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U) W � t c o .Cr � c z N LLocnc7Cc yam, c C i ui ❑ ❑ ❑ ❑ ❑ OW. a o 0 30E � t'' ° a ,0 cr LL V� N (1) o p Z J Z c o• � � LU 0 `t O ~ �' � � 9 f o c > (� Oc V c� M l o O V O Z j ✓��r p,�� pQ � J c a) J a o Q OtO UL O La� d U - mLLU- 20 b ' ❑ O ❑ ❑ ` � a ❑ ❑ ❑ O ❑ ❑ rl c C1-1FY OF= PIRK_ INOlFON CONO-rRUC-rION 1=-1—=RM1 -r F=IaRM ]LlF NO~ 00-- 4-0 CA Z3 Owner: EMERAL� INDUS7AIAL 19117 63RD AVE AgLliVGTON 98223 Value of Work: 1,250, 000.00 Tax ID: 15310540120108 Phone: 36W-403-3040 Describe Work: COWSTRUCl- PRE-ENGINEERED STEEL BUILDING Proposed Use: WAREHOUSE / L16H7 FABRICATION Legal Description: Job Address: 19117 63RD AVE Contractor's Name Type Address License# ALL WEST CONST GEN 424 N FRUIlLAND ALLWECI06309 THREE RIVERS MECH MEC 7103 W CLEARWATER THREERM031LS �� J P E R M I T �� F E E S Equipment and Fixtures Nomber Fee Total Char0 --- _--�'----' - - -_- - . PLUMBING FIXTURES 20 $10.010 $200.00 y S 0 B T 8 T A L... ~.. $200.00 TOTALS Fee Permit Fee $6,521.25 Fixture $200.00 Off Site Fee $2,642.50 Plan Fee $4, 238.81 Park Mitigation $5,525. 00 Plumb Permit $25.NN State fee $4. 50 TOTAL FEE. ' ' . . . . . ' . ' ' ' ' . $19, 157.ft l HEREBY 5:;4;-7 H I HAVE READ AND i�II�ED THIS APPLICATION AND PAYMENTB.. . . . .. . .. .... . . .. $3,645.69jol TOTAL DUE. . . . . . . . . . . . . .. . $15,511.37 DATE RECEIPT # ' . y ~ ~ �� r ' AL I - 17 - �r� �1_I ■ i ■IJ �� ram■ - ■ till - 1 tr ■ ■� 1.5 1 - 11 1■1 Itia III dr I� 1 ■ . -J *• ■ L; ■ i- I 1 - r 1 i � , ■� 1 ■ �■ I .� = on ■nI■ ■ I Is r ■ I I AIL 1 1 1 'H - � 1- I 1 • 1 1 - y - 11 I E C I T1 OF f4RL I hIGTON CON0YF;tUCT I ON PERM I T P'E RM I T NO- e Owner: EMERALD INDUSTRIAL 19 117 63RD AVE ARLINGTON 98223 Value of Work: $82, 790.00 Tax ID: 15310540120108 Phone: 360-403-3040 Describe Work: SPRINKLER SYSTEM Proposed Use: SPRINKLER SYSTEM Legal Description: Job Address: 19117 63RD AVE Contractor's Name Type Address License# INLAND FIRE PROTECTION SPR 1100 AHTANUM RD INLANFP161ML TOTALS Fee Permit Fee $874.75 Plan Fee $568.59 State fee $4.50 ,v SIGNATURE• TOTAL FEE.... . ..... . ...... $1,447.84 I HEREBY C THAT I HAVE READ AND EXAMIN IS APPLICATION AND PAYMENTS.... ..... ......... $0.0 KNOW THE SAME TO BE TRUE AND COR- RECT ALL PROVISIONS OF LAWS AND TOTAL DUE.... . ....... ... . . $1,447.84 ORDINANCES GOVERNINb THIS TYPE OF WORK WILL BE COMP rD WITH WHETHER DATE/�.I6-66 RECEIPT # % SPECIFY -I 01 0I. R L G OFFIC L \ j r _ 711 _ L a rybM �r4e ,1 zars� �� SAY! k ' aY$na:3 _ low I.L _ l �Y 3W _WT rTr I I '- 41 1 ' L +] ioY = n{1 - 21 ATi- Taut L jWj�rlyiuR !8 .SAa,: . i . .. . . . �. at. T { /'xl 157- City of Arlington Building Dept PUBLIC WORKS DEPARTMENT CHECKLIST ; PERMIT # L4 Q DATE ACCOUNT # NAME: -- ADDRESS: ' ` LEGAL: BUILDING USE: # 6XBUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Eadsting Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: -3-6 BACKWATER VALVE: SEWER REQUIRED: Off site On site CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site 1 PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NO Buildlfomuhcck � r I I I� II� momm wool IMMM -t id - ■ ME NO ■ ME NO 1 ()F /�M", J�� ,�� F� �� [UN guff.u �� |Y�/u- 0F �OK6��D�/|7Y 0r` �PK�ENT / 2�8N. 0|ympic. Adin�nn. V0* -7v22J [] �ksne (206) 4�75'0724 (206) 435-3986 TO RE: VVE ARE SENDING YOU O Attached O Under separate cover via thefollowing items: O Shop drawings O Prints O Plans O Samples O Specifications O Copy ofletter O Change order O COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED aa checked below: O For approval O Approved as submitted O Resubmit-copies for approval O For your use O Approved as noted O Submit---__----copies for distribution O As requested O Returned for corrections O Return--_-----correotod prints | » | ovimwand comment El/ " / / O FORBIDS DUE 19 O PRINTS RETURNED AFTER LOAN TOUS � ' REMARKS COPY TO ��mnm"*'�mns«'«��ps�Post-Consumer SIGN FIR sty of Arlington Building Dept ` / ,NT HFf ui r�cum ., Pf"T# — ''1 O I/J DATE: — 00 NAB: MORESS: /V LE GAL: /S. , /l <'� (I l f 01S Bi1V.DING USE: _ ll)iQ�Effp(J$ _/fA �Z/C TjD�f OCCUPANCY CLASSIFICATION: PF.R /6 R E F H 2 3121 2M RSU 2 3 4 5 12 TYPE OF CONSTRUCTION llIlV, V F.R. ONE-HOUR N ONE-HOUR N H.T. ONE-HOUR N Item inspected&completed Site Plan; Approved Denied Signature & Date: Access Requirements: Required: Fire lane: f Sprinkler system: jL, f N1 T/1411/--� I Alarm system: ' fox Box: Fire extinquishers: n tz1 VED HYdraiit: MAY 18 20 -- — on # of hydrants required: clrYOFARLrNGroN Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Signafure Date: Build\form\fdchecklist _ i- _ - i _ - ♦-� T - �- it T i I � ir City of Arlington Building Del PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT #_L 1L�`7 (i� DATE 49— 9 ~ 00 ACCOUNT # NAME: ADDRESS: LEGAL: 153I BUILDING USE: # BUILDING UNITS: �� sP� U� 'S TOTAL ERU IGN UNITS: _. Item is inspected and complete Existing Required SIGNATURE: Date.:v' i• - WATER METER REQUIRED: HEALTH DEPT: APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site C//_YOF 2000 On site g'?Wg� O�y CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site, STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NO Buildlfonnsl check - - 1 I ' I I f ■ _ �� I I_ 1 ' 11 - - - 1 r� f1 I 1 ��_ti � Im y I 11 y TT _I r l 1 T 1 1 z>`■ILL 1 11'- .J—/ III LIU r _ ■ _ 1 - I 1 1 I LrU111t or1 ■1► .' L - ■ { j mIl ` t- 1� ■-01 1 1 ■11 ■ 1111 1 . 1 1 - - - - J-1 J II 1 ■II 111 1 1 _I I I I � '1 I _I , ;I 1 1 I � III I 1 .• I _I1 _ I I 1 1 1 1 1 I I I � 1 Tr 11 I r _� 1 1 ■ I _ 1 V IN G r CitY o rf Alington MEMORANDUM Water Quality TO: Emerald Industri / Inland Fire Protection FROM: Karen Latimer, Water Quality Specialist DATE: May 10, 2000 SUBJ: Cross Connection Control Requirements Building Permit#00-4064, 19117 63rd Ave NE I have completed my review of the documents submitted with building permit#00-4064. The items listed below must be completed before the Water Department will give approval for occupancy. 1. The 4" Febco 870V (N-Configuration) Double Check Valve Assembly shown on the plans appears on the Department of Health list of backflow prevention assemblies approved for installation in Washington State, and is hereby approved for installation as shown in the drawings. Provide the minimum clearances shown on the cut sheet to allow adequate space for testing and maintenance. 2. After the DCVA has been installed it must be tested by a Washington State certified Backflow Assembly Tester, at the owner's expense, then be inspected by me. Provide a copy of the test report prior to calling for inspection; minimum 24 hour inspection notice required. 3. New water main construction must be completed in accordance with City of Arlington regulations (attached). I can be contacted at 360.403.3505 if you have any questions. 238 North Olympic Ave. . Arlington, WA 98223 V New Water :Main Constriction 1. Backflow prevention requirements shall be completed prior to beginning construction. See attached procedure. 2. Purity test must be completed prior to conducting pressure test. 3 Pump will not be hooked up to hydrant service or blow-off assembly until city water inspector is present. 4. Barrels used to pump out of must be new or used only for this purpose (inspector's discretion). 5. 200 psi must be maintained for'15 minutes. 6. Pressure will be bled off after testing. 7. Flush once more after pressure testing is complete. Blocking: Call for inspection before pouring. Call for inspection after pouring. V Backflow Prevention Requirements for New Water Main Constnictioll 1. Install State approved Double Check Valve Assembly (DCVA) in location specified by City water inspector. a. Call City water department before installing DCVA to verify it appears on the state approved list. b. DCVA shall be installed in a temporary vault or other suitable configuration so no portion of the DCVA is covered with dirt or other material. C. Plugs shall be placed in all test cocks (4). 2. Contractor shall have DCVA tested by a State approved Backflow Assembly Tester. A copy of the test report must be submitted to the City water department for review and approval, prior to calling for inspection. 3. Call for inspection of the DCVA (after test report has been submitted). 24 hours minimum notice required. 4. The DCVA shall not be removed from service without approval of the City water inspector. 5. During the hydrostatic pressure test, the DCVA shall be removed, unless sterilization and satisfactory bacteriological sampling has been achieved. _,, - r 1N G T°L City of Arlington �. o skINC' CERTIFIED BACKFLOW ASSEMBLY TESTERS Roger Summy Ron King Advance Testing & Service A-BAT Backflow Assembly Testing & PO Box 1485 Service Everett, WA 98206 PO Box 2374 Phone: 425.337.4175 Everett, WA 98203 Pager: 425.339.8998 Phone: 425.334.6423 Pager: 425.886.3260 Lewis Young Michael Patten AACRA Backflow Assembly Testing & Angela McGlinchey Service ORCA Backflow Testing and PMB A-11 621 SR9 NE Management Services Lake Stevens, WA 98258 PO Box 41 Phone: 425.334.4507 Buckley, WA 98321 Pager: 425.438.5316 Phone: 253.863.7001 238 North Olympic Ave. . Arlington, WA 98223 T � I CITY OF ARLINGTON CONSTRUCTION PERMIT - —' w COMBINATION ❑ BIJILOING ❑ MECFIANICAL ❑ rLL)MRING ❑ SIGN PERMIT NO. WNI R MAI1,AI)DRI Ct I;Iiv /1 rl (m 11✓�►-� A� Lu,tIPL�X U-—j - Hi r? G A JIr r,�. �l�i�l>1C�a 31-0 -+b g-' 3 o 4-n ARC)II ILC1 OR OF F SIGN.R MAIL ADDRF SS (I IY I1P r)IONE tom' Gi e i c L� SLl s%,vls 21 b if I G (��I„�5l)I�s1 0� `�7e71 ��-`t 2-1-18$4 GENERAL CON I RAC TOR MAIL ADDRESS I CIIY LIP r)IONE ALLu)Ce;&C NS M Au �S5'_r A,,r((�LTIo 1� 14c 4;t`� tJ . Az' 17L..ab eF-Ail V-e- IT53J. C'01-$4p;2591 0L3O'j LC1IIANICAL CON IRAC TOR MAIL ADDRESS CITY 711, PIIONE LICENSE/ EIS P ( -OTU--LTlQLI PLUMRING CON I RA(:1'y�R MAIL ADDRFSS CITY 111' PHONE LICENSE/ �f �jqif, lrc41AAIe.Ai, 3 LA). z de `TQ33,6• 50--735'.S3 L 3 CLASS Of WORK QgNI.W ❑AVOI7ION ❑ALTERATION ❑REPAIR ❑DEMOLIiinN ❑RIJILI)IN(; RELOCATION M VAI.VAI ION Or WORK CC z I. � , 250, adv LL) OLSCRIRE WORK 3 `fIbk�L- In � �g- bJS raurOSl q U 1 OI nUl UINc' I HEREBY CERTIFY THAT I LAVE READ AND EXAMINED THIS APPLICA w �eg !r L 14T' TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI L1.(..tl ul S( a Ir 1 IUN( ruorl RTY 15)K»vN RF LUw uR Al 1 A(,n)oUa corn tl SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WOR' LOI RLOCK . Of WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT. TH a GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TC w 1 5 3 1 a S 4o ( Z b 1 d $ VIOI.ATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE O' TAX 10 NUM53ER FROM PROPFnTY TAX STATEMENT LOCAL LAW J CONSTRUCTION OF THE PERFORMANCE 0 a CONS I I f F IT EXPIRES 1 YEAR FROM DATE OF ISSUANCE IGN UR OF O R AVT1fORIZED AGENT DATE 0 IOR AODRLtS t 191l7 (01'1'I c it IJAiI ONLY) P1.UMiIINO MUCIIANICAL NO. Tyra OP FIXTURE I'lln ='s PIXTURRS NO. TYPE Or EQUIPMENT Pill] X's PIXTURES ATER CLOSer(TOILnf) NIR CONE.UNI7S-II.P. PA. Lgdp.list- IATIITUD UPRICIMATION UNITS-ILF.RA. lgd .Ip 1*'• JIVATORY(WASI I DASIN) _ 701LDRS-II.P.ILA. !qdp.list' HIOWPA )AS PIRED A.C.UNTTS-TONNAGE DA. !9dp.11st" (ITCIION SINK dt DISrOSAL 'ORCED AIR SYS"S-D.T.U. MLA _ )ISIIWASIIILR WALL IInATURS-D.T.U. M _ AUNDRY TRAY JNIT HEATERS-D.T.U. M _ JLO'nIUS WASHER 3VArORATIVECOOL.fl(S NATDR I IILAT LR MOTI I IS DR Y TIM JRINAL ✓EMItATLON PAN _ RINKINO FOUNTAIN _ ViNOL IIOOD COMMERCIAL 'I.00R DRAIN %IR IIANDLING UNIT- CPM VACUUM ERnAKERS TOVE LOOP DRAINS-RAINUADL'RS qErrAL PIREPLACEdt CIIIMNEY IINK(.1URVIC13-EAR.LTl_'C_.) NATUR IIMATPA lAS PIPING '(up to S-33.00,addnl. S.75 _ ' uumard Ilst must be prevIded SUBTOTAL D SUB TOTAL I'MMIT FINWIT TOTAL Pnn i TOTAL PEE Sit)l YAItDtI,Il1ACK SIRt.l.It11RACK RI,ARVARDSETRAC 1 1 ECG NCIiECKrEE �-J E[EIPr N (J51 /ONJ I.OI ARIA VACANT SITE ❑YFS ONO "1,. PEES L..J VALUATION FEE I VPE Of CONS (X:(.IJPANCY GROUP NO.Of OWE.LL ING LINI r S rLAN CTIECKING VO SILI.OI RLD(,. NO.Of SIOR11.5 MAX OCC.LOAD RU'LOING ) PI.UMRING IIRF 5rRINK1.ERSRE7UlRF.0 M- I-I un I MECt 1ANICAL �_ ■ �� - �� - - - - - I � r • City of Arlington Building Dep 'PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # [ `��Q G�� DATE ,�� 9 — 00 ACCOUNT # NAME: ADDRESS: p� cl LEGAL: 15310511_0120_16 BUILDING USE: # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Eidsting Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NO Build\forms\u-check 1 ■ I I 1 Ay ■ , � 1 1_ 1 + LI,' � �.I •u •'fir -lip T h 1l I L'i t �•,' I I f i 3� `� _ L. 7■ 1.• 1 1 1 I � I ' ,1 � 1 1 1 1 ■ • ' J 1 I _ � - 1 nu '1 ■ . I I 1 1r' � I' J - J � - 1 1 1 ' 1 I r. �1 1 •. 1 I I 1!�'1 j City of Arlington Building Dept'-) FIRE DEPARTMENT CHECKLIN f PERMIT # ® DATE: NAME: ADDRESS: /l�� >r. /V�i LEGAL: BUILDING USE: llJi4f�E/*OC1SC/I�/�1�'t'�/C%f`MA) OCCUPANCY CLASSIFICATION:_�W:L",1111.�yEIX/- —�—/� � A B E F H 1 2 12.1131 4 1 1 2 1 3 1 2 1 1 2 1 3 1 4 5 1 6 7 I M R S U L1.LL1.2 1 2 1 3 1 1 1 3 1 1 2 3 4 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE-HOUR N ONE-HOUR N H.T. ONE-HOUR N Item inspected&completed Signature & Date: Site Plan: Approved Denied Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers: Hydrant: # of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Date: Signature Build\form\fdchecklist �1� �� T ram '• I�ZiJl�il� ',� IN AIANSN IN I I` IN MI IIIrl4 IS 1VU a 1 1 ' ■ f u I +, I JMI I t 11 I 11nr 1 WA6. L IIr■1 114C _11.1 1 1 To T I 1 I I mm1 ■1 013.1l Rti I meq i oo n �■l i ' ■4117T— ■ ■� i I _ I ' - - 1 ■ 1 ■ ■ 1r11 11 R % Zr_ ' IN i Project/Applicant FimP�►A� 1V Date: Receipt# ocrc`� © BARS# DESCRIPTION AMOUNT L7 i Public Works 405.388.10.10.00 Water Tap-In(General) $2150 0 i 405.388.10.10.00 Water Tap-in(Gleneagle) $950 406.388.10.10.00 Sewer Tap-ln(General) $2500 406.388.10.10.00 Sewer Tap-ln (Gleneagle) $1775 N 401.343.80.00.00 Water Connection(Meter) $500 ' 401.000.001.343.50.02 Side Sewer Permit $125 � o 002.322.40.00 Right-of-way Permit 002.322.90.01 Miscellaneous Permit 002.343.19.00.00 2'/2% Plan Review Q 002.389.00.10 Deposit 60o on ;! Cr` 401.389.00.10 Hydrant Permit o } c� _T 401.389.00.10 Bulk Water $20.25 00 002.389.00.01.00 Standards $25.00 O Planning r. 001.345.89.02 Land Use Permit Processing u. 001.389.00.04 Direct Deposit J 001.341.50.01 Maps&Publications J g Building W �p 7 001.322.10.00 Building Z un 001.345.83.00 Plan Check Fee 03 V Z � N 0 ;Y 001.386.00.01 St. Bldg.Code Fee J O LU a Miscellaneous Q V Lu 3 Q ru 001.341.60.00 Copy Fees Q a o 1� -a 107.002.344.85.00 Trip Generation Mitigation 0 Z z 107.003.345.85.00 Parks Mitigation $' W Z P r Q N 1 107.003.345.85.02 County Parks Mitigation O 107.006.345.85.00 Arlington School Mitigation Ln 107.006.345.85.00.01 Lakewood School Mitigation H O� 00$ O 103.343.83.00.00 Surface Water System Dev.fee W azM O J M �G C W V Irz K cl o Total Receipts $ 17 Ul Cc W x 0 Q O¢ 0 CA..%sherrlupstairs bar codes SM U.E_o LL va��. Vw V„ nuevs a nncwrVo i -lei rl- — �l-�scsa.sa , +s. J �• I � ' I I 1 i., �16 -dam PLAN REVIEW APPLICATION CWA CONSULTANTS 22421 NE 20" Street Redmond, WA 98053 Phone (425) 836 2833 Fax (425) 836 3707 JURISDICTION INFORMATION 1. Location: 1 2. Permit Number: LA Q G,13 3. Code Official Name: c c - 4 Address: Z_� O1 . 4 n C ZZj 5. Phone (-j _Fax( �C( 1 6. Alternate Contact Person: Phone: ( ) Fax( ) PROJECT INFORMATION 1. Name of Project: E 2. Address: Please review plans under th following edit" n of the Uniform Building Code: ( 94 Edition 997 Edition (V) her: (please specify) t'��l ��Full Review (1 Structural Only Non-Structural Only 3. Please alsview plans ; compliance with the following codes: Edition: U.M.C( ) Energy( ) _U.P.C( )_N.E.C( ) Other( ) Specify 4. Enclosed are: X 1 copy structural calculations 1 set of plan X 1 copy energy calculations 1 copy specificationsVoll&2 1 copy soil report 1 set 5. Soil Bearing Capacity: z' 5(50 6. Seismic Zone No.: 7. Basic Wind Speed: 8. Wind Exposure 9. Frost Line: 10. Ground/Roof Snow Load: 11. Valuation: Comments: Code Official's Signature: Date: PROJECT CONTACT INF RMAT/ON loptionail 1. Contact Person: 2. Address: 3. Phone: ( ) Fax ( ) 4. Copy of review comments to contact person: yes no 11111 ___ I 1, � 1 ,, � � 11 1 1 Y . I 1 I I r 1 ,� � �' _ y. CITY OF ARLINGTON CONSTRUCTION PERMIT COMBINATION ❑ BUILDING ❑ MECHANICAL ❑ PLUMBING ❑ SIGN PERMIT NO. I WNI N MAIL ADORLSS City VIP PIIONI. L L, tql i 0A A L.A lc-ba ARC)IIIF.CT OR DESIGNER MAIL ADDRESS CITY ZIP PPIONE 5 31-A-s /0�=jsasxs eF,4, 97671 46D--120`1844 GENERALCONI RAC TOR ' MAIL ADDRESS CITY lip PnoNE AULLOF - � � � � C NSEI A Lc) e5� vrj, we— zl2� G� `V4, C0958LI? 01"'o MLCIIANICAL CONTRACTOR MAIL ADDRESS CITY lip PHONE LICENSE F PLUMBINGkjR MAIL ADDRESS CITY ZIP PIIONE LICENSE if NI>l f T+ l�f�s &c .r, ,e-(U �la3 !�. C°�r.Z �L K!��III�Ic� `r`1336 5a9-7.-r.337/-rt4, c�,�o�IL 3 CLASS OF WORK o N(.W ❑ADDITION ❑ALTERATION ❑ REPAIR ❑DEMOLITION ❑BUILDING RELOCATION QVALUAI ION Of WORK z I I1-av W DI,SCRIeE WORK 3 DJ. I / �C.ia`fIbZuj I' fAL ��>�-�►IL�e,f£ � l��l �G CID PROPOSI D IUE Of RUI DINE �b'lT L Y' t c„1,-� � I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA w �e�i TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI- z LI.(,AL UE 4 RIP I ION of PROPS R i Y(51K)wN RELOW OR AT T A(.11 FOUR COPY S) SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORV J LOI RLOCK Dr WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT.THE a GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TC w CJ 3 S �kv 12 1 D VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OF F � 6 I b `� w LOCAL LAW CONSTRUCTION OF THE PERFORMANCE OF a TAX 10 NUMBER FROM PROPERTY TAX STATEMENT CONS I PER IT EXPIRES 1 YEAR FROM DATE OF ISSUANCE. IGN UR OF N O R AUTHORIZED AGENT DATE 0 108AUDRL�S �J -T X 5 (OFI'I(_fS OSfl ONLY) PLUMnINO M13CIIANICAL NO. TYPE,OF PIXTUR13 PER :s PIXTURES NO. TYPO Of EOUIPMUNT Pan i FIXTURES HATER CLOSET TOILET SIR CONE,.UNITS-ILF. EA. 3 ti .list' ]ATIITUB LITRIOERATION UNITS-II.P.R& I d .lit- -AVATORY ASH BASIN ]OILERS-II.P.IIA. s d .Ilst•' MOWER 3AS FIRED A.C.UNITS-TONNA09PA. 194P.lit" CITCIIEN SINK&DISPOSAL IORCED AIR SYSTEMS-D.T.U. MEA 1IS11WAS11ER HALL IIEATERS-B.T.U. M _ UNDRY TRAY )NIT IIRATERS-D.T.U. M 'LO'ITIES WASIIPR IVAPORATIVECOOLPRS VATER HEATER MOTTIIIS DRYERS 1RINAL _ ✓ENTILAT10N PAN _ )RINKINO FOUNTAIN LANG1111000 COMMERCIAL _ 'LOOK DRAIN OUR HANDLING UNIT- CPM _ VACUUM BREAKERS Move LOOP DRAINS-RAINLEADERS NOTAL FIREPLACE CHIMNEY INK SVRVICI;-BAR.I'IX:.) VATE,R IIEATER TAS PIPING '(up to S-33.00,sddnl. S.75 ' "EQulpmelt list must Tx provided SUB TOTAL SUB TOTAL Pmmm PERMIT TOTAL PER TOTAL FEE SIUL YARD SI:IkAC.K STRELISIIRACK REAR YARDSE78ACI I [7t7a'C17ELICAUM6ER / PLAN CNECKFF.E LJ E �r0y� RECEIPT NO USF /ONI LOI AREA VACANT SITE I v ❑YES ❑NOD EES 0'VALUATION FEE I Y+'E OE CONS OCCUPANCY GROUP NO,OF DWELLING UNITS PLAN CHECKING'JG StlE Ot RED(. NO,Of STORIES MAX.000.I.OAD BU'LDING s PLUMBING f IRE SPRINKLERS REQUIRED ❑YES ❑NO MECHANICAL 1 CITY OF ARLINGTON CONSTRUCTION PERMIT COMBINATION ❑ BUILDING ❑ MECHANICAL ❑ PLUMBING ❑ SIGN PERMIT NO. Cl 103 1 WNI R MAIL ADORLSS (,II r !I► PIIONF. 0l L-> l s.�D�s A Nt Aix u-Z. 1`41 r1 65jn�A d • 3'-o-- b�-n ARCI1IIF,CT OR UESSIGNER MAIL AOURFSS CITY /1P PlIONE T 1G 1 1 C 21 da rJ. G I f l G L(t�mn�15 J IZ s1 E� 9 7d71 2-1--1$44- GENERAL CON I RAC TOR MAIL ADIIRESS CITY 11P PIIONE A � (.IC NSE F 6L- Tq334- Ca�'S8��5q1 aC3o9 'MECHANICAL CONTRACTOR MAIL AOURESS (:ITY llr PIIONE LICENSE IF PLUMBINGCONIRACI R MAIL ADDRESS CITY 21r PIIONE LICENSE N111�ZI) &4.k�Ic,wL 7la3 !sJ c°L .Zaa- f�bl�v� lc � 99336 5DR-`7 ra37/-r,�x- �,nos►L 3 CLASS Or WORK CC)g N(W ❑AUDITION ❑ALTERATION ❑REPAIR ❑DEMOLITION ❑BUILDING RELOCATION QVALUATION OFWORK z I 250 �d v W ULSCRIBE WORK 3 DSL ILI m PROPUSI 0 U F OF BUT UIN I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA w (e L L G ►-ri wl TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI JLLG.\L Ut tl RIP I ION(If ruOrF.R 1 r(gnOWN RF.LOw OR At 1 ALIT FOUR COPIES) SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORE -j LOT BLOCK • or WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT. THI a GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TC hw- 53 1 D S 4c ( Z 6 I b $ VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE Of J TAX TO NUMBER FROM PROPERTY TAX STATEMENT LOCAL LAW CONSTRUCTION OF THE PERFORMANCE O CL CONST i . PER IT EXPIRES 1 YEAR FROM DATE OF ISSUANCE - O IGN UR Of N O R AUTHORIZED AGENT DATE C) IOB A110RLSS t (q 117 G39a dog ,.I�• GTa a S -G�—� USB ONLY) PLUMBING MECHANICAL NO. TYPE OP PWILIRE PEE :'-PIXTURPS NO. TYPE OF EOUIPMPNT 1112E x'r PIXTUIRES WATER CLOSET TOILET \IR COND.UNITS—II.P. EA. Wit."It— A711TUB IFFIX1013RATION UNP15—II.P.EA to .lit— _ 1\VATORY(WASII BASIN _ !OILERS—ILP.[LA. ? ul .lit' I R 3AS PIRED A.C.UNrrS—TONNAGE EA. Tui .Ila—N SINK&DISPOSAL 'ORCED AIR SYSTEMS—B.T.U. MEA SIIRR WALL I11LATERS—B.T.U. MRY TRAY JNrr IIEATERS—DT.U. M ES WASHER 3VAPORATIVECOOLERS WATER IIRAT13R 'LOTIIHS DRYERS RINAL _ ✓MITTILATION PAN )RINKING FOUNTAIN LANOE HOOD COMMERCIAL rLOOR DRAIN SIR HANDLING UNrr— CPM ✓ACUUM BREAKERS ITOVE LOOP DRAINS—RAINLEADERS NETAL PIREPLACE!CHIMNEY -INK SERVICE—BAR.SM.) WATER IIPATER TAS PIPING *(up to S-33.00.oddnl. 5.75 ul merit list mutt be provided SUB TOTAL i SUB TOTAL I rPAMIT i PERMIT TOTAL.PER, 1 TOTAL PER SIUI. Y.\RUSLIIIACK SfRELI SLIBACK RE AR YARD SETBAC I ' C7t7a•C►TELt<NUMBER E �� PLAN CHECK FEE v �� t-11 (Aw RECEIPT NO. USF /UNI LOT ARFA VACANT SITE ❑YES ❑NO EES ow VALUATION FEE IYPE OF CONS OCCUPANCY GROUP NO.OF DWELLING UNITS PLAN CHECKING VG BU'LOING ! SIZE Of BE[)(,. NO Of SIORILS MAX.000.LOAD PLUMBING f IRE SrRINKLF RS REQUIRED . � ^1��Y�Y IMF -_ _- -__rw-.-..wlw____w w__+----- �-_7-------------------- ---�_---__--w------- BEAM AItALYZER var• 3 1 ------------------- • ------ ------------------- -----------------------------wl 3-3-01 :cjoct NaMS: EMERALD INDUSTRIAL PARK loot., pLOOR PLAN Sam Location; ABOVE OFFICE -_ -------------------^----rw_�.-_--�_-T---- ' VI' W 180 (Plf) 1v vv v v 1 �J 9 (ft) _------------- _-r_------•• ----____ _-- - �!'-- 1 1 -------------- ---r----_ 1 1 1 (lbs) (lbs) r = 810 _r $1Q-------------r--------------------------------------------------------- oadinq: length (ft) : 9-00 Oni Ad w(plf) : i80.00 Allow Defl(is:) : 0.45 •-----'-- --' -----------rw------------------------r--------_----_--_-_----_r-l-__.. seam statics: Lumber Grade: Beam xeaction (lbs) : 8 1 D.F.0-Repetitive ,aft 810.00 Allow Shear StrefiB: 93 (Psi) tight Beam Reaction (lbs) : Allow Sending stress: 1450 (psi) 4azimum Sbear(lbs): 810.00(ft.lbs) : 1922.50 Nod o= Elastic. 1700000 (Psi) 4aaimum Moment ------------------ taquired: wea(in.2) ; 12.79 section Mod(in.3) : 15.08 RECEIVED I-value(1n.4) : 34.73 -r-_-----------------.r----------------rrw.--r------_r-_------ APR 3 2001 C!I OF ARL.INGTON TA -d Av g g�5 N!)IS3Q GaXW 93s,1NI Wd St';ZO Toez—Z9-add C� .� 1 I � � '; � �� City of Arlington Building Dept PUBLIC WORKS DEPARTMENT CHECKLIST # DATES' ACCOUNT # NAME: f "DRESS: �7 112 � ( � � LEGAL: BUILDING USE: 1 C�iL� -�' _ J�Zf # OF BUILDING UNITS: I TOTAL ERU DESIGN UNITS: Item is inspected and complete Eidsting Required SIGN URE: Date 02 �o�-r•m�e.rs 1 WATER METER REQUIRED: ✓ C J�� -' !�' HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: V GARBAGE CONTAINER PAD: ✓ CROSS-CONNECTION CONTROL: _ B,kCKWATER VALVE: SEWER REQUIRED: Off site SEWER On site ✓ c� -(�, -� 1 CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NOL� - 3 -ol - -.f� E.•ash�/ tH H. 12 U ' V I .I I I ■ 1y I I ■ I ap V� L - L - - - - - - - - _ r _. - _ --•- J - - r 1 ■ I ■ - moor- - I 71 ,0 FROM : TRR%Y III ENTERPRIZES PHONE NO. : 425+469S294 i Mar. 15 2001 07:51AM P1 J J Tray P.0.Sm 2691 MICHAEL J- GALE Woodinvile,WA.M072 M*XV:ns-sso-qen AND ASSOCIATES Faw 425..469.M4 Fwc TOM BARBARA NOBLE Nrmn Jim Tracy Fax: 30BA36-39M Woos MWCh 15,2001 Phone: 380-435.0724 Pages: 1 Ron EMERALD INDUSTRIAL CENTER CC: 0 Urvont ®For R*YWM ©Ptoas®Coftwim tt ❑moos R*Oy 0 Plwaao Roa'y*iJo -comnients: RE 19117 B3RD AVE NE—ARL INOTON,WA JOB NO 0O40B4 I have Inspactsd the atomale sprinkler%WAms in both buildings. 1. The piping is okay. 2. The hydra test was dW. Corrections needed: A, The alarm monitoring equipment for the eMnIW r/stems is not in@Wed yet. The delay may be the insteMon of two phone fines. (They said OW they ward to oet a temporary oodupr3noy of two tenants. I would not reoorrmend this urd at least tie on site aiwm equipmert has been Installed an the sonidst'syswv and tested by rne.) B. I also observed that the hot water tanks are InsmNed an top of the redroorn oWlinge. There doesn't appew to be any earinquake bracing on thews. pill. ■ -i! "M 1 { X61 r■■1� �� 1! �r ri ■ - ■ ii r - r � � � ■� -I -An — W""fir , - yam � � �. _� ■ • - !r r 1 .-M 1 M..■— so 1 ■ -w =I I RAN sti _ - L- - -1 ■ - - — - - _ San _ 1L --LI I 5 r w; I CITY OF ARLINGTON WF R & SEWER DEPARTMENT APPLIC LION Application is hereby made by the undersigned property owner for all water and sewer services required or used for any purpose at: Service Address: 19117 63rd Avenue NE ; ✓ \a`~ iJ Lot Number: Plat Name: f " 1 Property Tax Number: in or near Arlington, Washington, for which I agree to pay in advance and in accordance with existing ordinances and regulations of the City, the following estimated charges, the exact charges will be determined and payable immediately upon completion of the installation. Building Permit # N/A allows for 1 ERUs. Water Tap-In Charge $ 0.00 Water Service Connection Charge (Metering Charge) 5/8" $ 0.00 Sewer Tap-In Charge $ 2,500.00 Side Sewer Permit(s) $ 125.00 Street Repairs $ 0.00 Fire Hydrant Installation $ 0.00 Other $ 0.00 Total $ 2, 625. 00 Special Conditions: Sewer only, water is existing. 1 ERU for 5,000 Sr warehouse. I further agree that all rates and charges for water and sewer service to the above property shall be paid in accordance with existing ordinances and regulations of the City, or any such ordinances and regulations passed hereafter. I hereby authorize the following tenant, Emerald Industrial to have all accounts for water kept in his name under Account No. with the understanding that water bills mailed to said tenant shall not relieve the property from liability for water charges incurred. I understand that the City will use all reasonable effort to maintain uninterrupted service, but reserves the right to shut off the water at any time without notice for repairs, extensions, non-payment of rates or any other reason and assumes no liability for any damage as a result of interruption of service from any cause whatsoever. 3er lication Number: 2721 Address: !c%l/ 7 (03 `✓' tJ :C10 /1lLe- 9�Zz3 M.T.C. Materials TestingConsulting,& Inc.lnc. Report#F 8702 FIELD REPORT Materials Testing & Consulting, Inc. FILE NO.: E Misc. 777 Chrysler Drive DATE: November 7, 2000 Burlington, WA 98233 Phone: (360) 755-1990 PROJECT: Emerald Industrial Park Fax: (360) 755-1980 ADDRESS: 19117 631 Ave. NW CITY: Arlington,WA. CLIENT: Five Star Construction _ ENGINEER: ATTN: _Terry Cooley ARCHITECT: ADDRESS: 16316 66"Ave. NW CONTRACTOR: Five Star Construction Stanwood, WA. 98292 PERMIT NO.: BLD 00-4063 Time: PM Temp: Arrived at the job site for the purpose of visually inspecting the torqueing of the A325 Bolts, which were torqued at the following values: 600 foot pounds for the 7/8", 330 foot pounds for the 3/" and 250 foot pounds for the 5/8" bolts. Both building 1 and Building 2 were completed and accepted as required per codes and plans that pertain to this Project. REPORTED BY: Jim Lucerne, WABO Inspector REVIEWED BY: Niall Hackett, Technical Director DISTRIBUTION: original: Five Star Construction cc:City of Arlington cc: cc: cc: cc: All resulls apply only to aelual localions mid materials Ieslcd As a muluad prolex;timt to clients,the publie and ourselves,all repons arc submillcd as the confidential pmpcny orcliatls,mid aulhorizalion for publication ofslalemenls,wnclusions or extracis l'mm or regarding our reports is reserved pending our written approval 1710 Midway Court ? Centralia,Wa.98531 ? Phone(360)330-7926 ? Fax(360)330-7946 Rev 10/00 w M C Materials (..sting & 0 5- Consulti ng, Inc. LIP@T-@gT 1 I logo Report#F 8316 FIELD REPORT Materials Testing & Consulting, Inc. FILE NO.: 000809 777 Chrysler Drive, Suite A DATE: October 30, 2000 Burlington, WA 98233 Phone: (360) 755-1990 CLIENT: ACS Industries, Inc. Fax: (360) 755-1980 PROJECT: ACS Office Building ADDRESS: 19602 60"Ave. CITY: Arlington,WA. CLIENT: ACS Industries, Inc. ENGINEER: ADDRESS: 2151 Mogadore Road ARCHITECT: Kent, Ohio 44240-0810 CONTRACTOR: Sierra Wright Attn: Bob Willoughby PERMIT NO.: Time: Temp: MTC was on site for welding inspection. All work was done from approved drawings and in compliance with all applicable codes. All welding was done by WABO certified welder Bob Tangedahl 74 65712 TAN exp. 01 Jan 01- SMAW. Areas inspected include all web stiffeners in vertical beam columns, where jib crane attachment points are located. All work has been satisfactorily completed. Inspected By: Russell Jones, Field Inspector Reviewed By: Niall P. Hackett,Technical Director DISTRIBUTION: ORIGINAL: Client COPIES: City of Arlington ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND MTC REPRODUCTION EXCEPT IN FULL WITHOUT THE WRITTEN CONSENT OF MTC IS STRICTLY FORBIDDEN 777 Chrysler Drive, Suite A • Burlington, WA 98233 • (360) 755-1990 • Fax 755-1980 814 Lakeway Drive, #161 • Bellingham, WA 98226 • (360) 647-6061 �; ►, �. _ i ' V I I Sent byIaLLWEST CONSTRUCTION Aug-03-00 10131am from 5095024903i360 435 3906 rage 1 ABC .A, L WEST CONSTRUCTION INC. ALLWEC106309 (509)582.2597**FAX(509)582.4003 OR 424 N.FR,UITLAND KENNEWICK,WA 99336 Cr0 FAN THAN$MLSIS Ta:� •� t� '�So+•� Co11ANv: L� <L-cA) c7,+c/ FAX NO: NUMBER OF PAGES W/COVER 4 FROM: AAA � DATE: " 3 TIME: / Signature and Return Tr).- Review and Comment-Return To: (J For Your[nformadon Onh,r [ As Requested.- See Below.- None: Please contact ..y`,A—ILL— for questipn9 at(50.9)582-2597 J,d tional Comments 424 IV F mirland Kennewkk, WA. 99336 PHONE: (509)502-2597 FAX: (509) 5824903 � 4 u l{ 1 f �� 1 D{ � K _ e � i� Sent by'ALLWEST CONSTRUCTION Aug-03-00 16,31am from 5095824903*360 435 3906 rage 2/ 4 Comae si;d ALL WEST CONSTRUCTION, INC. Industrial AMA Inc Residential 1 T ALLWEGID&VO August 3,2000 City of Arlington All West Construction Inc. Building Department 424 N. Fruitland St. 238 North Olympic Ave. Kennewick,W.A. 99336 Arlington, WA 98223 Ph; (509)582-2597 (360)435-0724 Fax: (509) 582-4903 Atten- David Auderson The following transmittal is with regards and clarifications per our phone conversation August 2,2000 items to be addressed. Build Classification; Item 01: Building classification to be Fl/B for offices. Note: Emerald Industrial anticipates the proposed usage to be light manufacturing and/or business related offices with warehouse capabilities, Example: Electrical Contractor with office and warehouse space. Cabinet Shop with office and workstations. Building type is steel, rigid frame with office and restroom locations identified on the submitted drawings. Future office areas identified on the drawings will receive the thickened footings as submitted in the foundation drawings. Item#2: As per our phone conversation the appropriate set back have been met and this ite ni is not applicable. Item 93: Hazardous material lists. This should not be applicable to permitting, As we discussed, tenant occupancy attd licensing dictate constraints and be addressed at the time of leasing with the Builduig Department and Fire Marshal, Therefore at my request I would appreciate this item to be waived at this time. Item#4: Through-penetrations. Sub-contractors will submit the applicable fire stops/fire blocks material to be used prior to or at the time of inspection. It i3 understood.that an F rating equivalent to the wsa.l and or walls penetrated will be satisfied, 752Q.$Wpjoy Road,Suite 1A,Everett,Washington 98205 • (208)334.9296 • FAX(206)334.3163 606 N.Gum Stivet,Kennewick,Washington 99338 a (509)582.2097 0 rax(509)W2-5513 T f Sent bjIALLWEST CONSTRUCTIOH sue-03-00 10'32am from 5095+249034362 435 3906 page 3,1 4 Item#5: Attached you will find the specified insulation with, the flame spread rating and smoke density specifications. Mechanical Sections AWC Inc.requests a deferred submittal at this time. Tenants shall bear the responsibility and submit a separate permit. 1995 Washington State Residentfal Ener¢y Code: Each building shall receive the specified insulation as submitted with the energy calculation package. Insulation tbickness as well as values is addressed for, the walls and roof as per the calculations. In addition to the above items C K Engineering will provide the Building Department a transmittal addressing the foundation details. As per the drawings submitted this foundation design is for Seismic Ill, Wind Exposure 80,Class"B". Note: The foundation design is as per the structural drawings submitted. Under Loading luformation fNont page of structural drawings please be advised, Wind Load 80 MPH Exp. "C'. Shos.ild additional information be required other than discussed August 2, 2000 please contact myself at(509)727-2000 cell or(509)582-2597 office, as soon as possible. ThaA yi�u for taking the time to discuss these items and your immediate response would be greatly,appreciated, ea. tt Profecfs Administrator Sent. btiIALLWEST CONSTRUCTION Aug-03-00 10133am from 5095824903->36e 435 3906 Page 4-' 4 ons: J-100 Vinyl Produat SPOCINC&O .,I. "V. Towt MOU16d A$Tm.D-1 0109 Qr&m@iMPC ASTM Tsar Sitslni;M Light Reflectivity 949b AGTU-"23-. Water VAW TwIft"lan I'a U.S. P#w Mim ASTM-IE46 MothM'A' IJI,CWPOBft 04"fiftflgn UL 9WW 01w I UL 723 Ow"ki"t's' "U" MMwwwtMw wo TV" TRW* "or fft OF4 IN ew sium am immute uninewmed rrwylelei NNsleMirl Actual pail tlt+.l %MOWN on Ir 00 k"— W1 PWUF4'V P004"U"I. ,16 A; .16 14 A let .10 .10 .07 .01 1 .05 Team it O"n%'C0(M00'$C*1'DtL*d ,Not&D" %comm6ridea$0103fleations: Fgvod ft0#464 blanket in@Wjajjon, u rnanufaolUrO by J T,4ohnson COMPAVY, MINS11 C4 OdOr-fres lkrj(j snail not pmyljo autwanag far vermin,rQdent%of OMS. It AnSil 1646 WrNthk With 4 de"nXity-09 ft.per Cut*i00-Adth fihafi to jrjOWC "Fl"Y81L11F f6f the root shall In "f6f the will$ 0A"K,V&"Of—, The fibel'9111111111i bl#MK#1 Stlipill i2o f"o on*Stile only With a -00J2Vinyl VAPall bonier having(I 4")(2.1-)tisigs).441or of the jacinq 069 be wNto. of tic np,20991-1 SM fitIrgUiS!1lRf--ke1 anbll M"An vr4trwtert�Jb atorlesi Flame spr"d RsUng Of 23 V iris,SMICke de'VIFIOW 60 vf Wo. Tasting M6010414 011611 00n(OIrr W UL W OF 467M.E:-84. > jjjj#d tgUt OW trio purAns AMd pica Tme jrwjs�on shah be P is bslore jt%"hjN the met and wall panels.The YAPW WrQl 0-All Nt;*j*w&fd&the Jnt*fiW of the b,-'Ud1n0-IWA Or 1110 Shed be 8""lV d"Ord6i'"with standard Mcepled ort,00"to MA11M- t*ir,*Q0rjjMuOU#viper baly4r. j,T.johngon C.Qrv)oany Mak.ea no warrantlbs,e)r,;y*"ad or;Frpl;ed,including Warranties Of M?CMLnl&W111Y and Mna&S for a pisdtoulaf wDow voitm respect to Vw Mwfiai of Its use of Wgrmaric*since irmliallabon of tha materials and admeMniv of use are beyond Qur control, JT Job=on COMPaUY (263)872-4100 Fax(20)971-4103 U WOT!c.T 130OZ ZQ '5rvd Z070 US! �f.Z t 'ON 0,10Hti NOSNHO.F If WOM.� Z e6ed NOTIOMISNOO 133MIIV ' 601.V ZLE EW WO-1i wdq():�4 ()O-Z@-BnV PSA10308 r i ;, i 1 � ' I � ■ � � • f al ALL NEST CONSTRUCTION, INC. c�tl st�a� Inc. Residential T ALLWECI06309 RECEIVE® August 3, 2000 AUG - 4E 2000 City of Arlington Clnr OFARLINGTON All West Construction Inc. Building Department 424 N. Fruitland St. 238 North Olympic Ave. Kennewick,WA. 99336 Arlington, WA 98223 Ph: (509) 582-2597 (360)435-0724 Fax: (509) 582-4903 Atten: David Anderson The following transmittal is with regards and clarifications per our phone conversation August 2, 2000 items to be addressed. Building Classification: Item#1: Building classification to be F1/B for offices. Note: Emerald Industrial anticipates the proposed usage to be light manufacturing and/or business related offices with warehouse capabilities. Example: Electrical Contractor with office and warehouse space. Cabinet Shop with office and workstations. Building type is steel, rigid frame with office and restroom locations identified on the submitted drawings. Future office areas identified on the drawings will receive the thickened footings as submitted in the foundation drawings. Item #2: As per our phone conversation the appropriate set back have been met and this item is not applicable. Item #3: Hazardous material lists. This should not be applicable to permitting. As we discussed, tenant occupancy and licensing dictate constraints and be addressed at the time of leasing with the Building Department and Fire Marshal. Therefore at my request I would appreciate this item to be waived at this time. Item #4: Through-penetrations. Sub-contractors will submit the applicable fire stops/fire blocks material to be used prior to or at the time of inspection. It is understood that an F rating equivalent to the wall and or walls penetrated will be satisfied. 7520 Skipley Road,Suite 1 A, Everett,Washington 98205 • (206)334-9296 605 N. Gum Street, Kennewick,Washington 99336 0 (509)582-2597 9 Fax(509)582 86r1's--I u''S 1 • � I • • I _ I , I • _ • • _I 1 I fib I • I L = • 1 ' • 1 1 I I I•� • — I I 4 1 • , I I . • • I •, i I l T • — I �, .. I I =;:�. I '� �' �:�!•.^ • l.ti� •'J1 _!�l Il;.' :I�t` �t11 11t �R�+. r,[4�. '•,r.• �-n -��t, ��_ �• 11 R — t• F . ••I li _ Y • 111 ..b�+.�•..�?!�•. ••�1',�.��• l AvC• t J • • - Ill l��• _ y 'r •r��.l. • • I I • I • I I Item#5: Attached you will find the specified insulation with the flame spread rating and smoke density specifications. Mechanical Section: AWC Inc. requests a deferred submittal at this time. Tenants shall bear the responsibility and submit a separate permit. 1995 Washington State Residential Energy Code: Each building shall receive the specified insulation as submitted with the energy calculation package. Insulation thickness as well as values is addressed for the walls and roof as per the calculations. In addition to the above items C K Engineering will provide the Building Department a transmittal addressing the foundation details. As per the drawings submitted this foundation design is for Seismic 111, Wind Exposure 80, Class `B". Note: The foundation design is as per the structural drawings submitted. Under Loading Information front page of structural drawings please be advised, Wind Load 80 MPH Exp. "C". Should additional information be required other than discussed August 2, 2000 please contact myself at(509) 727-2000 cell or(509) 582-2597 office, as soon as possible. Thank you for taking the time to discuss these items and your immediate response would be greatly appreciated. Sincer 1y, i �Sa el colt Projects Administrator y? - � • '.f' r�f�g ,•�<:, :�; i ±�•�^ ?'�� lie �� J "t Product Specifications: J-100 Vinyl '`.. . >., . ' ;:• t, Al. 1 : • '"':tom %" I Facing Properties Property Values Test Method ':{. `�i D-1790 Workability Temperature 320 F ASTM• n* •a, Tear Strength 60/100 drams/MFC ASTM•D-689 Y`� Light Reflectivity 90% ASTM-C-523 Water Vapor Transmission 1.0 U.S. perms max. ASTM-E-96 Method 'A' U.L. Composite Classification UL 25/50 Class 1 UL 723 Overall Heat Transmission Coeffielents: "U" j M2nufacturerY data for MPMAMMA tat va>ues- using Standing SeOm Type uncompresw Insulatwn Insulation compresaoid lnsulileon compfewoo Roof withM Roof Fasteners Insulation Theorem ThYprg over gift and purlins ever gift and puraani UninaWeted lnsulaled thiekMae Actual local deal fasteners an 124 c4Atwi fasteners one,canter PurUn4''U" Purling"U" ?'•Ra 0,31 e•4 14 .17 t9 •19 .12 3'•Ft10 0.31 2.68 ,10 .12 .1S .12 '10 4'•Rill 0.31 12.90 .07 .12 .14 '10 .09 6,•R19 0.31 19.00 .05 .10 .10 .07 OS ' Faced with UL-rated whit*vinyl. '*Tested in Owens-Cofninp's Calibrated"Hot Box". Rectxnmended Speclfioatlone: Faced fiberglass blanket insulation, as manufactured by J. T. Johnson Company, shall be odor-free and shall not provide ausionance for vermin,rodents or insects. It shall be furnished with a density.06 lbs.per cubio foot.Width shall be inches. "R" value for the roof shall be and for the walls an "R" value of The fiberglass blanket shall be faced one side only with a.0032 Vinyl vapor barrier having(1-3")(2.3^)tab(s).Color of the acing shall be white. •The COfip53ifon ilbiuii&I of lacrg,adhes,v;a.r,N tlbernyaa_ blanket shall have an Underwriters'Laboratories Flame Spread ' Rating of 25 or less, smoke developed 50 or less. Testing methods shall conform to UL 723 or ASTM-E-84, The Insulation shall be pulled taut over the purlins and gins before attaching the roof and wall panels.The vapor barrier shill face towards the interior of the building.Tabs or tab shall be&salad in accordance with standard accepted practices to main• tain a continuous vapor barrier, I T.Johnson Company makes no warranties,expressed or Implied,Including warranties of merchantability and fitness for a particular purpose,with respect to the material or Its use or performance since installation of the materials and conditions of use are beyond our control. JT Johnson Company 7820 S. 200th St. Kent,WA 98032 (253)872-4100 r ' Fax(253)672-41OZ r I^ K, Zd WdhT:ZT OOOZ ZO 'End £OTtT Z48 £SZ 'ON 3NOHd ANtidW00 NOSNHOI' lr WOad Z abed NOI ondiSN00 1S3MIIV F COIV ZL8 C5Z wo.l} wd80:Z1 00—Z0-5nV paA18088 ENGINEERING, INC. 1721 Hewitt Avenue IN Suite 401 ■ Everett, Washington 98201 ■ (425) 252-2826 ■ fax: 252-9551 , August 8, 2000 Cliff Strong, Planning Manager City, of Arlington , 238 N. Olympic Arlington, WA 98223 Re- Thomas Brothers Minor Land Use Permit Application Submittal Dear Cliff. Please add the attached letter to the submittal package and use in review of the Minor Land Use Permit Application. The letter is written confirmation from Curt Hecla in regards to the joint access and utility easements. If you have any questions please call,thank you. Sincerely, Higa Engineering, Inc. Andrea Henault AUG - 8 2000 CITY OF ARLINGTON - AUG-03-2000 12:40 360403839 P.01 -. A nc- 9�zz3 A-TT� •' A�'Di�-E'� �E�J,4�t-T- acC Yvvw 47`2. 'ILG4 27� Zodo Gc/ f44c- MA 1X-- OMo2 A fi4W 4 61t4G;, r5 wl r14 IA1 Sr-! cz.6�O o N D L//AO �4-Bd✓�� /1 �� 0-19 IAI .Q V77kT� 1�`�C` "t Ae-"5S vc//L yd v(L. r4-Bv VC �� GP Tf1Tl11 M P21 r 1;4 City of Arlinbton Building Department ,SO FAX Cover Sheet Date: r o Number of pages to follow: 3 Response needed As requested FYI -_ TO: 'S AM Se -n T!r low FIRM: FAX #: FROM: RE: He it • q6 Additional Comments: 238 N Olympic Ave Arlington WA 98223 Ph. (360) 435-0724 FAX (360) 435-3906 ,. y i c n !` .. �L �Wi e ♦ �/ ♦ .{ . n ..� r � f �" � ��.'� ' ,tea i � • 1 i yy *o .� r. r. .�{q� a CITY OF ARLINGTON Building DeparrnzeW June 21, 2000 Emerald Industrial -Curt Hecla Emerald Industrial Complex 19117 63`d Ave NE Arlington, Washington 98223 RE: Building Permit#00-4063 Emerald Industrial - Phase H 1997 Uniform Building Codes Office Building Occupancy—B Type V-N Stories: 1 Seismic Zone: 3 Wind Speed: 80 mph Exposure B Dear Mr.Hecla: We have completed our review of the Emerald Industrial Building. The plans have been reviewed for compliance to the 1997 Uniform Building Code, 1997 Uniform Mechanical Code and the Washington State Accessibility. The following comments should be addressed on six revised sets of drawings and resubmitted with a cover letter showing where each item has been addressed on the drawings. 1. Information should be provided in order to classify the building. The use,building type, occupancy, floor area, type of construction and justification of building area should be indicated on the plans. 2. The exterior walls require construction and protection of openings according to Table 5-A. A site plan should be provided indicating the dimensions to the property line so that we can review the wall construction and opening protection requirements. Section 503.2.1 3. A list of hazardous materials should be provided for occupancy determination of the different areas. The list and quantities should be formatted to directly correlate to Tables 3-D and 3-E(not MSDS sheets). Section 307.1.6 4. Details should be provided for protection of all the through-penetrations and membrane penetrations of all fire resistive wall assemblies(if any). Section 710. These should be listed assemblies with an F rating equivalent to the wall penetrated. 5. It should be specified on the plans that the facing of the insulation that is exposed to the interior should have a maximum flame spread rating of 25 and a smoke density not to exceed 450. Section 707.3 MECHANICAL 1. No mechanical plans were submitted. This should be submitted as a separate permit. 1995 WASHINGTON STATE RESIDENTIAL ENERGY CODE(WAC 51) 1. At the least,the buildings must be assumed to be at least semi-heated per Section 1301. Therefore, details should be provided showing that the roof complies with the insulation requirements of Section 1310.2 bui1d\1etters\emera14063 238 N. Olympic Ave. - Arlington, WA 98223 - (360) 435-0724 - FAX (360) 435-3906 1998 WASHINGTON STA1h REGULATIONS FOR BARRIER-FREL DESIGN 1. The site plan should show an accessible route of travel from the public way to the accessible entrances. Section 1103.2.2 2. The number of accessible parking spaces should be provided. Sections 1107.1.1, 1107.1.5, Table 11-F 3. One accessible parking space is required. It should be van-accessible,per Table 11-F. Section 1107.1.1 4. Van-accessible parking spaces should be 8' wide,with adjacent 8' wide access aisles (which may be shared with an adjoining space). Section 1107.2.2 5. Each accessible parking space should be shown as having a sign 3'-5' high centered at the head of the space and bearing the words, "State Disabled Parking Permit Required". Section 1107.3 6. A curb cut ramp should be shown from the accessible parking access aisles to the sidewalk,unless details are provided showing that the sidewalk is at the same level as the parking spaces. 7. The slope of all ramps should be shown on the plans (1:12 maximum). Section 1106.8.2 8. Door thresholds should be shown as no higher than %". The edges should be beveled at 1 vertical : 2 horizontal, with a maximum edge height of Sections 1106.10.4, 1106.6 STRUCTURAL 1. The plans should clearly indicate who the Engineer of Record is. The engineer of record should be responsible for reviewing and coordinating all of the submittal documents including the metal building. You should obtain a letter from the engineer indicating that they have reviewed the metal building design and that the plans are in conformance with the structural provisions of the 1997 UBC. 2. All deferred submittals should be listed on the plans. Section 106.3.4.2 3. The foundation plan submitted is not for this project. The plans should be upgraded to a Seismic Zone 3 and the location revised. 4. Some of the building calculations indicate that a Zone 2B was used in the calculations while other sheets indicate a Zone 3. This should be clarified. 5. The plans provided indicate that the area above the restrooms is to be used as a storage area with a 125 psf live load. The thickened footing shown on the "Cross section @ entry&restrooms"should be indicated on the foundation plan. 6. What is Permacon?? Where is this being used? An ICBO Evaluation Report should be submitted. 7. Concrete details should be provided for the concrete/masonry wall 8. A copy of the soil report needs to be provided. The engineer has used a soil bearing pressure of 1500 psf. This should be verified. 9. All lateral ties should be provided with 135-degree hooks with 6d returns METAL BUILDING 1. For the wall and roof purlins how is the compression flange laterally restrained to resist the upward or outward forces since there is no interior wall or roof finish? 2. A sample hand calculation should be provided for the rigid frame connections both at the column and the center point. The center to center spacing used for the calculations should be indicated on the plans. The basis for the design of the rigid frame haunch and center rafter splice should be provided. 3. The engineer's calculations indicate that there are two X braces at Lines 1, 3, 5, 7 and 9. The plans show only one X brace per line. 4. The footings beneath the columns of the X brace should be provided with rebar at top and bottom. The plans should be clarified. 5. Collector elements and their connections, should have the strength to resist the load combinations specified in Section 1612.4(Em). Section 1633.2.6. Drag struts and their connections should be justified. The drag strut should be continuous the entire length of the building. 6. How are the drag forces transferred to the x-brace frames? There does not appear to be any direct attachment of the strut to the frame itself. 7. The size and rated capacity of the eye-bolt used for connecting the cable braces to the columns should be indicated. How far from the top and bottom of the columns are the connections made? Stiffener plates should be provided where attachment is made directly to the web member. 8. Data should be submitted to justify the connection between the cable end and the eye-bolt. 9. Calculations should be provided for the rod bracing at the roof including all connection details with the appropriate weld. The rod bracing for the roof shown on sheet 15 indicates that this was designed for the 94 UBC and a Zone 2A. This should be clarified. bui1d\1etters\emera14063 10. The bolted connections should have the strength to resist S2o times the strength level seismic force. Section 2213.6 11. The tension only bracing members should have the strength to resist n,,times the strength level seismic force. Section 2213.5.1 12. The columns of the moment-resisting frames should have the strength to resist the load combinations specified in Section 2213.5.1 13. The sidewall purlins should be designed for the wind suction for the full span between columns or provided with intermediate lateral bracing of the compression flange. If you have any questions please give me a call at 435-0724. Sincerely, .a,,!u.�✓�itN�rli✓� David W. Anderson Building Official DWA/rs bui1d\1etters\emera14063 11 ; City of A'linn gt o n J Buildinb Department 0 FAX Cover Sheet Date: y� I �� dumber of pages to follow: Response needed As requested FYI TO: E) �) b 1)1� \1 -� S - FIRM: .MQZR-u D FAX #: FROM: RE: Ou 1 Additional Comments: 238 N Olympic Ave Arlington. WA 98223 Ph. (360) 4354724 FAX(360) 435-3906 F A I � _+ 1. 1.• I L ��cr �� Gs,,i� G �,�C r�� frr� �b� /ivc6m�l�� ,-� �� I I I ec i i �_i .� ~__ � , .y � ARLINGTON AIRPORT TEL : 1-360-435-1012 Aug 30 '99 8 : 32 No .001 P .01 014 11 --NIc.IPA,, AIRPORT 18204 59TH DRIVE N.E. A RLWOTON, WA 98223 4&0 3.p 79 99 FAX TRAM Q�CIN , SMITTAL SHEET rn,J DATE: .�}'v � c7 TO:_ o,�� FIRM: FAX NUMMER: FROM: RE: Ci+1 er• �d r 1 r c v c s� ' . NUMBER OF PAGES TO FOLLOW: If you experience problems receiving this FAX, or if you do not receive the number of copies indicated, please call our office at (360) 435-8554. ADDITIONAL coNg ms; C.-i r-1 C ! 74 /1, 74 FAXED BY: DATE: TIME: 360 435-8554 • FAx 360 435-1012 ARLINGTON AIRPORT TEL : 1-360-435-1012 Aug 30 ,99 8 : 32 No . 001 P . 02 Q Notice of Proposed A nautical Study Number �{ "rod: ,o,;;,`;", ,,,",a„;, Construction or Alteratio 2' 1 1. Nature of Proposal _ _ 2. lets Descriptlon of Structure A.Type B.Class C Work SC'ladule Gates ass describe,on a separate sheet of paper it necessary, [aNew Construction I ❑Permanent eeginra,g the proposed construction or aNsrat!on. ❑Alteration * Temporary(Duration months) End - A. For proposals involving transnrtting stations,include effective radiated power(ERP)and assigned frequency of *If Alteration,prcwoe prev,ous FAA Aeronautical Study Number,if available all proposed or modified transmitters on the structure.(if 9A. Name,address,and telephone number of Indlvldual,company corporation etc proposing the not known,give frequency band and maximum ERP). construction or alteration. (Number,Street,City,State,and Zip Code} B. For proposals involving overhead wire,transmission lines, ,-/• r/• etc.,include the size and the configuration of the wires and it, / I their supporYmg structures. C. For all proposals,include site orientation,dimensions,and construction materials of the proposed or altered structure. D.Optional—Describe the type of obstruction marking and ( ) lighting system desired for your structure The FAA will Area Code Telephone Number _ recommend appropriate marking and lighting for the 3B. Name,address and telephone number of proponents representative,if different than 3A.above. structure In accordance with the standards of Advisory Circular AC 70j7460-1.An FAA marking and lighting :h_�• f v r _ recommendation will reflect the minimum acceptable level of conepicuity necessary to warn pilot of the prasence of an object.However,the FAA,under Certain '/ r ,• ! j circumstances,will nct object to the use of a system(such a6 a medium intensi,,y flashing white light system or a dual lighting system}other than the recommended standard Area Code Telephone Number 4. Location Of Structure S. Height and Elevation (!onearestrooii A.Coordinates(ilk owril y of�secondtfiB.Nearest City or Town C 14eare t pubs,C or military airport, A,Elevation of site above mean Latautle aMd Stale trot port, 1lighlpark or seaplane base sea level �, J � • __ _ ,;' J °ice Longitude 0 ,i- (1)•D)eta ce to4e it;I C•'stance from structure to nearest? B.Height of structure including as point of nearest runway appurtenances and lighting above U -' ` _ ground or water. .) ' 4D, Source of coordinate inlormatlon �'• , L- ` for item 4A.above. 12i Direction 10 48 12) U-reCllon horn:.lructure to airport C.Overall height above mean sea level ❑USGS 7.5' Otnpr ouac Chart []Survey ❑Specify J� ! (A«B} Indicate the relsrems datum of the coordinates,0 known. 4E.Describe•on a separate sheet of paper tt>e locator of the site with respect to highways,streets,airports, ❑NAD 27 N other prominent terrain features,exr�;llng slruclure5 etc.Attach a copy of a U.S.Geological Survey quadrangle map 7.5 ❑ AD63 ❑specify minute series(or oquiviaentl ,,)owlny the cvisbucUOn site.It available,attach a copy of a documented site survey with the surveyor's rertd-ati FAILURE TO PROVIDE ALL REQUESTED INFORMATION MAY DELAY PROCESSING OF YOUR NOTICE Notice is required by Part 77 of the Federal Av awn Regulations(14 C,F R Pan 77)pure;-e ce, 1 n• the Fedefe!Av:alion Act o(1968,as amended(49 U.S.C.app.§1501).Persons who knowingly and willfully violate the htotrce requirements of part 77 are sub;ect to a civil pe : ?1 ;'r', ;.','the notice is recewed,pursuant to Se:Goo 901(a)of the Federal Aviatron Act of 1958.as amended(49 U.S.C.app c 1471(a)]as well as the fine lerirnrnal penaltyl of not r,.rs,offense and not mo'e than$2.000 rnr subsequent offenses,pursuant to Section 902(a)of the Federal Avalon Act of 1958,as amended 149 U.S.C.app y 1472(a)i I HEREBY CERTIFY that all of the above statements made by inn are true complete,and correct to the best of my knowledge.In addition,I agree to obstruction mark and/or light the structure In accordance with established marking dr lighting standards as necessary. Dag Typed w Printed Name and Tile of Persor Filing Notico Signature FOR FAA USE ONLY "AA wdi etlh9r return this oym or issue a separate acknowledgement The Proposal: Supplemental Nolic•P cf Constructioi FAA Form 7460-2,is required anytime the projecl is abandoned,or ❑Does not require a notice to FAA. ❑At lu£sd=c"o.r,;atom Phe..s art of corslruction 14 to not blrt11fe0 start obstruction under arty standard of FAR.Par,77, ❑Wits ! ;ays a-e.r ire.r r strLICBQn reaches its greatest height Subpart C,and would not be a hazard to vvigetion _- unless 'this deta!r•rlA;e'.pip ray iir _-_- ❑trs'denhiied as an obstruction under the standards of FAR,Part 77, (a)extender; r.;v sed co ter••,r'a en t"y the issusing office, Subpart C,but would nol!w a haza,d to navigation (b)the c:r rr.;cr>x' S>un er .;:v<kcensirg authority of the Fadera'Communications Cornm sslon(FOCI and an app'icalon for s'Fade to the FCC on or b"s the'eoove expiration date.In such cases We determinaton ❑Should be obstruction❑marked❑lighted per FM expuaa o'•the cl irL crescrir'Ed by the FCC Ior completion of construction,or on the date the FCC denies the application. NOTE:Requec.to'yxier•s a-of me artec'•ive period of this determination must be postmarked or delivered to the issuing office Advisi Circular 7017460.1,Chapters at least 15 days or or to toe sxp rayon date, ❑Obetruelbn marking and lighting are not nwa nary. If IN structure is s,,biec:fa the !cz^s nc authotity of the FCC,a copy of this determination will be sent to that agency Reelarkl any r , CI r I eM 83 Cordinatesewfoo(n fine,FM) Latitude Longitude tgwd I^ / r Signature / Dale FAA Form 7160.1 o-93) Do Not#10MOVe Cartons . iNUS Aff Eastern Washington EP North 901 Monroe Suite 340 n4suanNcE Spokane,WA 99201 (509)326-2244 CHANGE RIDER (509)325-4462 FAX TO: STATE OF WA.,D.O.L.I. PO BOX 44450 OLYMPIA,WA 98504 To be attached to and form a part of: Type of Bond: CONTRACTORS LICENSE BONDS:ULTRA PREFERRED PREMIUM:GENERAL__ Bond Number: 640546 Executed by: ALL WEST CONSTRUCTION,INC. as Principal, and by Contractors Bonding and Insurance Company as Surety, In favor of: STATE OF WA.,D.O.L.I. and dated: 31-AUG-95 In consideration of the premium charged for the attached bond,it is hereby agreed to change: EXPIRATION DATE From: 31-Aug-00 RECEIVED To: 12-Jul-00 MAY 0 8 2000 --- CITY OF ARLINGTOt�+ cz) - L4 0 (r The attached bond shall be subject to all its agreements,limitations and conditions except as herein expressly modified. This rider is effective: 26-Jul-99 Signed and Sealed 26-Jul-99 Principal: ALL WEST CONSTRUCTION,INC. y: ' %DING 6 i Sure4'Coactors Bonding and Insurance Company,c ..QoPPORgr�,;�9y4 91�/ SEAL BndRIDE.05-US081 595 oArnis\create\bf000056 05.02,95 acoR� CERTIFY „TE O� _IAWLA OATE(MMIDOnY) ter JUL 1499 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION MULVIHILL INSURANCE SERVICES ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 11 NORTH MORAIN HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR KENNEWICK WA 99336 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. PHONE: 509-783-8105 COMPANIES AFFORDING COVERAGE FAX: 509-735-3512 _ COMPANY - — A MUTUAL OF ENUMCLAW INSURANCE COMPANY INSURED COMPANY ALL WEST CONSTRUCTION,INC. B 424 N FRUITLAND COMPANY KENNEWICK WA 99336 C COMPANY — - D COVERAGES THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT. TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS- Lco POUCYEFFECTIVE POLICY EXPIRATION TR TYPE OF INSURANCE POLICY NUMBER I DATE(MWMDIYY) I DATE(MM+ODNY) LIMITS GENERAL LIABILITY PENDING I JUL 12 99 JUL 12 00 IGENERAL AGGREGATE S 1, 00 X COMMERCIAL GENERAL LIABILITY j !PRODUCTS-COMP/OP AGG. S 1,000,000 CLAIMS MADE X OCCUR FF�� PERSONAL&ADV INJURY I S `1,000,000 A X OWNER'S&CONTRACTOR'S PROT "r• FOR OUR EACH OCCURRENCE is 1,000,000 X STOP GAP FQRMATj N 1, FIRE DAMAGE(Any One Fire) IS 50,000 MED.EXP(Any One Person) is 10,000 :AUTOMOBILE LIABILITY I PENDING JUL 12 99 JUL 12 00 COMBINED SINGLE LIMIT S 1,000,000 X ANY AUTO ALL OWNED AUTOS BODILY INJURY A SCHEDULED AUTOS I ! (Per person) S -5 - - X HIRED AUTOS BODILY INJURY X NON-OWNED AUTOS { I(Per accident) - I i PROPERTY DAMAGE S i GARAGE LIABILITY i IAUTOONLY-EA ACCIDENT S ANY AUTO I II OTHER THAN AUTO ONLY: EACH ACCIDENT"S - - ( AGGREGATE EXCESS LIABILITY EACH OCCURRENCE S i UMBRELLA FORM IAGGREGATE S OTHER THAN UMBRELLA FORM i I S WORKERS COMPENSATION AND i VICSTATU oTH T`2 EMPLOYERS'LIABILITY EACH ACCIDENT $ THE PROPRIETOR/ INCL DISEASE-POLICY LIMIT S PARTNERS/EXECUTIVE OFFICERS ARE: EXCL iDISEASE-EACH EMPLOYEE is OTHER: i DESCRIPTION OF OPERATIONS/LOCATIONSNEHICLES/SPECIAL ITEMS REGISTRATION NUMBER: ALLWE106309 CERTIFICATE HOLDER :CANCELLATIONR- SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE DEPARTMENT OF LABOR&INDUSTRIES THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 10 CONTRACTORS REGISTRATION SECTION DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY PO BOX 44450 OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES OLYMPIA, WA 98504-4450 AUTHORIZED REPRESENTATIVE Attention: ACORD 25 qq 1/95"k i „ ,'Fi'I` r t I +E i ;C8 ficate#u: nn75 r :rana 'k�. h':i�• i . 'I(C L1 Z! �1:•.a ( ti .1� �. �.tx :.u-^.:;,•r i MASTER LICENSE SERVICE REGISTRATIONS AND LICENSES 2 STATE OF WASHINGTON ;r{ UNIFIED BUSINESS 'ID-'#"- 601 575 864 _ -. BUSINESS ID 001 EXPIRES 09-30-2000 z ORGANIZATION TYPE DOMESTIC PROFIT CORPORATION ALL WEST CONSTRUCTION INC. 7520 SKIPLEY RD EVERETT WA 98205 3 DOMESTIC PROFIT CORPORATION - - ? RENEWED BY AUTHORITY OF SECRETARY OF STATE LThebove entity has been issued the business registrations or licenses listed _ DEPARTMENT OF UCENSING,BUSINESS 6 PROFESSIONS DIVISION, P.O.BOX 9034 OLYMPIA;WA>8507 9034,(3fs0)B$4Y1400 nl of Uouming 0002158 AT ,;: I ' 1 • I i F:4 F I E-ANrl ; >1 ANrn U zco a•"�+ Q w woo` z.�-i I� Qa O r� a W L"l Cl)?Ln a f� 04 Zi Q W„ CE-1 cx OD f o W _ I Ix O ' - H � H Cl) Isl 3 0[4 e¢, aU U' � In; _� _ DR.MNAGE CALCULATIONS FOR TIC, o ARLINGTON', WASHI N4 G TON I f I NUkY 4,2000' RECEIVED MAY 0 8 2000 Prepared For: CITY OF ARLINGTON I ENrEx�r LD rNDUsTR1aL,INC. � _� � �� 19117 63R0 A�MNZJE N.E. ARLINGTON, WASHINGTON 98223 Prepared By: BRYANT O.MERCIL,F.E. 51 iF OVAL EXPIRES 8/27/2000 � E-NIGIi,EERItIG; IIJC., 1721 I-lewill Avoilue, Suile 401 Everett, VIA 98201 1425) 252-2526 lax: 25-9551 . - r � � -, • � TABLE OF CONTENTS Introduction:.....................................................................................................................................1 Summaryof Results:........................................................................................................................2 BasinSummaries: ............................................................................................................................4 Runoff Curve Number and Time of Concentration:.................. .....................................................6 Design Data—Water Quality Basin and Infiltration Trench:.........................................................10 DrainageArea Map:.......................................................................................................................15 Geotechnical Investigation Report:....................................................................................Appendix i r � , '� i F I r� INTRODUCTION The following report presents the design of a storm water infiltration system for the Phase II of the Emerald Industrial Center. The proposed development consists of the construction of two new warehouse buildings totaling 38,400 square feet with associated parking and loading areas. The 2.537-acre project site is located on the east side of 63rd Avenue N.E. 600 feet north of 188th Street N.E. in the City of Arlington. PRE DEVELOPED DRAINAGE CONDITIONS The project site is partially developed with a 5,550 square foot warehouse and associated gravel parking area. Ground cover on the remainder of the site consists of gravel and grassed areas. The site drains from east to west with flat slopes. The site is bordered on the north and east by existing warehouse facilities. A very shallow roadside ditch on the east side of 63rd Avenue N.E. drains southward. PROPOSED DRAINAGE CONDITIONS As shown on the grading and storm drainage plan, the existing warehouse building will remain. The gravel parking area in front of the existing building will be paved as part of this development. Runoff from the existing warehouse and parking area will drain to an existing infiltration trench, located in front of the building. As further shown on the grading and storm drainage plan, runoff from the parking and loading areas associated with the two new warehouse buildings will drain via sheet and shallow gutter flow, west to a water quality infiltration facility. The facility will consist of a shallow grassed area adjacent to 63rd Avenue N.E. Two feet of sandy loam will be placed in the bottom and sides of the basin. The limited infiltration rate of the sandy loam will provide water quality. Runoff from the parking and loading areas in excess of the 6-month water quality storm will overflow into catch basins located at each end of the water quality basin. Runoff from roof areas will be tight-lined directly to the catch basins, bypassing the water quality basin. Filtered water from the water quality basin, overflow through the catch basins, and runoff from the roof drain system will outfall to an infiltration trench located under the water quality basin. Detention storage will be provided in six rows of 8-inch perforated pipe set inside of a 30-foot wide, 70-foot long rock filled trench. The trench has been designed to infiltrate the runoff for design stonns up to and including the 100-year event. The boundary of the proposed drainage area tributary to the infiltration facility is delineated on the drainage area map at the end of this report. The "Waterworks" program with the Santa Barbara Unit Hydrograph (SBUH) Method and Type I rainfall distribution was used to design the proposed facility. 1 I SUMMARY OF RESULTS PROPOSED WATER QUALITY INFILTRATION BASIN Total Area of Project Site: .............................................................................................2.537 Acres Less Roof Area Not Tributary to Basin: ........................................................................ 0.882 Acres Less Landscape Area Not Tributary to Basin: ............................................................... 0.121 Acres Less Area Tributary to Ex. Infiltration Trench: .............................................................0.392 Acres Plus Offsite Area Tributary to Water Quality Basin:.....................................................0.062 Acres Plus Portion of 63rd Avenue N.E. Tributary to Water Quality Basin:...........................0.114 Acres Equals Total Area Tributary to Water Quality Basin:.................................................... 1.318 Acres WATER QUALITY (6-MONTH) STORM Peak Inflow to Water Quality Basin: ....................................................................................0.20 cfs ProposedRelease Rate:.........................................................................................................0.04 cfs Design Water Surface Elevation:............................................................................................141.39 Approximate Volume of Storage Provided: ........................................................................... 970 cf PROPOSED INFILTRATION TRENCH Total Area of Project Site: ................................. ...........................................................2.537 Acres Less Landscape Area Not Tributary to Trench:............................................................. 0.121 Acres Less Area Tributary to Ex. Infiltration Trench: ............................................................. 0.392 Acres Plus Offsite Area Tributary to Trench: ..........................................................................0.062 Acres Plus Portion of 63rd Avenue N.E. Tributary to Trench:................................................0.114 Acres Equals Total Area Tributary to Infiltration Trench:.......................................................2.200 Acres 100 YEAR STORM Peak Inflow to Infiltration Basin:.......................................................................................... 1.77 cfs ProposedRelease Rate:......................................................................................................... 1.24 cfs Design Water Surface Elevation:............................................................................................137.44 Approximate Volume of Storage Provided: ........................................................................ 1,800 cf 2 I I I HISTORY OF HYDROGRAPH ACTIVITY STORM ROUTINGS Date of Session: 5/5/00 9:18:23 am LPOOL 1 "WATER QUALITY STORM" B1-WQ B1-WQ STO-WQ DIS-WQ 1 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume WATER QUALITY STORM 0.00 0.20 STO-WQ DIS-WQ 141.39 0.04 1 969.89 cf LPOOL 2 11100 YEAR STORM" B1-DE100 B1-DE100 STO-1 DIS-1 2 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 100 YEAR STORM 0.00 1.77 STO-1 DIS-1 137.44 1.24 2 1799.86 cf 3 �• 9� I I BASIN SUMMARIES 4 BASIN,SUMMARIES DEVELOPED CONDITIONS BASIN SUMMARIES BASIN ID: B1-WQ NAME: BASIN 1-WATER QUALITY STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.32 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 1.21 inches AREA. . : 1.32 Acres 0.00 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 94 .00 0.00 TC. . . . : 6.58 min 0. 00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.20 cfs VOL: 0.07 Ac-ft TIME: 480 min BASIN ID: B1-DE100 NAME: BASIN 1-DEVELOPED 100 YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2.20 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 4 .00 inches AREA. . : 2.20 Acres 0.00 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 96.00 0.00 TC. . . . . 6.58 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.77 cfs VOL: 0. 65 Ac-ft TIME: 480 min 5 RUNOFF CURVE NUMBER TIME OF CONCENTRATION 6 � f 51 1 r .'�3•' r i ` �b � '� a,yr..,....�?rk -Y � �-.r r'; �r �. r: ''- .`� •"1;j _'4.r' :'''r f ti x -►t,� v ,••.ague t- Y� f,° .Yw�., �.v+ `-xt,•;��Y'X7Qµ 7 'i ♦ YY..T ff�•ll-- •}��. _. . F' r9 n EMERALD INDUSTRIAL CENTER PHASE II RUNOFF CURVE NUMBER CALCULATIONS BASIN NO. 1 -PROPOSED WATER QUALITY BASIN POST DEVELOPED CONDITIONS Soil Name and Cover Description Runoff Curve Area Hydrologic Soil Group Number (Acres) Name HSG RCN A RCN x A Everett A Lawn and Landscape Areas 68 0.167 11.356 Everett A Roof Area 98 0.000 0.000 Everett A Pavement 98 1.151 112.798 Totals 1.318 124.154 Runoff Curve Number=(RCN x A)/A: ............................................ ..................................................... 94.20 Runoff Curve Number Used in Basin Calculations....................................... ............................................ 94.00 BASIN NO. 1 - PROPOSED INFILTRATION SYSTEM POST DEVELOPED CONDITIONS Soil Name and Cover Description Runoff Curve Area Hydrologic Soil Group Number (Acres) Name HSG RCN A RCN x A Everett A Lawn and Landscape Areas 68 0.167 11.356 Everett A Roof Area 98 0.882 86.436 Everett A Pavement 98 1.151 112.798 Totals 2.200 210.590 Runoff Curve Number=(RCN x A)/A: ..................................................................................................... 95.72 Runoff Curve Number Used in Basin Calculations....................................................................................... 96.00 HecindDetCalc.xls 8 .5/5/2000 EMERALD INDUSTRIAL CENTER PHASE II TIME OF CONCENTRATION POST DEVELOPED CONDITIONS BASIN NO. 1 Sheet Flow(Applicable to Tc only) Surface Description Pavement Manning's Roughness Coefficient, nsheet 0.011 Flow Length (L<=300'), Lsheet _ 25 feet 2-Year, 24-Hour Rainfall, P2 11.90 inches Land Slope, Ssheet j0.005 ft/ft It Sheet 0.02 hours Tt Sheet �0.90 minutes Shallow Concentrated Flow (See King County SWM Manual, Page 3.5.2.6) Surface Description Paved Flow Length, Lshallow 650 ft Watercourse Slope, So 0.005 ft/ft Time of Concentration Velocity Factor, k 27.00 Average Velocity, Vshallow= k x So10.5 1.91 fps Tt Shallow 0.09 hours Tt Shallow 5.67 minutes Channel Flow (See King County SWM Manual, Pages 3.5.2-6, 3.5.2-7)) Type of Channel Pipe Flow Length, Lchannel 0 ft Watercourse Slope, So _ 0.000 ft/ft Time of Concentration Velocity Factor, kc Average Velocity, Vchannel = k x So"0.5 0.00 fps_ Tt Channel 0.00 hours Tt Channel 0.00 minutes Results: Watershed or Subarea Tc or Tt Total Tc or Tt 0.11 hours Total Tc or Tt 6.58 minutes Note: 1. Worksheet based on time equations from King County Surface Water Design Manual, Chapter 3 HedndDetCalc.xls 9 5/5/2000 DESIGN DATA WATER QUALITY BASIN INFILTRATION TRENCH 10 ., ,�► I �� t, I i STAGE STORAGE TABULATION PROPOSED INFILTRATION BASIN -WATER QUALITY Water Surface Depth of Basin Increm. Increm. Total Storage Elevation Storage Area Depth Storage Volume (Cu. Ft.) 140.75 0.00 900.00 0.00 0.25 275.00 141.00 0.25 1,300.00 275.00 1.00 1,800.00 142.00 1.25 2,300.00 1 2,075.00 NOTES Depth of Storage, d (feet) =Water Surface Elevation- Bottom Elevation: BottomElevation:....................................................................................... - 140.75 STAGE DISCHARGE TABULATION PROPOSED INFILTRATION BASIN -WATER QUALITY Water Design Design Depth to Depth Hydraulic Surface Basin Surface Infil. Rate Infil. Rate Water Table Of Ponding Gradient Area Outflow Elevation fd, in\hr fd,cfs L,feet h,feet i,feet As,sf Qout,cfs 140.75 1.02 0.000024 10.75 0.00 1.00 900.00 0.000 141.00 1.02 0.000024 11.00 0.25 1.02 1,300.00 0.031 142.00 1.02 0.000024 12.00 1.25 1.10 2,300.00 0.060 NOTES Design Infiltration Rate, fd From DOE Manual (Sandy Loam) Depth to Water Table, L = Bottom of Infiltration Trench -Water Table Elevation Water Table Elevation (from Geotech Report):........................................... 130.00 Depth of Ponding, h = Water Surface Elevation - Bottom of Trench Hydraulic Gradient, i = (h+L)/L Basin Outflow, Qo = fd x i x As HecindDetCalc.xls 1 1 5/5/2000 ;Y I J STAGE STORAGE TABULATION PROPOSED INFILTRATION TRENCH Water Surface Increm. Storage Increm. Storage Total Storage Elevation in Voids (Cu. Ft.) in Pipe (Cu. Ft.) Volume (Cu. Ft.) 135.00 0.00 1050.00 0.00 136.50 1050.00 420.59 138.23 137.17 1608.82 933.33 0.00 138.50 2542.15 350.00 0.00 139.00 2892.15 NOTES Incremental Storage in Voids, Sv = Vr x Lt x Wt x h VoidRatio in Rock, Vr:........................................................................ ......... ...... ........... 0.33 Length of Basin, Lb (feet):.............. .... ...................................................................... ... . 70.00 Width of Basin, Wb (feet):...................................................................... .............. . .. 30.00 Storage in Perforated CMP, Sp = Np x Lp x Ap Numberof Pipes, Np:..................................................................................................... 6.00 Total Length of Pipe per Row, Lin (feet):........................................................... . -- .... ... 66.00 Area of Pipe, Ap (sq. ft. /lin. ft.):........................................................................................ .. 0.35 Diameter of Pipe, Dp (inches):............................................................................................. 8.00 STAGE DISCHARGE TABULATION PROPOSED INFILTRATION TRENCH Water Design Design Depth to Depth Hydraulic Length Surface Basin Surface Infil. Rate Infil. Rate Water Table Of Ponding Gradient of Sides Area Outflow Elevation fd, in\hr fd,cfs L,feet h,feet i,feet Lt,feet As,sf Qout, cfs 135.00 15.00 0.000347 4.00 0.00 1.00 200.00 2,100.00 0.000 136.50 15.00 0.000347 5.50 1.50 1.27 200.00 2,400.00 1.061 137.17 15-00 0.000347 6.17 2.17 1.35 200.00 2,533.33 1.189 138.50 15.00 0.000347 7.50 3.50 1.47 200.00 2,800.00 1.426 139.00 15.00 1 0,000347 8.00 4.00 150 200.00 2,900.00 1.510 NOTES Measured Infiltration Rate, fd Obtained From Soil Survey/Geotech Report Design Infiltration Rate = 50 Percent of Measured infiltration Rate Depth to Water Table, L = Bottom of Infiltration Trench -Water Table Elevation Water Table Elevation (from Geotech Report):............... ......................................... 131.00 Depth of Ponding, h = Water Surface Elevation - Bottom of Trench Hydraulic Gradient, i = (h+L)/L Surface Area, As = (Total Length of Basin Sides x h) + (Width of Basin x Length of Basin) Basin Outflow, Qo = fd x i x As HecindDetCalc.xls 12 5/5/2000 M I ` � STAGE STORAGE TABLES CUSTOM STORAGE ID No. STO-WQ Description: WATER QUALITY BASIN STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft--II E (ft) ---cf--- --Ac-Ft- 140.75 0.0000aa0.0000 141.10 455.00` p�0.0104 141.50 .............. ' . +`1175 0.0 70 141.90 1895 0.0435 140.80 55.000 0.0013 141.20 635.00 0.0146 141.60 1355 0.0311 142.00 2075 0.0476 140.90 165.00 0.0038 141.30 815.00 0.0187 141.70 1535 0.0352 141.00 275.00 0.0063 141.40 995.00 0.0228 141.80 1715 0.0394 i CUSTOM STORAGE ID No. STO-1 Description: INFILTRATION TRENCH NO. 1 STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 135.00s 0.0000 0.0000 136.10 u770.00 0.0177 137.20 1630 0.0374 138.30 2402�s0.0551 135.10 70.000 0.0016 136.20 840.00 0.0193 137.30 1700 0.0390 138.40 2472 0.0567 135.20 140.00 0.0032 136.30 910.00 0.0209 137.40 1770 0.0406 138.50 2542 0.0584 135.30 210.00 0.0048 136.40 980.00 0.0225 137.50 1840 0.0422 138.60 2612 0.0600 135.40 280.00 0-.0064 136.50 1050 0.0241 137.60 1911 0.0439 138.70 2682 0.0616 135.50 350.00 0.0080 136.60 1133 0.0260 137.70 1981 0.0455 138.80 2752 0.0632 135.60 420.00 0.0096 136.70 1217 0.0279 137.90 2051 0.0471 138.90 2822 0.0648 135.70 490.00 0.0112 136.80 1300 0.0298 137.90 2121 0.0487 139.00 2R92 0.0664 135.80 560.00 0.0129 136.90 1384 0.0318 138.00 2191 0.0503 135.90 630.00 0.0145 137.00 1467 0.0337 138.10 2261 0.0519 136.00 700.00 0.0161 137.10 1550 0.0356 138.20 2332 0.0535 13 ra 9 STAGE DISCHARGE TABLES DISCHARGE LIST ID No. DIS-WQ Description: PROPSED WATER QUALITY BASIN STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------ (ft) ---cfs-- ------- (ft) ---cfs-- ------- ..............._--_-�a-----------------------------------------------..................o...........oa 140.75 0.0000 141.10 0.0339 141.50 0.0455 141.90 0.0571 140.80 0.0062 141.20 0.0368 141.60 0.0484 142.00 0.0600 140.90 0.0186 141.30 0.0397 141.70 0.0513 141.00 0.0310 141.40 0.0426 141.80 0.0542 DISCHARGE LIST ID No. DIS-1 Description: PROPSED INFILTRATION TRENCH STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 135.00 0.0000 ..�� 136.10�0.7781 a -.-137.17 �1.1890... - ..--138.20 - 1.3725 135.10 0.0707 136.20 0.8488 137.20 1.1943 138.30 1.3904 135.20 0.1415 136.30 0.9195 137.30 1.2122 138.40 1.4082 135.30 0.2122 136.40 0.9903 137.40 1.2300 138.50 1.4260 135.40 0.2829 136.50 1.0610 137.50 1.2478 138.60 1.4428 135.50 0.3537 136.60 1.0801 137.60 1.2656 138.70 1.4596 135.60 0.4244 136.70 1.0992 137.70 1.2834 138.80 1.4764 135.70 0.4951 136.80 1.1183 137.80 1.3013 138.90 1.4932 135.80 0.5659 136.90 1.1374 137.90 1.3191 139.00 1.5100 135.90 0.6366 137.00 1.1565 138.00 1.3369 136.00 0.7073 137.10 1.1756 138.10 1.3547 14 x 1 I I I DRAINAGE AREA MAP 15 ,;�, I I �� 1 APPENDIX GEOTECHNICAL INVESTIGATION REPORT ,� I I I 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 December 2, 1999 Emerald Industrial, Inc. 19117 63`d Ave. NE Arlington, WA 98223 ATTN: Curt Hecla and Bud Davis Re: GeotechnicalInvestigntion Storm Water Detention Facilities and General Site Development Criteria Emerald Industrial Center, Phase 2 19117 63rd Ave. NE Arlington, WA Western Geotechnical Consultants, Inc. is pleased to present the results of our subsurface site investigation conducted at the above referenced property. On October 20, 1999 a geotechnical engineer from our firm traveled to the site to oversee the excavation of 5 test pits, 2 of which were excavated on the west side of the property where storm water detention facilities are planned. Three additional test pits were excavated across the site to assess general site development criteria. The project plan involves site development for a major industrial center expansion, which will include 2 large buildings, associated parking, and storm water detention facilities. Figure 1 is a site plan shoNvin�; the general property layout together with the approximate test pit locations. The purpose of our investigation was to obtain subsurface soil and groundwater information for use in evaluating the feasibility of constructing detention facilities on the site and general site development criteria. Specifically the scope of our services included: • Excavating and logging five test pits, 2 of which were within the proposed detention pond location and 3 additional test pits across the site to determine soil and groundwater variability. • Developing continuous logs of subsurface soil and groundwater conditions encountered. Soils encountered were classified in accordance with the Unified Soils Classification System (USCS). • Perform engineering analysis and laboratory testing as deemed necessary in developing our conclusions and recommendations. • Preparation of this report including a summary of,, ork performed and our conclusions and recommendations regarding detention pond design parameters and general geotechnical issues associated Nvith the proposed development. i3 :�: - - - - � - - WESTERN GI:OTEC CONSULTnNI's,rNc Geotechnical Study—Detentio. ies job#991561 Emerald Industrial Development-Phase 2 December 2, 1999 (Page 2 of 4) ' Site Conditions Surface Conditions The site is relatively flat. The property is mostly grass and weed covered with a stockpile of soil located near the southwest corner of the property. Figure 1 is a site plan showing the site layout together with our test pit locations and other relevant site features. Subsurface Conditions Subsurface conditions were evaluated by excavating a total of five test pits to a maximum depth of 10.0 feet at the approximate locations shown on the Site Plan, Figure 1. Soils encountered were classified using the Unified Soils Classification System (USCS) and a continuous log of soil and ground water conditions were maintained for each test pit. Edited, tabulated test pit logs are included in the Appendix to this report, together with a description of the Unified Soils Classification System. The test pits revealed a relatively uniform subsurface profile across the site where native, undisturbed soils are present. At the storm water detention location (Test Pits 1 & 2) the subsurface profile consists of 2 feet of topsoil and silty GRAVEL fill material (GM by USCS classification), which is underlain by an approximately '/2 foot thick layer of original topsoil. This layer is underlain by clean fine to coarse sandy GRAVEL's (GW/GP by USCS classification). The native gravels were in a relatively dry state with measured moisture contents of 2% to 3% near the bottom of the test pits. Test pits 3 & 5 encountered a similar subsurface profile except that the upper fill soils were absent. Again the measured moisture contents were very low at depth. Test pit 4 encountered 6 feet of fill containing organic matter over native well-drained sandy gravels. Reportedly, Test Pit 4 is situated where an old army barracks was located (abandoned 40 years ago). For further detail on subsurface conditions refer to the attached log of test pits. Ground Water No ground water was encountered in any of the test pits. Based on the low moisture content of the soils at the base of the test pits (up to 10 feet deep), it is our opinion that the ground water level is considerably lower than 10 feet below grade. Conclusions and Recommendations General Based on our geotechnical engineering investigation, we conclude that the site is suitable for development of the type proposed, provided our recommendations are followed and provided good construction practices are followed. The following sections provide recommended soil and groundwater parameters for stormwater detention design and general site development 4 Geotechnical Study—Detent i lities WESTERN GEOTE kL,CONSULTANTS,ob INC. Emerald Industrial Development-Phase 2 91561 December 2, 1999 (Page 3 of 4) Stormwater Detention The site is underlain by highly permeable sandy gravel's that are deeply drained. Such soils typically have a hydraulic conductivity on the order of 1 to 100 cm/sec (1,000 to 100,000 feet/day). The US Soil Conservation Service classifies such soils as Hydrologic Group A. Group A soils are described as: "Soils with high infiltration rates, even when thoroughly wetted. Chiefly sands and gravel's, deep and well drained." We understand that detention facilities for the previously constructed Phase l portion of the project were designed using an on-site infiltration test. Reportedly the materials were found to be highly permeable and the native soils at the test site were very similar to the sandy gravel soils encountered during this subsurface investigation. General Site Development The site is excellent for development of the type planned from a drainage and geotechnical viewpoint. The native sandy gravels will provide adequate support for conventional shallow spread and continuous footings and paved areas will require a minimal structural section to support vehicles. Some unsuitable fill soils were identified near the center of the property, however. Such materials will require over-excavation where they are identified under structural elements. The amount of unsuitable material will likely be small. In addition to stormwater detention information provided, we make the following general site development recommendations. Site Preparation All topsoil or other organic or soft material must be striped away from areas to be occupied by building foundations, paved areas, or other structural improvements. Based on our test pit explorations, we estimate that the stripping depth will be 1 foot except where soft, organic rich fill soils are encountered (see Test Pit 4). Also, there could be isolated areas with deeper pockets of organic material or soft soils in the area where structures will be located that we did not encounter in our test pit investigation. Fill and Compaction We have assumed that some structural fill may be required beneath structures and/or paved areas. Structural fill may be required to obtain proper elevation for the design of storm water detention facilities. Structural fill used to obtain final grade elevations for footings and other structural improvements (pavements, floor slabs, etc.), must be properly placed and compacted. All structural fill should be placed and compacted on a horizontal subgrade surface. The upper topsoil on the subject property is not suitable for structural fill. The on-site native sandy gravel soils may be used as structural fill provided adequate compaction is achieved. - - �: I i Geotechnical Study—Detention\1 ities WESTERN GEOTECri �L.CONSULTANTS,INC. Emerald Industrial Development-t nase 2 .job#991561 December 2, 1999 , (Page 4 of 4) .. Structural fill is defined as any non-organic, predominantly granular soil that is placed in maximum 8- to 10- inch loose, horizontal lifts and compacted to 95% of maximum dry density as determined by the ASTM D-1557 test procedure. Foundation The on site soils will support moderately light structures using conventional shallow spread footings. Typical 1 to 2 story structures without heavy column loads would be considered moderately light structures. Due to the limited depth and coverage of our test pits, an evaluation of foundations for heavily loaded structures was beyond the scope of this study. Heavily loaded structures typically require a boring investigation to obtain deeper soils information. Drainage We recommend that an exterior footing drain system be constructed around the perimeter of all building foundations. The footing drain system is typically constructed with a 4 inch diameter perforated or slotted pipe placed in clean, free-draining gravel with less than 3% by weight passing the U.S. No. 200 sieve size, based on a wet sieve analysis of that portion passing the U.S. No. 4 Sieve. The perforated or slotted pipe should be placed at or below the level of the base of the footings and 1/2 foot outside the footings. Based on the site soil gradation, ,ve recommend lining the footing drain with a separation geotextile (Mirafi 140N or equivalent). The footing drains should discharge to the storm drainage system. Roof drainage must not be introduced into the perimeter footing drain, but should be discharged separately to the storm drainage system by tightline. The final ground surface should be graded away from the buildings to promote surface runoff away from the footing drain system. We appreciate the opportunity to be of assistance to you on this project. If you have any questions regarding the contents of this report, or if we can be of further assistance, please contact our office. Sincerely, D• � Western Geotechnical Consultants, Inc. t Theodore A. Hammer, P.E Geotechnical Engineer Attachment: Figure 1, Site Plan Sketch Appendix: USCS Classification Chart cc: Higa Engineering, Inc. Tabulated Test Pit Logs File:991561 i� x= I � j 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 Figure 1 Site Plan & Test Pit Locations Emerald Industrial Center, Phase 2 Arlington, Washington ' North ------ _ ------------------- - - - - - - - - - -� - Q - - � �- - 1 - I TP-2 I , ' 5 a • z i TP-3 TP-4 TP- I r 1 i 1 • • • . � �I � � • ras.•o. ti � 7 .air•.0� � : � , � � �t TP-1 -41 �. .�' _a • I l T — I I Infiltration Trench Source: Higa Engineering,Everett, OVA ::f .� I� 1 I I I r R.MI I ' 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 APPENDIX � 1 S E y O o N I m b .� I � q N W � N H H I Ir—�•f Q W ¢ o - cn I u ,o ry p C �.. I I a C' N V2 0 N W Vl JuG ZO I i I d' LA C C. < C V I {{ c �^ C: Q • l30NI A1I:)IISb113 •j ' y Ncl�a�lelssr� �aoireoe�^ ac. � N t I y0 �Cl) CG t = ; (n (Q VO 2 Y i t u� I ] I ^a<� i V l . _ I �•n a.� - l 2 Q1 CL aa V N= Gr N U� py�a� p � - VN � ✓ =��N l i.Il=�• Yi �`�- lJ y i ZU 1 N Q � L N u I Z w (U7 N i U I OJ i U O J C CNN WIa U =V z `2y J < = C) J = 3 n — O J - i vco z c: �4 Y Q R<p 6 1! R Q i ��o yn Ln v 9 tz,�JW ` � Z kl J z a O� ] �a � ] bai$ C ^ N��N U d WG I - z!C a <o =3 `- uln 33 W OMN < ;3 �I 7 �r ti I I� I I Table A-1 fi1e:991551 Emerald Ind.Dev:Phase 2 Log of Test Pits Test Depth USCS Soil Description Sample No./ Water Pocket Pit Interval Class. Depth(feet) Content Pen. No. (feet) N (Kg/sq. cm) TP-1 0.0-2.0 OL/GM Gray gravelly sandy organic SILT(topsoil)grading to a silty sandy GRAVEL mix(Fill) (relatively Compact) 2.0-2.6 OL/PT Dark gray organic SILT and roots(original topsoil layer) (moist,soft) 2.6-10.0 GW/GP Brown fine to coarse sandy 1-1/4.5 4.3% GRAVEL(slightly moist, relatively compact)(gravel is 1-2/8.0 3.0% rounded 3 inch minus)(grades ray in color at 5 feet) Notes: • Test Pit terminated on 10/20/1999 at 10.0 feet • Test Pit backfilled upon completion • No groundwater encountered • No instrumentation installed Table A-1 file:991561 Log of Test Pits Test Depth USCS Soil Description Sample No./ Water Pocket Pit Interval Class. Depth(feet) Content Pen. No. (feet) (%) (Kg/sq. cm) TP-2 0.0-2.0 OL/GM Gray gravelly sandy organic SILT(topsoil)grading to a silty sandy GRAVEL mix(Fill) (relatively compact) 2.0-2.5 OL/PT Dark gray organic SILT and roots(original topsoil layer) (11101st, soft) 2.5-10.0 GW/GP Brown fine to coarse sandy 2-1/4.5 3.5% GRAVEL(slightly moist, relatively compact) (gravel is 2-2/9.0 2.1% rounded 3 inch minus)(grades crav in color at 5 feet) Notes: • Test Pit terminated on 10/20/1999 at 10.0 feet • Test Pit backfilled upon completion • No groundwater encountered • No instrumentation installed ;; I V file:991561 E A-1 Emerald Ind.Dev:Phase 2 Logest Pits Test Depth USCS Soil Description Sample No./ Water Pocket Pit Interval Class. Depth(feet) Content Pen. (ON ��s4 No. (feet) cm) TP-3 0.0-1.4 GM Brown slightly silty sandy GRAVEL with roots ( velly topsoil) 1.4-8.5 GW/GP Gray brown fine to coarse sandy 3-1/3.0 2.9% GRAVEL(slightly moist, 3-2/8.0 2.1% relatively compact)(grades gray in color at 3 feet) Sand layer at 6-1/2 to 7-1/2 feet) Notes: • Test Pit terminated on 10/20/1999 at 8.5 feet • Test Pit backfilled upon completion • No groundwater encountered • No instrumentation installed Table A-1 file:991561 Log of Test Pits Test Depth USCS Soil Description Sample No./ LContent Pocket Pit Interval Class. Depth(feet) Pen. No. (feet) �cm)� TP-4 0.0-6.0 SM/GM Dark brown silty SAND and 4-1/4.0 11.6% GRAVEL with topsoil and burned wood(Fill) (moist to very moist,relatively non-com act 6.0-10.0 GP/GW Gray fine to coarse sandy GRAVEL(slightly moist, relatively compact) Notes: Test Pit terminated on 10/20/1999 at 10.0 feet • Test Pit backfilled upon completion • No groundwater encountered • No instrumentation installed Table A-1 file:991561 Emerald Ind.Dev:Phan 2 Log of Test Pits Test Depth USCS Soil Description Sample No./ Water Pocket Depth(feet) Content Pen. Pit Interval Class. (%) ��sq• No. (feet) CM) TP-5 0.0-0.8 OL Dark brown gravelly sandy organic SILT and roots(topsoil) 0.8-2.0 SM Brown silty gravelly SAND (slightly moist,relatively com act) 2.0-5.0 GW/GP Brown fine to coarse sandy GRAVEL(slightly moist, relatively com act) Notes: • Test Pit terminated on 10/20/1999 at 5.0 feet • Test Pit backfilled upon completion • No groundwater encountered • No instrumentation installed • Encountered old abandon water line at 4.0 feet �1 � 4 � V _, ., I - s I ', r _ I � �, • ' II • . �' � � , r ENGINEERING & STORM DRAINAGE PERMIT DATE: �1 00 NAME: �.d2 Ad&N1 rcl ADDRESS: 1 TYPE OF BUILDING: &.- ,.d�G.4o,� L��T PLEASE NOTE ALL NECESSARY CORRECTIONS OR REQUIREMENTS ON SITE PLAN IN RED. or) '�3 ')o APPROVED\YES DENIED\NO STORM DRAINAGE DRAWINGS j f'r , -004,..- Ire �frf_Cp Ss� Bq�� STORM DRAINAGE CALCS ` _ 5�p W1 trwp ROW REQUIRED r AMOUNT REQUIRED: EASEMENT REQUIRED L/- 1Ztrn.cJlw� 4 7fw- LAJAMOUNT REQUIRED: REQUIRED: CURB i GUTTER SIDEWALK PAVING TRAFFIC MITIGATION FEES TOTAL ADT x $50: AMOUNT OF MITIGATION FEE: CITY ENGINEER: DATE: af)Porave v�v�'� ��es �` I "k— : � / 1 I� 1 ,/� mer��c�►n' T�7ac�2 � ��I'vC.- c'T foS. �f,C c'e VtSl o— 4 o 1► LLI rr7 CA.I � -. acc ass ea�s{-� r d 66-�h �2ase sw P�c��n� i ►�+�/au�rr.p�+L3 a'� �� 1�'he 4oec 4o Twoi1.J�IoIcJJ� J �a co r: ti. �r� r CITY OF ARLINGTON CONSTRUCTION PERMIT COMBINATION ❑ BUILDING Cl MECHANICAL ❑ PLUMBING ❑ SIGN PERMIT NO. 0 �3 1 WNI R MAII,AI)()RLS4 C•IIY /1/ rl I()NF. L11,. lq1 17 W-,A d E r l s'~. Abu�/cv►� 3 s,a +° " 3 a b ARCIIIIF.CT OR DESIGNER MAIL ADORFSS CITY ZI► PIIONE G1 lC 'ZL"P� S�SILKS .21as r� 1Abif lG {�`� 1r��sitzA s(- 976-71 aaD`12- 1-7844 GENERAL CONTRACTOR MAIL ADDRESS CITY ZIP MoNE ALL,)fdzctIC NSEI ,�,L-L cJ es-l" 14C 424 . sue, I-fJ.�'b 61IAE,-NsGk�- T 33k, rno9-58L%z5g7 aL3oat MLCItANICAt.CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE IT PLUMBING CONI RA(:I R MAIL ADDRESS CITY ZIP PIIONE LICENSE I N 1 ttY.F�E-T� '��s ��c�l.��1 t e.�� J a 3 [�. (°I-.F,.Z,.u.�£i'�. !��al v��i c� `7'�33.6 5 a9-'7�r`'.�37l-r,.{,�- gn o s►L 3 ct.nss or WORK co n NI.W ❑ADDITION ❑ALTERATION ❑REPAIR ❑UEMUU I ION ❑BUILDING RELOCATION aVALUATION OF WORK z s 1 250 � z� v W OLSCRIBE WORK \3 bJ.S t � ICtA`�Ib� '(AL � �-�r��t+J�£1�.+1' t£�►� ��L- m rROrOs!U U F Oi BUI UIN I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA w L ea L -r' TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI i.LC.\L DIM R Ir I ION TROT!R T r ISIIOwN BELOW UR AT I A(.11 FOUR CUrlf SI SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORE LOT RLOC:K • or WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT. THE a GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITYTC hW- S 3 1 n CS 4c ( Z b ( b $ VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OP w LOCAL LAW CONSTRUCTION OF THE PERFORMANCE Of a TAX ID NUMBER FROM PROPERTY TAX STATEMENT CONST I PER IT EXPIRES I YEAR FROM DATE OF ISSUANCE. IGN UR Or N O R AUTHORIZED AGENT DATE VIOR ADORLSS t I g J/7 �3 R J -40f- 1=• GTa rJ 5 -G/�dg� (orru:ls uslf oNI.Y) PLUMBING 4WRANICAL NO. TYPE OP FIXTURE PDB s i PIXTURPS NG. TYPE OF EQUIPMENT PER ='i PIX•TURES WAT13R CLOSET TOIL.LR k]R COND.UNITS—II.P. EA 3qtAp.Olt" IATIITUII tEPR(OERATION UNITS—II.P.H.A. 3 Ld .flt— .AVATORY ASH BASIN) !OILERS—II.P.EA. Igtdp.llt— NIOWER !)AS PIRED A-C.UNITS—TONNAGE BA. I d .nt" UTCIIEN SINK&DISPOSAL YORCTED AIR SYSTEMS—B.T.U. MBA _ JISIIWASIIER HALL IIEATERS—D.T.U. M -AUNDRY TRAY )NIT HEATERS—D.T.U. M 'LO`nIES WASHER IVAPORATIVE COOLERS NATDR I]EATER :LOTIIPS DRYERS )RINAL _ VENTILATION PAN _ )RINKING POUNTAIN tANGB 11000 COMMERCIAL. FLOOR DRAIN OUR HANDLING UNIT— CPM VACUUM BREAKERS TOVB LOOP DRAINS—RAINLRADERS ARTAL PIREPLACB A CIIIMNBY ;INK SERVICE—BAR.M-C. HATER IIMATQt )AS PIPING *(up to 5-$3.00,•ddnl. S.75 ul meft Mst must be rinlded _ SUBTOTAL t SUB TOTAL 1 PERMIT PERMIT 1 TOTAL.PER i TOTAL TIRE SIDL YARD'A I IIACK SrRELISLIBACK REARYARDSETBAC I NUMBER /U PLAN CHECKFFE RECEIPT NO. �51 /ONI L01 ARE A VACANT SITE lJ v ❑YES ❑NO EES VALUATION FEE TYPE OF CONST OCCUPANCY GROUP NO.OF DWELLING UNITS PLAN CHECKING 4G SI[L UI BLOC. NO.Or STORILS MAX.00C.LOAD BU'LOING f PLUMBING r ORE SPRINKLERS REQUIRED ❑YES ❑NO MECHANICAL r �_g � .•.. '•+3tJ. v'' ^� i. — ' O-41, ! ++uL, \ �rvd•�YUGY"`rtL• `7 I '•.`4 Ymn p.. )%•l.W. :..l.:.it!....Ay. rR mmrl�tn;lrxn-xmrx nrn}W..�.n .....::. f �(. - A. - .. 1. .rn}.mm............ rgpMrygtq p�u:: tn.n... .}:Wplcxt ! ' M x W a � � CriZ n �p . y to C=i � ►�•� � � , rD > a , ¢> IS 00 ;' t7 N A p N s W O n � y z y (DCD ud z bd ,y O i d O tr1qj �, ►- t 770-4 tr1 r \ n rt o trjz - x rye ° r -- z� O p ZF� a a N n Z � v' z M r O t7 m ;. �d d > (D O �] fl t d O C ) tv O n Z t) cl H d �I n [ a C� z � o " cn n Z n y rD Z au. ° (D CD (D W •r r'1 ,S 7 _ ` - - - wu oub7ou21+,tu.mn«u�w uu uru.sv: t li.Y0 It 1,� smcaac•' ' �`y"�... Memo Date: August 10,2000 To: David Anderson, Building Official Cc: From: Paul A. Richart, PE,City Engine a�?--- RE: Emerald Industrial, Bldg Permit#00-4063� reViJo� �� lit «,` 5 5,%ben 41-d sr,/—oo Several issues remaining outstanding on the Emerald Industrial proposal. The only technical issue is the installation of the foundation drains. This is suggested in the geo-tech report, commented on in the previous review letter, and responded to by Higa. Unfortunately, I'm having trouble spotting the correction on the plan sheets. I've called Bryant Mercil at Higa and asked him to call you tomorrow and explain how this correction was shown on the plan sheet. The other outstanding item regards the estimate for the Site Civil fee and the associated plan review fee. To my knowledge, we have not received either of these items. In addtion, unless Sonya or Cristy have it,we have not received the EarthTech bill for this review. We will need a deposit of$1000 unless the bill is in the office. — In short the Site Civil plans can be approved if: 1) The foundation drains are shown as suggested in the geo-tech report 2) The site/civil review fee and deposit are paid. p Please feel free to sign for me if these two items are accomplished. G:\DevelopReview\Emeraldlndustrial\Review Memo2 Cond approv.doc 1 • 4� 7 ., r ENGINEERING, INC. 1721 Hewitt Avenue ■ Suite 401 ■ Everett, Washington 9e201 ■ (425) 252-2828 ■ fax: 252-9551 LETTER OF TRANSMITTAL TO: Mr.David Anderson DATE: August 11, 2000 Arlington Building Department FROM: Bryant O_Mercil,P.E. 238 North Olympic Avenue RE: Emcidld blijUSU'ial Park Arlington, Washington 98223 Phase lI WE ARE SENDING YOU X❑ ATTACHED ❑ UNDER SEPARATE COVER VIA THE FOLLOWING ITEMS: 3 Copies Grading, Storm Drainage, Water and Sewer Plan(Sheet 5) THESE ARE TRANSMITTED: ❑ FOR APPROVAL 71 FOR YOUR USE ❑ AS REQUESTED ❑ FOR REVIEW& COMMENT FOR REVIEW, SIGNING&RETURNING MESSAGE: We have added foundation drain connections to Catch Basins 1 and 2. RECEIVE[ AUG 14 2000 CITY OF ARLINGTON . � r • INGT 2 • _ City of Arlington 9s�rr N Goo Planning and Community Development November 24, 1999 Curt Hecla & Bud Davis Emerald Industrial, Inc. 19117 63`d Avenue NE. Arlington, WA 98223 Subject: Completion of SEPA Process and Issuance of Staff Report for Minor Development Permit for Emerald Industrial Phase II, Project No. MN-99-0135 and SEPA# 293 Dear Messrs. Hecla and Davis; Your above referenced project has been conditionally approved. The enclosed minor land use permit includes the SEPA, Unified Development Code (UDC), and other conditioned requirements. Please read this permit in its entirety. You have the right to appeal any requirement as per UDC, Chapter VII, Section G.1-4, page VII-12. As per Section G.1, " a written notice of an appeal shall be filed with the City Clerk within ten (10) days after the date of the action being appealed". If you have any questions please give Ed Davis (360.403.3435) or me (360.403.3481) a call at your convenience. Sincerely, Cliff trong Planning Man ge C. John Burkholder Higa Engineering, Inc. 1721 Hewitt Avenue, Suite 401 Everett, WA. 08201 AAA CAWINDOWS\TEMP\Emerald Industiesl.doc 238 North Olympic Ave. . Arlington, WA 98223 360-435-0724 . 360-435-3906 fax V MINOR DEVELOPMENT PERMIT DEPARTMENT OF PLANNING & COMMUNITY DEVELOPMENT lip Date: November 23, 1999 ADMINISTRATIVE ACTION as per Uniform Development Code (UDC) for the Proposed Emerald Industries Phase II, Warehouse and Manufacturing Project No. MN-99-0135 and SEPA# 293 Project: Proposed combination warehouse &manufacturing facility, consisting of two 100 ft. X 192 Ft. buildings, 72 parking spaces, driveways and landscaping with stormwater basin. Applicant: Curt Hecla &Bud Davis Contact Person: John Burkholder Emerald Industrial, Inc. Higa Engineering, Inc. 19117 63`d Avenue NE. 1721 Hewitt Avenue NE Arlington, WA. 982233 Everett, Wa. 98201 Location: The site is located on the east side of 63rd Avenue NE, between 188`h Street NE and 192"d Street NE. APPROVED BY: The Department of Planning & Community Development: The Planning & Community Development Department approves the proposed development subject to the conditions of this Staff Re ort. Cliff Strokd, Plannin anager Date Dept. of Planning C unity Development Prepared by: ^'� // Edward F. Davis fidrP, Planner Date Page 1 of 6 C.EFD/Current Planning/Emerald Industry Staff Reportl 11999 I. GENERAL INFORMATION A. Applicant/Owner: Curt Hecla& Bud Davis, Emerald Industrial, Inc. 19117 63' Avenue NE, Arlington, Wa. 98223. B. Contact Person: John Burkholder, Higa Engineering, Inc., 1721 Hewitt Avenue, Suite 401, Everett, Wa. 98201. C. Address of the proposed development is yet to be assigned. The adjacent development to the north is Composite Materials Inc. 19105 63`d Avenue NE, Arlington. D. Comprehensive Plan- Land Use Designation, Zoning Designation and Existing Land Uses of the site and surrounding area. AREA COMPREHENSIVE PLAN ZONING EXISTING LAND USE LAND USE DESIGNATION DESIGNATION Project site Industrial Airport Industrial Vacant land with gravel drive & one light industrial building on east end of site North of site Industrial Industrial Industrial-Composite Materials _ Inc. South of site Industrial Industrial Industrial-Washington Culvert Company East of site Industrial Airport Industrial Light industrial — Emerald Industrial, Inc. West of site Airport Industrial Airport Industrial Industrial-Pacific Pride fueling station & school bus barn E. Public Utilities & Services: Water: City of Arlington Sewer: City of Arlington Garbage: Waste Management Northwest Storm Water: Gity of Arlington and/or Approved private stormwater facility Telephone: General Telephone Electricity: Snohomish County PUD #1 Gas: Cascade Natural Gas Cable TV: TCI Cable Police: City of Arlington Fire: City of Arlington School: Arlington School District#16 Hospital: Cascade Valley Hospital Distr. #3 F. Density: Not applicable in Industrial Zoned lands. Page 2 of 6 C.EFD/Current Planning/Emerald Industry Staff Reportl 11999 • 1 II. ENVIRONMENTAL REVIEW BY THE CITY OF ARLINGTON A Mitigated Determination of Non-Significance (MDNS) was issued on October 19, 1999, with completion of the required posting, legal advertisement and mailing to surrounding property owners. Mitigation requirements are listed in Section V. III. BACKGROUND This project is located on the east side of 63`d Avenue NE between 192 Street and 1881h Street NE. The proposed project is Phase II of Emerald Industrial, Inc., development with Phase I consisting an existing building on the east end of the site and adjacent light industrial buildings on the site on the east accessing 66`h Avenue NE. An existing driveway runs east-west through the site from 63`d Avenue NE to 661h Avenue NE, serving Phase I with access to both 63`d and 66`h Avenues. IV. FINDINGS OF FACT A. Unified Development Code (UDC): In accordance with the regulations of the UDC of the City of Arlington and the Revised Code of Washington (RCW), a development application was submitted on July 27, 1999. The application was deemed incomplete and following re-submittal of additional requested materials, (i.e. revised site plan, environmental checklist, narrative description and amended Traffic Analysis Report), the application was deemed complete on October 8, 1999 for a Minor Development Permit review process, which is an administrative review process for the 2.5 acre site. The determination for an industrial and/or airport industrial project for a Major Development review process or a Minor Development review is four acres as per Chapter VII, Sections C.1, CA and C.5,pages VII-2 through VII-7 of the UDC. B. Zoning Compliance: The subject property is zoned Airport Industrial, permitting extensive industrial uses as per Chapter V, Section J.2. of the UDC. The uses listed include manufacturing and warehousing and similar activities. The proposed development complies with the minimum lot dimensions (1 acre & 100-foot width) for both warehousing and manufacturing. The required yard setbacks are front-25 feet, rear-35 feet and side-25 feet. The existing building located 16 feet from the rear property line on the east end of the site was constructed prior to the adoption of the current UDC requirements. The maximum height permitted in the Airport Industrial Zone is 50 feet. The 22 feet height of the two proposed buildings of are in compliance with the UDC height restrictions. C. Site Plan Review: The site plan complies with the following sections of the UDC: Page 3 of 6 C.EFD/Current Planning/Emerald Industry Staff Reportl 11999 • Non-Residential Performance Standards; Chapter IX;Section B.Lb., page IX-40, Site Plan Review shall comply with all of the eleven (11) listed "applicable requirements." A copy of the requirements is attached as an exhibit. • Off-Street Parking; Chapter IX, Section C. 4., revised page IX-55. The two proposed 19,200 square foot buildings with a proposed combination of 45% light manufacturing and 55 % warehousing requires 67 parking spaces. The site plan shows 70 parking spaces. The proposed development is found to be in compliance with the parking requirements of the code. • Landscaping Requirements; Chapter IX, Section NA.e. page IX-104, requires Type III, adjacent to street consisting of ten feet of landscaping. The site plan shows the required landscaping and the Landscape Plan reflects the detailed requirements of trees proposed to be 30 feet on center as required together with required shrubs and ground cover. D. Consistency with the Comprehensive Plan: Since the project is being developed in a previously subdivided parcel that complied with the appropriate Comprehensive Plan policies, the primary consideration is the land use permitted by the Comprehensive Plan for the site. As reflected in the Table titled, Comprehensive Plan, Zoning Designation and Existing Land Uses in Section I.D, on page two of this report, the project complies with the industrial land use designation of the Comprehensive Plan. V. CONDITIONS The conditions of the signed Mitigated Determination of Non—Significance (MDNS) shall be met together with the illustrations and notes on the site plan, in the engineering drawings, and appropriate conditions. In order to approve the Final Site Plan, the applicant shall meet the following required conditions. A. SEPA MDNS CONDITIONS 1) Earth a) Prior to any site grading or construction plan approval the applicant for review and approval shall submit an engineered Storm Drainage Plan for the site by the Department of Public Works. This plan shall be designed and constructed in accordance with Department of Ecology's Stormwater Management Manual for the Puget Sound Basin and City Standards. 2) Air a) The Department of Public Works will monitor construction of project improvements and the developer will be required to comply with air quality control practices relating to their work. Page 4of6 C.EFD/Current Planning/Emerald Industry Staff Report111999 _r b) Watering of the construction site shall be utilized to reduce dust during dry time periods. 3) Water a) All private drainage systems shall be designed per city standards. 4) Plants a) The applicant will work in direct contact with the Department of Public Works to address any staging process that may require hydro-seeding, to reduce stormwater runoff. b) There shall be a minimum of landscaping of ten (10) feet of landscaping along 63' Avenue NE. 5) Energy and Natural Resources a) The developer shall coordinate with Cascade Natural Gas Company to reduce potential damage to streets during the project and future installations. This coordination shall help reduce damage to the development, once Final approval is sought. 6) Environmental Health a) Construction hours shall be limited from 7 AM to 7 PM. 7) Light and Glare a) Proposed lighting of the parking areas shall be downshielded to avoid interfering with flight operations of the Arlington Airport 8) Historical and Cultural Preservation a) Should any archeological materials be found, then appropriate agencies shall be contacted and measures taken to preserve the materials and the site. 9) Transportation a) The existing condition of 63`d Avenue NE has been documented and any damage to 63rd Avenue NE will require repair to current standards. b) Traffic mitigation shall be paid to the Washington State Department of Transportation for improvements to SR 531 (172°d.Street East) and any other mitigations as per WSDOT's requirements. Page 5 of 6 C.EFD/Current Planning/Emerald Industry Staff Reportl 11999 10) Utilities a) All utilities to be constructed shall conform to current edition of the City of Arlington's Public Works Construction Standards and Specifications. b) Installation of public sanitary sewer to serve the site shall be required. No on-site septic system shall be allowed. c) The existing twenty (20) foot wide utility easement along the north property line shall be retained and continued for use for utility purposes. B. RELATED STAFF CONDITIONS 1. A landscape plan with details including plant size and quantity shall be submitted for review. 3. There shall be park mitigation paid at the time of building permit approval to be in compliance with the UDC. The mitigation payment shall be $5,525.00 for the area of the site,which is 110,500 square feet, (170 feet by 650 feet at$0.05 per square foot equals $5,525.00). 4. In lieu of actual street frontage improvements required by the UDC, the applicant shall sign a"waiver of protest" on the formation of a LID for future improvements to 63ra Avenue NE. Improvements shall include street widening, curb, gutter, sidewalk and planting stripe with trees thirty(30) feet on-center and undergrounding of utilities. VI. EXHIBITS A. Master Permit Application B. Site Plan C. Narrative description prepared by the applicant(two parts, 7/27/99 & 9/13/99). D. Traffic Analysis report and addendum E. Copy of page IX-40 of the UDC F. File#MN-99-0135 and SEPA File#293 Page 6 of 6 C.EFD/Current Planning/Emerald Industry Staff Reportl 11999 CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20TH Street, Redmond,WA98053 (425) 836-2833 FAX: (425) 836-3707 E-Mail: chuckw@gte.net 67 June 10, 2000 cin,OF zoop q�C&q bey 00-4063: Emerald Industries 1997 Uniform Building Codes Office Building Occupancy— B Type V-N Stories: 1 Seismic Zone: 3 Wind Speed: 80 mph Exposure: B David W. Anderson Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 Dear Mr. Anderson; We have completed our review of the Emerald Industries Building. The plans have been reviewed for compliance to the 1997 Uniform Building Code, 1997 Uniform Mechanical Code and the Washington State Accessibility. NONSTRUCTURAL 1. Information should be provided in order to classify the building. The use, building type, occupancy, floor area, type of construction and justification of building area should be indicated on the plans. 2. The exterior walls require construction and protection of openings according to Table 5-A. A site plan should be provided indicating the dimensions to the property line so that we can review the wall construction and opening protection requirements. Section 503.2.1 3. A list of hazardous materials should be provided for occupancy determination of the different areas. The list and quantities should be formatted to directly correlate to Tables 3-D and 3-E (not MSDS sheets). Section 307.1.6 • � T ►, Arlington - Emerald Inaustries 00-4063 June 11, 2000 Page 2 of 5 4. It should be shown that all exit doors have exterior landings and that they will not be less than the door width x 44" minimum. Section 1004.10 5. Details should be provided for protection of all the through-penetrations and membrane penetrations of all fire resistive wall assemblies (if any). Section 710. These should be listed assemblies with an F rating equivalent to the wall penetrated. I have listed this as a deferred submittal. 6. It should be specified on the plans that the facing of the insulation that is exposed to the interior should have a maximum flame spread rating of 25 and a smoke density not to exceed 450. Section 707.3 €�- 7. Glazing within a 24" arc of either side of a door opening should be safety glazing. MECHANICAL 1. No mechanical plans were submitted. This should be submitted as a separate permit. 1995 WASHINGTON STATE RESIDENTIAL ENERGY CODE (WAC 51) 1. The energy forms submitted indicate R30 roof insulation, R19 insulation. The plans should reflect this. 2. At the least, the buildings must be assumed to be at least semi-heated per Section 1301. Therefore, details should be provided showing that the roof complies with the insulation requirements of Section 1310.2. 1998 WASHINGTON STATE REGULATIONS FOR BARRIER-FREE DESIGN 1. The site plan should show an accessible route of travel from the public way to the accessible entrances. Section 1103.2.2 2. The number of accessible parking spaces should be provided. Sections 1107.1.1, 1107.1.5, Table 11-F 3. One accessible parking space is required. It should be van-accessible, per Table 11-F. Section 1107.1.1 4. Van-accessible parking spaces should be 8' wide, with adjacent 8' wide access aisles (which may be shared with an adjoining space). Section 1107.2.2 5. Each accessible parking space should be shown as having a sign 3'-5' high centered at the head of the space and bearing the words, "State Disabled Parking Permit Required". Section 1107.3 i I Arlington — Emerald Industries 00-4063 June 11, 2000 Page 3 of 5 6. A curb cut ramp should be shown from the accessible parking access aisles to the sidewalk, unless details are provided showing that the sidewalk is at the same level as the parking spaces. 7. The slope of all ramps should be shown on the plans (1:12 maximum). Section 1106.8.2 tLL- 8. All doors in the building that have a latch set or lock set should have lever-type operating hardware. Section 1106.3.1 9. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical : 2 horizontal, with a maximum edge height of 1/4". Sections 1106.10.4, 1106.6 �- 10.The length, height, diameter, wall clearance, and position of the two grab bars at the water closet should be dimensioned on the plans. Section 1106.11.5.3. 11.Signs for the visually impaired should be provided to identify public toilet rooms, stairs, and elevators. Where other :signs are provided, they should also comply. Section 1103.2.4, 1106.16. STRUCTURAL 1. The plans should clearly indicate who the Engineer of Record is. The engineer of record should be responsible for reviewing and coordinating all of the submittal documents including the metal building. You should obtain a letter from the engineer indicating that they have reviewed the metal building design and that the plans are in conformance with the structural provisions of the 1997 UBC. 2. It should be noted on the plans that "Special Inspection" is required for: Concrete construction Bolts installed in concrete (with 100% stress increase) High strength bolting Anchor bolts (Table 19-F) 3. It should be noted that the inspector should submit inspection reports and a final signed report to you for these items. Sections 1701.3 and 1701.5 4. All deferred submittals should be listed on the plans. Section 106.3.4.2 L- 5. You may want to require the use of WABO certified special inspectors. If that is the case, then that should be noted on the plans. 6. The foundation plan submitted is not for this project. The plans should be upgraded to a Seismic Zone 3 and the location revised. Arlington — Emerald Industries 00-4063 June 11, 2000 Page 4 of 5 7. Some of the building calculations indicate that a Zone 2B was used in the calculations while other sheets indicate a Zone 3. This should be clarified. 8. The plans provided indicate that the area above the restrooms is to be used as a storage area with a 125 psf live load. The thickened footing shown on the "Cross section @ entry & restrooms" should be indicated on the foundation plan. 9. What is Permacon?? Where is this being used? An ICBO Evaluation Report should be submitted. 10.Concrete details should be provided for the concrete/masonry waII40 11.1 did not receive a copy of the soil report. The engineer has used a soil bearing pressure of 1500 psf. This should be verified. 12.All lateral ties should be provided with 135-degree hooks with 6d returns. Metal building 1. The steel joists and girders should be manufactured in a plant you approve and meet the requirements of Section 1701.7. 2. Wall and roof elements in areas of discontinuities should be designed for the elevated wind forces specified in Part 3 of Table 16-H. 3. For the wall and roof purlins how is the compression flange laterally restrained to resist the upward or outward forces since there is no interior wall or roof finish? 4. A sample hand calculation should be provided for the rigid frame connections both at the column and the center point. The center to center spacing used for the calculations should be indicated on the plans. The basis for the design of the rigid frame haunch and center rafter splice should be provided. . 5. The engineer's calculations indicate that there are two X braces at Lines 1, 3, 5, 7 and 9. The plans show only one X brace per line. 6. The footings beneath the columns of the X brace should be provided with rebar at eh top and bottom. The plans should be clarified. 7. Collector elements and their connections, should be have the strength to resist the load combinations specified in Section 1612.4 (Em). Section 1633.2.6. Drag struts and their connections should be justified. The drag strut should be continuous the entire length of the building. Arlington — Emerald Industries 00-4063 June 11, 2000 Page 5of5 �,. 8. How are the drag forces transferred to the x-braces frames? There does not appear to be any direct attachment of the strut to the frame itself. V 9. The size and rated capacity of the eye-bolt used for connecting the cable braces to the columns should be indicated. How far from the top and bottom of the columns are the connections made? Stiffener plates should be provided where attachment is made directly to the web member. 10.Data should be submitted to justify the connection between the cable end and the eye-bolt. 11.Calculations should provided for the rod bracing at the roof including all connection details with the appropriate weld. The rod bracing for the roof shown on Sheet 15 indicates that this was designed for the 94 UBC and a Zone 2A. This should be clarified. 12.The bolted connections should have the strength to resist Q0 times the strength level seismic force. Section 2213.6. L-- 13.The tension only bracing members should have the strength to resist Qo times the strength level seismic force. Section 2213.8.5. 14.The columns of the moment-resisting frames should have the strength to resist the load combinations specified in Section 2213.5.1. 15.The sidewall purlins should be designed for the wind suction for the full span between columns or provided with intermediate lateral bracing of the compression flange. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely; Chuck Williams SE CWA Consultants PLAN REVIEW APPLICATION CWA CONsuLrANrs 22421 NE 20" Street Redmond, WA 98053 Phone (425) 836 2833 Fax (425) 836 3707 JURISDICTION INFORMATION 1. Location: 2. Permit Number: 3. Code Official Name: 4 Address: � 3�'' iU �LurnlJG[J 5. Phone ( )39--y3S-DI y ax( )�=ern-y35=390(,0 6. Alternate Contact Person: Phone: ( ) Fax( ) PROJECT INFORMATION 1. Name of Project: 2. Address: T LV y0 Please review plans under the following edition of the Uniform Building Code: ( ) 1994 Edition (,,) 1997 Edition ( ) Other: (please specify) _Full Review _ Structural Only Non-Structural Only 3. Please also review plans for compliance with the following codes: Edition: _ U.M.C( ) _ Energy( ) _U.P.C( )_N.E.C( ) Other( ) Specify 4. Enclosed are: 1 copy structural calculations 1 o Ian _ 1 copy energy calculations 1 copy specificationsVoll&2 1 copy soil report 1 set 5. Soil Bearing Capacity: 6. Seismic Zone No.: 7. Basic Wind Speed: 8. Wind Exposure 9. Frost Line: 10. Ground/Roof Snow Load: 11. Valuation: zeo,cco Comments: Code Official's Signature: Date: PROJECT CONTACT INFORMATION(Optionall 1. Contact Person: 2. Address: 3. Phone: ( ) Fax( ) 4. Copy of review comments to contact person: yes no 1 1 CITY OF ARLINGTON CONSTRUCTION PERMIT ❑ COMBINATION ❑ BUILDING ❑ MECHANICAL ❑ PLUMBING ❑ SIGN PERMIT NO. Zl() j OWNER 11. MAIL ADDRESS CITY ZIP PHONE Smokey Point Properties I'16404 Smokey Point Blvd. ; Arlington 360-659-8551 ARCHITECT OR DESIGNER MAIL ADDRESS CITY ZIP PHONE Gary Parkinson 2812 Colby Ave. Everett, WA 98201 d25-2�2-2153 GENERA CON A U MAIL ADDRESS CITY ZIP PHONE LIC NSE/ RAMO Construction 16404 Smokgy Point Blvd. ; Arlington, WA 98223 360-659-8 51 MLCIIANICALCONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE / RAMOC**034LK PLUMBING CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE I 3 CLASS Of WORK Q❑NLW ❑AUUI TION ❑ALTERATION ❑REPAIR ❑DEMOLI IION ❑BUILDING RELOCATION CC VALUAI ION Of WORK Uj DESCRIBE WU K PRUPUSI U USL OF SU DING I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA- w 0 f f ice TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI- LIGALUlS(:RIPIIUNUI PRUPLRTY SIIOWNBELOWURAiIACHfUURCOPIES SIONS OF LAWSPAND ORDINANCES GOVERNING THIS TYPE OF WORK LOT BLOCK Of WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT.THE a GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR TAX ID NUMBER FROM PROPERTY TAX STATEMENT LOCAL LAW REGULATING CONSTRUCTION OF THE PERFORMANCE OF 0. CONSTRUCTION. PERMIT EXPIRES 1 YEAR FROM DATE OF ISSUANCE. 3 29310 SIGNATURE Of CONTRACTOR OR AUTTIORIZEO AGENT DATE V1013 AUURLSS (OPI'1C9 LISTS ONLY) PLUMBING C(IIANIt Al NO. TYPO OP PIXTUREI PBB is PIXTURBS NO. TYPE OF HOUIPM13NT PUB :'s FIXTURES VATUR CLOSIIP 'OILUT , kiR COND.UN1T9—11.P. EA. d .Ilst" 1KTTmin MPRIGERATION UNITS—II.P.BA Ld .Ile" LAVATORY CWASI I BASIN 10ILURS—II.P.I ul .Urt" IIOWUTL IASFIREDA.C.UNITS—TONNAOBEA 1gidpa.1110" ITCIIBH SINK R DISPOSAL FORCED AIR SYSTUMS—B.T.U. MBA )ISHWASIIUR NALL IIELA17RS—D.T.U. M _ SUNDRY TRAY /NIT IIDATURS—B.T.U. M 1 aniH9 WAS[IUR IVAPORATIVBCOOLERS ATUR IIUAfER :LOTIIU9 DRYURS JRINAL VENTILATION PAN _ RIMING FOUNTAIN LANGS HOOD COMMERCIAL _ FLOOR DRAIN 'SIR HANDLING UNIT— CPM ACUUM BI(IIAIUIRS ,IOVB OOP DRAINS—RAINLEADURS NBTAL PIRUPLACU A CIIIMNBY 'INIC SBRVICE—BAR TM. _WATOR IIBATER )AS PIPING '(up to S—33.00,eddal. 3.75 ul meal list must be provided SUI1 TOTAL SUIT TOTAL Piff(MIP PERMIT TOTAL PUB I In TOTAL PUU SIUL YARD SE I BACK STRLLI SL IBACK REAR YARD SET ASK� PLAN CHECK FEE TEE RECEIPT NO, US1 /UNI LOI AREA VACANT 511E ❑YES F VALUATION FEE IYPLOF CONS I. OCCUPANCY GROUP NO.Of DWELLING UNITS PLAN CHECKING VG SI[L UI OLD(-. NO,UT STURILS MAX.OCC.LOAD BU%DING I PLUMBING i I PLAN REVIEW APPLICATION CWA CONSULTANTS 22421 NE 200 Street Redmond, WA 98053 Phone (425) 836 2833 Fax (425) 836 3707 J y! ,RISDICTION INFORMATION �,� � 1. Location: ��TOO , 2. Permit Number: CJO— 4 O 3. Code Official Name: e 4 Address: 3 1 `n C °2Z3 5. Phone ( — __Fax( 6. Alternate Contact Person: Phone: ( } Fax( ) PROJECT INFORMATION 1. Name of Project: E 2. Address: Iq // - L-Srcr Please review plans under th ollowin edirn" of the Uniform Building Code: ( ) 1 94 Edition ( 997 Edition ( er: (please specify) �ull Review structural Only Non-Structural Only 3. Please also view plans f compliance with the following codes: Edition: U.1v1.C( ) Energy( ) _U.P.C( )_N.E.C( ) Other( ) Specify 4. Enclosed are: X 1 copy structural calculations 1 set of plan h 1 copy energy calculations 1 copy specificationsVoll&2 1 copy soil report 1 set 5. Soil Bearing Capacity: 15_CG' 6. Seismic Zone No.: 7. Basic Wind Speed: 8. Wind Exposure 9. Frost Line: 10. Ground/Roof Snow Load: 11. Valuation: Comments: Code Official's Signature: Date: PROJECT CONTACT INF RMATION(Optionall 1. Contact Person: 2. Address: 3. Phone: ( ) Fax ( ) 4. Copy of review comments to contact person: yes no _ - pll, ! L iilixIiillllll -_ i i I ENGINEERING TORM DRAINAGE PERMIT DATE: 5/ - 00 ADDRESS: l TYPE OF BUILDING: f- "�YtrLM✓Oa � ,�Q L-Q�T-- 0 PLEASE NOTE ALL NECESSARY CORRECTIONS OR REQUIREMENTS ON SITE PLAN IN RED. APPROVED\YES DENIED\NO STORM DRAINAGE DRAWINGS STORM DRAINAGE CALCS ROW REQUIRED AMOUNT REQUIRED: EASEMENT REQUIRED AMOUNT REQUIRED: CURB GUTTER SIDEWALK PAVING TRAFFIC MITIGATION FEES TOTAL ADT x $50: AMOUNT OF MITIGATION FEE: CITY ENGINEER• DATE: �7 City of Arlington Building Der—) /� r -, FIRE DEP R NT C ECKL.k�-1' PERMIT # M Y0 3 DATE: -5--Ae NAME: �/f7�l �fd�� 6� ADDRESS: M1 l�7 6,3v( ,f�'U�� LEGAL: ls—sj BUILDING USE: i� c� OCCUPANCY CLASSIFICATION: A B E ZF H 1 2 12.1131 4 1 2 3 1 2 1 1 2 1 3 4 1 5 1 6 1 7 I M R 77 S U 1.1 1.2 1 2 1 3 1 1 3 1 2 3 4 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE-HOUR N ONE-HOUR N H.T. ONE-H N Item inspected&complete ' Signature & Date: Site Plan: Approved Denied Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers: Hydrant: # of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Date: Signature Build\form\fdchecklist dL Mi11.qWPIPL MP% 6 OMPRftVPMWD -Mto ■ ■ +m''W" jiFI ti ^:•- —� lip oil ■ of I pit 1� I - I I I CITY OF ARLINGTON W7---7,R & SEWER DEPARTMENT APPLIC `SON Application is hereby made by the undersigned property owner for all water and sewer services required or used for any purpose at: Service Address: 19117 63rd Ave NE, #A Lot Number: +{ Plat Name: ly Property Tax Number: 15310540120108 in or near Arlington, Washington, for which I agree to pay in advance and in accordance with existing ordinances and regulations of the City, the following estimated charges, the exact charges will be determined and payable immediately upon completion of the installation. Building Permit # 00-4063 allows for 2 ERUs. Water Tap-In Charge $ 4,300.00 Water Service Connection Charge (Metering Charge) 5/8" $ 500.00 Sewer Tap-In Charge $ 5,000.00 Side Sewer Permit(s) '� `1, $ 150.00 Street Repairs C1' �� j� $ 0.00 Fire Hydrant Installation �'9 ?OO $ 0.00 Other 0.00 Total C�Dy $ 9, 950.00 Special Conditions: DCVA @ service. I further agree that all rates and charges for water and sewer service to the above property shall be paid in accordance with existing ordinances and regulations of the City, or any such ordinances and regulations passed hereafter. I hereby authorize the following tenant, Emerald Industrial Complex LLC to have all accounts for water kept in his name under Account No. with the understanding that water bills mailed to said tenant shall not relieve the property from liability for water charges incurred. I understand that the City will use all reasonable effort to maintain uninterrupted service, but reserves the right to shut off the water at any time without notice for repairs, extensions, non-payment of rates or any other reason and assumes no liability for any damage as a result of interruption of service from any cause whatsoever. W/S Application N er: 27 Owner. Date:� Address: CITY OF ARLINGTON WA ,R 6 SEWER DEPARTMENT APPLICI '\,ON Application is hereby made by the undersigned property owner for all water and sewer services required or used for any purpose at: _ Service Address: 19117 63rd Ave NE, #B 1 Lot Number: ` J 1 I� Plat Name: Property Tax Number: 15310540120108 in or near Arlington, Washington, for which I agree to pay in advance and in accordance with existing ordinances and regulations of the City, the following estimated charges, the exact charges will be determined and payable immediately upon completion of the installation. Building Permit # 00-4063 allows for 2 ERUs. Water Tap-In Charge $ 4,300.00 Water Service Connection Charge (Metering Charge) 5/81, $ 500.00 Sewer Tap-In Charge c $ 5, 000.00 Side Sewer Permit(s) R` CF/Vc $ 150.00 Street Repairs JAN C $ 0.00 Fire Hydrant Installation �'/� ZQQ' $ 0.00 Other 0F'4RC/NGT0N $ 0.00 Total $ 9, 950.00 Special Conditions: DCVA @ service. I further agree that all rates and charges for water and sewer service to the above property shall be paid in accordance with existing ordinances and regulations of the City, or any such ordinances and regulations passed hereafter. I hereby authorize the following tenant, Emerald Industrial Complex LLC to have all accounts for water kept in his name under Account No. with the understanding that water bills mailed to said tenant shall not relieve the property from liability for water charges incurred. I understand that the City will use all reasonable effort to maintain uninterrupted service, but reserves the right to shut off the water at any time without notice for repairs, extensions, non-payment of rates or any other reason and assumes no liability for any damage as a result of interruption of service from any cause whatsoever. W/S Applica on Number: 27 Date`' Address: r� � City of Arlington Building Dept PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # �" () DATE ACCOUNT # NAME: &Y ��/1 ADDRESS: LEGAL: 1-3 BUILDING USE: # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Existing Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: + � SIDE SEWER PERMIT REQUIRED: V GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: _ BACKWATER VALVE: SEWER REQUIRED: Off site wprre�fL On site ✓ A*- r CURBS: Off site C 17 , 2 ZQD® On site OP SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NOX— )k- WtA))�N 1kx 14, (�l1 n � , . ... . V• e4�iN GTo y City of Arlington o 9s�IN�'` MEMORANDUM Water Quality TO: Emerald Industrial FROM: Karen Latimer, Water Quality Specialist DATE: May 24, 2000 SUBJ: Water Quality Review Building Permit#00-4063 1 have reviewed the documents submitted with building permit #00-4063 and have the following comments. All items listed must be completed before the Water and Wastewater Departments will give approval for occupancy. 1. A Double Check Valve Assembly (DCVA) must be installed on the downstream side of each water meter, before the first branch connection. Install the DCVA per city standard W-13. After the DCVA's have been installed, they must be tested by a Washington State certified Backflow Assembly Tester, at the owner's expense, then be inspected by me. Provide a copy of the test reports prior to calling for inspection; minimum 24 hour inspection notice is required. 2. Inspections are required at the following times. Please provide minimum 24 hour notice when calling for inspection. A. Prior to covering underground water piping. B. Prior to covering interior water piping. C. Prior to requesting final inspection by the Building Department. 3. The drawings indicate that a fire sprinkler system will be constructed for each building. A backflow preventer must be installed on the fire sprinkler water supply line to each building, as follows. If no chemicals will be added to the water, a Double Check Valve Assembly must be installed on the water supply line; refer to city standard W-14 for installation requirements. If chemicals will be added to the system for corrosion control, antifreeze, etc., then a Reduced 238 North Olympic Ave. . Arlington, WA 98223 V Memorandum-=May 24, 2000 Emerald Industrial Page two Pressure Backflow Assembly must be installed on the water supply line; refer to city standard W-16 for installation requirements. Testing and inspection requirements for the backflow preventer(s) are the same as those listed in item 1. above. 4. It is recommended that you install aAhermal expansion tank on each separate water system on which you are installing a backflow preventer (DCVA or RPBA). Check with the Building Department for specific code requirements. 5. The water quality requirements-listed in items 1-4 above cover the building construction only. Depending upon the type of tenant(s) that will occupy the buildings, you may be required to install additional backflow preventers and/or sewer monitoring manholes. Each tenant will be required to fill out a cross connection survey and industrial/commercial waste discharge permit application prior to occupancy. I have enclosed one set of the required forms for your use. 6. When constructing the underground water main, follow the attached procedures for new water main construction and backflow prevention. 7. 1 need to know what size water meter is required for each building. After I receive this information, I will prepare a.fee calculation'. 8. Pay water and sewer fees prior,to requesting a side sewer,inspection or water meter installation. I can be contacted at 360.403.3505 if you have any questions. City of Arlington Building De, PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # DATE ACCOUNT # _0 NAME: ADDRESS: LEGAL: , 5i a Yy© /DoiX BUILDING USE: /0, # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Eaosting Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NO Build\fb ms\u-check ' ■ 1 III 1 L■ ■ ■ j■1 J6 -1 111 T-- MIA A j p 5 1 1 11 r1'llf I-U, ' W. -C:A JL- )1 - ■ ■ Lr L' AN .J � Jam ! ■ ' �� _ 1 r1 ■6l`• I■MI 1 ■ lxf? ■ - 1 NOT ■ 1 ■' 1 17 . �til =1 ■ 11 1 . 0.■ 1■ ■ 1 ■1. ! 1 ■ 1■ ■J■ ■ Irs&% _1■ii1 II 1 Li.L11 1■ 1 I • . r . ••7 I r Ir 10 ■ ■ 1 ■ 1 T■ Ir 1 ■ 1 'J F,mm u1 ■ 1 . ■u _ ■�. 1 ` . 1 1 '1 1 ■ 1 ' 1 1 ■ 1 • Y5 ' 17 ' '1 . . • • Y1 ' L�1 • r 0.1 ■ ri 1:1■ 7r + Fli ■ 1f 171111 _ r I PAGE 3.0 GIRT DESIGN FOR: J5254 Based on Uniform Building Code Wind Speed ..................... 80 mph (Ce) Coefficients Exposure Factor ................ C Left Wall ......... 1.07 Left Eave Height ............... 16.00 ft. Left Roof ......... 1.10 Ridge Height ................... 20.17 ft. Right Roof ........ 1.10 Right Eave Height .............. 16.00 ft. Right Wall ........ 1.07 Importance Factor .............. 1.00 Building ....................... Closed Wind Stagnation Pressure (Qs) .. 16.38 psf Design Table Indicates Maximum Allowable Girt Spacing @ 18.08 Ft. Height : (Mean Roof Height) Ce=1.10 Pressure = 16.27 psf : Cq=0.9 Suction = 16.27 psf : Cq=0.9 Span - ft. 6Z16 8Z16 8Z14 8Z13 8Z12 1OZ14 1OZ12 Design Criteria ......................................................................................... 12.00 22.50 48.47 61.84 73.89 85.81 99.99 99.99 Deflection 15.43 23.26 30.41 38.42 47.52 41.28 63.06 Suction Fully Braced 7.41* 11.63 15.20 19.21 23.76 20.64 31.53 Suction Unbraced 15.02 23.26 30.41 38.42 47.52 41.28 63.06 Suction 1-Brace ......................................................................................... 16.00 9.49 20.45 26.09 31.17 36.20 46.18 67.41 Deflection 8.68 13.08 17.10 21.61 26.73 23.22 35.47 Suction - Fully Braced DOn/e 3.79* 6.54 8.55 10.80 13.36 11.61 17.74 Suction Unbraced T-4 mQ 7.66 12.05 15.79 19.99 24.78 22.32 34.20 Suction 1-Brace ......................................................................................... 24.00 2.81 6.06 7.73 9.24 10.73 13.68 19.97 Deflection 3.71* 5.81 7.60 9.60 11.88 10.32 15.77 Suction Fully Braced 1.57* 2.54* 3.63* 4.80 5.94 5.16 7.88 Suction Unbraced 1.96* 4.41 5.86 7.14 8.35 8.70 13.34 Suction 1-Brace 3.06* 5.37 7.04 8.91 11.05 9.94 15.23 Suction 2-Braces : (center)= 6.00 (end)= 9.00 ----.....-•-------•-•----....---•-••--•-••----.....--•........................ 25.00 2.49 5.36 6.84 8.17 9.49 12.10 17.67 Deflection 3.36* 5.36 7.01 8.85 10.95 9.51 14.53 Suction Fully Braced 1.44* 2.32* 3.29* 4.43 5.47 4.76 7.26 Suction Unbraced 1.63* 3.77* 5.12 6.24 7.30 7.72 11.85 Suction 1-Brace 2.67* 4.95 6.43 8.21 9.97 9.16 13.93 Suction 2-Braces : (center)= 6.00 (end)= 9.50 •........................................................•----........................... Allowable stress are increased by 1/3 for wind. Allowable deflection = L/100 * Girt spacing has been reduced when the loaded area is less than 100 sq. ft. USF Gi 1275 S` 4 -Tyf'- ,' T )Aj'tr7Q ro e p t&-T I WOO v WAt t S U.S. G /6 eo 1Nlo 6 M 1D G/M G PS1, rn--Q _ S- 00 PSG c / 6.3 PS'F �s�bh► 1 r: Purlin Analysis for: J5254APD Left Side Width - 50.00 ft. Left Side Slope = 1.00:12 Total Design Load = 30.00 psf Fixed Purlin Spacing - 5.00 ft. Eave Purlin Spacing = 3.45 ft. Left End Setback = 1.00 ft. Right End Setback = 1.00 ft. ..... ................................. Continuous Purlins ---------•----------•-------------- ------ Eave Purlins ------- --- Left Side --- ------- Intermediate ------- •- Right Side -- 1 Comb. . Maximum - Comb. Bay Bend. Shear Lap Bend. Shear Defl. Dist. Bend. Shear Lap o Unity Bend. Defl. Unity ft. Size k-ft kips in. k-ft kips in. ft. k-ft kips in. c Check Size k-ft in. Check ..... ............................................................•-•-........................ ........................... 23.00 9Z14 -0.08 1.36 0 6.09 -0.00 1.21 10.13 -6.44 -1.94 12 R 0.89 9Z16 4.12 1.27 0.73 24.00 9Z16 -3.53 1.42 36 3.15 0.00 0.54 12.51 -3.69 -1.43 24 R 0.89 9Z16 4.48 1.51 0.79 24.00 9Z16 -3.60 1.48 24 3.72 •0.00 0.78 11.88 -3.96 -1.52 24 R 1.01 9Z16 4.48 1.51 0.79 24.00 9Z16 -3.98 1.51 24 3.58 0.00 0.72 12.04 -3.86 -1.49 24 L 1.00 9Z16 4.48 1.51 0.79 24.00 9Z16 -3.86 1.49 24 3.58 .0.00 0.72 11.96 -3.98 -1.51 24 R 1.00 9Z16 4.48 1.51 0.79 24.00 9Z16 -3.96 1.52 24 3.72 0.00 0.78 12.12 -3.60 -1.48 24 L 1.01 9Z16 4.48 1.51 0.79 24.00 9Z16 -3.69 1.43 24 3.15 -0.00 0.54 11.49 -3.53 -1.42 36 L 0.89 9Z16 4.48 1.51 0.79 23.00 9Z14 -6.44 1.94 12 6.09 0.00 1.21 12.87 -0.08 -1.36 0 L 0.89 9Z16 4.12 1.27 0.73 --•-- ---•---•-••................•--••.....------............................................. ........................... Size Footage 9Z14 1085.8 P v)e(-?N (l PZ-i F 9Z16 3739.0 Eave 4 = /�o.3 8 C f . l ��( 1.3 --,3� 2 PS / ) 6. 0 PS1' Ridge 16 / Defl. 150 yY1 _ 16 .0 / °, kF?\ / K �k1 7- Gable l JJ 6684 SO - 0 Of m10-- P01,oUT BIq iDGlAlCy Column Design: Column Size = W8X10 Column Height = 16 . 00 ft . Post Spacing = 25 . 00 ft . Bay Spacing = 0 . 02 ft . Girt Spacing = 2 . 00 ft . Dead Load = 7 . 00 psf Live Load = 25 . 00 psf Wind Speed = 80 . 00 mph Exposure Factor = C Pressure Coefficient = 0 . 28 Minimum Column Depth = 7 . 00 in. Maximum Column Depth = 9 . 00 in. Deflection limit = 1 . 07 in. = Ht/180 Steel Yield Strength = 45 . 00 ksi Axial Load = 0 . 01 kip = Dead + Live Axial Load = 0 . 00 kip = Dead + 1/2 Live Wind Load = 125 . 02 plf W-, er,y"Z S-1 Design Moment 4 . 00 kft (S7 F5 Allowable Axial Stress = 20 . 97 ksi = F1 Allowable Axial Stress = 27 . 95 ksi = F2 (Increased 33% for wind) Allowable Bending Stress = 36 . 00 ksi = Fb (Increased 33% for wind) Actual Axial Stress = 0 . 00 ksi = fl (Dead + Live) Actual Axial Stress = 0 . 00 ksi = f2 (Dead + 1/2 Live) Actual Bending Stress = 6 . 15 ksi = f3 (Wind) Actual Bending Stress = 3 . 07 ksi = f4 (1/2 Wind) Combined Stress = 0 . 00 = f1/F1 Combined Stress = 0 . 17 = f2/F2 + f3/Fb Combined Stress = 0 . 09 = fl/F2 + f4/Fb Actual Deflection = 0 .21 in. Rom. q_1 6R t Ps e—'4P-)Q 01a Z W 41 -9G) --48 C�[6-[� � RAm�� l �n �j Yvervo C-Oe t(C-) S 40AINo I N&IOr V) �i � I � ® I All -3-Z-2 s-q-- YVI " P COL UM " COUA1 , 17AC-15 ' PUJ 3- 3 z c o k- W/o 'N SL:oT A325 �. CGL,5�•Lt COL,.. �'o RAr-ffR CON4- I II �yv8 �ro � U i jl 31 i BAs i; R 3/Z 4 ¢ (2) 3/4%' + A-a77 �o g J�o� COL. Ba-66 CGwr j - SNOW DRIFT /6 iX/6 SHr D rpe� 3„ �- Snow Drift Per UBC Appendix : Roof Live Load ...............: = 25.00 psf Ground Snow Load .............: Pg = 35.71 psf Snow Exposure Coefficient ....: Ce = 0.70 Occupancy Importance Factor...: I = 1.00 Width of Upper Roof ..........: Wb = 150.00 ft Difference in Roof Heights ...: hr = 9.00 ft Sliding Snow .................: NOT REQUIRED Calculated Roof Snow Load ....: Pf = 25.00 psf Density of Snow ........... . . .: D = 18.64 psf Height of Snow Drift ..... ... hd = 4.44 ft. Height of Balanced Snow .... ..: hb = 1.34 ft. Width of Snow Drift ........ . : Wd = 17.76 ft. Maximum Snow Drift ...........: Pm = 107.79 psf Summary of Snow Drift Loading...: Snow Drift at 0.0 ft = 107.8 psf S w \\1 Snow Drift at 1.0 ft = 103.1 psf k�61,p r0Snow Drift at 2.0 ft = 98.5 psf Snow Drift at 3.0 ft = 93.8 psfSnow Drift at 4.0 ft = 89.1 psfSnow Drift at 5.0 ft = 84.5 psf Snow Drift at 6.0 ft = 79.8 psf Snow Drift at 7.0 ft = 75.2 psfSnow Drift at 8.0 ft = 70.5 psf (��4.Snow Drift at 9.0 ft = 65.8 psf 3 � Z Kb(�Snow Drift at 10.0 ft = 61.2 psf Snow Drift at 11.0 ft = 56.5 psf Snow Drift at 12.0 ft = 51.9 psf Snow Drift at 13.0 ft = 47.2 psf Snow Drift at 14.0 ft = 42.5 psf Snow Drift at 15.0 ft = 37.9 psf w Snow Drift at 16.0 ft = 33.2 psf Snow Drift at 17.0 ft = 28.6 psf Snow Drift at 17.8 ft = 25.0 psf .......... .... . .... ..... ..... .... D ti SFr f>�) 3_ S" F0A Pv9 L1*4 S . S r-z- 3. 6 rz 2 lyAA ra a►- Y i ! J5254LPA 1 3_ s Purlin Analysis for J5254LPA P5 Member Data : ..--••......................................................... Hem. Hem. Length Joint no. End Condition / u po L ) jt4 s e no. Type (ft) Start End Start End 1 8Z16 6.00 1 2 Support Support 2 8Z 6 9.67 2 3 Support Support vs g- g Z q-- ...... .... ---- -- VSL- 13 23 e e r 4- J5254LPA 2 Loading for : .317 KLF DESIGN LOAD ....-------------------------------------------------- Load Member no. 1 -0.36 klf to -0.27 klf Load Member no. 2 -0.27 klf to -0.12 klf ............................................................ J5254LPA 3 Stress Resultants for : .317 KLF DESIGN LOAD ............................................................. Hem. Point Member Forces Controlling Ratios no. (ft) Shear Bending Shear + Web Flange (kip) (kip-ft) Bending Bending . ............................- ........ 1 0.00 -0.66 0.00 0.07 1 1.91 -0.00 -0.62 0.12 1 6.00 1.23 1.98 0.41 2 0.00 -1.27 1.98 0.43 2 5.60 0.00 -1.35 0.26 2 9.67 0.62 0.00 0.07 ----........................................ J5254LPA 4 Displacements and Reactions for : .317 KLF DESIGN LOAD ............................................................ Joint Vert. Disp. Reaction no. (in) (kip) ............................................................ 1 -0.66 2 -2.49 �- rr�,gx, Poiiyl7 A-044 'rO Trw w^L 3 -0.62 ........................................... l�Fs�6N G-A 1 0 Fog ( Q, S0 KLF Analysis Complete �W` e' G/-zto Z P(/12Ljt4 JJ 2 r`R 161D Flb4+�� JirtPtr4L' r,C 0 4v/�S c c �Pl�N6c�'ro Pu2L/AU f STvd wAA- cLr-5 �� srvu w. LL oy orrwxs� E�t�r P c.12u,t1 GU6 To rLoor- G t,ers • i * * * Truss - T Structures Inc. D * * / 15 3� * 2100 N. Pacific Highway * * * Woodburn, Oregon 97071 * * Phone 503-981.9581 * File Name : J5254SSD Frame Title 24C-12-8 60/80C 1:12 Prepared by DW 03.14.00 Execution Options Analysis Only Number of Analysis Cycles = 1 Reports Generated 1. Member Design Data 2. Forces Moments and Stresses 3. Displacements and Reactions Building Configuration : Building width = 16.00 ft. \I/ Bay Spacing = 8.00 ft. Span Width(s) (ft.) = 16.00 Column Base Elevations (ft1 = 0.00 0.00 Left Eave Height = 12.00 ft. Left Column Slope - 0.00/12 Left Rafter Slope = 1.00/12 Right Rafter Slope - -1.00/12 Right Column Slope = 0.00/12 Right Eave Height - 12.00 ft. Left Girt Depth = 4.00 in. Purlin Depth = 8.00 in. Right Girt Depth - 4.00 in. Structural Steel 4 Flange Plate Yield Strength = 45.00 ksi Web Plate Yield Strength = 45.00 ksi Modulus of Elasticity = 29000 ksi Coef. of Linear Exspansion = 0.0000065 x � ' 24C-12.8 60/80C 1:12 J5254SSD 2 Load Cases : Load Case No. 1 Dead Load = 2.00 psf + Frame Weight h► IC LIB -Load Case No. 2 Live Load = 60.00 psf Load Case No. 3 Wind Left = 16.38 psf CgCe = 1.70 X 1.06 for Member no. 2 ✓ NSF S tZ�rrl�ifR�/ �_-j V,4C V 4 CgCe = 1.70 X 1.06 for Member no. 3 F7 Load Combinations : Load Combination no. 1 : DL + LL + Load Case no 1 X 1.00 + Load Case no 2 X 1.00 Load Combination no. 2 : DL + WLL * + Load Case no. 1 X 1.00 + Load Case no. 3 X 1.00 24C-12-8 60/80C 1:12 J5254SSD 3 Member Data : ................................... ...................•-•--.....------------...----................... ----- Initial End ------I---- Terminal End ......I Sec. Left Flg. Right Flg. Web Sec. Depth Bracing Sec. Jt. Jt. Coor. E A. A. Coor. E Lth. Thick Width Thick Width Thick Ini. Trm. Left Right no. no. type hor. ver. C no. type hor. ver. C (ft) (in) (in) (in) (in) (in) end end O.C. O.C. hvr (ft) (ft) hvr (ft) (ft) (in) (in) (ft) (ft) •--••---•.................................................... .............................................................. 1 1 001 0.67 0.00 F 2 111 0.67 10.73 F 10.73 0.3300 5.25 0.3300 5.25 0.2300 8.14 8.14 10.73 16.00 4 4 111 0.98 11.07 F 5 111 8.00 11.66 F 7.04 0.3300 5.25 0.3300 5.25 0.2300 8.14 8.14 3.17 9.00 5 5 111 8.00 11.66 F 6 111 15.02 11.07 F 7.04 0.3300 5.25 0.3300 5.25 0.2300 8.14 8.14 3.17 9.00 8 8 111 15.33 10.73 F 9 001 15.33 0.00 F 10.73 0.3300 5.25 0.3300 5.25 0.2300 8.14 8.14 10.73 16.00 .. ...................................................... ................. C 1.00 1.75 C 1.01 1.75 C 1.02 1.75 C 1.03 1.75 C 8.00 1.75 C 8.01 1.75 C 8.02 1.75 C 8.03 1.75 )'&AAl GC 12r:Z4ceS IVo7 jP,_-Q_ 24C-12-8 60/80C 1:12 J5254SSO 4 Stress Resultants for : DL + LL ............................................... ...................................................................... Member Forces Member Stresses Allowable Stresses Unity Check Max. Sec. Shear Axial Bending Shear Axial Bending Stif. Axial Bending Components Comb No. Force Force Moment Stress Stress Left Right Space Stress Left Right Axial Bending Stress (kip) (kip) (k-ft) (ksi) (ksi) (ksi) (ksi) (in.) (ksi) (ksi) (ksi) Left Right Ratio .......................................................................................................................... 1.00 0.55 -4.29 0.00 0.32 -0.83 -0.00 0.00 10.90 27.00 27.00 -0.08 -0.00 0.00 -0.08 1.01 0.55 -4.23 -1.98 0.32 -0.82 1.59 -1.59 10.90 27.00 23.28 -0.07 0.06 -0.07 -0.14 1.02 0.55 -4.17 -3.95 0.32 -0.80 3.17 -3.17 10.90 27.00 23.28 -0.07 0.12 -0.14 -0.21 1.03 0.55 -4.10 -5.93 0.32 -0.79 4.76 -4.76 10.90 27.00 23.28 -0.07 0.18 -0.20 -0.28 2.00 -0.67 -4.08 -5.93 2.01 -0.67 -4.08 -5.75 3.00 -3.31 -1.79 -5.89 3.01 -3.20 -1.75 -5.08 4.00 -3.55 -0.85 -5.08 -2.06 -0.16 4.08 -4.08 22.13 27.00 23.65 -0.01 0.15 -0.17 -0.18 4.01 -2.35 -0.75 1.83 -1.37 -0.14 -1.47 1.47 22.13 27.00 27.00 -0.01 -0.05 0.05 -0.06 4.02 -1.15 -0.65 5.94 -0.67 -0.13 -4.77 4.77 22.13 27.00 27.00 -0.01 -0.18 0.18 -0.18 4.03 0.05 -0.55 7.24 0.03 -0.11 -5.81 5.81 22.13 27.00 27.00 -0.00 -0.22 0.22 -0.22 5.00 -0.05 -0.55 7.24 -0.03 -0.11 -5.81 5.81 22.13 27.00 27.00 -0.00 -0.22 0.22 -0.22 5.01 1.15 -0.65 5.94 0.67 -0.13 -4.77 4.77 22.13 27.00 27.00 -0.01 -0.18 0.18 -0.18 5.02 2.35 -0.75 1.83 1.37 -0.14 -1.47 1.47 22.13 27.00 27.00 -0.01 -0.05 0.05 -0.06 5.03 3.55 -0.85 -5.08 2.06 -0.16 4.08 -4.08 22.13 27.00 23.65 .0.01 0.15 -0.17 -0.18 6.00 3.20 -1.75 -5.08 6.01 3.31 -1.79 -5.89 7.00 0.67 -4.08 -5.75 7.01 0.67 -4.08 -5.93 8.00 -0.55 -4.10 -5.93 -0.32 -0.79 4.76 -4.76 10.90 27.00 23.28 -0.07 0.18 -0.20 -0.28 8.01 -0.55 -4.17 -3.95 -0.32 -0.80 3.17 -3.17 10.90 27.00 23.28 -0.07 0.12 -0.14 -0.21 8.02 -0.55 -4.23 -1.98 -0.32 -0.82 1.59 -1.59 10.90 27.00 23.28 -0.07 0.06 -0.07 -0.14 8.03 -0.55 -4.29 0.00 -0.32 -0.83 -0.00 0.00 10.90 27.00 27.00 -0.08 -0.00 0.00 -0.08 .......................................................................................................................... Displacements and Reactions for : DL + LL ......................................................... Displacement Reaction Joint Horizontal Vertical Rotational Horizontal Vertical Rotational No. (in) (in) (rad) (kip) (kip) (k-ft) ......................................................................... 1 0.0000 0.0000 -0.0010 -0.55 -4.29 0.00 2 -0.0170 -0.0036 0.0016 3 -0.0120 -0.0052 0.0017 4 -0.0102 -0.0102 0.0018 5 -0.0000 -0.1372 -0.0000 6 0.0102 -0.0102 -0.0018 7 0.0120 -0.0052 -0.0017 8 0.0170 -0.0036 -0.0016 9 0.0000 0.0000 0.0010 0.55 -4.29 0.00 ........................................................................ e [ �. 24C-1Z-8 60/80C 1:12 J5254SSD 5 Stress Resultants for : DL + WLL .............................................................................................. ... ..-......I...... ...... Member Forces Member Stresses Allowable Stresses Unity Check Max. Sec. Shear Axial Bending Shear Axial Bending Stif. Axial Bending Components Comb No. Force Force Moment Stress Stress Left Right Space Stress Left Right Axial Bending Stress (kip) (kip) (k-ft) (ksi) (ksi) (ksi) (ksi) (in.) (ksi) (ksi) (ksi) Left Right Ratio .......................................................................................................................... 1.00 .0.22 1.42 -0.00 -0.13 0.27 0.00 -0.00 36.00 36.00 31.04 0.01 0.00 -0.00 0.01 1.01 -0.22 1.48 0.78 -0.13 0.29 -0.62 0.62 36.00 36.00 36.00 0.01 -0.02 0 02 0.03 1.02 -0.22 1.55 1.55 -0.13 0.30 -1.24 1.24 36.00 36.00 36.00 0.01 -0.03 0.03 0.04 1.03 -0.22 1.61 2.33 -0.13 0.31 -1.87 1.87 36.00 36.00 36.00 0.01 -0.05 0.05 0.06 2.00 0.26 1.60 2.33 2.01 0.27 1.61 2.26 3.00 1.30 0.72 2.30 3.01 1.26 0.70 1.99 4.00 1.40 0.35 1.99 0.81 0.07 -1.59 1.59 36.00 36.00 36.00 0.00 -0.04 0.04 0.05 4.01 0.92 0.36 -0.73 0.53 0 07 0.59 -0.59 36.00 36.00 31.53 0.00 0.02 -0.02 -0.02 4.02 0.44 0.37 -2.33 0.26 0.07 1.87 -1.87 36.00 36.00 31.53 0.00 0.05 -0-06 -0.06 4.03 -0.03 0.37 -2.82 -0-02 0.07 2.26 -2.26 36.00 36.00 31.53 0.00 0.06 -0.07 .0.07 5.00 0.03 0.37 -2.82 0.02 0.07 2.26 -2.26 36.00 36.00 31.53 0.00 0.06 -0.07 -0.07 5.01 -0.44 0.37 -2.33 -0.26 0.07 1.87 -1.87 36.00 36.00 31.53 0.00 0.05 -0 06 -0.06 5.02 -0.92 0.36 -0.73 0.53 0.07 0.59 -0.59 36.00 36.00 31.53 0.00 0.02 -0.02 -0.02 5.03 -1.40 0.35 1.99 -0.81 0.07 -1.59 1.59 36.00 36.00 36.00 0.00 -0.04 0.04 0.05 6.00 -1.26 0.70 1.99 6.01 -1.30 0.72 2.30 7.00 -0.27 1.61 2.26 7.01 -0.26 1.60 2.33 8.00 0.22 1.61 2.33 0.13 0.31 -1.87 1.87 36.00 36.00 36.00 0.01 -0.05 0.05 0.06 8.01 0.22 1.55 1.55 0.13 0.30 -1.24 1.24 36.00 36.00 36.00 0.01 -0.03 0.03 0.04 8.02 0.22 1.48 0.78 0.13 0.29 -0.62 0.62 36.00 36.00 36.00 0.01 -0.02 0.02 0.03 8.03 0.22 1.42 -0.00 0.13 0.27 0.00 -0.00 36.00 36.00 31.04 0.01 0.00 -0.00 0.01 ...................................................................................................... ...... Displacements and Reactions for : DL + WLL * .......... ........................................................ Displacement Reaction Joint Horizontal Vertical Rotational Horizontal Vertical Rotational No. (in) (in) (rad) (kip) (kip) (k-ft) ..... ............................ .................... 1 0.0000 0.0000 0.0004 0.22 1.42 0.00 2 0.0066 0.0013 -0.0006 3 0.0047 0.0019 -0.0007 4 0.0040 0.0039 -0.0007 5 0.0000 0.0536 0.0000 6 -0.0040 0.0039 0.0007 7 -0.0047 0.0019 0.0007 8 -0.0066 0.0013 0.0006 9 0.0000 0.0000 -0.0004 -0.22 1.42 0.00 ....................... .................................... Report Complete �' 1 J5254SCD 1 4B : BASE PLATE Joint 1 Column Reactions Maximum Vertical = 4.29 kip Maximum Horizontal = 0.55 kip Associated Vertical = -4.29 kip Maximum Uplift = 1.42 kip * Associated Horizontal = -0.22 kip * Member plate sizes : Left flange thickness = 5/16" Left flange width 5.1/4" Right flange thickness = 5/16" Right flange width = 5-1/4" Web thickness = 1/4" Member depth = 8-1/8" (2) Bolt base plate : Use 9" x 6" x 1/2" Base plate Use (2) 3/4" diam. A-36 bolts Use 4" Y - Gage Left Flange Weld = 3/16" S.F. Right Flange Weld = 3/16" S.F. Web Weld = 1/4" S.F. Note: Forces that are followed by an * are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 113. 5.575917E-02 2 J5254SCD 2 3M4 : MOMENT CONNECTION Joint 2 L Applied forces : Maximum negative moment = 5.93 kip ft —�J f = S 0)3 �> _ /t iPS Associated axial force = -4.10 kip Associated shear force = 0.55 kip Maximum positive moment = 2.33 kip ft Associated axial force = 1.61 kip * T, 5 3 2S" Iry Associated shear force = .0.22 kip * / 3 �lZ lL G/( Maximum shear = 0.55 kip bp Member plate sizes � m�ryr use gyp_ 3 + 4 Left flange thickness = 5/16' Left flange width = 5-1/4" PG= 3.S 62 S Right flange thickness = 5/16" 2 " ��i6 ` • 1. I S6 ilV Right flange width = 5-1/4" Web thickness = 1/4" c/e = !�� CI•o� C�•�)(�'/' �6Zr� (�4 = �- Z 8 Member depth = 8-1/8" 2.9 »%j Use A-325-N Bolts and Double Fillet Welds 7 ( . 7 S x Bolt Flg. Web Thick. Thick. Bolt Bolt Width Side Diam. No. Weld Weld tp(w+l) tp(w) Gage Spacing min. {f 5 P Lpc L 5/8" 4 3/16" 1/4" 1/2" 1/2" 3-1/2" 3.1/2" 5-1/4" _ J L 3/4" 4 3/16" 1/4" 1/2" 1/2" 3-1/2" 4" 5-1/2" L 7/8" 4 3/16" 1/4" 1/2" 1/2" 3-1/2" 4" 5-3/4" L 1" 4 3/16" 1/4" 1/2" 1/2" 5.1/2" 4" 8" L 1-1/8" 4 3/16" 1/4" 1/2" 1/2" 5-1/2" 4-1/2" 8.1/2" L 1.1/4" 4 3/16" 1/4" 1/2" 1/2" 5.1/2" 5-1/2" 8-3/4' R 5/8" 4 3/16" 1/4" 1/2" 1/2" 3-1/2" 3-1/2" 5.1/4" R 3/4" 4 3/16" 1/4" 1/2" 1/2" 3-1/2" 4" 5-1/2" R 7/8" 4 3/16" 1/4" 1/2" 1/2" 3-1/2" 4" 5-3/4" R 1" 4 3/16" 1/4" 1/2" 1/2" 5.1/2" 4" 8" R 1.1/8" 4 3/16" 1/4" 1/2" 1/2" 5-1/2" 4.1/2" 8-1/2" R 1-1/4" 4 3/16" 1/4" 1/2" 1/2" 5-1/2" 5-1/2" 8-3/4" Note: Forces that are followed by an * are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. .1991132 -1 .. f ,� I I �S2.S4- (sso ale r�3 C-OPc-- I _IJo: .BOLI" 8a-T5: Pt.JkTE C�Ro�tE �I16 ►� G.4 * * * Truss T Structures Inc. * * 2100 N. Pacific Highway * * * Woodburn, Oregon 97071 * * Phone 503-981-9581 * * File Name : J5254DSD Frame Title : 48 FT. CARRIER BEAM Prepared by : DW 3/13/00 Execution Options Analysis Only Number of Analysis Cycles = 1 Reports Generated 1. Member Design Data 2. Forces Moments and Stresses. 3. Displacements and Reactions Structural Steel : Flange Plate Yield Strength = 50.00 ksi Web Plate Yield Strength = 50.00 ksi Modulus of Elasticity = 29000 ksi Coef. of Linear Exspansion = 0.0000065 1, 48 FT. CARRIER BEAM J5254DSD 2 Load Case no. 1 DL + LL Load Joint no. 2 -38.20 kips Vertical Load All Sections Member Self Weight Load Case no. 2 DL + UPLIFT Load Joint no. 2 11.70 kips Vertical Load All Sections Member Self Weight Load Combinations Load Combination no. 1 : DL + LL + Load Case no. 1 X 1.00 Load Combination no. 2 : DL + WIND * + Load Case no. 2 X 1.00 48 FT. CARRIER BEAM J5254DSD 3 Member Data : ............................................................................................................................ I..... Initial End ......I.... Terminal End --- .I Sec. Left Flg. Right Flg. Web Web Depth Bracing Sec. Jt. Jt. Coor. E Jt. Jt. Coor. E Lth. Thick Width Thick Width Thick Ini. - Trm. Left Right no. no. type hor. ver. C no. type hor. ver. C (ft) (in) (in) (in) (in) (in) end end O.C. O.C. hvr (ft) (ft) hvr (ft) (ft) (in) (in) (ft) (ft) ............................................................................................................................ 1 1 001 0.00 0.00 F 2 111 24.00 0.00 F 24.00 0.6250 10.00 0.5000 8.00 0.2500 24.00 44.00 24.00 24.00 2 2 111 24.00 0.00 F 3 101 48.00 0.00 F 24.00 0.6250 10.00 0.5000 8.00 0.2500 44.00 24.00 24.00 24.00 ............................................................................................................................ C 1.00 1.75 C 1.01 1.75 C 1.02 1.75 C 1.03 1.75 C 2.00 1.75 C 2.01 1.75 C 2.02 1.75 C 2.03 1.75 48 FT. CARRIER BEAM J5254DSD 4 Maximum Combined Stress Ratios .......................... ....................................................................................... Member Forces Member Stresses Allowable Stresses Unity Check Max. Sec. Load Shear Axial Bending Shear Axial Bending Axial Bending Components Comb No. Com. Force Force Moment Stress Stress Left Right Stress Left Right Axial Bending Stress No. (kip) (kip) (k-ft) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Left Right Ratio .................................................................................................................... 1.03 1 -19.10 0.00 477.59 -1.74 0.00 -17.20 21.13 30.00 21.37 30.00 0.00 -0.80 0.70 -0.80 2.00 1 19.10 0.00 477.59 1.74 0.00 -17.20 21.13 30.00 21.37 30.00 0.00 -0.80 0.70 -0.80 .................................................................................................................... 48 FT. CARRIER BEAM J5254DSD 5 Maximum Negative Displacements and Reactions .................................................... ................................. ............. Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Com. (in) Com. (rad) Com. (kip) Com. (kip) Com. (k-ft) Com. ........................................................................................................... 1 0.0000 0 0.0000 0 •0.0016 2 0.00 0 -20.63 1 0.00 0 2 0.0000 0 -1.1359 1 0.0000 0 3 0.0000 0 0.0000 0 -0.0068 1 0.00 0 -20.63 1 0.00 0 ....---.................................................................................................... 48 FT. CARRIER BEAM J5254DSD 6 Maximum Positive Displacements and Reactions ..-•----.....--•........................................................................................ Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Com. (in) Com. (rad) Com. (kip) Com. (kip) Com. (k-ft) Com. .......---•........................................................................................... 1 0.0000 0 0.0000 0 0.0068 1 0.00 0 4.32 2 0.00 0 2 0.0000 0 0.2718 2 0.0000 0 3 0.0000 0 0.0000 0 0.0016 2 0.00 0 4.32 2 0.00 0 .................................----............. ............................................... ...... 48 FT. CARRIER BEAM J5254DSD 7 Shear Stiffener Spacing .............................................. . ..................................... ........... Sec. No. Lth. Load Point Point Point Point Point Point Point Point Point Point No. Ele. (in) Com. .00 .01 .02 .03 .04 .05 .06 .07 .08 .09 ...................................................................... ........................................ 1 3 288.00 all none required 2 3 288.00 all none required ..................................... ------------- ................... -------------...........-........... ... 48 FT. CARRIER BEAM J5254DSD 8 Reaction Summary PJ l Com. Jt. 1 Jt. 3 ff FL/9NUE Qp-o l S/Q,)t1D J •� �'(.fjN GE Horiz. 1 0.00 0.00 \� WEBs/O-f Vert. 1 -20.63 -20.63 Rota. 1 0.00 0.00 _� - - ----- - r i Horiz. 2 0.00 0.00 Vert. 2 4.32 4.32 !I Y Rota. 2 0.00 0.00 W aY3 �l WA ycL4- Report Complete Ilk e � v C-A&r-1c WELL) {U= 2006k! � 20-(- -5) : 1.0)1 (7N I)OD)Z/G f-um•rA,'-sZ 2 9 6 k S wLLn r26Q= 2 .°� 9 _ O. 2 0 u5h 11+1 cvc LU l 4-. �3 * * Truss - T Structures Inc. * * 2100 N. Pacific Highway * * Woodburn, Oregon 97071 * * * Phone 503.981-9581 ,r File Name J5254IEF N—r&—&/0R— POS-7- B�fJ/YJ Frame Title 82E22.67 25/80C 2:12 Prepared by DW 03-09-00 Execution Options Analysis Only Number of Analysis Cycles = 1 Reports Generated 1. Member Design Data 2. Forces Moments and Stresses 3. Displacements and Reactions Structural Steel : Flange Plate Yield Strength = 45.00 ksi Web Plate Yield Strength = 45.00 ksi Modulus of Elasticity = 29000 ksi Coef. of Linear Exspansion = 0.0000065 82E22.67 25/80C 2:12 J5254IEF 2 Load Case no. 1 DEAD LOAD 2 � Load All Sections Member Self Weight Load Joint no. 1 -0.05 kips Vertical Load Joint no. 1 -0.02 k-ft Moment Load Sec. no. 3 -0.05 klf to -0.05 klf at 90.00 deg. Load Sec. no. 6 -0.05 klf to -0.05 klf at 90.00 deg. Load Sec. no. 7 -0.05 klf to -0.05 klf at 90.00 deg. Load Sec. no. 10 -0.05 klf to -0.05 klf at 90.00 deg. Load Sec. no. 11 -0.05 klf to -0.05 klf at 90.00 deg. Load Sec. no. 14 -0.05 klf to -0.05 klf at 90.00 deg. Load Joint no. 15 -0.05 kips Vertical Load Joint no. 15 0.02 k-ft Moment Load Case no. 2 : LIVE LOAD Load Joint no. 1 -0.67 kips Vertical Load Joint no. 1 -0.34 k-ft Moment Load Sec. no. 3 -0.67 klf to -0.67 klf at 90.00 deg. Load Sec. no. 6 -0.67 klf to -0.67 klf at 90.00 deg. Load Sec. no. 7 -0.67 klf to -0.67 klf at 90.00 deg. Load Sec. no. 10 -0.67 klf to -0.67 klf at 90.00 deg. Load Sec. no. 11 -0.67 klf to -0.67 klf at 90.00 deg. Load Sec. no. 14 -0.67 klf to -0.67 klf at 90.00 deg. Load Joint no. 15 -0.67 kips Vertical Load Joint no. 15 0.34 k-ft Moment Load Case no. 3 WIND LOAD : PRESSURE Load Sec. no. 2 0.35 klf to 0.35 klf at 0.00 deg. Load Sec. no. 5 0.13 klf to 0.13 klf at 0.00 deg. Load Sec. no. 9 0.13 kl f to 0.13 kl f at 0.00 deg. Load Sec. no. 13 0.13 klf to 0.13 klf at 0.00 deg. Load Sec. no. 16 0.35 klf to 0.35 klf at 0.00 deg. Load Case no. 4 WIND LOAD : SUCTION Load Sec. no. 2 -0.22 klf to 70.22 klf at 0.00 deg. Load Sec. no. 5 -0.13 klf to -0.13 klf at 0.00 deg. Load Sec. no. 9 -0.13 klf to -0.13 klf at 0.00 deg. )xt6A10R' L.O,}✓J Load Sec. no. 13 -0.13 klf to -0.13 klf at 0.00 deg. Load Sec. no. 16 -0.22 klf to -0.22 klf at 0.00 deg. Load Case no. 5 WIND LOAD : UPLIFT Load Joint no. 1 0.30 kips Vertical Load Joint no. 1 0.15 k-ft Moment Load Sec. no. 3 0.30 klf to 0.30 klf at 90.00 deg. Load Sec. no. 6 0.30 klf to 0.30 klf at 90.00 deg. Load Sec. no. 7 0.30 klf to 0.30 klf at 90.00 deg. Load Sec. no. 10 0.30 klf to 0.30 klf at 90.00 deg Load Sec. no. 11 0.30 klf to 0.30 klf at 90.00 deg. Load Sec. no. 14 0.30 klf to 0.30 klf at 90.00 deg. Load Joint no. 15 0.30 kips Vertical Load Joint no. 15 -0.15 k-ft Moment r 82E22.67 25/80C 2:12 J5254IEF 3 Load Case no. 6 CARRIER BEAM DL+LL Load Sec. no. 9 : -41.20 kips at 1.00 ft at 90.00 deg Load Case no. 7 CARRIER BEAM UPLIFT Load Sec. no. 9 : 8.60 kips at 1.00 ft at 90.00 deg Load Combinations Load Combination no. 1 : DL + LL + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 6 X 1.00 Load Combination no. 2 : DL + 1/2 LL + WLP * + Load Case no. 1 X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 3 X 1.00 + Load Case no. 6 X 0.50 Load Combination no. 3 : DL + 1/2 LL + WLS * + Load Case no. 1 X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 4 X 1.00 + Load Case no. 6 X 0.50 Load Combination no. 4 : DL + LL + 1/2 WLP * + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 3 X 0.50 + Load Case no. 6 X 1.00 Load Combination no. 5 : DL + LL + 1/2 WLS * + Load Case no 1 X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 4 X 0.50 + Load Case no. 6 X 1.00 Load Combination no. 6 : DL + UPLIFT * + Load Case no. 1 X 1.00 + Load Case no. 5 X 1.00 + Load Case no. 7 X 1.00 82E22.67 25/80C 2:12 J5254IEF 4 Member Data : ..........................................•--.................-•-•--..........---............----..............---- I..... Initial End ------I---- Terminal End ------I Sec. Left Flg. Right F1g. Web Sec. Depth Bracing Sec. Jt. Jt. Coor. E Jt. Jt. Coor. E Lth. Thick Width Thick Width Thick Ini. Trm. Left Right no. no. type hor. ver. C no. type hor. ver. C (ft) (in) (in) (in) (in) (in) end end O.C. O.C. hvr (ft) (ft) hvr (ft) (ft) (in) (in) (ft) (ft) .......................................... .................... ............................................................ 2 2 Oil 1.00 14.30 F 3 001 1.00 0.00 F 14.30 0.2050 3.94 0.2050 3.94 0.1700 7.89 7.89 7.50 7.50 3 1 Oil 1.00 14.31 F 4 111 25.00 16.31 F 24.08 0.3800 6.49 0.3800 6.49 0.2300 12.22 12.22 5.00 12.50 5 5 Oil 25.00 16.30 F 6 001 25.00 0.00 F 16.30 0.2050 3.94 0.2050 3.94 0.1700 7.89 7.89 7.50 7.50 6 4 111 25.00 16.31 F 7 111 37.50 17.35 F 12.54 0.3800 6.49 0.3800 6.49 0.2300 12.22 12.22 5.00 12.50 7 7 111 37.50 17.35 F 8 111 50.00 18.39 P 12.54 0.3800 6.49 0.3800 6.49 0.2300 12.22 12.22 5.00 12.50 9 9 Oil 50.00 18.38 F 10 001 50.00 -0.50 F 18.88 0.4000 6.50 0.4000 6.50 0.2450 7.93 7.93 7.50 7.50 10 8 ill 50.00 18.39 F 11 111 62.50 17.35 F 12.54 0.3800 6.49 0.3800 6.49 0.2300 12.22 12.22 5.00 12.50 11 11 111 62.50 17.35 F 12 111 75.00 16.31 F 12.54 0.3800 6.49 0.3800 6.49 0.2300 12.22 12.22 5.00 12.50 13 13 Oil 75.00 16.30 F 14 001 75.00 0.00 F 16.30 0.2050 3.94 0.2050 3.94 0.1700 7.89 7.89 7.50 7.50 14 12 ill 75.00 16.31 F 15 ill 99.00 14.31 F 24.08 0.3800 6.49 0.3800 6.49 0.2300 12.22 12.22 5.00 12.50 16 16 O11 99.00 14.30 F 17 001 99.00 0.00 F 14.30 0.2050 3.94 0.2050 3.94 0.1700 7.89 7.89 7.50 7.50 ....................................................•.........................---------...........................-----..... X 2.00 171.71 X 5.00 195.71 X 9.00 226.71 X 13.00 195.71 X 16.00 171.71 82E22.67 25/80C 2:12 J5254IEF 5 Maximum Combined Stress Ratios .......................................I................. -----•--............................... •-----......... Member Forces Member Stresses Allowable Stresses Unity Check Max. Sec. Load Shear Axial Bending Shear Axial Bending Axial Bending Components Comb No. Com. Force Force Moment Stress Stress Left Right Stress Left Right Axial Bending Stress No. (kip) (kip) (k-ft) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Left Right Ratio -----.......................................................................................... 2.01 2 -0.00 -4.10 -8.84 •0.00 -1.42 14.05 -14.05 17.57 36.00 26.06 -0.08 0.39 -0.54 -0.62 3.02 1 11.22 0.94 -55.84 4.26 0.12 20.29 -20.29 27.00 27.00 20.01 0.00 0.75 -1.01 -1.01 5.00 1 -0.00 -22.82 0.00 -0.00 -7.90 -0.00 -0.00 13.18 19.54 27.00 -0.60 -0.00 0.00 -0.60 6.00 1 -11.52 -0.96 -55.84 -4.37 -0.13 20.29 -20.29 21.50 27.00 20.01 -0.01 0.75 -1.01 -1.02 7.00 1 -2.23 -0.19 30.35 -0.84 -0.02 -11.03 11.03 21.50 27.00 27.00 -0.00 -0.41 0.41 -0.41 9.01 1 0.00 -55.60 0.00 0.00 -8.01 -0.00 0.00 19.99 27.00 27.00 -0.40 -0.00 0.00 -0.40 10.02 1 2.23 -0.19 30.35 0.84 -0.02 -11.03 11.03 21.50 27.00 27.00 -0.00 -0.41 0.41 -0.41 11.02 1 11.52 -0.96 -55.84 4.37 -0.13 20.29 -20.29 21.50 27.00 20.01 -0.01 0.75 -1.01 -1.02 13.00 1 -0.00 -22.82 0.00 •0.00 -7.90 -0.00 0.00 13.18 19.54 27.00 -0.60 -0.00 0.00 -0.60 14.00 1 -11.22 0.94 -55.84 -4.26 0.12 20.29 -20.29 27.00 27.00 20.01 0.00 0.75 -1.01 -1.01 16.01 2 -0.00 -4.10 -8.84 -0.00 -1.42 14.05 -14.05 17.57 36.00 26.06 -0.08 0.39 -0.54 -0.62 .................................................................................................................... i � �, . - 1 82E&67 25/80C 2:12 J5254IEF 6 Maximum Negative Displacements and Reactions ................................... -- ----- ---.....-----------................------...... Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Com. (in) Com. (rad) Com. (kip) Com. (kip) Com. (k-ft) Com. ........................................................................................................... 1 0.0000 0 -0.0152 1 -0.0016 6 2 0.0000 0 -0.0152 1 -0.0071 2 3 0.0000 0 0.0000 0 -0.0044 3 -1.55 3 -7.50 1 0.00 0 4 -0.0010 6 -0.0535 1 -0.0002 6 5 0.0000 0 -0.0535 1 -0.0038 2 6 0.0000 0 0.0000 0 -0.0038 3 -1.02 3 -22.98 1 0.00 0 7 -0.0131 6 -0.5360 1 -0.0004 6 8 -0.0008 6 -0.0601 1 -0.0019 6 9 0.0000 0 -0.0601 1 -0.0022 2 10 0.0000 0 0.0000 0 -0.0022 3 -1.18 3 -55.83 1 0.00 0 11 -0.0358 1 -0.5358 1 -0.0015 1 12 -0.0005 6 -0.0535 1 -0.0005 1 13 0.0000 0 -0.0535 1 -0.0038 2 14 0.0000 0 0.0000 0 -0.0038 3 -1.02 3 -22.98 1 0.00 0 15 -0.0015 6 -0.0152 1 -0.0052 1 16 0.0000 0 -0.0152 1 -0.0071 2 17 0.0000 0 0.0000 0 -0.0044 3 -1.55 3 -7.50 1 0.00 0 ....... ......................... ......................................................................... 82E22.67 25/80C 2:12 J5254IEF 7 Maximum Positive Displacements and Reactions .......................................................................................... ................ Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Com. (in) Com. (rad) Com. (kip) Com. (kip) Com. (k-ft) Com. ................................................................----........................ ....-.... 1 0.0000 0 0.0046 6 0.0052 1 2 0.0000 0 0.0046 6 0.0044 3 3 0.0000 0 0.0000 0 0.0071 2 2.47 2 2.15 6 0.00 0 4 0.0034 1 0.0162 6 0.0005 1 5 0.0000 0 0.0162 6 0.0038 3 6 0.0000 0 0.0000 0 0.0038 2 1.02 2 6.83 6 0.00 0 7 0.0433 1 0.1624 6 0.0015 1 8 0.0037 1 0.0138 6 0.0062 1 9 0.0000 0 0.0138 6 0.0022 3 10 0.0000 0 0.0000 0 0.0022 2 1.18 2 12.51 6 0.00 0 11 0.0116 6 0.1623 6 0.0004 6 12 0.0040 1 0.0162 6 0.0002 6 13 0.0000 0 0.0162 6 0.0038 3 14 0.0000 0 0.0000 0 0.0038 2 1.02 2 6.83 6 0.00 0 15 0.0075 1 0.0046 6 0.0016 6 16 0.0000 0 0.0046 6 0.0044 3 17 0.0000 0 0.0000 0 0.0071 2 2.47 2 2.15 6 0.00 0 ..............................................................................I............................ V v. 82E22.67 25/80C 2:12 J5254IEF 8 Shear Stiffener Spacing ........................... ....._.._..................................................... Sec. No. Lth. Load Point Point Point Point Point Point Point Point Point Point No. Ele. (in) Com. .00 .01 .02 .03 .04 .05 .06 .07 .08 .09 ••.............•-------------•--------.....................................................................------ 2 2 171.60 all none required 3 2 288.96 all none required 5 2 195.60 all none required 6 2 150.48 all none required 7 2 150.48 all none required 9 2 226.56 all none required 10 2 150.48 all none required 11 2 150.48 all none required 13 2 195.60 all none required 14 2 288.96 all none required 16 2 171.60 all none required ........................................................... -•----...................................... i 82E22.67 25/80C 2:12 J5254IEF 9 Reaction Summary /y 61 Com. it. 3 it. 6 it. 10 it. 14 it. 17 Horiz. 1 0.00 0.00 0.00 0.00 0.00 Vert. 1 -7.50 0 -22.98 -55.83 -22.98 -7.50 Rota. 1 0.00 0.00 O.00 0.00 0.00 Horiz. 2 2.47 0 1.02 1.18 1.02 2.47 Vert. 2 -4.17 -12.70 -28.84 -12.70 -4.17 Rota. 2 0.00 0.00 0.00 0.00 0.00 Horiz. 3 -1.55• -1.02 -1.18 -1.02 -1.55 Vert. 3 -4.17 -12.70 -28.84 -12.70 -4.17 Rota. 3 0.00 0.00 0.00 0.00 0.00 Horiz. 4 1.24 0.51 0.59 0.51 1.24 Vert. 4 -7.50 -22.98 -55.83 -22.98 -7.50 Rota. 4 0.00 0.00 0.00 0.00 0.00 Horiz. 5 .0.77 -0.51 -0.59 -0.51 -0.77 Vert. 5 -7.50 -22.98 -55.83 -22.98 -7.50 Rota. 5 0.00 0.00 0.00 0.00 0.00 Horiz. 6 0.00 0.00 0.00 0.00 0.00 Vert. 6 2.15 9 6.83 12.51 6.83 2.15 Rota. 6 0.00 0.00 0.00 0.00 0.00 Report Complete 1 J5254ICD 1 4B : BASE PLATE Joint 6 Column Reactions Maximum Vertical = 22.98 kip Maximum Horizontal = 1.02 kip * Associated Vertical = -12.70 kip * Maximum Uplift = 6.83 kip * Associated Horizontal = 0.00 kip * Member plate sizes : Left flange thickness = 3/16" Left flange width = 3-15/16" Right flange thickness = 3/16" Right flange width = 3.15/16" Web thickness = 3/16" Member depth = 7.7/8" (2) Bolt base plate Use 8-112" x 6" x 3/8" Base plate L/S.F lax G Y. ve Use (2) 3/4" diam. A-36 bolts Use 4" Y - Gage Left Flange Weld = 3/16' S.F. Right Flange Weld = 3/16" S.F. Web Weld = 3/16" S.F. Note: Forces that are followed by an * are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. .2681937 -1 J5254ICD 2 4B : BASE PLATE Joint 10 Column Reactions Maximum Vertical = 55.83 kip Maximum Horizontal 1.18 kip * Associated Vertical -28.84 kip * Maximum Uplift = 12.51 kip * Associated Horizontal = 0.00 kip * Member plate sizes : Left flange thickness = 3/8" Left flange width = 6.1/2" Right flange thickness = 3/8" Right flange width = 6-1/2" Web thickness = 1/4" Member depth = 7.15/16" (2) Bolt base plate : Use 9-1/2" x 8". x 1/2" Base plate (/S.E f D X Use (2) 3/4" diam. A-36 bolts !4 y� V Use 4" Y - Gage OSF 4 3. A-,9, Ge�v Left Flange Weld = 3/16" S.F. OASE /�- d 4" 63&-Low Prz wQ Right Flange Weld = 3116" S.F. Web Weld = 1/4" S.F. Note: Forces that are followed by an * are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 113. .4912303 -1 f I .. ! Z lS fl X n fA C 17 t 4- ALL &N D I" L.4Ttt 5 EG7, wi 7Hlly �9N 0" vV.4cc J C 311 3/r �23 Z) SA3 (4) S/$ b A5ZS 6oL-CS 'Z5 6oL'�'s A3z o s sL.-r5 3/'a x s GA.P Pam- E�aco) PL . ---�. ALL, JA5Z5 6 A7Z5 6oL.is u0 L ry1�OL.},lo. 6A5E PL. ` I MY 70 3C� ,5B,7 u x- waSri 3 D, 3c,SG,7C (9- /o x'e>x r/z .w 2„ R.ov`r- C.AP PL. GAP PL. OW -L�2 S � i�' �� * * Truss - T Structures Inc. * * * 2100 N. Pacific Highway * * Woodburn: Oregon 97071 * * Phone 503-981.9581 File Name J5254XEF Frame Title 82E22.67 25/80C 2:12 Prepared by DW 03.09-00 Execution Options Analysis Only Number of Analysis Cycles = 1 Reports Generated 1. Member Design Data 2, Forces Moments and Stresses 3. Displacements and Reactions Structural Steel : Flange Plate Yield Strength = 45.00 ksi Web Plate Yield Strength = 45.00 ksi Modulus of• Elasticity = 29000 ksi Coef. of Linear Exspansion = 0.0000065 �s 82E22.67 25/80C 2:12 J5254XEF 2 Load Case no. 1 DEAD LOAD Load All Sections Member Self Weight Load Joint no. 1 -0.02 kips Vertical Load Joint no. 1 -0.01 k-ft Moment Load Sec. no. 3 -0.02 klf to -0.02 klf at 90.00 deg. Load Sec. no. 6 -0.02 klf to -0.02 klf at 90.00 deg. Load Sec. no. 7 -0.02 klf to -0.02 klf at 90.00 deg. Load Sec. no. 10 -0.02 klf to -0.02 klf at 90.00 deg. Load Sec. no. 11 -0.02 klf to -0.02 klf at 90.00 deg. Load Sec. no. 14 -0.02 klf to -0.02 klf at 90.00 deg. Load Joint no. 15 -0.02 kips Vertical Load Joint no. 15 0.01 k-ft Moment Load Case no. 2 LIVE LOAD Load Joint no. 1 -0.34 kips Vertical Load Joint no. 1 -0.17 k-ft Moment Load Sec. no. 3 -0.33 klf to -0.33 klf at 90.00 deg. Load Sec. no. 6 -0.33 klf to -0.33 klf at 90.00 deg. Load Sec. no. 7 -0.33 klf to -0.33 klf at 90.00 deg. Load Sec. no. 10 -0.33 klf to -0.33 klf at 90.00 deg. Load Sec. no. 11 -0.33 klf to -0.33 klf at 90.00 deg. Load Sec. no. 14 -0.33 klf to -0.33 klf at 90.00 deg. Load Joint no. 15 -0.34 kips Vertical Load Joint no. 15 0.17 k-ft Moment Load Case no. 3 WIND LOAD : PRESSURE Load Sec. no 2 0.19 klf to 0.19 klf at 0.00 deg. Load Sec. no. 5 0.36 klf to 0.36 klf at 0.00 deg. Load Sec. no. 9 0.36 klf to 0.36 klf at 0.00 deg. Load Sec. no. 13 0.36 klf to 0.36 klf at 0.00 deg. Load Sec. no 16 0.19 klf to 0.19 klf at 0.00 deg. Load Case no. 4 WIND LOAD : SUCTION Load Sec. no. 2 -0.12 klf to -0.12 klf at 0.00 deg. Load Sec. no. 5 -0.23 klf to -0.23 klf at 0.00 deg. Load Sec. no. 9 -0.23 klf to -0.23 klf at 0.00 deg. Load Sec. no 13 -0.23 klf to -0.23 klf at 0.00 deg. Load Sec. no. 16 -0.12 klf to -0.12 klf at 0.00 deg. Load Case no. 5 WIND LOAD : UPLIFT Load Joint no. 1 0.15 kips Vertical Load Joint no. 1 0.08 k-ft Moment Load Sec. no. 3 0.15 klf to 0.15 klf at 90.00 deg. Load Sec. no. 6 0.15 klf to 0.15 klf at 90.00 deg. Load Sec. no. 7 0.15 klf to 0.15 klf at 90.00 deg. Load Sec. no. 10 0.15 klf to 0.15 klf at 90.00 deg. Load Sec. no. 11 0.15 klf to 0.15 klf at 90.00 deg. Load Sec. no. 14 0.15 klf to 0.15 klf at 90.00 deg. Load Joint no. 15 0.15 kips Vertical Load Joint no. 15 -0.08 k-ft Moment 82E22.67 25/80C 2:12 J5254XEF 3 Load Case no. 6 : CARRIER BEAM DL+LL Load Sec. no. 9 -20.60 kips : at 1.00 ft : at 90.00 deg Load Sec. no. 9 10.30 k-ft Moment : at 1.00 ft. Load Case no. 7': CARRIER BEAM UPLIFT Load Sec. no. 9 4.30 kips : at 1.00 ft : at 90.00 deg Load Sec. no. 9 -2.20 k-ft Moment at 1.00 ft. Load Combinations : Load Combination no. 1 : DL + LL + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 6 X 1.00 Load Combination no. 2 : DL + 1/2 LL + WLP * + Load Case no. 1 X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 3 X 1.00 + Load Case no. 6 X 0.50 Load Combination no. 3 : DL + 1/2 LL + WLS * + Load Case no. 1 X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 4 X 1.00 + Load Case no. 6 x 0.50 Load Combination no. 4 : DL + 1/2 LL + WLP + Load Case no. 1 X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 3 X 1.00 Load Combination no. 5 : DL + 1/2 LL + WLS * + Load Case no. 1 X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 4 X 1.00 Load Combination no. 6 : DL + LL + 1/2 WLP * + Load Case no: 1 X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 3 X 0.50 + Load Case no. 6 X 1.00 Load Combination no. 7 : DL + LL + 1/2 WLS * + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 4 X 0.50 + Load Case no. 6 X 1.00 i t 82E22.67 25/80C 2:12 J5254XEF 4 Load Combination no. 8 : DL + UPLIFT + Load Case no. 1 X 1.00 + Load Case no. 5 X 1.00 + Load Case no. 7 X 1.00 82E22.67 25/80C 2:12 J5254XEF 5 Member data : .........................................................................................................................•-- ----- Initial End ---•--I---• Terminal End ------ Sec. Left Tlg. Right Flg. Web Sec. Depth Bracing Sec. Jt. Jt. Coor. E Jt. Jt. Coor. E Lth. Thick Width Thick Width Thick Ini. Trm. Left Right no. no. type hor. ver. C no. type hor. ver. C (ft) (in) (in) (in) (in) (in) end end O.C. O.C. hvr (ft) (ft) hvr (ft) (ft) (in) (in) (ft) (ft) .............................................................. 2 2 Oil 1.00 14.32 F 3 001 1.00 0.00 F 14.32 0.2050 3.94 0.2050 3.94 0.1700 7.89 7.89 7.50 7.50 3 1 Oil 1.00 14.33 F 4 111 25.00 16.33 P 24.08 0.2250 3.97 0.2250 3.97 0.2000 11.91 11.91 5.00 5.00 5 5 Oil 25.00 16.32 F 6 001 25.00 0.00 F 16.32 0.2050 3.94 0.2050 3.94 0.1700 7.89 7.89 7.50 7.50 6 4 Ill 25.00 16.33 F 7 111 37.50 17.38 F 12.54 0.2250 3.97 0.2250 3.97 0.2000 11.91 11.91 5.00 5.00 7 7 111 37.50 17.38 F 8 111 50.00 18.42 P 12.54 0.2250 3.97 0.2250 3.97 0.2000 11.91 11.91 5.00 5.00 9 9 Oil 50.00 18.41 F 10 001 50.00 0.00 F 18.41 0.3300 5.25 0.3300 5.25 0.2300 8.14 8.14 7.50 7.50 10 8 111 50.00 18.42 F 11 111 62.50 17.38 F 12.54 0.2250 3.97 0.2250 3.97 0.2000 11.91 11.91 5.00 5.00 11 11 111 62.50 17.38 F 12 111 75.00 16.33 P 12.54 0.2250 3.97 0.2250 3.97 0.2000 11.91 11.91 5.00 5.00 13 13 Oil 75.00 16.32 F 14 001 75.00 0.00 F 16.32 0.2050 3.94 0.2050 3.94 0.1700 7.89 7.89 7.50 7.50 14 12 ill 75.00 16.33 F 15 Ill 99.00 14.33 F 24.08 0.2250 3.97 0.2250 3.97 0.2000 11.91 11.91 5.00 5.00 16 16 Oil 99.00 14.32 F 17 001 99.00 0.00 F 14.32 0.2050 3.94 0.2050 3.94 0.1700 7.89 7.89 7.50 7.50 ....................................................................................................................... ... X 2.00 172.02 X 5.00 196.02 X 9.00 221.02 X 13.00 196..02 X 16.00 172.02 82E22.67 25/80C 2:12 J5254XEF 6 Maximum Combined Stress Ratios .................................................................................................................... Member Forces Member Stresses Allowable Stresses Unity Check Max. Sec. Load Shear Axial Bending Shear Axial Bending Axial Bending Components Comb No. Com. Force Force Moment Stress Stress Left Right Stress Left Right Axial Bending Stress No. (kip) (kip) (k-ft) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Left Right Ratio ...................................---...................--.............................---------------............. 2.01 2 0.00 -2.74 -4.81 0.00 -0.95 7.65 -7.65 17.57 36.00 26.06 -0.05 0.21 -0.29 -0.35 3.01 1 -0.01 -0.00 26.83 -0.00 -0.00 -22.28 22.28 18.01 24.83 27.00 -0.00 -0.90 0.83 -0.90 5.01 2 0.00 -5.12 -12.00 0.00 -1.77 19.07 -19.07 17.57 36.00 26.06 -0.10 0.53 -0.73 -0.83 6.02 1 -0.00 0.00 29.21 -0.00 0.00 -24.25 24.25 27.00 24.83 27.00 0.00 -0.98 0.90 -0.98 7.00 1 0.00 -0.00 29.21 0.00 -0.00 -24.25 24.25 18.01 24.83 27.00 -0.00 -0.98 0.90 -0.98 9.01 1 0.56 -30.11 5.15 0.33 -5.81 -4.13 4.13 19.03 27.00 27.00 -0.31 -0.18 0.18 -0.49 10.02 1 -0.00 -0.00 29.21 -0.00 -0.00 -24.25 24.25 18.01 24.83 27.00 -0.00 -0.98 0.90 -0.98 11.00 1 0.00 0.00 29.21 0.00 0.00 -24.25 24.25 27.00 24.83 27.00 0.00 -0.98 0.90 -0.98 13.01 2 0.00 -5.12 -12.00 0.00 -1.77 19.07 -19.07 17.57 36.00 26.06 -0.10 0.53 -0.73 -0.83 14.01 1 0.01 -0.00 26.83 0.00 -0.00 -22.28 22.28 18.01 24.83 27.00 -0.00 -0.90 0.83 -0.90 16.01 2 0.00 -2.74 -4.81 0.00 -0.95 7.65 -7.65 17.57 36.00 26.06 .0.05 0.21 .0.29 -0.35 -----•......................................I....... ............................................................... 82E22.67 25/80C 2:12 J5254XEF 7 Maximum Negative Displacements and Reactions ......................................... ........ Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Com. (in) Com. (rad) Com. (kip) Com. (kip) Com. (k-ft) Com. ........................................ ....I... ...... --------......... ................................ 1 0.0000 0 -0.0101 1 -0.0038 8 2 0.0000 0 -0.0101 1 -0.0038 2 3 0.0000 0 0.0000 0 -0.0024 3 -0.84 3 -5.00 1 0.00 0 4 -0.0003 8 -0.0216 1 -0.0043 8 5 0.0000 0 -0.0216 1 -0.0109 2 6 0.0000 0 0.0000 0 -0.0068 3 -1.84 3 -9.31 1 0.00 0 7 -0.0338 8 -1.3550 1 0.0000 0 8 -0.0006 8 -0.0426 1 -0.0043 8 9 0.0000 0 -0.0426 1 -0.0077 4 10 0.0000 0 0.0000 0 -0.0061 3 -2.35 3 -30.27 1 0.00 0 11 -0.1064 1 -1.3550 1 -0.0001 1 12 -0.0009 8 -0.0216 1 -0.0038 8 13 0.0000 0 -0.0216 1 -0.0109 2 14 0.0000 0 0.0000 0 -0.0068 3 -1.84 3 -9.31 1 0.00 0 15 -0.0012 8 -0.0101 1 -0.0125 1 16 0.0000 0 -0.0101 1 -0.0038 2 17 0.0000 0 0.0000 0 -0.0024 3 -0.84 3 -5.00 1 0.00 0 ................................................................ .......................................... 82E22.67 25/80C 2:12 J5254XEF 8 Maximum Positive Displacements and Reactions ........................................................................................................... Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Com. (in) Com. (rad) Com. (kip) Com. (kip) Com. (k-ft) Com. ........................................................................... ...................... 1 0.0000 0 0.0029 8 0.0125 1 2 0.0000 0 0.0029 8 0.0024 3 3 0.0000 0 0.0000 0 0.0038 2 1.34 2 1.35 8 0.00 0 4 0.0010 1 0.0063 8 0.0142 1 5 0.0000 0 0.0063 8 0.0068 3 6 0.0000 0 0.0000 0 0.0109 2 2.94 2 2.61 8 0.00 0 7 0.1118 1 0.4091 8 0.0001 1 8 0.0027 1 0.0099 8 0.0140 1 9 0.0000 0 0.0099 8 0.0070 3 10 0.0000 0 0.0000 0 0.0077 4 3.32 4 6.81 8 0.00 0 11 0.0326 8 0.4091 8 0.0000 0 12 0.0045 1 0.0063 8 0.0124 1 13 0.0000 0 0.0063 8 0.0068 3 14 0.0000 0 0.0000 0 0.0109 2 2.94 2 2.61 8 0.00 0 15 0.0054 1 0.0029 8 0.0038 8 16 0.0000 0 0.0029 8 0.0024 3 17 0.0000 0 0.0000 0 0.0038 2 1.34 2 1.35 8 0.00 0 ....................................................... .................... ---..........--- ' 1 82E22.67 25/80C 2:12 J5254XEF 9 Shear Stiffener Spacing ................ .. ........................................................................... Sec. No. Lth. Load Point Point Point Point Point Point Point Point Point Point No. Ele. (in) Com. .00 .01 .02 .03 .04 .05 .06 .07 .08 .09 ..................................... .................. ...... --........ -- ...... 2 2 171.84 all none required 3 2 288.96 all none required 5 2 195.84 all none required 6 2 150.48 all none required 7 2 150.48 all none required 9 2 220.92 all none required 10 2 150.48 all none required 11 2 150.48 all none required 13 2 195.84 all none required 14 2 288.96 all none required 16 2 171.84 all none required .....................................--------•- ---•-------.......... ....................................... 82E22.67 25/80C 2:12 J5254XEF 10 Reaction Summary 4 9 G D Com. Jt. 3 Jt. 6 Jt. 10 A. 14 Jt. 17 Horiz- 1 0.00 0.00 -0.56 0.00 0.00 Vert. 1 -5.00 -9.31 -30.27 -9.31 -5.00 Rota. 1 0.00 0.00 0.00 0.00 0.00 Horiz. 2 1.34 2.94 3.04 2.94 1.34 Vert. 2 -2.81 -5.20 -15.77 -5.20 -2.81 Rota. 2 0.00 0.00 0.00 0.00 0.00 fir/��R R�dZ � wiiv✓� Horiz. 3 -0.84 -1.84 -2.35 O -1.84 -0.84 Vert. 3 -2.81 -5.20 -15.77 -5.20 -2.81 Rota. 3 0.00 0.00 0.00 0.00 0.00 Horiz. 4 1.34 C 2.94 a 3.32 • 2.94 a 1.34 • Vert. 4 -2.81 -5.20 -5.47 -5.20 2.81 Rota. 4 0.00 0.00 0.00 0.00 0.00 Horiz. 5 -0.84 0 -1.84 a -2.07 -1.84 a -0.84 e Vert. 5 -2.81 -5.20 -5.47 -5.20 -2.81 Rota. 5 0.00 0.00 0.00 0.00 0.00 Horiz. 6 0.67 1.47 1.10 1.47 0.67 Vert. 6 -5.00 -9.31 -30.27 -9.31 -5.00 Rota. 6 0.00 0.00 0.00 0.00 0.00 Horiz. 7 -0.42 -0.92 -1.60 -0.92 -0.42 Vert. 7 .5.00 -9.31 -30.27 -9.31 -5.00 Rota. 7 0.00 0.00 0.00 0.00 0.00 Horiz. 8 0.00 0.00 0.12 0.00 0.00 Vert. 8 1.35 2.61 6.81 2.61 1.35 Rota. 8 0.00 0.00 0.00 0.00 0.00 Report Complete • - t 1' , J5254XCD 1 4B : BASE PLATE Joint 6 Column Reactions Maximum Vertical = 9.31 kip Maximum Horizontal = 2.94 kip * Associated Vertical = -5.20 kip * Maximum Uplift 2.61 kip * Associated Horizontal = 0.00 kip * Member plate sizes : Left flange thickness 3/16" Left flange width = 3.15/16" Right flange thickness = 3/16" Right flange width = 3.15/16" Web thickness = 3/16" Member depth = 7-7/8" (2) Bolt base plate : ,✓ o IL Use 8-1/2" x 6' x 3/8" Base plate Use (2) 3/4" diam. A-36 bolts Use 4" Y - Gage Left Flange Weld = 3/16" S.F. Right Flange Weld = 3/16" S.F. _ Web Weld = 3/16" S.F. Note: Forces that are followed by an * are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. .2227273 -1 o ___—_�___�.Ana,..E�,..,.�.�.o.-.�.�..r....a.«-a>.,,...�_•,.:•,.c:;.;.Ng�rh.. �r,.w•,:'3:.::.__ .._.-. __.� ..._: _ .. J5254XCD 2 4B : BASE PLATE Joint 10 Column Reactions Maximum Vertical = 30.27 kip Maximum Horizontal = 3.32 kip * Associated Vertical = -5.47 kip * Maximum Uplift = 6.81 kip * Associated Horizontal = 0.12 kip * Member plate sizes i Left flange thickness = 5/16" 3 Left flange width = 5-1/4" Right flange thickness = 5/16" Right flange width - 5-1/4" Web thickness = 1/4" Member depth = 8-1/8" (2) Bolt base plate Use 9" x 6" x 3/8" Base plate Use (2) 3/4" diam. A-36 bolts Use 4" Y - Gage Left Flange'Weld = 3/16" S X. Right Flange Weld = 3/16" S.F. Web Weld = 1/4" S.F. Note: Forces that are followed by an * are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. 2674084 8 CD to t7 .�.wr_.n,r,.�-o.w-,�.+•-v'r•t A Z S 60�..-c5 A 5 Z 5 6 o t_Ts ZS g o�-i-s s3lg 4 RCl A5z5 S0U-rs A5Z5 6oL-.-is EtJo Pt-- 53 MG r - �a l ) T �OL.}.lo. 6A5E PL. 1 I -�3 2 k- 'L'` "- A514S, Bou-ts ASZ5 Sou-rs 3 —(,AP Pt.. 3�8 GAP Pl. i ALLOWABLE LOADS IN BRACING (kips) Page 5. 0 BRACE CABLES (EHS Cable) symbol size allowable load breaking str. ------ ---- -------------- -------------- A 1/4 3.325 6. 65 B 5/16 5.600 11.20 C 3/8 7.700 15.40 BRACE RODS (A-36 OR A-307) (includes 4/3 increase for wind or seismic) symbol size allowable load 1/4 in. web reinf. (in. ) rod coupling plate req'd with AR 1/2 5.00 4.89 NONE BR 5/8 7 .81 7.78 NONE DR 3/4 11.25 11.56 NONE ER 7/8 15.31 16.00 3/16 web FR 1 20.00 20.67 3/16 web GR 1 1/8 25.31 25.78 3/16 & 1/4 web HR 1 1/4 31.25 33 .78 3/16 & 1/4 web f2 EV/S&O 6/3 G�Ob 1997 UBC Seismic Analysis for . . J5254 page 5 . 1 Seismic Zone . . . . . . . . . . . . . . . . . . . 3 fig. 16-2 Seismic Zone Factor . . . . . . . . . . . . 0 . 3000 table 16-I Soil Profile . . . . . . . . . . . . . . . . . . . SD table 16-J Soil Profile . . . . . . . . . . . . . . . . . . . SD 1630 . 2 .3 (w/o soil data) Importance Factor I 1 . 0000 table 16-K Vertical Irregularities 0 table 16-L Plan Irregularities . . . . . . . . . . . . 0 table 16-M Seismic Coefficient Ca . . . . . . . . . 0 . 3600 table 16-Q Seismic Coefficient Ca . . . . . . . . . 0 .3600 1630 .2 .3 (w/o soil data) Seismic Coefficient Cv . . . . . . . . . 0 .5400 table 16-R Near Sorce Factor Na . . . . . . . . . . . 1 . 0000 table 16-S Near Sorce Factor Na . . . . . . . . . . . 1 .3000 1630 .2 . 3 (w/o soil data) Near Sorce Factor Nv . . . . . . . . . . . 1 . 0000 table 16-T Seismic Source Type . . . . . . . . . . . . C table 16-U Structure Height . . . . . . . . . . . . . . . 16 . 0000 (ft) Braced Frames Structural System R . . . . . . . . . . . . 5 . 6000 table 16-N Amplification Factor . . . . . . . . . . . 2 . 2000 table 16-N Numerical - Coefficient Ct . . . . . . . 0 . 0200 1630 .2 .2 Seismic Factor V/W . . . . . . . . . . . . . 0 . 1607 1630 . 2 . 1 Seismic Factor V/W . . . . . . . . . . . . . 0 . 1929 1630 . 2 .3 (simplified) Seismic Factor V/W . . . . . . . . . . . . . 0 . 1929 1630 . 2 . 3 (w/o soil data) Redundancy/Reliability Factor . . - - - - — - 1630 . 1 .1 (see hand calc ' s) Moment Frames Structural System R . . . . . . . . . . . . 4 . 5000 table 16-N Amplification Factor . . . . . . . . . . . 2 . 8000 table 16-N 'Numerical Coefficient Ct . . . . . . . 0 . 0350 1630 .2 .2 Seismic Factor V/W . . . . . . . . . . . . . 0 .2000 1630 . 2 . 1 Seismic Factor V/W . . . . . . . . . . . . . 0 .2400 1630 . 2 .3 (simplified) Seismic Factor V/W . . . . . . . . . . . . . 0 .2400 1630 . 2 . 3 (w/o soil data) Redundancy/Reliability Factor . . ------- 1630 . 1 . 1 (see hand calc ' s) 1 Bracing Design For J5254 page 5.2 Building Length = 192.00 ft. (2--v/SZD Building Width - 100.00 ft. Left Eave Height = 16.00 ft. Left Rafter Slope = 1.00 in. per ft. Right Rafter Slope = -1.00 in. per ft. Right Eave Height = 16.00 ft. Wind Load = 80.00 mph Exp. C I = 1.00 Cq Factors... Wind from the Left: Left End = 0.80 Right End = 0.50 Wind from the Right: Left End = 0.50 Right End = 0.80 Seismic factors Eh/W = 0.1607 rho = 1.42 Portal = None Seismic Loads.... Left End: Weight = 15 psf PA127101-1 D�M '-if P�amL) Roof: Weight = 7 psf .� Right End: Weight = 15 psf ✓ Roof and Side Wall Bracing Layout: e�E g H,q,Up C,q GC, l=0/e �F } 23.67 26.33 26.33 23.67 Po 5 T 4 8&,, /y/ 'C--B/Z4 C j.A4 G- ..... ..... P l3 24.00 I I I I I 24.00 I I I I 24.00 X-C I X-C I X-A I X-A I X-C I X-C 24.00 I I ( I 24.00 I.......I..-.--.I.......I.......I E- P�16,10 F/kIgkylL 24.00 X-C I X-C i X-A I X-A I X-C I X-C 24.00 24.00 I I I Maximum Roof and Side Wall Brace Loads: Bay Left X 1 X 2 X 3 X 4 Right 3 7.92 7.11 2.62 2.62 7.11 7.93 N TF 6 7.92 7.11 2.62 2.62 7.11 7.93 /3lQ�ClMG GoNA/, YYI�Yy/yC/2 STI��NCziM`' T ae5.3 Maximum Strut Loads: P 9 Bay S 1 S 2 S 3 S 4 S 5 REl//SEA �13D�0U 1 0.86 2.03 2.38 2.04 0.86 -1.36 -3.16 -3.68 -3.17 -1.36 2 0.89 2.03 2.38 2.04 0.89 -1.36 -3.16 -3.68 -3.17 -1.36 3 0.00 0.00 0.00 0.00 0.00 -6.27 -4.67 -3.68 •4.68 -6.27 4 0.32 0.69 0.72 0.69 0.32 -0.32 -0.69 -0.72 -0.69 -0.32 5 0.32 0.69 0:72 0.69 0.32 -0.32 -0.69 -0.72 -0.69 -0.32 6 0.00 0.00 0.00 0.00 0.00 -6.27 -4.67 -3.68 -4.68 -6.27 7 0.89 2.03 2.38 2.04 0.89 -1.36 -3.16 -3.68 -3.17 -1.36 8 0.86 2.03 2.38 2.04 0.86 -1.36 -3.16 -3.68 -3.17 -1.36 Left Side Horizontal and Vertical Bracing Reactions: Wind Left Wind Right Seismic left Seismic Right Bay Horiz. Vert. Horiz. Vert. Horiz. Vert. Horiz. Vert. 3 5.22 3.48 5.22 3.48 6.59 4.40 6.59 4.40 6 5.22 3.48 5.22 3.48 6.59 4.40 6.59 4.40 Right Side Horizontal and Vertical Bracing Reactions: Wind Left Wind Right Seismic left Seismic Right Bay Horiz. Vert. Horiz. Vert. Horiz. Vert. Horiz. Vert. 3 5.22 3.48 5.22 3.48 6.59 4.40 6.59 4.40 6 5.22 3.48 5.22 3.48 6.59 4.40 6.59 4.40 W//V u c 0/0-t/2 o e- 7 C S L L PoS7 / k P = 3. 4-D 0/638 �1./O� �• `7 � RFl/>s 61 o/oo B R/rr GII�G- �/r�4 CC EG ?o r=R/;►ngS D/6 3 D (l, /0�0..3 Vs�rsrr�rc = !e¢ (Eh� _ l 4Z._�,� a07 ooG FGf1BLC = 2. 2 S'- X V.5 lJ5 L (l_� S�7 ��-r► (24�/6�� CHS C3L� co a o UP,�1l-`7 69 = 2 . z s(t g•�z4-� -}- ( . ou Z6 l�( �4/z�(2S/Z) .c° K E 0 U W GR C>'13 _ l�.wiN c� - , 0/638�1,to n�/.3� ('ZQ-) ( r 6/z� _ �}-. 6 K k c . tm Vs i,s- C.1607 �, 007-A Z4- * ,00GxS) /00�= zw _ c�/3cC — Sa = S, 63 C 1 , S E`T .S�6 rr� rIP�1F7(E> = 4.� Z4 ) + C'-0006r "95 ZP-4s /g• 8 G b � /-� 8 G � � Rr�io PAR--tu&Z TO ERR lAwNo : 0163S(1,10) S� (Z4) �.�6/z� 4� VS�rrmrC = (Eh = 1.10_C_ zoo (. 007 xZ4 -t,00E, l• 4- S�is��c Cow'/✓. _ �.�C Eh� - • C oNN. 007 X 2-4-K /w� �77 war. ) D, Z D ( , 006 "rPP4-Y Lo i � * * Truss - T Structures Inc. * * 2100 N. Pacific Highway * * Woodburn. Oregon 97071 * * Phone 503-981-9581 * P lGl � r'Ri9YYJ� File Name : J5254ASD Frame Title 100.1P-16-24 25/80C 1:12 Prepared by DW 01-13.00 6/30/00 REVISED SEISMIC ZONE = 3 Execution Options Analysis Only Number of Analysis Cycles = 1 Reports Generated 1. Member Design Data 2. Forces Moments and Stresses 3. Displacements and Reactions Building Configuration : Building width = 100.00 ft. Bay Spacing - 24.00 ft. Span Width(s) (ft.) - 50.00 50.00 Column Base Elevations (ft.) - 0.00 16.00 0.00 Left Eave Height 16.00 ft. I., yyi 5�PPe�� Left Column Slope = 0.00/12 C'it A 12 Left Rafter Slope = 1.00/12 Right Rafter Slope = -1.00/12 Right Column Slope 0.00/12 Right Eave Height 16.00 ft. Left Girt Depth 8.00 in. Purlin Depth 9.00 in. Right Girt Depth = 8.00 in. Structural Steel Flange Plate Yield Strength = 50.00 ksi Web Plate Yield Strength = 50.00 ksi Modulus of Elasticity = 29000 ksi Coef. of Linear Exspansion - 0.0000065 d 100.1P-16-24 25/80C 1:12 J5254ASD 2 Load Cases : Load Case No. 1 Dead Load = 2.00 psf + Frame Weight Load Case No. 2 Mech.Load = 3.00 psf Load Case No. 3 Live Load = 25.00 psf Load Case No. 4 Wind Left = 16.38 psf CgCe = 0.80 X 1.07 for Member no. 1 CgCe = 0.70 X 1.10 for Member no. 2 CgCe = 0.70 X 1.10 for Member no. 4 CgCe = 0.50 X 1.10 for Member no. 5 Load Case no. 5 CARRIER DEFLECTION @ L/360 Joint no. 8 -1.13 inch vertical support displacement note support displacement not shown on output Load Case no. 6 CARRIER DEFLECTION UPLIFT Joint no. 8 0.27 inch vertical support displacement note support displacement not shown on output Load Case no. 7 SEISMIC (Eh) Load Joint no. 3 1.68 kips Horizontal Load Joint no. 7 1.08 kips Horizontal Load Joint no. 12 1.68 kips Horizontal Load Combinations : Load Combination no. 1 : Ut + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00 Load Combination no. 2 : DL + LL + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 3 X 1.00 + Load Case no. 5 X 1.00 Load Combination no. 3 : DL + WLL * + Load Case no. 1 X 1.00 + Load Case no. 4 X 1.00 + Load Case no. 6 X 1.00 Load Combination no. 4 : DL + 1/2 LL + WLL * + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 3 X 0.50 100.1P-16-24 25/80C 1:12 J5254ASO 3 + Load Case no. 4 X 1.00 + Load Case no 5 X 0.50 + Load Case no. 6 X 1.00 Load Combination no. 5 : DL + LL + 1/2 WLL * + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 3 X 1.00 + Load Case no. 4 X 0.50 + Load Case no. 5 X 1.00 + Load Case no. 6 X 0.50 Load Combination no. 6 : DL + SEISMIC * + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 5 X 0.22 + Load Case no. 7 X 0.84 Load Combination no. 7 : DL + SEISMIC connections Z* + Load Case no. 1 X 0.10 + Load Case no. 2 X 0.10 + Load Case no. 5 X 0.02 + Load Case no. 7 X 0.28 100.1P-16-24 25/80C 1:12 J5254ASD 4 Member Data : ............................................................................................................................ ----- Initial End ------I---- Terminal End ------I Sec. Left F1g. Right Flg. Web Web Depth Bracing Sec. A. A. Coor. E Jt. Jt. Coor. E Lth. Thick Width Thick Width Thick Ini. Trm. Left Right no. no. type hor. ver. C no. type hor. ver. C (ft) (in) (in) (in) (in) (in) end end O.C. O.C. hvr (ft) (ft) hvr (ft) (ft) (in) (in) (ft) (ft) ........................................................ ............................. ............................ ........ 1 1 001 1.09 0.00 F 2 111 1.73 13.76 F 13.78 0.2500 6.00 0.3750 7.00 0.1875 8.00 22.00 7.50 13.78 4 4 111 2.45 14.59 F 5 111 18.24 15.91 F 15.85 0.2500 6.00 0.2500 6.00 0.1875 20.00 20.00 5.00 5.00 5 5 111 18.24 15.91 F 6 111 38.17 17.57 F 20.00 0.2500 6.00 0.2500 6.00 0.1875 20.00 20.00 5.00 10.00 6 6 111 38.17 17.57 F 7 111 50.00 18.06 F 11.84 0.3750 7.00 0.3750 7.00 0.1875 20.00 32.00 5.00 10.00 7 7 111 50.00 18.06 P 8 001 50.00 16.00 F 2.06 0.3750 6.00 0.3750 6.00 0.1875 8.00 8.00 2.06 2.06 8 7 111 50.00 18.06 F 9 111 61.83 17.57 F 11.84 0.3750 7.00 0.3750 7.00 0.1875 32.00 20.00 5.00 10.00 9 9 111 61.83 17.57 F 10 111 81.76 15.91 F 20.00 0.2500 6.00 0 2500 6.00 0.1875 20.00 20.00 5.00 10.00 10 10 111 81.76 15.91 F 11 111 97.55 14.59 F 15.85 0.2500 6.00 0.2500 6.00 0.1875 20.00 20.00 5.00 5.00 13 13 111 98.27 13.76 F 14 001 98.91 0.00 F 13.78 0.2500 6.00 0.3750 7.00 0.1875 22.00 8.00 7.50 13.78 .................................................... ...--.....---................................................----.. 100.10-16-24 25/80C 1:12 J5254ASD 5 Maximum Combined Stress Ratios ............................ .................--.................................._........................ Member Forces Member Stresses Allowable Stresses Unity Check Max. Sec. Load Shear Axial Bending Shear Axial Bending Axial Bending Components Comb No. Com. Force Force Moment Stress Stress Left Right Stress Left Right Axial Bending Stress No. (kip) (kip) (k-ft) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Left Right Ratio ... ................. ...........................................•--.................................---•--• 1.03 2 7.03 -18.26 -96.72 1.70 -2.21 22.45 -17.27 17.10 30.00 19.93 -0.13 0.75 -0.87 -1.00 4.00 2 -15.37 -9.17 -92.57 -4.10 -1.36 26.32 -26.32 20.50 30.00 30.00 -0.07 0.88 -0.88 -0.94 5.01 2 0.02 -7.89 67.48 0.00 -1.17 -19.19 19.19 17.49 30.00 30.00 -0.07 •0.64 0.64 -0.71 6.03 2 19.70 -7.08 -196.13 3.28 -0.63 20.42 -20.42 18.57 30.00 24.80 -0.03 0.68 -0.82 -0.86 7.00 2 0.00 -38.79 0.00 0.00 -6.46 0-00 0.00 28.66 30.00 30.00 -0.23 0.00 0.00 -0.23 8.00 2 -19.70 -7.08 -196.13 -3.28 -0.63 20.42 -20.42 18.57 30.00 24.80 -0.03 0.68 -0.82 -0.86 9.03 2 -0.02 -7.89 67.48 -0.00 -1.17 -19.19 19.19 17.49 30.00 30.00 -0.07 -0.64 0.64 -0.71 10.04 2 15.37 -9.17 -92.57 4.10 -1.36 26.32 -26.32 20.50 30.00 30.00 -0.07 0.88 -0.88 -0.94 13.00 2 -7.03 -18.26 -96.72 -1.70 -2.21 22.45 -17.27 17.10 30.00 19.93 -0.13 0.75 -0.87 -1.00 .................... ........•--..........-----................................................................---- 100-1P-16-24 25/80C 1:12 J5254ASD 6 Maximum Negative Displacements and Reactions .............. ......•---.........-..................................----.... ..... .................. Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Com. (in) Com. (rad) Com. (kip) Com. (kip) Com. (k-ft) Com. ...........-----.....•-----...... .............................................. ...----- 1 0.0000 0 0.0000 0 -0.0057 2 -7.87 2 -18.24 2 0.00 0 2 -0.1344 2 -0.0684 4 0.0000 0 3 -0.0973 2 -0.0839 4 0.0000 0 4 -0.0839 2 -0.1297 4 0.0000 0 5 0.0000 0 -1.6902 5 -0.0009 3 6 0.0000 0 -1.4998 2 -0.0048 5 7 0.0000 0 -1.1355 2 -0.0031 3 8 0.0000 0 0.0000 0 0.0000 0 0.00 0 -38.83 2 0.00 0 9 -0.0186 2 -1.4998 2 -0.0043 3 10 -0.0387 2 -1.6290 2 -0.0062 2 11 -0.0004 1 -0.0558 2 -0.0059 2 12 0.0000 0 -0.0197 2 -0.0052 2 13 0.0000 0 -0.0084 2 -0.0048 2 14 0.0000 0 0.0000 0 0.0000 0 0.00 0 -18.24 2 0.00 0 -•-....................................................... ........................................ 100.1P-16.24 25/80C 1:12 J5254ASO 7 Maximum Positive Displacements and Reactions .............................. ..... ............ --------•-----....... ---•-----......... ........... Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Com. (in) Com. (rad) Com. (kip) Com. (kip) Com. (k-ft) Com. ....................................................... -- ----------..................------ ------•---... 1 0.0000 0 0.0000 0 0.0132 3 7.14 3 5.84 3 0.00 0 2 1.4880 3 0.0000 0 0.0072 4 3 1.5228 3 0,0000 0 0.0073 5 4 1.5336 3 .0.0000 0 0.0077 5 5 1.5667 4 0.0000 0 0.0062 2 6 1.5422 4 0.0000 0 0.0000 0 7 1.5217 3 0.2717 3 0.0000 0 8 0.0000 0 0.0000 0 0.0615 3 0.00 0 11.96 3 0.00 0 9 1.5455 3 0.8155 3 0.0044 2 10 1.5814 3 1.2119 3 0.0025 3 11 1.5360 4 0.1373 3 0.0078 3 12 1.5233 4 0.0866 3 0.0078 3 13 1.4832 4 0.0695 3 0.0079 3 14 0.0000 0 0.0000 0 0.0124 4 8.39 5 4.38 3 0.00 0 .........................................................-----.... ....... ---•----.. ........ 100-1P-16-24 25/80C 1:12 J5254ASD 8 Shear Stiffener Spacing ..............................................................................----........-- .......... --------- Sec. No. Lth. Load Point Point Point Point Point Point Point Point Point Point No. Ele. (in) Com. .00 .01 .02 .03 .04 .05 .06 .07 .08 .09 --•......................................................................... . ..................... 1 3 165.36 all none required 4 4 190.20 all none required 5 4 240.00 all none required 6 3 142.08 2 71.44 7 2 24.72 all none required 8 3 142.08 2 71.44 9 4 240.00 all none required 10 4 190.20 all none required 13 3 165.36 all none required ---.... ................................................. .........•... .............................. ......... 100-1P-16-24 25/80C 1:12 J5254ASD 9 Reaction Summary Com. it. 1 it. 8 it. 14 Horiz. 1 -1.23 0.00 1.23 Vert. 1 -3.55 -8.20 -3.55 Rota. 1 0.00 0.00 0.00 Horiz. 2 -7.87 0.00 7.87 Vert. 2 -18.24 •38.83 -18.24 Rota. 2 0.00 0.00 0.00 Horiz. 3 7.14 0.00 1.67 Vert. 3 5.84 11.96 4.38 Rota. 3 0.00 0.00 0.00 Horiz. 4 3.21 0.00 5.60 Vert. 4 -3.12 •7.33 -4.58 Rota. 4 0.00 0.00 0.00 Horiz. 5 -3.99 0.00 8.39 Vert. 5 -14.35 -30.73 -15.08 Rota. 5 0.00 0.00 0.00 Horiz. 6 0.30 0.00 3.44 Vert. 6 -3.24 •7.66 -4.40 Rota. 6 0.00 0.00 0.00 Horiz. 7 0.46 0.00 0.78 Vert. 7 -0.19 •0.77 -0.58 Rota. 7 0.00 0.00 0.00 Report Complete 1 ! J5254ACD 1 4B : BASE PLATE Joint 1 Column Reactions Maximum Vertical 18.24 kip Maximum Horizontal = 7.87 kip Associated Vertical = -18.24 kip Maximum Uplift = 5.84 kip Associated Horizontal = 7.14 kip Member plate sizes : Left flange thickness = 1/4" Left flange width = 6" Right flange thickness = 3/8" Right flange width = 7" Web thickness = 3/16" Web depth = 8" (2) Bolt base plate : Use 9.1/2" x 7" x 1/2" Base plate Use (2) 3/4" diam. A-36 bolts Use 4' Y - Gage Left Flange Weld s 3/16" S.F. Right Flange Weld = 3/16" S.F. Web Weld = 3/16' S.F. Note: Forces that are followed by an * are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. .7949495 -1 �, L � J5254ACD 2 3M4 : MOMENT CONNECTION Joint 4 R Applied forces : Maximum negative moment = 92.57 kip ft Associated axial force = -9.17 kip Associated shear force = -15.37 kip Maximum positive moment = 60.83 kip ft Associated axial force = 2.30 kip * Associated shear force = 5.45 kip * Maximum shear 15.37 kip Member plate sizes : Left flange thickness = 1/4' Left flange width 6' Right flange thickness 1/4" Right flange width = 6' Web thickness 3/16" Web depth = 20" End Plate Connection : Use (8) 7/8" diam. A-325 bolts Left Flange Weld = 1/4' D.F. Right Flange Weld = 3/16' D.F. Standard End Plate = 3/4" x 6" Web Weld = 3/16" D.F. x 5" Note: Forces that are followed by an * are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. 1.314294 2 1' M J5254ACD 3 3C : MOMENT CONNECTION Joint 7 L Applied forces : Maximum negative moment = 196.13 kip ft Associated axial force = -7.08 kip Associated shear force = 19.70 kip Maximum positive moment = 63.78 kip ft Associated axial force = 2.80 kip * Associated shear force = -5.41 kip * Maximum shear = 19.70 kip Member plate sizes : Left flange thickness = 3/8" Left flange width = 7" Right flange thickness = 3/8" Right flange width = 7" Web thickness = 3/16" Web depth = 32' Use A-325-N Bolts and Double Fillet Welds Bolt Flg. Web Thick. Thick. Bolt Bolt Width Side Diam. No. Weld Weld tp(w+l) tp(w) Gage Spacing min. L 3/4" 4 5/16" 3/16" 7/8" 7/8" 3-1/2" 4" 7" L 7/8" 4 5/16" 3/16" 3/4" 7/8" 3.1/2" 4" 7" L 1" 4 5/16" 3/16" 3/4" 3/4" 5-1/2" 4" 8' L 1-1/8" 4 5/16" 3/16" 7/8" 7/8" 5.1/2" 4-1/2" 8-1/2' L 1-1/8" 6 5/16" 3/16" 3/4" 3/4" 5.1/2" 4.1/2" B-1/2' L 1-1/4" 4 5/16" 3/16" 1" 1" 5-1/2" 5-1/2" 8.3/4' L 1-1/4" 6 5/16" 3/16" 7/8" 7/8" 5-1/2" 5-1/2" 8.3/4" R 3/4" 4 3/16" 3/16" 1/2" 1/2" 3-1/2" 4" 7' R 7/8" 4 3/16" 3/16" 1/2" 1/2" 3-1/2" 4" 7" R 1" 4 3/16" 3/16" 1/2" 1/2' 5-1/2" 4" 8' R 1.1/8" 4 3/16" 3/16' 1/2" 1/2" 5.1/2" 4.1/2" 8.1/2' R 1-1/4" 4 3/16" 3/16" 1/2" 1/2" 5-1/2" 5-1/2" 8-3/4' Note: Forces that are followed by an * are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. 1.784724 2 .4387226 3 i � J5254ACD 4 3C : MOMENT CONNECTION Joint 7 R Applied forces : Maximum negative moment = 196.13 kip ft Associated axial force = -7.08 kip Associated shear force = -19.70 kip Maximum positive moment = 63.78 kip ft Associated axial force = 2.80 kip * Associated shear force = -5.41 kip * Maximum shear = 19.70 kip Member plate sizes : Left flange thickness = 3/8" Left flange width = 7" Right flange thickness = 3/8" Right flange width = 7" Web thickness = 3/16" Web depth = 32" Use A-325-N Bolts and Double Fillet Welds Bolt Flg. Web Thick. Thick. Bolt Bolt Width Side Diam. No. Weld Weld tp(w+l) tp(w) Gage Spacing min. L 3/4" 4 5/16" 3/16" 7/8" 7/8" 3-1/2" 4" 7' L 7/8" 4 5/16" 3/16" 3/4" 7/8" 3.1/2" 4" 7" L 1" 4 5/16" 3/16" 3/4" 3/4" 5-1/2" 4" 8" L 1-1/8" 4 5/16" 3/16' 7/8" 7/8" 5-1/2" 4.1/2" 8-1/2' L 1-1/8" 6 5/16" 3/16" 3/4" 3/4" 5.1/2" 4.1/2" 8-1/2' L 1-1/4" 4 5/16" 3/16" 1" 1" 5-112" 5-1/2" 8-3/4" L 1-1/4" 6 5/16" 3/16' 7/8" 7/8" 5.1/2" 5-1/2" 8.3/4' R 3/4" 4 3/16" 3/16" 1/2" 1/2' 3-1/2" 4" 7' R 7/8" 4 3/16" 3/16" 112" 1/2" 3-1/2" 4" 7" R 1" 4 3/16" 3/16" 1/2" 1/2" 5.1/2" 4" 8' R 1-1/8" 4 3/16" 3/16" 1/2" 1/2" 5-1/2" 4-1/2' 8-1/2" R 1-1/4" 4 3/16" 3/16" 1/2" 1/2" 5-1/2" 5-1/2" 8-3/4" Note: Forces that are followed by an * are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. 1.784724 2 .4387226 3 r� + p,3 D - S' 4B : BASE PLATE Joint 1 Column Reactions Maximum Vertical = 18 .24 kip Maximum Horizontal = 7 . 87 kip Associated Vertical = -18 .24 kip Maximum Uplift = 13 . 80 kip * VP-',Ii'T Associated Horizontal = 5 .20 kip * Member plate sizes : Left flange thickness = 1/4" Left flange width = 6" Right flange thickness = 3/8" Right flange width = 7" Web thickness = 3/16" Web depth = 8" (2) Bolt base plate : Use 9-1/2" x 7" x 1/2" Base plate Use (2) 3/4" diam. A-36 bolts Use 4" Y - Gage Left Flange Weld = 3/16" S .F. Right Flange Weld = 3/16" S .F. Web Weld = 3/16" S .F. Note : Forces that are followed by an * are the results of a wind load or a se combination. The allowable stresses for these forces will be increased . 7949495 -1 l T' � J5254ACD 6 3M4 : MOMENT CONNECTION Joint'4 R Factored seismic forces Maximum negative moment = 105.50 kip ft Associated axial force = -3.50 kip Associated shear force = 4.80 kip Maximum positive moment = 68.70 kip ft Associated axial force = -0.20 kip Associated shear force = -1.20 kip Maximum shear = 4.80 kip Member plate sizes : Left flange thickness = 1/4" Left flange width = 6' Right flange thickness = 1/4" Right flange width 6" Web thickness = 3/16" Web depth 20" End Plate Connection : Use (8) 3/4" diam. A-325 bolts Left Flange Weld = 1/4" D.F. Right Flange Weld = 1/4" D.F. ; 3/16 Standard End Plate = 3/4" x 6" Web Weld = 3/16" D.F. x 2" - — �( - 7-SIN 1.443169 7 e � SOB NO. 52 S 4- 4 a' T Gr/s T At J/f7L ►Iq Awo n_ I r3 g�.710 A-�2s ao�rs C 4 R1RI L7Z Gusssrf�. 5Il b EE FAA M 3�/�o c7ussEr p__ 1 C��N 6? A-325 Bot-T5 3L¢x 8 END tP-. I 31r6 601- NO. D/AM IE o S NO. BOL7S BOLT5 PLA-rE GROUT. 24,2E 4A, 4F 64, 6E - 3. 9I/2x7xII _ QS 8 6 �T� oU m Kl m m m m U O r1 N d— C`) N N U Q m v v 'v u u zU) CD ui �,9 `9 C` %-� � � �C X X O X N Z � M v �v m Y Of w � W cn Ln CLI co a LL- CP 0 d- N N CA b) CD d- 04 Q m J F- (P C D Id- co `9 `9 O 6 W � o 'N rn Its, o 3 3 N N 0 . � J N �1 o w 6-N Ld m N to (V (� W W N UI z � � ,� u � tp � n °°' dim v �0 �, o 1. can M M M c'n p e 3 N 1 CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20th Street, Sammamish,WA 98074 (425) 836-2833 FAX: (425)836-3707 E-Mail: chuckw@gte.net July 24, 2000 00-4063: Emerald Industries 1997 Uniform Building Codes RECHECK David W. Anderson Building Official City of Arlington 238 N. Olympic Avenue JUC 2 Arlington, WA 98223 C/1 , S �UUp OFgRCINGTO Dear Mr. Anderson; N We have completed our review of the Emerald Industries Building. As we discussed on the phone you will process the remaining items. The approved metal building plans are attached. NONSTRUCTURAL 1. Information should be provided in order to classify the building. The use, building type, occupancy, floor area, type of construction and justification of building area should be indicated on the plans. The exterior walls require construction and protection of openings according to Table 5-A. A site plan should be provided indicating the dimensions to the property line so that we can review the wall construction and opening protection requirements. ,Section 503.2.1 3.� A list of hazardous materials should be provided for occupancy determination of the different areas. The list and quantities should be formatted to directly correlate to Tables 3-D and 3-E (not MSDS sheets). Section 307.1.6 -D-0-ew J-0 1 c (4 It should be shown that all exit doors have exterior landings and that they will not be less than the door width x 44" minimum. Section 1004.10 I • •y� Arlington — Emerald Industries 00-4063 July 23, 2000 Page 2 of 4 Details should be provided for protection of all the through-penetrations and membrane penetrations of all fire resistive wall assemblies (if any). Section 710. These should be listed assemblies with an F rating equivalent to the wall penetrated. 1, have listed this as a deferred submittal. 6. It should be specified on the plans that the facing of the insulation that is exposed to the interior should have a maximum flame spread rating of 25 and a smoke density not to exceed 450. Section 707.3 7. Glazing within a 24" arc of either side of a door opening should be safety glazing. MECHANICAL 1. No mechanical plans were submitted. This should be submitted as a separate permit. 1995 WASHINGTON STATE RESIDENTIAL ENERGY CODE (WAC 51) The energy forms submitted indicate R30 roof insulation, R19 insulation. The plans should reflect this. 2. At the least, the buildings must be assumed to be at least semi-heated per Section 1301. Therefore, details should be provided showing that the roof complies with the insulation requirements of Section 1310.2. 1998 WASHINGTON STATE REGULATIONS FOR BARRIER-FREE DESIGN 1. The site plan should show an accessible route of travel from the public way to the accessible entrances. Section 1103.2.2 2. The number of accessible parking spaces should be provided. Sections 1107.1.1, 1107.1.5, Table 11-F 3. One accessible parking space is required. It should be van-accessible, per Table 11-F. Section 1107.1.1 4. Van-accessible parking spaces should be 8' wide, with adjacent 8' wide access aisles (which may be shared with an adjoining space). Section 1107.2.2 5. Each accessible parking space should be shown as having a sign 3'-5' high centered at the head of the space and bearing the words, "State Disabled Parking Permit Required". Section 1107.3 6. A curb cut ramp should be shown from the accessible parking access aisles to the sidewalk, unless details are provided showing that the sidewalk is at the same level as the parking spaces. .� .� r I I Arlington — Emerald Indusiries 00-4063 July 23, 2000 Page 3 of 4 i 7. The slope of all ramps should be shown on the plans (1:12 maximum). Section 1106.8.2 8. All doors in the building that have a latch set or lock set should have lever-type n operating hardware. Section 1106.3.1 9. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical : 2 horizontal, with a maximum edge height of 1/4". Sections 1106.10.4, 1106.6 10.The length, height, diameter, wall clearance, and position of the two grab bars at the water closet should be dimensioned on the plans. Section 1106.11.5.3. 11.Signs for the visually impaired should be provided to identify public toilet rooms, stairs, and elevators. Where other signs are provided, they should also comply. Section 1103.2.4, 1106.16. STRUCTURAL �i. The plans should clearly indicate who the Engineer of Record is. The engineer of record should be responsible for reviewing and coordinating all of the submittal documents including the metal building. You should obtain a letter from the engineer indicating that they have reviewed the metal building design and that the plans are in conformance with the structural provisions of the 1997 UBC. 2. It should be noted on the plans that "Special Inspection" is required for: Concrete construction Bolts installed in concrete (with 100% stress increase) � High strength bolting ' g 9 g Anchor bolts (Table 19-F) /0 lcr�� It should be noted that the inspector should submit inspection reports and a final signed report to you for these items. Sections 1701.3 and 1701.5 4. You may want to require the use of WABO certified special inspectors. If that is the case, then that should be noted on the plans. 5. The foundation plan submitted is not for this project. The plans should be upgraded to a Seismic Zone 3 and the location revised. 6. Some of the building calculations indicate that a Zone 2B was used in the calculations while other sheets indicate a Zone 3. This should be clarified. 5 � 1 I '1� 1 Arlington — Emerald Industries 00-4063 July 23, 2000 Page 4 of 4 7. The plans provided indicate that the area above the restrooms is to be used as a storage area with a 125 psf live load. The thickened footing shown on the "Cross ction @ entry & restrooms" should be indicated on the foundation plan. �� What is Permacon?? Where is this being used? An ICBO Evaluation Report should be submitted. 9. Concrete details should be provided for the concrete/masonry wall at 1 did not receive a copy of the soil report. The engineer has used a soil bearing pressure of 1500 psf. This should be verified. 11.All lateral ties should be provided with 135-degree hooks with 6d returns. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely; Chuck Williams SE CWA Consultants COX Engineering Consulting Engineers _�J�l-�FLD //VDw5ct2l�L, �UntctTtirl w,q lob# t_ or— Prepared for A U- WEST GaNS ffLuc ctnl`l G K-UA of-wAs1j, cG'� .. 30526 tONAL,E�' EXPIRES 1-12��2� Prepared by RECEIVED Chung lsuang Lee, P.E. May 0 8 2000 Structural/Civil Engineer 7014 SW Nyberg Road Tualatin OR 97062. CITY OF ARLINGTON' .TEL,'(503) 692-5907. OD _Ll U('0� The engineering calculations only for this lot site No duplications shall be made without written consent. 1 T \ N_ v 1L I� I r i I I-- 1 .. 0 • �g ,,Q�ri N - T N N �At w rr V r r- JJL =a a a I I I� Qfl b�l km vi CA N N N N N N •`e 1 /jt/fJ I o,; r i •-u top [f�Y Q�r. �l = �,CL�-K I L o; - ----• --- Ab i l t i I I Y'2 + ZY2V.YZ, XO,C5 to&/P (O,(pV-4)Ix11 (12Ki t _ I I 1 cJ, Gi p 7`'1 _ (ZxZ�xzXo,iSK�/moo, �'.`b 7 4,,l I N I t I 21-WS- 'T" (4,74X4,7a I� N • • r, • cj')C�l�j I L�' ZL4u I � i u -715 LAIA%n L 000 4, Lno0 i �eva aa^ _ ri n c� �� ,�,X3•S,rtit � 7„Sx�-�x L 1CJ�1 Sy 3•�,� ,Qm tl S 1 ,5q5" [a.Gii 7 1 o� z,x o, ?-Y�'J��yy ,L(Da 137 v K u ( S SY z-d,�S i JL- (o,o�S�- 5�4- I l,u-�> > �•-z�� a�lam) l r I/'A t t I L I (o. 5e- 7c V, 55.0 f i t � 1�G I 1IX(o� iC2-0� �L 4'' ' ��YZ1-01 w/ C-7y J 4a, 4F, &A,6F k- ►4 �K , Y. a yb ,I c,rS x z 7pj b is(�><v WTI b x(�x Z�co,rS-�- I�2�-�- vx z�%x b•�a,�� L V/ 413 VI N V7N xxx N N N OOO O O N .-N �Na aaa N C/N N N N / Q i i l t i I y 8 I, +50 L� ¢xI��D�a- l�bSxS�o Z 1Z K, 2�2x Iz ' �n•K)L4�)(aksX�1�8) " ,o,nu-�j < e,�lY3= �•4� � .C3^_�S Z� W D_ 17 WPj, ri�SX2%0�65� �x 5 Mr NIM�z►c.(-L�� S��(.y)xrr y�r� �-3�}•8,tt�-Gr Z4" � Ic r ,06 Kr fo S,sxs�s a,s'fox�/3� o,'ls IS,7 IIr�e l\(�E IVv7 ' �N'�/ 6�I x6�R/v_V ve �ay)«)c agr>(►8� 9 ll-� w G - 4�c�rxz,,c,,��S� 4,.91K Lei t ► �,��w,P L1,50 co l k-� LPz µ,co + 1,toSx I8,z tx )L (2,30 ► �xq x zXt� �$,��zr I g•�rx 12 A5= �p��f)(4°)�oys)U�� st�36 iN'' .� d��,(,Z- �)�'r✓ IL-�� /Vb� ��SXfo.SX2x�lis= IZ•�K _ 12,6 �- 657Y v r. HA IP- p I NS # y- &. o k I 3 boa 000 �oa - 5)NG t.lr = Lto ksi x Z x . 707 x.V A b I.7 voU r3+.-l--, 4r,- +o►z I x 2 x I, 707 t. (��' b / ►.7 SLAP5 R�INForzGEMENT WW (O x (ox to x 10 ot` 18 n O.c. EvJ 17.014 I f �2 VLY V- I cn V V1 ,� K f. �• r r 16 r\ Y 4 co CD w 06 W r x } m M d• to LL o a v d� ¢ L C\j Q - hi r1 L 0 ry N U rr� m rr1 O 1 0 �p Ics _ Cf` in I 11 U n cl .9 rl W W w c c - Q N * CD' � I r, I (04; I " ell— I � I • /t\&A a 1 � 1 a • � o � �4 Top B• �p,,oTToM. &(,L Dc2DU N D DER./ME Taq. WALL-. OF 54rll-COLUMN. W eON GRE' � (p rG Wiku.- js 2, L I \ #A• 1 / Z—AwON SSE DEM/L. � 5 i W.- �, 'D�,�r�rsrav&I�Q Sim �Er Sly r'Cr Ft—I Ft-2 F-4 fit- — -- - �o CoNGQ6� 5l.Ari +Ll �=j n u � iAti -. CCCCIIII I (LOCATION 5EE yErArL) ¢I 4" Vi -v— 6Z,VDISrUR$&A Wi L J ty-lay,lvy SSE �r4 5/�F -qrx 6'-9�x��N w� p/ , /3'z�/!r W/(4)- - rat-5 , S�(� x 5'6!! x�-o' W/ /�l�R llox 9u W/�2�- 3/.¢ist A� 8• ti aAt4f. fo�M I f II I y�l/ vjAdJ- /0W #� 12 5 4!! I 14!1 f DiMF9V.Vo cl .4 VD &Aa4ffMFm 36- 7, rat-8 w ion ♦�oon., 7w.. ...�..o.,........,...........� _._.o> --- -_...�..�.__ __- 1994 Wasrung=Stun Naremasnstl Enom GvnP4,r,=Forces Jury,1994 Project Info ProleaAddress I 1 L 3' .ti �. �Dam For Building Department Use Acl7xant Name: � -t �- ,>G I b C Applicant Address: t�- 4:� v I—rL,AO�> �t VAL Appdcartt Phone: CJ$z g 1 _Project Description . New Building Addition Ateradon Compliance Option Pre=pdve (Lkjhdng Power Allowance Systems Analysts (See Cualfficadon Cheddlst(overt Indicate Pa e=odve&L°A saaces dearly an plans.) Alteration Exceptions Cl No changes are being made to the 6ghdng (check appropriate box) ❑Lzss than im.of the fixtums are new,and installed tigtldng wattage is not being increased Maximum Allowed Lighting Wattal;e (Interior) Location Avowed (floodroom no.) Ctoancy Desaiptlon I Wads per ft^ I Area in ft I �►aWed x Area � I /•SD �%6 ZIT �'� .St/ I /u/ft- I I I I From Tads 15-1 (aver)-w==em ad wmpdons taken from footnotes Total Allowed Warns :,7* 6a6 I* Proposed Lighting Wattage (Interior) Pq not exceed Tow aaowed Watts for Interior) Location I Number of Wattsl I Watts (flood m no.) I F=rq Descotion Fowres Fixture Proposed 777 — D / /— 77UV-G�9sY T-LJ �j0 I REC I I — I I I MAY 0 cuuu I I �� Total Proposed Wars may not exceed Total AUawed Wads for Interior Total Ptopased Watts LZE:T:�' CITY OF ARl�>vIa%ii�nm Allowed Lighting Wattage (Exterior) Aflawed watts Area in fe Alowed Wass Lwadon De=tdon per If or per If (or H for perimeter) x fe(tar x tf) Covered Parldng 1 (32 Me I Open Parldng I 1 02 We II Cuttloor Areas I a2 W/fe Bldg.(by facade) I 0.25 Wle II ! O Bldg.(by perim) 75 WAf I LF Note::or building exterior.moose eMw dte iacade area arts penmeter method,but net bath) Tool Mowed wads Proposed Li ting Wattage (Bderior)f (q nec exeed TcW AflovvW wane tar Or) Number of Waft Watts Location Fal" D&="on Ram Faun 7 Proposed I I I I Total Proposed Wads may not exceed Total Allowed Watts for ExIawr Total Proposed Watts 3Z(jO ., �� t ,. I 1994 Washington State Nonresidential Energy Cade Compliance-t-orm gill 1994 wauungton Slate NoruwO•nOal Efwrgy�....��c mOmme fcmts Maul.1995 Project Address I Date Use this form d you are claiming any ceiling height adjustments for your Ugnting Power Allowances for interior lighting. The Cccrpanc/ Oesc ipdon should agree with the'Use'7sred on Cade Table 15-1. Use the drop-down box to selec the appropriate ceiling height an which the adjustment is based Carry the Adjusted LPA to the corresponding'Allowed Watts per le'location an LTG-SUM. Adjusted Lighting Power Allowances (Interior) Location I Allowed I Ceiling Height I Ceiling Height limit I Adjusted LOA (floor/room no.) I Cccupanct Oescriptlon Watts per al" for this room for this exception" Watts per ft From Taole 15-1 based on exceptions listed In tootnores r�` . + I yya wasnington State ivonresidendal Energy Code Compliance Form h99A Wasmnghoa State Mannisiaarmat Enargy Cate Can, I Fair s :Wy h9s4 Lighting - General Requirements ftef,phctoced,or a comoinadcn of timer and pnoaoceil.Aummaric tithe switches shall also have program back-up cacabdrtles, mhic t prevent the .513 Ughtlng Controls Sons of prcgra rn and time setts for at kast 10 hours,if power is 1513.1 Local Control and Accessibility:Each space,&-=osed by walls interrupted. or ceding-height pambms.shall be provided with lighting ccTmuts located ISMS Automatic Shut-Ott Controls.Interior.Cffce buildings greater - mo^.in that space.The lighting cenuots.mmther one or more,shall be than 25.000""aM all school Camrooms shall be ecuipped-with separate gable of turning off ad lights within the space.The calweis snag be asthmatic crttrols:o shut out.te Gghtirg durwq unoccupied hours. reaeily accessible,at the point of entryle)v_Z. personnel oc=XyQhg or Aummatic orrttrals may be an occupancy sensor,Yme switch,or other using the space device car..acle of aummarica.Lty shururq off lighting, Exceptions:The following righting controls may be cur a 1ize1 in remote locations: Exceptions: 1. Areas that trust be cantinrrauly iumdnamd,or illumined in a 1. Ughting controls for spaces which must be used as a whole, manna recirv)g manual opera=of the lightirhg, 2 en Emegcy ligmrV systems. 2 Autortharic controls. 3, Sw(thing for incusaial or manufacsuing process fades as 3. Controls requiring trained opei m may be required for produc+om 4. Controls for safety hazards and security. 1513.6.1 Occupancy Sensors: Cccioancy sertsars shall be capable at 1512.2 Area Contra Is:The mw nu ml lighting power Chat may be aurhing off all the lights in an area,no more than 30 minutes camroded from a single switch or aut x=c contl stmtl not exceed Graz after lVe area has been vacrted which is provided by a twenty ampere circuit loaded to rut more than 1513XL 2 Autcmadc Time Switches:Auuxnadc time switCles shall have agr zy percent.A master control may be ins vied provided the individual a mirtimum 7 day dock and be capable of being set for 7 different day swmc^es retain their rapabirity to funcoon independently.Cat breorlaers Wes per week and=otperane an auwrrmc holiday-shut-oTr-estrus, may rct be used as the sole means of switavng. whirl ants off all loads brat least 24 hours and Chen resttrttes normally Exceptions: sc edttied cocatdona Atrtomadc time swig shall also have program 1. Industrial or marufaGudng process areas,as may be required hick-up capabilitim wtich prevent the loss of progarn and time settings for producdom for at east 10 hours,j power is interrupted , 2. Areas less than five cement of the buddirhg foot ft for Aummwc time swith~rs shall incorporate an over-ride swing device footprints aver 100,000 te. wi11C:C 1513,Daylight Zone Control:Ad da*hted zones,as defined in a. is reads y able; C:'t=er 12.both under overhead gbzng and adjacent to verocal glaxng, `d is Ipcated s0 that a person using die device can see!Pe lights srad be provided with individual uormals.or daylight-or o=c nt-sensing orIte areas cOMrCdea by du switch,or sa that the —manic controls,Wn'Ch control the lights independent of yererai area area being Uurrinama is a rwvax led: Ilryrrirg. C. is manually ooerated; 1513.4 Display,Exhibition,and Specialty Ughtlng Controtx AA d allows the ltgnang Ss remain an erne mere!iftian two hours discta ,embidon,or righting wren an alter-ride is;rMiittec-.arxl 1 y - Y 9 9 shad be controlled ndexrtdertly of l. Cont os an area not m=Ted general area Bghtirq, e lrhg 5.000 ftj or 5 percent of 15135 Automatic Shut-off Carttry F foalzinrt;orfootprints over100.000 it',w k he w is b,_aurior-Exterior liy;txr y not greater. intended for 24-hour continuous use snail be au miat5c*swat--led by 1 May 12, 1999 Emerald Industrial Park Arlington, WA. Project: Tenant Rental Spaces Bldg.: 100' x 192' x 16' Attn.: Kurt&Bud The following is a revision regarding the electrical service and switch gear proposed for your project. At our last conference we determined that the application of 480/277 volt power was unacceptable. Therefor,I am providing you with the following alternate option. SERVICE ENTRANCE: • 1200 ampere, 208Y/120 volt,3 phase,4 wire,underground service lateral(up to 100 ft. between service and utility). • 1200 ampere switchboard with(8),200 ampere meter sockets and disconnects. DISTRIBUTION TO 4 TENANT SPACES: • 200 ampere feeders from service entrance to(4)tenant spaces,terminating in a 200 ampere load center. • (4),2"conduits to opposite side of tenant spaces for future separation. WAREHOUSE AREA: • (10),400 watt metal halide low bay light fixtures. • (1),electrical for gas unit heater. • (13), double duplex receptacles along demising walls at 12' centers. OFFICE: • (1), light switch. • (3), 2 lamp wrap around surface mounted fluorescent fixtures. • (5), 120 bolt convenience receptacles. • (1), 2000 watt fan forced electric h with all tli • (2),phoneldata mud rings with pull string. 1 I I REST ROOMS: • (1),light switch and GFIC receptacle combination. • (1),fluorescent wall light. • (1), 90 cf n bath fan(including venting). • (1), 1000 watt fan forced heater with integral thermostat. • Electrical for single 1500 watt 120 volt water heater for both rest rooms. BUILDING EXTERIOR: (served from tenant) • (1)sign circuit at front(as required by code). • Middle units-2 wall pack light fixtures, one front and one back_ • End units-4 wall pack light fixtures, one front, one back,two sides. This electrical breakdown does not include phone data or TV cable conduits and their wiring. We would want to identify what requirements you feel necessary for each tenant and address them individually. Also it is my recommendation at the time we are installing underground utility piping to also install a minimum of (1) extra vacant pipe for future tenant needs, i.e.; future offices,low voltage wiring(intercoms,bells,etc.). Attached you will find a Typical Meter Room floor plan that the PUD acknowledges as acceptable. As we discussed this room may be located on the exterior of the building or at a designated area inside the structure. Room dimensions are approximately 5 feet by 8 feet with an exterior entrance door located opposite the 1200 ampere switchboard. If you feel that the 40 sq. ft. of floor space would prove to be an impact for your tenant this room may be added to the exterior of the structure. If your decision is to add this room to the exterior my suggestion would be to increase the room dimensions, add a separation wall and house the fire protection devices, sprinkler valve and riser as well. The above described room would share the existing roof plane and located at the comer of the proposed structure. If this is not acceptable the additional space would be located at the center of the 100 foot end wall and the roof line would match the existing plane beginning at 9 foot elevation above finished grade. Should you have any questions with regards to this revision please do not hesitate to contact me at (509)582-2597 Kennewick, (425)334-9296 Everett,or by cellular phone(509) 727-2000. Sincerely, Samuel V. Scott Projects Administrator CK Engineering Consulting Engineers 3 1-MV QAI-P /)VPu5-AZLAt—, AV-bN6T-rbrl WA Job0 :_ Prepared for A LL WA Goer s r�uc-ttnl`l WASFj ti • 30526 ' - �V751T:R� tONAL6�1G +EXPIRES 1-12,- —Zc'O�--� Prepared by Chung lcuang Yee, P.E. Structural/Civil Engineer RECEIVED 7014 SW Nyberg Road Tualatin OR 97062 TES,. (503) 692-5907. 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RE Or ry VA Ate'evit/?rJ Attention: ,J MkX& iAr ]M to, by j"VLSC,7Vrk Description: ci7 .—�t..az+s_ ��`y� �o e.XC(.�� .�;. Q�.r.�.�r_,e,�bL�c.1o'j,L,�frr•. LF 'ram ♦�. - ,.w,�..12,M1� ��_ �.,,��i+ From: Receiver's Fax No.: There are ,.,pages, i 'Cludit►g this trmiswittal sheet. 7014 SW Nyberg St. Tualatin OR 97062 TEL./FAX. (503) 692-5907 NOY-08-00 WED 10 -5^HI1 ,69 5W 1 P. 02 Ak lb f n I � OU"MIiNG DEF TrvdEN APPROVED KOa 1 �1J ol ®A=CVE �; s+�wma�.�vr 1ri, I l .,.�..� .�. 1 �s'#N�IMI'srw�.- 1 � r: aALW IVNI-Pad (sq,0,� ; ? Iwgsr C1zt{-X ¢ �,f3 � 12r��. 4- (1xs�t^X4 . KU f 1994 wasnington 5' NOnresiaentlal tnergy l:oae uornpliance 'Irn- tiectronic Beta version Envelope Summary Climate Zone 1994 Washington State Nonresidential Energy Code Compliance Forms July,1994 Project Info Project Address EMERALD INDUSTRIAL PARK BUILDING 1 Date 05/01/2000 19117 63RD NW For Building Department Use ARLINGTON, WA. 98223 Applicant Name: gAM SCOTT, ALL WEST CONST Applicant Address: 424 N FRUITLAND, KENNEWICK, WA. 99336 Applicant Phone: s09-582-2597 FAX 509-582-4903 Project Description ►P New Building ❑ Addition ❑ Alteration ❑ Change of Use ❑ Prescriptive ►Zr Component Performance ❑ ENVSTD ❑ Systems Compliance Option (See Decision Flowchart(over)for qualifications) Analysis Space Heat Type ❑ Electric Resistance ►; All other (see over for definitions) Total Glazing Area Glazing Area Calculation (rough opening) Gross Exterior Note:Below grade walls may be included in the (vertical&overhd) divided by Wall Area times 100 equals %Glazing Gross Exterior Wall Area if they are insulated to _ the level required for opaque walls. 96.0 8343.0 X 1]00 = 1.2% ❑ Check here if using this option and if project meets all requirements for the Concrete/Masonry Option. See Concrete/Masonry Option Decision Flowchart(over)for qualifications. Enter requirements for each qualifying assembly in the table below. Envelope Requirements(enter values as applicable) Opaque Concrete/Masonry Wall Requirements Fully heated/cooled space Insulation on interior-maximum U-factor is 0.19 Minimum Insulation R-values Insulation on exterior or integral-maximum U-factor is 0.25 Roofs Over Attic If project qualifies for Concrete/Masonry Option,list walls with HC z 9.0 Btu/ftz•°F below(other walls must meet All Other Roofs 30.0 Opaque Wall requirements). Use descriptions and values Opaque Walls 19.0 from Table 20-5b in the Code. Below Grade Walls Wall Description U-factor Floors Over Unconditioned Space (including insulation R-value&position) Slabs-on-Grade NONE Radiant Floors aximum U-factors Opaque Doors 0.6 Vertical Glazing 0.7 Overhead Glazing Maximum SHGC(or SC) Vertical/Overhead Glazing 1.0 Semi-heated space" Minimum Insulation R-values Roofs Over Semi-Heated Spaces' 'Refer to Section 1310 for qualifications and requirements RECEIVED Notes: MAY 0 8 2000 CITY OF ARLINGTON —4aL� I UV4 vvasnington cita* onreslaennal tnergy C:ooe uompuance r tiectronic beta version Envelope Summary • , Zone 1 ENV-SUM 1994 Washington Stale Nonresidential Energy Code Compliance Forms July,1994 Decision Flowchart Use this flowchart to determine if project qualifies for the optional Prescriptive Option. for Prescriptive Option If not,either the Component Performance or Systems Analysis Options must be used. 1302 Space Heat Type:For the purpose of determining building envelope Electric Resistance:Space heating systems which use electric resistance requirements,the following two categories comprise all space heating types: elements as the primary heating system Including baseboard,radiant,and Other:All other space heating systems including gas,solid fuel,oil,and Start3 forced air units where the total electric resistance heal capacity exceeds 1.0 propane space heating systems and those systems listed in the exception to Wh?of the gross conditioned floor area. Exception:Heat pumps and terminal electric resistance. (continued at right) electric resistance heating In variable air volume distribution systems. 4Heat? noyes All Mason Masonr All walls R-11 all Criteria K all Criteria walls R-19 •nsulatio no (below yes ye (below no nsulatio yes n o yes <40° <25°0 <200 <20°0 lazin no no lazin lazin no no lazin ye yes ye yes All Insulation Installed All insulation installed All Insulation Installed All Insulation Installed opaque Walls -11 0paque Wails -11 -opaque ails -19 paque a s - Below grade walls ext) Ell 0 Masonry walls int) U 0.19 Masonry walls ant) U 0.19 Below grade walls(ext) Below grade walls�othr) 1 Masonry wails(other) U 0.25 Masonry walls other) U 0.25 Below grade walls(otter) Roofs over attics 0 Below grade walls ext) -10 Below grade walls ext) -10 Roofs over attics All other roofs Below grade walls(othr) -11 Below grade walls(othr) -19 I other roofs Floors over uncond.sp. R-19 Roofs over attics -30 Roofs over attics -38 Floors over uncond. Slabs-on-grade -10 All other roofs -21 I other roofs -30 Slabs-on-grade - Radiant floors -10 Floors over uncond.sp. -19 Floors over uncond. -30 Radiant floors Opaque doors U- .60 Saabs-on-grade -10 Slabs-on-grade -10 Opaque doors U 0 Radiant floors -10 Radiant floors -10 Glazing Criteria Met? Opaque doors U 0.60 Opaque doors U-0.60 Glazing Criteria Met? Glazingg Vert. OH Glazin Criteria Met? Glazin Criteria Met? lazingg Vert. H Area% U U SHGC g g Area�o U U S 00-15/e 0.90 1.45 1.00 lazing Vert. OH az ng ert. 00-20/0 0.40 0.80 1. 15-20% 0.75 1.40 1.00 Area% U U S GC Area`Sb U U S GC ° 20-30% 0.60 1.30 0.65 00-15% 0.90 1.45 1.00 00-20% 0.40 0.80 1.00 yes no 30-40% 0.50 1.25 0. 5 15-20% 0.75 1.40 1.00 20-30% 0.60 1.30 C.65 yes no no yes 30-40% 0.50 1.25 C.45 no yes Prescripptiv if Path Allowe Y Y Component Performan or If Systems Analysis Req Concrete/Masonry Option* Wall Heat Capacity (HC) *If the area weighted heat Assembly Description Assy.Tag HC'* Area(sf) HC x Area capacity(HC)of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. "For framed walls,assume HC=1.0 unless calculations are provided;for all other walls,use Totals Section 2009. I ZJM4 VVU51 III ILU.LUII JLd LU 1VUlll UblUIVI I1.I0I CI lU1 gay IJUUU%a Ul l lV1101 IL.0 r-UIIII - CICLII UI IN.OCLQ VCI b1UlI ' Envelope • ' ions Climate 1994 Washington State Nonresidential Energy Code Compliance Forms July,1994 Project Address EMERALD INDUSTRIAL PARK, BUILDING 2 Date 05/01/2000 Space Heat Type ❑ Electric resistance ►P All other For Building Department Use Glazing Area as%gross exterior wall area 1.2 % Concrete/Masonry Option ❑ Yes a No Notes: If glazing area exceeds maximum allowed in Table,then calculate adjusted areas on back(over). If Concrete/Masonry Option is used, Target 1-1-factors,SHGC and Glazing%will be different than shown below. Refer to Table 13-1 for correct values. Building Component Proposed UA Target UA List components by assembly ID&page# U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) U 0.660 Plan ID INSULATED 0.660 96.0 63.36 0.900 96.0 86.4 U= Plan ID: Glazing% Electric Resist. Other Heating o, U= Plan ID: 0-15% 0.40 0.90 'N U= Plan ID: >15-20% 0.40 0.75 > U= Plan ID: >20-30% not allowed 0.60 U= Plan ID: >30-40% not allowed 0.50 U= Plan ID: (see Table 13-1 for Conc/Masonry values) U= Plan ID: U= Plan ID: Glazing% Electric Resist. Other Heating rroo of U= Plan ID: 0-15% 0.80 1.45 a1 c t U= Plan ID: >15-20% 0.80 1.40 >> O U= Plan ID: >20-30% not allowed 1,30 U= Plan ID: >30-40% not allowed 1.25 U= Plan ID: (see Table 13-1 for Conc/Masonry values) N U 0.600 Plan ID WALK DOORS 0.600 168.0 100.8 0.600 1320.0 792.0 0 U 0.130 Plan ID INSULATED 0.130 1152.0 149.76 Electric Resist. Other Heating O U= Plan ID: 0.60 0.60 rn R= Plan ID: o > R= Plan ID: Electric Resist. Other Heating IY O R= Plan ID: 0.031 0.036 R 30.0 Plan ID 9,, MBI BANDED 0-060 19266.0 1155.96 0.050 19266.0 963.3 t o R= Plan ID: Electric Resist. Other Heating O w R= Plan ID: 0.034 0.050 R 19.0 Plan ID 611 I-MI 0.084 5071.0 425.964 0.140 5071.0 709.9 R 0.4 Plan ID cmu WALL NO INS 0.400 1856.0 742.4 0.140 1856.0 259.8 R= Plan ID: m R= Plan ID: Electric Resist. Other Heating R= Plan ID: Ordinary 0.062 0.14 Q a R= Plan ID: Metal stud 0.11 0.14 O R= Plan ID: Conc(int) 0.19 0.19 R= Plan ID: Conc(oth) 0.25 0.25 R= Plan ID: o Co R= Plan ID: Electric Resist. Other Heating m m R= Plan ID: Ordinary 0.062 0.14 R= Plan ID: Metal stud 0.11 0.14 c1 R= Plan ID: o -6 R= Plan ID: Electric Resist. Other Heating o o R= Plan ID: 0.029 0.056 LL Z) R= Plan ID: R 0 Plan ID NONE 0.730 584.0 426.32 0.540 584.0 315.4 o R- Plan ID: Electric Resist. Other Heating 2 o, R= Plan ID: F=0.54 F=0.54 R= Plan ID: (see Table 13-1 for radiant floor values) "For CMU walls, indicate core insulation material. Totals 26193 3064.564 Totals 28193 312L For compliance: 1)Proposed Total Area shall equal Target Total Area,and 2)Proposed Total UA shall not exceed Target Total UA. r � �-, 1994 Washington State Nonresidential Energy Code Compliance Form- Electronic Beta Version • • • 1994 Washm,aon State Nonresidential Energy Code Compliance Forms July,1994 Vertical Glazing Proposed SHGC Target SHGC List components by assembly ID&page# SHGC* x Area(A) =SHGC x A SHGC x Area(A) =SHGC x A Plan ID: _ Plan ID: Glazing% Electric Resist. Other Heating i� C, Plan ID: 0-20% 1.00 1.00 jN >20-30% not allowed 0.65 � Plan ID: Plan ID: >30-40% not allowed 0.45 Plan I D: (see Table 13-1 for Conc(Masonry values) *Note: Manufacturer's SC may be used in lieu of SHGC. Totals Totals For compliance: l I l I 1)Proposed total area shall equal Target Total Area,and 2)Proposed Total SHGC shall not exceed Target Total SHGC. Overhead Glazing Proposed SHGC Target SHGC List components by assembly ID&page# SHGC* x Area(A) =SHGC x A SHGC x Area(A) =SHGC x A tT Plan ID: N Plan ID: Glazing% Electric Resist. Other Heating (D Plan ID: 0-20% 1.00 1.00 Plan ID: >20-30% not allowed 0.65 Plan ID: >30-40% not allowed 0.45 o Plan ID: (see Table 13-1 for Conc/Masonry values) *Note: Manufacturer's SC may be used in lieu of SHGC. Totals Totals For compliance: 1)Proposed total area shall equal Target Total Area,and 2)Proposed Total SHGC shall not exceed Target Total SHGC. TargetAdjustment • If the total amount of glazing area as a%of gross exterior wall area(calculated on ENV-SUM)exceeds the maximum allowed in Table 13-1. then this calculation must be done. Use the resulting areas in the Target UA and SHGC calculations above. Electronic version: Double click anywhere below to edit these calculations. Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls Glazing Area 1:OG= 2:OG= 3:VG= Note: OG=overhead glazing Opaque Area 4: 5: 6 VG=vertical glazing Gross Exterior Wall Max Glazing Area Maximum Target Area (Table 13-1) Glazing Area X j - 100 = Target OG Area in Roofs over Attics Target OG Area in Other Roofs Max OG Remaining Target VG Area For Target OG's, _ circle and use the j lesser(circle) _ — lesser(circle) — lesser values both here and below. Proposed Opaque Area Proposed OG Area Target OG Area4, Target Opaque Area Roofs over Attics + — Other Roofs + — Total Target OG Area(sum#10+#11) Proposed Opaque Area Proposed VG Area Target VG Area arget Opaque Area Walls + — _ Note: If there is more than one type of wall,the Target VG Area may be distributed among them,and separate Target Opaque Areas found. Target values in shaded boxes are used in the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. r�_� .� � . ...; 1994 Washington State Nonresidential Energy Code Compliance F,rv�-n- Electronic Beta Version Building Permit ' 1994 Washinglon Stale Energy Code Compliance Forms July,1994 Project Address EMERPLD INDUSTRIAL PARK BUILDING 1 Date 05/01/2000 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability Code Location Building Department (show with X) I Section Component Information Required on Plans Notes GENERAL REQUIREMENTS (Sections 1301-1314) 1301 Scope unconditioned spaces identified on plans it allowed 1302 Space neat type yes no X Electric resistance X no n.a. Uther indicate on plans that electric resistance neat IS not allowed yea no x 1310.2 Semi-neated spaces Semi-heated spaces iaentined on plans It allowed 13l 1 Insulation X no n.a 1311.1 Insui.Installation Indicate densities and clearances x-non.a 1311.2 Root iceuing insui. Indicate K-value on root sections for attics and other roots; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts x no n.a 1311 3 Wall Insulation Indicate K-value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose-fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used or if credit taken in ENVSTD; yea no X 1311.4 Floor Insulation indicate K-value on door Sections; Indicate substantial contact with surface; Indicate supports not more than 24"o.c.; Indicate that insulation does not block airflow through foundation vents yes no X 1311.5 SIao-on-grade Floor indicate K-value on wait section or foundation detail; Indicate slab insulation extends down vertically 24"from top; Indicate above grade exterior insulation is protected yes no x 31 .o Kadiant tloor indicate K-value on wall section or foundation detail, Indicate slab insulation extends down vertically 36"from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd.by Official x no n.a 1312 Blazing and doors HroVide calculation of glazing area(inciuding Dots vertical vertical and overhead)as percent of gross wall area x no n.a 131'L.1 U-factors Indicate glazing and door -aC ors on glazing and door schedule(provide area-weighted calculations as necessary); Indicate if values are NFRC or default,if values are default then specify frame type,glazing layers,gapwidth,low-e coatings,gas fillings K no n.a 1612.2 SHBt.:&SG indicate glazing solar neat gain coefficient or shading coefficient on glazing schedule(provide area-weighted calculations as necessary) 1J13 Moisture control X no n.a 1313.1 vapor retarders Indicate vapor retarders on warts side X no n.a 1313.2 Kooviceiiing vap.ret. Indicate vapor retarder on root section; Indicate vap,retard.with sealed seams for non-wood struc. X no n.a 1313.3 Wall vapor retarder Indicate vapor retarder on wall section yes no x 1313.4 Floor vapor retarder Indicate vapor retarder on poor section yes no x 1313.5 Grawi space vap.ret. Indicate six mil black polyethylene overlapped 12"on ground 1314 HlrleaKage x no n.a 1J14.1 tsldg.envei.sealing Indicate sealing,caulking,gasKeting,and weatherstripping x no n.a 1314.2 Glazing/door sealing Indicate weatherstripping yes no n.a 1J14.3 Assemb.as ducts Indicate sealing,caulking and gasKeting PRESCRIPTIVEICOMPONENT PERFORMANCE (Sections 1320-23 or 1330-34) X no Envelope Sum.Form omp e ec and attached. Provide component performance worksheet If necessary Provide ENVSTD screen 1 output if necessary If no is circled or any question, provide exp aria ion: �..+ ti .., .� �. I 1994 Washington State Nonresidential Energy Code Compliance F .-n - Electronic Beta Version Building Permit • 1994 Washington Slate Energy Code Compliance Forms July,1994 Envelope -General Requirements Unlabeled glazing and doors shall be assigned the default U-factor in Section 2006. 1311 Insulation 13122 Solar Had Gain Coefficient and Shading Coefficient:Solar 1311.1 Installation Requirements: All insulation materials shall be Heat Gain Coefficient(SHGC),shall be determined,certified and labeled installed according to the rrenufacturer's instructions to achieve proper in accordance with the National Fenestration Rating Causal(NFRC) densities,maintain clearances,and maintain uniform R-values.To the Standard by certified,independent agency,licensed by the NFRC. ma)drrum extent possible,insulation shall extend over the full component area to the intended R-value. Exception: Sharing coefficients(SC)shall bean acceptable alternate for compliance with solar heat gain coefficient 1311.2 Roof/Ceiling Insulation:Operrblovn or poured loose-fill requirements. Shadng coefficients for glazing shall be taken from insulation may be used in attic spaces where the slope of the ceiling is Chapter 27 of Standard RS-27 or from the manufacturer's test not more than 3J12 and there is at least thirty inches of clear distance data from the top of the bottom chord of the truss or ceiling joist to the 1313 Moisture Control underside of the sheathing at the roof ridge.When eave vents are installed,baffling of the vent openings shall be provided so as to deflect 1313.1 Vapor Retarders:Vapor retarders shall be installed on the warm the incoming air above the surface of the insulation. side(in winter)of insulation as required by this section. Where lighting fixtures are recessed into a suspended or exposed grid Exception:Vapor retarder installed with not more than 1/3 of the ceiling,the roof/ceiling assembly shall be insulated in a location other than nominal R value between it and the conditioned spaces directly on the suspended ceiling. 1313.2 Roof/Ceiling Assemblies:Roof/ceiling assemblies wherethe Exception: Type IC rated recessed lighting fixtures. ventilation space above the insulation is less than an average of twelve Where installed in wood framing,faced bait insulation shall be face inches shall be provided with a vapor retarder.Roof/ceiling assemblies stapled. without a vented airspace,where neither the roof deck nor the roof structure are made of wood,shall provide a continuous vapor retarder 1311.3 Wall Insulation:E>derior wall cavities isolated during framing with taped seems. shall be fully insulated to the levels of the surrounding walls.When Exton:Vapor retarders need riot be provided where all of installed in wood framing,faced batt insulation shall be face stapled. the insulation is installed between the roof membrane and the Above grade exterior insulation shall be protected. structural roof deck 1311.4 Floor Insulation: Floor insulation shall be installed in a 1313.3 Walls:Walls separating conditioned space from unconditioned permanent manner in substantial contact with the surface being insulated. space shall be provided with a vapor retarder. Insulation supports shall be installed so spacing is not more than twenty- 1313A Floors:Floors separating conditioned space from unconditioned fora inches on center. Installed insulation shall riot block the airflowv space shall be provided with a vapor retarder. through foundation vents. 1311.5 Slab-On-Grade Floor: Slab-0n-grade insulation installed inside 1313.5 Crawl Spaces:A grand corer of six mil(0.006 suet thick)black or the foundation wall shall extend downward from the top of the slab a ac shall laid over the grand within crawl ar minimum distance of twenty-four inches or to the top of the footing, thejoints and spaces.The ground covershall extendndshall be o to the foundation wall. peed twelve inches mirlmxun at whichever is less. Insulation installed outside the foundation shall extend downward a minimum of twenty-four inches or to the frostline,whichever Exception:The ground cover may be omitted in aaM spaces is greater.Above grade insulation shall be protected. if the crawl space has a concrete slab floor with a minimum Exception:For monolithic slabs,the insulation shall extend thickness of three and one-half inches. downward from the top of the slab to the bottom of the footing. 1314 Air Leakage 1311.6 Radiant Floors(on or below grade): Slab-on-grade insulation 1314.1 Building Envelope:The regtireinenrts of this section shall apply shall extend dowimrard from the top of the slab a minimum distance of to building elemlerrts separating conditioned from unconditioned spaces. thirty-six inches or downward to the top of the footing and horizontal for an 6derl rjoints around w ndous and door frames,openings between walls aggregate of not less than thirty-six inches. and fondaatiion,between walls and roof and wall panels;openings at If required by the building official where sal conditions warrant such peruetrations.of utility services through walls,floors,and roofs;and all insulation,the entire area of a radiant floor shall be thermally isolated from other opeyngs in the building envelope shall be sealed,caulked, the scil. Where a sal gas control system is provided below the radiant gasketed,or weatherstripped to limit air leakage floor,which results in increased convective floor below the radiant floor, 1314L2 Glazing and Doors:Doors and operable glazing separating the radiant floor shall be themnally isolated from the sub-floor gravel layer. conditioned from unconditioied space shall be weatherstripped.Fixed 1312 Glazing and Doors windouvs shall be tight fitting with glass retained by stops with sealant or caulking all around. 13121 Standard Procedure for Detemtination of Glazing and Door Exception:Openings that are required to be fire resistant U-Factors:U-factors for glazing and doors shall be determined,certified and labeled in accordance with Standard RS-31 by a certified 13%3 Building Assemblies Used as Ducts or Plenums:Building independent agency licensed by the National Fenestration Rating Council assemblies used as duds or plenums shall be sealed,caulked,and (NFRC).Compliance shall be based on Model Size AA or BB.Product gasketed to limit air leakages samples used for U-factor determinations shall be production line units or representative of units as purchased by the consumer or contractor. ��: , � `K.. � � s �uw RIgM Ead-Y 12 Sfdewall a 1 Customer II West Construction,Inc. Note:RoofrolUfor this building will be Pro ect Emerald Industrial Park continuous from eave to rove Address 19117 63RD nW 16.Ft. Arlington,We 98223 Descrl tion Building 7 Roof Insulation: Wall Insulation: 02-96 F Inch w/J10 WhiteNAIM 202-96 F Inch w/J18)WhiteAIMA Vinyl I! Faced w/J 100 White Vlrryl Faced w/J100 White Yrryl 1` 100.Ft. 192.Ft. 60 Inches vvide-(0In Starter) (Width) (Length) 'Note: Building dimensions are not drawn to scale. WALL DEDUCTIONS FOR BUILDING#7 Sidewall#1 Sidewall#2 Lett Endwali Right Endwaii 4'High-Full Length Wainscot 4'High-Full Length Wainscot 4'High-Full Width Wainscot 4 High-Full Width Wainscot 4-12x12 4-12x12 Note: We understand that this building's Width&length are oriented as shown above. Please notify us immediately If this is not correct. Approx.Weight= 7109 Ibs/Approx. Cubic Feet = 4288 for s ouote#4 Page 2 of 2 Sent byIA,. I1 E" r N Rl TIC H - - 0 116►:l from 599S024.1 *5097352146 wage 1r 7 Lmo I NA W&Ujh&m 49110 mnme"aft amroye«e Canlo+ww Monnt �'zo�a�:''�'p iAtldtpla bme a1 Apgr=t aWIM .,.` ApplwrrtJaWO. �rt3j+�fit I7eSm�s H®rn $rioAy dl1e�#kam mlrgaeinh�l Vie:MW and roaoi t. COM171tance option 1 simple sy AnWVGW lgovv�as«��h Egtt7pm4mt S&adtdes The lwlvv*g in w=dm is ra pmd to be h mmcrdmd vwm Me fffftw m aqul It=%a ox on ma Oft For proles wftd plain M ra gtq ruquGw mm%jam W". �P• OSA �ta�-1Ft IC awd Nem, I modal No.1 apsw raw Cm I w'_aono or OR �� l�estlert � I i e Iquiratent Schedule Now ftmo, Modl�ivo«' CemG1 a TON CP'fl1 ftm 1w ow. Qum 11%01 r,o , „_• i I l� to Braw ldaala' Mudd Na' cfm SP' HPIBMP .how►c of swvi: t r 'v ommoP, 'A4 ww m Table 141.14-Z Or'143. "R feq#441. 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M IrnagrJ to a IL-ad piece of a"rnm is 894 91.0 1 902 o0.2 91.0 t 90.2 fat wfri0ft no n9 mow Iran besrt approved -IL „ u ��9aw {I.e.M the only L3.L.�htr it%so m int is wdit a ?S 91.0 $1. 91.7 91.0 91a 91.7 lots-ft am MOM WW"M is n4 ofln moem 30 91.0 92.E 1 92.4 91.0 92.4 917 mororcom). 40 9i.7 933 917 I p S0 :-n77 93.0 03.0 914 93A 93.0 For nrolcro cY,a&Mg an wmtfon.,In ntobr and 00 9341 93.d I as no 93A A3.E MMwr*M axoapdon>aW40 74 nQ 1 94.! 93. Mg 9411 SA 100 33.0 94.1 94.1 93.0 W 94.1 r s3.s 94 3 94 t 94.9 j4A 94.1 1sa .61 • 200 94 5 as.0 gas 95.0 V_o W.0 �r.,�� . . 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FatU 1 r r. 413 the ba es mAW an psdc"resat top fw,,QA 1q wft hareap a 141�?:taial]dtsq �l,n• 1xWyelse ar'trgrweevMelffir•1rin.r�� -sol � �t *A,*r00 8 fgmwn14=dmera. 7gQllgt Ate4ttevea'letmfertaeterc�np,;ArsttrhrQfirst,tit{ittler5 e>�1era, unnera m Nx1 Pm"L a east co rwwbrn 41d bk*%N w m& 240�we vacltfdut wwww=ahfl tldt rand 141 S.Ur lsrxx>rcrcers 1411-1 OWjljjoa: AJr a wari rma:t ld be d*A*rawwy-ni.irn ' SA041ae Afr 04mb Wen 3V%wmw 7-nm with prgpMa aaarddt irw Amm slr darams 0 pmw b Im pw ww d'JU t>t�atmMl tb sr:Nor ra,rtidtry rtaramrtaMa sis al ba aacwe:try x✓as ataaicfe drto atlna Gr siir+lrl'e tfy,wxi fir tnaattfad 00DC"Ift" asstKA i�1 MM hair V--m mmq um 0*0*q Q* ��• uoeaYao•roa-,dry+, ,�- 14112Cenpt9i: Alt aearrtrnfaera*Wbecontrdad by*ejalso"tr Moll a�toaw frnrrar>g if gas"firm rtws pw Grail d*1 ntMaMn p }� I ) �', .,: LE i994 was=q=stag Nonr&M@r l EnQN. ,cv Compeanu Fo.. Jury.1994 Project Info ProjecrAddress ° ) 1 G 3l ,� �. E- Date For Building Department use a Z-r-a a . Appdcantf,ame: ALLC- appucant Address. ZN14 u ►-1 > t �•+�- AppdcantPhdna: 4 _Project Description New Building 0 Addition Alteration Compliance Option Presarpave ' ` Ltgr&g Power Allowance systems Analysis (See Cualificadon Checklist(oven Indicate Pm. =olive&LPA spaces dearty on plans.) Alteration Exceptions Q No dian7es are being made to the flghtlng (check appropriate box) l]Lzss than M%of the fbmm are new,and installed llghdng wattage is not being Increased Maximum Allowed Lighting Wattage (Interior) Locaddn Allowed (floor/room no.) Cr.,..rvanc/Cesciation I Watts per ftt" I ArEa in tts Allowed x Area 04771-Z--I- rr,`��s I 1.50 r v2 I z I i Frnm Taole 15-1 (oven-accxnent ad acepdons taken from kKMotes Total Allowed watts Proposed Lighting Wattage (Interior) (nnay►►rot exceed Tom meowed Watts for I'rtedor) Location I Number of Watts/ Watts (floodre m no.) I F= Descmdon Fixcr2s Fixture Proposed — I E7*4- 4U L W tJ I d G'D I l/Do 6f/ LlUo I R MA Total Proposed Waits may not exceed Tod Allowed Waits tar Interior Total Proposed Watts f CITY orM Allowed Lightins Wattage (Exterior) Aaowed waits Area in fts crowed watts Location Oescic ion pef Y or ver l (tar N for perimeter) x its(dr x m Covered Parking I i 02'Nfle Open Parking I I 02'NITe I Cutdoor Areas 02 Wfle Bldg.(by facade) I 0m Wne 17 Bldg.(by perim) Ts Wnf I �g �O Note:'or building exterior,amose edher im tacade area ar 7re perimeter method,but trot both) Total Allowed Warts / 9e W I Proposed Lighting Wattage (Exterior) !' (M�not ex=ed TaW Allowed Wang for ecWWr) TNumber of Watts/ Wang Location Rim Desratpdon Fodtm Fixtiue Proposed I I --- I Total Proposed Watts may not exceed Total Allowed Watt br Exka= Total Ptopo.Sad'Na� 3�0 W ��i _ ,,, 1994 Washington State Nonresiaertual tnergy t..;aae L;ampuanca roan 1994 wasmgmn slate Nonrawermd Energy-de Campll —Fomu Margin.1995 Project Address I Date Use this form if you are claiming any ceiling heignt adjustments for your Ugndng Power Allowances for Imerior Ilgrning. the Cccupancy Description should agree with the'Use'7sied on Code Table 15-1. Use the drop-down box to selW the appropriate ceiling height an LTG- Which the adjustment i$based. Carry the Adjusted LPA to the corresponding'Allowed Watts per Iacation an LTG-SUM. Adjusted Lighting, Power Allowances (Interior) Location AAawed I Calling Height I Ceiling Height Imit I Adjusted L°A (floorJroom no.) I occupanc/Oescripdan I Watts per tt'"I br this roam for this exception" Watts per ftz From Table 15-1 based,on excepdor:a Bsted In botnates �� r ,� 1ya4 virasntn5ion state Nonresidential Energy Code Comoliance Form • • I 1994 wamngton State NonreSidaMar EnergyCcae Cam, ce ral. tray trees Lighting - General Requirements per.phctoced.or 3 comoinadcn cf tlmer and protoceil.Autontadc time switches snail also have program back-uo cacab8'ities.which prevent the 1513 Lightlng Controls loss of orccram and time seamgs for at least 10 hours,if power is { 1513.1 Local Control and Accessibility Each spate err�by walls interrupted or ceiling-height partitions.shad be provided with lighting centrals locamd 15135 Autamatic Shut-Off Controls.Interior_Office buildings greater -wil,in that space.The lighting controls.mxnher one or morn,shad be than 25.000,.2 and all school dassrocros shall be ecuipped with separate csoable of turning oft ad Bgfts within the spaces The cores snarl be a nomatic ccrttrots to shut oft me Gghtir9 during tr=cupied houm acily accessible,at the point of f r,xyle>at,to persorinel o=xykq or Automatic controls may be an occupancy sensor.dme switch, th or oer u resing the scace. device cacacfe of aummaDcaily shutting off li drS Exceptions:The blowing rtghtirtg controls may be cer 7ahzed in Exeeptfcn= remote locations: 1. Areas triad crust be continuously Mumirm!d.or ilAtrrinated in a 1. Ughting controls for spaces which must be used as a whole. rnanner r=idi'g martial operation of the lighting, 2. Automatic controls. 2. E^tagcrc/lignmxI syste rm- 3. Switching for inm=ial or rnentuacuting process fac N as 3. Controls requiring trained eperaters. may be required for produadc n. 4. Cantrds for safety hazards and security. 1513.8.1 OcCUpancY Sensor= Cccuaancy sensors shad be capable of 151=Area Controls:The m;Tdntrm lighting power that may be atrmffzmcalfy turning off all the lights in an area,no more than 30 minutes ccntrelled from a single switch cr atnx=c cone shsd riot exceed that aster Te area has been vacated. wretch is provided by a hvemy ampere arcuit loaded t4 not snore than 1513.5.2 Automatic Tune Switches:dummadc 7me sty es shall have eighty percent.A master control may be installed provided the ndividual swrtcftes retain their a mhmurn 7 day dock and be cacaole at being set for 7 different day capability to funcdon indepcnoendy.gift breakers ,ypes per week and irx✓xpe ae an aumn=c hci"'shut-orr le=M may not be used as the sole means of svNb=*xj. which writs off all loads tr at least 24 hours and trier resumes normally, Exceptions: scheduled cceradons.Automatic dme switt-nnes shall also have program 1. Industrial or manufa=nng process areas.as may be re*rted t�ckirp cacabiGties rvtdch prevent the loss of progarn and thne settings for production. far at least 10 hours,Y power is interrupted. 2 Areas less than rive pement of the bulling footprint for Automatic dme switc�-rs shag itcorpora<e an ovw-ids swri htne i device footprints over 100.Oo0 te. Whic.c 15131 Daylight Zone Control:AN daytigi ted zones,as defined in a is reacan ace essble; C`a=er 12.:oth under overhead gtmmq and adf acennt m vermil glazing, b. is kK ed so that a Berson using lie device can see he k is Brad be provided with individual conrtt ts.or daylight-or oocucam-sertmng or die areas carttrdeo by the switch,or so that the armmanc controls.'wuch control the fights irdependert of yereral area area being i lumirwsa is artmox:aned;- ligndrg. C is manually ooermed; 1513.4 Dls I Exhibition,and S d. adcwrs the rghting m remain an fcrno mole than two hours p ay. Specialty Ughdnq Controls Ad wirer an aver-ride is irk and 1 dismay,embiticm,or specarty lighting shad be ccrmoded ncxxndetdy of G. conbOls an area rmt exceed' general area fighting. fo=nrttor ioogrrirus aver 100.000 te, ivniche%w is 15135 Automatic Shut-off Controb.E bmior.Exterior 6gmY g not greater. intended for 24-hour conarucus use stud be auoorttaacatty swrtcned by )w J � `� .. May 12, 1999 Emerald Industrial Park Arlington, WA. Project: Tenant Rental Spaces Bldg.: 100'x 192'x 16' Attn.: Kurt&Bud The following is a revision regarding the electrical service and switch gear proposed for your project. At our last conference we determined that the application of 480/277 volt power was unacceptable. Therefor, I am providing you with the following alternate option. SERVICE ENTRANCE: • 1200 ampere, 208Y/120 volt,3 phase,4 wire,underground service lateral(up to 100 ft. between service and utility). • 1200 ampere switchboard with(8),200 ampere meter sockets and disconnects. DISTRIBUTION TO 4 TENANT SPACES: • 200 ampere feeders from service entrance to(4)tenant spaces,terminating in a 200 ampere load center. • (4), 2"conduits to opposite side of tenant spaces for future separation. WAREHOUSE AREA: • (10), 400 watt metal halide low bay light fixtures. • (1), electrical for gas unit heater. (13), double duplex receptacles along demising walls at 12' centers. OFFICE: (1), light switch. o (3),2 lamp wrap around surface mounted fluorescent fixtures. • (5), 120 bolt convenience receptacles. • (1),2000 watt fan forced electric heated with wall thc„nostat. • (2),phone/data mud rings with pull string. r 5 CV �� 1 REST ROOMS: • (1), light switch and GFIC receptacle combination. • (1), fluorescent wall light. • (1), 90 cfin bath fan(including venting). • (1), 1000 watt fan forced heater with integral thermostat. • Electrical for single 1500 watt 120 volt water heater for both rest rooms. BUILDING EXTERIOR: (served from tenant) • (1)sign circuit at front(as required by code). • Middle units-2 wall pack light fixtures,one front and one back. • End units-4 wall pack light fixtures, one front, one back,two sides. This electrical breakdown does not include phone data or TV cable conduits and their wiring. We would want to identify what requirements you feel necessary for each tenant and address them individually. Also it is my recommendation at the time we are installing underground utility piping to also install a mimmuni of(1) extra vacant pipe for future tenant needs, i.e.; future offices,low voltage wiring(intercoms,bells, etc.). Attached you will find a Typical Meter Room floor plan that the PUD acknowledges as acceptable. As we discussed this room may be located on the exterior of the building or at a designated area inside the structure. Room dimensions are approximately 5 feet by 8 feet with an exterior entrance door located opposite the 1200 ampere switchboard. If you feel that the 40 sq. ft. of floor space would prove to be an impact for your tenant this room may be added to the exterior of the structure. If your decision is to add this room to the exterior my suggestion would be to increase the room dimensions, add a separation wall and house the fire protection devices, sprinkler valve and riser as well. The above described room would share the existing roof plane and located at the comer of the proposed structure. If this is not acceptable the additional space would be located at the center of the 100 foot end wall and the roof line would match the existing plane beginning at 9 foot elevation above finished grade. Should you have any questions with regards to this revision please do not hesitate to contact me at (509)582-2597 Kennewick,(425)334-9296 Everett, or by cellular phone(509) 727-2000._ Sincerely, f Samuel V. Scott Projects Administrator 4 '- � �' I ;� .� LO'~ 'a PACIFIC BUILDING SYSTEMS Manufactured By Truss-T Structures. Inc. 2100 N. Pacific Hwy . Woodburn, OR 97071 •. 503-981-9581 CUSTOMER -PLu TRUSS "T" STRUCTURES, INC. Job No. g9- �2s4 2 STRUCTURAL CALCULATIONS 1. Building - Load Data and Material Specifications 2. Building Plan LE 3. Girt and Purlin Data ti •WAsp��9 4. Endwall Frame Design and Details RECEIVED 5. Bracing Design 4 6. Rigid Frame Design and Details JUL 2 6 2000 7 7. Reactions CITY OF ARLINGTON �SfvNAL M) EXPIRES 8/20/ ©O �✓Us - �oN� Z g � �o.�E � i .� � +:. - J ,�� a. ti� �' - ,y Job no. J5254 Building Configuration: Building length = 192.00 ft. Building Width = 100.00 ft. Bay Spacing = 8.00 ft. Span Width(s) (ft.) - 50.00 : Carrier Beam At Center Of Building Column Base Elevations (ft.) = 0.00 0.00 Left Eave Height - 16.00 ft. Left Column Slope = 0.00/12 Left Rafter Slope = 1.00/12 Right Rafter Slope = -1.00/12 Right Column Slope = 0.00/12 Right Eave Height = 16.00 ft. Special Framing: Post 8 Beam Seperation Walls At 48' 0/C Optional Seperation Walls At Rigid Frames W/ Wind Columns 16'X 16' X 12' Eave Covered Area At One End Of The Building Design Loads: Dead Load = 2.00 psf Live Load = 25.00 psf Wind Load = 80.00 mph exp. C Seismic =,Nr- 3 Special Loading: Snow Drift At 16' x 16' End Area Material Specifications: Flange Plate Yield Strength = 45.00 ksi Web Plate Yield Strength = 45.00 ksi Rolled Shape Yield Strength = 45.00 ksi Cold-Formed Yield Strength = 55.00 ksi Primary Framing Fasteners = A325 bolts Secondary Framing Fasteners = Grade 5 bolts Recommended Anchor Bolts - A36 bolts Recommended Reinforcing 40.00 ksi Recommended Concrete - 2500.00 psi Allowable Soil Bearing = By Others Allowable Lateral Bearing = By Others Allowable Sliding Resistance = By Others � _ 1 ` x,i¢o y r UA WAS 30526 f..I-x EXPIRES 1-12 1 Y W d/ LLZU r- `° QJOzO ~ Qv a W M Q J J 1 ~ V } Q O W w O d r WLLJF W Z rZ � = w � QCL Y ti Y Y w V s OF- = C7Y = p (� tt _ _ _ _ W w tl S Q $ o LL p <zZv � OzL �6 z ? cc W Q� � o o` a r �, QZQE E< � a, Q M� 'v Z) F A < un r 4� > Q u7 a w QWZ3w - 0Xo co u } M u = � OwUWm 5 I I rn a a C V N N w 0 3 J a. 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X F- �• 0 � C < Ccil :SMOliuv N33ML38 S3Nl llt► 313ldnoo - RECEIVED MAY 112000 1� Emerald Overview CITY OF ARLINGT0 L EMERALD INDUSTRIAL PARK COMPLEX ARLINGTON, WASH. 1*4hN�� G KUAIy , WA$,y��Co�,; 30526 �L•� r EXPIRES 1-12 ��'" ��j EMERALD INDUSTRIAL PARK COMPLEX ARLINGTON, WASH. SUM— / i ii• �. . is I,c . ,� ::I I_i ......... 'J�41�•r.._.... LAJ�.�J.1.L�.1.i1.11L.1 �.r...rveil• i .»»..-._.:.'fc.tt.� ..».«�:.. � --�.Si: :::::Y•�.•_.I» }:ri.?i'r� �& ' ::c. -�:. ___..»... W::.. ......-3-:.-:.�aB•�...._f.......»..I«:r.:::I:a;�:,7,:::�ih'... E � ' �=!_= I �[Iir"�� '�:%` EMERALD INDUSTRIAL PARK COMPLEX ARLINGTON, WASH. ]Elm. . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . El --- ::. .2- - .. a�� .....�� i:�i��:`u y i::!Ei::E 'i;E r'E a °Eii� ..__._... I - . —,..•:::: i t •ii North riew . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . .11111. . . . .. . . ... . . i . South Viw `— -� -- - -- - - -• - .,.. _-.. ._...... »:::::_.,... ::;..»_« .:«:�:..a�......:...........•u:aFE:�.i:E ':EirkIEE.... —..�.s».... . ..._....... F3Ff::?:«E ::::::s:::«:�:?:�:»r_::T�.::ycWs'�iiii-»:r r•e:•I:;...; ...�':^�=.-�:<^•�;::::—�-::~.v.:.: r.:s:rs::: :.3_.,..u.,:n••::':»: _:...-.. ..... .....- --. ....-. East New West mew EMERALD INDUSTRIAL PARK COMPLEX ARLINGTON. WASH. f 192'-0" , 11'-011 12'-0« 50'-0« __ 17r I1ir 111-Orr 1l'-0" — 12'-0" _� 50'-0" f.121!1«-_ 1 V-0" J J -11 J I !r-V l 1 -III r A) 6 0 16._0. 16'-0' �. lE•0' I 181-On t A `I 31-III _ 3-011 3-0 x 7-0 M/DR TYP TYPCi_vRestrgoms 12 'x 12'OM DOORS �offices ' 1 TYPALL LOCATIONS 21'-0« / 1 i , IhI/, I 8'0" T 8- "v' 8 0 I I B_0. 7'_8. T_B' B'•0' �I 1 1 � , 100'-058'-0" 16-0" so• r.=• r.x" B•.a• ;�I ; g.o• T-8 -rit"' �o✓ ; JII A 16'-ON 211-011 i I 1 1 I f 1 I r 18'-0" Future: Office Future; Office 181-0„ '4'= — 12'-0" 111.O11 —111_0« 12'-0"— 50'-0" — 12'-0" -- 11'4u-----11'-0«1 12=0"-- A Section — 1 Typical Wall Section At Office and Restroom Locations Floor --- 125 lb. Loading \� 2X6 STD BTR 16" O.C. TYP Wall Sec& DBL. 2 X 6 Top Plate 8 -011 2 X 6 P.T. Mudsill Anchored @ 4' OC 112" Red Hat Section A 3/4" T&G Ply 2 X 12 Joist 16" O. C. R19 Batt 5/8 G. W.B. on Ceiling Insulation I X 6 STD BTR Wall Section i sis G. w.B. Section 3 314" T&GPLY Applied Transverse to Joists 6 Perimeter 12" @ Fields 12 RI1VI Deck Diaphram Detail 11 Fasteners - 1 112" Deck Screws I EMERALD INDUSTRIAL PARK COMPLEX ARLINGTON, WASH. _ 1-611 _1, 31_011 _611 81-011 _ A T 71_811 71_011 61r011 - OO 51_811 11�6ff I 1-f��11 - ; CI_Q11 OO V 1 � J O -_� 11_611 11_611 - l - ! -� -I -� ►_ i L I 61_011 51_811 F_6,t _ W,_ 51_811 71_811 - 71_811 EMERALD INDUSTRIAL PARK COMPLEX ARLINGTON, WASH. 81-0rr 41-611 -- 31-0e1 6 — n 1 1 7'-8 - L r n 04 -2 61-011 5'_8rr ----------------- r 11-611 ' J 8 it - 1� 9rr 2'-10" 2'40ff 6" - I c RECEIVED Plumbing Design MAY 11 2000 EMERALD INDUSTRIAL PARK COMPLEX ARLINGTON, WASH. CITY OF ARLINGTON 192'-0" o(0 9 111-0" 12'-0" 50'-0" 12'-0" 11'-0" 11'-0" 12'-0" 50'-0" 12'-0" —11'-0" TM I I I I I I I 1 I i I I I I I 1 I I 1 I 18'-0" is-0• i i i iso �s� i 1s-0• 18-01 ' ' I I t I 1 I 1 1 I I I I t I I I 3''0 I I I I I I 3-0 x 7-0 MIDR &ofJ4cer oo t � 12 'x i2'OHDOORS I TYP ALL LOCATIONS 21'-0^ ( I I I I I 1 I 1 I 1 I I I -01 I 1 I 1 Kn Ti• , T3 B'-0' I c I TO1 -058 T•g. 1 T.g g{y ' ' J. 1 I"ABS-DWV ' s-0• s'-f i r s o• ' — g„ w4we ILL53" I i I I I 1 I 1 1 -0• t dT I ' ' '�' 1 -0• I 16'-0" 161. 21'-0" I I 1 I I 1 t 1 t I I I 1 I I I I 3'-0" I I I I I 1 I I 1 1 1 I I 1 I I I I I I 1 I t I I I I I I t I I I 18'-0" ; Future' Office Future Office t i I t 1 Ll I 1 1 I I I I hir-o— 2510, 12'-0" 11'-0" 12--0" 50'-0" 12'-0" 11'-0" 11'-0" =12' Plumbing Design ISO Water Supply bead 0446 TYP. i 'Nea I I I I I I � I a�9 tibS % � LA LAV LAV c Plumbing Design i ISO Waste/Vent i i 2"D I •� I Tw. I �• I j �- I I I I I °$v"�ar� I I i w� j \ ,,° LAV I I I j I LAV j j I I LAV LAV I I w/ I `/C V0 F.C.O. �� . I ' EXISTING BUILDING N , I f � GRAPHIC SCALE EX. ASPHALT 10 -,- 0 25 50 100 SCALE: 1"=50' �� IWM OFFSITE AREA TRIBUTARY TO TRENCH = 0.062 ACRES ♦� �.\ 144A7 544.70;, �140.0Y �, CS 2 TYPE I �+ SOLID LOCKINGWD \\ `°• 144.1pI WELL l N PP RE-141.83 �� - t' J 4 IE -136.90 \ ,` iSSMH $7 PP 144 Q = 145.21 1-14114E54' hg EX PUMP IE 35.66 - - - - - - -~� - - - -- -- - - -EX. SSMH 'Ex. 2W UnLITY --- - - - - 1E © -- ---------- RE- 11 3. 0. 3398 Ex. FH EAST 5 �1a --� fay��r�` i ` 145 4JIF W Wv W * EX. WATER W W W WVtjW W W CB I TY12E I 1 398'-Ex. 8"PVC 9AN- SEWER 0 0.4-31L \ �� ♦ 1 �'ts P �411�• SS SS- SS SS SS `S S 1 SS .� iSs 140.7ti ASPHALT SOLID L005�ING LID IE 36.9tl 60''L.3 � C EXTRUDED CONC. CURB 41.6 144 ��. EX. 8"PVC SAN. SEWER + 63'�'8•PtOC OOF DRAIN INSTALL CL.EANOUT t43 `Ql' ROOAIN EX.CB 1 + 1alt.. O 5.56% sAT ALL BUILDING O "tea _�.- Rf = ta4.60 OZf1�NSP0UT5(TYP,) tp2'�6•PN;1t006.ORAM O O.S2% IE - 1a350 J CONNECTION I EX, ROOF RAIN EACH PE F PVC O 0.00% 192'•••6"PVC ROOF DRAIN O OS2% 1 - EACH EN m ♦• nTn -I O 10.00% I os % I t -9I'^ I�OOf DRAIN CLEANOUT ROOF DRAIN CIEANOUT ROOFIDRAIN CLEANOUT ROOF DRAM C MOUT ^J WITH S W COVER WITH SOLID COVER EX. INFILTRATION I WITH SODB.C�OVER WITH SOLD COVER . I I RE=144.7��_ RE-144.70 �--'�~ RE-145 42.20.20 RE-145.20 TRENCH SIX ROWS 66' •PERF PVC 00. • I I I I IE =140.70 ti` IE =141.70 + I IE =1 IE -143.20 I I p ' 1 i Z 'n z UJI < I^ In I �-.,` _ IE= 143.27 1I I Ei 0 8" OBSERVATION WELL W/ 0c Y I • I �- - 41� e 4 I -1 II 1- /m SOLID CAP AND LOCH = =II I I I^ I r I O BUILDINQ 1V +� II I I 5 I= m Z I _ 1 �� BUILDING NO. 2�> o I I m o PROPOSED INFILTRATION BASIN W I I I I S FINISHED FLOOR 141M, . t� FINISHED FLOOR_-145.30 $ ' Y '®�+ Z o z z I Z j w I 4'-.8"PVC � i 010.00.E I J I I �i I �/ x to x CONNECTION ` I 1 I I �� W W CONNECT NFILTRATIONP SYSTVC EM (Q 86...6•p -- I ' / EX. ROOF DRAIN IE =136.50 . .BGALDRAIN' I 1 0-�75X ( I / l CONNECTION (TYPICAL BOTH ENDS) �` 192'r0l D.E.I ® I D.S. / 192'-0* CB 1 TYPE 1 �� / 192«6 PVC R66tQRAJN O 0.52% 1 60«6 OP DBQ�GRAIN t92^'8 VC ROOF GRAIN O 0.32% 39 SOLID LOCKINGIE . - LID F ��\ / 144 I •nc /EXTRUDED CONC. CURB 145 ��'� .90-8" X _ - - - - --- - �i 1 EAST 650' >� C8 1 TYPE I ROOF DRAIN CLEANOUT �J ice,, �* ROOF DRAIN CLEANOUT ROOF GRAIN CLEANOUT SOLD LOCKING LID WTH SOLID COVER ROOF DRAIN CLEANOUT WITH SOLID COVER RE:141.85 RE=144.70 RE=145.20 WITH SOLID COVER WITH SOLID COVER RE-145.20 IE 137.20'••8• IE =140.70 CB 0RE-144.70 IE -142.20 IE -143.20 IE -136.90-•6" IE -141.70 TOTAL RETAINED AREA TO WATER QUALITY BASIN = 1.318 ACRES AREA TRIBUTARY TO EX. INFILTRATION TRENCH = 0.392 ACRE TOTAL RETAINED AREA TO INFILTRATION TRENCH = 2.200 ACRES LANDSCAPE AREA NOT TRIBUTARY TO PROPOSED TRENCH = 0.121 ACRES PORTION OF 63RD AVENUE NE TRIBUTARY TO TRENCH = 0.114 ACRES Ce❑ Ca❑ DRAINAGE AREA MAP • I FOR EMERALD INDUSTRIAL CENTER PHASE II SCALE: 1"=50' O 7d Oo �1 Q� to A W N !-- '-" O -0" fn CCD �' d o n o �_' cn g y tTj cr ° n o ° rn o � r �(dpp CD coo, CD cr � (P(� ° i (�� a �p� o p�� • rp a vOOi N Q to p O O. ago 1 __ x CD h. r¢~„' < cr p c� N ti cD duo' p � e' II O 0� cD F— O p O co G. cc>> N C ° Oy 00 O :3 ' 7 . . cr ° E" ° 14 II CD _ �. o o o O CP W CD` � . oial C. 0 � 2 p' W CD , CD � N O 2.. o 27 N 9 i i -A 3 sr Js g 0 �{ i 3 • O } Oe ! x _ - _ x' x x x x x x x x w R, h1 � x � a= JL4 4, xri x ►.3 e X rn 3 , a _ t C, K, vEr�N /N 4r ALL wS�'-t Cdu5-rt2uGt'cnN oT cT RAC.D WQus-fi��A AKL-M (N4 , vVA E 70/¢ 5W xr�$�RFr r2D. j CTUM SYk�; kEuNFwlck, —T-uALA ��, Oil 97oba I 44V(a7 -nV Wa-4ob24 o7 COO 10 e I ti N LA _ # i ' w O - -i..J r � � of I � f i ♦ i � s -- L— iap A � LLII -ol { ( . ► i An ( f } 2 i b i � � � -/� '�\ ram' • Z z y