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Home My WebLink About18520 67th Ave Ne_BLD6147_2026 March 20, 2024 QUANTUM C0 N S U LT 1 14 G EN G 114 EE RS STRUCTURAL CALCULATIONS (Permit Submittal) ARLINGTON RETROFIT 18520 67TH Avenue NE Arlington, WA 98223 K. R 1 ti Quantum Job Number: 23137.02 >L � �`�IONAL Prepared for: 2812 ARCHITECTURE 2812 Colby Ave Everett, WA 98201 Prepared by: QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 2 QUANTUM I C 0 N 5 U L T I N G E N G I N E E R S ARLINGTON RETROFIT 18520 67TH AVENUE NE ARLINGTON, WA 98223 QUANTUM JOB NUMBER: 23137.02 INDEX DESIGNCRITERIA..........................................................................................................................3 CENTER BAY ANALYSIS............................................................................................................... 12 SIDE BAY ANALYSIS.....................................................................................................................35 CHIMNEYLOADING......................................................................................................................52 BAGHOUSE FOUNDATION..........................................................................................................60 PIT RETAINING WALL DESIGN...................................................................................................69 3 QUANTUM I C O N S U L T I N G E N G I N E E R S ARLINGTON RETROFIT 18520 67TH AVE NE ARLINGTON, WA, 98223 QUANTUM JOB NUMBER: 22137.02 DESIGN CRITERIA 4 QUANTUM I C O N S U L T I N G E N G I N E E R 5 STRUCTURAL DESIGN CRITERIA ARLINGTON RETROFIT 18520 67TH AVE. NE ARLINGTON, WA, 98223 QUANTUM JOB NUMBER: 23137.02 CODE CRITERIA: BUILDING CODE................................................................... 2018 INTERNATIONAL BUILDING CODE BUILDING DEPARTMENT .................................................................................SNOHOMISH COUNTY WIND CRITERIA...............................................................................................98 MPH; EXPOSURE "B„ ...............................................................................................................................RISK CATEGORY = II ................................................................................................................................................... KZT= 1.00 SEISMICZONE ...........................................................................................................................SDC = D .....................................................................................................................................SITE CLASS = „D„ ....................................................................................................................................................... IE = 1.0 ..................................................................................................................................Ss =1.05, Si = 0.374 ............................................................................................................................ Sos = 0.838, Soy = 0.49 SNOWLOAD ................................................................................................................................25 PSF SOILS CRITERIA: ALLOWABLE BEARING PRESSURE.......................................................................................1500 PSF MINIMUM FOOTING WIDTH.........................................CONTINUOUS: 18" MIN., ISOLATED: 24" MIN. FROSTDEPTH ........................................................................................................................... 18" MIN. PASSIVE SOIL PRESSURE........................................................................................................300 PCF COEFFICIENT OF FRICTION ............................................................................................................0.35 MATERIALS CRITERIA: CONCRETE (28 DAY STRENGTH): FOUNDATION/S.O.G........................... ............................................................. F'C=3,000 PSI REINFORCING STEEL: GRADE 60............................................. ............................................................Fy=60,000 PSI STRUCTURAL STEEL: MISCELLANEOUS SECTIONS: A-36................................................................Fy=36,000 PSI STEEL PLATE: A-36............................................ ..............................................Fy=36,000 PSI A572GR.50 ..........................................................................................................Fy=50,000 PSI TUBE SECTIONS: A-500................................... .................................................Fy=50,000 PSI WELDING...........................................................................................................Fy=70,000 PSI 5 QUANTUM I C O N S U L T I N G E N G I N E E R S STRUCTURAL DESIGN CRITERIA ARLINGTON RETROFIT 18520 67TH AVE. NE ARLINGTON, WA, 98223 QUANTUM JOB NUMBER: 23137.02 ASSEMBLY WEIGHTS ROOF LOADS COMMENTS GRAVITY: SEISMIC: 24 GA METAL ROOF 1.5 PSF 1.5 PSF INSULATION 0.5 PSF 0.5 PSF 8Z 16 GA PURLINS 1.5 PSF 1.5 PSF COLLATERAL 1.0 PSF 1.0 PSF RIGID FRAMES & CRANES 0.0 PSF 3.5 PSF ROOF DL 4.5 PSF 8.0 PSF SL = 25 PSF WALL LOADS COMMENTS GRAVITY: SEISMIC: 26 GA METAL ROOF 1.0 PSF 1.0 PSF INSULATION 0.5 PSF 0.5 PSF 8Z 16 GA PURLINS 1.5 PSF 1.5 PSF RIGID FRAMES & CRANES 0.0 PSF 3.0 PSF ROOF DL 3.0 PSF 6.0 PSF 4/24/23,2:34 PM ATC Hazards by Location 6 A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. MO The ATC Hazards by Location website will not be updated to support ASCE 7-22.Find out why. = Hazards by Location Search Information Vi Burlington ctoria 0 Address: 18520 67th Ave NE,Arlington,WA 98223,USA Mt Vem.n 0 lasft Coordinates: 48.166345,-122.140835 Aron Elevation: 145 ft I Angeles• FF Mt, Timestamp: 2023-04-24T21:34:05.577Z r(.1/41M SequimMarysville Baker Snoqualmie Whidbey Everett National Forest 1oiHazard Type: Wind Island o Edmonds Map data©2023 Google Report a map error ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year _____________________________ 67 mph MRI 10-Year ______________________________ 72 mph ASCE 7-05 Wind Speed 85 mph MRI25-Year ____ 74 mph MRI25-Year __ 79 mph MRI50-Year ____ 78 mph MRI50-Year 85 mph MRI100-Year __________________________________ 83 mph MRI100-Year ___ 91 mph Risk Category I 92 mph Risk Category 1 100 mph Risk Category ll __ 98 mph Risk Category ll 110 mph Risk Category III ______ 105 mph Risk Category III-IV 115 mph Risk Category IV 109 mph 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. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22.Find out why_. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer.Per ASCE 7,islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore,provide a wind speed that is slightly higher.NOTE: For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain,gorges,ocean promontories,and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https:Hhazards.atcouncil.org/#/wind?lat=48.166345&ing=-l22.140835&address=18520 67th Ave NE%2C Arlington%2C WA 98223%2C USA 1/1 4/24/23,2:35 PM ATC Hazards by Location 7 A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. MO The ATC Hazards by Location website will not be updated to support ASCE 7-22.Find out why. = Hazards by Location Search Information Vi Burlington ctoria 0 Address: 18520 67th Ave NE,Arlington,WA 98223,USA Mt Vern.n o it Coordinates: 48.166345,-122.140835 W IAron Elevation: 145 ft I Angeles• FF Mt, Timestamp: 2023-04-24T21:35:15.725Z tet : Sequim Marysville Baker Snoqualmie Whidbey Everett National Forest Hazard Type: Seismic Island o Reference Document: ASCE7-16 u�'70 gle EdmondS Map data©2023 Google Report a map error Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.047 MCER ground motion(period=0.2s) St 0.374 MCER ground motion(period=1.0s) SM8 1.256 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDg 0.838 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) CRt 0.891 Coefficient of risk(1.0s) PGA 0.444 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.533 Site modified peak ground acceleration T, 6 Long-period transition period(s) SsRT 1.047 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.148 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1 RT 0.374 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.42 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 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. https:Hhazards.atcouncil.org/#/seismic?lat=48.166345&ing=-l22.140835&address=18520 67th Ave NE%2C Arlington%2C WA 98223%2C USA 1/2 Seismic Base Shear for the Equivalent Lateral Force Procedure $ Per IBC 2021 &ASCE 7-16 Structure: ARLINGTON RETROFIT Address: 18520 67TH AVENUE NORTHEAST ARLINGTON WA Latitude: Longitude: Structure Classification Risk Category: II per ASCE Table 1.5-1 Seismic Force-Resisting System: Steel Ordinary Concentrically Braced Frames R: 3 1/4 per ASCE Table 12.2-1 Wo: 2 per ASCE Table 12.2-1 Cd: 3 1/4 per ASCE Table 12.2-1 h (ft): 26.00 height above the base to the highest level of the structure Site Ground Motion Reg. Structure/5 Stories Max: No Per ASCE 12.8.1.3 S, (g-sec): 0.37 SS(g-sec): 1.05 Site Class: D Assumed Value per ASCE 11.4.3 ASCE 11.4.8 Exception 2 Used Fv 1.93 Fa 1.20 1.2 Min Value where SC D Assumed SM, (g-sec): 0.71 Sans(g-sec): 1.26 per ASCE 11.4.4 SD1 (g-sec): 0.48 SDS(g-sec): 0.84 per ASCE 11.4.5 SDC: D per ASCE 11.6 IE: 1.00 per ASCE Table 1.5-2 Fundamental Period per ASCE 12.8.2 Period Method: Approximate Fundamental Period Structure Type: All Other Structural Systems TL(sec): 6.00 ASCE Figures 22-14 through 22-17 Ts: 0.57 Ta(sec): 0.23 Ct*hnx per ASCE Eq. 12.8-7 Tune(sec): 0.23 '<=TL Equivalent Lateral Force Procedure Design Base Shear per ASCE 12.8 CS: 0.26 =SDS/(R/IE)per ASCE Eq. 12.8-2 Cs-max: 0.64 =SD1/(Ta*R/IE)for T<=TL per ASCE Eq. 12.8-3 CS-Max,• =SDI*TL/(Ta2*R/IE)for T>TL per ASCE Eq. 12.8-4 Cs-min: 0.04 per ASCE Eq. 12.8-5 Cs-min: -- =0.5S,/(R/IE)for S, _>0.6g per ASCE Eq. 12.8-6 Cs-use: 0.26 V: 0.258 W =Cs-use*W per ASCE Eq. 12.8-1 Quantum Consulting Engineers LLC Project: Arlington Retrofit Date: 3/12/24 Job No: 23137.02 1511 Third Avenue, Suite 323Designer: TVMSheet: Seattle,WA 98101 Client: 2812 Architecture Checked By: Seismic Base Shear for the Equivalent Lateral Force Procedure 9 Per IBC 2021 &ASCE 7-16 Structure: Arlington Retrofit Address: 18520 67th Ave NE Arlington WA Latitude: 48.1663 Longitude: -122.1408 Structure Classification Risk Category: II per ASCE Table 1.5-1 Seismic Force-Resisting System: Steel Ordinary Moment Frames R: 3 1/2 per ASCE Table 12.2-1 Wo: 3 per ASCE Table 12.2-1 Cd: 3 per ASCE Table 12.2-1 h (ft): 25.00 height above the base to the highest level of the structure Site Ground Motion Reg. Structure/5 Stories Max: No Per ASCE 12.8.1.3 S, (g-sec): 0.37 SS(g-sec): 1.05 Site Class: D Assumed Value per ASCE 11.4.3 ASCE 11.4.8 Exception 2 Used Fv 1.93 Fa 1.20 1.2 Min Value where SC D Assumed SM, (g-sec): 0.72 Sans(g-sec): 1.26 per ASCE 11.4.4 SD1 (g-sec): 0.48 SDS(g-sec): 0.84 per ASCE 11.4.5 SDC: D per ASCE 11.6 IE: 1.00 per ASCE Table 1.5-2 Fundamental Period per ASCE 12.8.2 Period Method: Approximate Fundamental Period Structure Type: Steel Moment Frame TL(sec): 6.00 ASCE Figures 22-14 through 22-17 Ts: 0.57 Ta(sec): 0.37 Ct*hnx per ASCE Eq. 12.8-7 Tune(sec): 0.37 <=TL Equivalent Lateral Force Procedure Design Base Shear per ASCE 12.8 CS: 0.24 =SDS/(R/IE)per ASCE Eq. 12.8-2 Cs-max: 0.37 =SD1/(Ta*R/IE)for T—TL per ASCE Eq. 12.8-3 CS-Max,• =SDI*TL/(Ta2*R/IE)for T>TL per ASCE Eq. 12.8-4 Cs-min: 0.04 per ASCE Eq. 12.8-5 Cs-min: -- =0.5S,/(R/IE)for S, _>0.6g per ASCE Eq. 12.8-6 Cs-use: 0.24 V: 0.239 W =Cs-use*W per ASCE Eq. 12.8-1 Quantum Consulting Engineers LLC Project: Arlington Retrofit Date: 3/19/24 Job No: 23137.02 1511 Third Avenue, Suite 323 esigner: TVMSheet: Seattle,WA 98101 Client: 2812 Architecture Checked By: 10 Lateral Load Comparison IBC 2018, ASCE 7-16 Determine if wind load or seismic load controls the building lateral load resisting element design. Wind Wall Pressure: 16 psf Seismic Force Resisting System: Steel Ordinary Concentrically Braced Frames R= 3.25 Cs: 0.239 Roof Mass: 8 psf Wall Mass: 6 psf Longitidinal Wind Load (North South Direction) Longitidinal lateral load is resisted by rod and cable bracing Grid Wind Sail Area Wind Load ASD Wind Load A 240 sqft 3840 Ib 2304 Ib B 842 sqft 13476 Ib 8086 Ib C 842 sqft 13476 Ib 8086 Ib D 240 sqft 3840 Ib 2304 Ib Existing Longitidinal Seismic Load (North South Direction) Grid Roof Area Wall Area Mass EQ EQ ASD A 4800 sqft 480 sqft 41280 Ib 9866 Ib 6906 Ib B 13560 sqft 1684.5 sqft 118587 Ib 28342 Ib 19840 Ib C 13560 sqft 1684.5 sqft 118587 Ib 28342 Ib 19840 Ib D 4800 sqft 480 sqft 41280 Ib 9866 Ib 6906 Ib Seismic Controls, see load comparision on next page. MI Quantum Consulting Engineers LLC Project: Arlington Retrofit Date: 3/19/24 Job No: 23137.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 1 Seattle,WA 98101 Client: 2812 Architecture Checked: 11 Lateral Load Comparison Sprinkler Weight Branch Weight: 4 plf Branch Length: 153 ft Number of Branches: 24 Branch Mass: 14688 lb Main Line Weight: 32 plf Main Line Length: 240 ft Number of Main Lines: 2 Main Line Mass: 15360 lb Total Sprinkler Mass: 30048 lb Distriubuted Mass: 0.82 psf New Roof Mass: 8.82 psf New Longitidinal Seismic Load (North South Direction) Grid Roof Area Wall Area Mass EQ EQ ASD A 4800 sqft 480 sqft 45208 Ib 10805 lb 7563 lb B 13560 sqft 1684.5 sqft 129683 lb 30994 lb 21696 lb C 13560 sqft 1684.5 sqft 129683 lb 30994 lb 21696 lb D 4800 sqft 480 sqft 45208 lb 10805 lb 7563 lb Earthgauke Load Comparision Grid Existing EQ New EQ Percent Diff. A 6906 lb 7563 lb 9.52% < 10% OK B 19840 lb 21696 lb 9.36% < 10% OK C 19840 lb 21696 lb 9.36% < 10% OK D 6906 lb 7563 lb 9.52% < 10% OK Quantum Consulting Engineers LLC Project: Arlington Retrofit Date: 3/19/24 Job No: 22137.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 2 Seattle,WA 98101 Client: 2812 Architecture Checked: 12 QUANTUM I C O N S U L T I N G E N G I N E E R S ARLINGTON RETROFIT 18520 67TH AVE NE ARLINGTON, WA, 98223 QUANTUM JOB NUMBER: 22137.02 CENTER BAY ANALYSIS 13 Use Risa-31D tapered member modeling. The frame on the top of the page represents LXthe design segments used to determine the required bottom flange bracing locations (weak axis capacity check). The frame on the bottom of the page is used to check that the frame strong axis capacity is adequate by assigning a tighter we axis brace spacing then will be installed. 1 a r-3 LI TV LA Envelope Only Solution IIIRiSA QCEI Arlington Retrofit Center Bay TVM Mar 20, 2024 at 04:53 AM 23137.01 24-03-12-Center Bay Analy... 14 Y Member Material Sets =A36 Gr.36 z x 1.33FT-1 MAFT_1 FT-3 2.5FT-1.33FT-3 2.5FT-1.33FT-3 3FT-2.5FT-4 3F7-2.5F7'-4 ii w Z n w Ix ch -n X m LL z cn T 3FTTO1 FT 3F77O1 F7' LL w Z -n � w LL C 1 LL w 1Ln Z I7 -n 4-1 Envelope Only Solution IIIRISA 1 "' I Arlington Retrofit Center Bay TVM Mar 20, 2024 at 04:53 AM 23137.01 24-03-12-Center Bay Analy... 15 Y� Z+— L X -591 5.591 19.55 19.55 8.373 8.373 cq W M OD N 33.514 33.514 � N 00 W M OD N N J Member Length (ft)Displayed Envelope Only Solution IIIRISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 04:55 AM 23137.01 24-03-12-Center Bay Analy... 16 Y Z A x YZ YZ i YZ Z Y i i YZ Z Y Envelope Only Solution 111RISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 04:56 AM 23137.01 24-03-12-Center Bay Analy... 17 Y� Z+--L X 5.591 5.591 19.55 19.55 5 5 Lj N DO W co 0D N (n 4--A 5 5 N DO W co 00 N T J Member Lbyy(ft) Displayed Envelope Only Solution IIIRISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 04:57 AM 23137.01 24-03-12-Center Bay Analy... 18 Y� Z+--L X 5.591 5.591 10 10 g.373 8.373 Lj N DO W co 0D N (n 4--A 4--� '3 2 33.514 � N DO W co 00 N T J Member Lbzz(ft)Displayed Envelope Only Solution IIIRISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 04:58 AM 23137.01 24-03-12-Center Bay Analy... 19 Y� Z+--L X 5.591 5.591 5 5 5 5 Lj N DO W co 0D N (n 4--A 4--� 5 5 N DO W M OD N T J Member Lcomp Top(ft) Displayed Envelope Only Solution 111RISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 04:59 AM 23137.01 24-03-12-Center Bay Analy... 20 Y� Z+--L X BOTTOM FLANGE BRACES WILL BE INSTALLED TO REDUCE UNBRACED LENGTH AS SHOWN 5.591 5.591 10 10 5 5 j N DO W co 0D NF (n 5 5 N DO W M OD N TJ Member Lcomp Bottom (ft) Displayed Envelope Only Solution 111RISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 04:59 AM 23137.01 24-03-12-Center Bay Analy... 21 Y� Z+--L X 45 k -0.45 k -0.45 k -0.45 k _0.45 k _0.45 k 0.45 k -0 40.$ k nn' aQp1t k -0 45 k _0.45 k -0.5 -Q 45 k -0.45_b 54 k p 45 k -0,45 k -0.45 k -0.45 k _0A5 k 0 45 k 0.45 k -0 40.$ K 0-Q'PX k -0.45 k _0.45 k -0.5 -R 45 k -0.45_&54 k Loads BLC 2, Roof& purlin load Envelope Only Solution 111RISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 05:01 AM 23137.01 24-03-12-Center Bay Analy... 22 Y� Z+- L X -2.5 k -2.5 k -2.5 k -2.5 k -2.5 k _2.5 k _2 5 k _2 5 k -3 k -2.5 k -2.5 k -1,5 fi k -2.5 k _2.5 k3 k + - 2.5k -2.5k -2.5k -2.5k _2.5k _2.5k -3k -25k 2.5k 2.5k 1-59k 2.5k 2.5k 2.5k3k Loads BLC 3, snow load Envelope Only Solution 111RISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 05:01 AM 23137.01 24-03-12-Center Bay Analy... 23 Y� Z+--L X -12.54 k -12.54 k Loads BLC 4, Crane Vert Envelope Only Solution 111RISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 05:01 AM 23137.01 24-03-12-Center Bay Analy... 24 Y ZLL X -0.051 -0.051 -0.051 -ao�e -0.051 k -0.051 k . _0.051 k_0.051 k_0051 k -0.051 -0.051 -0.051 k_0.051 k 4--A 0 051 -0 051 k-0.051 k -0.051 k_0.051 k 0 051 k -0.051 -0.051 -0 051 -0.051 k_0.051 k -a0�e -0.051 k Loads BLC 5, 2"Sprinkler DL Envelope Only Solution 111RISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 05:02 AM 23137.01 24-03-12-Center Bay Analy... 25 Y� Z+— L X -0 631 k -0 631 k -0 631 k -0.631 k Loads BLC 6, 6"Sprinkler DL Envelope Only Solution 111RISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 05:02 AM 23137.01 24-03-12-Center Bay Analy... 26 Y ZLL X -0 25 k -0.25 k -0.25 k -0.25 k -O,Q�'9 k -0.25 k _0.25 k _0 25 k _025 k -025 k -0.25 k -0.25 k _0.25 k -0.25 k -0.25 k -0.25 k -O,QS'S k -0.25 k _0.25 k _0.25 k -0.25 k -0.25 k -0.25 k -0.25 k _0.25 k _0.25 k Loads BLC 7, NFPA spinkler RILL Envelope Only Solution 111RISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 05:02 AM 23137.01 24-03-12-Center Bay Analy... 27 Y� Z+--L X 0.05 05 k/ft 0.79 k 0.05 - 05 k/ft 0.05) 05DIM5 k/ft 0.79 k 0.05J 05DIM5 k/ft Loads BLC 8, Earthquake Envelope Only Solution 111RISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 05:03 AM 23137.01 24-03-12-Center Bay Analy... 28 Company : QCE 3/20/2024 IIRISA Designer : TVM 5:05:59AM Job Number : 23137.01 Checked By Model Name : Arlington Retrofit Center Bay Basic Load Cases BLC Description Category Y Gravity Nodal Point Distributed 1 Selfwei ht DL-Dead Load -1 2 Roof&purlin load DL-Dead Load 15 42 3 snow load SL-Snow Load 12 42 4 Crane Vert OL1 -Other Load 1 generic 3 5 2"Sprinkler DL DL-Dead Load 42 6 6"Sprinkler DL DL-Dead Load 6 7 NFPA s inkler RILL RILL-Roof Live Load 42 8 Earthquake EL-Earthquake Load 3 20 RISA-31D Version 22 [24-03-12-Center Bay Analysis.r3d] Page 1 29 Company : QCE 3/20/2024 IIRISA Designer : TVM 5:06:23 AM Job Number : 23137.01 Checked By Model Name : Arlington Retrofit Center Bay Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 DL Yes Y DL 1 2 DL+CL Yes Y DL 1 OL1 1 3 DL+SL Yes Y DL 1 SL 1 4 DL+RLL Yes Y DL 1 RL 1 5 DL+CL+0.75SL Yes Y DL 1 OL1 1 SL 0.75 6 1.11 DL+0.7EQ Yes Y DL 1.11 EL 0.7 7 Yes Y DL 1.11 EL -0.7 8 1.09DL+0.75SL+0.525EW Yes Y DL 1.09 EL 0.525 SL 0.75 9 Yes Y DL 1.09 EL -0.525 SL 0.75 10 0.48DL+0.7EQ Yes Y DL 0.48 EL 0.7 11 Yes Y DL 0.48 EL -0.7 RISA-31D Version 22 [24-03-12-Center Bay Analysis.r3d] Page 1 30 Code Check (Env) z X No Calc > 1 0 .90-1.0 1-75-90 50-75 = 0 -50 p.71 0.71 0.70 0.84 p.92 0.96 co O O 0 0.92 0.96 00 0 J 0 O Member Code Checks Displayed (Enveloped) Envelope Only Solution 111RISA QCE Arlington Retrofit Center Bay TVM Mar 20, 2024 at 05:07 AM 23137.01 24-03-12-Center Bay Analy... 31 Y Shear Check (Env) ZLLX No Calc > 1.0 .90-1.0 1,75-.90 .50-.75 = 0.-.50 0.16 0.16 1.12 0.73 0.73 see detailed 0.57 calcs on following pages in for this section. o V O �p • 0.74 0.58 0 0 o 4 co Member Shear Checks Displayed(Enveloped) Envelope Only Solution IIIRISA "' I Arlington Retrofit Center Bay TVM Mar 20, 2024 at 05:19 AM 23137.01 24-03-12-Center Bay Analy... Company QCE 3/20/2024 32 111RISAJob(Number : 2337.01 Checked B : Y Model Name : Arlington Retrofit Center Bay Detail Report: M 117 Load Combination: Envelope Code check: 1.115 (LC 5) Input Data Shape: 2.5FT-1.33FT-3 I Node: N149 Member Type: None J Node: N151 „ x Length(ft): 19.55 I Release: Fixed —>z z Material Type: Hot Rolled Steel J Release: Fixed ■ Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th(360-16): T/C Only: Both Way ASD Material Properties Material: A36 Gr.36 Therm.Coeff.(/11 E5 F): 0.65 Fu(ksi): 58 s E(ksi): 29000 Density(k/ft): 0.49 Rt: 1.2 G(ksi): 11154 Fy(ksi): 36 Nu: 0.3 Ry: 1.5 Design Properties Lby_y(ft): 19.55 Ky_y: 1 Seismic DR: None Lb:-:(ft): 10 K.-z: 1 Max Defl Ratio: L/1225 Lcomp top(ft): 5 y sway: No Max Defl Location: 11.608 Lcomp bot(ft): 10 z sway: No Span: N/A Ltorque(ft): 10 Function: Lateral M117 N149 N151 Diagrams: y Deflection(in) z Deflection(in) 15.669 at 0 ft 19.92 at 0 ft 1 _ i 0.157 at O ft i i i i i i i i i i i i i -2.886 at 19.55 ft Axial Force(k) y Shear Force(k) z Shear Force(k) RISA-3D Version 22 [24-03-12-Center Bay Analysis.r3d] Page 1 Company : QCE 3/20/2024 33 11RISA Designer : TVM 5:20:11 AM Job Number : 23137.01 Checked By A,, Model Name : Arlington Retrofit Center Bay I l 109.363 at 0 ft -72.045 at 14.66 ft Torsion(k-ft) z-z Moment(k-ft) y-y Moment(k-ft) 1.417 at 4.48 ft —._ i i i i i i 14.701 at 19.55 ft� _-------------- � 0.013at0ft i -14.701 at 19.55 ft Axial Stress(ksi) Bending Strong Stress(ksi) Bending Weak Stress(ksi) AISC 15th (360-16): ASD Code Check -- (Design Guide 25:Tapered Members) Limit State Gov.LC Required Available Unity Check Result Applied Loading-Bending/Axial 5 Applied Loading-Shear+Torsion 5 - - Axial Tension Analysis 5 0 k 194.184 k Axial Compression Analysis 5 12.654 k 85.105 k Flexural Analysis(Strong Axis) 5 68.234 k-ft 109.863 k-ft Flexural Analysis(Weak Axis) 5 0 k-ft 21.811 k-ft - Shear Analysis(Major Axis y) 5 19.92 k 17.859 k 1.115 FAIL E= 29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress Check Shear Strength of Web without Tension Field Action k, = 5 .,�,-5.34 per Spec G2.1 Web plate shear buckling coefficient (DG25 Eq.5.6-5) d=30.75 in Full nominal depth of the section ttf=0.375 in Top flange thickness tbf=0.375 in Bottom flange thickness tw =0.188 in Use Spec EQ 2-3/4 Thickness of web h=d—ttf—tbf=30 in because there Is no Clear distance between flanges h tension field action �w= = 159.574 Web slenderness ratio w k, — Shear buckling slenderness limit (DG25 Sec.5.6.1) > 1.1 sqrt(kv E/Fy) = 72.15 = 1. vE CV = 1.1 sgrt(kv E/Fy)/h/tw= 0.45 (DG25 Eq.5.6-4) tw) Fy A,=dtw= 5.781 in Effective shear area in local y-axis U,,y=0.6FyA v— k Nominal shear strength (DG25 Eq.5.6-1) corrected 7!53.2 k RISA-3D Version 22 [24-03-12-Center Bay Analysis.r3d] Page 2 Company : QCE 3/20/2024 34 111RISAJob(Number : 2337.01 Checked B : Y Model Name : Arlington Retrofit Center Bay Check Major Axis(y)Shear Unity Q,, = 1.67 �31.86 k Safety factor for shear Vy — —?�8�k Factored strong axis shear capacity V.y= 19.92 k Required shear strength about the y-axis at governing location(see Applied Loading-Shear+Torsion) V �0.63 UC= ,yy= . Vy Shear unity check in the y-axis Shear Analysis(Minor Axis z) - 0 k 77.605 k 0 PASS Bending&Axial Interaction Check(UC Bending Max) 5 - 0.695 PASS RISA-3D Version 22 [24-03-12-Center Bay Analysis.r3d] Page 3 35 QUANTUM I C O N S U L T I N G E N G I N E E R S ARLINGTON RETROFIT 18520 67TH AVE NE ARLINGTON, WA, 98223 QUANTUM JOB NUMBER: 22137.02 SIDE BAY ANALYSIS 12 36 Y ZAX �3 AN �1 N4 N 3 Loads: BLC 1, Self weight QCE PEMB Arlington-side bay-Crane&sprinkler loads SK-1 MDA May 02,2023 23137.01 3D-PEMB Side bay-sprinkler loads... 13 37 Y ZAX -0.075 k -0.075 k -0.075 k -0.075 k -0.075 k -0.075 k 0 075 k Am �1 N4 N 3 Loads: BLC 2, Purlins&angle QCE PEMB Arlington-side bay-Crane&sprinkler loads SK-2 MDA May 02,2023 23137.01 3D-PEMB Side bay-sprinkler loads... 14 38 Y Z X -11 k 2.0 M3 -11 k 2. IF N4 1 N 2 3 Loads: BLC 3, Crane Load QCE PEMB Arlington-side bay-Crane&sprinkler loads SK-3 MDA May 02,2023 23137.01 3D-PEMB Side bay-sprinkler loads... 15 39 Y ZAX -0.051 k -0.051 k -0.051 k -0.051 k -0.051 k -0.051 k 0.051 k Am �1 N4 N 3 Loads: BLC 4, Sprinkler 2" DL QCE PEMB Arlington-side bay-Crane&sprinkler loads SK-4 MDA May 02,2023 23137.01 3D-PEMB Side bay-sprinkler loads... 16 40 Y Z�X -0.631 k M3 -0.631 k N4 1 N 2 3 Loads: BLC 5, Sprinkler 6" DL QCE PEMB Arlington-side bay-Crane&sprinkler loads SK-5 MDA May 02,2023 23137.01 3D-PEMB Side bay-sprinkler loads... 17 41 Y ZAX -0.25 k -025 k -0.25 k -0.25 k -025 k -0.25 k -0.25 k -0.25 k -025 k N4 AN 1 N 3 Loads: BLC 6, NFPA sprinkler RL QCE PEMB Arlington-side bay-Crane&sprinkler loads SK-6 MDA May 02,2023 23137.01 3D-PEMB Side bay-sprinkler loads... 18 42 Company QCE 5/2/2023 IIRISA Designer MDA Checked B Job Number : 23137.01 Checked By ANEMETSCHEKCOMPANY Model Name PEMB Arlington-side bay-Crane ... Member Point Loads(BLC 2:Purlins&angle) Member Label Direction Magnitude k, k-ft Location [(ft, 1 M3 Y -0.075 5 2 M3 Y -0.075 10 3 M3 Y -0.075 15 4 M3 Y -0.075 20 5 M3 Y -0.075 25 6 M3 Y -0.075 30 7 M3 Y -0.075 35 Member Point Loads(BLC 3: Crane Load) Member Label Direction Magnitude k, k-ft] Location [(ft, % ] 1 M3 X 2.05 2 2 M3 X 2.05 36.82 3 M3 Y -11 36.82 4 M3 Y -11 2 Member Point Loads(BLC 4:Sprinkler 2"DL) Member Label Direction Magnitude k, k-ft Location [(ft, 1 M3 Y -0.051 5 2 M3 Y -0.051 10 3 M3 Y -0.051 15 4 M3 Y -0.051 20 5 M3 Y -0.051 25 6 M3 Y -0.051 30 7 M3 Y -0.051 35 Member Point Loads(BLC 5:Sprinkler 6"DL) Member Label Direction Magnitude k, k-ft Location [(ft, 1 M3 Y -0.631 2 2 M3 Y -0.631 36.82 Member Point Loads(BLC 6:NFPA sprinkler RL) Member Label Direction Magnitude k, k-ft Location [(ft, 1 M3 Y -0.25 5 2 M3 Y -0.25 10 3 M3 Y -0.25 15 4 M3 Y -0.25 20 5 M3 Y -0.25 25 6 M3 Y -0.25 30 7 M3 Y -0.25 35 8 M3 Y -0.25 2 9 M3 Y -0.25 36.82 Basic Load Cases BLC Description Category Y Gravity Point 1 Self weight DL -1 2 Purlins&angle DL 7 3 Crane Load ILL 4 4 Sprinkler 2" DL DL 7 5 Sprinkler 6" DL DL 2 6 NFPA sprinkler RL RILL 9 RISA-31D Version 19 [3D-PEMB Side bay-sprinkler loads.r3d] Page 1 19 43 Company QCE 5/2/2023 IIRISA Designer MDA Checked B Job Number : 23137.01 Checked By ANEMETSCHEKCOMPANY Model Name PEMB Arlington-side bay-Crane ... Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y ILL 1 3 Deflection 3 Yes Y DL 1 ILL 1 4 IBC 16-8 Yes Y DL 1 5 IBC 16-9 Yes Y DL 1 ILL 1 SL 0.75 6 IBC 16-10 a Yes Y DL 1 ILL 1 7 IBC 16-10 b Yes Y DL 1 SL 1 8 IBC 16-11 a Yes Y DL 1 ILL 0.75 ILLS 0.75 RILL 0.75 9 IBC 16-11 b Yes Y DL 1 ILL 0.75 RILL 0.75 SL 0.75 SLN 0.75 Load Combination Design Description CD Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 Deflection 1 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 Deflection 2 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 Deflection 3 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-8 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-10 a 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-10 b 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-11 a 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-11 b 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes Envelope Node Reactions Node Label X k LC Y[kj LC Z k LC MX k-ft LC MY k-ft LC MZ k-ft LC 1 N 1 max 0.161 7 9.946 6 0 9 0 9 0 9 0 9 2 min -1.273 2 1.059 1 0 1 0 1 0 1 0 1 3 N3 max -0.161 7 14.198 L 6 0 9 0 9 0 9 0 9 4 min -2.988 3 1.085 1 0 1 0 1 0 1 0 1 5 N2 max 0 9 0 9 0 9 0 9 0 9 0 9 6 min 0 1 0 1 0 1 0 1 0 1 0 1 7 N4 max 0 9 0 9 0 9 0 9 0 9 0 9 8 min 0 1 0 1 0 1 0 1 0 1 0 1 9 Totals: max 0 7 24.144 6 0 9 10 min -4.1 3 2.144 1 0 1 Envelope Node Displacements Node Label X[in] LC Y[in] LC Z[in] LC X Rotation [rad] LC Y Rotation [rad] LC Z Rotation [rad] LC 1 N1 max 0 2 0 7 0 9 0 9 0 9 0 7 2 min 0 1 0 3 0 1 0 1 0 1 -8.979e-8 2 3 N2 max 0 2 0 7 0 9 0 9 0 9 0 7 4 min 0 1 0 3 0 1 0 1 0 1 -5.619e-8 3 5 N3 max 0 6 0 7 0 9 0 9 0 9 0 7 6 min 0 1 0 3 0 1 0 1 0 1 -1.062e-7 3 7 N4 max 0 2 0 7 0 9 0 9 0 9 0 7 8 min 0 1 0 3 0 1 0 1 0 1 -2.329e-8 2 Envelope Member Section Forces Member Sec Axial k LC y Shear[kl LC z Shear k LC Tor ue k-ft LC y-y Moment k-ft LC z-z Moment k-ft LC 1 M1 1 1 max 9.946 6 1 1.273 1 2 1 0 1 9 1 0 1 9 1 0 9 0 9 2 min 1.059 1 -0.161 1 0 1 0 1 0 1 0 1 3 2 max 9.946 6 1.273 2 0 9 0 9 0 9 0.807 7 4 min 1.059 1 -0.161 1 0 1 0 1 0 1 -6.367 2 RISA-31D Version 19 [3D-PEMB Side bay-sprinkler loads.r3d] Page 2 20 44 Company QCE 5/2/2023 IIRISA Designer MDA Checked B Job Number : 23137.01 Checked By ANEMETSCHEKCOMPANY Model Name PEMB Arlington-side bay-Crane ... Envelope Member Section Forces(Continued) Member Sec Axial[kI LC v Shear k LC z Shear k LC Tor ue k-ft LC y-y Moment k-ft LC z-z Moment k-ft LC 5 3 max 9.946 6 1.273 2 0 9 0 9 0 9 1.614 7 6 min 1.059 1 -0.161 1 0 1 0 1 0 1 -12.734 2 7 4 max 9.946 6 1.273 2 0 9 0 9 0 9 2.421 7 8 min 1.059 1 -0.161 1 0 1 0 1 0 1 -19.102 2 9 5 max 9.946 6 1.273 2 0 9 0 9 0 9 3.228 7 % min 1.059 1 -0.161 1 0 1 0 1 0 1 -25.469 2 11 M2 1 max 14.198 6 2.988 6 0 9 0 9 0 9 0 9 12 min 1.085 1 0.161 1 0 1 0 1 0 1 0 1 13 2 max 14.198 6 2.988 6 0 9 0 9 0 9 -0.807 7 14 min 1.085 1 0.161 1 0 1 0 1 0 1 -14.94 3 15 3 max 14.198 6 2.988 6 0 9 0 9 0 9 -1.614 7 16 min 1.085 1 0.161 1 0 1 0 1 0 1 -29.88 3 17 4 max 14.198 6 2.988 6 0 9 0 9 0 9 -2.421 7 18 min 1.085 1 0.161 1 0 1 0 1 0 1 -44.819 3 19 5 max 14.198 6 2.988 6 0 9 0 9 0 9 -3.228 7 20 min 1.085 1 0.161 1 0 1 0 1 0 1 -59.759 3 21 M3 1 max 0.161 7 9.946 6 0 9 0 9 0 9 3.228 7 22 min -1.273 2 1.059 1 0 1 0 1 0 1 -25.469 2 23 2 max 0.938 6 0.302 7 0 9 0 9 0 9 -1.591 7 24 min 0.161 1 -2.112 2 0 1 0 1 0 1 -28.56 3 25 3 max 0.938 6 0.05 7 0 9 0 9 0 9 -2.777 7 26 min 0.161 1 -2.112 2 0 1 0 1 0 1 -11.318 8 27 4 max 0.938 6 -0.202 7 0 9 0 9 0 9 14.031 2 28 min 0.161 1 -2.315 3 0 1 0 1 0 1 -1.591 1 29 5 max 2.988 6 -1.085 7 0 9 0 9 0 9 59.759 6 30 min 0.161 1 -14.198 3 0 1 0 1 0 1 3.228 1 Envelope Maximum Member Section Forces Member Axial k Loc ft LC Shear k Loc ft LCz Shear k Loc ft LCTor ue k-ft Loc ft LC - Moment k-ft Loc ft LCz-z Moment k-ft Loc ft LC 1 M1 ma 9.946 20 6 1.273 20 2 0 20 9 0 20 9 0 20 9 3.228 20 7 2 min 1.059 0 1 -0.161 0 1 0 0 1 0 0 1 0 0 1 -25.469 20 2 3 M2 ma 14.198 20 6 2.988 20 6 0 20 9 0 20 9 0 20 9 0 0 9 4 min 1.085 0 1 0.161 0 1 0 0 1 0 0 1 0 0 1 -59.759 20 3 5 M3 max 2.988 38.82 6 9.946 1.617 6 0 38.82 9 0 38.82 9 0 38.82 9 59.759 38.82 6 6 min-1.273 0 2 -14.198 37.202 3 0 0 1 0 0 1 0 0 1 -43.198 2.022j 2 Envelope Member End Reactions MemberMember End Axial[k] LC y Shear k LC z Shear[k] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 1 M1 I max 9.946 6 1 1.273 2 0 9 0 9 0 9 0 9 2 min 1.059 1 -0.161 1 0 1 0 1 0 1 0 1 3 J max 9.946 6 1.273 2 0 9 0 9 0 9 3.228 7 4 min 1.059 1 -0.161 1 0 1 0 1 0 1 -25.469 2 5 M2 I max 14.198 6 2.988 6 0 9 0 9 0 9 0 9 6 min 1.085 1 0.161 1 0 1 0 1 0 1 0 1 7 J max 14.198 6 2.988 6 0 9 0 9 0 9 -3.228 7 8 min 1.085 1 0.161 1 0 1 0 1 0 1 -59.759 3 9 M3 I max 0.161 7 9.946 6 0 9 0 9 0 9 3.228 7 10 min -1.273 2 1.059 1 0 1 0 1 0 1 -25.469 2 11 J max 2.988 6 -1.085 7 0 9 0 9 0 9 59.759 6 12 min 0.161 1 -14.198 3 0 1 0 1 0 1 3.228 1 Envelope Member Torsion Stresses MemberSec Torque[k-ft]LC Torsion Shear[ksi]LC - Warp Shear[ksi] z-z Warp Shear[ksi] z-Top Warp Bend[ksi] z-Bot Warp Bend[ksi] 1 M1 1 max 0 9 0 9 NC NC NC NC RISA-31D Version 19 [3D-PEMB Side bay-sprinkler loads.r3d] Page 3 21 45 Company QCE 5/2/2023 IIRISA Designer MDA Checked B Job Number : 23137.01 Checked By ANEMETSCHEKCOMPANY Model Name PEMB Arlington-side bay-Crane ... Envelope Member Torsion Stresses(Continued) MemberSec Tor ue k-ft LC Torsion Shear ksi LC v-v Warp Shear ksi z-z Warp Shear ksi z-Top Warp Bend ksi z-Bot Warp Bend ksi 3 2 max 0 19 0 9 NC NC NC NC 4 min 0 1 0 1 INC NC NC NC 5 3 max 0 9 0 9 NC NC NC NC 6 min 0 1 0 1 NC NC NC NC 7 4 max 0 9 0 9 NC INC NC NC 8 min 0 1 0 1 NC NC NC NC 9 5 max 0 9 0 9 NC NC NC NC 10 min 0 1 0 1 NC NC NC NC 11 M2 1 max 0 9 0 9 NC NC NC NC 12 min 0 1 0 1 INC NC NC NC 13 2 max 0 9 0 9 NC NC NC NC 14 min 0 1 0 1 NC NC NC NC 15 3 max 0 9 0 9 NC NC NC INC 16 min 0 1 0 1 NC NC NC NC 17 4 max 0 9 0 9 NC NC NC NC 18 min 0 1 0 1 NC NC NC NC 19 5 max 0 9 0 9 NC NC NC NC 20 min 0 1 0 1 INC NC NC NC 21 M3 1 max 0 9 0 9 NC NC NC INC 22 min 0 1 0 1 NC NC NC NC 23 2 max 0 9 0 9 NC NC NC NC 24 min 0 1 0 1 NC NC NC NC 25 3 max 0 9 0 9 NC NC NC NC 26 min 0 1 0 1 NC NC NC NC 27 4 max 0 9 0 9 NC NC NC NC 28 min 0 1 0 1 INC NC NC NC 29 5 max 0 9 0 9 NC NC NC NC 30 min 0 1 0 1 INC NC NC NC Envelope Member Section Stresses MemberSec Axialfksil LC v Shear[ksil LC z Shear ksi LC v-Topfksil LC -Bot ksi LC z-To ksi LC z-Bot ksi LC 1 M1 1 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 2 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 3 2 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 4 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 5 3 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 6 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 7 4 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 8 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 9 5 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 % min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 11 M2 1 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 12 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 13 2 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 14 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 15 3 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 16 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 17 4 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 18 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 19 5 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 20 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 21 M3 1 max 0 7 0 9 0 9 0 9 0 9 0 9 0 9 22 min 0 2 0 1 0 1 0 1 0 1 0 1 0 1 23 2 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 24 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 25 3 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 26 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 27 4 max 0 6 0 9 0 9 0 1 9 1 0 9 0 9 0 1 9 RISA-31D Version 19 [3D-PEMB Side bay-sprinkler loads.r3d] Page 4 22 46 Company QCE 5/2/2023 IIRISA Designer MDA Checked B Job Number : 23137.01 Checked By ANEMETSCHEKCOMPANY Model Name PEMB Arlington-side bay-Crane ... Envelope Member Section Stresses(Continued) MemberSec Axial[ksil LC y Shear ksi LC z Shear ksi LC -To ksi LC -Bot ksi LC z-To ksi LC z-Bot ksi LC 28 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 29 5 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 30 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 Envelope Member Section Deflections-Service Member Sec x in LC in LC z in LC x Rotate rad LC n L/ ' Ratio LC n L/z'Ratio LC 1 M1 1 max 0 9 0 9 0 9 0 9 NC 9 NC 9 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 9 0 7 0 9 0 9 NC 9 NC 9 4 min 0 1 0 2 0 1 0 1 NC 1 NC 1 5 3 max 0 9 0 7 0 9 0 9 NC 9 NC 9 6 min 0 1 0 2 0 1 0 1 NC 1 NC 1 7 4 max 0 9 0 7 0 9 0 9 NC 9 NC 9 8 min 0 1 0 2 0 1 0 1 NC 1 NC 1 9 5 max 0 9 0 7 0 9 0 9 NC 9 NC 9 10 min 0 1 0 2 0 1 0 1 NC 1 NC 1 11 M2 1 max 0 9 0 9 0 9 0 9 NC 9 NC 9 12 min 0 1 0 1 0 1 0 1 NC 1 NC 1 13 2 max 0 9 0 7 0 9 0 9 NC 9 NC 9 14 min 0 1 0 3 0 1 0 1 NC 1 NC 1 15 3 max 0 9 0 7 0 9 0 9 NC 9 NC 9 16 min 0 1 0 3 0 1 0 1 NC 1 INC 1 17 4 max 0 9 0 7 0 9 0 9 NC 9 NC 9 18 min 0 1 0 3 0 1 0 1 NC 1 INC 1 19 5 max 0 9 0 7 0 9 0 9 NC 9 NC 9 20 min 0 1 0 2 0 1 0 1 NC 1 NC 1 21 M3 1 max 0 2 0 9 0 9 0 9 NC 9 NC 9 22 min 0 1 0 1 0 1 0 1 NC 1 NC 1 23 2 max 0 2 0 7 0 9 0 9 NC 9 NC 9 24 min 0 1 0 3 0 1 0 1 NC 1 NC 1 25 3 max 0 2 0 7 0 9 0 9 INC 9 NC 9 26 min 0 1 0 8 0 1 0 1 NC 1 NC 1 27 4 max 0 2 0 2 0 9 0 9 NC 9 NC 9 28 min 0 1 0 8 0 1 0 1 NC 1 NC 1 29 5 max 0 2 0 9 0 9 0 9 NC 9 NC 9 30 min 0 1 0 1 0 1 0 1 NC 1 NC 1 RISA-31D Version 19 [3D-PEMB Side bay-sprinkler loads.r3d] Page 5 23 47 Company QCE 5/2/2023 IIRISA Designer MDA 2:29:26 PM Job Number : 23137.01 Checked By: ANEMETSCHEKCOMPANY Model Name PEMB Arlington-side bay-STD&... Member Point Loads(BLC 2:Dead Load) Member Label Direction Magnitude k, k-ft Location [(ft, 1 M3 y -0.075 5 2 M3 y -0.075 10 3 M3 y -0.075 15 4 M3 y -0.075 20 5 M3 y -0.075 25 6 M3 -0.075 30 7 M3 y -0.075 35 Member Point Loads(BLC 3: Crane Load) Member Label Direction Magnitude k, k-ft] Location [(ft, % ] 1 M3 X 2.05 2 2 M3 X 2.05 36.82 3 M3 Y -11 36.82 4 M3 Y -11 2 Basic Load Cases BLC Description Category Y Gravity Point 1 Self weight DL -1 2 Dead Load DL 7 3 Crane Load LL 4 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y LL 1 3 Deflection 3 Yes Y DL 1 LL 1 4 IBC 16-8 Yes Y DL 1 5 IBC 16-9 Yes Y DL 1 LL 1 SL 0.75 6 IBC 16-10 a Yes Y DL 1 LL 1 7 IBC 16-10 b Yes Y DL 1 SL 1 8 IBC 16-11 a Yes Y DL 1 LL 0.75 LLS 0.75 RLL 0.75 9 IBC 16-11 b Yes Y DL 1 LL 0.75 RLL 0.75 SL 0.75 SLN 0.75 Load Combination Design Description CD Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 Deflection 1 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 Deflection 2 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 Deflection 3 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-8 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-10 a 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-10 b 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-11 a 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-11 b 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes Envelope Member Section Forces Member Sec Axial[k] LC v Shear[k] LC z Shear[k] LC Torque[k ft] LC -y Moment[k-ft] LC z-z Moment[k ft] LC 1 M1 1 max 9.142 6 1.273 2 0 9 0 9 0 9 0 9 2 min 0.255 1 -0.07 1 0 1 0 1 0 1 0 1 3 2 max 9.142 6 1.273 2 0 9 0 9 0 9 0.348 7 4 min 0.255 1 -0.07 1 0 1 0 1 0 1 -6.367 2 RISA-31D Version 19 [3D-PEMB Side bay-Crane Loads.r3d] Page 1 24 48 Company QCE 5/2/2023 IIRISA Designer MDA 2:29:26 PM Job Number : 23137.01 Checked By: ANEMETSCHEKCOMPANY Model Name PEMB Arlington-side bay-STD&... Envelope Member Section Forces(Continued) Member Sec Axial[kI LC v Shear k LC z Shear k LC Tor ue k-ft LC y-y Moment k-ft LC z-z Moment k-ft LC 5 3 max 9.142 6 1.273 2 0 9 0 9 0 9 0.696 7 6 min 0.255 1 -0.07 1 0 1 0 1 0 1 -12.734 2 7 4 max 9.142 6 1.273 2 0 9 0 9 0 9 1.043 7 8 min 0.255 1 -0.07 1 0 1 0 1 0 1 -19.102 2 9 5 max 9.142 6 1.273 2 0 9 0 9 0 9 1.391 7 % min 0.255 1 -0.07 1 0 1 0 1 0 1 -25.469 2 11 M2 1 max 13.383 6 2.896 6 0 9 0 9 0 9 0 9 12 min 0.27 1 0.07 1 0 1 0 1 0 1 0 1 13 2 max 13.383 6 2.896 6 0 9 0 9 0 9 -0.348 7 14 min 0.27 1 0.07 1 0 1 0 1 0 1 -14.481 3 15 3 max 13.383 6 2.896 6 0 9 0 9 0 9 -0.696 7 16 min 0.27 1 0.07 1 0 1 0 1 0 1 -28.961 3 17 4 max 13.383 6 2.896 6 0 9 0 9 0 9 -1.043 7 18 min 0.27 1 0.07 1 0 1 0 1 0 1 -43.442 3 19 5 max 13.383 6 2.896 6 0 9 0 9 0 9 -1.391 7 20 min 0.27 1 0.07 1 0 1 0 1 0 1 -57.922 3 21 M3 1 max 0.07 7 9.142 6 0 9 0 9 0 9 1.391 7 22 min -1.273 2 0.255 1 0 1 0 1 0 1 -25.469 2 23 2 max 0.846 6 0.18 7 0 9 0 9 0 9 -0.726 7 24 min 0.07 1 -2.112 2 0 1 0 1 0 1 -27.695 3 25 3 max 0.846 6 0.03 7 0 9 0 9 0 9 -1.432 7 26 min 0.07 1 -2.112 2 0 1 0 1 0 1 -7.901 3 27 4 max 0.846 6 -0.12 7 0 9 0 9 0 9 14.031 2 28 min 0.07 1 -2.233 3 0 1 0 1 0 1 -0.726 1 29 5 max 2.896 6 -0.27 7 0 9 0 9 0 9 57.922 6 30 min 0.07 1 -13.383 3 0 1 0 1 0 1 1.391 1 Envelope Maximum Member Section Forces Member Axial k Loc ft LC Shear k Loc ft LCz Shear k Loc ft LCTor ue k-ft Loc ft LC - Moment k-ft Loc ft LCz-z Moment k-ft Loc ft LC 1 M1 ma 9.142 20 6 1.273 20 2 0 20 9 0 20 9 0 20 9 1.391 20 7 2 min 0.255 0 1 -0.07 0 1 0 0 1 0 0 1 0 0 1 -25.469 20 2 3 M2 max 13.383 20 6 2.896 20 6 0 20 9 0 20 9 0 20 9 0 0 9 4 min 0.27 0 1 0.07 0 1 0 0 1 0 0 1 0 0 1 -57.922 20 3 5 M3 max 2.896 38.82 6 9.142 1.617 6 0 38.82 9 0 38.82 9 0 38.82 9 57.922 38.82 6 6 min-1.273 0 2 -13.383 37.202 3 0 0 1 0 0 1 0 0 1 -43.198 2.022j 2 Envelope Member End Reactions MemberMember End Axial[k] LC y Shear k LC z Shear[k] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC 1 M1 I max 9.142 6 1 1.273 2 0 9 0 9 0 9 0 9 2 min 0.255 1 -0.07 1 0 1 0 1 0 1 0 1 3 J max 9.142 6 1.273 2 0 9 0 9 0 9 1.391 7 4 min 0.255 1 -0.07 1 0 1 0 1 0 1 -25.469 2 5 M2 I max 13.383 6 2.896 6 0 9 0 9 0 9 0 9 6 min 0.27 1 0.07 1 0 1 0 1 0 1 0 1 7 J max 13.383 6 2.896 6 0 9 0 9 0 9 -1.391 7 8 min 0.27 1 0.07 1 0 1 0 1 0 1 -57.922 3 9 M3 I max 0.07 7 9.142 6 0 9 0 9 0 9 1.391 7 10 min -1.273 2 0.255 1 0 1 0 1 0 1 -25.469 2 11 J max 2.896 6 -0.27 7 0 9 0 9 0 9 57.922 6 12 min 0.07 1 -13.383 3 0 1 0 1 0 1 1.391 1 Envelope Member Torsion Stresses MemberSec Torque[k-ft]LC Torsion Shear[ksi]LC - Warp Shear[ksi] z-z Warp Shear[ksi] z-Top Warp Bend[ksi] z-Bot Warp Bend[ksi] 1 M1 1 max 0 9 0 9 NC NC NC NC RISA-31D Version 19 [3D-PEMB Side bay-Crane Loads.r3d] Page 2 25 49 Company QCE 5/2/2023 IIRISA Designer MDA 2:29:26 PM Job Number : 23137.01 Checked By: ANEMETSCHEKCOMPANY Model Name PEMB Arlington-side bay-STD&... Envelope Member Torsion Stresses(Continued) MemberSec Tor ue k-ft LC Torsion Shear ksi LC v-v Warp Shear ksi z-z Warp Shear ksi z-Top Warp Bend ksi z-Bot Warp Bend ksi 3 2 max 0 19 0 9 NC NC NC NC 4 min 0 1 0 1 INC NC NC NC 5 3 max 0 9 0 9 NC NC NC NC 6 min 0 1 0 1 NC NC NC NC 7 4 max 0 9 0 9 NC INC NC NC 8 min 0 1 0 1 NC NC NC NC 9 5 max 0 9 0 9 NC NC NC NC 10 min 0 1 0 1 NC NC NC NC 11 M2 1 max 0 9 0 9 NC NC NC NC 12 min 0 1 0 1 INC NC NC NC 13 2 max 0 9 0 9 NC NC NC NC 14 min 0 1 0 1 NC NC NC NC 15 3 max 0 9 0 9 NC NC NC INC 16 min 0 1 0 1 NC NC NC NC 17 4 max 0 9 0 9 NC NC NC NC 18 min 0 1 0 1 NC NC NC NC 19 5 max 0 9 0 9 NC NC NC NC 20 min 0 1 0 1 INC NC NC NC 21 M3 1 max 0 9 0 9 NC NC NC INC 22 min 0 1 0 1 NC NC NC NC 23 2 max 0 9 0 9 NC NC NC NC 24 min 0 1 0 1 NC NC NC NC 25 3 max 0 9 0 9 NC NC NC NC 26 min 0 1 0 1 NC NC NC NC 27 4 max 0 9 0 9 NC NC NC NC 28 min 0 1 0 1 INC NC NC NC 29 5 max 0 9 0 9 NC NC NC NC 30 min 0 1 0 1 INC NC NC NC Envelope Member Section Stresses MemberSec Axialfksil LC v Shear[ksil LC z Shear ksi LC v-Topfksil LC -Bot ksi LC z-To ksi LC z-Bot ksi LC 1 M1 1 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 2 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 3 2 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 4 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 5 3 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 6 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 7 4 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 8 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 9 5 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 % min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 11 M2 1 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 12 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 13 2 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 14 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 15 3 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 16 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 17 4 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 18 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 19 5 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 20 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 21 M3 1 max 0 7 0 9 0 9 0 9 0 9 0 9 0 9 22 min 0 2 0 1 0 1 0 1 0 1 0 1 0 1 23 2 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 24 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 25 3 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 26 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 27 4 max 0 6 0 9 0 9 0 1 9 1 0 9 0 9 0 1 9 RISA-31D Version 19 [3D-PEMB Side bay-Crane Loads.r3d] Page 3 26 50 Company QCE 5/2/2023 IIRISA Designer MDA 2:29:26 PM Job Number : 23137.01 Checked By: ANEMETSCHEKCOMPANY Model Name PEMB Arlington-side bay-STD&... Envelope Member Section Stresses(Continued) MemberSec Axial[ksil LC y Shear ksi LC z Shear ksi LC -To ksi LC -Bot ksi LC z-To ksi LC z-Bot ksi LC 28 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 29 5 max 0 6 0 9 0 9 0 9 0 9 0 9 0 9 30 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 Envelope Member Section Deflections-Service Member Sec x in LC in LC z in LC x Rotate rad LC n L/ ' Ratio LC n L/z'Ratio LC 1 M1 1 max 0 9 0 9 0 9 0 9 NC 9 NC 9 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 9 0 7 0 9 0 9 NC 9 NC 9 4 min 0 1 0 2 0 1 0 1 NC 1 NC 1 5 3 max 0 9 0 7 0 9 0 9 NC 9 NC 9 6 min 0 1 0 2 0 1 0 1 NC 1 NC 1 7 4 max 0 9 0 7 0 9 0 9 NC 9 NC 9 8 min 0 1 0 2 0 1 0 1 NC 1 NC 1 9 5 max 0 9 0 7 0 9 0 9 NC 9 NC 9 10 min 0 1 0 2 0 1 0 1 NC 1 NC 1 11 M2 1 max 0 9 0 9 0 9 0 9 NC 9 NC 9 12 min 0 1 0 1 0 1 0 1 NC 1 NC 1 13 2 max 0 9 0 7 0 9 0 9 NC 9 NC 9 14 min 0 1 0 3 0 1 0 1 NC 1 NC 1 15 3 max 0 9 0 7 0 9 0 9 NC 9 NC 9 16 min 0 1 0 3 0 1 0 1 NC 1 INC 1 17 4 max 0 9 0 7 0 9 0 9 NC 9 NC 9 18 min 0 1 0 3 0 1 0 1 NC 1 INC 1 19 5 max 0 9 0 7 0 9 0 9 NC 9 NC 9 20 min 0 1 0 2 0 1 0 1 NC 1 NC 1 21 M3 1 max 0 2 0 9 0 9 0 9 NC 9 NC 9 22 min 0 1 0 1 0 1 0 1 NC 1 NC 1 23 2 max 0 2 0 7 0 9 0 9 NC 9 NC 9 24 min 0 1 0 3 0 1 0 1 NC 1 NC 1 25 3 max 0 2 0 7 0 9 0 9 INC 9 NC 9 26 min 0 1 0 3 0 1 0 1 NC 1 NC 1 27 4 max 0 2 0 2 0 9 0 9 NC 9 NC 9 28 min 0 1 0 1 0 1 0 1 NC 1 NC 1 29 5 max 0 2 0 9 0 9 0 9 NC 9 NC 9 30 min 0 1 0 1 0 1 0 1 NC 1 NC 1 Envelope Node Reactions Node Label X k LC Y k LC Z k LC MX k-ft LC MY k-ft LC MZ k-ft LC 1 N 1 max 0.07 7 9.142 6 0 9 0 9 0 9 0 9 2 min -1.273 2 0.2bb 1 0 1 0 1 0 1 0 1 3 N3 max -0.07 7 13.383 6 0 9 0 9 0 9 0 9 4 min -2.896 3 0.27 1 0 1 0 1 0 1 0 1 5 N2 max 0 9 0 9 0 9 0 9 0 9 0 9 6 min 0 1 0 1 0 1 0 1 0 1 0 1 7 N4 max 0 9 0 9 0 9 0 9 0 9 0 9 8 min 0 1 0 1 0 1 0 1 0 1 0 1 9 Totals: max 0 7 22.525 6 0 9 10 min -4.1 3 0.525 1 0 1 Envelope Node Displacements Node Label X in LC Yin LC Z in LC X Rotation [radl LC Y Rotation [radl LC Z Rotation [radl LC 1 N1 max 0 2 0 7 0 9 0 9 0 9 0 7 2 min 0 1 0 3 0 1 0 1 0 1 -8.979e-8 2 3 N2 max 0 2 0 7 0 9 0 9 0 9 0 7 RISA-31D Version 19 [3D-PEMB Side bay-Crane Loads.r3d] Page 4 27 51 Company QCE 5/2/2023 IIRISA Designer MDA 2:29:26 PM Job Number : 23137.01 Checked By: ANEMETSCHEKCOMPANY Model Name PEMB Arlington-side bay-STD&... Envelope Node Displacements(Continued) Node Label X in LC Yin LC Z in LC X Rotation [rad] LC Y Rotation [rad] LC Z Rotation [radl LC 4 min 0 1 0 3 0 1 0 1 0 1 -5.444e-8 3 5 N3 max 0 6 0 7 0 9 0 9 0 9 0 7 6 min 0 1 0 3 0 1 0 1 0 1 -1.054e-7 3 7 N4 max 0 2 0 7 0 9 0 9 0 9 0 7 8 min 0 1 0 3 0 1 0 1 0 1 -2.329e-8 2 RISA-31D Version 19 [3D-PEMB Side bay-Crane Loads.r3d] Page 5 52 QUANTUM I C O N S U L T I N G E N G I N E E R S ARLINGTON RETROFIT 18520 67TH AVE NE ARLINGTON, WA, 98223 QUANTUM JOB NUMBER: 22137.02 CHIMNEY LOADING z>NES fir. 1100 # 53 Fa ur tNG� r-ei' t n ELEV. 45-0 _i ti BAG HOUSE CHIMNEY - SEE DETAIL 'E' o A �. I � o 3 THIS 411EII OF CHIMNEY in MUST BE PREPARED FOR GALVANIZING PRIOR TO Ft"MG COWL O � i 9 (`7 Q T/ROOF _ 200 # CHIMNEY MUST BE TIED TU B ILDING OF ANGLE BRACE TO MATCH LEVATIi STRUCTURAL SECTION BE ORE WELU.n.. w 4' x 4' x ROLLED ANGLE J Q ,I 1 I N M I O N N PIPE A N +700# 2400,]1 +700 t 3100 CONFIRM ALL DIMS I (FAN BY CLIENT) �\ 0000 -------- FLEX CDiN,- � I DMMER- I � I I N I FAN = p I A. I I I I i I � I I N I !33 I I i I I �D I BASE BY CLIENT ri NOTCNERS L__________J OF ALH L CORSETS 21 i ivy sq w� I8 1'0 PIPE CUT IN HALF FUR DRAINAGE m f w CHIMNEY ELEVATION 54 Baghouse Chimney Forces IBC 2018, ASCE 7-16 Determine chimney seismic forces and roof and floor level. Chimney will act as a simple span member with a cantilever above the roof. Assumed pinned at the base and roof. 1.) Building Applied Seismic Force Base Elevation: 0 ft Roof Elevation (h): 32 ft T/Chimney Elevation: 44.83 ft Section Weight Center of Mass Moment About Base 1 1100 lb 40.00 ft 44000 lb-ft 2 2000 lb 28.13 ft 56250 lb-ft 3 3100 lb 10.19 ft 31589 lb-ft EW = 6200 lb EM = 131839 lb-ft Center of Mass = 21.26 ft (Below Roof) Mass at Roof= EM / h = 4120 lb Cs (Moment Frame) = 0.24 W Per QCE Seismic Spreadsheet EQ Force V = 986 lb Building Frame Spacing = 20 ft o.c. Chimney Location = 4 ft Frame Force = 789 lb Mass at Base = R roof- EW = 2080 lb Cs (Moment Frame) = 0.24 W Per QCE Seismic Spreadsheet EQ Force V = 498 lb Footing and (E) Slab-on-grade are adequate for EQ sliding by inspection. Quantum Consulting Engineers LLC Project: Arlington Retrofit Date: 3/12/24 Job No: 23137.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 1 Seattle,WA 98101 Client: 2812 Architecture Checked: 55 Baghouse Chimney Forces IBC 2018, ASCE 7-16 Determine chimney seismic forces and roof and floor level. Chimney will act as a simple span member with a cantilever above the roof. Assumed pinned at the base and roof. 2.) Chimney Connection Force Design roof framing and diaphragm anchorage per ASCE 7-16 Chapter 13. Component: Cantilever Elements (braced to structural frame above center of mass) SD,: 0.90 z: 32.0 ft SD1: 0.52 h: 32.0 ft 1p: 1 ap: 1 RP: 2.5 FpMaX 1.44 Wp FpMaX 1.6 SDS WP IP EQ 13.3-2 Controls Fp= 0.43 Wp Fp= 0.4 ap SDS WP x (1 + 2z/h) / (RP/ IP) EQ 13.3-1 FPMin= 0.27 Wp FPMin= 0.3 SDS WP IP EQ 13.3-3 Fp At Roof= 1780 lb Roof Deck is 26 Gauge Screw Down Roof Similar to AEP CP-32 Deck. of= 361 plf Length Required = 4.93 ft Blocking on Either Side of Opening is Adequate to Transfer Force IjQuantum Consulting Engineers LLC Project: Arlington Retrofit Date: 3/12/24 Job No: 23137.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 1 Seattle,WA 98101 Client: 2812 Architecture Checked: 56 FURNACE FO LI x z'-°'° FOR LFTING 11 SEE DETRIL 'C' CHIMNEY r E 260 # THIS AREA OF CHIMNEY ^ GALNIINGPPRIOR FOR T/ OF MUST TO FITTING COWL i i i /CHIMNEY MUST BE TIED TO BLDG, / ADJUST HEIGHT OF ANGLE BRACE > 4' x 4' x }' TO MATCH ELEVATION OF ROLLED AN BUILDING STRUCTURAL SECTION 1'-6�'I.D. BEFORE WELDING IN PLACE ALLOWANCE CLEARANCE � D cV of O (V V 4' X 4' X Iq' M ROLLED ANGLE io N r �C C STUB-. FOR BAROMETRIC DAMPQ 1 (SUPPLIED BY WESTELM 2500# 1'-6' O.D. (V \ PLANT FLUOR N LEVEL B SLIP-ON FLANGE MATE TO EXHAUST � ucT WELD ON SITE � to 2' THK.GROUT A �. 1'PIPE CUT IN HALF j l FOR DRAINAGE 12 8Y'MIN, EMBEDMENT d 57 Furnace Chimney Forces IBC 2018, ASCE 7-16 Determine chimney seismic forces and roof and floor level. Chimney will act as a simple span member with a cantilever above the roof. Assumed pinned at the base and roof. 1.) Building Applied Seismic Force Base Elevation: 0 ft Roof Elevation (h): 32 ft T/Chimney Elevation: 38.17 ft Section Weight Center of Mass Moment About Base 1 260 lb 35.33 ft 9185.8 lb-ft 2 1500 lb 26.33 ft 39500 lb-ft 3 2500 lb 10.38 ft 25938 lb-ft EW = 4260 lb EM = 74623 lb-ft Center of Mass = 17.52 ft (Below Roof) Mass at Roof= EM / h = 2332 lb Cs (Moment Frame) = 0.24 W Per QCE Seismic Spreadsheet EQ Force V = 558 lb Building Frame Spacing = 20 ft o.c. Chimney Location = 8 ft Frame Force = 335 lb Mass at Base = R roof- EW = 1928 lb Cs (Moment Frame) = 0.24 W Per QCE Seismic Spreadsheet EQ Force V = 461 lb Footing and (E) Slab-on-grade are adequate for EQ sliding by inspection. Quantum Consulting Engineers LLC Project: Arlington Retrofit Date: 3/12/24 Job No: 23137.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 1 Seattle,WA 98101 Client: 2812 Architecture Checked: 58 Furnace Chimney Forces IBC 2018, ASCE 7-16 Determine chimney seismic forces and roof and floor level. Chimney will act as a simple span member with a cantilever above the roof. Assumed pinned at the base and roof. 2.) Chimney Connection Force Design roof framing and diaphragm anchorage per ASCE 7-16 Chapter 13. Component: Cantilever Elements (braced to structural frame above center of mass) SD,: 0.90 z: 32.0 ft SD1: 0.52 h: 32.0 ft 1p: 1 ap: 1 RP: 2.5 FpMaX 1.44 Wp FpMaX 1.6 SDS WP IP EQ 13.3-2 Controls Fp= 0.43 Wp Fp= 0.4 ap SDS WP x (1 + 2z/h) / (RP/ IP) EQ 13.3-1 FPMin= 0.27 Wp FPMin= 0.3 SDS WP IP EQ 13.3-3 Fp At Roof= 1007 lb Roof Deck is 26 Gauge Screw Down Roof Similar to AEP CP-32 Deck. of= 361 plf Length Required = 2.79 ft Blocking on Either Side of Opening is Adequate to Transfer Force IjQuantum Consulting Engineers LLC Project: Arlington Retrofit Date: 3/12/24 Job No: 23137.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 1 Seattle,WA 98101 Client: 2812 Architecture Checked: Return to TABLE OF • 6.2 CI AMP-32 ^ 5 asc No. 12 Self-Drilling Screws to Support STEEL DECK with No. 12 Self-Drilling Side Lap Screws Support Seam Allowable Shear(qa)(plf),Factored Shear(qf)(plf),and Flexibility Factor(F)(10-6 inllbs) Fastener Gage Attach. Pattern Spacing Span 4T 2'-0" 3'-O" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 4„ qa of 818 1317 818 1 1317 818 1317 818 1317 818 1317 818 1317 818 1 1317 818 1317 76 1223 F 4.9+OR 4.9+OR 4.9+OR 4.9+OR 4.9+OR 4.9+OR 4.9+OR 4.9+OR 4.9+OR 8„ qa of 1317 818 1317 818 1317 818 1317 1317 818 1317 818 1317 816 1314 764 1223 F 5.9+OR 5.9+OR 5.9+OR 5.9+OR 5.9+OR 5.9+OR 5.9+OR 5.9+OR 5.9+OR 8„ qa of 818 1317 818 1317 785 1264 780 1257 741 1193 744 1198 717 1154 722 1162 70r 1129 20 ga F 6.8+OR 6.8+OR 6.8+OR 6.8+OR 6.8+OR 6.8+OR 6.8+OR 6.8+OR 6.8+OR 12" qa of 806 1298 718 1156 665 1071 630 1014 605 974 586 944 921 561 903 551 888 F 8.8+OR 8.8+OR 8.8+OR 8.8+OR 8.8+OR 8.8+OR 8.8+OR 8.8+OR 8.8+OR 18" qa of 806 1298 627 1009 590 949 56 911 788 486 782 483 777 437 704 440 708 F 11.6+OR 11.7+OR 11.7+OR 11.7+OR 11.7+OR 11.7+OR 11.7+OR 11.7+OR 11.7+OR 24„ qa of 694 1117 627 1009 503 810 495 797 424 683 430 692 382 615 392 630 356 573 F 14.5-0.1R 14.5+OR 14.6+OR 14.6+OR 14.6+OR 14.6+OR 14.6+OR 14.6+OR 14.6+OR 4„ qa of 687 1106 687 1106 687 1106 68 1106 687 1106 687 1106 687 1106 1106 595 952 F 5.6+OR 5.6+OR 5.6+OR 5.6+OR 5.6+OR 5.6+OR 5.6+OR 5.6+OR 5.6+OR 6„ qa of 687 1106 687 1106 687 1106 68 1106 680 1095 671 1 1080 664 1069 658 1059 595 952 F 6.7+OR 6.7+OR 6.7+OR 6.7+OR 6.7+OR 6.7+OR 6.7+OR 6.7+OR 6.7+OR 598963 5610 687 1106 687 1106 637 1025 631 1016 596 902 8„ qa 22 ga F 7.7+OR 7.7+OR 7.7+OR 7.7+OR 7.7+OR 7.8+OR 7.8+OR 7.8+OR 7.8+OR 12" qa of 663 1067 585 942 538 866 507 816 485 781 469 755 456 735 446 719 438 705 F 9.8+OR 9.9+OR 9.9+OR 9.9+OR 9.9+OR 9.9+OR 9.9+OR 9.9+OR 9.9+OR 18" qa of 663 1067 512 824 478 769 45 734 393 633 389 626 620 348 560 349 762 F 13-0.1R 13+OR 13+OR 13+OR 13+OR 13+OR 13+OR 13+OR 13+OR 24" qa of 573 923 512 824 409 659 40 644 2 550 345 555 306 493 502 283 456 32/4 F 16.1-0.1 R 16.2-0.1 R 1 16.2-0.1 R 16.2+OR 16.2+OR 16.2+OR 16.2+OR 16.2+OR 16.2+OR 4„ qa of 5561 895 556 895 556 895 5561 895 556 1 895 556 895 556 895 536 858 434 695 F 6.7+OR 6.7+OR 6.7+OR 6.7+OR 6.7+OR 6.7+OR 6.7+OR 6.7+OR 6.7+OR 6„ qa Qf 556 895 556 895 553 890 537 S64 525 846 517 832 510 822 505 813 434 695 F 7.9+OR 7.9+OR 7.9+OR 7.9+OR 7.9+OR 7.9+OR 7.9+OR 7.9+OR 7.9+OR 8„ qa of 5561 895 543 875 493 794 487 F 784 458 737 458 737 438 706 441 710 426 686 24 ga F 9+OR 9+OR 9+OR 9.1+OR 9.1+OR 9.1+OR 9.1+OR 9.1+OR 9.1+OR 12" qa of 523 843 457 735 416 670 390 1 628 371 598 357 575 347 558 338 545 331 534 F 11.4+OR 11.4+OR 11.4+OR 11.4+OR 11.4+OR 11.4+OR 11.4+OR 11.4+OR 11.4+OR 18" qa of 523 843 401 645 370 596 351 565 302 486 297 478 293 471 264 425 264 425 F 14.9-0.1R 14.9-0.1R 14.9+OR 14.9+OR 14.9+OR 14.9+OR 14.9+OR 14.9+OR 14.9+OR 24„ qa of 455 733 401 645 319 514 309 497 263 424 264 425 7321 374 237 1 382 213 344 F 18.3-0.2R 18.4-0.1R 18.4-0.1R 18.4-0.1R 18.4-0.1R 18.4+OR 18.4+OR 18.4+OR 18.4+OR 4„ qa of 427 687 427 687 427 687 687 1427 687 427 687 427 687 361 578 293 468 F 8.3+OR 8.4+OR 8.4+OR 8.4+OR 8.4+OR 8.4+OR 8.4+OR 8.4+OR 8.4+OR 6„ qa of 427 687 424 683 403 649 38 627 379 611 372 599 366 590 361 578 293 468 F 9.7+OR 9.7+OR 9.7+OR 9.7+OR 9.7+OR 9.7+OR 9.7+OR 9.7+OR 9.7+OR 8„ Qa of 427 687 99 642 358 577 352 566 329 529 OF7528 312 503 313 505 03 468 26 ga F 11+OR 11+OR 11+OR 11+OR 11+OR 11+OR 11+OR 11+OR 11+OR 12" qa I of 390 628 335 540 303 487 281 453 266 428 255 410 246 396 239 385 234 376 F 13.7-0.1R 13.7+OR 13.7+OR 13.7+OR 13.7+OR 13.7+OR 13.7+OR 13.7+OR 13.7+OR 18" qa of 390 628 296 477 270 435 254 409 217 350 212 342 208 336 188 302 187 301 F 17.6-0.1R 17.7-0.1R 17.7-0.1R 17.7-0.1R 17.7+OR 17.7+OR 17.7+OR 17.7+OR A-O. 24" qa of 342 551 296 477 235 378 224 361 190 306 188 303 164 265 167 269 F 21.5-0.3R 21.6-0.2R 21.7-0.1R 21.7-0.1R 21.7-0.1R 21.7-0.1R 21.7-0.1R 21.7-0.1R C 1.4-32 32/4 Support Attachment:#12 SD HWH Screw Side Seam Attachment:#12 SD HWH Screw 186 V2.2 Roof Deck Catalog www.ascsd.com 60 QUANTUM I C O N S U L T I N G E N G I N E E R S ARLINGTON RETROFIT 18520 67TH AVE NE ARLINGTON, WA, 98223 QUANTUM JOB NUMBER: 22137.02 BAG HOUSE FOUNDATION 61 a 11',` - r,r,r pq J Rio , a Ci?1K R ti o go W J I h _ = F- 0 W pq (30NYH O M013H WIN)i•S-,OC qEq iO`a� J W A Lr) Yv o •0-,lz g i V xo� r �33 _ oo Z N .11-.6 i 1 Z r _ o ti oo ICEp U? Hj l II It, OR rc.'o - L I a� N o Q ri5 �G O N aow ^` � idfwa � sN3HL0 AB rc 1a ; ^ m .B-.B Q Q " }3 U >, YJ J�o .LL-.6CU o w� atl wZq a" so -o a!zL 8 1n m L j Y N °°� IooBw G w� 3 o v�i o O ^` � r „z�w N �O [�� y Fn e mga��8xgo N \am \ m \ -- - J�N� mi x31Ti _ _- L I it 31 S�� x 'y' ONIsnOH V0 zl i •6t d 7 B� _ l n1` 5t a 3 a �" b wr fau,'mx.Wc.....r ¢ jw og� •leic H � ..I al-.� o�� ,w� l-.Zl za I I •Ol-,SZ R s-dz--Iro a'iro:)E zl a�ds zz .5-.T,gJo� WWW.I l II I � e : s NN14 �s- 5UM # �GE s.9c M Y IJ FsNmsln38 62 Nonbuilding Structure Seismic Anchorage Design IBC 2021,ASCE 7-16 Chapter 15 Seismic Criteria: Cs: 0.258 Per QCE Seismic Spreadsheet 92: 2.0 Per QCE Seismic Spreadsheet Sds: 0.84 Per QCE Seismic Spreadsheet Allowable Bearing: 1.5 ksf Baghouse: Ht to Center of Mass,Y: 208 in Overturning Distance,X: 104 in Weight,W: 12.00 k Columns/Side: 2 r Shear and Overturning Loads: �x Seismic Force,V: 3.10 k OT Moment: 645.1 k-in Tension/Compression: 6.203 k ULT Download/Column: 5.27 k ULT(0.9-0.2Sds)DL+EQ Bearing Area Req'd: 3.51 sgft 1'Thick FTG: 1.87 ft SQ Dimension Used: 2.50 ft SQ Uplift/Column: -0.73 k ULT(0.9-0.2Sds)DL+EQ Volume of Conc Ballast: 6.08 cuft Min.Thickness: 0.97 ft < V OK Amplified Uplift/Column: -3.73 k ULT(0.9-0.2Sds)DL+52EQ Amplfied Shear/Column: 3.10 k ULT(0.9-0.2Sds)DL+52EQ Quantum Consulting Engineers LLC Project: Arlington Retrofit Date: 3/12/24 Job No: 23137.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: Seattle, WA 98101 Client: 2812 Architecture Checked: 63 Anchor DesignerT"' Company: QCE Date: 3/12/2024 Engineer: TVM I Page: 1/6 Software Project: Arlington Retrofit Version 3.0.7947.0 Address: Phone: E-mail: 1I.Project information Customer company: Project description:Bag House Base Plate Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch): 12.00 State: Cracked Anchor Information: Compressive strength,f'�(psi):3000 Anchor type:Torque controlled expansion anchor 4Jc,v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):4.125 Reinforcement provided at corners: No Effective Embedment depth,hef(inch):3.375 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility:Yes Build-up grout pad:No hmi❑(Inch):6.00 cagy(inch):6.00 Base Plate Cmi�(inch):6.00 Length x Width x Thickness(inch):9.00 x 9.00 x 0.50 Smin(inch):3.50 Yield stress: 36000 psi Profile type/size: L4X4X3/8 Recommended Anchor Anchor Name:Strong-Bolt®2-3/4"0 CS Strong-Bolt 2,hnom:4.125"(105mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 64 Anchor DesignerT"' Company: QCE Date: 3/12/2024 Engineer: TVM Page: 2/6 Software Project: Arlington Retrofit Version 3.0.7947.0 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied Qo factor:not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:No Strength level loads: Nua[lb]:3730 Vuax[lb]:310 Way[lb]:0 Mux[ft-lb]:0 Muy[ft-lb]:0 Mu [ft-lb]:0 <Figure 1> 3730 lb Z 0 ft-lb 0 ft-lb 0 ft-lb Y 0 lb X 310 lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 65 Anchor Designer TM Company: QCE Date: 3/12/2024 Engineer: TVM I Page: 3/6 Software Project: Arlington Retrofit Version 3.0.7947.0 Address: Phone: E-mail: <Figure 2> 7.50 7.50 1.50 0 0 0 0 uQ ui Q, r; IN 0 0 9.00 12.00 12.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 66 Anchor DesignerT"' Company: QCE Date: 3/12/2024 Engineer: TVM Page: 4/6 Software Project: Arlington Retrofit Version 3.0.7947.0 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N..(lb) Vuax(Ib) Vuay(Ib) 1(V...)Z+(Vuay)Z(lb) 1 1472.1 88.7 11.2 89.4 2 932.5 66.3 11.2 67.2 3 392.9 66.3 -11.2 67.2 4 932.5 88.7 -11.2 89.4 Sum 3730.0 310.0 0.0 313.3 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 `�4 t_13 Resultant tension force(lb):3730 �, Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.87 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.87 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 Y 1 X 2 4.Steel Strength of Anchor in Tension(Sec.17.4.1) N,a(Ib) sa(Ib) 29700 1.75 F275 5.Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.2) Nb=kf 'chol.5(Eq. 17.4.2.2a) kc F f c(psi) her(In) Nb(Ib) 17.0 10.00 3000 3.375 5773 0.75 cbg=0.75 '(ANC/ANco) c,N d,N ,NtNNbSec. 1 ( 7.3.1 &Eq. 17.4.2.1b) AN InZ) A o(inZn� ,N d,N 31 N p,N Nb(Ib) i 0.75 cbg(lb) 260.02 102.52 12.00 . 29 moo WO moo 5773 1.65 520 6.Pullout Strength of Anchor in Tension(Sec. 17.4.3) 0.75JNPn=0.75 ,j[NP(fc/2,500)"(Sec. 17.3.1,Eq. 17.4.3.1 &Code Report) NP(Ib) f'c(psi) n L0.75 pn(lb) .00 5271 3000 0.50 1.65 28111 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 67 Anchor DesignerT"' Company: QCE Date: 3/12/2024 Engineer: TVM I Page: 5/6 Software Project: Arlington Retrofit Version 3.0.7947.0 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vea(Ib) routL jp,.,,LV_(Ib) 11775 1.0 1.65 165,1 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=minl7(le/da)02 a� cCal'5,9l 'cCal'5l (Eq. 17.5.2.2a&Eq. 17.5.2.2b) /a(in) da(i 1. f'c(psi) Cal(in) Vby(Ib) 3.38 0.750 Woo 3000 12.00 18647 Vcbgy= (Avc/Avco)tdyv� ,v ,v Vby(Sec. 17.3.1 &Eq. 17.5.2.1b) Vc(In2 AVco( d,V ,V ,V Vby(Ib) Vcbgy(Ib) 360.00 6,18.00 00 woo woo 111 18647 1.70 193 Shear perpendicular t■■■■■``o edge in x-direction: Vbx=minj7(la/da)°'2 a� c Cal 1.5;94 'ccal1.51 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) da(i la Fc(psi) Cal(in) Vbx(Ib) 3.38 0.750 WOO 3000 8.00 10150 Vcbgx= i(Avc/Avco) c,v�d,v V6_5 Wbx(Sec. 17.3.1 &Eq. 17.5.2.1b) Vc(in2Avco dV ,v ,v Vbx(Ib) Vcbgx(Ib) 360.00 288.00 WOO WOO 111 10150 1.70 f7l Shear parallel to edge in x-direction: Vby=minl7(la/da)°'2 a� 'cCal1 5;941ccal 1.51 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(In) da(I IV Fc(psi) Cal(In) Vby(Ib) 3.38 0.750 WOO 3000 8.00 10150 Vcbgx= i(2)(Avc/Avco) c,v�d,v ,v�,vVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) vc(in 2 Avco(in2 d,v 31 v v Vby(Ib)11 IVcbgx(lb) 360.00 288.00 WOO Woo woo WOO 10150 1.70 1763 Shear parallel to edge in y-direction: Vbx=minj7(1e/da)1.2 a� 'c Cal 1.5;9t 'cCal1.51 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(In) da(I F Fc(psi) Cal(In) Vbx(Ib) 3.38 0.750 WOO 3000 8.00 10150 i cbgy= i(2)(Avc/Avco) c.v d,v v VVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) vc(in2 Avco(in2 d,v 31 v 11 v Vbx(Ib) L (Vcbgy(Ib) 360.00 288.00 Tko0 woo woo 10150 1.70 1763 10.Concrete Prvout Strength of Anchor in Shear(Sec.17.5.3) vcclp= cpNcb= cp(ANc/ANco) dN ,Njp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1a) A (in2) AN (In d,N ,N p,N Nb(Ib) L LVcp(Ib) 2.0 65.00 102.52 woo woo WOO 5773 1.70 1125 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 68 Anchor Designer T"' Company: QCE Date: 3/12/2024 Engineer: TVM Page: 6/6 Software Project: Arlington Retrofit Version 3.0.7947.0 Address: Phone: E-mail: Tension Factored Load,Nua(lb) Design Strength,oW(lb) Ratio Status Steel 1472 22275 0.07 Pass Concrete breakout 3730 5202 0.72 Pass(Governs) Pullout 1472 2815 0.52 Pass Shear Factored Load,Vua(lb) Design Strength,OW(lb) Ratio Status Steel 89 7654 0.01 Pass T Concrete breakout y+ 22 7993 0.00 Pass T Concrete breakoutx+ 310 8571 0.04 Pass Concrete breakout x+ 22 17763 0.00 Pass II Concrete breakout y- 177 17763 0.01 Pass Concrete breakout, - - 0.04 Pass(Governs) combined Pryout 89 5125 0.02 Pass Interaction check N-ILN, V-1LIV, Combined Ratio Permissible Status Sec. 17.6..1 0.71 0.0 71.7% 1.0 Pass 314"0 CS Strong-Bolt 2,hnom:4.125"(105mm)meets the selected design criteria. Base Plate Thickness Required base plate thickness:0.324 inch 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 69 QUANTUM I C O N S U L T I N G E N G I N E E R S ARLINGTON RETROFIT 18520 67TH AVE NE ARLINGTON, WA, 98223 QUANTUM JOB NUMBER: 22137.02 PIT RETAINING WALL DESIGN 70 Basement Wall Design (PCA Rect. Conc. Tanks, 5th ED.) IBC 2018 and ACI 318-14 Wall Location: Pit A-27'Wall Wall Thickness: 12 in fc: 3 ksi b= 27.33 ft b/a= 3.90 fy: 60 ksi a= 7 ft Active Pressure * b — q (EFP): 50 Ib/ft3 I a — F— Mu= 1.6 x C x EFP x a A 3 x 12"/1000^2 F F i Mu= C(0.33) k-in/ft i n e Hinged A_J di ,_b4 Moment=Coef.x gw1i 00o Traffic Surcharge Pressure Ub q (EFP): 100 lb/ft' Mu= 1.6 x C x EFP x a A 2 x 12"/1000^2 Mu= C(0.09) k-in/ft l-0� Moment=Coef.x ga211000 Horizontal Bending Wall End Mu= -191.5 k-in/ft C= -306.3 Active C= -963.1 Surch. Mid Wall Mu+= 53.5 k-in/ft C= 87.6 Active C= 261.9 Surch. Corner Bar d: 9.75 in As= 0.38 inZ/ft Horizontal Bar d: 9.75 in As+= 0.10 inZ/ft Vertical Bending Mid Wall Mu+= 28.7 k-in/ft C= 57.3 Active C= 104.2 Surch. Vertical Bar d: 9.25 in As-= 0.06 inZ/ft Quantum Consulting Engineers LLC Project: Arlington Retrofit Date: 3/19/24 Job No: 23137 1511 Third Avenue,Suite 323 Designer: TVM Sheet: 1 Client: 2812 Architecture Checked: 71 Basement Wall Design (PCA Rect. Conc. Tanks, 5th ED.) IBC 2018 and ACI 318-14 Wall Location: Pit B-12.5'Wall Wall Thickness: 12 in fc: 3 ksi b= 12.5 ft b/a= 3.13 fy: 60 ksi a= 4 ft Active Pressure * b — q (EFP): 50 Ib/ft3 I a — F— Mu= 1.6 x C x EFP x a A 3 x 12"/1000^2 F F i Mu= C(0.06) k-in/ft i n e Hinged A_J di ,_b4 Moment=Coef.x gw1i 00o Traffic Surcharge Pressure Ub q (EFP): 100 lb/ft' Mu= 1.6 x C x EFP x a A 2 x 12"/1000^2 Mu= C(0.03) k-in/ft I-0� Moment=Coef.x ga211000 Horizontal Bending Wall End Mu-= -35.0 k-in/ft C= -219.0 Active C= -701.9 Surch. Mid Wall Mu+= 11.7 k-in/ft C= 75.9 Active C= 228.4 Surch. Corner Bar d: 4 in As= 0.17 inZ/ft Horizontal Bar d: 4 in As+= 0.05 inZ/ft Vertical Bending Mid Wall Mu+= 5.9 k-in/ft C= 51.9 Active C= 89.4 Surch. Vertical Bar d: 4 in As= 0.03 inZ/ft Quantum Consulting Engineers LLC Project: Arlington Retrofit Date: 3/19/24 Job No: 23137 1511 Third Avenue,Suite 323 Designer: TVM Sheet: 2 Client: 2812 Architecture Checked: 72 Basement Wall Design (PCA Rect. Conc. Tanks, Sth ED.) IBC 2018 and ACI 318-14 Wall Location: Pit B-12.5'Wall Wall Thickness: 12 in fc: 3 ksi b= 8 ft b/a= 1.60 fy: 60 ksi a= 5 ft Active Pressure * b — q (EFP): 50 Ib/ft3 I a — F— Mu= 1.6 x C x EFP x a A 3 x 12"/1000^2 F F i Mu= C(0.12) k-in/ft i n e Hinged A_J di ,_b4 Moment=Coef.x gw1i 00o Traffic Surcharge Pressure Ub q (EFP): 100 lb/ft' Mu= 1.6 x C x EFP x a A 2 x 12"/1000^2 Mu= C(0.05) k-in/ft I-0� Moment=Coef.x ga211000 Horizontal Bending Wall End Mu-= -19.1 k-in/ft C= -68.6 Active C= -226.8 Surch. Mid Wall Mu+= 8.8 k-in/ft C= 31.6 Active C= 103.4 Surch. Corner Bar d: 4 in As-= 0.09 inZ/ft Horizontal Bar d: 4 in As+= 0.04 inZ/ft Vertical Bending Mid Wall Mu+= 5.4 k-in/ft C= 29.0 Active C= 40.0 Surch. Vertical Bar d: 4 in As= 0.03 inZ/ft Quantum Consulting Engineers LLC Project: Arlington Retrofit Date: 3/19/24 Job No: 23137 1511 Third Avenue,Suite 323 Designer: TVM Sheet: 3 Client: 2812 Architecture Checked: 73 v rj o m ti m co u1 ul m 7 a N N M m N oo o0 o v NO O N -U 7 ul N 0 NO O ti N 7 V Ln u1 V 7 N 0 � M to oo I" -CT to M to -a O c-I .--I Ol lD W lD Ol 0 0 0 r-I N M � m Ln m � N p O O N M m � -CTm N p N (�W m 4 .--i N n m V m 4 V NM . 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A NEW SMALL PARTS GALVANIZING OPERATION I5 INTENDED TO BE LOCATED f f ~ ARCHITECTURAL WITHIN THE INTERIOR OF THE EXISTING BUILDING. UP6RADE5 TO FIRE w w m SPRINKLER AND STRUCTURAL SYSTEMS WILL BE ADDRESSED TO 67tAVENUE E NE _ _ Al.I SITE PLAN ACCOMMODATE THE NEW OPERATION. THE EX1571N(5 RE57ROOM5 ARE ALSO N LID u o TYPE B A1.2 SITE DETAILS BEIN6 UP6RADED TO MEET CURRENT CODE STANDARDS. > > - o SCREEN I N& `� - 1331.55' CALCI AT STREET T L1.1 LANDSCAPE PLAN Q ¢ Lu _ -- M A2.0 OCCUPANCY PLAN, PARCEL ID: 51052200102000 _ REFLECTED CEILING PLAN Lp Lu a - A2.1 FLOOR PLANS LE6AL DE50RIFTION IDIDIL N.01'1 'S4" E 400. 2' _ :-z�' - - -- - _ _ __ A3.1 DOOR AND FINISH SCHEDULES, SEG 22 TWP 31 R&E OS RT-IC) 5 40O FT OF NE1/4 NE1/4 LY E OF NP N INTERIOR ELEVATIONS R/W EXG GO R05 AL50 LE55 R/W TO CITY OF ARL PER SAO REG AFN o 2 m 2 2002011003g3 AND CORR AFN 2002O2OaOOa6 0 0 STRUCTURAL n � I N N -- - - --- y r y 51.0 GENERAL STRUCTURAL NOTES � o o a ------ DIRECTIONAL a 2021 INTERNATIONAL BUILDING CODE (IBC) �e �A o„y 5I&N ON BUILDING 51.1 ABBREVIATIONS Q 1 N ARROWS ONE WAY - DO NOT 52.0a FOUNDATION PLAN 2021 INTERNATIONAL EXISTING BUILDING CODE (IEBG) ENTER' 52.Ob ENLARGED PLANS 2021 INTERNATIONAL MECHANICAL CODE (I MC) 52.1 ROOF FRAMIN6 PLAN 2021 INTERNATIONAL FIRE CODE (IFC) 6 I ZON I N6 j 53.0 DETAILS 2021 UN I FORM PLUMB I N6 CODE (UPC) I ZONING 53.1 TYP I GAL CONCRETE DETAILS 1ww _ PARCEL I D: o EV �Q PARCEL D31052200100200EV q 305220000100 BU I LD I N6 CRITERIA w a�a 3 ZONING: 6I (GENERAL INDUSTRIAL) 5'-0" oEV CI MAX.MAX. HEIGHT: 50' (ZONING) 25 BLDG. V j BLDG. OCCUPANCY: H-4 5ETBAG o EV O 1 I EX 157 I N6 I SETBACK CONSTRUCT I ON TYPE: IIB ELEC. VEHICLE q'-0" �C00��C0� PREMANUFAGTURED ° FIRE SPRINKLERS: YES FIRE ALARM: YES E READY PARKING TYP. METAL BUILDING AIRPORT PROTECTION DI5T.: SUBDISTRICT G i STALLS- 36,&23 S.F. MIN. LOT SIZE: 10,000 S.F. O 4 Inn MIN. LOT WIDTH: 70' / c o D E TYPE 'A'- o o ✓ STREET BLD6. SETBACK: 5' MIN. v m 2 LOT LINE BLDG. SETBACK: 5' MIN. ¢rn SCREENING rs © O b I o MAX. ALLOWED BLD6. HEIGHT: 50' a¢N N M N EXIST. BLD6. HEIGHT: 31'-2" U N N 2 3 z 6RO55 5ITE AREA: +/-10q,336 5F (2.51 ACRES) N 5 ALLOWABLE LOT COVERAGE: 100% N w' 04 2('-6" TOTAL LOT COVERAGE: APPROX. ql% BIKE TYPE 'A' ALLOWABLE BUILDING AREA: m° q 8 PAC) _ _ 5GREENIN6 62,000 S.F. (IBC TABLE 506.2) z EXIST. LOAD I N6 EX I ST I N6 COVERED 2 TOTAL BU I LD I N6 AREA: DOCK 5TORA6E MAIN SU I LD I N& 2 q45 S.F. q -O FIRST FLOOR 36,824 S.F. _ �i TYP. SECOND FLOOR I, S.F. o o a THIRD FLOOR 1.274 274 S.F. TYP. 0 -O 7 - TOTAL AREA 40,005 S.F. v q -- � q i i -I COVERED STORAGE - TOTAL AREA 2,g45 S.F. TYPE 'A' PARKING GALGULAT I ONS 50REENIN6 rn C0m o VEHICLE PARKING: 4=03'59'14" L=400.15' R=5750.08' M,a - INDUSTRIAL 1 STALL PER 600 S.F. OF BLD6. AREA 42,003 S.F./600 = 70 STALLS TOTAL REQUIRED: 70 STALLS VEHICLE PARKING PROVIDED: 70 STALLS C/) S I 7E PLAN ® BICYCLE PARKIN& PROVIDED: 5 STALLS Q 1" = 50,-0 LANPSGAP I NG GALGULAT I ONS NORTH REQUIRED LAND56APIN6: SEE LANP50AFE PLAN J J Q 73 T�� ®�� OWNER/APPLICANT old 1 I Mina Investment Holdings,LLC Hadi Mirzai z 1. SHADIN& DENOTES EXTENT OF ASPHALT PAVIN&. 1418 Market Street N SEE 6EOTECHN I GAL EN6I NEER5 RECOMMENDATIONS y Kirkland,WA 98033 - FOR BASE COURSE AND ASPHALT THICKNE55E5.DET. - (206)783-3100 z 1 DW6. A2.1. wnj0. Q 2. CONCRETE CURB PER PET. 2 DWG. A2.1. Ag ARCHITECT > 3. CONCRETE WALKWAY. CONCRETE SLAB PER PET. 5 Q 2812 Architecture DWG. A2.1. CONCRETE TO BE FLUSH WITH Adam Clark ,,„E ° 2812 Colby Avenue o ADJACENT ASPHALT PAV I N6. Everett,WA 98201 4 W c 4. HANDICAP PARKING STALL WITH PAINTED WALKWAY �°^�,.E ...,.�..E z o y a o 8 SIGN. SEE PET. b DWG. A2.1. _ u (425)252-2153 wo 5. PAINTED PARKING STRIPING. 4" WIDE LINES. > J N - � o WHNTEH AS INDICATED ON PLAN. COLOR: TRAFFIC SITE CIVIL ENGINEER _ } � Harmsen D z z David Harmsen " a 2822 Co Avenue O Lu 6. FIRE HYDRANT. SEE CIVIL DRAWINGS. Q IDo Q v m 7. REFUSE AND RECYCLE LOCATED WITHIN. W � lb 8. CONCRETE BUMPER CURB PER PET. 2 DW6. A2.1 Everett,WA 98201 (D 5'-0" LONG CURB. SET FACE OF CURB 2'-0" FROM T T1 T�e� A M/� (425)252-1884 HEAD OF PARKIN& STALL. 1 1 V 1 q. EXISTING TRANSFORMER SURVEY Drawing: Iii Terrine A1 . 1 NORTH Edwin J.Green Jr. 10801 Main Street,Suite 102 Bellevue,WA 98004 (425)458-4488 23c-4509 CITY OF ARLINGTON Q SECTION 22,TOWNSHIP 31,NORTH, RANGE 5 EAST,W.M. a SEATTLE GALVANIZING SMALL PARTS - Permit No.: PLN #1145 PLANT I N6 Sr HEDULE _9 W 's, W J FH rp, 1,_ < SYMBOL QUANTITY BOTANICAL COMMON SIZE REMARKS ~ 26 PLA ANOIDES MAPLE 2" GAL. B $ B N N 0 67th AVENUE NE — - - — > O 331.55' o P5EUDOT5U6A Q Q LU 24 MENZIESII DOU6LA5 FIR 8'-10' TALL B $ B ——— — _ - O w 41 AGER VINE MAPLE 6'-8' TALL 3-4 CANES N N IL r-, — - - - - -- _- - - GIRGINATUM m ABELIA LIA ` � •� � �;- � i�/ S� 33 RHODODE�RON JEANORA EMARIE 5 GAL. 12"-I8� TALL m m cw 25 5 GAL. TALL < JEAN MARIE' RHODODENDRON MIXED VARIETY o Co UVA-URSI AROT05TAPHLOS 0 r ui N AS REO'D KINNIKINNIK 4" POTS 12" O.C. - - --- -- - -- - ----- - —VEHICLE ---- AREA CCOM(ODATI N SHAD I NO GALCULAT I ONS , LIBLUE 5HADIN6) VEHICLE CIRCULATION AREA: 52,510 S.F. V I i SHADING AREA REO'D. (20%): 10,551 S.F. y TOTAL 5HADIN6 AREA PROVIDED: 12,557 5.F. 5HADIN6 RADIUS: 15' EX I 5T I N6 SHADE TREE EFREMANUFAGTURED METAL 5U I LD I N6 ° VEHICLE ACCOMMODATION c° 36,823 S.F. �`, AREA SHADING (GROSS SHE HATCH I N6) a)N m�� O\ 2 W� UL I — a N N M Lo co N N LANDSGAPE NOTES " >I 1. Backfill mix for planting trees, shrubs and ground cover shall be: One part by volume of 3-way topsoil mixed with one part native soil. CT�_ "Co - 2. Planter areas to receive 3-way topsoil. EX I 5T I N6 COVERED 5. A I I trees, shrubs and groundcover sha I I be fort i I i zed EXIST. LOADING with Agro 4-2-2 transplanter or equal at planting time. y DOCK 570RA6E 4. After planting of all plants, mulch all areas with a 2 145 S.F. 1 minimum of 2" of medium fine bark mulch. 5. Owner to approve planting prior to installation. _ / r 6. Plant types may be substituted due to availability with similar species and varieties. T Landsca q � . Landscaping contractor responsible for maintenance during construction period. S. All plants to be healthy at the time of planting and guaranteed for one ful I year or until the next spring whichever is greater). 0=03'59'14" L=400.15' R=5750.08' q. Remove existing weeds and grasses prior to planting landscape areas. 10. A low impact irrigation system (drip system or similar) is is to be utilized or this project. Design and installation of the system will be the responsibility of the landscape contractor. Irrigation meter and back-flow prevention requirements shall be coordinated with Civil L ANDSGAPE PLAN ® Engineer and governing jurisdiction 11. See this drawing for planting and landscaping details. 1" = 30'-O" Q NORTH 0- J J i9 \ Q � a 2X2 HEM FIR STAKE DRIVEN t d TO REFUSAL (24") MIN. 1/2" REINFORCED ap SECURE TO TREE WITH 2 z RUBBER H05E COLLAR ¢ ff STRANDS OF NUR5URYMEN5 v 4 TAPE. TOP OF STAKE TO N 12 6A. 6AL WIRES POINT TO PREVAILING WIND. z PLANTING PER PLAN TWIST TO TI1 GHTEN = a (SOUTHWEST) Q O� �1-2"X2" CEDAR STAKE w Q�6 w > 6" RIM BERM k5 FINISH GRADE J HOLDBACK OR 3-WAY TOPSOIL FINISH GRADES n ��, REMOVE BURLAP o Q CURB PER PLAN / z_ / (D z o REMOVE 3BOFLROOTBALL �� f / t �/ // ° �J J w FROM ASPHALT PAVING = / /� �� - ��.. ,� B8B OR CONTAINER r -- �� /�� / TOPSO I L 8 ��// ��. �/ AS SPECIFIED o Q w -------- FERTILIZER E : v 2: MIN. 24' OR EXISTING SUB6RADE ° / /��/��V// PLANTING 50IL d TOP50IL 8 Q 2 U) NATIVE SOIL 04 o 0 2X ROOTBALL _ Z / /�/�/� FERTILIZER � a REMOVE ALL OR 24" 12 FERTILIZER fl W Q V J ASPHALT IN THIS EATER OF T ROOTBALL AREA Drawing: PLAN NO TER E NO SCALE TER DETAIL DEGIIPUOUS TREE PLANTING EVER&REEN TREE PLANTIN& SHRUB PLANTING N L1 . 1 Nume� 23c-4509 CITY OF ARLINGTON J SECTION 22,TOWNSHIP 31,NORTH,RANGE 5 EAST,W.M. i SEATTLE GALVANIZING SMALL PARTS - Permit No.: PLN #1145 m �N�JJ .. F WHITE LETTERS $ 5YM50L w w m ON BLUE BACKGROUND o o N WORDED "STATE DISABLED WHITE LETTERS 8 SYMBOL Lu N F �® ® WORDED BACKGROUND > ca VAN PARKING STATE DISABLED CONTINUE S EXPANSION JOINT ¢ a PARKING PERMIT REQUIRED' ON BLUE PERMIT REQUIRED" REINF. g FILLER SIDEWALK CONSTRUCTION: 4" Q THRU JOINT CONCRETE SLAB O 1" tu W z VAN STALL ONLY LL N N LL a �� EXPANSION JOINT (E.J.) N= OLA55 'B' ASPHALT 2" DIA. GALV. POST VAN ACCESSIBLE SIGN AT ASPHALT PAVING ry ® ® PAVING F PAINT: GLOSS WHITE (1) STALL m m o N m LL w SIDEWALK z TOOL JOINT #5 CONT. N n 5 EXTRUDED GO Lu NG. CURB w yo u H m - "' < a BONDING AGENT „. o '. X X m ASPHALT PAVING _i 2 . ,. . � r � N a SHED BASE COURSE DIA. X 24' - - N DEEP GONG. FOOTING TOOL JOINT (T.-J.) `n IE - rr CRUSHED BASE _ MAX. GOORDINATENLAYOUTOWITH ARCHITECT O.C. z WAIT MOUNTED H. 6. COURSE a�o �j ASPHALT PAV I N6 ��OONORETE OURS H. G. 5 I 6N (�)5 I 6N 5 I DEWALK JO I N75 OONORETE APRON NO SCALE I" = I'-0" NO SCALE NO SCALE 1/2" = I'-0" I" = 1'-0" WIDE NEW ADA SIGN GONG. E U BARS DET. 5 DWG. A1.2 - tSIDEWALK DET y ® EA. STALL 5 DWG A1.2 C p a N �Oo >rn 0 0 9¢N N 0 0 0 M,o z O O EXTENDED SQUARE 'U' N 0 0 BIKE RACK BELSON � N Ld MODEL BIKE N W SADDLEBABACK BIKE 0 0 RACK OR EOUI0 o PLAN A1.1 KEY SITE n PLAN AI.I KEY NOTE (4)1/2"x5" g1_011 5'-0' 77, q _p ®al_011 VAN q -O' q'-0' EXPANSION ANCHORS -O.. INTERNATIONL CONCRETE SIDEWALK SYMBOL OF ACCESS PAINTED ON PAVEMENT, TYP. ADA PARK I NO STALLBIKE RAOK NO SCALE L 1/4" ry Q n J J Q U) Z N_ Z Q J 0 Q N v Z Q N w 76 J �L n > > N O Qw 02 0 w N F H n Q q Lu U) Drawing: A 1 .2 J.eN—r 23c-4509 CITY OF ARLINGTON Q SECTION 22,TOWNSHIP 31,NORTH,RANGE 5 EAST,W.M. a SEATTLE GALVANIZING SMALL PARTS - Permit No.: PLN #1145 ca �N N N � J H H H .. F f f 7 OCCUPANCY 12 13 W W 'D ' � II, FLOOR I 128 EXIT BUSINESS 2,138 5.F./150 S.F. PER OCCUPANT = 15 OCCUPANTS -� ¢ Q w rL EXIT NDUSTRIAL 24,g28 5.F./100 S.F. PER OCCUPANT = 250 OCCUPANTS L: v v CL STORAGE STORAGE q,758 S.F./300 S.F. PER OCCUPANT = 33 OCCUPANTS Cll� N N LL 1,758 S.F./300 ei -- S.F. PER FLOOR 2 w m o OCCUPANT = BUSINESS 1,462 S.F./150 S.F. PER OCCUPANT = 10 OCCUPANTS U m m cv 33 OCCUPANTS 31 w O5 w o o r, IXIT FLOOR 3 D STORAGE 1,274 S.F./300 S.F. PER OCCUPANT = 5 OCCUPANTS v a BUSINESS ® � o Q / /, o 2,138 S.F./150 TOTAL OCCUPANT LOAD FLOOR 1 2q8 OCCUPANTS w 0 r n cv S.F. PER TOTAL OCCUPANT LOAD FLOOR 2 10 OCCUPANTS 0 ® w IXIT I OCCUPANT = TOTAL OCCUPANT LOAD FLOOR 3 5 OCCUPANTS e o INDUSTRIAL 15 OCCUPANTS 24,g28 ',r TOTAL OCCUPANT LOAD 513 OCCUPANTS ° S.F./100 S.F. PER OCCUPANT = f' ,' ', ' OCCUPANCY PER FLOOR BU5INE55 m ww 250 OCCUPANTS OCCUPANCY 15T FLOOR = 15 EX I T I N6 (MEANS OF EGRESS) : `` w OCCUPANCY 2ND FLOOR = 10 f 45 OCCUPANCY 3RD FLOOR = 5 GPET COMMON PATH OF EGRESS TRAVEL DISTANCE (IBC SECTION 1006.1) RESTROOM ��I �� fi�� E Il�I NUJ FLAN OCCUPANCY TOTAL = 30 TWO EXISTS OR EXIT ACCESS DOORWAYS FROM ANY SPACE SHALL BE "I L 1/ EXIT / �' �a'.',',�'.'�',% '� ' EXIT EGRESS WIDTH: �' �� PROVIDED WHERE THE DESIGN OCCUPANT LOAD OR THE GPET EXCEEDS THE REQUIRED: VALUES LISTED IN TABLE 1006.2.1. 51 30' .I5 = 4.5" FOR OCCUPANCY 'B'b W/OUT SPRINKLER SYSTEM = 75 FT c° PROVIDED: (3) EXITS WITH 36"=108" EATD = EXIT AGGESS TRAVEL DISTANCE (IBC SECTION 1017.2) PROVIDED 108" o a 2 MIN. CORRIDOR WIDTH E&REE5 SYSTEM GSHALL HBE INEACCO DANCESWITHRTHIS SECTION. EATO F GE I L I NO S 45OL S L55END ¢ 2 PROVIDED 48" SHALL NOT EXCEED THE VALUES 61VEN IN TABLE 1011.2 a¢N N FOR OCCUPANCY 'B' W/OUT SPRINKLER SYSTEM = 200FT LED 2'X 2' PANEL/TROFFER - DIMMABLE - 21W c0 N N STAIR WIDTH: ( GEILIN6 MOUNTED ) - 2400 LUMENS - 3500K N 2 0 . REQUIRED MIN DOOR WIDTH - METALUX >N v I 30*.20 = .6" DOOR WIDTH: `�w" MAIN FLOOR OGGU PANGe� FLAN STAIRDWIIP7H 48"57AIR 252"XPROVIDED47 REQUIRED 21W -*LED22400 LUMENS/- 5500K - METALUXE 1/32" = I'-0" ® EP: (GEILIN6 MOUNTED ) (EMERGENCY LIGHT) CORRIDOR WIDTH: NORTH 515 X 0.20 = 62.6" REQUIRED 0 RECESSED GEILIN6 FAN 258" OS STAIRWAY WIDTH: OCCUPANCY SENSOR FOR LI6HTIN6 _ 313 X 0.30 = 13.1" REQUIRED 0 GEILIN6 LIGHT FIXTURE WATTS (120V-26 W) 144" PROVIDED NOTE: MAX. EGRESS DISTANCE ' PROVIDE AN EMER6ENGY POWER SUPPLY WITH FOR BUSINESS OCCUPANCY: 200' A MINIMUM DURATION OF qO MINUTES. EXIT NUMBER OF REQUIRED EXITS: 1 5I6N5 SHALL BE LIGHTED 24/1. FLUMR I NG FIXTURE ANALYSIS KEY - - 21 AATERGL05E75 FE-XI—Tl OCCUPANCY OCC. LOAD WOMEN MEN 6YP BD GEILIN6 s B 25 �qlloo 3/25 = 0.52 3/25 = 0.52El 5 38 = 0.I17 q/100 = 0.1q 1 BUSINESS r� F 250 125/100 = 1.25 125/100 = 1.25 V45EG I NTER I OR L 16HT I N& ~ 1,462 S.F./150 r 86' TOTAL 515 2 REQUIRED 2 REQUIRED FOYVF—R ALLONANGF—S* Q� S.F. PER i 2 PROVIDED 2 PROVIDED OCCUPANT = 10 - L'j EXIT STORAGE SPACE W/FT2 OCCUPANTS `____ 1,274 S.F./300 LAVATOR I ES CORRIDOR 0.41 J S.F. PER B 25 13/40 = 0.525 13/40 = 0.525 RESTROOM 0.65 OCCUPANT = 5 CQ L _ OCCUPANTS 5 38 Iq/100 = 0.I17 Iq/100 = 0.I17 *0405.4.2.2 SPACE-BY-SPACE METHOD. TABLE G405.4.2(2) G I I T T F 250 125/100 = 1.25 125/100 = 1.25 SPACE SF W/FT2 MAX. WATTAGE z RESTROOM 103 124 5F X 0.64 = 78.12 WATTS (D a TOTAL 513 2 REQUIRED 2 REQUIRED RESTROOM 104 114 5F X 0.64 = 11.52 WATTS z 2 PROVIDED 2 PROVIDED HALL 102 112 5F X 1.41 = 45.g2 WATTS N z SEGOND FLOOR OGGUPANGY PLAN THIRD FLOOR OGGUPANGY PLAN z J w J w w w r Z p Z W m J > J >N a 2 a>� > E L> Z Q m o a c w o rn 7 04 C () (n �< mo Drawing: A2.0 Nume� 23c-4509 CITY OF ARLINGTON Q SECTION 22,TOWNSHIP 31,NORTH,RANGE 5 EAST,W.M. a SEATTLE GALVANIZING SMALL PARTS - Permit No.: PLN #1145 Ca �N N N � J Q 11 12 1 2 5 4 5 6 -7 a 1 10 1 1 12 13 IdUA ~ � � D 102A ¢ Qw Q 0 h p w w W 105A 1 LL N N DEMO EXISTING - - } } - - - - } } D A WALL GAP AND Ii m REMOVE DOORS I (� p ry MAKE SAFE ALL LOADING I o THEIR ENTIRETY, HALL m m cv HALL --------- ELECTRICAL m iii DOCK PER W m v ry K WALLSALL T�'E5, 102 AND--------- __ _ STORAGE PLUMBING � i iii � F- THIS DW6. Ill p j '" �i A H o < ¢ (6 B RR 1 �� l� © p rma - - - - - - - - 1 - - - - I13A- ---- --_ _-- --_ _--- - --_ I13G --- --- - - ' 106A --�- --- ._. --- --- '-• --- --- '-• --- EXIT FE --_. ._--- ---�-._-- 1015 X IOIA EXI 3E � . OFFICE w ww as a II = FE 106 IOIG ENTRY STORAGE 1,2 FE ov � IOID 0 01 II E3 w �13D E X HALL I IOA X HALL EXIT FIT 114E 112 110 IOTA 10i3 IOgAcj - OFFICE OFFICE OFFICE + o ' E =___ ¢V I01 108 IOq PRODUCTION e _ 2 Lo co �c 114A T F,1-41 1 - - D a 2c w pp�� -T - -T- - - -T 5AWGUi GONG. SLABTND - ENLAR6ED MAIN FLOOR PLAN !! PREPARE FQR PIT FOUNDATION w IOIA SEE 5,Ib`UCT 1 RAWI G5 FOR /8" = 1'-0" 6, H„ DETAILS o n_ n NORTH ry4B ry mm i1 BA6 =i FE 11 12 13 I HODS 7- -yT, - - - - - - - - - ----- - o- o --- Mo� =------- ---------- ------------- ----- —_ EGRESS LIGHT , -- -----'' N o ABOVE DOOR 1 o � 115A FE _ _ li PE -- E - - F- E� - -OFF- --� ---- ---- ---- ---- ,P� -- a w 7bB oil F 202 OIB rr r r FL I IF" DOOR HALL 02 ----I------ - --- -- -------- FE 212 SAWGUT GON SLAB AND- ----- o OFFICE 03 PREPARE FO PIT FOUNDA ION OFF. PIGKLIN6 14'-3" rR ov 201 EGRESS LIGHT 116A SEE STRUGT� DRAWINGS Fm 203 ABOVE DOOR IIb DETAIL5 TYP.) "' x q� FE FE FF u -- -- -- - - -OF - - - - - - -—� A F 2051 HALL Q OFF. 1-11 F2_0-71 20q 13 52AIR 20'-0' 20' 0" 20'-0" 20' O" 20'-0" 20' 0" -p2O -0" 20' 0" 20'-0" 20' 0" 20'-0" 20' 0" J OFF. Oq - - - - - - CQ 07 G 1 2 � 4• 5 6 � 8 q 10 11 12 13 U) u 2A OL FE EXIT 1 1 12 13 z Ob os - -OFF 01 - - - - MAIN FLOOR PLAN 5YM50LS LEGEND N . � OFF' OFF. 204 o I/I6" = I'-0" ® xxx DOOR NUMBER. SEE DOOR SCHEDULE DWG. A3.1 Q F2061 n NORTH I PLAN ,� XXX J ROOM NUMBER. SEE FINISH SCHEDULE DWG. A3.1 SEC,ONP FLOOR PLAN EXI FE 5TOR. D WAIT TYPES �WALL TYPE. SEE THIS DRAWING. N (D Z � 02 302 ❑A Construct wall from floor to underside of © Construct wall from floor to underside of Fe 5 LB.-2A 10BC FIRE EXTINGUISHER IN m W m 1/8" = l'-O' o structure above with 4005125-IS metal studs @ ceiling above with 6005125-I8 metal studs ® RECESSED FIRE EXTINGUISHER CABINET. SEE J t STORA6E 16" o.c. with 5/S" 6WB ea. side. Finish per 16" o.c. with 5/8" 6W5 ea. side. Finish per DRAWING A 5.1 FOR MOUNTING HEIGHT. o — ¢' w ¢ NORTH 3oi m schedule. schedule. E ^ a EXIT •ILLUMINATED EXIT 5I6N W/ EMER6ENCY E6RE5S Q co o [L © nfull door opening with 4005125-15 metal �D Construct wall from floor to underside of LIGHTING m �JJ N O studs @ 16" o.c. with 5/8" 6WB ea side. finish ceiling above with 4005125-18 metal studs ® F ¢ v - - - - - - - per schedule. 16" o.c. with 5/8" 6WB finish side. Finish per 4l •ILLUMINATED DIRECTIONAL EXIT 5I6N W/ schedule. EMER6ENGY EGRESS LIGHTING Drawing: THIRD FLOOR PLAN ® 'EMERGENCY EGRESS LIGHTING A2. 1 I/Ib" = 1'-0" • PROVIDE AN EMER6ENCY POWER SUPPLY WITH „ A MINIMUM DURATION OF qo MINUTES. Nume NORTH EXIT SI6N5 SHALL BE LIGHTED 24/1. 23C-4509 CITY OF ARLINGTON a SECTION 22,TOWNSHIP 31,NORTH,RANGE 5 EAST,W.M. Q SEATTLE GALVANIZING SMALL PARTS - Permit No.: PLN #1145 m N DOOR SOHEDULE HARDWARE GROUPS DOOR NOTES FINISH SOHEDULE N � DOOR # DOOR SIZE (W X H) DOOR JAMB H.W. FIRE NOTES I 2 I. I I/2 PAIR BUTTS I. ALL HARDWARE FINI5HE5 TO BE U526D. WALLS CEILING TYPE TYPE 6ROUP RATING � I LOCK5ET 2. FURNISH DOOR STOPS AS REQUIRED AT ROOM # ROOM NAME FLOOR BASE NORTH EAST SOUTH WEST WAINSCOT GEILIN6 HEIGHT NOTES ww lu m IOIA 3'-0" X 7'-0" - - - EXI5TIN6, NOTE 4 1 PUSH PLATE ALL DOORS. 101 ENTRY - - - - - - - - EXIST. NOTE 1,2 w w I PULL HANDLE 3. PROVIDE LEVER HANDLE5 ON ALL > > ~ IOIB 3'-O" X 7'-O" - - - EXISTING, NOTE 4 102 HALL - - - - - - - - EXIST. NOTE 1,2 � I CLOSER (SIZE TO SUIT DOOR) LOCK5ET5 AND LATCH5ET5. -1 -1 w OIG NOT 3'-O" X 7'-0" - - - EXISTING 03 MENS RE5TROOM F-I B-I W-I W-1 W-1 W-1 WC-1 G-I EXIST. NOTE 1,2,3 a a w 1010 3'-O" X 7'-0.. - - - EXISTIN6, NOTE 4 I KIGKPLATE (PUSH SIDE OF DOOR) 4. ADA EXIT AND BRAE WITH TACTILE 104 WOMENS RE5TROOM F-1 B-2 W-2 W-2 W-2 W-2 WG-1 C-1 EXIST. NOTE 1,2,3 `3 `3 w LETTERS AND BRAILLE MOUNTED ON O w w W 102A 3'-0" X 7'-0" - - - EXISTIN6, NOTE 4 2. I I/2 PAIR BUTTS LATCH SIDE OF 5IN6LE DOOR OR RI6HT 105 OFFICE F-3 B-1 W-I W-I W-I W-I - - EXIST. NOTE 1,2 UL N N o 103A 3'-0" X 7'-0" A I I NOTE 5 1 LOGKSET OF R.H. DOOR AT ACTIVE DOUBLE 106 OFFICE F-3 5-1 W-I W-I W-1 W-1 - - EXIST. NOTE 1,2 m 104A 3'-0" X 7'-0" A I I NOTE 5 s� DOORS. WHERE THERE IS NO WALL SPACE 107 OFFICE F-3 B-1 W-1 W-I W-1 W-1 - - EXIST. NOTE 1,2 m m 105A 3'-O" X 7'-0" - - - EXISTIN6 JAMB TI FES ON LATCH SIDE OF SINGLE DOOR OR 108 OFFICE F-3 B-1 W-I W-I W-1 W-1 - - EXIST. NOTE 1,2 R16HT SIDE OF DOUBLE DOORS, 5I6N IObA 3'-O" X 7'-O" - - - EXISTING SHALL BE ON THE NEAREST ADJACENT IOq OFFICE F-3 5-1 W-I W-I W-1 W-1 - - EXIST. NOTE 1,2 cA } D 107A 3'-O" X 7'-O" - - - EXISTING WALL. 110 HALL F-2 5-1 W-I W-I W-1 W-1 - - EXIST. NOTE 1,2 +� o ¢ IOSA 3'-O" X ?'-O" - - - EXISTING HEADER AS EXCEPTION: DOOR MOUNTED SIGN III HALL F-2 B-1 W-I W-I W-1 W-1 - - EXIST. NOTE 1,2 C) w ry REQ'D. (DBL. WALL PER PERMITTED ON PUSH SIDE OF DOOR W/ r+ IOgA 3'-O" x 7'-O" - - - EXISTIN6 STUD AT PLAN 2 HALL F-2 B-I W-I W-I W-1 W-1 - - EXIST. NOTE 1,2 IIOA 3'-O" x 7'-01, - - - EXI5TIN6, NOTE 4 CLOSER WITHOUT HOLD OPEN DEVICE. 113 STORAGE - - - - - - - - EXIST. JAMB) RE: FIXTURE HEIGHT SCHEDULE ON IIIA 3'-0" x 7'-01, - - - EXISTING DWG. A5.1. III PRODUCTION - - - - - - - - EXIST. 112A 3'-O" x ?'-0" - - - EXISTING 5. ADA RE5TROOM 5I6NA6E MOUNTED ON 112 BA6 HOUSE - - - - - - - - EXIST. 115A 3'-0" x 7'-0" - - - EXI5TIN6, NOTE 4 DOOR PER LATCH SIDE OF DOOR. WHERE THERE IS 113 PICKLING - - - - - - - - EXIST. N 113B 3'-0" x 7'-0" - - - EXISTING SGHED. FRAME NO WALL SPACE ON LATCH SIDE OF ' 1130 3'-0" x -1'-01, - - - EXISTING, NOTE 4 DOOR, SIGN SHALL BE ON THE NEAREST 201 OFFICE F-3 B-1 W-I W-I W-1 W-1 - - EXIST. NOTE 1,2 ADJACENT WALL. 1130 3'-O" x 7'-0" - - - EXISTIN6, NOTE 4 EXCEPTION: DOOR MOUNTED SIGN 202 OFFICE F-3 B-1 W-I W-I W-1 W-1 - - EXIST. NOTE 1,2 113E 3'-0" x 7'-O" A I 2 NOTE 4 PERMITTED ON PUSH SIDE OF DOOR W/ 205 OFFICE F-3 5-1 W-I W-I W-1 W-1 - - EXIST. NOTE 1,2 114A 3'-0" x 7'-01, - - - EXISTING, NOTE 4 CLOSER WITHOUT HOLD OPEN DEVICE. 204 OFFICE F-3 5-1 W-I W-I W-1 W-1 - - EXIST. NOTE 1,2 1145 3'-0" x 7'-0" - - - EXISTING, NOTE 4 RE: FIXTURE HEIGHT SCHEDULE ON DWG. 205 OFFICE F-3 B-1 W-I W-I W-1 W-1 - - EXIST. NOTE 1,2 E II5A 3'-O" x 7'-O" - - - EXI5TIN6 A5.1. 206 OFFICE F-3 B-1 W-I W-I W-1 W-1 - - EXIST. NOTE 1,2 II6A 3'-0" x 7'-O" - - - EXISTING, NOTE 4 6. FLIP DOOR, SEE FLOOR PLAN DWG. A2.1 207 OFFICE F-3 5-1 W-I W-1 W-1 W-1 - - EXIST. NOTE 1,2 o 1166 3'-0" x 7'-01, - - - EXISTING, NOTE 4 205 OFFICE F-3 B-1 W-1 W-1 W-1 W-1 - - EXIST. NOTE 1,2 DOOR 7�FES 20q OFFICE F-3 B-I W-I W-I W-1 W-1 - - EXIST. NOTE 1,2 Q m m 2 201A 3'-0" X 7'-01. - - - EXI5TIN6, NOTE 4 a¢N N 2018 3'-0" X 7'-O" - - - EXISTING, NOTE 4 501 STORAGE - - - - - - - - EXIST. U z N N 201G 3'-O" X 7'-O" - - - EXISTING, NOTE 4,6 I/4" SAFETY 502 5TORA6E - - - - - - - - EXIST. m >N 202A 3'-O" X 7'-0" - - - EXISTIN6 a w v GLASS FINISH MATERIALS F I N I SH NOTES 203A 3'-0" X 7'-0" - - - EXI5TIN6 RELIGHT 205A 3'-0" X 7'-01, - - - EXISTING WHERE NOTED FLOOR MATERIALS WALL FINISHES 1. ALL WOOD DOORS AND FRAMES TO BE STAINED. 206A 3'-0" X 7'-0" - - - EXISTING ON SGHED. F-1 5HEE7 VINYL W-1 E66SHELL ENAMEL ALL METAL DOORS AND FRAMES TO BE PAINTED. 20-IA 3'-O" X 7'-0" - - - EXISTIN6 F-2 VINYL PLANKING W-2 5EMI-6LO55 ENAMEL 2. PAINT ALL 6WB WALLS WITHIN THIS SPACE. 206A 3'-0" X 7'-01, - - - EXISTING F-3 CARPET TILE 3. USE WATER RESISTANT 6WB AT ALL WALLS 201A 3'-0" x 7'-01, - - - EXISTING GEILIN6 WITHIN THIS SPACE AA BASE MATERIALS C-1 SEMI-GLOSS ENAMEL MAX. H 6-1 4" VINYL BASE _ 301A 3'-0" X 7'-0" - - - EXI5TIN6 INSULATEDD HOLOLLOW 5-2 COVE FLOORING b" UP WALL WAINSCOT 302A 3'-0" X 7'-O" - - - EXI5TIN6 METAL DOOR NO-1 4'-0" PLASTIC LAMINATE ALUM. EDGE TRIM ® ALL EXPOSED ED6E5 4'-b" X 3'-V MIRROR WALL FINISH SCORNER TOILET WALL FINISH CORNER PER FIN. 5,-0„ PARTITION PER FIN. SGHED. 5'-0" (n SGHED. DOOR TOILET MIRROR 3 -8 STALL DOOR PARTITION 3 -O WAIN5COT PER Q FIXTURE HE 16H7S AAIN500T PER= FIN. SGHED. 0 FIN. SGHED. ? 6RAB BAR 6 WALL - ❑' m v J z 2' 0"1'- a z BAR 3'8'-4 -0" PAPER TOWEL BASE PER I'-6" BASE PER o o w GRAB GRAB ®z ®o DISPENSER FIN.5CHED. FIN.SCHED. w BAR F a _ NORTH EAST INSULATE TOILET SOUTH WEST - w _m_x o = o P-TRAP PARTITION (D z m N MAN 1O3 �LEVAfiIONS Z Lu m = m i _ N N 1/4" = 1'-0" N WALL MOUNTED FLOOR MOUNTED FLOOR MOUNTED ACCE5515LE STANDARD WALL MOUNTED PAPER TOWEL Z Diu WATER CLOSET WATER CLOSET WATER CLOSET URINAL URINAL LAV. INSULATE DISPENSER P. LAM COUNTERTOP Q v (SIDE VIEW) P TRAP d BACK5PLA5H TOILET > co uj WALL IN 5'-0" PARTITION = CORNER WALL FINISH J w Lu PER FIN. SGHED. PER FIN. SGHED CORNERS Q 5'-0" 4'-b" X y w c o Q DOOR LL 3'-0" MIRROR Z o Z z hl i w F GRAB BAR 3'-8" c 4)7 a B.O. N F T� ro o= WAINSCOT PER o WAINSCOT PER M IRROR E J m s O REFELGTIVE *CENTER o o = z = FIN. SGHED. STALL = FIN. 5CHED. �� = a ¢' O SURFACE FIXTURE 5 =o 0 ' PAPER TOWEL N DOOR 6 r IN FRONT DISPENSER m £ Q a o OF W.G. z ¢ *MOUNT ON WALL w Lu 6D �' w INSULATE m �JJ N O a o a a LIP i LATCH SIDE OF z xQ z v N COUNTER TOP BASE PER �TFART BASE PER U U I'-6" TOILET P-TRAP - a�'o L O � w = o DOOR SEE DOOR F a z_ xQ SUPPORT FIN.SGHED. ON FIN.SGHED. �� PARTITION ~ ¢ € o m m o m o NOTES N~< � NORTH BASOUTH w m o 0 = WEST Drawing: NOMEN 104 ELEVATIONS A 3. 1 MIRROR 50AP TOILET SAN. NAPKIN FIRE RE5TROOM 5I6NA6E EXIT 516NA6E ENVIRONMENTAL DISPENSER PAPER DISPENSER EXTINGUISHER (WHITE W/ BLUE (WHITE W/ RED CONTROLS AND - /4" = 1'-O" F.O.I.C. DISPENSER F.O.I.C. CABINET BACK(vROUND) BACKGROUND) 5A17(HE5 J.bN" r 23c-4509 GENERAL 5TRUGTURAL NOTES (The following apply unless shown otherwise on the plans) GRITEMA SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE TESTING AGENCY SHALL SEND 23.NON-SHRINK GROUT SHALL BE NON-METALLIC CONFORMING TO A5TM 01107 AND BE FURNISHED BY AN APPROVED COPIES OF ALL STRUCTURAL TE571N6 AND INSPECTION REPORTS DIRECTLY TO THE OWNER,ARCHITECT,STRUCTURAL MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED I. ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,SPECIFICATIONS, ENGINEER,CONTRACTOR AND BUILDING OFFICIAL.ANY MATERIALS WHICH FAIL TO MEET PROJECT SPECIFICATIONS RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT 15 PLACED(5000 THE 2021 EDITION OF THE INTERNATIONAL BUILDING CODE(IBC). SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. P51 MINIMUM). 2. THIS 5TRU07URE DOES NOT CONFORM TO PRESENT EARTHQUAKE CODE REQUIREMENTS. IT HAS BEEN ANALYZED AND REINFORCED FOR MINIMUM MAINTENANCE IN ACCORDANCE WITH THE INTERNATIONAL EXISTING BUILDING CODE(IEBG) SECTION 503 8 CHAPTER 4 AND 15 WITHIN THE CURRENT PRACTICE FOR THE RENOVATION OF EXISTING BUILDINGS OF In, AGE AND TYPE OF CONSTRUCTION.THIS STRUCTURE HAS NOT BEEN ANALYZED OR DESIGNED FOR A COMPLETE 16. FOUNDATION NOTES: ALLOWABLE SOIL PRE55URE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE 24.EPDXY-GROUTED ITEMS(THREADED R005 OR REINFORCING BAR)INTO CONCRETE SHALL BE INSTALLED USING � SEISMIC UPGRADE. MU57 BE VERIFIED IN THE FIELD. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED,NOTIFY THE STRUCTURAL "HIT-RE 500 V3"AS MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH I.G.G.REPORT NO. i ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. E5R-3814,INCLUDING STANDARD EMBEDMENT REQUIREMENTS,U.O.N. PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED l0 3. DE516N LOADING CRITERIA FOR REVIEW WITH C.C.L OR IAPMO UE5 REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED EARTH(CONTROLLED,COMPACTED STRUCTURAL FILL OR BOTH)AT INSPECTION OF INSTALLATION 15 REQUIRED, ROOF 5NOW LOAD 25 PSF LEAST IS"BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTH5/ELEVATIONS SHOWN ON PLANS(OR IN DETAILS)ARE MINIMUM AND FOR GUIDANCE ONLY;THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY 25.EXPAN51ON BOL75 INTO CONCRETE SHALL BE"KWIK BOLT TZ"EXPANSION ANCHORS AS MANUFACTURED BY HILTI MONORAIL CRANES: LIFTING CAPACITY=2000 LB THE CONTRACTOR IN THE FIELD.UNLE55 OTHERWISE NOTED,FOOTIN65 SHALL BE CENTERED UNDER COLUMNS OR CORP.INSTALLED IN STRICT ACCORDANCE WITH C.C.L REPORT NO.E5R-1917 INCLUDING STANDARD EMBEDMENT HOIST AND TROLLY WEIGHT=500 LB WALLS ABOVE. REQUIREMENTS U.O.N. PROP05ED SUBSTITUTIONS SHALL BE SUBMITTED FOR REVIEW WITH I.G.G.OR IAPMO UE5 0 mo NUMBER OF CRANES=7 REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES.SPECIAL INSPECTION 15 REQUIRED FOR ALL MINIMUM CRANE SPACING=3 FT O.G. BAGKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE EXPAN51ON BOLT INSTALLATION. DRAINAGE. 26.50REW ANGHOR5 INTO CONCRETE SHALL BE"KWIK HU5-EZ",A5 MANUFACTURED BY HILTI,INC. INSTALL IN STRICT WIND: ANALY515 PROCEDURE:A5GE 7-16 CHAPTER 27"PART I-BUILDIN65 OF ALL HEIGHTS" THE STRUCTURAL DESIGN IS BASED ON THE FOLLOWING A55UMED VALUES: ACCORDANCE WITH C.G.L REPORT NO.E5R-3027 INCLUDING STANDARD EMBEDMENT REQUIREMENTS U.O.N. { R15K CATEGORY 11 PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED FOR REVIEW WITH I.G.G.OR IAPMO UE5 REPORTS INDICATING S 98 MPH ALLOWABLE 501L PRE55URE 1,500 P5F EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION 15 REQUIRED FOR ALL SCREW ANCHOR 0 gam` EXPOSURE"B" LATERAL EARTH PRESSURE(RESTRAINEDNNRESTRAINED) 50 PGF/35 PG INSTALLATION. 28%3 F '`� TOPOGRAPHIC FACTOR Kzt=1.0 SEISMIC SURCHARGE PRE55URE(RE5TRAINED/UNRE5TRAINED) SH P5F/6H P5F WIND BASE SHEAR,NORTH/SOUTH Vw=21 K PASSIVE SOIL PRE55URE 550 PGF � WIND BASE SHEAR,EAST/WEST Vw=81 K SOIL COEFFICIENT OF FRICTION 0.55 501L DEN5I7Y 120 PGF 27.STRUCTURAL STEEL DESIGN,FABRICATION,AND EREG71ON SHALL BE BASED ON THE LATE57 EDITIONS OF THE A.1.5.G. EARTHQUAKE: ANALYSIS PROCEDURE: IBC"EQUIVALENT LATERAL FORGE PROCEDURE" SPECIFICATIONS AND CODES: ej SEISMIC DESIGN CATEGORY(SDC)=D TH 15--IRD AVENUE RI5K CATEGORY= 11 A.Al5C-STEEL CONSTRUCTION MANUAL,IS EDITION SEAULF, B.A15C 503-16-CODE OF STANDARD PRACTICE FOR STEEL BUILDIN65 AND BRIDGES. raTrlE wAealol SEISMIC SITE CLA55=D T&206857.M IMPORTANCE FACTOR le=1.0 11. DEMOLITION: VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE G.2014 RG5G SPECIFICATION FOR 5TRUG7URAL JOIN75 U51N6 HIGH STRENGTH BOLTS. QUANTUM FAx 206-gw.3901 INSTALLED TO SUPPORT EXI5TIN6 CONSTRUCTION AS REQUIRED AND IN A MANNER 5UI7ABLE TO THE WORK "'° '°""' """"'Qmodi MAPPED MGE 55= 1.05;51=0.31 SEQUENCES. EXISTING REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. 5AW GUTTING,IF AND 28.STRUCTURAL STEEL WIDE FLANGE(W AND HT)SHAPES SHALL CONFORM TO A57M A192,Fy=50 KSI;ALL OTHER DESIGN ACCELERATION 5ds=0.84 5d1=0.48 WHERE USED,SHALL NOT GUT EXISTING REINFORCING THAT I5 TO BE SAVED. DEMOLITION DEBRIS SHALL NOT BE ROLLED SHAPES SHALL CONFORM TO A5TM A36,Fy=36 K51. STEEL PLATE SHALL CONFORM TO A5TM A36,Fy= SEISMIC RE515TING SYSTEM:ORDINARY 57EEL MOMENT FRAMES,R=5.0 ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING(INCLUDING 36 K51.STEEL PIPE SHALL CONFORM TO A5TM A53,TYPE E OR 5,GRADE B,Fy=35 KSI. STRUCTURAL TUBING E SEISMIC RESPONSE GOEFFIGIENT:Gs=0.28 DEMOLITION DEBRIS)ON EXISTING FLOOR SYSTEMS TO 40 P5F. SHALL CONFORM TO A57M A500,GRADE G,Fy=50 K51. CONNECTION BOL75 SHALL CONFORM TO ASTM A325. 5EI5MIG BASE SHEAR Vs=82 K ANCHOR BOLTS SHALL CONFORM TO A57M F1554 GRADE 36,Fy=36 K51. g SEISMIC RESISTING SYSTEM:ORDINARY CONCENTRICALLY STEEL BRACED FRAMES,R=3.25 A.ALL NEW OPENINGS THROUGH EXISTING WALLS,SLABS AND BEAMS SHALL BE ACCOMPLISHED BY 5AW GUTTING � 0 co na; SEISMIC RESPONSE COEFFICIENT:Gs=0.26 WHEREVER POSSIBLE. STRUCTURAL STEEL AND CONNECTIONS EXP05ED TO WEATHER OR EARTH SHALL BE HOT-DIPPED GALVANIZED M t SEISMIC BASE SHEAR Vs=87 K B.VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO GUTTING ANY OPENINGS. AFTER FABRICATION IN COMPLIANCE WITH ASTM AI23.GALVANIZE BOLTS AND SIMILAR THREADED FASTENERS ¢a N m C.SMALL ROUND OPENINGS SHALL BE ACCOMPL15HEP BY GORE DRILLING,IF POSSIBLE. EXPOSED TO WEATHER OR EARTH IN ACCORDANCE WITH ASTM A153.ALL FIELD WELDS EXPOSED TO WEATHER OR a Q N 4. LATERAL LOADS ARE TRANSFERRED BY THE ROOF BRACING TO THE MOMENT FRAMES AND BRACED FRAMERS. 0.WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE,REBAR DOWEL5 EPDXIED INTO THE EXISTING EARTH SHALL BE COATED WITH BRUSH APPLIED ZING RICH PAINT COMPLYING WITH ASTM A780(Z.R.G.OR U N N EQUIVALENT). N ^33 FORGES ARE BASED ON THE TRIBUTARY AREA FOR EACH FRAME AND ARE CARRIED BY THE FRAMES TO THE CONCRETE SHALL BE PROVIDED TO MATCH HORIZONTAL REINFORCING,UNLE55 OTHERWISE NOTED ON PLANS. ,p >N 3 FOUNDATION. 29.ALL A325 CONNECTION BOLTS SHALL BE INSTALLED TO THE SNUG-TIGHT CONDITION PER RC5C SPECIFICATION FOR N w 3 15. CHECK FOR DRYROT AT ALL EXTERIOR WALLS,EXISTING TOILET ROOM FLOORS AND WALLS,AREAS SHOWING STRUCTURAL XIN75 U51N6 HIGH 57RENG7H BOLTS IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLI5HED 5. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND FIRE SUPPRESSION DRAWINGS WATER STAINS,AND ALL WOOD MEMBERS IN BASEMENT AND CRAWL SPACES. ALL ROT SHALL BE REMOVED AND RECOMMENDATIONS. ALL NUTS SHALL CONFORM TO A5TM A563.ALL WASHERS SHALL CONFORM TO A5TM F436 OR FOR BIDDING AND CONSTRUCTION. GONTRAC70R SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED A5 DIRECTED BY THE STRUCTURAL ENGINEER OR A5TM F159 TYPE 525. ALL BOLT HOLES SHALL BE STANDARD 51ZE UNLE55 07HERWI5E NOTED. n AND SHALL NOTIFY ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. ARCHITECT. 6. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS,MEMBER SIZES,AND CONDITIONS PRIOR TO COMMENCING 30.ALL A307 CONNECTION BOLTS SHALL BE PROVIDED WITH LOCK WA5HER5 UNDER NUTS OR SELF-LOGKING NUTS.ALL ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES CONCRETE BOLT HOLES SHALL BE STANDARD SIZE UNLE55 OTHERWISE NOTED. ONLY AND MUST BE VERIFIED. 9. CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED AND PLACED IN ACCORDANCE WITH AGI 301. 31. ALL WELDING SHALL BE IN CONFORMANCE WITH A.1.5.G.AND A.W.S.STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS(AS DEFINED BY A.W.S.) 7. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL GON5TRUGTION TOLERANCES SHALL NOT EXCEED THOSE LISTED IN AGI 111. CONCRETE SHALL ATTAIN A 28-DAY SHALL BE USED. ALL WELDING SHALL BE PERFORMED BY WELDER5 WITH AWS/W.A.B.O. CERTIFICATION WITH THE FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. STRENGTH OF F'o=4,000 P51. MIX SHALL CONTAIN NOT LESS THAN 6-1/2 SACKS OF CEMENT PER CUBIC YARD AND U CAI SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5"OR LESS(BEFORE THE ADDITION OF ADMIXTURES).THE MATERIAL AND METHOD REQUIRED. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS,TECHNIQUES,SEQUENCES WATER/CEMENT RATIO SHALL NOT EXCEED 0.55 FOR FOOTINGS AND 0.45 FOR ALL SLABS AND EXPOSED CONCRETE 52.GOLD-FORMED STEEL FRAMING NOTES-THE FOLLOWING APPLY UNLESS 07HERWI5E SHOWN ON THE PLANS: OR PROCEDURES REQUIRED TO PERFORM THEIR WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY UNLE55 OTHERA15E NOTED.EXCEPT FOR F0071N65 AND SLAB ON GRADE,AGGREGATE 51ZE SHALL NOT EXCEED AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE 51TE 3/4" A.GOLD-FORMED 57EEL FRAMING MEMBERS SHALL BE OF THE SHAPE,SIZE,AND GAUGE 5HOWN ON THE PLANS. AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT,SUPERVISE,NOTE,CORRECT,OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES THE MINIMUM AMOUNT OF CEMENT AND THE MAXIMUM SLUMP MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX 15 ALL FRAMING MEMBERS SHALL COMPLY WITH C.C.L REPORT NO.E5R-3064P. NOTATIONS ON THE DRAWIN65, OF THE OWNER,GONTRAGTORS,OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEK5 PRIOR TO RELATING TO MEMBER TYPES AND SIZES OR MISCELLANEOUS FRAMING ITEMS,REFER TO CATALOG NUMBERS OF PLACING ANY CONCRETE. (THE W/G RATIO LIMITS STILL APPLY). THE PERFORMANCE MIX SHALL INCLUDE THE MEMBERS MANUFACTURED BY THE STEEL STUD MANUFACTURERS A55OGIA7ION(55MA).PRODUCTS BY OTHER 9. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER AMOUNTS OF CEMENT,CEMENTITIOUS MATERIAL,FINE AND COARSE AGGREGATE,WATER AND ADMIXTURES AS WELL MANUFACTURERS MAY BE SUBSTITUTED FOR FRAMING SHOWN,PROVIDED THEY ARE EQUIVALENT IN SHAPE,SIZE, FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWIN65 ONLY WILL NOT AS THE WATER CEMENT RATIO,SLUMP,CONCRETE YIELD AND 5UBSTANTIA7IN6 5TREN6TH DATA IN ACCORDANCE STIFFNESS,AND STRENGTH. ALTERNATE FRAMING SHALL BE SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER SATISFY THIS REQUIREMENT. WITH AGI 301.CHEMICAL ADMIXTURES AND FLY ASH SHALL CONFORM TO A5TM C494 AND C618 RESPECTIVELY.FLY PRIOR TO FABRICATION. ALL GOLD-FORMED STEEL FRAMING SHALL CONFORM TO THE A.I.S.I."SPECIFICATION 10. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT ASH PERCENTAGE OF TOTAL CEMENTITIOUS MATERIAL SHALL NOT EXCEED 20%.THE USE OF A PERFORMANCE MIX FOR THE DESIGN OF GOLD-FORMED STEEL STRUCTURAL MEMBERS." SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF REQUIRES BATCH PLANT INSPECTION,THE COST OF WHIGH SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL B.MATERIAL: ENGINEER. WHERE INFORMATION ON THE DRAWINGS 15 IN CONFLICT WITH THE SPECIFICATIONS,THE MORE STRINGENT CONFORMS GENERALLY TO CONTRACT DOCUMENTS. CONTRACTOR MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED METAL FRAMING SHALL BE GALVANIZED UNLE55 OTHERWISE NOTED,CONFORMING AS FOLLOWS: SHALL APPLY,SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. DO NOT PERFORMANCE. SCALE THE DRAWINGS. ALL CONCRETE WITH 5URFAGE5 EXPOSED TO 57ANDIN6 WATER SHALL BE AIR-ENTRAINED WITH AN AIR-ENTRAINING A5TM A655 55 GRADE 50,GLASS I OR 3 Fy=50 K51 IIB,97,68,AND 54 MIL AGENT CONFORMING TO ASTM C260. TOTAL AIR CONTENT FOR FR05T-RE5ISTANT CONCRETE SHALL BE IN A5TM A653 55 GRADE 33 Fy=33 K51 43 AND 33 MIL LL 11. ALL STRUCTURAL 5Y5TEM5 WHICH ARE COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE 5UPERV15ED BY THE ACCORDANCE WITH AGI 318-P TABLE M.3.3.1. ALL CONCRETE TO RECEIVE A STEEL TROWELED FINISH SHALL NOT BE 0 SUPPLIER DURING MANUFACTURING,DELIVERY,HANDLING,STORAGE AND ERECTION IN ACCORDANCE WITH AIR-ENTRAINED. C.WELDING OF GOLD-FORMED METAL FRAMING SHALL CONFORM TO AWS DI.3 AND SHALL BE PERFORMED BY INSTRUCTIONS PREPARED BY THE SUPPLIER. WELDER5 QUALIFIED TO PRODUCE THE SPECIFIED CLA55E5 OF WELD. p W 20.REINFORCING STEEL SHALL CONFORM TO A5TM A615(INCLUDING SUPPLEMENT 51),GRADE 60,f 60,000 P51. " ¢ w 2. SHOP DRAWINGS FOR REINFORCING STEEL,STRUCTURAL STEEL,AND FIRE SUPPRESSION SYSTEMS SHALL BE y O W w O SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. GRADE 60 REINFORCING STEEL INDICATED ON DRAWIN65 TO BE WELDED SHALL CONFORM TO A5TM A706. z W _ REINFORCING STEEL COMPLYING WITH ASTM A615(51)MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS o F z 3. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD,AND INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.5.01.4 ARE SUBMITTED. m Z z N THEREFORE MU57 BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWIN65 PRIOR 0 w O 5 AN I H A W AN R N AN H N A HA N R INF R 1 2. REINFORCING STEEL SHALL BE DETAILED(INCLUDING HOOKS D BEDS)IN ACCORDANCE ITG 515 D 18, TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW 0RAWIN65 FOR CONFORMANCE WITH THE z MEANS,METHODS,TECHNIQUES,SEQUENCES AND OPERATIONS OF CONSTRUCTION,AND ALL SAFETY PRECAUTIONS AND LAP ALL REINFORGEMEN75 IN ACCORDANCE WITH"THE REINFORCING SPLICE AND DEVELOPMENT LENGTH 50HEDULE." F ^ > PROGRAMS INCIDENTAL THERETO. PROVIDE CORNER BARS AT ALL WALL AND F0071NG INTERSECTIONS. V Q Z 14. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURP05E OF SHOP SHALL BE FIELD BENT UNLESS SPEGIFIGALLY 50 NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE ? Z cc 0 DRAWING SUBMITTALS BY THE CONTRACTOR 15 TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER,NO REINFORCING BARS SHALL BE"WET-5ET"INTO THE c z w 3 UNDERSTANDS THE DESIGN CONCEPT,BY INDICATING WHIGH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED CONCRETE. z Nr w AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS,DISCREPANCIES,OR a CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR 22.CONCRETE PROTECTION(COVER)FOR REINFORCING 57EEL SHALL BE AS FOLLOW5: TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER,THE DESIGN DRAWIN65 AND Drawing: SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST EARTH 3" w FORMED SURFACES EXPOSED TO EARTH(i.e.WALLS BELOW GROUND)OR WEATHER 2" S 1 0 15. SPECIAL INSPECTION: CONCRETE CONSTRUCTION AND STRUCTURAL STEEL FABRICATION AND ERECTION(INCLUDING SLABS AND WALLS(INTERIOR FACE) 2" FIELD WELDING AND HIGH-STRENGTH FIELD BOLTING),EXPANSION 5OL75,5CREW ANCHORS,AND EPDXY GROUTED INSTALLATIONS SHALL BE 5UPERV15ED IN ACCORDANCE WITH IBC SECTIONS 1704$ 1105 AND THE PROJECT pN"mom, 23137.02 ABBREVIATIONS ABBIRZAAWNS At L Angle d Penny(Nails) LB. Pound Diameter LL Live Load Degrees LLH Long Leg Horizontal Pounds LLV Long Leg Vertical #... Number LON6IT. Longitudinal LT.AT. Lightweight (A) Above w A.B. Anchor Bolt MAX. Maximum In ADD'L Additional ME(H. Mechanical ~ L ALT. Alternate MEZZ. Mezzanine O w APPROX. Approximate MF Moment Frame 0- ARCH. Architect MFR. Manufacturer A.5.0. Allowable Stress Design MIN. Minimum MI5C. Miscellaneous ry (6) Below MK. Mark (D o B/ Bottom of cB BF Braced Frame (N) New 0 0 BLK6. Blocking N. North 13LD6. Building N.5. Near Side SM. Beam NOM. Nominal K BOT. Bottom NT5 Not to Scale mow, BR6. Bearing ti 1 STWN. Between O.G. On Center O.D. Outside Diameter GL 8 or(L Centerline O.F. Outside Face `�0, L � ' �ace"1 G Camber O.H. Overhang Iorat GIP Gast In Place OPN6. Opening G.J. Construction Joint or Control Joint OFF. Opposite GJP Complete Joint Penetration ej CL6. Ceiling PAF Powder Actuated Fastener CLR. Clear PG PrecastGMU Concrete Masonry Unit PERM. PermanentuAVENUECOL. Column PERP. Perpendicular � i��WA798�101 GONG. Concrete PJP Partial Joint Penetration QUANTUM FAx 20essz3901 GONN. Connections PL or T Plate "°"'°°`°°'"°' `"'"'gwnti"`°'°"" GON5T. Construction PLF Pounds per linear Foot GONT. Continuous PLYWD Plywood G5K. Countersink PREFAB. Prefabricated E 115F Pounds per Square Foot R DBA Deformed Bar Anchor 1151 Pounds per Square Inch DEL. Double F.T.or PT Post-Tensioning W c o n a DEG. Degree P/T Pressure-Treated L OF Doug Fir-Larch ¢'rn DIA. Diameter RAD. Radius a¢`�N OAS. Diagonal REF. Reference 0�N N 01APH. Diaphragm REINF. Reinforce or Reinforcement a ❑i DIM. Dimension REGO. Required N w' ON. Down REV. Revise DO Ditto R.O. Rough Opening OTL. Detail DTP Double Top Plate 5. South DWG. Drawing SGH.or SGHED. Schedule SECT. Section (E) Existing SHT. Sheet � E. East SIM. Similar EA. Each 506 Slab On Grade E.F. Each Face SPEPE C. Specification EL. Elevation 50. Square ELEV. Elevator 50.FT. Square Feet EMBED. Embedment Length 50.IN. Square Inch(es) EN6R. Engineer 5PF Spruce-Pine-Fir EO. Equal 5.5. Stainless Steel E.W. Each Way 570. Standard EXP. Expansion STIFF. Stiffener EXT. Exterior 57L. Steel 5TR. Structural PON. Foundation SUB. Substitute FIN. Finish 5YM. Symmetrical FLR. Floor FRP Fiber Reinforced Polymer T/ Top of F.S. Far Side T85 Top and Bottom FT. Foot or Feet T86 Tongue 8 Groove FT(,. Footing TEMP. Temporary THRU Through 6A. Gauge T.O.G. Top of Concrete 6ALV. Galvanized T.C.5. Top of Steel _ 6L Glue Laminated T.O.W. Top of Wall L.L 6WB Gypsum Wa11 Board TRANS. Transverse O T5 Tube Steel 0 HD6 Hot Dipped Galvanized TYP. Typical HDR. Header U) HF Hem Fir U.O.N. Unless Otherwise Noted c7 w w H&R. Hanger o r HORIZ. Horizontal VERT. Vertical H55 Hollow Structural Section VIF Verify in Field m Z z N HT. Height ¢ W oNo W. West W¢ cn I.D. Inside Diameter W/or w/ With 0 I.F. Inside Face W.H.5. Welded Headed Stud IN. Inch W/0 Without z Z F O 1,11 INFO. Information W.P. Work Point J cc 0 W INT. Interior W.T.S. Welded Threaded Stud w N J m WWF Welded Wire Fabric 2 Q 2¢ m m¢ JT. Joint X SECT. Gross Section K Kips X-5TR Extra Strong Drawing: K5F Kips per Square Foot XX-5TR Double Extra Strong w w K51 Kips per Square Inch I I 23137.02 2 3 4 5 6 I S 9 10 12 3 240'-0' 20"0' 20'0' 20"0' 20"0" 20"0' 20-_0• 20'-0" 20'-0" 20'-0' 20'0' 20"0' 20"0" I I I I I I I I I I I I I ^Vi h hV ^Vi ^Vi hV hV ^Vi ^Vi h hV U N F — _—_= --=c-- _—_= --=c-- —_= --=c-- (E)ROD/CABL LL 0_ BRACING TYP REPAIR DR REPLACE DAM ED BRAGIN6 IN-KI N 0 O o I I I I I I I I I I I 0 v u u —u_ V u . — V u u u 'FIO2N SW 35O0 _ wuAnoRPLul et9 uL8 cv I I I I I I I I 1. ALL DIMENSIONS AND ELEVATIONS ON THEI j 5TRXTURAL ANS ARE FOR GENERAL INFORMATION ONLY AND SHALL BE VERIFIED BY --THIR AVENUE THE CONTRACTOR WITH THE ARCHITECTURAL, SEATRE,WA98101 MECHANICAL,ELECTRICAL,AND 11ANUFAGTURERS TEL p0g�,3900 DRAWINGS BEFORE CONSTRUCTION BEGINS. ANY QUANTUM FAX zas.95z�o1 (FJ ROD/0 DI5GREPANCIE5 SHALL BE BROUGHT TO THE a., xww.gmntunce.aan ATTENTION D — — PnnrlN6 Ty?. — — — — _ _ — — — — — — — / IM EDIATE OF THE ARCHITECT AND ENGINEER REPAIR OR BIDDER-DE5I6NED REPLACE DAM FOUNDATION AT (E)CONC.SLAB- 2. ALL EXISTING INFORMATION 15 ASSUMED AND BRACING IN-KI JIB CRANES ON-GRADE,TYP. SHALL BE FIELD VERIFIED. ANY DISCREPANCIES � SHALL BE ANDBROUGHTEN TO THE ATTENTION THE CHIMNEY PER ARCH. FFICE TO ARCHITECT AND ENGINEER IMMEDIATELY.. N� I/52.Ob AIN io CHIMNEY PER ARCH. 3. FOR IKN G STRUCTURAL ENERAL NOTES AND ABBREVIATIONS SEE SHEETS 51.0 TO 51.1. 0 o W tv Fv EA&HOUSE F2.5 F2.5 __ __ __ __ __ __ __ _ __ 4. FOR PIT FOUNDATION PLAN SEE 5HEE7 52.0b. Q N�N COL.PER MFR. , r ri— r y N co EACH CORNER 5. FOR REPAIR DETAILS SEE SHEET 53.0. FOR o co LCONCRETE FOUNDATION DETAIL SEE SHEET 53.1. N N N N N W F2.5 F2.5 G F4.0 51M. `�k I INDICATES COLUMN,SIZE GALLED OUT AT BOTTOM OF COLUMN U �I BAG HOUSE Fxx INDICATES SPREAD FOOTING. ARCH.(12 KI Q 6 O SEE q/53.I FOR SCHEDULE 51 0 YP. 12/53.0 _, _ _ _ — .. _ __ —__—__—__— _—__ ❑ BAY REINFORCE(E)CENTER COLUMN PER 10/53.0 0 II tI ry iF EJ ROD/GABLE BRACIN6 TYP. REPAIR OR REPLACE DAMAGED BRACING IN-KIND o o v L 1 2520b1 BR ROD/GAB BR L ACING TYP. REPAIR OR REPLACE DAM ED BRACING IN-KIlQ LL A - O 1-111N hN N N hryu `v ryu 0 LL N N LL O1 W W Z � 2 r o � s Z ° m OZ N W Z o L W Q J >2� a O Z =Z O Z F0 � M J m~U'Z -Z W o 3 W N J Q �Q `00 4 FOUNDATION PLAN Drawing: 5GALE:3/32"= I'-O" C 2.O a v e N"mom,. 23137.02 10"CONCRETE 21'-4" SLAB-ON-GRADE,w/ #5® IV'O.G.T8 S,E.W. 12/53.1 51M. r— ------------------------------——————————— —1 I I - --- ----- 0 1-------- ------^-i I SwA CONCRETE SIM. I 1F- -- r` T-O' I F B-ON-GRADE, w 2/53.1 I I2/55.1 I #5 @ Ib"O.C. MID-DEPTH E.W. FOLMATION PLAN NOTES: O I 5'-4" I I N CORNER AND I. ALL DIMENSIONS AND ELEVATIONS ON THE STRUCTURAL PLANS ARE FOR LL ow I ___9___ I INTERSECTION REINF. GENERAL INFORMATION ONLY AND SHALL BE VERIFIED BY THE I I --------------- PER 2/55.1,TYP. f - — — — — - MANUFACTURERSARCHITECTURAL,CONTRACTOR Y41TH THE MECHANICAL,ELECTRICAL,AND DRAWINGS BEFORE CONSTRUCTION BE6 SAGN ry I I I I I __ __� DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT N o F i F------- --1 i AND ENGINEER IMMEDIATELY. cu m -- - o -4 1 3' " 3-6 2. FOR STRUCTURAL GENERAL NOTES AND ABBREVIATIONS SEE SHEETS SL0 I I = I I ^ AND 51.1. I I 1 12A53.1 I L__-- -p-- --� 12/53.1 I I I m I 3. FOR TYPICAL CONCRETE FOUNDATION DETAILS SEE SHEET 53.1. I I 51M. I I I m 4. SLAB-ON-GRADE SHALL BE CONCRETE REINFORCED AS NOTED ON PLANS. I2/55.I , T'I� ^ N SEE ARCHITECTURAL DRAWIN65 FOR ADDITIONAL INFORMATION REGARDING ----------J I SIM. 2 b SUB-GRADE MOISTURE BARRIER AND ELEVATIONS,ETC. zevss g 12"GONG.WALL I I � I 12/53.1 S"GONG.WALL w/ o�s�IOIv�1�� w/#5® 14"O.G. L-9------ —————— I #5 @ 12"O.G.E.W. E.W.,E.F. I `IA ' I CENTERED,TYP. I I I I ^EU 5"GONG.WALL w/ 2/53.1 , 15ATrLF,DAVENUE I I I I o #5®12"O.G.E.W. I2/55.I I 5-(� 5 yO I r CENTERED,TYP. ` sEA�rr waeaLOL ICY NOTES TEL 206sa�.M v I I CORNER AND INDICATES FOOTING .,•..:.....:..... FAw M_W.39 oL INTERSECTION #5 a�m, . L @ 14"O.G.ADDL CORNER 2531 TYP. 04�: I a REINF.AT OUT5IDE FACE.SEE 2/53.1 INDICATES CONCRETE FOUNDATION WALL _-g FOR TYPICAL CORNER REINF. E 3"GONG.WALL w/ #5 0 12"O.G.E.W. NQL€ y b'-2" 4'-6" 11'-4" CENTERED,TYP. SEE 3/552.Ob FOR PLAN coo NOTES AND LEGEND >ro t OR 12 T>¢>N N O> N IS U 2 N N BAC7 HOUSE PITS FOUNDATION PLAN SCALE:I/4'=I'-0^ PLAN NOTES AND LE6END SCALE:NONE 3 co >CAN W 10"CONCRETE SLAB- ON-GRADE,w/ #5 0 Ib"O.G.TBB,E.W. ------------------------- -------------------------- -- -- -- 12/53.1 ------------------------ -----------r-- I ICT r— —1 r-------m-- -- ———————— -------- ——————— —1 r--- --T ----1 I I I I I I I I I I I I I I I I I I ^I I I I I I I I N I I I I I I I I p l I I I I I I I I I ^ I I I I I I I I 10/53.1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12/53.1 I I I I I I I I I I I 112/53.1 � IZ CORNER AND I INTERSECTION I - I p REINF.PER L- -- --- ----------- ---------- ---- - ----- 2/53.1,TYP. t-------------------- �-- � w w z x 12/53.1, S"GONG.WALL #5® 12"O.G.E.W. Z O CENTERED,TYR O w o ¢ ^^ Z rn Z ff S"GONG.WALL w/#5 j V ¢Z a 29'-3" 0'-II" @ I2"O.G.E.W.,TYP. z Z F o w J �z cQQ� W N J 3 49'S" ¢ Q ro¢ m w a HIM. - SEE 5/552.06 FOR PLAN NOTES AND LEGEND Drawing: S2.Ob v PIMIN6 PIT FOUNDATION PLAN SCALE:va'=1'-0" 2 DETAIL WALE:1 4 —"m„.,. 23137.02 2 3 4 5 6 I S 9 10 12 3 240E-O' 20"0' 20'0' 20"0' 20'-O" 20"0' 20'-0' 20'-0' 20'-0" 20'0" 20'0' 20"0' 20"0" I I I I I I I I I I I I I S (F)CRANE 0 CRANE 0 CRANE (E)CRANE (F)CRANE 0 CRANE 0 CRANE 0 CRANE (E)CRANE (E)CRANE (E)CRANE (E)CRANE W-RAFTER W-RAFTER W-RAFTER W-RAFTER W-RAFTER W-RAFTER W-RAFTER W-RAFTER W-RAFTER W-RAFTE-R W-RAFTER W-RAFTER N — (E)2G RAFTER (E)2G RAFTER (E)2G RAFTER (E)2G RAFTER (E)2C RAFTER 0 2G RAFTER (E)2G RAFTER (E)2C.RAFTER (E)2G RAFTER 0 2G RAFTER 0 20 RAFTER (E)2C.RAFTERLLI � L � I..L. � N P2 P2 P2 P2 P2 P2 P2 P2 TYP. TYP. P2 P2 P2 P2 � O S S S S S S S S S S S S PI Q O TF�2 I P2 I P2 I P2 I P2 I P2 I P2 I P2 I P2 I P2 I P2 I P2 I P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 12 I I 1 1 I I 1 1 I I 1 1 I I 1 1 I I I 1 I I 1 1 K• P2 P2 P2 P2 P2 P2 P2 F2 P2 P2 F2 F2 9 Pp 8963 mot - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - s�ti E — — P3 s��oxAt� P3 2 TYP. TYP. 2. 2 1511 THIRD AVENUE i (E)ROD/CABLE SUITE323 BRACING REPAIR OR SFATLE,WA98101 REPLACE DAMAGED TEL 2DGL' rc rc Q BRACING IN-KIND UANTUM FAX 206957.3901 . . . . xww.4uarlWmce.can — — �L ROOF FRAMING PLAN NOTES, 1. ALL DIMENSIONS AND ELEVATION5 ON THE STRUCTURAL E P3 PLAN5 ARE FOR GENERAL INFORMATION ONLY AND gj iI SHALL BE VERIFIED BY THE CONTRACTOR WITH THE ARCHITECTURAL,MECHANICAL,ELECTRICAL,AND P3 MANUFACTURER'5 DRAWINGS BEFORE CON-TRUCTION i� BEGINS.ANY 015GREPANGIES SHALL BE BROUGHT TO THE 0 0 ATTENTION OF THE ARCHITECT AND ENGINEER Q IMMEDIATELY. Q N N i� 2. ALL EXISTING INFORMATION IS ASSUMED AND SHALL BE p 2i� 1 FIELD VERIFIED. ANY DISCREPANCIES SHALL BE U N N CHIMNEY V 4 I BROUGHT 70 THE ATTENTION OF THE ARCHITECT AND N i PER ARCH.: i i PER gPZH ENGINEER IMMEDIATELY. 4p j p3'` N W v hI I ; 3. FOR-T2UGTIRAL GENERAL NOTES AND ABBREVIATION5 SEE SHEETS 51.0 TO 51.1. 2/53.0 (� — . . — . — . i —. . 2/53 O . — — — — — — 4. FOR DETAILS SEE SHEET 53.0. i ___ _ _ —__—__— _ _____— _ _ ___—__— _— 5. MAINLINES -- - ------- - - — -- -� -- ---- -� y NO MORE THAN(2)6"4 PIPE x 240E LONG �L- / A/ MAY BE INSTALLED IN THE BUILDING. 7 ' 4 �I 2"4 PIPE MAX SPRINKLER BRANCH LINE LOCATION GRID 14 E-P.HANG SPRINKLER LINE FROM EACH P-2 FUR _ ��• — — — — — — — — — — — — — — — — — — — — PURLIN(-PAGING VARIES) B — — — W BEAPrCT - - —1— — — y — — —1— — — y — — — — — — j — — [2 2"b PIPE MAX SPRINKLER BRANCH LINE LOCATION GRID B-E.HANG SPRINKLER FROM EACH P-3 PURLIN(d- 9 9 b 6 6 6 5-O OGJ 6 ® VIP FIFE MAX SPRINKLER MAIN LINE LOCATION.HANG SPRINKLER LINE FROM(E)CRANE A-RAFTER ONLY. P2 P2 P2 P2 •__ __�_P�__ DO NOT HANG FROM(E)2C RAFTER OR(E)WRLINS. I I I I I I I I I I I I SEE PLAN NOTE 5 I I I I I I I I I I I I ® b"9 PIPE MAX SPRINKLER MAIN LINE LOCATION.HANG P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 SPRINKLER LINE FROM(E)W-RAFTER ONLY.DO HANG FROM FROM(E)PURLIN-.SEE PLAN NOTE 5 P2 I P2 I ;2. P2 I P2 I P2 I P2 I P2 I P2 I P2 I P2 I P2 I S S S S S S S S S S S S PI ❑S BLOGKING PER 4/53.0 AT P2 MID-SPAN I I 1 1 I I 1 1 I I 1 1 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 © BIDDER-DESIGNED CRANE RAIL(30 PLF MAX) o Q I I I I I I I I I I I I oa A — O (F)2G RAFTER (P)2G RAFTER (E)2C RAFTER (FJ 2G RAFTER (FJ 2G RAFTER (P)2G RAFTER (E)2C RAFTER (F)26 RAFTER (F)2G RAFTER (P)2G RAFTER (E)2C RAFTER (E)26 RAFTER NN � L.L H- Z CRANE PJ CRANE E CRANE E CRANE FJ CRANE PJ CRANE (E)CRANE (E)CRANE (E)CRANE 0 CRANE (E)CRANE (E)CRANE O U N-RAFTER W-RAFTER A-RAFTER N-RAFTER W-RAFTER W-RAFTER A-RAFTER W-RAFTER W-RAFTER W-RAFTER A-RAFTER W-RAFTER Z ui 2 INDICATES RAFTER FLANGE BRACE PER 5/53.0 O QO Z ZN Z W 2)� g a � HWa ww w GCI�Lte z a Z Z J Z.MARK SIZE NOTE- Z ` F O LL 3 NOT HANG SPRINKLERS Z I..L 04 J O PI BZIb (E)ROOF PURLIN,DO O Z t1 FROM PI PJRLINS Q Q ro Q m K P2 BZIb (E)CRANE A-RAFTER PURLIN,HANG ROOF FRAMING PLAN SPRINKLER BRANCH LINES PER PLAN AND KEY NOTE Drawing:^. '1 J 50ALE:3/32"= '-O° P3 8ZI6 (E)A-RAFTER FURLIN,HANG `' / SPRINKLER BRANCH LINES PER J I PLAN AND KEY NOTE 2 ve ra„mee,. 23137.02 I h, 6 h, I 2 IE V w/(2)%"0 EPDXY BENT R 3"x8"x ANCHORS,6"EMBED. CHIMNEY PER ARCH. (E)Z-PURLIN 54 MIL.x 0'-5"w/ EACH 51DE PER PLAN (4)#10 5GREW5 FLASHING PER ARCH, EACH LEG,TYP. + #12 ROOF 50REW5 8005162-54 b"O.G.ROOF DECK TO FRAMING 8 BLK6. 53.0� CHIMNEY PER ARCH (E)ROOF DECK (E)ROOF DECK (E)BASE R w/(2) N (ORIENTATION TYR ANCHOR BOLTS VARIES) a < O ut SECTION A ++i LL 1/55.0 + +PER +CHIMNEY (E)Z-PURLIN :� ATTACHMENT ARCH.,TY8005162-54 (E)COL. (6PER ARCH. DIAGONAL 6005162-54 BLK6., BLK6.,TYP. A (E)FDN. LOCATION PER PLAN Lf 7 CHANNEL PER 2/53.0 8005162-54 L2x2x54 MIL x 0'-5" K, ANGLE w/(4)#10 56REW5 p �wAay �p� (E)Z-PURLIN II II I I p q PER LEG EACH END > PER PLAN NOTE. u ITI u DO HE DRILL THRU 0, ze' EXISTING REINF. s�10raL TYPICAL CHIMNEY FRAMING DECK COWEC11ON SCALE:NONE TYPICAL CHIMNEY OPENING SCALE:NONE 2 TYPICAL 2 ANCHOR BOLT BASE PLATE RETROFIT SCALE:NONE 3 Z-PURLIN BRACING SCALE:NONE 4 , (E),RAFTER j ---IRD AVENUE S SEAULF,ATfLE,WA 98301 (E)STIFF.R Na" QUANTUM A �� <...,,., .gmrm,— REINF.R TO WEB 8 (E)COL.8(N)COL. E (2)%B'�A301 BOLTS x� (E)Z-PURLIN STIFF R PER PLAN 3„ (E)END IE Na" c n TMIN COL.PER 12/53.0 m N BOLTS PER 12/53.0 2 cREINF.R U ^NTOENDI v m >NN WL3x3xV4 FLANGE BRACE 3 (E)GAP FL' %4"w/ (E)COL.PER PLANTH UB A325THRU BOLTS � (E)RAFTER PER PLAN TEMPORARY SHORE RAFTER DURING REPAIR fEYa'x5"x0'-5"w/ N (E)RAFTER VO A301 BOLT PER PLAN REINF.PL%"x5" (E)HAUNCH CONNECTION _ SIDEGR.50 EACH SIDE OF WEB (E)FLANGE (E)BOLT,TYP. CT FE 3/b"X8" + (E)COLUMN PER PLAN. FLANGE R a D15A55EMBLE A5 REINF.I 3/e'xl0" REQUIRED TO INSTALL TYPICAL FLANGE BRACE SCALE:NONE 5 A5f2,6R.50 (E)WEB IE S/Ib" REPAIR COLUMN SCALE:NONE (N)COL.REA55EMBLE (E)COL. K NEW A325 BOLTS, MATCH(E)BOLT (E)CRANE o DIAMETER. BRACKET — 1/53.0 I0000250-54 (CRANE BEAM NOT (10)3/4°0 A325-N BOLTS GJP,TYP. SHOWN) 2 AT FLANGE TYP. (E)Z-GIRT.DETACH R SPLICE FROM(E)COLUMN FOR (N)COL.INSTALLATION m AND REATTACH AFTER GJP,TYP. 2" REPAIR 15 COMPLETE LL i4 V —� NP' _ z WI2x26 O 21 (E)STIFF Ff ¢ p LL 'W'W U W 1/4 2-12 TYP.,FLANGE Z _ 2 12 R TO IN51DE 4 FLANGE m Z z N TYR,FLANGE i4 4-12 N ° 53.0 (E)FDN. ¢ � �� R TO OUT5IDE Z " %4 4-12 2 BASE R 3/a"w/ F �~n W FLANGE TYP. (4)%4"1'EPDXY v ANCHORS, Z EMBED b p z P.- cn .fl II II II II J m U' � luJ uJ Z ,-i b W II II II II Q Q Q m W II II IIII II - a (u) I (u) (E)BASE R,RETROFIT �6 ANCHORAGE PER 3/53.0 Drawing: S3.0 v DETAIL SCALE:NONE G� TYPICAL COLUMN REINFORCEMENT SCALE:NONE 110 REPAIR COLUMN BASE PLATE SCALE:NONE I I GUT COLUMN REPAIR SCALE:NONE I L p N"m„,. 23137.02 REINFORCING SPLICE AND ti DEVELOPMENT LENGTH 50HEOULE PROVIDE (FOR GRADE 60,UNCOATED BARS,NORMAL WEIGHT CONCRETE) CORNER BARS TO STD.HOOK AT CORNER BAR5 TO CORNER BARS TO CORNER BARS TO MATCH EXTERIOR END OF INSIDE MATCH CROSS WALL MATCH HORIZ.REINF. MATCH GROSS WALL z HORIZ.REINF. HORIZ.REINF. HORIZ.REINF. HORIZ.REINF. o (ALTERNATE HOOK O z DIRECTION) Ory MINIMUM 5TRAI6HT DEVELOPMENT LENGTH FOR BARS IN TENSION(Ld) 6 f'c=3000 1-51 In Ory ADDITIONAL ADDITIONAL BAR VERT.BAR5 TYP.CORNER VERT.BAR5 SIZE ALL BARS 0 � BAR: Lb a #3 I6" BAR OFFSET #4 22" ory #5 21" CROSS WALL GR055 WALL #6 45„ N o 2d U.O.N. #8 55" cu m 0 O END BAR LI w I80°HOOK. HOOK MAY BE 5KEWED TO MAINTAIN COVER 02=bd FOR#3 TO#8 K• 8j DOUBLE CURTAIN SINGLE CURTAIN tiOea .4 SEE SCHEDULE FOR MINIMUM LAP SPLICE LENGTH FOR BARS IN TENSION (Lb) SPLICES#DEVELOPMENT '`�oevss gem` LENGTHS PLAN VIEW f'c=5000 P51 Ass�Io s" ti BAR SIZE ALL 5AR5 TYPICAL CORNER AND WALL END BAR ARRANGEMENT AT CONCRETE WALLS OR FOOTIN65 SCALE NONE 2 TYPICAL REBAR BENDS SCALE:NONE 3 #3 21" , #4 28" #5 56" ---IRD AVENUE #6 45" Si SEAULF,ATfLE,WA 98301 %8"x 1/2"PREMOLDED rEL zayss�.�Do CONT.MASTIC JOINT STRIP. COL.PER MFR. COL.$ FT6. #8 TI" QUANTU M rAx 2mntu 3901 (JOINT MAY BE 5AW-GUT (4)%"m EXPAN51ON AT GONTRAG7OR'5 OPTION.) BASE T PER MFR. ANCHORS PER GENERAL #4 DOWELS NOTES,5"EMBED E a° a k 18"O.G.E.W., NON-SHRINK 6ROUT PER °' m PROVIDE CONTROL OR DRILL 8 EPDXY GENERAL NOTES CON5TRUCTION JOINTS TO MINIMUM EMBEDMENT LENGTHS Q BREAK UP SLAB-ON-GRADE (E)SLAB- (THICKNESS PER MFR.) FOR STANDARD END HOOKS (Ldh) N t FfIFFEEFT CONTROL JOINT INTO SQUARE OR RECTAN6ULAR ON-GRADE 4" f'c=5000 P51 a° � 2 AREAS.THE RATIO OF LONG TO7 TYP BAR o �ao SECOND POUR FIR57 POUR SHORT SIDE DIMENSION SHALL SIZE cq ALL BARS a��. SLAB THICKNESS KEYED JOINT NOT EXCEED 1.5.NO ACUTE _ c N ANGLES.MAXIMUM JOINT - = Q #3 6" w W AND REINFORCING K w SPACING SHALL NOT EXCEED 36 0 �^ "" 0 d w x #4 8" PER PLAN(TYP.) CONTINUE REINF. TIMES THE SLAB-ON-GRADE O o Q w N #5 10" THRU JOINT FTHICKNESS. CONTRACTOR #6 2" SHALL SUBMIT JOINT LAYOUT FOOTING TO I # 3" PLAN TO ARCHITECT BEAR DIRECTLY Ce 8 FOR APPROVAL. ON SUITABLE BEARING 501LS 1'-0"MIN. ® LAP _ �_ Lb PER PLASTIC VAPOR BARRIER AND WIDTH PER SCHEDULE SCHEDULE GOMPAGTED GRANULAR FILL tom: (WHERE OCCURS) CHIMNEY AND ANCHORA6E PER CONSTRUCTION JOINT ARCH.AT SIM.(NO COLUMN AT 51M.) TYPICAL SLAB-ON-GRADE JOINTS SCALE:NONE 5 TYPICAL SPREAD FOOTIN6 AT EXISTIN6 SLAB-ON-GRADE s .r \o\ 6 DETAIL SCALE:NONE 'T TYPICAL SPLICE SCHEDULE SCALE:NONE 8 I"CHAMFER 21^ 4"GONG.PVC WATER5TOP #4 �0 12"O.G. (E)SLAB-ON-GRADE w/WELDED J75,TYP. REINF.PER PLAN ai REINF.PER PLAN AT a REINF.PER PLAN v EACH FACE AT SIM. 00 i #4 x 30"@ 16"O.G.EPDXY #4 EPDXYDOWELS DOWELS.,EMBED 4"IN WALL j b" x #4 x 50"@ Ib"O.G. Ib"O.G. v O LL EPDXY DOWELS EO. EO. d EMBED. _ 0 #4 HOOKED @ I6"O.G. EMBED 4"IN WALL,TYP. D EO. EO. w SPREAD FOOTING SCHEDULE SLAB-ON-GRADE # I % BAGKFILL w/ Q LL O w(5) 4 HORIZ.TOP MARK SIZE REINFORCING DETAIL REMARKS PER PLAN,TYP. FREE-DRAINING c9 w w SLAB-ON-GRADE 2" MATERIAL z �I F PER PLAN,TYP, U TYP. w U 9/ Z z� 0 F2.5 2'-(,"x 2'-b"x 1'-0" (4)#4 E.W. b/53.1 p m O W� W F4.0 4'-0"x 4'-0"x 1'-0" (b)#4 E.W. b/53.1,SIM. - o ¢ z rn W a _ fHf^^ W a --- 2" LINE OF EXCAVATION AS V ¢Z z0 w CLR. y STEEP AS POSSIBLE.FACE OF O Z F 0 U n NOTE: m 0 (3)#4 HORIZ.BOTTOM STEPS SHALL BE CAST J Q ALLOWABLE SOIL BEARING PRESSURE IS 1.5 KSF 3 AGAINST UNDISTURBED EARTH. W � N z U $ HOOK VERT.REINF.INTO m � IF EXCAVATION ERODES z �n- a 0" 0" 0" 4 ¢ Q ro¢ m FTC.(ALTERNATE HOOK BAGKFILL WITH CONCRETE - DIRECTION) (2)#4 HORIZ.BOTTOM TH Drawing: WALL WIDTH DOWEL TO MATCH WALL WID PER PLAN VERT.REINF. PER PLAN C . v SPREAD FOOTING SCHEDULE 5GALE:NONE DETAIL SGALE NONE 10 CANTILEVER RETAINING WALL AT PIT SCALE NONE 12 eNum�J 23137.02 COMMERCIAL TENANT IMPROVEMENT PERMIT APPLICATION • Community and Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 •Phone(360)403-3551 The following information is required for Commercial,Multi-Family,and Mixed-Use Building Permit Applications. Mark each box to designate that the information has been provided.Please submit this checklist as part of the submittal documents.See ASSISTANCE BULLETIN 430 for detailed design requirements. EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL. SUBMIT ELECTRONIC FILES FOR EACH OF THE FOLLOWING;Incomplete applications will not be accepted. REQUIRED DOCUMENTS ✓ City of Arlington Commercial Tenant Improvement Permit Application ✓ Site Plan ✓ Architectural Plans ✓ Structural Plans ✓ Structural Calculations Mechanical System Modifications,(if applicable) Plumbing System Modifications, (if applicable) Project Specification Manuals,(if applicable) WSEC Compliance Forms,(ifapplicable) https:/Zwaenergycodes.com� Special Inspection and Testing Agreement Deferred Submittal Request Airport Property Lease (if building is located within the Arlington Airport Property Boundary) 1. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 2. The City of Arlington does not review or inspect electrical systems.Contact Labor and Industries at Ini.wa.gov or 360-416-3000. A. DEFERRED SUBMITTALS If the project requires any of the following,a Deferred Submittal Request MUST be completed.Deferred submittals require separate applications,plans and plan review. 1. Mechanical Plans(if not included in the plan set) 2. Plumbing Plans (if not included in the plan set) 3. Fire Sprinkler 4. Fire Alarm 5. Signage B. SPECIAL INSPECTION AND TESTING AGREEMENT A Special Inspection Firm is required to perform special inspections for the following type of work. *The Special Inspection and Testing Agreement MUST be submitted with the Building Application. ❑ Reinforced Concrete ❑ Structural Steel and Welding ❑ Bolting in Concrete ❑ High-Strength Bolting ❑ Pre-stressed Concrete ❑ Spray-Applied Fireproofing ❑ Shotcrete ❑ Smoke-Control Systems ❑ Structural Masonry ❑ Other-Specify: ❑■ 1 acknowledge that all items designated as submittal requirements must accompany my Tenant Improvement Permit Application to be considered a complete submittal. COMMERCIAL TENANT IMPROVEMENT INSTALLATION,MODIFICATION OR REMOVAL MAY REQUIRE A SEPARATE PERMIT SUBMITAL *CHECKALL THAT APPLY ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks,piping etc.) ❑ Standpipe systems ❑ Hazardous materials ❑ Private fire hydrants ❑ Industrial ovens/furnace ■❑ Fire alarm and detection systems ❑ Spraying or dipping operations ❑ High piled/rack storage ❑ Temporary membrane structure,tents(>200 sq.ft)or canopies(>400 sq.ft.) ❑ Provide details on any of the above checked items: Type of Permit: New Space ❑ Addition ✓ Alteration Property Address: 18520 67th Avenue NEArlington,Washington project Valuation: F`'00-0 Lot#: 1-020 parcel lD No.: 31052200102000 Subdivision: Project Scope of work: Bring building to city requirements, upgrade fire and Sprinkler& rest room Description of New Tenant Business O erations: SMALL PARTS GALVANIZING OPERATION IBC Construction Type: IIB IBC Occupancy Type: H-4 Building/Space Square Footage: 36,824 S.F. Number of Stories: 1 Square Footage Per Floor: 1st 2nd 3rd 4th Sth 6th Primary Contact: ❑ Owner ❑ Architect ❑ Engineer ❑ Contractor Owner Name: MINA PROPERTIES VII LLC Office No.: Email Address: Cell No.: Mailing Address: 1418 MARKET STREET City: State:WA zip: 98033 Architect Name: (2812 ARCHITECTURE)ADAM CLARK Office No.: Email Address: paul@2812architecture.com, adam@2812architecture.com Cell No.: Mailing Address: 2812 Colby Avenue city: Everett State: WA zip: 98201 Professional License Number.6803 Expiration Date: Engineer Name. John Riley Office No.: Email Address: JRiley@quantumce.cOm Cell No.: Mailing Address: 1511 Third Avenue city. Seattle State: WA zip:98101 Professional License Number:28963 Expiration Date: Primary Contractor: Sea Con Office No.: (425) 837-9720 Email Address: jpOWer@seacOnlic.cOm Cell No.: Mailing Address: 165 NE Juniper St,Suite 100 City: Issaquah, State: Wa zip: 98027 L&I Contractor License Number: SEACOL*012R7 Expiration Date: 12/27/1999—08/12/2026 REV03,2022 Page 2 of 7 COMMERCIAL TENANT IMPROVEMENT MECHANICAL SYSTEM INFORMATION Type of Permit: 13 New Installation O Addition O Alteration O Replaced O Gas Piping Mechanical Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: • 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 Gas Piping Specification and complete Schematic PAGE 4 O Not Applicable Proposed Piping Material: O CSST O Brass O Black Steel O Galvanized Steel O Other Proposed Piping Size: O 1/2" O s/s" C3 3/4" O 1" 0 11/2" 0 2" Inlet Pressure: Pressure Drop: Specific Gravity: MECHANICAL PERMIT FEES (per unit) Type of Fixture No.of Units Cost per Unit Subtotal Additional Plan Review fees x $75.00 = $ Air Cond.Unit s100Btu/h x $ 15.00 = $ Air Cond.Unit>100Btu h x $25.00 = $ Air Cond.Unit>500Btu/hp x $50.00 = $ Air Handling Units x $ 15.00 = $ Base Mechanical Fee $25.00 $25.00 Boiler<100Btu h>3h x $ 15.00 = $ Boiler>1 million Btu/h<50hp x $25.00 = $ Boiler>1.5 million Btu/h<50hp x $50.00 = $ Boiler>100Btu h 3-15h x 1 $15.00 = $ Boiler>500Btu h 15-30hp x $25.00 = $ Commercial Hoods-Type I x $25.00 = $ Commercial Hoods-Type II x $50.00 = $ Diffusers x $ 15.00 = $ Dryer Ducting x $ 15.00 = $ Ductwork(drawings required) x $25.00 = $ Evaporative Coolers x $15.00 = $ Exhaust/Ventilation Fans x $ 15.00 = $ Fireplace/Insert/Stove x $ 15.00 = $ Forced Air Heat<_100 Btu/h x $ 15.00 = $ Forced Air Heat>100 Btu/h x $25.00 = $ Gas Clothes Dryer x $ 15.00 = $ Gas Fired AC<_100 Btu/h x $15.00 = $ REV03.2022 Page 3 of 7 COMMERCIAL TENANT IMPROVEMENT MECHANICAL PERMIT FEES (per unit) Gas Fired AC>100 Btu h x $25.00 = $ Gas Fired AC> 500 Btu h x $ 50.00 = $ Gas Pi in <_ 5 units x $ 15.00 = $ Gas Piping> 5 units (plus <5 units x $ 2.00 = $ Heat Exchangers x $ 15.00 = $ Heat Pump-Condensing Unit x $25.00 = $ Hot Water Heat Coils x $ 15.00 = $ Miscellaneous Appliance-regulated by x $ 15.00 = $ mechanical code,not otherwise specified Pkg.Units<_100btu x $25.00 = $ Pkg.Units>100btu x $ 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 = $ VAV Boxes (Variable Air Volume,part of air x $ 10.00 _ $ conditioning system) 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 $ PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY— USE A SEPARATE SHEET, IF NECESSARY ❑ 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 REV03.2022 Page 4 of 7 COMMERCIAL TENANT IMPROVEMENT PLUMBING SYSTEM INFORMATION Type of Permit: O New Installation O Addition O Alteration Cl Replaced O Industrial Plumbing Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: The following items need to be specified on the plans: O Fixture specifications and equipment with locations. O Location and type of all backflow assemblies for each fixture. O Calculations for Grease Interceptor. O Pipe size and location of sanitary and potable water systems. O Riser diagram of waste,vent,and rain water systems,including sizes. O Medical gas piping riser diagram,type of gas,storage room and size of piping. PLUMBING PERMIT FEES (per fixture) Commercial plumbing permits are required to submit line drawings.A plan review fee of 65%per Table 4-6 for plumbing permits will be assessed at time of submittal.Includes two 2 ins ections withpermit. Type of Fixture No.of Fixtures Cost per Fixture Subtotal Additional Plan Review fees x $ 75.00 = Alteration/repair piping x $ 15.00 = Backflow Assembly x $25.00 = Base Plumbing Fee $ 25.00 $25.00 Bath/Shower Combo x $ 15.00 = Building Main Waste x $ 25.00 = Clothes Washer x $ 15.00 = Dishwasher x $ 15.00 = Drinking Fountain x $ 15.00 = Floor Drains x $ 15.00 = REV03.2022 Page 5 of 7 COMMERCIAL TENANT IMPROVEMENT PLUMBING PERMIT""FEES (per fixture) .Y 4 Grease Interceptor x $ 75.00 = Grease Trap x $ 25.00 = Hose Bibb x $ 15.00 = Icemaker Refri erator x $ 15.00 = Irrigation-per meter x $ 25,00 = Kitchen Sink&Disposal x $ 15.00 = Laundry Tray x $ 15.00 = Lavatory x $ 15.00 = Med Gas Pi ing<- 5 inlets outlets x $ 60.00 = Med Gas Piping> 5 inlets/outlets (plus <- 5 x $5.00 = inlets/outlets) Miscellaneous-regulated by plumbing x $ 15.00 = code,not otherwise specified Pretreatment Interceptor x $ 15.00 = Re-inspection Fee(all) x $ 75.00 = Roof Drains x $ 15.00 = Shower(only) x $ 15.00 = Sink bar,service,etc. x $ 15.00 = Toilets x $ 15.00 = Urinal x $ 15.00 = Vacuum Breakers x $ 25.00 = Water Heater x $ 25.00 = Water Heater-Tankless x $ 25.00 = Permit Fee Table 4-6; Plan Review Fee Processing/Technology Fee $25.00 Total PROPOSED BUILDING USE ❑ New ❑ Addition/Alteration ❑ Medical ❑ Automotive Based ❑ Industrial ❑ Office ❑ Restaurant ❑ Machine Shop ❑ Other: CROSS CONNECTION Please check all appliances that are proposed or permanently connected to the water supply. ❑ Ice Machine ❑ Dialysis Equip. ❑ Air washers ❑ Coffee Urn/Espresso ❑ Hydrotherapy Equip. ❑ Steam Generators ❑ Carbonated Bev. ❑ Dental Equip. ❑ Dye Vats ❑ Fume Hoods ❑ Laboratory Equip. ❑ Pressure Washers ❑ Degreasers ❑ Autoclave/Sterilizers ❑ Cooling Towers ❑ Hot Tub/Spa ❑ Decorative Fountain ❑ Fire Sprinkler ❑ Aquarium ❑ Swimming Pools ❑ Sprinkler w/chemicals ❑ Lawn Irrigation ❑ Well on property ❑ Other: WASTEWATER DISCHARGE Does the plumbing system currently have a grease interceptor? ❑ Yes ❑ No ❑ Don't Know Does the plumbing system currently have an oil/water ❑ Yes ❑ No ❑ Don't Know separator? REV03.2022 Page 6 of 7 COMMERCIAL TENANT IMPROVEMENT Is water used in the business process (washing,rinsing, ❑ Yes ❑ No '❑ Don't Know cooling)? Does your business require a NPDES permit? ❑ Yes ❑ No ❑ Don't Know I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the abode-describ property will be in accordance with the laws,rules and regulation of the State of Washington. i= W Paul Douglas 08/22/24 Sig e Print Name Date REV03.2022 Page 7 of 7 CITY OF ARLINGTON SECTION 22,TOWNSHIP 31,NORTH,RANGE 5 EAST,W.M. PROJECT r R I TER I A SEATTLE GALVANIZING SMALL PARTS - Permit No.: PLN #1145 k 500FE OF NORK m Irk MODIFICATION OF EXI5TIN6 BUILDIN6 AND SITE AS NECESSARY TO FH 6 INDEX OF PRAN I N65 BRING THE BUILDIN6 AND SITE UP To CURRENT CITY REQUIREMENTS. A F F --------- E NEW SMALL PARTS 6ALVANIZIN6 OPERATION IS INTENDED TO BE LOCATED 1 DO M ARCHITECTURAL WITHIN THE INTERIOR OF THE EXI5TIN6 BUILDIN6. UP6RADE5 TO FIRE m _ � � ------ SPRINKLER AND STRUCTURAL SYSTEMS WILL BE ADDRE55E17 TO N M. ( 67th;AVENUE NE /- ___ __.____ Al.I SITE PLAN ACCOMMODATE THE NFJN OPERATION. THE EXISTING RESTROOMS ARE AL50 F A: BN aaiss' cnrc'r A1.2 SITE DETAILS BEIN6 UPGRADED TO MEET CURRENT GORE STANDARDS. ? ( L I.I LANDSCAPE PLAN a 6 _ AT 5TREET - - A2.0 OCCUPANCY PLAN PARCEL ID: 51052200102000 C u f z 2 REFLECTED GEILIN6 PLAN O M --'b �- � � � • - _- - _ �� - - -._ A2.I FLOOR PLANS LEGAL DESCRIPTION LL in m � 011 'S4 E,400 1 SCHEDULES, - P �� _ INTERIOR ELEVATIONS SEC 22 WP 31 R6E 0 RT G 400 FT OF NE 4 NE LY OF RAN EXGTGO RDS AL505LE551R/WSTO CITY OF ARL/PER 5WD REGEAFN N m m n 3STRUCTURAL2002011003g3 AND CORR AFN 2002O2OaOO6b 0 o F A3 ti►,; , „� ?.: ; -� �- CODES i 1>I#ECTIONAL �" � 51.0 GENERAL STRUCTURAL NOTES a -5I 6N ON BUILDIN6 51.1 ABBREVIATIONS 2021 INTERNATIONAL BUILDING CODE (IBC) A(7R6W5 ONE WAY - DO NOT 2.0a FOUNDATION PLAN 2021 INTERNATIONAL EXISTIN6 BUILDIN6 CODE (IEBC) r N - - _ ENTER" 52 Ob ENLA 6ED PLA 5 2021 INTERNATIONAL MECHANICAL GORE (IMG) l R N 52.1 ROOF FRAMIN6 PLAN 2021 INTERNATIONAL FIRE CODE (IFG) 6 I ZON I NG 61 ZONING 53.0 DETAILS 2021 UN I FORM PLUMB I N6 CODE (UPG) A PARCEL I D: 4 EV PARCEL I D: W.1 TYP I GAL CONCRETE DETA I L5 w w 51052200100200 w EY q 51052200100100 BUILDING GR I TER I A EV ZONING. 6I (GENERAL INDUSTRIAL) tea' 5I-0" _ 5'-0" MAX. HEIGHT: 50' (ZONING) BLD6. OCCUPANCY: H-4 ' I XI5TIN6 �EBAGK CONSTRUCTION TYPE: IIB ELEC. veH:GLE FIRE SPRINKLERS: YESpQ READY PARKIN6 _ TYP I - FIRE ALARM: YE5 E METAL BUILDIN6 0 STALLS V - I N AIRPORT PROTECTION DIST.: SUBDISTRICT G 8 56,825 S.P. `I -- -- --- - - MIN. LOT SIZE: 10,000 5.F. TYPE "A 0 2 00000�� I 3 ___ Note: MIN, LOT WIDTH: -To chi c o a d 0 STREET BLD6 SETBACK- 25' MIN. � c 8 ( Building must comply with Hearing Examiner Decisions LOT LINE BLD6. 5ET'BAGK: 5' MIN. ¢rn SGREENIN6' u _ / o I6HT. MAX. ALLOWED BLD6. HE 50' 3`�N before Occupancy EXIST. 51-06. HEIGHT: 31'-2" cj N N m 2 C3 / z 6ROS5 SITE AREA: +/-10cl,336 5F (2.51 ACRES) a m " ALLOWABLE LOT COVERAGE: 100% 11 >v 3 6 TOTAL LOT COVERAGE: APPROX. gI% w B ':" • Page 4:(B)(2)Air-SERA Condition BIKE ALLOWABLE BUILDIN6 AREA: o '. -TYPE 'A' • Page4:(B)(3)(c)WaterRunoff-SEPACondition 62,000 S.F. (IBC TABLE 506.2J n_o_n ro q 8 ��PAC) 7 -ram -T- SCREEN I N6 F EXIST..,LOAD:N6 EXISTING GOVEREDT Page 10-11:Last paragraph to next page-Discussion of TOTAL BUILDIN6 AREA: ` z DOCK STORAGE MAIN BUILDIN6 processing onduct: ntii y ithin a fully noosed 6ulldi 2 q45 S.F. - - q 0, conducted eel w l e ng. FIRST FLOOR 36,824 5 F. of Typ'; SECOND FLOOR I,g01 S.F. Page of ftusko-First paragraph THIRD FLOOR 1 214 5 F. 20'-0 ��[ g- Y Y P< b`P - TOTAL AREA 40,005 S.F. �9 r IO2 ° �?�• r� i' � I Page 22:Special Use PermitCondition#4 �I ----- - J- �J L I COVERED STORAGE 41i L � • Page 23:SEPA Condition 6 TOTAL AREA 2,q45 S.F. ---------- • Page 23:SEPA Condition TYPE A PARK I N6 CALCULATIONS SCREENING -" ----- -- r o3.Appendix Conditions VEHICLE PA RKIN6:A-03°59'14' L-400.15 R=5750.08' INDUSTRIAL 15 I STALL PER 600 S.F. OF BLD6. AREA l I Q" x I i 42,005 5.P./600 = 710 STALLS TOTAL REQUIRED: ?0 STALLS - - - - -- VEHICLE PARKIN6 PROVIDED: -70 STALLS SITE PLAN -- -- ~ ® --- -- BICYCLE PARKING PROVIDED: 8 STALLS ---._. Q ��--...�-----��,e ECEIVED 1' = 30'-O' LANDSCAPING CALCULATIONS NORTH rt- REQUIRED LAND5GAPIN6: SEE LANDSCAPE PLAN ' SEE03ZOZd J G r v I�vN- �11� 1 1 OWNERIAPPLICANT SITE PLAN NOTES T-_ -_ _____ _.___ - Mina Investment Holdings,LLC z ( Hadi Mirzai °t J lvb 1418 Market Street N I SHADING DENOTES EXTENT OF ASPHALT PAYING. rt SEE 6EOTECHNIGAL EN6INEER5 RECOMMENDATIONS t Kirkland,WA 98033 F DW6BASE COURSE AND ASPHALT THIGKNE55E5.DET. 1 �J ram?p t 1� : (208)783-3100 Q 2. CONCRETE CURB PER DIET. 2 DWG. A2:1. ARCHITECT B. CONCRETE WALKWAY. CONCRETE SLAB PER PET. 5i��9 � t', _ & ��: 2812Architecture DWG. A2.1. CONCRETE TO BE FLUSH WITH 1 t ci Adam Clark Q ADJACENT ASPHALT PAVING. *. 2812 Colby Avenue o Everett,WA 98201 ,Tp w c 4. HANDICAP PARKIN6 STALL WITH PAINTED WALKWAY '1 ..E z o) -2153(425)252 d m rn 4 5I6N. SEE VET. 6 DWG. A2.1. W c 5. PAINTED PARKIN6 5TRIPIN6. 4" WIDE LINES. _� _ ____.--• ' aE J aci LENGTH AS INDICATED ON PLAN. COLOR: TRAFFIC �``' ,o Harmsen 8 ~ s z SITE " ® CIVIL ENGINEER. > " 6. FIRE HYDRANT. SEE CIVIL DRAWIN65. David Harmsen E ~ r 0 a- w„ 2822 ColbyAvenue E o rn a 1. REFUSE AND RECYCLE LOCATED WITHIN. i';;.,. . `' Everett,WA 98201 Wui 8. CONCRETE BUMPER CURB PER PET. 2 DW6. A2.1. F (n m 8'-0" LON6 CURB. SET FACE OF CURB 2'-0" FROM / 1 { HEAD OF PARKIN6 STALL. Y I G I N I T- MAP (425)252-1884 - q. EXISTIN6 TRANSFORMER ® SURVEY Drawing:CITY OF ARLINGT'ON Terrane EuiLDING DEPARTMENT NORTH Edwin J.Green Jr. A1 . 1 APPROVED 10801 Main Street,Suite 102 Bellevue,WA 98004 Job EJA 1Y. (425)458-4488 23C4509 6U;DIPGrtASPECTOR OFFICE CITY OF ARLINGTON SECTION 22,TOWNSHIP 31,NORTH,RANGE 5 EAST,W.M. Q SEATTLE GALVANIZING SMALL PARTS - Permit No.: PLN #1145 k rci In J PLANTING 56HEPULE ". FH,.o, _ �� y SYMBOL QUANTITY BOTANICAL COMMON SIZE REMARKS -- 31, - - JU& , ro 1 . _.._ 67th�P VENUE NE - _ _ -- 26 PLATANOIDE5 MAPLEY 2" GAL. B d B r o - 1 / 3ais5' PSEUDOT5U6A i x 0 24 DOU6LA5 FIR $'-10' TALL B 8 B 2 = Q ® ...._ x ENZIESI ACER 41 GIRGINATUM VINE MAPLE b'-8' TALL 3-4 CANES LL Uri N ABELIA o 33 6RANDIFLORA ABELIA 5 6AL. 12"-18" TALL 25 RHODODENDRON JEAN MARIE 5 6AL. 12"-15" TALL JEAN MAR I E' RHODODENDRON MIXED VARIETY .- +► co a �►. �' ARCTO5TAPHL05 I j A5 REQ'D UVA-UR5I KINNIKINNIK 4" POTS 12" O.G.Q- ACCOMMODATION SHAD I NO OALOULAT I ONS AREA (LIGHT BLUE 5HADIN6) VEHICLE CIRCULATION AREA: 52,590 S.F. ' i 5HADIN6 AREA REQ'D. (20%): 10,581 S.F. TOTAL SHADIN6 AREA PROVIDED: 12,53T S.F. 5HADIN6 RADIUS: 15' EX I 5T I NS �\ SHADE TREE PREMANUFAGTURED E METAL 5U I LP I N6 / VEHICLE ACCOMMODATI ON 8 - ! 36,823 S.F. y`V'� AREA SHADING (GROSS HIM3 HATCHING) o .z LANDSCAPE NOTES w Ll .. i F+H " of 3-Hay p mixed w I. Backfill mix for planting trees, shrubs and round cover - sha I I be: One part by volume 9 a topsoil i 9 i th one ne tart native soil. 2. Planer areas to recei ve 3-way topsoi l. Cr _ EXIST.LOA�IN EXISTIN6 COVERED 3. All trees, shrubs and groundcover shall be fertilized� — with Agra 4-2-2 transplanter or equal at planting time. \l y DOCK STORAGE 4. After planting of all plants, mulch all areas with a -, 945 S.F. - minimum of 2" of medium fine bark mulch. z 5. Owner to approve planting prior to Installation. \ b. Plant types may be substituted due to ova 11obIIIty with C L— _— — - 1�. ! similar species and varieties. p ! 1. Landscaping contractor responsible for maintenance during construction period. 8. All plants to be healthy at the time of planting and ' r v year until the next g ` � ' } ` guaranteed for one full ea or t i l p spa n (whichever is greater). w,F . 4=03'59'14" L=400.15' R=5750.08' 9. Remove existing weeds and grasses prior to planting ---- landscape areas. t, i { ,;: to. A Iow impact irrigation system(drip system or similar) s Gr s ix1 r ' '". °� >r is is to be utilized on this project. Design and ` Installation of the system will be the responsibility of the landscape contractor. Irrigation meter and back-flow t-� prevention requirements shall be coordinated with Civil LANs/50APE PLAN Engineer and governing jurisdiction Cit. See this drawing for planting and landscaping details. NORTH J 2X2 HEM FIR STAKE DRIVEN TO REFUSAL (24 ) MIN. (� I/2" REINFORCED SECURE TO TREE WITH 2 Z RUBBER H05E COLLAR " STRANDS OF NUR5URYMENS N TAPE. TOP OF STAKE TO 12 6A. 6ALV. WIRE5 z POINT TO PREVAILIN6 WIND. \ PLANTING PER PLAN m TWIST TO TIGHTEN = (SOUTHWE5T) Q �c �—1-2"X2" CEDAR STAKE 6 E b RIM BERM k FINISH 6RADE pe ti, 3-WAY TOPSOIL �\ /i HOLDBACK OR Q FINISH GRADE ? m REMOVE BURLAP a IS CURB PER PLAN REMOVE BURLAP FROM / z TOP 1/3 OF ROOTBALL ,�A f °� W ASPHALT PAVIN6 m° z = \ a c / �/� i� 30 OR CONTAINER aEi �J a�i J � o m w TOP50I L A5 SPECIFIED d / �� ------------ .. FERTILIZER T E � -- -- TOP50IL 8 NATIVE SOIL MIN. 24' OR i . Q 211 2X ROOTBALL EXISTING 5UB6RADE 9 ✓ PLANTING SOIL 8 z �� / %\/ FERTILIZER M W � °z REMOVE ALL OR 24" 12' FERTILIZER fl \ a) ¢ g ASPHALT IN THIS ATER OF'T R007BALL AREA Drawing: PLANTER DETAIL DECIDUOUS TREE PLANTING EVERGREEN TREE PLANTING SHRU5 PLANTING L� . .) NO SCALE NO SCALE NO 50ALE NO SCALE me� 23C-4509 CITY OF ARLINGTON a SECTION 22,TOWNSHIP 31, NORTH, RANGE 5 EAST,W.M. SEATTLE GALVANIZING SMALL PARTS - Permit No.: PLN #1145 m m WHITE LETTERS 8 SYMBOL ON BLUE BACKGROUND Q WORDED "STATE DISABLED WHITE LETTERS d SYMBOL PMETALNSI6 PERM17 REEQUW�� ON BLUE BACK6ROUND > WORDED "STATE DISABLED CONTINUE EXPANSION JOINT a PARKIN6 PERMIT REQUIRED REINF. S FILLER 5IDEWALK CONSTRUCTION: 4" VAN AGGE55IBLE 5I6N AT THRU JOINT CONCRETE SLAB O o ¢ VAN 57ALL ONLY EXPANSION JOINT (E.J.) ASPHALT PAVIN6 LL m N m F-y CLA55 B' ASPHALT 2" VIA. 6ALV. P05T VAN ACCESSIBLE 5[6NAT ®® PAVIN6 PAINT: 6LO55 WHITE (1) STALL m m N EXTRUDED GONG. CURB ui Ez 5IDEWALK ui ry z TOOL JOINT #`� CONT. ID ry N j -- BONDIN6 A6ENT o r N 01 HED BASE COURSE s> ASPHALT PAVIN6 N IDEEP GONG FOOTING 8 TOOL J01 NT (T.-1 J I�,Ip I� PROVIDE EXPANSION JOINTS ® 12'-0" O.G. CRUSHED BASE � A WALL MOUNTED H. G. MAX. COORDINATE LAYOUT WITH ARCHITECT. COURSE 1 ASPHALT PAYING GONGRBTB CURB 3 H. SIGN 3 5I6N SIDBWALK JOINTS GONGRBTB APRON NO SCALE 1" = 1'-0" NO SCALE NO SCALE I' WIDE NEW ADA 516N GONG. 1 �i BARS DET. 3 PM. A I.2 Z-SIDEWALK PET �i it ® EA�STALL 5 DW6 AI.2 6 c o CL C >m"'L O In oo EXTENDED SQUARE 'U' U 2�`� O O BIKE RACK BEL50N 04 N ,12 0 O MODEL q-BIKE N w 'A SADDLEBACK BIKE O RACK OR EOUIVALENT.517E SITE n n , C� J PLAN Al.I KEY NOTE (4)1/2"x5° q,-0„ 5 _pe q'-0" q'-0" S'-0" q'-O' q'-01, EXPANSION ANCHORS AN .. � 4,_O„x4,-0, INTERNATIONAL CONCRETE 5IDEWALK SYMBOL OF ACCESS PAINTED ON PAV6eJT, TYP. ADA PARKING STALL BIKE RACK NO 50ALE I/4" = I'-W U) ry Q n J J Q U) Z_ N_ Z Q J ` Q w q Z C0 C > J N t 2 > N J Q. F- NL - <p p W C W 0 co C F F- V) �¢ tz 8 Drawing: A 1 .2 JOE Number. 23c-4509 CITY OF ARLINGTON SECTION 22,TOWNSHIP 31,NORTH,RANGE 5 EAST,W.M. SEATTLE GALVANIZING SMALL PARTS - Permit No.: PLN #1145 F ~ r �� y OCCUPANCY 2 3 U � y Xr� FLOOR 1 � 1 BUSINESS 2,155 5.F./150 5.F. PER OCCUPANT 15 OCCUPANTS a.Q'� 1 �' INDUSTRIAL 24,g26 S.F./100 S.F. PER OCCUPANT _ 250 OCCUPANTS 0 t K,,r-ter < 7T v J LL 5TORA6E � 1n..;ti x y�� < �> � x �<�X�k 5TORA6E q, (58 5.F./300 5.F. PER OCCUPANT - 33 OCCUPANTS o q,l5b S.F./300 �� ;i� �r ,�Y `� .? r 5.F. PER ` \ k �i � a A\\ x � FLOOR 2 w m o OCCUPANT = �' } a�yx ,r�x Y�� u' „ �� k� ��r 3 31,E BUSINESS 1,462 S.F./150 S.F. PER OCCUPANT = 10 OCCUPANTS n 33 OGGUPANTS < 4 ``< y v ✓� ?aX� ' >.' Tl , �- FLOOR 3 `v w OS w BUSINESS 5TORA6E 1,214 5_F./300 S.F. PER OCCUPANT = 5 OCCUPANTS o a lv� 2,138 S.F./150 w TOTAL OCCUPANT LOAD FLOOR I 2qb OCCUPANTS�/ / S.F. PER TOTAL OCCUPANT LOAD FLOOR 2 10 OCCUPANTS / = AL OCCUPANT LOAD 3 _ OCCUPANT TOT L FLOOR 5 OCCUPANTS ei I5 OGGUPANTS EQ. INDUSTRIAL � �/,.` � ,/ � �,� , ', � �ts� f _ A m w� 24,6126 �'/, TOTAL OCCUPANT LOAD 313 OCCUPANTS ww tL 5.F./100 S.F. PER OCCUPANT = �� / /. �,, �j OCCUPANCY PER FLOOR BUSINESS ou ; 250 OCCUPANTS . - / �� / i OCCUPANCY I ST FLOOR = 15 EX I T I N6 (MEANS OF E6RE55) ' ` x '�' ` V OCCUPANCY 2ND FLOOR = 10 �� 45"> OCCUPANCY 3RD FLOOR = 5 GPET COMMON PATH OF E6�55 TRAVEL D I STANCE (I W SECT I ON 1006.1) `y OGGUPANGY TOTAL = 30 TWO EXISTS OR EXIT ACCESS DOORVtAYS FROM ANY SPACE SHALL BE RESTROOM REFLE TEE C E I L I N6 PLAN EXI' �� E6RE55 WIDTH: PROVIDED WHERE THE DE5I6N OCCUPANT LOAD OR THE GPET EXCEEDS THE � REQUIRED: VALUES LISTED IN TABLE 1006.2.1. /i 30* .15 = 4.5" o FOR OCCUPANCY 'B'8 W/OUT SPRINKLER SYSTEM = 15 FT PROVIDED: ai (i3) EXITS WITH 36"=105" EATD = EXIT ACCESS TRAVEL DISTANCE (IBC SECTION 1011-2) c G s u PROVIDED 108" TRAVEL DISTANCE WITHIN THE EXIT ACCESS PORTION OF THE MEANS OF GE I L I NO SYM�®LS LEGEND � "'L MIN. CORRIDOR WIDTH E6REE5 SYSTEM SHALL BE IN ACCORDANCE WITH THIS SECTION. EATD ¢co P PROVIDED 4b" SHALL NOT EXCEED THE VALUES 6IVEN IN TABLE 101-1.2 T¢N 16 FOR OCCUPANCY 'B' W/OUT SPRINKLER SYSTEM = 20OFT ® LED 2'X 2' PANEL/TROFFER - DIMMABLE - 21W 6 3 V 57AIR WIDTH: ( GEILIN6 MOUNTED ) - 2400 LUMENS - 3500K a 2 (REQUIRED MIN DOOR WIDTH - METALUX 30*.20 = .b" DOOR WIDTH: N W L� f A PROVIDED: 513 X 0.15 = 4'7" REQUIRED ® *LED 2'X 2' PANEL/TROFFER - DIMMABLE - MAIN FLOOR OG6UI AN`iY PLAN 57AIR WIDTH 46"STAIR 252" PROVIDED 21W - 2400 LUMENS - 5500K - METALUX 1/32" 1'-0" ® (GEILIN6 MOUNTED ) (EMER6ENGY LI6HT) CORRIDOR WIDTH: NORTH 315 X 0.20 = 62.6" REQUIRED B RECESSED GEILIN6 FAN 258° ® OCCUPANCY SENSOR FOR LI6147IN6 STAIRWAY WIDTH: 315 X 0 30 = q3.q"REQUIRED ® GEILIN6 LI6HT FIXTURE WATTS (120V-26 W) 144" PROVIDED. NOTE: MAX. E6RE55 DISTANCE * PROVIDE AN EMER6ENGY POWER SUPPLY WITH FOR BU5INE-55 OCCUPANCY: 200' A MINIMUM DURATION OF qO MINUTES. EXIT NUMBER OF REQUIRED EXITS: I 5I6N5 SHALL BE LI6HTED 24/1. PLUMB I N6 FIXTURE ANALYS I 5 KEY _ 471 NATERGLOSETS -- OGGUPANGY OCG. LOAD WOMEN MEN EXIT 6YP BD GEILIN6 � B 25 13/25 = 0.52 13/25 = 0.52 5 36 lq/100 = 0.lq Iq/100 = 0.111 (n BUSINESS r� F 250 125/100 = 1.25 125/100 = 1.25 NSEG I NTER I OR L I(5HT I NC 1,462 5.F:/150 r d6,� X / TOTAL 515 2 REQUIRED 2 REQUIRED POWER ALLOWANCES* Q S.F. PER �. > T i X 2 PROVIDED 2 PROVIDED OCCUPANT = 10 - L,I -XIT 1 x�� STORAGE SPACE W/FTC a OCCUPANTS LE v' x / 1,2'14 5.F./300 LAVA70R I ES CORRIDOR 0.41 J L _ _ _ X�X S.F. PER RESTROOM 0.63 B 25 J 13/40 = 0.325 15/40 = 0.525 Q OCCUPANT = 5 v� OCCUPANTS 5 36 1 q/100 O.1 q 1 q/100 = 0.1 q *G405.4.2.2 SPACE-BY-SPAGE METHOD. .TABLE G405.4.2(2) I I I I F 250 125/100 = 1.25 125/100 = 1.25 SPACE 5F W FTZ MAX. WATTA6E z RE-5TROOM 103 124 5F X 0.64 = 7b.12 AATT5 a TOTAL 313 2 REQUIRED 2 REQUIRED RE5TR00M I04 114 5F X 0.64 = T1.b2 WATT5 Z 2 PROVIDED 2 PROVIDED HALL 102 112 5F X 1.41 = 45.012 WATT5 N z SECOND FLOOR OGGUPANG'l` PLAN THIRD FLOOR OGGUPANGY PLAN z ui J w Q � w W w z o LJ g m J *` a. 2 a' } r� z a G LIJ m N c U N LO- V (!) �2¢` o s` Drawing: A2.0 23c-4509 CITY OF ARLINGTON SECTION 22,TOWNSHIP 31,NORTH,RANGE 5 EAST,W.M. SEATTLE GALVANIZING SMALL PARTS - Permit No.: PLN #1145 m � 11 12 13 1 2 3 4 5 6 -7 8 Cl 10 11 I II3E� I I � j � J �» OFFIC - d—b 711 RR� fiO3A I I I C. I 0 >� w � 105 IOSA 3 DEMO EXI5TIN6 } t LL NNI�L REMOVE DOORS I �� L� � WALL.GAP AND --- I - -�- --}---- - - - - {------I-- --} --- m MAKE SAFE I THEIR ENTIRETY, ALL i I II I OA 6 ELECTRICAL DOCK INFILL WALLS HALL [ 02L m 5TO6E TYPES,KALL AND PLUMBIN6 j no no Unn 0�5 DWG. 7 B 71 RRl� a 104 104A� �� per`' �j ---- ---- - - I---- - - - - - --- I----- --- - - r m - --- - - - --- -- �J i= ---- --- - --- --- --- --- - - -- -- 1018 X 101 EXI I I I 113E EXI a ---- I w= OFF I GE ( ¢ b 106 11FIE I I I STORAGE o a 1016 ENTRY I 1 13 1 2 FE HALL EXIT OID 101 w 13D E _ -- -- --- --- 3. II4B X 112 110 X 110 FE O o HALL -' - - - - - - --- _ d 0 OFFICE OFFICE !OFFICE _ I I >.M L 10I 108 1 lOq I I I e _ll.l' N o3`4� PRODUCTION 14 114 -�- - 7 - -T--- T - -T 5AWGUt�GONG. SLAB�AND --j ---T-- Nw':Ns ENLARGED MAIN FLOOR PLAN PREPARE FQR PIT FOUNDATION 01 SEE 5L Ct" 'DRAWIt 65 FOR DETAI ,S NORTH in I BA6 OF 57, --- - - - - - -= i G ABOVE DOOR LI6HT 1FE i N - fE - - - 115A - - - EEXIT OFF. IV - - -- - q a w J I IbB 01B GF. I 200 2 II II � I . i-i� �f TfOI H� Mot�o" r----- LTFLIP DOOR O 212 _ _ SAWCUT CO SLAB AND 0 OFFCE 0 PREPARE F PIT FOUNDATION I 2 E6RE55 LIGHT 116 I ICE KLIN6 14'-3" SEE STRUGT.1 DRAWIN65 F v 203 ABOVE DOOR Fill6 DETAILS U) (TYP.) I ( FE I I I H ALL A -—-— ------- - --- - _-- � -—- A Q OFF. 2111 . 08 i i i i i i i i i i i i i J F2-F7fl OFF. Oq saTAIR 20,-0 20'-0" 20'-0 20'-0" 20'-0 20'-W 20'-0 2 0'0'-0" 20--0" 2 -0" 20'-0" '-200" Q 13 13 07 20q 240 -0" (n HALL i 2 3 4 5 6 7 8 q 10 11 12 13 � p 210 FE EXIT 1 1 12 13 z ob 05 -- - ---- - >_OFF. MAIN FLOOR PLAN SYMBOLS LEGEND N o,— 204 I DOOR NUMBER. SEE DOOR SCHEDULE DWG. A3.1 Q lob OS N NORTH -./ � ROOM NUMBER. SEE FINI5H SCHEDULE DWG. AS.I J - EXIT - WALL I PES [K--hIAALL TYPE. SEE THIS DRAWIN6. N < c SEGONO FLOOR PLAN W 02 A❑ Construct Nall from floor to underside of �G Construct wall from floor to underside of 5 LB. 10BG FIRE EXTIN6UI5HER IN a W rn I/8" = 1'-0' STORAGE o structure above with 4005125-15 metal studs a ceiling above with b005125-18 metal studs 0 RECES5ED FIRE EXTIN6UIBHER CABINET. SEE J t NORTH ib" 0.6. with 5/5" 6WB ea. side. Finish per 16" o.c. with 5/8" 6WB ea. side. Finish per DRAWIN6 A 5.1 FOR MOUNTING HEIGHT. �-- ¢ g 301 m schedule. schedule. E a EXIT +ILLUMINATED EXIT 5I6N W/ EMERGENCY ESRE55 Q `o ® InfuII door opening AIth 4005125-18 metal IV] Construct wall from floor to underside of LIGHTING m LU N.m studs ® lb" 0.0. Kith 5/8" 6WB ea side. finish ceiling above Kith 4005125-18 metal studs ® .G 0 per schedule. lb" o.c. Kith 5/8" 6106 finish side. Finish per EXI "ILLUMINATED DIRECTIONAL EXIT 5ISN W/ schedule. EMER6ENGY E&RE55 LI6HTIN6 Drawing: THIRD FLOOR PLAN ® �*EMERGENCY EGRESS LIGHTING A2.1 1/16" = 1'-0' * PROVIDE AN EMER6ENGY POWER SUPPLY WITH NORTH A MINIMUM DURATION OF gO MINUTES. �"N-1: EXIT 5I6N5 SHALL BE LI6HTED 24/1. 23C-4509 CITY OF ARLINGTON a SECTION 22,TOWNSHIP 31, NORTH, RANGE 5 EAST,W.M. Q SEATTLE GALVANIZING SMALL PARTS - Permit No.: PLN #1145 L m DOOR 50HEDULE HARDWARE 6ROUF5 DOOR NOTES -- FINI5H SGHEDULE Q DOOR JAMB H.W. FIRE I. 1 I/2 PAIR BUTTS I. ALL HARDWARE FINISHES TO BE U526D. WALL5 GEILIN6 f DOOR # DOOR SIZE (W X H) NOTES Q1 2Q 03 ROOM # ROOM NAME FLOOR BASE KAIN560T GEILIN6 NOTES w w m TYPE TYPE 6ROUP RATIN6 1 LOCK5ET 2. FURNISH DOOR STOPS AS REQUIRED AT NORTH EAST SOUTH WEST HEIGHT w 1 PUSH PLATE ALL DOORS. _ _ _ _ _ _ _ _ u N 101A 3'-0" X,'-0" EXISTIN6, NOTE 4 101 ENTRY EXIST. NOTE 1,2 1 PULL HANDLE 3. PROVIDE LEVER HANDLES ALL ~ 101B 3'-0" X 7' S O ,-01, - - - EXI5TIN6, NOTE 4 102 HALL - - - - - - EXIST. NOTE 12 I CLOSER (SIZE TO SUIT DOOR) LOGK5ET5 AND LATGH5ET5. u a 101G NOT 3 -0" X ,'-0" - - - EXISTING 03 MENS RE5TROOM F-I B-I 104-1 W-1 W-I W-I W6-1 6-1 EXIST. NOTE 1,2,3 a a w 1 KIGKPLATE (PUSH SIDE OF DOOR) 4. ADA EXIT 5I6NA6E WITH TACTILE w 101D 3'-0' X 7'-0" - - EXI5TIN6, NOTE 4 LETTERS AND BRAILLE MOUNTED ON 104 WOMENS RE5TROOM F-I 5-2 104-2 W-2 W-2 W-2 WC-1 G-1 EXIST. N07E 1,2,3 w w 102A 3'-0" X 1'-0" - - - EXISTIN6, NOTE 4 2. 1 1/2 PAIR BUTTS LATCH 5IDE OF 5IN6LE DOOR OR RIGHT 105 OFFICE F-3 B-I W-1 W-I W-I W-1 - - EXIST. NOTE 1,2 LLL N N w 105A 3'-0" X ,'-O" A I 1 NOTE 5 1 LOGK5ET OF R.H. DOOR AT ACTIVE DOUBLE 106 OFFICE F-3 B-1 W-I W-1 W-1 W-1 - - EXIST. N07E 1,2 cn 104A 3'-0" X 7'-0" A I 1 NOTE 5 DOORS. WHERE THERE IS NO WALL SPACE 101 OFFICE F-3 B-I W-1 W-1 W-I W-1 - - EXIST. NOTE 1,2 0 105A 3'-0" X ,'-0" - - - EXISTIN6 JAMB T FES ON LATCH 5IDE OF 5IN6LE DOOR OR 108 OFFICE F-3 B-1 W-1 W-I W-I W-1 - - EXIST. NOTE 1,2 ry r+ N RI6HT SIDE OF DOUBLE DOORS, 5I6N o o IObA 3'-0' X 7'-0" - - EXISTIN6 SHALL BE ON THE NEAREST ADJACENT 10q OFFICE F-3 B-1 W-1 W-1 W-I W-1 - - EXIST. NOTE 1,2 wry 107A 3'-0' X ,'-0" - - - EXI5TIN6 WALL. 110 HALL F-2 B-1 W-1 W-1 W-1 W-1 - - EXIST. NOTE 1,2 o; Q 108A 3'-0' X ,'-0" - - EXI5TIN6 HEADER AS co EXCEPTION: DOOR MOUNTED 5I6N III HALL F-2 5-1 W-1 W-I W-1 W-1 - - EXIST. NOTE 1,2 REQ'D. (D5L. WALL PER r N 10gA 3'-0' x 7'-O" - - - EXISTIN6 STUD AT PLAN PERMITTED ON PUSH SIDE OF DOOR W/ 112 HALL F-2 B-1 W-1 W-1 W-1 W-1 - - EXIST. NOTE 1,2 - V 110A 3'-0" x ,'-0" - - - EXISTIN6, NOTE 4 JAMB) CL05ER WITHOUT HOLD OPEN DEVICE. 115 STORAGE - - - - - - - EXIST. RE: FIXTURE HEI6HT SGHEDULE ON 111A 3'-0" x 7'-0" - - - EXI5TIN6 ry DWG. A5.1. III PRODUCTION - - - - - - - - EXIST. WF 112A 3'-0" x ,'-01, - - - EXISTIN6 5. ADA RE5TROOM 5I6NA6E MOUNTED ON 112 BA6 HOUSE - - - - - - - EXIST. 115A 3'-0" x 7'-0" - - - EXISTIN6, NOTE 4 DOOR PERATCH 5IDE OF DOOR. WHERE THERE I5 113 PIGKLIN6 - - - - - - - - EXIST. �� x 1155 3'-0" x ,'-0" - - - EXISTIN6 xHED, H.M.HM NO WALL SPACE ON LATCH SIDE OF FRAME DOOR, SIGN SHALL BE ON THE NEAREST ` b 113G 3'-0" x 7'-0" - - - EXI5TIN6, NOTE 4 201 OFFICE F-3 B-1 W-1 W-I W-I W-1 - - EXIST. NOTE 1,2 a 113D 3'-01 x 7'-0" - - - EXISTIN6, NOTE 4 ADJACENT WALL EXCEPTION: DOORR MOUNTED SIGN 202 OFFICE F-3 B-I W-1 W-1 W-1 W-1 - - EXIST. INOTE 1,2 113E 3'-0' x , -0" A I 2 NOTE 4 PERMITTED ON PUSH SIDE OF DOOR W/ 205 OFFICE F-3 5-1 W-I W-1 W-1 W-1 - - EXIST. NOTE 1,2 114A 3'-0' x ,'-0" - - - EXI57IN6, NOTE 4 CLOSER WITHOUT HOLD OPEN DEVICE. 204 OFFICE F-3 B-1 W-1 W-1 W-1 W-I - - EXIST. NOTE 1,2 1145 3'-0" x ,'-0" - - EXI5TIN6, NOTE 4 RE: FIXTURE HEIGHT SCHEDULE ON DW6. 205 OFFICE F-3 B-I W-I W-I W-1 W-I - - EXIST. NOTE 1,2 E 115A 3'-0" x -1 -_W - - - EXISTIN6 A5.1. 206 OFFICE F-3 5-1 W-I W-1 W-1 W-I - - EXIST. NOTE 1,2 b. FLIP DOOR, SEE FLOOR PLAN DW6. A2.1 116A 3'-0" x ,'-0" - - - EXISTIN6, NOTE 4 20-1 OFFICE P-3 B-I W-1 W-I W-1 W-1 - - EXIST. NOTE 1,2 � 2 116E 3'-O" x 7'-0" - - - EXI5TIN6, NOTE 4 v 208 OFFICE F-3 5-1 W-I W-I W-1 W-I - - EXIST. NOTE 1,2 2 0 o 8 DOOR T FE� 20q OFFICE F-3 B-1 W-I W-1 W-1 W-I - - EXIST. NOTE 1,2 Q> 2 201A 3'-0" X 7'-0" - - EXISTIN6, NOTE 4 a¢N 2015 3'-0' X ,'-01, - - - EXISTIN6, NOTE 4 501 5TORA6E - - - - - - - - EXIST. 0 N N 201G 3'-0' X 7'-0" - - - EXISTIN6, NOTE 4,6 302 STORAGE - - - - - - - - EXIST. cv 1/4" SAFETY � >a 202A 3'-0' x ,'-01, - - - EXI5TIN6 6LA55 I N I 5H MATERIALS I N I 5H NOTES "w 203A 3'-0' X 7'-0" - - - EXISTIN6 RELI6HT 205A 3'-0' X T-01, - - - EXI5TIN6 WERE NOTED FLOOR MATER1AL5 WALL FINISHES 1. ALL WOOD DOORS AND FRAMES TO BE 5TAINED. n_ n 206A 3'-0' X ,'-O" - - EXISTIN6 F-1 SHEET VINYL W-I E665HELL ENAMEL ALL METAL DOORS AND FRAMES TO BE PAINTED. 207A 3'-0' X 7'-0" - - - EXI57IN6 F-2 VINYL PLANKING 104-2 SEMI-6LO55 ENAMEL 2. PAINT ALL 6WB WALLS WITHIN THIS SPACE. 208A 3'-0' X ,'-0" - - - EXISTIN6 F-3 CARPET TILE 3. USE WATER RESISTANT 6WB AT ALL WALL5 GEILIN6 WITHIN THIS SPACE. d 20gA 3'-0" x 7'-0" - - EXI5TIN6 BASE MATERIALS C-I 5EMI-6LO55 ENAMEL A MAX. U=0.3, B-1 4" VINYL BASE 3O1A 3'-0" X ,'-01, - - - EXI5TIN6 INSULATED HOLLOW B-2 COVE FLOORIN6 6" UP WALL AAIN5COT 302A 3'-0" X ,'-0" - - - EXI5TIN6 METAL DOOR 1110-1 4'-0" PLASTIC LAMINATE ALUM. EDGE TRIM ® ALL EXPOSED ED6E5 4'-6" X 3'-5" MIRROR E- WALL FINISH E CORNER TOILET WALL FINISH CORNER PER FIN. PARTITION fl PER FIN. 5GHED. (n SGHED. 5 -O DOOR TOILET MIRROR 3'-8 STALL DOOR PARTITION j 3 -0 WAINSCOT PER -� Q E I XTURE HE I GHTS NAINSGOT PER_ -- _ � FIN. SGHED. FIN. SGHED. GRAB BAR 6 WALL n m r J z a 6RAB 5'-4' Q O 2'-01'- L BAR 3'-8 1'-0 PAPER TOWEL BASE PER ®o DISPENSER BASE PER GRAB z - - FIN.SGHED. FIN.SGHED.BAR F - NORTH EAJ T INSULATE TOILET 50LJTH wEeT w = O d P-TRAP PARTITION o o m = MEN 105 ELEVATIONS _ Z �n - m - Z ui cb ' m - `V rc N 1/4" 1'-0" N WALL MOUNTED FLOOR MOUNTED FLOOR MOUNTED ACCESSIBLE STANDARD WALL MOUNTED PAPER TOWEL Z WA7ER CLOSET WATER CLOSET WATER GLO5ET URINAL URINAL LAV. INSULATE DISPENSER P. LAM COUNTERTOP ; 0 {SIDE VIEW) P TRAP 8 BACK5PLA5H TOILET N J u) WALL FINISH 5'-0' GORNER� WALL FINISH PARTITION p PER FIN. 50HED. D PER FIN. SGHED CORNERS Q Z z 3'-8" 5'-0 4'-6" X 0 z z z MI y DOOR 6RA6 BAR 3 -0 / MIRROR 3 -61, W 08.0. ~ Tb m ;; WAIN5COT PER a WAIN500T PER : MIRROR aE J d 3 REFELCT I VE . qq t _E" ,a FIN. 5GHED. a r " > > v O SURFACE CENTER t�i? �, O PAPER TOWELu a BTALL 6 FIN. 5GHED. � v a t Z FIXTURE 8" oo wo - � � e x o a : n DOOR �, i E � c IN FRONT ,�� DISPENSER � ��`� �° �. <� ro �° � OF W.G. ■ z < 'MOUNT ON WALL J ry _ INSULATE m �JJ w c O p ¢ LIP a LATCH SIDE OF z Q z o E COUNTER TOP BASE PER TOILET BASE PER I _b„ TOILET P-TRAP F co LE o z w u y o DOOR SEE DOOR f F z_ x SUPPORT FIN.SGHED. o PARTITION FIN.50HED. PARTITION m o��u o ;n v fl NOTES o id' a NORTH EA5 - SOUTH W�c�T Drawing: S - w ' v fl m�.� d a �,�� - WOMEN 104 ELEVATIONS MIRROR 50AP TOILET SAN. NAPKIN FIRE RE5TROOM 5I6NA6E EXIT 5I6NA6E ENVIRONMENTAL •Q• 3. 1 DISPENSER PAPER DISPENSER EXTIN6UI5HER (WHITE W/ BLUE (WHITE W/ RED CONTROLS AND 1 = 1'-O" F.O.I.G. DISPENSER F.O.I.C. (A51NET BAGK61ROUND) 5AGK6ROUND) 5104ITGHE5 23c-4509 GENERAL STRUCTURAL NOTES (The following apply unless shown otherwise on the plans) CRITERIA SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE TESTING AGENCY SHALL SEND 23.NON-5HRINK GROUT SHALL BE NON-METALLIC CONFORMING TO ASTM 01101 AND BE FURNISHED BY AN APPROVED COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE OWNER,ARCHITECT,STRUCTURAL MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED I. ALL MATERIALS,WORKMAN5HIF,DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWIN65,SPECIFICATIONS, ENGINEER,CONTRACTOR AND BUILDING OFFICIAL.ANY MATERIALS WHICH FAIL TO MEET PROJECT SPECIFICATIONS RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT 15 PLACED(5000 THE 2021 EDITION OF THE INTERNATIONAL BUILDING CODE(IBC). SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. P51 MINIMUM). 2. THIS STRUCTURE DOES NOT CONFORM TO PRESENT EARTHQUAKE CODE REQUIREMENTS. IT HAS BEEN ANALYZED AND REINFORCED FOR MINIMUM MAINTENANCE IN ACCORDANCE WITH THE INTERNATIONAL EXISTING BUILDING CODE(IEBG) SECTION 503 8 CHAPTER 4 AND 15 WITHIN THE CURRENT PRACTICE FOR THE RENOVATION OF EXISTING BUILDIN65 OF TH15 AGE AND TYPE OF CONSTRUCTION.TH15 STRUCTURE HAS NOT BEEN ANALYZED OR DE516NED FOR A COMPLETE lb. FOUNDATION NOTES:' ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE 24.EPDXY-61ROUTED ITEMS(THREADED RODS OR REINFORCING BAR)INTO CONCRETE SHALL BE INSTALLED USING SEISMIC UPGRADE. MUST BE VERIFIED IN THE FIELD. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED,NOTIFY THE STRUCTURAL "HIT-RE 500 V3"AS MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH I.G.G.REPORT NO. ENGINEER FOR P0551BLE FOUNDATION REDESIGN. ESR-3814,INCLUDING STANDARD EMBEDMENT REQUIREMENTS,U.O.N. PROP05M SUBSTITUTIONS SHALL BE SUBMITTED 0 3. DE516N LOADING CRITERIA FOR REVIEW WITH I.G.G.OR IAPMO LIES REPORTS INDICATING EOUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL IL FOOTIN65 SHALL BEAR ON FIRM,UNDISTURBED EARTH(CONTROLLED,COMPACTED STRUCTURAL FILL OR BOTH)AT INSPECTION OF INSTALLATION 15 REQUIRED. ROOF 5NOIN LOAD 25 P5F LEAST 18"BELOA LOWE5T ADJACENT FINISHED GRADE. FOOTING DEPTH5/ELEVATION5 SHOWN ON PLANS(OR IN DETAILS)ARE MINIMUM AND FOR GUIDANCE ONLY;THE ACTUAL ELEVATIONS OF FOOTIN65 MUST BE ESTABLISHED BY 25.EXPANSION BOLTS INTO CONCRETE SHALL BE"KWIK BOLT TZ"EXPANSION ANCHORS AS MANUFACTURED BY HILTI N MONORAIL CRANES: LIFTING GAPAGITY=2000 LB THE CONTRACTOR IN THE FIELD.UNLE55 OTHERWISE NOTED,FOOTIN65 SHALL BE CENTERED UNDER COLUMNS OR CORP.INSTALLED IN STRICT ACCORDANCE WITH I.G.G.REPORT NO.E5R-Iqr INCLUDING STANDARD EMBEDMENT 4; H015T AND TROLLY WEIGHT=500 LB WALL5 ABOVE. REQUIREMENTS U.O.N. PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED FOR REVIEW WITH I.G.G.OR IAPMO LES Q o NUMBER OF CRANES=T REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES.SPECIAL INSPECTION 15 REQUIRED FOR ALL MINIMUM CRANE SPACING=3 FT O.G. BAGKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE EXPANSION BOLT INSTALLATION. DRAINAGE. 26.SCREW ANCHORS INTO CONCRETE SHALL BE"KWIK HU5-EZ",AS MANUFACTURED BY HILTI,INC. INSTALL IN STRICT g, WIND: ANALYSIS PROCEDURE:A50E T-lb CHAPTER 21"PART I-BUILDINGS OF ALL HEIGHTS" THE STRUCTURAL DESIGN 15 BASED ON THE FOLLOWIN6 A55UMED VALUES: ACCORDANCE WITH I.G.G.REPORT NO.E5R-3021 INCLUDING STANDARD EMBEDMENT REQUIREMENTS U.O.N. wM,.� ED d RISK CATEGORY 11 PROPOS SUBSTITUTIONS SHALL BE SUBMITTED FOR REVIEW WITH I.G.G.OR IAPMO ILE5 REPORTS INDICATING ®4 1 q8 MPH ALLOWABLE SOIL PRE55URE 1,500 P5F EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION 15 REQUIRED FOR ALL SCREW ANCHOR EXPOSURE"B" LATERAL EARTH PRESSURE(RESTRAINEDNNRESTRA INSTALLATION. INED) 50 PGF/35 POP z^se URE n �e� TOPOGRAPHIC FACTOR Kzt=1.0 SEISMIC SURCHARGE PRESS (RE5TRAINED/UNRE5TRAINED) 8H PSF/bH P5F ��s�oNL e ti WIND BASE SHEAR,NORTH/SOUTH Vw=21 K PASSIVE SOIL PRE-55URE 550 PCF WIND BASE SHEAR,EA5T/WE5T Vw=61 K SOIL COEFFICIENT OF FRICTION 0.55 SOIL DENSITY 120 PGF 21.5TRUCTURAL STEEL DESIGN,FABRICATION,AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.1.5.0. EARTHQUAKE ANALY515 PROCEDURE: IBC"EQUIVALENT LATERAL FORGE PROCEDURE" SPECIFICATIONS AND CODES: 5E15MIC DE51GN CATEGORY(5DG)=D TH , 15-THIRO-ME A.AISG-STEEL CONSTRUCTION MANUAL,15 EDITION sur e323 RISK CATEGORY=II B B.AISG 303-I6-CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. sEATTI$WA 98101 SEISMIC 517E GLASS=D TEL 205.957.3900 IMPORTANCE FACTOR Is=1.0 11. DEMOLITION. VERIFY ALL EXI5TIN6 CONDITIONS BEFORE COMMENCING ANY DEMOLITION SHORING SHALL BE G.2014 R05C SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS QUANTUM FAx 205.957.3901 INSTALLED TO SUPPORT EXISTING CONSTRUCTION A5 REQUIRED AND IN A MANNER SUITABLE TO THE WORK "' `° gmnt°m`mm MAPPED MGE 59=1.05;`M=0.31 SEQUENCES. EXISTING REINFORCING SHALL BE SAVED WHERE AND A5 NOTED ON THE PLANS. SAW GUTTING,IF AND 25.STRUCTURAL STEEL.WIDE FLANGE(W AND WT)SHAPES SHALL CONFORM TO A5TM A112,Fy=50 K51;ALL OTHER DESIGN ACCELERATION 5ds=0.54;5d1=0.48 WHERE USED,SHALL NOT GUT EXISTING REINFORCING THAT 15 TO BE SAVED. DEMOLITION DEBRIS SHALL NOT BE ROLLED SHAPES SHALL CONFORM TO A5TM A36,Fy=36 KSI. STEEL PLATE SHALL CONFORM TO A5TM A36,Fy= SEISMIC RE515TIN5 5Y5TEM:ORDINARY STEEL MOMENT FRAMES,R=5.0 ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING(INCLUDING 36 K51.STEEL PIPE SHALL CONFORM TO A5TM ASS,TYPE E OR 5,GRADE B,Fy=35 K51. STRUCTURAL TUBING E SEI5MIC RESPONSE COEFFICIENT:Cs=0.25 DEMOLITION DEBRIS)ON EXISTING FLOOR SYSTEMS TO 40 P5F. SHALL CONFORM TO A5TM A500,GRADE 0,Fy=50 KSi, CONNECTION BOLTS SHALL CONFORM TO ASTM A325. d SEISMIC BASE SHEAR Vs=82 K ANCHOR BOLTS SHALL CONFORM TO A5TM F1554 GRADE 36,Fy=3b K51. SEISMIC RESISTING SYSTEM:ORDINARY CONCENTRICALLY STEEL BRACED FRAMES,R=3.25 A.ALL NEW OPENIN65 THROUGH EXISTING WALL5,5LA55 AND BEAMS SHALL BE ACCOMPLI5HED BY 5AW GUTTING =- -6 coca; SEISMIC RESPONSE COEFFICIENT:Cs=02b WHEREVER POSSIBLE. STRUCTURAL STEEL AND CONNECTIONS EXP05ED TO WEATHER OR EARTH SHALL BE HOT-DIPPED GALVANIZED >a M E B.VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO GUTTING ANY OPENINGS. AFTER FABRICATION IN COMPLIANCE WITH A5TM A123.GALVANIZE BOLTS AND SIMILAR THREADED FASTENERS ¢ P SEISMIC BASE SHEAR Vs=8l K EXPOSED TO WEATHER OR EARTH IN ACCORDANCE WITH A5TM AI53.ALL FIELD WELD5 EXP05ED TO WEATHER OR ¢ G.SMALL ROUND OPENINGS SHALL BE ACCOMPLISHED BY GORE DRILLING,IF POSSIBLE. 6 3�N 4. LATERAL LOADS ARE TRANSFERRED BY THE ROOF BRACING TO THE MOMENT FRAMES AND BRACED FRAMERS. D.WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE,REBAR DOWEL5 EPDXIED INTO THE EXISTING EARTH SHALL BE COATED WITH BRUSH APPLIED ZING RICH PAINT COMPLYING WITH ASTM A180(Z.R.G.OR Uv^N FORGES ARE BASED ON THE TRIBUTARY AREA FOR EACH FRAME AND ARE CARRIED BY THE FRAMES TO THE CONCRETE SHALL BE PROVIDED TO MATCH HORIZONTAL REINFORCING,UNLESS OTHERWISE NOTED ON PLAN EQUIVALENT). S ;N FOUNDATION. 2q.ALL A325 CONNECTION BOLTS SHALL BE INSTALLED TO THE SNUG-TIGHT CONDITION PER RG50 SPECIFICATION FOR a w 5. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND FIRE SUPPRESSION DRAWINGS 15. GHEGK FOR DRYROT AT ALL EXTERIOR WALL5,EXISTING TOILET ROOM FLOORS AND WALL5,AREAS SHOWING STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED FOR BIDDING AND IN6 CONSTRUCTION.N. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY WATER STAINS,AND ALL WOOD MEMBERS IN BASEMENT AND CRAWL SPACES. ALL ROT SHALL BE REMOVED AND RECOMMENDATIONS. ALL NUTS SHALL CONFORM TO A5TM A563.ALL WASHERS SHALL CONFORM TO A5TM F436 OR DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER OR A5TM Fg5q TYPE 525. ALL BOLT HOLES SHALL BE STANDARD SIZE UNLE55 OTHERWISE NOTED. n l n AND SHALL NOTIFY ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. ARCHITECT. (5, HOL , CONTRACTOR SHALL VERIFY ALL EXI5TIN6 DIMENSIONS,MEMBER SIZES,AND CONDITIONS PRIOR TO COMMENCING 30.ALL CONNECTION BOLTS SHALL BE PROVIDED WITH LOCK WASHERS UNDER NUTS OR SELF-LOCKING NUTS.ALL ANY WORK. ALL DIMENSIONS OF EXISTING GON5TRUGTION 5HOWN ON THE DRAWIN65 ARE INTENDED AS GUIDELINES BOLT HOLES SHALL BE STANDARD SIZE UNLESS OTHERWISE NOTED. ONLY AND MUST BE VERIFIED. 51. ALL WELDIN6 SHALL BE IN CONFORMANCE WITH A.1.5.0.AND AA.5.STANDARDS AND SHALL BE PERFORMED BY Iq. CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED AND PLACED IN ACCORDANCE WITH AGI 301. W.A.B.O. CERTIFIED WELDER5 USING E10 XX ELECTRODES. ONLY PREQUALIFIED WEL125(AS DEFINED BY A.W.5) 1. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL CONSTRUCTION TOLERANCES SHALL NOT EXCEED TH05E LISTED IN AGI 111. CONCRETE SHALL ATTAIN A 28-DAY SHALL BE USED. ALL WELDING SHALL BE PERFORMED BY NELDERS WITH AW5/WA.B.O. CERTIFICATION WITH THE FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS STRENGTH OF Fe =4,000 P51. MIX SHALL CONTAIN NOT LESS THAN 6-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5"OR LE55(BEFORE THE ADDITION OF ADMIXTURE5).THE MATERIAL AND METHOD REQUIRED. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS,TECHNIQUES,SEQUENCES WATER/GEMENT RATIO SHALL NOT EXCEED 0.55 FOR FOOTINGS AND 0.45 FOR ALL SLABS AND EXPOSED CONCRETE OR PROCEDURES REQUIRED TO PERFORM THEIR WORK, THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY UNLE55 OTHERWISE NOTED.EXCEPT FOR FOOTINGS AND SLAB ON GRADE,AGGREGATE 51ZE SHALL NOT EXCEED 32.GOLD-FORMED STEEL FRAMING NOTES-THEpOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE 3/4" AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL A.COLD-FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE,SIZE,AND GAUGE SHOWN ON THE PLANS ENGINEER HAS NO DUTY TO INSPECT,SUPERVISE,NOTE,CORRECT,OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES THE MINIMUM AMOUNT OF CEMENT AND THE MAXIMUM SLUMP MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX 15 ALL FRAMING MEMBERS SHALL COMPLY WITH I.G.G.REPORT NO.E5R-3064P. NOTATIONS ON THE DRAWIN65, OF THE OWNER,CONTRACTORS,OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO RELATING TO MEMBER TYPES AND SIZES OR MISCELLANEOUS FRAMING ITEMS,REFER TO CATALOG NUMBERS OF PLACING ANY CONCRETE. (THE NO RATIO LIMITS STILL APPLY). THE PERFORMANCE MIX SHALL INCLUDE THE MEMBERS MANUFACTURED BY THE STEEL STUD MANUFACTURERS ASSOCIATION(55MA).PRODUCTS BY OTHER q. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER AMOUNTS OF CEMENT,CEMENTITIOU5 MATERIAL,FINE AND COARSE AGGREGATE,WATER AND ADMIXTURES AS WELL MANUFACTURERS MAY BE SUBSTITUTED FOR FRAMING SHOWN,PROVIDED THEY ARE EQUIVALENT IN SHAPE,SIZE, FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWIN65 ONLY WILL NOT AS THE WATER CEMENT RATIO,SLUMP,CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE STIFFNESS,AND STRENGTH. ALTERNATE FRAMING SHALL BE SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER SATISFY TH15 REQUIREMENT. WITH AGI 301.CHEMICAL ADMIXTURES AND FLY ASH SHALL CONFORM TO A5TM G4g4 AND 06I8 RESPECTIVELY.FLY PRIOR TO FABRICATION. ALL GOLD-FORMED STEEL FRAMING SHALL CONFORM TO THE A.16.1."SPECIFICATION 10. DRAWIN65 IN121GATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT ASH PERCENTAGE OF TOTAL CEMENTITIOU5 MATERIAL SHALL NOT EXCEED 20%.THE USE OF A PERFORMANCE MIX FOR THE DESIGN OF GOLD-FORMED STEEL STRUCTURAL MEMBERS." SPEGIFIGALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF REQUIRES BATCH PLANT INSPECTION,THE 605T OF WHICH SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER. REVIEA OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL B.MATERIAL: ENGINEER. WHERE INFORMATION ON THE DRAWINGS 15 IN CONFLICT WITH THE SPECIFICATIONS,THE MORE STRINGENT CONFORMS GENERALLY TO CONTRACT DOCUMENTS. CONTRACTOR MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED METAL FRAMING SHALL BE GALVANIZED UNLESS OTHERWISE NOTED,CONFORMING AS FOLLOWS: SHALL APPLY,5UBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. DO NOT PERFORMANCE 56ALE THE DRAWIN65. ALL CONCRETE WITH SURFACES EXP05M TO 5TANDIN6 WATER SHALL BE AIR-ENTRAINED WITH AN AIR-ENTRAININ6 AETM A655 55 GRADE 50,GLASS I OR 3 Fy=50 K51 118,11,65,AND 54 MIL F- AGENT CONFORMING TO A5TM C260. TOTAL AIR CONTENT FOR FROST-RESISTANT CONCRETE SHALL BE IN A5TM A653 55 GRADE 33 Fy=33 K51 43 AND 33 MIL LL I I. ALL STRUCTURAL SYSTEMS WHICH ARE COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE SUPERVISED BY THE ACCORDANCE WITH AGI 318-I01 TABLE Ig.3.3.1. ALL CONCRETE TO RECEIVE A STEEL TROT FLED FINISH SHALL NOT BE O SUPPLIER DURING MANUFACTURING,DELIVERY,HANDLING,STORAGE AND ERECTION IN ACCORDANCE WITH AIR-ENTRAINED. C:WELDING OF GOLD-FORMED METAL FRAMING SHALL CONFORM TO AW5 01.3 AND SHALL BE PERFORMED BY �/ NSTRUCTIONS PREPARED BY THE SUPPLIER. WELDER5 QUALIFIED TO PRODUCE THE SPECIFIED GLASSES OF WELD. 0 12. SHOP DRAWIN65 FOR REINFORGIN6 STEEL,STRUCTURAL STEEL,AND FIRE 5UPPRE55ION SYSTEMS SHALL BE 20.REINFORGIN6 STEEL SHALL CONFORM TO ASTM A615(INCLUDING SUPPLEMENT 5U,GRADE 60,fy=bOp00 P51. (D W w w SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS GRADE 60 REINFORCING STEEL INDICATED ON DRAWIN65 TO BE WELDED SHALL CONFORM TO A5TM A106. z = 0 REINFORCING STEEL COMPLYING WITH ASTM A615(51)MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS o z 3. SHOP DRAWING REVIEW INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AA.5.01.4 ARE SUBMITTED.: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD,AND m Z 0" z a THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWIN65 PRIOR LU N TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE 21. REINFORCING STEEL SHALL BE DETAILED(INCLUDING HOOKS AND BEND5)IN ACCORDANCE WITH AGI 315 AND 318. ¢ O D rn F MEANS,METHODS,TECHNIQUES,SEQUENCES AND OPERATIONS OF CONSTRUCTION,AND ALL SAFETY PRECAUTIONS AND LAP ALL REINFORCEMENT5 IN ACCORDANCE WITH"THE REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE." n LU Z) PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. m J PROGRAMS INCIDENTAL THERETO Q Z = ¢z � 4. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT GRANGE ORDERS THE PURPOSE OF SHOP NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY 50 r` ¢¢ DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER.NO REINFORCING BARS SHALL BE"NET-SET"INTO THE 3 o z w 3 UNDERSTANDS THE DESIGN CONCEPT,BY INDICATING WHICH MATERIAL 15 IN ENDED TO BE FURNISHED AND INSTALLED CONCRETE. z w AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS,DISCREPANCIES,OR ¢ Q `r¢ C7 a CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR 22.CONCRETE PROTECTION(GONER)FOR REINFORCING STEEL SHALL BE AS FOLLOWS: s` TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER,THE DESIGN DRAWING5 AND Drawing: SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST EARTH 3"8 FORMED SURFACES EXF05ED TO EARTH(i.e.WALL5 BELOW GROUND)OR HEATHER 21, S1 .0 15. SPECIAL INSPECTION: CONCRETE CONSTRUCTION AND STRUCTURAL STEEL FABRICATION AND ERECTION(INGLUDIN6 SLAB5 AND WALLS(INTERIOR FACE) 2" FIELD WELDING AND HIGH-5TRENGTri FIELD BOLTING),EXPANSION BOLTS,SCREW ANCHORS,AND EPDXY GROUTED INSTALLATIONS SHALL BE SUPERVISED IN ACCORDANCE WITH IBC SECTIONS 1104$ 1105 AND THE PROJECT °°"` 23137.02 ABBREVIATIONS ABBREYIATIOIJG ® At L Angle d Penny(Nails) LB. Pound o Diameter LL Live Load Degrees LLH Long Leg Horizontal of Pounds LLV Long Leg Vertical �... Number LONGIT. Longitudinal (A) Above LT.WT. Lightweight A.B. Anchor Bolt MAX. Maximum F ADD'L Additional MECH. Mechanical ALL Alternate MEZZ. Mezzanine 0 APPROX. Approximate MF Moment Frame 1- ARCH. Architect MFR. Manufacturer A.S.D. Allowable Stress Design MIN. Minimum MISC. Miscellaneous crw (B) Below MK. Mark N o B/ Bottom of N m BF Braced Frame (f) New BLKG. Blocking N. North BLDG. Building N.5. Near Side BM. Beam NOM. Nominal BOT. Bottom NTS Not to Scale BRG. Bearing g9jk � BTWN. Between O.G. On Center d O.D. Outside Diameter po ao z®vse ee GL or CL Centerline O.F. Outside Face �� : G Camber O.H. Overhang ssloxnL GIP Gast In Place OPNG, Opening G.J. Construction Joint or Control Joint OFF. Opposite GJP Complete Joint Penetration GL6. Ceiling PAP Powder Actuated Fastener CLR. Clear PG Precast 1511T1011 ENUE GMU Concrete Masonry Unit PERM. Permanent SUITEM COL. Column PERP. Perpendicular SEATTLE,WA 98101 GONG. Concrete PJP Partial Joint Penetration QUANTUM ELL 206967-49M CONN. Connections PL or� Plate ..... —F1quamu5mw.wm CON5T. Construction PLF Pounds per linear Foot CONT. Continuous PLYWD Plywood 65K. Countersink PREFAB. Prefabricated E P5F Pounds per Square Foot OBA Deformed Bar Anchor P51 Pounds per Square Inch OBL. Double P.T.or Pi Post-Tensioning u o a« DEG. Degree Pfi Pressure-Treated e w M!E OF Doug Fir-Lorch ¢'rn u VIA. Diameter RAD. Radius N DIAG. Diagonal REF. Reference .5 N N DIAPH. Diaphragm REINF. Reinforce or Reinforcement CI d G DIM. Dimension READ. Required N w'C, ON. Down REV. Revise DO Ditto R.O. Rough Opening DTL, Detail DTP Double Top Plate 5. South n I n DWG. Drawing SCH.or 50HED. Schedule SETT. Section Existing 5HT. Sheet E. 7 E. East 51M. Similar EA. Each SOG Slab On Grade E.F. Each Face SPEC. Specification EL. Elevation 50. Square ELEV. Elevator 50.FT. Square Feet EMBED. Embedment Length 50.IN. Square Inches) EN&R. Engineer SPF Spruce-Pine-Fir EO. Equal 5.5. Stainless Steel E.W. Each Way 5TO. Standard EXP. Expansion STIFF. Stiffener EXT. Exterior 5TL. Steel STR. Structural PON. Foundation 50. Substitute FIN. Finish 5YM. Symmetrical FLR. Floor FRP Fiber Reinforced Polymer T/ Top of F.5. For Side TO Top and Bottom FT. Foot or Feet T4& Tongue$Groove FTC. Footing TEMP. Temporary THRU Through GA. Gauge T.O.G. Top of Concrete 6ALV. Galvanized T.0.5. Top of Steel GIL Glue Laminated T.O.W. Top of WaII L.L GAB Gypsum Wall Board TRANS. Transverse 0 T5 Tube Steel HOG Hot Dipped Galvanized TYP. Typical O r HOR. Header OLL W w HF Hem Fir U.O.N. Unless Otherwise Noted c7 w w HGR. Hanger Z F HORIZ. Horizontal VERT. Vertical H55 Hollow Structural Section VIF Verify In Field m z z c) HT. Height 0 w CD W. West w¢ (0I.D. Inside Diameter W/or w/ With co0 W 3 z0 I.F. Inside Face W.H.5. Welded Headed Stud ¢z IN. Inch A/0 Wlthout z 0 INFO. Information W.P. Work Point J coo w ° INC. Interior W.T.S. of Welded Threaded Stud w o Z N J M WWF Welded Wire Fabric z M JT. Joint ¢ Q ¢ ¢ a X SECT. Gross Section ° K Kips X-5TR Extra Strong Drawing: K5F Kips per Square Foot XX-5TR Double Extra Strong . K51 Kips per Square Inch 23137.02 I 2 3 4 5 6 Y240'-O' 10 it 20'-O' W.I. 20'-0' 20.1. 20'-0' 20'1' 20'-0' 20'-0' 20'-0' 20b' 20'-0' 20'-0' I I I I I I I I I I I I I r� N 1 00 q II I I I I I I l I I I I it dv � ,Y1� \�, i ,.` �iY �:, ryi�l "' " �"..r:'rc `k' I !B' °.o�` �Yv —� ��FAONAL P � g, TYR \ I. ALL DIfEiION5 AND ELEVATIONS ON THE 5TRIX.TURAL PLANS ARE FOR GENERAL , 1511 THIRD AVENUE INFORMATION ONLY AND SHALL BE VERIFIED BY THE CONMALTOR NTH THE ARCHITECTURAL, ` suIrE 323 MECHANICAL,ELECTRICAL,AND MANUFAGTURER5 TEL 20695739001 DRAWIN65 BEFORE GON5TRXTION BE61N5.ANY QUANTUM FAX 206.9573901 DISCREPANCIES SHALL BE BROUGHT TOI THE ................. vmw.auanwmce.com —I}— ATTENTION OF THE ARCHITECT AND EN6 NEER BIDDER-DE561ffD — — IMMEDIATELY. y N FOUIIDA;ON AT - 2. ALL EXISTING INFORMATION 15 ASSUMED AND E JIB CRANES _ —� SHALL BE FIELD VERIFIED. ANY 0151CREPANCIE5 ° CHIMNEY PER ARCH. av' tz SHALL BE( BROUISW TO THE ARCHITECT AND IMMEDIATELY. OF THE I 1 U52Ab ; t Ys 5. FOR STRUCTURAL GENERAL NOTES AND c o a 1� CHIMNEY PER ARCH. I 1 I i � ,. ABBREVIATIONS SEE 9HEET5 SIA TO 51.1. � _ 4. FOR PIT POUNDATTON PLAN SEE 54EET 52Ab. >, N Co BAG HOISE F2S COL.P�MFR. j �J— ri r 1 I I I °3 0`° EACH CORNER f „ 5. FOR REPAIR DETAILS SEE SHEET 53.0. FOR U N N ' ZL CONCRETE F0.NDATION DETAIL SEE SHEET 59,1. a ID co BAG NOU5E INDIGATEi CALIM7,SIZE GALLED ARCH. KI I I i 7 +:k _ V m'f OUT AT BOTTOM aF COLUMN n l n:` "J.-. ` > Fxx la INDICATES SPREAD FOOTING. 1 i( SEE 4lB8.I FOR SCHEDULE I of.► J2/55A -- --- J- — -�-----_ V I _ I REINFORCE 0 CENTER BAY COLUMNI PER o53A RE� K'�� ; j v g j lt�ROD i G <; REPAIR ORA�__._._ REPLACED BRACINS IN-K µ�� LL, w z ~ o J w W Z y w¢ a (7 >� z o Z Fo 0 Z F 3 J oz o w C, ¢ Q °¢ so s FOUNDATION PLAN Drawing: U S2.Oa 50ALE:3/32"= I'-0" M 23137.02 10"CONCRETE 2T'-4" SLAB-ON-GRADE,A/ #5®16"O.G.TSB,E.W. 12/53.1 SIM. r - -- - - 0 11-------- I t --- ------ ---- ---- SIM. -----7-0" I 6"CONCRETE I I I ^ 5LAB-ON-GRADE, 12/55.1 I 2/53.1 I I w/#5®16"O.G. V I I SIM. I v I MID-DEPTH E.W. FOUNDATION PLAN NOTES: I r- L I i 54" 1 I CORNER AND I. ALL DIMEN51ON5 AND ELEVATIONS ON THE 5TRUGTURAL PLANS ARE FOR LL ' —� INTER5EGT i — 'GN REING GENERAL INFORMATION ONLY AND SHALL BE VERIFIED BY THE r— J I ,_ --_----- -- PER 2/53.1,7YP. CONTRACTOR WITH THE ARCHITECTURAL,MECHANICAL,ELECTRICAL,AND MANUFACTURERS DRAWINGS BEFORE CONSTRUCTION BEGINS. ANY /V DISCREPANCIES SHALL BE 8ROU6HT TO THE ATTENTION OP THE ARCHITECT N o AND ENGINEER IMMEDIATELY. cep N I ( 4 -6 I 2. FOR 5TRUGTURAL 6ENERAL NOTES AND ABBREVIATIONS SEE SHEETS 51.0 0 L- --� ---i I ^ n AND 51.1. I I I I I I 3. FOR TYPICAL CONCRETE FOUNDATION DETAILS SEE SHEET 53.1. K-- f i I 2/5M1 � I 71 I 4. SLAB-ON-GRADE SHALL BE CONCRETE REINFORCED A5 NOTED ON PLANS. I � SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION REGARDING w/#5®14"O.G. I 12-b 5UB-GRADE M015TURE BARRIER AND ELEVATION5,ETC. o r 28 63 R`p 12"GONG.WALL I I _ � I 1 12/53.1 � 8"GONG.WALL w/ L _Qe ---- ------0-. ---- -----� I SIM. roxAt I I #5®12"O.G.E.W. E.W.,E.F. I r c� r CENTERED,TYP. E_ ------- - r-- ----------= -J I 5"GONG.WALL w/ 5 1 5 I 112/53.1 ( 3511 THIRD AVENUE #5®12"O.G.E.W. � su1TE323 12/55. I P f0' I CENTERED,TYP. ` SEATTLE WA93101 NOTES: TEL 206.957.3900 v I I CORNER AND I INDICATES FOOTING FAX 206957.3901 pg. QUANTUM —q—WmceAwn I I I INTERSECTION REINF. ❑I #5 x I- ®14"O.G.ADD'L CORNER �' PER 2/53.1,TYP. I REINF.AT OUT5IDE FACE.SEE 2/53.1 INDICATES CONCRETE FOUNDATION WALL ---�- _--� I FOR TYPICAL CORNER REINF. E 5"GONG.WALL w/ 12/55.1 � #5®12"O.G.E.W. LIQIE b'-2" CENTERED,TYP. 4'-b" 11'-4" SEE 3/552.Ob FOR PLAN �o a NOTES AND LE6END >�c r U �¢N N 6 6 BA6 HOUSE PITS FOUNDATION PLAN SCALE:v4^=r-0^ I PLAN NOTES AND LEGEND SCALE:NOW 3 co >N N W v 7 q .. 1B w/ CONCRETE SLAB-ON-GRADE, #5®16"O.G.TSB,E.W. i � 12/53.t i I ---------------------------r--------------- ---- -------- ----- r--:---- =r------m - -- -------- -------- ------- --I r--- --T-----� !2/53.1 v I I I I I I I I I I i I I i i 12/53.1 � -- I I O CORNER AND m INTERSECTION __ I 0 F REINF.PER L- -- ----- ----------- --------- t-------------------- ---- --r-- ----- W w 2/55.1,TYP. z 12/55.1� I I 5'GONG.WALL w/ #5®12'D.G.E.W. S Z OM CENTERED,TYP. m O w N ¢ D o°Di V) F— W¢ a 66 5I,GONG.WALL w/#5 U O ¢Z a ®12"O.G.E.W.,TYP. z Z p w o 3 W NZ g z wm -z NOTE, ¢ Q ¢ j W a SEE 3/552.Ob FOR PLAN a NOTES AND LEGEND Drawing: 0 y 2.Ob PIMIN6 PIT FOUNDATION PLAN %ALE:/4'=1'-0" 2 DETAIL SCALE:1 . 23137.02 2 3 4 5 6 1 8 q 10 II 12 13 240'-0� 20'-0' 20'-0" I I I I I I I I I I I I I 9 /-(f)CRANE Z CRANE ;--Z GRAFT (G CRANE ,-(F)CRAPS ,-Z CRANE (B1 CRANE �i..l CRANE ,-(�.J GR.AFE T--ZCRANE '�CRAANE -tE;CRANE ! N-RAFTER �� N-RAPrER I W-RAFTS Vi-RA-, _ N-RAFTER K-RAP?ER W RAFTL'R W-RAFTER N-RAFTER ( W-RAFTER A-RAFTER yj-RAP`CER l i I I I I I � 12G RA,-TER ��,-.'E)2C RAFTER __ '26 RAFTETe I' -'E)16 RAF-ER 'Ei 2G RAFTER �,!2,RAFTER. -(E,2C _..(El 26 RA:TeR l ;2G RA'"TC-R 2G RAFTER -(4'2G RAFTER --t�-J 26 RAF'LR - _ . O , I P2 P2 P2 P2 P2 P2 PZ ! P2 Ty S S S 5 5 S 5 { S 5 S 5 PI P2 PZ P2 7 _ P i , �12 P PZ PZ P2 1 P i P2 1fC P2 P2 P2 P2 -_ P2 P2 P2 P2 I P2 _ _. P2 I P2 P2� P2� P2 P� P2 I PZ �:� P2 P1 P2 P2 P2 I 29963 1 ei mFj' L 0 i -6 1611 THIRD AVENUE n \ ! (E)ROD/GABLE SUffE373 BRAOINS REPAIR OR SFATTLE,wa seioi REPLACE DAMA6ED TEL 206.957.390D BRACING IN-KIND QUANTUM FAX �� ,{ vrv�w.9ueriWmce.c1 - - - - - - - =— II -1 i �, ' u u ALL P3 I. I III A ATIONS ON THE NFORMAT ON ONLYY AND L 0 U 5HALL BE VERIFIED BY THE CONTRACTOR WITH THE Qj ARCHITECTURAL,MECHANICAL,ELECTRICAL,AND P3 I MANUFACTURERS MMIN65 BEFORE GON5TRUCTION Ti BE61NS.ANY DISCREPANCIE5 SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER ¢ t 4;-4--- Ps _ ,. IMP'EDIATO-Y. T N , , , , O Q N ! 2. ALL EXISTING INFORMATION 15 ASSUMED AND SHALL BE _ FIELD VERIFIED. ANY DWIC-PANGIES SHALL BE U N N CHIMNEY BROUGHT TO THE ATTENTION OF THE ARCHITECT AND N N 3 PER ARCH.; ,CHIMNEY ENGINEER IMMEDIATELY. ao >N 33 .. PB•. PER ARCH. N W 5. FOR STRUCTURAL GENERAL NOTES AND ABBREVIATIONS / SEE SHEETS SID TO 51.1. - - - - -'' 4. FOR DETAIL5 5EE 5HEET S5.0. Pg ' - ,.__'_ -._-'_ ., '_ ___ _ —_ ___-__- _ 5. MORE THAN(2)WO PIPEu240'LON6 MAIN LINES NO a/53A MAY BE INSTALLED IN THE BUILDING. I " ; I 2"m PIPE MAX SPRINKLER BRANCH LINE LOCATION GRID __ APB• �r� � r. r5 A-B 4 E-F.HANG SPRINKLER LINE FROM EACH P-2 MIN(SPACIN6 VARIES) 2.4'PIPE MAX SPRINKLE BRANCH LINE LOCATION GRID T B-E.HANG SPRINKLER FROM EACH P3 FURI.IN 4 b Ire b b b b 3 B 5b'OA) oZ ---- -� ! - -- - 6°m PIPE MAX SPRINKLERMAIN LINE LOCATION.HANG .._ _ _ __ i;' ❑ SPRINKLER LINE FROM 0 CRAW YFRAFTER ONLY. P2 �' : PZ P2 v�_-.__P3-__ _-.-�a2--_ __.-_per_'_'_ ,I __._yam_ - _.-ya2--__-'s -_P3__ _��___._ .__P�-_-'_ _ ! DO NOT HANG FROM Z 2G RAFTM OR(FJ PURLINS. S i i SEE PLAN NOTE 5 I : i i T i i ( i ® WOPIPE MAX SPRINKLER MAIN LINE LOCATION.HANS P P2 P2 Pa P2 P2 P2 PZ P2 PZ P2 P2 SPRINKLER LINE FROM "AFTER ONLY.DO HAPU ! FROM FROM 0 PURLIN5.SEE"N NOTE 5 g I P2i P2i P2T P2� 1 P2i P2� 1 P i i� i P2� i P2T ff S S 5 5 S 5 S 5 PI QS BLOGKIN6 PER 4M O AT P2 MID-SPAN P2 P2 I P2 I P2 P2 P2 P2 11 P2 PZ P2 yq P2 ( P2 © BIDDER-DE51611ED CRANE RAIL(50 PLF MAX) 4-- , Z 2C RAFTER \--(K,2G RAFTER �: (E)2G RAFTER - (E 2C RMr':ER \(-?Pf 2G Rh?-'f� C�.2G RAFTCI2 2G RAC T-- 'EI��RAFTER --(E)2G RAPER -(E)2G RAFi'ER �-(E)2G RAFTER '-.-(PJ 2G RAFT c NON Z GRAM T__(E)CRANE z CRA1 L- ;E,;GRa1VE `--(E)GRAM `-!TJ GRAD �-'-_it)CRANE `-_(E;,CRANE `\-f)~I CRANE `-Z CRANE t-.Z,CRAPE tL IJ < }N-RAPIER A-RAFTER N-RAFTER A-RAFTER N-RAFTER A-RAFTER N-RAFTER N-RAFTER W-RAFTER K-RAFTER A-RAF,T W-RAF'tR Z WLu S INDIOATE5 RAFTER FLAN6E BRACE PER 5M O q O 7 Z Z N Z m �OW II�� _0 a F11"SC4E04LE V ¢z Z -7 z o MARK SIZE NOTES Z Z F=-O o r PI 8ZI6 (E)ROOF PERLIN,DO LL Z Lt- 3 NOT HAN6 SPRINKLERS Z '+ 10-1 O FROM PI PURLINS Q Q Q 4 P2 8ZI6 (F)CRANE A AFTER RERUN,LINES PER Drawing:HANG ROOF FRAM I NG PLAN SPRINKLER BRANCH PLAN AND KEY NOTE 5GALE:3/32"0 1'-0" P3 8Z16 Z INTRAFTER PURLIN,HAN6 `' . SPRINKLER BRANCH LINES PER J PLAN AND KEY NOTE 2 23137.02 IR s/s"w/(2)%'(1)EPDXY BENT R 3"x3"x ANCHORS,6"EMBED. CHIMNEY PER ARCH. (E)Z-PURLIN 54 MIL.x 0'-5"w/ EACH SIDE PER PLAN EACH SCREWS # FLASHING PER ARCH. — EACHH LEG,TYP. � � N #12 ROOF SCREWS® _ - — 5005I62-54 6"O.G.ROOF DECK 7 I/53.0� N TO FRAMING$BLKG. CHIMNEY PER ARCH. (E)ROOF DECK r (E)ROOF DECK (E)BASE R w/(2) N (ORIENTATION �, ANCHOR BOLTS VARIES) -- o iq O _ + m 56GTIDN� ,.-a +I LL I/53.0 + ++ -a I/53.0 �► --b T I + o ATTACHMENT ARCH.,TYP. 6005162-54 (E)COL. �,;CHIMNEY (E)Z-PURLIN m PER ARCH. DIAGONAL 6005162-54 BLK6., CHANNEL PER 2/53.0 Il53,0 BLKG.,TYP. A (E)FDN. LOCATION PER PLAN r 4 ---- ------ —- 8005162-54 L2x2x54 MIL x 0-5" —.- -- ANGLE w/(4)#10 SCREWS as 0 PER LE6 EACH END / (E)Z-PURLIN / `u `uJ PER PLAN NOTE S DO 0�s' 28 Mt DRILL THRU .n EXISTING REINF. roNA6 TYPICAL CHIMNEY FRAMING DECK CONNECTION SOALE NONE TYPICAL CHIMNEY OPENING SOALE:NONE 2 TYPICAL.2 ANCHOR BOLT BASE PLATE RETROFIT xA�E:NONE 3 Z-MIN BRACING 5oA e:NONE 4, (E)RAFTER , 1511 THIRD AVEPoUE SUITE LE, (E)STIFF. TEL z s967Wl QUANTUM FAX 206.957.3901 �gaanwmaa.mm REINF.to 5 (EJ Z-PURLIN TSTIWF�F 1e iq (E)COL.E(N)COL. o 44 E 2) /e 9 A30T BOLTS y PER PLAN I � 3 (E)END IE s/e" _—� - COL.PER 12/53.0 oo ■ MIN. i BOLTS PER I2/53.0 _ o U)i REINF.R is _ p N V N N f TO END If %a c°°w'N ry L4 L3x3xy4 FLANGE BRACE I '16 v 3 (E)GAP If/4"w/ (E)COL.PER PLAN ID s I � (5)s/4"4 A525 r THRU BOLTS it # 1 - -- T (E)RAFTER PER PLAN __ _�_ TEMPORARY SHORE �iG (E)RAFTER - --- RAFTER DURING REPAIR R Ya x5"x0-5"w/ i %''(1)A301 BOLT PER PLAN s , ( (E)HAUNCH CONNECTION REINF.IR/a x5" A512,GR.50 EACH SIDE OF WE8 (E)FLANGE ! (E)BOLT,TYP. s/e"XP" 9 + FLANGE 'z DISASSEMBLE(E)COLUMN LAN. S REINF.R?/6"xI0" REGiUIRED TO INSTALL (E)WEB R.s�(s" TYPICAL FLANGE BRACE s'ALE! NONE A5'12,SR.50 REPAIR COLUMN SCALE:NOW iv in W/NEW A EA BOLTS, S � (N�COL.REASSEMBLE (E)COL. MATCH(E)BOLT (E)CRANE Q DIAMETER. - - ---r--------- BRACKET 0 IOOOG250-54 - b - -- - (CRANE # (10)%4"0 A325-N BOLTS BEAM NOT GJP,TYP. — _--__ SHOW AT FLANG Q 7YP (f)Z-GIRT.DETACH E _ R SPLICE FROM(E)COLUMN FOR 1 in (N)COL.INSTALLATION AND REATTACH AFTER GJP,TYP. :� REPAIR 15 COMPLETE LL V4 TYP. -� x (E)STIFF IE z �� WI2x26 LLJ w 2-12 I TYP.,PLAN6E o /4 h �' p ---s — - �- R TO INSIDE _ iq 2 12 FLANGE m Z z N TYP.,FLANGE is 4-12 N II/53.0 (EI FDN. a O z rn If TO OU 51DE %4 4-12 2a BASE I�s/a"w/ v �— W a TYP. (4)%4"d EPDXY Ila 1 .51 n Q ANCHORS,6" — o Z =O EMBED. Jill it it z — F- Jill Jill —_____ a lu) ) (E)5A5E�,RETROFIT ANGHORA6E PER 5/55.0 Drawing: S3.0 DETAIL SCALE:NONE Gi TYPICAL COLUMN REINFORCEMENT SCALE: ONE I Q REPAIR COLUMN BASE PLATE scA s:NONE I I GUT COLUMN REPAIR 1GAL5 None I L a- 23137.02 REINPORGING 5PLIGE AND DEVELOPMENT LENGTH 50HEDULE PROVIDE (FOR GRADE 60,UNCOATED BARS,NORMAL WEIGHT CONCRETE) CORNER BARS TO 57D.HOOK AT CORNER BARS TO CORNER BARS TO CORNER 5AR5 TO MATCH EXTERIOR END OF IN5112E MATCH OR055 WALL MATCH HORIZ.REINF. MATCH CROSS WALL z HORIZ.REINF. HORIZ.REINF. HORIZ.REINF. HORIZ.REINF. (ALTERNATE HOOK o DIREGTIOw O MINIMUM STRAIGHT DEVELOPMENT LENGTH FOR BARS IN TENSION(Ld) f'c Lu ADDITIONAL ADDITIONAL 6� =3000 P51 BAR t- VERT.BARS TYP.CORNER VERT.BARS SIZE ALL BARS O w BAR: Lb a #3 Ib" U- w 9 BAR OFF5E7 #4 22" #5 2.71, #6 33° cw OR055 WALL OR055 WALL #1 48n 4; o END BAR 9 12d U.O.N. #8 55" mo I80°HOOK. HOOK MAY BE SKEWED UTO MAINTAIN COVER 02=6d FOR#3 TO#8 vi,�I D TAIN SINGLE CURTAIN SEE SCHEDULE FOR II MINIMUM LAP SPLICE LENGTH FOR BARS IN TEN51ON (Lb) SPLICES E DEVELOPMENT po\�q 28%3 LENGTHS PLAN VIEW f'c=3000 P51 BAR n10NAL SIZE ALL BARS TYPICAL CORNER AND WALL END BAR ARRANGEMENT AT CONCRETE WALLS OR FOOTINGS 5cALE:NONE 2 TYPICAL REBAR 5EN05 scALE:NONE 3 #3 21" , #4 28° #5 36" 1511 THIRD AVENUE #6 45" sulre3z� it"x IV2"PREMOLDED #l 62" TEI16."»' CONT.MASTIC JOINT STRIP. COL.PER MFR. q COL.S FTC. #8 71" QUANTUM FAX zab--1 ..... ...n..... w quantumca. (JOINT MAY BE 5A'N-GUT (4)%"0 EXPANSION AT CONTRACTOR'S OPTION) BASE R PER MFR. ANCHORS PER GENERAL #4 DOWEL5® NOTES,5"EMBED $ 8 S"O.G.E.W., NON-5HRINK GROUT PER ti o a PROVIDE CONTROL OR DRILL$EPDXY GENERAL NOTES (D III MINIMUM EMBEDMENT LENGTHS �o n °' a°°• e °°O Zi CONSTRUCTION JOINTS TO (THICKNESS PER MFR) FOR 5TANDARD END HOOKS Ldh) - 13REAK UP 5LA5-ON-6RADE (E)5LA5- cONTR01_JOINT INTO SQUARE OR RECTANGULAR ON-GRADE 4" f'c=5000 P51 a Q co B SECOND POUR FIRST POUR AREAS.THE RATIO OF LONG TO / TYP BAR 0 �m SHORT SIDE DIMEN51ON SHALL 1/ 51ZE ALL BARS a v `� SLAB THIGKNE55 KEYED JOINT NOT EXCEED IS.NO ACUTE - —_ ro AND REINFORCING ANGLES.MAXIMUM JOINT __-- -� `'' w #3 (5" N w' PER PLAN(TYP.) CONTINUE REINF. SPACING SHALL NOT EXCEED 36 00 FFTHRU JOINT TIMES THE 5LAB-ON-6RADE -- [a #5 101, THICKNESS. CONTRACTOR #6 12" n 1 n SHALL SUBMIT JOINT LAYOUT FOOTING TO #T 13" PLAN TO ARCHITECT BEAR DIRECTLY m v #8 IS" FOR APPROVAL. ON SUITABLE � m,0 a 90 BEARING SOILS I'-0'MIN. a°, LAP C� Lb PER PLASTIC VAPOR BARRIER AND WIDTH PER SCHEDULE 50HEDULE COMPACTED GRANULAR FILL (WHERE OCCURS) CHIMNEY AND ANCHORAGE PER 00NSTRUGTION JOINT ARCH.AT 51M.MO COLUMN AT SIM) TYPICAL 5LAB-ON-GRADE JOINTS scALE:NOW TYPICAL SPREAD FOOTING AT EXISTING SLAB-GN-6BADE 50ALE:NONE 6 DETAIL SCALE:NONE TYPICAL SPLICE 504EDU.E scAEE:NONE 8 I"GHAMFER 24° 4"GONG.PVC WATERSTOP #4 F®12"O.G (E)5LAB ON-GRADE w/WELDED JT5,TYP. --_-- i REINF.PER PLAN d REINF.PER PLAN AT fl j REINF.PER PLAN u EACH FACE AT SIM. T #4 x 30'®Ib'O.G. #4 x 30" #4 EPDXY 16"O.C.EPDXY ` DOIAEL5.,EMBED 4"IN WALL ' 6 DOWELS® _ LL EPDXY DOWEL5 EQ. EQ. qqZ EMBED. Ib"O.G. W EMBED 4"IN WALL,TYP. S #4 HOOKED®Ib"O.G. EQ. EQ. o O SPREAD FOOTING 5GHEDULE SLAB-ON-GRADE W (3)#4 HORIZ.TOP BAGKFILL w/ o FREE-DRAINING ¢ 1L ¢ PER PLAN,TYP. (D W w MARK SIZE REINFORCING DETAIL REMARKS 5LAB-ON-GRADE 2° MATERIAL z � F ¢ PER PLAN,TYP. TYP. 131 x F- Z Z N 0 F2.5 2-b x 2'-b"x I'-O" (4)#4 E.W. co O ?rn F Lu F4.0 4-0 x 4'-0"x 1'-0" (6)#4 E.W. 6/55.1,SIM. — z w¢ ry 2 LINE OF EXCAVATION AS ¢CLR z O . iv z X O NOTE: m � � Q STEEP A5 POSSIBLE.FACE OF o Z U� J (3)#4 HORIZ.BOTTOM STEPS SHALL BE CAST o ALLOWABLE 501L BEARING PRE55URE 15 1.5 K5F 3 HOOK VERT.REINF.INTO in IF EXCAVATIONERODESAINST UN1215TURBED ARTH. z N a I'-0" -0 FT6.(ALTERNATE HOOK v 1'-0" 4" BAGKFILL WITH CONCRETE ¢ Q ¢ DIREGTIOW (2)#4 HORIZ.BOTTOM WALL WIDTH DOWEL TO MATCH WALL WIDTH Drawing: PER PLAN VERT.REINF. PER PLAN V . SPREAD FOOTING SCHEDULE erA NONE DETAIL -Al.NONE IQ CANTILEVER RETAINING WALL AT PIT seAEE:NOW IL ,°eN" ., 23137.02 t CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 18520 67TH AVE NE Permit#: 6147 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 31052200102000 DATE OF ISSUANCE. Scope of Work:Bring building to city requirements Valuation: 300000.00 OWNER APPLICANT CONTRACTOR MINA PROPERTIES VII LLC 2812 Architecture Sea Con,LLC 1418 Market Street 2812 Colby Ave 165 NE Juniper St, Ste 100 Kirkland,WA 98033,WA 98033 Everett,WA 98201 Issaquah,WA 98207 425-252-2153 425.837.9720 LIC:601 999 210 EXP:03/31/2025 LIC:SEACOL*012R7 EXP:08/12/2026 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL ALTERATION CODE YEAR: 2021 STORIES: 1 CONST.TYPE: 11B DWELLING UNITS: 0 OCC GROUP: H-4;Hazardous Health BUILDINGS: 1 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.IBC 110/IRC 110. 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 c y of Arlington#3101. 03/12/2025 Applicant Signature Date Building Official Date CONDITIONS Floor drains required in restrooms per UPC 418.3 Deferred Submittals 1. Sprinkler 2.Fire alarm 3.Plumbing 4.HVAC.A discharge agreement is required.Contact the Public Works Department at 360-403-3526 for information regarding the discharge agreement.Building must comply with Hearing Examiner Decisions before Occupancy•Page 4: (B)(2)Air—SEPA Condition Page 4:(B)(3)(c)Water Runoff—SEPA Condition•Page 10-11:Last paragraph to next page—Discussion of processing conducted entirely within a fully enclosed building. •Page 14:Testimony of Amy Rusko—First paragraph•Page 22: Special Use Permit Condition#4•Page 23: SEPA Condition#6•Page 23: SEPA Condition#8 •Page 33:Appendix B—Standard Conditions #2 See redlined drawings for additional requirements.Adhere to the approved plans.Approved job copy shall be onsite for inspections. 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 PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK.TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 03/12/2025 Building Plan Review $2,066.83 03/12/2025 Processing/Technology $25.00 03/12/2025 Building Permit $3,179.74 03/12/2025 State Surcharge-Commercial $25.00 03/12/2025 CIC-Traffic Mitigation 67th Ave/188th St $10,718.95 03/12/2025 CIC-Traffic Mitigation SR 531 -43rd to 67th Ave e7 769.05 03/12/2025 CIC-Traffic Mitigation SR 531 -67th Ave to SR9 $10,718.95 Total Due: $34,503.52 Total Payment: $34,503.52 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION I Pass/Fail CITY OF ARLINGTON TEMPORARY CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SEC. 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 18520 67th Ave NE Building Permit Number BLD 6147 Name&Address of Owner Occupancy Load Number of Stories MINA PROPERTIES VII LLC Manufacturing 250 Office 25 Storage 38 3 1418 MARKET STREET Type of Construction/Sprinkler system required Use KIRKLAND,WA 98033 IIB/YES Manufacturing/ Office Storage THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2021 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP H-4 OCCUPANCY ISSUED: January 13, 2026 Building Official u C U a O au a o to C Q w c ) cz w r+ �, u 0 0-4 � z z w � m x F O ... O >* CY) z a z cN O y a i (, F o ww z LO N U m CD Q cz cz N GQ , W �/ �•r Z FO 'C u cn Q 1 G V �T u y a V cz w [� W E-o O �..� z O 3 wm Q 00 0 ... wo z pc'nEW � a� � a � � z z z 4� x Qaa F i a o CO d4 ' z E� x A F W Permit#: 6147 Permit Date: 09/05/24 Permit Type: COMMERCIAL ALTERATION Project Name: Seattle Galvanizing Applicant Name: 2812 Architecture Applicant Address: 2812 Colby Ave Applicant, City, State, Zip: Everett,WA 98201 Contact: Adam Clark; Paul Douglas Phone: 425-252-2153 Email: paul@2812architecture.com; adam@2812architecture.com Scope of Work: Bring building to city requirements Valuation: 300000.00 Square Feet: 36824 Number of Stories: 1 Construction Type: 1113 Occupancy Group: H-4; Hazardous Health ID Code: CIC Permit Issued: 03/12/2025 Permit Expires: 09/13/2026 Form Permit Type: COMMERCIAL ALTERATION Status: COMPLETE Assigned To: Ameresia Lawlis Property Parcel# Address Legal Description Owner Name Owner Phone Zoning SEC 22 TWP 31 RGE 05 RT-1C)S 400 FT OF NE1/4 NE1/4 LY E OF NP R/W 399 Other 31052200102000 18520 67TH AVE NE EXC CO RDS ALSO LESS MINA PROPERTIES Miscellaneous R/W TO CITY OF ARL VII LLC Manufacturing NEC PER SWD REC AFN 200201100393 AND CORR AFN 200202080086 Contractors Contractor Primary Contact Phone Address Contractor Type License License# 165 NE Juniper CONSTRUCTION COA Business Sea Con,LLC 425.837.9720 601 999 210 St,Ste 100 CONTRACTOR License Sea Con,LLC 425.837.9720 165 NE Juniper CONSTRUCTION LABOR& SEACOL*012R7 St,Ste 100 CONTRACTOR INDUSTRIES Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 12/05/2025 C20.BUILDING 12/08/2025 12/05/2025 BUILDING Approved FINAL 10/14/2025 C19.PLUMBING 10/15/2025 10/15/2025 BUILDING Not FINAL Completed 09/17/2025 FS04.FDC FLUSH Inspection requested around 09/22/2025 09/22/2025 BUILDING Completed 10:00 09/17/2025 FS04.FDC FLUSH Inspection requested around 09/22/2025 09/22/2025 FIRE Completed 10:00 08/28/2025 C08.PLUMBING 09/02/2025 09/02/2025 BUILDING Approved ROUGH-IN C04.PLUMBING After 9:00 am Not 08/11/2025 GROUNDWORK System not on test for 08/12/2025 08/12/2025 BUILDING Completed inspection, 07/28/2025 FS04.FDC FLUSH 07/30/2025 CED INSPECTOR Assigned Requested around noon but 07/08/2025 FS04.FDC FLUSH I said it may be more 07/09/2025 CED INSPECTOR Assigned around 1 pm.KF FDC Connection and 07/03/2025 Inspection structural concrete 07/07/2025 07/07/2025 CED INSPECTOR Approved inspection 06/23/2025 CO3. 06/24/2025 06/24/2025 BUILDING Approved FOUNDATION/SLAB 05/08/2025 Inspection rebar inspection 05/09/2025 BUILDING Approved 04/24/2025 FOUNDATION/SLAB Inspection by 3rd party 04/25/2025 04/25/2025 BUILDING Not Completed AM Requested Structural Reinforcement 03/13/2025 Inspection inspection/steel 03/14/2025 03/14/2025 BUILDING Approved reinforcement 08/13/2025 C04.PLUMBING 08/14/2025 BUILDING Approved GROUNDWORK Plan Reviews Date Review Type Description Assigned To Review Status Floor drains required in restrooms per UPC 418.3 Deferred Submittals 09/05/2024 COMMERCIAL 1.Sprinkler BUILDING Approved with ALTERATION 2.Fire alarm Conditions 3.Plumbing 4.HVAC 09/05/2024 COMMERCIAL Approved per HE's Decision. PLANNING Approved with ALTERATION Conditions 09/05/2024 COMMERCIAL No comments,LT&JK PW-ADMIN-GIS Approved ALTERATION 09/05/2024 COMMERCIAL A discharge agreement is required.Class 2.SB PW-SEW-REV Approved with ALTERATION Conditions 09/05/2024 COMMERCIAL PW-WAT-REV In Review ALTERATION Fees Fee Description Notes Amount Building Plan Review Table 4-2 $2,066.83 Processing/Technology $25.00 Building Permit Table 4-1 $3,179.74 State Surcharge-Commercial Commercial Only $25.00 CIC-Traffic Mitigation 67th Ave/188th St Planned Action CIC $10,718.95 CIC-Traffic Mitigation SR 531 -43rd to Planned Action CIC $7,769.05 67th Ave CIC-Traffic Mitigation SR 531 -67th Ave Planned Action CIC $10,718.95 to SR9 Total $34,503.52 Attached Letters Date Letter Description 03/12/2025 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 09/06/2024 4034 Ameresia Lawlis $2,066.83 01/22/2025 XBP Con£ $32,436.69 221051350 Outstanding Balance $0.00 Notes Date Note Created By: 01/23/2025 Verify with KO and Planning regarding HE requirements. Kristin Foster Uploaded Files Date File Name 03/13/2025 24901444-20250312 BLD6147 IssuedPermit.pdf 03/13/2025 24901443-20250117 BLD6147 ApprovedPlans.pdf 09/05/2024 22292056-20240909 BLD6147 Anp.pdf 09/05/2024 22291995-20240903 BLD6147 Calcs.pdf Date: 05/05/2026 Permit#: 6147 Permit Date: 09/05/2024 Review Date: 09/05/2024 Permit Type: COMMERCIAL ALTERATION Review Type: COMMERCIAL ALTERATION Target Date: 10/03/2024 Scheduled Time: 00:00 Completed Date: 09/06/2024 Description: A discharge agreement is required. Class 2. SB Review Status: Approved with Conditions Assigned To: PW-SEW-REV Time In: 00:00 Time Out: 00:00 Hours: 0.2 Property Information Parcel#: 31052200102000 MINA PROPERTIES VII LLC MINA PROPERTIES VII LLC 1418 Market Street 18520 67TH AVE NE Kirkland, WA 98033,WA 98033 Zoning: 399 Other Miscellaneous Manufacturing NECLot: Block: Date: 05/05/2026 Permit#: 6147 Permit Date: 09/05/2024 Review Date: 09/05/2024 Permit Type: COMMERCIAL ALTERATION Review Type: COMMERCIAL ALTERATION Target Date: 10/03/2024 Scheduled Time: 00:00 Completed Date: 07/22/2024 Description: Approved per HE's Decision. Review Status: Approved with Conditions Assigned To: PLANNING Time In: 00:00 Time Out: 00:00 Hours: 0.0 Notes 09/27/2024 Comment made on 9-27-2024. Plans shall meet all requirements per the land use decision and approved plans. No large bay doors proposed. The building plans are required to show how the building will remain fully enclosed with no doors allowed to be open during the galvanizing process. Please show how product will enter and exit the building without allowing the galvanizing process to be exposed to the outside 01/26/2025 environment. See SEPA MDNS condition under(13)(2)Air within the Hearing Examiner Decision. The property owner is required to meet all conditions of the Hearing Examiner Decision approved on July 22nd 2024. The Decision has been attached and should be referenced in the Building Permit. 03/12/2025 Kevin has redlined the plans per the HE's decision. Property Information Parcel#: 31052200102000 MINA PROPERTIES VII LLC MINA PROPERTIES VII LLC 1418 Market Street 18520 67TH AVE NE Kirkland, WA 98033, WA 98033 Zoning: 399 Other Miscellaneous Manufacturing NECLot: Block: Uploaded Files Date File Name Uploaded By 01/26/2025 23977781-20240722 NoticeofDecision Amy Rusko SeattleGalvanizingSmallPartsandStorage.pdf Date: 05/05/2026 Permit#: 6147 Permit Date: 09/05/2024 Review Date: 09/05/2024 Permit Type: COMMERCIAL ALTERATION Review Type: COMMERCIAL ALTERATION Target Date: 10/03/2024 Scheduled 00:00 Time: Completed 01/17/2025 Date: Description: Floor drains required in restrooms per UPC 418.3 Deferred Submittals 1. Sprinkler 2. Fire alarm 3. Plumbing 4. HVAC Review Status: Approved with Conditions Assigned To: BUILDING Time In: 00:00 Time Out: 00:00 Hours: 2.0 Notes Floor drains required in restrooms per UPC 418.3 Deferred Submittals 01/17/2025 1. Sprinkler 2. Fire alarm 3. Plumbing 4. HVAC Additional redlines included in the plans per the HE's decision. Building must comply with Hearing Examiner Decisions before Occupancy • Page 4: (13)(2)Air—SEPA Condition • Page 4: (13)(3)(c)Water Runoff—SEPA Condition 03/12/2025 • Page 10-11: Last paragraph to next page—Discussion of processing conducted entirely within a fully enclosed building. • Page 14: Testimony of Amy Rusko—First paragraph • Page 22: Special Use Permit Condition#4 • Page 23: SEPA Condition#6 • Page 23: SEPA Condition#8 • Page 33:Appendix B—Standard Conditions#2 Property Information Parcel#: 31052200102000 MINA PROPERTIES VII LLC MINA PROPERTIES VII LLC 1418 Market Street 18520 67TH AVE NE Kirkland, WA 98033,WA 98033 Zoning: 399 Other Miscellaneous Manufacturing NECLot: Block: Note: Building must comply with Hearing Examiner Decisions before Occupancy • Page 4: (B)(2) Air — SEPA Condition • Page 4: (B)(3)(c) Water Runoff — SEPA Condition • Page 10-11 : Last paragraph to next page — Discussion of processing conducted entirely within a fully enclosed building. • Page 14: Testimony of Amy Rusko — First paragraph • Page 22: Special Use Permit Condition #4 • Page 23: SEPA Condition #6 • Page 23: SEPA Condition #8 • Page 33: Appendix B — Standard Conditions #2