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Home My WebLink About19405 68th Dr Ne Ste A_BLD6251_2025 Permit Packet Coversheet Community and Economic Development City of Arlington • 18204 59th Avenue NE • Arlington, WA 98223 • Phone (360) 403-3551 Page 1 of 1 Permit Number: Permit Type: Address/Parcel: Completed (Month/Year): Land Use Notice of Decision Staff Report Application Narrative Legal Description Vicinity Map Site Plan Landscape Plan Complete Streets Checklist Traffic Impact Analysis Snohomish County Traffic Mitigation Offer WSDOT Traffic Offer Form Tree Survey Stormwater Drainage Report Geotech Report Critical Area Evaluation Form SEPA Checklist Public Notice Material Noticing and Related Documents Water / Sewer Availability Certificate Unanticipated Discovery Plan Form Aerial Photo of Site Proposed Building Materials Lighting Plans and Lighting Cut Sheets Color Elevations Design Matrix Plat Map Title Report Lot Closures Preliminary Civil Plans Archaeological Survey o Confidential Documents. Contact the City to obtain. Topography (Existing Conditions) CC&R’s Deeds / Easements / Conveyances /Dedications Developer’s Agreement Recorded Copies Bonding or Assignment of Funds o Confidential Documents. Contact the City to obtain. Letters and Project Documents Other: Civil Issued Permit Application Other Applications Construction Calculation Worksheet Approved Plans Review Comment Form Letters and Project Documents Other Agency Permits Reports: o Drainage Report Pg: o Stormwater Pg: o Geotech Pg: o All Other Reports SEPA and Noticing Materials Inspections As-Builts Other: Building Issued Permit Application Additional Applications Approved Plans Site Plan Letters and Project Documents Calculations Project Specification Manuals Reports Certificate of Occupancy Inspections Other: BLD6251 Commercial Mechanical 19405 68th Dr Ne Ste A February 2025 ✔ ✔ ✔ ✔ ✔ ✔ CITY OF ARLINGTON 18204 59th Avenue NE, Arlington, WA 98223 INSPECTIONS: 360-403-3417 - Permit Center: 360-403-3551 BUILDING PERMIT 19405 68TH DR NE STE A Parcel #: 31051400302400 Permit #: 6251 PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Scope of Work: Add 1 RTU, 2 ERV's (DOAS) and associated ducting Valuation: 150000.00 OWNER APPLICANT CONTRACTOR WEISS COMPANY XI LLC Five Star Mechanical Five Star Mechanical 3023 80TH AVE SE STE 201 7509 Grange St 7509 Grange St. West MERCER ISLAND, WA 98040 Lakewood, WA, 98499 Lakewood, WA 98499 2538528284 206-786-8278 LIC: 601 937 083 EXP: 03/31/2025 LIC: FIVESM*010JT EXP: 05/01/2026 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC #: EXP: LIC #: EXP: JOB DESCRIPTION PERMIT TYPE:COMMERCIAL MECHANICAL CODE YEAR:2021 STORIES:1 CONST. TYPE:VB DWELLING UNITS: OCC GROUP:B; Business BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington #3101. 12/12/2024 Applicant Signature Date Building Official Date 12-13-24 CONDITIONS Adhere to approved plans. Permit shall be onsite for inspection. Call for inspections. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations. The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community. The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction. The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS P ERMIT AUTHORIZES ONLY THE WORK NOTED. THIS P ERMIT COVERS WORK TO BE DONE ON P RIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE P UBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEP ARATE PERMISSION. PERM IT FEES Date De s cription Fe e Amount 12/12/2024 Mechanical Commercial Plan Review $1,246.86 12/12/2024 Credit Card Service $37.41 12/12/2024 Processing/Technology $25.00 12/12/2024 Air Cond. Unit ≤ 100 BTU/h $15.00 12/12/2024 Mechanical Base $25.00 12/12/2024 Mechanical Misc.$30.00 Total Due :$1,379.27 Total Payme nt:$1,379.27 B alance Due :$0.00 CALL FOR INSPECTIONS Call by 3:30 pm for ne xt day ins pe ction, allow 48 hours for Fire Ins pe ctions Whe n calling for an ins pe ction ple as e le ave the following information: Pe rmit Numbe r, Type of Ins pe ction be ing re que s te d, and whe the r you pre fe r morning or afte rnoon INSPECTION INFORM ATION Pas s /Fail COMMERCIAL MECHANICAL APPLICATION Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 REV03.2022 Page 1 of 3 This application is for new, addition, altered or replaced mechanical installation and new or altered gas piping and must be accompanied by ELECTRONIC CONSTRUCTION DRAWINGS and CUT SHEETS and/or information outlined in the MECHANICAL SUBMITTAL REQUIREMENTS, if applicable. •New gas piping requires a pressure test hooking to any appliance •Sediment traps (drips) are required on all gas lines •Gas lines are required to be supported/secured per IFGS, Section 415 •Proper Combustion air and venting required for all appliances •A shut-off valve is required within 6 feet of each appliance I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance with the laws, rules and regulation of the State of Washington. Type of Permit:  New Installation  Addition  Alteration  Replaced  Gas Piping Type I and Type II Hood Systems required submittal of the Commercial Mechanical Addenda Property Address: Project Valuation: Lot #: Parcel ID No.: Preferred Contact:  Owner  Contractor Project Description: Owner Name: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: Contractor Name: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: Gas Piping Specification and complete Schematic PAGE 3 Not ApplicableProposed Piping Material:  CSST Brass Other Black Steel Galvanized Steel Proposed Piping Size: ½”  ⅝”  ¾”  1”  1½”  2”Inlet Pressure: Pressure Drop: Specific Gravity: REV2.2024 Page 2 of 3 MECHANICAL PERMIT FEES (per unit) Type of Fixture No. of Units Cost per Unit Subtotal Air Conditioning Unit ≤ 100 Btu/h Forced Air Heat ≤100 Btu/h Air Conditioning Unit ≤ 100 Btu/h Gas Piping ≤ 5 units x $ 15.00 = $ Package Units ≤ 100 Btu / > 100 Btu x $ 25.00/$50.00 =$ Range/Cook top-Gas Fired x $ 15.00 =$ Refrigeration Unit ≤100Btu/h x $ 15.00 =$ Refrigeration Unit >100Btu/h x $ 25.00 =$ Refrigeration Unit >500Btu/h x $ 50.00 =$ Re-inspection fee (all) x $ 75.00 =$ Unit Heaters ≤ 100 Btu/h x $ 15.00 =$ Unit Heaters >100 Btu/h x $ 25.00 =$ Variable Air Volume Boxes (part of Air Conditioning System) x $ 10.00 = $ Wall Heaters - Gas Fired x $ 25.00 =$ Water Heater - Gas Fired x $ 25.00 =$ Permit Fee $ Table 4-8; Plan Review Fee $ Processing/Technology Fee $25.00 Total $ REV2.2024 Page 3 of 3 PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY  SCHEMATIC IS TO SCALE  SCHEMATIC NOT TO SCALE Show Pipe Size(s) and Length(s) from meter to all appliances NOTE: Any interior pressure regulators must be indicated November 22, 2024 STRUCTURAL CALCULATIONS (Permit Submittal) CJTC WAREHOUSE MECHANICAL UPGRADE 19405 68th Dr NE Arlington, WA 98223 Quantum Job Number: 24414.01 Prepared for: RENSCH ENGINEERING, LLC 111 Avenue C Snohomish, WA 98290 TEL 425.252.2153 Prepared by: QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 14 Q 11 11.5 12 12.5 13 13.5 J K M N O L P 10.5 Open to Structure 14 Q 12 13 N O P 10.5 EF-1 NEW RTU-4 RTU-3 RTU-2 RTU-1 (E) 5-TON GAS HEAT RTU TO BE REPLACED WITH NEW 5-TON UNIT (E) 5-TON TRANE UNIT TO REMAIN 5-TON HEAT PUMP (E) 5-TON GAS HEAT RTU TO BE REPLACED WITH NEW 5-TON UNIT PARTIAL ROOF FRAMING PLAN (E) 31/2x14 LVL @ 8'-0" o.c., TYP. (2)2x8 w/ LUS26-2 HANGERS TO EXISTING ROOF FRAMING TYP. ERV-1 ERV-2RTU-3 RTU-2 (E) RTU-1 RTU-4 (E) 51/2x311/2 GLB (E) 51/2x27 GLB (E) 51/2x311/2 GLB (E) 51/2x311/2 GLB (E) 51/2x27 GLB (E) 51/2x311/2 GLB NOTES: 1. EQUIPMENT LOCATIONS PER MECHANICAL DRAWINGS 2. ALL EXISTING FRAMING SIZES TO BE VERIFIED IN FIELD DETAIL 1 DETAIL 1 DETAIL 2, TYP. CJTC WAREHOUSE MECHANICAL RENSCH ENGINEERING 11/22/24 KMZ 24414.01 ATTACH EQUIPMENT TO FRAMING w/ 1/4"x31/2" SDS SCREW EACH BRACKET, TYP. (4) TOTAL (2)2x8 FRAMING w/ LUS26-2 EACH END DETAIL 1 DETAIL 2 42" 14" 42" ATTACH EQUIPMENT TO FRAMING w/ (2) 1/4"x31/2" SDS SCREWS EACH SIDE, TYP. (4) TOTAL CJTC WAREHOUSE MECHANICAL RENSCH ENGINEERING 11/22/24 KMZ 24414.01 ASCE Hazards Report Address: 19405 68th Dr NE Arlington, Washington 98223 Standard:ASCE/SEI 7-16 Latitude:48.172512 Risk Category:II Longitude:-122.136177 Soil Class:D - Default (see Section 11.4.3) Elevation:149.0803263158459 ft (NAVD 88) Wind Results: Wind Speed 98 Vmph 10-year MRI 68 Vmph 25-year MRI 74 Vmph 50-year MRI 79 Vmph 100-year MRI 84 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Mon Nov 18 2024 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://ascehazardtool.org/Mon Nov 18 2024 SS : 1.043 S1 : 0.372 F a : 1.2 F v : N/A SMS : 1.252 SM1 : N/A SDS : 0.835 SD1 : N/A T L : 6 PGA : 0.443 PGA M : 0.532 F PGA : 1.2 Ie : 1 C v : 1.309 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Mon Nov 18 2024 Page 2 of 3https://ascehazardtool.org/Mon Nov 18 2024 Non-Structural Component Seismic Anchorage Design - RTU 2 & 3 IBC 2018, ASCE 7-16 Chapter 13 Seismic Criteria: Site Class:D z:20.0 ft SDs:0.84 h:20.0 ft SD1:0.48 ap:2.5 Ip:1 Rp:3 FpMax=1.34 Wp FpMax= 1.6 SDS WP IP EQ 13.3-2 Controls Fp= 0.84 Wp Fp=0.4 ap SDS WP x (1 + 2z/h) / (RP / IP)EQ 13.3-1 FpMin=0.25 Wp FpMin= 0.3 SDS WP IP EQ 13.3-3 Mechanical Unit: Ht to Center of Mass, Y:40 in Overturning Distance, X:40 in Weight, WP:0.92 k Anchors/Side:2 Shear and Overturning Loads: Seismic Force, Fp:0.77 k Shear/Anchor:0.19 k ULT 0.13 k ASD OT Moment:30.7 k-in Tension/Side:-0.768 k ULT Net Uplift/Anchor:-0.22 k ULT (0.9-0.2Sds)DL + 1.0EQ -0.16 k ASD (0.6-0.14Sds)DL + 0.7EQ 1/4" Diam. x 3 1/2" Simpson SDS Screw into DF Sleeper Vallowable:0.67 k Tallowable:0.62 k Unity EQ: 0.46 <1.0 Quantum Consulting Engineers LLC Project: CJTC Warehouse Date:11/22/24 Job No:24414.01 1511 Third Avenue, Suite 323 Designer:KMZ Sheet: Seattle, WA 98101 Client: Rensch Engineering Checked: Table 13.6-1 Anchorage Design: Non-Structural Component Seismic Anchorage Design - RTU 4 IBC 2018, ASCE 7-16 Chapter 13 Seismic Criteria: Site Class:D z:20.0 ft SDs:0.84 h:20.0 ft SD1:0.48 ap:2.5 Ip:1 Rp:3 FpMax=1.34 Wp FpMax= 1.6 SDS WP IP EQ 13.3-2 Controls Fp= 0.84 Wp Fp=0.4 ap SDS WP x (1 + 2z/h) / (RP / IP)EQ 13.3-1 FpMin=0.25 Wp FpMin= 0.3 SDS WP IP EQ 13.3-3 Mechanical Unit: Ht to Center of Mass, Y:33 in Overturning Distance, X:53 in Weight, WP:0.95 k Anchors/Side:2 Shear and Overturning Loads: Seismic Force, Fp:0.79 k Shear/Anchor:0.20 k ULT 0.14 k ASD OT Moment:26.2 k-in Tension/Side:-0.494 k ULT Net Uplift/Anchor:-0.07 k ULT (0.9-0.2Sds)DL + 1.0EQ -0.06 k ASD (0.6-0.14Sds)DL + 0.7EQ 1/4" Diam. x 3 1/2" Simpson SDS Screw into DF Sleeper Vallowable:0.67 k Tallowable:0.62 k Unity EQ: 0.30 <1.0 Quantum Consulting Engineers LLC Project: CJTC Warehouse Date:11/22/24 Job No:24414.01 1511 Third Avenue, Suite 323 Designer:KMZ Sheet: Seattle, WA 98101 Client: Rensch Engineering Checked: Table 13.6-1 Anchorage Design: Non-Structural Component Seismic Anchorage Design - ERV 1 & 2 IBC 2018, ASCE 7-16 Chapter 13 Seismic Criteria: Site Class:D z:20.0 ft SDs:0.84 h:20.0 ft SD1:0.48 ap:2.5 Ip:1 Rp:3 FpMax=1.34 Wp FpMax= 1.6 SDS WP IP EQ 13.3-2 Controls Fp= 0.84 Wp Fp=0.4 ap SDS WP x (1 + 2z/h) / (RP / IP)EQ 13.3-1 FpMin=0.25 Wp FpMin= 0.3 SDS WP IP EQ 13.3-3 Mechanical Unit: Ht to Center of Mass, Y:31 in Overturning Distance, X:41 in Weight, WP:0.35 k Anchors/Side:2 Shear and Overturning Loads: Seismic Force, Fp:0.29 k Shear/Anchor:0.07 k ULT 0.05 k ASD OT Moment:9.1 k-in Tension/Side:-0.221 k ULT Net Uplift/Anchor:-0.05 k ULT (0.9-0.2Sds)DL + 1.0EQ -0.04 k ASD (0.6-0.14Sds)DL + 0.7EQ 1/4" Diam. x 3 1/2" Simpson SDS Screw into DF Sleeper Vallowable:0.67 k Tallowable:0.62 k Unity EQ: 0.13 <1.0 Quantum Consulting Engineers LLC Project: CJTC Warehouse Date:11/22/24 Job No:24414.01 1511 Third Avenue, Suite 323 Designer:KMZ Sheet: Seattle, WA 98101 Client: Rensch Engineering Checked: Table 13.6-1 Anchorage Design: Non-Structural Component Wind Anchorage Design IBC 2018, ASCE 7-16 Chapter 29 Wind Criteria: Kz:0.85 ASCE TABLE 26.10-1 FOR EXPOSURE B AND z = 60' MAX. Kzt:1.0 ASCE SEC 26.8 Kd:0.9 ASCE TABLE 26.6-1 Ke 1 ASCE TABLE 26.9-1 V:98 MPH Building Ht:20 ft Building Width, B:162.667 ft, Normal to Wind Direction Building Length, L:168.333 ft, Parallel to Wind Direction (GCr):1.9 ASCE SEC 29.4.1 Lateral Force (GCr):1.5 ASCE SEC 29.4.1 Uplift Force qh:18.8 PSF [ASCE EQUATION 26.10-1] Ph:35.7 PSF [ASCE EQUATION 29.4-2] Lateral Force Pv:28.2 PSF [ASCE EQUATION 29.4-3] Uplift Force Mechanical Unit: Weight, WP:0.92 k Ht of Unit, h:52 in Overturning Distance, L:40 in Dist. Normal to Wind, B:77 in Anchors/Side:2 Shear and Overturning Loads: Wind Force, Fh:0.99 k Lateral Force Wind Force, Fv:0.60 k Uplift Force Shear/Anchor:0.25 k ULT 0.15 k ASD OT Moment:25.8 k-in Tension/Side:-0.9 k ULT Net Uplift/Anchor:-0.27 k ULT 0.9DL + 1.0W -0.15 k ASD 0.6DL + 0.6W 1/4" Diam. x 3 1/2" Simpson SDS Screw into DF Framing Vallowable:0.67 k Tallowable:0.62 k Unity EQ: 0.46 <1.0 Quantum Consulting Engineers LLC Project: CJTC Warehouse Date:11/22/24 Job No:24414.01 1511 Third Avenue, Suite 323 Designer:KMZ Sheet: Seattle, WA 98101 Client: Rensch Engineering Checked: Anchorage Design: Non-Structural Component Wind Anchorage Design IBC 2018, ASCE 7-16 Chapter 29 Wind Criteria: Kz:0.85 ASCE TABLE 26.10-1 FOR EXPOSURE B AND z = 60' MAX. Kzt:1.0 ASCE SEC 26.8 Kd:0.9 ASCE TABLE 26.6-1 Ke 1 ASCE TABLE 26.9-1 V:98 MPH Building Ht:20 ft Building Width, B:162.667 ft, Normal to Wind Direction Building Length, L:168.333 ft, Parallel to Wind Direction (GCr):1.9 ASCE SEC 29.4.1 Lateral Force (GCr):1.5 ASCE SEC 29.4.1 Uplift Force qh:18.8 PSF [ASCE EQUATION 26.10-1] Ph:35.7 PSF [ASCE EQUATION 29.4-2] Lateral Force Pv:28.2 PSF [ASCE EQUATION 29.4-3] Uplift Force Mechanical Unit: Weight, WP:0.95 k Ht of Unit, h:50 in Overturning Distance, L:53 in Dist. Normal to Wind, B:64 in Anchors/Side:2 Shear and Overturning Loads: Wind Force, Fh:0.79 k Lateral Force Wind Force, Fv:0.66 k Uplift Force Shear/Anchor:0.20 k ULT 0.12 k ASD OT Moment:19.9 k-in Tension/Side:-0.7 k ULT Net Uplift/Anchor:-0.14 k ULT 0.9DL + 1.0W -0.07 k ASD 0.6DL + 0.6W 1/4" Diam. x 3 1/2" Simpson SDS Screw into DF Framing Vallowable:0.67 k Tallowable:0.62 k Unity EQ: 0.29 <1.0 Quantum Consulting Engineers LLC Project: CJTC Warehouse Date:11/22/24 Job No:24414.01 1511 Third Avenue, Suite 323 Designer:KMZ Sheet: Seattle, WA 98101 Client: Rensch Engineering Checked: Anchorage Design: The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. Page 3 of 3https://ascehazardtool.org/Mon Nov 18 2024 Roof Member Name Results (Max UTIL %)Current Solution Comments Existing (2) 2x8 Passed (27% M)2 piece(s) 2 x 8 HF No.2 Existing (1) 2x8 Passed (53% M)1 piece(s) 2 x 8 HF No.2 Existing 4x14 Passed (100% R)2 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL Existing 4x14 w/o RTU Passed (97% R)2 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL Existing 6x27 Passed (100% R)1 piece(s) 5 1/2" x 27" 24F-V4 DF Glulam Existing 6x27 w/o RTU Passed (100% R)1 piece(s) 5 1/2" x 27" 24F-V4 DF Glulam Existing 6x32 Passed (93% R)1 piece(s) 5 1/2" x 31 1/2" 24F-V8 DF Glulam 24414.01 CJTC Warehouse JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 11/22/2024 6:21:34 PM UTC Kristina Ziegler Quantum Consulting Engineers (206) 957-3900 kziegler@quantumce.com ForteWEB v3.8 File Name: 24414.01 CJTC Warehouse Page 1 / 11 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)270 @ 7' 8 1/2"1823 (1.50")Passed (15%)--1.0 D (All Spans) Shear (lbs)267 @ 7' 1 1/4"1958 Passed (14%)0.90 1.0 D (All Spans) Moment (Ft-lbs)548 @ 4'2011 Passed (27%)0.90 1.0 D (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.371 Passed (L/999+)--1.0 D (All Spans) Total Load Defl. (in)0.047 @ 4'0.494 Passed (L/999+)--1.0 D (All Spans) Member Length : 7' 5" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Factored Accessories 1 - Hanger on 7 1/4" HF beam 3.50"Hanger¹1.50"270 270 See note ¹ 2 - Hanger on 7 1/4" HF beam 3.50"Hanger¹1.50"270 270 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 5" o/c Bottom Edge (Lu)7' 5" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Vertical Loads Location (Side)Tributary Width (0.90)Comments 0 - Self Weight (PLF)3 1/2" to 7' 8 1/2"N/A 5.5 1 - Point (lb)2' 4" (Front)N/A 250 CORNER OF RTU 2 - Point (lb)5' 8" (Front)N/A 250 CORNER OF RTU Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, Existing (2) 2x8 2 piece(s) 2 x 8 HF No.2 ForteWEB Software Operator Job Notes 11/22/2024 6:21:34 PM UTC Kristina Ziegler Quantum Consulting Engineers (206) 957-3900 kziegler@quantumce.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 24414.01 CJTC Warehouse Page 2 / 11 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)260 @ 7' 8 1/2"911 (1.50")Passed (29%)--1.0 D (All Spans) Shear (lbs)259 @ 7' 1 1/4"979 Passed (26%)0.90 1.0 D (All Spans) Moment (Ft-lbs)529 @ 3' 11 15/16"1005 Passed (53%)0.90 1.0 D (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.371 Passed (L/999+)--1.0 D (All Spans) Total Load Defl. (in)0.091 @ 4'0.494 Passed (L/977)--1.0 D (All Spans) Member Length : 7' 5" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Factored Accessories 1 - Hanger on 7 1/4" HF beam 3.50"Hanger¹1.50"260 260 See note ¹ 2 - Hanger on 7 1/4" HF beam 3.50"Hanger¹1.50"260 260 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 5" o/c Bottom Edge (Lu)7' 5" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5 2 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Vertical Loads Location (Side)Tributary Width (0.90)Comments 0 - Self Weight (PLF)3 1/2" to 7' 8 1/2"N/A 2.8 1 - Point (lb)2' 4" (Front)N/A 250 CORNER OF RTU 2 - Point (lb)5' 8" (Front)N/A 250 CORNER OF RTU Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, Existing (1) 2x8 1 piece(s) 2 x 8 HF No.2 ForteWEB Software Operator Job Notes 11/22/2024 6:21:34 PM UTC Kristina Ziegler Quantum Consulting Engineers (206) 957-3900 kziegler@quantumce.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 24414.01 CJTC Warehouse Page 3 / 11 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4080 @ 3 1/2"4080 (1.55")Passed (100%)--1.0 D + 1.0 S (All Spans) Shear (lbs)3690 @ 1' 5 1/2"10707 Passed (34%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)24268 @ 11' 9"27897 Passed (87%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.806 @ 11' 9"1.146 Passed (L/341)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)1.482 @ 11' 9"1.528 Passed (L/186)--1.0 D + 1.0 S (All Spans) Member Length : 22' 11" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Hanger on 14" GLB beam 3.50"Hanger¹1.55"1824 2350 4174 See note ¹ 2 - Hanger on 14" GLB beam 3.50"Hanger¹1.55"1824 2350 4174 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 11" o/c Bottom Edge (Lu)22' 11" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HHUS410 3.00"N/A 30-10d 10-10d 2 - Face Mount Hanger HHUS410 3.00"N/A 30-10d 10-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)3 1/2" to 23' 2 1/2"N/A 14.3 -- 1 - Uniform (PSF)0 to 23' 6" (Front)8'15.0 25.0 Default Load 2 - Point (lb)9' 7" (Front)N/A 250 -RTU SUPPORT 3 - Point (lb)13' 11" (Front)N/A 250 -RTU SUPPORT Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, Existing 4x14 2 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 11/22/2024 6:21:34 PM UTC Kristina Ziegler Quantum Consulting Engineers (206) 957-3900 kziegler@quantumce.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 24414.01 CJTC Warehouse Page 4 / 11 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3830 @ 3 1/2"3938 (1.50")Passed (97%)--1.0 D + 1.0 S (All Spans) Shear (lbs)3440 @ 1' 5 1/2"10707 Passed (32%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)21945 @ 11' 9"27897 Passed (79%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.806 @ 11' 9"1.146 Passed (L/341)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)1.348 @ 11' 9"1.528 Passed (L/204)--1.0 D + 1.0 S (All Spans) Member Length : 22' 11" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Hanger on 14" GLB beam 3.50"Hanger¹1.50"1574 2350 3924 See note ¹ 2 - Hanger on 14" GLB beam 3.50"Hanger¹1.50"1574 2350 3924 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 2" o/c Bottom Edge (Lu)22' 11" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HHUS410 3.00"N/A 30-10d 10-10d 2 - Face Mount Hanger HHUS410 3.00"N/A 30-10d 10-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)3 1/2" to 23' 2 1/2"N/A 14.3 -- 1 - Uniform (PSF)0 to 23' 6" (Front)8'15.0 25.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, Existing 4x14 w/o RTU 2 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 11/22/2024 6:21:34 PM UTC Kristina Ziegler Quantum Consulting Engineers (206) 957-3900 kziegler@quantumce.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 24414.01 CJTC Warehouse Page 5 / 11 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)18395 @ 3 1/2"18395 (5.15")Passed (100%)--1.0 D + 1.0 S (All Spans) Shear (lbs)14824 @ 2' 6 1/2"30170 Passed (49%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)122846 @ 17' 6"135610 Passed (91%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.699 @ 15' 6 13/16"1.521 Passed (L/522)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)1.226 @ 15' 7 1/16"2.028 Passed (L/298)--1.0 D + 1.0 S (All Spans) Member Length : 30' 5" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 0.88 that was calculated using length L = 30' 5". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Hanger on 27" GLB beam 3.50"Hanger¹5.15"7759 10636 18395 See note ¹ 2 - Hanger on 27" GLB beam 3.50"Hanger¹4.08"6431 8164 14595 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)12' 6" o/c Bottom Edge (Lu)30' 5" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HHGU5.50-SDS H=27 5.25"N/A 44-SDS25212 28-SDS25212 2 - Face Mount Hanger HHGU5.50-SDS H=27 5.25"N/A 44-SDS25212 28-SDS25212 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, Existing 6x27 1 piece(s) 5 1/2" x 27" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 11/22/2024 6:21:34 PM UTC Kristina Ziegler Quantum Consulting Engineers (206) 957-3900 kziegler@quantumce.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 24414.01 CJTC Warehouse Page 6 / 11 • Side loads are assumed to not induce cross-grain tension. Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)3 1/2" to 30' 8 1/2"N/A 36.1 -- 1 - Point (lb)1' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 2 - Point (lb)1' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 3 - Point (lb)9' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 4 - Point (lb)9' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 5 - Point (lb)17' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 6 - Point (lb)17' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 7 - Point (lb)25' 6" (Front)N/A 1824 2350 Linked from: Existing 4x14, Support 1 8 - Point (lb)25' 6" (Front)N/A 1824 2350 Linked from: Existing 4x14, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes ForteWEB Software Operator Job Notes 11/22/2024 6:21:34 PM UTC Kristina Ziegler Quantum Consulting Engineers (206) 957-3900 kziegler@quantumce.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 24414.01 CJTC Warehouse Page 7 / 11 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)18309 @ 3 1/2"18309 (5.12")Passed (100%)--1.0 D + 1.0 S (All Spans) Shear (lbs)14739 @ 2' 6 1/2"30170 Passed (49%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)121372 @ 17' 6"135610 Passed (90%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.699 @ 15' 6 13/16"1.521 Passed (L/522)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)1.211 @ 15' 6 3/4"2.028 Passed (L/302)--1.0 D + 1.0 S (All Spans) Member Length : 30' 5" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 0.88 that was calculated using length L = 30' 5". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Hanger on 27" GLB beam 3.50"Hanger¹5.12"7673 10636 18309 See note ¹ 2 - Hanger on 27" GLB beam 3.50"Hanger¹3.97"6017 8164 14181 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)13' 1" o/c Bottom Edge (Lu)30' 5" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HHGU5.50-SDS H=27 5.25"N/A 44-SDS25212 28-SDS25212 2 - Face Mount Hanger HHGU5.50-SDS H=27 5.25"N/A 44-SDS25212 28-SDS25212 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, Existing 6x27 w/o RTU 1 piece(s) 5 1/2" x 27" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 11/22/2024 6:21:34 PM UTC Kristina Ziegler Quantum Consulting Engineers (206) 957-3900 kziegler@quantumce.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 24414.01 CJTC Warehouse Page 8 / 11 • Side loads are assumed to not induce cross-grain tension. Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)3 1/2" to 30' 8 1/2"N/A 36.1 -- 1 - Point (lb)1' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 2 - Point (lb)1' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 3 - Point (lb)9' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 4 - Point (lb)9' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 5 - Point (lb)17' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 6 - Point (lb)17' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 7 - Point (lb)25' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 8 - Point (lb)25' 6" (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes ForteWEB Software Operator Job Notes 11/22/2024 6:21:34 PM UTC Kristina Ziegler Quantum Consulting Engineers (206) 957-3900 kziegler@quantumce.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 24414.01 CJTC Warehouse Page 9 / 11 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)39901 @ 47' 6"42900 (12.00")Passed (93%)--1.0 D + 1.0 S (Adj Spans) Shear (lbs)18572 @ 50' 7 1/2"35199 Passed (53%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)56796 @ 8'188743 Passed (30%)1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-lbs)-136029 @ 47' 6"179784 Passed (76%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.337 @ 54' 10"0.733 Passed (2L/522)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.552 @ 54' 10"0.978 Passed (2L/318)--1.0 D + 1.0 S (Alt Spans) Member Length : 54' 8 3/4" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Overhang deflection criteria: LL (2L/240) and TL (2L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 0.90 that was calculated using length L = 20' 10 5/16". •Critical negative moment adjusted by a volume/size factor of 0.86 that was calculated using length L = 33' 11 1/8". •The effects of positive or negative camber have not been accounted for when calculating deflection. •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column Cap - steel 12.00"10.75"2.28"6732 9270 16002 1 1/4" Rim Board 2 - Column Cap - steel 12.00"12.00"6.76"9778 14404 24182 None 3 - Column Cap - steel 12.00"12.00"11.16"16765 23136 39901 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)52' 3" o/c Bottom Edge (Lu)16' 5" o/c Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, Existing 6x32 1 piece(s) 5 1/2" x 31 1/2" 24F-V8 DF Glulam ForteWEB Software Operator Job Notes 11/22/2024 6:21:34 PM UTC Kristina Ziegler Quantum Consulting Engineers (206) 957-3900 kziegler@quantumce.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 24414.01 CJTC Warehouse Page 10 / 11 • Side loads are assumed to not induce cross-grain tension. Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)1 1/4" to 54' 10"N/A 42.1 -- 1 - Point (lb)0 (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 2 - Point (lb)0 (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 3 - Point (lb)8' (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 4 - Point (lb)8' (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 5 - Point (lb)16' (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 6 - Point (lb)16' (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 7 - Point (lb)24' (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 8 - Point (lb)24' (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 9 - Point (lb)8' (Front)N/A 88 -ERV 1 10 - Point (lb)32' (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 11 - Point (lb)32' (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 12 - Point (lb)16' (Front)N/A 88 -ERV 1 13 - Point (lb)40' (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 14 - Point (lb)40' (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 15 - Point (lb)48' (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 16 - Point (lb)48' (Front)N/A 1574 2350 Linked from: Existing 4x14 w/o RTU, Support 1 17 - Point (lb)54' 10" (Front)N/A 7759 10636 Linked from: Existing 6x27, Support 1 18 - Point (lb)16' (Front)N/A 500 -RTU 2 19 - Point (lb)16' (Front)N/A 500 -RTU 3 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes ForteWEB Software Operator Job Notes 11/22/2024 6:21:34 PM UTC Kristina Ziegler Quantum Consulting Engineers (206) 957-3900 kziegler@quantumce.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 24414.01 CJTC Warehouse Page 11 / 11 !" #$%&'()*&(+." /*0%12(3%&'()*&(+,4455 67893():%12=;> (?%@AABCDC8E88<.! '3*F$(G+A3H. IEEEJ- &'3*F2KL*0%F2(3M%&'N&AMOPQ BB $RCSTFUV1W()B(FFA&*(2%BBX&2*):Y-Z. 7777N77Z\ 6 O=5 . 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