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Home My WebLink About17212 51st Ave Ne Ste 110_BLD5302_2026 o � a a o GENERAL PROJECT INFORMATION P- -• 1 e t Q �. ADDRESS: 172 12 5 15t Ave NE Warehouse 110 :4ii F ,f oo. = o • BUILDING NUMBER z • SQUARE FOOTAGE: 9,825 w —�, '� G • "- , _ t OCCUPANCY TYPE: STORAGE SPRINKLER SYSTEM: YES og63T. -r- # OF STORIES: I idow�� '= •fe�- `"' OCCUPANCY GROUP: B ��OO 3 � n0 pa . t mm TYPE Of CONSTRUCTION: TENANT IMPROVEMENT O w . a�] L y - [ t SCOPE OF WORK: INSTALLATION OF PALLET RACKING Q00 U a C NOTE: Pallet Racking storage for warehouse � _ , 1 Q O O _ T O/ n O N M LL 3 M 1` a o ¢ M � mow/ o LL O N w OJ O Z o q) rn a Z w Lu y nm ,t ~ �R' 1� ••wMi INDEX OF DRAWINGS = - SHEET SHEET NAME m A COVER PAGE - I SITE PLAN r','1�►' ,Ir .'k.,A .t _ ' 2 RACKING LAYOUT ELEVATIONS _ _ a Z o 3 SEISMIC CALCULATIONS Z N = 4 TENANT IMPROVEMENT SHEET w DRAWN BY.• 5 FIRE SUPPRESSION MAP J.KEENHLTS SCALE.- NTS DATE: 2.24.23 JOB NO.- CHECKED BY. SHEET NO. COVER PAGE 1 PLAN NORTH NTS OF 4 SHEETS O I I I I I I I s HV Engineering,Inc. 6"W®1% 6"W®1% 6"W®1% 6"W®1% _ consulting Engineers I.E=64"+/- O I.E.=84"+/- O I.E.=84"+/- 1 I.E.=90"+/- I v Hell Creak Office Park BELOW FINISHED FLOOR T BELOW FINISHED FLOOR BELOW FINISHED FLOOR LOOR m 6912 220th St.SW,Suite 303 B — — — — Mountlake Ten'aca,WA 98043 Phone:(206)706-9669 III I WrvW✓.h—glneering.biz 6"WO1% I 6'W®1%� I 6"W®1% I III 6"W®1% I II Project II I II II II I 1 ARLINGTON AIRPORT III I INDUSTRIAL PARK I I I I II I I II II II I , ''-°' jII I Location I I II hl II FCO 1 ARLINGTON, WA I I III I SHLI I I ICI I PARCEL: WAR HGU,� II 10o I 31052100400100 I I I co co 1pCo I M 4"W UP TO FLOOR CLEAN OUT III r III — - .FOR FUTURE TENANT STUB, - - - - - - - - �-3• - I - - - - - - =0�- - - - - - - " Prepared For TYPICAL 5T-°` ri ,, 46-1FCO FCO I I FCO FCO FCO FCO �FCO FCO FCO Bond Plumbing FCO FCO �FCOTJ� �� 6"W01% I� I10 I.E.=30"+/- �' i� i� ro `a 4 * III T III BELOW FINISHED FLOOR, 55-1" I I 1630215th St.SW TYPICAL co S RINK Lynwood,WA 98036 SLAB EDGE III III L R II II EL J 2"V UP III III I 4r"W UP FUNNEL FLOOR DT IIL III THESE DRAWINGS WERE DEVELOPED L - - - - - - - - - - --- - - - - - - - - - - - - - - - - - FOR EXCLUSIVE USE BY BOND __ __ PLUMBING ON A DESIGN BUILD ------------------ 4"RL UP 1 4"RL UP 1 4°RL UP I 4`RL UP 1 1 1 O O O (3000 (2 CONCEPT.THEY ARE TO USED 1 t 4"RL UP 1 4°RL UP -- '� ONLY WITH WRITTEN PERMISSION OF �- ----------- - �•�---------- --3 'FRV"TOBOND PLUMBING. FOR INFORMATION --------------------------- ME PREFER TO CI L 13"WATEIR SERV1 E UP CONTACT: CURTIS BOND. 0 TO RP IA 2 3 4 UNDERGROUND PLUMBING PLAN - WESTERN END � SCALE: JSs"=1'-0` O NO. DATE REMSION SHEET NOTESi COORDINATE FINAL CONNECTIONS NTH CIVIL DRAWINGS FIVE FEET OUTSIDE THE BUILDING FOUNDATION.PIPE OSIZE,INVERT DEPTH,FIXTURE UNITS,ANY DRAINED AREA AS NOTED.IDENTIFY ANY DISCREPANCIES TO ENGINEER BEFORE COMMENCING WORK. PARTNER IN CHARGE TGH PROJECT MANAGER DJ PROJECT ENGINEER TGH PROJECT TEAL MEMBERS HVE J FINISH CLEANOUT FLOOR THG FLOOR M I,J,J ENGINEERS SEAL I a 0 CONCRETE SLAB METAL Z) COLLAR ALL INSIDE FLUSH CLEANOUTS SHALL BE INSTALLED IN SUCH A MANNER THAT THE TOP COVER SHALL BE FLUSH WITH THE SURFACE of THE FINISHED FLOOR. INTERIOR CLEANOUT DETAIL W n UNDERGROUND z PLUMBING PLAN WEST PROJECT NO. T 2020-088 DATE N JANUARY 26,2021 O PROJECT NETWORK PATH REUSE OF DOCUMENTS VERIFY SCALE BAR MEASURES ONE INCH \Y THIS DOCUMENT,AND THE IDEAS AND DESIGNS INCORPORATED ON ORIGINAL DRAWING /�1 SHEET NUMBER HEREIN,AS AN INSTRUMENT OF PROFESSIONAL SERVICE,IS V THE PROPERTY OF HV ENGINEERING,INC.AND IS NOT TO BE 0—I \ USED,IN WHOLE OR IN PART,FOR ANY OTHER PROJECT IF NOT ONE INCH ON THIS WITHOUT THE WRITTEN AUTHORIZATION OF HV ENGINEERING. DRAWING,ADJUST SCALES T COPYRIGHT,HV ENGINEERING,INC. ACCORDINGLY. 0 0 1 2 13 5 �6 1 17 18 I O I I I I I I I I I I I Y HV Engineering,Inc. 6"W®I% s"waI� s"W01% t > I I I conauDln9 En9lneers LE.=90"+/= O LE=84"+/- O I.E=84"+/- 4 Hell Creak St.S Park BELOW FINISHED FLOOR �� m� r��BELOW FINISHED FLOOR BELOW FINISHED FLOOR Mountlake flake St SW,WA 303 Mountlake Terrace,WA 98043 Phone:(206)706-9669 III I III I Nrvw✓.hvanglneedn0.blz II I 6"W®1% \ I III I �6"W®1� III 6"W01% III � III I I III � III I II II I I Project ARLINGTON III I AIRPORT INDUSTRIAL PARK _01 l III I I Location II III II I II III I I I ARLINGTON, WA FCO • III I PROVIDE FLOOR CLEANWTS I I I I III III AS REQUIRED PER CAL I - co wASHE L FCO _ PARCEL: oo 80' 9" 31 0521 004001 00 n 4"W UP TO FLOOR CISARIII 3FOR FUTURETENANT TYPICAL Prepared For 46'-1" 34-10" - - 54'-4" - — — — — — I �/ FCO FCO FCO FCO FCO FCO BELOW FINIS ED R, Bond Plumbing III 7 III FCO FCO T III" TYPICAL I 1630 215th St.SW C R III III SLAB EDGE CO M °r °, a FCO Lynwood,WA 98036 -2"V UP III III o 4"W UP I FUNNEL N FLOOR D III III III THESE DRAWINGS WERE DEVELOPED -- T 2 E OF - T 4"RL UP L ---- ---- UO 4"RL UP O RL- - ---- L 4"RL UP I 3 E ( ( ( O "RL UP 4"RL UP I I 4 _ J ONLY WITH WRITTEN PERMISSION OF z ———————————— ——— ——————————————————————————— __ _ 3WA SERVI EUP ---------------------------- --------------- 30005 �----- 3OODS. — --------------(25 BOND PLUMBING. FOR INFORMATION CONTACT: CURTIS BOND. TO RP A O 0 I� Lo v. 0 6 TT- 2 13 14 15 16 7 1 UNDERGROUND PLUMBING PLAN - EASTERN END � SCALE: 1Ss"=1'-0" O NO. DATE REMSION SHEET NOTESi COORDINATE FINAL CONNECTIONS NTH CIVIL DRAWINGS FIVE FEET OUTSIDE THE BUILDING FOUNDATION.PIPE OSIZE,INVERT DEPTH,FIXTURE UNITS,ANY DRAINED AREA AS NOTED.IDENTIFY ANY DISCREPANCIES TO ENGINEER BEFORE COMMENCING WORK. PARTNER IN CHARGE TGH PROJECT MANAGER DJ PROJECT ENGINEER TGH PROJECT TEAL MEMBERS HVE J FINISH CLEANOUT FLOOR THG FLOOR M I,J,J ENGINEERS SEAL I a 0 CONCRETE SLAB METAL Z) COLLAR ALL INSIDE FLUSH CLEANOUTS SHALL BE INSTALLED IN SUCH A MANNER THAT THE TOP COVER SHALL BE FLUSH WITH THE SURFACE OF THE FINISHED FLOOR. INTERIOR CLEANOUT DETAIL W n UNDERGROUND z PLUMBING PLAN EAST PROJECT NO. T 2020-088 DATE N JANUARY 26,2021 O PROJECT NETWORK PATH REUSE OF DOCUMENTS VERIFY SCALE BAR MEASURES ONE INCH \Y THIS DOCUMENT,AND THE IDEAS AND DESIGNS INCORPORATED ON ORIGINAL DRAWING SHEET NUMBER HEREIN,AS AN INSTRUMENT OF PROFESSIONAL SERVICE,IS V THE PROPERTY OF HV ENGINEERING,INC.AND IS NOT TO BE 0 I \ USED,IN WHOLE OR IN PART,FOR ANY OTHER PROJECT IF NOT ONE INCH ON THIS WITHOUT THE WRITTEN AUTHORIZATION OF HV ENGINEERING. DRAWING,ADJUST SCALES T COPYRIGHT,HV ENGINEERING,INC. ACCORDINGLY. 0 v 4 ` 1� O — ` , q 0 HANGER LEGEND ss I I I I \ -----� A "U" HOOK ---- ------------------------k----------------- ,— -----------------L 21------- ---------- an ------------- \ I------------ I I------ I B COACH SCREW ROD BM. CLAMP W "STRAP E EYELET �y F FLUSH SHELL 0 F lT U R E7 3 R DI, SiNE \�� _ `Y� o \ ® G CEILING FLANGE - - - - - - S-EZE O F 6J L� ') -E4R TRAIL REALIGNMENT T — — — — — — — H SIDE BEAM BRACKET \ M ALL THREAD ROD i •I N TOGGLE NUT o LL / / / J P POWDER DRIVEN STUD / R EXPANSION BOLT FJTU R E PARK N G LOT _ S PIPE SPIKE wLPn409 / '40�09 / oV I`*''= 66 p s 7 u o TLLWLLLLI / o 0 o I V -- --- 9 W X. _ Ito r--- --------------- r --------- Y Z APPROVAL REQUIRED EX-HYDRANT CITY OF ARLINGTON 47 LF 12" DI W, K Q 2" BLOWOFF AS PER \ ' FUTURE BLDG B \ COA STD DETAIL W-180, ,I I ONPRnxc 47 LF 12" DI W; CAP I o " 2" BLOWOFF ASSY PER THRUST BLOCK � z 01 Co - CA A STD DETAIL W-180; P\ PROTECT IN P CE EXIST VALVES, 30' + r RESET TO FINISH GRADE 12" HOT TAP W/ THRUST BLOCK _ THRUST BLO / FLxRJ FUTURE PHASE 12" GV (FLxRJ) \ / \ \ 7 FITTING LEGEND EX HYDRANT `_ // \ ,— o x GROOVED SHAPED IIPPLE 12" HOT TAP W/ THRUST BLOCK PROTECT IN PLACE EXIST VALVES, \ I TSN TNaEnoELEDROPNIo PPPLE i RESET TO FINISH GRADE I 12" GV (FLxRJ) I �--__ / � \\ \ I II �c O ARROAxcE " ------ ---------I ---- ----- ————————— r m o / PROTECT Its\PLACE EXISt\VALVESI p , RC REOxCIN°ccx LIN° J , STNU NRE To CENTER `� RESET TO FINISH I GRADE v L fJ ——— � / LINE OF APE M INCHES L-- —J // L--- --J ® � W z STATE CERTIFICATION x—EARTNa— / I w 0zoz c)z) / \ I .9 SPRINKLER LEGEND '> SPMNKLEREOR IN 12" EX. WATER w 12" EX. WATER ; w W- --- --------� ------ --------� ��--_�=---- - ---" ----- w w ; w W9 � „ - ----SPR 0 0 i — _ - ------------------------ --- -------- - --- �_ • ,3.z,�E UC2 55 — ®� n ----------- - - o� ••` ----'..'-.-.. 55 55 55 �'. aYu c — — Wl- ------ se —�ss SSR z ;mac �"o� � ❑G ■ t � UG1 � C ---- - _ one — -o o � E w B a s a E1 1 7 1IC 2 sIDEWnu a 4' �. '"-add 4 p- - uu nuW LL - DR PE . , LL ` SPRINKLER HEAD LEGEND n I SYY NA— Nf N. 1NI- K NW ESCUTCH TEND M WRENCH SIZE FACTOR FINISH FINISH — -- — J J --- -------- --BLDG A FF=127.85 ------------------ -- 12x8 TEE�f?JxFL) __1RE-SE-1311£� ONNEC�f�RY==— ` _ "--- SEE NOTE 10 ( J ornL ---- ©---_ r. ———— h��'GV (kxR3 0 G-F"CONTR°Le. — THR�ST BLOK (2) 12" GV (FLxRJ) \ N ` — --- \ 58 LF 8" DIjW FLc TOTAL 154 LF 6" DI W / \ I I N GENERAL NOTES LPLE..wAxLADEaazPNEONTDeExE. LILLUEOORRNMA SPRM C, ,uaiwneEnooio"rDERse°wexsx x cnRT LC R IC A B L xFAPxTa DIN R— 3 LF 12 DI W ___ — \ >> 291 LF I DI W W-- ' W 1§9 LF 12" DI W uG3129 WF 12" DI W W 2 1 LF 1 DI W 146 LF DI W W o RLNEIx �ancN EW x"fP.PM EORo E Q\ - - - - I WNRNFPAPAME LE<xa, AW MPESMINI M :. . sreTENroPRE��RWATFRINPIPESPRDNPREP�INa. _ I 0 I RICALDEvIces IPREOUI EE rxovlDm xFn'nua I � D.aTN"N REDlro�� FH ASSEMBLY W CONC PAD F SSEMBLY W CONIC PAD FH ASSEMBLY W CONIC PAD o Fy AS EMBLY W CONC PAD DUI ENTOPRE°UIRDITONEPRaxIDED / / THRUST BEND BLOCK 50' MAX / w \ / PMMTIIPREaUIREDrroeEPRDNIDFO THRUST BLOCK ~a v� 90- BEND (RJ) 46.1' o ® N erOTN� Epp1 90' BEND (RJ) /' uj RUST BLOCK \ _ _ THRUST BLOCK DESIGN CRITERIA - - - - - - - - - - - - I - -\- - - - - - - - - - - - - - - - - - — �" — � � I - SEE NOTES SHEET FP-2 IPIPE NOTES REVISIONS NO WE ESCMPTIN 1 10-22-21 BO AS-BUILTSET 172ND ST NE ROW I NTRACT- SMARTCAP CONSTRUCTION,LLC — REDMOND,Ave N9852 110 REDON WA 98052 TROY SPURLOCK:253-261-7413 CT None INSTALLATION NOTE FLOW TEST SITE PLAN 10, UNDERGROUND PIPE NOTES ARLINGTON AIRPORT IND. PARK ALL WORK ON THE UNDERGROUND PORTIONS OF FIRE PROTECTION SCALE:1•_400. 1. THIS SITE PLAN IS FOR REFERENCE ONLY. 11721NDSTNE&AIRPORT BLVD SPRINKLER SYSTEMS MUST BE INSTALLED AND CERTIFIED BY A STATIC 84 PSI , 0 2 SCALE 1'=40' 80 2. SEE ARCHITECTURAL AND CIVIL DRAWINGS FOR ADDITIONAL LICENSED CONTRACTOR WHO HAS ACHIEVED A STATE LEVEL 'U' RESIDUAL 59 PSI ARLINGTON,WA SITE PLAN INFORMATION. CERTIFICATION. SUBCONTRACTING OF SUCH WORK TO PERSONS FLOW 3,000 GPM 3. ALL UNDERGROUND PIPING IS TO BE INSTALLED BY A OR FIRMS NOT CURRENTLY LICENSED AS A FIRE PROTECTION CONTRACTOR HAVING A VALID WASHINGTON STATE ` PATRIFP099CF SPRINKLER SYSTEM CONTRACTOR IS PROHIBITED UNDER WAC 212-80. 'U' LEVEL CERTIFICATION. 1 �ATRIOT W'�PATRIOTFIRE.COM ben.obrien®palrioHire.com 4. ALL UNDERGROUND PIPE TO BE INSTALLED RODDED AND/OR _ FIRE SPRINKLERS SAYE USES! BLOCKED, FLUSHED AND TESTED PER NFPA 13 & 24. FIRE PROTECTION,INC. 5. MINIMUM FLOW RATES FOR FLUSHING: m 270770TH AVENUE EAST TEL: (253)926-2290 4" - 490 GPM 10" - 2440 GPM TACOMA,WA 98424 FAX: (253)922-6150 6" - 880 GPM 12" - 3520 GPM DESIGNER BENO/PIETROD SHEET 8" - 1,560 GPM V J DATE 12-13-202o FP-1 6. MINIMUM BURY 4'-0". C\/1 JOB NO. 11-2267 1 GF g RISER LEGEND GENERAL NOTES: ITEM# SIZE MAKE MODEL NO. DESCRIPTION OTY. HANGER LEGEND 1, 25.2K ESFR SPRINKLERS SHALL BE INSTALLED PER NFPA 13 D a SHURTJOINT ss-,o STAINLESS STEEL GROOVED 90 A "U" HOOK B COACH SCREW ROD SECTION 8.12. 25.2K ESFR SPRINKLERS SHALL BE INSTALLED Qz Ir WILKINS 350ASTDA DOUBLE DETECTOR CHECK VLV ASSEMBLY-GxG OS&Y'S 1 D BM. CLAMP W "STRAP SO THE DEFLECTORS ARE NOT MORE THAN 18" AND NOT LESS 3 s° TYCO CV-,F GROOVED SWING CHECK VALVE 1 E EYELET O F FLUSH SHELL THAN 6" BELOW THE CEILING PER NFPA 13 SECTION 8.12.4.1.3. (a) e' RELIABLE BFG-300 BUTTERFLY VALVE W/INTEGRAL TAMPER SWITCH 4 G CEILING FLANGE H SIDE BEAM BRACKET 2, LATERAL BRACING IS NOT REQUIRED ON 21/2" & 3" BRANCH LINES ( e• TYCO CV-,F GROOVED SWING CHECK VALVE 4 K SHORT CLIP WHEN INSTALLED PER NFPA 13 SECTION 9.3.5.5.10. s 8 POTTER vsR-a WATERFLOW SWITCH 4 M ALL THREAD ROD N TOGGLE NUT ALL 21/2" AND 3" BRANCH LINES ARE TO BE INSTALLED PER SECTION 07 7 AGE 1011A INSPECTOR'S TEST-AN-DRAIN VALVE W/PRESSURE RELIEF 4 P POWDER DRIVEN STUD 9.3.5.5.10. LATERAL SWAY BRACING IS NOT REQUIRED. R EXPANSION BOLT HANGER RODS TO BE LESS THAN 6" WHEN MEASURED BETWEEN 0 yr ARGCO -- 0-300 PSI WATER GAUGE&3-WAY SHUTOFF VALVE 4 S PIPE SPIKE TOP OF PIPE AND POINT OF ATTACHMENT TO BUILDING STRUCTURE. Q 6° POTTER MBA-6-24 24V ELECTRIC ALARM BELL T U 3, HVLS (HIGH VELOVITY LOW SPEED) FANS SHALL BE CENTERED BETWEEN o 8r PATRIOT -- 8 zY PIPE STAND 3 V 4 ESFR SPRINKLERS AND LOCATED SO THAT THE TOP OF THE FAN BLADES ,1 s• PATRIOT -- 6°x2° PIPE STAND 2 X ARE LOCATED A MINIMUM OF 36" BELOW THE SPRINKLER DEFLECTORS. 0 1' FPPI -- AUX DRAIN VALVE&PLUG , Y HVLS FANS SHALL BE WIRED TO SHUT DOWN UPON ACTIVATION OF SPRINKLER SYSTEM WATER FLOW SWITCHES. N/A POTTER OSYSU-2 OS&Y GATE VALVE TAMPER SWITCH 2 APPROVAL REQUIRED CITY OF ARLINGTON SEISMIC BRACING LEGEND TEMP RATING i SIZE OF PIPE BRACE PIPE BRACE PIPE ATTACHMENT STRUCTURAL MINIMUM MAXIMUM B ° BRACE N0. TO BE BRACED SIZE & LENGTH MAX LENGTH TO PIPE ATTACHMENT BRACE ANGLE SPACING FP-2 as° =a 1' ®1/=- SB-1 8" SCH10 11/2" SCH40 10'-5" FIG 2002 FIG 825 60' 10-0" SB-2 8" SCH10 11/2" SCH40 10'-5" FIG 2002 FIG 825 60' 40'-0 — — — — — — — — FITTING LEGEND SB-3 8" SCH10 1" SCH40 7'-0" FIG 1001 FIG 825 45° 40'-0" P PIPE--LET SB-4 8" SCH10 11/4" SCH40 9'-0" FIG 4LA FIG 825 60° 70'-0" CE a 8 SIN GROOVED SHAPED NIPPLE OO (1-03/4 1 0-9 iD (9-111/2) 1D TSN THREADED SHAPED NIPPLE SB-5 4" SCH10 1" SCH40 10'-6" FIG 1001 FIG 825 60' 40'-0" ADN ADJUSTABLE DROP NIPPLE SB-6 4" SCH10 1" SCH40 7'-C FIG 4LA FIG 825 45' 80'-0" osa FUG FLANGE SB-7 6" SCH10 11/4" SCH40 9,4, FIG 1001 FIG 825 45' 10'-0" RC REDUCING COUPLING SB-8 6" SCH10 1" SCH40 7'-0" FIG 4LA FIG 825 45° 80'-011 ��u SPRINKLER/RISER �O ,1 o$s 18s i8s RUCiuRE To CENTER ELECTRICAL LINE OF PIPE IN INCHES SB-9 6" SCH10 1" SCH40 7'-0" FIG 1001 FIG 825 45° 30'-U' ROOM STATE CERTIFICATION Z-WAYEARTHWAKEBRADE 45• + 1-WAY EARROJ-E BRACE (1 11/2o SPRINKLER LEGEND 3PRINK R O vO z K' ORPICE SIZES AND ttPE DESIGN CRITERIA: NFPA 13 2013 ED 9 s ' ' ' o i' 2 16 8 Ifi T j IT SPRAY [I �3/1 ACTUAL STORAGE HEIGHTS VARY - 36" MUST BE 3 0 MAINTAINED BETWEEN TOP OF STORAGE AND ESFR SPRINKLER DEFLECTORS T B16T SO— ,' 1' I DRY TYPE ®. I, 1. STORAGE AREAS: ROOF HEIGHTS 30 FT AND LESS 2. STORAGE AREAS: ROOF HEIGHTS ABOVE 30 FT DESIGN STANDARD IS NFPA 13 USING RELIABLE'S N25 ESFR DESIGN STANDARD IS NFPA 13 USING RELIABLE'S N25 ESFR RISER OVERHEAD SPRINKLER HEAD LEGEND SR NWUF. MODEL SIN TYPE HEAD RREAO HE AO fSCUTCH TEMP QW PENDENT SPRINKLER HEAD WITH A MINIMUM FLOW PRESSURE PENDENT SPRINKLER HEAD WITH A MINIMUM FLOW PRESSURE SCALE I1Z'=1'-0• WBENCH SZE FZOR FINISH R. OF 15 PSI WITH A MAXIMUM 30 FT HIGH ROOF. THIS DESIGN OF 20 PSI WITH A MAXIMUM 35 FT HIGH ROOF. THIS DESIGN ALLOWS FOR STORAGE OF THE FOLLOWING COMMODITIES: ALLOWS FOR STORAGE OF THE FOLLOWING COMMODITIES: 250 GPM HOSE ALLOWANCE 250 GPM HOSE ALLOWANCE PALLETIZED AND SOLID PILED STORAGE: NFPA 13 TABLES 14.4.1 & 15.4.1 PALLETIZED AND SOLID PILED STORAGE: NFPA 13 TABLES 14.4.1 & 15.4.1 9 (NO OPEN TOP CONTAINERS) (NO OPEN TOP CONTAINERS) A. CLASS I-IV ENCAPSULATED AND NONENCAPSULATED COMMODITIES A. CLASS I-IV ENCAPSULATED AND NONENCAPSULATED COMMODITIES MAXIMUM STORAGE HEIGHT = 25'-0" MAXIMUM STORAGE HEIGHT = 30'-0" B.CARTONED UNEXPANDED PLASTICS B.CARTONED UNEXPANDED PLASTICS TOTAL MAXIMUM STORAGE HEIGHT = 25'-0" MAXIMUM STORAGE HEIGHT = 30'-0" FLEX FLEX FLEX FLEX QU CONTROL BY DATE APPROVED FOR FABPoCATON BY DATE RACK STORAGE: NFPA TABLES 16.2.3.1 & 17.2.3.1 RACK STORAGE: NFPA TABLES 16.3.3.1 & 17.3.3.1 GENERAL NOTES SINGLE-ROW, DOUBLE-ROW, & MULTIPLE-ROW RACKING SINGLE-ROW, DOUBLE-ROW, & MULTIPLE-ROW RACKING I. ALL MAIMI 1"1 EWIPMENT TO BE NEW AND IL 1111 OR FM APPROVED. (NO OPEN TOP CONTAINERS OR SOLID SHELVES) (NO OPEN TOP CONTAINERS OR SOLID SHELVES) I IPEDIMENSIOHS ARE CENTER TO CENTER EXCEPT RISERS k DINENSHINS sxpwx THUSLY(X-X)WHICH ARE END To END. 3.A. CLASS I-IV ENCAPSULATED AND NONENCAPSULATED COMMODITIES A. CLASS I-IV ENCAPSULATED AND NONENCAPSULATED COMMODITIES -�x x x X NPA°PLP F AKE A`INO.13,'L29AEO10`0'"""OADNf WIN MAXIMUM STORAGE HEIGHT = 25'-0" MAXIMUM STORAGE HEIGHT = 30'-0" 1, PH FA HWEpR ANxo Elxo°zo1 RAxo IKR)BE IN AGGGRDANCE w"B B.CARTONED UNEXPANDED PLASTICS B.CARTONED UNEXPANDED PLASTICS PIPING 3 BE IN_ NCEWINHMAPAMPHLETNG.13,2MEDITION MAXIMUM STORAGE HEIGHT = 25'-0" MAXIMUM STORAGE HEIGHT = 30'-0" ` "oI,S`HR_AMP�1R`o",3: mmo°`°'3N"�'""°"°""" SPRINKLER/RISER 7. °VMER TO PROVIDE ADEQUATE HEAT IN AREAS PROTETED C BY A WET PIPE SPRINKLER IDLE PALLET STORAGE: NFPA TABLE 12.12.1.2(c) IDLE PALLET STORAGE: NFPA TABLE 12.12.1.2(c) ;� ELECTRICAL SYSTEM TO PREVENT WATER IN PIPES MOM FREEZING. ROOM LL WIRING OF ELEC7FKAL DEVICES(IF REQUIRED)TO BE NKNEED e. A�O1HERE. ON FLOOR OR RACK WITHOUT SOLID SHELVES ON FLOOR OR RACK WITHOUT SOLID SHELVES 101 MAXIMUM STORAGE HEIGHT = 25'-0" MAXIMUM STORAGE HEIGHT = 30'-0" > > 9. PR_`RiPIPFk EQUIPMENT(IF REQUIflED)iO BE PROWQED N N N N Bl G1HFR5. MINIMUM OPERATING PRESSURE = 15 PSI MINIMUM OPERATING PRESSURE = 20 PSI O.FIHRIOFHERS PIPFkFOUIPMENi(If RFOUIRED)iO BE PRO DD 3. MECHANICAL/ELECTRICAL/PUMP ROOMS: I O DESIGN CRITERIA ORDINARY HAZARD SEE NOTES THIS SHEET NOTE: IT IS THE OWNER'S RESPONSIBILITY TO MAINTAIN 40•F MINIMUM IN ALL A B SINGLE PLY ROOF MEMBRANE C D E BUILDING AREAS CONTAINING WEr N N N N FIRE SPRINKLER PIPING. OVER RIGID INSULATION PIPE NOTES OVER PLYWOOD SHEATHING- o Oa ® OVER 2x NAILER N o Q �ffl 71. Q �ffl OVER METAL STRUCTURE O Q O O (3 O TIE MAIN DRAINS TOGETHER AND DISCHARGE TO SAFE POINT OUTSIDE REVISIONS I I I I NO DATE BY DESCRIPTION Wo 1 4-15-21 PD GENERAL REVISIONS FOR FABRICATION T,30'-41/2" 29'-4" � FLx n ° 28'-8" 28'-6" AT PEAK28'-6" oNSMARTCAP CONSTRUCTION, LLC p8ga 01METAL COLUMNS � ezol 164thAVE NE, STE 110 pREDMOND,WA 98052 PER STRUCTURALo ��o TROY SPURLOCK: 253-261-7413 PROJECT NAME: 9 A _ BARLINGTON AIRPORT IND. PARK CONCRETE SLAB ON GRADE CONCRETE TILT WALL PANEL _ 0 0 17212 _ €o ARLINGTON, WA AVE NE PROVIDE 2' OF ANNULAR � CLEARANCE AROUND PIPE AS IT PASSES THROUGH SLAB PATRIOT START POINT ,DO NOT POUR SOLID TO PIPE, AT FLANGES A.F.F. ALL UNDERGROUND PIPING PATRIFPO99CF S BY OTHERS J Pri—RAE—PRITECTION,RIOT WWW.PATROTFRE.COM ®p°lriotfire.com INC. BUILDING SECTION B RISER DETAIL co2707 70TH AVENUE EAST TEL (253) 926-2290 TACOMA, WA 98424 FAX: (253) 922-6150 FP-2 SCALE: 1�8"=1'-0" FP-Z 1/2° = 1-0" _ DESIGNER BEN O/PIETRO D SHEET V//1 DATE 12 113-2020 2 OF 6 F P 2 C' JOB NO. 1 -2267 A T PIPE USE s/B" LAG BOLTS T' 6" PIPE USE 1/2" LAG BOLT Vi' S 'C' 4" PIPE USE LAG BOLTS ��V2%3" LAG BOLT SPAN ANVIL FIG 206 OR TOLCO FIG 58 PRE-DRILL 3/16" HOLE SIDE BEAM BRACKET(2 PLACES) 4'B"TOLCO FIG.58 TYPICAL EYELET —11"ATR -FOR C OR SMALLER PIPE USE E/B" UPPER ATTACHMENTS 5"ATR BRANCHLINE XFOR 6"AND 8" PIPE USE 1/2" UPPER ATTACHMENTS 426"ALL THREAD ROD &RING HANGER SIZE STEEL BAR JOIST PER PLAN 1 TOLCO FIG.825 BAR JOIST TOLCO FlG.825 BAR JOIST TOLCO FIG.825 BAR JOIST HANGER SHOP DRILL E'HOLE ANVIL FIG 260 TELCO FlG.825 BAR JOIST SWAY BRACE ATTACHMENT A "U" HOOK CLEVIS HANGER SWAY BRACE ATTACHMENT W TOLCO FlG.980 SWIVEL W/TOLCO FIG.980 SWIVEL W/TOLC0 G.980 SWNEL W TOLCO FIG.980 SWNEL / SWAY BRACE ATTACHMENT SWAY BRACE ATTACHMENT B COACH SCREW ROD NUT AND WASHER SIZE PER PLAN / Swar BRACE ATTACHMENT HANGER TYPE'E' �� 'D'PIPE SIZE SWAY BRACE ATTACHMENT D BM. CLAMP W "STRAP No SCALE ATR,SIZE&LENGTH JOIST GIRDER JOIST GIRDER BAR JOIST E EYELET PER PLAN BAR JOIST F FLUSH SHELL FOR a"PIPE USE RING HANGER N - G CEILING FLANGE SIZE PER PLAN BAR JOIST v"X s 1ac BOLT T��SCH7��PIPE s o MINIMUM ANGLE FROM o � H SIDE BEAM BRACKET MINIMUM ANGLE FROM SCH.40 PIPEPRE-DRILL 11/i6^HOLE VERTICAL PLANE VERTICAL PW4E � K SHORT CLIP SCH.40 PIPE M ALL THREAD ROD ` FOR 6"PIPE USE HGR. 'B' 'D' 'E' 'F' 1SCH.40 PIPE PR JOIST - N TOGGLE NUT /s^X 3'LAG BOLT . BAR JOIST PRE-ANIAL R612�HOLE NO. HOLE DIM. LENGTH SPAN PIPE SIZE S12E LOGE A' PIPE p ti P POWDER DRIVEN STUD R EXPANSION BOLT STEEL BAR JOIST SIDE BEAM BRACKET S PIPE SPIKE w/W NUT 8,WASHER T y-3" 10'4' 10'-0" 21/2"0 SCH. 10 9/i6" 7" TELCO Flc tool l TOLCO RG 41A l SWAY BRACE ATTACHMENT TOLCO ERG.ALA SWAY BRACE ATTACHMENT SPRINKLER MAIN T MAIN PIPING 1/2"ALL THREAD ROD (LATERAL EO BRACE) SWAY BRACE ATTACHMENT (LONGITUDINAL EQ BRACE) T2 1'-3" 10'-6" 10'-O" 2"0 SCH. 10 7 i6' 7• SWAY FIG.1ATT V &RING HANGER SIZE / (LONGITUDINAL EO BRACE) SWAY BRACE ATTACHMENT SPRINKLER MAIN PER PLAN (LATERAL EO BRACE) V W HANGER TYPE'E' HANGER TYPE'T' LATERAL EQ BRACE LONGITUDINAL EQ BRACE LONGITUDINAL EQ BRACE LATERAL EQ BRACE X No SOWS N05CAL7 MAIN PARALLEL TO JOISTS N° MAIN PARALLEL TO JOISTS MAIN PERPENDICULAR TO JOISTS 'o- MAIN PERPENDICULAR TO JOISTS N05-E z APPROVAL REQUIRED CITY OF ARLINGTON 1 2 3 4 62'-6" 54'-O" 54'-0° TEMP RATING 0 ° ' 286° -a I• ®1/2' 330° 'gym I• Of 1^ NOTTHEE: I gm SooSPRINKLER MUST BE AT LEST 24" 3 3 3 3 J 3 3 J } 3 } 3 } } 3 ] } 3 I } 3 } } l 3 13 J ° /2. ,/2" HORIZONTALLY FROM THE EDGE - 9-0 4-5 4-] 6-fi 2-6 9- 9-0 4-fi 5-fi 2_p (p_0) S- fi-! 10-0 8-0 10-0 10-p S- 6-4 10.0 8-8 10-0 10-0 - 6-4 FITTING LEGEND ROOF DECK OF THE OBSTRUCTION $1 tiw 1E S' SE-7 71/2 P PIPE-O-LET w 3 _ SH GROOVED SHAPED NIPPLE how TSN THREADED SHAPED NIPPLE N y 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 ADN ADJUSTABLE DROP NIPPLE p 61' R-0 a-5 4-7 6-6 2-6 9- 9-0 4-6 5-6 -p (6-0) 1- 6-a 10-0 8-B t0-0 t0-0 "3- 6-4 I'D 8-8 ,0-0 1p-0 - 6-4 fLG FLANGE ell" SYSTEM #1 I0 REDUCING COUPLING 4` SB-] 71/ Am } J STRUCTUR[ TO NTFR I-) � p-6 E Or PIPE IN INCHES GREATER THAN I2' 24 24" GREATER THAN T6I' 103o e3s 431 sus to-p B}s 1030 '} } } } } } } } } } } } } } J } STATE CERTIFICATION z-war EANTxauexE BRACE THRU 24"NUDE OR OR iy THRU 24" 10-p Ia-p }- s-4 1D-p a-B to-D 1p-o - s-4 GREATER GREATER 8V - ------ 1-4 t-4 DUCT,CABLE PIPE OR PIPE <s Eus 4 TRAY,ETC. RACK D _ DCD (^ �OFFSET AT USDER� TYPICAL HANGER TO BE CONTINUOUS OBSTRUCTIONS ti` SE-I REo `p_gy) 9E'ELL '4E'U.N.O. SPRINKLER LEGEND GREATER THAN 12"TO 24"WIDE � - ---------� SPRINKLER i i w NO SCALE 5 J 3 3 ] 3 3 3 3 \ 3 3 3 ] J 3 3 3 3 3 3 3 ] 3 ] :K' ORIFICE SIZES i r H 0-fi ID-0 8-ys fi 5-6 10-° 9-6 10-0 _ (g_p) 3- fi-4 Tp-0 8-8 10-0 10-0 3 6-4 10-0 B-8 1-4 10-0 Ip-0 - 6-4 BE AND TYPE w NOTE: l 6 p- ----__IH H H 1 5 3 ] 1 Q 1/2 -- THE SPRINKLER MUST BE AT LEAST 1Z' m m'sB-] 71/ o o O z Tfi a T6 z SPRAY O • I^ HORIZONTALLY FROM THE EDGE 18'-0" m _________ _ ROOF DECK OF THE OBSTRUCTION uE .---- 3 1] ❑ ❑�3/4 ESFR SPRINKLER 4 y2 SPRAY 3 ] 3 ] 3 3 3 3 3 3 3 3 3 ] 3 3 x 3 3 3 3 3 3 I 3 3 3 HEAD ❑D 0 1" L-3 10-0 g_g4� t 4-fi s-6 IOh° 9-6 10.0 2_p (6_0) 10-° 2-6 ]-6 10.0 -6 2-6 - 6T0 2-6 s-0 2- 10.0 10-0 2-6 5-° 2- 10-0 10.0 I 3 I I a Q 1/2" 3 j 6 p-s ollz BRANCHLINE 2 e 16 z So— SE 1• SB-7 SB 5 ^ 3 go -"24 3 3 E, Q T EQ (3 1" 2 DRY TYPE ®. 1. 3 3 3 3 3 3 3 3 3 3 3 3 3 3 o " 3 3 3 3 3 3 3 3 3 C-s 10-o g-s 6 5-6 ,o-o B-s ,o-o -o (s-a) to-o - 7-s 10-o -6 z-6 4- 6Tp - a-6 }-0 10-o to-p - 4-s 3-0 10-o 10-o UNIT HEATER SPRINKLER HEAD LEGEND 6\ i sa ohs ,Y� 2°THRU 12"WIDE 12" 12" 7 THRU 1Z WIDE s� mesa-I '` N 1 A c3 m WON.F. YODEL SIN TIDE WFXCH TISNEAo FACTOR F. H TFV Ott DUCT,CABLE TRAY,ETC. OR OR PIPING - 71/1 �! o�` ry O RELIABLE H25 RA0912 FREE PENDENT N1 I. 252K BRONZE N/A 16T 331 d� - 0'6 RE03 BRANCHLINE GREATER GREATER iT� ,} « N} MALE FITRLO R3612 OR PENDENT D 3/4• BOX BRONZE N/A 200' 9 ROOF DECK 1 } } t-s} J } J J } } 1-0 } } _g } } } } } _gJ J 0-6 10-010-O B-6 D4 10-0 2-0 (6-0) 9-rv0 - I-6 -0 3-0 10-0 4- 8T0 - 4-6 J-0 1C-0 ve o ", 0_6 n n srv��xi A ESFR SPRINKLER qSE m B] S c a < m SB 5 ° o ' S� (D xHEAD 3 --3 -- --3 3 J 3 3 3 3 ] 3 3 J J 3 6-fi 4-6 5-6 1p-p c-6 1p-o '2_p (_C) 1- -s s-p =4-° B- p- UNIT HEATER LOCATION I v0 12" 12" TOTAL 2"THE U 12"WIDE OR OR �2'THRU 1Y WIDE DUCT,CABLE TRAY,ETC. GREATER GREATER PIPING QUAMTY CONTROL BY °ATE CONTINUOUS OBSTRUCTIONS APPROVED FOR FABMC..BY DATE 2"TO 12"WIDE Nos LE ¢ 5 6 8 9ENERAL NOTES AlQLL MATERIAL AND EWIPNFNT TO BF NEW AND UL LI520 OR fN APPROVED. NOTE: 54'-0" 54'-0" 54'-G" 54'-0" 54'-T 2. PIPE DINENSIONS ARE CENTER TO CENTER EXCEPT RISERS d DIMENSIONS IF THE OBSTRUCTION IS 24"OR GREATER BELOW sxpwx TxusLr x-x wxlcH ARE END ro END. THE SPRINKLER DEFLECTOR,DISREGARD T.IF THE 3. EARTHOUAKE BRACING SHALL BE PROVIDED IN ACCORDANCE WIN DEFLECTOR, IS LESS SPRINKLER MUST BELOW THE SPRINKLER 31 �� NEPA PA3NPxLLT No.13,2013 EDITOR. ROOF DECK HORIZONTPLLY FROM THE EDGE OF THE OBSTRUCTION. SB-ITS 0 d. PIPE MANGERS AND MFTNOD Of RANGING ro IN ACCORDANCE wrtx 10-o xE.PAWPx1Fr No. 3,2013 EDITOR. -------- "'-- ---''1"+C'b^ SE-2 m 3 T PIPING SHALL BE IN ACCORDANCE WIN NFPA PAMPHLET No.13,2013 EDITION ° } } 3 } 3 3 } 3 3 3 } } 1 4 3 } } L 19 5�-1-1 m 3 T }1 J 3 6. .gINIXG OF PIP[ANO EITxHG3,THR[ADFO d NEIO[D,SMALL R IN ACCORDANCE CONTINUOUS HJOI O No °-0 a- 6-4 10-° B-0 ]k 10-° 10-0 2.-0 8 10 1 0 3-01 6-1 10 0- 1 0 10 3-- 6-4 10 8- 1� 1 0 10 - 8-4 0 1 0 8- i 1 0 I OZ� }B 63° 1 Op 83 0�8 3-° 10-0 7. OWNER TO OF DE ADEQUATE DEVICES(IF AEOUIRED)TO BE BY A OR'X'STEEL JOIST a^S ) OWNER ro PREVENT T WATER NEAT S AREAS PRO1EC20 BY A WET HE SPRINKLER BRIDGING SA' b SYSTEM TO PREVENT WATER IN PIPES ROW iRFELNG. 1 Q DED yRW 3 3 Br OTHERS O 12" 12" 3}B •"� o-\ 9 PANTING OF PPE W EDUIPMENT(E REWIRED)TO BE PROVIDED 1 1/4"TO 2"WIDE 3 3 3 3 3 3 3 3 3 3 34 3 3 3 3 3 3 3a 3 3 I� 3 3 Bl OTHERS. CONDUIT OR PIPING OR OR o-0 6-a 10-o a-e ,o-0 10-0 -0 4-0 8 1 0 , o "3-e - 1 0 e- 1 0 1 o J-8 6-a 1 0 8- 1 0 1 0 6-a 1 0 8- , 0 1 0 J-e s-o 1 a 8- p-e 3-0 10-0 PARALLEL TO SPRINKLERS GREATER GREATER 1-LE-a hem z-o t-q I-4 I-4 1_4 3 ID.FURRING OF PIPE d EOUIPMENT(IF REOUIRED)TO BE PRVIDED b FOR ALL OBSTRUCTIONS LOCATED SYSTEM #1 71m20 'y se-1 « art 0 BY OTHERS. LESS THAN za"BELOW SPRINKLER } DESIGN CRITERIA CONTINUOUS OBSTRUCTIONS 3-e a� D-s 11/4"T02"WIDE 3 3 3 3 3 3 3 3 3 J 3 3 3 3 3 3 3 3 3 - ] 3 3 3 °-0 °i- fi-4 10-0 B-0 10-° 10-0 4-° y 4-0 B 1 0 1 0 }-8 6-4 1 0 8- 1 0 1 0 I-0 fi-4 1 0 0- 1 0 1 0 fi-4 1 }-° 10-0 No SCALE _ 2-0 _ _ _ -om TYPICAL HANGER TO BE ? gS_1 31T NOTE- BE 1'44p IT-1, '4E'U.N.O. , F� ��o° « i SEE SHEET FP-2 THE SPRINKLER MUST BE AT LEAST 12° ---' 1-4 ______-, 1♦ _1 b 1-a -9•5 z1l m- Y ROOF DECK HORIZONTALLY FROM THE EDGE 3 3 3 3 3 3 3 3 3 3 3 3 J 3 3 3 3 3 3 3 3 G 5 3 OF THE OBSTRUCTION C-0 °l- 6-4 10-° 8-0 10-° 10-0 4-° 1-0 8 1 0 1 0 3-0 6-1 1 0 0- 1 0 1 0 3-8 6-4 1 0 8- 1 p 1 0 8-4 1 0 8- 1 o 1 0 J-8 6-° 1 p 0- O-0 3-O 10-0 2 C 1 4 1-0" 401/ ° a 6 s 0 71h 0m 1� m }1i BOo PIPE NOTES CONTINUOUS HJOI J 2 `=a-°' a-6 s-s 1 0 } �_ _ s�2 01, OR'X'STEEL JOIST p 3 •.Ep, P,{ BRIDGING 3 3 3 3 3 3 3 3 3 3 " S 3 3 3 3 3 3 3 3 0_g 3 3 3 v y'�' 3 3 0-6 •"� 3 3 3 3 3 A 36 3 3 y 3 0.6 y WE 1 WELDED/GROOVED MAIN PIPING TO BE SCH10 BLK 1 °-D s-D z-s' 1°-p ,n-° 'z-6 ]-s o o - A s-D 1 ° 1 ° , 0 a-6 s-s -p s-6 1 0 1 0 4-s sfi 1 D 9 6 , G 5-6 4-s -° 4-p 1°-p 2 WELDED/GROOVED BRANCH LINES TO BE EDDY FLOW ° m s 2°4"ery a m ° „` J1T `%" 3 THREADED PIPING TO BE SCH40 S/"TO 1Vl WIDE 12" 12" .I RP' 9'S� o SE-5 s G�/5 bI ,Sse I P r� CONDUIT OR PIPING REDO R OR �W o 1' PARALLEL TO SPRINKLERS GREATER GREATER o 24 " BOD _ 401 -6 _6 : 000 0'36� -6 I-C -6 1-0 -6 0-6 0- 1-0 •'� -6 31 m 8�4 -�h� 10-0 REVISIONS 3 J 3 J 3 3 3 ] J 3 3 3 3 J 3 3 3 ] J J 3 } J 3 C3 ] 3 3 m J 3" 3 1 FDR ALL OBSTRUCTIONS LOCATED p-0 10-0 - 4-6 3-O 10-0 1p-O - ]-6 4-0 y 4-0 a- 4-O 4-0 5-fi 1 0 4- 4-6 1 0 1 p 4-0 4-fi 1 0 1 p 4-0 5-fi 4-D 6-° 9 fi 1 0 5-6 4-O 1 0 1 0 -p 4-0 5-fi 43C 6-O 3-6 2-9 6 2- slWuxNLe 0- NO DATE BY DESCRIPTION LESS THAN 18'BELOW SPRINKLER o- z-0 rv� rv� 9 zU SITo ,"ry E G�mICAL CONTINUOUS OBSTRUCTIONS `'y xi 3 X z 1 1-7-21 END GENERAL REVISIONS FOR FABRICATION 3'' � Im tm °' E8�1 B 100' 2 10-22-21 BO AS-BUILT SET 3/4"TO 1 1/4"WIDEq�� 9 m I" �ry Q 11h NO SCALE 5'3' r ¢ ` /� NN=II E. 3 ry 3 / 3 3 3 3 ry 3 3 '♦ O26 Jn'n TVs9W 1N I' 3 J 3 -63 J J J J _B 3 J 3 6 J 0-5 3 3 3 _g 3 3 J 3 _g J 3 3 3 6-4 5-6 11c ,o-O O 6, NOTE: 0-0 1p-O - 4-6 3-O 10-0 10-G - I-6 4-0 f0 4- 4-O 3-6 JS-6 1 0 1-A 5-6 1 0 9 5-6 �6 1 0 1 p 4-6 4-0 4-G 6-O 1 0 -0 5-6 4-° 1 0 1 0 -0 4-0 5-6 4-° 6-° }-6 3-B 6 ` 2-0 a 'Jvi�B_y 0- HORIZONTALLYTHE SPRINKLEBMUSFROMT BE AT THE EDGE 12° �` 2-� zGp m sB-s ;'rv�� 0"26 0'26 t° xi o°rvsB-s ,�rv,� - Lm 5B-gig z1a0 ROOF DECK OF THE OBSTRUCTION [ �.[� __ __ _ L __ 3 T-6 2-03 ] ^3 3 ACJ ] 1 3-o Bx431 m m'V SB'2 8-0 11M 14- ]-6 6 10 CONTRACT W.: OR'X'STEEL HJOI p ` b SMARTCAP CONSTRUCTION, LLC OR'X'S1EEL JOIST `1� 8201 1641h AVE NE, STE 110 �BRIDGIN REDMOND WA 98052 UP TOR WIDE 12 12° TROY SPURLOCK: 253-261-7413 CONDUIT OR PIPING OR OR 2' 10' PROJECT roof: PARALLEL TO SPRINKLERS GREATER GREATER SYSTEM#1 PIPING PLAN NOTE: THIS IS AN EARLY SUPPRESSION FAST RESPONSE SPRINKLER SYSTEM. BRANCHLINE & SPRINKLER " m ARLINGTON AIRPORT IND. PARK FOR ALL OBSTRUCTIONS LOCATED .;TALE:3/3Y=1'-0" BUILDING A LESS THAN a"BELOW SPRINKLER HEAD LOCATIONS ARE CRITICAL. E.S.F.R. SYSTEMS REQUIRE SPECIAL CONSIDERATION REGARDING o' s' zo' 17212 - 51sT AVE NE CONTINUOUS OBSTRUCTIONS PLACEMENT OF LIGHTING, DUCT WORK, PROCESS PIPING, ELECTRICAL CONDUIT RUNS, ETC. SCALE 3/32"=1'-O" ARLINGTON, WA 0"TO 3/4"WIDE SPRINKLER PIPING CAN NOT BE ROUTED AROUND OBSTRUCTIONS DUE TO INCREASED FRICTION LOSSES, No SCALE OR LOWERED FROM ROOF STRUCTURE DUE TO CODE REQUIREMENTS. IT IS UNDERSTOOD THAT FP—¢ SYSTEM #2 FP-5 SYSTEM #3 REQUIRED COORDINATION WITH THE ROOF STRUCTURE, JOIST PANEL POINTS, JOIST BRACING, DUCT WORK, LIGHTING, ELECTRICAL CONDUIT, AND OTHER PIPING WILL BE ACCOMPLISHED TO PROVIDE THE — � �'� TRIOTPATRIFPE.COM ESFR OBSTRUCTION CRITERIA CLEARANCE REQUIRED FOR FOR AN E.S.F.R. SYSTEM. FP-3 SYSTEM #1 FP-6 SYSTEM #¢ J www.PATRIOTFIRE.COM ®P01D01fiFBGON FIRE PROTECTION,INC. 2707 70TH AVENUE EAST TEL (253) 926-2290 TACOMA, WA 98424 FAX: (253) 922-6150 KEY PLAN DESIGNER BEN 0/PIETRO D I SHEET " NO SCALE V/J DATE 12-13-2020 s OF s FP-3 .: JOB NO. 11_2267 TOLCO FIG.825 BAR JOIST TOLCO FlG.825 BAR 101ST TELCO CO.825 BAR JOIST N - N TOLCO FlG.825 BAR JOIST SWAY BRACE ATTACHMENT W/TOLGD FIG.980 SWIVEL O o o SWAY BRACE ATTACHMENT W/TOLCO FIG.TTA SWIVEL W/TOLCO FlG.980 SWIVEL /// SWAY BRACE ATTACHMENT W/TOLED FIG,980 SWIVEL SWAY BRACE ATTACHMENT SWAY BRACE ATTACHMENT ESFR SPRINKLER SWAY BRACE ATTACHMENT HEAD JOIST GIRDER JOIST GIRDER BAR JOIST BRANCHLINE BAR JOIST HANGER LEGEND FOR 8"PIPE USE EQ _ EQ N jS11 A "U" HOOK RE-RILLL 111116'HOLE ~ MIINIMUMPULE MINIMUM ANGLE FROM o SCH.40 PIPE �MINIMUM ANGLE FROM s vERncAE PurvE1 B COACH SCREW ROD FaR 6 PIPE usE UNIT HEATER scH.ao PIPE DBM. CLAMP W "STRAP 1 .ao PPEaw J01� E EYELET xYUGBOLTSCH.40 PIPEBAR JOIST PRE-DRILL 3/16'HOLE w F FLUSH SHELL Ih"ANVIL FIG.207 BRANCHLINE ti G CEILING FLANGE STEEL eAR Jolsr� SIDE BEAM BRACKET H SIDE BEAM BRACKET w/vz"NUT&WASHER Tolco Fla loot TOLCO FIG.41A 1 K SHORT CLIP TSWAY BRACE ATTACHMENT TOLCO FIG.4U SWAY BRACE ATTACHMENT SPRINKLER MIN MAIN PIPING Ih"ALL THREAD ROD (LITERAL EO BRACE) SWAY BRACE ATTACHMENT (LONGITUDINAL EO BRACE) TO FIG.1001 M ALL THREAD ROD &RING HANGER SIZE ESFR SPRINKLER (LONGITUDINAL ED BRACE) PER PUN HEAD R MAIN SW(LAAY 8 ACE BRAACHMENT SPRINKLER MIN N TOGGLE NUT P POWDER DRIVEN STUD HANGER TYPE'E' UNIT HEATER LOCATION LATERAL EQ BRACE LONGITUDINAL EQ BRACE LONGITUDINAL EQ BRACE LATERAL EQ BRACE R EXPANSION BOLT No SCAE x0 Sm No sGAE xo SCALE xo uue sGME S PIPE SPIKE MAIN PARALLEL TO JOISTS MAIN PARALLEL TO JOISTS MAIN PERPENDICULAR TO JOISTS MAIN PERPENDICULAR TO JOISTS T U V W ��-1/2°x Y LAG BOLT 1 `Z 3 4 X PRE-DRILL 3/16" HOLE y 3/a"TOLCO FIG.58 54'-0' 54'-T Z. TYPICAL EYELET BRANCHLINE 3/e"ALL THREAD ROD APPROVAL REQUIRED OF ARLINGTON &RING HANGER SIZE STEEL BAR JOIST PER PLAN 26'-6' -L A — - HANGERTYPE'E' of 9}-o 9}-D }6�0I -6_I1 _G ,6 9, I s xo A TEMP RnilxG i b 71/2 9 43[1G18c5 GVERHEIA OR 1/z" 86° I. 3 3 3 3 3 \ 3 3 3 3 3 0-6 aLL9-0 9-O 4-6 -6 2-6 6-6 9- 9 � 38G° � I• NOTE: b 71h � / gm SLID, N /2 1/2 THE SPRINKLER MUST BE AT LEAST 24" s .1 FITTING LEGEND HORIZONTALLY FROM THE EDGE ° ROOF DECK OF THE OBSTRUCTION 3 ] ] ] 2_0 ] ] ] ] } P PIPE-O-LET S-3 9-Ob 9-0 4-6 -6"2-6 6-6 9- 930 SN GROOVED SHAPED NIPPLE w O W B - ryN TSN THREADED SHAPED NIPPLE DN ADJUST —__—__—__ Z --- A ABLE DROP NIPPLE 3 3 0-8 fLG FLANGE 1 3 3�"�3 =3 1- 3 3 3 3 3 3 3 3 3 3 " 3 3 113 3 3 3 3 0 3 3 3 RC REDUCING COUPLING N� � 0-61� 9-0 - 4-5 6-6 2-6� 9- 9-0 4-6 5-6 -0 0) RIO-0 9-0 3-6 66-0 10-0,I R-0 �3-6 66' E ,.""""""""""""�:,'I-G Ida""""""""""., ,_" 'G ,.""""" """""� _"""""""__ 1-0 C OVERHFPD OOR ,�3( �1 u RUCIUR[ 10 IH IXMFR 6 - �" ,N ""' i" For PIPE cHEs S TSB-7 7Ih , 'B' TEN-WAY EARTXWAI(E BRACE STATE CERTIFICATION 1�. 'A' 4-WAY EARTHWAI(E BRACE GREATER THAN I2' 24" OR GREATERTHAN •'� 0-6 o-6 o-s 8" PIPE USE 5/8" LAG BOLTS THRU 24"WIDE OR OR 12"THRU 24" 11 J J } J J J J J J J J J J J 3 J J J J 3 J J J J 3 'F' 6" PIPE USE I/2" LAG BOLTS GREATER GREATER o-s 9-o q_ q_ 6-6 2-6 9- 9-0 4-6 s-6 2_ (g_p) 10-0 9-0 }-6 6-0 10-0 9-0 ] }-6 6-0 10-0 9- ,,/ }-6 6-0 10-0 9-0 1 DUCT,CABLE PIPE OR PIPE �e 1 4" PIPE USE /2" LAG BOLTS SPRINKLER LEGEND TRAY,ETC. RACK SPAN SPRINKLER �" em sa-7 ANVIL FIG 206 OR TOLCO FIG 58 CONTINUOUS OBSTRUCTIONS 71/2 h IG ORIFICE SIZES GREATER THAN 12"T024"WIDE SIDE BEAM BRACKET(2 PLACES) AND TYPE NO SCALE 3 3 3� 3 3 3 ] 3 3 ] 3 3 ] 3 3 0-8 3 3 3 3 G-8 3 3 3 3 G-8 3 3 3 Q O 1/2 -FOR 4"OR SMALLER PIPE USE 3'e" UPPER ATTACHMENTS i 5 3 7 1 0-6 9 8/ 2-6 9- 9-0 4-fi 5-6 2-0 (8-0) 10-0 9-0 3-6 6-0 10-0 9-0 3-fi 6-0 10-C 9-0 4 3-6 fi-0III 9-0 �11"ATR 5"ATR— 2 16 8 11 2 6PMY NOTE: 1 3 3 3 xFOR 6"AND 8' PIPE USE 1/z" UPPER ATTACHMENTS OO 1" THE SPRINKLER MUST BE AT LEAST 12' 3 n ❑ ❑�3/" HORIZONTALLY FROM THE EDGE „`SB-7 aoD A a 4 3z SPRAY ROOF DECK OF THE OBSTRUCTION o ■ , eLUE2 ANVIL FIG 260 3 ^' �« 3 SHOP DRILL'E'HOLE 7 2 ' CLEVIS HANGER i e 16 z BE_ Q Q 1/2• 3 3 3 3 3 3 3 3 3 3 I Rl 3 3 3 3 I 3 ] ] 3 3 3 3 � 3 ® 1° E=m 9-0 s-s 2- 9- 9-0 4-s s-s -0 (6-D) 3- s-4 110 a-a 10-D 10-0 3- a-4 10-O a-e 10-o m-o ,T- NUT AND WASHER SIZE PER PLAN 1" Ll i'_'- 'D'PIPE SIZE r DRY TYPE a o N o-10 e �'l < -,_____ 4 `�PER PLAN SIZE&LENGTH z ®� 1' �— 16a7 SYSTEM #2 SPRINKLER HEAD LEGEND "' RING HANGER xEAD n1RBAD K xEAD BYUfdI ----------- --------------- SIZE PER PLAN BAR JOIST- 3 m wwuF. uaDEL s1x nPE TEv on 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 WFFXCH 5ZF (ACTOR fIXIBX FlNISH 9-o as 4-7 6-6 z-6' 4-6 s-s -o a-4 ' 10-o a-e 1a-D ' 10-0 J- 6-4 10-0 B-g 1-4 10-0 P- O RFITALF H25 RA0912 ESFR PENDENT N1 I" 252K FRO IIIE N/A 165' 339 2"THRU 12'WIDE 12" 12" �2"THRU 17 WIDE 18'-0' I-4 1-4 DUCT,CABLE TRAY,ETC EA EA PIPING „9 SE-7 TYPICAL'4E'U.N.FOR TO BE Q F41UAIf FIFR56 RA1435 SIDEWALL D 1 Y 5.6K BRONZE N/A 155' 8 GREATER GREATERHGR. 'B' 'D' HOLE 'F' LABEL 'A' PIPE 'C' PIPE SIZE HOLE HOLE ROOF DECK o- 7 zZ NO. HOLE DIM. LENGTH SPAN &SCHEDULE SIZE LOC. 3 3 3 3 3 J 3 3 J 3� 3 } 3 } 4-6 5-6 10-0 8-8 10-0 10-0 3- 6-4 10-0 8-8 10-0 10-0 IJ- 1 �- —45 ELLS-----— I-! 1-4 T 1'-3" 10'-6" 10'-0" 21/2"0 SCH. 10 9/16" 7" sE-7 � �OFFS AT GIRDER 71/p 3 T2 1'-3" 10'-6" 10'-0" z'0 SCH. 10 7/1C 7" 3 3 3 3 3 3 ] 3 3 ] 3 3 3 3 3 3 3 3 3 ] 3 3 3 3 3 0-6 9-0 4-5 in 4-7 fi-6 2-6 9- 9-0 4-fi 5-6 2-0 (6-0) ]- 6-4 10-0 8-B 10-0 10-01� 10-0 10-0 °i- o - HANGER TYPE'T' NO SCALE TOTAL 347 12" 12" QUALITY CONTROL BY GATE 2"THRU 12°WIDE OR OR \_2"THRU 12"WIDE 11 APPROVED FOR EABMCATOR BY DATE DUCT,CABLE TRAY,ETC. GREATER GREATER PIPING CONTINUOUS OBSTRUCTIONS GENERAL NOTES 2"TO 12"WIDE NO SCALE 4 5 6 7 4 (T I Al MATERIAL AND EWIPNFM TO BE NOW AD IL LISTED OR FN APPROVED. U J 2. PIPE GINENSIOHIS ARE CENTER 10 CENTER EXCEPT RISERS&DIMENSIONS 54'-O" 54'-0" 54'-0" 54'-0" SHOWN THUxr 11-11 WRCH ARE Do TO END, NOTE: 3. OARTNOUAKE BRACING SHALL BE PROVIDED IN ACCORDANCE WNH IF THE OBSTRUCTION IS 2 r OR GREATER BELOW xFPA PAAPxLEr xo.a,zo13 mmox. THE SPRINKLER DEFLECTOR,DISREGARD IT.IF THE OBSTRUCTION IS LESS THAN 247 BELOW THE SPRINKLER 4. PIrcPxAxcERs Axo NErxoD of xnxclxc ro IN AccaRDnxcE wrtx DEFLECTOR,THE SPRINKLER MUST BE AT LEAST 121' 13,2013 EOINOW. ROOF DECK HORIZONTALLY FROM THE EDGE OF THE OBSTRUCTION. PINxG IAI,a INOACOOROAXCE WITH NFPA PAIPEOET 1,13,z013 ENTON g 6. HE OF PAMPM«T'O.N13,zs_A3E�mo DED,6X TE IN ACCORDANCE - 0-0 0- II - - } - - 7. OWNER TO PROVIDE ADEQUATE HEAT IN AREAS PROTECTED BY A WET PIPE SPRINKLER CONTINUOUS HOR. 1� 0-6°a -6 -6 . f . . `� II SYSTEM TO PREVENT WATER IN PIPES IRON FREELNG. OR'X'STEEL JOIST ] 3 3 f 3 3 3 „ 3 3 3„ ] „ 3 3 ] -8] } f] ] -8] 6 _o,„ ] _(5 } e ] x 3 J I,-§ 3 BRIDGING -I 10.0 9-0 311 3-fi �: 6-O 4.0 .3 MO 8-0�� 4-0�� 4-fi 1 0 4-4 5-8 4-0 4-fi 3 0 7-2 z-I 4-0 4-fi 1NA 0 1 0 4"0 4-fi�� 1 1 0 4-0 hfi 1 0 0 4-O 4-8 fi 4-0 6-0 �� 5-6 ��4-0 118- O�fi ]- LL WIRING OF ELECTRICAL DEVIGM(IF REQUIRED)TO BE PROVIDED 1 3_/ OVERHEFG DOORS OVERHEID DOOR OrfRHEPD WOR t5 6 OYE HFID �} O4ERH 0 DOOR t5 "� AU_ O1HFR5. -10 ______—_1_�. z-D ii_—___ —__6 G ,_________ _—_______ C _____4—_ __________ C 1-° I-S G -1G T ___—__ ;' _______—_ I. „ /. LEA '. - oF' F --------it I;--------L A II--------- ----------- A o ,gal ------ - --------- 9. PANTING OF PIPE&EGUIPMEXI(IF REQUIRED)TO BE PR BY 12" 12" tip �ti o�ry 71/z 1 r tE' o1e4 s�-'-' Br O1HERs. 1 1/a"TO 2"WIDE7 e (/A , 10.FURRING OF PIPE&EOUIPMENT(IF REQUIRED)TO BE PROVIDED CONDUIT OR PIPING OR OR BY OTHERS. PARALLEL TO SPRINKLERS GREATER GREATER 3 3 J 3 J 3 3 3 3 J J -83 3 -s3 3 s3 J -63 3 3 3 G_6 J 3 3 -sJ 3 i 9-0 3-6 6-0 10-0 9-0 3-6 6-0 4-0 4-0 8-0 d-0 4-6 1 0 1 0 4-0 4-6 1 0 1 0 4-0 4-6 _131 0 BIG 1 0 4-0 4-6 1 0 1 0 4-0 4-8 1 0 1 0 4-0 5-8 6 4-0 8-0 6-6 4-0 B- 0-fi 3- a FOR ALL OBSTRUCTI0N5 LOCATED 1-O 1-0 a,e 2-D 1-0 I o a 1-0 -D 1-O 9 3T DESIGN CRITERIA LESS THAN 2a"BELOW SPRINKLER - 7'/2S�' BLUE CONTINUOUS OBSTRUCTIONS ,y�, 11/4"TO 2"WIDE ] 3 N 3 „3 3 A S A S b A] '!� 3 N] NO SCALE b } ] G-8] ] ] ] G-8 3 3 " 3 3 3 -83 ] -BI 3 183 3 -83 3 -6J } -6] 0-6 , ] ] 0-§ ] 3 SEE SHEET F P-2 9-0 3-fi 6-0 10.0 T 1 3-fi 6-0 -0 4-0 4-fi I G 1 0 4-0 4-fi I D 1 0 4-0 4-6 1 0 1 0 4-0 4-6 1 0 1 0 4-0 4-6 1 0 1 0 4-0 5-6 fi -0 -0 5-6 9-0" 8- 0-6 3- 1-0 1-0 k - 1-0 1 0 I-0 I-0 1-0 o THE SPRINKLER MUST BE AT LEAST 12" �M1¢�➢� A ROOF DECK HORIZONTALLY FROM THE EDGE OF THE OBSTRUCTION $ 1�j 3 DOD } 3 3 3 3 } 3 } 3 3 3 3 3 3 }-8 3 3 } 6-4 10-0 8-B 1� 10-0 10-0 4-0 ]h0 8 1� 1 0 1 0 ]-8 6-! 1 0 8- 1� 1 0 1 0 ]-8 E-4 1 0 8- 1� 1 0 1 0 fi-4 1 0 8- 1� 1 0 1 0 3-8 61, 1 0 8- 0-0 3- �caen uous HOR. ti - D" PIPE NOTES ------J �� -Lm 1 WELDED/GROOVED MAIN PIPIN TO BE SCH10 BLK " SYSTEM #2 o g 2 WELDED GROOVED BRANCH LINES TO BE EDDY FLOW W 2 D III o 1 311 3 THREADED PIPING TO BE SCH40 Y OR'%'STEEL JOIST BRIDGING __________— _.......3_ 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 6-4 10-0 g-B 10-0 10-0 4-0 4-0 g 1 0 1 0 3-8 6-d 1 0 B- 1 0 1 0 3-B 6-4 1 0 B- 1 0 1 J- 1/4"TO 1Vl WIDE 12" 12" z-D -11-4 CONDUIT OR PIPING OR OR .� _ 31T ,D REVISIONS TYPICAL HANGER TO BE F_1 _ PARALLEL TO SPRINKLERS GREATER GREFLEEKA ATER �` O xo DATE BY DESCRIPTION C 4E'U.N.O. f� 1-7-21 PD GENERAL REVISIONS FOR FABRICATION FOR ALL OBSTRUCTIONS LOCATED LESS THAN 16'BELOW SPRINKLER } ] ] , , 3 } 3 } } } 3 3 } } } C54 } } ,J 2 10-22-21 BO AS-BUILT SET CONTINUOUS OBSTRUCTIONS - 6-4 10-C 9-0 � 10-0 10-0 -0 3 4-0 8 1 0 1 0 3-0 6-4 1 0 8- AS 1 0 1 0 3-8 fi-4 1 0 8- 1 0 1 0 1 0 1 0 3-9 6-0 1 0 8- DIE TO 1 114"WIDE 1-4 s -G t-d 1-4 I-4 ]-a 1-4 NO SCALE sti3lTEE NOTm ;\ THEE SPRINKLER MUST BE AT LEAST 12° } } } J J } J } 6 J } } J } } }_g } } � o3 `o J HORIZONTALLY FROM THE EDGE - 6-4 10-0 8-8 10-G 10-0 4-0 ]4-0 8 1� 1 0 10 3-8 6-4 10 8- 1� 1 0 10 3-8 6-4 1� 1 0 10 fi-4 1 0 8- 1 G 1 0 3-8 6-0 1 0 8- C-6 3- ROOF DECK OF THE OBSTRUCTION 2-0 - _ _ -4 583'i �vmi 10-0� CONTRACT WEH:0 CONTINUOUS HOR. _ m SMARTCAP CONSTRUCTION, LLC ._?_____ ..._______„m.. 8201 1641h AVE NE, STE 110 OR'X'STEEL JOIST REDMOND,WA 98052 BRIDGIN TROY SPURLOCK: 253-261-7413 12" 12" 2' 10' PROJECT NAME: UP TO yl WIDE SYSTEM#2 PIPING PLAN ARLINGTON AIRPORT IND. PARK CONDUIT oR PIPNNG OR OR NOTE: THIS IS AN EARLY SUPPRESSION FAST RESPONSE SPRINKLER SYSTEM. BRANCHLINE & SPRINKLER PARALLEL TO SPRINKLERS GREATER GREATER SCALE:3/3Y=1'-0" BUILDING A HEAD LOCATIONS ARE CRITICAL. E.S.F.R. SYSTEMS REQUIRE SPECIAL CONSIDERATION REGARDING 0' 5' 20' 17212 - 51ST AVE NE FOR ALL OBSTRUCTIONS LOCATED PLACEMENT OF LIGHTING, DUCT WORK, PROCESS PIPING, ELECTRICAL CONDUIT RUNS, ETC. SCALE 3 32"=1'-0" ARLINGTON, WA LESS THAN 4' BELOW SPRINKLER CONTINUOUS OBSTRUCTIONS SPRINKLER PIPING CAN NOT BE ROUTED AROUND OBSTRUCTIONS DUE TO INCREASED FRICTION LOSSES, 0"TO 314"WIDE OR LOWERED FROM ROOF STRUCTURE DUE TO CODE REQUIREMENTS. IT IS UNDERSTOOD THAT EP-4 SYSTEM #2 FP-5 SYSTEM #3 No SCALE REQUIRED COORDINATION WITH THE ROOF STRUCTURE, JOIST PANEL POINTS, JOIST BRACING, DUCT WORK, LIGHTING, ELECTRICAL CONDUIT, AND OTHER PIPING WILL BE ACCOMPLISHED TO PROVIDE THE ~ PATRIOT TRIOTFPE.COM CLEARANCE REQUIRED FOR FOR AN E.S.F.R. SYSTEM. J www.PATR1oTFIRE.coM FP-3 SYSTEM #1 FP-6 SYSTEM #4 ®PD,FIGI,;,B.GGm ESFR OBSTRUCTION CRITERIA — FIRE FROTECTION,INC. 2707 70TH AVENUE EAST TEL (253) 926-2290 TACOMA, WA 98424 FAX: (253) 922-6150 KEY PLAN DESIGNER BEN 0/PIETRO D SHEET " NO SCALE V/J DATE 12-13-2020 4 OF 6 FP-4 C' JOB NO. 11-2267 TOLCO FlG.C25 BAR JOIST TOILED FIG.825 BAR JOIST FOLIO FIG,825 BAR JOIST FOLIO FIG.825 BAR JOIST O O O SWAY BRACE ATTACHMENT SWAY BRACE ATTACHMENT �W/TOLCR FIG.TTA SWIVEL W/TOLCR FIG.TTA SWIVEL W/TOLCO FIG.TACO SWIVEL SWAY BRACE ATTACHMENITEL SWAY BRACE ATTACHMENT SWAY BRACE ATTACHMENT ESFR SPRINKLER SWAY BRACE ATTACHMENT HEAD Jolsr GIRDER JOIST GIRDER BAR Jolsr HANGER LEGEND BAR JOIST A "U" HOOK ,B, BRANCHLINE B COACH SCREW ROD 'A' 8" PIPE USE s/B" LAG BOLTS E�_Q t EQ a N G o MlwuuM nrvcLE FROM o �� - D BM. CLAMP W "STRAP 'F' 6" PIPE USE th" LAG BOLTS s MINIMUM ANGLE FROM o VERTICAL PW1E scH.ao PIPE E EYELET 4" PIPE USE Yz" LAG BOLTS ❑ VERTICAL PLANE N Y SCH.aD PIPE�� F FLUSH SHELL UNIT HEATER - SPAN BAR Jolsr G CEILING FLANGE ANVIL FIG 206 OR TOLCO FIG 58 \ o SCH.40 PIPE1 scH.ao PIPE BAR JOIST H SIDE BEAM BRACKET SIDE BEAM BRACKET(2 PLACES) \ BRANCHLINE \\\ K SHORT CLIP —11"ATR 'FOR 4" OR SMALLER PIPE USE TIE" UPPER ATTACHMENTS 5"ATR� 1 M ALL THREAD ROD FOR 6"AND 8" PIPE USE Vi' UPPER ATTACHMENTS TOLCO FIG.toot �� Tofco FIc au N TOGGLE NUT SWAY BRACE ATTACHMENT rOLCO FIG.4LA SWAY BRACE ATTACHMENT SPRINKLER MAN (LATERAL EO BRACE) SWAY BRACE ATTACHMENT (LONGITUDINAL EO BRACE) TOLCO FIG.1001 P POWDER DRIVEN STUD ESFR SPRINKLER (LONGITUDINAL EO BRACE) SWnv BRACE ATTACFMENT R EXPANSION BOLT R MAIN SPRINKLER MAIN SHOP DRILL'E'HOLE ANVIL FIG 260 HEAD (uTERu EO BRACE) S PIPE SPIKE CLEVIS HANGER NUT AND WASHER SIZE PER PLAN T UNIT HEATER LOCATION LATERAL EQ BRACE LONGITUDINAL EQ BRACE LONGITUDINAL EQ BRACE LATERAL EQ BRACE SIZE&LENGTH 'D'PIPE SIZE No Em xo sgLE NO M xo scAE xo SCAlE V PER PLAN MAIN PARALLEL TO JOISTS MAIN PARALLEL TO JOISTS MAIN PERPENDICULAR TO JOISTS MAIN PERPENDICULAR TO JOISTS W W ��RING HANGER SIZE PER PLAN BAR JOIST Y Z 14 15 16 17 18 APPROVAL REQUIRED LABEL 'A' PIPE 'C' PIPE SIZE HOLE HOLE 54'-0" 54'-0" 54'-0" 62'-6" CITY OF ARLINGTON No. HOLE DIM. LENGTH SPAN &SCHEDULE SIZE LOC. T 1-3" 10-s" 10'-O" 21/2"4 SCH. 10 9/1S" 7' T2 1-3" 10-6" 10'-0" 2"D SCH. 10 7/16° T A - iFNP RnilxG } -n3 3 } 1_6 1° ] 3 3 3 3 1ES i ° HANGER TYPE'T' \p I Fd I/2 C➢iHFOD DOOR S �.�p 286• _< I" ®I/2• NO SCALE "U o`� g' uo° '= I• t• 3 9-0 3 3 gm EGG /1' �1/2• � _ FITTING LEGEND P PIPE-O-LET NOT SH GROOVED SHAPED NIPPLE THE SPRINKLER MUST BE AT LEAST 24" 1.1 Boo HORIZONTALLY FROM THE EDGE 3 3 3 3 3 3 3 3 TSN THREADED SHAPED NIPPLE ROOF DECK OF THE OBSTRUCTION n °-61 9-0 9-° 6-B 2-•'- - 4-6 9-0 9-O 10-6 ADN ADJUSTABLE DROP NIPPLE U 3 p = ------------- - m o_°9-9RCG FLANGENG COUPLING ti LL pjF " xi I z - I I' II j_a (� srxucna[ to OXNIFR H } } 3 } 3 3 3 3 3 3 3 3 3 3 I. J 3 4N0 4{IO ]-6 I. - 10-0 10-0 }-0 1-6 - 7-8 2T ID-0 }-0 2 2 2- 10-0 10-01, 3-OIL 4-6 - 10-QI 1110-0 3-° 4-B - .I 10-0 10-0I. }-O (B-C) 2-C 7-6 9-6 y „ i�• II IH 0II II _W➢iHFOD DOOR PIER EAD 0°OR a�' 6 � ---- 1--------....�- -------------=1 ° e a-6 --- �----0------' ------------' '--- °-° �------------' -------------' z-° � � STATE CERTIFICATION i-wAY EARTxWAxE BRACE 24" 24" ry } 3 "] 3 3 3 0 3 3 \P] 3 ` 3 3 3 J 3 q 3 3-J II_ II IL ................. II I' II �\ e l b p 71/p 4J �SE-7 � -WAY EARTHQUAKE BRACE SPRINKLER LEGEND GREATER THAN I2" GREATER THAN - } } 3 } 3 } } } 3 3 } 3 J } 3 J } DR DR 4-0-0 y 4-0 J-6 y - 10-0 10-0 }-0 4-6y 2- 10-0 1°-0 }-0 4-by 2- 10-0 10-0 ]-0 4-6y - 10-0 10-0 3-0 4-6y - 1°-0 10-0 }-0 (}-0) 2-° J-6 9-fi 9-6 4- 5-6 _ q-yk 9-fi 0 SPRINKLER 11 THRU 24"WIDE 12"THRU 24" 2-0 °- o- a- o- o- GREATER GREATER F�yz"x 3" LAG BOLT z-G ORIRCE SIZES _ ry DUCT,CABLE PIPE OR PIPE - e AHD ttPE a i "" TRAY,ETC. RACK PRE-DRILL 3/1C HOLE >�6 sB J = '" CONTINUOUS OBSTRUCTIONS EYELET LCO FIG.58 ro a I1 z is e 1s z SPRAY 1'z GREATERTHAN12"OBSTRUCTIONS TYPICAL _ - NO SCALE BRANCHLINE � 3 �� 3 "3 3 3 IG } 3 3 3 3 ] s3 3 ] ] 3 xi3• } 3 I } AS } 3 3 3 ] 3 3 3 3 3E /m 3 O • }/e"ALL THREAD ROD - 4-0 y 4-0 J-6 - 10-0 10-0 3-010-0 10-0 •3-0 4-6 2- 10-0 10-0 3-0 4-fi - 10-0 !-fi - 10-0 10-0 3-0 (}_Q) 2_ )-fi 9-fi 9-fi l 4 5-6 _ 4_BK 9-fi 3 I7 ❑ 0 3/4 NOTE: STEEL BAR JOIST &RING HANGER SIZE - o- o- o- o- o- 4 3z ❑o 1" SPRAY PER PLAN hl ^)"6 'EB-7 1 3 )2 e I6 1 SIDfWALL Q Q 1/2" THE SPRINKLER MUST BE AT LEAST 12' m HORIZONTALLY FROM THE EDGE ,3`" ! - p z ® 1° ROOF DECK OF THE OBSTRUCTION / �� a t° HANGER TYPEV 3 3 3 3 3 3 3 3 3 3 3 3 3 2 DRY-E ®. 1• t0-0 8-8 t0-° 6-a 3- t0-0 10-0 8-8 10-0 6-a 3-8 10-0 10-0F. 10-0 9-6 " 7_q1 10-0 �3w z-° I-° .0 1-° 1-° ^---s EHs--- -� 06 ryp 8/ SPRINKLER HEAD LEGEND SYSTEM #3 _ _______ _ 1<p K X 1 --- !_____ 71/2 OFFSET AT GIRDER• "5- e T SB-] I LEAD THREAD K LEAD FSCUICN w 1 SYN RANOF. NOBEL SIN — 1FYI Ott h FOR 6"PIPE USE 'i�e`36' ' ``0-61h) TAP ELL , ,BJ)� �I ..NO. SIZE FACTOR FINISH FRESH Sb%3'LAG BOLT e !-- --- '{tom ` 0 RELABN N25 RAf1912 E$FA PENDENT N1 I" 25AK BONZE N/A 16T 371 PRE-DRILL 11/1T HOLE R- 3 3 3 3 } 3 3 3 } 3 3 3 } 3 3 3 3 3 } BE, } 3 3 } } 3 } } } 3 4-O 4-O 10-0 10-0 8-8 10-010-0 10-0 8-8 10-0 6-4 3-8 10-0 10-0 8-8 10-0 6-4 3-8 (B-0) 2-° 10-0 9-6 10-° 5-6 4-6 -10 Q F�DPSIf FIFR56 RAI4J5$DBNALL D 1 r 5.6K BRONZE N/A 155' 10 F\ FOR 6'PIPE USE z 01 4 1 r THRu 1r wIDE� �2'THRU 1r WIDEC TYPICA4E'UNN.O.GER TO BESB-7 IT 12" 1h•x 3"LAG BOLT ,rv�DUCT,CABLE TRAY,ETC. OR OR PIPING PRE-DRILL 3/16"HOLE ,s GREATER GREATER W ANMIL FlG.207 heSTEEL BAR JOIST— SIDE BEAM BRACKET 3 } } } 3 3 3 } 3 } 3 ] 7�7} } } 3 3 3 3 3 3 3 3 3 3 3 3ROOF DECK W/1h"NUT&WASHER ''q-0-0 4-0 10-0 1°-0 8-8 10-° fi-! 3- 10-0 10-0 8-8 10-0 fi 33-8• 10-0 10-0 0-81°0 6-4 3-8 (6-0) 2- J-6 9-fi 9-6 4- 5-6 4-0 h8 9-fi 0 0MAIN PIPINGVz'ALL THREAD ROD - &RING HANGER SIZE PER PLAN T 3 ]ry ] 3 3 0 3 3 31 3 3 3 ] 3 3 3 3 3 3 I ] 3 I 3 3 ] 3 3 3 3 HANGER TYPE'E' a-o-° 0 10-o m-o B-e 10 0' 6-a 3- 10-o to-0 a-e 10-0 6-a 3-B 10-° 10-0 e-e 10-0 6-+ 3-e 4- y 4 (6-0) 2- J-6 9-fi 9-6 S6 +-0 +-8 9-fi TOTAL 381 NO STALE - _ - 1-4 o QUAMtt CONTROL BYAT GATE 12" APPROVED FOR FABMCW BY DATE 12" 2"THRU 12" GENERAL NOTES WIDE OR OR �r THRU 1r WIDE DUCT,CABLE TRAY,ETC. GREATER GREATER PIPING 1, ALL 111IAL AXD EWIPNFm TO Bf N[W AND OIL1111 TAR PH APPROVED, CONTINUOUS OBSTRUCTIONSTER TO CENTER 2"TO 12"WIDE g 10 11 12 13 14 2. SHOWN THUSLY(%R)WNICH ARE END IOxEND RISERS k DINENSgNS No SCALE 3. FNFPA AKE BRACING SHALL BE PROVIDED IN ACCORDANCE WITH 54'-0" 54'-0" 54'-O" 54'-0" 54'-Y' xFP PANPxLLT NO.13,2013 mm9N. d. PIPE NnNGERS AND METHOD OF HANGING TO BE IN ACCORDANCE WITH NOTE: NFPA PAHPH:ND.13,2013 mm9N. IF THE OBSTRUCTION IS 24"OR GREATER BELOW - - - THE SPRINKLER DEFLECTOR,DISREGARD IT.IF THE PIPIxG sxAu eE Ix AccORDnxcE wm1 x[PA PAN rxLET x0."'zo13 EDITIW OBSTRUCTION IS LESS THAN 24'BELOW THE SPRINKLER IHRUD EII BE IN ACCORDANCE DEFLECTOR,THE SPRINKLER MUST BE AT LEAST 12' s. JOINING PPAMPHUET NO.13,2G13E ENGON.ED' ROOF DECK HORIZONTALLY FROM THE EDGE OF THE OBSTRUCTION. D L5 L5 J. axxER ra PROVIDE ADEQUATE HEAT IN Anus PRORSOMD BY A WET PIPE SPRINGIER U o-8 O- C C 0- _ 0-8 SYSTEM TO PREVENT WA1ER IX PIPES iROM iRFELNG. 3 �3 °_8 3 3 3 me 3 3 8 3 3 II 3 II 3 Ill 3 3 3 3 3 3 3 3 '"3 II 3 3 II 3 3 �'3 3 II 3 ITS 3 3 3 3 3 3 3 3 132 3 3 AIMS ' ABY mHIFRSaF EIfCiRNAL DEVICES(IF AEOUIRED)TO Bf HiOVID[D CONTINUOUS FOR. 6 }-° 5-10 d-2 6-0 3- B-0 4-° B-2 6-0 ry2T" 10-0 7-B.I 10-° 10-0 3-° d-B 8- 9-2 3-0 d-6 2-" II 10-0 10-0 YO II d-6 2-�, 10-0 .I IHO-° •R-0 4-6 2- 10- 9-2 "-0 4-6 7-H Z- 10-0 "T,-0 4-6 IR-° •dH0 4 9. P4mIXG OF PIPE k EQUIPNEXI(IF REWIRED)i0 BF PROWLED OR'X'STEEL JOIST RxEAD DOOR o_s , ovERxEAD DOOR 3 0_ .I _ J OVERHEAD°OOR° 1 °WRNDO—1 _10 a- PI�H�DOOR °VERH�DXR II y 1M1 _ ,ry �s III Br elxms. BRIDGING ryp'V }\ , art 1 ________"" ________ z 10.FURRING Of PIPE k FOUIPMENi(If RFOUIRED)10 BE PROVIDED .,Ap BY elxms 3 A A A 1 1/4•TO 2•WIDE OR OR 36 } °_6 ] 3 a 3 } 3 ] 3 } } ] 3 ] 3 } '"] 3 ] 3 } 3 } 3 } ] «3 1 3 } ] n 3 ] 3 S 3 } ] } ] } } 3EB,} �� DESIGN CRITERIA CONDUIT OR PIPING 3-0 10-0 6-0 3-6 6 0 4-0 10-0 6-0 -IRE 10-0 ]-6 - 10-0 10-0 3-0 4-6 - 10-0 10-0 3-0 4-6 - 10-0 10-0 YO 4-6 2- 10-0 10-0 3-0 9-fi 2- 10-0 10-0 -0 4-fi I. 3-0 4-fi - 1030 4-0 PARALLEL TO SPRINKLERS GREATER GREATER 3 9 s-, FOR ALL OBSTRUCTIONS LOCATED g� 31* 7t/p LESS THAN 24' BELOW SPRINKLER CONTINUOUS OBSTRUCTIONS - } } /U-B } } A 3 } } } } A } } A} } } } } ^3• } 3 } } "} } 3 } J s 3 } 3 } 3 3• 3 } 3 3 R 3 3 3 3 3 s 3 3 3 3 SEE SHEET FP-2 11/4"T02"WIDE }-6 6-0 4-0 10-0 6-0 2T IO-0 ]-6 - 10-0 10-0 }-0 1-6 - 10-0 10-0 }-0 4-6 2- 10-0 10-° ]-0 4-6 2- 10-0 10-0 3-0 4-fi 2- 10-0 10-0 -0 4-fi 2- 10-0 10-0 }-0 4-6 - 10-0 •1-0 �H 0 No SCALE ] ] 3 3 ] ] 3 3 3 0-6 -6 0- °- 0- 0- 0- L-1 0-I 0- 2-0 yye 1 �1 3tT 01/ NOTE: Bon j THE SPRINKLER MUST BE AT LEAST 12" 3 ROOF DECK HORIZONTALLY FROM THE EDGE 3 3 3 3 3 3 � 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 PIPE NOTES OF THE OBSTRUCTION a }_0 6 a 6-o a-o B-e 10-0 10-0 }-a 6+ 10-o a-B 10-0 m-o }_e B-B 10-° 10-0 '}_B B+ ITS B-B 10-0 10-0 -B B+ 10-o B-B 10-0 10-1 +-o i o 1 WELDED/GROOVED MAIN PIPING TO BE SCH10 BLK -or1 ° ' " " -" 2-0 2 WELDED GROOVED BRANCH LINES TO BE EDDY FLOW jT n 3 THREADED PIPING TO BE SCH40 CONTINUOUS NOR. I_____—______ SYSTEM 3 00, OR'X'STEEL JOIST 3-o m-o ]-e s a s-° - a a� - --- -- -- BRIDGING °-6 -'T -- 3 3 ] 3 3 3f• 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 ] ] 3 3 ] 3 3 3 • 3 'T 3 8-8 10-0 10-0 •]-8 fi 4 10-0 8-8 10-G 10-0 3-8 6 4 10-0 8-8 10-° 10-0 3-8 6 4 10-° B-8 10-0 10-0 -8 6 4 10-0 8-8 IO-0 10-C 4-0 y 4-0 REVISIONS >1 1 2° NO DATE BY DESCRIPTION i"TO Iva"WIDE� 12^ r' ,/'sue', TYPICAL HANGER TO BE �o; CONDUIT OR PIPING OR OR C` 1 1-7-21 PD GENERAL REVISIONS FOR FABRICATION 4E'U.N.O. PARALLEL TO SPRINKLERS GREATER GREATER L 1q �IL / 2 10-22-21 BO AS-BUILT SET FOR ALL OBSTRUCTIONS LOCATED 3_ } } } } } } } } } } } } } } } } } } 3 } } } } } } } } } } I— LESS THAN 16'BELOW SPRINKLER _8 }-O 10-0 J-8 6 4 6-0 m 4-0 8-8 y 10-0 10-0 ]-8 6 4 10-° 8-8 y 10-0 10-0 3-8 6 4 10-0 8-8 y 10-0 10-0 3-8 6 4 10-0 8-8 } 10-0 10-0 -8 B 4 10-0 8-8 y • 10-0 10-0 1-0 4-0 CONTINUOUS OBSTRUCTIONS -4 -4 -4 -4 -4 2-0 3/4"TO 1 114"WIDE "}-p 5�1 art °j 7V4 NO SCALE 3 '�yyT� "�/ 3 3 3 HE -3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 /wry NOTE: -8 }-° 10-0 3-8 6 a 6-0 0 8-8 t0-0 10-0 J-8 6 4 10-0 8-8 t0-0 t0-0 3-8 6 4 t0-0 8-8 t0-0 t0-0 3-8 6 4 t0-° 8-B 10-0 t0-° -8 6 4 10-0 8-8 10-0 t0-0 a-0 -0 THE SPRINKLER MUST BE AT LEAST 12" sa-1 m tm -4 -4 _q _q -q 2_0 CONTRACT WITH: HORIZONTALLY FROM THE EDGE SMARTCAP CONSTRUCTION, LLC ROOF DECK OF THE OBSTRUCTION B ~ sB-z m 10_Q 8201 1641h AVE NE, STE 110 _- REDMONO,WA 98052 CONTINUOUS NOR. TROY SPURLOCK: 253-261-7413 �OR'X'STEEL JOIST BRIDGIN PROJECT NAME: 11 NOTE: THIS S AN EARLY SUPPRESSION FAST RESPONSE SPRINKLER SYSTEM. BRANCHLINE & SPRINKLER / \ SYSTEM#3 PIPING PLAN 1� ARLINGTON AIRPORT IND. PARK UP TO 3/4"WIDE 12" 12" HEAD LOCATIONS ARE CRITICAL. E.S.F.R. SYSTEMS REQUIRE SPECIAL CONSIDERATION REGARDING SCALE:3/3r=r-o' BUILDING A CONDUIT OR PIPING OR OR 0' 5' 20' 17212 - 51ST AVE NE PARALLEL TO SPRINKLERS GREATER GREATER PLACEMENT OF LIGHTING, DUCT WORK, PROCESS PIPING, ELECTRICAL CONDUIT RUNS, ETC. SCALE 3/32"=Y-0" ARLINGTON, WA SPRINKLER PIPING CAN NOT BE ROUTED AROUND OBSTRUCTIONS DUE TO INCREASED FRICTION LOSSES, FOR ALL OBSTRUCTIONS LOCATED OR LOWERED FROM ROOF STRUCTURE DUE TO CODE REQUIREMENTS. IT IS UNDERSTOOD THAT FP-4 SYSTEM #2 FP-5 SYSTEM #3 LESS THAN 4' BELOW SPRINKLER CONTINUOUS OBSTRUCTIONS REQUIRED COORDINATION WITH THE ROOF STRUCTURE, JOIST PANEL POINTS, JOIST BRACING, DUCT WORK, 0"TO 314"WIDE LIGHTING, ELECTRICAL CONDUIT, AND OTHER PIPING WILL BE ACCOMPLISHED TO PROVIDE THE PATRIOT TRIOTFPE.COM NO SCALE CLEARANCE REQUIRED FOR FOR AN E.S.F.R. SYSTEM. FP-3 SYSTEM #1 FP-6 SYSTEM #4 J www.PATRIGTFIRE.cDM ®Palrmtfire.com ESFR OBSTRUCTION CRITERIA FIRE PROTECT ION,INC. TACO A, AVENUE EAST FAX (253) 922-6150 TACOMA, WA 98424 FAX: (253) 922-6150 KEY PLAN � DESIGNER BEN 0/PIETRO D SHEET " NO SCALE V/J DATE 12-13-2020 5 OF 6 F P 5 RI JOB NO. 11-2267 'B' A T PIPE USE 5/8" LAG BOLTS 'P 6" PIPE USE 1/2" LAG BOLTS\ 'C' C PIPE USE 1/z° LAG BOLTS SPAN ANVIL FIG 206 OR TOLCO FIG 58 \ SIDE BEAM BRACKET(2 PLACES) .m '~11"ATR -FOR 4° OR SMALLER PIPE USE 3/P" UPPER ATTACHMENTS 5"ATR +FOR 6"AND 8" PIPE USE 1/2" UPPER ATTACHMENTS 11 HANGER LEGEND SHOP DRILL'E'HULE ANVIL FIG 260 N t~i1 N TOLCO FIG.E25 BAR JOIST TOLCO HG.925 BAN JOIST TOLCo FIG.821 BAR JOIST TOLCO FIG.825 BAR JOIST A "U" HOOK SWAY BRACE ATTACHMENT W OLCO FIG.9aD SWIVEL CIZE HANGER O O O SWAY BRACE AIIACHMENT �W/TOLCO FIG.980 SWIVEL �W/TOLCR FIG.TTA SWIVEL B COACH SCREW ROD NUT AND WASHER SIZE PER PLAN W/TOLCO FIG.980 SWIVEL SWAY BRACE ATTACHMENT SWAY BRACE ATTACHMENT SWAY BRACE ATTACHMENT ATR,SIZE&LENGTH 'D'PIPE SIZE ESFR SPRINKLER SWAY GRACE ATTACHMENT D BM. CLAMP W "STRAP PER PLAN HE'D J019 GIRDER JOIST GIRDER BAR JOIST E EYELET BRANCHLINE 4_% BAR JOIST F FLUSH SHELL RING HANGER SIZE PER PLAN BAR JOIST- E Q i EQ o 0 0 O CEILINGLA �W MINIMUM ANCIE FROM MINIMUM ANGLE FROM SCH.40 PIPE�' H SIDE BEAM BRACKET VERTICAL PLANE K SHORT CLIP VERTICAL PLANE SCH.40 PIPE�� UNIT HEATER f p OF ti M ALL THREAD ROD HGR. 'B' 'D' 'E' 'F' o SCH.4o PPE1 :CH40 PIPE BAR dmsr - N TOGGLE NUT LABEL 'A' PIPE 'C' PIPE SIZE HOLE HOLE BAR JOIST P POWDER DRIVEN STUD No. HOLE DIM. LENGTH SPAN &SCHEDULE SIZE LOC. BRANCHLINE Ir R EXPANSION BOLT T 1'-3" 10'-6' 10'-0" 21/2"0 SCH. 10 9/16, 7' f f S PIPE SPIKE TOLCO`G 1001 �� TOLCO FIG 41A 7 SWAY BRACE ATTACHMENT TOLCO FIG.4LA SWAY BRACE ATTACHMENT SPRINKLER MAIN T2 1'-3" 10'-6" 10'-0" 2"0 SCH. 10 7 16' 7" (LATERAL ED GRACE) SWAY GRACE ATTACHMENT (LONGITUDINAL ED BRACE) V / ESFR SPRINKLER (LONGITUDINAL ED BRACE) SWAY OBRAG EI ATTACHMENT HEAD R MAN (LATERAL EQ BRACE) SPRINKLER MAIN V W HANGER TYPE'T' UNIT HEATER LOCATION LATERAL EQ BRACE LONGITUDINAL EQ BRACE LONGITUDINAL EQ BRACE LATERAL EQ BRACE X Y No SCALE MAIN PARALLEL TO JOISTS N MAIN PARALLEL TO JOISTS MAIN PERPENDICULAR TO JOISTS `SCALE MAIN PERPENDICULAR TO JOISTS N z APPROVAL REQUIRED CITY OF ARLINGTON 4 5 16 17 18 TEMP RATING w 54'-U' 54'-O" 54'-U' 62'-6" 0 I6s• >L' 286° - I• ®1/2' NOTE: 3 0 3 3 3 3 3 3 3 3 3 I____________3 3 3 3 3 3 3 3 3 3 3 3 mo 3 500° _/2" 1/2• THE SPRINKLER MUST BE AT LEAST 24° b HORIZONTALLY FROM THE EDGE 10Of 30 4}0 +�0' 1010 10 a e-e 10-0 6-a 3- } 1ao B-8 ROOF DECK OF THE OBSTRUCTION o • b 10-0 10-0 6-4 3-6 10-0 10-o s-e 10-0 s-a 3-8' (B-O) 2- ]-6 9-6 9-6 +- 5-6 a-o a-8 9-6 'o FITTING LEGEND �n _4_____________ ZO J h ryQ3S4 ry 5 71/2 lSB-)u SB-] \tib P PIPE-O-LET SN GROOVED SHAPED NIPPLE ti u TSN THREADED SHAPED NIPPLE J 3 J 3 3 J J 3 3 3 J 3 3 3 3 J 3 3 3 J 3 3 J 3 J 3 3 3 J 3 • J ADN ADJUSTABLE DROP NIPPLE y 10-0 10-0 1C-0 g-8 10-0 6-4 3- ' 10-0 10-0 8-8 1C-0 6-4 3-g 10-0 10-0 8-g 10-0 6-d J-8 (6-Oj 2-p J-6 9-6 9-6� 4- s-6 4-0 4-g 9-6 FLG FLANGE b 1 4 1 4 2 0 • RC REDUCING COUPLING ti SYSTEM #4 71/2 o g9-] (1 SfR11ETYRE TD IXMER } }� /� NE OF PIPE IN INCHES 24" 24" 3 } J } } } } } 3 D GREATER THAN I2' AS OR OR GREATER THAN 3 J J } } J 3 3 } 3 3 } } 3 J 3 3 } 3 J } 3 _ 1C-o s-6 m-C 5-6 4-6 -IU ]- 10-D IO=s STATE CERTIFICATION z-WAY EARTxDUANE BRACE THIRD 24"WIDE 12"THRU 24" 10-0 4-C to }4-0 10-0 10-0 8-0 10-0 fi-4 3- 10-0 10-0 0-8 10-0 6-4 3-8 10-0 10-0 0-8 10-0 6-4 3-0 6-0 1 GREATER GREATER 2_p p-6 EAmxauANE axncE DUCT,CABLE PIPE OR PIPE - - - Ke gt/ 1 TRAY,ETC. RACK :� - TYPICAL HANGER TO BE s CONTINUOUS OBSTRUCTIONS D 'ti '4E'U.N.O. ' PSB_, SPRINKLER LEGEND GREATER THAN 12"TO 24"WIDE `Q SPRIxrcUR NO SCALE ��1/2"X 3" LAG BOLT 3 3 m 3 3 3 3 Y ] 3 31 3 3 3 3 3 ] I 3 3 3 3 3 ] 3 3 0 6 3 3 3 3 ] 3 3 :K' ORIFICE SIZES PRE-DRILL 3/16' HOLE 10-p 9-0 }4-0 ID-0 10-0 8-8 10-0 10-p 0-8 1p-0 6-9 3-8 10-0 10-0 8-8 10-0 6-4 3-B (6-0) - I'D 9-6 10-0 5-fi 4-fi 2_gV 7_ 10-0 G A °�� D 10-0 fi-4 3- AX w 1_4----------- t 1_N______________ --- -----� NOTE: 3/e' TOLCO FIG.58 o o ti6 i 5 3 ] 1 QTYPICAL 1/z A R170NTALLYTHE RFROMTTHE EDGE LEAST BE AT 2 �"`r -o' ___________ 9D ELL SPMY O • 7-7\ ROOF DECK OF THE OBSTRUCTION RANCHLINE EYELET y`z 71/2 OFFSET AT GIRDER ; `�-] z is a 1s z O 1. 3'B"ALL THREAD ROD } ______- } 3 3 `o s1n) -------- __�- O ❑ ❑�3/a SPRAY &RING HANGER SIZE 3 3~� 3 3 3 0 3 3 0 6 3 3 3 3 3 3 3 3 3 3 3 3 3 ~m3 3 3 3 � 3 3 3 3 3 3 3 3 3 3 3 3 1 32 ❑D ■ 1. STEEL BAR J0$T� PER PLAN 2-6 3-6 - -02- 4-0 6-0 3-6 10-0 10-0 0 3-6' t0-0 ,0-0 60 2 10-0 10-0 2-6 5-6 - 6F6 3-6' 10-0 10-0 6-0 2-6 ITS - U� rvl A 2-0 ry s (fi-p) \ -0 10-0 0 9 6 10 0 5-6 4ry6 _ 10-0 0 6 2 8 16 R GGEWAUL ® ;1'3" < "I S,�N SBtiSze ry 5 b 10/ S2 S- S 4l--SB-] HANGER TYPE'E' rye� � 1" i DRY TYPE NO T. I-6 0- 0-6 0-6 I-U\ 0-6 m z J J J m J J 3 } J J J J } J J J J J } J J J J J J J J J J J J J 3 J J J SPRINKLER HEAD LEGEND 3-0 3-0 4-O d-0 s-6 3 3-6' 10-0 10-0 -0 - 10-0 10-0 '3-0 4-s 2- 10-0 1C-0 '}-0 5-0 - 6T0 }-6 10-0 10-0 6-0 2- 10-0 (6-O) 2- 10-0 ' 9-6 10-0 5-6 4-6 -9 ]- 10-0 0-6 2-0 0-fi � 1 HfAO THREAD N HfAO fSCUTCN FOR 8"PIPE USE ,Y. 0 6 p_g m wwuF. YODEL SIN TYPE IELi Ott 12" 12" OT2 � tiG WENCH SIZE FACTOR FINISH FINISH Y THRU 17 WIDE OR IT �2'THRU 12"WIDE Ye"x.Y LAG BOLT K 2 'b r & a PIPING PRE-DRILL 11 i6'HOLE 8`' !��',% 24 rv, a `3' Im B o 71/2 9=� 6B-] O f�llABU N25 RAf1912 ESFR PFNUNT N7 I" 252K Bt01IIE N/A 165' 369 DUCT,CABLE TRAY,ETC. / WHFE3 _ WHIIE3 4` m GREATER GREATER q`agS' A / 1 ��FOR 6°PIPE USE A 1-fi DJo h O-6 A I-D I-O I-D _p ROOF DECK 3 3 ] 3 3 J 3 3 3 3 3 3 3 ] 3 3 3 3 3 3 3 ] 3 - ] 3 3 GM ] 3 3 3 3 3 i /2"x 3•LAG BOLT S8 4-O, 2}4-O, 5-fi 3 n 3-fi 9-6 10-0 5-6 3 3-fi 9-0 ' 10-0 6-0 3 }6 10-0 9-0 ' B-0 6T0 }-6 9-0 10-0 fi-0 3N 3-6 9-C (8-0) -0 10-0 9-6 10-0 5-6 4-fi -9 ]- 10-0 0=fi PRE-DRILL 3/16'HOLE 6-ark .m :o oyrvs x� .� o� o 1h"ANVIL FIG.207 zm xx o'"°a� ,} `" xz x2ij o'G?� x � 0-6 STEEL BAR JOIST SIDE BEAM BRACKET m 58-5 W/1h"NUT&WAS E - - sS`,230 - -- 6B-] uE m2 F�5. 1 3 3 3 3 3 3 3 3 3 3 3 3 3MAIN PIPING 1/2'ALL THREAD ROD 3-6 1-6 3-6` 8-0 - -N 4- 4-0 I p N- 2-0 10-0 9-A 10-C 5-fi 4-fi ]- 10 S6 &RING HANGER SIZE PER PLAN - HANGER TYPE'E' 2"THRU 17 WIDE_ OR OR \_2"THRU 17 WIDE No scuE TOTAL 69 DUCT,CABLE TRAY,ETC' GREATER GREATER PIPING QUAUTY CONTROL BY DATE CONTINUOUS OBSTRUCTIONS APPROVED FOR FABMCATON BY DATE 2"TO 12"WIDE NO SCALE GENERAL NOTES 1. ALL MATERIAL AND EWIPMENT TO BE NEW AND UL LISTED OR FM APPROVED. NOTE: 9 10 11 12 13 14 2. PIPE DIMENSIONS ARE CENTER TO CENTER EXCEPT RISERS k DIMENSIONS IF THE OBSTRUCTION IS 24"OR GREATER BELOW SHOWN THUSU((X-x)WHICH ARE END To END. THE SPRINKLER DEFLECTOR,DISREGARD T.IF THE 3. EARTHQUAKE BRACIXG SHALL BE PAOVIDFD IN ACCORDANCE WI1H OBSTRUCTION IS LESS THAN 24"BELOW THE SPRINKLER 54'-0" 54'-0" 54'-T 54'-0" 54'-0" NTH PAKEx XD SHALL zo13 mmox. DEFLECT R MUST LEAST 12' ROOF DECK HORIZONTALLYHFROMRITHEE EDGE OF THE T DES TRUCTON. d. PIPE HANGERS AND METHOD OF HANGING TO BE IN A00FGANCE WITH a 8 31T _ NFPA PAMPHLET NO.13,20 3 mmox. 3� 10-0 6. PIFIxG SHALL BE IN ACCaRDAxCE WITH AGENFPA PAIPE-1,11,zo 13 EDINON CONTINUOUS FOR. /U-6 1a-0 3-a s -- ---------- 6 WUH GNFPA PPAMPHLET NO.13,2013 mmoNmED,sxAu s IN AaagD+xcE B-2 OR'X'STEEL JOIST } 3 3 31 • � 31 3 J eao 3 3 I gag 34 10-0 10-0 'J38 6 4 10-0 g-g 34 10-0 10-0 }8 6 4 10-0 gag 34 ' 10-0 10-0 ' }g 6 4 10-0 g38 - 10-0 10-0 4Y6-AO 2 O4}0 10-0 10 0 SYSTCM LL WIRING00fRE DiRIGLEDFYIGESE(SIF ROW FREEZING. BE HiOV it • ). OWNER TO PROVIDE ADEQUATE HFAi IN AAF48 PROTECTED BY A WET PIPE SPRINKLER BRIDGING o -0 3 0 'TIIIII.4 m 4� 8-8 10-0 10-0 7/23-8 6 4 1C-0 !__---------- h s B. ABl WIFINO. 1 0-6 3 T A, tom' 9. 4mIXG OF PIPE k EQUIPMENT(IT REQUIRED)i0 BE PROVIQED PROVIDED 0 I 1/4•TO 2•WIDE 12 12" 6 ONE CONDUIT OR PIPING OR OR } PARALLEL TO SPRINKLERS GREATER GREATER 3 6 ] 3 } } } } 3 3 } 3 3 3 3 3 3 3 3 3 3 3 I 3 3 3 3 ] 3 3 3 3 3 10.FURRING Of PIPE k EQUIPMENT(If REQUIRED)i0 BE PROVIDED -g 3-0 10-0 3-0 6 4 6-p 4-0 8-8 10-0 10-0 3-8 S 4 Ib0 8-8 10-0 Ip-0 3-8 fi 4 10-0 8-8 10-0 ED Ib0 3-8 6 4 10-0 8-8 10-0 1p-0 -8 6 4 10-0 BIG 8-8 10-0 10-0 4-p 4-0 10-0 10-0 FOR ALL OBSTRUCTIONS LOCATED 1'-O' -4 Br DTxms. LESS THAN 24' BELOW SPRINKLER CONTINUOUS OBSTRUCTIONS 1 m 9�1 J1 71/ ,y DESIGN CRITERIA 11/4"TO 2"WIDE 31 y SYSTEM #4 Q NO SCALE i 3 3 3 J 3 3 3 J 3 } 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 J J 3 J 3 3 3 -8 3-0 10-0 3-0 6 1 6-0 h0 8-0 3 10-0 10-0 ]-8 fi 4 1C-0 B-0 3 10-0 10-0 3-0 fi 4 Go 10-0 B-0 3 10-0 H. 3-0 6 4 10-0 0-0 3 10-0 10-0 -0 6 4 10-0 8-8 3 10-0 10-0 4-0 10-0 10-0 WHITE THE 9 SE-1 m TYPICAL HANGER TO BE 2 D arv, SEE SHEET FP-2 THE SPRINKLER MUST BE AT LEAST 12° '4E'U.N.O. ROOF DECK OF THE OBSTRUCTONTALLY OIONTHE EDGE D /,3� 1"0- HEx.2m o h 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 I3 3 3 3 3 3 3 3 3 B }-0 10-0 3-g 6 4 6-0 d-0 g-H ,0-0 10-0 3-g 6 4 10-0 g-g 10-0 10-0 J-g 6 4 10-0 g-g 10-0 10-0 4 10-0 g-g 10-0 ,0-0 BIG -g 6 4 10-0 g-g 10-0 10-0 4-0 d-0 10-0 10-0 m ________ _JIT 1 • ___ 4 I______-____ 4 ______ 4 -_______ -4 2-0 CONTINUOUS NOR. ' oR'A'STEEL JOS s,'" 401/ PIPE NOTES FBRIDOINc 40y2 }1r _ BAD 30 I___ _ —___ �____ ,' 1 WELDED/GROOVED MAIN PIPING TO BE SCH10 BLK 3 } $ } 3 pp h 3 2 WELDED/GROOVED BRANCH LINES TO BE EDDY FLOW BOD _6 Tt 'o�0 6 0- 'o `l0 0-6 p 3 3 3 } 3 3 3 3 3 1 ] } } 3 3 1 3 } 3 3 1 3 3 3 x 3 } 3 3 3 3 3 3 3 3 ] 3 3 3 ] 3 3 x 3 3 3 } 3 3 3 3 THREADED PIPING TO BE SCH40 3/4"TO 11/1"WIDE 12" 12" 6 a 10-0 fi-0 -}6 fi-0 1-0 10-0 -fi lT 10-0 ]-6 - Io-0 )-6 2- 10-0 10-0 2-6 )- ]-fi 2-6 10-p 10-p 2-fi 3-6 4-0 )-6 2- 10-0 Ip-0 2-6 5-0 2- 10-0 10-p -6 5-p 2-fi 10-0 10-0 2-6 3-62-'-02- }4-0 6-0 a 3-fi 10-0 CONDUIT OR PIPING OR OR rv� x� qd PARALLEL TO SPRINKLERS GREATER GREATER "3S9se-1°' 6 se-s �� SB-5 aryQ s� e� s° s/�>M REVISIONS FOR ALL OBSTRUCTIONS LOCATED - Y s 1N. NO DATE BY DESCRIPTION LESS THAN 16'BELOW SPRINKLER m-o 3T o s 1-o n o- o-6 0- O- O-6 4I41 J 3m' } J } J J J } } } 3 } 3 J 3 3 J J J } } } } 3 } 3 } J 3 J 3 } J } J } 3 J } } 3 } 1 1-7-21 PD GENERAL REVISIONS FOR FABRICATION CONTINUOUS OBSTRUCTIONS 2- aPNIxHLa 0- ) - 3-6 1-0 10-0 ' 6-Oe 2T 1C-0 6-fi 3 - 1C-0 ]-6 - 10-0 l0-0 '3-0 I- I-fi 2- 10-0 10-0 3-0 ]-0 4-0 ]-6 - 10-0 l0-0 '3-0 1-6 - 10-0 10-0 3-0 1-6 - 10-0 10-0 3-0 3-0 4-0 4-0 5-6} 3-6 10-0 3/4"TO 11/4"WIDE XIsaX R 1r t� RLRCTR,c.L N I_ - 9 � � ry � � � � A�''o_ z-g p-s 2 10-22-21 BO AS-BUILT SET NO SCALE -the O 3rt `9tim �9 ��e m 24 Om x raz s .21'h .?� A `' 3 �D t5 L5 WHILST m 24 WHRE3NOTE: "' ] ,44 W1-Wi �N !� `` .0 6 3 036 I�,�q C DJII R 3 _ ptp N } THE SPRINKLER MUST BE AT LEAST 17 ^ 10-0 [BE 3 3 3 3 3 3 3 3 1 3 3 3 3 3 3 _GA 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 0 3 3 3 3 IF HORIZONTALLY FROM THE EDGE 2�p af��8-2 -1 -2] - 3-6 a-0 t0-0 6-0 T 10-0 6-0 - 10-0 6-6 - ,0-0 10-0 3-0 )- )-6 2- 10-o 10-0 3-o to-0 10-0 ROOF DECK OF THE OBSTRUCTION o- �--3- �0,�0'6`a 1-s o- 6 C_6 rv� 2-0x` ads � SBp� 2 E 2 g CONTINUOUS HOR. " 1 3 3 3 3 n: 3 • 3, 3 32-0 3 3 OR'X'STEEL JOIST 10-0 1 B-o 1O-o o-s - ]-s 6' 1O-C O O , I S 3-6 o e-o - SMARTCAP CONSTRUCTION, LLC �BRIDGIN _ _ 1'- 8201 1641h AVE NE, STE 110 REDMONO,WA 98052 o TROY SPURLOCK: _ _ 7413 UP TO 3/7 WIDE 7 12" 12 CONDUIT OR PIPING OR OR PROJECT NA E: PARALLEL To SPRINKLERS GREATER GREATER SYSTEM#4 PIPING PLAN 2' 10 FQR ALL OBSTRUCTIONS LOCATED NOTE: THIS IS AN EARLY SUPPRESSION FAST RESPONSE SPRINKLER SYSTEM. BRANCHLINE & SPRINKLER m ARLINGTON AIRPORT IND. PARK LESS THAN 4"BELOW SPRINKLER SCALE:3/32"=1'-U BUILDING A CONTINUOUS OBSTRUCTIONS HEAD LOCATIONS ARE CRITICAL. E.S.F.R. SYSTEMS REQUIRE SPECIAL CONSIDERATION REGARDING 0' 5' 20' 17212 - 51ST AVE NE 0"TO 314"WIDE PLACEMENT OF LIGHTING, DUCT WORK, PROCESS PIPING, ELECTRICAL CONDUIT RUNS, ETC. SCALE 3/32"=1'-O" ARLINGTON, WA NO SCALE SPRINKLER PIPING CAN NOT BE ROUTED AROUND OBSTRUCTIONS DUE TO INCREASED FRICTION LOSSES, EP-4 SYSTEM 2 FP-5 SYSTEM 3 OR LOWERED FROM ROOF STRUCTURE DUE TO CODE REQUIREMENTS. IT IS UNDERSTOOD THAT REQUIRED COORDINATION WITH THE ROOF STRUCTURE, JOIST PANEL POINTS, JOIST BRACING, DUCT WORK, PATRIFPO99CF ESFR OBSTRUCTION CRITERIA LIGHTING, ELECTRICAL CONDUIT, AND OTHER PIPING WILL BE ACCOMPLISHED TO PROVIDE THE FP-3 SYSTEM #1 FP-6 SYSTEM #4 ~ PATRIOT WWW PATRIOTFIRE.COM CLEARANCE REQUIRED FOR FOR AN E.S.F.R. SYSTEM. J apotno1fwe.GQID FIRE PROTECTION,INC. 2707 70TH AVENUE EAST TEL (253) 926-2290 TACOMA, WA 98424 FAX: (253) 922-6150 KEY PLAN DESIGNER BEN O/PIETRO D I SHEET " NO SCALE < DATE 12-13-2020 6 OF 6 FP-6 JOB NO. 11_2267 MFD a 139" W C 7 O O O O O z..ao'e�nm I I 0 m I'I o D D - wo - OV URnH- J U ,W �Lo 00 .� D > a. DCL o N C x D Z Q o 136" 484" a w ol `a D D 120" < r7 143" 0 Q I D W o O N W 7 c D D Z oo - Z O W t D D D I D I ------- 0 A. A. A. A. I I I I OH LIO ------------ I 0 J m 0 227" O d Q N - - - Q] �w U W Q V U N c O N .- o C W ^ Q O NPR ZNq DRAWN BY.• ��of wASN,ti° J.KEENHLTS A. A. A. A. A. A. A. SCALE: I - NTS 21022747 DATE.- 4AT—, o mREn s�REo G� 2.24.23 E n h a O Digitally signed SS�ONAIEN o _ by Enhao Mang JOB N0: ZhangD:52.40-07-0' W �P�L ,5:5z:4o-o�'oo� CHECKED BY. 11 n— f:)o f:,�b Flu t I I SHEET NO.1 PLAN MEW PLAN NORTH SCALE: ?" = 1'—O" OF 2 SHEETS o � F C DO </ W� m �Z -�= O .g¢3U O ��o�0003d�� 144" o w 44" V ,W �o 0000 .� 3 (o 000 4 a U) � o o a 64" LU 3 000 # � ~ o � O N W � \a 9 W oo o oo Z_ t% rn a Z w op 90 W 192" 64" 39000 # op qo J 07 63" W Q N C q; W C � U W Q 0. .0 Z V U N c O C W N Q NPO ZNq DRAWN BY.- of WASH, J.KEENHLTS y SCALE: NTS 21D22747 DATE: ��RE�s�REoG� 2.24.23 E n h a O by Enhao ign g SS�ONALEN JOB N0: Date: 3.03.24 Zhan g15:53:08-07'00, CHECKED BY. SHEET NO. EEEVAT ON VIEW 2 PLAN NORTH NTS OF 2 SHEETS GENERAL PROJECT NOTES �1B L / 1. DESIGNED PER REQUIREMENTS OF THE 2021 IBC,ASCE 7-16,SECTION 15.5.3,&2012 RMI RACK DESIGN MANUAL GENERAL RACK INFORMATION 2. SEISMIC CRITERIA SS=1.059,S1=0.376,FA=1.078,FV=1.924 IP=1.0(NO PUBLIC ACCESS),SIDS=0.761,SD1=0.482,OCCUPANCY CATAG.II / SITE CLASS D-DEFAULT,SEISMIC DESIGN CATAG.D / 3. STORAGE CAPACITY: TYPE A=3000 LBS PER LEVEL TYP. $/$" ❑ 4. ANCHORS:HILTI KWIKBOLT TZ ESR#1917,OR POWERS SD2 ESR#2502 Z 3/4" OLUMN AS USED IN CALCULATIONS OR ICC&ENGINEER APPROVED EQUAL. O HORIZ. 1/2"0 X 3-1/4"MIN.EMBEDT. y ggACg OW (2)ANCHORS PER BASE PLATE,50 FT-LBS TORQUE. W ❑ C C. 3/16" 1-1/2"' TYR 1/2" SPACER EAM 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.ANCHORS SHALL BE INSTALLED 3/16" 'TYP. PER ICC ESR#1917. COLUMN I( { 6. EXISTING S.O.G.CONCRETE THICKNESS&COMPRESSIVE STRENGTH,5'X 3000 PSI /B"0 1 1/2" p p 7. SOIL BEARING PRESSURE 750 PSF. ❑ /lltltl�� tltlll 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE CONNECTOR L!] 41/4" INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR,LEGIBLE PRINT. W 9. ALL BOLTS GR.5 OR BETTER,INSTALL TO SNUG TIGHT FIT OR BETTER 10.ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS CERTIFIED WELDERS USING E70XX ❑ ELECTRODE OR BETTER.NO FIELD WELDING PERFORMED.SPECIAL INSPECTION IS REQUIRED ONLY FOR ANY FIELD DIAG. WELDING. Lu 2 BRACE 11.THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN.OF 18"BETWEEN TOP OF THE STORAGE AND THE \ _-BASE CEILING SPRINKLER DEFLECTOR. W ❑ \ 1/ PLATE& 12.THE PRODUCT SHOWN ON THE DETAILS HEREIN IS ASSUMED TO BE IN GOOD,UNDAMAGED CONDITION.THE Q 1.14 � ANCHOR PRODUCT MUST BE FREE OF ANY DAMAGE AND/OR FABRICATION DEFICIENCIES OR IRREGULARITIES.IT IS THE � 1 AS \ RESPONSIBILITY OF THE OWNER,USER,PRODUCT PROVIDER AND/OR INSTALLER OF THE COMPONENTS TO NOTES: NOTIFY SED,INC IN WRITING,OF ANY DAMAGE,DEFICIENCIES OR IRREGULARITIES. - USE@ ALL HANNIBAL \ 13.IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER OF THE COMPONENTS SHOWN HEREIN TO NOTIFY SED, v COLUMN/BASE LOCATIONS TYP. INC OF ANY DAMAGE OR DEFICIENCIES IN THE SYSTEM DURING USE.THIS INCLUDES SUCH OCCURRENCES DESCRIPTION BASE PLATE:8"x 5" DESCRIPTION COLUMN:HMH IF 3014 DESCRIPTION BRACING:HORIZ.&DIAG. SUCH AS IMPACT DAMAGE TO THE COMPONENTS FROM FORKLIFT OR HEAW MACHINERY,IMPACT FROM _ NOTES: NOT A DEPICTION OF THIS PROJECT DROPPED LOADS ON THE SYSTEM,DAMAGE TO SYSTEMS BY IMPROPER USE OR INSTALLATION,ETC.THE USER 0 MATERIAL 3/8"THICK PLATE MATERIAL 14 GAGE THK. MATERIAL 16 GAGE STEEL USE @ ALL HANNIBAL BRACE OF THE PRODUCT MUST NOTIFY SED,INC IN WRITING SHOULD ANY DAMAGE OR DEFICIENCY OCCUR TO THE F �9 STEEL YIELD ASTM A36,Fy=36,000 PSI STEEL YIELD ASTM A570,Fy=55,000 PSI STEEL YIELD ASTM A570,Fy=55,000 PSI LOCATIONS TYP. PRODUCT SHOWN HEREIN.IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER TO MAINTAIN THE SAFETY ` N AND PROPER USE OF THE STORAGE PRODUCT SHOWN HEREIN. bl 3 71 [57 14.IT IS THE RESPONSIBILITY OF THE OWNER/USER OF THE STORAGE SYSTEM SHOWN HEREIN TO REPAIR OR `'F REPLACE ANY COMPONENT THAT IS DAMAGED OR OTHERWISE DEFICIENT. �, X Typ 15.THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE RACK SYSTEM BY ASSURING PROPER �x LL 1/8" OPERATIONAL,HOUSE KEEPING AND MAINTENANCE PROCEDURES,BUT NOT LIMITED TO THE FOLLOWING: cz� In 11/16' A.PROHIBIT ANY OVER LOADING OF ANY PALLET POSITIONS AND OF OVERALL RACK SYSTEMS. O B.REGULARLY INSPECT FOR DAMAGE.IF DAMAGE IS FOUND,IMMEDIATELY UNLOAD THE AFFECTED AREA AND `� 0 REPLACE OR REPAIR ANY DAMAGED COLUMNS,BEAMS,OR OTHER STRUCTURAL COMPONENTS. v N k1 11/16" 1/6" NP' 1 3/4" 1 n p 1° C.REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD,SAFE,OPERATING CONDITION. z O �g II D.ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD SUPPORT MEMBERS IN PROPERLY STACKED W J� AND STABLE POSITION. `\\y\ Z E.REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE PROPERLY STACKED AND STABLE. 0 ® Bn F.PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION,INCLUDING THE TOP MOST POSITION,UNLESS THE RACK �� a SYSTEM IS SPECIFICALLY DESIGNED FOR SUCH LOADING. O G.THE OWNER AND/OR USER OF THE RACK SYSTEM MUST PROVIDE MEASURES TO MITIGATE DAMAGE TO THE r 5/160 STORAGE RACK BY USE OF IMPACT PROTECTIVE DEVICES IN AREAS WHERE FORKLIFT AND/OR HEAVYMACHINERY `� Q SAFETY PIN ARE IN USE. v U ———— H.ENSURE THAT THE RACKS ARE NOT MODIFIED OR REARRANGED IN A MANNER NOT WITHIN THE ORIGINAL DESIGN 51160 ® CONFIGURATION. ]� SAFETY PIN ————® �I � 4 1/2" ® IIIi 1II1 TYP. 1/8" 3 55 RIVET gQ 7/160 GR. �--3 3/16"- N 55 RIVET cp DESCRIPTION 3-PIN CONNECTOR NOTES: DESCRIPTION 4-1/2"BEAM(HMH#44160) DESCRIPTION 4-PIN CONNECTOR NOTES: V MATERIAL 7 GAGE USE @ ALL HANNIBAL BEAM TO COLUMN MATERIAL 16 GAGE NOTES: MATERIAL 7 GAGE USE @ TYPE A LVL 1 HANNIBAL BEAM TO Z STEEL YIELD ASTM A570,Fy=55,000 PSI CONNECTION LOCATIONS U.O.N. STEEL YIELD ASTM A570,Fy=55,000 PSI USE @ ALL BEAM LOCATIONS TYP. STEEL YIELD ASTM A570,Fy=55,000 PSI COLUMN CONNECTION LOCATIONS. — z cm W N 6 7 z � Q � Z O F- L � LU N Z_ N J BASE PLATE F.F. 3/4" 12" 1 1/2" > Lu 3-5/8" 3-1/4" g SEE ATTACHED ENGINEER PRODUCTS,A PAPE CO DWG. MIN.EMBED. FOR STORAGE RACK ELEVATIONS. + -------- O WAS N _ op,0 Zy AtiC � � 3/8"0 X 7/8"SLOT 3/4" a a 1. m 4 PLCS Q, � I � � < o Digitally signed o y E n h a O by Enhao Zhang op zlozva7 $- Date: O RFCISTEaEO �t Z h a n g 2023.03.24 �SS/pNALENG JOB NO. NOTES: 15:53:23-07'00' NOTES: CONFIRM O.A.L.OF ANCHORS WITH INSTALLER TO 23-0321-5 USE(2)STD ROW SPACERS FOR DOUBLE ROW. ENSURE REQUIRED EMBEDMENT IS OBTAINED. DESCRIPTION STD ROW SPACER NOTES: DESCRIPTION HILTI KWIKBOLT TZ ANCHOR SHEETNO MATERIAL 16 GAGE ATTACH WITH(4)3/8"0 GR.5 BOLTS, SIZE 1/2"0 x 3-1/4"MIN.EMBED. NOTES: SED 1 OF 1 DESCRIPTION STORAGE RACK ELEVATIONS STEEL YIELD ASTM A570,Fy=55,000 PSI (2)@ EACH END ESR# 1917 SEE NOTE#4 ABOVE FOR ANCHOR SPECS. 10 � Y 11 12 13 14 15 18 17 18 o � iR� M'r M'a Mr brr brd yr a � w 0 A I I q Q I I I I I I I I I I I I I I I I I I I o0 3w.�. -H-M b zo w = o �9 X Xoaoo od3a XF —-- — —- — --- C O w p — — — — — — — — — — — V y I I I ' \ W � i I f I I aID `° V� . �,., cn i I o 00 I O o I d w m w I I I I I W ¢ CD ! ! ! I ~ Cs I W I I MIA FVW I I w oc) o - L-- --J -- -- ----- I14 E W y ur sne stw "W see r.r bra — — ————— am fL 10 ; � 11 12 13 1d 1� 1fi 17 18 rr LJ J m C O W Q N W 00 � 2 W Q z � V U N c O N N DRAWN BY: ❑ J.KEENHLTS SCALE: NTS DATE: 2.24.23 JOB N0: I CHECKED BY. SHEET N0 2 � — o° — — S TE PLAN PLAN NORTH NTS OF 4 SHEETS I it II i Structural Engineering �t I)esi'gn , Inc . 1815 Wright Ave La Verne, CA.91750 Phone:909.596.1.351 Fax: 909.596.7180 Project Name : EVERETT 1"150, INC p'O ZH of wasy��C Project Number : 23-0321-5 Date : 03/23/23 '0 21022747 RFGISTERE� Street Address: 17212 51ST AVE NE NA. City/State : ARLINOTON, WA 08223 E n h a o Digitally signed Scope of Work : 5TORAOE RACK by Enhao Zhang Z g Date:2023.03.24 han 15:56:00-07'00' Structural K�^ ��DQ|nee[|ng & Design Inc. | � � TABLE oFCONTENTS | Title Page ---------------.--------------------- 1 � � Table cfContents.--------------------------------' 2 ocaignoataanUoefinitionnf(omponemo-------------------. 3 Critical Configuration --------------.---------------. 4 Seismic Loads--------^----------------------~' 5 to Column —............................................................................................................... 7 Beam and Connector-----.------------------------. D tug Bracing --------_—_-----'.------------.------- 18 Anchors................................................................................................................. 11 Base Plate ................................ 12 Slaboo Grade ....................................................................................................... 13 '--------~--------------------' 3 312112023 i tructurai ngineering & Design Inc. 1815 Wriciht Ave La Verne CA 91750 Tel: 909 596 1351 Fax 909 596 7186 By: NIHAL Project: EVERETT CLINIC Project#:23-0321-5 Design Data 1)The analyses herein conforms to the requirements of the. 2021 IBC Section 2209 2022 CBC Section 2209 ANSI MH 161-2012 Specifications for the Design of Industrial Steel Storage Racl(s '2012 RMI Rac%Design Manual" ASCE7--16,section 15.5.3 2)Transverse braced frame steel conforms to ASTM A570,Gr.55,with minimum strength,Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55,with minimum yield, Fy=55 I(si All other steel conforms to ASTM A36,Gr. 36 with minimum yield,Fy= 36 ksi 3)Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4)All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar.All such welds shall be performed In shop,with no field welding allowed other than those supervised by a licensed deputy inspector. 5)The existing slab on grade Is 5"thick with minimum 3000 psi compressive strength.Allowable Soil bearing capacity is 750 psf. The design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2A for ASD level load criteria Definition of Components A mks rm Pram �- :� Hcvimntal aracp &amto 05lumn 4)nnectar Dieyianal t�aae F'xame }i ght 22ani haha Wing B3se Plate and Anch rs �X / Panel Beam H?fight Length Raw Front View- DDwn All- Depth (Longitudinal) Frame Sedion Ao Cross Aisle (Trap yarse )Frame TYPE A-144.XL5 Page 3 of 3/21/2023 C Structural li Engineering & Design Inc. 1 I 1815 Wright Ave La Verne CA 91750 Tel: 909 596 1351 Fax: 909 596 7186 By: NIHAL Project: EVERETT CLINIC Project#:23-0321-5 Configuration &Summary:TYPE A 9 Y **RACK COL UMNREACTIONS ASD LOADS 64" 48" AXIAL DL= 75lb {� AXIAL LL= 4,500/b SEISMICAXIAL Ps=+/- 3,141/b 48 BASE MOMENT= 8,000 in-/b 192 64" 192" 48" 64" 36" + — 144' 44" f� Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=i..059,Fa=1,078 3 44 in 192.0 in 4 144 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=4575 lb, M=22317 in-lb 0.91-01K Column&Backer None None None N/A Beam Pv=55 I(si HMH 44160/4.5"Face x 0.057"thk Lu=144 in Capacity:3103 Ib/pr 0.97-01( Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=10786 in-lb Mcap=12691 in-lb 0.85-OK Brace-Horizontal Fy=551csi Hanniball-1/2x1-1/2x16ga 0.17-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.25-OK Base Plate F =36 ksi 8x5x3/8 Fixity=8000 in-lb 0,59-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ E5R 1917 Inspection Reqd(Net Seismic Uplift=1686 lb) 0.817-OK Slab&Soil 5"thk x 3000 psi slab on grade. 750 psf Soil Bearing Pressure 0.55-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam S cg Brace I Transv Longit. Axial Moment Moment Connector 1 3,000 Ib 64.0 in 36.0 in 196 lb 166 Ib 4,575 Ib 22,317 "# 15,814 "# 3 pin NG 2 3,000)b 64.0 in 48.0 in 392 Ib 331 Ib 3,050 Ib 13,253 "# 10,786 "# 3 pin 0K 3 3,000 Ib 64.0 in 48.0 in 588 Ib 497 Ib 1,525 Ib 7,952 "# 6,147 "# 3 pin OK 48.0 in i *'k Load defined as product weight per pair of beams Total: 1,176 Ib 994 Ib Notes 4 PIN @ LEVEL 1 TYPE A-14-I YL5 Page '� of r 3/21/2023 i li v! tructural V { ngineering & Design Inc. 1815 Wriaht Ave La Verne CA 91750 Tel: 909 596 1351 Fax: 909 596 7186 By: NIHAL Project: EVERETT CLINIC Project#:23-0321-5 Seismic Forces Configuration:TYPE A Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1.2012 Sec 2.6&ASCE 7-16 sec 15.5.3 S5= 1.059 Transverse(Cross Aisle)Seismic Load S1= 0,376 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) vt Fa= 1.078 Cs1= Sds/R Fv= 1.924 = 0.1903 Cs-max* Ip= 0.1903 Sds=2/3*Ss*Fa= 0.761 Cs2= 0.044*Sds V,,,;,,= 0.015 Sd1=2/3*S1*Fv= 0,482 = 0,0335 Eff Base Shear=Cs= 0.1903 Transverse elevation Ca=0.4*2/3*Ss*Fa= 0.3044 Cs3= 0.5*S1/R WS= (0.67*PLRFI *PL)+DL(RMI 2.6.2) (transverse,Braced Frame Dii.)R= 4.0 = 0,0470 = 6,180lb _ Ip= 1.0 Cs-max= 0.1903 Vtransv=Vt= 0.1903 *(150 Ib+ 6030 Ib) PRF1= 1.0 Base shear Coeff=cs= 0.1903 Etransverse= 1,176 Ib Pallet Height=hp= 48.0 In Limit StatesLeve/Traasverseseismicshearperupright DL per Beam Lvl= 50 Ib Level PRODUCT LOAD P P*0.67*PRF1 DL hi wi*hi Fi Fi*(hi+hp/2) 1 3,000 Ib 2,010 Ib 50 Ib 64 in 131,840 196.0 Ib 17,248-# 2 3,000 Ib 2,010 Ib 50 lb 128 in 263,680 392.0 Ib 59,584-# 3 3,000 Ib 2,010 Ib 50 Ib 192 in 395,520 588.0 Ib 127,008-# sum: P=9000lb 6,0301b 150 lb W=6180lb 791,040 1,176lb 7-=203,840 Lon itudinal Downaisle Seismic Load Similarly for longitudinal seismic loads,using R=6.0 Ws= (0.67 * PLR12*P) +DL PRP2= 1.0 .. ..... ..... ... Cs1=Sdi/(T*R)= 0,1608 = 6,180 Ib (Longitudinal,Unbraced Dir.)R= 4.0 Cs2= 0.0335 Cs=Cs-max*Ip= 0.1608 T= 0.75 sec "� . .. Cs3= 0.0470 Vlong= 0.1608 * (150 Ib + 6030 Ib) Cs-max= 0.1608 [Elongiitudinal= 9941b LielitstatmLeve/Longit.selsndcshearperapilgbI Level PRODUC LOAD P P*0.67*PRF2 DL hi wl*hl F1 Front View 1 3,000 Ib 2,010 Ib 50 Ib 64 in 131,840 165.7 Ib 2 3,000 Ib 2,010 Ib 50 Ib 128 in 263,680 331.3 Ib 3 3,000 Ib 2,010 Ib 50 Ib 192 in 395,520 497.0 Ib sum: _6,030lb 150 lb W=6180lb 791040 994lb TYPE A-144.XL.S Page (;;-Of t j 3/21/2023 St ructural i Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909 596,1351 Fax: 909 596,7186 By: NIHAL Project: EVERETT CLINIC Project#:23-0321-5 Downaisle Seismic Loads Configuration:TYPE A Determine the story moments by applying portal analysis.The base plate is assumed to provide partial fixity. Seismic Story Forces TYPIC41 frame made Vlong= 994lb Trtbutaryarea oftwocolumns Vcol=Vlong/2= 497 lb F1= 166 lb i. *; 0 Typical Frame made F2= 3311b oftwocolumns F3= 497 lb � � 0 i �i ,------ 'fo ew {F— 96- ------' Front View 51de View Seismic Story Moments Conceptual System COL Mbase-max= 8,000 in-lb <=_=Default capacity hl-eff= hl -beam clip height/2 Mbase-v= (Vcol*hieff)/2 = 61 in Vcol = 15,159 In-lb <===Moment going to base 17 Mbase-eff= Minimum of Mbase-max and Mbase-v h2 = 8,000 in-lb M 1-1= [Vcol *hleff]-Mbase-eff M 2-2= [Vcol-(F1)/2] * h2 = (497 lb *61 in)-8000 in-lb = [497 lb- 165.7 Ib]*64 in/2 = 22,317 in-lb = 13,253 in-lb h1l h9 eff Mseis= (Mupper+Mlower)/2 Beam to Column Mseis(1-1)= (22317 in-lb + 13253 in-lb)/2 Mseis(2-2)= (13253 in-lb+7952 in-lb)/2 Elevation = 17,785 in-lb = 10,602 in-lb rho= 1.0000 Summary of Forces LEVEL hi Axial Load Column Moment** Mseismic** Mend-fixity Mconn** Beam Connector 1 64 in 4,575 lb 22,317 in-lb 17,785 in-lb 4,806 in-lb 15,814 in-lb 3 pin NG 2 64 in 3,050 lb 13,253 in-lb 10,602 in-Ib 4,806 in-lb 10,786 in-lb 3 pin OK 3 64 in 1,525 lb 7,952 in-lb 3,976 in-lb 4,806 in-lb 6,147 in-lb 3 pin OK I Mconn= (Mseismic +Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 12,691 in-lb **all moments based on limit states level loading TYPE A-I 44.XL5 Page L"' of t / 3/21/2023 Structural ngineering & Design Inc. 1815 Wriaht Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: EVERETT CLINIC Project#:23-0321-5 Column (Longitudinal Loads) Configuration:TYPE A Section Properties Section: Hannibal IF3014-3x3xl4ga 3.000 in Aeff= 0.643 in^2 Iy= 0.749 in^4 Kx= 1.7 x -^- 'T Ix= 1.130 in^4 Sy= 0.493 in^3 Lx= 61.8 in Sx= 0.753 in ry= 1.080 in Ky = 1.0 y_._. 3.000 in rx= 1.326 in Fy= 55 ksi Ly= 36.0 in r 91f= 1.67 Cmx= 0.85 Cb= 1.0 �10.07jin �y E= 29,500 ksi �0.75 in Loads Considers loads at level 1 COLUMN DL= 75 lb Critical load cases are.RMI Sec 2.1 COLUMN PL= 4,500 lb Load Case 5.•;(1+0.105*5ds)D+0.75*(1.4+0,1456s)*B*P+0.75*(0.7*rho*E)<=1.0,ASD Method Mcol= 22,317 in-lb axial load coeff 0.79094085*P seismic moment coeff 0.5625*Mcol Sds= 0.7611 Load Case 6,•;(1+0.14*5ds)D+(0,85+0,14Sds)*B*P+(0.7*rho*E)<=1.0,ASD Method 1+0.105*Sds= 1.0799 axialload coeff 0.66959 seismic moment coeff 0.7*Mcol 1.4+0.14Sds= 1.5066 By analysis,Load case 6 governs utilizing loads as such 1+0.14Sds= 1.1066 0.85+0.14*Sds= 0.9566 Axial Load=Pax= 1.106554*75 lb+0.956554*0.7*4500 Ib Moment=Mx= 0.7*rho*Mcol B= 0.7000 = 3,096 lb = 0.7* 22317 in-lb rho= 1,0000 = 15,622 in-lb Axial Analysis KxLx/rx = 1.7*61.75"/1.326" KyLy/ry= 1*36"/1.08" Fe > Fy/2 = 79.2 = 33.3 Fn= Fy(1-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*46.5 ksi)] Fe= n^2E/(KL/r)max^2 Fy/2= 27.5 ksi = 38.7 ksi = 46.5ksi Pa= Pn/Qc Pn= Aeff*Fn Qc= 1.92 = 24898lb/1.92 = 24,898 lb = 12,967 lb P/Pa= 0.24 > 0.15 Bending Analysis Check: Pax/Pa +(Cmx*Mx)/(Max*px) 5 1,0 P/Pao+Mx/Max 5 1.0 Pno= Ae*Fy Pao= Pno/Oc Myield=My= Sx*Fy = 0.643 in^2*55000 psi = 35365lb/1.92 = 0.753 in^3*55000 psl = 35,365 lb = 18,419 lb = 41,415 in-lb Max= My/Of Pcr= n^2EI/(KL)max^2 = 41415 in-Ib/1.67 = n^2*29500 ksi/(1.7*61.75 in)^2 = 24,799 in-lb = 29,856 lb px= {1/[1-(S2c*P/Pcr)]}^-1 = {1/[1-(1.92*3096lb/29856 Ib)]}^-1 = 0.80 Combined Stresses (3096 Ib/12967 lb)+ (0.85*15622 in-Ib)/(24799 in-Ib*0.8) = 0.91 < 1.0,OK (EQ C5-1) (3096 Ib/18419 lb) +(15622 in-Ib/24799 in-lb) = 0.80 < 1.0, OK (EQ C5-2) **For comparison, total column stress computed for load case 5 is. 81.0% loads 3640.2274875 lb Axial and M= 11716 in-lb TYPE A-144.XL5 Page -7 of 13 3/2 1/2023 Structural Engineering & Design Inc, 1815 Wriaht Ave La Verne QA 917aTel 909 59Q 1351 Fax• Ana 596i 7186 By: NIHAL Project: EVERETT CLINIC Project#: 23-0321-5 HEAM Configuration:TYPE A DETERMINE ALLOWABLE MOMENT CAPACITY 2.75 in A)Check compression flange for local buckling(B2 1) r1.75 in w= c-2*t-2*r = 1.75 in-2*0.057 in-2*0.057 in = 1.522 in 1.625 in w/t= 26.7 1=lambda= [1.052/(k)A0.5]* (w/t)*(Fy/E)A0.5 Eq.B2.1-4 = [1.052/(4)A0.5] * 26.7* (55/29500)A0.5 4.500 in = 0.606 < 0.673,Flange is fully effective Eq. B2.1-1 0.057 in a-- B) check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 50.90 ksi f2(tension)= Fy*(yl/y2)= 102.67 ksi Y= f2/fl Eq. B2.3-5 Beam= HMH 44160/4.5"Face x 0.057"thk _ -2.017 Ix= 2.009 inA4 k= 4+2*(1-Y)A3+2*(1-Y) Eq. B2.3-4 Sx= 0.849 inA3 = 64.96 Ycg= 2.970 in flat depth=w= yl+y3 t= 0.057 in = 4.272 in w/t= 74.94736842 OK Bend Radius=r= 0.057 in 1=lambda= [1.052/(k)A0.5] * (w/t)* (fl/E)A0.5 Fy=Fyv= 55.00 ksi = [1.052/(64.96)A0.5]*4.272*(50.9/29500)A0.5 Fu=Fuv= 65.00 ksi = 0.406 < 0.673 E= 29500 ksi be=w= 4.272 in b2= be/2 Eq B2.3-2 top flange=b= 1.750 in bl= be(3-Y) = 2.14 in bottom flange= 2.750 in = 0.852 Web depth= 4.�^FYI bl+b2= 2.992 in > 1.416 in,Web is fully effective Determine effect of cold working on steel yield point(Fya)per section A7 2 fl(comp) Fya= C*Fyc+(I-C)*Fy (EQ A7.2-1) - - Lcorner=Lc= (p/2) *(r+t/2) t 0.134 in C= 2*Lc/(Lf+2*Lc) yz Lflange-top=Lf= 1.522 in = 0.150 in y3 m= 0.192*(Fu/Fy)-0.068 (EQ A7.2-4) depil = 0.1590 +I Bc= 3.69*(Fu/Fy)-0.819*(Fu/Fy)A2- 1.79 (EQ A7.2-3) = 1.427 since fu/Fv= 1.18 < 1.2 YC9 y' and r/t= 1 < 7 OK then Fyc= Bc* Fy/(R/t)Am (EQ A7.2-2) _._ t2(t mfm) = 78.485 ksi Thus, Fya-top= 58.52 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth-Ycg) yl= Ycg-t-r= 2.856 in = 113.59 ksi (tension stress at bottom) y2= depth-Ycg= 1.530 in Check allowable tension stress for bottom flange y3= y2-t-r= 1.416 in Lflange-bot=Lfb= Lbottom-2*r*-2*t = 2.522 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.096 Fy-bottom=Fyb= Cb*Fyc+(I-Cb)*Fyf = 57.26I<si Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.50 ksi if F= 0.95 Then F*Mn=F*Fya*Sx= 23.79 in-k 9 G N Structural G ngineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel' 909 59Q 1351 Fax: 209 596 7186 By: NIHAL Project: EVERETT CLINIC Project#: 23-0321-5 BEAM Configuration:TYPE A RMI Section 5.2,PT II Section Beam= HMH 44160/4.5"Face x 0.057"thk Ix=Ib= 2.0091nA4 2.75In Sx= 0.849 inA3 t= 0.057 in E= 29500 ksi 1.75 in f` Fy=Fyv= 55 ksi F= 300.0 Fu=Fuv= 65 ksi L= 144 in Fya= 58.5 ksi Beam Level= 1 1.625 in P=Product Load= 3,000 lb/pair D=Dead Load= 50 lb/pair 4.500 in T7 0.057 in 1.Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rm/8 IN=LRFD Load Factor= 1.2*D+ 1.4*P+1.4*(0.125)*P RM12.2,item 8 FOR DL=2%of PL, W= 1.599 Rm= 1 - [(2*F*L)/(6*E*Ib +3*F*L)] =- 1-(2*300*144 in)/[(6*29500 I(si*2.009 inA3)+(3*300*144 in)] - = 0.822 if F= 0.95 P�oav�t Then F*Mn=F*Fya*Sx= 47.20 in-k -E! Thus,allowable loadper beam pair=W= F*Mn*8*(#of beams)/(L*Rm*W) Beam = 47.2 in-k*8* 2/(144in * 0.822* 1.599) Length = 3,991 lb/pair allowable load based on bendIL ing stress Mend= W*L*(1-Rm)/8 _ (3991 Ib/2) * 144 in * (1-0.822)/8 = 6,394 in-lb @ 3991 lb max allowable load = 4,806 in-lb @ 3000 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1-(4*F*L)/(5*F*L+ 10*E*Ib) Allowable Deflection= L/180 = 1 -(4*300*144 in)/[(5*300*144 in)+(10*29500 ksi*2.009 inA4)] = 0.800 in = 0.786 in Deflection at imposed Load= 0.773 in if Dmax= L/180 Based on L1180 Deflection Criteria and Dss= 5*W*LA3/(384*E*Ib) L/180= 5*W*LA3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/(180*5*LA2*Rd) = 384*2.009 inA4*2/[180*5*(144 in)A2*0.786) = 3,103 lb/pair allowable load based on deflection limits Thus,based on the least capacity of item 1 and 2 above: Allowable load= 3,103 lb/pair Imposed Product Load= 3,000 lb/pair Beam Stress= 0.97 Beam at Level I Structural Engineering & Design Inc. 1815 Wright Ave La Verne QA 91750 Tei 09 6 1351 Fax, 209.596 7186 By: NIHAL Project: EVERETTCLINIC Project#: 23-0321-5 4 Pin Beam to Column Connection TYPE A e beam end momen s shown herein show Me result o e maximum induced ixe e—nd monen s form seismic+static oa s and the code mandated minimum value of 1.5%(DL+PL) Mconn max= (Mseismic+ Mend-fixity)*0.70*Rho Pi 1 rho= 1.0000 = 15,640 in-lb Load at level 1 P2 2"TYP 6 P3 O 1�.. 12. Connector Type= 4 Pin Shear Capacity of Pin Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)A2*Pi/4 = 0.1507 inA2 Pshear= 0.4*Fy*Ashear = 0.4*55000 psi*0.15071nA2 = 3,315 lb Bearing Capacity of Pin tcol= 0.075 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha* Fu *diam *tcol/Omega = 2.22*65000 psi *0.438 in IN 0.075 in/2.22 = 2,135 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in Fy= 55,000 psi C= Pi+P2+P3+P4 tclip= 0.18 in Sclip= 0.127 inA3 = Pl+Pl*(4.5"/6.5")+Pi*(2.5"/6.5")+P1*(0.5"/6.51.) = 2.154*P1 Mcap= Sclip*Fbending C*d= Mcap = 2.154 d= E/2 = 0.127 inA3*0.66* Fy = 0.50 in = 4,610 in-lb Pclip= Mcap/(2.154*d) = 4610.1 in-lb/(2.154*0.5 in) Thus,P1= 2,135 lb = 4,281 lb Mconn-allow= [P1*6.5"+P1*(4.5"/6,5")*4.5" +P1*(2.5"/6.5")2,5" +P1*(0.5"/6.5")*0.5"] = 2135 LB*[6.5"+(4.5"/6.5")*4,5"+(2.5"/6.5")*2.5"+(0.5"/6.5")*0.5"] = 22,664 in-lb > Mconn max, OK TYPE A-1-I 1 YL5 Page c'1 of % 3/21/2023 Structural Engineering & Design Inc. 1815 Wright Ave a Vern .A 1750 T J• 0 96 1351 Fax, 909 6 7186 By: NIHAL—Lill Project: EVERETTCLINIC Project#: 23-0321-5 3 Pin Beam to Column Connection TYPE A e bearn en moments Si own herein show the result of the maximum in uce xe en monen s form seismic +static loads an a co e mandated minimum values of 1.5%(DL+PL) — P Mconn max= (Mseismic+ Mend-fixity)*0.70*Rho Pi V, _ rho= 1,0000 10,786 in-lb Load at level 2 � z„ P2 2" P3 C 12" Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= Q.414 in Fy= 55,000 psi Ashear= (0.438 in)A2*Pi/4 = Q.1!507 inA2 Pshear= 0,4'*Fy*Ashear = 0A *55000 psi *0.1507inA2 _ 3,315 lb Bearing Capacity of Pin tcol= 0.075 in Fu= 65,000 psi Omega= 2.21? a= 2.22 Pbearing= alpha*Fu *diam *tcol/Omega = 2.22*65000 psi* 0.438 in *0,075 in/2.22 = 2r1�5 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1,0CIi in Pin Spacing= 2.0 in Fy= 55,000 psi C= 1)14�P2+P3 tclip= 0.18 in Sclip= 0.127 inA3 = P).++1*(2.5"/4.5")+Pi*(0.5"/4.5") = 1,667*P1 I Mcap= Sclip*Fbending C*d= Mcap= 1.667 d= E/2 = 0,12I7 inA3*0.66*Fy = 0.50 in = 4,61.0 in-lb r Pclip= Mcal:,/(1.667*d) = 4(510.1 in-Ib/(1.667*0.5 in) Thus,P1= 2,135 lb = 5,551 lb Mconn-allow= F 1*4.5"+P1*(2.5"/4.5")*2.5"+P1*(0.5"/4.5")"10.5"] = 2135 L13*[4.5"+(2.5"/4.5")*2.5"+(0,5"/4,5")*0,5111 = 12,691 in-lb > Mconn max, OK i TYPE A-I44,XL5 page j Zaf 1 3/21/2023 Structural ngineering & Design Inc. 1815 Wriaht Ave La Verne CA 91750 Tel: 909.596 1351 Fax 909 596 7186 By: NIHAL Project: EVERETT CLINIC Project#:23-0321-5 Transverse Brace Configuration:TYPE A Section Properties Diagonal Member= Hannibal 1-1/2x1-1/2x16ga Horizontal Member= Hannibal 1-1/2x1-1/2xi6ga Area= 0.273 inA2 1.500 in Area= 0.273 inA2 r min= 0.496 in r min= 0.496 in 1.500 Fy= 55,000 psi Fy= 55,000 psi K= 1.0 1.500 in K= 1.0 1.500 Qc= 1.92 L —L Frame Dimensions 0.250 in -� la 0.250 Bottom Panel Height=H= 48.0 in Clear Depth=D-B*2= 38.0 in Frame Depth=D= 44.0 in X Brace= NO Column Width=B= 3.0 in rho= 1.00 Diagonal Member ___-► 0 Load Case 6. :(1fQJO-4�ds)H .85+0.14Sds)*B*P+[0.7*rho*EJ<=1.0,ASD McChod I n Vtransverse= 1,1761b vb Vb=Vtransv*0.7*rho 11761b *0.7* 1 (kl/r)= (k* Ldiag)/r min = 823 Ib = (1 x 56.6 in/0.496 in) Ldiag= [(D-B*2)A2+(H-6")A2]A1/2 = 114.1 in Ldia9 = 56.6 in Fe= piA2*E/(kl/r)A2 H Pmax= V*(Ldiag/D) *0.75 = 22,364 psi Pmax = 7941b axial load on dia onaibraco member Since Fe<Fy/2, 3^typ Pn= AREA*Fn Fn= Fe e 1 = 0.273 inA2*22364 psi = 22,364 psi Typical Panel = 6,105lb Configuration Pallow= Pn/Q Check End Weld = 6105 lb/1.92 Lweld= 3.0 in = 3,180 lb Fu= 65 ksl tmin= 0.060 in Pn/Pallow= 0.25 <= 1.0 OK Weld Capacity= 0.75*tmin *L*Fu/2.5 = 3,510 lb OK Horizontal brace Vh=Vtransv*0.7*rho= 823 lb (kl/r)= (k* Lhoriz)/r min Fe= piA2*E/(I(I/r)A2 Fy/2= 27,500 psi _ (1 x 44 in)/0.496 in = 37,006 psi = 88.7 in Since Fe>Fy/2,Fn=Fy*(1-fy/4fe) Pn= AREA*Fn Pallow= Pn/S2c = 34,564 psi = 0.2731nA2*34564 psi = 9436 lb/1.92 = 9,436lb = 4,915 lb Pn/Pallow= 0.17 <= 1.0 OK TYPE A-I.44.XLS Page to of 3/2 1/2023 ' Structural Engineering & Design Inc. 1815 Wriaht Ave La Verne CA 91750 Tel: 909 596 1351 Fax: 909 596 7186 _ BY: NIHAL Project: EVERETT CLINIC Project M 23-0321-5 Single Row Frame Overturning Configuration:TYPE A Loads Critical Load case(s): 1)RMI Sec 2.2,item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp-E*rho hp Sds= 0.7611 v Vtrans=V=E=Qe= 1,176 lb (0.9-0.2Sds)= 0.7478 DEAD LOAD PER UPRIGHT=D= 150 lb (0.9-0.2Sds)= 0.7478 PRODUCT LOAD PER UPRIGHT=P= 9,000 lb B= 1A000 H h Papp=P*0.67= 6,030 lb rho= 1.0000 Wst LC1=Wst1=(0.74778*D+0.74778*Papp*1)= 4,621 lb Frame Depth=Df= 44.0 in T� Product Load Top Level,Ptop= 3,000 lb Htop-Ivl=H= 192.0 in DL/Lvl= 50 lb # Levels= 3 I� Of—►I Seismic Ovt based on E,E(Fi*hi)= 138,216 in-lb #Anchors/Base= 2 hei ht de th ratio= 4.4 In h = 48.0 in SIDE ELEVATION A Fully Loaded Rack h=H+h 2= 216.0 in Load case 1: Movt= E(Fi*hi)*E*rho Mst= Wst1 * Df/2 T= (Movt-Mst)/Df = 138,216 in-lb = 4621 lb*44 in/2 = (138216 in-lb- 101662 in-lb)/44 in = 101,662 in-lb = 831 lb Net Uplift per Column Net Seismic U lift= 831 lb B Top Level Loaded Only Load case 1: �' €} Vl=Vtop= Cs*Ip * Plop >= 350 lb for H/D>6.0 Movt= [Vi*h +V2*H/2]*rho = 0.1903 *3000 Ib = 126,055 in-lb = 571 lb T= (Movt-Mst)/Df Vieff= 571 lb Critical Level= 3 = (126055 in-lb-51821 in-lb)/44 in V2=VpL= Cs*Ip*D Cs*Ip= 0.1903 = 1,687 lb Net Uplift per Column = 29lb Mst= (0.74778*D+0.74778*Ptop*1) *44 in/2 = 51,821 in-lb Net Seismic U lift= 1,687 lb Anchor Check(2)0.5"x 3.25"Embed HILTI KWIICBOLT TZ anchor(s)per base plate. Special inspection is required per ESR 1917. Pullout Capacity=Tcap= 970 lb L.A. City Jurisdiction? NO Tcap*Phi= 970 lb Shear Capacity=Vcap= 1,250 lb Phi= 1 Vcap*Phi= 1,250 lb Fully Loaded: (415 lb/970 Ib)A1 + (294 Ib/1250 Ib)A1 = 0.66 <= 1.2 OK Top Level Loaded: (843 lb/970 Ib)A1 + (142 Ib/1250 Ib)A1 = 0.98 <= 1.2 OK TYPE A-144,XL5 Page q of 3/2 1120233 Structural ngineering & Design Inc. 1815 Wright Ave La Verne CA M50 Tel: 909 596 1351 Fax: 909 596 7186 By: NIHAL Project: EVERETT CLINIC Project#:23-0321-5 Base Plate Configuration:TYPE A Section Baseplate= 8x5x3/8 Eff Width=W= 7.00 in a = 2.50 in Mb Eff Depth=D= 5.00 in Anchor c.c. =2*a=d= 5.00 in Column Width=b = 3.00 in N=#Anchor/Base= 2 b la—JL Column Depth=dc= 3.00 in Fy= 36,000 psi I w L = 2.00 in W Plate Thickness=t= 0.375 in Downaisle Elevation Down Aisle Loads Load Case 5.,:(i+0,105*Sds)D+a75*0.4+0,1 45ds)*6*P+0,75*j07*r17o*EJ<=1 0 ASD Method COLUMN DL= 75 lb Axial=P= 1.0799155 * 75 lb +0.75 * (1.506554*0.7 * 4500 lb) COLUMN PL= 4,500 lb = 3,640 lb Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0,7*rho 1+0.105*Sds= 1.0799 = 8000 in-lb*0.75*0.7*rho 1.4+0.14Sds= 1.5066 = 4,200 in-lb Eff( B= 0.7000 Axial Load P = 3,640 lb Mbase=Mb = 4,200 in-lb _ Effe Axial stress=fa = P/A= P/(D*W) M1= wLA2/2=fa*LA2/2 = 104 psi = 208 in-lb Moment Stress=fb = M/S=6*Mb/[(D*BA2] Moment Stress=fb2= 2*fb*L/W = 102.9 psi = 58.8 psi Moment Stress=fbI = fb-fb2 M2= fbi*LA2)/2 F = 44.1 psi = 88 in-lb M3= (1/2)*fb2*L*(2/3)*L= (1/3)*fb2*LA2 Mtotal= M1+M2+M3 = 78 in-lb = 375 in-lb/in S-plate= (1)(tA2)/6 Fb = 0.75*Fy = 0.023 inA3/in = 27,000 psi fb/Fb= Mtotal/[(S-plate)(Fb)] F'p= 0.7*F'c 0.59 OK = 2,100 psi OK Tanchor= (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 970 Ib OK _ -1,471 lb No Tension Cross Aisle Loads Lhtica/kaAcareRMl5ec.,i,item J•(1+0.11Sd,)DL+(1+0.195D5)PLV.75+EUbJ5<=I.O,A5DMethad Check uplift load on Baseplate _ Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. Pstatic= 3,640 lb 'When the base plate configuration consists of two anchor bolts located on either side of the column and a net uplift force exists,the minimum base plate thickness Movt*0.75*0.7*rho= 72,563 In-lb Pseismic= Movt/Frame Depth shall be determined based on a design bendhig moment in the plate equal Frame De th= 44.0 in = 1,649 lb to the uplift force on one anchor times 1/2 the distance from P=Pstatic+Pseismic= 5,289 lb the centerline of the anchor to the nearest edge of the rack column" b=Column Depth= 3.00 in T a- c � L =Base Plate Depth-Col Depth= 2.00 in Ta Mu a fa= P/A=P/(D*W) M= wl-A2/2=fa*LA2/2 I + I b 1 _ = 151 psi = 302 in-lb/in Elevation Uplift per Column= 1,686 lb Sbase/in= (1)(tA2)/6 Fbase= 0.75*Fy Qty Anchor per BP= 2 = 0.023 inA3/in = 27,000 psi Net Tension per anchor=Ta= 843 Ib c= 2.00 in fb/Fb= M/[(S-plate)(Fb)] MLI=Moment on Baseplate due to uplift= Ta*c/2 0.48 OK = 843 in-lb Splate= 0.117 inA3 fb Fb *0.75= 0.2 OK TYPE A-I,-1-4,XLS Paget ) of t 7j 3/2 1/2023 P I Otructural '_ngineering & Design Inc. I 1815 Wright Ave La Verne CA 91750 Tel: 909 596 1351 Fax: 909 596 7186 By: NIHAL Project: EVERETT CLINIC Project#:23-0321-5 Slab on Grade Configuration:TYPE A P slab a ---------- Concrete Eb fc= 3,000 psi De tslab=t= 5.0 in slab 1 t Cross _ � teff 5.0 in Aisle phi=O= 0.6 x -►I 14- c Soil y B �-- ►� fsoil= 750 psf Down Aisle Movt= 138,216 in-lb SLAB ELEVATION Frame depth= 44.0 in Baseplate Plan View Sds= 0.761 Base Plate 0.2*Sds= 0.152 Effec.Baseplate width=B= 7.00 in width=a= 3.00 in X=0.600 EfFin.Baseplate Depth=D= 5.00 in depth=b= 3.00 in P=B/D= 1.400 midway dist face of column to edge of plate=c= 5.00 in F'C^0.5= 54.80 psi Column Loads midway dist face of column to edge of plate=e= 4.00 in DEAD LOAD=D= 75 lb per column Load Case 1) (1.2+0.2Sds)D+(1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5 unfactoredASOload = 1.35222* 75 lb+ 1.35222*0.7*4500 lb + 1 *3141 lb PFtODUCT LOAD=P= 4,500 lb per column = 7,502 lb unfactoredASDload Load Case 2) (0.9-0.2Sds)D+ (0.9-0.2Sds)*B*Papp+rho*E RMI SEC 2.2 EQTN 7 Papp= 3,015 lb per column = 0.74778*75 lb +0.74778*0.7* 3015 lb + 1 * 3141 lb P-seismic=E= (Movt/Frame depth) = 4,775 lb = 3,141 lb per column Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTN 1,2 unfactoredUmit State load = 1.2*75lb+ 1.4*4500Ib B= 0.7000 = 6,390 lb rho= 1.0000 Load Case 4) 1.2*D + 1.0*13+ 1.0E ACI 318-14 Sec 5.3.1 Sds= 0.7611 = 7,731 lb Egtn 5.3.1e 1.2 +0.2*Sds= 1.3522 Effective Column Load=pu= 7,731 lb per column 0. 9-0.20Sds= 0.7478 P,iincture Apunct= [(c+t)+(e+t)]*2*t = 190.0 in^2 Fpunctl= [(4/3 +8/(3*p)]*X*(F'C^0.5) fv/Fv= Pu/(Apunct*Fpunct) = 106.5 psi = 0.465 < 1 OK Fpunct2= 2.66*X*(F'c^0.5) = 87.5 psi Fpunct eff= 87.5 psi Slab Bending Pse=DL+PL+E= 7,731 lb Asoil= (Pse*144)/(fsoil) L= (Asoil)^0.5 y= (c*e)^0.5 +2*t = 1,484 in^2 = 38.52 in = 14.5 in x= (L-y)/2 M= w*x^2/2 S-slab= 1*teff^2/6 = 12.0 in = (fsoil*x^2)/(144*2) = 4.17 in^3 Fb= 5*(phi)*(PC)^0.5 = 376.6 in-lb fb/Fb= M/(S-slab*Fb) = 164.32 psi = 0.550 < 1,OK I TYPO A-144.XL5 Page 16 of 3/2 I/2023 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 ❑ City of Arlington Commercial Tenant Improvement Permit Application ❑ Site Plan ❑ Architectural Plans ❑ Structural Plans ❑ Structural Calculations ❑ Mechanical System Modifications, (if applicable) ❑ Plumbing System Modifications, (if applicable) ❑ Project Specification Manuals, (if applicable) ❑ WSEC Compliance Forms,(if applicable) https:[/waenergycodes.com/ ❑ Special Inspection and Testing Agreement ❑ Deferred Submittal Request ❑ Airport Property Lease (if building is located within the Arlington Airport Property Boundary) 1. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 2. The City of Arlington does not review or inspect electrical systems.Contact Labor and Industries at 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 x❑ Addition ❑ Alteration Property Address: 17212 51st Ave NE Warehouse 110 Arlington,WA98223 Project Valuation: 49,525.96 Lot#: Parcel ID No.: 31052100400100 Subdivision: Project Scope of Work: Installation of pallet racking storage IBC Construction Type: Storage IBC Occupancy Type: Building/Space Square Footage: 8,925 Number of Stories: 1 Square Footage Per Floor: 1stx 2nd 3rd 4th Sth 6th Primary Contact: ❑ Owner ❑ Architect ❑ Engineer 0 Contractor Owner Name: Tracy Long Office No.: 425-339-5466 Email Address: tlong(a)everettclinic.com Cell NO.: Mailing Address: 5625 48th Drive NE Suite A City: Marysville State: WA Zip: 98270 Architect Name: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: Professional License Number: Expiration Date: Engineer Name: Structural Engineering&Design Inc. Office NO.: 909-596-7186 Email Address: bob(@_scedinc.com Cell NO.: Mailing Address: 1815 Write Ave. City: La Verne State: CA Zip: 91750 Professional License Number: Expiration Date: Primary Contractor: Engineerd Products Office No.: Email Address: jkeenholts@eppape.com Cell NO.: 206-854-1345 Mailing Address: 9800 40th ave s. City: Seattle State: WA Zip: 98024 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: 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: 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, ❑Applicant, [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 regulation of the State of Washington,and the City of Arlington.A final inspection and approval shall be obtained when complete. James Keenholts 4.12.23 Signature Print Name Date SAVE PRINT REV03.2022 Page 6 of 6 � a I � Q 139' W I o M O 7 I �101. e� F: J IL v� I H N N _ w 7 r� I w rn 136" —I 484' � Q 143" 1 T W o W s C7 � Z w W y 11 I Mill.r"-,Ow, —' lc-�,AI O 17�b.b I f,�.1175 0 J m 227" 9 n W M ¢ N 0. s I � E Z 3 O R i Z 0' DRAWN BY ��opFO sj,,, J.KEENHLTS a ANTS - -- - - zmzz a ¢ DATE: 4 2.24.23 Enhao Digitally signed `SS/ONAV. LL j� byenhaoZhang JOB NO: En I Z h a n g Date:2023.03.24 LJ u ,5:52.40-07'00' CHECKED BY.• SHEET NO.� n — —_ PLAN VIEW PLAN NORTH SCALE: ?" = 1'-0" OF 2 SHEETS MFG I I 139" F 44" 7" co O w m \ & w'�5o> > __ w =� w � 3 I I D ��0�0003a�� D D --_-- - -------- J— O w — — — — — �W 00 a I. a < Ly D D n D o x Z I I D DLl I o m d w Q 130 484" 3 1" W 1 32" W o Z 01 a W O I I I y I I I � D D D D Ir -1 o �� 3S° NPo Zyy IL ��of wnsN,Nc J A. A. A. A. 21 2747 J ��SRfGISTERE�[' y-+ J , � N QEl N GC q; W 0 a G' U W Q :C Z U 250" y N o Digitallysigned o ? ¢ � ` E n h a O by Enhao Zhang DRAWN BY. Date: Zg 2023.06.02 J.KEENHLTS han 14:42:39-07'00' SCALE.- NTS 090" O DATE: 5.15.23 JOB NO: 8' Y � CHECKED BY. 1 M41M �a - � SHEET N0. 1 PLAN MEW PLAN NORTH NTS OF 2 SHEETS o � F C DO </ W� m �Z -�= O .g¢3U O ��o�0003d�� 144" o w 44" V ,W �o 0000 .� 3 (o 000 4 a U) � o o a 64" LU 3 000 # � ~ o � O N W � \a 9 W oo o oo Z_ t% rn a Z w op 90 W 192" 64" 39000 # op qo J 07 63" W Q N C q; W C � U W Q 0. .0 Z V U N c O C W N Q NPO ZNq DRAWN BY.- of WASH, J.KEENHLTS y SCALE: NTS 21D22747 DATE: ��RE�s�REoG� 2.24.23 E n h a O by Enhao ign g SS�ONALEN JOB N0: Date: 3.06.02 Zhan g14:42:57-07'00, CHECKED BY.- SHEET NO. EEEVAT ON VIEW 2 PLAN NORTH NTS OF 2 SHEETS GENERAL PROJECT NOTES �1B L / 1. DESIGNED PER REQUIREMENTS OF THE 2021 IBC,ASCE 7-16,SECTION 15.5.3,&2012 RMI RACK DESIGN MANUAL GENERAL RACK INFORMATION 2. SEISMIC CRITERIA SS=1.059,S1=0.376,FA=1.078,FV=1.924 IP=1.0(NO PUBLIC ACCESS),SIDS=0.761,SD1=0.482,OCCUPANCY CATAG.II / SITE CLASS D-DEFAULT,SEISMIC DESIGN CATAG.D / 3. STORAGE CAPACITY: TYPE A=3000 LBS PER LEVEL TYP. $/$" ❑ 4. ANCHORS:HILTI KWIKBOLT TZ ESR#1917,OR POWERS SD2 ESR#2502 Z 3/4" OLUMN AS USED IN CALCULATIONS OR ICC&ENGINEER APPROVED EQUAL. O HORIZ. 1/2"0 X 3-1/4"MIN.EMBEDT. y ggACg OW (2)ANCHORS PER BASE PLATE,50 FT-LBS TORQUE. W ❑ C C. 3/16" 1-1/2"' TYR 1/2" SPACER EAM 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.ANCHORS SHALL BE INSTALLED 3/16" 'TYP. PER ICC ESR#1917. COLUMN I( { 6. EXISTING S.O.G.CONCRETE THICKNESS&COMPRESSIVE STRENGTH,5'X 3000 PSI /B"0 1 1/2" p p 7. SOIL BEARING PRESSURE 750 PSF. ❑ /lltltl�� tltlll 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE CONNECTOR L!] 41/4" INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR,LEGIBLE PRINT. W 9. ALL BOLTS GR.5 OR BETTER,INSTALL TO SNUG TIGHT FIT OR BETTER 10.ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS CERTIFIED WELDERS USING E70XX ❑ ELECTRODE OR BETTER.NO FIELD WELDING PERFORMED.SPECIAL INSPECTION IS REQUIRED ONLY FOR ANY FIELD DIAG. WELDING. Lu 2 BRACE 11.THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN.OF 18"BETWEEN TOP OF THE STORAGE AND THE \ _-BASE CEILING SPRINKLER DEFLECTOR. W ❑ \ 1/ PLATE& 12.THE PRODUCT SHOWN ON THE DETAILS HEREIN IS ASSUMED TO BE IN GOOD,UNDAMAGED CONDITION.THE Q 1.14 � ANCHOR PRODUCT MUST BE FREE OF ANY DAMAGE AND/OR FABRICATION DEFICIENCIES OR IRREGULARITIES.IT IS THE � 1 AS \ RESPONSIBILITY OF THE OWNER,USER,PRODUCT PROVIDER AND/OR INSTALLER OF THE COMPONENTS TO NOTES: NOTIFY SED,INC IN WRITING,OF ANY DAMAGE,DEFICIENCIES OR IRREGULARITIES. - USE@ ALL HANNIBAL \ 13.IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER OF THE COMPONENTS SHOWN HEREIN TO NOTIFY SED, v COLUMN/BASE LOCATIONS TYP. INC OF ANY DAMAGE OR DEFICIENCIES IN THE SYSTEM DURING USE.THIS INCLUDES SUCH OCCURRENCES DESCRIPTION BASE PLATE:8"x 5" DESCRIPTION COLUMN:HMH IF 3014 DESCRIPTION BRACING:HORIZ.&DIAG. SUCH AS IMPACT DAMAGE TO THE COMPONENTS FROM FORKLIFT OR HEAW MACHINERY,IMPACT FROM _ NOTES: NOT A DEPICTION OF THIS PROJECT DROPPED LOADS ON THE SYSTEM,DAMAGE TO SYSTEMS BY IMPROPER USE OR INSTALLATION,ETC.THE USER 0 MATERIAL 3/8"THICK PLATE MATERIAL 14 GAGE THK. MATERIAL 16 GAGE STEEL USE @ ALL HANNIBAL BRACE OF THE PRODUCT MUST NOTIFY SED,INC IN WRITING SHOULD ANY DAMAGE OR DEFICIENCY OCCUR TO THE F �9 STEEL YIELD ASTM A36,Fy=36,000 PSI STEEL YIELD ASTM A570,Fy=55,000 PSI STEEL YIELD ASTM A570,Fy=55,000 PSI LOCATIONS TYP. PRODUCT SHOWN HEREIN.IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER TO MAINTAIN THE SAFETY ` N AND PROPER USE OF THE STORAGE PRODUCT SHOWN HEREIN. bl 3 71 [57 14.IT IS THE RESPONSIBILITY OF THE OWNER/USER OF THE STORAGE SYSTEM SHOWN HEREIN TO REPAIR OR `'F REPLACE ANY COMPONENT THAT IS DAMAGED OR OTHERWISE DEFICIENT. �, X Typ 15.THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE RACK SYSTEM BY ASSURING PROPER �x LL 1/8" OPERATIONAL,HOUSE KEEPING AND MAINTENANCE PROCEDURES,BUT NOT LIMITED TO THE FOLLOWING: cz� In 11/16' A.PROHIBIT ANY OVER LOADING OF ANY PALLET POSITIONS AND OF OVERALL RACK SYSTEMS. O B.REGULARLY INSPECT FOR DAMAGE.IF DAMAGE IS FOUND,IMMEDIATELY UNLOAD THE AFFECTED AREA AND `� 0 REPLACE OR REPAIR ANY DAMAGED COLUMNS,BEAMS,OR OTHER STRUCTURAL COMPONENTS. v N k1 11/16" 1/6" NP' 1 3/4" 1 n p 1° C.REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD,SAFE,OPERATING CONDITION. z O �g II D.ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD SUPPORT MEMBERS IN PROPERLY STACKED W J� AND STABLE POSITION. `\\y\ Z E.REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE PROPERLY STACKED AND STABLE. 0 ® Bn F.PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION,INCLUDING THE TOP MOST POSITION,UNLESS THE RACK �� a SYSTEM IS SPECIFICALLY DESIGNED FOR SUCH LOADING. O G.THE OWNER AND/OR USER OF THE RACK SYSTEM MUST PROVIDE MEASURES TO MITIGATE DAMAGE TO THE r 5/160 STORAGE RACK BY USE OF IMPACT PROTECTIVE DEVICES IN AREAS WHERE FORKLIFT AND/OR HEAVYMACHINERY `� Q SAFETY PIN ARE IN USE. v U ———— H.ENSURE THAT THE RACKS ARE NOT MODIFIED OR REARRANGED IN A MANNER NOT WITHIN THE ORIGINAL DESIGN 51160 ® CONFIGURATION. ]� SAFETY PIN ————® �I � 4 1/2" ® IIIi 1II1 TYP. 1/8" 3 55 RIVET gQ 7/160 GR. �--3 3/16"- N 55 RIVET cp DESCRIPTION 3-PIN CONNECTOR NOTES: DESCRIPTION 4-1/2"BEAM(HMH#44160) DESCRIPTION 4-PIN CONNECTOR NOTES: V MATERIAL 7 GAGE USE @ ALL HANNIBAL BEAM TO COLUMN MATERIAL 16 GAGE NOTES: MATERIAL 7 GAGE USE @ TYPE A LVL 1 HANNIBAL BEAM TO Z STEEL YIELD ASTM A570,Fy=55,000 PSI CONNECTION LOCATIONS U.O.N. STEEL YIELD ASTM A570,Fy=55,000 PSI USE @ ALL BEAM LOCATIONS TYP. STEEL YIELD ASTM A570,Fy=55,000 PSI COLUMN CONNECTION LOCATIONS. — z cm W N 6 7 z � Q � Z O F- L � LU N Z_ N J BASE PLATE F.F. 3/4" 12" 1 1/2" > Lu 3-5/8" 3-1/4" g SEE ATTACHED ENGINEER PRODUCTS,A PAPE CO DWG. MIN.EMBED. FOR STORAGE RACK ELEVATIONS. + -------- O WAS N _ op,0 Zy AtiC � � 3/8"0 X 7/8"SLOT 3/4" a a 1. m 4 PLCS Q, � I � � < o Digitally signed o y E n h a O by Enhao Zhang op zlozva7 $- Date: O RFCISTEaEO �t NOTES: Z h a n g 2023.06.02 �SS/pNALENG JOB NO.NOTES: CONFIRM O.A.L.OF ANCHORS WITH INSTALLER TO 14:43:09-07'00' 23-0321-5 USE(2)STD ROW SPACERS FOR DOUBLE ROW. ENSURE REQUIRED EMBEDMENT IS OBTAINED. DESCRIPTION STD ROW SPACER NOTES: DESCRIPTION HILTI KWIKBOLT TZ ANCHOR SHEETNO MATERIAL 16 GAGE ATTACH WITH(4)3/8"0 GR.5 BOLTS, SIZE 1/2"0 x 3-1/4"MIN.EMBED. NOTES: SED 1 OF 1 DESCRIPTION STORAGE RACK ELEVATIONS STEEL YIELD ASTM A570,Fy=55,000 PSI (2)@ EACH END ESR# 1917 SEE NOTE#4 ABOVE FOR ANCHOR SPECS. a YY k' �_ I p � a 4: J V h o ; i fi is � ' 1 it 4 i F I I 00 w �3 ymo NON. o� 0 r w o Y Hw ow Lu CL 1 f 1 E 1 E 0- �Q r,4 -- 1 j I; f q UJo i I ( O li _•, �i� _i"� ( pod Q n7 IZ " v it cc 0 LU 1 _ i +~ A J - T5 �J { O Zy r WAS ry' �v v 21022747 m G,ma� A Q N E U 3 I > N Q+ Digitally signed A Q E n d 0 by Enhao Zhang DRAWN BY.' d Date: Zhang2023.06.02 J.KEENHLTS 14:42:39-07'00' SCALE: y NTS Plan Review DATE: I` By 5.15.23 city ofAriEngton .3.................... JOB NO: CITY OF ARLINGTON s— al "^"` _`� —`�- �� _ — ---- - -- --- BUILDING DEPARTMENT CHECKED BY. -- _ {� � APPROVED { SHEET NO. -- - - y _ �y _.. - .— _. DA7ERV BUILDING d�PE('T� --- -- PLAN VIEW 1 n� 'E Received �/ 1��1 ^� R JUN 06 2D23 PLAN NORM NTS S302" OF 2 SHEETS r i t I , o ', ilf1' gj^Ih'm ewe m 000xa�so 9W W-EHI= miaow ffip- 1 44" 4" U W 00 .� 39 000 Q CO cVi a �t v ) c, 0 V) C) Wes . \ a, w G 4„ o o Q w = � 16 - a 3 000 WUJ m 0 P, C Cc 64„ # 000 # IM o J b3n � C a o� 00 U C - O W N Q NPp Z//q DRAWN BY.- WAS y,NC JXEENHLTS SCALE: NTS 21022747 DATE: a1 2.24.23 Enhao 0ig'-ny signed �ioN,AL byEnhaoZhang JOB N0: Z h a n g Date:2023.0 _ ta:a257-oT00oo' CHECKED BY.. SHEET NO. —.__-----_.-. ELEVATION V EW FlanRe Byview 2 City of Arlington PLAN NORM NTS ,F...t.., «.�...+.F+....... OF 2 SHEETS GENERAL PROJECT NOTES LlB / L2] 1. DESIGNED PER REQUIREMENTS OF THE 2021 IBC,ASCE 7-16,SECTION 15.5.3,&2012 RMI RACK DESIGN MANUAL GENERALRACK INFORMATION 2. SEISMIC 0(N PUBL C ACCESS),BIDS 370.761,SD70 78,0.482,OCCUPANCY CATAG.it / SITE CLASS D-DEFAULT,SEISMIC DESIGN CATAG.D / 3. STORAGE CAPACITY: TYPE A=3000 LBS PER LEVEL TYP. 3/8" ❑ 4. ANCHORS HORS: KWIKBOLT TZ ESR#1917,OR POWERS SD2 ESR#2502 Z 3/4" COLUMN AS USED IN CALCULATIONS OR CC&ENGINEER APPROVED EQUAL O HORIZ. / 1/2"0X3-1/4'MIN.EMBEDT. W BRACE —ROW (2)ANCHORS PER BASE PLATE;50 FT-LBS TORQUE it ��( ❑ C.C. 3/16" 1-1/2" TYP' 1 1/2' SPACER / -�M 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.ANCHORS SHALL BE INSTALLED PER ICC ESR#1917. e. EXISTING S.O.G.CONCRETE THICKNESS&COMPRESSIVE STRENGTH,5'X 3000 PSI COLUMN /a"0 1 1/2' I 7. SOIL BEARING PRESSURE 750 PSF. ❑ - 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN CONNECTOR ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE m 1/4" ( INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR,LEGIBLE PRINT. �J 9. ALL BOLTS GR.5 OR BETTER,INSTALL TO SNUG TIGHT FIT OR BETTER 10.ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS CERTIFIED WELDERS USING E70XX ❑ ELECTRODE OR BETTER.NO FIELD WELDING PERFORMED.SPECIAL INSPECTION IS REQUIRED ONLY FOR ANY FIELD DIAG. WELDING. /� BRAC cc 11.THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN.OF 18"BETWEEN TOP OF THE STORAGE AND THE (D \ SE CEIUNG SPRINKLER DEFLECTOR. Lu ❑ \ \\ I PLATE& 12.THE PRODUCT SHOWN ON THE DETAILS HEREIN IS ASSUMED TO BE IN GOOD,UNDAMAGED CONDITION.THE Q ANCHOR PRODUCT MUST BE FREE OF ANY DAMAGE AND/OR FABRICATION DEFICIENCIES OR IRREGULARITIES.IT IS THE G \ \ RESPONSIBILITY OF THE OWNER,USER,PRODUCT PROVIDER AND/OR INSTALLER OF THE COMPONENTS TO NOTES: \\ \ NOTIFY SED,INC IN WRITING,OF ANY DAMAGE,DEFICIENCIES OR IRREGULARITIES. - USE @ ALL HANNIBAL \ 13.IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER OF THE COMPONENTS SHOWN HEREIN TO NOTIFY SED, v COLUMN/BASE LOCATIONS TYP. INC OF ANY DAMAGE OR DEFICIENCIES IN THE SYSTEM DURING USE.THIS INCLUDES SUCH OCCURRENCES SUCH AS IMPACT DAMAGE TO THE COMPONENTS FROM FORKLIFT OR HEAVY MACHINERY,IMPACT FROM _ DESCRIPTION BASE PLATE:B"x 5" DESCRIPTION COLUMN:HMH IF 3014 DESCRIPTION BRACING:HORIZ.&DIAG. NOTES: DROPPED I PACT ON THE SYSTEM,DAMAGE TO SYSTEMS BV IMPROPER USE OR INSTALLATION,ETC.THE USER ro NOT A DEPICTION OF THIS PROJECT MATERIAL 3/8"THICK PLATE MATERIAL 14 GAGE THK. MATERIAL 16 GAGE STEEL USE @ ALL HANNIBAL BRACE OF THE PRODUCT MUST NOTIFY SED,INC IN WRITING SHOULD ANY DAMAGE OR DEFICIENCY OCCUR TO THE z F STEEL YIELD ASTM A36,Fy=36,000 PSI' STEEL YIELD ASTM A570,Fy=55,000 PSI STEEL YIELD ASTM A570,Fy=55,000 PSI LOCATIONS TYP. PRODUCT SHOWN HEREIN.IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER TO MAINTAIN THE SAFETY \ 61 \J 01 --_--- -- AND PROPER USE OF THE STORAGE PRODUCT SHOWN HEREIN. � 3 ^ C 14.IT IS THE RESPONSIBILITY OF THE OWNER/USER OF THE STORAGE SYSTEM SHOWN HEREIN TO REPAIR OR "F J REPLACE ANY COMPONENT THAT IS DAMAGED OR OTHERWISE DEFICIENT. TrP 15.THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE RACK SYSTEM BY ASSURING PROPER 1\U LL 1/8,� OPERATIONAL,HOUSE KEEPING AND MAINTENANCE PROCEDURES,BUT NOT LIMITED TO THE FOLLOWING: 1 11 A PROHIBIT ANY OVER LOADING OF ANY PALLET POSITIONS AND OF OVERALL RACK SYSTEMS. m B.REGULARLY INSPECT FOR DAMAGE.IF DAMAGE IS FOUND,IMMEDIATELY UNLOAD THE AFFECTED AREA AND `� W ---- - REPLACE OR REPAIR ANY DAMAGED COLUMNS,BEAMS,OR OTHER STRUCTURAL COMPONENTS. v Ian. TYP. C.REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD,SAFE,OPERATING CONDITION. bl 1/8" 13/4" 1„ 1! O �I D.ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD SUPPORT MEMBERS IN PROPERLY STACKED ---- AND STABLE POSITION. Z E.REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE PROPERLY STACKED AND STABLE. ]� O 1 5/8" ---- F.PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION,INCLUDING THE TOP MOST POSITION,UNLESS THE RACK �� a --- 4 SYSTEM IS SPECIFICALLY DESIGNED FOR SUCH LOADING. O 4` G.THE OWNER AND/OR USER OF THE RACK SYSTEM MUST PROVIDE MEASURES TO MITIGATE DAMAGE TO THE r 5/160 STORAGE RACK BY USE OF IMPACT PROTECTIVE DEVICES IN AREAS WHERE FORKLIFT AND/OR HEAVY MACHINERY l SAFETY PIN V n ARE IN USE. H.ENSURE THAT THE RACKS ARE NOTMODIFIED OR REARRANGED IN A MANNER NOT WITHIN THE ORIGINAL DESIGN CONFIGURATION. .____._ �, W SAFETY PIN f� of 4 j/2" TYP. � 1/8" 1J_ g 3 3/16 G — / 7/1GR. p-ptt 55 RNET TYP. 7/160 GR. . 3 3/16" �' 3 1/8.. 55 RIVET N I I DESCRIPTION 3-PIN CONNECTOR NOTES: DESCRIPTION 4 1/2"BEAM(HMH#44160) DESCRIPTION 4-PIN CONNECTOR NOTES: U MATERIAL 7 GAGE USE @ALL HANNIBAL BEAM TO COLUMN MATERIAL 16 GAGE NOTES: MATERIAL 7 GAGE USE @ TYPE A LVL 1 HANNIBAL BEAM TO Z STEEL YIELD ASTM A570,Fy=55,000 PSI CONNECTION LOCATIONS U.O.N. STEEL YIELD ASTM A570,Fy=55,000 PSI USE @ ALL BEAM LOCATIONS TYP. STEEL YIELD ASTM A570,Fy=55,000 PSI COLUMN CONNECTION LOCATIONS. w -- _ Z N 7 O Z Q 2 � z Q F 0 V1 0 CLu Cq Z J Er k3/4' � 12" 11/2" BA P TE F.F. Lu k ui 3)4" W O. .L. 3-5/8" 3-1/4" SEE ATTACHED ENGINEER PRODUCTS,A PAPE CO DWG. MIN.EMBED. FOR STORAGE RACK ELEVATIONS. Npo Z g ——3/8"0 X 7/8"SLOT 3/4" hq�Y s - �r,01. IGC�OF WASH, 4 PLCS m ° Digitally signed z E n h a O by Enhao Zhang 21022747 2 Q 6 i pate: gealsrEa N 8 NOTES: 2023:06.02 G� Zhang ONALE mem. 14:43:09-07'00' NOTES: CONFIRM O.A.L.OF ANCHORS WITH INSTALLER TO **'**** ***R-* 23-0321-5 USE(2)STD ROW SPACERS FOR DOUBLE ROW. ENSURE REQUIRED EMBEDMENT IS OBTAINED. Plan Review DESCRIPTION STD ROW SPACER NOTES: DESCRIPTION HILTI KWIKBOLT TZ ANCHOR By ao ro. MATERIAL 16 GAGE ATTACH WITH(4)3/8"0 GR.5 BOLTS, SIZE 1/2"0 x 3-1/4'MIN.EMBED. NOTES: City ofArlington SED 1 OF 1 DESCRIPTION STORAGE RACK ELEVATIONS STEEL YIELD ASTM A570,Fy=55,000 PSI (2)@ EACH END ESR# 1917 SEE NOTE#4 ABOVE FOR ANCHOR SPECS. '*"***'****** Received JUN OS 2023 SID 15?PL CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 17212 51ST AVE NE STE 110 Permit#:5302 PERMIT EXPIRES 180 DAYS AFTER Parcel#:31052100400100 DATE OF ISSUANCE. Scope of Work: Installation of pallet racking Valuation:49525.96 OWNER APPLICANT CONTRACTOR SMARTCAP ARLINGTON AIRPORT Engineered Products Engineered Products,a Pape'Company INDUSTRIAL PARK QOZB,LLC 8201 164TH AVE NW, SUITE 110 9800 40th Ave S. 9883 40th Avenue S REDMOND,WA 98052 Seattle Seattle,WA 98108 206-854-1345 206-250-3913 LIC:ENGINPC931 CO EXP:02/20/2025 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL ALTERATION CODE YEAR: 2018 STORIES: 1 CONST.TYPE: 113 DWELLING UNITS: OCC GROUP: S-2; Storage Low Hazard BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 110/IRC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 06/15/2023 r pplicant Signature Date Building Official Date CONDITIONS Adhere to approved plans.Approved plans and permit shall be onsite during construction. Call for inspections. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 06/15/2023 Web Only-Fire System Plan Review $200.00 06/15/2023 Web Only-Building Plan Review $624.01 06/15/2023 Credit Card Service $24.72 06/15/2023 Processing/Technology $25.00 06/15/2023 Building Permit $760.02 06/15/2023 State Surcharge-Commercial $25.00 06/15/2023 Credit Card Service $24.30 Total Due: $1,683.05 Total Payment: $1,683.05 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION IPass/Fail DAILY FIELD REPORT Inspection Date 07/21/2023 AAR TESTING AND INSPECTION, INC. 7126 180th Ave NE, Suite C101 Report Number Redmond, WA 98052 MPT072123A 425-881-5812 CLIENT INFORMATION PROJECT INFORMATION Contact James Keenholts Project No. 23-452 Company Engineered Products Project Name Everett Clinic Address 9800 40th Ave S. Address 17212 51st Ave NE Warehouse 110 City Seattle City Arlington Contractor Permit No. 5302 INSPECTION TYPE(S) STRUCTURE(S) / LOCATION(S) Proprietary Anchors- Mechanical Warehouse pallet racks Weather Temperature(°F) Start Time End Time DRAWINGS/ DOCUMENTS REFERENCED Sheet 1 INSPECTION OBSERVATION / REMARKS Verified installation of Hilti KBTZ 2 anchors 1/2"/5.5"with 3.25"embed torqued to 50 ft Ibs, all installed per ESR 4266. Items inspected are in conformance with approved plans,specifications, and jurisdictional requirements Inspectors Name Report Date Reviewers Signature Reviewed By Reviewed Date Inspectors Signature Michael Trow 07/21/2023 Teajalam (TJ) Gounden 07/25/2023 i 07A5CO21-65D3-4CD6-9B3F-6F08375A4E64 DAILY FIELD REPORT Inspection Date 07/21/2023 <i AAR TESTING AND INSPECTION, INC. 7126 180th Ave NE, Suite C101 Report Number Redmond, WA 98052 MPT072123A 425-881-5812 PHOTOS i i ■t~ r� f Inspectors Name Report Date Reviewers Signature Reviewed By Reviewed Date Inspectors Signature Michael Trow 07/21/2023 Teajalam (TJ) Gounden 07/25/2023 i ENV i 7 07A5CO21-65D3-4CD6-9B3F-6F08375A4E64 Permit#: 5302 Permit Date: 04/14/23 Permit Type: COMMERCIAL ALTERATION Project Name: Everett Clinic Applicant Name: Engineered Products Applicant Address: 9800 40th Ave S. Applicant, City, State, Zip: Seattle Contact: James Keenholts Phone: 206-854-1345 Email:jeenholts@eppape.com Scope of Work: Installation of pallet racking Valuation: 49525.96 Square Feet: 8925 Number of Stories: 1 Construction Type: 113 Occupancy Group: S-2; Storage Low Hazard ID Code: CIC Permit Issued: 06/28/2023 Permit Expires: 12/26/2023 Form Permit Type: COMMERCIAL RACKING Status: COMPLETE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning SMARTCAP 17212 51 STAVE NE STE ARLINGTON 301 AP- 31052100400100 110 AIRPORT AIRPORT INDUSTRIAL/ INDUSTRIAL MANUFACTURING PARK QOZB,LLC Contractors Contractor Primary Contact Phone Address Contractor Type License License# Engineered Products,a Chris Lang 206-250-3913 9883 40th Avenue CONSTRUCTION UBI 602 684 203 Pape'Company S CONTRACTOR Engineered Products,a 9883 40th Avenue CONSTRUCTION Pape'Company Chris Lang 206-250-3913 S CONTRACTOR Labor&Industries ENGINPC931C0 Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 07/26/2023 C00.RACKING 07/27/2023 07/27/2023 BUILDING Approved Plan Reviews Date Review Type Description Assigned To Review Status 06/06/2023 COMMERCIAL Corrections Approved BUILDING Approved ALTERATION Fees Fee Description Notes Amount Enter 1 if permit is for:fire alarm,or fire Web Only-Fire System Plan Review sprinkler $200.00 Enter 1 if permit is for:accessory dwelling unit,accessory structure,commercial addition,commercial alteration, Web Only-Building Plan Review commercial building,commercial racking, $624.01 duplex,master sign program,multi-family, residential addition,residential alteration, residential single family,solar installation, spray booth installation.(Table 4-2) Credit Card Service $24.72 Processing/Technology $25.00 Building Permit Table 4-1 $960.02-$200.00(Credit $760.02 Fire Review Fee)=$760.02 State Surcharge-Commercial Commercial Only $25.00 Credit Card Service $24.30 Total $1,683.05 Attached Letters Date Letter Description 06/15/2023 Building Permit 04/14/2023 Web Form-Building Application Payments Date Paid By Description Payment Type Accepted By Amount 04/14/2023 XBP Conf: $824.01 142288819 04/14/2023 142288819 Ameresia Lawlis $24.72 05/01/2023 XBP Conf: $810.02 143679264 05/01/2023 143679264 Ameresia Lawlis $24.30 Outstanding Balance $0.00 Notes Date Note Created By: 06/06/2023 Received hard copy of revised plans Kristin Foster 05/15/2023 Sent review comments to applicant Raelynn Jones 04/17/2023 Emailed applicant for hard copies Raelynn Jones Uploaded Files Date File Name 07/27/2023 16325620-20230727 BLD5302 SpecialInspectionReport.pdf 07/27/2023 16325562-20230727 BLD5302 SpecialInspectionReport.pdf 06/28/2023 15918369-20230628 BLD5302 IssuedPermit.pdf 04/17/2023 15069209-20230417 BLD5302 CoverPage.pdf 04/17/2023 15069210-20230417 BLD5302 FireSuppression Map.pdf 04/17/2023 15069211-20230417 BLD5302 Racking Elevations.pdf 04/17/2023 15069212-20230417 BLD5302 Site Plan.pdf 04/17/2023 15069213-20230417 BLD5302 Structurals.pdf 04/17/2023 15069214-20230417 BLD5302 TI Application.pdf