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Home My WebLink About20325 71st Ave Ne_BLD6638_2025 3400 Cottage Way Ste G2 #26023 Sacramento, CA 95825 619-984-9884 Structural Calculations for: Senior Aerospace Modular Clean Room 20325 71st NE Arlington, WA 98223 PROJECT #: 250056 City Submittal 07/15/2025 7/15/2025 TABLE OF CONTENTS Design Criteria ............................................................................1 Lateral Analysis ...........................................................................6 Component Design .......................................................................8 Design Criteria Project: Senior Aerospace By: NAZ Address: 20325 71st NE Arlington WA 98223 Date: 7/15/2025 Job #: 250056 STRUCTURE GEOMETRY Level Height Width (ft) Length (ft) Roof 16.00 39 39 n Walls 2 1 Risk Category = II STRUCTURE MASS Dead Load (Roof) (No Roof) 0.0 psf Dead Load (Walls) Panel 7.0 psf 7.0 psf Area (Roof) 1521 sf Mass = 0 lb Length (Walls) 117 ft Mass = 13104 lb Total structure mass 13104 lb Project: Senior Aerospace By: NAZ Address: 20325 71st NE Arlington WA 98223 Date: 7/15/2025 Job #: 250056 SEISMIC DESIGN CRITIERA ASCE 7-22 Ch. 11 & 12 Site Characteristics Site Response Spectrum per ASCE 7 Ch. 11 and 12 Soils Report? No Site Class: Default Spectral Response Acceleration, Short Period, Ss: 1.16 g Spectral Response Acceleration, 1-Sec. Period, S1: 0.34 g MCER Spectral Response Acceleration, Short T, SMS: 1.37 g MCER Spectral Response Acceleration, 1-Sec. T, SM1: 0.77 g Design Spectral Response Acceleration, Short T, SDS: 0.913 g Design Spectral Response Acceleration, 1-Sec. T, SD1: 0.513 g Structure Characteristics Risk Category II Seismic Risk Importance Factor 1.00 Long Period Transistion Period, TL: 6 s Effective Height, h: 16.00 ft Seismic Design Category D Seismic Force Resisting System A18 - Light-frame walls with shear panels of all other materials Response Modification Factor, R: 2.0 System Overstrength Factor, Î©: 2.5 Deflection Amplification Factor, Cd: 2.0 Period Coefficient, Ct: 0.02 Period Coefficient, x: 0.75 Redundancy, Ï: 1.3 Structure Period Period Upper Limit Coefficient, Cu: 1.40 T12.8-1 Approximate Fundamental Period, Ta (s): 0.160 [12.8-8] Design Period Upper Limit, TMAX (s): 0.224 (12.8-2) Seismic Response Coefficient Seismic Response Coefficient, Cs: 0.457 [12.8-3] For T â‰¤ TL, Cs need not exceed: 1.604 [12.8-4] Cs shall not be less than: 0.040 [12.8-6] nor less than [12.8-7] Design Seismic Response Coefficient, Cs: 0.457 ASCE Hazards Report Address: Standard: ASCE/SEI 7-22 Latitude: 48.179757 20325 71st Ave NE Risk Category: II Longitude: -122.133516 Arlington, Washington Soil Class: Default Elevation: 119.69674360719856 ft 98223 (NAVD 88) https://ascehazardtool.org/ Page 1 of 4 Mon Jul 14 2025 Seismic Site Soil Class: Default Results: PGA M : 0.56 TL : 6 SMS : 1.37 SS : 1.16 SM1 : 0.77 S1 : 0.34 SDS : 0.91 VS30 : 260 SD1 : 0.52 Seismic Design Category: D Multi-Period MCE SpectrumR Multi-Period Design Spectrum S (g) vs T(s)a S (g) vs T(s)a Two-Period MCE SpectrumR Two-Period Design Spectrum S (g) vs T(s)a S (g) vs T(s)a MCE Vertical Response SpectrumR Design Vertical Response Spectrum Vertical ground motion data has not yet been made Vertical ground motion data has not yet been made available by USGS. available by USGS. https://ascehazardtool.org/ Page 2 of 4 Mon Jul 14 2025 Lateral Analysis Project: Senior Aerospace By: NAZ Address: 20325 71st NE Arlington WA 98223 Date: 7/15/2025 Job #: 250056 Lateral Analysis No roof or diaphragm is present in the proposed modular construction. Wall panels are attached at the bottom to slab on grade with post-installed expansion bolts. Wall panel top is braced to the existing structure roof. Therefore wall panels are checked for in-plane seismic loads, and out-of-plane wind and seismic loads. Wall panel self weight: 7.0 psf In plane forces: Design Response cofficient: 0.46 Redundancy, Ï: 1.3 v: 4.2 psf 2.9 psf (ASD) Out-of-plane forces: Seismic: Fp = 0.4 * Sds * Ie 0.37 â†’ 2.6 psf Wind Pressure (Interior): 5.0 psf â† GOVERNS Component Design Project: Senior Aerospace By: NAZ Address: 20325 71st NE Arlington WA 98223 Date: 7/15/2025 Job #: 250056 Component Design Wall Panels In plane wall panel shear: 47 plf Allowable wall panel In plane shear: 265 plf DCR = 0.18 â†’ OK (Per Ramtech Laboratories, Inc report Lab No 11307, dated January 26, 2000, in accordance with ASTM E-72 procedures for racking shear test) Out of plane wall panel shear: 80 plf Wall Panel Anchorage Anchor: 1/2" Ã˜ Hilti KB-TZ2 effective embed = 2.50 in Spacing: 48 in Î© Shear per anchor: 1143 lb Î© Nominal tension per anchor: 500 lb TENSION Steel Strength Nsa = 11244 lb (ICC-ES ESR-4266) Î¦steel = 0.75 Î¦nsa = 8433 lb DCR = 0.06 â†’ OK Concrete Breakout c, a min = 8 in Anc = 56.25 in2 c, ac = 6.75 in Anc0 = 56.25 in2 Yc,N = 1.00 Ycp,N = 1.00 Yed,N = 1.00 Î»a = 1.00 kc = 21 f'c = 3000 psi Î¦conc = 0.65 Nb = 4547 lb Î¦seismic = 0.75 Ncb = 4547 lb Î¦nonduc = 1.00 Î¦Ncb = 2216 lb DCR = 0.23 â†’ OK Project: Senior Aerospace By: NAZ Address: 20325 71st NE Arlington WA 98223 Date: 7/15/2025 Job #: 250056 SHEAR Steel Strength Vsa = 6878 lb (ICC-ES ESR-4266) Î¦steel = 0.65 Î¦nsa = 4471 lb DCR = 0.26 â†’ OK Pryout c, a min = 8 in Anc = 56.25 in2 c, ac = 6.75 in Anc0 = 56.25 in2 Yc,N = 1.00 Ycp,N = 1.00 Yed,N = 1.00 Î»a = 1.00 kc = 21 kcp = 2 f'c = 3000 psi Î¦conc = 0.7 Nb = 4547 lb Î¦seismic = 1.00 Vcp = 9093 lb Î¦nonduc = 1.00 Î¦Vcp = 6365 lb DCR = 0.18 â†’ OK Edge Breakout c, a1 = 5.33 in Avc = 96 in2 c, a2 = 8.00 in Avc0 = 128 in2 Yc,V = 1.00 Ie = 2.50 in Yed,V = 1.00 da = 0.50 in Yh,V = 1.155 ha = 6.00 in Î¦conc = 0.7 Ypara = 1.00 Î¦seismic = 1.00 Î¦nonduc = 1.00 Vb = 4607 lb Vcb = 3990 lb Î¦Vcb = 2793 lb DCR = 0.41 â†’ OK INTERACTION Î²N 0.23 Î²V 0.41 Î¶ 5/3 Utilization = 0.31 â†’ OK Project: Senior Aerospace By: NAZ Address: 20325 71st NE Arlington WA 98223 Date: 7/15/2025 Job #: 250056 Wall Panel H-Post Material: 6063-T6 Aluminum Fy = 35 ksi E = 10000 ksi Height: 16.00 ft Section Properties t = 0.08 in A = 0.51 in2 Ix = 1.014 in4 Iy = 0.0383 Sx = 0.554 in3 Sy = 0.054 in3 rx = 1.414 in ry = 0.275 in Effective Length Kx = 2.0 Ky = 2.0 Lx = 192.0 in Ly = 12.0 in KL/r = 271.57 KL/r = 87.27 Loading wDL = 7.0 psf Trib Width = 16.0 ft wLL = 0.0 psf Trib Length = 3.0 ft Axial Load, Pu = 403 lb Effective Area of slender elements Fcr,x = 1.17 ksi Fcr,y = 11.36 ksi [E3-3] Flange c1 = 0.22 Web c1 = 0.18 c2 = 1.49 c2 = 1.31 b/t, Î» 8.88 45.75 Limit ,Î»r 9.47 25.19 Fel = 88.4 ksi 18.2 ksi Limit check 51.69 44.20 Eff width, be = 1.420 3.577 Effective area = 0.50 in2 Member Capacity Î¦Pnx = 529 lb Î¦Pny = 5120 lb DCR = 0.76 â†’ OK Project: Senior Aerospace By: NAZ Address: 20325 71st NE Arlington WA 98223 Date: 7/15/2025 Job #: 250056 Wall Panel Raceway Material: 6063-T6 Aluminum Fy = 35 ksi E = 10000 ksi Height: 16.00 ft Section Properties t = 0.08 in A = 0.73 in2 Ix = 0.912 in4 Iy = 1.346 Sx = 0.506 in3 Sy = 0.625 in3 rx = 1.120 in ry = 1.360 in Effective Length Kx = 2.0 Ky = 2.0 Lx = 192.0 in Ly = 12.0 in KL/r = 342.86 KL/r = 17.65 Loading wDL = 7.0 psf Trib Width = 16.0 ft wLL = 0.0 psf Trib Length = 3.0 ft Axial Load, Pu = 403 lb Effective Area of slender elements Fcr,x = 0.74 ksi Fcr,y = 277.94 ksi Flange c1 = 0.18 Web c1 = 0.22 c2 = 1.31 c2 = 1.49 b/t, Î» 8.88 45.75 Limit ,Î»r 9.47 25.19 Fel = 68.3 ksi 23.5 ksi Limit check 65.26 8.94 Eff width, be = 3.900 0.997 Effective area = 0.72 in2 Member Capacity Î¦Pnx = 480 lb Î¦Pny = 181333 lb DCR = 0.84 â†’ OK Project: Senior Aerospace By: NAZ Address: 20325 71st NE Arlington WA 98223 Date: 7/15/2025 Job #: 250056 Wall Braces Brace spacing: 96 in Max Brace length: 86.5 in Brace lateral force: 640 lb Brace: 250S137-43 Brace design axial force: 1154 lb (Max 1H:1.5V angle) Brace properties: Fy = 33 ksi E = 29500 ksi G = 11346 ksi J x 1000 = 0.173 in4 Cw = 0.10 in6 Ro = 1.6 in Ag = 0.255 in2 xo = -1.13 in B = 0.501 ry = 1.010 in rz = 0.511 in Flexural Buckling Stress Ky / Kz = 1.0 Lby / Lbz = 86.5 in KL/r = 169.32 Critical elastic buckling stress, Fcre = 10.16 ksi Flexural-Torsional Buckling Stress Ïƒt = 8.74 ksi Ïƒez = 39.68 ksi Flexural-Torsional buckling stress, Fcre,FTB = 7.79 ksi Yielding and Buckling Stress Fcre = 7.79 ksi Î»c = 2.058 Compressive stress, Fn = 6.83 ksi Allowable compressive stress Nominal axial strength for buckling, Pne = 1.74 ksi Local Buckling Ae = 0.237 in2 Nominal axial strength, Pn = 1.62 k Nominal axial strength, Pn = 1.62 k Î¦c = 0.85 Available axial strength, Î¦Pn = 1.38 k DCR = 0.84 â†’ OK COLD-FORMED STEEL (CFS) STRUCTURAL STEEL GENERAL NOTES SHEET INDEX 1. ALL COLD-FORMED STEEL DESIGN, FABRICATION, AND CONSTRUCTION SHALL BE IN 1. ALL STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE 1. ALL ENGINEERING AND CONSTRUCTION SHALL AT A MINIMUM CONFORM TO THE LATEST ACCORDANCE WITH: GOVERNING BUILDING CODE, AISC 303 AND AISC 360. THE FABRICATOR AND ERECTOR SHALL REQUIREMENTS OF THE GOVERNING BUILDING CODE AND ANY APPLICABLE GOVERNING SHEET NAME Â· AISI S100 - SPECIFICATION FOR DESIGN OF CFS STRUCTURAL MEMBERS BE AISC CERTIFIED OR CERTIFIED BY THE GOVERNING JURISDICTION. JURISDICTION AMENDMENTS. sparrow S-01 GENERAL STRUCTURAL NOTES Â· AISI S202 - CODE OF STANDARD PRACTICE FOR CFS STRUCTURAL FRAMING Â· AISI S310 - STANDARD FOR DESIGN OF PROFILED STEEL DIAPHRAGM PANELS 2. STEEL SHALL BE PER ASTM DESIGNATIONS UNLESS NOTED OTHERWISE: 2. ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS. THE S-10 FLOOR PLAN FABRICATOR/CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND COORDINATION STRUCTURAL ENGINEERING S-11 CEILING PLAN 2. ALL STRUCTURAL AND NONSTRUCTURAL CFS PRODUCTS, SPECIFICATIONS, AND MEMBER ASTM DESIGNATION (UNO) OF ALL DRAWINGS AND SPECIFICATIONS PRIOR TO THE START OF DIMENSIONS SHALL BE PER ICC ESR-3064P. FABRICATION/CONSTRUCTION. IF ERRORS, INCONSISTENCIES OR OMISSIONS ARE S-20 ELEVATIONS 3400 COTTAGE WAY SUITE G2 #26023 BASE PLATES A572, GR 50 DISCOVERED, THE STRUCTURAL ENGINEER SHALL BE NOTIFIED PRIOR TO PROCEEDING S-50 TYPICAL DETAILS SACRAMENTO, CA 95825 3. MEMBER IDENTIFICATION WF, WT A992, GR 50 WITH WORK. DEVIATION FROM THE APPROVED SET OF CONTRACT DOCUMENTS SHALL ONLY 3.1. MEMBERS SHALL BE IDENTIFIED BY STAMP OR EMBOSSMENT WITH MANUFACTURER'S BE MADE AFTER WRITTEN APPROVAL BY THE ENGINEER OF RECORD. PE1 OUTLET PLAN 619 - 984 - 9884 NAME; STRENGTH; MINIMUM UNCOATED BASE METAL THICKNESS; PROTECTIVE COATING HSS A500, GR C PE2 LIGHTING PLAN INFO@SPARROWSTRUCT.COM WEIGHT; AND SIZE 3. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED L, C, MC, MISC A36 3.2. MEMBERS ARE IDENTIFIED ON PLAN "DDDMWWW-TTT", IE "600S162-54", WHERE STRUCTURE. THE CONTRACTOR SHALL PROVIDE THE MEANS, METHODS AND SEQUENCES OF PE3 ELECTRICAL PANEL A. "DDD" - MEMBER WEB DEPTH IN 1/100 INCH STANDARD BOLTS A307 CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO B. "M" - MEMBER SECTION DESIGNATION, PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT HIGH STRENGTH BOLTS A325 S = STUD NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, T = TRACK NUTS A563 ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE U = CHANNEL INSPECTION OF THE ABOVE ITEMS. DESIGN AND LOADING CRITERIA WASHERS F436 F = FURRING CHANNEL C. "WWW" - MEMBER FLANGE WIDTH, IN 1/100 INCH THREADED ROD A36 4. THE FABRICATOR/CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, ETC. PRIOR GOVERNING CODE: INTERNATIONAL BUILDING CODE, 2021 D. "TTT" - MEMBER MIL THICKNESS, IN 1 INCH TO STARTING FABRICATION/CONSTRUCTION. DO NOT SCALE THE DRAWINGS. THE ENGINEER GOVERNING JURISDICTION: CITY OF ARLINGTON 1000 SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES OR INCONSISTENCIES. IN CASE OF PROJECT SCOPE: NEW INTERIOR MODULAR CLEAN ROOM 07/17/2025 3. THE STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS OF ALL STEEL TO THE ARCHITECT 4. MEMBER THICKNESS AND GAUGE: CONFLICT, MORE COSTLY REQUIREMENTS GOVERN FOR BIDDING. SUBMIT CLARIFICATION AND STRUCTURAL ENGINEER FOR REVIEW BEFORE FABRICATION. REQUEST PRIOR TO PROCEEDING WITH WORK. LIVE LOADS: DESIGNATION THICKNESS DESIGN THICKNESS TYPICAL .....................................40 PSF (SLAB ON GRADE, REDUCIBLE) MIN THICKNESS (IN) REFERENCE GAUGE 4. ALL STEEL PERMANENTLY EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED AFTER (MIL) (IN) 5. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND FABRICATION, UNLESS NOTED OTHERWISE. TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN DEAD LOADS: 27 .0269 .0283 22 FOR SIMILAR WORK. UNLESS NOTED OTHERWISE, DETAILS IN STRUCTURAL DRAWINGS ARE PREFAB WALL PANEL.......................................7 PSF 5. PENETRATIONS IN STEEL MEMBERS ARE NOT ALLOWED UNLESS SPECIFICALLY SHOWN ON TYPICAL AS INDICATED BY CUTS, REFERENCES OR TITLES. 33 .0329 .0346 20 DRAWINGS OR APPROVED BY THE ENGINEER. THESE DRAWINGS ARE THE PROPERTY OF SPARROW SEISMIC ANALYSIS: STRUCTURAL ENGINEERING, FOR WHICH A LICENSE OF USE 6. ALL REFERENCED STANDARDS ON THESE DRAWINGS SHALL BE PER THE LATEST EDITION AS METHODOLOGY......................................ASCE 7 EQUIV LATERAL FORCE PROCEDURE IS GRANTED TO ALLIED MODULAR BUILDING SYSTEMS. 43 .0428 .0451 18 6. GROUT UNDER BASE PLATES SHALL BE NON-SHRINK, NON-METALLIC, MEETING ASTM C1107, ADOPTED OR LISTED IN CHAPTER 35 OF THE CODE. SITE CLASS..............................................DEFAULT THESE PLANS ARE NOT VALID FOR A BUILDING PERMIT AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5000PSI AT THREE DAYS. UNLESS SIGNED AND STAMPED BY THE ENGINEER, AND 54 .0538 .0566 16 RISK CATEGORY.....................................II ARE VALID ONLY FOR CONSTRUCTION OF THE PROJECT AT 7. CONSTRUCTION MATERIALS PLACED ON FRAMED FLOORS OR ROOFS SHALL BE DISTRIBUTED SEISMIC IMPORTANCE FACTOR, Ie.....1.0 THE LISTED ADDRESS, AND ONLY BY ALLIED MODULAR 68 .0677 .0713 14 7. AFTER FABRICATION, ALL STEEL SHALL BE CLEANED FREE OF RUST, MILL SCALE, AND OIL TO NOT EXCEED 30 PSF ON FLOORS OR 20 PSF ON ROOFS. BUILDING SYSTEMS. DISTRIBUTION TO OTHER PARTIES OR PER AISC STANDARDS. S = 1.16g S = 0.34g S = 1.37g S = 0.77g S = 0.91g S = 0.52g REUSE OF THE PLANS IS STRICTLY PROHIBITED. S 1 MS M1 DS D1 97 .0966 .1017 12 8. ALL MATERIALS, PRODUCTS, SPECIFICATIONS, ETC SHALL BE PER THE STRUCTURAL 8. STEEL AND CONNECTIONS EXPOSED TO VIEW IN THE FINISHED STRUCTURE, SHALL HAVE DRAWINGS. ALL MATERIAL AND PRODUCTS SHALL BE USED AND INSTALLED PER THE SEISMIC DESIGN CATEGORY..........................................D 118 .118 .1242 10 SLAG AND ROUGH EDGES REMOVED AND BE DESIGNATED AS ARCHITECTURALLY EXPOSED MANUFACTURER'S RECOMMENDATIONS OR APPROVAL REPORT. CONTRACTOR SHALL SEISMIC FORCE RESISTING SYSTEM............................BEARING WALL W/ OTHER SHEAR MATERIAL STRUCTURAL STEEL (AESS) WHERE SHOWN ON PLAN. SEE ARCHITECTURAL DRAWINGS FOR PROVIDE A LIST OF ALL PROPOSED SUBSTITUTIONS WITH MANUFACTURER'S APPROVAL RESPONSE MODIFICATION COEFFICIENT, R = ............2 AESS REQUIREMENTS. 5. MATERIALS: REPORTS TO THE ENGINEER AND GOVERNING JURISDICTION FOR REVIEW AND APPROVAL OVERSTRENGTH FACTOR, Î©o = ....................................2 Â½ Â· ALL STRUCTURAL MEMBERS SHALL HAVE A COATING PER ASTMC955 (CP60 COATING) BEFORE USE OR FABRICATION. DEFLECTION AMPLIFICATION FACTOR, Cd = ...............2 WELDING Â· ALL STRUCTURAL MEMBERS SHALL BE ASTM A653, SS GRADE 50, CLASS 1 SEISMIC RESPONSE COEFFICIENT, CS = ......................0.46 (MIN YIELD = 50 KSI; MIN TENSILE = 65 KSI) 9. CONNECTIONS AND ATTACHMENTS OF NON-STRUCTURAL ITEMS AND COMPONENTS SHALL REDUNDANCY FACTOR, r = ............................................1.0 9. ALL WELDING SHALL BE IN CONFORMANCE WITH AWS D1.1 AND SPECIAL INSPECTION BE DESIGNED BY OTHERS. CONNECTIONS AND ATTACHMENTS SHALL NOT IMPOSE TORSION REQUIREMENTS. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS. 6. ALL STUDS AND FRAMING SHALL HAVE STIFFENED FLANGES. MEMBERS SHALL BE ON STRUCTURAL MEMBERS AND SHALL ACCOMMODATE A STORY DRIFT OF 2.5%. CONTINUOUS; NO SPLICES ARE ALLOWED UNLESS DETAILED OR APPROVED BY THE 10.WELD LENGTHS ON PLAN ARE THE NET EFFECTIVE LENGTH REQUIRED. WELDS THAT ENGINEER. 10.CONTRACTOR SHALL SUBMIT A WRITTEN "STATEMENT OF RESPONSIBILITY" TO THE TERMINATE AT ENDS OR SIDES SHALL BE RETURNED CONTINUOUSLY WHERE PRACTICAL. ARCHITECT OF RECORD AND GOVERNING JURISDICTION PRIOR TO CONSTRUCTION OF THE TWO SIDED FILLET WELDS SHALL HAVE THE SAME SIZE WELD ON BOTH SIDES. UNSIZED 7. WELDING IS NOT PERMITTED EXCEPT WHERE SPECIFICALLY DETAILED OR APPROVED BY LATERAL FORCE RESISTING SYSTEM. THIS CONTRACTOR'S "STATEMENT OF RESPONSIBILITY" STRUCTURAL OBSERVATIONS GROOVE OR BUTT WELDS SHALL BE COMPLETE PENETRATION. THE ENGINEER SHALL COMPLY WITH CODE SECTION 1704.4. 1. STRUCTURAL OBSERVATION IS REQUIRED FOR THE ELEMENTS LISTED BELOW. STRUCTURAL 11.WHEN WELD SYMBOLS INDICATE FIELD WELDING, IT IS A RECOMMENDATION ONLY. 8. WHEN ALLOWED, ALL WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED FOR ALL 11.CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORK SITE CONDITIONS, INCLUDING OBSERVATION IS THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM AND DETAILS APPROPRIATE OPERATIONS COMPLYING WITH AWS D1.3. WELDING RODS SHALL BE: SAFETY OF PERSONNEL AND MATERIAL. CONTRACTOR SHALL INDEMNIFY AND HOLD FOR GENERAL CONFORMANCE TO THE CONSTRUCTION DRAWINGS. OBSERVATION DOES 12.WHERE FILLET WELDS ARE INDICATED WITH NO SIZE, USE MINIMUM WELD SIZE. 8.1. 43 MIL AND LIGHTER: E60XX STRUCTURAL ENGINEER FREE FROM ALL CLAIMS AND LIABILITY. NOT INCLUDE OR WAIVE RESPONSIBILITY FOR ANY INSPECTIONS REQUIRED BY THE 8.2. 54 MIL AND HEAVIER: E70XX BUILDING CODE. BOLTS 8.3. CFS TO STRUCTURAL STEEL: E70XX LOW HYDROGEN 12.SEE ARCHITECTURAL DRAWINGS FOR SIZES AND LOCATIONS OF DOOR AND WINDOW OPENINGS; LOCATIONS OF NON BEARING PARTITIONS; CONCRETE CURBS; SLOPES; 2. ALL OBSERVED DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE BUILDING OFFICIAL, 13.ALL BOLTS SHALL BE PROVIDED WITH HARDENED WASHERS AND NUTS. STANDARD BOLT 9. WIRE TYING OF FRAMING IS NOT PERMITTED DEPRESSED AREAS; FLOOR AND ROOF OPENINGS; FINISHES AND WATERPROOFING OWNER'S REPRESENTATIVE, ENGINEER OF RECORD, AND CONTRACTOR. HOLES SHALL BE 1/16" LARGER THAN BOLT DIAMETER. COLUMN BASE PLATE HOLES MAY BE REQUIREMENTS; AND DIMENSIONS OR ELEVATIONS NOT SHOWN ON STRUCTURAL OVERSIZED PER AISC MANUAL TABLE 14-2 WHEN USED WITH 3 " X 4" SQUARE WASHER 10.BUILT-UP MEMBERS SHALL BE CONNECTED BY EITHER: 4 DRAWINGS. A. THE CONTRACTOR SHALL ENSURE THAT ALL DEFICIENCIES NOTED IN PLATES. 10.1. (2) #10 SHEET METAL SCREWS @ 12" OC AND 6" MAX FROM END. SCREWS SHALL BE OBSERVATION REPORTS ARE CORRECTED; CORRECTIONS SHALL BE WITHIN 1" OF EACH FLANGE. 13.SEE MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR PIPE AND SLEEVE SIZE AND REPORTED IN WRITING TO THE ENGINEER OF RECORD. 10.2. STITCH WELDED ON BOTH FLANGES WITH 1 " GROOVE WELDS X 1" LONG @ 12" OC 14.UNLESS NOTED OTHERWISE, HIGH STRENGTH BOLTS SHALL BE PRETENSIONED PER AISC LOCATIONS; CONDUIT RUNS, BOXES AND OUTLETS; SIZE AND LOCATION OF EQUIPMENT OR 8 SPECIFICATIONS FOR STRUCTURAL JOINTS. COMPONENT BASES, ANCHOR BOLTS, OR MOUNTS. B. THE SPECIAL INSPECTOR SHALL ENSURE THAT ALL DEFICIENCIES RELATED TO SPECIAL 11.ALL SCREWS SHALL FULLY PENETRATE ALL PLIES AND PROTRUDE THE LARGER OF 3 INSPECTION TASKS AND AS NOTED IN OBSERVATION REPORTS HAVE BEEN CORRECTED; 1 15.ALL ANCHOR BOLTS SHALL BE HEADED STUD BOLTS OR THREADED RODS WITH WASHERS THREADS OR 4" THROUGH END PLY. NO SPACE BETWEEN ANY PLIES IS ALLOWED. STATEMENT OF SPECIAL INSPECTION CORRECTIONS SHALL BE NOTED IN THE SPECIAL INSPECTOR'S REPORT. AND NUTS. J- OR L- BOLTS ARE NOT ACCEPTABLE. 12.FIELD CUTS THROUGH FLANGES OF STUDS IS NOT ALLOWED UNLESS SPECIFICALLY 16.PROVIDE ASTM F436 BEVELED WASHERS PER ANSI B18.23.1 WHERE OUTER FACE OF A JOINT 1. ALL SPECIAL INSPECTIONS AND TESTING SHALL BE IN CONFORMANCE WITH CHAPTER 17 OF C. THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN CLIENTALLIED MODULAR642 W NICOLAS AVEORANGE CA 92868 DETAILED OR APPROVED BY THE ENGINEER. HAS A SLOPE GREATER THAN 1:20. THE CODE. OWNER IS RESPONSIBLE FOR RETAINING AN APPROVED AGENCY TO PERFORM STATEMENT THAT OBSERVATIONS HAVE BEEN MADE AND IDENTIFY ANY REPORTED SPECIAL INSPECTIONS FOR THE PROJECT. DEFICIENCIES THAT HAVE NOT BEEN RESOLVED AT THE CONCLUSION OF THE WORK. 13.ALL FIELD CUTS SHALL BE BY SAW OR SHEARING. TORCHING OR PLASMA CUTTING IS NOT ALLOWED. METAL DECK 2. THE SPECIAL INSPECTOR MUST BE CERTIFIED BY THE GOVERNING JURISDICTION IN THE 3. STRUCTURAL OBSERVATIONS SHALL BE CONDUCTED AT THE FOLLOWING STAGES OF CATEGORY OF WORK REQUIRED TO HAVE SPECIAL INSPECTION. SPECIAL INSPECTIONS ARE CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SUFFICIENT NOTICE 14.ALL MEMBERS AND COMPONENTS SHALL BE CUT CLEANLY AND SQUARE OR AS REQUIRED 1. ALL METAL DECKING INDICATED ON THE STRUCTURAL DRAWINGS SHALL BE A MINIMUM Fy = IN ADDITION TO THOSE REQUIRED BY THE GOVERNING JURISDICTION AND ARE NOT A TO THE ENGINEER OF RECORD WHEN SAID STAGES OF CONSTRUCTION ARE ANTICIPATED TO PROPERLY FIT AND ATTACH OTHER MEMBERS. 50KSI MATERIAL PER ASTM A653, MINIMUM G60 GALVANIZED, WITH PROPERTIES: SUBSTITUTE FOR INSPECTIONS BY CITY INSPECTOR. TO BE REACHED SO THAT TIMELY OBSERVATION MAY BE PERFORMED. WEB SHEAR ELEMENT STAGE DECK TYPE Id+ (IN4/FT) Id- (IN4/FT) Se+ (IN3/FT) Se- (IN3/FT) 3. PERIODIC INSPECTION SHALL OCCUR FREQUENTLY ENOUGH TO INSPECT ALL OF THE (LB/FT) INSTALLED ITEMS AND TO PERIODICALLY WITNESS THE INSTALLATION OF THE ITEMS. NONE -- 3" X 20 GA - W3 FLOOR 1.425 1.124 0.542 0.608 3776 COMPOSITE PANELS 4. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE SPECIAL INSPECTOR OR 3" X 18 GA - W3 FLOOR 1.909 1.539 0.863 0.830 6858 INSPECTION AGENCY AT LEAST ONE WORKING DAY PRIOR TO PERFORMING ANY WORK THAT 4. IN LIEU OF ON-SITE OBSERVATIONS, THE ENGINEER MAY REQUEST OBSERVATION REPORTS 1. PANELS SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 75 AND A REQUIRES SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT REQUIRED SPECIAL OF GENERAL CONSTRUCTION AND/OR SPECIFIC STRUCTURAL ELEMENTS BE SUBMITTED BY SMOKE-DEVELOPED INDEX OF NOT MORE THAN 450. 3" X 16 GA - W3 FLOOR 2.402 1.975 1.116 1.057 9918 INSPECTION IS SUBJECT TO REMOVAL. THE CONTRACTOR AT THE ABOVE STAGES OF CONSTRUCTION. 250056 2. PANELS AND FOAM SHALL BEAR THE LABEL OF AN APPROVED AGENCY SHOWING THE 2. METAL DECKING SHALL BE FROM MANUFACTURERS: 5. THE SPECIAL INSPECTOR SHALL PROVIDE PERIODIC REPORTS AND A FINAL REPORT TO THE MANUFACTURER'S NAME, PRODUCT LISTING, PRODUCT IDENTIFICATION, AND END USE 2.1. VERCO DECKING, INC (IAPMO ER-2018) STRUCTURAL ENGINEER. THE SPECIAL INSPECTOR SHALL ENSURE THAT ALL DEFICIENCIES SHOP DRAWINGS AND DEFERRED APPROVALS INFORMATION INDICATING COMPLIANCE WITH CODE REQUIREMENTS. 2.2. VULCRAFT, INC (IAPMO ER-0652) RELATED TO SPECIAL INSPECTION AND/OR NOTED IN THE ENGINEER'S OBSERVATION 2.3. ASC, INC (IAPMO ER-0161; IAPMO ER-0329) REPORTS ARE CORRECTED. CORRECTIONS SHALL BE REFERENCED IN THE FINAL REPORT. 1. THE FOLLOWING SHOP DRAWINGS AND SUBMITTALS SHALL BE SUBMITTED TO THE 2.4. ALTERNATE APPROVED BY ENGINEER STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL: 6. THE FABRICATOR FOR ANY STRUCTURAL MEMBERS OR COMPONENTS MUST BE APPROVED â€¢ NONE 3. PROVIDE CLOSURE PLATES FOR ENDS OF ALL SHEETS. CLOSURE PLATE MATERIAL SHALL BY THE GOVERNING JURISDICTION FOR THE FABRICATION OF MEMBERS AND ASSEMBLIES CONFORM TO ASTM A653, GRADE A. DECKING SHALL BEAR ON A MINIMUM OF 2" AT ALL ON THE PREMISES OF THE FABRICATOR'S SHOP. 2. THE FOLLOWING ARE DEFERRED APPROVALS AND SHALL BE PROVIDED BY THE SUPPORTS. CONTRACTOR. SIGNED AND STAMPED DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED 7. AN APPLICATION TO PERFORM OFF-SITE FABRICATION MUST BE SUBMITTED TO THE TO THE STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL: PROJECTSENIORAEROSPACE AMT20325 71ST NEARLINGTON WA 98223PROJECT NUMBER: 4. DECKING SHALL BE CONTINUOUS OVER THREE OR MORE SPANS EXCEPT WHERE GOVERNING JURISDICTION, WHERE REQUIRED, FOR APPROVAL PRIOR TO FABRICATION. â€¢ NONE PROHIBITED BY FRAMING CONDITIONS. SHEET ENDS SHALL BE TERMINATED OVER A SUPPORT AND END LAPPED. 8. A CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION MUST BE COMPLETED AND 3. SUBMITTALS FOR ITEMS TO BE ENGINEERED BY THE CONTRACTOR SHALL INCLUDE SUBMITTED TO THE GOVERNING JURISDICTION, WHERE REQUIRED, PRIOR TO ERECTION OF DRAWINGS AND CALCULATIONS THAT ARE SIGNED AND STAMPED BY A PROFESSIONAL 5. ALL FASTENERS, ATTACHMENTS, AND CONNECTIONS SHALL BE BY APPROVED METHODS PREFABRICATED COMPONENTS. ENGINEER LICENSED IN THE WORK AND REGISTERED IN THE STATE WHERE THE PROJECT IS SUBMITTALS AND PER THE MANUFACTURER'S RECOMMENDATIONS AND APPROVAL REPORT. LOCATED. 9. NOTICE TO THE APPLICANT/OWNER/OWNER'S AGENT/ARCHITECT: CITY SUBMITTAL 7/17/2025 BY USING THIS PERMITTED SET OF CONSTRUCTION DRAWINGS FOR 4. DEFERRED APPROVAL ITEMS SHALL NOT BE SUBMITTED FOR REVIEW UNTIL THE PROJECT POST INSTALLED ANCHORS CONSTRUCTION/INSTALLATION OF THE WORK SPECIFIED HEREIN, YOU AGREE TO COMPLY HAS BEEN APPROVED BY THE GOVERNING JURISDICTION. DEFERRED APPROVAL ITEMS WITH THE REQUIREMENTS OF THE GOVERNING JURISDICTION FOR SPECIAL INSPECTIONS, SHALL NOT BE SUBMITTED TO THE GOVERNING JURISDICTION UNTIL THEY HAVE BEEN 1. POST INSTALLED ANCHORS IN CONCRETE SHALL BE THE PRODUCTS AS NOTED ON THESE STRUCTURAL OBSERVATIONS, CONSTRUCTION MATERIAL TESTING AND OFF-SITE REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER AND ARCHITECT. DEFERRED PLANS. SUBSTITUTIONS ARE NOT ALLOWED WITHOUT THE WRITTEN APPROVAL OF THE FABRICATION OF BUILDING COMPONENTS CONTAINED IN THE STATEMENT OF SPECIAL APPROVAL ITEMS SHALL NOT BE INSTALLED PRIOR TO THE APPROVAL BY THE GOVERNING ENGINEER: INSPECTIONS AND AS REQUIRED BY THE GOVERNING BUILDING CODES. JURISDICTION. Â· SIMPSON STRONG-BOLT 2 (ESR-3037) Â· SIMPSON TITEN-HD (ESR-2713) 10.NOTICE TO THE CONTRACTOR/BUILDER/INSTALLER/SUBCONTRACTOR/OWNER-BUILDER: Â· SIMPSON SET-XP (ESR-2508) BY USING THIS PERMITTED SET OF CONSTRUCTION DRAWINGS FOR SHEET TITLE Â· HILTI KWIK BOLT TZ (ESR-1917) CONSTRUCTION/INSTALLATION OF THE WORK SPECIFIED HEREIN, YOU ACKNOWLEDGE AND Â· HILTI KWIK HUS-EZ (ESR-3027) ARE AWARE OF, THE REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL GENERAL Â· HILTI RE-500 V3 (ESR-3814) INSPECTIONS. YOU AGREE TO COMPLY WITH THE REQUIREMENTS OF THE GOVERNING JURISDICTION FOR SPECIAL INSPECTIONS, STRUCTURAL OBSERVATIONS, CONSTRUCTION STRUCTURAL 2. CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR ALL POST INSTALLED ANCHORS. MATERIAL TESTING AND OFF-SITE FABRICATION OF BUILDING COMPONENTS, CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS AND, AS REQUIRED BY THE GOVERNING NOTES 3. THE SPECIAL INSPECTOR FOR ADHESIVE ANCHORS SHALL VERIFY: THE BRAND AND BUILDING CODES. PRODUCT OF THE ADHESIVE; THE EXPIRATION DATE; THE DRILLING OF ALL HOLES; THE CLEANLINESS AND MOISTURE OF HOLES; MIXING OF THE ADHESIVE; THE PROPER MATERIAL 11.THE FOLLOWING ARE ELEMENTS THAT REQUIRE SPECIAL INSPECTION. IT IS THE OF THE ASSEMBLY; THE ANCHOR TYPE AND DIMENSIONS; AND CONFORMANCE TO THE RESPONSIBILITY OF THE SPECIAL INSPECTOR AND CONTRACTOR TO CONFORM WITH ALL REQUIREMENTS AND INSTALLATION INSTRUCTIONS OF THE MANUFACTURER'S APPROVED ASPECTS OF THE CODES AND STANDARDS: EVALUATION REPORT. Â· PERIODIC SPECIAL INSPECTION OF THE SEISMIC FORCE RESISTING SYSTEM Â· CONTINUOUS SPECIAL INSPECTION OF POST INSTALLED MECHANICAL, EXPANSION, OR S-01 4. ALL REBAR MUST BE LOCATED AND AVOIDED DURING INSTALLATION OF ANCHORS. ANCHORS EPOXY ANCHORS IN MASONRY OR HARDENED CONCRETE EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED OR STAINLESS STEEL. 39'-0" sparrow STRUCTURAL ENGINEERING EXISTING CONCRETE WALL 3400 COTTAGE WAY SUITE G2 #26023 SACRAMENTO, CA 95825 15 15 S-50 S-50 619 - 984 - 9884 INFO@SPARROWSTRUCT.COM HSS3Â½X3Â½X1 " 4 ROLL-UP DOOR ABOVE 07/17/2025 WALL PANELS BY (E) ASSUMED 6" S.O.G, ALLIED MODULAR f'c = 3000PSI MIN. VERIFY IN FIELD WALL PANELS BY THESE DRAWINGS ARE THE PROPERTY OF SPARROW STRUCTURAL ENGINEERING, FOR WHICH A LICENSE OF USE ALLIED MODULAR IS GRANTED TO ALLIED MODULAR BUILDING SYSTEMS. THESE PLANS ARE NOT VALID FOR A BUILDING PERMIT HSS3Â½X3Â½X14" UNLESS SIGNED AND STAMPED BY THE ENGINEER, AND ARE VALID ONLY FOR CONSTRUCTION OF THE PROJECT AT THE LISTED ADDRESS, AND ONLY BY ALLIED MODULAR B BUILDING SYSTEMS. DISTRIBUTION TO OTHER PARTIES OR REUSE OF THE PLANS IS STRICTLY PROHIBITED. S-20 39'-0" 16 S-50 TYP AT WALL TO SLAB 6'-6" 12 H- POSTS, SEE S-50 TYP AT WALL 16 TO SLAB S-50 10'-0" HSS3Â½X3Â½X1 " HSS3Â½X3Â½X1 4 4" 8 8 TYP AT S-50 S-50 TYP AT 16 CORNERS S-50 TYP AT WALL CORNERS TO SLAB CLIENTALLIED MODULAR642 W NICOLAS AVEORANGE CA 92868 ROLL-UP DOOR A ABOVE S-20 FLOOR PLAN A 1/4" = 1'-0" T.O. SLAB = 0'-0" LEGEND 250056 NOTES 1. ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE, 2021, AND ANY CITY, COUNTY, OR STATE CODES OR ORDINANCES HAVING JURISDICTION. 2. EXISTING SLAB ON GRADE IS ASSUMED TO BE MINIMUM 6" THICK, f'c = 3000 PSI. SLAB SHALL HSS COLUMN AND BASE PLATE 2X4 STANDARD HEPA FILTER BE VERIFIED IN FIELD. FAN UNIT PER ALLIED MODULAR HEPA MAX UNIT WEIGHT = 66 # 3. WALL PANELS, GLAZING, DOORS, ELECTRICAL AND MECHANICAL SYSTEMS ARE PER ALLIED MODULAR. REFER TO DRAWINGS PER ALLIED MODULAR BUILDING SYSTEMS. PROJECTSENIORAEROSPACE AMT20325 71ST NEARLINGTON WA 98223PROJECT NUMBER: 4. WHERE USED, METAL DECK IS SOLELY A DUST COVER AND FOR SUPPORTING CEILING GRID. NO PERSONS, STORAGE, OR OTHER LIVE LOADS SHALL BE PERMITTED ON THE DECK. H-POST SECTION, PER ALLIED 2X4 LED CEILING HUNG LIGHT 5. ALL POST-INSTALLED EXPANSION (WEDGE TYPE) ANCHORS REQUIRE PERIODIC SPECIAL SUBMITTALS MODULAR FIXTURE PER ALLIED MODULAR INSPECTION. REFER TO NOTES ON S-01. (SEE 12/S-50) LED CITY SUBMITTAL 7/17/2025 MAX UNIT WEIGHT = 15 # 6. DO NOT CUT, DRILL, OR OTHERWISE MODIFY ANY STRUCTURAL STEEL MEMBERS EXCEPT FOR DETAILS SHOWN ON THESE DRAWINGS. 7. FABRICATION OF STRUCTURAL STEEL IS REQUIRED TO BE PERFORMED BY A CITY LICENSED FABRICATOR. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. WALL PANEL SECTION, CORNER POST SECTION, PER PER ALLIED MODULAR ALLIED MODULAR 8. ALL WELDING SHALL BE IN CONFORMANCE WITH AWS D1.1 AND PERFORMED BY CERTIFIED (SEE 8/S-50) WELDERS. SHEET TITLE 9. PANELS AND FOAM SHALL BEAR THE LABEL OF AN APPROVED AGENCY SHOWING THE MANUFACTURER'S NAME, PRODUCT LISTING, PRODUCT IDENTIFICATION, AND END USE FLOOR PLAN INFORMATION INDICATING COMPLIANCE WITH CODE REQUIREMENTS. WINDOW PANEL SECTION, RACEWAY SECTION, PER PER ALLIED MODULAR ALLIED MODULAR S-10 sparrow STRUCTURAL ENGINEERING EXISTING CONCRETE WALL 3400 COTTAGE WAY SUITE G2 #26023 SACRAMENTO, CA 95825 BRACE PER C/S-20 EA 619 - 984 - 9884 DIR AT TOP OF HSS INFO@SPARROWSTRUCT.COM LIGHT UNIT, MAX WEIGHT = 15 # LED LED LED LED ROLL-UP DOOR PER ALLIED 07/17/2025 MODULAR WALL PANEL BRACE PER C/S-20 EA HEIGHT = 16'-0" TYP DIR AT TOP OF HSS THESE DRAWINGS ARE THE PROPERTY OF SPARROW STRUCTURAL ENGINEERING, FOR WHICH A LICENSE OF USE IS GRANTED TO ALLIED MODULAR BUILDING SYSTEMS. THESE PLANS ARE NOT VALID FOR A BUILDING PERMIT UNLESS SIGNED AND STAMPED BY THE ENGINEER, AND ARE VALID ONLY FOR CONSTRUCTION OF THE PROJECT AT THE LISTED ADDRESS, AND ONLY BY ALLIED MODULAR TYP AT TOP 3 BUILDING SYSTEMS. DISTRIBUTION TO OTHER PARTIES OR REUSE OF THE PLANS IS STRICTLY PROHIBITED. OF WALL S-50 LED LED LED LED WALL PANEL HEIGHT = 16'-0" TYP 3 S-50 TYP AT TOP OF WALL LED LED LED LED 2X4 GRID CEILING AND INSULATION, SEE ALLIED MODULAR DRAWINGS TYP AT TOP 3 CLIENTALLIED MODULAR642 W NICOLAS AVEORANGE CA 92868 OF WALL S-50 ROLL-UP DOOR BRACE PER C/S-20 EA BRACE PER C/S-20 EA PER ALLIED DIR AT TOP OF HSS DIR AT TOP OF HSS MODULAR LEGEND 250056 NOTES 1. ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE, 2021, AND ANY CITY, COUNTY, OR STATE CODES OR ORDINANCES HAVING JURISDICTION. 2. EXISTING SLAB ON GRADE IS ASSUMED TO BE MINIMUM 6" THICK, f'c = 3000 PSI. SLAB SHALL HSS COLUMN AND BASE PLATE 2X4 STANDARD HEPA FILTER BE VERIFIED IN FIELD. FAN UNIT PER ALLIED MODULAR HEPA MAX UNIT WEIGHT = 66 # 3. WALL PANELS, GLAZING, DOORS, ELECTRICAL AND MECHANICAL SYSTEMS ARE PER ALLIED MODULAR. REFER TO DRAWINGS PER ALLIED MODULAR BUILDING SYSTEMS. PROJECTSENIORAEROSPACE AMT20325 71ST NEARLINGTON WA 98223PROJECT NUMBER: 4. WHERE USED, METAL DECK IS SOLELY A DUST COVER AND FOR SUPPORTING CEILING GRID. NO PERSONS, STORAGE, OR OTHER LIVE LOADS SHALL BE PERMITTED ON THE DECK. H-POST SECTION, PER ALLIED 2X4 LED CEILING HUNG LIGHT 5. ALL POST-INSTALLED EXPANSION (WEDGE TYPE) ANCHORS REQUIRE PERIODIC SPECIAL SUBMITTALS MODULAR FIXTURE PER ALLIED MODULAR INSPECTION. REFER TO NOTES ON S-01. (SEE 12/S-50) LED CITY SUBMITTAL 7/17/2025 MAX UNIT WEIGHT = 15 # 6. DO NOT CUT, DRILL, OR OTHERWISE MODIFY ANY STRUCTURAL STEEL MEMBERS EXCEPT FOR DETAILS SHOWN ON THESE DRAWINGS. 7. FABRICATION OF STRUCTURAL STEEL IS REQUIRED TO BE PERFORMED BY A CITY LICENSED FABRICATOR. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. WALL PANEL SECTION, CORNER POST SECTION, PER PER ALLIED MODULAR ALLIED MODULAR 8. ALL WELDING SHALL BE IN CONFORMANCE WITH AWS D1.1 AND PERFORMED BY CERTIFIED (SEE 8/S-50) WELDERS. SHEET TITLE 9. PANELS AND FOAM SHALL BEAR THE LABEL OF AN APPROVED AGENCY SHOWING THE MANUFACTURER'S NAME, PRODUCT LISTING, PRODUCT IDENTIFICATION, AND END USE CEILING PLAN INFORMATION INDICATING COMPLIANCE WITH CODE REQUIREMENTS. WINDOW PANEL SECTION, RACEWAY SECTION, PER PER ALLIED MODULAR ALLIED MODULAR S-11 ROLL-UP DOOR PER ALLIED MODULAR, ATTACHMENT PER FOR FRAME C sparrow S-20 DOOR MANUF ELEVATION, SEE TYP AT TOP 3 WALL PANELS BY OF WALL S-50 STRUCTURAL ENGINEERING ALLIED MODULAR 3400 COTTAGE WAY SUITE G2 #26023 SACRAMENTO, CA 95825 619 - 984 - 9884 INFO@SPARROWSTRUCT.COM CORNER POSTS, SEE 8 S-50 07/17/2025 16'-0" (WALL HT.) 15'-0" (GRID HT.) NOTES THESE DRAWINGS ARE THE PROPERTY OF SPARROW STRUCTURAL ENGINEERING, FOR WHICH A LICENSE OF USE 1. ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE, 2021, AND IS GRANTED TO ALLIED MODULAR BUILDING SYSTEMS. ANY CITY, COUNTY, OR STATE CODES OR ORDINANCES HAVING JURISDICTION. THESE PLANS ARE NOT VALID FOR A BUILDING PERMIT UNLESS SIGNED AND STAMPED BY THE ENGINEER, AND 16 ARE VALID ONLY FOR CONSTRUCTION OF THE PROJECT AT 2. EXISTING SLAB ON GRADE IS ASSUMED TO BE MINIMUM 6" THICK, f'c = 3000 PSI. SLAB SHALL MIN 6" (E) SLAB ON GRADE, VIF THE LISTED ADDRESS, AND ONLY BY ALLIED MODULAR SOUTH ELEVATION S-50 TYP AT WALL BUILDING SYSTEMS. DISTRIBUTION TO OTHER PARTIES OR BE VERIFIED IN FIELD. A TO SLAB REUSE OF THE PLANS IS STRICTLY PROHIBITED. 3. WALL PANELS, GLAZING, DOORS, ELECTRICAL AND MECHANICAL SYSTEMS ARE PER ALLIED MODULAR. REFER TO DRAWINGS PER ALLIED MODULAR BUILDING SYSTEMS. 4. WHERE USED, METAL DECK IS SOLELY A DUST COVER AND FOR SUPPORTING CEILING GRID. NO PERSONS, STORAGE, OR OTHER LIVE LOADS SHALL BE PERMITTED ON THE DECK. ROLL-UP DOOR PER ALLIED MODULAR, ATTACHMENT PER FOR FRAME C 5. ALL POST-INSTALLED EXPANSION (WEDGE TYPE) ANCHORS REQUIRE PERIODIC SPECIAL S-20 INSPECTION. REFER TO NOTES ON S-01. WALL PANELS BY 3 DOOR MANUF ELEVATION, SEE TYP AT TOP ALLIED MODULAR OF WALL S-50 6. DO NOT CUT, DRILL, OR OTHERWISE MODIFY ANY STRUCTURAL STEEL MEMBERS EXCEPT FOR DETAILS SHOWN ON THESE DRAWINGS. 7. FABRICATION OF STRUCTURAL STEEL IS REQUIRED TO BE PERFORMED BY A CITY LICENSED FABRICATOR. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. 8. ALL WELDING SHALL BE IN CONFORMANCE WITH AWS D1.1 AND PERFORMED BY CERTIFIED WELDERS. 9. PANELS AND FOAM SHALL BEAR THE LABEL OF AN APPROVED AGENCY SHOWING THE CORNER POSTS, MANUFACTURER'S NAME, PRODUCT LISTING, PRODUCT IDENTIFICATION, AND END USE INFORMATION INDICATING COMPLIANCE WITH CODE REQUIREMENTS. SEE 8 S-50 16'-0" (WALL HT.) 15'-0" (GRID HT.) CLIENTALLIED MODULAR642 W NICOLAS AVEORANGE CA 92868 16 MIN 6" (E) SLAB ON GRADE, VIF EAST ELEVATION S-50 TYP AT WALL B TO SLAB ROLL UP DOOR PER ALLIED 250056 MODULAR. ATTACHMENTS AND INSTALL PER DOOR MANUF. MAX WT = 400# 350S200-68 BRACE EA DIR AT TOP OF 12'-0" HSS, SIM 3 S-50 PROJECTSENIORAEROSPACE AMT20325 71ST NEARLINGTON WA 98223PROJECT NUMBER: HSS3Â½X3Â½X1 " 4 ROLL UP DOOR WALL PANELS TO HSS SUBMITTALS MOUNT PLATE AND 6 CITY SUBMITTAL 7/17/2025 HSS-HSS CONN S-50 11 " "4 4 1 S-50 1 16'-0" 14'-0" 14'-3 1/2" HSS3Â½X3Â½X HSS3Â½X3Â½X SHEET TITLE HSS BASE PLATE ELEVATIONS 11 S-50 MIN 6" (E) SLAB ON GRADE, VIF TYP FRAME ELEVATION C S-20 (4) #10SMS EA END WALL CONSTRUCTION (E) ROOF STRUCTURE AND SPECS. SYSTEM: 4" INTERIOR WALLS sparrow INTERIOR STRUCTURAL ENGINEERING BRACE PER SCHED CONN TO ROOF SHALL @ 8'-0" OC MAX MATERIAL: VINYL CLAD HARDBOARD RESIST 200# LATERAL COLOR: GRAY LOAD (ASD) 3400 COTTAGE WAY SUITE G2 #26023 (4) #10 SMS TO H-POST SACRAMENTO, CA 95825 MATCH BRACE, L AS EXTERIOR REQ'D FOR CONN MATERIAL: VINYL CLAD HARDBOARD 619 - 984 - 9884 1.5 MAX COLOR: GRAY H-POST AND TOP INFO@SPARROWSTRUCT.COM 1 TRACK PER PLAN BRACE SCHEDULE BRACE LENGTH 'L' 'L' MAX BRACE WALL MATERIAL SPECS 4'-0" 250S137-43 THERMAL RATING: R-15 8'-0" 350S162-43 FLAME SPREAD: â‰¤ 25 SMOKE DEVELOPED: <450 12'-0" 400S162-43 CLASS: "A" (NON COMBUSTIBLE) NOTES: 1. DO NOT MAKE ANY ATTACHMENTS OR EXTERIOR 07/17/2025 CONNECTIONS TO THE EXISTING STRUCTURE INTERIOR THAT WILL IMPOSE TORSION ON ANY PRIMARY ELEMENTS. 2. FASTENERS TO ALUMINUM SHALL BE WALL PANEL BRACE DETAIL CORROSION RESISTANT. PANEL CONSTRUCTION 3 4 NO SCALE NO SCALE THESE DRAWINGS ARE THE PROPERTY OF SPARROW STRUCTURAL ENGINEERING, FOR WHICH A LICENSE OF USE IS GRANTED TO ALLIED MODULAR BUILDING SYSTEMS. THESE PLANS ARE NOT VALID FOR A BUILDING PERMIT UNLESS SIGNED AND STAMPED BY THE ENGINEER, AND #10 x 5 " SELF-DRILLING ARE VALID ONLY FOR CONSTRUCTION OF THE PROJECT AT 8 SCREWS @ 12" OC, EA END THE LISTED ADDRESS, AND ONLY BY ALLIED MODULAR CORNER POST ALUMINUM 1 BUILDING SYSTEMS. DISTRIBUTION TO OTHER PARTIES OR 8" X 12" X 2" PL. EXTRUSION PER ALLIED AND EA SIDE OF WALL PANEL REUSE OF THE PLANS IS STRICTLY PROHIBITED. LOCATE PER DOOR MANUF MODULAR INSTALL REQUIRMENTS HSS PER PLAN A WALL PANEL PER HSS PER PLAN / WALL START W/ #5 ALLIED MODULAR ELEVATIONS TEK SCREW @ 12" O.C., STAGG FLOOR TRACK W/ #5 1 "Ã˜ A307 BOLT TEK SCREW @ 12" 2 WALL PANELS PER ALLIED O.C., STAGG MODULAR 3.660 in WALL PANEL PER ALLIED MODULAR 3 SIDES 3/16 HSS PER PLAN HORIZONTAL 3/16 4.330 in VERTICAL 3.660 in L3X3X1 4" X 3" LG 1" 3/16 NOTE: 0.08 in NOTE: FASTEN WALL PANEL TO TRACK OR A FASTENERS TO WALL START W/ #12 SMS @ 12" O.C. ALUMINUM SHALL BE CORROSION RESISTANT WALL PANEL TO HSS MOUNTING PLATE AND CONN WALL PANEL CONN TO CORNER POST 6 7 8 NO SCALE NO SCALE NO SCALE H-POST ALUMINUM #10 x 5 " SELF-DRILLING EXTRUSION PER ALLIED 8 MODULAR SCREWS @ 12" OC, EA END CLIENTALLIED MODULAR642 W NICOLAS AVEORANGE CA 92868 1 AND EA SIDE OF WALL PANEL 2"Ã˜ X 3" EMBED WEDGE ANCHOR PER APPROVED PRODUCTS S-01 1 3/4" 3 1 " X 7" X 5 " BASE PLATE 2 16" 3/16 WALL PANELS PER ALLIED HSS PER PLAN MODULAR 1.420 in (E) SLAB ON GRADE, VIF 250056 0.08 in 3.660 in NOTE: FASTENERS TO ALUMINUM SHALL BE CORROSION RESISTANT HSS BASE PLATE WALL PANEL CONN TO H-POST 11 12 NO SCALE NO SCALE PROJECTSENIORAEROSPACE AMT20325 71ST NEARLINGTON WA 98223PROJECT NUMBER: SUBMITTALS WALL PANELS PER ALLIED MODULAR #10 X 34" SELF-DRILLING CITY SUBMITTAL 7/17/2025 SCREW @ 12" OC WALL BOTTOM TRACK (E) CONC WALL, VIF WALL PANEL AND FLOOR #12 X 3 " SELF-DRILLING (E) SLAB ON GRADE, VIF TRACK PER ALLIED MODULAR 4 SCREW @ 12" OC SHEET TITLE TYPICAL DETAILS 1 " X 2 3 " TAPCON 4 4 CONC SCREW @ 12" 1 " Ã˜ X 3-3/4" HILTI KB-TZ2 2 (ESR-2202) WEDGE ANCHOR @ 48" O.C., NOTE: OR APPROVED ALTERNATE ANCHOR REQUIRED WITHIN 6" OF ALL SPLICES AND CORNERS S-50 WALL PANEL CONN TO (E) WALL WALL PANEL CONN TO SLAB 15 16 NO SCALE NO SCALE sparrow STRUCTURAL ENGINEERING EXISTING CONCRETE WALL 3400 COTTAGE WAY SUITE G2 #26023 PANEL A SACRAMENTO, CA 95825 619 - 984 - 9884 4S BOX FOR INFO@SPARROWSTRUCT.COM 3-#12 THHN ROLL-UP DOOR CKT #2 07/17/2025 THESE DRAWINGS ARE THE PROPERTY OF SPARROW STRUCTURAL ENGINEERING, FOR WHICH A LICENSE OF USE IS GRANTED TO ALLIED MODULAR BUILDING SYSTEMS. THESE PLANS ARE NOT VALID FOR A BUILDING PERMIT UNLESS SIGNED AND STAMPED BY THE ENGINEER, AND ARE VALID ONLY FOR CONSTRUCTION OF THE PROJECT AT THE LISTED ADDRESS, AND ONLY BY ALLIED MODULAR BUILDING SYSTEMS. DISTRIBUTION TO OTHER PARTIES OR REUSE OF THE PLANS IS STRICTLY PROHIBITED. 3-#12 THHN CKT #1 3-#12 THHN CKT #4 4S BOX FOR CLIENTALLIED MODULAR642 W NICOLAS AVEORANGE CA 92868 ROLL-UP DOOR ELECTRICAL LEGEND $ LIGHTING SWITCH $3 3 WAY LIGHTING SWITCH OUTLET PLAN $ 4 WAY LIGHTING SWITCH 4 A 1/4" = 1'-0" $A $B AB LIGHTING 250056 $A $B AB 3-WAY 3 3 A B AB 4-WAY $4 $4 110V / 20A, UL OUTLET GFI PROJECTSENIORAEROSPACE AMT20325 71ST NEARLINGTON WA 98223PROJECT NUMBER: 110V / 20A, UL GFI OUTLET 220V / 20A, UL OUTLET SUBMITTALS SWR CITY SUBMITTAL 7/17/2025 SPLIT WIRE RECEPTACLE LIGHT FIXTURE SHEET TITLE OUTLET PLAN HEPA HEPA FILTER 4S 4S JUNCTION BOX HOME RUN PE1 sparrow STRUCTURAL ENGINEERING EXISTING CONCRETE WALL 3400 COTTAGE WAY SUITE G2 #26023 PANEL A SACRAMENTO, CA 95825 619 - 984 - 9884 INFO@SPARROWSTRUCT.COM LED LED LED LED 07/17/2025 THESE DRAWINGS ARE THE PROPERTY OF SPARROW STRUCTURAL ENGINEERING, FOR WHICH A LICENSE OF USE 3-#12 THHN IS GRANTED TO ALLIED MODULAR BUILDING SYSTEMS. THESE PLANS ARE NOT VALID FOR A BUILDING PERMIT CKT #3 UNLESS SIGNED AND STAMPED BY THE ENGINEER, AND ARE VALID ONLY FOR CONSTRUCTION OF THE PROJECT AT THE LISTED ADDRESS, AND ONLY BY ALLIED MODULAR BUILDING SYSTEMS. DISTRIBUTION TO OTHER PARTIES OR REUSE OF THE PLANS IS STRICTLY PROHIBITED. LED LED LED LED 3 S 3-#12 THHN CKT #3 LED LED LED LED S S3 CLIENTALLIED MODULAR642 W NICOLAS AVEORANGE CA 92868 ELECTRICAL LEGEND $ LIGHTING SWITCH $3 3 WAY LIGHTING SWITCH LIGHTING PLAN $ 4 WAY LIGHTING SWITCH 4 A 1/4" = 1'-0" $A $B AB LIGHTING 250056 $A $B AB 3-WAY 3 3 A B AB 4-WAY $4 $4 110V / 20A, UL OUTLET GFI PROJECTSENIORAEROSPACE AMT20325 71ST NEARLINGTON WA 98223PROJECT NUMBER: 110V / 20A, UL GFI OUTLET 220V / 20A, UL OUTLET SUBMITTALS SWR CITY SUBMITTAL 7/17/2025 SPLIT WIRE RECEPTACLE LIGHT FIXTURE SHEET TITLE LIGHTING PLAN HEPA HEPA FILTER 4S 4S JUNCTION BOX HOME RUN PE2 sparrow STRUCTURAL ENGINEERING 3400 COTTAGE WAY SUITE G2 #26023 SACRAMENTO, CA 95825 619 - 984 - 9884 INFO@SPARROWSTRUCT.COM 07/17/2025 THESE DRAWINGS ARE THE PROPERTY OF SPARROW STRUCTURAL ENGINEERING, FOR WHICH A LICENSE OF USE IS GRANTED TO ALLIED MODULAR BUILDING SYSTEMS. THESE PLANS ARE NOT VALID FOR A BUILDING PERMIT UNLESS SIGNED AND STAMPED BY THE ENGINEER, AND ARE VALID ONLY FOR CONSTRUCTION OF THE PROJECT AT THE LISTED ADDRESS, AND ONLY BY ALLIED MODULAR BUILDING SYSTEMS. DISTRIBUTION TO OTHER PARTIES OR REUSE OF THE PLANS IS STRICTLY PROHIBITED. CLIENTALLIED MODULAR642 W NICOLAS AVEORANGE CA 92868 250056 PROJECTSENIORAEROSPACE AMT20325 71ST NEARLINGTON WA 98223PROJECT NUMBER: SUBMITTALS CITY SUBMITTAL 7/17/2025 SHEET TITLE ELECTRICAL PANEL PE3 Permit #: 6638 Permit Date: 07/22/25 Permit Type: COMMERCIAL ALTERATION Project Name: B325 Pre-Fab Interior Modular Applicant Name: Senior Aerospace - AMT Applicant Address: 20100 71st Ave Ne Applicant, City, State, Zip: Arlington Contact: Shelly McGlothern Phone: 3608992009 Email: smcglothern@amtnw.com Scope of Work: Install interior pre-fab modular buidling Valuation: 136000.00 Square Feet: 1521 Number of Stories: 1 Construction Type: VB Occupancy Group: F-1; Factory Mod. Hazard ID Code: Permit Issued: 08/20/2025 Permit Expires: 02/19/2026 Form Permit Type: COMMERCIAL ALTERATION Status: COMPLETE Assigned To: Hannah Hardwick Property Parcel # Address Legal Description Owner Name Owner Phone Zoning JENSEN BUSINESS 637 Warehousing & 00769800000700 20325 71ST AVE NE PARKS LLC Storage Services Contractors License Contractor Primary Contact Phone Address Contractor Type License # Senior Aerospace - AMT Shelly McGlothern 360-435-1119 20100 71st Ave NE APPLICANT Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 09/15/2025 Inspection 09/17/2025 09/17/2025 BUILDING Completed Plan Reviews Date Review Type Description Assigned To Review Status COMMERCIAL This installation will require revisions to Fire sprinklers Approved with 07/22/2025 BUILDING ALTERATION and Fire alarm notification devices. Conditions COMMERCIAL Development 07/22/2025 No civil comments Approved ALTERATION Services Manager COMMERCIAL 07/22/2025 Land Use has no concerns as all work proposed is internal. PLANNING Approved ALTERATION COMMERCIAL 07/22/2025 No comments, LT & KS PW-ADMIN-GIS Approved ALTERATION COMMERCIAL 07/22/2025 No comments, JW PW-SEW-REV Approved ALTERATION COMMERCIAL 07/22/2025 No comments, Gus PW-WAT-REV Approved ALTERATION Fees Fee Description Notes Amount Building Plan Review Table 4-2 $1,170.33 Credit Card Service $35.11 Processing/Technology $25.00 Building Permit Table 4-1 $1,800.50 State Surcharge - Commercial Commercial Only $25.00 Credit Card Service $55.52 Total $3,111.46 Attached Letters Date Letter Description 08/19/2025 Building Permit 07/22/2025 Web Form - Building Application Payments Date Paid By Description Payment Type Accepted By Amount 07/22/2025 Senior Aero AMT 237915698 Hannah Hardwick $35.11 XBP Conf: 07/22/2025 $1,170.33 237915698 08/19/2025 Senior Aero 240552195 Hannah Hardwick $55.52 XBP Conf: 08/19/2025 $1,850.50 240552195 Outstanding Balance $0.00 Notes Date Note Created By: 08/08/2025 emailed for in lieu of document. Hannah Hardwick 08/04/2025 Need to have in lieu of contractor form on file. Hannah Hardwick Uploaded Files Date File Name 08/20/2025 27909557-2025_BLD6638_Issued Permit.pdf 08/19/2025 27888561-20250722_BLD6638_Approved Plans.pdf 07/22/2025 029c60c18433f834177f813fb6dbb3e2_scanned_permit_app.pdf 07/22/2025 be5ad8c3f6fc88ee99cb6fe6d533dc15_senior_aerospace_modular_clean_room_structural_drawings_7-17-2025.pdf 07/22/2025 796fc0dbc17dfb3f779711fd5f31151f_senior_aerospace_modular_clean_room_structural_calculations_7-15-2025.pdf