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HomeMy WebLinkAbout18520 67th Ave Ne_BLD5592_2026 From: Jon Bockman To: Amy Rusko Subject: Quick question Date: Wednesday,September 27,2023 12:54:54 PM Attachments: Outlook-xmcaod ki.png This message is from an External Sender This message came from outside the City of Arlington Hi Amy! Hope you are having a great week so far. Thanks again for all your help. Tom just wanted me to check with you to make sure that since he handed over the permit process to Seattle Galvanizing that his name is no longer on any applications? Since he is now officially out of the picture he just wants to make sure. If he is just let me know what we need to do to remove him. Thanks so much Amy! Jon Bockman Principal Commercial Real Estate Broker RAINIER C. 425-417-5391 ibockman(c�r�.rainiercp.com C O M M E R C I A L P A R T N E R S GENERAL 5TRUOTURAL NOTE5 (The following apply unless shown otherwise on the plans) ABBREVIATIONS CRITERIA AWHORP6E ® At L Angle d Penny(Nails) LB. Pound ALL MATERIALS,WORKMANSHIP.DESIGN,AND GONSTRUGTION SHALL CONFORM TO THE DRAWINGS,SPECIFICATIONS, b. EPDXY-GROUTED ITEMS(THREADED RODS OR REINFORCING BAR)INTO CONCRETE SHALL BE INSTALLED U51N6 Diameter LL Live Load THE 2018 EDITION OF THE INTERNATIONAL BUILDING CODE(IBG). "HIT-RE 500 V3"AS MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH I.G.G.REPORT NO. Degrees LLH Long Leg Horizontal E5R-38I4,INGLUDIN6 STANDARD EMBEDMENT REQUIREMENTS,U.O.N. PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED Pounds LLV Long Leg Vertical 2. THI5 STRUCTURE OOE5 NOT CONFORM TO PRESENT EARTHQUAKE CODE REQUIREMENTS. IT HAS BEEN ANALYZED AND FOR REVIEW WITH I.G.G.OR IAPMO UE5 REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIE5. SPECIAL #... Number LON61T. Longitudinal REINFORCED FOR MINIMUM MAINTENANCE IN ACCORDANCE WITH THE INTERNATIONAL EXISTING BUILDING CODE(IEBG) INSPECTION OF INSTALLATION IS REQUIRED. LT.WT. Lightweight QUANTUM SECTION 503 S CHAPTER 4 AND 15 WITHIN THE CURRENT PRACTICE FOR THE RENOVATION OF EXISTING BUILDINGS OF (A) Above C ON S U LT ING E N G IN E E R S 7HI5 AGE AND TYPE OF CONSTRUCTION.714I5 STRUCTURE HAS NOT BEEN ANALYZED OR DESIGNED FOR A COMPLETE A.B. Anchor Bolt MAX. Maximum SEISMIC UPGRADE. ADD'L Additional MECH. Mechanical ALT. Alternate MEZZ. MOZZQYIIne 1511 THIRD AVENUE 3. DESIGN LOADING CRITERIA IT. STRUCTURAL STEEL DESIGN,FABRICATION,AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.1.5.C. APPROX. Approximate MF Moment Frame SE3 pp SEATTLTELE,WA 98101 SPECIFICATIONS AND CODES: ARCH. Architect MFR. Manufacturer TEL 206.957.3900 ROOF SNOW LOAD 25 P5F A.5.0. Allowable Stress Design MIN. Minimum www.quantumce.com A.A15G-STEEL CONSTRUCTION MANUAL,ISTH EDITION M156. Miscellaneous WIND: ANALYSIS PROCEDURE:ASGE 1-I6 CHAPTER 2T"PART I-BUILDINGS OF ALL HEIGHTS" B.A15G 303-16-CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. (B) 5e10w MK. Mark RISK CATEGORY II C.2014 RC5G SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH 5TRENGTH BOLTS. B/ Bottom of BF Braced Frame (N) New q8 MPH BLK6. Blocking N. North EXF05URE"B" 18. STRUCTURAL STEEL WIDE FLANGE(W AND WT)SHAPES SHALL CONFORM TO A5TM AICIZ Fy=50 K51;ALL OTHER BLD6. Building N.S. Near Side SEAL: TOPOGRAPHIC FACTOR Kzt=1.0 ROLLED SHAPES SHALL CONFORM TO A5TM A36,Fy=36 K51. STEEL PLATE SHALL CONFORM TO A5TM A36,Fy= BM. Beam NOM. Nominal 36 K51.STEEL PIPE SHALL CONFORM TO A57M ASS,TYPE E OR 5,GRADE B,Fy=35 K51. STRUCTURAL TUBING WIND BASE SHEAR,NORTH/SOUTH VA=21 K BOT. Bottom NTS Not to Scale SHALL CONFORM TO ASTM A500,GRADE G,Fy=50 K51. CONNECTION BOLTS SHALL CONFORM TO ASTM A325. i Bearn 8 X WIND BASE SHEAR,EAST/WEST Vw=81 K ANCHOR BOLTS SHALL CONFORM TO A5TM FI554 GRADE 36,Fy=36 K51. BR6. g BTWN. Between O.G. On Center �O oFp^ EARTHQUAKE: ANALY515 PROCEDURE: IBC"EQUIVALENT LATERAL FORGE PROCEDURE" Iq. ALL A325 CONNECTION BOLTS SHALL BE INSTALLED TO THE SNUG-TIGHT GONDITION PER RGSG 5PEGIFIGATION FOR O.D. Outside Diameter STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS IN 5TRICT ACCORDANCE WITH THE MANUFACTURER'S PUBL15HED GL or CL Genterline O.F. Outside Face SEISMIC DESIGN CATEGORY(SDG)=D RECOMMENDATIONS. ALL NU75 SHALL CONFORM TO A57M A563.ALL WA5HER5 SHALL CONFORM TO A5TM F436 G �-0-OR Camber O.H. Overhang 2M 0 RISK CATEGORY= II A57M Fg5q TYPE 325. ALL BOLT HOLES SHALL BE 57ANDARD SIZE UNLE55 OTHERN15E NOTED. GIP Gast In Place OPN6. Opening Ak'77oNAL l SEISMIC 517E 6LA55=D G.J. Construction Joint or Control Joint OFF. Opposite IMPORTANCE FACTOR Is =1.0 20.ALL WELDING SHALL BE IN CONFORMANCE WITH A.1.5.C.AND A.W.5.STANDARDS AND SHALL BE PERFORMED BY GJP Complete Joint Penetration MAPPED MGE 5s= 1.26;51=0.45 W.A.B.O. CERTIFIED WELDER5 U51N6 ETO XX ELECTRODES. ONLY PREQUALIFIED WELDS(AS DEFINED BY A.16.5) CLG. Gelling PAF Powder Actuated Fastener DE516N ACCELERATION 5ds= 1.02;5o,=0.56 SHALL BE USED. ALL WELDING SHALL BE PERFORMED BY WELDERS WITH AW5/W.A.B.O. CERTIFICATION WITH THE CLR. Clear PG Precast PROJECT: SEISMIC RESISTING SYSTEM:ORDINARY STEEL MOMENT FRAMES,R=5.0 MATERIAL AND METHOD REQUIRED. GMU Concrete Masonry Unit PERM. Permanent SEISMIC RESPONSE GOEFFIGIENT:Gs=0.34 COL. Column PERP. Perpendicular ARLINGTON GROW SEISMIC RESISTING SYSTEM:ORDINARY CONCENTRICALLY STEEL BRACED FRAMES,R=3.25 21. GOLD-FORMED STEEL FRAMING NOTES-THE FOLLOWING APPLY UNLE55 OTHERA15E SHOWN ON THE PLANS: GONG. Concrete RJR Partial Joint Penetration FACILITY RETROFIT CONN. Connections PL or R Plate SEISMIC,RE51101\15E GOEFFIGIENT:Gs=0.52 A.COLD-FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE,SIZE,AND GAUGE 5HOWN ON THE PLANS. CON5T. Construction PLF Pounds per linear Foot SEISMIC BASE SHEAR Vs=8T K ALL FRAMING MEMBERS SHALL COMPLY WITH I.G.G.REPORT NO.E5R-3064P. NOTATIONS ON THE DRAWINGS, CONT. Continuous PLYWD Plywood RELATING TO MEMBER TYPES AND 51ZE5 OR MISCELLANEOUS FRAMING ITEMS,REFER TO CATALOG NUMBERS OF C5K. Countersink PREFAB. Prefabricated 4. LATERAL LOADS ARE TRANSFERRED BY THE ROOF BRACING TO THE MOMENT FRAMES AND BRACED FRAMERS. MANUFACTURERS ASSOCIATION(SSA).PRODUCTS BY OTHER PSF Pounds per Square Foot MEMBERS MANUFACTURED BY THE STEEL STUD M M FORGES ARE BASED ON THE TRIBUTARY AREA FOR EACH FRAME AND ARE CARRIED BY THE FRAMES TO THE DBA Deformed Bar Anchor P51 Pounds per Square Inch FOUNDATION. MANUFACTURERS MAY BE 5UB5TITUTED FOR FRAMING SHOWN,PROVIDED THEY ARE EQUIVALENT IN SHAPE,SIZE, DBL. Double P.T.or PT Post-Tensioning 18520 67TH AVENUE STIFFNESS,AND 5TREN6TH. ALTERNATE FRAMING SHALL BE SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER DES. Degree P/T Pressure-Treated NORTHEAST 5. STRUCTURAL DRAWIN65 SHALL BE USED IN CONJUNCTION WITH FIRE 5UPPRE55ION DRAWINGS FOR BIDDING AND PRIOR TO FABRICATION. ALL GOLD-FORMED STEEL FRAMING SHALL CONFORM TO THE A.1.5.1."SPECIFIGATION OF Doug Fir-Larch CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY DIA. Diameter RAD. Radius ARLINGTON, WA 98223 OWNER AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. FOR THE DESIGN OF GOLD-FORMED STEEL STRUCTURAL MEMBERS." DIAL. Diagonal REF. Reference b. CONTRACTOR B.MATERIAL: DIAPH. Diaphragm REINF. Reinforce or Reinforcement APPROVAL:SHALL VERIFY ALL EXISTING DIMENSIONS,MEMBER SIZES,AND CONDITIONS PRIOR TO GOMMENGING DIM. Dimension READ. Required ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES METAL FRAMING SHALL BE GALVANIZED UNLE55 OTHERWISE NOTED,CONFORMING AS FOLLOWS: ON. Down REV. Revise ONLY AND MUST BE VERIFIED. DO Ditto R.O. Rough Opening A57M A653 55 GRADE 50,CLASS I OR 3 Fy=50 K51 IIB,qT,(55,AND 54 MIL DTL. Detail T. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND 5TRUCTURAL COMPONENTS UNTIL ALL A57M A653 55 GRADE 33 Fy=33 K51 43 AND 33 MIL DTP Double Top Plate S. South FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. DWG. Drawin 5GH.or SGHED. Schedule G.WELDING OF GOLD-FORMED METAL FRAMING SHALL CONFORM TO AWS DL3 AND SHALL BE PERFORMED BY g 8. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS,TECHNIQUES,SEQUENCES WELDERS QUALIFIED TO PRODUCE THE SPECIFIED GLASSES OF WELD. SECT. Section OR PROCEOURE5 REQUIRED TO PERFORM THEIR WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY E. East 5Existing SIM. Sheet AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE E. Similar AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL EA. Each 506 Slab Grade ENGINEER HAS NO DUTY TO INSPECT,SUPERVISE,NOTE,CORRECT,OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES E.F. Each Face SPEC.0. Specification EL. Elevation 5 OF THE OWNER,CONTRACTORS,OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. Square ELEV. Elevator 50.Q.FT. Square Feet q. GON7RAGTOR-INITIA7ED CHANGES SHALL BE SUBMITTED IN WRITING TO THE OWNER AND STRUCTURAL ENGINEER FOR EMBED. Embedment Length SIF N. Square ne-Fi) APPROVAL PRIOR TO FABRICATION OR GON5TRUC7I0N. CHAN6E5 SHOWN ON SHOP DRAWIN65 ONLY WILL NOT EO. Engineer 5PF Spruce-Pine-Fir SATISFY THIS REQUIREMENT. E.N Equal S Stainless Steel E.W. Each Way STD. Standard 10. DRAWIN65 INDICATE GENERAL AND TYPIGAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT EXP. Expansion STIFF. Stiffener 5PEGIFIGALLY INDICATED BUT ARE OF 51MILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF EXT. Exterior STL. Steel CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW AND APPROVAL BY THE OWNER AND THE STRUCTURAL STIR. Structural ENGINEER. WHERE INFORMATION ON THE DRAWIN65 15 IN CONFLICT WITH THE SPECIFICATIONS,THE MORE STRINGENT FDN. Foundation SUB. Substitute SHALL APPLY,SUBJECT TO REVIEW AND APPROVAL BY THE OWNER AND THE STRUCTURAL ENGINEER. DO NOT FIN. Finish 51711M. Symmetrical 50ALE THE DRAWIN65. FLR. Floor FRP Fiber Reinforced Polymer 7/ Top of II. ALL STRUCTURAL SYSTEMS WHICH ARE COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE 5UPERV15ED BY THE F.5. For Side 7$5 Top and Bottom SUPPLIER DURING MANUFACTURING,DELIVERY,HANDLING,STORAGE AND ERECTION IN ACCORDANCE WITH FT. Foot or Feet 78G Tongue B Groove INSTRUCTIONS PREPARED BY THE SUPPLIER. FT6. Footing TEMP. Temporary THRU Through I PERMIT SET 5/4/23 12. SHOP DRAWINGS STRUCTURAL STEEL AND FIRE 5UFFRE55ION SY5TEM5 SHALL BE SUBMITTED TO THE OWNER AND 6A. Gauge T.O.G. Top of Concrete NO. DESCRIPTION I DATE BY STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. 6ALV. Galvanized T.O.S. Top of Steel 6L Glue Laminated T.O.W. Top e Wall Issues: REVISIONS: 13. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD,AND 6WB Gypsum Aoll Board TRANS. Transverse P.M. JHR THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. GONTRA67OR SHALL REVIEW AND STAMP DRAWIN65 PRIOR 75 Tube Steel P.E. TVM TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWIN65 FOR CONFORMANCE WITH THE HD6 Hot Dipped Galvanized 7YP. Typical DRAWN BY: Sc MEANS,METHODS,7ECHNIQUE5,5EQUENCE5 AND OPERATIONS OF CONSTRUCTION,AND ALL SAFETY PRECAUTION5 AND HDR. Header SCALE: AS SHOWN PROGRAMS INCIDENTAL THERETO. HF Hem Fir U.O.N. Unless Otherwise Noted HGR. Hanger DATE: 5/4/23 14. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP HORIZ. Horizontal VERT. Vertical JOB NO. 23137.01 DRAWING SUBMITTALS BY THE CONTRACTOR 15 TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR H55 Hollow Structural Section VIF Verify in Field SHEET TITLE: UNDERSTANDS THE DESIGN CONCEPT,BY INDICATING WHIGH MATERIAL 15 INTENDED TO BE FURNISHED AND INSTALLED H7. Height AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS,DISCREPANCIES,OR W. West GENERAL CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR D. Inside Diameter W/or w/ With TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER,THE DE516N DRAWIN65 AND P. Inside Face W.H.5. Welded Headed Stud STRUCTURAL SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. IN. Inch W/0 Without NFO. Information W.P. Work Point NOTES 3 15. SPECIAL INSPECTION: STRUCTURAL STEEL FABRICATION AND ERECTION(INGLUDIN6 FIELD WELDING AND INT. Interior W.T.5. Welded Threaded Stud HIGH-STREN(5TH FIELD BOLTING)AND EPDXY GROUTED INSTALLATIONS SHALL BE SUPERVISED IN ACCORDANCE WITH WWF Welded Wire Fabric sHeer No. IBC SECTIONS 1104 8 1105 AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING A6ENGY DESIGNATED BY JT. Joint THE OWNER.THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS X SECT. Gross Section DIRECTLY TO THE OWNER,STRUCTURAL ENGINEER,CONTRACTOR AND BUILDING OFFICIAL.ANY MATERIALS WHIGH K Kips X-STR Extra Strong 8 FAIL TO MEET PROJECT 5PECIFICA7ION5 SHALL BE BROUGHT 70 THE ATTENTION OF THE OWNER AND STRUCTURAL K5F Kips per Square Foot XX-57R Double Extra Strong ENGINEER. 1 K51 Kips per Square Inch ■■0 T T y 5 T Y240-O' 20'-O" 2&-v 20'-O" 20'-v 20'-Ol. 20'-0" 20'O" 20'-0., 20'-O" 2&-0" 20-0. 20--v I I I I I I I I I I QUANTUM CONSULTING ENGINEERS D — 1511 THIRD AVENUE (E)ROD/CABLE SUITE 323 51 TYP. SEATTLE,WA 98101 REPAIR OR TEL 206.957.3900 REPLACE DAMASED BRACING IN-KI www.quantumce.cem J � 4 I I I I I I I I I I I SEAL: J. �O zevsz �e� �770NAL I I I I I 3/S3,oFaMATION PLAN � I I I I I PROJECT: 0 I. ALL DIMEN510N5 AND ELEVATION5 ON THE 5TRUOTURAL ,. FLAN5 ARE FOR GENERAL INFORMATION ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR NITH THE ARLINGTON GROW G ARCHITEGTURAL,MEGHANIGAL,ELEGTRIGAL,AND (E)ROD/c FACILITY RETROFIT �• — — — — — — — — — — — — — — — BE6NI�N ANY D xREPAING ES5 SHFL BE BROU6HT0T0 THE REPAIR OR REPLACE D / ATTENTION OF THE ARGHITEGT AND ENGINEER BRACING IN-KI 0 Cam'SLAB- IMMEDIATELY. 2. ALL EXI5TIN6 INFORMATION IS A55UMED AND 5HALL BE OFFICE FIELD VERIFIED. ANY D15CREFANGIE5 SHALL BE BROUGHT I ARFR�'TO THE ATTENTION OF THE ARGHITEGT AND ENGINEER REMAIN MMEDIATELY. 185520 67TH AVENUE 3. FOR 57RI- RAL GENERAL NOTE5 AND ABBREVIATION5 NORTHEAST Q 5EE 5HEET 51.0. m ARLINGTON, WA 98223 4. FOR DETAILS 5EE SHEET 53.0. APPROVAL: B.I — — — — — — — — — — — 2 INDICATES COLUMN,51ZE CALLED OUT AT BOTTOM OF COLUMN 0 o I I I I I I I I I I I 12/58.0> 3/53.0 TYP. BRACING TYP. . REPAIR OR REPLACE DAMA IED BRACING IN-KIN I I I I I I I I I I I RE ROD/CABLE RAGN6 B TYP. REPAIR OR PERMIT SET 5/4/23 REPLACED NO. DESCRIPTION I DATE BY BRACING IN-KI ISSUES: REVISIONS ilp—tr IT ilp—tr pp-- P.M. JHR P.E. TVM DRAWN BY: Sc SCALE: AS SHOWN DATE: 5/4/23 JOB NO. 23137.01 SHEET TITLE: FOUNDATION PLAN 0 3 SHEET NO. FOUNDATION PLAN R S2.0 T T y 5 T Y240-O' 20'-O" 20'-O" 20'-O" 20'-O" 20'-O" 20'-0" 20'O" 20'-0., 20'-O" 20'-O" 20-0' 20'-0' I I I I I I I I I I 9 (E)CRANE (E)CRANE (IS)CRANE (E)CRANE (F)CRANE (E)CRANE (E)CRAM (E)CRANE (E)CRANE (E)CRANE Z CRANE (E)CRANE W-� QUANTUM I I I I I I I I I I I I I (E)2C RAFTER (E)2C RAFTER (EI 2C RAFTER Z 26 RAFTER (EJ 2C RAFTER (E)20 RAFTER Z 26 RAFTER Z 26 RAFTER (E)2C RAFTER (E)20 RAFTER (EI 2C RAFTER (E)2C RAPIER C O N S U L T I N G E N G I N E E R S D — 1511 THIRD AVENUE o 7 SUITE323 o f M2 . SEATTLE,WA 98101 TEL 206.957.3900 O" 5'-Owww.quanmce.com P2 P2 P2 P2 P2 P2 P2 ttP. ttP. P2 P2 P2 P2 I P2 1 P2 1 P2 I P2. P2 I P2 1 P2 I P2 i P2 1 P2 1 P2. Q 1 I 1 21 I 1 21 I I P I 1 SEAL: P2 P2 P2 P2 P2 P2 P2 P2 F2 P2 P2 P2 of 5 �o 2M 7777 — SAL s* \ O Q p PROJECT: / \ / F3 ARLINGTON GROW FACILITY RETROFIT (E)ROD/GABLE / \ P3 / \ / \ / \ / \ / BRACING REPAIR OR \ / \ / \ / \ / \ / \ / # REPLACE DAMAGED \ /, \ /, \ / \ / \ /, BRACIN6 IN-KIND P3 18520 67TH AVENUE / \ / P3 4 NORTHEAST I. ALL DIMENSIONS AND ELEVATIONS ON THE STRUCTURAL ARLINGTON, WA 98223 \ / \ P3 / \ / \ / \ / \ / PLANS ARE FOR GENERAL INFORMATION ONLY AND SHALL BE VERIFIED THE CONTRACTOR WITH THE APPROVAL: ARCHITECTURAL,MECHANICAL, RO AND MAWJFACTURERS DRAWINGS BEFOFOREE CONSTRUCTION /\ \ /\ /♦ /\ /♦ BEGINS.ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. / \ / P3 \ / \ / \ / \ / \ B.I — 2. ALL EXISTING INFORMATION IS ASSUMED AND SHALL BE FIELD VERIFIED. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. / n 3. FOR STRUCTRAL GENERAL NOTES AND ABBREVIATIONS SEE SHEET SI.O. 4 4. FOR DETAILS SEE SHEET 53.0. o E / \ / \ / \ / \ / \ / \ 5. NO MORE THAN 6"A PIPE UI 240'LONG MAIN LINES y y y MAY BE INSTALLED IN THE BUILDING. B — — — o� 5 I�r NOTE 12/55. .o E ❑I 2"41 PIPE MAX SPRINKLER BRANCH LINE LOCATION 6RID A-B b B-C.HAN6 SPRINKLER LINE FROM EACH P-2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 FURLIN(5PACIN6 VARIES) I I I I I I 1 21"P PIPE MAX SPRINKLER BRANCH LINE LOCATION GRID 1 5-C.HAN6 SPRINKLER FROM EACH P-3 PURLIN(+/- Q P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 1 P2 1 P2 1 P2 1 P2 1 P2 1 P2 1 P2 1 P2 1 P2 1 P2 1 P2 1 ❑9 6"A PIPE MAX SPRINKLER MAIN LINE LOCATION.HAN6 5 5 5 5 5 3 5 5 5 5 5 5 PI SPRINKLER LINE FROM(E)CRANE W-RAFTER ONLY. 1 1 1 1 1 1 1 1 I DO NOT HANG FROM(E)26 RAFTER OR(E)RIRLNS. P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 SEE PLAN NOTE 5 ® b"R PIPE MAX SPRINKLER MAINLINE LOCATION.HAN6 SPRINKLER LINE FROM(E)W-RAFTER ONLY.DO HAN6 PERMIT SET 5/4/23 I I I I I I I I I I I I FROM FROM(E)PLIRLIN5.SEE PLAN NOTE 5 NO. DESCRIPTION I DATE IBY 5 BLOCKING PER 4/53.0 AT P2 MID-SPAN ISSUES: REVISIONS: k P.M. JHR (E)2C RAFTER (E)26 RAFTER (I 2C RAFTER (B)2C RAFTER (E)2C RAFTER (E)26 RAFTER (E)2C RAFTER (B)2C RAFTER (E)2C RAFTER (E)2C RAFTER (I 2C RAFTER (1)2C RAFTER P.E. TVM DRAWN BY: SC (E)CRANE (E)CRANE (E)CRANE (FJ CRANE (FJ CRANE (FJ CRATE (E)CRANE (E)CRANE (E)CRATE (E)CRANE (E)CRANE Z CRANE SCALE: AS SHOWN ER W*RAFTER M-RAFT -1RAFTER W-RAFTER W-RAFTER W-RAFTER K-RAFTER W-RAFTER *RAFTER W W-RAFTER -RAFTER A RAFTER DATE: 5/4/23 5 FIBRIN SGF�B JOB NO. 23137.01 MARK 512E NOTES SHEET TITLE: P1 bZlb NOT SPRINKLE ROOF FRAMING NOT HANG SPRINKLERS FROM PI PURLI145 P2 621b (E)CRANE W-RAFTER PURLIN,HAN6 PLAN SPRINKLER BRANCH LINES PER PLAN AND KEY NOTE I F3 b21b (E)W-RAFTER PURLIN,HAN6 3 SPRINKLER BRANCH LINES PER PLAN AND KEY NOTE 2 SHEET NO. ROOF FRAMING PLAN 50ALE:3/32"= I'-0' S2.1 I I 12 6" 12 I 2 PL 3/a"w/(2)ja"4 EPDXY =� ANCHORS,b"EMBED. EACH 51DE + + + E)BASE R w/(2) QUANTUM CONSULTING ENGINEERS 7,P ANGHOR BOLT5 is 1511 THIRD AVENUE SECTION A ++1 SEATT WA 98101 +I TEL 206.957.3900 + + www.quantumce.com 1+ I+ (E)COL. E)Z-PURLIN 6005I62-54 BLKG., ALl (E)FDN. LOCATION PER PLAN SEAL: � L2x2x54 MIL x 0'-5" ANGLE w/(4)#10 SCREWS II II PER LEG EACH END tigS K' RIJ, III q q NOTE: l) l) -rx DO NOT DRILL THRU EXISTING REINF 2��� lONAL�l DETAIL 50ALE: "=1'-O" DETAIL 50ALE: "=1'-O" 2 TYPICAL 2 ANCHOR BOLT BASE PLATE RETROFIT 50ALE: "=1'-O" 3 Z-PURLIN BRA IN6 SCALE: I/2"=I'-0" 4 PROJECT: ARLINGTON GROW FACILITY RETROFIT (E)COL.8 (N)COL. 18520 67TH AVENUE COL.PER 12/53.0 NORTHEAST ARLINGTON, WA 98223 P BOLTS PER 12/55.0 APPROVAL: �1 (E)COL.PER PLAN (E)RAFTER PER PLAN TEMPORARY SHORE RAFTER DURING REPAIR + + (E)HAUNCH CONNECTION (E)BOLT,TYP. + + (E)COLUMN PER PLAN. DISASSEMBLE AS REQUIRED TO INSTALL DETAIL SCALE:v'=r-o DETAIL SCA E:v=1-0 6 REPAIR COLUMN SCALE: + (N)COL.REASSEMBLE + + + �`l/NEW A325 BOLTS, MATCH(E)BOLT o DIAMETER. 1/53.0 I000G250-54 + + (10)5/a°P A325-N BOLT5 2" TYP. (E)Z-GIRT.DETACH FROM(E)COLUMN FOR PERMIT SET 5/4/23 + (N)COL.INSTALLATION NO. DESCRIPTION I DATE BY m AND REATTACH AFTER " ISSUES: REVISIONS:77 IL + + REPAIR 15 COMPLETE I =uv P.M. JHR TYP is . - Z W2X26 P.E. TVM t + + DRAWN BY: Sc 0- SCALE: AS SHOWN DATE: 5/4/23 JOB NO. 23137.01 SHEET TITLE: _F� 2- (4) E ()FDN." BASE R 5r4'N/ DETAILS 5/a"m EPDXY ANGHOR5,b" EMBED. III it I III II II 3 luJ lul SHEET NO. a g S3.0 DETAIL DETAIL SCALE: "=1'-0" 10 REPAIR COLUMN BASE PLATE 50ALE: I/2"=l'-O" I CUT COLUMN REPAIR SCALE: "=1'-0" I2 May 05, 2023 6k— j QUANTUM C0 N S U LII NG ENGINEERS STRUCTURAL CALCULATIONS (Permit Submittal) ARLINGTON GROW FACILITY RETROFIT 18520 67th Ave. NE Arlington, WA, 98223 Quantum Job Number: 23137.01 soo O� K ti Prepared for: MADISON DEVELOPMENT LLC ���'�p 28%3 10510 Northup Way,Suite 120 �'�p. L 5� Kirkland,WA 98201 'SIGNAL Prepared by: QUANTUM CONSULTING ENGINEERS 1511 Third Avenue,Suite 323 Seattle,WA 98101 TEL 206.957.3900 FAX 206.957.3901 QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue,Suite 323 Seattle,WA 98101 TEL 206.957.3900 FAX 206.957.3901 Arlington Grow Facility Retrofit 18520 67th Ave.NE,Arlington WA Quantum Job Number:23137.01 INDEX Description Page No. General Design Criteria ........................................2 ATC wind design parameters ........................................4 ATC seismic design parameters ........................................5 Gravity Design ........................................6 Lateral Design ........................................42 1 ARLINGTON GROW FACILITY RETROFIT 18520 67TH AVE NE ARLINGTON, WA, 98223 Quantum Job Number: 23137.01 DESIGN CRITERIA 2 QUANTUM I CONSULTING ENGI NEERS STRUCTURAL DESIGN CRITERIA ARLINGTON PEMB 18520 67TH AVE. NE ARLINGTON, WA, 98223 QUANTUM JOB NUMBER: 23137.01 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„ .........................................................................................................................................................................................R=6.5 ........................................................................................................................................................................IE= 1.0 ....................................................................................................................................................Ss=1.05,Si=0.374 ...............................................................................................................................................SDs=0.838,SD1=0.49 SNOWLOAD ................................................................................................................................................... 25 PSF SOILS CRITERIA: ALLOWABLE BEARING PRESSURE................................................................................................................1500 PSF MINIMUM FOOTING WIDTH ............................................................CONTINUOUS: 18" MIN., ISOLATED: 24" MIN. FROSTDEPTH ..............................................................................................................................................181, 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 40................................................................................................................................Fy=40,000 PSI GRADE 60...........................................................................................................................................Fy=60,000 PSI LIGHT GAUGE STEEL: 43, 33 AND 30 MIL.:ASTM A-446 GRADE A..........................................................................Fy=33,000 PSI 92, 68 AND 54 MIL.:ASTM A-446 GRADE D...........................................................................Fy=50,000 PSI WELDING................................................................................................................................Fy=60,000 PSI STRUCTURAL STEEL: MISCELLANEOUS SECTIONS:A-36..........................................................................................Fy=36,000 PSI TUBE SECTIONS:A-500................................... .......................................................................Fy=46,000 PSI WELDING................................................................................................................................Fy=70,000 PSI 3 STUCTURAL DESIGN CRITERIA ARLINGTON PEMB 18520 67TH AVE. NE ARLINGTON, WA, 98223 QUANTUM JOB NUMBER: 23137.01 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 4/24/23,2:34 PM ATC Hazards by Location 4 A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. O The ATC Hazards by Location website will not be updated to support ASCE 7-22.Find out why. OTCHazards by Location Search Information Burlington Victoria Address: 18520 67th Ave NE,Arlington,WA 98223,USA Mt Vern-n ti © 145 ft 1 Coordinates: 48.166345,-122.140835 Arlon Elevation: 145 ft t Angeles t , Mt. Timestamp: 2023-04-24T21:34:05.577Z 101 -Se Marysville Baker-Snoqualmie Whidbey Everett National Forest Hazard Type: Wind Island o v C�7OO��Q Edmonds C �g 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 11 -- 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 5 A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. O The ATC Hazards by Location website will not be updated to support ASCE 7-22.Find out why. OTCHazards by Location Search Information Burlington Victoria Address: 18520 67th Ave NE,Arlington,WA 98223,USA L rn-n ti 145 ftCoordinates: 48.166345,-122.140835 lAr on Elevation: 145 ft t Angeles Mt. Timestamp: 2023-04-24T21:35:15.725Z 101 -SequimMarysville Baker-Snoqualmie Everett National Forest Hazard Type: Seismic of Island , o v Reference Document: ASCE7-16 G gle 40=102162 Edmonds Map data©2023 Google Report a map error c._ 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 F„ *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 PGA, 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 6 ARLINGTON GROW FACILITY RETROFIT 18520 67TH AVE NE ARLINGTON, WA, 98223 Quantum Job Number: 23137.01 GRAVITY CALCULATIONS 7 Company Quantum Consulting Engineers LLC May 4,2023 IIIRISA Designer : Travis Michaud P.E. S.E. 12:42 PM Job Number Checked By: A NEMETSCHEK COMPANY Model Name Basic Load Cases BLC Description Category X rav ty ravit Joint Point Distributed 1 DL DL 10 2 SL SL 10 Joint Loads and Enforced Displacements Joint Label L D M Direction Ma nitude Ib k-ft in rad I... Inactive No Data to Print ... Member Point Loads Member Label Direction Magnitude[lb.k-ft] Location[ft.%] Inactive No Data to Print ... Load Combinations Description SoI..PD...SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... 1 I DL+SL Yesl Y I I DL 1 SL 1 T-F --7-T7 Envelope Node Reactions Node Label X[lbj LC Y rlbj LC Moment k-ft LC 1 N1 max 0 1 1087.092 1 0 1 2 min 0 1 1087.092 1 0 1 3 N2 max 0 1 3208.099 1 0 1 4 min 0 1 3208.099 1 0 1 5 N3 max 0 1 2873.509 1 0 1 6 min 0 1 2873.509 1 0 1 7 N4 max 0 1 2873.509 1 0 1 8 min 0 1 2873.509 1 0 1 9 N6 max 0 1 3208.099 1 0 1 10 min 0 1 3208.099 1 0 1 11 N7 max 0 1 1087.092 1 0 1 12 min 0 1 1087.092 1 0 1 13 N7A max 0 1 1389.85 1 0 1 14 min 0 1 1389.85 1 0 1 15 N8 max 0 1 2852.85 1 0 1 16 min 0 1 2852.85 1 0 1 17 N9 max 0 1 2926 1 0 1 18 min 0 1 2926 1 0 1 19 N10 max 0 1 2926 1 0 1 20 min 0 1 2926 1 0 1 21 N11 max 0 1 2852.85 1 0 1 22 min 0 1 2852.85 1 0 1 23 N12 max 0 1 1389.85 1 0 1 24 min 0 1 1389.85 1 0 1 25 Totals: max 0 1 28674.8 1 26 min 0 1 28674.8 1 Envelope Member Section Forces Member Sec Axial Ib LC ShearrIbI LC Moment[k-ftl LC 1 M1 1 max 0 1 1087.092 1 0 1 2 min 0 1 1087.092 1 0 1 RISA-2D Version 19.0.0 [MA...\...\Calculations\Gravity Design\ZEE Analysis.r2d] Page 1 8 Company Quantum Consulting Engineers LLC May 4,2023 IIIRISA Designer : Travis Michaud P.E. S.E. 12:42 PM Job Number Checked By: A NEMETSCHEK COMPANY Model Name Envelope Member Section Forces (Continued) Member Sec Axial[lbl LC ShearrIbI LC Moment k-ft LC 3 2 max 0 1 392.167 1 -3.513 1 4 min 0 1 392.167 1 -3.513 1 5 3 max 0 1 -302.758 1 -3.726 1 6 min 0 1 -302.758 1 -3.726 1 7 4 max 0 1 -997.683 1 -0.637 1 8 min 0 1 -997.683 1 -0.637 1 9 5 max 0 1 -1692.608 1 5.752 1 10 min 0 1 -1692.608 1 5.752 1 11 M2 1 max 0 1 1515.491 1 5.752 1 12 min 0 1 1515.491 1 5.752 1 13 2 max 0 1 783.991 1 0.004 1 14 min 0 1 783.991 1 0.004 1 15 3 max 0 1 52.491 1 -2.087 1 16 min 0 1 52.491 1 -2.087 1 17 4 max 0 1 -679.009 1 -0.521 1 18 min 0 1 -679.009 1 -0.521 1 19 5 max 0 1 -1410.509 1 4.703 1 20 min 0 1 -1410.509 1 4.703 1 21 M3 1 max 0 1 1463 1 4.703 1 22 min 0 1 1463 1 4.703 1 23 2 max 0 1 731.5 1 -0.784 1 24 min 0 1 731.5 1 -0.784 1 25 3 max 0 1 0 1 -2.612 1 26 min 0 1 0 1 -2.612 1 27 4 max 0 1 -731.5 1 -0.784 1 28 min 0 1 -731.5 1 -0.784 1 29 5 max 0 1 -1463 1 4.703 1 30 min 0 1 -1463 1 4.703 1 31 M4 1 max 0 1 1410.509 1 4.703 1 32 min 0 1 1410.509 1 4.703 1 33 2 max 0 1 679.009 1 -0.521 1 34 min 0 1 679.009 1 -0.521 1 35 3 max 0 1 -52.491 1 -2.087 1 36 min 0 1 -52.491 1 -2.087 1 37 4 max 0 1 -783.991 1 0.004 1 38 min 0 1 -783.991 1 0.004 1 39 5 max 0 1 -1515.491 1 5.752 1 40 min 0 1 -1515.491 1 5.752 1 41 M5 1 max 0 1 1692.608 1 5.752 1 42 min 0 1 1692.608 1 5.752 1 43 2 max 0 1 997.683 1 -0.637 1 44 min 0 1 997.683 1 -0.637 1 45 3 max 0 1 302.758 1 -3.726 1 46 min 0 1 302.758 1 -3.726 1 47 4 max 0 1 -392.167 1 -3.513 1 48 min 0 1 -392.167 1 -3.513 1 49 5 max 0 1 -1087.092 1 0 1 50 min 0 1 -1087.092 1 0 1 51 M6 1 max 0 1 1389.85 1 0 1 52 min 0 1 1389.85 1 0 1 53 2 max 0 1 694.925 1 -4.951 1 54 min 0 1 694.925 1 -4.951 1 55 3 max 0 1 0 1 -6.602 1 56 min 0 1 0 1 -6.602 1 57 4 max 0 1 -694.925 1 -4.951 1 58 min 0 1 -694.925 1 -4.951 1 59 5 1 max 1 0 1 1 -1389.85 1 1 0 1 1 RISA-2D Version 19.0.0 [MA...\...\Calculations\Gravity Design\ZEE Analysis.r2d] Page 2 9 Company Quantum Consulting Engineers LLC May 4,2023 IIIRISA Designer : Travis Michaud P.E. S.E. 12:42 PM Job Number Checked By: A NEMETSCHEK COMPANY Model Name Envelope Member Section Forces (Continued) Member Sec Axial[lbl LC ShearrIbI LC Moment k-ft LC 60 min 0 1 -1389.85 1 0 1 61 M7 1 max 0 1 1463 1 0 1 62 min 0 1 1463 1 0 1 63 2 max 0 1 731.5 1 -5.486 1 64 min 0 1 731.5 1 -5.486 1 65 3 max 0 1 0 1 -7.315 1 66 min 0 1 0 1 -7.315 1 67 4 max 0 1 -731.5 1 -5.486 1 68 min 0 1 -731.5 1 -5.486 1 69 5 max 0 1 -1463 1 0 1 70 min 0 1 -1463 1 0 1 71 M8 1 max 0 1 1463 1 0 1 72 min 0 1 1463 1 0 1 73 2 max 0 1 731.5 1 -5.486 1 74 min 0 1 731.5 1 -5.486 1 75 3 max 0 1 0 1 -7.315 1 76 min 0 1 0 1 -7.315 1 77 4 max 0 1 -731.5 1 -5.486 1 78 min 0 1 -731.5 1 -5.486 1 79 5 max 0 1 -1463 1 0 1 80 min 0 1 -1463 1 0 1 81 M9 1 max 0 1 1463 1 0 1 82 min 0 1 1463 1 0 1 83 2 max 0 1 731.5 1 -5.486 1 84 min 0 1 731.5 1 -5.486 1 85 3 max 0 1 0 1 -7.315 1 86 min 0 1 0 1 -7.315 1 87 4 max 0 1 -731.5 1 -5.486 1 88 min 0 1 -731.5 1 -5.486 1 89 5 max 0 1 -1463 1 0 1 90 min 0 1 -1463 1 0 1 91 M10 1 max 0 1 1389.85 1 0 1 92 min 0 1 1389.85 1 0 1 93 2 max 0 1 694.925 1 -4.951 1 94 min 0 1 694.925 1 -4.951 1 95 3 max 0 1 0 1 -6.602 1 96 min 0 1 0 1 -6.602 1 97 4 max 0 1 -694.925 1 -4.951 1 98 min 0 1 -694.925 1 -4.951 1 99 5 max 0 1 -1389.85 1 0 1 100 min 0 1 -1389.85 1 0 1 RISA-2D Version 19.0.0 [MA...\...\Calculations\Gravity Design\ZEE Analysis.r2d] Page 3 10 Roof Purlin Load Comparison IEBC 2018 Verify the added sprinkler load does not increase the design forces in the existing roof purlins by more then 5% Sprinkler Load - Middle Building Grid B to C Sprinkler consists of a 2"0 pipe (wet system) located at 5' and 15' from the support. 2"O Pipe Weight 2.4 plf Load at Purlin 35 lb Water Weight 1.6 plf Misc Purlin Load 15 lb Misc Accessory 3 plf Total 50 lb Purlin Spacing 5 ft Framing Purlin M1 / M11 M2/ M12 M3/ M14 Description End Bay Second Bay Interior Bay Bending (E) + Moment 4039 lb-ft 2097 lb-ft 2612 lb-ft (N) + Moment 4183 lb-ft 2146 lb-ft 2681 lb-ft Percent Different 3.6% < 5% OK 2.3% < 5% OK 2.6% < 5% OK (E)- Moment 5751 lb-ft 4703 lb-ft (N) - Moment 5974 lb-ft 4884 lb-ft Percent Different 3.9% < 5% OK 3.8% < 5% OK Shear (E) Shear 1693 Ibs 1515 Ibs 1463 Ibs (N) Shear 1757 Ibs 1568 Ibs 1513 Ibs Percent Different 3.8% < 5% OK 3.5% < 5% OK 3.4% < 5% OK Sprinkler lines increase the forces in the purlins by less then 5% OK per IEBC. El Quantum Consulting Engineers LLC Project: Arlington PEMB Date: 5/4/23 Job No: 23137.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 1 Seattle,WA 98101 Client: Tom Lee Checked: 11 Roof Purlin Load Comparison IEBC 2018 Verify the added sprinkler load does not increase the design forces in the existing roof purlins by more then 5% Sprinkler Load - Middle Building Grid B to C Sprinkler consists of a 2"0 pipe (wet system) located at 5' and 15' from the support. 2"O Pipe Weight 2.4 plf Load at Purlin 84 lb Water Weight 1.6 plf Misc Purlin Load 16 lb Misc Accessory 3 plf Total 100 lb Purlin Spacing 12 ft Framing Purlin M1 / M11 M2/ M12 M3/ M14 Description End Bay Second Bay Interior Bay Bending (E) + Moment 4039 lb-ft 2097 lb-ft 2612 lb-ft (N) + Moment 4183 lb-ft 2146 lb-ft 2681 lb-ft Percent Different 3.6% < 5% OK 2.3% < 5% OK 2.6% < 5% OK (E)- Moment 5751 lb-ft 4703 lb-ft (N) - Moment 5974 lb-ft 4884 lb-ft Percent Different 3.9% < 5% OK 3.8% < 5% OK Shear (E) Shear 1693 Ibs 1515 Ibs 1463 Ibs (N) Shear 1757 Ibs 1568 Ibs 1513 Ibs Percent Different 3.8% < 5% OK 3.5% < 5% OK 3.4% < 5% OK Sprinkler lines increase the forces in the purlins by less then 5% OK per IEBC. El Quantum Consulting Engineers LLC Project: Arlington PEMB Date: 5/4/23 Job No: 23137.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 1 Seattle,WA 98101 Client: Tom Lee Checked: 12 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 Y Z�X -0.075 k -0.075 k -0.075 k -0.075 k -0.075 k -0.075 k 0 075 k AAN �1 N4 N 2i 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 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 Y ZAX -0.051 k -0.051 k -0.051 k -0.051 k -0.051 k -0.051 k 0.051 k AAN �1 N4 N 2i 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 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 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 2i 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 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 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 91BC 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 9.9461 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 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 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 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 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 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 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 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 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 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 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 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 2s QCE SK-3 MDA Arlington PEMB-STd Loads-w/ sprinkler loads May 2, 2023 at 11:31 AM 23137.01 PEMB STd roof loads.-center bay-... 29 QCE SK-4 MDA Arlington PEMB-STd Loads-w/ sprinkler loads May 2, 2023 at 11:31 AM 23137.01 PEMB STd roof loads.-center bay-... 30 QCE SK-5 MDA Arlington PEMB-STd Loads-w/ sprinkler loads May 2, 2023 at 11:32 AM 23137.01 PEMB STd roof loads.-center bay-... 31 QCE SK-6 MDA Arlington PEMB-STd Loads-w/ sprinkler loads May 2, 2023 at 11:33 AM 23137.01 PEMB STd roof loads.-center bay-... 32 ------------ - -------- QCE SK- 7 MDA Arlington PEMB-STd Loads-w/ sprinkler loads May 2, 2023 at 11:40 AM 23137.01 PEMB STd roof loads.-center bay-... 33 QCE SK-8 MDA Arlington PEMB-STd Loads-w/ sprinkler loads May 2, 2023 at 11:41 AM 23137.01 PEMB STd roof loads.-center bay-... 34 Company QCE May 2,2023 11RISA Designer : MDA 1:19 PM Job Number 23137.01 Checked By: ANEMETSC IEK COMPANY Model Name Arlington PEMB-STd Loads-w/crane loads Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 Self weight DL -1 2 Dead Load DL 2 14 3 snow load SL 2 14 4 Crane Load ILL 4 Joint Loads and Enforced Displacements (BLC 2 : Dead Load) Joint Label L D M Direction Ma nitude k k-ft in rad k... Inactive 1 N2 L Y -0.27 Active 2 N5A L Y -0.27 Active Joint Loads and Enforced Displacements (BLC 3 : snow load) Joint Label L.D.M Direction Ma nitude k k-ft in rad k... Inactive 1 N2 L Y -1.5 Active 2 Active Joint Loads and Enforced Displacements (BLC 4 : Crane Load) Joint Label L.D.M Direction Ma nitude k k-ft in rad k... Inactive 1 N8 L Y -11 Active 2 N 10 I L I YN 11 Active 3 N8 L X 2.05 Active 4 N 10 L X 2.05 Active Member Point Loads (BLC 2 : Dead Load) Member Label Direction Ma nitude k k-ft Location[ft,%l Inactive 1 M2 Y -0.45 5.2 Active 2 M2 Y -0.45 10.2 Active 3 M2 Y -0.45 15.2 Active 4 M2 Y -0.45 20.2 Active 5 M2 Y -0.45 25.2 Active 6 M2 Y -0.45 30.2 Active 7 M2 Y -0.27 35.2 Active 8 M3 Y -0.27 0.83 Active 9 M3 Y -0.45 5.83 Active 10 M3 Y -0.45 10.83 Active 11 M3 Y -0.45 15.83 Active 12 M3 Y -0.45 20.83 Active 13 M3 Y -0.45 25.83 Active 14 M3 Y -0.45 30.83 Active Member Point Loads (BLC 3 : snow load) Member Label Direction Ma nitude k k-ft Location[ft,%l Inactive 1 M3 Y -2.5 30.83 Active 2 M3 Y -2.5 25.83 Active 3 M3 Y -2.5 20.83 Active 4 M3 Y -2.5 15.83 Active 5 M3 Y -2.5 10.83 Active 6 M3 Y -2.5 5.83 Active 7 M3 Y -1.5 0.83 Active 8 M2 Y -1.5 35.2 Active 9 M2 Y -2.5 30.2 Active 10 M2 Y -2.5 25.2 Active RISA-21D Version 19.0.0 [MA...\...\...\...\...\PEMB STd roof loads.-center bay-w-crane loads.r2d] Page 1 35 Company QCE May 2,2023 IIRISA Designer : MDA 1:19 PM Job Number 23137.01 Checked By: ANEMETSC IEK COMPANY Model Name Arlington PEMB-STd Loads-w/crane loads Member Point Loads (BLC 3 : snow load) (Continued) Member Label Direction Ma nitude k k-ft Location[ft,%l Inactive 11 M2 Y -2.5 20.2 Active 12 M2 Y -2.5 15.2 Active 13 M2 Y -2.5 10.2 Active 14 M2 Y -2.5 5.2 Active Load Combinations Description Sol..PD...SR..BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... 1 IBC 16-8 Yes Y DL 1 2 IBC 16-9 Yes Y DL 1 ILL 1 SL 0.75 3 IBC 16-10...Yes Y DL 1 ILL 1 4 IBC 16-10...Yes Y DL 1 SL 1 5 IBC 16-11 ...Yes Y DL 1 ILL 0.75 LLS 0.75 RLL 0.75 6 IBC 16-11 ...Yes Y DL 1 ILL 0.75 RLL 0.75 SL 0.75 SLN 0.75 7 IBC 16-11 ...Yes Y DL 1 ILL 0.75 ILLS 0.75 RL 0.75 Envelope Node Reactions Node Label X Fkj LC Y[kI LC Moment k-ft LC 1 N1 max 12.059 4 26.708771 2 0 7 2 min 0.68 3 3.316 1 0 1 3 N6 max -1.842 1 28.911 2 0 7 4 min -12.443 2 3.303 1 0 1 5 Totals: max 0 4 55.619 2 6 min -4.1 3 6.619 1 Envelope Member Section Forces Member Sec Axial k LC Shear k LC Moment k-ft LC 1 M1 1 max 1 26.708 2 -0.68 3 0 1 2 min 3.316 1 -12.059 4 MO 1 1 3 2 max 26.708 2 -0.68 3 77.874 4 4 min 3.316 1 -12.059 4 4.391 3 5 3 max 26.708 2 -0.68 3 155.748 4 6 min 3.316 1 -12.059 4 8.782 3 7 4 max 26.708 2 -0.68 3 233.623 4 8 min 1 3.316 1 -12.059 4 13.173 3 9 5 max 21.2 11.41 4 10 min 2.11 3 -12.059 4 2.181 3 11 M2 1 max 14.708 4 17.605 4 311.41 4 12 min 2.246 1 1.433 3 2.181 3 13 2 max 14.29 4 14.685 4 163.342 4 14 min 2.182 1 0.988 3 -9.075 3 15 3 max 13.452 4 8.844 4 61.986 4 16 min 2.054 1 0.097 3 -13.205 3 17 4 max 12.614 4 3.004 4 7.927 4 18 min 1.927 1 -0.794 3 -10.121 3 19 5 max 11.944 4 -0.255 1 0 1 20 min 1.824 1 -2.566 2 0 1 21 M3 1 max 11.931 4 1.757 4 0 1 22 min 1.822 1 -0.731 3 0 1 23 2 max 12.601 4 -0.444 1 15.273 2 24 min 1.925 1 -3.297 2 1.202 1 25 3 max 13.439 4 -1.335 1 67.058 2 26 min 2.052 1 -8.756 4 9.472 1 RISA-21D Version 19.0.0 [MA...\...\...\...\...\PEMB STd roof loads.-center bay-w-crane loads.r2d] Page 2 36 Company QCE May 2,2023 IIRISA Designer : MDA 1:19 PM Job Number 23137.01 Checked By: ANEMETSC IEK COMPANY Model Name Arlington PEMB-STd Loads-w/crane loads Envelope Member Section Forces (Continued) Member Sec Axialrkl LC Shearrkl LC Moment k-ft LC 27 4 max 14.277 4 -2.226 1 163.658 4 28 min 2.18 1 -14.596 4 24.956 1 29 5 max 14.696 4 -2.672 1 311.41 4 30 min 2.244 1 -17.516 4 47.491 1 31 M4 1 max 21.195 4 12.059 4 311.41 L 4 32 min 3.233 1 1.842 1 47.491 1 33 2 max 28.911 2 12.443 2 241.055 2 34 min 3.303 1 1.842 1 35.683 1 35 3 max 28.911 2 12.443 2 160.703 2 36 min 3.303 1 1.842 1 23.789 1 37 4 max 28.911 2 12.443 2 80.352 2 38 min 3.303 1 1.842 1 11.894 1 39 5 max 28.911 2 12.443 2 0 1 40 min 3.303 1 1.842 1 0 1 41 M5 1 max 0 4 10.969 3 27.334 3 42 min -2.05 2 0.07 1 0.087 1 43 2 max 0 4 10.951 3 20.485 3 44 min -2.05 2 0.052 1 0.049 1 45 3 max 0 4 10.934 3 13.645 3 46 min -2.05 2 0.035 1 0.022 1 47 4 max 0 4 10.916 3 6.817 3 48 min -2.05 2 0.017 1 0.005 1 49 5 max 0 4 10.899 3 0 1 50 min -2.05 2 0 1 0 1 51 M6 1 max 1 2.05 3 1 -0.07 1 -0.087 4 52 min 0 1 -11.173 2 -27.844 2 53 2 max 2.05 3 -0.052 1 -0.049 4 54 min 0 1 -11.155 2 -20.867 2 55 3 max 2.05 3 -0.035 1 -0.022 4 56 min 0 1 -11.138 2 -13.9 2 57 4 max 2.05 3 -0.017 1 -0.005 4 58 min 0 1 -11.12 2 -6.945 2 59 5 max 2.05 3 0 1 0 1 60 min 0 1 -11.103 2 0 1 RISA-21D Version 19.0.0 [MA...\...\...\...\...\PEMB STd roof loads.-center bay-w-crane loads.r2d] Page 3 37 Company QCE May 2,2023 11RISA Designer : MDA 11:49 AM Job Number 23137.01 Checked By: ANEMETSC IEK COMPANY Model Name Arlington PEMB-STd Loads-w/sprinkler loads Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 Self weight DL -1 2 Roof& purlin load DL 2 14 3 snow load SL 2 14 4 Crane Load ILL 4 5 2" Sprinkler DL DL 14 6 6"Sprinkler DL I JLDL 2 7 NFPA s inkler RILL I RILL 16 Joint Loads and Enforced Displacements (BLC 2 : Roof& purlin load) Joint Label L D M Direction Ma nitude k k-ft in rad k... Inactive 1 N2 L Y -0.27 Active 2 N5A L Y -0.27 Active Joint Loads and Enforced Displacements (BLC 3 : snow load) Joint Label L D M Direction Ma nitude k k-ft in rad k... Inactive 1 N2 L Y -1.5 Active 2 N5A L Y Active Joint Loads and Enforced Displacements (BLC 4 : Crane Load) Joint Label L.D.M Direction Ma nitude k k-ft in rad k... Inactive 1 N8 L Y -11 Active 2 N 10 L Y -11 Active 3 N8 L X 2.05 Active 4 N 10 L X 2.05 Active Member Point Loads (BLC 2 : Roof& purlin load) Member Label Direction Ma nitude k k-ft Location[ft,%l Inactive 1 M2 Y -0.45 5.2 Active 2 M2 Y -0.45 10.2 Active 3 M2 Y -0.45 15.2 Active 4 M2 Y -0.45 20.2 Active 5 M2 Y -0.45 25.2 Active 6 M2 Y -0.45 30.2 Active 7 M2 Y -0.27 35.2 Active 8 M3 Y -0.27 0.83 Active 9 M3 Y -0.45 5.83 Active 10 M3 Y -0.45 10.83 Active 11 M3 Y -0.45 15.83 Active 12 M3 Y -0.45 20.83 Active 13 M3 Y -0.45 25.83 Active 14 M3 Y -0.45 30.83 Active Member Point Loads (BLC 3 : snow load) Member Label Direction Ma nitude k k-ft Location[ft,%l Inactive 1 M3 Y -2.5 30.83 Active 2 M3 Y -2.5 25.83 Active 3 M3 Y -2.5 20.83 Active 4 M3 Y -2.5 15.83 Active 5 M3 Y -2.5 10.83 Active 6 M 3 Y -2.5 5.83 Active 7 M3 Y -1.5 0.83 Active RISA-21D Version 19.0.0 [MA...\...\...\...\...\PEMB STd roof loads.-center bay-w-sprinkler loads.r2d] Page 1 38 Company QCE May 2,2023 IIRISA Designer : MDA 11:49 AM Job Number 23137.01 Checked By: ANEMETSC IEK COMPANY Model Name Arlington PEMB-STd Loads-w/sprinkler loads Member Point Loads (BLC 3 : snow load) (Continued) Member Label Direction Ma nitude k k-ft Location[ft,%l Inactive 8 M2 Y -1.5 35.2 Active 9 M2 Y -2.5 30.2 Active 10 M2 Y -2.5 25.2 Active 11 M2 Y -2.5 20.2 Active 12 M2 Y -2.5 15.2 Active 13 M2 Y -2.5 10.2 Active 14 M2 Y -2.5 5.2 Active Member Point Loads (BLC 5 : 2" Sprinkler DL) Member Label Direction Ma nitude k k-ft Location[ft,%l Inactive 1 M2 Y -0.051 5.2 Active 2 M2 Y -0.051 10.2 Active 3 M2 Y -0.051 15.2 Active 4 M2 Y -0.051 20.2 Active 5 M2 Y -0.051 25.2 Active 6 M2 Y -0.051 30.2 Active 7 M2 Y -0.026 35.2 Active 8 M3 Y -0.026 0.83 Active 9 M3 Y -0.051 5.83 Active 10 M3 Y -0.051 10.83 Active 11 M3 Y -0.051 15.83 Active 12 M3 Y -0.051 20.83 Active 13 M3 Y -0.051 25.83 Active 14 M3 Y -0.051 30.83 Active Member Point Loads (BLC 6 : 6" Sprinkler DL) Member Label Direction Macinitudekk-ft Location[ft.%l Inactive 1 M2 Y -0.631 2 Active 2 M3 -0.631 1 33.83--W Active Member Point Loads (BLC 7 : NFPA spinkler RLL) Member Label Direction MacinitudekkA Location[ft,%l Inactive 1 M2 Y -0.25 2 Active 2 M3 Y -0.25 33.83 Active 3 M2 Y -0.25 5.2 Active 4 M2 Y -0.25 10.2 Active 5 M2 Y -0.25 15.2 Active 6 M2 Y -0.25 20.2 Active 7 M2 Y -0.25 25.2 Active 8 M2 Y -0.25 30.2 Active 9 M2 Y -0.25 35.2 Active 10 M3 Y -0.25 0.83 Active 11 M3 Y -0.25 5.83 Active 12 M3 Y -0.25 10.83 Active 13 M3 Y -0.25 15.83 Active 14 M3 Y -0.25 20.83 Active 15 M3 Y -0.25 25.83 Active 16 M3 Y -0.25 30.83 Active Load Combinations Description Sol..PD...SR..BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... 1 IBC 16-8 Yesl Y DLI 1 2 IBC 16-9 Yesl Y DLI 1 LC 1 SL 0.75 3 IBC 16-10-Yesl Y DLI 1 LL 1 RISA-21D Version 19.0.0 [MA...\...\...\...\...\PEMB STd roof loads.-center bay-w-sprinkler loads.r2d] Page 2 39 Company QCE May 2,2023 IIRISA Designer : MDA 11:49 AM Job Number 23137.01 Checked By: ANEMETSC IEK COMPANY Model Name Arlington PEMB-STd Loads-w/sprinkler loads Load Combinations (Continued) Description Sol..PD...SIR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... 4 IBC 16-10..�.Yesl Y I DL 1 SL 1 5 IBC 16-11 ...Yes Y DL 1 ILL 0.75 LLS 0.75 RLL 0.75 6 IBC 16-11 ...Yes Y DL 1 LL 0.75 RLL 0.75 SL 0.75 SLN 0.75 7 IBC 16-11 ...Yes Y DL 1 ILL 0.75 LLS 0.75 RL 0.75 Envelope Node Reactions Node Label X[kl LC Y[kj LC Moment R-ftl LC 1 N1 max 12.307 4 27.675 2 0 7 2 min 0.927 3 4.283 1 0 1 3 N6 max -2.089 1 29.87 2 0 7 4 min -12.82 6 4.262 1 0 1 5 Totals: max 0 4 57.545 2 6 min -4.1 3 8.545 1 Envelope Member Section Forces Member Sec Axial k LC ShearrkI LC Moment k-ft LC 1 M1 1 max 27.675 2 -0.927 3 0 1 2 min 4.283 1 -12.307 4 1 0 1 3 2 max 27.675 2 -0.927 3 79.471 4 4 min 4.283 1 -12.307 4 5.988 3 5 3 max 27.675 2 -0.927 3 158.942 4 6 min 4.283 1 -12.307 4 11.976 3 7 4 max 27.675 2 -0.927 3 238.413 4 8 min 1 4.283 1 -12.307 4 17.964 3 9 5 max 22.252 4 -2.089 1 317.797 4 10 min 3.077 3 -12.307 4 8.569 3 11 M2 4 12 min 2.628 1 2.355 3 8.569 3 13 2 max 14.575 4 14.932 4 165.983 4 14 min 2.467 1 1.235 3 -6.434 3 15 3 max 13.722 4 8.99 4 62.937 4 16 min 2.325 1 0.243 3 -12.254 3 17 4 max 12.87 4 3.049 4 8.006 4 18 min 2.183 1 -0.749 3 -10.042 3 19 5 max 12.189 4 -0.286 1 0 1 20 min 2.07 1 -2.598 2 0 1 21 M3 1 max 12.175 4 1.796 4 0 1 22 min 2.067 1 -0.692 3 0 1 23 2 max 12.856 4 -0.482 1 15.294 2 24 min 2.18 1 -3.334 2 1.223 1 25 3 max 13.709 4 -1.473 1 68.358 6 26 min 2.322 1 -8.894 4 10.31 1 27 4 max 14.561 4 -2.465 1 166.133 4 28 min 2.464 1 1 -14.835 4 27.43 1 29 4 30 min 2.625 1 -18.43 4 53.878 1 31 M4 1 max 22.154 4 12.307 4 317.797 1 4 32 min 4.192 1 2.089 1 53.878 1 33 2 max 29.87 2 12.82 6 248.353 6 34 min 4.262 1 2.089 1 40.474 1 35 3 max 29.87 2 12.82 6 165.569 6 36 min 4.262 1 2.089 1 26.983 1 37 4 max 29.87 2 12.82 6 82.784 6 38 1 1 1 min 1 4.262 1 1 1 2.089 1 1 1 13.491 1 1 RISA-21D Version 19.0.0 [MA...\...\...\...\...\PEMB STd roof loads.-center bay-w-sprinkler loads.r2d] Page 3 40 Company QCE May 2,2023 IIRISA Designer : MDA 11:49 AM Job Number 23137.01 Checked By: ANEMETSC IEK COMPANY Model Name Arlington PEMB-STd Loads-w/sprinkler loads Envelope Member Section Forces (Continued) Member Sec Axial k LC Shearrkl LC Moment k-ft LC 39 5 max 29.87 2 12.82 6 0 1 40 min 4.262 1 2.089 1 0 1 41 M5 1 max 0 4 10.969 3 27.334 3 42 min -2.05 2 0.07 1 0.087 1 43 2 max 0 4 10.951 3 20.485 3 44 min -2.05 2 0.052 1 0.049 1 45 3 max 0 4 10.934 3 13.645 3 46 min -2.05 2 0.035 1 0.022 1 47 4 max 0 4 10.916 3 6.817 3 48 min -2.05 2 0.017 1 0.005 1 49 5 max 0 4 10.899 3 0 1 50 min -2.05 2 0 1 0 1 51 M6 1 max 1 2.05 3 1 -0.07 1 -0.087 1 52 min 0 1 - -27844 1 2 53 2 max 2.05 3 -0.052 1 -0.049 1 54 min 0 1 -11.155 2 -20.867 2 55 3 max 2.05 3 -0.035 1 -0.022 1 56 min 0 1 -11.138 2 -13.9 2 57 4 max 2.05 3 -0.017 1 -0.005 1 58 min 0 1 -11.12 2 -6.945 2 59 5 max 2.05 3 0 1 0 1 60 min 0 1 -11.103 2 0 1 RISA-21D Version 19.0.0 [MA...\...\...\...\...\PEMB STd roof loads.-center bay-w-sprinkler loads.r2d] Page 4 CO ,>C,Je, J, 41 PI PI = 19,u p f , Grc..,t - !o 4,.., (.War/) Cir = y, 1 k-Ps. rv% &PC a Jy Gre,,t (�P. = �- = a.) Jk G rG. C 1-L : 1 ) k � — 2o oi1 6•upe,e7son '. +k Pro M (7-irs C+ PPv04 W 4 6� Al —Ae �� //0.,V /tC, �s OJ S � PO de w�SPP�n kJm r k JA/ 04-1 S,rc j Ni X la,3o-4 la,osy '24.400 Li 3 3 3.3 /o s l� QUANTUM I CONSULTING ENGINEERS a31 3 74> 1511 THIRD AVENUE pro1-� date project no. SUITE /y D4 / SEATTLELE,WA 98101 TEL 206.957.3900 1 1 designer sheet FAX 206.957.3901 Q'I! ( n ✓ /U yw.P �/.� www.quantumce.com client I checked by 42 ARLINGTON GROW FACILITY RETROFIT 18520 67TH AVE NE ARLINGTON, WA, 98223 Quantum Job Number: 23137.01 LATERAL CALCULATIONS 43 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: 0.258 Roof Mass: 8 psf Wall Mass: 3 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 39840 Ib 10279 Ib 7195 Ib B 13560 sqft 1684.5 sqft 113534 Ib 29292 Ib 20504 Ib C 13560 sqft 1684.5 sqft 113534 Ib 29292 Ib 20504 Ib D 4800 sqft 480 sqft 39840 Ib 10279 Ib 7195 Ib Seismic Controls, see load comparision on next page. MI Quantum Consulting Engineers LLC Project: Arlington Grow Date: 5/4/23 Job No: 23137.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 1 Seattle,WA 98101 Client: Tom Lee Checked: 44 Lateral Load Comparison Sprinkler Weight Branch Weight: 4 plf Branch Length: 153 ft Number of Branches: 24 Branch Mass: 14688 Ib Main Line Weight: 32 plf Main Line Length: 240 ft Number of Main Lines: 2 Main Line Mass: 15360 Ib Total Sprinkler Mass: 30048 Ib 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 43768 Ib 11292 Ib 7904 Ib B 13560 sqft 1684.5 sqft 124630 Ib 32154 Ib 22508 Ib C 13560 sqft 1684.5 sqft 124630 Ib 32154 Ib 22508 Ib D 4800 sqft 480 sqft 43768 Ib 11292 Ib 7904 Ib Earthgauke Load Comparision Grid Existing EQ New EQ Percent Diff. A 7195 Ib 7904 Ib 9.86% < 10% OK B 20504 Ib 22508 Ib 9.77% < 10% OK C 20504 Ib 22508 Ib 9.77% < 10% OK D 7195 Ib 7904 Ib 9.86% < 10% OK Quantum Consulting Engineers LLC Project: Arlington Grow Date: 5/4/23 Job No: 22137.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 1 Seattle,WA 98101 Client: Tom Lee Checked: 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#30 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 F-1 City of Arlington Commercial Tenant Improvement Permit Application 0 Site Plan 0 Architectural Plans 0 Structural Plans El Structural Calculations ❑ Mechanical System Modifications, (if applicable) ❑ Plumbing System Modifications, (if applicable) ❑ Project Specification Manuals, (if applicable) ❑ WSEC Compliance Forms,(if applicable) https:[/waenergycodes.com/ ❑ Special Inspection and Testing Agreement El 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 lni.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 S. 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: 0 I 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 0 Alteration Property Address: 18570 67th AVE NE Arlington, WA 98223 Project Valuation: $123,625 @ 989 SF Lot#: Parcel ID No.: 310522-001-002-00 Subdivision: Berrywoods PH 1 Project Scope of Work: EXISTING T.I.WITHIN BLDG 2 OF ARLINGTON VENTURES SHALL HAVE TOILET ROOMS ACCESSIBILITY UPDATES&NEW PLUMBING FIXTURES IBC Construction Type: III-B IBC Occupancy Type: B Building/Space Square Footage: 36273 Number of Stories: 2 Square Footage Per Floor: 1st 1978 2nd 1978 3rd X 4th X Sth X 6th X Primary Contact: ❑ Owner 0 Architect ❑ Engineer ❑ Contractor Owner Name: Madison Development Group LLC Office No.: 425-889-9500 x1 Email Address: tom@mdgllc.net Cell No.: 206-679-0820 Mailing Address: 141 Front ST N City: Issaquah State: WA Zip:98027 Architect Name: Randy Brown Principal SynthesisPLLC Office No.: Email Address: randy.brown@synthesisplIc.com Cell No.: 206-228-8000 Mailing Address: 12503 Bel-Red Rd #100 City: Bellevue State: WA Zip: 98005 Professional License Number: 7154 Expiration Date: MAY 18,2024 Engineer Name: NSA Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: Professional License Number: Expiration Date: Primary Contractor: NSA Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: REV03.2022 Page 2 of 6 COMMERCIAL TENANT IMPROVEMENT MECHANICAL SYSTEM INFORMATION Type of Permit: ❑ New Installation ❑ Addition ❑ Alteration ❑ Replaced ❑ Gas Piping Mechanical Contractor: NSA 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" 713/4" O 1" O 11/2" O 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<_100Btu h x $ 15.00 = $ Air Cond.Unit>100Btu h x $ 25.00 = $ Air Cond.Unit>50OBtu/hp x $ 50.00 = $ Air Handling Units x $ 15.00 = $ Base Mechanical Fee $ 25.00 $ 25.00 Boiler<100Btu/h>3hp 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 $ 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 = $ Gas Fired AC >100 Btu/h x $ 25.00 = $ REV03.2022 Page 3 of 6 COMMERCIAL TENANT IMPROVEMENT MECHANICAL PERMIT FEES (per unit) 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 5100Btu 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 6 COMMERCIAL TENANT IMPROVEMENT PLUMBING SYSTEM INFORMATION Type of Permit: O New Installation O Addition O Alteration O Replaced O Industrial Plumbing Contractor: NSA 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 inspections with permit. 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 = 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 in <_ 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 = REV03.2022 Page 5 of 6 COMMERCIAL TENANT IMPROVEMENT PLUMBING PERMIT FEES (per fixture) 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? 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 I am the El Owner, DApplicant, [I Contractor,and authorized to sign this application and that the above information is correct and construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulati f the State of Washington,and the City of Arlington.A final inspection and approval shall be obtained when complete. RANDY -24-2 2-BR WN ARCHITECT O08 0 3 Signature Print Name Date SAVE PRINT REV03.2022 Page 6 of 6 i SPECIAL INSPECTION AND TESTING AGREEMENT Community and Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 In accordance with International Building Code Chapter 17,where application is made for construction as described in this section,the Owner or the License Design Professional responsible for,and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. 18570 67th AVE NE Arlington, WA 98223 Property Address: 310522-001-002-00 Berrywoods PH 1 Lot#: Parcel ID No.: Subdivision: STRUTURAL SCOPE:PRIMARILY STRUCTURAL UPGRADES TO THE EXISTING BUILDING 2 OF Project Description:ARLINGTON VENTURES PROPERTY. Primary Contact: ❑ Owner 21 Architect ❑ Engineer ❑ Contractor Owner Name: Madison Development Group LLC Office No.: 425-889-9500 Email Address: tom@mdgllc.net Cell No.: x1206-679-0802 Mailing Address: 141 Front ST N City: Issaquah State: WA Zi :98027 Architect Name: Office No.: Randy Brown Principal SynthesisPLLC 206-228-8000 Email Address: randy.brown@synthesispllc.com Cell No.: WA 12503 Bel-Red Rd #100 Bellevue May 18, 202z4 98005 Mailing Address: City: State: Ip: Professional License Number: 7154 Expiration Date: Engineer Name: 10HN RILEY QUANTIM CONSULTING ENGINEERS Office No.: 206-957-3900 Email Address: INFO@QUANTUMCE.COM Cell No.: Mailing Address: 1511 Third Ave Suite 323 City: Seattle State: WA Zip:98101 Professional License Number: 28963 Expiration Date: Contractor Name: NSA Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: Before a permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acluiowledgements, and attach structural tests and inspections schedules.A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Pagel of 4-REV03.2022 SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2018 IBC. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1. Duties and Responsibilities of Special Inspector a. Observe Work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/or project drawings may be used only as an aid to inspection. b. Report Non-Conforming Items: The Special Inspector shall bring non-confonning items to the attention of the Contractor and note all such items in the daily report. If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person, and notify the project Architect or Engineer. c. Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the job site with the contractor for review by the City of Arlington. d Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the City of Arlington,project Architect/Engineer,and others as designated These reports must include the following: i. Description of daily inspections and test made,with applicable locations. ii. Listing of all non-confornllng items. iii. Report on how non-conforming items were resolved or unresolved,as applicable. iv. Itemize all changes authorized by the Architect/Engineer of Record and City of Arlington if not included in non-conformance items. e. Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported,and to the best of his/her knowledge,in conformance with the approved design drawings,specifications,approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required,etc.) shall be specifically itemized in this report 2. Contractor Responsibilities a. Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the stummary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b. Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c. Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington,upon request. 3. City of Arlington a. Approve Special Inspector: The City of Arlington shall approve all Special Inspectors prior to performing any inspection. b. Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. Page 2 of4- REV03.2022 4. Owner Responsibilities a. Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5. Architect or Engineer of Record Responsibilities a. Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b. Schedule Inspections: Provide a stunntary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction,testing of backfill and or road beds as recommended by the geo-tech engineer,and structural welding as work progresses. 6. Indicate items requiring special inspection,structural testing,or structural observations by checking the appropriate box. ❑ STRUCTURAL STEEL ......................................................................... (IBC 1705.2.1 &1705.12.1) W STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL ....... (IBC 1705.2.2) ❑ CONCRETE CONSTRUCTION ............................................................. (IBC 1705.3) ❑ MASONRY CONSTRUCTION ............................................................... (IBC 1705.4) V WOOD CONSTRUCTION ..................................................................... (IBC 1705.5,1705.11.1 &1705.12.2) ❑ SOILS CONSTRUCTION ....................................................................... (IBC 1705.6) ❑ DRIVEN DEEP FOUNDATIONS .......................................................... (IBC 1705.7) ❑ CAST-IN-PLACE DEEP FOUNDATIONS ............................................. (IBC 1705.8) ❑ HELICAL PILE FOUNDATIONS .......................................................... (IBC 1705.9) ® SPRAYED FIRE-RESISTANT MATERIALS ......................................... (IBC 1705.14) ❑ MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS ........... (IBC 1705.15) ❑ EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) .................. (IBC 1705.16) ❑ FIRE-RESISTANT PENETRATIONS AND JOINTS ............................. (IBC 1705.17) Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑ SMOKE CONTROL ............................................................................... (IBC 1705.18) ARCHITECTURAL COMPONENTS ..................................................... (IBC 1705.12.5) Only required for buildings located within Seismic Design Category D,E, or F PLUMBING,MECHANICAL&ELECTRICAL COMPONENTS ............. (IBC 1705.12.6) Only required for buildings located within Seismic Design Category C,D,E, or F ❑ SEISMICALLY ISOLATED SYSTEMS ................................................... (IBC 1705.12.8) Material alternatives or unusual design applications ❑ SPECIAL CASES .................................................................................... (IBC 1705.1.1) ❑ MISCELLANEOUS AREA These inspections maybe recommended by the Architect/Engineer and are to be approved by the Building department. Page 3 of4- REV03.2022 Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets forsignatures if necessary) Owner Name: Date: Signature: Contractor Name: Date: Signature: ❑ Submit written statement of responsibility in accordance with IBC Section 1704.4. Special Inspector Name: Date: Signature: ❑ Submit WABO certification for special inspection agency and inspectors,(or) ❑ Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work.Submit copies of inspector certifications provided for each discipline. Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Architect/Eng#iper of Record SynThesis Architects PLLC Date: 09 08 2023 Signature: �i -- Structural Observer Date: Signature: ❑ Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. ❑ Structural Observations regirired in accordance with IBC Section 1704.5. Page 4of4- REV03.2022 FUSION�THE . TECHNOLOGYARCHITECTURE DESIGN PEOPLE 12503 NE Bel-Red Road,Suite 100 Bellevue,WA 98005 T. 1 ACCESSIBEIlYtAIDAIE p 425 646 1818 f 425 646 4141 MADISON DEVELOPMENT GROUP LLC APJJNGTON u \V2 Front Street N Issaquah, Issaquah, WA 98027 18570 67TH A\/E NE - • ARLINGTON. WA98223 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 09 08 2023 PERMIT SUBMITTAL ISSUE N0. - UEM PROFESSIONAL Digitally signed by 71 REGISTERED Randy Brown ARCHRECT Date: RAN LEE BROWN 2023.09.08 SPATE OF WASHINGTON 15:33:55 -07'00' PROJECT INFORMATION ARLINGTON VENTURES T.I. ACCESSIBILITY UPDATE BLDG 2 18570 67th AVE NE ARLINGTON, WA 98223 IS SUED FOR PERMIT SHEET INF N RELEASE FOR: PERMIT SUBMITTAL a • —E COVER SHEET DESIGNED BY DRAWN,BT . RENEWED BY: APPROVED BY: DATE: 09 08 2023 �� SHEET NO: PROJECT No: 201501.07.010 0 2023 SVNYNESISPLLC 5 NOTE:FOR All WALL HUNG FIXTURES,ACCESSORIES,ETCETERA,REFER TO THIS A2.1 WALL BLOCKING DETAIL&MANU SPECIFICATIONS PRIOR TO INSFALlATION. 12" 42"MIN MA GRAB BAR 3 5 6 7 8 10 g• _41° 11 11 12 13 14 15 16 17 4 �� GRAB BA 0 12" 2'-0" MI MIN MAX — a MEN UNISEX WOMEN - HE FUSION 0 ARCHITECTURE,DESIGN TECHNOLOGY&PEOPLE ) FOR RECESSED.IF PROTRUDING, 1 1.CO TPD B.PAPER TOWEL DISPENSER/RECEPTACLE(PTD/R) 4.MIRROR 7.TOILET TISSUE DISPENSER( 2 0 18 n N, 12.IDENTIFICATION SY BOL-MEN 17.HAND DRYER 2.RECM 3.IDENTIFICATION SYMBOL-UNISEX n < N N MIN MAX ESSED SCD/SNR/TPH 5.WALL MOUNTED ACCESSIBLE LAVATORY 8.PAPER TOWEL DISPENSER(PTD) 7 LEAVE 12"ABOVE AND 1-1/2" 3 12503 NE Bel-Red Road,Suite 100 NOTE:For wall han 14.IDENTIFICATION SYMBOL-WOMEN 9 u 3.SANITARY NAPKIN DISPENSER(STUD) &FAUCET ER WRAPPED DRAIN PIPE 9. WATER CLOSET-ACCESSIBLE TOILET BELOW CLEAR TO GRAB BAR A9.1 Bellevue,WA 98005 &HOT WATER PIPING FLUSH CONTROLS SHALL BE LOCATED ON 10.ADA GRAB BARS 15.FIRE EXTINGUISHER toilet room items, 6.SANITARY NAPKIN RECEPTACLE(SNR) THE OPEN SIDE OF THE WATER CLOSET 11.WALL MOUNTED URINAL- 13-1/2"MIN.DEPTH(ADA) i6.DRINKING FOUNTAIN refer to wall p 425 646 1818 f 425 646 4141 TYPICAL MOUNTING HEIGHTS Ukkiag Jetall-typ. 4 SCALE: 1/4"= 1'-0° ICC AT 17.1-2009 DIN ON VARIOUS WALL HUNG EQUIP& ACCESSORIES MUST DE MADISON ANCHORED SECURELY i0 WALL PER°NEIR RESPECTIVE OMKANN DEVELOPMENT GROUP LLC SPECIFICATIONS NEW T.I.WALL TYPE PER PLAN 141 Front Street N _5;rDAG WALL FINISH PER SCHEDULE Issaquah, WA 98027 NOTE:ALL WALL MOUNTED ITEMS THAT REQUIRE WALL BACKING/BLOCKING SHOULD REFER TO THIS DETAIL, INTERIOR ELEVATIONS,FIXTURE SCHEDULE&ACCESSORIES TYPICAL MOUNTING HEIGHTSDN RAM DOCUMENTATION. VERIFY ALL ADDITIONAL WALL TYPICAL WALL HUNG BLOCKING HUNG FlIDNGS LOCATIONS W/OWNER TEAM(Al EQUIP,ETC) 5 SCALE: 1-1/2'- 1' 0" ON EXISTING WALLS, DOORS&STAIRS TO REMAIN-TYR o Z PARTIAL MEZZANINE FLOOR PLAN 3 SCALE: 1/8"= 1'-0" . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 09 08 2023 PERMIT SUBMITTAL ISSUE N0. DATE NEM NEW 2x6 WOOD WALL AROUND II II PERIMETER OF EXISTING PROFESSIONAL [FRAMING;GWB 1 SIDE ONLY NEW 3'x7'DOOR&FRAME � o � o Digitally signed by 71 REGISTERED REMOVE EXISTING WALL ARCHITECT Randy Brown SEPARATING EXISTING FT———17 FT Fl FT———17 FT T-T TOILET ROOMS AND ALL ��OFHIN Date: UP IIIIIIII UP FIXTURES AND FINISHES RANSTAT 2023.09.08 WOME4,L— 15:34:16 MEN NEW -07�00� PROVIDE 11 NEW III =— ACCESSIBLE REMOVE DOOR I �I LOCKERS AS SHOWN 5'-101' FIXTURES FRAME&WALL J AS SHOWN _ NEW INFILL WALLS PROJECT INFORMATION TO MATCH& _ ALIGN WITH ' EXISTING WALLS �� FIXTURES AS SHOWN n PROVIDE NEW ACCESSIBLE _ c� AR LINGTON VENTURES o EXISTING MECH - r_ v, SHAFT TO REMAIN 6,\, t, T.I. ACCESSIBILITY UPDATE UP-° DP BLDG 2 18570 67th AVE NE EXISTING DOOR W/SWING SAVE°TO R°ORNG ARLINGTON, WA 98223 IN NEW DIRECTION 5-10 IN OPPOSITE EXISTING 6"SLAB REMOVE A PORTION DIRECTION ELEVATION CHANGE OF EXISTING MECH SHAFT (PATCH&REPAIR INFORMATIONSHEET U DOOR&FRAME UP AS NEEDED) a REEASE FOR: PERMIT SUBMITTAL nnE EXISTING/DEMO/REMODEL PLANS EXISTING WALLS, j FIRST FLOOR & MEZZANINE LEVEL DOORS&STAIRS TO REMAIN-TYR D GNED Ery DRAWN,BY . RENEWED BY: APPROVED BY: DATE: 09 08 2023 BHEEr NO: A2.1 PROJECT No: 201501.07.010 PARTIAL FIRST FLOOR PLAN 1 2 SCALE: 1/8"= 1'-0" 1 PARTIAL D°EMOLATION PLAN o � o � .I II — Permit#: 5592 Permit Date: 09/11/23 Permit Type: Project Name: ARLINGTON VENTURES T.I.ACCESSIBILITY UPDATE Applicant Name: Randy Brown SynThesisPLLC Applicant Address: 12503 NE Bel-Red Road Suite 100 Applicant, City,Bellevue State, Zip: Contact: Randy Brown Phone: 2062288000 Email: Randy.Brown@SynthesisPLLC.com Scope of Work: Updating of the existing Tenant Improvement Office toilet rooms to be compliant with the current ANSI/ADA Accessibility requirements. Valuation: 385351.00 Square Feet: 2569 Number of Stories: 1 Construction Type: 111B Occupancy Group: B; Business ID Code: Permit Issued: Permit Expires: Form Permit Type: COMMERCIAL ALTERATION Status: PENDING INFORMATION Assigned To: Raelynn Jones 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 31052200102000 18520 67TH AVE NE EXC CO RDS ALSO LESS ARLINGTON 349 Other Fabricated R/W TO CITY OF ARL VENTURES,LLC Metal Products NEC PER SWD REC AFN 200201100393 AND CORR AFN 200202080086 Fees Fee Description Notes Amount Web Only-Demolition Enter 1 if permit is for demolition $100.00 Web Only-Plumbing Commercial Plan (Table 4-1) $2,533.40 Review Enter 1 if permit is for:accessory dwelling unit,accessory structure,commercial addition,commercial alteration, Web Only-Building Plan Review commercial building,commercial racking, $2,533.40 duplex,master sign program,multi-family, residential addition,residential alteration, residential single family,solar installation, spray booth installation.(Table 4-2) Credit Card Service $155.00 Total $5,321.80 Attached Letters Date Letter Description 09/11/2023 Web Form-Building Application Payments Date Paid By Description Payment Type Accepted By Amount 09/11/2023 XBP Conf: $5,166.80 153603397 09/11/2023 99298573 Raelynn Jones $155.00 Outstanding Balance $0.00 Notes Date Note Created By: 09/12/2023 Emailed applicant for application and hard copies Raelynn Jones Uploaded Files Date File Name 09/27/2023 17014358-20230927 18520 67thAve OwnershipChange.pdf 09/11/2023 6bb684075d707328554el7506a66b9a9 2023-09-08 arclington t.i. accessibility update structural application fonns.pdf 09/11/2023 d6efe712b228f79ad5b7083cf9724d22 2023-09-08 arclington t.i. accessibility update permit set signed-flat.pdf