Horizontal at PI=4 to LL=25.5. X 40 then PI=0.73(LL-20) '� 0� 0 Equation of"U"-line °t z Vertical at LL=16 to PI=7, ,'� G� 30 then PI=0.9(LL-8) ' U ' 0 Q 20 J MH.or OH a 10 4 _ CL- ML IIIIL or OL 0 0 10 16 20 30 40 50 60 70 80 90 100 11 LIQUID LIMIT LL John O'Brien From: Wagner,Robert C-(NYN) <rwagner@tcco.com> Sent: Friday,October 8,2021 1:16 PM To: John O'Brien Cc: Kate Deck;Laura Moore;Craig Brown;Sunny Sweet;Karen Dwyre Subject: RE:The Landing at Queensbury:Pre Engineered Metal Building Attachments: JB215157 The Landing at Queensbury.pdf John- Attached is the geotechnical report for the Landing project completed by Terracon,who will also do the third party inspections. Let me know if you have any additional questions. From:John O'Brien<JohnO@queensbury.net> Sent: Friday, October 8, 2021 10:14 AM To:Wagner, Robert C-(NYN)<rwagner@tcco.com> Cc: Kate Deck<KateD@queensbury.net>; Laura Moore<Imoore@queensbury.net>; Craig Brown <CraigB@queensbury.net>;Sunny Sweet<suhn-ys@queensbury.net>; Karen Dwyre<karend@queensbury.net> Subject: RE:The Landing at Queensbury: Pre Engineered Metal Building EXTERNAL EMAIL - Please Handle Cautiously Robert, Who is handling the site plan approvals for-the storage building?This part of the project is being processed under a separate permit because the building needed site plan review. I have asked planning and zoning and they have not seen anything come in as of yet. John O'Brien Code Enforcement Officer Town of Queensbury Town of Queensbury From:Wagner,.Robert C-(NYN) <rwagner@tcco.com> Sent: Friday,October 8, 2021 10:06 AM To:John O'Brien<JohnO@queensbury.net> Subject: RE:The Landing at Queensbury: Pre Engineered Metal Building John- I have reached out to Rozzell for the information and will forward as soon as I get it. From:John O'Brien<JohnO@queensbury.net> Sent: Friday, October 8, 2021 10:04 AM To:Wagner, Robert C-(NYN)<rwagner@tcco.com> 1 Cc: Kate Deck<KateD@gueensbury.net> Subject: RE:The Landing at Queensbury: Pre Engineered Metal Building I EXTERNAL EMAIL - Please Handle.Cautiously Robert, Please forward to my attention all the structural calculations for wind,ground snow load and seismic for the foundation and pre-engineered building.The Letter of Design Criteria is the final numbers, we require all calculations for the foundation and pre-engineered building be submitted. Thanks! John O'Brien Code Enforcement Officer Town of Queensbury Town of Queensberry From:Wagner, Robert C- (NYN)<rwaRner@tcco.com> Sent: Friday,September 24, 2021 8:47 AM To:John O'Brien<JohnO@queensbury.net> Subject:The Landing at Queensbury: Pre Engineered Metal Building John- Attached are the PE stamped drawings from Rozzell Industries for the pre-engineered metal building—let me know-if you need anything else. I believe this is the last item on your permit check list. Hope all is well—we plan on being on site October 4th to start some of the exterior work(sidewalk replacement,landscaping,vinyl siding replacement,etc.) Robert Wagner,LEED© AP I Project Manager Turner Construction Company 1 Computer Drive South I Albany, New York 12205 office 518.432.0277 mobile 518.852.1093 I rwagner@tcco.com website I linkedin facebook I twitter ouy tube ---CONFIDENTIALITY STATEMENT--- This email transmission and any documents accompanying this email transmission contain information from Turner Construction Company,which is confidential.This information is intended for the use of the intended recipient.If you are not the intended recipient,you are hereby notified that any dissemination,distribution, copying,or taking of any action in reliance on the contents of this email information is strictly prohibited,and that the documents shall be returned to Turner Construction Company,immediately.If you receive this email in error,please notify us immediately by replying to the email address set forth above. This is an external email. Do not click links or open attachments unless-you recognize the sender and know the content is safe. This is an external email, i• not click links or: ••- attachments unless you recognize the sender and know the content is safe. j: This is an external email. D• not click links or open attachments unless you recognizethe sender and know the contentsafe. 3 �y Turner Special Projects �Tl;QLandin� SUBMITTAL TRANSMITTAL " The Landing at Queensbury 27 Woodvale Road Queensbury,New York 12804 Turner Project#210881 D. 10/07/21 Subcontractor: Turner PD Spec Section: 000 Cast in Place Concrete Submittal No: 5 Transmitted to: Kevin Mortan Transmitted by: Robert Wagner Hohbach-Lewin Inc Turner Construction 260 Sheridan Avenue 1 Computer Drive South Palo Alto,California 94306 Albany, New York 12205 Copies.to: Dennis Austria,.Aysha Moore-Manwaring,Randy"Edgar, Dean Tubbs, Fabian Herrera NET: No exceptions Taken RR: Revise and Resubmit . . Approved as Noted REJ: Rejected - • Only Item Type Description Item Action NET AAN. - RR RJ RO 7 SD PEMB Foundation Shop.Drawings X THE ENGINEER-S REVIEW DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO CHECK AND COORDINATE THIS SUBMITTAL WITH THE PROJECT REQUIREMENTS AND AND TO VERIFY ALL QUANTITIES.MATERIALS, - FIELD MEASUREMENTS,AND FIELD CONSTRUCTION CRITERIA - RELATED THERETO.THE ENGINEER-S REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE INFORMATION GIVEN IN " THE CONTRACT DOCUMENTS:NO DEVIATIONS FROM THE'- CONTRACT DOCUMENTS ARE AUTHORIZED BY THIS REVIEW - - E PLICITLYYRREESPONDEEDTTOINWROI"TNGBYTHHEEENGI E R° NOTES: - Hohbach-Lewin,Inc. BY: NRR 1.TO BE REVIEWED AND.APPROVED BY SPECIAL" STRUCTURAL ENGINEERS DATE:2II21-o.- " - INSPECTOR AND TESTING AGENCY.- REJECTED RESU MIT WITH VIEW FINAL REVIEW 2 ALL REINFORCEMENT STEEL CLEAR COVER SHOULD" RESUBMIT WITH NO . REINFORCEMENT - T EXCEPTIONS. oTED ON" MEET REQUIREMENTS SET FORTH-IN ACI 318-14. X =HLI - Reviewed by Turner Construction for General Compliance.with the Contract Documents. This-review does not reliwe the Trade Partner of the responsility for marking the work conform to the-requirements of the contract. The Trade Partner is responsible for dimensions,carrect fabrication and accurate fit with the work of other trades. 1z0bR tWa.+a- Octo� 7, 2021 Signature Date vt LJ= =sm BUILDING SYSTEMS GROUP Version 2020.01.20(1120120) 305 Industrial Parkway Ph:(260)837-7891 Waterloo,IN 46793 Fax:(260)837-7384 August 26,2021 Ben Firlit Proiect Name:The Landing at Queensbury 129 Park Road Buildings:A->16'-0"x32'-0"x12'-0"(RCS,0.25:12) Queensbury,NY 12804 Attn..- Benjamin Firlit Proiect Location: Queensbury,NY 12804 NBG Project#: W21K0801A This Letter of Design Certification ensures that the materials furnished by the metal building supplier are designed in accordance with the information specified to the metal building supplier on the order documents and summarized by the loading information listed below. The Project Engineer of Record(not the metal building supplier)is responsible for verifying that the building code and design loads meet any and all applicable local requirements. The Professional Engineer whose seal appears on this Letter of Certification is employed by the metal building manufacturer. and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. DESIGN LOAD CRITERIA: Structural Loads Applied in General Accordance with: NYSBC 2020 MBMA Occupancy Importance Classification: II-Standard Buildings PROJECT-WIDE LOADING INFORMATION: Ground Snow Load: 65.0 psf Snow Exposure Factor,Ce: 1.00 Snow Imp.Factor,Is: 1.00 Roof Live Load: 20.0 psf Reducible As Per Code. Rain Intensity,R:4.00 in/hr Ultimate Design Wind Velocity: 120 mph Nominal Design Wind Velocity: 93 mph ***Components&Cladding Pressures: 24 psf/ -32 psf Is Roof to meet UL 90 Requirements?:No Wind Importance Factor,Iw: 1.00 Wind Exposure: B Seismic Criteria: Ss:0.237 S 1:0.068 •20%of flat roof snow included in seismic calc's. Design Sds/Shc: 0.253/0.109 Analysis Procedure: Equiv.Lat.Force Procedure Seis.Imp.Factor,Ie: 1.00 Basic SFRS;Not Detailed for Seismic Seis.Design Category: B Site Class: D BUILDING-SPECIFIC LOADING INFORMATION: Roof Dead Collateral Dead Snow Coefficient Snow Load(psf) Wind Seismic . Bldg (Ps * Pri( s Sec( s Ct Cs Ps(psf) **Pm( s Enclosure GC i R Cs V(kips) A 3.5 5.0 5.0 1 1.2 _ 1.00 54.60 20.00 Enclosed f 0.18 j 3.00 0.084 1.3 E � 3 pq g 1 1 1 *Primary Structural Not Included **Pm is based on the minimum roof snow load calculated per building code or the contract-specified roof snow load,whichever is greater.This value,Pm,is only applied in combination with Dead and Collateral Loads.Roof Snow in other loading conditions is determined per the specified Building Code. ***Ultimate Design wind pressures to be used for wall exterior component and cladding materials not provided by Metal Building Supplier Mezzanine Information: Floor Dead Load:N/A Floor Collateral Load:N/A Floor Live Load:N/A Crane Information: No cranes on building. .................................................................................... Roof-Top Unit Information OF N E W Warning: It is a violation of the NYS Education Law € y No roof-top units on building. Article 145 for any person,unless he/she is acting �P� SEE Aes� 0 C.under the direction of a,licensed professional yl� engineer,to alter this item in anyway. v r The design of structural members supporting roof gravity loads is controlled by the more critical C-, W effect of roof live load or roof snow applied in accordance with the governing building code. v� s DESIGN STANDARDS REFERENCED: 095050—� 21 •AISC Specification Buildings Construction Manual, RIFESS AIS,1 North-American Specification for Design of Cold-Formed Steel Structures,©2016 Edition. I ENO,23tZ� •IBC codes are designed in accordance with ASCE7-16 Edition. ............•••••••••••••••-••......................................................% •MBMA Low Rise Building Systems Manual,Latest Edition. Professional Seal •AWS Latest Edition of Structural Welding Code. •No buyout structural components provided on this project. 296.14-1-14.2 AST-0745-2021 MBMR The Landing ACCREDITED' 64tal BJ:x,S,sw.:s 27 WOodvale Rd. Detached Garage 768 sq. ft. I` ,