Loading...
HomeMy WebLinkAboutApplication APPLICANT 9/13/2022City of Springfield Development & Public Works 225 Fifth Street Springfield, OR 97477 Minimum Development Standards'f SPRINGFIELD �Required Project Information (Applicant., complete this section) "plicant Name: Jon Bottensek hone: 541-912-1953 Company: Efficient Excavation & Const., LLC E-mail: lonmouse2@comcast.net Address: 4455 Blanton Rd., Eugene, OR 97405 Applicant's Rep.: Phone: Company; IE -mall: Address: Property Owner.• Calvin Speckman Phone: 541-746-8672 Company: ABT E -mall; Address: 402 Shelly St., Springfield, OR 97477 ASSESSOR'S MAP NO: 17-03-27-10 TAX LOT Mills): 07900 Property Address: 402 Shelly Street, Springfield, OR 97477 Size of Property: 0.77 Acres [3 Square Feet ❑ Description of if you are filling in this form by hand, please attach your proposal description to this application. Proposal: Remove existing wood frame warehouse space. Rebuild taller in same footprint with concrete & steel. Existing Use: Unheated storage Signatures: Please si n and rint our name and date in the ancirooriate box on the next cane. RequiredProperty Information complete this section) SA Associated Cases: 22 Vr9R�'ZOZ T7�'� of l- jj L'le:t- Case No.: Date: Reviewed by: Application Fee: $ t Z.4 4-dJ Technical Fee: $ by-R� Posta a Fee: $0 TOTAL FEES: $ ki 363- 1- PROJECT NUMBER: Revised 5/21/13 KL 1 of 9 Signatures The undemlgne acknowledges th hair( rmation In this application is correct and accurate. Applicant: Date: o sip -lure Print If the applicant is not the owner, the owner hereby grants permission for the applicant to act in his/her behalf. Owner: X71 1 1 fl�`ti. _ JS. Date: Fitt f Ont Revised 5/21/13 KL 2 of 9 SPRINGFIELD • / • • � lye 225 FIFTH STREET DEVELOPMENT AND PUBLIC WORKS OREGON SPRINGFIELD, OR 97477 PHONE: 541.726.3753 FAX 541.736.1021 w .spangfieldor.gov December 6, 2013 REQUIRED STORMWATER SCOPING SHEET USE POLICY: In October 2003, Springfield Public Works released a trial "stormwater scoping sheet," provided to help engineers and developers meet stormwater requirements in the Springfield Development Code (SDC) and Engineering Design Standards and Procedures Manual (EDSPM). After a five month trial period, it became apparent that users of the scoping sheet submitted much more complete applications than non-users. An added bonus was a decrease in the overall review time spent on the applications, resulting in quicker notice of decisions. As a result of the benefits of the scoping sheets, the City has decided to make their use a mandatory process. Current city policy is that the use of stormwater scoping sheets is required for all applications which require development review. All applications submitted to the City shall provide a copy of a completed stormwater scoping sheet with the application packet. Attached with this letter is the latest version of the scoping sheet, which reflects changes requested by the development community. PLEASE NOTE: SUBMITTED APPLICATIONS WILL NOW BE REQUIRED TO SUBMIT A COMPLETED STORMWATER SCOPING SHEET, STORMWATER STUDY AND PLANS IN CONFORMANCE WITH THE SCOPE REQUIREMENTS DIRECTIONS FOR USING STORMWATER SCOPING SHEETS ARE AS FOLLOWS: 1.) Obtain scoping sheet from application packet, city website, or other location. 2.) Fill out project information (top half of front sheet) prior to commencement of work on stormwater study. (Note: Do not sign scoping sheet until it is received from the City with requirements checked.) 3.) Mail, fax, or email all pages to: City of Springfield, Development and Public Works Dept., Attn: Clayton McEachem. 4.) Receive completed scoping sheet (filled out by the City) indicating minimum requirements for a complete stormwater study. 5.) Include four (4) copies of complete scoping sheet (signed by engineer at the bottom of page 2), stormwater study and plans that comply with the minimum required scope with submittal of application packet. The scoping sheet shall be included as an attachment, inside the front cover of the stormwater study. Stormwater scoping sheets can be found with all application packets (City website and the DPW front counter) as well as on the Engineering and Construction Resources webpage located at: http://www.sorintfield- or.eov/DPW/En igneerinpmdConstnxtionResources.htm under the Public Improvement Permit Projects Forms section. Thank you in advance for working with the City of Springfield with this new process. Sincerely, Clayton McEachem, PE City of Springfield, Development and Public Works Email: emceachern@springfreld-or.gov Phone: (541) 736-1036 Fax: (541) 736 —1021 DEVELOPMENT AND PUBLIC WORKS SPRINGFIELD 225 FIFTH STREET OREGON SPRINGFIELD, OR 97477 PHONE: 541.726.375353 FAX 541.726 1021 www.springfield-or gov STORMWATER MANAGEMENT SYSTEM SCOPE OF WORK -------------- (Area below this line filled out by Applicant) ------------------ – — (Please return to Clayton McEachzrn a Ci(i,gfSpringfeeld Oevelopmentand Pubh'c Works; Fax # 736-1021, Phone # 736-1036), email:cmceachern(d�springheld-or.gor Project Name: ABT Warehouse Remodel Applicant: Jon Bottensek Assessors Parcel #: 07900 Date: 9/12/22 Land Use(s): Commercial Industrial Phone#: sat -ale -t asa Project Size (Acres): 0.77 Fax #: Approx. Impervious Area: Email: ionmouse2@comcast.net Project Description (Include a copy of Assessor's map): Remove existing wood frame warehouse space. Rebuild taller in same footprint with Concrete & steel. Drainage Proposal (Public connection(s), discharge location(s), etc. Attach additional sheet(s) ifnecessary: Same square footage of roof area tied into existing storm drains. Proposed Stormwater Best Management Practices: - /Area below this line filled out by the Cite and Returned to theAoolican0 (.t a minimum, all boxes checked by the City on the front and back ofthis sheet shall be submitted or an application to be corn fete or submittal, although other requirements may be necessar . Drainage Study Type (EDSPM Section 4.03.2): (Note- UH may be substituted for Rational Method) ❑ Small Site Study –(use Rational Method for calculations) ❑ Mid -Level Development Study –(use Unit Hydrograph Method for calculations) ❑ Full Drainage Development Study – (use Unit Hydrograph Method for calculations) F,nvironmental Considerations: ❑ Wellhead Zone: ❑ Hillside Development: ❑ Wetland/Riparian: ❑ Floodway/Floodplain: ❑ Soil Type: ❑ Other Jurisdictions Downstream Analysis: ❑ N/A ❑ Flow line for starting water surface elevation: ❑ Design HGL to use for starting water surface elevation: ❑ Manhole/Junction to take analysis to: Return to Clayton McEachern @ City of Springfield, email: cmceachern@Springfield-or,gov, FAX: (541) 736-1021 COMPLETE STUDY ITEMS o orc clalu oa y. * Rased upon the intiorrnafion provided on the front of this sheet, the following represents a minimum ofwhat is neededfor an application to be complete for submittal with respect to drainage; however, this list should not be used in lieu ofthe SpringJleld Development Code (SDC) or the City's Engineering Design Manual. Compliance with these requirements does not constitute site approval; Additional site specie information may be required, Note: Upon scoping sheet submittal ensure completedform has been signed in the space provided below: Interim Design Standards/Water Quality (EDSPM Chapter 3 Reg'd .N/A AD non -building rooftop (NBR) impervious surfaces shall be pre-treated (e.g. multi-chambered catchbasin w/oil filtration media) for stormwatcr quality. Additionally, a minimum of 50% of the NRR impervious surface shall be treated by vegetated methods. Where required, vegetative stornwater design shall be consistent with design standards (EDSPM Section 3.02), set Porth in Chapter 2 of the Eugene Sta rmwater Management Manual. For new NBR impervious area less than 15,000 square feet, a simplified design approach may be followed as specified by the Eugene Stormwater Management Manual (Sec2.4.1). If a storawater treatment Swale is proposed, submit calculations/specifications for sizing, velocity, flow, side slopes, bottom slope, and seed mix consistent with City of Springfield or Eugene's Stormwater Management Manual. Water Quality calculations as required in Section 3.03.1 of the EDSPM. All building motion mounted equipment, or other fluid containing equipment located outside of the building, shall be provided with secondary containment or weather resistant enclosure. U U Drainage study prepared by a Professional Civil Engineer licensed in the state of Oregon. D [:] A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological study map. ❑ F Calculations showing system capacity for a 2 -year storm event and overflow effects of a 25 -year storm event. ❑ [] The time of concentration (Tc) shall be determined using a 10 minute start time for developed basins. Review of Downstream S3Ttm EDSPM Section 4.03.4.0 ❑ F-1 A downstream drainage analysis as described in EDSPM Section 4.03A.C. On-site drainage shall be governed by the Oregon Plumbing Specialty Code (OPSC). Elevations of the HGL and flow lines for both city and private systems where applicable. Design of Storm Systems (EDSPM Section 4.04). ❑ 7 Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on the plan set. Minimum pipe cover shall be 18 inches for reinforced pipe and 36 inches for plain concrete and plastic pipe materials, or proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,000 lb load without failure ofthe pipe structure. Morning's "n" values for pipes shall he consistent with Table 4-1 of the EDSP. All storm pipes shall be designed to achieve a minimum velocity of three 131 feet per second at 0.5 pipe full based on Table 4-1 as well. U U Existing and proposed contours, located at one foot interval. Include spat elevations and site grades showing how site drains. Private stormwater easements shall be clearly depicted on plans when private stortawater flows from one property to another. ❑ ❑ Drywells shall not receive mnoff from any surface w/o being treated by one or more BMPt, with the exception of residential building roofs (EDSP Section 3.03.4.A). Additional provisions apply to this as required by the DEQ. Refer to the website: http://..deg.stale.or.us/wq/uic/uic.htm for more information. Detention ponds shall be designed to limit runoff to pre -development rates for the 2 through 25 -year storm events. *This form shall be included as an stmchment, inside the front cover, ofthe stormwuter study. IMPORTANT: ENGINEER PLEASE READ BELOW AND SIGNI As die engineer of record, I hereby certify the above required items are complete and included with the submitted stmerwater study and plan set. Signature Date Form Version 5: June 2015 WARRANTY DEED AB Technologies Im9, Inc., and Oregon business corporation, Grantor, conveys and warrants to Marco Polo Properties, LLC, an Oregon limited liability company, Grantee, the following described real property flee of encumbrances except as specifically set forth herein: Lot 3, Block 2, Eugene Springfield Industrial Park, as platted and recorded in Book 50, Page 17, Lane County, Oregon Plat Records, in Lane County, Oregon Subject to and excepting: conditions, restrictions and easements of record. The true consideration for this conveyance is $450,000.00. Until a change is requested, all tax statements aro to be sent to the following address: 402 Shelly Street - Springfield, Oregon 97477 Tax Account Number: 0228633 THIS INSTRUMENT WILL NOT ALLOW USE OF THE IN THIS INSTRUMENT IN VIOLATION OF APPLICABLE LAND USE LAWS AND REGULATIONS. BEFORE SIGNING OR ACCEPTING THIS INSTRUMENT, THE PERSON ACQUIRING FEE TITLE TO THE PROPERTY SHOULD CHECK WITH THE APPROPRIATE CITY OR COUNTY PLANNING DEPARTMENT TO VERIFY APPROVED USES AND TO DETERMINE ANY LIINaTS ON LAWSUIT'S AGAINST FARMING OR FOREST PRACTICES AS DEFINED IN ORS 30.930. Dated this 28th day of September, 2005. AB Technologies Wl, Inc. ME 1 _� STATE OF OREGON ) ) as, County of Lane ) The foregoing instrument was acknowledged before me this 28th day of September, 2005, by Calvin A. Speclunan, President of ATechnologies in Kine. ' Inc. OFFIC IALSF:OL MARY AHN LEIT2EL No bl for On NOTAPY PValICdfE(iON M fission Expires: COMMISSIONN0.3]0544 Mf COM NASION Iw NES S Omenn 19, 200] Division of Chief Deputy Clark nt Lane County Deeds and Records LWiW $26•00 AFTER RECORDING RETURN TO: 00740855200900768210010016 0HIER 095911:7b;19 (i1 Travis L. Sydow RPR -DEED Cnte1 Stn.1 CASHIER 0 2295 Coburg Rd., Suite 205J 66.00 611.00 $10.00 Eugene, OR 97401 Fn A m m r0 w � N :NV ung 0 C V _ 7 y �A w 3 uZ € Zw vT TV om s m'o O O MAE Engineering .,1355 OAK ST, SUITE #200 EUGENE, OR 97401 PHONE: (541) 484-9080 1 www.mae-engineers.com Structural Calculations ABT Warehouse Remodel 402 Shelley St., Springfield, OR Prepared For: ABT Technologies Work Order: 22901 Date: 17 June 2022 Project Description: Remodel of an existing warehouse addition. Existing structure is wood framed and will be replaced with a steel framed building with a nominally identical footprint. Structure will consist of steel wide flange columns and beams topped with 3" metal deck and TPO membrane roofing. Exterior walls are CFS and will be clad with corrugated metal siding. As the structure is very light, the structure falls under SDC D exceptions for the use of Ordinary seismic systems. In this case, Ordinary Steel Moment Frames in the North-South direction, and Steel Ordinary Concentrically Braced Frames in the East-West direction. WHERE VISION MEETS STRENGTH Table of Contents Structural Calculations ABT Warehouse Remodel 402 Shelley St., Springfield, OR Prepared for: ABT Technologies Work Order: 22909 Date: 17 J u ne 2022 -�°PR°«s,�� Digitally signed o� by Jok Ang Use, Occupancy, Construction, and Risk Category Date: 2022.06.21 'gas"" 17:02:17-07'00' Dead Loads Subject Page General Project Information 1 Use, Occupancy, Construction, and Risk Category Deflection Criteria Dead Loads Live Loads Snow and Rain Loads SEAO Snow Load Report Seismic Loads ATC Mapped Seismic Parameters Wind Loads Vertical Force Resisting System 13 Decking Capacity Rise 3D Model — Member Utilization Rise 3D Model— Deflection Ratios Lateral Force Resisting System 17 Seismic Mass Moment Frame Beam -Column Connection Brace Axial Capacity and End Connection Capacity Rise 3D Model — Brace Axial Loads Drift Check Rise 3D Model Drifts Risa 31) Model 26 Rise 3D Model Members Rise 3D Model Loads Rise 3D Model Report Non -Structural Components 37 Typ Exterior Wall Framing MAE Engineering 11355 Oak Street, Suite 200, Eugene, OR 974011541-494-9080 r� MAE Engineering ., 1355 OAK ST, 7401 k200 EUGENE, 41 44-9 PHONE: (541)484-90801 WNNJ.MAE-ENGINEERS.COM Work Order: 1 22901 Project: ABT Warehouse Date: 06/01/22 Proiect Desian Loads and Criteria Latitude/Longitude 44.0644 -123.032 Elevation 426 ft Construction Type (OAC Ch 6) pN/A Occupancy(OACC1 3) OcwpanU 26 People Risk Category (Table 1604.5) All Other Struct. Vertical Deflection Criteria 2019 OSSC - Section 1604.3 Floor Beams and Deck L S or W D+ L Notes Typical L/360 I - I L/240 Exterior/Perimeter L/360 or 3/4"1 L/2407 1.3/4" is a coft limit to accommodate common Supporting Masonry I L/600 I L/400 slide dipn[ergsand de-ection track at exterior CFS cells. Ir CFS partition walk have lower Roof Beams and Deck L SorW D+L loads allowing for greater Flexibility in attachment. Supporting Brittle Ceiling (Plaster/Stucco) L/360 L/240 Supporting Non -Brittle Ceiling(GWB)s L/240 L/180 2.3/4" limit shall apply to D,L ifsigaifcant DL is Not Supporting Ceiling L/180 L/120 applied after stud installation. Perimeter L/360 or 3/4"1 L/2407 3. PerGA216-074.1.8, gypsum wall board Metal Roofing - L/60 support framing limit is L/140 Members Supporting Metal Roofing L,/150 - Lateral Deflection Criteria 2019 OSSC - Section 1604.3, ASCE 7-16 - Chapter 12.12 Exterior Walls - Out of Plane Wind4 Notes With Plaster/Stucco L/360 With Other Brittle Finishes(GWB) L/240 4. Wind load deflection to be checked with 0.42 bad factor With Flexible Finishes L/120 (0.6 (ASD) x 0.71 applied to MC wiM loads or using 30 year MRI wiM speed. With Metal Siding L/90 Interior Walls- Out of Plane Live, Notes With Stucco/Plaster L/360 With Other Brittle Finishes L/240 5. Deflection criteria is for 5 psf minimum horizontal load defined in OSSC Section 1W7.15 With Flexible Finishes U120 Structural Drift Limits Page 1 NOMAE Engineering 1355 OAK OR 974 1 k200 EUGENE, 41 44-9 PHONE: (541)484-90801 WNNJ.MAE-ENGINEERS.COM Work order: 1 22901 Project: ABT Warehouse IDate: 06/01/22 Dead Loads 2019 OSSC - Section 1606, ASCE 7-16 - Chapter 3 Wall Assembly -Cold Formed Steel Exterior Wall TPO Membrane 0.30 psf 24 ga Corrugated Panel 2.1 psf Rigid Insulation 0.50 psf Bridging 0.50 psf W3 Roof Deck 16 ga 2.7 psf 400S162-54 @ 24" o.c. 0.75 psf Misc & Mech 1.7 osf osf Total Live Loads Taal 1 3.351 psf Page 2 Oregon Snow Loading The design ground snow of any location in the state of Oregon maybe determined by entering the latitude and longitude of your site into the boxes below. The tool provides the design ground snow load (pg in ASCE7*) for your site. The design ground snow load val- ues can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes. Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the lati- tude and longitude values be entered with a precision of 0.001 (about 105 yards). ASCE standard (ASCE/SEI ]-10) hbnimum Dead, bads hr Buikings and Oche' structures published by the American SxICy of Civil Engineers. Latitude - Longitude Lookup Results latitude: 44.0644 Longitude: -123.032 snow load: 11.0 par Modeled Elevation: 426 it Site Elevation versus Modeled Grid Elevation Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required. The modeled grid elevation is the average elevation of the 4 km (about 2-1/2 miles) grid cell that was used in the snow load modeling. In rela- tively flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations may be quite different. The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if your site is at or near the top of a hill. Oregon Design Ground Snow Load Look Up Results It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineer- ing judgment when interpreting and using the results reported by this tool. The user is recommended to review the online map, to gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of the site location. In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on ex- trapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case study. It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads. The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof configuration, etc. Only the properly adjusted loads can be used to design roof structural elements. Oregon requires a minimum roof snow load of 20 psf (pm in ASCE7*) for all roofs, plus a 5 psf rain -on -snow, surcharge for many roof types, resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part 77 for fuller information. ASCE standard (ASCE/5E1 ]-10) Minimum Design lids for Buildings and other Struam-es published by the Amerlran SxICy of Civil Engineers. © Ct,,rght 2010-2013 seao.org All rights reserved. Page 3 MAE Engineering 13550A, ST, SUITE k200 EUGENE, 4011 PHONONE: (54141 4) 484-9080 W W W .MAE-ENGINEERS.COM Work Order: 22901 Project: ABT Warehouse Date: 06/01/22 Seismic Loads 844 ft/s ODOT 500 Yr Event 2019 OSSC - Section 1613, ASCE 7-16 - Chapters 11-14 Period (s) So (g) Seismic Design Criteria (ASCE 7-16 - Chapter Site Class Seismic Importance Factor 1.00 PGA Site Coefficient 1.978-(Fmp) S Second Spectral Acceleration 0.389 15econd Site Coefficient 1.911-(F„) S Second Spectral Act. W/ Site Effects 1.115 S Second Design Spectral Acceleration 0.743 Site Specific Ground Motion Hazard Analysis (ASCE 11) Period (s) So (g) - Seismic Design Category -(IE) Mapped Peak Ground Acceleration Peak Ground Acceleration W/ Site Effects g(51) Short Period Spectral Acceleration Short Period Site Coefficient g (S.1) Short Period Spectral Am. W/ Site Effects g(Sri) Short Period Design Spectral Acceleration 7-16 - Chapter 11.4.8) D -(SDC) g(PGA) g(PGAM) gN) g (Sw) g(S,n) 0.322 0.637 0.678 1.258-(F,) 0.853 0.568 0.18014 Class= D with 51 i 0.2, increase 5, by 50% Class= E with 5, 21.0 or 51 i 0.2, use Equivalent Lateral Force procedure and apply Eq.12.8-2 for all periods (T). Seismic Response Spectra Spectra for the Cascadia Subduction Zone and ODOT design events are provided for comparison. CSZ Spectra are from Portland State University: hap://m.cee.pdx.edu/ GLUT spectra are from: hops Short Period Plateau Start Long Period Transition Period the eastern ASCE 7-16 - Mapped ASCE 7-16 - MCE, CSZ - v,ao = 844 ft/s ODOT 500 Yr Event ODOT 1000 Yr Event Period (s) So (g) Period (s) So (g) Period (s) So (g) Period (s) so (g) Period (s) So (g) 0.000 0.227 0.000 0.341 0.00 0.18014 0.000 0.1917 0.000 0.2987 0.262 0.568 0.262 0.853 0.05 0.19571 0.129 0.4098 0.139 0.6519 0.785 0.568 0.785 0.853 0.10 0.28841 0.200 0.4098 0.200 0.6519 1.308 0.568 1.308 0.853 0.15 0.35042 0.646 0.4098 0.694 0.6519 1.375 0.541 1.375 0.811 0.20 0.37428 0.800 0.3308 0.800 0.5656 1.465 0.507 1.465 0.761 0.25 0.37816 1.000 0.2646 1.000 0.4525 1.599 0.465 1.599 0.697 0.30 0.37669 1.200 0.2205 1.200 0.3771 1.807 0.411 1.807 0.617 0.40 0.34605 1.400 0.1890 1.400 0.3232 2.014 0.369 2.014 0.554 0.50 0.30957 1.600 0.1654 1.600 0.2828 2.221 0.335 2.221 0.502 0.60 0.27307 1.800 0.1470 1.800 0.2514 2.428 0.306 2.428 0.459 0.70 0.25545 2.000 0.1323 2.000 0.2263 2.635 0.282 2.635 0.423 0.80 0.24057 2.200 0.1203 2.200 0.2057 2.842 0.262 2.842 0.392 1.00 0.20709 2.400 0.1103 2.400 0.1885 3.049 0.244 3.049 0.366 1.50 0.15416 2.600 0.1018 2.600 0.1740 3.256 0.228 3.256 0.342 2.00 0.11956 2.800 0.0945 2.800 0.1616 4.000 UIS 4.000 0.2792.50 0.09582 3.000 0.0882 3.000 0.1508 16.000 0.046 16.000 0.070 3.00 0.07806 3.200 0.08271 3.200 0.1414 Page 4 NOMAE Engineering 1055 OAK OR 974 1 k200 EUGENE, 41 44-9 PHONE: (541)484-90801 WNNJ.MAE-ENGINEERS.COM Work order: 1 22901 Project: ABT Warehouse IDate: 06/01/22 Page 5 Seismic Response Spectra 1.20 1 c 0.80 m c 0 0.60 Q �1 \ \ CC OT 500 vcut 0.40 csz 0.20 UC -A 0.00 0.000 0.500 1.000 1.500 2.000 2.500 3.i:i: is Period (seconds) 1994 Northridge H — —— 1994 Northridge H+a ---1994 Northridge p - a Page 5 r� MAE Engineering ., 1355 OAK OR 974 1 k200 EUGENE, 41 48401 PHONE: (541)484-90801 WNNJ.MAE-ENGINEERS.COM Work Order: I 22901 Project: ABT Warehouse I Date: 06/01/22 N -S - Seismic Force Resistinq Svstem (ASCE 7-16 -Chapter 12) Footnotes ASCE 7-16 Detailing Section Response Modif ation Factor 3.$ - (R) Overstrength Factor 3 (f)o) Deflection Amplification Factor 3 -(Cd) Heigh Limit NP R (h,,.m,y) Vertical and Horizontal Irregularities (ASCE 7-16- Tables 12.3-1 and 1232) Redundancy (ASCE 7-16- Chapter 12.3.4) Is the structure located in seismic design category B or C? NO Does the structure meet the requirements of 12.3.4.2 (b) - regular and having multible bays of MLFRS? Does the structure meet the requirements of 12.3.4.2 (a) - See table 12.3-37 Redundancy Factor 1.3 - (p) Equivalent Lateral Force Procedure(ASCE 7-16- Chapter 12.8) Confirm that Eq. Lat. Force Procedure is permitted per Table 12.&1 Structural System rr Building Period Coefficient 0.028 - (C,) Building Period Exponent 0.8 -(x) Structural Height 22 R (h„) Approximate Building Period 0.332 sec (T,) Calculated Period Upper Umit Coeff. 1.40 - (C„) Calculated Period Upper Limit 0.465 sec (T_,) Calculated Period (Optional) sec (T) Controlling Period 0.332 sec(T) Seismic Response Coefficient 0.162 g(cs) N -S Seismic System Response Spectrum o.Ro 0.70 'm 0.60 Eta stic Design Spectrum c S 0.50 `w 0.40 x m 0.30 C52 E ti c 62 0.20 ot 0.10 Seismic System Response Spectrum 0.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Period (seconds) Page 6 r� MAE Engineering ., 1355 OAK OR 974 1 k200 EUGENE, 41 48401 PHONE: (541)484-90801 WNNJ.MAE-ENGINEERS.COM Work Order: I 22901 Project: ABT Warehouse I Date: 06/01/22 E -W - Seismic Force-Resistinq System (ASCE 7-16 - Chapter 12) Footnotes LASCE 7-16 Detailing Section 1� Response Modifcation Factor P3.25 25 -(R) Overstrength Factor 2 (f)o) Deflection Amplification Factor -(Cd) Height Limit5 R (h,,.j Vertical and Horizontal Irreaularities (ASCE 7-16- Tables 12.3-1 and 1232) Redundancy (ASCE 7-16- Chapter 12.3.4) the structure located in seismic design category B or C? No D Does the structure meet the requirements of 12.3.0.2 (b) -regular and having multible bays of MLFRS? 0.60 0.50 Does the structure meet the requirements of 12.3.4.2 (a) - See table 12.3-37 E Redundancy Factor 1.3 - (p) Equivalent Lateral Force Procedure (ASCE 7-16- Chapter 12.8) 0 0.40 Confirm that Eq. Lat. Force Procedure is permitted per Table 12.6-1 Cs = 0.175 Structural System Building Period Coefficient 0.02 - (C,) Building Period Exponent Spectrum -(x) Structural Height 22 ft (h„) Approximate Building Period sec (T,) Calculated Period UpperU mit Coeff. 1.40-(C„) Calculated Period Upper Limit AO.175 sec(T_j Calculated Period(Optional) sec(T) Controlling Period set (T) Seismic Response Coefficient 0.00 g(Cs) Page 7 E -W Seismic System Response Spectrum 0.60 0.50 E m r 0 0.40 Cs = 0.175 Seismic System Response `w Spectrum 0.30 0.20 n N 0.10 0.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Period (seconds) Page 7 E r Cs = 0.175 Seismic System Response Spectrum Page 7 NOMAE Engineering 1355 OAK OR 974 1 k200 EUGENE, 41 44-9 PHONE: (541)484-90801 WNNY.MAE-ENGINEERS.COM Work Order: 1 22901 Project: ABT Warehouse IDate: 06/01/22 Snow Loads 2019 OSSC -Section 1608, ASCE 7-16 -Chapter 7, & 2007 SEAO Snow Load Analysis for Oregon Balanced Snow Load (ASCE 7-16 Ground Snow Load (SEAQ) Snow Density Snow Importance Factor Thermal Factor Terrain Exposure Category Roof Exposure Runoff Constrained? Between Coast & Cascade Crests? Height of Balanced Snow Load 3r 7.3 and 7.4 sf (pr) Roof Slope cf (Y) Roof Slope (Is) Roof 51 ipwry & Unobstructed (CI) Roof Slope Factor Exposure Factor Flat Roof Snow Load Potential Depth of Constrained Water Rain on Snow Surcharge (he) Sloped Roof Snow Load Balanced Snow Load (W/Ro5) 13.3 psf OAC Minimum Snow Load Case Unbalanced Snow Load - Hip and Gable Roofs (ASCE 7-16 -Chapter 7.6) ip 1.00 -(C,) 0.90 -(C,) 8.3 psf (pr) 0 in 5 psf 8.3 psf (p,) 25.0 psf (Pm) Calculations for Flat. Hip. and Gable Roofs only. Curved, Folded Plate, Sawtooth, Ban -rel Vault, or Domed roofs require hand calculations in accordance with ASCE 7-16 Chapter 7.6. If Save to Ridge Dist. s 20 ft, see discussion in 7.6.1 for alternate unbalanced snow load pattern. Eave To Ridge Dist.20 ft (w) Inverse of Roof Slope 24.0:1(5) Unbalanced Surcharge 8.3 psf Surchar Width 13.0 ft Sloped Roof Snow Load 8.3 psf 0.3 x Sloped Roof Snow Load 2.5 psf Page 8 CC Hazards by Location Search Information Address: 402 Shelley St, Springfield, OR 97477, USA Coordinates: 44.064324, -123.0320865 Elevation: 445 ft Ti mestamp: 2022-06-17T21:55:08.738Z Hazard Type: Seismic Reference ASCE7-16 Document: ' null Risk Category: II Site Class: D Basic Parameters Name Value Description Ss 0.678 MCER ground motion (period=0.2s) St 0.389 MCER ground motion (period=1.0s) SW 0.853 Site -modified spectral acceleration value SM ' null Site -modified spectral acceleration value SDs 0.569 Numeric seismic design value at 0.2s SA Sol ' null Numeric seismic design value at 1.0s SA See Section 11.4.8 Page 9 NOMAE Engineering 1355 NAR ST, 7401 k200 EUGENE, 41 44-9 PHONE: (541)484-90801 WWNJ.MAE-ENGINEERS.COM Work Order: 1 22901 Project: ABT Warehouse IDate: 06/01/22 Wind Loads aaslc wine speetls are tabular from lame 1bW.5. However, while the VlsL Inclums the map oelow conniving the approximate ¢mens M spea fl Wind Regions (SWR), the text of the OSSC explicitly points to the Applied Technology Council Hazards by Location tool (hazards.atcouncil.org) for determinine whether a soecific site is located in a SWR. Structure Width Measured E -W Mean Roof Height Roof Slope Internal Pressure Coefficient Enclosure Classification 122.2 ft ft (h) :12 7-16 - Structure Width Measured N-5 Ground Ground Elevation Factor Roof Angle it , (9) 0.9E Pressure Coefficient (+/-) I0.15-(GCp,) Page 10 NOMAE Engineering 1355 OAK OR 974 1 k200 EUGENE, 41 44-9 PHONE: (541)484-90801 WNNJ.MAE-ENGINEERS.COM Work Order: 1 22901 Project: ABT Warehouse IDate: 06/01/22 Wind Exposure (ASCE 7-16 - Chapter 26.7) East-West Wind North-South Wind Exposure Category - Exposure Category - Velocity Pressure Exposure Factor 0.92-(K,) Velocity Pressure Exposure Factor 0.92-(K0 Topographic Effects (ASCE 7-16 - Chapter 26.8) See ASCE 7-16- Chapter 26.8.1 for applicability. East-West Wind E -W Lateral System Approx. Lower Bound Nat. Frequency E -W Structure Natural Frequency E -W Structure Rigidity E -W Dampening Ratio Horizontal Dimension Normal to Wind Horizontal Dimension Parallel to Wind Integral Length Scale of Turbulence Background Response Turbulence Intensity Resonant Response Peak Factor Mean Hourly Wi od Speed Resonant Response Factor Gust Effect Factor 3.41 Hz (n,) Hz (ni) - it (B) it (L) it (L,) - (Q) - (I,) - (g,) FL/s(V2) - (R) - (G) ufd 3.41 � j 1.1 1.1 Speed-up 6peed-up 1.00% x(Opwiod) x(W�rrxixp +Wpnd ds(Dowordnd) 160 20 912 A2 0.93 Lh 0.23 nryl 00<4 4.21 ESCARPMENT 2•D RIDGE OR 3•D AXISYMMETRICAL HILL 82.75 East-West Wind 0.37 North-South Wind 0.85 Nearby Topographic Features Nearby Topographic Features Up or Down Wind from Tope Feature Up or Down Wit from Topo Feature Height of Tope Feature it (H) Height of Tope Feature it (H) Distance from Tope Feature it Lx) Distance from Tope Feature it (X) Crest to Mid Height of Tope Feature it RJ Crest to Mid Height of Topo Feature it (Ln) Topographic Factor 1.00 -(Kr) Topographic Factor 1.00-(Kn) Gust Effect Factor (ASCE 7-16 - Chapter 26.11) Structures I50'tall are typically sufficiently rigid for ni> 1.0 Hz (ASCE 7-16- C26.11). Above 1 Hz, frequency has little effect on wind pressures. For structures 50' or shorter, 1.1 Hz is a conservative and reasonable approximation of ni. Low rise buildings (h < 60', L> h, B> h) are explicitly permitted to be considered Rigid (ASCE 7-16- Chapter 26.11.2). East-West Wind E -W Lateral System Approx. Lower Bound Nat. Frequency E -W Structure Natural Frequency E -W Structure Rigidity E -W Dampening Ratio Horizontal Dimension Normal to Wind Horizontal Dimension Parallel to Wind Integral Length Scale of Turbulence Background Response Turbulence Intensity Resonant Response Peak Factor Mean Hourly Wi od Speed Resonant Response Factor Gust Effect Factor 3.41 Hz (n,) Hz (ni) - it (B) it (L) it (L,) - (Q) - (I,) - (g,) FL/s(V2) - (R) - (G) North-South Wind N-5 Lateral System Approx. Lower Bound Not. Frequency N-5 Structure Natural Frequency N -S Structure Rigidity N-5 Dampening Ratio Horizontal Dimension Normal to Wind Horizontal Dimension Parallel to Wind Integral Length Scale of Turbulence Background Response Turbulence Intensity Resonant Response Peak Factor Mean Hourly Wind Speed Resonant Response Factor IGust Effect Factor 3.41 Hz (n,) Hz (nl) - % it (B) R (L) it(E) -(Q) -(I,) -(g,) ff/s(V,) -(R) -(G) 1.1 1.1 Rigid Rigid 1.00% 1.00 20 160 160 20 427 427 0.93 0.85 0.23 0.23 4.21 4.21 82.75 82.75 0.80 0.37 0.89 0.85 Page 11 N,�MAE Engineering, 13550A, ST,SUI1 k200 EUGENE, 41 44-9 PHONE: (541)484-90801 WWNJ.MAE-ENGINEERS.COM Work order: 1 22901 Project: ABT Warehouse IDate: 06/01/22 MWFRS -Directional Procedure -All Heights (ASCE 7-16 Chapter 27 -Part 1) Gable and Hip Roof Structures sn6CP sM1GCP yIGC' 4bG, 9gLfP 9 WIND P 4 " h QM1 P �L� 9ryCrP �1L� PLAN ELEVATION GABLE, HIP ROOF Direction of Ridge Wind Directionality Factor 0.85 -(Ka) East-West Wind North-South Wind Velocity Pressure @ Mean Roof Height Windward Wall Pressure Coefficient Leeward Wall Pressure Coefficient Side Wall Pressure CceHicieM 18.9 Psf (qh) - (Cp) Velocity Pressure @ Mean Roof Height Windward Wall Pressure Coefficient Leeward Wall Pressure Coefficient Side Wall Pressure Coefficient 18.9 Psf (qh) -(Cp) -(Cp) -(Cp) 0.8-(Cp) 0.8 -0.2-(Cp) -0.5 -0.7 -0.7 v i m 3 3 z Exterior Pressure (q,GCp) w = 3 m 3 2 z Exterior Pressure (q,GCp) 22.0 ft 13.5 psf 13.5 13.2 2.9 12.5 12.4 12.4� 1z.4 12.4 12.4 12.4 22.0 ft 13.1 psf 13.1 12.8 12. -12.1- 12.l13.2ft 12. 12.0 12. 12. 12. 12.0 12. 19.8 ft 13.2 psf 19.8 ft 12.8 psf 17.6 ft 12.9 psf 17.6 ft 12.5 psf 15.4 ft 12.5 psf 15.4 ft 12.1 psf 13.2 ft12.4 psf 13.2 ft 12.0 psf 11.0 ft 12.4 psf 11.0 ft 12.0 psf 8.8 ft 12.4 psf 8.8 ft 12.0 psf 6.6 ft 12.4 psf 6.6 ft 12.0 psf 4.4 ft 12.4 psf12.4 4.4ft 12.0 Psf 2.2 ft 12.4 psf 2.2 ft 12.0 psf 0.0 ft 12.4 psf 0.0 ft 12.0 psf Total Resultant Load: 278.8 Leeward EA. Wall Pressure Sidewall EA. Wall Pressure Interior Pressure (+/-) plf (R) -3.4psf (p) -11.8 psf (p) 3.4 psf (p) Total Resultant Load: 269.9 Leeward EA. Wall Pressure Sidewall EA. Wall Pressure Interior Pressure (+/-) plf (R) -8.0 psf (P) -11.2 psf (p) 3.4 Psf (P) Dist from windward edge Cp Roof Wind Pressures psf (p) psf (p) psf (p) Psf (p) Dist from windward edge CP Roof Wind Pressures psf (p) psf (P) psf(p) psf (p) 0 11 -0.9 -15.17 0 11 -1.3 -21.92 11 22 -0.9 -15.17 11 22 -0.7 -11.80 22 44 -0.5 -8.43 0.00 96 160 -0.3 -5.06 0.00 Page 12 PLW311 or W3 FORMLOKTM Without Concrete Fill Allowable Uniform Loads (psf) SPAN DECK CNITENIA SPAN (ft -In.) W J m O 0 GAGE 8'-0" 6'-0" 7'-0" 7'-0" 8'-0" 8'-0" 9'-0" 9'-8" 10'-0" 10'-0" 11'-0" 12'-0" 13'-0" 14'-0" 15'-0" 18'-0" Suess 228 194 167 146 128 113 101 91 82 74 68 57 49 42 36 32 L/360 IN n1 111 111 IN NI NI 90 78 67 58 45 35 28 23 19 22 L/240 NI 1N N1 NI IN NI IN NI IN 111 IN NI IN NI 34 28 L/180 111 111 111 111 111 111 NI IN 111 111 111 111 111 NI IN NI Suess 261 222 192 167 147 130 116 104 94 85 78 65 56 48 42 37 L/360 IN IN 111 111 111 NI NI 101 87 75 65 50 40 32 26 21 21 L/240 111 IN NI IN IN NI 111 4" 111 NI IN NI IN 47 39 32 L/180 111 111 111 111 111 111 NI IN 111 111 111 111 111 NI IN 111 Suess 293 250 216 188 165 146 130 117 106 96 87 73 62 54 47 41 L/360 10 NI 111 IN 111 NI NI 111 96 83 72 55 44 35 28 23 20 L/240 1N NI 111 1N IN NI 111 4" IN 111 IN NI IN 52 42 35 V180 IN N1 N1 111 111 111 NI IN N1 111 111 111 111 NI IN N1 Suess 300 300 266 232 204 180 161 144 130 118 108 91 77 67 58 51 L/360 1N NI 111 111 NI IN 154 131 112 97 84 65 51 41 33 27 19 L/240 1N NI 111 111 NI IN N1 111 111 111 IN NI 77 61 56 41 V180 IN NI 111 111 111 111 NI IN 111 111 111 111 111 NI IN Suess 300 300 300 273 240 213 190 170 154 139 127 107 91 78 68 60 L/360 10 NI 111 N1 NI 208 175 149 128 110 96 74 58 47 38 31 18 11240 1N NI 111 111 NI 111 IN NI IN 1H HI 111 87 76 57 47 V180 IN N1 N1 111 NI 111 111 111 111 111 111 111 111 NI IN 111 L/360 IN NI 111 NI NI 260 219 186 160 138 120 92 73 58 47 39 16 U240 NI 111 111 NI IN NI IN IN IN NI IN IN 109 87 71 59 V180 NI IN 1N IN Nr IN IN NI IN NI IN Nr IN IN NI 111 See footnotes on page 69. 80 a VF5 VERCO DECKING, IN www.vercodeck.coma9e 13 Page 14 Code Check (Env) v No Calc >1a .90 1.0 75-.90 5D- 75 0.-.50 o 109 0 .. N o 00.v • 040 0 0 � 4� M OQ O O� rrf/ �g O 04B Y o 1 O- �p 0 9 m pq o O O p e 9 OQ9 0 • r e 0 r Member Code Checks Displayed (Enveloped) acsx] CnnP-, rtxm be vM h1.-rn:ka w/EmticpeM LILwEC—b- SK-1 ern .ao 17,ma neux Page 14 Page 15 Shear Check (Env) v No Calc >10 90-1.0 75-.90 50-75 77 0:.50 0 0 0 Opp o o 009 • 0 7p O o pp1 0 c 000. 07 O p 00'i o O- m 0 p4 Ory o 0 7 O 0p4 0 0 0 73 6 0 0 0 Member Shear Checks Displayed (Enveloped) acsx] Cnnpenp MrniEC Am Qrtlo w/Emticpe dLlLwE CanEoe ern n,ma in 1 ABTf]f Page 15 Page 16 L/y Ratio (Env) v No Calc ,120 120-240 240-360 360 1,640 7177 360-480 480-640 B e 3J � Bg2 3 N e S08 N 83S Lo Lo 1 lys 8 � 2S, h e 1 1968 N >24 B v 1 0 Jgs v' U B 1h3 � J�4s e e Lly Deflection Ratio (Enveloped) acsx] C—p-, M bm oM iw Cnea:w/Fvc eN9l and Cmbm V ern in -1 7, ma nerrx Page 16 MAE Engineering 111A 1355 GAR BT, SUITE W200 EUGENE, 401 PHONE: (54H491) 484-90801 W W W.MAE-ENGINEERS.CGM Work Order: 229091 Project: I U -Haul - Eugene Date: 6/1/22 Dead Load Check Unit Roofing 5.2 Roof Beams W12x35 35 Roof Girders W14x38 38 Columns W12x35 35 Walls 3.35 Effective Seismic Mass Unit Quantity plf psf r3205!4 plf plf psf 00 Unit ft' ft ft ft ft' Sub -Total unit lbs lbs lbs lbs lbs F q10050 Total Building Mass I 48.371kip Page 1 rovi MAE Engineering 1355 OAK ST, SUITE #200 EUGENE, OR 4401 PHONE: (541) 404-9080 VJW W.MAE-ENGINEERS.COM I WORKGRDER 22901 1 e -IE- ABT Warehouse Remodel I ERGR B.S. I DATE 6/1/2022 1 MIo,M&Vi F"/Ar- CPNKEc rf-" DE.S16d poMA1Cf rt'0A•/ T'o DEVELOP fuoMEAlr F2on A -We CTE.O PANEL. 7VWfv CNMCt'Ty of Ca -104. Cc%-vr t4 •6 r3Ehrt j+ms W iir3t /}442 1,1 = 6 f6 ` d + (1. Ir " E� 0.30- 6r rz - z V, Ew L 1 +-= 0.6 -(L 1) Ry Fr A, t,,, 3 6.. t,, b =O.6. 0•11-S'O- 2.s'. 0.3, I 1 * J•b.s6' o..03] 12 S 2. = 151,4 (c fps c ISk2.5-21)- 1.1t - (r2 o1$IY kIP• /� Mv rz -cK I 13 1 ($1 40 A31f 6ar6 10; S14GE RAPE www It PZ EFP v((Ys" AC-72- PLYq x 6.5`x16 Vin z 1571. y Ic MP3 ,6Y^/ = '1)-' D'. 1 -MO - 0.75 T 0.7?~. i% Arr, : l% `i /c1P � 4 n_14c 8.�i6 ��SF�Io� %y'Jor A3yf 6v v Page 18 MAE Engineering rovi 1355 OAK SUITE #200 OR EUGENE, OR 401 PHONE: (541) 4 404-9080 lWW W.MAE-ENGINEERS.COM IWORKGROER. 22901 1 a -IE- ABT Warehouse Remodel I ENGR B.S. I.ATE 6/1/2022 1 PLA-rf- c-Afflc4r Y �T'(Y- 0.4.0.7f•'6•i•570 Iw1 - 214 few > I5 -I.9 kip 16TMI, =0.75 •0.75• (C•5-"-2•o.a7r•)• CV lrtI + 174A1/7IV4 d+ech iHf All I o—o— 0—o r-0— 0-0 I —o— 0— —o jR, 6.71(O.4F"4w a1J1,F1.Arr) +o.A'•2•lo.b•6T•O.•Ti"(rt �f.S•aQ7i•') r to. (y'•a>S`•�I•t•ar >) • St't kip > Isr•V ok ✓ 94wt .arr CO• C FY A3" • U„F„A., � 0-K- 2. 10.6• Sa•O-W'-IY' r to. �s •ast`.�I.r-air �) i'510 ktr Y IS -C4 wEC.O M COL•JHfI DWBI.fe. S�v6D 1/y" FrwEr w��.D t�R.r= 1.392-•D•.�•(I.O.ossrw•re) 1.342• S� 2•G•S (I.4o)=2171,•01> ISI.9 Page 19 rovi MAE Engineering 1355 OAK ST, SUITE #200 EUGENE, OR 4401 PHONE: (541) 404-9080 VJW W.MAE-ENGINEERS.COM I WORK ORDER 22901 1 PROJECT. ABT Warehouse Remodel I ERGR B.S. I DATE 6/1/2022 1 51Z4c,C Axim_ c•AP/ Lwy ?,)OL-- 1G.7 AiP ((.oEL.X-0-36LY ..�k/!e•t3, USE. I.2s ")Z5 Al( Zap FST„r- o.aryA5=o.t•3c.•(T•(>rZ 30).irk ry Y(1.7 arc v1 pSTN� = 0.7f f� A_ c O,T!'• SQ • 0.89 = 34'• 7 Ice i 14.7 ort ✓ 4A. 1•u""y7lx 7rnr Roo=o.ph..' BP#cF, Gs+D Cf+NN6c T�oalS PJ =(c.7 k rP -Qe a 2.0 v Pr 6o : 3-att Kr P (n. t.Ri'o) fdR. (tr3 ccevrs) = 37. r Arre > 3;.V C -01 "L BLsXI' Spcnt B•in0. nJi ON 4. ff6T *wfio.7f•s.o-Ln"'o.so`•Grofair )pc nal `•esn [r =V(•1 > 33 oR ✓ yrw2 '�W.. o.c rya,. e.[•So •aTl.fi"2sSy>33 e. eaf PA f2.7 > 33 elc✓ Af7z rti•fo Page20 V L - 16.7 'tT 0 -5.6 -4.7 -53 01 -6.6 1 01 Member Axial Forces (kips) (Enveloped) acsx] Cnnpenp SK -12 ern .�o1 ma P aceAtiL Loafs ABTf]f Page21 rovi MAE Engineering 1355 OAK ST, SUITE #200 EUGENE, OR 4401 PHONE: (541) 404-9080 VJW W.MAE-ENGINEERS.COM WORK ORDER 22901 1 ERGIEGT ABT Warehouse Remodel I ERGR B.S. I DATE 6/1/2022 1 PfUF r carzck o ,, = o.os • hr,, CAP /36AW EE H (,E� Cr'^� 'C FR�..+,Nt z 14t— lief 1 � Z•%S�YcwRf Max M•S OHFT . Ltlt ...Yo i I.4 �` $c rs'+'C MAx Cw DILrFr . 0.127" trfl. eC pair-tr 90.E L-F_rS rp Aw AL•1•d!✓*4ur- AKO &&t* 4tT..4EN XIMAV firS IS 5JFFK.IRYr• K Na4. EK<rriAec B.+rL aAtc r5 S,NLLe SIdW GIto swr^n WIbL SrlLNCTJAr. I, DLrvr OF (E) OUr L.owr ri Ne6t i6jOLf Page 22 y 3.625"x0.7x0.6=1.52"� . 3.663"x0.7x0.6=1.54" Deflections from model subject to strength loads multiplied by 0.7 for ASD and 0.6 to reach 10 3.706" x 0.7 x 0.6 = 1.56" year MRI. Results for LC 29. IBC 16-6 (b) �IicensM Canpen}o SK -L ben .Ln 1]2Jd IMM �nK-(9ttngT Le iLoafs) ABTYY Page 23 0.037" x 3.25 = 0.120" Results for LC 32, IBC 16-5 (a) 1.039" x 3.25 = 0.127" Elastic deflections multiplied by Cd = 3.25 Page24 � 0.651"x3=1.95"� 0.645" x 3 = 1.94" 0.637"x3=1.91" Elastic deflections multiplied by Cd = 3.00 Results for LC 33, IBC 16-5 (b) <ticsaea canpenp SK-10 n, ma 10 ELY a 0.] ELX ABTf]f Page25 Page 26 Loads: BLC 1, DL Paget] Loads: BLC 8, SL Page28 Loads: BLC 7. RLL Page29 Loads: BLC 2, ELX Page3o Loads: BLC 3, ELY Page31 Loads: BLC 6, WILY Page32 Inraa mn JNec Br:IIRSAm.N—. Notle BouWav LaMtl/mf RIBAdL Vntlm ID IAB. I Page 1 Page33 IIIRISA JoobN mec emwW mP ro 0—lax+By: <x�.-v��mvv.. M..No.. DN�—` N..LWtl P.. Nmtlw No WrNAWt Mendel AimL sMLL olo Lr Aim LaMs MLC J: ELYI MenhiAis Lostl50LL E: NLYI RISA3L Vxsm 2B SAB. I Pepe3 Page34 Inran mn JNec Br:IIRSAm.N—. NeneYi Ans Lmtli BLL B: SIJ RIBA3e Vxsm 20 SAB. I Pope] Page35 Iumn m°w JN°c ao nF Y> Br:IIRSA�.N—. EmxlmeAl CivRNQJ lW:I FOMemLeibfttl CdMCM1 ks RIBAdtl Vntlm ID IAB. I Page• Page36 Project Name: New WorkSpace Model: Wall Stud -1 Code: 2012 NASPEC [AISI 5100-2012[ Page 1 of 1 Date: 06/09/2022 Simpson Strong Tie* CFS Designer"' 4.2.0.9 Section : 4005162-54 (50 ksi) @ 24" o.c. Single C Stud (punched) Required Maxo= 1241.3 R -Ib Vaa 3371.66 1= 1.10 in"4 Interaction Loads have not been modified for strength checks Span Max. Axial, lbs Loads have been multiplied by 0.70 for deflection calculations - N� Bridoino Connectors.Desion Method=AISI 5100 Km=0.00 Ib-in/in Max KUr = N/A Axial Flexual, Stress Span KyLy, Kt Lt Distortional Connector Ratio Span NA 48.0", 180.0" N/A - Web Crioolim 1241.3 Bearing Pa M Ma Fy(ccntrol),K4,=0.00lb-infn Support Load (lb) (in) (lb) (h -lbs) Maxim. Stiffener? R2 300.0 --Shear Connection w/ clip-- NO R1 300.0--Stud/rrack Design, Ref Connectors-- NO 15.00 40.00lb/ft Gravity Load 0.91 Type Load (lb) 91% Uniform 0.00pif Axial/Moment Code Check Required Allowed Interaction Notes Span Max. Axial, lbs 0.0(t) - 0% Km=0.00 Ib-in/in Max KUr = N/A Max. Shear, lbs 300.0 1222.8 25% Shear (Punched) Max. Moment(MaFy, Ma -dist), R -lbs 1125.0 1241.3 91% Ma Fy(ccntrol),K4,=0.00lb-infn Moment Stability, R -lbs 1125.0 1144.8 98% Shear/Moment 0.91 1.00 91% Shear 0.0, Moment 1125.0 Axial/Moment 0.91 1.00 91% Axial 0.0(c), Moment 1125.0 Deflection Span, in 0.985 --meets U183 - Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong -Tie Connector Interaction Interaction R2 300.0 0.0 SSB3.518(3) 82" Hard Side and 1" Free Side Weld to A36 24.49% 12.22% Steel R1 300.0 0.0 400T150-54 (50) & (1) 3/8"x 2.5" embed Titan HD to 2500 28.52% 50.00% psi min concrete Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON 3IRONO TIE COMPANY INC. wrriaypewn Page37