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HomeMy WebLinkAbout6405 172nd St Ne_BLD6011_2025 For the best experience, open this PDF portfolio in Acrobat X or Adobe Reader X, or later. Get Adobe Reader Now! Proposal Date 2/5/2024 20221 67th Ave NE Proposal # 18783 Arlington, Wa. 98223 Phone 206-388-9434 Cell Phone Ironwood Manufacturing Fax Steve Berner E-mail stev.berner@ironwood-mfg.com 6405 172nd St. NE P.O.# / Job Name Hisense Rough Arlington, WA. 98223 6405 172nd St. NE Jobsite Arlington, WA. 98223 Prepared By: JB Office: 360-435-4904 Fax: 360-435-8226 info@cozyheatinginc.com PROPOSAL DESCRIPTION **Proposal For Work To Be Performed At** 6405 172nd St. NE 15,177.00 Equipment and Services to Include: Hisense Inverter Driven Heat Pump **11 HSPF** (AUWR-36) Hisense Electric Air Handler (AUH-36) 10 KW Heat Kit (HS-EH10) Hanging Brackets For Heat Pump Honeywell VisionPro 8000 Touch Screen Programmable Thermostat Ductwork Including Registers & Grills Lineset, Welding , Evacuation & Set Freon Charge Exhaust Venting For Bath Fans, House Fan, Dryer, & Range Up To 6" Condensate Drain, Low Voltage Permit And 4" Media Air Filter With Housing Return Trip For Trim Installation Labor Owner Notes & Responsibilities: ---Owner to Provide Roof Penetration for Exhaust Fans ---Owner to Provide Permits if Required. ---Owner to Provide Sheet Rock Behind Furnace Before Install ---Quote Excludes High Voltage Wiring ---Quote Excludes Wiring of Zone Controls and Circulation Pumps ---Exhaust Venting Does Not Incl. Hooking Up Range, Dryer Or Other Appliances At Final Trim. ---Heating and/or cooling equipment comes with a 10 year parts warranty when home owner registers equipment. Terms & Conditions: (please initial below that you have read and agree with terms) WARRANTY: One-year labor warranty included on equipment provided and installed by Cozy. Equipment must be regularly maintained and filters changed for warranty to remain valid. Filter changes are critical and industry standards must be followed to maintain a valid warranty. USE OF UNIT DURING CONSTRUCTION: Use of unit during construction / remodel phases will void warranty. Cozy Heating & equipment manufacturers reserve the right to void warranty if evidence of use during construction is found in unit. Construction dust, etc. is very damaging to the unit. Any maintenance, repairs or replacement needed as a result are not covered by warranty. Use of HVAC equipment during construction that results in the need for maintenance, repair or replacement of equipment, filters, etc. during construction phase is considered “AT YOUR OWN RISK” and the responsibility of the homeowner / builder. EXTENDED WARRANTY: Must be registered online by purchaser within 60 days of installation to be valid. TERMS: 80% Due Following Rough-In / 20% Due Following Final Trim. Late payments may be charged a $35.00 late fee. 30 days late may be subject to additional finance charges. Additional trips to be billed at $55.00 an hour. CONDITIONS: Proposal may be withdrawn if not accepted within 14 days. Cancellation of job after equipment has been ordered will result in freight and restocking fees. Due to periodic price increases, jobs not fully completed 3 months from date of bid acceptance may be subject to equipment/material price increases. Price includes rough-In, temp fire-off and final trim. Systems will be installed following rough-in plumbing & preceding your rough-in electrical. Variations or unforeseen changes from this procedure will result in price changes. Payments & Deposits: 20% deposit is requested on residential replacement projects before Sub-Total $15,177.00 equipment can be ordered and an install date is given. We accept cash, check, e-check or debit/credit Tax (9.3%) $1,411.46 card. Processing fee of 2% will be added when using credit or debit cards. Payments can also be made online, please request a link by e-mail. We do not accept payment by phone. Please sign and Total $16,588.46 return with deposit. PLEASE SIGN ____________________________________________________________________ STRUCTURAL CALCULATIONS IRONWOOD MANUFACTURING MEZZANINE 6405A 172nd St NE Arlington, WA 98223 Prepared for Ironwood Manufacturing Company Project # 23-358 February 20, 2024 02/20/2024 DIBBLE ENGINEERS INC | 1029 Market Street, Suite 200, Kirkland WA 98033 | 425.828.4200 | dibbleengineers.com DIBBLE ENGINEERS INC | 1029 Market Street, Kirkland WA 98033 | 425.828.4200 | dibbleengineers.com STRUCTURAL CALCULATIONS TABLE OF CONTENTS Ironwood Manufacturing Mezzanine DEI Job #23-358 New single-story interior mezzanine in an existing single-story commercial warehouse building. • Design Criteria and Loads C1-C5 • Gravity G1-G23 o Floor Framing o Columns/Posts o Foundations • Lateral L1-L12 o Shearwalls o Hold-downs o Anchors o Foundations o Diaphragms o Chords & Collectors C1 DIBBLE ENGINEERS INC | 1029 Market Street, Kirkland WA 98033 | 425.828.4200 | dibbleengineers.com DESIGN CRITERIA AND LOADS Ironwood Manufacturing Mezzanine DEI Job #23-358 C2 Date: 01/2024 By: JCW Design Criteria Project Name: Ironwood Manufacturing Mezzanine Project #: 23-358 Location: 6405A 172nd St NE, Arlington, WA 98223 Building Code: 2018 IBC Permitting Authority: Arlington, WA Gravity Design Loads Concrete Roof Dead Load N/A psf f'c fy Roof Live Load N/A psf Footing: 2.5 60 ksi Floor Dead Load 15 psf Slab-on-grade: 2.5 60 ksi Floor Live Load 50 psf Concrete Beams : N/A N/A ksi LL Reducible? N Y/N Elevated Slabs: N/A N/A ksi Partition Load 10 psf Concrete Columns: N/A N/A ksi Composite Floor N/A psf Concrete Walls: N/A N/A ksi Piles: N/A N/A ksi Foundation Masonry f'm fy Soil Bearing Pressure (assumed) 1500 psf Reinforced Masonry N/A N/A ksi Pile Capacity N/A tons Frost Depth 18 inch Lateral Earth Pressures Structural Steel Fy Restrained N/A pcf W-shapes: ASTM A992, Gr. 50 N/A ksi Unrestrained: N/A pcf Tube/Pipe: ASTM A500, Gr. B. 46 ksi Passive Pressure: N/A pcf Friction Coefficient 0.25 Snow Lumber Ground Snow Load pg N/A Item: Species & Grade Fb Fv Importance Factor IS N/A 2x4 : HF #2 850 150 psi Snow Load ps N/A 2x6 & larger 2x 's : HF #2 850 150 psi Snow Exposure Ce N/A 4x Beams & Post: HF #2 850 180 psi Thermal Factor Ct N/A 6x Beams & Post : DF #1 1300 170 psi Engineered Wood Products SWWJ / OWWJ TJI/TJL PSL / LSL / LVL 2900 psi Glulam: 24F-V4 / 24F-V8 2400 psi Sheathing (roof) N/A inch Sheathing (floor) 23/32 inch Sheathing (walls) 15/32 inch Dibble Engineers Inc JOB TITLE Ironwood Manufacturing Mezzanine C3 1029 Market Street, Suite 200 Kirkland, WA 98033 JOB NO. 23-358 SHEET NO. (425) 828-4200 CALCULATED BY JCW DATE CHECKED BY DATE Floor Design Loads Items Description Multiple psf (max) psf (min) Flooring Carpet & pad 1.0 1.0 Decking 3/4" plywood/OSB 2.7 2.3 Ceiling 5/8" gypsum 2.8 2.5 Framing TJI @ 24" x 1.5 3.0 1.5 Insulation R-11 Fiberglass insul. 0.4 0.4 Mech & Elec Mech. & Elec. 2.0 0.0 Misc. Misc. 0.5 0.0 0.0 0.0 0.0 0.0 Actual Dead Load 12.4 7.7 Use this DL instead 15.0 15.0 Partitions 15.0 0.0 Live Load 40.0 0.0 Total Live Load 55.0 0.0 Total Load 70.0 15.0 Dibble Engineers Inc JOB TITLE Ironwood Manufacturing Mezzanine C4 1029 Market Street, Suite 200 Kirkland, WA 98033 JOB NO. 23-358 SHEET NO. (425) 828-4200 CALCULATED BY JCW DATE CHECKED BY DATE Wall Design Load Items Description Multiple psf (max) psf (min) Sheathing 7/16" plywood/OSB 1.6 1.4 Sheathing 5/8" gypsum 2.8 2.5 Framing 2x6 wood stud @ 16" 2.0 1.1 Insulation R-11 Fiberglass insul. 0.4 0.4 Mech & Elec Mech. & Elec. 1.0 0.0 Misc. Misc. 0.5 0.0 0.0 0.0 0.0 0.0 Actual Dead Load 8.3 5.4 Use this DL instead 10.0 10.0 C5  This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.  The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Address: 6405 172nd St NE, Arlington, WA 98223, USA 134 ft Coordinates: 48.1537077, -122.1437172 Elevation: 134 ft Timestamp: 2023-12-07T23:07:04.797Z Hazard Type: Seismic Reference Document: ASCE7-16 Map data ©2023 Google Report a map error Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.052 MCER ground motion (period=0.2s) S1 0.375 MCER ground motion (period=1.0s) SMS 1.262 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 0.841 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.912 Coefficient of risk (0.2s) CR1 0.89 Coefficient of risk (1.0s) PGA 0.446 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.535 Site modified peak ground acceleration TL 6 Long-period transition period (s) SsRT 1.052 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.153 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.375 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.421 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. G1 DIBBLE ENGINEERS INC | 1029 Market Street, Kirkland WA 98033 | 425.828.4200 | dibbleengineers.com GRAVITY Ironwood Manufacturing Mezzanine DEI Job #23-358 G2 Project Sheet # Ironwood Mezzanine Project # Date 23-358 01/2024 Subject By Gravity JCW Mezzanine Framing Key Plan B2 OPEN FOR UTILITIES B3 F4 TEAM AREA TECH ROOM F4 SIM J1 F5 B4 ADMINJ1 TEAM AREA F1 F6 BREAK ROOM F2 TYP, C1 B1 copier/paper UNO B5 J2 J5 MENS B6 TO B/LOW B7 DOWN C3 F8 B8 C4 LANDING DOWN BLW J1 MEETING/ LOW F7 CONFERENCE OWNERS SPACE LANDING J4 OFFICE OFFICE OFFICE OFFICE BLW WOMENS F3 C2 J3 B9 B2 NORTH G3 G4 G5 G6 GLB 5-1/2x18 ALSO OK G7 GLB 5-1/2x18 ALSO OK G8 GLB 5-1/2x18 ALSO OK G9 G10 G11 G12 G13 G14 G15 G16 G17 G18 G19 G20 G21 G22 G23 L1 DIBBLE ENGINEERS INC | 1029 Market Street, Kirkland WA 98033 | 425.828.4200 | dibbleengineers.com LATERAL Ironwood Manufacturing Mezzanine DEI Job #23-358 L2 Project Sheet # Ironwood Mezzanine Project # Date 23-358 01/2024 Subject By Lateral JCW Mezzanine Lateral Key Plan SW 2.A 10'-0" OPEN FOR UTILITIES TEAM AREA TECH ROOM ADMIN TEAM AREA BREAK ROOM 10'-0" SW 2.110'-0" SW 2.2 copier/paper MENS DOWN DOWN MEETING/ CONFERENCE OWNERS SPACE OFFICE OFFICE OFFICE OFFICE WOMENS SW 2.B 10'-0" NORTH Mezzanine Seismic Weight - Mezz Floor = (15psf DL)(33.667ft)(85.5ft) = 43.178 k Steel Col's = (21 cols)(9.4plf DL)(8ft/2) = 0.790 k Mezz Upper Walls = (10psf DL)(8ft/2)[(33.667ft)(2) + (85.5ft)(2) + 14.75ft + 4.75ft + 14.25ft + 33ft + (11.25ft)(4) + 18ft + (14.33ft)(2) + (12.33ft)(2) + 18ft + 8.33ft + 6.33ft] = (10psf)(8ft/2)(454ft) = 18.16 k Total Seismic Weight = 62.13 L3 PROJECT Ironwood Mezzanine SHEET No. PROJECT No.23-358 DATE 01/2024 SUBJECT SEISMIC BASE SHEAR BY SEISMIC BASE SHEAR CALCULATION References: 2018 IBC (Ch16), ASCE 7-16 (Ch.11,12,& 22), Method ASD Lateral System A. BEARING WALL SYSTEM [Tab. 12.2-1] 15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance Risk Category II [IBC Tab. 1604.5] Design Category D [IBC Sec.1613.2.5;Tab 1613.2.5] Site Class D Default [ASCE Ch.20] Building Height Limit (ft) 65 [Tab. 12.2-1] **Using Metric? Check Table 12.8-2 *ATC Hazards (Default Ss* 1.052 [ASCE Tab. 12.8-2] Ct** 0.02 Cs Limits [ASCE 7-16] Site Class if no Geotech) S1* 0.375 [ASCE Tab. 12.8-2] x** 0.75 SDS / (R/I)= 0.129 [Eqn.12.8-2] [IBC Tab 1613.2.3(1)] Fa 1.2 [ASCE 12.8.2.1] hn 8 SD1 / [T*(R/I)] =MAX 0.778 [Eqn.12.8-3] [IBC Tab. 1613.2.3(2)] Fv 1.925 [ASCE Eqn. 12.8-7] Ta 0.095 (SD1*TL) /[T^2 *(R/I)] =MAX 49.08 [Eqn.12.8-4] [IBC Eqn. 16-36] SMS 1.2624 [ASCE Tab. 12.8-1] Cu 1.4 0.044*SDS*I ≥ 0.01 =MIN 0.037 [Eqn.12.8-5] [IBC Eqn. 16-37] SM1 0.72188 [ASCE 12.8.2] TMODAL (0.5*S1) / (R/I) =MIN 0.029 [Eqn.12.8-6] [IBC Eqn. 16-38] SDS 0.842 [ASCE 12.8.2] T 0.095 Absolute Cs MIN 0.029 [IBC Eqn. 16-39] SD1 0.481 [ASCE Fig. 22-14 to 17] TL 6 Absolute Cs MAX 49.08 [ASCE Tab. 1.5-2] I 1 [ASCE Tab. 12.2-1] R 6.5 [ASCE Tab. 12.2-1] Ω0 3 CS (Design) = 0.129 [ASCE Tab. 12.2-1] Cd 4 W = 62.13 K [ASCE Sec.12.3.4] ρ1 V = 5.63 K ASD Vertical Distribution of Forces ASCE 7-16, Sec. 12.8.3 Expontent related to structural period k = 1.0 [Sec. 12.8.3] [Eqn. 12.8-12] [Eqn. 12.8-11] [Eqn. 12.8-13] Level Weight, w Height, h w h k C Fx = Cs*Cvx *Σw*ρV (Design) x x x x vx x Mezz Floor 62.1 K 8 ft 497 k-ft 1.000 5.63 K 5.63 K - 0.0 K 0 ft 0 k-ft 0.000 0.00 K 0.00 K - 0.0 K 0 ft 0.0 k-ft 0.000 0.00 K 0.00 K - 0.0 K 0 ft 0.0 k-ft 0.000 0.00 K 0.00 K - 0.0 K 0 ft 0.0 k-ft 0.000 0.00 K 0.00 K Σ 62.13 K 497 k-ft 1.000 5.63 K Diaphragm Design Forces ASCE 7-16 12.10.1.1 Precast Concrete Diaphragm? no See ASCE12.10.3 [Eqn. 12.10-1][Eqn.12.10-3] [Eqn.12.10-2] 12.10.1.1 Level wx Fx Fpx Fpx, max Fpx,min. Fpx, (Design) Mezz Floor 62.1 K 5.63 K 5.63 K 14.64 K 7.32 K 7.32 K - 0.0 K 0.00 K 0.00 K 0.00 K 0.00 K 0.00 K - 0.0 K 0.00 K 0.00 K 0.00 K 0.00 K 0.00 K - 0.0 K 0.00 K 0.00 K 0.00 K 0.00 K 0.00 K - 0.0 K 0.00 K 0.00 K 0.00 K 0.00 K 0.00 K Σ 62.13 K 5.63 K 5.63 K 14.64 K 7.32 K 7.32 K L4 Project Sheet # Ironwood Manufacturing Mezzanine Project # Date 23-358 1/2024 Subject By Lateral - Shear Wall Design JCW Shear Wall Design North-South Direction Lateral Shear Load (ASD) North-South Direction - Diaphragm Level Wall Load Mezz Floor 5.63 kips E Main 0 kips Grade Seismic SDS 0.842 g Total Building Area Mezz Floor 1 ft2 Main 1 ft2 Main Buildling Mezz Floor Main Area 1 ft2 1 ft2 Area Ratio 1.000 1.000 Proportional Shear Load Mezz Floor 5.630 kips Main 0.000 kips North-South: Floor Diaphragm - Shearwalls Below Wall Height 8 ft Bldg Width 34.667 ft Wall ID Pier Length 1 Pier Length 2 Pier Length 3 Pier Length 4 A/R Length 1 A/R Length 2 A/R Length 3 A/R Length 4 Total Length Trib Area Shear Shear Abv Total Shear Unit Shear SW-NailingSW Capacity 2.A 10 0 0 0 10 0 0 0 10 17.333 2.815 0 2.815 0.281 SW-6 0.288 2.B 10 0 0 0 10 0 0 0 10 17.333 2.815 0 2.815 0.281 SW-6 0.288 - 0 0 0 0 0 0 0 0 0 0 0.000 0 0.000 #DIV/0! - - - 0 0 0 0 0 0 0 0 0 0 0.000 0 0.000 #DIV/0! - - - 0 0 0 0 0 0 0 0 0 0 0.000 0 0.000 #DIV/0! - - Total Area 34.666 L5 Project Sheet # Ironwood Manufacturing Mezzanine Project # Date 23-358 1/2024 Subject By Lateral - Shear Wall Design JCW Shear Wall Overturning North-South Direction Main Building Lateral Shear Load (ASD) Mezz Floor 5.630 kips Main 0.000 kips Seismic SDS 0.842 g Wall DL 10 psf ASD Dead Load Factor DLmin = (0.6-0.14SDS)DL = 0.48212 DL DLmax = (1.0+14SDS)DL = 1.11788 DL ℎ   ℎ  2   2   0.5 0.5 North-South: Floor Diaphragm - Shearwalls Below Wall ID Height Pier Length A/R Length A/R Total Length Total Shear Pier Shear Wall DL Addt DL Total DL DLmin DLmax Tension Tabv Ttot Compr Cabv Ctot Holdown Capacity 2.A 8 10 10 10 2.815 2.8149188 0.8 1.30005 2.10005 1.012 2.348 1.838 0.000 1.838 3.606 0.000 3.606 HDU2 2.215 2.B 8 10 10 10 2.815 2.8149188 0.8 1.30005 2.10005 1.012 2.348 1.838 0.000 1.838 3.606 0.000 3.606 HDU2 2.215 - 8 0 0 0 0.000 #DIV/0! 0 0 0 0.000 0.000 #DIV/0! 0.000 #DIV/0! #DIV/0! 0.000 #DIV/0! - - L6 Project Sheet # Ironwood Manufacturing Mezzanine Project # Date 23-358 1/2024 Subject By Lateral - Shear Wall Design JCW Shear Wall Design East-West Direction Lateral Shear Load (ASD) East-West Direction - Diaphragm Level Wall Load Mezz Floor 5.63 kips E Main 0 kips Grade Seismic SDS 0.842 g Total Building Area Mezz Floor 1 ft2 Main 1 ft2 Main Buildling Mezz Floor Main Area 1 ft2 1 ft2 Area Ratio 1.000 1.000 Proportional Shear Load Mezz Floor 5.630 kips Main 0.000 kips East-West: Floor Diaphragm - Shearwalls Below Wall Height 8 ft Bldg Width 86 ft Wall ID Pier Length 1 Pier Length 2 Pier Length 3 Pier Length 4 A/R Length 1 A/R Length 2 A/R Length 3 A/R Length 4 Total Length Trib Area Shear Shear Abv Total Shear Unit Shear SW-NailingSW Capacity 2.1 10 0 0 0 10 0 0 0 10 43 2.815 0 2.815 0.282 SW-6 0.288 2.2 10 0 0 0 10 0 0 0 10 43 2.815 0 2.815 0.282 SW-6 0.288 - 0 0 0 0 0 0 0 0 0 0 0.000 0 0.000 #DIV/0! - - - 0 0 0 0 0 0 0 0 0 0 0.000 0 0.000 #DIV/0! - - Total Area 86 L7 Project Sheet # Ironwood Manufacturing Mezzanine Project # Date 23-358 1/2024 Subject By Lateral - Shear Wall Design JCW Shear Wall Overturning East-West Direction Main Building Lateral Shear Load (ASD) Mezz Floor 5.630 kips Main 0.000 kips Seismic SDS 0.842 g Wall DL 10 psf ASD Dead Load Factor DLmin = (0.6-0.14SDS)DL = 0.48212 DL DLmax = (1.0+14SDS)DL = 1.11788 DL ℎ   ℎ  2   2   0.5 0.5 East-West: Floor Diaphragm - Shearwalls Below Wall ID Height Pier Length A/R Length A/R Total Length Total Shear Pier Shear Wall DL Addt DL Total DL DLmin DLmax Tension Tabv Ttot Compr Cabv Ctot Holdown Capacity 2.1 8 10 10 10 2.815 2.815 0.8 0.1 0.9 0.434 1.006 2.142 0.000 2.142 2.900 0.000 2.900 HDU2 2.215 2.2 8 10 10 10 2.815 2.815 0.8 0.1 0.9 0.434 1.006 2.142 0.000 2.142 2.900 0.000 2.900 HDU2 2.215 - 8 0 0 0 0 #DIV/0! 0 0 0 0.000 0.000 #DIV/0! 0.000 #DIV/0! #DIV/0! 0.000 #DIV/0! - - L8 Project Sheet # Ironwood Mezzanine Project # Date 23-358 1/2024 Subject By Lateral - Footing Overturning JCW Shear Wall - Lateral Overturning Shear Wall Information Wall: 2.1 worst case Wall Height = 8 ft Wall Length = 10 ft Length of Footing End 1 Past Wall= 2 ft Length of Footing End 2 Past Wall= 2 ft Footing Width = 4 ft Footing Depth = 1 ft Footing Length = 14 ft Stem Wall Height = 0 ft Stem Wall Thickness = 0.000 ft Wall Weight = 10 psf Wall Point Load Weight at CG = 800 lbs Concrete Density = 150 pcf Footing Weight = 8400 lbs Stem Wall Weight = 0 lbs Dead Point Load Above through CG = 0 lbs Dead Point Load Above at Wall End 1 = 0 lbs Dead Point Load Above at Wall End 2 = 0 lbs Dead Line Load Above Wall = 170 plf Dead Line Load Above Footing End 1 = 200 plf Dead Line Load Above Footing End 2 = 200 plf Lateral Shear Load = 2815 lbs (ASD) Overturning Moment = 22520 ft-lbs Total Gravity Dead Load = 11700 lbs (0.6-0.14SDS)DL = 5640.804 lbs (ASD Seismic Load Combination Dead Load) SDS = 0.842 Eccentricity = 3.992339 ft Soil Bearing L/6 = 2.333333 ft e > L/6 ? Yes 2    3  2 q = 312.5797 psf qallow = 1500 psf (allowable soild bearing per geotechnical report) qallow,E = 2000 psf (allowable soild bearing w/ short term loading increase) q < qallow,E ? OK Global Overturning Overturning Moment = 22520 ft-lbs Resisting OT Moment at End 1 = 23100 ft-lbs Remaining OT Moment at End 1 = -580 ft-lbs OK Resisting OT Moment at End 2 = 23100 ft-lbs Remaining OT Moment at End 2 = -580 ft-lbs OK L9 Project Sheet # Ironwood Mezzanine Project # Date 23-358 01/2024 Subject By Lateral JCW Mezzanine Diaphragm Design North-South Direction vSW2.A = 3660lbs / 65.25ft = 56.09 plf vout2.A = 3660lbs / 10ft = 366 plf vdiff2.A = 309.91 plf 1271.4 lbs SW 2.A V2.A 10'-0" OPEN FOR UTILITIES TEAM AREA TECH ROOM 1827.7 lbs ADMIN TEAM AREA BREAK ROOM 10'-0" SW 2.110'-0" SW 2.2 copier/paper MENS DOWN DOWN MEETING/ CONFERENCE OWNERS SPACE W = 7.32 K / 33.667ft = 217.4 plf OFFICE OFFICE OFFICE OFFICE WOMENS 1649.4 lbs SW 2.B 10'-0" 1539.4 lbs V 2.B vSW2.B = 3660lbs / 77.67ft = 47.12 plf vout2.B = 3660lbs / 10ft = 366 plf v NORTH diff2.B = 318.88 plf Mezzanine Diaphragm Load, N-S - V2.A = V2.B = (217.4plf)(33.667ft/2) = 3660 lbs v2.A = v2.B = 3660lbs/21.25ft (conservatively assume only (1) joist bay) = 172 plf Diaphragm Nailing: vreq'd = 172 plf Use: min 19/32in shtg (unblocked) w/ 10d @ 6"OC edges, 12"OC field vallow = 215 plf > 172 plf [NDS SDPWS 2015, Table 4.2C] Collector Design: VREQ'D = 1828 lbs * GLB 5-1/2"x18" collector OK [per attached enercalc calc] Chord Design: M = (217.4plf)(33.667ft)2/8 = 30.8 K-ft, T = 30.8K-ft/85.5ft = 360 lbs * E-W collector load governs L10 Project Sheet # Ironwood Mezzanine Project # Date 23-358 01/2024 Subject By Lateral JCW Mezzanine Diaphragm Design East-West Direction 2.2 2.1V V SW 2.A 10'-0" = 3660lbs / 33ft = 110.9 plf = 3660lbs / 10ft = 366 plf = 255.1 plf SW2.2out2.2diff2.2 OPEN FOR UTILITIES v v v TEAM AREA TECH ROOM = 3660lbs / 13ft = 281.5 plf = 3660lbs / 10ft = 366 plf = 84.46 plf SW2.1out2.1diff2.1 721 lbs v v v 845 lbs ADMIN TEAM AREA BREAK ROOM 10'-0" SW 2.110'-0" SW 2.2 copier/paper MENS 1830 lbs DOWN DOWN MEETING/ CONFERENCE OWNERS SPACE OFFICE OFFICE OFFICE OFFICE WOMENS SW 2.B 10'-0" W = 7.32 K / 85.5ft = 85.6 plf NORTH Mezzanine Diaphragm Load, E-W - V2.1 = V2.2 = (85.6plf)(85.5ft/2) = 3660 lbs v2.1 = 3660lbs/16.33ft (conservatively assume only (1) joist bay) = 224 plf v2.2 = 3660lbs/13.0ft ((1) joist bay) = 281 plf Diaphragm Nailing: vreq'd = 281 plf Use: min 19/32in shtg (unblocked) w/ 10d @ 6"OC edges, 12"OC field vallow = 285 plf > 281 plf [NDS SDPWS 2015, Table 4.2C] Collector Design: VREQ'D = 1830 lbs * GLB 3-1/2"x16-1/2" collector OK (GLB 5-1/2"x18" also OK) [per attached enercalc calc] Chord Design: M = (85.6plf)(85.5ft)2/8 = 78.2 K-ft, T = 78.2K-ft/33ft = 2.37 K * GLB 5-1/2"x18" chord OK [per attached enercalc calc] Project Title: Engineer: L11 Project ID: Project Descr: Wood Column Project File: Ironwood Mezz.ec6 LIC# : KW-06014989, Build:20.22.8.17 DIBBLE ENGINEERS INC. (c) ENERCALC INC 1983-2022 DESCRIPTION: B2 - Mezzanine Floor Beam - Chord/Collector Design . Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Analysis Method : Allowable Stress Design Wood Section Name 5.5x18 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Western Overall Column Height 21.5 ft Wood Member Type GLB ( Used for non-slender calculations ) Exact Width 5.50 in Allow Stress Modification Factors Wood Species DF/DF Exact Depth 18.0 in Cf or Cv for Bending 0.9513 Wood Grade 24F-V4 Area 99.0 in^2 Cf or Cv for Compression0.9513 Fb + 2400psi Fv 265 psi Ix 2,673.0 in^4 Cf or Cv for Tension 0.9513 Fb - 1850psi Ft 1100 psi Iy 249.563 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 1650psi Density 31.21 pcf Ct : Temperature Factor 1.0 Fc - Perp 650psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . . . x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1800 1600 1800ksi Use Cr : Repetitive ? No Minimum 950 850 Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 21.5 ft, K = 1.0 Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis . Applied Loads Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS . . . Chord/Collector Seismic: Axial Load at 10.750 ft, E = 2.370 k BENDING LOADS . . . Mezz Floor: Lat. Uniform Load creating Mx-x, D = 0.130, L = 0.4333 k/ft Mezz Wall Abv: Lat. Uniform Load creating Mx-x, D = 0.080 k/ft . DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8534 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L Top along Y-Y 6.915 k Bottom along Y-Y 6.915 k Governing NDS Forumla Bending Only, Tension Side Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 10.678 ft Maximum SERVICE Load Lateral Deflections . . . At maximum location values are . . . Along Y-Y 0.6497 in at 10.822 ft above base Applied Axial 0.0k for load combination : +D+L Applied Mx 37.169 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft Fc : Allowable 345.716 psi for load combination : n/a Other Factors used to calculate allowable stresses . . . PASS Maximum Shear Stress Ratio = 0.3954 : 1 Bending Compression Tension Load Combination +D+L Location of max.above base 21.50 ft Applied Design Shear 104.780 psi Allowable Shear 265.0 psi . Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination CD CP Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.232 0.3095 PASS 10.678ft 0.1434 PASS 21.50 ft +D+L 1.000 0.210 0.8534 PASS 10.678ft 0.3954 PASS 21.50 ft +D+0.750L 1.250 0.169 0.5719 PASS 10.678ft 0.2631 PASS 21.50 ft +D+0.70E 1.600 0.132 0.1822 PASS 10.822ft 0.08067 PASS 21.50 ft +D+0.750L+0.5250E 1.600 0.132 0.4641 PASS 10.822ft 0.2055 PASS 21.50 ft +0.60D 1.600 0.132 0.1093 PASS 10.822ft 0.04840 PASS 0.0 ft +0.60D+0.70E 1.600 0.132 0.1093 PASS 10.822ft 0.04840 PASS 0.0 ft . Project Title: Engineer: L12 Project ID: Project Descr: Wood Column Project File: Ironwood Mezz.ec6 LIC# : KW-06014989, Build:20.22.8.17 DIBBLE ENGINEERS INC. (c) ENERCALC INC 1983-2022 DESCRIPTION: B7 - Mezzanine Floor Beam - Chord/Collector Design . Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Analysis Method : Allowable Stress Design Wood Section Name 3.5x16.5 GLB 5-1/2x18 ALSO OK End Fixities Top & Bottom Pinned Wood Grading/Manuf. Western Overall Column Height 17.333 ft Wood Member Type GLB ( Used for non-slender calculations ) Exact Width 3.50 in Allow Stress Modification Factors Wood Species DF/DF Exact Depth 16.50 in Cf or Cv for Bending 1.0 Wood Grade 24F-V4 Area 57.750 in^2 Cf or Cv for Compression 1.0 Fb + 2,400.0psi Fv 265.0 psi Ix 1,310.20 in^4 Cf or Cv for Tension 1.0 Fb - 1,850.0psi Ft 1,100.0 psi Iy 58.953 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 1,650.0psi Density 31.210 pcf Ct : Temperature Factor 1.0 Fc - Perp 650.0psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . . . x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,800.0 1,600.0 1,800.0ksi Use Cr : Repetitive ? No Minimum 950.0 850.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 4 ft, K = 1.0 Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis . Applied Loads Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS . . . Chord/Collector Seismic: Axial Load at 8.667 ft, E = 1.830 k BENDING LOADS . . . Mezz Flr: Lat. Uniform Load creating Mx-x, D = 0.020, L = 0.06670 k/ft Mezz Wall Abv: Lat. Uniform Load creating Mx-x, D = 0.080 k/ft Mezz Stairs Landing: Lat. Uniform Load from 14.583-->17.333 ft creating Mx-x, D = 0.03250, L = 0.2167 k/ft B6 Bm Rxn: Lat. Point Load at 14.583 ft creating Mx-x, D = 0.3690, L = 1.719 k . DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4160 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L Top along Y-Y 3.832 k Bottom along Y-Y 1.830 k Governing NDS Forumla Bending Only, Tension Side Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 10.935 ft Maximum SERVICE Load Lateral Deflections . . . At maximum location values are . . . Along Y-Y 0.2357 in at 9.190 ft above base Applied Axial 0.0k for load combination : +D+L Applied Mx 10.048 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft Fc : Allowable 1,556.63 psi for load combination : n/a Other Factors used to calculate allowable stresses . . . PASS Maximum Shear Stress Ratio = 0.3756 : 1 Bending Compression Tension Load Combination +D+L Location of max.above base 17.333 ft Applied Design Shear 99.542 psi Allowable Shear 265.0 psi . Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination CD CP Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.951 0.1996 PASS 9.306ft 0.1372 PASS 17.333 ft +D+L 1.000 0.943 0.4160 PASS 10.935ft 0.3756 PASS 17.333 ft +D+0.750L 1.250 0.922 0.2859 PASS 10.702ft 0.2501 PASS 17.333 ft +D+0.70E 1.600 0.886 0.1138 PASS 9.306ft 0.07715 PASS 17.333 ft +D+0.750L+0.5250E 1.600 0.886 0.2250 PASS 10.702ft 0.1954 PASS 17.333 ft +0.60D 1.600 0.886 0.06826 PASS 9.306ft 0.04629 PASS 17.333 ft +0.60D+0.70E 1.600 0.886 0.06826 PASS 9.306ft 0.04629 PASS 17.333 ft . Date: 12/03/2025 Permit #: 6011 Permit Date: 05/28/2024 Review Date: 05/28/2024 Permit Type: COMMERCIAL ALTERATION Review Type: COMMERCIAL ALTERATION Target Date: 06/25/2024 Scheduled 00:00 Time: Completed 07/10/2024 Date: Description: Will require mechanical plan for HVAC to include fresh air system & Exhaust , restroom ventilation. with specification sheets Review Status: Approved with Conditions Assigned To: BUILDING Time In: 00:00 Time Out: 00:00 Hours: 1.5 Notes Will require mechanical plan for HVAC to include fresh air system & Exhaust , restroom 07/10/2024 ventilation. with specification sheets Property Information Parcel#: 31052200402400 BLUEWATER ASSOCIATES LLC BLUEWATER ASSOCIATES LLC 3261 FOX SPIT RD 6405 172ND ST NE LANGLEY, WA 98260 Zoning: 300 INDUSTRIAL / 206-388-9434 MANUFACTURINGLot: Block: STEVE.BERNER@IRONWOOD-MGF.COM Permit #: 6011 Permit Date: 05/28/24 Permit Type: COMMERCIAL ALTERATION Project Name: Bluewater Mezzanine Applicant Name: Stephan F Berner Applicant Address: 3261 Fox Spit Rd Applicant, City, State, Zip: Langley, Wa, 98033 Contact: Stephan F Berner Phone: 4258284200 Email: steve.berner@ironwood-mfg.com Scope of Work: mezzanine office addition Valuation: 137599.40 Square Feet: 52800 Number of Stories: 2 Construction Type: VB Occupancy Group: ID Code: CIC Permit Issued: 07/12/2024 Permit Expires: 02/05/2026 Form Permit Type: COMMERCIAL ALTERATION Status: COMPLETE Assigned To: Hannah Hardwick Property Parcel # Address Legal Description Owner Name Owner Phone Zoning BLUEWATER 300 INDUSTRIAL / 31052200402400 6405 172ND ST NE 206-388-9434 ASSOCIATES LLC MANUFACTURING Contractors Contractor Primary Contact Phone Address Contractor Type License License # Layne Plumbing & CONSTRUCTION Gary Yost 425-931-1045 9007 10th St NE L&I LAYNEPW786BQ Water Heaters CONTRACTOR Layne Plumbing & CONSTRUCTION Gary Yost 425-931-1045 9007 10th St NE COA 604 116 590 Water Heaters CONTRACTOR 20221 67TH AVE CONSTRUCTION COZY HEATING Vince Willett 360-435-4904 City of Arlington 601 088 561 NE CONTRACTOR 20221 67TH AVE CONSTRUCTION LABOR & COZY HEATING Vince Willett 360-435-4904 COZYHI*122MM NE CONTRACTOR INDUSTRIES Stephan Berner Stephan Berner 4258284200 3261 Fox Spit Rd OWNER Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status C20. BUILDING 11/12/2025 11/07/2025 11/07/2025 Approved FINAL 08/05/2025 C09. FRAMING 08/06/2025 08/06/2025 BUILDING Approved 06/02/2025 Inspection Sheet rock inspection. 06/03/2025 06/03/2025 BUILDING Approved 04/15/2025 C11. INSULATION 04/16/2025 04/16/2025 BUILDING Approved C10. MECHANICAL 02/11/2025 02/12/2025 02/12/2025 BUILDING Approved ROUGH-IN C08. PLUMBING 01/16/2025 01/17/2025 01/17/2025 BUILDING Approved ROUGH-IN 01/08/2025 C09. FRAMING 01/09/2025 01/09/2025 BUILDING Approved 09/26/2024 C07. WALLBOARD shear walls 09/27/2024 09/27/2024 BUILDING Approved 08/28/2024 C05. SHEARWALL 08/29/2024 08/29/2024 BUILDING Approved Approved. This is for the C08. PLUMBING 08/27/2024 lower level of the addition, 08/28/2024 08/28/2024 CED INSPECTOR Completed ROUGH-IN not the second floor. C03. 08/08/2024 foundation. 08/09/2024 BUILDING Approved FOUNDATION/SLAB R07. PLUMBING 08/08/2024 08/09/2024 08/09/2024 BUILDING Approved ROUGH-IN Plan Reviews Date Review Type Description Assigned To Review Status COMMERCIAL No Comment 05/28/2024 AIRPORT ALTERATION Received Will require mechanical plan for HVAC to include fresh COMMERCIAL Approved with 05/28/2024 air system & Exhaust , restroom ventilation. with BUILDING ALTERATION Conditions specification sheets COMMERCIAL 05/28/2024 No exterior modification or additional impact PLANNING Approved ALTERATION COMMERCIAL 05/28/2024 No comments, LT & KS PW-ADMIN-GIS Approved ALTERATION COMMERCIAL 05/28/2024 No comments. Class 1. SB PW-SEW-REV Approved ALTERATION COMMERCIAL No Comment 05/28/2024 PW-WAT-REV ALTERATION Received Fees Fee Description Notes Amount Building Plan Review Table 4-2 $1,181.26 Credit Card Service $35.44 Processing/Technology $25.00 Building Permit Table 4-1 $1,813.95 State Surcharge - Commercial Commercial Only $25.00 Total $3,080.65 Attached Letters Date Letter Description 07/12/2024 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount XBP Conf: 05/28/2024 $1,181.26 200971658 05/28/2024 Stephan F 200971658 Hannah Hardwick $35.44 07/12/2024 4036 Ameresia Lawlis $1,863.95 Outstanding Balance $0.00 Notes Date Note Created By: Items missing for a complete submittal: -Plan review fee payment -digital copies of plans. We have hard copies. 05/28/2024 Items needed before issuance of permit: Hannah Hardwick -in lieu of contractor affidavit. -plumbing contractor for plumbing work. Emailed applicant of all above requirements received the digital copies, plan review fee payment, in lieu of contractor affidavit. Still need 05/28/2024 Hannah Hardwick plumbing contractor. Applicant acknowledged and is working on selecting a contractor. Uploaded Files Date File Name 07/12/2024 21583814-2024_BLD6011_Issued Permit.pdf 07/10/2024 21558255-20240710_BLD6011_Approved Plans.pdf 05/28/2024 20834826-20240528_BLD6011_Structural Calcs.pdf 05/28/2024 20834827-20240528_BLD6011_Mechanical Proposal.pdf 05/28/2024 20834822-20240528_BLD6011_In Lieu of Contractor.pdf 05/28/2024 20830409-20240528_BLD6011_Mechanical and Plumbing Plans.pdf 05/28/2024 20830410-20240528_BLD6011_App.pdf 05/28/2024 20830326-20240528_BLD6011_Complete Submittal Requirements Email.pdf