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Home My WebLink About18021 59TH AVE NE_951792_2026 CASCADE SURVEYING & ENGINEERING, INS 102 East Division Street P.O. Box 326 LETTER ARLINGTON, WASHINGTON 98223 (206) 435-5551 Date 7` �Z " 9-5 FAX (206) 435-4012 To �� ® //2, //(Id 7-0/V Subject I T ,�� S�e �Aj T� 4t-e-�, RFC.FlvF A I � :z City of Ar` J'.ngton NOTICE and Inspection Report Phone# / S Permit No. Legal Date Called �r� Address 7 Time Called 7 Contractor/Owner By j0('?t4. Requested byQ TYPE OF • REQUESTED � v6' ❑ Setback ❑ Roof Diaphragm ❑ Insulation GW Plumb ❑ ❑ Framing ❑ Gas Piping r Fyn--==taG— ❑ Drywall Nailing ❑ Final Foundation ❑ Rough4n Plumbing ❑ Reinspecfion ❑ Shear Wall ❑ Mechanical ❑ Other 4kAT57P-ROVAL ❑ CORRECTION REQUIRED ❑ Corte ions listed below MUST BE MADE before work can be approved. ork listed below has been inspected and approved. CALL 435-0724 FOR REINSPECIION—24 hour notice required. Inspector Date City of Ar] 4.ngton NOTICE and Inspection Report Phone# Permit No. ? Legal Date Called �:— �� Address /( 56� Time Called , Contractor/Owner (�1n Q A-_ By Requested by TYPE OF-INSPECTION REQUESTED ❑ Setback ❑ Roof Diaphragm ❑ Insulation � ] Plumb GW ❑ Framing ❑ Gas Piping ❑ Footing �\ ❑ Drywall Nailing ❑ Final U Foundation ❑ Rough-in Plumbing ❑ Reinspection ` `k ❑ Shear Wall ❑ Mechanical ❑ Other PPROVAL ❑ CORRECTION REQUIRED ❑ Corrections listed below MUST BE MADE before work can be approved. 4-1wo'.-rk listed below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECTION—24 hour notice required. L y hllid Inspector Date City of Arl. _2igton NOTICE and Inspection Report Permit No. Legal Date Called ��3' Address Time Called Contractor/Owner By Requested by TYPE OF •N REQUESTED ❑ Setback ❑ Roof Diaphragm ❑ Insulation ❑ Plumb GW ❑ Framing ❑ Gas Piping ❑ Footing 9Drywall Nailing ❑ Final ❑ Foundation ❑ Rough-in Plumbing ❑ Reinspection ❑ Shear Wall ❑ Mechanical ❑ Other _ KIIAPPROVAL ❑ CORRECTION REQUIRED ❑ Co ns listed below MUST BE MADE before work can be approved. Work listed below has been inspected and approved. ❑ ALL 435-0724 FOR REINSPECIION—24 hour notice required Inspector Date F / City of Ar-' ington NOTICE and Inspection Report Phone# Permit No.vQ Legal Date Called I s Address � 4vcs- Time Called r; � Contractor/Owner ey er Requested by TYPE OF •N RE QUE,STED ❑ Setback ❑ Roof Diaphragm ❑ Plumb GW ❑ Framing i ❑ Gas Piping ❑ Footing Drywall Nailing if, r� l ❑ Final AM ❑ Foundation ❑ Rough-in Plumbing ❑ Reinspection ❑ Shear Wall ❑ Mechanical ❑ Other W!5"OVAL ❑ CORRECTION REQUIRED aZCortecd slisted below MUST BE MADE before work can be approved. ork listed below has been inspected and approved. /❑ CALL 435-0724 FOR REINSPECTION—24 hour notice required. G ,D.el:In j eta c9 Inspector Date �/' City of Ar' ington NOTICE and Inspection Report Phone# Permit No. � Legal Date Called —.�/ �I Address Time Cal �f Contractor/Owner l 1 ByT. Requested by TYPE OF • ❑ Setback ❑ Roof Diaphragm Insulation ` � 4 ❑ Plumb GW ❑ Framing Gas Piping ❑ Footing ❑ Drywall Nailing ❑ Final ❑ Foundation ❑ Rough-in Plumbing ❑ Reinspecction ❑ Shear Wall ❑ Mechanical ❑ Other VAL ❑ CORRECTION REQUIRED ❑ Corrections listed below MUST BE MADE before work can be approved. P!(_W Lfj§ted below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECTION—24 hour notice required Inspector Date City of Ar' -.ngton NOTICE and Inspection Report Phone# �_3 Permit No. T /} Legal Date Called ? Address Time Called s Contractor/Owner By Requested by TYPE OF • ❑ Setback ❑ Roof Diaphragm ❑ Insulation ❑ Plumb GW Framing Gas Piping ❑ Footing ❑ Drywall Nailing ❑ Final ❑ Foundation ❑ Rough-in Plumbing ❑ Reinspection ❑ Shear Wall ❑ Mechanical ❑ Other PPROVAL ❑ CORRECTION REQUIRED ❑ rrections listed below MUST BE MADE before work can be approved. .��ted below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECT70 24 hour notice required J Inspector Date !.'2," .. City of Ar' -1.ngton NOTICE and Inspecti/o�n Report Phone# Permit No�� Legal Date Called - — Address Time Called Contractor/owner Ydllff J / By Requested by ; TYPE OF • REQUESTED ❑ Setback ❑ Roof Diaphragm ❑ Insulation ❑ Plumb GW ❑ Framing Gas Piping ❑ Footing ❑ Drywall Nailing ❑ Final ❑ Foundation Rough-in Plumbing ❑ Reinspection ❑ Shear Wall ❑ Mechanical ❑ Other APPROVAL CORRECTION REQUIRED Corrections listed below MUST BE MADE before work can be approved. t��L=350724 ow has been inspected and approved. FOR REINSPECTION—24 hour notice required. Inspector Date City of Arl ' ngton NOTICE and Ins ectio Reportt C, Phone# Permit No. — Legal Date Called -7, C�/— /.S Address . Time Called �r' Contractor/Owner By Requested by TYPE OF • ❑ Setback ❑ Roof Diaphragm ❑ Insulation ❑ Plumb GW Framing Gas Piping ❑ Footing ❑ Drywall Nailing ❑ Final ❑ Foundation Rough-in Plumbing ❑ Reinspection ❑ Shear Wall Mechanical PA-r � ❑ Other ❑ APPROVAL CORRECTION REQUIRED ections listed below MUST BE MADE before work can be approved. ❑ Work list low has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECTION—24 hour notice required. l 7' AT la, Ale Inspector Date City of Arls - gton NOTICE and Inspection Report �+ Phone# Permit No. Legal Date Called C-L123 Address Time Called --3 0 Contractor/Owner ( f94/� /%�GEx✓C�L� Requested by TYPE OF INSPECTION REQUESTED ❑ Setback ❑ Roof Diaphragm ❑ Insulation ❑ Plumb GW ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall Nailing ❑ Final ❑ Foundation /�R\ough-n Plumbing ❑ Reinspection ❑ Shear Wall ❑ Mechanical ❑ Other D-A151PROVAL ❑ CORRECTION REQUIRED ❑ Corr ^tions listed below MUST BE MADE before work can be approved. ,' ork listed below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECIION—24 hour notice required. Inspector Date City of • LegalNOTICE and Inspection Report Date Called Address /R/)i Time Called Contractor/Owner6c/6,:24Az6f�L�-,�— No" TYPE OF INSPECTION REQUESTED ■ Setback ■ Roof Diaphragm ■ Insulation ■ Plumb GWFramingGas Piping ■ Footing Drywall NailingFinal ■ Foundation ■ Reinspection ■ ShearWall ■ Mechanical Other V4-A�ROVAL El CORRECTION REQUIREDCorrections listed below MUST BE MADE before work can be approved. I ed below has been inspected and approved. list �+ • ■ FORREINSPECTION:�-2:4 hour no require . ,y .► ..III r `7 4411 ! fr ' / . _ I City of Arlie �gton NOTICE and Inspection Report Permit No. Legal Date Called Address � � /� 714 1 Time Called Contractor/Owner J 1/ By Requested by �f TYPE OF • REOILIESTED ❑ Setback ❑ Roof Diaphragm ❑ Insulation ❑ Plumb GW ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall Nailing ❑ Final ❑ Foundation ❑ Rough-in Plumbing ❑ Reinspection ❑ Shear Wall ❑ Mechanical ❑ Other ` AePROVAL El CORRECTION REQUIRED i s Corrections listed below MUST BE MADE before work can be approved. listed below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECTION—24 hour no require _ L7t C i✓ —r - S o 4 , 0/0 �Yv z J U r C I 7Y OF= A RL I NG70N COhIST RUCT I UN FEE RM I T F:3,ERM1-r h10_ 95-179a Owner: CAMPBELL/NELSON 24329 HIGHWAY 99 EDMONDS 98020 Value of Work: $270, 000.00 Tax ID: 223105-1-019-0009 Phone: 206 778-1131 Describe Work: CONSTRUCT 10,000 SF STEEL BUILDING Proposed Use: AUTO WRECKING YARD Legal Description: Job Address: 18021 59TH AVE Contractor's Name Type Address License# CREST NORTHWEST CONSTRUCTION G 3813 168TH ST NE #2 CRESTNCO86K2 WHAC CORPORATION M P.O. BOX 1401 WHACC**133PF PILCHUCK PLUMBING INC P P.O. BOX 529 PILCHPI159MB P E R M I T F E E S Equipment and Fixtures Number Fee Total Charge i PLUMBING FIXTURES 11 $7.00 $77.00 FURNACE < 100,000 BTU 1 $9.00 $9.00 UNIT HEATER C 100,000 BTU 2 $9.00 $18.00 VENTILATION FANS 16 $4.50 $72.00 WATER HEATER 1 $6.50 $6.50 GAS PIPING 1-5 OUTLETS 1 $3.00 $3.00 SUBTOTAL...... $185.50 TOTALS Fee Equipment $ .00 rfOPlViti%l Fixture $7777.00 � /TJ �! Mech Permit $15.00 �� /�+✓�� j/�6y�J+P Fee $1,8 .50 Planlan Fee $8020c. 43 y Park Mitigation $0.00 Plumb Permit $15.00 State Fee $4.50 Utility $4. 025.00 *- SIGNATURE• TOTAL FEE............ ..... $6,281.93 I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND PAYMENTS...... . ........... $802.43 KNOW THE SAME TO BE TRUE AND COR- RECT A L PROVISIONS OF LAWS AND TOTAL DUE.. . . . ............ $5,479.50 ❑RDIN NC S GOVERNING THIS TYPE OF WORK IL BE C MPLIED WITH WH THER /� SP FI HER OR . 0 , DATE %/'GT"! RECEIPT # BUI I% OFFICIAL o � o BUILDING DEPARTMENT CERTIFICATE OF OCCUPANCY UNIFORM BUILDING CODE Sec. 307 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At Avenue NE Building Permit Number 96-1799 NAME AND ADDRESS OF OWNER: Cambell - Nelson Occupant Load 60 No. Stories 1 24329 Hyway 99 Edmond, WA 98020 Type Const. NV Sprinkler I Use TND. Floor Load signs in place (per Sec. 2304 (e) — Capacity signs posted (per Sec. 3301 (j) U.B.C.) Floor load and capacity signs, when required, must remain posted at all times. THE Auto Dismantling; & Storage HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH PROVISIONS OF THE ARLINGTON BLDG. CODE FOR GROUP B2/H3 _ OCCUPANCY Issued this Thirteenth _— day of January 19 97 By - By - FIRE OFFICIAL BUILDING OFFICIAL This certificate shall be posted In a conspicuous public arts and shall not be removed,mutilated or obscured and shall be malnlalned In legible condition al all times. Any change of occupancy requires a new ceAllleals. o � o BUILDING DEPARTMENT CERTIFICATE OF OCCUPANCY UNIFORM BUILDING CODE Sec. 307 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 9021 59th Avent±e NE Building Permit Number NAME AND ADDRESS OF OWNER: Cambell — Nelson Occupant Load 60 No. Stories 1 24329 Hyway 99 Edmond, WA 98020 Type Const. Use NV Snr.-1.nkl er. Tr01, Floor Load signs — in place (per Sec. 2304 (e) — Capacity signs posted (per Sec. 3301 (j) U.B.C.) Floor load and capacity signs, when required, must remain posted at all times. THE Auto Dismantling & Storage HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH PROVISIONS OF THE ARLINGTON BLDG. CODE FOR GROUP _ E2/1i3 OCCUPANCY Issued this Thirteenth d If January 19 97 4V I1,4'40ersl By By FIRE OFFICIAL BUILDING OFFICIAL This certificate shall be posted In a conspicuous public area and @hall not be removed,mutilated or obscured and shall be maintained In legible condition at all times. Any change of occupancy requires a new certificate. 03:30/05 09:42 V 4350724 C a TY/ARL I NGTCIN PE 1 i8' ha; �002 v I MEMORADWUM v Date: March 24 , 1995 From: Steve Peiffle, City Attorney To: Dave Anderson Subject: Campbell,./nelson Wrecking Yard I have reviewed_ the Materials given to me co_,cerriing the above project . i It appears that the site is located in v�e Industrial zone governed by AMC 20 . 12 . - IC 20 . 12 allows as an Indus trial use ware_hous:Ln -.P.d repair, roman ufacturing and sales of large trucks, bvsaL3 or heavy equipment . Secondary uses w,A cry!] are Permitted iI clal -- outside storage and retail sales . This may only be considered a vQI1 it ional Ld-vC if it is a "substantial impact facility" defFin.cd r'rider AMC 20 . 27 However, the facility as described noes not fit- in o the description of a "solid waste facility" it AMC 20 . 02 .371, or any other description within the "substantial impact 13-a(7ili t " in A.MIC 20 . 02 . 407 . As I see it, the major issue here is, th4t the primary use of the 5 acre site would appear to be outside storage, which is a secondary use instead of a primary use . On the ether hand, .t is clear that, to the extent we would permit this type of use, it should be in the industrial zone (nc ether zone has any use similar to this cane) . I, Based on the above, I belie,)-e this project is consistent with the zoning requirements of the industrial zone . CITY OF ARLINGTON CONSTRUCTION PERMIT ;� r ❑ INA M COBTION BUILDING MECEIANICAL PLUMBING SIGN _ � � � � PERMIT NO. ✓ / j OWNER MAIL ADDRESS CI1V 71P PI1(TNF Campbell-Nelson 24329_Highway 99 Fc3mr�nds, WA 98020 206/778-1131 ARCHI I FC 1 OR DESIGNER MAIL ADDRt SS (:fly lIP PI IONS _ Dp-nni S Chi vQrS 19304 F_rc=if Avenue Seattle, WA 98133 2061436-9686 GENERAL CON A(. UR MAIL ADDRESS City 71p NIONE 11( NCE _ rrF-St- Nnr1-hwPSt rnn5;t_ '181 3 168 h ST NF #2 r1 i n on, WA 98223 360/651-1118 C<eSUV0186K2 MECIIANICALCONTRACTOR MAIL ADDRESS fJiv lIP PIIONE U(FNSE Il _ Westergleen P.O. Box 1401 Marysville, WA 360-653-4262 WfCC**133PF PLUMBING CONTRACTOR MAIL ADDRESS city ?or ►IIONF LI(FN%I Pilchuck P.O. Box 529 Marysvile, WA 98270 360/653-2160 PI=159MB CLASS OF WORK ICC NLW ❑AUDITION ❑ALTERATION ❑REPAIR ❑OFMOLIIION ❑BUILDIN(;RELOCATION QVALUAIION OF WORK w $270.000 DESCRI F.WORK .Construct 9.000Fa)a-re Foot Steel Bui 1 di�pg Asphalt Parking Lots & Fencing PRUPOSI D USE OF BI II 61NG I I IEREBY CERTIFY TI IAT I I LAVE READ AND EXAMINED TI IIS ArrLICA- uui _ Auto Di Gmantl i n _ StO�aa�e ofCS T ION AND KNOW TI IE SAME TO BE TRUE AND CORRECT ALL rROVI- lL(,nl DF S(RIPI WN OI PRUPI Iv 1511pwN REL W UR AI 1 A(If/OtIR CUPOE 5) CIONS OF LAWS AND ORDINANCES GOVERNING T I ITS TYPE OF WORK J LUI _RLtX:K OI WILL BE COMrLIED WITH WHETHER SPECIFIED NERIN OR NOT. THE GRANT ING OF A PERMIT DOES NOT PRESUME TO GIVE AUTI IORITY TO VIOLATE OR CANCEL TIIE PROVISIONS OF ANY OTHER STATE OR Lu TAX ID NUMBER FROM PgOPEEiTY TAX STATEMENT LOCAL LAW REGULATING CONSTRUCTION OFTIIE PERFORMANCE OF = CONSTRUCTION. PERMIT EXPIRES 1 YEAR FROM DAIE OF ISSUANCF. SIGNAIURE OF CONTRACTOR OR AUTFIORIZFO AGENT DATE U TO B Av)RI x --- -- (OI'f'ICE I1cP ONLY) PLUMBING _ECIIANICAL TYPE OP FIXTURE PEE a',PIXTVRCS NO. TYPE OP EQUIFMPNT _ _ PEE i PIXIURI'S _3— WATER CLOSET'(TOILET) -- —117.00 — 00 --- IR COND.uNt"-I1.F. PA. _ ATTITVB $7.00 RrRI(7MAl ION UNI IS-II.P.EA. ! It Ilst•• —3— AVATORY ASII BASS $7.00 OILERS-IT.?.EA. tip.III(** 1— IIOWPR -- $7.00 2 ASPIRED A.C.Lim mS-TONNAGE P.A. t u p,IK" ��pp►►�� i TCIWN SWK&DISPOSAL S7.w t- URa!D AIR SYSIrms- B.T.U. ^', )ISIIWASFIER NALL IIRATERS-R.T.U. _ $9.00 AUNDRY TRAY $7.00 _ �_ JNIT IIEATBRS-R.T.U. M L0771PS WASIIER $7.00 .VAPORATIVE COO LPRS ATER IIEATPR $7.00 —�} 'L071II5 URYI7L5 16.50 RINAL ST." /t7 -TINTRATION PAN $430 — )RINKING POUNTAIN 37.00 _ANGE II000 COMMERCIAL _ 1163_0 _�— LOOR DRAIN $7.00 �3— %IR IIANDLING UNIT- CFM ACUUM BREAKERS —f7.00 V_E OOP DRAINS-RAINLEADERS $7.00 _ ETAL FIREPLACE&CIIIMNEY f6.50 _�_ INRSSERVICE-BAR,T!IC.) _ $7.00 NA-MR IIP,ATER $630 - -4 FAS PIFING •PqulPment ll,t must be PFovlded _ _ SUB TOTAL SUB TO FAI. _ PtRMIT _VA_�S --_— PPJtMIT-- — - �• — - TOTAL PER TOTAL SODI,Y,%RTJY IRA(K 1 SFRLI.T S IBACK REAR RUS IBACK PLAN CIILCKNUMBFR FI ANCIIFCK I F F , g0 �/ ��'�C 111E /� 9 F/� RECEIPT" SI /t a LOI ARIA VACANT SITE - // ��[[ rI //')-`/�� ❑YES ❑NO FEES VALUATION FEE IYPt OI CONS1 lw_(AIPANll GRUUP I111OF DWELLING UNITS PLAN CIIFCKING uG BUTDING ( — / --� 5111-0# BLD(, NO.OI� URILS MAX,OCC IOAD.O -- — PLUMBING 00 F IRE SPRINKLERS REQUIRED - 0 YES 0 NO MECI IANICAL COMMENTS STATE OW15.CODE �O ENERGY CODE SURCHARGE PENALTY U.B C. SEC.)0 m) reWATMSEWER FEES j TOTAL PERMIT VAEIDATION Wt1EN PROPERLY VALIDATED ION ToIIS SrACEI TIIIS 15 YOUR PERMIT A RFCFIPT PAID CRO --BY --- cc ASSESSOR. APPLICANT.TREASURER.SLDG DEPT VL_JIIDRZFF_rICIhL DATE RECORDS COPY i 3 t 1 q-1 1" SAVE P GL---"A" 4'-2" N D f 8'-10" 5TEEL 6" -f-5" SLOTS 6 4'-0" D N LA �\ x CDDI Cl N rn �-0, t 70 z rn cP o n � 8'-5" CLEAR N Z I o 0 rp N, < r' r o KIP r 1 7< O f n c w - •A a` L. AIL a \N m X } C- k 0 v o C rn b I r r } 70 0 4 G W U! D W u f Cp Z \ i - N „ ° wD P 70 N_W ' T rp o P' IF GN rn ; 0 Fr, Z 1 D I o l x 1 ' t ' • N 1 U) a) Oz Enn G) , _ N rn 00 o Y"m � D D Cl)a c� - m D D O CD m°° m D m _ r�c�xc�TmocTma o AcA ro o w 0 o a �,i' U��A AW WNN)--L-WNO E3 . �--D QOI D • S: - W W(.II OCAO UI Of.l10 fn O_ m O- n - - - - 3 W'Dmm NmON QI D _O co •^ W W UI ffI(JI(n UI ClI CJI N_ `(JI .�-, O.O�_ OD CD _ : Co v 0 r j REY1510N DATE 9 PROD CALvomL-Na-sari Auto Recru.no Aauorari WA DATE 05-24-95 TITLE- LEAN-TO FRAME DWG by.N.5. 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Tinz, ANCHOR 150LT SETTING PLAN DEALER. c f5y. l��DEALER. CFe5T NW C,"-nimnm 11115 CRAW[WI.04:"VIN3 C"IGN PKIWi"L"�15 TTe PrZftlryy p C ENJILDING 5Y51'EM5 PAGE F I or F2 ptpgxxrto ccelto cr LOMCD IN PAIrT opt IN wtixt wil"mn WRITTEN PeouWOR IT 16 Wrr M"&rACrFLVtM ClY TVUJSS-T 5111t1CI1.IM5,INC. TO CC LreD IN AW"Welt T"AT WAY CCMTITLrre Lew Job. 95-412549 M,5, A Ce- CRECCN mml mcm 5cm 1 lbl-lbbl C,UqtCrLy OR*,r>tpeCrLY TO TP"j5,-r STVQ)rTLI m 2100 N.FACW10 Wy. 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WOOOUlRd ORECON T1071 PFIo1P'SOS/'Dl-Tl61 joDo q`r4349 4 pg2CTLY OR VOIOTC'LY TO TK 55-T 5TFX)cr-RP5,MG, J4349ECD 2 48 : BASE PLATE : Joint 6 Column Reactions Maximum Vertical = 10.47 kip Maximum Horizontal = 6.24 kip t Maximuo Uplift = 6.59 kip t 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 = B-1/B' (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.F. Right Flange Weld = 3/16' S.F. Web Weld = 1/4' S.F. Note: Forces that are followed by an f are the results of a wind 'load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. .2587696 4 1 31 . �� ►�o. ��'��REF I �►oxi� � w �ox�� 1 �o Z g oNI al 50 0 LI q M Ap r I . A5Z5 &ot.-rs �A5ZS"BoL.zs A5ZS bou s ABZ5 5oL--s GAF F11- GAP PL. END PL: END PL. 4-1 A5ZS BoLTS ft 3 X(o E►.►o PL. 5�(R�r i GOL.► O. BASE PL. I I I I Qo}'z.TA1� 5 Z 5 BOLTS A3Z5 BOLTS �x GAP PL. f X �yfr PL. #ffff#f##ffff###fffff#fff#fffff # Truss - T Structures Inc. f } f f 2100 N. Pacific Highway } f f # Woodburn, Oregon 97071 } f f f Phone 503-981-95B1 } f f ff##ff#f#ff##f#fffffff#ff##ffff File Name : J4349FEF �U-) �� C Frame Title : 5OE20 25/84C 1:12 Prepared by : CON 08-010-95 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 � CITY OF /^,`"u�~o ""�/`. DEP&nTyAEM� 0FC0MY{O8N��Y DE� p/M�Ny 2�8 I.N. O|ympi�. Ar|inGton, WA ' DATE JOB | � F mer � | |q xr � �906 ATTENTION TO � � / / -- / WE ARE SENDING YOU O Attached O Under separate cover via the following hams: O Shop drawings O Prints �.p|ans O Samples O Specifications � [J Copy ofletter O Change order O COPIES DATE NO. DESCRIPTION / / THESE ARE TRANSMITTED ao checked below: O For approval O Approved assubmitted O Rooubmit-------_copiesforappnma| � U For your use O Approved asnoted O Submit—_-------copies for distribution O As requested O Returned for corrections O Return—_-----'oorro�odpri�o » ' | For review and comment O / ' �---�------ ---------~~ O FOR BIDS DUE 19--------' O PRINTS RETURNED AFTER LOAN T0U8 REMARKS | � ' — COPY TO c"m"m��n Post-Consumer S|GNED: � If enclosures are not as noted,kindly notify uoat once. / b 1 I I ^I■1' � - -n r - _ rl�1 1 L�I ti ��A - 111%Pnf� I��111 ■ � I IL a� 1 l-r f� - I �f 11 II' I I ~ I I I I I I I I 1 I 1 I IIL11 111 � _ II IF'. IIRI 11 1 III _ I II 11 II I� 'I f� rT11 :I _ I r _ L � Aj. -. _ I_ _ - _r %M I CNW ,,� CONSTRUcriON, INC. February 27, 1996 1 4S GYO F ARLINGTON ARLINC;1CNv Mr. Dave Anderson City of Arlington 238 Olympic Avenue Arlington, WA 98223 RE: Campbell-Nelson Auto Recycling Project Dear Dave: Crest Northwest Construction, Inc. has completed construction of the above-referenced project and we are in receipt of an approved set of frontage improvement drawings dated February 16, 1996 and signed by Ed McMillan. We are in agreement about doing this work which should commence Wednesday, February 28, 1996. Weather permitting with no unforeseen conditions the frontage improvement work will be completed within approximately 1 week. This time frame is well within the 30 days that Ed indicated he would allow to complete the project and still receive an occupancy. Therefore, we are asking for a final/occupancy permit. Sincerely, Mark Thompson Estimator cc: Campbell-Nelson 3813 - 168th Street NE, Suite 2 - Arlington, Washington 98223-8412 - 360-651-1118 - Fax 360-651-1120 License # CR-ES-T-NC-086-K2 i CoU FAL,c-5 Lire 4-T> zo � I � 1r�R.F. RAFTER N� 04 i B SIDING I '.r I 18 I N ^WIND COL. PL 3/8' X 8" X 3�J(O �2 13 16 X 1 9/16 SLOTS 2� 3 4.ox 2 31, A325N BOLT Ziz6r1 iJLN G� 3la S (I fjFLcV-1D a� "T'o[-QilEd��f fr I li BAs E� R(2) )�j 6 e- 67,4, .a• n. COL. E5 A 615 o r 2 Q CO N - o w oQ \off \�A c0 \cv \ \o _ _ x x x x QQ t tjjX X N �� 'c ,C N x N N N �.1 N X x LJ (13 _ LL m r V) O 4 _ ZO J N cl j ' Q4 0 t N '� o D Q z 0 N wo 03 3 � 33 � 3 � � 33 � 3 �33 '3 Z v= � m � v o o � Q ► x w > ul U) z . -0 < o Q, W JD W 'd- VJ U - iiu I • I V CITY OF ARLINGTON Building Department August 15, 1996 Campbell/Nelson P. O. Box 220 Edmonds, Washington 98020 RE: Permit # 95-1792 Site Civil Review Auto Recycling Yard Statement / Invoice Dale Service Receipt Debit Credit Balance 09/02/95 - 09/29/95 Barrett CG $ 342.22 $ 342.22 10/28/95 - 11/24/95 Barrett CG $ 839.27 $ 1,181.49 08/15/96 - Deposit #4586 $1,181.49 0.00 Balance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $0.00 238 N. Olympic Ave. • Arlington, WA 98223 • (360) 435-0724 • FAX (360) 435-3906 t � � r I CITY OF ARLINGTON Building Department June 28, 1996 Campbell/Nelson P. O. Box 220 Edmonds, Washington 98020 RE: Permit # 95-1792 Site Civil Review Auto Recycling Yard Statement / Invoice Date Service Receipt Debit Credit Balance 09/02/95 -09/29/95 Barrett CG 342.22 342.22 10/28/95 - 11/24/95 Barrett CG 839.27 1,181.49 Balance DUE. . . . . . . . . . . . . . . . . . . . . . . . . . . $1,181.49 238 N. Olympic Ave. • Arlington, WA 98223 • (360) 435-0724 • FAX (360) 435-3906 ��1 1 •� ��i �� I I I February 13, 1996 Campbell/Nelson P. O. Box 220 Edmonds, Washington 98020 RE: Permit # 95-1792 Site Civil Review Auto Recycling Yard Statement / Invoice Date Service Receipt Debit Credit Balancg 09/02/95 -09/29/95 Barrett CG 342.22 342.22 10/28/95 - 11/24/95 Barrett CG 839.27 1,181.49 Balance Due. . . . . . . . . . . . . . . . . . . . . . . . . . . $1,181.49 r M. Barrett Consufthsg (soup N V O 1 C E 10800 Northeast Bv,Sveet Seventh Floor Bellevue,Washington 98004 206 455-9494 Fax 206 453-9470 Invoice number 5211002 December 4, 1995 Page number 1 CITY OF ARLINGTON 238 NORTH OLYMPIC ARLINGTON, WA 98223 Professional Services October 28, 1995 Through November 24, 1995. ----------------------------------------------------------------------- IP?- 52514106.800 CREST NORTHWEST SITE REVIEW ATTN: DAVE ANDERSON DIRECT LABOR Hours Rate Amount ------------ ------- ------ ---------- PROJECT ENGINEER NANCY C HEUMAN 7.00 67.00 469.00 STAFF ENGINEER BRYAN J HUSCHRA 5.00 74.054 370.27 ------- ---------- TOTAL DIRECT LABOR 12.00 839.27 CURRENT INVOICE: 839.27 TOTAL UNPAID INVOICES 317.46 AMOUNT DUE 1,156.73 Aged Receivables Current 31-60 days 61-90 days 91-120 days 121+ days Total 1,156.73 .00 .00 .00 .00 1,156.73 Project Billing Summary Prior Current Total DIRECT LABOR 1,193.91 839.27 2,033.18 DIRECT EXPENSES 5.38 .00 5.38 Total 1,199.29 839.27 2,038.56 LI Please include copy of invoice with remittance. Thank you. :: 11 I 1 C Barrett Consulting Group I N V O 1 C E 10800 Northeast 8th Street Seventh Floor Bellevue,Washington 98004 206 455-9494 Fax 206 453-9470 Invoice number 5209005 October 9, 1995 Page number 1 CITY OF ARLINGTON 238 NORTH OLYMPIC ARLINGTON, WA 98223 Professional Services September 2, 1995 Through September 29, 1995. ----------------------------------------------------------------------- 52514106..800 CREST NORTHWEST SITE REVIEW 11�2 ATTN: DAVE ANDERSON DIRECT LABOR Hours Rate Amount ------------ ------- ------ ---------- PROJECT ENGINEER NANCY C HEUMAN 3.00 67.00 201.00 STAFF ENGINEER BRYAN J HUSCHKA 2.00 70.608 141.22 ------- ---------- TOTAL DIRECT LABOR 5.00 342.22 CURRENT INVOICE: 342.22 00PC V TOTAL UNPAID INVOICES 539.61 if U AMOUNT DUE 88 L� Aged Receivables Current 31-60 days 61-90 days 91-120 days 121+ days Total 342.22 539.61 .00 .00 .00 881.83 �J Project Billing Summary Prior Current To al DIRECT LABOR 539.61 342.22 881 3 1� Total 539.61 342.22 881.83 s3 ?-W-4l �oI Please include copy of invoice with remittance. Thank you. h' �� :4 1 I I CITY OF ARLINGTON 4D) Building Department February 6, 1996 Woody Wells P. O. Box 220 Edmonds, Washington 98020 RE: Permit #95-1942 Signs for Auto Wrecking Building 18021 59th Ave NE, Arlington Dear Woody: Shoreline Sign Inc. has not yet picked up their permit for installation of non-illuminated signs on the Auto Wrecking building in Arlington. We notified their company 01/08/96, 01/16/96 and 01/29/96 that the permit was ready to pick up. In accordance with Uniform Building Code #107.4 this permit needs to be picked up within 60 days of the above date or it will become VOID. Cost of this permit is $134.00. Please feel free to call our Building Department at, (360) 435-0724, if you have any questions. Sincerely, David W. Anderson Building Official DWA/rs coo Fly 238 N. Olympic Ave. • Arlington, WA 98223 (360) 435-0724 • FAX (360) 435-3906 . ,ti ' ,�. _, CONSTRUCTION l.ehlin�n p,a Idle 071 nEpon L�►�� H8tructurai / Civil tnglneers eex"n g' 9©o5a aEronT PnOJECT: 1��'1 nEPoRT Nd: CON1nAclon: 'T'CLtj �� Te PROJECT NO: DATE I l/ � TIME L� �' 00 I✓1- , WEATNE" C C—C)"d TEMP. RANGE G S WOnK IN PnoonESS PnESENT AT 91TE YClr OBSEnVAt10NS -To ��3Ay6789lo.? oo o p�C 1995 •. p CtestNW , c� onswidion az �. S��zF�7"`•r� LL1�1 FOLLOW-UP LETTEq 10 CownAfr M YES D No cxru�r.� •� . ENCLosunm corlEs To: nEPOnt BY: ,r ` '/ I� �� N I. I I I �. Barrett Consulting Group N V O 1 C E 10800 Northeast 8th Street Seventh Floor Bellevue,Washington 98004 206 455-9494 Fax 206 453-9470 Invoice number 5209005 October 9, 1995 Page number 1 CITY OF ARLINGTON 238 NORTH OLYMPIC ARLINGTON, WA 98223 Professional Services September 2, 1995 Through September 29, 1995. ----------------------------------------------------------------------- 52514106.800 CREST NORTHWEST SITE REVIEW ATTN: DAVE ANDERSON DIRECT LABOR Hours Rate Amount ------------ ------- ------ ---------- PROJECT ENGINEER NANCY C HEUMAN 3.00 67.00 201.00 STAFF ENGINEER BRYAN J HUSCHKA 2.00 70.608 141.22 ------- ---------- TOTAL DIRECT LABOR 5.00 342.22 CURRENT INVOICE: 342.22 TOTAL UNPAID INVOICES 539.61 AMOUNT DUE 881.83 Aged Receivables Current 31-60 days 61-90 days 91-120 days 121+ days Total 342.22 539.61 .00 .00 .00 881.83 Project Billing Summary Prior Current Total DIRECT LABOR 539.61 342.22 881.83 Total 539.61 342.22 881.83 49 Please include copy of invoice with remittance. Thank you. Barrett offices rnrou Consulting Group dnd rn P g Out me Wesrern United e acirc Islands Srare 1200 ouoont Stfeet Suite 28 8el11119ham,Washington 98225 206 734.3202 Civil and tnvvpnr„ental fngneers August 25, 1995 Planners Surveyors Mr. Dave Anderson City of Arlington 238 North Olympic Avenue Arlington, WA 98223 Re: Civil Site Review Crest Northwest Dear Dave: Attached are Barrett Consulting Group's review Improvements. Please call if you have an comments for Crest the questions. If I am unavailable, Nancy Heuman ca °r need Northwest Site Bellingham office. n also clarification on an help you in our y of Sincerely, BARRETT CONSULTING GROUP Bryan Huschka, P.E. .9 Crest Northwest Site Improvements City of Arlington STORM DRAINAGE The drainage calculations and site plan as prepared by Cascade Surveying & Engineering, Inc. needs to be expanded upon in order to allow review of the drainage calculations and design of infiltration facilities. The following information should be included: 1. The design of infiltration facilities should be in accordance with the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin, Section III-3. The following issues should be addresses: - Backup calculations and assumptions should be included in drainage report. It is unclear what equations, areas, etc. were used to determine the sizing of the infiltration swale. �utPJ Stormwater for the 6 month, 24 hour storm must always be treated prior to infiltration. This reduces the problem of clogging of soils used 0 �{ ' L; ; for infiltration, and contamination of ground water. ��•c✓ (,LS G S;s�''` Darcy's Law approach is recommended for sizing of infiltration facility. This method uses a safety factor of 2 for the infiltration rate. Thus if �A,4c' field test indicate a percolation rate of 7 minutes per inch, then the FcK design value should be 14 minutes per inch. �� ro - The analysis must demonstrate that the infiltration facility will ram► completely percolate within 48 hours for a 100 year design storm. c,+f ck More information is needed to determine if soils meet DOE requirements such as cation exchange capacity, depth to water table, proximity to drinking water wells, date and by whom the soils logs r� Ew/�`:' � were completed. u Overflow route must be identified in the event that the basin capaci o is exceeded. One foot of freeboard is recommended on swale. Erosion protection is recommended at inflow point. 1 a Crest Northwest Site Improvements City of Arlington Construction schedule should be prepared and should discuss construction methods addressing effects of work sequence, �I techniques, and equipment employed during construction. Infiltration y✓`�`� facilities should not be constructed until after site construction has finished and site has been properly stabilized with permanent erosion control practices. Care should be given not to compact soils during construction. Maintenance plan should be prepared. ��; ,, The City of Arlington Stormwater Management Ordinance requires the p � , ,,tM preparation of an Erosion and Sediment Control Plan. This needs to be S�,a%A-13 < prepared and submitted. 3. The report refers to the potential for 59th Avenue NE to be improved. Plans do not show how this drainage will be treated or routed to the infiltration swales. I recommend using a different drainage system for the road and site runoff. 4. Water may back up in the lot area at Catch basin #2 before the grass lined 7 swale is at design capacity with a 2.0 foot minimum design depth. Should submit backwater calculations for catch basins. 5. Include the unimproved lot in the drainage calculations. Although the runoff is the same as pre-developed conditions if this area is left ungraded and j uncompacted, this water must be treated before being released to remove all contaminants. Show on plans how this holding yard areas will be treated. 6. Plan shows storm pipe as Ductile Iron with 1 foot of cover. The adequacy of this cover needs to be address based on the proposed use of the site. 7. Due to nature of proposed use of site, I recommend that all runoff pass o through oil/water separator. Show detail of oil /water separator on plans. b� Provide maintenance plan for facility. Q `4 8. Permanent Source Control BMPs should be addressed for all land use rJA activities to occur on the developed site. INC � '/ ��L1 V%) EF Crest Northwest Site Improvements City of Arlington 9. Any offsite water entering the site will affect the sizing of the treatment and infiltration facilities. This needs to be addressed in the drainage calculations. 10. The grass lined swale on the southern property line has a bottom elevation of 128.45. round ions appear to 8.95 at the This does otlallow sting forr the 2 foot tminimum swa ebde12h a shown lon theow int. p IL plans. This needs to be addressed in the design of the site. 3 IEF Crest Northwest Site Improvements City of Arlington ROADWAYS Below are the roadway and civil site comments on the above referenced site: 1 No improvements are shown on 59th Avenue NE. Arlington's Construction Standards and Specifications require a 40' wide roadway for an arterial/industrial roadway section. I recommend widening 59th 20' from centerline (half street improvements) and using curb, gutter, sidewalk and 3' planter strip as shown in Standard Plan R2. de-,v 2. What is the R/W width on 59th? Show and label on plans. Road R/W on 59th scales 25' which doesn't meet Arlington's standards. The standards require a 30' (half street) R/W plus a 10' utility easement adjacent to it. 3. Fence limits are unclear on the plans. Show limits and details of fence on the 0 )C-, plans. Fence should be 8' high site obscuring around the whole site. In addition, no auto hulks shall be visible from adjacent properties. 4. Gate for north storage lot is not shown on the plans. This gate should be 1C located across from the Airport entrance for safety reasons. Show airport entrance on plans along with other existing improvements within the limits of the project, including improvements on the west side of 59th. vN w + S 5. No improvements are shown for the north storage lot. This lot should have a minimum of gravel on it to eliminate it from turning into a mud hole during the winter months. It should be graded to drain so runoff can be treated. 6. No pavement section for parking lot is shown on the plans. Pavement section should be based on the proposed use of the site. I am assuming heavy trucks will be using this parking lot. ,Do - 7. Provide interior road layout for alleys in the north storage lot. f%x/m,v) 8. Show limits of landscaping. 9. Give enough information on the plans so a contractor can layout and construct the site. �� I o ;> S,y o w u � ✓ i ce G- 4 Crest Northwest Site Improvements City of Arlington COST ESTIMATE The submitted cost estimate is incomplete and needs to be resubmitted. The cost estimate is quite low because it is missing the following items: ox - 1. Asphalt Class °B" for parking lot A 11 - 2. CSTC for asphalt base. Aaa -3. Gravel Base for asphalt base, sales lot and unimproved north lot. qb) - 4. Monitoring Well p,92,aj. - 5. Landscaping including all fences, trees and grass for infiltration swale. In addition, the cost estimate, along with the plans for 59th Avenue NE improvements will need to be completed and submitted to the Public Works Department for review. �Q ) The cost estimate should be in bid form including the following: a) Bid Item b) Total Quantity c) Cost per Unit d) Total Cost per Item All backup sheets should be included to assist in reviewing the cost estimate. This su,6/11 f will save review time and thus save money for the developer. 5 CASCADE SURV�-PING =,o..< Surveyors & ENGINEERING, INC. ARLINGTON,WA r Engineers 102 E Division • PO Box 326 96223 (360)435-5551 • (360)652-7572 '" — "0 Planners FAX(360)435-4012 REVISED DRAINAGE CALCULATIONS FOR CREST NORTHWEST Based on the review comments the pond/swale configuration has been changed and lowered. The calculations are based on the D.O.E. infiltration rate for loamy sand with a safety factor. The pond/swale bottom area is 6259 square feet with 3:1 side slopes. By assuming a 1 foot maximum depth the wetted area would be 7400 square feet. From this the infiltration rate can be calculated at 0.20 cfs. 1.2 in x 1 hr. x 1 min. x 1 ft. x 7400 ft2=0.20 cfs. Hr. 60 min. 60 sec. 12 in. From this a Hydra Model was constructed to predict the storage volume for the 51000 square feet of impervious surface onsite. The calculations show that the maximum depth would be 0.69 feet deep with a peak storage volume of 5115 cubic feet. F �. F WAS e RECEIVEV SEP 19 1995 01TY OF ARLINGTON �StONAL�G EXPIRES ti•. ♦ y� ��w'•` ..1 ik ' � � �. � _ � r i' `� i :,:� •.. `'� �'� w-• I 5/ 81= ) 1 ' _ I !y r • k I ,. f0til in original r , : 1 i I .. . i . . . .. . ... _...-. . ...•.- .... tM .. Acre---., f new QPE a we • _ channel l�F�LTRA �lO� P3ND CA{ C. ' S �ts M�s Desig� Cost Uok,x�w�� SLured : � �� 51�5 g 51l5 � .32 or, 1 .32 ' ' - ' - '- . _- -- _-------. -- --,-- __-'-- - L.atora] len�th= � Ups �ream len�th= 0 ^ . ~ / . - - --r '---'------------- - - ---- - -- ------- --- --� / � | � La lnrconins --' Reservoir -- Discharme — -- - C� .CMB RESERUOlH Link 1 Tag' CREST NW }nwUp: Undefined San lnf Sto Mis Design lnuDn/ 187'50 lncumins/ O.DO 1.33 1,33 Ctmredz O 5115 5115 Discharne: 0.R8 0.30 8.80 Note Cost' O • .. � . i i i ,� CASCADE SURVL- PING 51pM,� Surveyors & ENGINEERING, INC. ARLINGTON,WA ` :r Engineers 102 E Division • PO Box 326 98223 (360)435-5551 • (360)652-7572 Planners FAX(360)435-4012 OVERFLOW CALCULATIONS FOR CREST NORTHWEST The area that is being routed to the Cuz Concrete 1000 gallon oil/water separator consists of 0.47 acres (areas 7 and 8 of the previous calculations). By adding a 10 foot section of pipe to the Hydra computer model, this area could be isolated to determine the flow from a 6 month storm. The Model shows that a 4 inch pipe will carry the majority of the 6 month storm (see page 6 of Hydra print out). I ID F.PO o�W �p o y � ` i S10NALG EXPIRES Z — 2-3 -` J RECEIVED NOV 14 1995 UIT Y OF ARLINGTON 11367-4.Doc(doc) 0A _712 ;AIi I�• r 1 I Ill f. .. ._. .L�.: ..: .... .._ :. .:_ .. . t KWPUL vent .. -I...is . SOOL - at SNIng . ,-, ., g no AL Lopat Paq .. 'f I. 1 .... :.... .....,.. .i a in. :.l i W UW ,.. IHaxisma ;.-.i I f:l i�qllvvvjl Machud .._...'!III..!. .w .. ...:._..... t..._I .. :... a Kanto .....i.�� ..-... �-.. N 1 Calculate St am ilomi. i r' 2 . Ow 1 • : I I ' ,ii:. •.all ._, �...�:� ... ,,i .IIC� .. -.,: ,7•>>_21, �f•:. r . . .,..;il'' ...._-i'! �3. �. _� :� � -' - �: � �' ... -, .. .�. ., ..: :_ �.ter..' A .. • . .- • � .,t -.. :. .. •. .- � 1 lot .. {' �I .. , is '•�' : - 9 .�'t ti • `'i'., • '��. • � tl • y . '�� ^"!: .. :�'�•„ _ `"i'� ..!'P .��.y i� :{ w�•r'1 �' !l !�••H - ''IT A`- .. ' .. .. PVP IL PDA ._. ..:. MOM is..... : .. MH I IS NW , .. ... .., : 1 . - HYD loop ':o i t i i I °. :: 12G:,2 '. , :: ::.. :...,•Ill, ji , HO (DRIVEWAY ACCESS) Hm CKA is ; Cup _ 121. ... ...: NOM Nu flow he inivVI HME1 No Flow to MIM, PAP in 2 + K� .. 00.01 ...1 .. Hys (AMA 25, PIP 20 , TO ,, . 27 ; PIP 04 0 ti..., . r MALE) % I ... .. No KM.. ..... .... ... .... ..._. m , HOD : • V4 RED! ! HIS Mi 1 L. i Rn r 1 il.' : .f I :-.. ... ......? 1 M! A YERC RAT ... OF 4: ... in hr , 1 ., - - , •.: �,� MUCH,r'. !. .. HALF I" � � :'ii r !_tL - !. FOP :-r(�I-., rsi'•!,.. .. ,. .i.r...: i" i'� aM-. :, - DETIPIT -. .., _ DIVES s ,.:, l �i,.':: ,.PM EN OF 10 FT . AND AN y l,':I .r ... ! ,11 , .i :.r'• 1. AN c/ � f�•. I ' �� J FIYVRf U F L i I i ...... Ac! r 1"VMrt Surface) Width vish 5.0 ! low Coal, -. 11MAZAht W,_ll:,e UP tin UP: _. . . DOOM no 010 tJa... ., OAT -. .. ._. ; i I Ma Val_ Deulun .a ,.-.,_ A ,..;i m;_:::: ;.n`-'I:::+r ... burfacra Width San Stu ! 1,t w bust , j_.L,li•. I Ul-i COMO . .;1. 41,10 'NURR, Q . ;.i. D,.,.f 1"T Msn vs , • �:J ,. : 2 _ ... 0 . 0050 12B.60 12V . 01 1 . 5 is .r 4 151 ,..,f:li: 2, 00. 00 0.0000 128. 00 128.88. 1 .9 M o 0. 1 0 M 0 :: ,. 127 . 08 I vesign X Cap Far SL Pe . fi •`Il -, ll/r C - U Full RomoveI 121 . %U M_00bo 010 0. 1 1 . 41 0. 12 10 0 .0 0.20 . r- I. : .. at Lino 2:::�; Anwhysay of Existing 0 ,0085 010 0 . 1 1 , 4 l.: 5 J _� [.!. 2 "I It 6 L., Vel De s;i c i i ).27 to 0 0 0 15 0 01 W 0. 1 1.61 -lan cl L. St'....) r I t 1-t t v j i J v 'Zi 647 Ce I 1t: .�y ._ j L rIt 11:r L:_��L I ,a 7 WY/ I LF^ 17V i.OL• J�� . i.L „ iiL •Y i .. _r-- .• ,.•.+ r� N..�v'v.. ..... n,• .t• ■�.. �a..�a .lt is Ar%A �144i 4Va .. 5/ 7-SA, Y ' •1 UV oo 1012 *ALVANIl�A 04MACHO Faw C 6 NSECTION da YWDP. T■OVdAV 0AT �pn •,MQ IMF + �'� r V 1 Y No.677 r Olin M67AIMNG IMP�" W4r w �'T11'1�rialh'j WAFER Glim Ci141.1.ONE 4%41 • �.1''�Y�I'x'� 'tiTAL1�T �+�. POw pl�r�ll�s erg rtav�Ass picot ' 120 taw:AW.10111 50 39vd NOS33N 7l3SdWVO ZZZT.ZZ99OZ 6Z=OT 9661/LZI60 Wd fr 1� .1 • y �l I I 09/27/1995 10".23 2066721222 CANPDELL NELSON PAGE 82 toor oe Le Alp -- -_---'----_.~~_- ---- --- ----- �� • _7 7 1 ■ _ M ■ I 1 - ■ ti ■ ■ 1 I • I i 09/27/1995 16:23 2066721222 CAMPBELL NELSON PAGE 63 -AMERICAN EQUIPMENT COMPANY- OF WA 4401 PACIFIC HIGHWAY E FIFF, WASHIN1IM AEC SD-Z5 • • • �• • Flou• , • ,j • • - i , � 71NtiiR ' a, ' ' � �' G''• ' �ii1�1tAT'NOrV �� . 4'•3�. ••. ;•. •rye.. 1 .'' ';•• ?tiR _ ,�44T7t�li�P Mu4Tr� N 1� � 4;pcur+ri�! 1' a+r • ik= 1 ■ 1.1 LJ6-61 r ■ ME ■ ■ • ■ 1■. ■ 7 mom ' .A. J � TA%. ■ 70 - ■ ■ MEN ME ME ME F • 1 . F. ME1 ■ r , ME 1 _ . : ■ ■ J i LI ■ M x ■ % ■ 1or i ■ oil ■ •■ L No ■ 1, • , ME . Am. ■ ■ IN16 � • ■ • No � - 7 OL ■ A � - 1 1 . me, � 1 rtL , • a� 09/27/1995 10:23 2066721222 CAMPEELL NELSON PAGE 04 y o ,AIVtERi CHINEQUIPMENT COMPANY OF WA 4401 PACIFIC HIGHWAY L FIFI, WASHINGTON 9e424 (206) * 2-2626 AM -- 90-25 MODEL SYSTEM PUW DIAGA Ai water Ls lumped from the wash pft to the aeration toWor. Flow to unit ie regulated by flow control vulva In eup ly line. Air h+ibbl" are drawn into inlet water which enters soMida collection chamber under cyoaleaving plates. As *Lly wager flaws past the 1�olypropalane coalescing plates oil raldherea to the pl.a►tena forming ?,anger droplets, as they bevome larger and more buoyant thoy float to the top slang with the heavy free oil. The Oil wheel then r smo, the free oil whieb In stored in a container. Water f lOWs over the weir filling the second chamber and up through the solids siparation Where additional solids are stripped and fall to the bottom and oil is coalesced. Nater flows through hydrocarbon absorption to reamovo the remaining oi.l and solids. Water then flown over that laetr woir and flows down through tbw taultiMiddiS peck. This, helps T:emQve any trace metalso benzenes, FOG•a, etc. tutor then exits th•.y cabinet to sanitary newer system. Averaga FOG level as tanned by various government; agencLers and private emV&njaz show levels of 2-8 ppm and below detectable levels of the priority axetals. Reeul,t;.o can vary dues to inlet waste, atxeams. Vests done ware, "typical" ateam/pressure olonning operations, i.e. f Qleaninq trucks, heavy equipment, paverfa cars and various other types of equipment. � . .�+ . . � � - � ,s i �. } .- V v: STRUCTURAL CALCULATIONS CAMPBELL / NELSON AUTO RECYCLING ARLINGTON, WASHINGTON PERMIT Alta. DATE wAF F 1 111 E UTI L S t I P 1- CITY �`-tECEIVFvl ARCHITfeT AM 2 8 1995 DENNIS DENNIS L. C81VERs $,'ITY OFARLINGTON STATE OF WASHMTON DENNIS L. CFHVERS AIA 22 AUGUST 1995 CAMP G VU, /rJ ELsoN Al,,Yp RF-C'-(CLIN G ,vr2%,)CNI2 P0., CA L-W LAMO� (ASSOIA l►,36 WOO Ib (-W ALIAWA@,LP. SEA21N(,1 ulL� W W W xxx UI in in coo A L O N CA'R 1 G - �r _i v 3�-e X N M N M M CI �q 0 `may aCSISTAf,)M -M vP LWT fC2o V►oEp fbY WEICavkT- OF M M(ZtPd)& IN -R-kE r-i2/�-NaU- -Z�C 4" 160 � /f�� = 215 0 Psi = 1 -�t3 oc N 150 W �� _ 3 V, too O10ko Soo 43S(D 16 A UUOW A Q,l 6F�c121 G = 4-'o"x 4`�0"x lcv - 2 2000 32lo0o 16 QIPL ►I-T W AG - 21.`}� -�� 15o I'04AS = 3200 W bo�� - 13 -�}� koo �b/f�� = I300 Val sa� G o VqS 5°15� Ib i i �FooTl 1JG � 5.o LOtw A IF�EAQ I NG 20co 50,000 1 b . W W OR Lu =S• IA VI 0 coo N N N V v 7CI NG �50 'T'�� P 1 S0 0 w so X 1co � t3 = 3000 W = 9.5 � 15C' tb/�3 1425 sue► Fwu NC, 1 i r ARLINGTON AIRPORT TEL : 1-206-435-1012 Sep 13 '95 9 :50 No .001 P .01 MEMORANDUM TO: Ed McMillian, Public Works Director Dave Anderson, Building Inspector FROM: Rob Putnam, Airport Supervisor DATE: September 15, 1995 SUBJECT: Campbell -, Nelson Auto Recycling I have been working with Mark Thompson regarding the park mitigation on this project. Mark is proposing to construct a portion of the Centennial Trail in lieu of cash. Mark Thompson who is the general contractor for this project also has a development going on the airport. His plan is to combine both projects to provide us with as much trail as possible. I would prefer the construction over a cash payments. Mark has not presented the unit cost for the trail construction yet so we cannot determine the lineal feet required to meet the dollar value. I will neW- your input in determining if his unit costs are realistic or not. 1 propose that construction is accomplish rather then cash. The details on length of the construction to be determined before issuance of building permit. Construction to be accomplished prior to occupancy. i i TJtWE L()CALCULATION FORM FOR COMMER6, ,INDUSTRIAL AIR CONDITIONING FOR USE WITH LOAD CALCULATION DIGEST PUB.NO.22-3010-3 JOB NAME .A9&EL I— /1 4_L_5a / AREA/ZONE 0/X/4 1-5.44s JOB NO.- BY DATE COOLING LOAD CALCULATION 1. SUMMER DRY BULB°F WET BULB°F HUMIDITY RATIO LATITUDE . . . . . . . . . ............ ... . . . . . . . . . DESIGN Outdoor . . . . Gr/lb. CONDITIONS Indoor DAILY RANGE . . . . . . . . . . . . . . .. . . . . Table 1 &2 I Difference Gr/lb. PEAK TIME . . . . . . . . . .... . . . 1 CORRECTION FOR COOLING LOAD TEMPERATURE DIFFERENCE(CLTD) (DIFFERENCE El— DAILY RANGE 14 / _ (CCLTDorrection) I — ( 2 +14� _ ( CCLTD orrection COOLING CALCULATION PEAK TIME SELECTION(Select hour with greatest load) AM/PM AM/PM AM/PM CONST, EXP. AREA SOLAR SHADE TOTAL AREA SOLAR SHADE TOTAL AREA SOLAR SHADE TOTAL FACTOR COEF. FACTOR COEF. FACTOR COEF. COEF. CLTD COEF CLTD COEF. CLTD ROOF PEOPLE PEOPLE PEOPLE INTERNAL LOADS LIGHTS'EOUIP. LIGHTS/EQUIP. LIGHTS/EQUIP. IF VARIABLE TOTAL TOTAL TOTAL GLASS 2• TABLE EXPOSURE S FT. X SOLAR FACTOR X SHADING COEFFICIENT = SENSIBLE GAIN 11 SOLAR HEAT X X GAIN .. . , . . X X — . . . . X . . . . . . . . X . . . . . . . . . . . . . . . Table 4,5, 6,7,8, . .. . . .. . . . - 9,10&11 X X TOTAL - GLASS 3. TABLE YPE SQ. FT. X U-COEFFICIENT X CLTD — SENSIBLE GAIN TRANSMISSION X X — GAIN . . . . . . . .. ..... . .. . X . . . . . . . . . . . . X . . . . . . . . ... . . . . . . . . .. .. . .. . X . . . . . . . . . . . . X . . . . . — . . . . . . . . . . . . . . Table 12,13,14& . . . . . . . . . . . X . . . . . . . X — 15 4, TABLE/GROUP TYPE EXP. SQ. FT. X U-COEFFICIENT X CLTD — SENSIBLE GAIN TRANSMISSION . . . . . . . . . . . . . . .. . X . . . . . . . . . . . X . . . . . . . . . . . . . . . . . . . . . . . . . . GAIN X . . . . . . . . . . . X - TYPE OF X x -- CONSTRUCTION Walls I Roof X X Door Floor X X - . . . . . . . . . . . . . .. Ceiling X . . . . . . . . . . . . X - . . . . . .. . Partitions X . . . . . . . . . . . . X — . . . . . . . . . . . . .. . . X . . . . . . . . . . . . X . . . . . . . . . . . . . . . . . . . ... . . . . . . .. XX . . . . . . . . . . . . . . _ . . . ... . . . . . . . . Table 16,17,18,19, OMIT UOV a FC FOR A WELL INSULATED BLDG 20,21,22&23 ( TRANSFER TOTAL©TO 0 :1 ON BACK. / TOTAL • CALCULATION FOR OVERALL U-COEFFICIENT CALCULATION FOR SOLAR AND TRANSMISSION GAIN (REFERENCE—TABLE 24 (REFERENCE—TABLE 24 CALCULATION DIGEST MANUAL) THE ANSWER FOR THIS CALCULATION IS TRANSFERRED TO BACK OF FORM. • • c I I I I UOv= -� �i X X COOLING LOAD CALCULATION SOLAR AND TRANSMISSION GAINHEM 5. TABLE 28 NUMBER SENSIBLE FACTOR LATENT FACTOR LATENT GAIN INTERNAL People X = . . . . . . . . . . HEAT GAIN People X NOTE—USE FACTOR 3.4 WATTS BALLAST USAGE FACTOR FOR INCANDESCENT Lights. . . . . . X 3.4 (Remote) X . . . . . . . . . . . . % = LIGHTING Lights. . . .. . . . . . . X 4.1 (In Space) X . . % = - - - -- - - - - . TABLE 29 HP (TA LE 29) X USAGE FACTOR Motors ° _ TABLE 30 NUMBER SENSI LE L NT USAGE FACTOR Appliances . . . X X . . . . . . . . . . . % — Appliances ( X ... ... . . ... % _ _ . . . . . . . (List Details on Separ Ntel�et InI ernal Sensible Gain— TOTAL FOR DETERMINING DUCT HEAT GAIN(STEP 7)AND TOTAL INDOOR AIRFLO (OASIC41 C DITIONING FORMULAS#15)ROOM SENSIBLE U. '10MISM-117w 6 Ventilation . . . .CFM Infiltration . . .CFM (Use Larger CFM) TABLE 31 TABLE &33 VENTILATION CFM X ry Bulb Temp. Diff. X 1.08 = INFILTRATION CFM X r/lb Difference X 0.68 = — . . . . . . . . . . . 7, HEAT TRANSFER CORRECTION FACTOR FACTORS LENGTH DUCT DUCTS (TABLE 34) (TABLE 35,36,37,or 36) FT. HEAT Supply x x GAIN = Return . . . .. . . X X . . . .. . . . . . . .. . . . STEP 6.—VENTILATION AIR QUALITY CALCULATIONS A.....+�.. ........... CFM/PERSON X..... GG PEOPLE _ .. CFM (BTUH) (BTUH) B...o JD...... CFM/FTz OF FLOOR X..'?. y.PA......FTz = ..rI Y. .CFM COOLING STEP 6. —INFILTRATION CALCULATION LOAD—TOTAL BTUH A) SUMMER .............FT OF CRACK X ..................... CFM/FT= ........CFM .......DOOR OPENING/HR X ........ CFM/DOOR OPENING= ........CFM HEATING LOAD CALCULATION B) WINTER TOTAL = ........CFM .... ........FT OF CRACK X ..................... CFM/FT= ........CFM 1. DRY BULBOF HUMIDITY RA .......DOOR OPENING/HR X ........ CFM/DOOR OPENING= ........CFM WINTER Indoor .7�. . . . . . . Gr/Ib EXHAUST FAN TOTAL= ........CFM DESIGN Outdoor .z/. . . . . Gr/lb SUMMER.......CFM WINTER........CFM CONDITIONSDifference . . y�. .. . Gr/lb 3. TRANSMISSION DRY BULB TRANSMISSION TABLE TYPE SQ. FT. X U-COEFFICIENT X TEMP. DIFF. LSENSIBLLE LOSS HUMIDITY RATIO CONSTANTS LOSS . .. .. �! ... �tQu . . . X . .S_ X . .`f9. . . . _ )J�u�7.� . . OUTDOORTEMPERATURES (OF) Glass G b, S!. . .. X . !.Jr. . . . X . . �. . . . _ /. !.S. . . (BASED ON sD% R.H.) Table 12,13&14 ... ..... X . . . .. . .. . . X .. . . . . . . . . _ /. . . . . . . . . O.D.TEMP. GR/LB x x = -10 = 3 4. TRANSMISSION . .. . . . . . ... X . . . . X . . . . . . = 0 = 4 LOSS . . . . . . .. . .. . . . x . . . . . . . . . . x . . . . . . . . . = 10 = 7 x . . . . . . . x . . = 20 = 12 TYPE OF Q J� �j i� I CONSTRUCTION AR�-/. . ��Jl�� .. �.G./�. . X i.�.�- . . X . . .1. . . . _ 7 .7.z . 3O 19 Walls Roof . . S�f2� . -- ?� X . 2,$ Y . . X .. 9 = /-7.L. / 40 = 29 Doors Floor R-.. .. Ge,� . . . .. X .�.o../� x ..Y/.9.... _ ,.7.9.E. . . Ceiling .. . . . (/ Or. ... �.OS.. X .r(J!/. . . . X . �l,, ,-,, _ �,�, �., . . SPECIAL NOTES Partitions . . . I . . . .... . .. . .. . . .. . . . X . . .. . .. . . . X = Table 17,18,19, TRANSMISSION LOSS (FOR DETERMINING DUCT HEAT LOSS) TOTAL 20,21,25,26&27 6. Ventilation . . - .CFM Infiltration . . CFM (Use Larger CFM) VENTILATION TABLE 31 n !� TABLE 32&33 A 2 INFILTRATION CFM . '/. 7. . . X Dry Bulb Temp. Diff. .��. . X 1.08 = (,t .✓. . . . . . . . If humidification is added on heating equipment load, use this calculation: CFM . . . . . ... .. X Gr/lb Difference 7. HEAT GAIN CORRECTION DUCT DUCTS FACTOR FACTORS LENGTH (TABLE 34) (TABLE 35 36,37 or 36) FT. HEAT Supply . ..- x �Z. . . . . x LOSS Return .Y. . .. X r.�y. . . x .24 . . .. _ �,.�. . . . . . . HEATING LOAD (Deduct Internal Heat Gain only if source is constant.) TOTAL S BTUH P.I. Pub.No.22-3009-4 eq-1 eW, STEP 6. VVITILA,I_;0N AIR QUALITY CALCULATIONS A..... C, M"pE1v-,0m X.. PEOPLE -M/F7`1 01: �U30R FT?. : ... CF G Siti, 6.-- INVILI-114110N CALCULAVION 57 C COOLIN 1. rAl LOAD—TOTAL ..FT GF CRACK X .........CFM,/FTm .11-�j..CFM HEATING LOAD CALCULATION .......DOOR OPENIMG/M x . ...... C17m/nocirl Off"046. ........CFM V",!'Oki_ . ... ....CFM 8) WINTER a elf 'Y V410 OF CRACK X ......... CT';-i;FT. ..,.....CFM, ........Cf:m V E 1-3 GIM EXHAUST FANOutdoor . . . . . . . ....... a'!1b 11-,0N€ 1 I IONS rMfl,!mrm) rt, Ili k V!�'f T r,-.R ....CFM 3. WIMMITY PtTM TnANSVIWOON IARIE rifso. FT. x U.Cftifl MENT Yrmp SMINLE LOSS DIFF. -"0N11A;VR fUR y I F) OU Table 12,13 . . .... . x x . . . . . . .. . . ... ... .... ... ... 0.0 TEMP. CJVLX . 1 ... I Y . . . . . . . . Y . . . . . . .. . ... .. .. ...... .. —10 3 el. TRANSMISSION . . . . ... . .... . . . x .. .. . . . . . . . ... . ... ............ () 4 ... . . . . . . X . . . . . . . . ... . ........ .... .... 10 = 7 x * . X ,. . ... ... 20 12 .e— Ol . . .. .... 3003 ;e .. . -. x 7f 40 29 ,jr Doors r'oor a SPECPAL NIVES x . . . t'lrt Tattle 17, 18' 19'T - ' 1 -fF`1ANSMiSS',ON LOSS (FOR DJERMINIVIG DUCT HEAT LOSS) TOTAL 20,21,25,26 27. VpnWaIion725.CFM Infille:aLon i.g. CFM (Ute Larger CFM) TAR,f 0 M:j�A r! It houtidslrcailon IJ added on heating equipmeO loilij, use 1,1k ralculati(m --- -.) x 0.64 X 7. 1 W.Af VIM FIVN04 F A C VAA EStYQSN (TAMP ps'U")l 1,36) x . . . . . . . . . x . . ... . Supply .. ... .. ........... x . . . . . . .. . . . . . x . . . . . ... . . .. . . . . . . HEATING LOAD (Deduct Internal Heat Gain only if source Is rqnstan!.) TOTAL —13TUH Pub,No,32-30094 � � 1 1` '' . �,.,: I I 31, 1995 Page Two . 1t4 I4"1 , S ED T NO. 17921 ,tUTO RECYCLING BLDG. FOR I y f 'AMPBELL-NELSONRECEIVED 8E P 11 1,9,9 Dear Mark: "ITY OF ARLINGTON The submitted drawings have been examined for compliance with the 1991 Edition of the Uniform Building Code. The following items should be corrected for two sets before the permit is issued: BUILDING: 1. The submitted drawings are a v_Iy incomplete submittal. The following items should be included in the resubmittal: Via) Drawings for the pre-fabricated steel building should be submitted; Engineering calculations for the steel building should be submitted; Foundation calculations should be submitted; A-2 d) Complete details and dimensions should be submitted for the handicapped toilet rooms; i The liquids used in the dismantling process room should be submitted to determine the H-occupancy group (whether it is an H-2 or a H-3 occupancy); A4 %ef) A typical exterior wall section should be provided; :g) Energy calculations by an approved registered energy analyst; A-% r h) Interior door sizes should be shown; A 4 The occupancy separation wall section detail should be shown on the drawings. See item 6 below and item 21; A-2 The fire-rated interior doors should be specifically marked; %/k) See item 19 below. 02 Sprinkler drawings should be submitted. Sprinklers are required for an H-2 or H-3 occupancy. The drawings should note that it is a sprinkled building. A,1, The concrete f c should be noted on the drawings. 0Special inspection is required for v, jHigh strength bolting (A-325 Bolts) if used; Field welding; Bolt installation in concrete; d) Concrete foundations with an f c value over 2,500 p.s.i.. ve If the use is an-H-2 occupancy, the separation from the B-2 occupancy should be 2-hour. If the use is an�-3 occupancy, the separation should be 1-hour. M#'7' . If the occupancy separation is 2-hour, the doors between the occupancy groups should be 1-1/2 hour rated doors. 'v18. Electrical outlets,Tsuch as switches and fire horn, should not be back-to-back through fire rated •r �y •f • • w i v J i IVA .YI1, 1995 Page Three IT NO. 1792 rl o RECYCLING BLDG. FOR 1•6AMPBELL-NELSON f walls. They should be separated horizontally by 24", Sec. 4304 (f). 111E-Il Toilet rooms should ventilate to the exterior and not just to the roof, each on separate exhaust systems. X-1140. Storage areas in excess of 1,000 Sq. Ft. in connection with retail sales shall be separated from public areas by a 1-hour occupancy separation with 1-hour self closing doors. This applies to the parts room. 11. Footing sizes and rebar should be shown for the metal building columns. oK vI2. Note that the wood siding makes the building a V-N construction type. p Vf3. Detail the thermal break between the heated and semi-heated areas in the floor construction. MEA%1f4. The semi-heated areas can never be heated to 45 degrees F. or greater. 5. The metal building drawings should show the building bracing against lateral load. The east wall bracing should be shown. A.-5 VI 6. The steel in the foundation was should not be spaced farther than 18" center to center in both directions. A-3 Bearing pressure of soil shall not exceed 2,000 P.S.F. unless data is submitted by an engineer showing the soil can exceed that amount. A-2 v(18. All doors exiting from an H-2 or H-3 occupancy should open in direction of egressing. The door from the dismantle room to the display room should be changed to swing into the corridor. A•2 ✓19. Exit doors shall be openable from the inside without a key or special knowledge. Surface bolts NV are prohibited. This applies to the double exterior doors from the display room. N2 V20. Doors from H occupancies shall not be provided with a latch or lock unless it is panic hardware. V21. One hour walls require 5/8" type "X" GWB on each side of the wall nailed with 6 d nails at 7" o.c. or screws of the same spacing. 22. Semi-heated areas shall comply with Section 1310.2 of the Washington State Energy Code. i 4 • • i t } ust 31, 1995 Page Four ARMIT NO. 1792 AUTO RECYCLING BLDG. FOR CAMPBELL-NELSON SIVILi The following corrections should be addressed on the Civil drawings with four ( 4 ) sets of corrected drawings resubmitted: Fire Hydrant required at North side of entrance. Hydrants shall be no more than 300' feet from the main entrance marked # 1. 2.,,, Hydrant at main entrance to be on North Side of entrance. Access on North side of building to be marked Fire Lane. Attached are Barrett Consulting Group's review comments for Crest Northwest Site Improvements. If you have any questions please feel free to call me at (360) 435-0724. Sincerely, David W. Anderson Building Official DWA/rs enc F ' ., .s ;� SEP-20-1995 05:40 FROM CREST NW CONSTRUCT INC TO 94353906 P.01 r C 4WD,11" ti ft PAGE NC _ P.iJ. I7X �9� LA W=. WASilN©TON M58 + (30G) 85a4g8se OF_PAM file Air-. ,Sr . oPoa.t"brand fax trarsmlttal mem 76G7/et c�No�r p�ia�a +at►qa�OGU►?,� CoT Phone Fax N 7 FxM IOi N , a �► N -All 4'1�Z /.j S/p�'E /'b..rw.dl-�vr•J Gv�Td Q-a Sr7.! � iF PRvvaa,c ��rs-r�c� l �ryA�, s 9G o�c X St/tI447b* ww T� CND.+^u 4eC-r Pro µS � y8S►o� sacs 4 rA",t 300 r70 04w,CA tit 4e^J �G w G�rCv ed4�-� An 7 �►,rc,,,cw ya ,coo ,9�cy ,w,c x [.r"evu. oc. It s-d2 " 40ro$e &^, NO �Ml�if r' �y tL /7 CEO Tom. NB ;;Pose hoaraby to furnish rrJOUrfal and lmbw complete in ecCor'dsnce with above �If}cawns, 3 0Z 8 0 .40 %Ymaw Timms. 0 -16--1995 11:521,4'1 FROM 10 6511120 P.01 f le rence l;onstruction, inc.. 1 15310 8mokey Pofnt Blvd. DATE W+£F` Marysville,WA sw7`l A4 PHONE 252.1557 _ � �.v•. �- 653-8749 i PHONE S - 11l Proposal For Fencing • '�'"► N C;USTOWR_ C, � tj , Cotes f_ e5 . 1 / 7 1°� ��.1 --- _ :l ADDRESS _—»ZIP COVE � �M O ' S I YLE OF FENCE e7 f 16 �/ '�f 6 1liIII&dW I I FABRIC S-1W f lk'iv.9L IPF �!O/+-�n.l3t2C1�7- tr , �i_"#' fi_ .•;_ _- .__ .- ..r END POST A i E POST -- •- --�-• -' - . C_7.. .... 'ORNER POST S`;/• __r ' r� x' i INE POS1 �• �---�--�-----•�----•j-----i----=�'-`ems_ -�-� �_�cc.�..�;p! �S- OP RAIL GATES o2-5 s// /�rX'• t - -- i s _i } i ! s t �' - ... _ ... J — i,�C� �..�7 f �Y� 1 t -...._-_ .?► ..tee.. _`.. ..-_�..,�_.�., .� .-;_._.y..._..�. . , � � .ONCRETE FOQTING$d�/t -#-- 4_..._L., INOOD SPECIAL REMARKS / �n�� m��s�-air � ��f•• ��lets s - -- - - -----= 6}- 76 JOB ESTIMATC ��. � TAX /465,4 A_ � �� TOTAL oP SV 0 y Jack E. Nakken CUSTOMER SIGNATURE OWNER EAGI/f F Nq- O ROCi ION This estimate is free, no obligation Customer is responsible for all underground pipes and wires 6(any kind Customer is responsible for property lines and placement of fence lines When signed this proposal becomes legal contract TERMS _ OMPLETION UNLESS PREVIOUS ARRANGEMENTS HAVE BEEN MADE TnTnL P.01 �' �. . � - - I I I �� - � _ - MU# Custom Quotation WILDER CONSTRUCTION COMPANY WILDECC109BA 16—Jun-95 PAGE 1 of 1 FAX#651-1120 ATTN: MARK THOMPSON CREST NORTHWEST CONSTRUCTION 3813 — 168TH ST NE, Suite 2 RE: Grading& Paving ARLINGTON WA Smokey Point Area — South of Arlington Airport The following is our unit quotation for the crushed rock and hot mix asphalt(HMA) paving work on the referenced project. Prices are based on grading and/or paving over a properly prepared subgrade,provided by others. Description Quantity Units Unit Quote_ Extension Fork Lift Area — Install four (4) inches of crushed 2,850 Sq. Yds. 7.80 $22,230.00 rock plus three (3) inches of HMA paving. Parking Area — Install four (4) inches of crushed 1,150 Sq. Yds. 6.70 $7,705.00 rock plus two (2) inches of HMA paving. Optional Crushed Rock Areas — Install two (2) inches 1,080 Sq. Yds. 1.50 $1,620.00 of crushed rock in two areas. 490 Sq. Yds. 1.70 $833.00 Optional grading of seven (7) acre site 7 Acres 1,110.00 $7-,770.60 Quotation Notes 3 V ,3 Z > Only work SPECIFICALLY outjined above is included In our quotation. Extra work can be performed,at the request of the General Contractor,for additional costs. > Subgrade is to be prepared by others to true line and grade. Additional grading, if required,will be at additional cost. >Obvious obstructions to paving must be installed after our work is complete. > This quotation includes two (2)mobilizations. Additional mobilizations at$750 each. > Prices are based on unrestricted access for our trucks and crews. > Layout by others. Subgrade must be firm and unyielding under truck loading. Subgrade damage to be repaired by others. > All prices quoted are subject to the addition of applicable taxes. Thank you for allowing us to provide a quotation for this work! Sincerely, WILDER CONSTRUCTION COMPANY David Gent, Branch Manager CORPORATE HEADQUARTERS/WESTERN DIVISION SNOHOMISH COUNTY BRANCH 2006 N.STATE STREET • BELLINGHAM,WA 982254292 3315-15TH STREET • EVERETT,WA 98201-1900 (206)733-2060 • FAX(206)733-7115 (206)339-8340 • FAX(206)259-1976 • ��uR 1 II II • CITY OF ARLINGTON Building Department August 31, 1995 PERMIT NO. 1792 AUTO RECYCLING BUILDING FOR CAMPBELL-NELSON 59th Avenue Arlington, Washington 98223 ARCHITECT: Dennis Chivers (360) 436-9686 CODE DATA OCCUPANCY GROUP: B-2 AND (H 2 OR H-3) See Paragraph 2(e) below TYPE OF CONSTRUCTION: V-N (Sprinkled) See item 20 below SEPARATION: N = 103" Scaled (To parcel line) E = 157' Scaled S = 112' Scaled W = 65' Scaled (Pius street) BUILDING AREA: 4,500 S.F., B-2 4,500 S.F., H Occupancy BASIC ALLOWABLE AREAS: B-2, 8,000 S.F. H-3, 5,100 S.F. H-2, 2,500 S.F. (If use dictates) ALLOWABLE AREA INCREASES: 100% increase for separation on 4 sides over 20' B-2, 87000 X 2 = 16,000 S.F. H-3, 5,100 X 2 = 10,200 S.F. H-2, 2,500 X 2 = 5,000 S.F. (If use dictates) Increase 3 times for sprinkler in the B-occupancy only, 48,000 S/F. For H-2 4,500/48,000 + 4,500/5,000 = .094 + .900 = .994, less than 1, approved. For H-3 Approved by inspection, H 2 not approved without sprinklers. OCCUPANT LOAD: B Occupancy A Oc Parts = 6.2 Parts = 4.5 Lunch = 9.5 Dismantle = 8.6 Offices = 7.6 Sales = = 60.6 ��Mr sepr- 1, Inv—ct a I i Jerec•� 238 N. Olympic Ave. - Arlington, WA 98223 - (360) 435-0724 - FAX (360) 435-3906 Ps I I August 31, 1995 Page Two PERMIT NO. 1792 AUTO RECYCLING BLDG. FOR CAMPBELL-NELSON Dear Mark: The submitted drawings have been examined for compliance with the 1991 Edition of the Uniform Building Code. The following items should be corrected for two sets before the permit is issued: BUILDWG: 1. The submitted drawings are a very incomplete submittal. The following items should be included in the resubmittal: a) Drawings for the pre-fabricated steel building should be submitted; b) Engineering calculations for the steel building should be submitted; c) Foundation calculations should be submitted; d) Complete details and dimensions should be submitted for the handicapped toilet rooms; e) The liquids used in the dismantling process room should be submitted to determine the H-occupancy group (whether it is an H-2 or a H-3 occupancy); fl A typical exterior wall section should be provided; g) Energy calculations by an approved registered energy analyst; h) Interior door sizes should be shown; I) The occupancy separation wall section detail should be shown on the drawings. See item 6 below and item 21; j) The fire-rated interior doors should be specifically marked; k) See item 19 below. 2. Sprinkler drawings should be submitted. Sprinklers are required for an H-2 or H-3 occupancy. 3. The drawings should note that it is a sprinkled building. 4. The concrete f c should be noted on the drawings. 5. Special inspection is required for : a) High strength bolting (A-325 Bolts) if used; b) Field welding; c) Bolt installation in concrete; d) Concrete foundations with an fc value over 2,500 p.s.i.. 6. If the use is an H-2 occupancy, the separation from the B-2 occupancy should be 2-hour. If the use is an H-3 occupancy, the separation should be 1-hour. 7. If the occupancy separation is 2-hour, the doors between the occupancy groups should be 1-1/2 hour rated doors. 8. Electrical outlets, such as switches and fire horn, should not be back-to-back through fire rated i August 31, 1995 Page Three PERMIT NO. 1792 AUTO RECYCLING BLDG. FOR CAMPBELL-NELSON walls. They should be separated horizontally by 24", Sec. 4304 (f). 9. Toilet rooms should ventilate to the exterior and not just to the roof, each on separate exhaust systems. 10. Storage areas in excess of 1,000 Sq. Ft. in connection with retail sales shall be separated from public areas by a 1-hour occupancy separation with 1-hour self closing doors. This applies to the parts room. 11. Footing sizes and rebar should be shown for the metal building columns. 12. Note that the wood siding makes the building a V-N construction type. 13. Detail the thermal break between the heated and semi-heated areas in the floor construction. 14. The semi-heated areas can never be heated to 45 degrees F. or greater. 15. The metal building drawings should show the building bracing against lateral load. The east wall bracing should be shown. 16. The steel in the foundation walls should not be spaced farther than 18" center to center in both directions. 17. Bearing pressure of soil shall not exceed 2,000 P.S.F. unless data is submitted by an engineer showing the soil can exceed that amount. 18. All doors exiting from an H-2 or H-3 occupancy should open in direction of egressing. The door from the dismantle room to the display room should be changed to swing into the corridor. 19. Exit doors shall be openable from the inside without a key or special knowledge. Surface bolts are prohibited. This applies to the double exterior doors from the display room. 20. Doors from H occupancies shall not be provided with a latch or lock unless it is panic hardware. 21. One hour walls require 5/8" type "X" GWB on each side of the wall nailed with 6 d nails at 7" o.c. or screws of the same spacing. 22. Semi-heated areas shall comply with Section 1310.2 of the Washington State Energy Code. .- I I 1 \ August 31, 1995 Page Four PERMIT NO. 1792 AUTO RECYCLING BLDG. FOR CAMPBELL-NELSON CIVIL: The following corrections should be addressed on the Civil drawings with four ( 4 ) sets of corrected drawings resubmitted: 1. Fire Hydrant required at North side of entrance. Hydrants shall be no more than 300' feet from the main entrance marked # 1. 2. Hydrant at main entrance to be on North Side of entrance. 3. Access on North side of building to be marked Fire Lane. Attached are Barrett Consulting Group's review comments for Crest Northwest Site Improvements. If you have any questions please feel free to call me at (360) 435-0724. Sincerely, David W. Anderson Building Official DWA/rs enc ,+, I_ f� CITY OF ARLINGTON Building Department August 31, 1995 PERMIT NO. 1792 AUTO RECYCLING BUILDING FOR CAMPBELL-NELSON 59th Avenue Arlington, Washington 98223 ARCHITECT: Dennis Chivers (360) 436-9686 CODE DATA OCCUPANCY GROUP: B-2 AND (H-2 OR H-3) See Paragraph 2(e) below TYPE OF CONSTRUCTION: V-N (Sprinkled) See item 20 below SEPARATION: N = 103" Scaled (To parcel line) E = 157' Scaled S = 112' Scaled W = 65' Scaled (Plus street) BUILDING AREA: 4,500 S.F., B-2 4,500 S.F., H Occupancy BASIC ALLOWABLE AREAS: B-2, 8,000 S.F. H-3, 5,100 S.F. H-2, 2,500 S.F. (If use dictates) ALLOWABLE AREA INCREASES: 100% increase for separation on 4 sides over 20' B-2, 8,000 X 2 = 16,000 S.F. H-3, 5,100 X 2 = 10,200 S.F. H-2, 2,500 X 2 = 5,000 S.F. (If use dictates) Increase 3 times for sprinkler in the B-occupancy only, 48,000 S/F. For H-2 4,500/48,000 + 4,500/5,000 = .094 + .900 = .994, less than 1, approved. For H-3 Approved by inspection, H-2 not approved without sprinklers. OCCUPANT LOAD: B Occupancy H Occupy Parts = 6.2 Parts = 4.5 Lunch = 9.5 Dismantle = 8.6 Offices = 7.6 Sales = = 60.6 wFly 238 N. Olympic Ave. • Arlington, WA 98223 • (360) 435-0724 ' FAX (360) 435-3906 �- - - - I �:1: Sri ► �.� Barrett Gonsufting Group 12M Dupont 84"t Butte 2a "ingham.Wad ington 9822.5 208 734-3202 WORK AUTHORIZATION Project Name: C► eS-r- nlo✓er,.lw,Es.-r Srt.E ,/1tEvr,Ew Type/Description: fi-re 41r1t1,-Xw orb V HE Fo-LLo,-,,eNFr i—,rkw.,,c CIVI(, SrTf ,�L/rr��v i S Si c/ZM �/lArr.J/� ,l- F�2o5�v.J Carr T a t Ard CnCr Fc f,✓,,,4�.,C _ Z..1 c/,�/"T..,,. \A,,. . nrr,it ON .4 nil- C/�/ l BffSlS . 2FV�F,� WiLL� NtlT i.vC��t� / S/'r„i�✓�� W�4i�'2 d✓L ✓��IG�r�G- �l'SrG..� p�uAS Services Authorized: of C/1Xs i if ✓JS �FSc.2i✓'/ r� /�7av/ i..rs/�/--C -rr a,.J S •1ViC/^'S W/Lr ✓�/' ✓�2n�/ r1�./'A 19S XF -r.4/1 ,E' T l3`/ i 4,F C,TY oG ✓921, 6 ro.-1 . YrJ bl f/orJ 1-0 r 0.5 L L 13 Schedule: Start 7�ZG 19 S� Completion Authorized Budget: Billing Reference: o`l 2,U`HCR_ZED: '�q ' c'!�.� . � .. � - � ' . � _ ., . ti .. -, . � ►, � �„ _ . . .. • -t .. .,. � �. _ t_ � i Barrett Consulting Group Offices throughout the Western United States and the Pacific Islands 1200 Dupont Street Suite 2B Bellingham,Washington 98225 206 734-3202 Civil and Environmental Engineers Planners Surveyors August 25, 1995 Mr. Dave Anderson City of Arlington 238 North Olympic Avenue Arlington, WA 98223 Re: Civil Site Review Crest Northwest Dear Dave: Attached are Barrett Consulting Group's review comments for Crest Northwest Site Improvements. Please call if you have any questions or need clarification on any of the questions. If I am unavailable, Nancy Heuman can also help you in our Bellingham office. Sincerely, BARRETT CONSULTING GROUP lzxe�, %tcLw� Bryan Huschka, P.E. � � I U1 Crest Northwest Site Improvements City of Arlington STORM DRAINAGE The drainage calculations and site plan as prepared by Cascade Surveying & Engineering, Inc. needs to be expanded upon in order to allow review of the drainage calculations and design of infiltration facilities. The following information should be included: 1. The design of infiltration facilities should be in accordance with the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin, Section III-3. The following issues should be addresses: Backup calculations and assumptions should be included in drainage report. It is unclear what equations, areas, etc. were used to determine the sizing of the infiltration swale. - Stormwater for the 6 month, 24 hour storm must always be treated prior to infiltration. This reduces the problem of clogging of soils used for infiltration, and contamination of ground water. Darcy's Law approach is recommended for sizing of infiltration facility. This method uses a safety factor of 2 for the infiltration rate. Thus if field test indicate a percolation rate of 7 minutes per inch, then the design value should be 14 minutes per inch. The analysis must demonstrate that the infiltration facility will completely percolate within 48 hours for a 100 year design storm. More information is needed to determine if soils meet DOE requirements such as cation exchange capacity, depth to water table, proximity to drinking water wells, date and by whom the soils logs were completed. Overflow route must be identified in the event that the basin capacity is exceeded. One foot of freeboard is recommended on swale. Erosion protection is recommended at inflow point. 1 �,. s r � 1 � }( lll�� Crest Northwest Site Improvements City of Arlington Construction schedule should be prepared and should discuss construction methods addressing effects of work sequence, techniques, and equipment employed during construction. Infiltration facilities should not be constructed until after site construction has finished and site has been properly stabilized with permanent erosion control practices. Care should be given not to compact soils during construction. Maintenance plan should be prepared. 2. The City of Arlington Stormwater Management Ordinance requires the preparation of an Erosion and Sediment Control Plan. This needs to be prepared and submitted. 3. The report refers to the potential for 59th Avenue NE to be improved. Plans do not show how this drainage will be treated or routed to the infiltration swales. I recommend using a different drainage system for the road and site runoff. 4. Water may back up in the lot area at Catch basin #2 before the grass lined swale is at design capacity with a 2.0 foot minimum design depth. Should submit backwater calculations for catch basins. 5. Include the unimproved lot in the drainage calculations. Although the runoff is the same as pre-developed conditions if this area is left ungraded and uncompacted, this water must be treated before being released to remove all contaminants. Show on plans how this holding yard areas will be treated. 6. Plan shows storm pipe as Ductile Iron with 1 foot of cover. The adequacy of this cover needs to be address based on the proposed use of the site. 7. Due to nature of proposed use of site, I recommend that all runoff pass through oil/water separator. Show detail of oil /water separator on plans. Provide maintenance plan for facility. 8. Permanent Source Control BMPs should be addressed for all land use activities to occur on the developed site. 2 a ��. • r 1 I � • i7 �I � J r t�YCX II Q� Crest Northwest Site Improvements City of Arlington 9. Any offsite water entering the site will affect the sizing of the treatment and infiltration facilities. This needs to be addressed in the drainage calculations. 10. The grass lined swale on the southern property line has a bottom elevation of 128.45. Existing ground elevations appear to be 128.95 at the low point. This does not allow for the 2 foot minimum swale depth as shown on the plans. This needs to be addressed in the design of the site. 3 ., _ :s� I i k . jai! Crest Northwest Site Improvements City of Arlington ROADWAYS Below are the roadway and civil site comments on the above referenced site: 1. No improvements are shown on 59th Avenue NE. Arlington's Construction Standards and Specifications require a 40' wide roadway for an arterial/industrial roadway section. I recommend widening 59th 20' from centerline (half street improvements) and using curb, gutter, sidewalk and 3' planter strip as shown in Standard Plan R2. 2. What is the R/W width on 59th? Show and label on plans. Road R/W on 59th scales 25' which doesn't meet Arlington's standards. The standards require a 30' (half street) R/W plus a 10' utility easement adjacent to it. 3. Fence limits are unclear on the plans. Show limits and details of fence on the plans. Fence should be 8' high site obscuring around the whole site. In addition, no auto hulks shall be visible from adjacent properties. 4. Gate for north storage lot is not shown on the plans. This gate should be located across from the Airport entrance for safety reasons. Show airport entrance on plans along with other existing improvements within the limits of the project, including improvements on the west side of 59th. 5. No improvements are shown for the north storage lot. This lot should have a minimum of gravel on it to eliminate it from turning into a mud hole during the winter months. It should be graded to drain so runoff can be treated. 6. No pavement section for parking lot is shown on the plans. Pavement section should be based on the proposed use of the site. I am assuming heavy trucks will be using this parking lot. 7. Provide interior road layout for alleys in the north storage lot. 8. Show limits of landscaping. 9. Give enough information on the plans so a contractor can layout and construct the site. 4 V .. ► "�_ I r. 1 I C - - - - � - _ _ _ _ _ _ _ _ _ - _ - � _ _ _ Crest Northwest Site Improvements City of Arlington COST ESTIMATE The submitted cost estimate is incomplete and needs to be resubmitted. The cost estimate is quite low because it is missing the following items: 1. Asphalt Class "B" for parking lot 2. CSTC for asphalt base. 3. Gravel Base for asphalt base, sales lot and unimproved north lot. 4. Monitoring Well 5. Landscaping including all fences, trees and grass for infiltration swale. In addition, the cost estimate, along with the plans for 59th Avenue NE improvements will need to be completed and submitted to the Public Works Department for review. The cost estimate should be in bid form including the following: a) Bid Item b) Total Quantity c) Cost per Unit d) Total Cost per Item All backup sheets should be included to assist in reviewing the cost estimate. This will save review time and thus save money for the developer. 5 I '' I , I August 3, 1995 Mr. Dave Anderson City of Arlington 238 North Olympic Avenue Arlington, WA 98223 Re: Civil Site Review Crest Northwest Dear Dave- Attached are my review comments for Crest Northwest Site Improvements. I will call you when I return from Alaska (August 5) and schedule a meeting to discuss this review. If you have any questions on this review or need another site reviewed in my absence, please call Nancy Heuman at our Bellingham office. Sincerely, BARRETT CONSULTING GROUP Bryan Huschka, P.E. !: J �I Crest Northwest Site Improvements City of Arlington STORM DRAINAGE The drainage calculations and site plan as prepared by Cascade Surveying & Engineering, Inc. need to be expanded upon in order to allow review of the drainage calculations and design of infiltration facilities. The following information should be included: 1 . The design of infiltration facilities should be in accordance with the Department of Ecology "Stormwater Management Manual for the Puget Sound Basin", Section III-3. The following issues should be addresses: V - Backup calculations and assumptions should be included in drainage report. It is unclear what equations, areas, etc. were used to determine / the sizing of the infiltration swale. ✓ Stormwater for the 6 month, 24 hour storm must always be treated prior to infiltration. This reduces the problem of clogging of soils used for infiltration, and contamination of ground water. r - Darcy's Law approach is recommended for sizing of infiltration facility. This method uses a safety factor of 2 for the infiltration rate. Thus if field test indicate a percolation rate of 7 minutes per inch, then the design value should be 14 minutes per inch. J - The analysis must demonstrate that the infiltration facility will completely percolate within 48 hours for a 100 year design storm. - More information is needed to determining if soils meet DOE requirements such as depth to water table, proximity to drinking water / wells, location of soils logs on site. V - Overflow route must be identified in the event that the basin capacity is exceeded. - One foot of freeboard is recommended on swale. J - Erosion protection is recommended at inflow point. - Construction schedule should be prepared and should discuss construction methods addressing effects of work sequence, techniques, and equipment employed during construction. Infiltration facilities should 1 J I I 1 Crest Northwest Site Improvements City of Arlington not be constructed until after site construction has finished and site has been properly stabilized with permanent erosion control practices. Care should be given not to compact soils during construction. Maintenance plan should be prepared. / 2. The City of Arlington Stormwater Management Ordinance requires the V preparation of an Erosion and Sediment Control Plan. This needs to be prepared and submitted. VI""3. The report refers to the potential for 59th Avenue N.E. to be improved. Plans do not show how this drainage will be treated or routed to the infiltration swales. I recommend using a different drainage system for the road and site runoff. ✓ 4. Water may back up in the lot area at Catchbasin #2 before the grass lined swale is at design capacity with a 2.0 foot minimum design depth. Should submit backwater calculations for catch basins. 10 5. Include the unimproved lot in the drainage calculations. Although the runoff is the same as pre-developed conditions if this area is left ungraded and uncompacted, this water must be treated before being released to remove all contaminants. Show on plans how this holding yard areas will be treated. 6. Plan shows storm pipe as Ductile Iron with 1 foot of cover. The adequacy of this cover needs to be address based on the proposed use of the site. 7. Due to nature of proposed use of site, I recommend that all runoff pass through oil/water separator. Show detail of oil / water separator on plans. Provide maintenance plan for facility. (/ 8. Permanent Source Control BMPs should be addressed for all land use activities to occur on the developed site. 9. Any offsite water entering the site will affect the sizing of the treatment and infiltration facilities. This needs to be addressed in the drainage calculations. V10. The grass lined swale on the southern property line has a bottom elevation of 128.45. Existing ground elevations appear to be 128.95 at the low point. This does not allow the 2 foot minimum swale depth as shown on the plans. This needs to be addressed in the design of the site. 2 1� �. r r = - _ - - - - - - - - - - - - - - - - -- - - - - - - -- -- - - - i � i �. �u Crest Northwest Site Improvements City of Arlington ROADWAYS DESIGN AS REFERENCE VARIANCE RECOMMENDATION PRESENTED REQUIRED 1. No improvements to Standard Plan ? Development Standards require a 40` 59th Ave. NE R2 wide roadway for an arterial/industrial roadway section. I recommend widening 59th 20' from centerline (half street improvement) and using curb, gutter, sidewalk and 3' planter strip as shown in the standard plan. 2. 59th R/W = ? Standard Plan ? 01 � Road R/W on 59th measures 251 . R2 r � d The standards call for 30' min. plus a 10' utility easement. 3. Fence limits are ? Show limits and details of fence on unclear on plans. plan. Fence should be 8' high site obscuring around the whole site. 4. Gate is not at a Locate gate across from Airport stated location on the entrance for safety reasons. Show plan. Airport entrance on plan. 5. No improvements This lot should have a minimum of L shown for north lot. gravel on it to elliminate it from turning into a mud hole during winter months. It should also be graded to drain so the runoff can be treated. 6. No pavement Pavement section should be based section for parking lot on proposed use of site. I am assuming heavy trucks will be using this parking lot. 3 1 1' I . � Idl 1 J F� � — _ _ _ _ _ _ _ _ _ _ _ - I 1r�I 1 Crest Northwest Site Improvements City of Arlington Cost Estimate: The submitted cost estimate is missing several items and therefore is quite low. Following is a list of items missing from the submitted cost estimate: 1. Asphalt Class "B" for parking lot./ 2. CSTC for asphalt base. ✓` 3. Gravel Base for asphalt base, sales lot and unimproved north lot. 4. Monitoring Well 5. Landscaping including all fences, trees, and grass for infiltration swell., In addition the cost estimate does not include the cost to im prove 59th Avenue NE. �j lop•15• 5 The cost estimate should be in bid form including the following: k�•�I` l�l� a) Bid Item b) Total Quantity c) Cost per Unit d) Total Cost per Item {�,p After subtotaling all the bid items With a preliminary bid a construction cenkig"c;y of 04 to the final preliminary cost estimate. V%. p VAI II backup sheets should be included to assist in reviewing the cost estimate. This will save review time and thus save money for the developer. 4 i .�: — . W ,.� r s� r r ` X CITY OF ARLINGTON July 18, 1995 COP Randy Devoir Cascade Surveying &Engineering p 102 East Division Street ! Arlington, Washington 98223 RE: Crest Northwest Grading & Drainage Plans Dear Randy: The submitted documents for the above mentioned project are being returned to you. These drawings will not be received without the submitted estimated construction costs and the 2.5% plan review fee being paid at the time of submittal. If you have any questions please give me a call at 435-0724. Sin e ely, David W. Anderson Building Official Department of Community Development 238 N. Olympic Ave. - Arlington, WA 98223 - (206) 435-0724 - FAX (206) 435-3906 � " �;r° 117 �'pu �� ., April 5, 1995 Woody Wells Campbell/Nelson Volkswagen P.O.Box 220 Edmonds WA 98020 Dear Mr. Wells, Your proposed Auto Recycling Center project has been reviewed for compliance with the Arlington Municipal Code. It appears the site is located in the Industrial zone AMC 20.12. AMC 20.12 allows as an Industrial use warehousing and repair, remanufacturing and sales of large trucks, buses or heavy equipment. Secondary uses which are permitted include outside storage and retail sales. Based on review of these requirements the proposed Auto Recycling Center is an allowed use in the Industrial Zone. The items required for your project at this time are a Sepa checklist and a building permit application. If you should .have any other concerns or question please give me a call at 435-0724 Sincerely, David W. Anderson AUG 25 '95 15:42 BCG 206 734-0816 P. 1 Barrett Consulting iaroup Oftes NYOUOW uro Waatern UYYred States And IR11 aacd"C 414"A 1200 Oupont Street Suite 26 Bellingham,Washington 9622S 206 734.2202 Fax 206 734-0016 civw AW Enwtenmento fry Amft PIBIMBY9 FACSIMILE TRANSMITTAL To: cvr-i aye AALt.Ja-6r. From: 6/1 YA. j Attn: a4.iF 4.J AAxso.rl Date: $/zSJ 9S Fax No: 4-35-390(o _ Project No: Facsimile consists of page(s), including this cover sheet. _2L, .rJIQ1.S THl/-J(P yA0" X AqV U A hard copy of this facsimile will 0 will not Q be availed to your attention. �•.-_ r ., . ;� . . ,, AUG 25 '95 15:43 SCG 206 734-oei6 P.2 EW Barrett Consulting Group often Woughout the Westein un1w Starer and the Pacific Istands 1200 Dupont Street Suite 28 Bellingham,Washington 96225 206 7:34.3202 Civil And £nvimnwntal Engineers P;w(d SUIVV)015 August 25, 1995 Mr, Dave Anderson City of Arlington 238 North Olympic Avenue Arlington, WA 98223 Re: Civil Site Review Crest Northwest Dear Dave: Attached are Barrett Consulting Groups review comments for Crest Northwest Site Improvements. Please cell if you have any questions or need clarification on any of the questions. If I am unavailable, Nancy Heuman can also help you in our Bellingham office. Sincerely, BARRETT CONSULTING GROUP Bryan Huschka, P,E, F�� i i 1 AUG 25 '95 15:43 BCG 206 734-0916 P.3 Crest Northwest Site Improvements City of Arlington STORIN DRAINAf The drainage calculations and site plan as prepared by Cascade Surveying & Engineering, Inc. needs to be expanded upon in order to allow review of the drainage calculations and design of infiltration-facilities, The following information should be included: 1. The design of infiltration facilities should be in accordance with the Department of Ecology's Stoernwafer Management Manuel for the Puget Sound Basin, Section III-3. The following issues should be addresses: Backup calculations and assumptions should be included in drainage report. It is unclear what equations, areas, etc, were used to determine the sizing of the infiltration swale. Stormwater for the 6 month, 24 hour storm must always be treated prior to infiltration. This reduces the problem of clogging of soils used for infiltration, and contamination of ground water. Darcy's Lew approach is recommended for sizing of infiltration facility. This method uses a safety factor of 2 for the infiltration rate, Thus if field test indicate a percolation rate of 7 minutes per inch, then the design value should be 14 minutes per inch. The analysis must demonstrate that the infiltration facility will completely percolate within 48 hours for a 100 year design storm. More information is needed to determine if soils meet DOE requirements such as cation exchange capacity, depth to water table, proximity to drinking water wells, date and by whom the soils logs were completed. Overflow route must be identified in the event that the basin capacity is exceeded. One foot of freeboard is recommended on Swale. Erosion protection is recommended at inflow point. t �, I i% w AUG 25 '95 15:44 HCG 206 724--0816 P.4 Crest Northwest Site Improvements City of Arlington - Construction schedule should be prepared and should discuss construction methods addressing effects of work sequence, techniques, and equipment employed during construction. Infiltration facilities should not be constructed until after site construction has finished and site has been properly stabilized with permanent erosion control practices. Care should be given not to compact soils during construction. Maintenance plan should be prepared. 2. The City of Arlington Stormwater Management Ordinance requires the preparation of an Erosion and Sediment Control Plan, This needs to be prepared and submitted, 3. The report refers to the potential for 591h Avenue NE to be improved. flans do not show how this drainage will be treated or routed to the infiltration swales. I recommend using a different drainage system for the road and site runoff. 4. Water may back up in the lot area at Catch basin#2 before the grass lined swaie is at design capacity with a 2.0 foot minimum design depth. Should submit backwater calculations for catch basins. 5. Include the unimproved lot in the drainage calculations. Although the runoff is the same as pre-developed conditions if this area is left ungraded and uncompacted, this water must be treated before being released to remove all contaminants. Show on plans how this holding yard areas will be treated. G. Plan shows storm pipe as Ductile Iron with 1 foot of cover. The adequacy of this cover needs to be address based on the proposed use of the site. 7. Due to nature of proposed use of site, I recommend that all runoff pass through oil&vater separator. Show detail of oil I water separator on plans. Provide maintenance plan for facility. B. Permanent Source Control BMPs should be addressed for all land use activities to occur on the developed site, 2 AUG 25 '95 15:46 BCG 206 734-0816 P. 1 IF Crest Northwest Site Improvements City of Arlington 9. Any offsite water entering the site will affect the sizing of the treatment and infiltration facilities. This needs to be addressed in the drainage calculations. 10. The grass lined Swale on the southern property line has a bottom elevation of 128,45. Existing ground elevations appear-to be 128.95 at the low point. This does not allow for the 2 foot minimum Swale depth as shown on the plans. This needs to be addressed in the design of the site. 3 AUG 25 '95 15:46 ECG 206 734-081G P.2 Crest Northwest.Site Improvements City of Arlington ROADWAYS Below are the roadway and civil site comments on the above referenced site: 1. No improvements are shown on 59th Avenue NE. Arlington's Construction Standards and Specifications require a 40' wide roadway for an arterial/industrial roadway section. I recommend widening 59th 29 from centerline (half street improvements) and using curb, gutter, sidewalk and 3' planter strip as shown in Standard Plan R2. 2. What is the R1W width on 59th? Show and label on plans. (toad R/W on 59th scales 25'which doesn't meet Arlington's standards. The standards require a 30' (half street) R/W plus a 10' utility easement adjacent to it. 3. Fence limits are unclear on the plans. Show limits and details of fence on the plans. Fence should be 8' high site obscuring around the whole site. In addition, no auto hulks shall be visible from adjacent properties. 4. Gate for north storage lot is not shown on the plans. This gate should be located across from the Airport entrance for safety reasons. Show airport entrance on plans along with other existing improvements within the limits of the project, including improvements on the west side of 59th. 5. No improvements are shown for the north storage lot. This lot should have a minimum of gravel on it to eliminate it from turning into a mud hole during the winter months. It should be graded to drain so runoff can be treated. 6. No pavement section for parking lot is shown on the plans. Pavement section should be based on the proposed use of the site. I am assuming heavy trucks will be using this parking lot. 7. provide interior road layout for alleys in the north storage lot. 8. Show limits of landscaping. 9. Give enough information on the plans so a contractor can layout and construct the site. 4 •c y _ I ' I AUG 25 '95 15:47 BCG 206`724-081G F.3 A Crest Northwest Site Improvements City of Arlington COST E.SJIMAIE The submitted cost estimate is incomplete and needs to be resubmitted. The cost estimate is quite low because it is missing the following items: 1. Asphalt Class "B"for parking lot 2. CSTC for asphalt base. 3. Gravel Base for asphalt base, sales lot and unimproved north lot. 4. Monitoring Well 5. Landscaping including all fences, trees and grass for infiltration Swale. In addition, the cost estimate, along with the plans for 59th Avenue NB improvements will need to be completed and submitted to the Public Works Department for review. The cost estimate should be in bid form including the following: a) Bid Item b) Total Quantity c) Cost per Unit d) Total Cost per Item All backup sheets should be included to assist in reviewing the cost estimate. This will save review time and thus save money for the developer, 5 '4 MEMORANDUM Date: March 24, 1995 From: Steve Peiffle, City Attorney To: Dave Anderson Subject: Campbell/Nelson Wrecking Yard I have reviewed the materials given to me concerning the above project . It appears that the site is located in the Industrial zone governed by AMC 20 . 12 . AMC 20 . 12 allows as an Industrial use warehousing and repair, remanufacturing and sales of large trucks, buses or heavy equipment . Secondary uses which are permitted include outside storage and retail sales . This may only be considered a conditional use if it is a "substantial impact facility" defined under AMC 20 . 27 . However, the facility as described does not fit into the description of a "solid waste facility" in AMC 20 . 02 . 377, or any other description within the "substantial impact facility" in AMC 20 . 02 .407 . As I see it, the major issue here is that the primary use of the 5 acre site would appear to be outside storage, which is a secondary use instead of a primary use . On the other hand, it is clear that, to the extent we would permit this type of use, it should be in the industrial zone (no other zone has any use similar to this one) . Based on the above, I believe this project is consistent with the zoning requirements of the Industrial zone . I � , r � CITY OF ARLINGTON ` DEPARTMENT OF COMMUNITY DEVELOPMENT PRESUBMITTAL CONFERENCE REVIEW FORM THIS BOX IS FOR CITY USE ONLY NOTICE TO DCD COUNTER STAFF AND PERMIT APPLICANT: THIS REVIEW IS GOOD FOR 90 DAYS FROM PREPARATION DATE. [ ] No environmental checklist [ ] Environmental checklist required [ ] This form must be submitted with the application [ ] A written mitigation offer must be submitted [ ] A traffic study must be submitted with the application-4 copies. [ ] Supplemental traffic information must be submitted with the application: [ ] Dist. Map [ ] Trip Gen. [ ] Other: [ ] A traffic study is not required. [ ] A Master Permit Fee of$ must be paid. [ ] A Development Application Review Fee is not required. [ ] In accordance with AMC 20.23.030, a deposit of$ shall be deposited within 20 days with the City of Arlington for estimated expenses. Direct expenses as defried in Arlington Municiipal Code are for the cost of engineering, lega, or other consultants not employees of the City of Arlington, or other direct expenses related to review of applications, including costs of publication of public hearing and other legal notices, SEPA review, postage, and standard reprographic charges. 1. DATE: 2. Section Township Range 3. APPLICANT/CONTACT: 4. OWNER: r ,� 5. NAME OF DEVELOPMENT: 6. TYPE OF DEVELOPMENT: / r 7. LOCATION OF SITE: 8. COMPREHENSIVE PLVNING AREA: URBAN BOUNDARY: ES [ ] NO CITY OF ARLINGTON DATE APPLICANT/REPRESENTATIVE DATE \wp51\sherri\Presubmi TRANSPORTATION 9. BASED ON INFORMATION PROVIDED BY THE APPLICANT AT THE PRESUBMITTAL CONFERENCE FOR THE PROPOSED DEVELOPMENT, THE FOLLOWING TRAFFIC IMPACTS HAVE BEEN IDENTIFIED AND WILL REQUIRE MITIGATION. IF ADDITIONAL INFORMATION IS NEEDED TO DETERMINE IMPACT MITIGATION REQUIREMENTS,IT WILL BE INDICATED BELOW. TRAFFIC STUDY REQUIRED [ ] YES *NO FUTURE CAPACITY: —Ire G� r ru �- LEVEL OF SERVICE (LOS): /J N .,fT, INADEQUATE ROAD CONDITION (IRC): FRONTAGE IMPROVEMENTS: q a RIGHT-OF-WAY: 10. PARKS A- ii. FIRE: P ► f ! e. 1-2 12. SEWER: l 'p`, 0-1 13. WATER w 14. STORM DRAINAGE BASED ON INFORMATION PROVIDED BY THE APPLICANT AT THE PRESUBMITTAL CONFERENCE FOR THE PROPOSED DEVELOPMENT, THE FOLLOWING TRAFFIC IMPACTS HAVE BEEN IDENTIFIED AND WILL REQUIRE MITIGATION. IF ADDITIONAL INFORMATION IS NEEDED TO DETERMINE IMPACT MITIGATION WILL BE INDICATED BELOW. /- D ONSITE: �Y`[G�, I C- Y�U�U- OFFSITE: e C"L REGIONAL: - - - - - - - - - - - - - - - WATER QUALITY: 0 1 1 / \wp5l\sherri\Presubmi 1 � . ` . _ h • l f t .� � � r i 50E20 25/80C 1:12 J4349FEF 2 Load Case no. 1 : DEAD LOAD Load All.Sections : Member Self Weight Load Joint no. 1 : -2.96 kips Vertical Load Joint no. 1 : -0.03 k-ft Moment Load Sec. no. 3 : -0.06 klf to -0.06 klf at 90.00 deg. Load Sec. no. 6 : -0.06 klf to -0.06 klf at 90.00 deg. Load Joint no. 7 : -0.06 kips Vertical Load Joint no. 7 : 0.03 k-ft Moment Load Case no. 2 : LIVE LOAD Load Joint no. I : -25.00 kips Vertical Load Joint no. 1 -0.38 k-ft Moment Load Sec. no. 3 : -0.75 klf to -0.75 klf at 90.00 deg. Load Sec. no. 6 : -0.75 klf to -0.75 klf at 90.00 deg. Load Joint no. 7 : -0.75 kips Vertical Load Joint no. 7 : 0.38 k-ft Moment Load Case no. 3 : WIND LOAD : PRESSURE Load Sec. no. 2 : 0.45 klf to 0.45 klf at 0.00 deg. Load Sec. no. 5 : 0.37 klf to 0.37 klf at 0.00 deg. Load Sec. no. 8 : 0.20 klf to 0.20 klf at 0.00 deg. Load Case no. 4 : WIND LOAD : SUCTION Load Sec. no. 2 : -0.28 klf to -0.28 klf at 0.00 deg. Load Sec. no. 5 : -0.23 klf to -0.23 klf at 0.00 deg. Load Sec. no. 8 : -0.12 klf to -0.12 klf at 0.00 deg. Load Case no. 5 : WIND LOAD : UPLIFT Load Joint no. 1 7.60 kips Vertical Load Joint no. 1 0.20 k-ft Moment Load Sec. no. 3 : 0.39 klf to 0.39 klf at 90.00 deg. Load Sec. no. 6 : 0.39 klf to 0.39 klf at 90.00 deg. Load Joint no. 7 : 0.39 kips Vertical Load Joint no. 7 : -0.20 k-ft Moment Load Combinations : Load Combination no. 1 : DL + LL + Load Case no. I X 1.00 + Load Case no. 2 X 1.00 Load Combination no. 2 : DL + 1/2 LL + WLP t + Load Case no. I X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 3 X 1.00 Load Combination no. 3 : DL + 1/2 LL + WLS + Load Case no. 1 X 1.00 50E20 25/80C 1:12 J4349FEF 3 + Load Case no. 2 X 0.50 + Load Case no. 4 X 1.00 Load Combination no. 4 : DL + UPLIFT f + Load Case no. 1 X 1.00 + Load Case no. 5 X 1.00 50E20 25/80C 1:12 J4349FEF 4 Member Data : ---------------------------------------------------------------------------------------------------------------------------- ----- Initial End ----- ---- Terminal End ----- Sec. Left Flg. 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 1B.30 F 3 001 1.00 0.00 F 18.30 0.4000 6.50 0.4000 6.50 0.2450 7.93 7.93 10.30 18.30 3 1 Oil 1.00 18.31 F 4 111 25.00 20.31 F 24.08 0.3800 6.49 0.3800 6.49 0.2300 12.22 12.22 5.00 5.00 5 5 Oil 25.00 20.30 F 6 001 25.00 0.00 F 20.30 0.4000 6.50 0.4000 6.50 0.2450 7.93 7.93 20.30 20.30 6 4 111 25.00 20.31 P 7 111 49.00 18.31 F 24.08 0.3800 6.49 0.3800 6.49 0.2300 12.22 12.22 5.00 5.00 8 B Oil 49.00 IB.30 F 9 001 49.00 0.00 F 10.30 0.3850 6.73 0.3050 6.73 0.2700 13.64 13.84 1B.30 1B.30 ---------------------------------------------------------------------------------------------------------------------------- X 2.00 219.71 X 5.00 243.71 X 8.00 219.71 5OE20 25/80C 1:12 J4349FEF 5 Maximum Combined Stress Ratios ------------------------------------------------------------------------------------------------------------------- Member Forces Member Stresses Allowable Stresses Unity Check Max. Sec. Load Shear Axial Bending Shear Axial Bending Atial Bending Components Comb No. Coo. 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 -21.22 -1B.81 0.00 -3.06 11.03 -11.03 IO.B7 36.00 23.87 -0.2B 0.33 -0.49 -0.77 3.01 1 -0.02 -0.00 59.99 -0.01 -0.00 -21.80 21.80 21.47 27.00 27.00 -0.00 -0.81 0.81 -0.81 5.01 2 0.00 -11.20 -19.2B 0.00 -1.62 11.31 -11.31 8.B3 36.00 21.52 -0.18 0.33 -0.55 -0.73 6.01 1 0.02 -0.00 59.98 0.01 -0.00 -21.80 21.80 21.47 27.00 27.00 -0.00 -0.81 0.81 -0.81 8.01 2 0.00 -6.25 -B.16 0.00 -0.72 2.38 -2.38 9.29 36.00 14.47 -0.00 0.07 -0.16 -0.24 -------------------------------------------------------------------------------------------------------------------- k 5OE20 25/80C 1:12 14349FEF 6 Maximum Negative Displacements and Reactions ----------------------------------------------------------------------------------------------------------- Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) CON, (in) CON. (rad) CON. (kip) Coo. (kip) CON. (k-ft) Coo. ---------------------------------------------------------------__---------------------------------------------- 1 0.0000 0 -0.0417 1 -0.0044 4 2 0,0000 0 -0.0417 1 -0.0071 2 3 0.0000 0 0.0000 0 -0.0044 3 -2.57 3 -38.44 1 0.00 0 4 -0.0014 1 -0.0245 1 -0.0120 1 5 0.0000 0 -0.0245 1 -0.0080 2 6 0.0000 0 0.0000 0 -0.0050 3 -2.37 3 -20.51 1 0.00 0 7 -0.0004 4 -0.0097 1 -0.0120 1 8 0.0000 0 -0.0097 1 -0.0009 2 9 0.0000 0 0.0000 0 -0.0005 3 -1.12 3 -11.40 1 0.00 0 -------------------------------------------------------------------------------------------------------------- 50E20 25/80C 1:12 J4349FEF 7 Maximum Positive Displacements and Reactions ------------------------------------------------------------------------------------------------------------ Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Coo. (in) Cox. (rad) CON. (kip) Coo. (kip) Coo. (k-ft) Coo, ---------------------------------------------------------------------------------------------------------- 1 0.0000 0 0.0089 4 0.0118 1 2 0.0000 0 0.0009 4 0,0044 3 3 0.0000 0 0.0000 0 0.0071 2 4.11 2 7.90 4 0.00 0 4 0.0000 0 0.0006 4 0,0044 4 5 0.0000 0 0.0086 4 0.0050 3 6 0.0000 0 0.0000 0 0.0000 2 3.80 2 6.88 4 0.00 0 7 0.0000 0 0.0033 4 0.0044 4 8 0.0000 0 0.0033 4 0.0005 3 9 0.0000 0 0.0000 0 0.0009 2 1.78 2 3.49 4 0.00 0 ---------------------------------------------------------------------------------------------------------- 50E20 25/80C 1:12 ` �,� 6 L�q( 6r�e_ )4-c J4349FEF 8 Shear Stiffener Spacing ----------------------------------------------------------------------------------------------------------------- Sec. No. Lth. Load Point Point Point Point Point Point Point Point Point Point No. Ele, (in) CON. .00 .01 .02 .03 .04 .05 .06 .07 .08 .09 ----------------------------------------------------------------------------------------------------------------- 2 2 219.60 all none required 3 2 288.96 all none required 5 2 243.60 all none required 6 2 288.96 all none required 8 2 219.60 all none required ----------------------------------------------------------------------------------------------------------------- v 50E20 25/80C 1:12 J4349FEF 9 Reaction Summary Coe. it. 3 it. 6 it. 9 Horiz. 1 0.00 0.00 0.00 Vert. 1 -3B.44 -20.51 -11.40 Rota. 1 0.00 0.00 0.00 Horiz. 2 4.11 3.80 1.78 Vert. 2 -21.43 -11.52 -6.52 Rota. 2 0.00 0.00 0.00 Horiz. 3 -2.57 -2.37 -1.12 Vert. 3 -21.43 -11.52 -6.52 Rota. 3 0.00 0.00 0.00 Horiz. 4 0.00 0.00 0.00 Vert. 4 7.90 6.88 3.48 Rota. 4 0.00 0.00 0.00 Report Complete r x �� i M J4349FCD I 4B : BASE PLATE : Joint 3 Column Reactions Maximum Vertical = 38.44 kip Maximum Horizontal = 4.11 kip t Maximum Uplift = 7.90 kip f Member plate sizes : Left flange thickness = 3/9' Left flange width = 6-1/2' Right flange thickness = 3/8' Right flange width = 6-1/2' Web thickness = 1/4' Member depth = 7-15/164 (2) Bolt base plate : Use 8-1/2' 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 = 1/4' S.F. Note: Forces that are followed by an f are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by I/3. .3102094 4 i �� i i J4349FCD 2 0 : BASE PLATE : Joint 6 Column Reactions Maximum Vertical = 20.51 kip Maximum Horizontal = 3.80 kip t Maximum Uplift = 6.88 kip t 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 8-1/2' x 7" x 3/8' Base plate Use (2) 3/4' diam. A-36 bolts Use 4" Y - Sage 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 f are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. .2701571 4 a, �` w►Zx ZxZ� 2J � N � m Ll Q�moo` k < Q 'b Lo C / I A5Z5 BOt.-r5 325 Bot.-rs A3Z5 F5ot-7rs /ABZC.? BOLTS gX GAP Pt.. GAP PL.. END PL. END PL. 4-1 ABLE, BOLTS i - CiOL.l.lO. BASE PL. I �o{zT�L 3ZS BOL.-rs A3Z5 BoLTs LAP PL . X L �C,jP PL. i i r. !. I M BRACE CABLES FASTENERS RATED 0 BREAKING STRENGTH A14D 0::Y.. ALLOWABLE r LOAD OF EHS CABLE ( KIPS ) BRACE EYE BRACE GRIP EYE Bo T SINEAIClI W-S MEA HEX NUT V/►11M. LAT $ lZE STFt. ALLOW. 51ZE REO'D I/4' 5/16' 3/8' 7/16- 1/2' 5/8' 3/4` 7/8' SIZE REO'CISIZE REOb SIZE REO'D 1/4 6,65 3.325 60110 60110 5/1 6 11.20 5.60 3/B 15.40 7.70 60110 7/!b 20.Sn l0.40 60112 ?� .3 ?% v`; ��; ,= 3/4' 6 0112 7/8' 7/8' 7/e' I/2 2b.9C� 13.45 2.•.r77Cx -�'Z. r Sstr.ct,Gxlr 11-0 S•^1-SIZE TCP- �' rJ R/�GC E1C Hrs...cc. G-21a� a N UAUtJGH Cs.e, :E• --cc)"i j. 1�1•T•S• NC glLn� w^-- { ET C S o r BQKc c- Ba,+ct G 4iP =6 Rr,c<:EYE ��,A�1-.>~�._C c�,.�►J.—--- ).i _�1 RAFTER CABLECor.iuC-��vE t4 T.5 1 � Ci.naE J O EYc 8o T � Scr.r SvHe tKnL HcL..ce G cap v� C..c�s CP:al:a= � RiOGE �7:5. I' �: �1 I 5:1 ALLOWABLE LOADS IN ROD BRACING (A-307 or A-36) STEEL ROD DIAMETER ALLOWABLE LOAD (KIPS) fq�lS E with 4/3 increas )AY ) ROD t•/9" 2. 81 2.67 1/2" 5. 00 4.69 C .4aLt 7. 83 1 11 . 25 11.5.6 3�/6" ylEB 7/S" 15. 3 1 16.00 114- 1 " 2-0. 00 20.67 1 G!! 1 1/8" 25.-.1 25.78 5//6" Wc--a 1 1/4 31.25 33-75 SI/60 WE8 - OK 1 L/B" �•-7. 25 �•C3.67 vs� 1 1:'2" 45. 00 46.67 Ov G 1 5/8" 52. 82 54.44 J y-- Norte : WS-Q RF/.VF• f� JPEQ. LVfIF�Y SY68 TN/Ch.VES /,S L�SST.S/A1J �111, f2rd. !/S.E (2) J.VCjV FdG�" /ST/JiIiCE e �DG6' pF- c�OTS Ell �l F / I 'yt/FO) L' A I 1 M I T> - / �F 5 = 3 C ► _Z Z (, oo4) 30 (so+so) Z . Vo L / E,J e-, G L I V s = o, (pZ - Vw= 3, (41" .4— NNNNNN ,� �8 g 1D JfL / To �r� � �L� 2 7, Z��2Z.�z¢) 4 (,7 f- 1, -,Do¢�Z� (,301- ►l �js� X, GO' SAD G - VS= ,''�( 1_Z_15 (.00+) So x-?C> u�, z , 0`&��(l,14)C1 ; 3� Zo+ZZ;o�3 Ib� aU� X So' \413= ,o l(o J� ��3). 1, '.� � J -7.7-l (� �7Y � .� -rb r�.4,y :, S�totA t.� 7 27 �,,�, oC.s 3� 12A4 7S) f7,Z7 (ZS) 7`50' ZZ,wZ cpX-3 G� I ,, I I ,0/63g 3 ( /ot /z,vR�) zs , 3,3� 116 r �z ,' z9��) z 3,46 rJs� ��y s �1gcC @ 6L,a. 5 r ZA as<a`<a aao�a ,� q,13 �o,�� (�sG 3/�.� � P3�o �� Cat✓ „ m B a i 14( 3G JP�,>✓�• -33(Z/2q)+ 2,5( �4,1'1 4c - 4.4- + 1.31 + 0(C,38 ,o04- !?-,o+ z�x 15� - ► 3�3 "t::,L + , OZq ( /5) ZS/Z L)�1, 1,Z 710643 Z-Yz IS) Z 3A-S Co-el (� L /0 , fir✓.� -�-/zr �3o) wLP �5� Go, �, oN C�c, 1 I ces b ZIoi632 7-, 004-3 '� C I fffffff#fffffffffffffff#ff####f f f # Truss - T Structures Inc. f f f 2100 N. Pacific Highway f f f f Woodburn, Oregon 97071 f # f f Phone 503-981-9581 # # f ffffff#f#ffffffffff#ffff#ffffff File Name . : ,J4349POR Frame Title : PORTAL FRAME Prepared by : PF 08-07-95 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 i I i I I PORTAL FRAME J4349POR 2 Load Case no. 1 : SEC WT (1) Load All Sections Member Self Weight Load Case no. 2 : EW DL + LL (2) Load Joint no. 3 : -5.44 kips Vertical Load Joint no. 6 : -10.80 kips Vertical Load Case no. 3 : EW DL + LL/2 (3) Load Joint no. 3 : -3.28 kips Vertical Load Joint no. 6 : -6.56 kips Vertical Load Case no. 4 : EW WLP (4) Load Sec. no. 1 0.30 klf to 0.30 klf at 0.00 deg. Load Joint no. 3 : -1.90 kips Horizontal Load Case no. 5 : EW + LPL (5) Load Joint no. 3 : 3.45 kips Vertical Load Joint no. 6 : 5.15 kips Vertical Load Case no. 6 : PORTAL LOAD (6) Load Joint no. 3 : 6.33 kips Horizontal 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 + WL { + Load Case no. 1 X 1.00 + Load Case no. 4 X 1.00 + Load Case no. 5 X 1.00 + Load Case no. 6 X 1.00 Load Combination no. 3 : OL - WL f + Load Case no. 1 X 1.00 + Load Case no. 4 X -1.00 + Load Case no. 5 X 1.00 + Load Case no. 6 X -1.00 Load Combination no. 4 : DL + LL/2 + WL t + Load Case no. 1 X 1.00 + Load Case no. 3 X 1.00 + Load Case no. 4 X 1.00 + Load Case no. 5 X 1.00 + Load Case no. 6 X 1.00 �� 7 1 } 1 I PORTAL FRAME J4349POR 3 Load Combination no. 5 : DL + LL/2 - WL f + Load Case no. 1 X 1.00 + Load Case no. 3 X 1.00 + Load Case no. 4 X -1.00 + Load Case no. 5 X 1.00 + Load Case no. 6 X -1.00 PORTAL FRAME J4349POR 4 Member Data ---------------------------------------------------------------------------------------------------------------------------- ----- Initial End ----- ---- Terminal End ----- Sec. Left Flg. Right Flg. Web Sec. Depth Bracinq Sec. Jt. Jt. COOT. E Jt. Jt. COOT. 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 0.00 1B.50 F iB.50 0.3B50 6.73 0.3B50 6.73 0.2700 13.94 13.04 10.50 IB.50 4 4 111 0.50 19.00 F 5 111 18.50 19.00 F 18.00 0.4350 7.96 0.4350 7.96 0.2900 9.73 9.73 18.00 18.00 7 7 111 29.00 10.50 F 8 001 29.00 0.00 F 18.50 0.3B50 6.73 0.3B50 6.73 0.2700 13.84 13.84 18.50 18.50 ---------------------------------------------------------------------------------------------------------------------------- C 1.00 1.75 C 1.01 1.75 C 1.02 1.75 C 1.03 1.75 C 4.00 2.30 C 4.01 2.30 C 4.02 2.30 C 4.03 2.30 C 7.00 1.75 C 7.01 1.75 C 7.02 1.75 C 7.03 1.75 PORTAL FRAME J4349POR 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. Coo. 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 5 0.87 -5.00 -68.01 0.25 -0.57 19.83 -19.93 9.OB 36.00 23.B5 -0.06 0.55 -0.03 -0.89 4.00 3 -5.14 3.56 -65.87 -2.00 0.37 23.10 -23.10 36.00 36.00 36.00 0.01 0.64 -0.64 0.65 7.00 4 -3.75 -6.58 -69.32 -1.06 -0.76 20.21 -20.21 9.4B 36.00 23.B5 -0.OB 0.56 -0.05 -0.93 -------------------------------------------------------------------------------------------------------------------- PORTAL FRAME J4349POR 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 -0.0234 3 -6.48 3 -6.47 1 0.00 0 2 -4.0724 3 -0.0054 1 -0.0096 3 3 -4.1284 3 -0.0056 1 -0.0090 3 4 -4.1283 3 -0.0500 4 -O.00BO 3 5 -4.1255 3 -0.2996 5 -0.0038 2 6 -4.1239 3 -0.0105 1 -0.0106 3 7 -4.0584 3 -0.0102 1 -0.0112 3 8 0.0000 0 0.0000 0 -0.0218 3 -3.56 3 -11.91 1 0.00 0 ----------------------------------------------------------------------------------------------------------- 1'r F I 1 �I I PORTAL FRAME J4349POR 7 Maximum Positive Displacements and Reactions ------------------------------------------------------------------------------------------------------------- Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Coe. (in) Com. (rad) Col. (kip) Com. (kip) Com. (k-ft) Com. ----------------------------------------------------------------------------------------------------------- 1 0.0000 0 0.0000 0 0.0232 2 6.29 2 7.11 2 0.00 0 2 4.0702 4 0.0065 2 0.0100 2 3 4.1285 4 0.0067 2 0.0094 2 4 4.1285 4 0.0494 3 0.0085 2 5 4.1255 4 0.2332 2 0.0034 3 6 4.1230 4 0.0002 3 0.0102 2 7 4.0606 4 0.0080 3 0.0100 2 8 0.0000 0 0.0000 0 0.0220 2 3.75 2 8.81 3 0.00 0 ----------------------------------------------------------------------------------------------------------- PORTAL FRAME J4349PDR 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 3 222.00 all none required 4 3 216.00 all none required 7 3 222.00 all none required -------------------------------------------------------------------------------------------------------------------- �. ... I I PORTAL FRAME J4349POR 9 Reaction Summary CON. it. 1 it. 8 Horiz. 1 -0.10 0.10 Vert. 1 -6.47 -11.91 Rota. 1 0.00 0.00 Horiz. 2 6.29 3.75 Vert. 2 7.11 -0.57 Rota. 2 0.00 0.00 Horiz. 3 -6.48 -3.56 Vert. 3 -2.27 8.81 Rota. 3 0.00 0.00 Horiz. 4 6.29 3.75 Vert. 4 3.83 -7.13 Rota. 4 0.00 0.00 Horiz. 5 -6.48 -3.56 Vert. 5 -5.55 2.25 Rota. 5 0.00 0.00 Report Complete a� I �,; J4349PCD 1 40 : BASE PLATE : Joint 1 Column Reactions Maximum Vertical = 6.47 kip Maximum Horizontal = 6.4B kip t Maximum Uplift = 7.11 kip f Member plate sizes : Left flange thickness = 3/8' Left flange width = 6-3/4' Right flange thickness = 3/8' Right flange width = 6-3/4' Web thickness = 1/4' Member depth = 13-13/16" (2) Bolt base plate : Use 14-1/2" 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 = 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. .55296 2 i r J4349PCD 2 3M : MOMENT CONNECTION : Joint 2 L Applied forces : Maximum negative moment = 68.01 kip ft Associated axial force = -1.72 kip Associated shear force = 0.87 kip t Maximum positive moment = 64.49 kip ft t Associated axial force = 7.66 kip Associated shear force = -0.68 kip t Maximum shear = 0.87 kip f Member plate sizes : Left flange thickness = 3/8' Left flange width = 6-3/4' Right flange thickness = 3/8' Right flange width = 6-3/4' Web thickness = 1/4' Member depth = 13-13/16' 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. Standard End Plate = 3/4' x 7' Web Weld = 1/4' D.F. x 2' Note: Forces that are followed by an t are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. 1.010401 2 0 c J4349PCD 3 3M : MOMENT CONNECTION : Joint 7 R Applied forces : Maximum negative moment = 69.32 kip ft Associated axial force = -0.02 kip Associated shear force = -3.75 kip f Maximum positive moment = 65.80 kip ft f Associated axial force = 9.36 kip t Associated shear force = 3.56 kip t Maximum shear = 3.75 kip f Member plate sizes : Left flange thickness = 3/8" Left flange width = 6-3/4" Right flange thickness = 3/8' Right flange width = 6-3/4' Web thickness = 1/4' Member depth 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. Standard End Plate = 3/4' x 7' Web Weld = 1/4" D.F. x 2" Note: Forces that are followed by an f are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. 1.05225 -1 r e• f J4349PCD 4 4B : BASE PLATE : Joint 8 Column Reactions Maximum Vertical = 11.91 kip Maximum Horizontal = 3.75 kip a Maximum Uplift = 8.81 kip t Member plate sizes : Left flange thickness = 3/8' Left flange width = 6-3/4' Right flange thickness = 3/8' Right flange width = 6-3/4' Web thickness = 1/4' Member depth = 13-13/16' (2) Bolt base plate : Use 14-1/2' 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 = 1/4' S.F. Note: Forces that are followed by an f are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. .45654 3 .Toc3 rjo. J4---7, o PORTAL-/ FRAME 3 w�ox33 s a O cn o x 3I � GONN. rt -I I 1. I �4 goTH F1.5 Typ. Al' I \ Al ao VT3 II II /¢x 7 6-0�jnl. AZ WL -5 ►�� ,fig 3/ �'if 1(p 4" .�5 6A5E rt $ ni 1 T s f f##f#}#f##fffff##f#fff######fff } } f Truss - T Structures Inc. } # f # 2100 N. Pacific Highway f f # f Woodburn, Oregon 97071 # # f f Phone 503-901-9581 # � f #f#ffff#fffffffff#fff#fffffffff File Name : J4349ASD Frame Title : 50C-20-30 25/80C 1:12 Prepared by : CGF 08-02-95 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 = 50.00 ft. Bay Spacing = 30.00 ft. Span Width(s) (ft.) = 50.00 Column Base Elevations (ft.) = 0.00 0.00 Left Eave Height = 20.00 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 = 20.00 ft. Left Girt Depth = B.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 p t 50C-20-30 25/80C 1:12 J4349ASD 2 Load Cases : Load Case No. 1 : Dead Load = 2.00 psf + Frame Weight Load Case No. 2 : Live Load = 25.00 psf Load Case No. 3 : Wind Left = 16.38 psf CgCe = 0.90 X 1.13 for Member no. 1 CgCe = 0.70 X 1.14 for Member no. 2 CgCe = 0.70 X 1.14 for Member no. 3 CgCe = 0.50 X 1.14 for Member no. 4 Load Case No. 4 : Wind Right = 16.38 psf CgCe = -0.50 X 1.14 for Member no. 1 CgCe = 0.70 X 1.14 for Member no. 2 CgCe = 0.70 X 1.14 for Member no. 3 CgCe = -0.80 X 1.13 for Member no. 4 Load Case no. 5 : LT DL + LL(5) Load Joint no. 9 : -21.03 kips Vertical Load Case no. 6 : LT DL + LL + SD(6) Load Joint no. 9 : -27.18 kips Vertical Load Case no. 7 : LT DL + LL/2 + WLP DR WLS Load Joint no. 9 : -11.75 kips Vertical Load Case no. 8 : LT DL + UPL(B) Load Joint no. 9 : 7.15 kips Vertical 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. 5 X 1.00 Load Combination no. 2 : DL + LL + SD + Load Case no. I X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 6 X 1.00 Load Combination no. 3 : DL + WLL + Load Case no. 1 X 1.00 + Load Case no. 3 X 1.00 + Load Case no. 8 X 1.00 50C-20-30 25/80C 1:12 J4349ASD 3 Load Combination no. 4 : DL + 1/2 LL + WLL } + Load Case no. 1 X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 3 X 1.00 + Load Case no. 7 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 0.50 + Load Case no. 5 X 1.00 + Load Case no. 8 X 0.50 Load Combination no. 6 : DL + WLR t + Load Case no. 1 X 1.00 + Load Case no. 4 X 1.00 + Load Case no. 8 X 1.00 Load Combination no. 7 : DL + 1/2 LL + WLR f + Load Case no. 1 X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 4 X 1.00 + Load Case no. 7 X 1.00 Load Combination no. 8 : DL + LL + 1/2 WLR f + Load Case no. I X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 4 X 0.50 + Load Case no. 5 X 1.00 + Load Case no. 8 X 0.50 50C-20-30 25/BOC 1:12 J4349ASD 4 Member Data : ---------------------------------------------------------------------------------------------------------------------------- ----- Initial End ----- ---- Terminal End ----- Sec. Left Flg. Right Flg. Web Web Depth Bracing Sec. Jt. Jt. COOT. E Jt. Jt. COOT. 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) ---------------------------------------------------------------------------------------------------------------------------- I 1 001 1.07 0.00 F 2 111 1.91 17.47 F 17.49 0.3750 6.00 0.3750 8.00 O.1B75 B.00 27.00 17.49 17.49 4 4 111 2.86 18.46 F 5 111 25.00 20.31 F 22.21 0.2500 6.00 0.2500 6.00 O.1B75 24.00 24.00 5.00 5.00 5 5 111 25.00 20.31 F 6 111 47.15 18.46 F 22.22 0.2500 6.00 0.2500 6.00 O.1B75 24.00 24.00 5.00 5.00 8 8 111 48.09 17.45 F 9 111 48.22 14.50 F 2.96 0.3750 6.00 0.3750 8.00 0.1875 27.00 24.00 7.50 7.50 9 9 111 40.22 14.50 F 10 001 4B.93 0.00 F 14.52 0.3750 6.00 0.3750 8.00 0.1875 24.00 8.00 14.52 14.52 ---------------------------------------------------------------------------------------------------------------------------- C 1.00 1.75 C 1.01 1.75 C 1.02 1.75 C 1.03 1.75 C 1.04 1.75 C 9.00 1.75 C 9.01 1.75 C 9.02 1.75 C 9.03 1.75 ,E! ��• 1 i� 5OC-20-30 25/80C 1:12 J4349ASD 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 ------------------------------------------------------------------------------------------------------------------------- 1.04 2 6.07 -21.69 -119.02 1.36 -2.10 16.69 -14.46 7.49 30.00 23.62 -0.28 0.57 -0.63 -0.91 4.00 2 -18.18 -9.44 -110.64 -4.04 -1.16 24.75 -24.75 22.90 30.00 30.00 -0.05 0.83 -0.83 -0.89 5.05 1 17.49 -9.26 -95.11 3.09 -1.24 21.20 -21.28 22.90 30.00 30.00 -0.05 0.71 -0.71 -0.76 8.00 1 -6.06 -20.88 -103.43 -1.36 -2.03 14.41 -12.48 22.62 30.00 29.07 -0.09 0.48 -0.42 -0.51 9.00 2 -5.56 -40.12 -80.56 -1.24 -4.94 13.04 -11.20 11.49 30.00 2630 -0.43 0.46 -0.45 -0.08 ------------------------------------------------------------------------------------------------------------------- 50C-20-30 25/BOC 1:12 J4349ASD 6 Maximum Negative Displacements and Reactions Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Cos. (in) Cos. (rad) Com. (kip) Cos. (kip) Cam. (k-ft) Cos. ----------------------------------------------------------------------------------------------------------- 1 0.0000 0 0.0000 0 -0.0121 7 -9.21 8 -21.84 2 0.00 0 2 -1.6388 7 -0.0712 3 -0.0052 6 3 -1.6731 7 -0.0795 4 -0.0052 6 4 -1.6835 7 -0.1089 4 -0.0050 6 5 -1.6684 7 -1.3919 1 -0.0024 3 6 -1.6730 7 -0.1297 7 -0.0054 8 7 -1.6614 7 -0.0968 7 -0.0051 8 8 -1.6239 7 -0.0051 7 -0.0050 8 9 -1.4597 7 -0.0780 7 -0.0051 7 10 0.0000 0 0.0000 0 -0.0131 6 -10.77 6 -48.20 2 0.00 0 ----------------------------------------------------------------------------------------------------------- 50C-20-30 25/80C 1:12 J4349ASD 7 Maximum Positive Displacements and Reactions ----------------------------------------------------------------------------------------------------------- Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Cam. (in) Com. (rad) Cam. (kip) Cos. (kip) Cos. (k-ft) Cos. ----------------------------------------------------------------------------------------------------------- 1 0.0000 0 0.0000 0 0.0142 3 10.75 3 10.22 3 0.00 0 2 1.6635 3 0.0742 7 0.0043 5 3 1.6039 3 0.0071 6 0.0045 5 4 1.6895 3 0.1310 6 0.0040 5 5 1.6398 3 0.5436 3 0.0024 7 6 1.6094 3 0.1440 3 0.0053 3 7 1.5932 3 0.0980 3 0.0055 3 B 1.5432 3 0.0822 3 0.0056 3 9 1.3392 3 0.0727 3 0.0060 3 10 0.0000 0 0.0000 0 0.0100 4 9.22 5 17.17 6 0.00 0 ------------------------------------------------------------------------------------------------------------ i ;a; �: 50C-20-30 25/BOC 1:12 J4349ASD 8 Shear Stiffener Spacing ------------------------------------------------------------------------------------------------------------------ Sec. No. Lth. Load Point Point Point Point Point Point Point Point Point Point No. Ele. (in) Co®. .00 .01 .02 .03 .04 .05 .06 .07 .08 .09 ----------------------------------------------------------------------------------------------------------------- 1 4 209.BB all none required 4 5 266.52 all none required 5 5 266.64 all none required 8 3 35.52 all none required 9 3 174.24 all none required ----------------------------------------------------------------------------------------------------------------- c e 5OC-20-30 25/80C 1:12 J4349ASD 9 Reaction Summary Co®. it. 1 it. 10 Horiz. 1 -7.78 7.7B Vert. 1 =21.75 -42.14 Rota. 1 0.00 0.00 Horiz. 2 -7.89 7.89 Vert. 2 -21.84 -48.20 Rota. 2 0.00 0.00 Horiz. 3 10.75 3.65 Vert. 3 10.22 11.15 Rota. 3 0.00 0.00 Horiz. 4 7.09 7.32 Vert. 4 0.57 -16.85 Rota. 4 0.00 0.00 Horiz. 5 -2.02 9.22 Vert. 5 -15.29 -35.23 Rota. 5 0.00 0.00 Horiz. 6 -3.64 -10.77 Vert. 6 4.18 17.17 Rota. 6 0.00 0.00 Horiz. 7 -7.30 -7.11 Vert. 7 -5.47 -10.93 Rota. 7 0.00 0.00 Horiz. 8 -9.21 2.00 Vert. B -18.31 -32.22 Rota. 8 0.00 0.00 Report Complete i; �t' J4349ACD 1 4B : BASE PLATE : Joint 1 Column Reactions Maximum Vertical = 21.84 kip Maximum Horizontal = 10.75 kip * Maximum Uplift = 10.22 kip Member plate sizes : Left flange thickness = 3/8' Left flange width = 6' Right flange thickness = 3/0' Right flange width = 8' Web thickness = 3/16' Web depth = 8' (2) Bolt base plate : Use 9-1/2" x 8' x 1/2' Base plate Use (2) 7/0' 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. .8071 3 .� r�. t I I J4349ACD 2 3ML : MOMENT CONNECTION : Joint 4 R Applied forces : Maximum negative moment = 110.64 kip ft Associated axial force = -9.44 kip Associated shear force = -18.18 kip Maximum positive moment = 105.23 kip ft Associated axial force = 2.83 kip Associated shear force = 9.69 kip f Maximum shear = 18.18 kip Member plate sizes : Left flange thickness = 1/4' Left flange width = 6' Right flange thickness = 1/4' Right flange width = 6' Web thickness = 3/160 Web depth = 24' End Plate Connection : Use (B) 3/4' diam. A-325 bolts Left Flange Weld = 1/4' D.F. Right Flange Weld = 1/4' D.F. Standard End Plate = 3/4' x 6' Web Weld = 3/16' D.F. x 5' Note: Forces that are followed by an t are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. 1.303309 2 � S J4349ACD 3 3MBRACE : MOMENT CONNECTION : Joint 5 L Applied forces : Maximum negative moment = 34.11 kip ft Associated axial force = 2.98 kip t Associated shear force = 2.85 kip { Maximum positive moment = B8.60 kip ft Associated axial force = -7.77 kip Associated shear force = 0.34 kip Maximum shear = 3.10 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 = 24' End Plate Connection : Use (8) 3/4' diam. A-325 bolts Left Flange Weld = 3/16' D.F. Right Flange Weld = 1/4' D.F. Standard End Plate = 3/4' x 6' Web Weld = 3/16` D.F. x 2' Note: Forces that are followed by an t are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. 1.006B18 1 w •s�. J4349ACD 4 3MBRACE : MOMENT CONNECTION : Joint 5 R Applied forces : Maximum negative moment = 33.66 kip ft f Associated axial force = 2.99 kip t Associated shear force = -2.64 kip f Maximum positive moment = BB.60 kip ft Associated axial force = -7.72 kip Associated shear force = -0.96 kip Maximum shear = 3.31 kip f 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 = 24" End Plate Connection : Use (8) 3/4' diam. A-325 bolts Left Flange Weld = 3/16' D.F. Right Flange Weld = 1/4' D.F. Standard End Plate = 3/4' x 6' Web Weld = 3/16' D.F. x 2" 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. 1.006818 1 t: I �I J4349ACD 5 3M : MOMENT CONNECTION : Joint 6 L Applied forces : Maximum negative moment = 95.11 kip ft Associated axial force = -9.26 kip Associated shear force = 17.49 kip Maximum positive moment = 101.07 kip ft Associated axial force = 2.83 kip } Associated shear force = -9.48 kip t Maximum shear = 17.49 kip Member plate sizes : Left flange thickness = 1/4' Left flange width = 6' Right flange thickness = 1/4' Right flange width = 6' Web thickness = 3/163 Web depth = 24' 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. Standard End Plate = 3/4' x 6' Web Weld = 3116' D.F. x 5" Note: Forces that are followed by an t are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. 1.150836 1 J4349ACD 6 4B : BASE PLATE : Joint 10 Column Reactions Maximum Vertical = 48.20 kip Maximum Horizontal = 10.77 kip t Maximum Uplift = 19.40 kip f Member plate sizes : Left flange thickness = 3/8' Left flange width = 6' Right flange thickness = 3/9' Right flange width = an Web thickness = 3/16' Web depth = an (2) Bolt base plate : Use 9-1/2' x B' x 5/0' Base plate Use (2) 7/8' diam. A-36 bolts Use 4' Y - Gage Left Flange Weld = 1/4' S.F. Right Flange Weld = 1/4' S.F. Web Weld = 3/16' S.F. Note: Forces that are followed by an f are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. 1.0966E 6 � �. t S O B NO. ¢S 4- Co y EJVD F�. 3/ice 3/J� S7YFF. Fes. /4 6? 3� END �. 5 � � V- 3/Ilo 3/� 1 I A-325 8 ,14Z c? A-325 BOL75 10 Y¢ COL. NO. DiAK la sr NO. BOLTS "50-7 S pLA-rE CaROUM 15. POLICE 4/, A , 16. SCHOOLS � J 17. COMMENTS/OTHER PERTINENT INFORMATION a z s CITY OF ARLINGTON DATE APPLICANT/REPRESENTATIVE DATE ` h � _. �. n 205TH &AURORA• P.O. BOX 220 • EDMONDS, WA 98020 •TELEPHONE 778-1131 /524-6660 MARCH 22 1995 City of Arlington Att: David Anderson, Building Dept, This letter is to request a determination if the proposed development of the 5 acre parcel of land located at 59th and 180 NE Quad that is zoned Industrial Park falls within the criteria for primary and secondary use. Following is a description of intended development and usage as a Auto Recycling Center.. A building of approximately 6-7000 sq. feet will be erected for the following uses. Forty percent for offices and a retail sales display area.. Thirty percent for dismantling of vehicles and thirty percent for cleaning and warehousing of removed parts. Approximately 15000 sq. ft. of the S.W. corner will be utilized as a display and sales lot for used cars. Approximately 8500 sq. ft. will be paved and used for access and customer/employee parking. The remaining area will be used for the storage of vehicles waiting to be processed. The entire area except the building frontage on 59th and 180th will be fenced with 6 to 8 ft. slatted fencing as required by state and local code. As a mater of reference we have operated a similar facility inside the city limits of Edmonds for over 15 years and have been a good resident with no complaints from neighbors or city officials. We would invite you to check with Mayor Hall of Edmonds for references. I� 1 � .� � �� ,r, _ I I page 2 In summary, we believe the intended use IE: outside and inside storage of vehicles and parts, wholesale and retail sales of parts and autos and disassembly of vehicles all fall within the scope of Primary (20.12.010) and secondary (20.12.020) usage for industrial park zoning. If you agree with this we would like to have written notification to that effect as soon as possible so we may proceed with our planning and purchase. Thank you for your consideration. Sincerely Arne W. Nelson Campbell/Nelson Volkswagen Saab Auto Wrecking • � r � _. . .i � MITIGATED DETERMINATION OF NONSIGNIFICANCE DESCRIPTION OF PROPOSAL: Construct 7500 sq. ft . Office and Storage Building with related parking and site drainage with sight obscuring fencing on a five acre parcel of land. For Auto dismantling and selling of used cars and boats . PROPONENTS : Campbell Nelson Auto Recycling 24329 Hiway 99 Edmonds, WA Location of Proposal : Site is located East of 59th Ave NE and North of 180th Street adjacent to the Arlington Airport . Arlington, Washington Lead Agency: City of Arlington 238 North Olympic Ave . Arlington, WA 98223 The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment . The significant probable impacts adverse impacts have been mitigated per the mitigation agreement on file. An environmental impact statement (EIS) is not required under RCW 43 . 21C. 030 (2) (c) . This decision was made after review of a completed environmental impact checklist and other information on file with the lead agency. This information is available to the public on request . This MDNS is issued under 197-11-340 (2) ; the lead agency will not act on this proposal for 15 days from the date below. Comments must be submitted by September 5, 1995 . Responsible Official : Ed McMillan for City Administrator Thomas R. Myers Position/Title : Public Works Director Address : City of Arlington Public Works - Development Services 238 North Olympic Arlington, WA 98223 Date : August 18, 1995 Signature;: Building Department Department City of Arlington - Environmental Assessment Campbell/Nelson Auto Recycling 59th & 180th Arlington, WA 98223 August 14, 1995 The applicant submitted a checklist which was reviewed by staff resulting in the issuance of a Mitigated Determination of Non-significance subject to the mitigation of the impacts as identified in the following statements. 1 Earth The site is flat. Mitigation: 1. A Temporary Erosion and Sedimentation Control Plan, subject to approval by the city engineer, will be implemented prior to site construction. 2. An on site drainage analysis will be required and the amount of proposed impervious surface shall be verified. 2 Air During construction there would be exhaust from the construction, welding of steel, painting of the finished product. Mitigation: There is no significant impact on this element of the environment. Water A City of Arlington well is approximately 200 feet SW of the site. Mitigation: 1. All areas of potential contamination shall be impervious. 1 2. An on site drainage analysis shall be completed and shall consider the feasibility of infiltration of stormwater runoff. Infiltration shall be utilized if feasible in preference to surface discharge. 3. The analysis and methods of collection and disposal will be in accordance with Puget Sound Water Quality Authority - Technical Manual. 4. Oil\Water Separators shall be utilized and built to City standards. 5. Runoff shall be treated prior to discharge to groundwater. 4 Plants Grass,weeds, wild blackberry and scotchbroom are the only vegetation on this site. Mitigation: There is no significant impact on this element of the environment. 5. Animals There is no significant animal life on this site. Mitigation: There is no significant impact on this element of the environment. f. Energy and Natural Resources Electricity is provided from Snohomish County PUD, District #1 and is the resource for this element. Development of the project will require provision of service resulting in the consumption of electricity. Mitigation: All building construction shall conform to the current edition of the Washington State Energy Code at the time of application of permits. The applicant shall also coordinate with Snohomish County PUD for provision of service to the site. 2 n- y I 7 Environmental Health The resource for this element is the general welfare and quality of public health. Mitigation: 1. Effective mitigation of interior noise levels shall be achieved through the use of sound proofing materials. 2. Construction hours shall be limited to 7 AM to 7 PM. 3. Land to the East is developed residentially. Noise shall be reduced/mitigated to meet applicable local and state law limitations. 8. Land and Shoreline use The is zoned Industrial. Mitigation: There is no significant environmental impact on this element of the environment. 9. Flousing The site is zoned Industrial Mitigation: There is no significant environmental impact on this element of the environment. 10. Aesthetics This site is currently vacant. The Arlington Community Youth Center /Boys and Girls Club is immediately North. 59th Ave is a major street serving a variety of land uses along its corridor. Mitigation: 1. An 8 foot high - sight obscuring fence shall be constructed around the entire site. 2. Auto hulks shall not be visible from any adjacent property. 3 �. +I I Light and Glare The additional building and related parking areas will create additional lighting in the area through building and parking lot lighting. Mitigation: There are no significant adverse impacts from this element of the environment. 12 Recreation This project will impact the City of Arlington as industrial development. Mitigation: I. Per AMC 18.12.040 and the agreements made for approval of the Arnold Pederson Short Plat - this parcel being a part of that subdivision. the developer shall pay $.05 per sq.ft. of development. (.05 x 217,800 sq.ft. = $10,89,:.00) 13 Historic and Cultural Preservation This parcel is not known or suspected to have, or have had, any structures or facilities or historic or cultural value. Mitigation: Should any archeological materials be found, then appropriate agencies shall be contacted and measures taken to preserve the materials and the site. 14 Transportation Discussion have occurred with the applicant to determine appropriate mitigation based upon expected increased traffic. Mitigation: Campbell Nelson and/or Arnold Pedersen, the developer shall fully improve 59th Ave for the full frontage. Improvements including widening, curb/gutter and sidewalk improvements shall be complete prior to occupancy. 4 s 15. Public Services The development of this site with and industrial user does not create a significant impact on the elements of the environment. 16.. Utilities Utilities currently available to the site consist of electricity, telephone, refuse service, cable tv, natural gas, water and sewer. Mitigation: 1. Utilities shall be extended to site. NOTE: Infrastructure requirements are based on conceptual information as submitted by the applicant. Additional specific requirements may be required upon review of the engineered construction drawings as submitted by the applicant. All improvements are subject to review and approval of the City Engineer prior to acceptanc: All utilities shall be constructed underground. VOLUNTARY OFFER This threshold determination was reached on the basis of the mitigation as outlined above. All approvals are subject to this offer.r The voluntary offer listed above was evaluated as part of this determination, and is considered necessary to reduce the overall level of impact below that which is probable, significant and adverse. DISCLAIMER The determination that an environmental impact statement foes not have to be filed does not mean there will be no adverse environmental impacts. City of Arlington codes governing noise control, land use performance standards, construction and improvement of city roads, off-site road improvement obligations, drainage control, fire protection and building practices will provide substantial mitigation of the aforementioned impacts. The issuance of this Mitigated Determination of Non-significance should not be interpreted as acceptance or approval of this proposal as presented. The City of Arlington reserves the right to deny or approve said proposal subject to conditions if it is determined to be in the best interest of the City and/or necessary for the general health, safety and welfare of the public to do so. 5 i i i 1 A. BACKGROUND 31AAY 2 6 1995 1. Name of proposed project, if applicable: 9�RLINgTCW 2. Name of Applicant: 14 =7&e 3 . Address and phone number of applicant and contact person: ja�.� 9' h`/`"`fit/ -rll.S 4,4P, U E 77,4 - /f z lfv,�is n/( 4 . Date checklist prepared: S . Agency requesting checklist: 6 . Proposed timing or schedule (including phasing, if applicable) : S101�,rh y ,S°��mrrr v., / is 7 . Do you have any plans for future additions, expansions, or further activity related to or connected with this proposal? ?P,< "Iz/e- v wal"l!o.z D� S/s- yz /�/ 'ems /S 8 . List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. 9 . Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. G; 10. List any governmental approvals or permits that will be needed for your proposal, if known. ��,c_,;o/ '`� � ��j�,,17'l' 11. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. �h L�rr� �g r�'/tit v� S�.-t /.��-rtr,•7� z ,H/ r S S/��!r OAS'SC•�/'�'�J` /./i j/y7�ji77•,[�r�1 '7 T' S/�L L/%i' o � U>ji%� �i�7S d= !.!J%t/TC.�' ✓ 2 12 . Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s) . Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. TO BE COMPLETED BY APPLICANT EVALUATION FOR AGENCY USE ONLY B. ENVIRONMENTAL ELEMENTS 1. Earth a. General scription of the site (circle one) : lat„ rolling,hilly, steep slopes, mountainous, other b. What is the steepest slope on the site (approximate percent slope) ? j C. What general types of soils are found on on the site (for example, clay, sand, gravel, peat, muck) ? If you know the classification of agricultural soils, specify them and note andy prime farmland. s'd�ey,' -6-:-d,-le-r d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. /V cl� e. Describe the purpose, type, and approximate quantities of any filling or grading proposed. Indicate source of fill. IV-61W e- 3 a � f. Could erosioi� occur as a result of clearing, construction, or use? If so, generally describe. /Vv g. About what percent of the site will be covered with impervious surfaces after project construction(for example, asphalt or buildings) ? h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: 4I S' 2 . Air a: What types of emissions to the air would result from the proposal(i. e. ,dust, automobile, odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. b. Are there any off-site sources of emissions or odor that may aff act your proposal? If so, generally describe. IV[) C . Proposed measures to reduce or control emissions or other impacts to air, if any: 3 . Water. a. Surface: 1) Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands) ? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. 4 �� r I 2) Will the prof ,t require any work over,( in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. llC 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicated the source of fill material. Il�PNl= 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. VV/ 5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. It 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. b. Ground: 1) Will ground water be withdrawn, or will water be discharged to ground water? Give general description, purpose, and approximate quantities if known. S'j�rm 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example : Domestic sewage ; industrial, containing the following chemicals. . . ; agricultural; etc. ) . /' �'e/;7 e- 5 i a i l Describe the S -Aeral size of the system, ', the number of such systems, the number of houses to be served (if applicable) , or the number of animals or humans the systems) are expected to serve. C. Water Runoff (including storm water) : 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known) . Where will this water flow? Will this water flow into other waters? If so, describe. le- 1- vcer e 2) Could waste materials enter ground or surface waters? If so, generally describe. /VG' d. Proposed measures to reduce or control surface, ground, and runoff impacts, if any: 4 . Plants a. Check or circle types of vegetation found on the site: deciduous tree: alder,maple,aspen,other evergreen tree:fir,cedar,pine, other shrubs grass pasture crop or grain wet soil plants : cattail , buttercup,bulrush, skunk cabbage, other water plants : waterlily , eelgrass,milfoil,other _other types of vegetation b. What kind and amount of vegetation will be removed or altered? .S'4; -/ G'2 6 /Y/Ll,a7 c. List threatened or endangered species known to be on or near site. ��yf 0 is ! ._ ._ l d. Proposed land -aping, use of native i plants, or otht__ measures to preserve or enhance vegetation on the site, if any: 5 . Animals a. Circle any birds and animals which have been observed on or near the site or are known to be on or near the site: Jv�h-el birds: hawk,heron,eagle,songbirds,other: mammals:deer,bear, elk,beaver,other: fish: bass, salmon, trout, herring, shellfish, other: b. List any threatened or endangered species known to be on or near the site. l(la7lle C. Is the site part of a migration route? If so, explain. ,/ ee d. Proposed measures to preserve or enhance wildlife, if any: 1411-1, 6 . Energy and Natural Resources a . What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project' s energy needs? Describe whether it will be used for heating, manufacturing, etc. 7 ,�. :: �.; I 1 I b. Would your pr "ect of f ect the potential, use of solar energy by adjacent properties? If so, generally describe. C. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: uJ.z d?C d01:ve'/V 7 . Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, rick of fire and explosion, spill or hazardous waste, that could occur as a result of this proposal? If so, describe. /169 1) Describe special emergency services that might be required. 2) Proposed measures to reduce or control environmental health hazards, if any: b. Noise 1) What types of noise exist in the area which may affect your project ( for example: traffic, equipment, operation, other) ? N,% '5l x'-/ " ".,s1 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for a y � ` .� 1 example : t� .ffic, construction, operation, other) ? Indicate what hours noise would come from the site. 3) Proposed measures to reduce or control noise impacts, if any: Alel-I ,e— 8 . Land and Shoreline Use a. What is the current use of the site and adjacent properties? f/Q'G Ok7 T r0 IVC-k li b. Has the site been used for agriculture? If so, describe. /I.fD C. Describe any structures on the site. d. Will any structures he demolished? if so, what? @. What is the current zoning classification of the site? -z ha��J- 1Z, c,a f. What is the current comprehensive plan designation of the site? g. If applicable, what is the current shoreline master program designation of the site? h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. 1 9 'f R 1 i. Approximately how may people would reside or work in the completed project? J — / D j . Approximately how many people would the completed project displace? Ale 17 -e.- k. Proposed measures to avoid or reduce displacement impacts, if any: 1 1. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plan, if any: �f 9 . Housing a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low-income housing. b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle or low-income housing. /V// C. Proposed measures to reduce or control housing impacts, if any: A/� 10 . Aesthetics a. What is the tallest height of any proposed structure (s) , not including antennas; what is the principal exterior building material (s) proposed? /L/e 10 e i-" b. What views ink .he immediate vicinity would be altered or obstructed? /(-1P1,J e-- c. Proposed measures to reduce or control aesthetic impacts, if any: jVGfl)tlr 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? iy'o%�� b. could light or glare from the finished project be a safety hazard or interfere with views? / -r C. What existing off-site sources of light or glare may affect your proposal? d. Proposed measures to reduce or control light and glare impacts, if any: 12 . Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? `��z-ps ��L� b. Would the proposed project displace any existing recreational uses? if so, describe. II /� c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: /ue,f /s/ 11 • r 94 r 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposed for, national, state, or local preservation registers known to be on or next to the site? If so, generally describe. Al b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be on or next to the site. A/0"yi2 C. Proposed measures to reduce or control impacts, if any: 12 rR i I 1 1 14 . Transportation a. Identify public streets and highways serving the site, and describe proposed access to the existing street system. Show on site plans, if any. b. Is site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? y/�s C. How many parking spaces would the completed project have? How many would the project eliminate? d., will the proposal require any new roads or streets, or improvements to existing roads or streets, not including driveways? If so, generally describe (indicate whether public or private) 0 e. will the project use (or occur in the immediate vicinity of ) water, rail, or air transportation? If so, generally describe. NIP f. How many vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur. /V/' r ff g. Proposed measures to reduce or control transportation impacts, if any: f- Jo N�, 13 4 �. I 15 . Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, health care, schools, other) ? If so, - generally describe. /I/-- b. Proposed measures to reduce control direct impacts on public services, if any. 16 . utilities a. Circle utilitie-s.—curr—ently__available_ at the sites- electricity, natural gas, water,refuse service,._telephone, sanitary sewer septic system, other. b. Describe the utilities that are proposed for the project, the utility providing the service and the general construction activities on the site or in the immediate vicinity which might be needed. C. SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. Signature: % , Date Submitted: 14 • L C E I M F7j 11 h , t , Q ' , , , G i m , »M'bkv , m >t■d , , r �RW►r r am PISN CAMPBELL- NELSON AUTO RECYCLING ARLERO oat; WAOFoM L�L'd 2rSTPObL2. '=-PC WljTb:80 SG, S? AUAI • - : t r w, • 4 ..: C Crett NorUiwest CONSTRUCTION CO., RECEIVED City of Arlington J U N Att. Ed McMillan Dear Ed, I would like to add this information for the traffic mitigation and impact for the Campbell- Nelson auto wrecking building. There will be 7 employees, and a total of 22 customers and delivery vehicles. Sincerely: Mark Thompson 316A State Avenue Marysville, Washington 98270 206-65 1-1 118 Fax 65 1-1 120 License # CR-ES-T-NC-086-K2 Barrett consulting Group 011leee 1hlp4V&H rho WNW"U-ftld Sbrgs and"n pa:,:+c/elands 1200 Dupont Street Suit*28 Bellingham,Washington 98225 206 734-3202 civP end August 3, 1995 fnvlrsAmenral L•na'inlrlr! ?IJnnrn; Mr. Dave Anderson City of Arlington 238 North Olympic Avenue Arlington, WA 98223 Re: Civil Site Review Crest Northwest Dear Dave: Attached are my review comments for Crest Northwest Site Improvements. I will call you when I return from Alaska (August 5) and schedule a meeting to discuss this review. If you have any questions on this review or need another site reviewed in my absence, please call Nancy Heuman at our Bellingham office. Sincerely, BARRETT CONS LTING GROUP Bryan Huschka, P.E. �'d 9Seo-ecz 9oz Dos ea:2T s6, c© 9na I I Crest Nortbwest Site Lnprovements City of Arlington STORM DBAN&GE The drainage calculations and site plan as prepared by Cascade Surveying & Engineering, Inc. need to be expanded upon in order to allow review of the drainage calculations and design of infiltration facilities. The following information should be included: I. The design of infiltration facilities should anua'n ardance with the I for Pug t Sound Bas n°rtment of Ecology "Stormwater Management Section 111-3. The following issues should be addresses. - Backup calculations and assumptions should be included in drainage report it is unclear what equations, areas, etc. were used to determine the sizing of the infiltration swale. Stormwater for the 6 month, 24 hour storm must always be treated prior to infiltration. This reduces the problem of clogging of soils used for infiltration, and contamination of ground water. Darcy's Law approach is recommended for sizing of infiltration facility. This method uses a safety factor of 2 for the infiltration rate. Thus if field test indicate a percolation rate of 7 minutes per inch, then the design value should be 14 minutes per inch. The analysis must demonstrate that the infiltration facility will completely percolate within 48 hours for a 100 year design storm. More information is needed to determining if soils meet DOE requirements such as depth to water table, proximity to drinking water wells, location of soils logs on site. Overflow route must be identified in the event that the basin capacity is exceeded. _ One foot of freeboard is recommended on swale. Erosion protection is recommended at inflow point. Construction schedule should be prepared and should discuss construction methods addressing effects of work sequence, techniques, and equipment employed during construction. infiltration facilities should 1 9T90-rcL 90E 99H 90:2T s6, Ee onu E'd ti I i Crest Northwest Site improvements City of Arlington not be constructed until after site construction has finished and site has been properly stabilized with permanent erosion control practices. Care should be given not to compact soils during construction. Maintenance plan should be prepared. 2. The City of Arlington Stormwater Management Ordinance requires the preparation of an Erosion and Sediment Control Plan. .This needs to be prepared and submitted. 3. The report refers to the potential for 59th Avenue N.E. to be improved. Plans do not show how this drainage will be treated or routed to the infiltration swales. I recommend using a different drainage system for the road and site runoff. 4. Water may back up in the lot area at Catchbasin#2 before the grass lined swale is at design capacity with a 2.0 foot minimum design depth. Should submit backwater calculations for catch basins. 5. Include the unimproved lot in the drainage calculations. Although the runoff is the same as pre-developed conditions if this area is left ungraded and uncompacted, this water must be treated before being released to remove all contaminants. Show on plans how this holding yard areas will be treated. 6. Plan shows storm pipe as Ductile Iron with 1 foot of cover. The adequacy of this cover needs to be address based on the proposed use of the site. 7. ;Due to nature of proposed use of site, I recommend that all runoff pass through oillwater separator. Show detail of oil/water separator on plans. Provide ,maintenance plan for facility. 8. Permanent Source Control BMPs should be addressed for all land use activities .to occur on the developed site. 9. Any offsite water entering the site will affect the sizing of the treatment and infiltration facilities. This needs to be addressed.in the drainage calculations. 10. The grass lined swale on the southern property line has a bottom elevation of 128.45. Existing ground elevations appear to be 128.95 at the low point. This does not allow the 2 foot minimum Swale depth as shown on the plans. This .needs to be addressed in the design of the site. 2 t.d 9T80-t?EL 902 J98 50:2T SE. Eo 5nu I I I 1 �. Crest Northwest Site Improvements City of Arlington EQADW&YS DESIGN AS REFERENCE VARIANCE RECOMMENDATION PRESENTED REQUIRED 1. No improvements to Standard Plan ? Development Standards require a 4a 59th Ave. NE R2 wide roadway for an arterial/industrial roadway section. I recommend widening 59th 20'from centerline (half street improvement) and using curb, gutter, sidewalk and T planter strip as shown in the standard plan. 2. 59th R/W T ? Standard Plan 7 Road R/W on 59th measures 25'. R2 I The standards call for 30' rain. plus a 10'utility easement. 3. Fence limits are ? Show limits and details of fence:on unclear on plans, plan. Fence should be 6 high site obscuring around the whole site'. 4. Gate is not at a stated Locate gate across from Airport location on the plan. entrance for safety reasons. Show Airport entrance on plan. S. No improvements This lot should have a minimum of shown for north lot, gravel on it to elliminate it from turning into a mud hole during winter months. It should also be graded to drain so the runoff can be treated. 3 S'd 9Z80-PEL 902 99H OT:2T S6. E0 Dnu PERD1IT NO. 1792 August 4, 1995 AUTO RECYCLING BUILDING FOR CAMPBELL-NELSON 59th Avenue Arlington, WA ARCHITECT: Dennis Chivers (206) 436-9686 CODE DATA OCCUPANCY GRDUP: B-2 and (H-2 or W-3) See Paragraph 2(e) Below TYPE OF CONSTRUCTION: V T1 (Sprinkled) S et eni e hn Lo 4� L n w SEPARATION: N = 103' Scaled (To parcel line) E = 157' Scaled S = 112' Scaled W = 65' Scaled (Plus street) BUILDING AREA: 4,500 S.F. , B-2 4,500 S.F. , H Occupancy BASIC ALLOWABLE AREAS: B-2, 8,000 S.F. H-3, 5,100 S.F. H-2, 2,500 S.F. (If use dictates) ALLOWABLE AREA INCREASES: 100% increase for separation on 4 sides over 20' B-2, 8,000 X 2 = 16,000 S.F. H-3, 5,100 X 2 = 10,200 S.F. H-2, 2,500 X 2 = 5,000 S.F. (If use dictates) Increase 3 times for sprinkler in the B-occupancy only, 48,000 S/F. For H-2 4500/48000 + 4500/5000 = .094 + .900 = .994, less For H-3 Approved by inspection, H-2 not approved without sprinklers. OCCUPANT LOAD: B Occupa_nccyy H Occupancy_ Parts = 7_ Parts = 4.5 Lunch = 9.5 Dismantle = 8.6 Offices = 7.6 13.1 Sales = 37.3 60.6 TOTAL OCCUPANT LOAD = 74 VALUATION: 9000 X $30.70 X .8 = $221,040.00 Building 9000 X $ 1.80 X .8 12,960.00 Sprinkler System �234,000.00 TOTAL The applicant declared a value of $270,000.00 PERMIT FEE: $1,234.50 PLAN'.-'CHECK FEE: $802.43 1 I .ti I f_/ 11.1, INV - 1,:x IV, :i y j ETA I l f / � ,'' I • - I- I I Y � :'1 I I I �r -1 - I ' � 11 1'�.L III -1r� V Iti � •1 1 ''� • IIA� �'t- N I� II '1I - - 11 fI�1 I11d F ftcT mi11}s!�Jwltft it? - ;+I •01' a17.N a' Ifut ral_III - S r' '.- I J •- C `'r'� �-1 � 111111 ' L a Y IIIIL L ' II - 1 •� ��'�.' ► 1 1 - - ' I � J 1111 • '•' ,.�- _�� M1�/. _ lu _ 1 p' I I I ' ��l'. _ � •JI. 4 1' 1. 1_ LI I .�R�Itify�� 'Ir, �l i l�•�� 1 -11 .j. - I 1�1 1 L 11 r�Ma7 . - �rt � - , — . uL �i _ [e 'it - It- r - a - III �:r _ I . L .f I r'1 k r - Y uh y� .��►tL�Q'. /�f 1 am. 1 r^• .`_f II, 11 Im, II 1 1 I 11. ll�i.`rla 6 (T,ik ' I IN -P y' '0 1 1 i-f IL:' _ �Tf-• rt�, n 11'�I 1� rYl.1ILu, rill'. -- OLDV. Is F-onja WI v%rII Er?1 ■I ' o p.rno;l WT-- —., r"1 t I}r_ r +44 jr •1 ` I -Inq1 I I I, PERMIT NO. 1792 -2- August 4, 1995 AUTO RECYCLING BLDG. FOR CAMPBELL-NELSON Dear David: The submitted drawings have been examined for compliance with the 1991 Edition of the Uniform Building Code. The following items should be corrected for two sets before the permit is issued: 1. You should ensure that the city agencies such as Planning, Zoning and the Public Works approve the project. 2. The submitted drawings are a very incomplete submittal. The following items should be included in the resubmittal: a) Drawings for the pre-fabricated steel building should be submitted. b) Engineering calculations for the steel building_ should be submitted. c) Foundation calculations should be submitted. d) Complete details and dimensions should be submitted for the handi- capped toilet rooms. e) The liquids used in the dismantling process roan should be submitted to determine the H-occupancy group (whether it is an I11-2 or a H-3 occupancy.) f) A typical exterior wall section should be provided. g) Energy calculations by an approved registered energy analyst. h) Interior door sizes should be shown. i) The occupancy separation wall section detail should be shown on the drawings. See item 7 below and item 31. j) The fire-rated interior doors should be specifically marked. k) See item 19 below. 3. Sprinkler drawings should be submitted. Sprinklers are required for an H-2 or H-3 occupancy. 4. The drawings should note that it is a sprinkled building. 5. The concrete f'c should be noted on the drawings. 6. Special inspection is required for: a) High strength bolting (A-325 Bolts) if used. b) Field welding. c) Bolt installation in concrete. d) Concrete foundations with an f'c value over 2500 p.s.i. 7. If the use is an H-2 occupancy, the separation from the B-2 occupancy should be 2-hour. If the use is an H-3 occupancy, the separation should be 1-hour. 8. If the occupancy separation is-2-hour, the doors between the occupancy groups should be 1-1/2 hour rated doors. 9. Electrical outlets, such as switches and fire horn, should not be back-to- back through fire rated walls. They should be separated horizontally by 24". Sec. 4304(f) . n lam' Ilrl r�Z 1 .LZZ--`.rL li ITI j d"Cl :I.,"I T J T'1 ► I -^A- ■1 T, -I! 11 I tit f r - 1 r-1 -r "III Itft - �� '�+'-. r�, -I f•r1I ' :. t r : _ �S� I I .�- I I IILLr1 " z - ►� it ■_m r Y II-I 1r J 1, I.T rq- I ' Iliu■ Ili! .i IIr r ' - �•I 1 - It 1.Lrr 14r 1 1 -0 I I I'i i-- 11 - I ��! I 'I 1 LI ITf � lil p� 111Rr1 1 raTr ' _ 7 1 i>t T ' �I I -�'' L oil EI 1�1 _t •'Ir_r II rw -LIW 1 1 ' Ijll�{IIIr IyIj I ni wj .. _ •.T L �I � 1171 I I _ 11 �1 ' �' .�,..`•�i� �f h�idlf� ' •'>r�'G i' � r�1 n '-1 I�jj i r I L-r�j 11 i t [LVWI L'y I_fl'�I JLb' �. P. —or -1-o i '.'- 1 .� •I_ I._ 1 � T 11 F q i `7 I I 1 I. - I I ,}s - - La ' I 1 I I= .�l I 1• �•1 11�T Iy ■ ~ 1� is rJ,u _j 12 r -- lT - - cl � dL•.VJd1 I I - r ryAe�'� rr..a'•- psi urTrift w a ii4' 1►�r.i. gotta iiw ! ti fpvv- N I _-I • 11 L.■ 1 1 I 't_ I '• I - C11 f iil�TT�I S: na'.- I n ..,I 1 IT r + r - I n • 3 t; . Ii Rd. may` F� � I . �� .Z III .; I if, ti c— J: {1 I ~ J r1_ 'I I I IT Imo' Y - l' VY?4 1 ■ nil ' I - L�- - - - I _ I 'T p tU: I I it f ol J 1 IF u au s' ►aij 9*dl h V nrifi krmAm�1b•o' ' .I' r- ti ■ 1 [� i1f.I l mil•r' Ir' :7�/ -I�/y: I� 11 �1 1 1.Pr 1 r )n t 1 0i5 11 14 1. Lea,� J our14f11�1- j' I IQ 11 f ■ •r h-•lft it - T■m I LIr_ N_3UFr u- =CI _ -_ 31 1 1 LL'UI LL_ -1 gl ti v ILU-b r7 1 I I I 1 11 -III ■I 1 .-1' rr f ter' ti r :m y Y3i 71 I�(J 1 1 wry + 1 ry .-MI I 'IT'l 1 TI - ^J b,rJ Ti "broo r I nor .L0 ` ■ 1 `' - t - LL 1l ll ckjrL_ -uL ._:r 1 A. wil . 1 1' 1 1-.% �...,Ir. -mft1 r I I■ _ It �` 1 j l 1 51y11 •. i I .II f 11 111 1 . %to PERMIT NO. 1792 -3- August 4, 1995 AUTO RECYCLING BLDG. FOR CAMPBELL-NELSON 10. Finished shower walls shall be installed over a material not adversely affected by moisture to a height of 70" above the drain inlet. 11. Walls in toilet rooms within 2 feet of the front and sides of the ccsr¢nodes should have a smooth hard non-absorbent surface to a height of 4!-0" above the floor. 12. Floors of toilet rooms should have a smooth, hard non-absorbent surface, which should extend upwards on the wall at least 5 inches. 13. The handicapped toilets should have a clear space on one side of the water closet of 42" from the center line of the comrrrode to the lavatory. 14. Flush controls should be mounted on the wide side of the water closet. 15. Exposed hot water and waste lines shall be protected. 16. The building should have address numbers. 17. Toilet rooms should ventilate to the exterior and not just to the roof, each on separate exhaust systems. 18. Storage areas in excess of 1000 Sq. ft. in conneiction with retail sales shall be separated from public areas by a 1-hour occupancy separation with 1-hour self closing doors. This applies to the parts room. 19. Footing sizes and rebar should be shown for the metal building columns. 20. Note that the wood siding makes the building a V-N construction type. 21. Detail the thermal break between the heated and semi-heated areas in the floor construction. 22. The semi-heated areas can never be heated to 45'_DEGREES F. or greater. 23. T-1-11 siding must be not less than 3/8" thick at the laps, or it should be installed over an approved sheathing. 24. The metal building drawings should show the building bracing against lateral load. The east wall bracing should be shown. 25. The steel in the foundation walls should be spaced not farther thanf8" center to center in both directions. 26. Bearing pressure of soil shall not exceed 2000 P.S.F. unless data is sub- mitted by an engineer showing the soil can exceed that amount. rl '11 jupulyt JI M L .CM 'L^ i to �- t l I R tor, —frlirrm:it *rr I r Z'r- ah A -I=Qh� U-A i vq LE -Se L 1c : r 'rw *SO-4 '1!1p -=113 it's el, .W .J-rif_nf, n ir• '' �'Lf 4UR.� ' r!� � � �6r,1�^ � �'� ! ti� �il:�t?iT �(�r RX'C?r�2�i. I _d1+' -16 _ 'ILI1L 1 0 Au , I ]fb. 10, jm t W'r'GR_l-, --t6attl, ra aLlat -.,I) • '� ��Ftl s1r c•,l Q I�j�.11► iI �_�slai'!u?-ura�' �_J3u1_ iLuu r� U r�i�r� - Ct�a•�►�� 1`�C�rrri •'�,�Q� �Se� �y:�1� u'rr� .� 1 - -141 -orl }1 -7 iT h�1 '� •'!4!: r ' ti.'>ri' 11 -1 �r 11 . 1 ,h.1[ 1, I I - rr.• ' . - — 1� �I _ 'rti :�•ti.: L. -I L � •�'I_ ��r. It[1' 1 �� 1 il.:_' ?I _ � 1 f7 I��1� � 7��',� � 'I•�{_�� ti 1 �A'1 I ' �1 •1C�Ss�1l1�r1 ^14f . Ip1{cam-+ _wb, 'u1 -_,cIJ ' 1 2AW ud:; nmrn n 313 Inunjs+ IdWi w _fta-:.' ieAr_' `� Il _ i:D' te� ND \\A,1�_ �Ir � WEI.:gt; 9, ra-4,1LN3. I:it[1�'L .'N1 nI _I jjlif m_A . firtor-l-S r►17 IA"Li:06 War 41 :�'�; �►�' �.' ��•� �rr,1 -,�•- � :+�, �,i� =� a�L'c3ruln� €��I� r�arTi � .r-1 1 •r. 1r-' rr Il3,T" 1 �JW III IT $1 -IT'-1$ 1P! --I if r.-6--1 •i L�•Il- I I • � 1 1 \'1, 1 1• ti f � f _r� L1 ft4 6su r r l"' it"?' I tr. F . > II _. T� 1y.�11 •c 11 1 :I 1 a.,[I, 1 LI�„IIy [7ll WIls[2+� I 1 Fa .;ur trlr _+ 1 e.�f' �ttCs, •�r.r��i=. r. Y a ;sr•;►_.l, d wjj Wji-, u> g ,1�.•�r �L r ��a�� At Mif o 1, I rr�m fxa'_'1 swam --It .1;a- IF • lAel 441 �, Stt3Q J1Jgq-u1 I rlwu, .4L1 I jr,rLf- . tk •7 '••�- 1^'J 19 ml /S, 1 a5ti SI 4 r -.6 W56 IS^. 1�1•1 l•r-Jl1 NIT ,c I-?-S JdJ �v f'.jrJ 17�' ;nI_1.1 =ate: :ua A 4� r.u�ln LJ.-lam!' •t� •►`_i i ii I lL bOUO3TIft M L914 (ML1Y.MW1 ed loll rstm til.l:bo-ve xi=1' t elI 7 o-' JJ�r°' .� L ��! Il 'rI.hjr-jE tr-&-L" J *�� la r1J L'J r �ti I�}cx�'.� - V 1 1�� f _ 7 lWr '�� il��U ' CM�jf ,J ,��(' �ilr.� .J-I[� 1171C Iti -•��.0 IY I� S7 nrld-_11M ouvAl ,,��r'A``I� I•r). �I�1��1I, jl �r� .�IL I'_10,3:lT I- I Li .Ll +ur. sr, J -�91rn «1 '[+•�Yrl) �?' y i�L( .y.�i �•3 il1l�l1�S rv.�y '�I' r iw L trJ�r��l�=•��- a1 ,l q rI►.� il!!e L.l 1�ILn 1 IZ1/41 1 Vim/ t:40 11 r r 1 su '.aS, mIg 1m yd 't-JBJ:)i�ra -4- PERMIT NO. 1792 August 4, 1995 AUTO RECYCLING BLDG. FOR CAMPBELL-NELSON 27. All doors exiting from an H-2 or H-3 occupancy should open in direction of egressing. The door from the dismantle roan to the display roan should be changed to swing into the corridor. 28. Exit doors shall be openable from the inside without a key or special knowledge. Surface bolts are prohibited. This applies to the double exterior doors from the display room. 29. A floor level at each side of all doors shall be not _greater than 1/2" with a landing not less than 44" in direction of egress. 30. Doors from H occupancies shall not be provided with a latch or lock unless it is panic hardware. 31. One hour walls require 5/8" type "X" GWB on each side of the wall nailed with 6 d nails at 7" o.c. or screws of the same spacing. 32. All glass in heated areas shall be double-glazed. 33. Semi-heated areas shall ccmply with Section 1310.2 of the Washington State Energy Code. Sincerely, JIu; H. Farrens, Jr. I ARLENGTON FIRE DEPAMIENT CtIMCKLIST✓ PERMIT DATE 7'�3 NAME: ,I 1 / V �z7a)v ADDRESS: �Tf�o�� S% '� �l�li /� LEGAL: O 'X:7117—OOO / BUILDING USE: OCCUPANCY CLASSIFICATION: A B 11 E I H I 2 2.1 13 4 1 2 3 1 4 11 1 2 1 3 1 I 2 3 4 1 5 6 7 I M R 1.1 1.2 2 I 3 1 2 I 1 3 TYPE OF CONSTRUCTION I I II III IV V F.R. F.R. I ONE-HOUR- I Y I ONE-HOUR I N I H.T. ONE-HO �J e ES ei, 14 SITE PLAN: APPROVED , DENIED �.�E� yes o� s�1�E p I,�.✓ ACCESS REQUIREMENTS: FIRE LANE REQUIRED: YES YO SPRINKLER SYSTEM REQUMD: YES NO HYDRANT REQUIRED: YES NO IRE OF HYDRA.NT'S REQUMD- LOCN-nOti OF Erym jaxTS: 5 r-�Z S i � D/A�/ AAA/ FIRE FLOW REQUIREMENTS: �L.A,:Z.Ivt SYS i cyt 2=4(TRct7: YES NO SOX BOX REQUIRED: YES NO LOCATION: /✓� �� 2 �' F[RE E'CTNGUISI ERS REQMED: YES YO LOCATION: L� ��7 lL,y�iy�-� �f��a,t,.v t:l VAL ADDRESS AND LOCATION 0 BUII WG: S ti FUZE C#F: ! ;` DATE: \wpi llaham\Fireiorm i .. ., �' � .� .. _. �. REQUI-RED FIRE FLOW FOR G' �.h�, &.1&u,,/ c , t' " PERMIT 0 A. DETERMINE THE TYPE OF CONSTRUCTION (( I . Wood Frame (C=1. 5) LA / 2. Ordinary (C=1. 0) 3. Noncombustible (C=0. 6) 4. Fire Resistive (C=0. 6) B. DETERMINE THE GROUND FLOOR AREA °/OCJb C. DETERMINE THE HEIGHT IN STORIES / D. DETERMINE REQUIRED FIRE FLOW TO THE NEAREST 250 gpm (USE TABLE) GP; E. DETERMINE THE CREDIT OR SURCHARGE, IF ANY, FOR TYPE OF OCCUPANCY. CREDIT (SUBTRACT) SURCHARGE (ADD) TOTAL Z/'Z$- l DETERMINE CREDIT IF ANY FOR CREDIT (SUBTRACT) AUTOMATIC SPRINKLER PROTECTION. DO NOT ROUND OFF. TOTAL P06 G. DETERMINE THE TOTAL SURCHARGE SURCHARGE (ADD) l� FOR EXPOSURES. _ DO NOT ROUND OFF. TOTAL ROUND OFF THE FINAL ANSWER TO THE NEAREST 250 gpm IF LESS THAN 2500 gpm AND TO THE NEAREST 500 gpm IF GREATER THAN 2500 gpm. , TOTAL *EXPOSURES 1 ) NORTH ADD O X 2) SOUTH — O X 3) EAST Q y 4) WEST 0 TOTAL X COMPLETED BY /- �,,.r,,s TITLE �c,� DATE �� J DEPARTMENT OF COMMUNITY DEVELOPMENT 238 N. Olympic, Ariington, WA 98223 1• DATE / JOB NO, ' f•� �7✓ D Building O Engineering O Planning f� ATTENTION Phone (206) 435-0724--.FAX (206) 433.3946 RE: TO > WE ARE SENDING YOU V—Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints e�_Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order Ll COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution > ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO I 40%Pre-Consumer Content•10%Post-Consumer Content SIGNED: i' PRODUCT240 Jn e Inc,Groton,Mam 01471 If enclosures are not as noted, kindly notify us at once�1 � l "' T-4 J Tr. 1 rr171.J 1 R r-I I I IJs l ti T Till _ _ —0 agiI P4 -_ -- I — 31` I — - — - — - — ■ _ J I 1 —1 1 1 I _ n AIr - III 1 I I -Trm -t er-- _ �I—''h/l IJ —' rr- T - -ITIMIA I■ - ■11 _U II I W JI I DId1.l 11 1 I U -am lu J - Jl I r1U I - - I 11 I I 1■J 9 I z j,L 0!14dAU I_ I I III = 11 - — PI - — _ — 111 0 111 1 . T l-I I r • 7 "4~ a _Q2 2 _ I NsTpucnoN' N Lehtinen , P.a sox "if REPOR1LLAIV�� `r + 6 jotural / Civil Engine, s g�83a5wa. 9ao52 REPORT F ' �/��`� �, 8 REPORT NO: t ' PROJECT: kc f"I;.� V 1 f�� CONTRACTOR: —r C Lx-,� i�)P61-e PROJECT NO: DATE I (� �/-�/� TIME L� GHQ �l` , WEATHER GC_0"dD'r TEMP. RANGE WORK IN PROGRESS PRESENT AT SITE C �� y � 17q a- OBSERVATIONS VIC of WASH 1� . +4• '`� tic FOLLOW-UP LETTER TO CONTRACTOR YES O NO F'IHG� ENCLOSURES.- COPIES TO: ' 7FRIEPOR:Tl DATE: page of pages �� i � � � 1 f� 3 7� ,•� Pi, y � � no 1 CD a r o � y W W � � A r/j r� N � c Vi 3 a rD c r c C/1 C. CD C. C' �� r ..� , ,e � *4 '. .r ��. .. , � t � 9 • t'. .� �' '^� ,� Y� J n.�� a� •� q� f 1. �'� RAF° �' f � , - s' •. + .. _. r N tiR j � • 41 -r. iy � �� ',4 ��- S ' .��" i .f.! p)� s.�S � 1 ` .�' e.� �^. '1� / waL• 1� Czly Of TST � JUL 2 8 1995 PERbIIT , 7 ATE ACCOUNT it -- ADDRESS: I�O�2 SQ U�, Al LEGAL: aa3lOs-/-pl9j ` BUILDING USE: ��, ,/ t OF BUILDING UNITS: PLEASE `TOTE ALL \iECESSARY CORRECTIONS OR RE0L-aF,,'vfz7k 'S ON S PLAN IN RID. TOTAL. ERU DESIGN UNITS: WATER METER REQUIRED): YES NO SIZE SEWER REQUIRED: YES NO EEAI.TE DEFT. APPROVAL: YES NO SIDE SEWER PERUtilzT REQUIRED: YES NO GARBAGE CONTAINER PAD: YES NO EYDRA.NT REQUIRED: EXISTING REQUIlt....D LOCATION: CS i IN cY R Q.u UED CURB: SIDE WALK: PAVING: STORM DRAINAGE: CROSS-CONNECTION CONTROL (D.sue: YES NO BACKWATER VALVE c3.saaAcw: YES NO SPECIAL DISCHARGE INTO WWTP (PERMIT REQUIRED): COMMENTS OR SPECIAL PROVISIONS: er AL UTILITIES SUPERVISOR: DAB: %wpi WhomWtilform lk (-� of ARLINGTON LTL=• S DEPaR'i'ti(FVT CHE k rST PERMIT # ,�� DATE 7'Z7 -4 ACCOUNT if NAlvfE: ADDRESS: LEGAL: BUILDING USE: LIIAVdt OF BUILDR4G UNITS: PLEASE NOTE ALL vECESS,kgy CORR-EMONS OR REOL Fti S ON srrE PLAIN IN RID. TOTAL ERU DESIGN UNITS: 4- WATER -)of-- R REQUaM: YES v0 SIZE S SEWER REQUIRED: YES �- NO HEALTH DEPT. APPROVAL: YES NO SIDE SEWER PERN= REQUIRED: YES 7- NO GARBAGE CONTAINER PAD: YES ✓ NO HYDRANL T REQUMED: EXISTING REQUaM LOCATION: AS PC-YL A-PPfgc;yt:-o CURB: SIDE WALK: PAVING: STORM DRAINAGE: -� CROSS-CONNECTION CONTROL YES 7— NO BACKWATER VALVE YES ; NO SPECIAL DISCHARGE INTO WWTP (PERMIT REQUIRED): ac-Vb jqC0lvj& NTS OR SPECIAL PROVISIONS: i • go UTILITIES SUPERVISOR: DATE: ,ww ice,+umrorm 1-7 tk 'k9,41. CITY OF ARLI NGTON WASTEWATER DEPARTMENT SUBJECT: SIDE SEWER ACCEPTANCE DATE: SS PERMIT NUMBER: BUILDING PERMIT NUMBER: PROPERTY OWNER: PROPERTY ADDRESS: development lot phase SPECIAL COMMENTS OR PROVISIONS: INSTALLATION APPROVED BY: AM (:i1�'AHUNG d'C'N c � L 1 ' I III � � 1 L� - � 1 - � T - I .. . . :: •� r - . - _. ;�q- i �.� ,, . I � � ,- 't . �.� ;: _ I '� I : t 3 WATER AND SEWER FEE CALCULATION WORKSHEET Building Permit No. Z W/S Application No. 10 IL, Date j) 7 Service Address 10?—1 5 lTL A�l'i 1t W Lot Number Plat Name Applicant Name �� rJ� I�'��SUI� Acct. No. �� •�C� �G No. SFR Units No. MFR Units a ERU's (see next section) EQUI'V/ALENTI RESI/DIENTIAL UNIT CALCULATION Discharge Facility (Category) Il)V_ (� I no V 0"✓" Design Unit (Basis) J No. Design Units X Flow Per Unit (gpd) = Total Flow (gpd) Total Flow (gpd) 250 gpd (SFRU) = Equivalent Residential Units (ERU) WATER AND SEWER FEES ( ERU = Equivalent Residential Unit, RU = Residential Unit (single-family or multi-family)) WATER TAP-IN CHARGE , First ERU, Meter Size $ 5�!�'�'�� Additional ERU's X $ 1500.00 $ First RU, Meter Size $ Additional RU's X $ 1500.00 $ S WATER CONNECTION CHARGE l t C6 _� Meter Size 1`�i S �I S SEWER TAP-IN/ CHARGE ERU'S X $ 3000.00 $ �l'Jy Z, b0�'Jo RU's X $ 3000.00 5 $ SIDE SEWER PERMIT CHARGE First ERU @ $ 100.00 $ Additional ERU's X $ 20.00 $ First RU @ $ 100.00 $ Additional RU's X $ 20.00 $ S UU U STREET REPAIRS $ $ FIRE HYDRANT INSTALLATION $ S OTHER 1JQG�Lr III IJ�i/1 $ �/ S j�(tjl.(.IYe.✓r�c?vl � drZ�'�MIYI��` 1, v\ In g �w�l� i �1 l u�w�j�h �� TOTAL CHARGES t..,1.��, 't• -- CHA . COMMAND .,; ,�1�%;,r4r•.,@ ask ------------------- — —__=__________________ r<••,••i�t,, 1 `I`i Channel PURPOSE: CHAnnel is one of the HYDRA transport / 1♦ti M! ' commands. It allows you to route flow through i�„�t�A�.+,.'- an open channel or ditch. ` itirf;�t'e' 'i � •�t'x" {�:j p --------------------------------------------- STRUCTURE: a' ' phi 'xF�;, ty}'+• �. CHA Length,InvUp,InvDn,"n",LeftSlope,BottomWidth, > a{ RightSlope ' �,•,: , y , Length - length of link (distance between nodes). InvUp - invert elevation at the upstream end of the link. { Like all invert elevations in HYDRA this value should f' �V� , t tia never be less than 0.00 feet/meters. #r" ,1 f ► t`' InvDn - invert elevation at the downstream end of the t link. If this value is less than 1.00 but greater than 0.00, k�jt the value will be assumed by HYDRA to be a slope and the downstream invert or "inv dn" will be calculated from the inv up using the given slope. ''''' 7' "n" - friction factor (Mannings "n"). ' If, ' LeftSlope - slope of the channel's left side in feet/meters horiz to feet/meters vert. If 0, side is vertical; if entered " ? ,oy' ,• as 1.00 the left side will.be at a 45 degree slope, etc. W�tlN' F. BottomWidth - width of the bottom (trapezoidal section). }>�: This value may be 0.00, in which case we would have a tF, "vee" shape, or if one side is vertical, a gutter shape. RightSlope - right side slope in feet/meters horizontal to feet/meters vertical same as in "left slope". ----------------------------------------------------------------------- NOTES: � 4 SG �t 1t'• ' ' h; at7j �� 1) Unlike PIP command, CHA does not have a "free design" feature. You must supply both the channel geometry and Itr the invert elevations. Once these are supplied, HYDRA 2 '� s , ( will determine depth of water, velocity, etc. 'xr► 'i ' � ., 2) There is an automatic ditto feature in this command in that n, LeftSlope, BottomWidth and RightSlope will all be copied from the previous CHA command unless over `- t1CY �riles. (C)Copyright 1988-Pizer Inc.8/20/88 2 4 199 , i+ ,�l•+! "'�I t—r--r.'.r--"j--• I I• ,1 1r ;;: S t�r; :4�,l •+ �C 1•�t��Ca'• i` �`rit �, I t� !l�lr }' '�t` ! t,r } +� y f'• �+.A v •,t+. Wt. ! ..Y -,f k t''_f�fr' 11•,', i...• I /,r` +,. r, 41j,i. �7�• Jw 0,1 , '{ tit I•, '.M�•. j' �` }., �a. r --:tile, .It ' � �ww �� ' i''� �� r.Y 1 H Y D R A — -- COMMAND (Continued) CHA , . � la y, '4 t�• .,,•• ,�1 f ,,�: ridden by the entries in this command. The value of n „�,��., +• ;1,, may be changed without touching channel geometry parameters but all geometry parameters must be re- ' ' + entered if one is. In other words, HYDRA will accept 3, 4 or 7 parameters for command, but any other number of �t •;l;r`� parameters is assumed to be an error. Ov 3) HYDRA does not check backwatering problems oneg+', „r 4, channels or pipes unless you have the backwater module. `';•','> ' � �r'% ' f The engineer should review output carefully to avoid t. •,: + Y, : problems. .rti.1;; ^ .: r r ri . fit}; 4) You should make sure that estimated velocities do not 1 result in "scour" of channels. ��r�r, -• 1�` ra �. 5) Check for a'critical depth or hydraulic jump problem. ` it ,t°r "` ' 1,0 6) Friction factor "n" has a major influence in CHA calculation. The value selected should take into ;r` 1, . consideration the possibility of poor maintenance. '�,• tM., - P Y P ------------------------------------------------------------------------------------ ,�Y�4 EXAMPLES: '.'°'•�' f ', s t y K1 a� X•.• 4, � ' NEW ROSES ROAD F LO 2 CHA 100 750 749 .034 1 4 1 <-------- iY` �� to r t•�'''•;f~'••# '��, CHA 100 749 748 .034 1 0 1 <-- CHA 100 748 747 .034 0 2 0 <-------- + ---------------------- "� ,'� SPECIAL NOTE: ' i t t;, HYDRA allows you to transfer both informational notes and ` ' your own numbering system from all transport commands to your output reports. The municipality may have it's own numbering system for t �y channels and although HYDRA4 must maintain its link ' number, it will print a 12 character string (numbers or «�"� I4• Iw r#s1 f�.� ^ �,5��• l ` �t t •e i� >4 Q• av (C)Copyright 1988-Pizer Inc.8/1-0/88 r �t ti? 1 r r _•3^+ .,Jr -f•` � , '�F•�t�y! hf1� t - - ��l},'.ri , �{ r r � �• , S/p i ',�} y, F ��i+1 ter •+• .>''2 r - v r t,4 ,1311't,r .r, T r j!'�hrr�r• ,( " , �, ' 1 r: 1 i` mac) ��. •,�;�; 'R,' 1 t •�±•� f`�' r't�i�, •1t�} zy`.rt,�;�,,�y rjr 2�� ''•t � r� •r1i �+t -}: �.:'�aN '4� ,Q.,�'''•'F1�'4� .'. ' ,.� f !'1`! a -}_ r�'�-/� t th,j i T�- ��, � i I '1• ,�lt'ZittT}, ,�,j T/ �(�, ��fr��`•�U( >s �i fit li],�}` Vie' ;� :t � 1 ,ti 1 r .S ,, "�{,• ry�1SA rt �• _Ill r.. .N � Z ;/ } +.,�• i S]l,� +S>�'• f :} -, i! ;'•r , •JIB'' ' ¢J �r 7 � t 77 r /�'` r trt tINN, C r rw' r d •'.' S. r, tt^r. r r 'I .r"J tA,� (,1/Mw:•�:� ��,,'� nr-s� rI1�j'�.({�r � � '�: 44wii. •i)V �r ti��ryN,y ! 47�• 1.7� `�� , ' . - •Y i ' �� ! i;t w` ' rt\ ,f�+drySr.,.dl fit: '.1�rt�,,,°Y !),�•�� ',!� .. -. ..1tC tt'. •W 1:�',' .. ��.. ,... .. i .. !., .. :- .'.r..,..:,f..;•laLr:1:1,fY �• , .:�:1"i':,.� Y.- a. ...^..S-, r• 4 r.'1,,�.'J`. ,. .g. H Y D R A COMMAND (Continued) CHA characters) just below the link number on most reports. You inform HYDRA4 of the string by placing it after the !V command parameters and within a box made up of the square brackets on your keyboard. 0'�Vl U. For example: lV +r;!+'' 'v�� CHA 200 123 118 CMH235-MH2361 You may also place a 36 character note in addition to the channel "tag". If both the tag and the note are used, the tag will be pulled out of the total string. The following examples all accomplish the identical results: rti CHA 200 123 118 !Erosion problems EL235-16A] 4 CHA 200 123 118 EL235-16A] !Erosion problems A CHA 200 123 118 !Erosion EL235-16A]probLems f T A v J :Jh A, .J Y. 4A W (C)Copyright 1988-Pizer Inc.8/20/88 F nW. A J. ,.� � �� 1� 2 • - Ad 401 Y:. V 04", ,14 fl X 31o' A. ! ,51A 110- k ...;r -,j;, P p, Ar & M V. kriji � cllr �1' i E �� ,.r�,. � to COMMAND FLO '1 t :ti,• a; ,!� . HYDRAS. t%�y Miscellaneous FLOw • '°�' �'� '1 -- --- -------------- ------ •��..• `sac' Y.•r ' PURPOSE: Adds point source flow to the system. May be either a constant flow or a hydrograph. t + ------------------------------------------------------------------------------------ STRUCTURE: %�, �; ; FLO CuFt/Secor FLO Step Delay CuFt/Sec CuFt/Sec . . . CuFt/Sec ,.�ti {ire a { �•,�, L < r ,r ., Ste Minutes per step. If different from that of the s se m hydrograph, HDRA will automatically convert to �'� '• � ' r.' Y Y �'�; tirjrt ;; ' ;,jr�r, *1 ya'• that used in the system. ��,•� J1'+iy�.. I ? ; (u �';t• ;; Delay - Delay in minutes, before hydrograph is "seen" by the system y �,,.,J '�:; tr{;tyFrt ry • ` Y � 'a4��' CuFt/Sec - the number of cubic feet per second (Cubic •', j�7 � �, -----Meters/Sec)-of-water for the step- - - - -- -------------- -- +p�y,Nl�d t, i iLY'•�,,��.t;. 15 r �Sf 4J{ NOTES: ;'- 1 Some of the uses of this command: . I•'tl't . ` a"• '' ''' o Known major sources of infiltration ?- o Cooling water ' o Subdrain flow 4-tor,t 'i ' %{ o Stream flow ;Ie, It ` $ o Irrigation tap (negative) �arfs o Industrial flow 2) A single parameter enters a constant flow - a hydrograph ,1• that is uniform in flow. The second option allows you to enter a hydrograph with the shape and timing that you { � desire. i u 3) Unlike the normal storm hydrograph, the FLO hydrograph :: _`r' ''•' is "injected" directly into the system - the INLet command i ;t:'; l Y Y � � is not available for this command. 4) Unless you indicate a delay other than 0.00, the given +h hydrograph will be entered into the system starting at 12:00 midnight. '1 r{� t tit; �; J i� '} +��..,,��,r•�.t r'+�4�x_!'`iJ•��!i. ikV ''~�,� Y"�""'• '•t! (C)Copyright 1988-Pizer Inc.8/22/88 t }cs'.tt(4:I+r7 `. b' "��. ia. �„�� t �t Md•�' •�C lilt �l, i- .s _t �,ir da , �y r11•'�: -r �;V� 1rAl 4 { uLt + �J..,t>- h. A. ,f ;• w t j,�� rlr �? .�, 1t,, •, f+ r s •'�d''1A-..J �} , ,a .fit '+:,: r ;{7 '.� 1! .y�Y ��'.'4� S �i' J1:+�.C.,��. '!}, + ! ,tt' �f::� L,.{ �'''i „�,5�t 5�..'il)��+11 .:i�f .r�tVhSa r_lr• rM�'�n,X :,•s�'� . i',+��. .�Y.r��;t��'}'.iy��;ti��i,j15%�s+°1La �.'' y .� �'J c Irv. ti�>♦ .i1t�` '� •c ' �. f ,-{i'•�',i N �• ...}-?i• .tt t r M ;: - �•tr:�.-{'t ' S,�,c• r.•.: f' i-'' ..t 1 k;' J: t Y,i r r ..p il• ,'r it ,,rr,,c�t r, !. sS► t' •tip1{t C tad' ' i.: `? .�a `4 4r }ti5' Z *{�� , 4. r 3" '.rt;• ',�t� ]Qpt't• 4p�,t�si� L;r• t� �s ='+'n, .�. �i 1+ 45� ,} l: t 'r1 � f �,�t.;,-)- ,•a, ,{ c: •�!r � E, is.# rcj �' �' � L-+M1.�'..r !• .tj•, r+,q :.S+T(•+ %. l,`'t ,. � t�V�,ttF�.f�� •"��t•. r.Lt •+ � �,f ,,� � �''` ��• . , � ,,i ♦t ',5,,'�; �iY '.Y S �. '�1 �"�{ •r- ..'+:'�� iv .lsa '� �r'r .,.:..j )4..y'y;a'4`�+'f a��;f`S its .?,' t' It,��.y,� �4 .:j; -!• Zr y dd .r .�(.r 'f �. !, x''t K��+ 1 � ,��t a r. 1f,`f., it.t'Y ,' w'2 `►`"/1.!., �{r.�tyM,S ( l iSh1 '.�.• ,j u,. :.f'1, '1„t•�• S. *• '. S•ht�, ��1•-t+�s+..�?�,!'ir r i t Mt' j1vr'• �• t.. ti" ` ` t �.'ry`, ',!'{t\t'�r�i'Uf viit Ali 'k/j !'gr � '� •,�' qC..... r, �,.��'� �1. .,'! .F its r"If,A �w �-�:.-.t',+ }• ♦.}'��'14 V7 td $+ 'r(Y}�'} J F"F ,�� s�, ,�, f , t ill titii � i�.>>� 1-� -•a. ? ,4'>iv,r 'L�JJJ'� •+��1�''(]•yI'n�� r��• 'h7•a `� �° r?•�• �i'• ,•' ti}� �.r• � I �•` 1 +. � 5,1t� .YI �1 �,4.' f�� .. ,�';,.�,��r }i�••'-;�f '}� ,'• .^ !. ,�15,:�t, t• ,� < � t til ',c 1 ti �' •�F •. t• +�, y Its. � S"•jl�•�y�j, •'l�. 0 #' •' �, �1 ! } + !1 i;r .yrr4L t�:. �Ir t, r '+IYj�S7 ,' � `r y �. , y i '� +Fati1� • t { t' ?! Vie• riC.6fi �'� �'''� �dti'•. ,r, � '�'+t t S ' S •: ; ,r'�c�• J, �f;}t. . •}•.y' �' , t ill '.1 tf 1.,�. ,.j u:,,. t j 1' ' f rf f, ' s . 'Y ,t, 7 �f•' 1 ,11•,� r .�•i� r � � if'$l,�' . ,,�'t. S • '! f}'S c�,? .!-r � I. ,P�:S � ..� S)t,i�r� a Y- `.1 A �' ��+y� r'r � e' a' � �• � r� Y at '- ,.� t� � � � . ,, � , , r � � rjf• r �� 4r,�7 tom . ,,X��4.r +�':'��,•+ ,"Its.j,� �'{•'• Y A '?�:r�- •��`Ir fi' �h ,i,'r• a' 4y �.f�}' �' �.�r�,••M'�3 ,�`rb}'J$Z �.�1f'�'t��r"•;1t�.�' � ��i� •S.•,� _?t/'�a��i7,�� ;�` 1•i`+ ,Y ,A.. a{+;t� tl y� ry��t�'A'' �l•�'�� y ,'� it.`, ,.�4j.1 a,A�`,*Y a '.7��'r'�rr��+hl• ,,; 'j aAr�� n':,fit. 8 �}i• t' !, y,, t{.��t)� >{{ 1 Sa�,r ,Ss' r � v rr .c A - + ��. t t , fis 1' 1 aII,, J ,lj ri►,�e Y , sT,�, f MS •. r,�;r l�,i�?.. ,� •(4 � �,i , t 1• •;�,ir r ��'lll - r�11;;}�;. i � { + r ,i r {��' !t\t• i ,l.• A � 7 -+• ••� �% t.y •'` i �Y '�` 4��t''tr � �•., L,. ' �k.V off`f k ••- ,lh J ' , _;y -; r'�-..� IS 'ia�. - • �� . � ��if7 � r �. . . �•' �: !. l ,-. ! , ! t '.�y '., 7, r �{ 1- rx S� 4- a�`'` .•%�`!Y.'.' �i e { ., .>. .._ .. . .. `di', t _ ..�yr•• ... rr.. 9 1.. ti.b. r ..1:1.,... In••1 dss is" .e£a'>Y�.w ..'J.r„ +•• r- �. I l COMMAND H O L HOLd Lateral PURPOSE: Holds system flow at the lower end of a lateral 1 yirr , •a `C,Sr' or trunk. This flow can then be recalled when EDappropriate with the REC command. ; •? ' fie Xrl c i� .w •'�� 'f'.�'�' ----------------------------------------------------------------_ STRUCTURE: .•7r 4 r• HOL Tag ',,+,,��-F,�r3'':• , Tag - a register "tag" up to 12 characters long representing the storage register in which the lateral data is to be �- ,• ��. stored. REC command can then be used to bring this data ?,► :r�rjj11i��``yy f' rti back into the system. ,t' '.1 •' �;'''t•�`•I�il ------------------------------------------------------------------------------------ ;`..••, Sty y "f NOTE: S ai f p ' ) r `t a .� 1) The "tag" can be either a number, such as 1, 56, 34567.34 or a more meaningful string such as "Eastgate", "Ennis '1 =% Street" or "Link 1-45". You may use upper and lower case letters but in HYDRA stores them as upper ., fv lf �' case. Spaces should not be used, but underline _ may be. For example use "Ennis Street", rather than "Ennis Street". 2) HYDRA has 25 registers available to the HOL command. From a functional standpoint, you could "model" the most �a~% "- complex system with 1 register, the extra 24 are provided ? ;r to allow you more control over HOLds and RECalls. Thist is explained in the System Commands Chapter. f' 3) It is good practice to immediately follow 4 HOL command E`} by a NEW command. If you do not, it is possible to lose yr�If'` ! data. An illustration of this problem is given on the next page: ,3 R' '�� f1 ••1'� l � y +131V (C)Copyright 1988-Pizer Inc.8/22/88 " •r3,Yp �� rJ '�• / ��. t .,r -, ,,• -., �T,'�•w T=ea"� n• ,;^,•--�-ar•;^•ir-�z1 ., S C � �F'•-i"'j:Pr`1"q i 1•L. +a,'• r .+I, �tT � , i , r, t� F y�.•�Y C A16 1, �i�'it�rl �FCfr . �,k,"y,��a �'Pj,•�+' 'lrti , �• 'C +�r ta(''�r`'} �,ti�yhr�`j• `.,.,.t t.. l } ,�'� ;� {tt�+. rsl l '!rf� r ♦ i l( 1 Z1 •' t 1, Z`• �j- l.N hl<y= !` Y ' ? c .. { 1•A } '},�:�yi i�f i N1/j( ,. r ,��1 ' ,,1� •Y�[�;ill �fr 4, , ` -. jkl';$ ' 4. f^Y /3!'f!;='7 + �b • 1`{Iy�}crr i.•rSs� '',r.l} �. Y ,y, 'Ci .11.5 ` ,{��t"!•tit("3� �y~:irk r e��•1•i�.,y� : A ii A$j1 y ,. �; �}O :,�`:�t,- `5� , t �a �,{i?��' .. , �J• 7 lr , f ), r ail•� , 'J1t, ,e !j r,y y�' y ,•��j yrrs; ..•.,66�.y�� ► r, ! f l\a i, ';�.. .1{•3' :` i 3H _i ;.•, r *`ii� ri Lf.+r, •.f•I-M :•l jr� •l r) r,�+� w /,. 'l 1• 'S,• 4[�j �r g�I,lyt r}•eyl� �(�e ..{�.:Ad'fi' Y u� s,:��'i r (�, '�, � .��r'A '1�}rA� .M�•`��1'�i 57N�'d�� ' ii EE•3=�• Y' MtNP yy� n, ,, l ` 'k�• ir• 1,1� , � !�' lil,�!i )4a{• �,' ra {,fr..: y v(.r; �.i• a. gl— �:" , n ,rs . f•{�.,4 , w I H Y D R A —COMMAND (Continued) HOL �1 EXAMPLE (With a problem): '; ,ti Zn. —(other commands) 1 SAN 15 15 PIP 350 123 122 SAN 23.5 10.5 <----------------IThis contributing area NEW Main Street Trunk will be lost as it doest'd SAN 12.3 10.5 Inot "belong" to any lateral PIP 385 145 137 �Y •f!c 't:� ' `ii REC 4 Lt i ✓�*" rat, 4 Al. t f, •,i', _ �'i ' - • Y ,F �' i� 1.�, 1'r i aMt €`,• � ,��,1?tt '�S' f,� �/�f f 7• I f �c r t f A. s;! •aril•�4Y' �a�J �a�i�1 , 1�1?c�¢fu� •<• , L),,,t ei•9 y�A krs ti t: it ,l t L, Vt M1 Ni V,.r a 1Ydlµ`fiNN r 1 (C)Copyright 1988-Pizer Inc.8/22/88 � fr. ''t• tt4 A♦.• }r� .�• '�t7 ;.G ` w'uF�fT� ;.,, trt;• '��-�t^;�`'i>.i'- � `.T"Tt'�jx; ,a.x Y �;Al.tt uFt }�, ;N,.;;,tl' Ft , �,i•' � 1 t •'i••' �'�'• -J , , +r✓ •rt 1'l: ' '{,r{�.l +/4�, 1't ♦ \ „+ ,1ti�f h��,T, :i ?\,t ��.' �,�A^ t i:�t'1t nt: •` r��'.�'�y��• A!'r1t'�t ty1•' �'iiyy�'c+,,j�''lt•.� ' . - �`� ,�`H�?f•J��r i' ; x:, .I, •,�tlr.�,.` ,., �,:,,} r;: �tf r�;,1 ;�:��l�i,��r�'�,-�•t'pl� �' �. \ d-�• .�{ i f Mi t i •I'�;1{ 1 x •t!('7y�� r .Y t C�' 7�"� y'.�+ , ' t', {"r ;Va1f j'''t:. y ti 1�'J�,fr it��xi��' j�5�fj~1 �v �l:x• � . :-i 11 A7ati iy \Yi.1 A. q+`•Jt r ' ,.�'t ��I's •...Rpp �lf�G y�a sir.► 1 d S L ♦.f {`++YY.'i�e�l 1 d rye o '�i3 f '�f tf\it� 1 's N•r '�i • J a �i' f �' 'ti �♦t:�' r! C t•21 't Y. s\ ♦ •�r ; t 4 {. _ •',�7 ;•- ♦ i�t.,�.t 1 t.y f.�:' <t f .. + i IN. a fyrrri• cc'� - �. •!f¢° �'''�Sr}�dl. e ,t7� 7)r?'`!�$+ f�' ,i1•. ",'' r �•,+;1�',�,t jF$),'R;s -1 :"I`fyf"[. ..+ •r x l•.,- P�; w' - 'Yr r 9Y, ••,L+•,.'r •1- (..�� ` ,�t�, r, t.,vi# '4A..w, .,. i4 F{!'E�r',..) t 'v` t' x"1 • yr,fl�x7 �1�t h _,, 7 pyc�c,:��.F,� +/�; � `��'t�"Q..NIy�17y �' tJ{�4{•{�� i �i{q� �a� Ott I;S, F�! ty y'�"`Ti,' 1.�1 S?5 r'.f�.'�,li{� 1•{��,f� � I .� -r�n �A: { ..• �, ..0 M t f `f ii1 �i,\ �� )a�y��jt d t�i '•rit/att 1•�fjy " r> ,Ar 't�� ° � .'L}S� ',�,m` 'l •i i,"FC �H��,7j1�11 �r l`>t � t♦. lYef�t ; ,. ..�� f ,5ftlj•�' , /. K,x V)� � ,t,• f'1�C`'". 'V A' ff� , y �`t t11 i-� .11N' ,.�7C. 11: rt -��, i�-�•• ?1('iv f , 1 �} ,M1.1.;'�y'(•� }i 4' f. 1, Q •i t , 4,► � i��jY .. ..'dlt� .. 1 ...':. . .., - t. ., j• _... ,., .. i':•.!� ..� t.J T4Mri'r ..l ...1.� .e.a .i ..,-.. ..i.• CA...,+.�'!i+♦,i'• � J. I ,•�• DIY 7, ! , ..y sjr COMMAND HYD ' ;�y��% H Y D R A runoff HYDrograph PURPOSE: Generates a continuous simulation storm runoff hydrograph from a land segment. ,. ------------------------------------------------------------------•----------------- v �•{{ t STRUCTURE: HYD Acres Dis Slope, Paved [Delay], Roof North East I'4f r t g t; Acres - acres in the land segment. If this value is negative, .' ?1. map scale entered in MAP command will be used to convert to acres. ,-4 �•j'�;,,.. t Dls - maximum distance that water must flow o�er the ground 1.•c�yN •� ', �t'•,'-� '� as sheet flow. This is not necessarily (in fact, rarely is) the "depth" of the land segment. It is the distance water d must flow before it becomes visible as a rivulet. The time the rivulet takes to get to the gutter can be taken care of ' afJ by the "delay" parameter if necessary, but if they become significant, the land segment should be broken into several smaller land segments and the GUT command used to re-assemble them. This will always result in a better "shape" of the runoff hydrograph. Slope - average slope of the land segment in ft/ft. f r Paved - ratio of paved surface to then total land segment area. It ranges between zero (0) and one (1.0). One (1.0) represents 100% impervious, or an entirely paved land 0117 segment. Zero (0.0) represents a land segment with no ++;� pavement or a land segment where the paved area or ice' roofs must pass over a previous area to reach the storm drain inlet. This is a sensitive parameter in most .a'y t situations - it should be set with care. Be careful about ,; „; "dumps" 11• �1 calling'an area paved if it dumps .onto an unpaved area FY�ei; u before reaching a gutter. f �tti Delay - (OPTIONAL) delay time in minutes before runoff 1. 1 � 1 y . hydrograph becomes "visible" to the gutter or inlet. It can be h. used as the time it takes a "rivulet" to get to the gutter. In itiY addition this parameter can also be used to account for time ;rJ of runoff in the gutter, before it gets to an INLet or even the time it takes for the hydrograph to reach the system from a3�?� remote area through a phantom or ghost' system (a system of pipes or ditches that exists but are unimportant to analyze r' y for a particular study (C)Copyright 1988-Pizer Inc.8/26/88 d- c4 zy•. j�# u�7` I'�:y`•j �.♦ ', �f t?.,Y �' `aT�J :�_---•-r� '!,.'1: ,ft}! "�T�-_?_'T-^'�•,'--' ,. �^�, !•1I i�� '��yq1 � t ••�,1}3�• . �•` � �r r:, �!Y' f� �•,Vf�: hy��'�'�`��f"i��w,•t `1 �y {�+' ..}TltlfY't1 � '�i, •��i.', S�y:� f�• ,.�+'r' �ji '�%'t yy,�7'. - �;rl'fls. �. �R, r,i�'t.��+�yt � i•} r� r. :t.i., .. rt A i ' �l•� �s ,r•r� t ',, 7 J,I'*-{M �) Y ',�.{', y^d r -tit •A ,l y,� A t '} K'}�jr��•�� ."� t ' '/� .fir{ ,!•, �; i1 �;• , a .yy :if�� '' tj,%r.� �.� � if.. ♦ ' -i �� t J "!,1 �S� +f :t ,,ii(� } •�'`.�� Y: r"T •'^'.�•. ,�rl-'1T�� '' Y J _'S� �.t.�. � � ��;''• '* a)"'.f e �Tsj,y�y'ipl�,r' � ••� ` �} 1' , ,A,_: �1/ '� .,t' fg +< r` 1'' ,t'ti� • ,11N7'• f ..` ' 'rt • ,, r .�ICST.af/..l .0 .. ...��. - ,.i •. .. ..}., ,!.�. .- .,r..�".. I •... .. i-A SYNL./. ..� . 1. Y�. .1 ._ ... .`4..1.ip}.� ?� �:., i H Y D R A COMMAND (Continued) HYD S ; Roof - (OPTIONAL) the ratio of flat roofs area to "paved" rFf y •�'f{`��;� { area. It ranges between 0.0 and 1.0. If "paved" is set to 'r> jth`,+1'•''w�t•• , �<.;, .;� ` ;• 0.50 and roof is set at 0.20, then the portion of the total land segment that is covered with flat roofs is (0.50) (0.20)=0.10, or 10% of the total land segment. This is an important parameter in commercial areas as flat roofs normally have relatively small drains and do not act like a normal paved surface. Drain rate for roofs is set in h, ` K the PAV command. t�`vL; �, ta North/East - (OPTIONAL) this are the north and east coordinates of the centroid of the land segment. Although optional, if "north" is used "east" must also be i used. These parameters require that the DIR command be 't �+tr used, in order to calculate the land segments location1` t;r �• �YY •�; E 4-rj� relative to the storm. ------------------------------------------------------------------------------------ 5 ' NOTES: t 1) When making an analysis of a storm drain system using taw n t continuous simulation, the rain falling on a land segment s3 is converted to a runoff hydrograph, taking into account detention storage, infiltration, the slope of the land, ground cover, etc. HYD does this in conjunction with the parameters entered in the HYE, UNP and PAV commands. �`< 2) HYD command must be preceded by NEW command ; 'xr Syr x+ somewhere in the file in order to clear some important �'1a.�• l;` ' registers. 3) HYDRA counts the number of parameters you use. It will ` accept 4 5 6 or 8 parameters, an other number of P , P , Y parameters is assumed to be an error. If you wish to use �••_ + •r � � ,�^f the roofparameter but not the delay arameter, then set the "delay" to 0.0. In other words, although the ' parameters are optional if you need to use one at the end r; of the line you must set those not in use to zerq. `Lhi tfor 4) The delay parameter is very useful fora "quick and ? Wl dirty" hydrographic analysis of a large study area. L+' < Simply break up any large areas into small land segments and estimate the time it takes to get the hydrograph to "�s% ��.777((({... i y °( 1 the first pipe in the system. See the example on the next (C)Copyright 1998-Pizer Inc.8/26/88 �,�• , t 2jir �7 a{I� S ',7'�—v H { ":t, �'",e ,i- n?r^` , ,L• ...� '•J ,�I �� t; ��"'• f �t3 t, .. � C.t .•�1 dt«�N � �+4 �t1ck�..,lTJ4 ', 't• � ��r!, '1 � 4 • �X� +Qitd f •; tn,, 1 �,� hS` � '+�' t i.y �v t��t�,.c`�t.y�, F�S'�, �•, ti ai • yr / � ih +�+. �:+ i'tYy 4�j• .5 "+,, kL'�1✓4+ �t� ;r/ �` f ,.,,,.. tl��/ {,{�4i:� ` #? { i:tit � t+`� •f.4_�� 'T�r ,,. f.f`IS eX�' ^" Y` -`� I 1 , 1.� 1, �. �i��.h,•1�j y ��,�I Y,j� •.it� �'� � 'vA � , , 1 +..T$f „r, t. I 1+19'if°.�!ti�``j•,tYry; ;. •, - r' `rp ''i' P, d t., �, t 4 �+ yi � � A�, ; * rl ,i ✓ � �,� 4.•+ .� c� • ,1�'! � �,', `,}l+� t'+ ; ,� •'r r� � 6 ?} � �,y'uw �_�'i. f,.1ss1�i(.yjj R'�kl3a}�i. f,.•-,••It.1`t 'Ne�• rii(�w.(ati` St fir` .. t��%•'. •,;-,l{�,+A j J , 4}y j• Sf r ,4Pji�i „ Et l;.t }1, rt tir c 1�. n' '� r��". t't�AL Nr � ';�'' 'i� �y'� �i, -t,K�c�� '• y�,�:{,� � � n r{' ,y , r 1 j•j , ti �• .�rF" -{ �,f•%,t t�? fav iSry tt.' I� ±- ItT;Vy��' } 7�.- 1 .:�'`� �i', C�„ r`t, l w; •K{tb,ri ,fl f „j l i r fr/ _,T � f� ( Y > 1�r/�S� MATT .•t ,}r;rl: t c.1�.ya. ,, ,w.r �.; t ,�+dr�•., .ft`�• C l�i'`t.W.., .•�,�,4,,, t 5 i� � Z �f� dd•'• , (��,r••7 �` Q yr�•S 1 11! �•1 •_ �+y !��:�''1 ',ti v r�Yeti � �•q'�•i 1il'�t f 11l. .riw I.. :. Ts�, i�.��f ' �•;' r i`�''.tS�'� ' ��1J� � tl' /�. "�t "{ \,, i' ',? � l,, t �1 .tti{{:.. is i ,�, I t.< a }' l ro'�, .i+i„� ,• + 4A j `, 0 H Y D R A COMMAND (Continued) HYD NEW Main Trunk • .. tl ,.1. HYD 1.5 234 .02 .4 23 <-- delay 23 minutes , ,, • ' HYD 2.3 312 .01 .8 18 <-- delay 18 minutes 1•�t - "�_• y !� PIP 186 234.56 231.98 el This method saves the time it takes to build the entire •r�, tk�t;;�,'�•,� collection system. yktallj ��_n ir,, 1, 3 �:�• 1s t/ EXAMPLES: • �`''�' • qa Examples of this command will be found in Chapter 12 and z-µ I 3'.�;•;,: ;. on your EXAMPLE disk. ------------------------------------------------------------------------------------ , ,$ , !r"�::�•. �ri;�h,,�,f' .'�•� , k1 �E,�+r£:'��}� r TECHNICAL DkSCUSSION: This command, together with the parameters in the PAV and L :�i! �r UNP commands, "model" the real life process of changing the �► ' ;. 'hrr °.F , ; rainfall falling on a land segment (HYE command) into an ti.•a ,';YI ,`s outlet or runoff hydrograph. �,; ✓frig ty, In reality, this process is very complex and has many dial. �r4rys, ,\ y 11 �,;� fir . •+ ;;'•� unknowns. From a practical standpoint, enough is known to E ?�, •y"�Sdtg� r ►\,t,; allow us to do quite a good job of modeling the runoff {.i�?\^E,;#,.Z�`t process. The proof is that when rain gauges are put onto a land segment and flow meters measure the outlet hydrograpli, : ,�,, 3:• >ti ing , HYDRA has historically done remarkably well in predict' v%•'r%+;S�L�J� t^a/ both the peak and shape of the measured hydrograph. " '��' t N' ,try` ,`.�`+�<'.i•-� t ,.. WI ,1Ai Ir,V;7y{� r•ti Flo �d•4t{Y� , �.•,'�Q;;�,:. t r ,.\i 1• s •ff�t ri :, 4,t>< n'' r t (C)Copyright 1988-Pizer Inc.8/26/98 rF` �e y, 4Ag,j 3 . `_ , !Y .S ..ikr 1E, "S�5�7�i�r�'.�.'-__7- _"—"��-r}Jr1� •r^� •-, �-"r - l�rTr 1- .r f ^.," =T-�*t 1—'^G-•^,f'�-�t'*'�.y �J y i, Yy� �l�' 1 It �•.I,:,Si l ., �{ pt,r' ,(.�• � Er4j1��hi ��i.N-f }\ _ -,ii f•'•J, - ;'{•� i •r!' i 1 t�N}�'l'v{r' �r I .�',u,�. �t��'�,t r4��,;�F Ra�L . ' � `j�r •,` _, ��S��j(,''� { � ;ai\'�t{.•_ ' T��y�s'[`� bl� 1 iy''"7 a f �� t yy14 'n 1}�.• iij}e7.'t, .�\tt n, �. , tY, `rt ',•;[W7� f\BSc ,�ii'f.��;�.�� E `. ,.. r!.�a�� ,�tY. h�l • ;' 1 '� i tti. :( �;'� ,�\ i r kit - rF�y7k �l 7•�J' h " r � ° rt` � J,�OIr,�!`SS�i �y',t t 1• j .,r� ,1��L'• a ejt'`S, ,� s ±{ tr �•� { y', , ., eefyt iIre ( 1i5's1k "�y ' �11, 1 `t ��Gp� �W ` qr ^ .1,,1.t ; r f J.1�.. r.x l ,l i. rt.�'A,i 1 r.;i;r N '�•'L' t ,fit`r, �tl ."i. ' - ,lJ��►f J; _ �'';.1 _ 'Q!1`7'� 1 ' C'� nJ,S�� (`tl r '.}:�, ,ii 1 l7r irlkA',n, �.' , 1 '�' ''r R .' 4�'.k.GL'+ t.: , {,r!r"N�, t1,tr. • fr ,:1.- •„ ' i'It� 1`� \�i' t�'S• o c•I ,,: jR,4u , ''.. ,�!i� w,,. t t a J•r d � I,'..r'� ( }k�`t'�a q.�• ,. .vr .�:,r t G' , . i • #..Is4 VC ?�;• _. % I! 1�l:, Y, ' (( t ''r • t Er' wj � 'rt ., y�' �,t sf:.. •,�.�.� ;t-;I�S �E. . `... .r A.,' ./�� •1�y�+ �ys�r: 5,;. �,�1\'I1,��'1'i,� <,�7 dY Y�r � r`' \ , •,',\• l.� t r +E a , i - Y rl, :{ s//t•/'r •� �, .r, y ��4,;• t .{•• '.�,r• M ..y .. . i' r.t.- r1• .., .., .. .. .. Ar .,.:. .- ...,.f.�_- I'.!�.. . . ,! . Yrr-. .dt t; ,•• i,\�.f, _ � .'"LfJ, t , .� , �•F r•'�:•l•J^t SJ.rt, iwbLL.�.Ss�a :ri.+:•}'.•''��•J' .. i "�•, tai — COMMAND PAV s9 PAVed surface parameters 55�� ,curl•• %{:: PURPOSE: Sets hydrographic parameters for paved portion of land segment used by the HYD command. rP STRUCTURE;---------- -- - ------- --- ---- -- - ----------- ------ PAV n DepthPud, Slope, ToPud ToWeep, TimeDrainAl 1 RoofDrainV. ' yi i z.• +� �� n - Mannings "n" for the paved surface DepthPud - Average depth of the puddle storage in inches (mm) if the ground is very flat. The puddle storage for a '-4 ? 41: particular, land segment is actually a function of DepthPud and Slope. You should set this parameter bytJ first es'timating the averse depth of individual puddles •��+ on the aved surface and then multi 1 ing this value b I �t£� P PY d Y . : r; j the % of the paved surface that is covere by puddles. For example if the average depth of puddles is estimated x, » •+� a <w to be 1/2 inch and 10% of the paved surface is estimated to have puddles, then set this parameter to .05 (.5 x .1). ;. Slope - Slope of the paved surface in ft/ft for meters/meter when puddles disappear. DepthPud sets the average depth ,yw, of puddles when the ground is flat, but as the slope �f; it ,! increases the puddles decrease in depth until the slope is { ' too great to have puddles. This parameter tells HYDRA ' the slope of the ground when puddles no longer exist on a ppaved surface. The slope in the HYD command divided ' by this parameter is used to proportion out the actual + ; t'i•:, depth of puddle on an individual land segment using � t , kL DepthPud. -f _• 2 •�� ToPud- Portion of rain on paved surface that is diverted to � . puddles. Cannot be greater than 1.0 or less than 0.0. If �� ' rj set to zero, no rain will be deflected to puddles. If you tT:' .��y`lS • t�^ have no reason to do differently, try 0.20. 'w T ToWeep- Portion of ToPud storage that is deflected to t ' + , 01 ''weeping" puddles. These are puddles that tend to drain. � ` t See next parameter. r •� Wyk. �C1,�t Iiwr ♦,,i�.J �,�, {:�� f•�`,y Ivy: .•i >".• t -; t (C)Copyright 1988-Pizer Inc.8/24/88 t t �iY4 Vi 1'�It:rt;s1 cl�Ki �trrr'a—«r r f :,v. '.'7�'S''`S'Y'AX1. ";+qu . i q 4 ',R rr :S':ZA ,�,'.��,y "t`+�' ;�,tl4.F a '1 y 1 1. r+ . t •r�i.i": r•'• ��'S�TH��>".d•i•` 'Cr '�t4" •I'f1.4 'p•' 1• ,'1: '�n.{�.,. •�� i'' ,•7 M._ '`29,t`� i .u'fl Jt • i �A r>S�(a"} .tit .;itS ,w}• i- .P ,y�t''.tnZ�� -fl: •,t�� 'i£, .... �► A•��.. y �i�•u1't�: s�� S i�>z th g t' yt ;L C JF �, iv; i�� T.; rf 1 (li' %yJi+'^ [,t •'Et, ,5.�� `r. �.'��17t tl 'A aq,�• W.1 •, :,- ,�'Y,n •t•►V'� ;sJc•7�;{+ 7.7 q f� K.. g 3, y"y�r 1 �r �'. •y �,�� •1 �.+W y�1. t '.�ttr :• , '.'L Y.� •. �•Z•{JIY�i'I 'Yh•�,,{' - � i f�.. J[}• ?SSW. •,: A - t !�� ]• pn(n '' (• + _,� •� .A "C � +7 r \� .•1 .. '1� �,1. �• 1 ' �A•M. J' , ,' r•.� E S � J�,+1 4 > �. (�, r, {� r , iyr1� DJ i� � .tj W. 7� � `ry�•cy� .r. �'tQF` j4'ii}i,r`, yti. sl, �H"( '•t�r�a M,Y'lS'Xy iti t 'F� N+� 11�. Qf. r" .n $i Sty : . .;• ,�/i Ii �. ,,i, `R' h a 't .It.� 6:.t `1� J��r r ' 'ti.�r•r•�' 1 ��A � '1 I.. :.�J q y} ,P•.�,' �y a� �. •�'t i'y et �'e> •� i! �53. f�� '••�? .::.�i.{. � �f.. ':ti'L� JSt� r� S,�{�� "'n ,*;�.. .�'S" .i• a- { yGgq'•hfip��..g'--n ii. "$') t '. f4 11 '. �1�,`> "Y,7j.�' �?Pi •V; - il'` _1�!7,�5i;�', r r r 1 q�1.s•.. .::� fi+Ll,L�tij�': l�, Z•s�t`i :i � v: :J� lA r!(�". � �•ir :t."k! .r�',••. ,, r ••++' _'�. �'~'1'�5� i`''! .ut. '�• �i� `r� ,i t� �' •�, •�r',r j rU tS i�F}. j�, �� 4'.A I' s ti• ti ii`- ,y} �• .f , y�'� r ► t Tt•,� •s:!� ry'", :��j.'��jh.?,1' � ?� �;J;�i +•i F��`�; t�' �/ .�:bi. p{ f. i{ � y �y�{ � r j• � �r: i .1 rti .fit"� Iu� � �� }V,x�� 1�"'�} })w•i�� *� �yvN: .`� i ql pti. � y i.7 ( 'lj ' : � -I;.d, .l 1 • � r1J �A 1 11t`i, -ry7 If:r. �`a� T r`al ,t�SI��'�I �' y.34 �• '.� r�1'� .:i�j'''rrY 1'}i 'r•l:r� I. 1 t .r l��ik ;"�� , ''1.b�i .;91 l fi a (kr)".' 1�V ;- •A1 r''7+Y J4�,,r �'#r; � �:�ii�J J ,ii}`:. .�t'� 1 I i't '+�iR t,t.y6 �+'r�r � ,�``a 4�,�' '}r,��:H ��,•<� fcJyJ �.:�44 y�. P ,�1 '. 1.••; t '., 1 , F 7 fpp�` .e. ''F'.� 7� l� � I1 r,,• , ,iw J+ tq. 1 C l .t j t J r.t 1 t' ` 'Ji� r�{f t"4�•;f tM. trr•.Iyi { t Xi..s i '!"�£Jd4. �:; a ... .,'• 1, .. :? itf t� .. .....:,+ ;:+. ?`�.I4 •�i:�.T�!�ejtiix!;�,' St�q, A i'N., , .. i `.:,iy�i. ---------(——————— --_----- h* �73 H Y D R A----�—COMMAND Continued) ---PAV �'�'„u r '�• t --- - --- ------- 'r n t!, Time Drain - Time in minutes to drain weeping puddle storage '•'` ��•t t '• (ToWeep). In other words, if the rain were to stop, how 2a' '�t ' S'w 1,�; long would it take to drain the "weeping" puddles? A � •'3 , ' _j,�,', good place to start is 15 (minutes). "' RoofDrain - Drain rate (cfs/acre or cros/hectare). If some t ,'+• i rainfall is deflected to flat roof storage in the HYD v �` • fI command; this parameter tells HYDRA the rate to drain {'i those roofs. Some architectural design manuals suggestsp y♦.t;! ' �s'' , `='sproviding drains with capacity of .4 cfs/acre This is a good place to start.------------------------------------------------------------------------------------ v lk_ � ;%•rltw� "•' •� NOTES: , :;t�'' ,� r•N �,. 1) It is recommended that you "calibrate" these parametersr, *' ' 'rr��' � by monitoring rainfall and system flows. See Chapter 10, RIP �,`•.. Storm Flows. �� 2) Although you may use this command to change the �':�i� �' • parameters for every land segment, experience has shown that if they are carefully set, a single use of this command at the start of a command file is usually sufficient - especially for the paved parameters. ------------------------------------------------------------------------------------ EXAMPLE: �14 ''* PAV .018 .05 .02 .2 .15 30 .4 yr, ,� t\ tr t t�.Ji• Mannings "n" is .018 for paved surface Average puddle depth is .05 inches tT.fr:r Y• Sloe of paved surface when no puddles exist is 2% !' P P P c= ♦ '�jjzz��'' „�4a�Liw4 �'e Ct' �• g a 20% of rain falling on paved surface goes to puddles !t #K ; t� '1t " 4 of j 15% of all puddles are the weeping type ! zt^ 30 minutes to drain weeping puddles A ��+ t .4 cfs/acre is rate to drain flat roofs '7 1'e (C)Copyright 1988-Pizer Inc.8/23/88 i 3lt�ti�i'r. `S'i, J�" -1 1 S .t nl:-v- �.jJ r � 'r�'.i•��1. ` .� h 1k, •.tJ - .�1 �'', �� r �•tCti. +'i(tl r't'N,�4t aY�.��yk,^��r T,� " • +, .,4, 1 _�, . y♦ i 1{i 1:.S•%} I �vt,l�r 'r+l Y �+ �lSZ It•"'I�pa '" ' .ir�.��r�a ��r viLr3•'t �t ''rikaN�`..I?^.f ,l , �' .yf ,L `� .v 1"' f,•x'A;' t: . :, � 3�i� 1'tf °'t j'ff- i'{.�t3�1"�ffgr•'li�;f3 ��i;;��1`t•�!SR..a' H�'1 . t`•Ty'rrt, � 7 , J } �'� ~�'lfi4'I: .�rJ'I`,r'• rr. ,��i r� Y�� r:�.SA r♦ - - •1 � 44Ly�Sf!�hsi, fcl 't ��, • , -rfq^4, '�'7 t��r.•vYVtra ��+t•,�l rlQ'.'� Y1 Z',� � , '{- YX •tiS.' i '1• , '1 ! Jai)} d .lri, �?";?S �Il;` $�..�t! P ��. !�•'' :: � � r•r h!r I�y+t(��' Ur��'p�' „� a�l: k� �N r3++�, �. �� •I�af} a '�tt7,. r .S i.ry �,tr�/'by�S .�At��s�� :t��y�• .�; -. {i� 1 �� r,j r !� I+er1jF��.+ey�/�t��irt��Y��u.��✓��'•�`}��fi�l t '_•f._ _ ••�'�\e•-t'!�'A Y'F..' 1:..'. .. .,�,. ... �A. ... .. .4 .r .. �. ,. ,It ti,,.+Art.��1,[t:f.:�1~G•.�.�M.y.e/ft•J-•�:."�.G.T!K'1R l2 .. 1 - .: �, i tl � ,}/Div r� x,�� 'jt,`au l.i S 1 COMMAND PDA HYDRA — --------- Pipe DAta --- --- -- -- °+� , y rif PURPOSE: This command establishes design criteria for use with PIP command. It is required if you use the p, (,;t e! PIP command even if all the data is not needed. , ,• '4f �, ----------------------------------------------------------------------------------- STRUCTURE: `er f4 �`, PDA "n"-,_MinDiai MinDepth, MinCover, MinVel, MinSlope, <'t ,'• MaxDia h ; i�. .` "n" - Manning's pipe friction factor "n". Might be 0.013 for 4 , ,;,'f'�ft'V , �; . concrete or 0.024 for corrugated metal pipe. t .4 � 'i: ' MinDia the minimum diameter in inches mm of a pipe in a "free design". In the upper reaches of a system very small pipi' might be needed hydraulically but this may not �•"3�' 'Q'�+� be desirable for maintenance. If the value of 8 is used, as sit .r+ T.7 M an example, only pipes larger than or equal to 8 inches will be selected by HYDRA. This value can be �} 0'1`., �°,' "s overridden by the 6th parameter of the PIP command on } 4►,5�re a single link. i rl < � i• } MinDepth - in a "free design" HYDRA will not place the invert shallower than this depth in feet (meters). F • t t'`I'' i'' 'k•} g '`' MinCover - in a "free design" HYDRA will not allow cover i' s Fr over he pipe to be less than this value in feet meters). s o e t p p ( :�• When making this calculation HYDRA assumes that the ° 't 'tiff:•a , •� � thickness of pipe wall is 1/12 the inside diameter. ;p= MinVel - in a "free design" HYDRA will not allow the f'tjfc�r velocity to drop below this value when the pipe is flowing at the full d/D selected in the Default Menu. This is not necessarily the actual velocity of water in the pipe. It isxr '` �'" 'a'�'` .` +• common practice to set this value at 2 or 2.5 feet/second, �;�Jc.•,: ;�x�'r,,l ' s;`i� which is considered to be the velocity to clear the pipe of 3? ': ? ; solids, such as sand etc. MinSlope in a "free design" HYDRA will not select a slope , less than this value (Must be greater than zero). The slope :.�z''• ' U t > Y 'fa`'3I'+�• ?'.�'` ��, s✓ � ,..;., should be in feet per foot or meters per meter. This is a sensitive parameter on large diameter pipes. The engineer =t .7' should experiment to find least cost. L „ WIC (C)Copyright 1998-Pizcr Inc.B/24/88 �y��, a�i Ji• v +a.�"i Y t I f �' �j �F'r'-"C'"'.'A. T' ;V f{,p $�' 1 )' + � �' - .r� t'li! ,�'�o'> :1�<` �ttr$��`t i �Y(�,/i' �� •F, 7 f• r - 14 `. , � •i 1 �t��f �, ,/ .� i y. -�a Y t ,/y 7 (� f s i'�.tt ��.i�' h�� • '�•�'l�� Y �.� � �� ;�.+�t�IC.�. '�`j;f „��.n�a?�• T1, r41.''I�(,'�a,�T ,.�'ti'.�� 11 ni i'a a/f t;y r ,a t tie �115 '1" ti ny-f 1 r ..��;,`,fi� J y,i Af. �-jr , ,) •�i �� Xf•`��.1��,,�•(•J,,�{'�1'!(.y�y�� ''y�tt t'' 4'S ��`S9.S '•. •nr x 11.' iX.�T}�� .'1' _ �'f!f` f �'�`t ` 'i :ifPa� Ti+' �.,M�� '4�' r 1 _'�i , �„�,. '.,' y�l�7y'�, �,. ,�iv� tt t �1it•. wl�'�1' � titLf,�� a ( °(aj,7, �A$rL^ry� r ,��t�Z`j�;.FF��yyt• y.�l .r ��^^�r�,, y'' '�'��I,sajs�f..� y�i,�i; }��,f�,�. 1 �4 i . (q�, �t,'�'�y 1*�)� ,� ��• '`<� {,� .��,7�( ,Y'-•' ♦�;.� � j�u'f14Rf �9 � ,�! h �,�; r�')t Ir •.iii0�-1_ •1�t�i'iti 1 1 �', a•1!",i i 1�'' �G,� �� '�' Aii�'T!Yf' -v �(X itrt, �r�J �i..r� 1 ' � r, � f 'r'y';��.r�2.i'J 'F i"t ♦�:f t '� �'f'ri.""St'y�* j,f i �� `��;a�a;�j �� r' - �r�(✓�"��'��•=�? ir�r 5�,Y•{ tP�, s +' 1�1. pt� Iti. ? +1r Ff t cic• t, �!�!iF r. `t 'EEw 1'�y� r'i• •<e•'c •',�Y%• r�� 141N, ,�� ;Y: 1 i,1i ti,. i;+ `�11 Zi 4. :fN1{yti sd ..i}' •' .; '�:�yi r! lit 1�' rf ,r •�, `-. F - T �) S•' s _. �iF," h t5t �'I r A �"7 i }�' 'f+ ' .(� >,r i� �,''• �1 'i' ..Y. 56•. yr�r,1'].i� te'! r .�My� � c �f �rtl�% ,a ?.�)1"'YYYYYY t�; ffµ �' ;a� li.�# � 1• ti j , ��. ft!YT � ' 1t,• � �.PC^ '�k�• Ijt�L'il,,{:� . x •'u�Z� ,�� `+ 1 �, �. � ;�Xt� _, r�•+�t � '��.°�r a1s,•i'x Y f''r� � ��`_ �,,, �4i+� '� �� h (�'��;•• '' y�,7�1: � � +'• I a• Sl ,, E.t t r ,� ! '4 '1 4 a'/'+� !. iz r r r�'�yi„�e,��l' ' , , fit:�; 1 �, i .�J ,• ryu�^ ��!•, � t a .* l ,mot i� 1,i r ,.a tC. F• •1S, 0;1+ r. v �a�': '"�., i�L� t.. ., ,' " . `�',�� '!' , Ir, Y \' , 1,��Pi��Y�•r�.. '�'r+�, ,•�. �f�f t 1K'i;r' 1-d;i 1 -'r,r'�' �' i ha� � � C` � ► �'6yE'� `�k t��! .f� 2�,t.tii ;•d;��`',•��t •.s�s'IA f� � ?.y t• •`)�:t:.« nti rl,lr/{ SL=SI:. � ..r,':,l;��l,�t'�.i:a<O� ,1:'AC,.'. ....i ..J.e4,.t �...,�.. ,�.�5-:.�.a7419� r, t. .'.. ,. ..../- -,•".r.�.,�}4..'.. .. . . . I t . 1�9rt+ H Y D R A COMMAND (Continued) PDA MaxDia - (OPTIONAL) If it is used, HYDRA will not select a pipe larger than this diameter. It avoids a larger pipe by r , )tY „ making the slope of the pipe steeper. You should not 'cs .select an unrealistically small diameter. This parameter ►�'�s, ts,, ",, �, should not be used for the first run of any design - to avoid a problem. This is done by setting MaxDia to 0.0 or j %y t; ' e► ' ; ` simply not entering it. 11 ------------------------------------------------------------------------------------ . ;33 NOTES:h tit •� ``' 1) Although when you are analyzing an existing system, it would appear that only the "n" is needed, HYDRA f . ` requires that all except the last parameter in this �,;• . command be set. F �# 2) Regardless of the minimum or maximum diameters you ; s select in this command, HYDRA will not select pipes that are not listed in the PCO command. The default `► �� tiT' diameters for the PCO command are listed at the start of }fits 's� your Analysis Output. 3). If you use profile points in the PIP command, the '•:'��- +a: minimum elevation in the profile will be used to calculate invert depths for MinDepth and MlnCover. , ,[ --------rz h t r:lyf+d - r � EXAMPLES:---- ------------------------------------------------------------- 2• tr'is '��bx�� 4 -0u�lJ PDA .013 8 9 4 2.4 .001 (typical parameters) , ' - '•`•� i! yr. l• ti'v .]• .r_ ,(• PDA .013 8 0 4 2.5 .013 (invert selection determined only by t, ,x •�i� "minimum cover„) PDA .026 12 8 —QQ 2 .004 (invert selection by "ideal depth", may ;Off actually project above the ground. Negative "minimum cover" means above 4. ,y ;) •. / ' the ground surface) PDA .026 12 8 4 2 .004 (maximum diameter is set to 24 inches) F' 1 ,'r� �y'N 6Qt�i1 i•� tY i (C)Copyright 1988-Pizer Inc.8/24/98 �:}� r■■AA'tjr .ti} 'I.y'L �iPl '1 rl,'y W ' ', PY'.r +f, i !' .� �'u+"h' .� n.• Mf.'. Sv'�' • ,t.�/ }}1 rr'!,S f, I-r{lots'! yy 9 r c': � ".`.'' �'� � \ ''�p? tiw(T�i��e idSS /1•� (•"." ;;:r�£ �yyt�.2� �f,• �a�a\� :�, -�'�',IS �.(f 8'� -. !�r a )'�.�.7 " J�`y, {. )t Y.,v(irY� '.•1 , 1 Y'•t, Ed' 41 '' 11i •rA•'�i�,ra/{ f. {yy+ {r• •; t r y� �' �. ,� .:; i :r y Nr y�y, to ;t �, w f * t f Il'q J •C" #�Ry ,yrw{` r ii:,. y4 l,S, ,,, $.T k:S• dr' t(, 5.{}�' •' p,•Q y , «? •, { . •�ib,$.Mq,!'.i.. '.i �,}.r,r '''' k'.t',"}" 1�' ►:M.. ��Y t,yr lt' r '. ,,.t ..la,'I„t^``�}�} �K7 `:'��•r•.,l�rj�Z :�� ;" Fp��,rld! ',L�� •tt�•r �`1, •}1� �.7� .� � ; , '.S• TQt��/rlJ�idr +hr }° ''s. .Flry7j��,e f � S t A � .', '�t �!� ,i. '`N �+'i'� ►�}f - ,i S�'� �`Y C•' � t It1 j'�r, �V er. :� ;,}�yl� ii"'" ,,:y� ��..� pf�'ii�,ti�i .Z'�.. ��y� i � (.`�� .. t , � �, t r ��ia• ry�f,y y n�,q f y, . -� 'r;'.�'�k,��las, +,{-�# yt7• ' ,-t r � l' �;� *,r�,s�� 4 � y'�, f t�-,i j,!'Y`,"x1`f�1/, i y + C%Jy:?. , S .1 �,'. .S •'; { t�t• �rfi l., . •Z�.• �1 _ S �\ `r t , �r St', 'l •��ij�. rt r i.tt1 {' s' > '! j1'r�4 �C 1 w•f r '{S0 d -� 4 '44 0 3 r• ..r S; �r�FTL� . � •f i�'r�} ,rl J4 �r 3..}'.i'i SR��'• , �r• +•. +�', _t 1 �"•C � 'I;F..' r..,.�;k.Z (i r✓af + f� ��" ' t � i .. 'c``'� RAI �0 �, �j �' ,;17 I�f .�'• , a r �}�� r'l. "'4�e,.t >-v' !c x i 1, tr 1 ,: 4� J r 4 - �ifi+rl �*,,,�'�'r f��9r,1�. � ?��- ,}+1'7a +'Y t''tt1� �'� rt r.� � '�• i,.r •(!`!rJ '•s ). ! rr1 . - .�+ l: t< ,:rj �.+,l.r 4 't i�y,y,`. _�a ! 'i•'';!t •.! �.�' -,1 H .1 i c .. t , 4.. . .. :13x{.4.:vl�r'.{t,�r..; a .?'+ ...., m ..:�4 .� ••�.�:'i,.t,,.iffe .i'.�,', . ,> '.1.. t . !.l �.. .. �. _ . . .. _. .. ., ,Y.7s�, , i s �� I .r{• is �' nsi4= ov, t COMMAND PIP circular PIPe ,3 PURPOSE: A transport command. Moves fluid in ati, ; Y circular pipe. Used for either design or 1�' c 'yr Q71 1' ---------------------1 anal sis. ' it ------------------------------- F r�, 4 `r,' STRUCTURE: f 4 ) S .�%, PIP Length,'GrUp, GrDn, InvUp, InvDn, MinDia, LSCost 'h r' Length - length of the link or pipe in feet (meters). GrUp - elevation of the ground at the upstream end of the r'► �'`'�'" 1 link in feet (meters). ~f°� r,•v � �} .r�•,r GrDn - elevation of the ground at the downstream end of the link ih feet (meters). �Res. InvUp - (OPTIONAL) elevation of invert at the upstream r end of link in feet (meters). ex , ;�, o If blank- or 0.0, HYDRA will select InvUp elevation by ? t using criteria set in the PDA command, and taking 't a J '£C G?�%! � into account upstream requirements (if any). '�' 4 r +. ,t o r'Ifi'' L; ?; If a non-zero, HYDRA will set the upper invert for 1 ' ;af�� this elevation. K?, 4Sr . ']'�''t vDn - OPTIONAL elevation of invert at the downstream �+ r+� } I n • r end of link in feet (meters). sr ,� �• o If blank or 0.0, HYDRA will select InvDn. +�rr�` ts. t t • i o If a non-zero, HYDRA will set the lower invert to this elevation. •fir �, MinDia - (OPTIONAL) minimum diameter in inches (mm) of �7J' pipe for this single link. �� , ,�`►' o If blank or zero, HYDRA will select the best pipe from the list given by the PCO command (or the ,;sj ' s'+ default list if the PCO command is not used). ,,� y ,��ts;Q,r , i, , A OF� s s fr (C)Copyright 1988-Pizer Inc. 8/S/89 t ; '�.�,.f •�'�,. -- , � _ � ' , +,cif•;: , 1V1 - i 1•:'t tC 1 >t' ii�l;[ E`'s tt ss. �`? ,a MN J!►'' � :�:� y 1'j, 2 �I Pr -t f ,I ', { ! � ,i'.rr, •? {'t �, d1r'f'•�'j,�,y •�+I ,t � •r K � �t"�,ylr.:. .iT,r ,,. �'.d ; , ,1.:.. a ,�',•t + ,. , . 6dt �,�r Y �,l } :.in 1 �1 � r -., r'C 1 f.` L ,. ,�♦ �ttl'r� L `•'fi ,t 1 , i , .' �.A,„.. ,• f,� ,,i 'i. -;ti 1 r,��„r.�'^ 9 t4 � 1 f 11f 1 ,l s •� ,f�xy7I`. �11✓ •3[['' C � l 1,.,. j{ i} r yy bra,�' � �f�''(l'}��•l;r�'�r'�'��Y1jt�!.ail ',l t' i` 2�ut'S�4R'1"' 7r ,,,. y��i.,.1 .r ; = �t }��1 "v I. •�� ,1 T-.rf.�1•�S"�'`�,�+'' f 1,,.,i ,f'''i 1 ,,.7V > :1 �?f f1f' ^i 7Yi l ,, �'., ,N. t' I -,i•+�„ .��': "�. 11 ;�' - t' �t ,{r� ,!rr1+{4�,3 � � �, u9��s�iri��'�td y�'�, .•k .n'q��tv�, 'y,�+!k ,�� 6 pp,,{{.4�t , "iy�, '.,t' ' S pMj' b`•• "r •` ' c F.l F, ' t,'X •RISE ` �f,(l.,Gl1y,'+tom' ' .F � � �r { j rT.. Y tv Fl."i ''7 t't�y��' f{''�, +tiy} '• •,� ` 4 !i, �'• ;•! Y� ( 'i 0.t., ,r , �j. � Lr •'�:.S C+� t� .� r.,�.i�b1' S� • •:t,Y s `t.:• f�,� � 5,,)ir�: tt l�f:, ��'ft�.�' �1. .�'j�el, •Z,.�;i•. �:t" �tt �'g. r �! 't f r' l �1�•:t' t 1�,�, ..k�`'� 'y}��'!• til t %p i �'r •.e e yd'{,y' � ;'! r1 ��t r S� `r� r!, `� ��'t ,•(j ''qq"rr?','" .r. �'�I f �•�eSl •. .r;1 ► l�7 � ►i,`i " ' Ip " - i ryti �r�� t�� 'IY>4�r1 �,�}+f1 ,1.y.�""'i1 �1'.'l�s �'�i{lu��Ri •rFi�r 'f4•��- �'�• • :tif �•r•�' ;,, e ::i,r .,, �,y �i. ., �,t,. _ - `), yi'. A7M.:� ,,1+' >t��i;• S'!, s` ►. �j�'•. £ kJ�-: {i" �,'•' - y, 7r�r `'}� ill~rF�„iT,y 5 "S lr, •' 3 ':f,''6,f. ttf..f. ��r ,� y�` '•'„ley �ifffdi�•`n'"�.1�'r -frl' ; .��{ r ;, 1s) a✓'"'i 'i ` �1}�( 4 �t' ",i('S� f � r T •! �'tP�„'0'l a I I +I H Y D R A COMMAND (Continued) PIP o If greater than 0.0, HYDRA will still select the best �µh�x':i '' pipe from the PCO command, however it will not be t t;q ' %12 smaller than this value. (overides MinDiam in PDA lr� rr 4� „ >t i L 1 command for just this single command). . •i ,':1 �tiv" o If less than 0.0 (negative), HYDRA assumes this to be . � ; � •tk,* an existing pipe and will accept whatever diameter is ,,;:.�t�,•.:.,:, given, regardless of its diameter. t �Y`►r�� };i ;; LSCost - the lump sum cost to be added to the link cost `t✓ `;''r'::t"`" calculated by HYDRA. ri. It ` ------------------------------------------------------------------'----------------- NOTES:It f1V;r 1) If either InvUp or InvDn are less than -1000, HYDRA r#tt��^.. assumes that` ou are fixin the elevation of the given F>r r Y g Ii invert at a given distance below the "rim" elevation. For a" example of the GrUp is given as 234.00 and the InvUp is r t '• given as -1008.00, HYDRA will set the InvUp at 226.00 (• '`d (234.00-8.00). This is useful for existing systems when inverts are determined from field surveys. ' �c.' • 2) This command is one of the most flexible in the HYDRA library. If you supply only length, ground elevation up >t + . tr�j•� and ground elevation down, HYDRA will select the invertdt; up, invert down and pipe diameter for you - this is `• called a "free design". You can however, override the "tl.:' HYDRA design either in part or totally. There are many variations of the design portion of the PIP command 'j which when combined with LsCost makes this command ` (`r, equivalent to over 50 individual commands. You should ; ;' stud the following examples carefully. Y 8 P Y (A"" " ------------------------------------------------------------------------------------ `" ?yq�l EXAMPLES: (Design) In the following examples, HYDRA is requested to select some of the parameters - these are called "free designs" meaning ltA�". that to some degree HYDRA is free J2 design. 'x N �6- PIP 350 356 356 <-- HYDRA selects both inverts and diameter. M�� .•`;,•;r �;.�.:�a,� PIP 350 256 256 0 0 12 <-- same but minimum diameter is 12 inches for this single link P. r i?• rt'� ftZ } t ISi9 (C)Copyright 1988-Pizer Inc. 8/25/88 .; �6t o yr,•:�� r1 e,�}�t r I l ty1 r ff•� ,tjj •./�( 7 .� �. �.�' r/r xr �, �r, �. '1 t�ttlr r.%�S•' �.",y��• Si7•' . �a��pJf�'4,1 7y( ''� �',4�i;'a�Y•1.'Trr r�:i�Q��v Si11%� �.��,�GS��a,�.t t 'R �� l�:,ui .l• 7r? �i. ��4r' r "J'"'�z' �y cr :,{ ti �� v t, �`�� {r`�F .�,f��,� ,�� •• rZr ��l} , !!1 L� � . ., t t r•' of S j 7,ir,i�9' ;j7�r�`S' ' �Y t`4j0j1', .•C IA,- -�. ' !�!��.i�•+ ti'li - _� ��'"r': •��. �Ijri. �i v �` �n ;. - !�'�� ,f T�''r7 `�� t A�"�'fla�� r��I a l•�;,.ftl-r'/�rL{�� "E"�t1_.i ��'rJr9r��Yt. .'r.t •!',F�' t��' 't a�tl}:�5�`a rj�t' f i 'i{1;.�.r; ��i; >�r. y ,.. ,t )s �.,1X ,. . 4T'�'�rr ►tiff .iS Q4 i • , Zia �f, +d,'.•'�. ^ti Y':• ..!'�,KII 0 ter{; •, ., �i,,'!!!��,�`iw I.W -•1 •'�� d'7 -1 �. t�•r�x... �•f �{;V,�-�' •�,Ir. ��.- - .� .•,� ,t7 .a �1Pkt 1j .y: ♦T?s. ,v� jJ� ��'� y{,, v>�r a( ,by 1��; �rr� t� �•r�.,• �k.�' I L r ,,'?'�t �°��r•;:l '1�•+, `�T,1tyt:'•h, . .t+' _ °• �' f L. tr�r�- : 'ti'� � �. .a+ ;4i r. 6 .a, r �_*• ;:�) t•'�f ,L '�'yjibYfi� ��'a y�` �r, t '�' h ', t:� `�, � a ,t1s,�lddk.h !'t F� , r , d (r � n r.� r• ,.> Y ' '• ? Lk,` ', { .� ja<�� "/ a�T=' r}tiyh ) 1;. •r J�� ` •2Kinr,�'"ff,7l+S r,y r; ti5 t,f2.•�tl.l. ' �/�:• i'. � +a .�Y� :,i�' .1,,r�r r�'.'� :I'!,✓ .}� - y1,y�SP�e� �rJ=! �� ,�•?�+�y� • 1 •�� 'r' �I, y�/,�i_fi�7��. r tl s Qr ,• ` { !'e1I WV"7�'.� 1-� �'. r,t r.v 'j fir, { �t 1rt}.a j'.. �.�r `�jsi<'j•7Y. r'S tr �1 � �r tl•;if>; - r 1 ,alb• r t �3�t! I�r r'. ,[t{ .t��.�'�:�1'��r I J',-lrl `,'�i�r�kt'tti ,. .r,�, J St.�„:a r-.L.r,'.�P4 r, r .•'-'!-. t t,f r ,��/1 � 43t1�?I If': �.�• t' r �, '' r��, tir� -�. �•; ,d.:!... r.,:_ .'r:', ,.._�ti... , .d.. .. .. t. *'� ..�. 1 ...r%•', 1, r.A1... r-•. 1.1 M�►t�tr�. � ... t.'..'s .. ,u:.: :,,. . .. ...Rift!r ter....... 1 r I -- — ---- -- ------ PIP H Y D R A COMMAND (Continued) , r PIP 350 256 256 -1015 -1016 <-- upper invert fixed (256-15=241.00), lower invert fixed to 240.00, HYDRA selects diameter s �,p To !•i ED PIP 350 256 256 -1015 -1016 12 <-- same as above but minimum diameter ; '.+y�rrl�ya y4 ,rt is 12 inches.A. +�i � a.• 14 u1 �.r.j 21. PIP 350 256 256 250.55 <-- fixed upper invert, lower invert and f diameter selected by HYDRA PIP 350 256 256 0 250.8 <-- fixed lower invert, upper invert and diameter selected by HYDRA a y Va t) l� rv�crx( ,,,; •Y•q„� PIP 350 256 256 250.55 0 12 <-- same as above but minimum diameter is Y. + ?' °., " '•:,;;r ;''tyQ 12 inches. `i �::)•;;}' ,. 1W. PIP 350 256 256 250 249 <-- fixed upper and lower, HYDRA will select S diameter. PIP 350 256 256 250 249 12 <-- same as above but minimum diameter 1� is 12 inches. f} ,`l r;ila ' A, ,1q yp• v ------------------------- ----------------------------------------------------------- +Y l ; itk:ir p�.af�'3 EXAMPLES: (Existing Pipe) ' .r w 7 f •�i L %��w' �y, �, In these examples, all design parameters are fixed, so HYDRA is not free to do any design - it is assumed to be an existing i►� pipe, and is treated as such in the analysis. Note that the diameters are always negative. PIP 350 256 256 240 239 -8 <-- existing 8 inch pipe PIP 350 256 256 -1008 -1008.5 -12 <-- existing 12 inch pipe with invert I�th lyr^�r�1 L'j( elevations measured from the rim. ' NOTE: If the option is not shown above, do not use it!! *t '' jt},' NOTE: If the option is not shown above, do not use it!! �t t +" NOTE: If the option is not shown above do not use it!! 4 4Z �4' �`iS•��j77Ts. � �,• � t `•' { >f (C)Copyright 1988-Pizer Inc. 8/25/88 t r y .lr +''! '� q-r ••' 'i��%'' �.� T�r i fy 1 �i,1,+' 'h+ i, i ':•+`ir t• ,-F"f �tiE .' .1•t'`O�ri.} S{.� fe � 1` t. 1 }:,t: 1<' nn_i� ' iZ t.\:, 1' �t /'• , l, t l r� rl'� r" ?J` iiA%Y'1} .Irw�.. 4�'}�i'i� X1 XS+� e'��{TS- ti, t �� ;�,. { •1 ,t•�."+�� t:j�'•'+I" tt/fi.yt�'Q �1q�,4.�� dx!► ' +.,C� � r�'•:{ ti tiSr .Yi�r ." C ' •i_, .'_�4 '1 r-t. rr.yiL ` hF.:s�, td.'.s{ihi• �ijM�.�. i�:lj'.'( .f�'1�{ :] r . t� r is � + s:wi r. ' ��ta-� '•F IS �, .♦3' l yt y�f\�r�l^ ' �� x�•4X .f' .",IfS 3 '1 '1�lif �•F 1..-'+�{ I��i,7t f -tFf•!•,,til i/�'l- •• '}� � r r %(. l } `, Y�� ,, ��• ,t4 } -;..�, l� �•Sf,�,.; .f� �{ ,, _a�•j y rrr;j, �•• w '' •i�,� � 1 :,s � 4 js"1' > ;" a•rI .i ,z 'l• t ` ` a 1 Y17,mr yi� ( 1¢/�y'y• � r "!:.( 7t! '•r 'l�17. 3'`Stl• , �nla rl 1,qh. - ice.ii ,'��.�ti �; `f a} IyV.i r, Fyf r ' •• al. - � .. .c (•. i` -r�. rid- h '<1 ra. .rvFs. �� i �, f' li ��y �{' it � •i� �yl, #�'4i A y i�'�}'�: '��il'jj,, 1x),�1►ra,� .fit it,{'4 is<'.{ ��, f � r;, I • )^w� ;t=•Av y� r!C r, `;.t l ti; )' �°!� ' t ` lJ �Y,t( �:! t• a,.7r• S„��' �}.; t �,-. i�{','y�y.�i, e�l�Yl��.Sl�� `�trr, 'i � )r'. Ii- � �,+�f� �. ;� l�i�f�}. r3��'� %�'RRx,I �y,3�r� ��•I�(1fi� A� ,�' 1 .r.� M"4�r;E�_ . I";.1( �4ti�� t� ' 1 j'{4,N, �ti 1.4 -�f i t �lr`i�� 1Y�:i��y�s.•'�jl�G�I .v ,N� Y x � �t�1{(rr• ;:i'" �� ,�' 1 1 - ` ..t �h �• 1 T� 'lily. .cfb 4� 1�"yv ,`. w {� •r t ♦.r: itN. ho •t . .- .. .�F�dl`.• ., i. ... ... ,. ..r � •� 1 ��:.Sf f�'� 1}�iwi I"�a'rl r.rat` '•\ �:u�"! . .... 1 , < 1 � 1fo. .Y al �.M. .•VaJ \t i i z�A wt l r t• ads': H Y D R A COMMAND (Continued) PIP y ; PROFILES OVER PIPES r HYDRA will accept up to 30 ground profile points on a link. These profile points substitute for the Length, GrUp and GrDn parameters of the PIP command. The rest of the command remains the same. Profile points are always within ,t t• ?' parentheses. �. ,r, PIP (Sta/Elev Sta/Elev ... Sta/Elev) InvUp, InvDn ... ,1 a �t1it Sta - the station or ground distance in feet from the manhole 1 • i; a J to the ground profile point (up to 30 profile points on a single link). The last point must be the far end of they', pipe. Stationing can be upstream or downstream. • +�;J.. Additional data lines can be used if needed by placing a at the end of each line. �"� ��,�•' t• ,J-, , . Elev - ground elevation in feet at the associated station. •,�': e, (.• Sb 1, - •'�, PIP (0 250 27 252 56 247.34 125 242.6 267 2")or tti�f rt s2, PIP (0 250 27 252 56 247.34 125 + Kx ?� 242.6 267 244) ('Y 1r,+ l �� or PIP (0/250 27/252 56/247.34 125/242.6 + p • a ' �s NOTE: The above example illustrates the use of a „5t as a delimiter to make the line more readable.. I�• r a t tit •� p 9 PIP (850/70 800/65.5 714.8/63.5) r " (C)Copyright 1988-Pizer Inc. 8/25/88 !, r h' { + �•{ i� 7�1i•► �' :i�� .jt ''�yf* i+�, ,y IANOW\r i•� r \ 1 ,;J,'I,T.�, •Mf`J,, •'�•(�wL♦'i '; yc �rS'♦t0 ',�-'i ♦ t ♦j - y � i{ti � f�� v� ��r � 'r�'t t ,, t1{P7'�� (Y t r �}•''�s��{ �J'��yt��'�'*•t+✓�• '' r be �y jr t '♦ ti:• T(' i�i1}NY'j �, t Y7i,'I' .7 � a �'- ' •-r.'. fir 1:�? Yf��. �A.�JVl��, �`�'�r[�jj 41ir� yr S� iC l.•'• .t ,� � � � _ ,. }`1.. ,1-.fit ti SJ�i^� �'•• k�.'f�5 '� ��^ � ..,�., 1`a ;,.t.-� l'r'{�.,�jl�•,7d. ¢'•J t�A :t 1 -. tc- �'a ,r47 ,f?tt }��`'�{!hl}:rL '•(1*��. •h'!.ad��fj,"r •r% 'iY`�v�u.. t",-'i i'.� .,�j'�y,•+• } y�.� ,~< ,:7'�:. - ,-i. f -'iJ. ��•j'� J'ij', .!• .1�\ �,7 6' .f,'-,l �X'�...,,r- � •A .tJ.•. t��} � 4��v7jc, y •� 4 {�� "`k �St ,5 ♦r• i\ S,'.� 1 i ig�"•1 tl {JwJ'(�i�{g4 A •fi. t'` `�i; '`"r !�F � t tx I'ti!� '{t� ,I1J�,' �j,{v. �'' �,t�ya�)t�hlyl 11.'•�I' f ��,.. ��+(% r�i f;• '`� r(( t ��e I3{�' t,C.r; t rti.r FyyG,(, �c`�,�1 ifK♦ Jt��"J}s�lr'Y:{M'�'}rb•�.��'+t'�O,i-i• ,};k��+• 'y�e•��jy��n��.;� . ..•r It 'r Tr ,'`r"y S :l'�:.1f:'i ..��+L•l,r� .. - •a r� �it �s, •` J• •�{•O'�{,rr':��.d,. ?�( �t`t•{(.,��j��ti'��: 5iG ��2`r _{'' 'ti fZ 7�� ,ref, - j Y J.�� .1}��. n. i.�•� l� �1• f (,♦�'!L•:}y.�iJ, st ,!'7,t.;,M.••�f(� G ly , s i\; r1 t' 'r SISY t�! �N.'�♦i1 �}t r A! 't (�' tY t srr' S ,.�sr Q tf•f f:x ' ;� y Ott' Xx ♦ Ala: , �f }SS; 6; t rt Y'4 t47 t`i:vqe.. �T f'•4 .1,S,�t't l�(yy1}�` +1,6`t, tF ';; - t ��. ,!� ♦��r/,j'�t Y3.t-�l�r,�.d(� 1. -�14eSt A" tis, 1 .•�, ♦t 'd l\:: lj ,t 1} .t:� ) Y : ♦. ,E• ' '' �Srtl.. r \f. f J ? ;r •, _� ♦'' �i + ` •..�... ..r.�'iit•' ra,,, ��,�' �•°� � ' ,.... _ . ... ..'.. '.a �'�+,°F ,t•y }$<i ?.;rJr, >�,•�;1r, ,vs �;, ,, • ' .1 rs•.1%• ta,�..a�•a. .t, ..t-4..•1 .:t 7. 5 �.,.�. t.Y•�-i ..'AJ.rLu:.r.lt4t:1. S>, A J .. ..... ... 1 i ...� , �• Ai x H Y D R A COMMAND (Continued) PIP ys , > fi; s Although your stationing may be continuous along an entireAh lateral - it need not be so. It is only important that the stationing be consistent for each link. g %Jj{ HYDRA allows you to input a profile on an existing line but T. Y P P g since pipe costs are not calculated on existing pipes profile : � � t, ]; points between manholes are not used by the program. This is ,• ,: a useful feature however, if your map has stationing rather than lengths. For example: ; PIP (850/70 715.8/63.5) -1008 -1010 -12 "fitt' t�••r."'•'. r, r� where the upper invert will be calculated at 68.00 feet (70-8) s.• ,;.,•r:. •r' >, � 63.5-10 in elevation and the lower invert at 53.50 feet ( ) in elevation. This command could also have been: " t " PIP (850/70 715.8/63.5) 68 53.5 -12 or even: `; e. $ �.! !G Y• , 1. r + ti• � PIP 134.2 70 63.5 68 53.5 —12 �t�i�;,7. ,•,;;fd.• tti t v ;`r • �.. All would have done the same thing - its a matter of 141 preference. ' ----------------------------------------------------- - t^, tt, t PERSONALIZED PIPE NUMBERS and NOTES: �a't•�Lt;`ts•¢?4 .� �� '!a fir,.t , HYDRA allows you to transfer both informational notes and your own numbering system from all transport commands to tr it"r��,�;,i 40 t;sy r your output reports. A municipality may have it's own numbering system for pipes - �"L and although HYDRA must maintain its link number for internal reference it will print a 12 character string of your '^"g�, ,+Yr'' •ii`F choosing just below the link number on most reports. In g l P r. HYDRA, this is called a "Tag". You inform HYDRA of the r:', r,�`t,,�•',i tag by placing it after the command parameters and within a x' •:�' !�,: ] box made up of the square brackets on your keyboard. For example: •: ��r"'R h, � PIP 200 123 118 EMH235—MH2361 'is M r'n� Srf�,t You may also place a 36 character note in addition to the pipe tag. If both the tag and the note are used, the tag will be :.. .rp� eyti1.r F��Y��i��• . A � t t 1988-Pizer Inc. 8/25/88 7•a's t;'�� 6.• �C)Copyright ed '~•.h la * � .�' 't?7 ":sl^r? •t' %s r . r r q-— ttr -•• T +. t.[ 1, } Z. t t :,'r•' ," Y '1: ! �t. + j ry' 'J,'•;,•i• • ' r �; M;h' *l<i ♦ dt '.H �' 'r t' rS ''S i•i y. i d. , ,1tF�?.aC 1•' ;} i°t �:. t t•. a �. J:'7l-� ';�. ti,4"'' .t 7.ti '� Sr,.11t t 1' •3 FA,i m`,• t ..7••':7els 5v •Y n• �' •N't .Yje" �' rlt r : - 1'' NSF,- :l �''•' t`yl- ti•�ty}�l! �,i- �. �r P:�j5}+` •. %' �'Lt IYN..e�. tr �IVM�{V`J-nt', tt'> rrS ��;y1 :��:t( o„'��l�,'i�1�., J K'•,'+, 4"J'i'r:"Urr- i�}:f ..�``� �' t ��,cl •,,'�?'� 4, r! ••r:.•t t�• t. j� iS! rd ' 4 yy 4 , ;•r� Pftl; � .i:l�¢ ,e r. ,I >�y � �f,�*.i�,�, . '• �• •'t` !' , - t,t � I,'E! ,� � i I1� .,1 'r�r ��-.W.t�`r rf. d *7� 11y1r ►+f. i.Ji y�0� �j'�7,Y•°.f't4.�� £��' f 't '7�•`,!��T}i,. '•�i •1�<1 ��t:+5��y�`�I�"ry•Sa• �is{sy.'t�.17��,,�i��,,��}•I�T9 +,ta '•1•1,;��iC�`'� _,•�',�'��ftiJ��lb�it�as'�iC1^' �Yl�tj+�4(1.l ipJ'!�s' �.��1'• ��J �f'u. 'r7yC,r�+t�J•,'is'��r('�,��''r,.?�,;'.:.,�.ti :!�� t •x'ti iS+t,.'f i �;�►t; 1'�r�M.�{, � �' ra• •ti r a" � Y,� :3,1�{�• .41.�r�,�', -i!,k'x�t s�•,�.�fyf�•;�;r�'�1'; (�[T.S r. � r{ �L�_�t s` _��:+ a' rai• ' • '. ,� ,rr,, t. '`�ltti. sRlr'�ii V�V't r �i(!��' �,t �t. 't (I'S f "�L t^7'Z. r+ '' t- •`• ,� y • % t r .�tM �h� `i r $- y 6' � Y •,� ;�•W ��r. ,�xyl'� � � :;4 ! ,,��.i rd�.s"Vie, �si 1"' �� ..+ r ,Sy'��+j�!••,1 }+' +fir•'+•. 's, x��r, • i�!y��+r�' y�lt �asr�'•�• +` ��ii"1�1 't• + J� � �a r f ?�'! ev�r�u+� � `t i} �`+�,t -•� ' ��t A •ri p �,'' (� t S ,_ t?�, :�:�. qt� ,•�' �i i 1'J'S}7 .1 , S tM' "�•fi` t? t �l1' ti , jl 'y s �r�'`I � �'� .•� ` r• �'' 1 (! J iq� a ,�7�t a]` ( �p�t �•i �' ( .�t�!�rh' u't. r SJ• � �•74,�y, /l��,r+t[' •?11 � 7�ty1�:?,'ft+ ' 1 4 ,,,/�'lfy ' e1i. �'!fi 4yti,'Tjri �f, t'1'!, t .\ •i 0;' �1 ,?j 1:t !,:� .Yp,t�.4";' •'jVr1 '� T^' ) _�'•�{ 1t'j'�ji¢y •.t'i�%rl Yj•1'f r�t.�t' 'r,W •r{'t r �� '1 � �s- ,r• t1S i"; �TCl: ,1 '�i+ t� r' . ,i.1 5J• ,. ',1. J: •� ": f•^ Y�dt•�'iihS'i',�; Ctltr t. �, � '^''� � ctat'a tr}.1�• a''r,�; ;1• ��r�t't,ti r' i� ��1�j� q�,,!&, ;.•. �:jrj�j±tV� �(�+�t ;'?'.',Fj}r�'!�`'";�'lc+NP, i'�. '��t` ��: -{rt• r1+fit . J't1'�,t{ 1tti Jr•;r0;.v r7if y'.'�!tW;' 4,•ef' � '�•, • 74 'i ' fib• r .. ., ".'. ... r ilrft:... ,..... .... ., ,..'t t,. �.. i 9 ,�*... 1',. ...... . ., ^�` �fY fl�i;.ti Kb,4 V••v�FX•.�,•t�wti',L: I �I1 1 H Y D R A COMMAND (Continued) PIP lie W pulled out of the total string first, and the note will be the remainder. The following examples all accomplish the identical results: PIP 200 123 118 Known to have high infiltration E1235-16A] K5 PIP 200 123 118 EL235-16A] Known to have high infiltration PIP 200 123 118 Known toEL235-16A] have high infiLtration 'Z T, oy In all these cases: jv;�+T-e-,Xo Tag = "L235-16P = "Known to have high infiltration"Note .7. V ------------------------------------------------------------------------------------ ..9r.. TECHNICAL DISCUSSION: The format of thi command, although somewhat complex, has Z1 V` been found over tie years to work very well, as it allow you 4.rp C I jf� to sliift easily from "free design" to "existing" or to quickly 3,-1,N:, 5. modify one or more parameters. You need to study this co mmand carefully. ig 11" Vj?;t The "free design" option is an easy to use but hard working M It command. While the HYDRA final design is optimized, the designer .4 --1 J.,: $ . must review the results carefully. What is obviously the best design to the designer is not always as obvious to HYDRA. HYDRA selects its final design after trying nearly every possible alternate, taking into account minimum cover, x*i !g Q ff .144. itte minimum depth, minimum velocity, diameter limitations, upstream inverts etc., etc. At times, the number reviewed I io t,A1, exceeds 100 - and the optimum is considered to be the one that maintains the highest downstream invert. If in doing this, the diameter is larger than you desire, the velocity is too low, or another feature of the design is not .-.4 acceptable, try changing the parameters in the PDA command first. Simply increasing the minimum slope or minimum velocity can have a significant impact on the design. Also keep in mind that if you use profile points, minimum cover or minimum depth is calculated from the low point in the profile, and this can have unexpected results. to (C)Copyright 1988 Pizer Inc. 8/25/88 -ky, IN* V # j�fv Iry uq �1.7 j • Z lr Pi f4 i-V'I i A-X - I . T .jj I 1.4 tip 1 '-i-�YAVI ,A� v I's"' A V. an v-a LL � 1 • COMMAND --- REC ~ � H Y D R A RECall lateral ` y1 PURPOSE: Recalls flow into the system hat was "stored" ;k�, ,r`c•�, ' using the HOL- DIV or PUM command. -------------------------------------- --------------------------------------------- � STRUCTURE: it >i REC Tag �1 1a1�. Tag - an alphanumeric string identical to that defined in ji;, 1 D the HOL or DIV command. Spaces not recommended and case is not important (all alphas treated as upper case). ------------------------------------------------------------------------- NOTES: FA; ti •••� 1) If flow data' has not been previously stored by a HOL, # t '... • �:+ j r� DIV or PVM command, or has already been recalled by a �T{ REC command, HYDRA will assume an error and print 4 an error message. •�'f .;; . 2) The is a limit to 5 recalls at one node. If more than 5 ,,.- ��••:;, a � fir:, �• laterals contribute to a downstream link, insert a short PIP (say 0.1 foot) and then recall the rest.---- A 1,,I �. M1111' Y F,1 •�'_: �•*'� EXAMPLES: JOB MAIN ST & LOVERS LANE a PDA .013 8 0 4 2.5 .001 t it x NEW LOVERS LANE <------------ Initiates lateral sh , .. .,..A� PIP 100 HOL LOVERSS 94<- -------------------- Holds data for later recall hr 1f, NEW MAIN STREET PIP 100 102 94 REC lovers <----------------------- Recalls Lovers Lane flows • j ` �j_t �"d' S f+ •� 1 i' PIP 100 94 94 END t•,' y:•. . > { .E-4 l ti j'• 7.k V'��i^ it •1 i�,i� t ' kill AI F ♦_•1,• ? t,�;• (C)Copyright 1988-Pizer Inc. 8/25/88 �" 7 5 T 1' , r y d t.,f"'�tr• , ti=I..� t �a�•'. oov�� '`I, "�' •#17,� �, �: �. t {��IJfa�'�„ 1tR {'{.,lid• 1�t r�j'.ic�<,?,'Y�:+!' .��''�•,A,1� ry �a, t�t�',e y�! ay,,:, •+ '�,f �,. 'rg � tA. .cr �•� 3�I,L �' +} •�.a73� fVt•i{�. .'t^ ��,+5�}�.1 � ��',�� t Al�+'� 7• r '� .�� /' � `� 1♦i� •�' + ��!_ :4. *��5*15y�1r31. , -1}��''7{ , w E1 ry r ,yqr ,,'!•.:., -y� 1 - . ;ic. "X7• , ��♦ i 7 tin r ii t 1 {.1 h. /u�, .�lZ`�..- c ;?•!ir , r al f s• `� C' t tt 'a/a; ,r,� �,.;A�y �♦„ ,• i� i. ':•�+ ti�SCf"'i�'•��' +��,'�'�? �""+t -. �Apa�4 f ;' 't; 1 . ,',� •� ..; '� +' it ' '•;1i� �N�� i� tir 2}. tir • s�;a,1• t�£Sy�. '�ffy,+�5,�� x qV[•1,_ t � ,• {y, i•: i ;t�, �f }� :1 •:AS y- :��.(;�,li•:I-, •l .11•?'...�i.3i,•Itd�lr�t�..�{. !t �t\li '�,A♦ •'� •3.� �" i'•:. ;,.,� tr�y. ,l 's+ fAx�{i p Y�{7 ?�•r �4' 'i . { talG`o ,1., ,i4Ift'l •L'.'{ ;3 k:r i !fiQ.1.• �� {'(,{b^C i.i'\, ,f•:'`jn1;y`'x'';r<•��j j,�%x� Q{A'' 1:�•% - ��''. "i'�' -♦ .1! Sr r• 1• U "�'t-' �: ,±r �• � f � ,��cJ:<",� v �'�!\.,� �.'�d� a• +-� •d- , .k�';3'��'�i 1..��•`!'••. Aj:�4,y+'�. �.fj f U-.fly '• f✓, ;S +� 1!r t �� ,,�� -. _ . . • �•nk 1�`e Fr..; '� `- yly. �.• �,•• �• d,' ,'f�31 `I ? � � e f•75F '��l �a' �Yi,J!.;;� •..J t•�' r. �; O�"'�\'r�.t��. i�1}'1� ll��'�r��.11, �. •. ..<i,n,fi •i?+ lt,��,i. ,�- 1• �!" 7 N� a.�� /•�s ,`! � �,1 3}�''J,y� '�,�' "'11YhYYIII '�v` .�1'S.�, ��•+t ii 3 ;,3..•�,,`1,. �"i!•'.� {� �F¢ �i F /�'� F f b� .'i♦tE' ?t' arr,;0�'{ iA�,l' . ,:. a �:i? }•" t .ti ,.r a• t»t t`�' ci> ,`r.•�� r to f� � > � ,):a• .Ia ;�r r,� i. {�, .i; •�`i '�F, I...f�A•'} 1V� �1, �'�j d♦" 4� •h ,'e -�� ',�'r: ♦.ttl�� it+ , 11.,wr � `-. ,. r1�i rti til.` e-v� .� ��.''L1' �t �j''�' �t�'t�'�A �. p•t1 �11��'t•� /, ,�i 1` •1 )Ie•i{+l-�r�¢i •+,�1>�{Il'F,`'.1:,��-��tu�{1�9��f�•••, f. t A�Ytlr'{t�. �:`'�t�. t�� tk •1"�t+• 7.I .�•1 tir ♦c 'tP�tf` .'y r� , �4 't i •1 ' �1.. , � �)4� 3'� v�t ;t;}7p11 �jfTt�i 1P rr.I� III f,J tsE, y, , t' •�.: •7 r ,', t t,, ,1 y � , 1 �, �ti,f 1't `• A7 t{t ) `r f. : J w t>'�'.. tr""a:t�t-.♦f �41�i .IS�,lj.,i:~I•...i •.�. . .... riF. 7: � .IIt'..d'' .,.�.�'.{i 1.•'i1.1:1.1:�f..��J�'«o�� •:•6..'�Z-. . .. r- r- ..-Llii�.✓.L.�4•.::iM♦,S'�s•�l'{,a.��w'..F . a � � ., COMMAND RES y �,r1/ f r7r• REServoir t�• ,}, 9 � h .ii7r„ �___--- ---- -- .��}'mot i ti ' PURPOSE: Allows the user to analyze the effect of in-line ------------------ storage on system flows------------ -------------------- y`} STRUCTURE: ,t� F ti ' at. t+f cJl,r t'''�` ;?�t.•1!''" y3 RES ElevOut, Vol/Qout, Vol/Qout ... (maximum of 30 sets) - �:c�'t - . ElevOut - outlet elevation invert. If set to a negative number, ►^�if�r`1>`'L� HYDRA will assume value to be a "drop through the °i reservoir and set the outlet elevation to the inlet elevation `,%1::-''t+� , (invert down on the upstream link) less the value used. t , •1 ! :ht,' �fi.y I,,Jy(,t1��4 Yj, � `�rY/• r•- t,,� :� Yl• 2,. Vol the volume in the reservoir in cubic feet INN out rg discha a from the reservoir at vol in cfs. �--- - -- -- --- , -- -- - ------------------------------------------------------ <i:' The last Vol entered is assumed to be the capacity of the rr�t• yJ e.' � SI .•.• 1 M " :, reservoir. For this reason if you want HYDRA to tell you the ti -; size of reservoir you need, you should make sure that the last it , l c. '•�' r'' ' '2 ' Vol is very large. If on the other hand your reservoir has a fixed capacity, then use Vol to indicate this volume. I[ this capacity is exceeded, excess flow will bypass the reservoir and * . ,Yrna �v' ;rf: continue down the system. l `� ----- EXAMPLE: ,crc R. 1.5 t. l7tct,,,,• 1000 0 s PIP 100, 985, 984 RES 978 0/0.75 1000/.8 2000/1.0 3000/1.5 ,y Oklilll D PIP 100, 984, 983 t v t r 1J 1a4s5°a,� , t , <4 JV:I (C)Copyright 1987-Pizer Inc. 8/5/88 A ,) 'i: t. _ 'tF •�v,j:•r. �j,�.{tay)••. t,. t'•�e`. [I',1,'`t �{..r 1.`: i �,1u.;=�. . ,�,rL,�f r 2 ?'L� a V'' MAP 1'%` �rt`�'1 fit"1 1r t �t�z tt �� b;r• 1 .i / , ��'` t f 'r rt 1'YY' S ` �r<'r� '¢r!� ��r+l.�t�:i1 rr'1. , '�� r `.ti�l' '�i` t�L t ..• 11,� ,` i�y`'t`:. 1 �� t►, j t 'I r.3 1."1 ',++*� �^�- �-V, <;jt \:R.��yt`:��'�' �� .F.'' .�_i•'�.t}�• � ti*1 �tl �� 6e,! � �t��<1 ��i. •�f w .1' /. .1 'r li�!{_ p��(�+ !�i\� � 1`I ,IC.t�e- 1.rt �(,S{r•'r ''-�. .:;` 1y1. r --� 4��-14�('1'1; �- y 1•i •P } '�•'!y�" r R�'a'; > 1 ' t 3 ;'ilf �, ' at�``, �'1- .lr` 3 t.� ' ''�`f 1 yy�,•%}�Id i 'D r. f f, .`,: `` .it , ! 4 ,�i ;+ �l��kt �,},jt1.1 " ' { '�. t• !��` ` t .;. L•� .., y ).,,yRtl ,1. �'��•.{� I\ 1.•, t 9. !� -;"'ei 1� �lt�' � k•�,t�! 1 q; '} ti%��4; X �� . S.F.J ��i,'t.;'�'.11{}mot.�1,.�r (� / -.at• tt+�i� �}I.r %k.�.{t Y,it" �: t, `.. 1 1.�pli.��'. `ia .4 i h ,+ ••� t- ., '�%h4 '>rv, � ) 4-a'I�ti �''.��Z t,yYit1 1.)� ,J+.t�r•��+�J rf� �.3, ` ? 'iti'i ( Q(• 1, y �!s ,9� r •,. t,,� .- �' /, , ul• ,,its ;. Vp, Y� !7f'�r J♦♦1rr J j t - l 'll'1'` t •,' ';�, r.1 y ,1 t • / r`F, I i • I .f�' +�d h , .�sw` _•. � ti l•I If r ' ;fz�. `�,}•` 1Pi'�'` •r5t�11'r, � ' �';}l rf .ti�r � ; '•'' "" '"i t � �� - � 1�. �yj�� .� ! tt _ � ,,, .� } A'II•. t( ��,�, t �• ��•t' t .t '•a ,,• r .L . 1r!' f� � l�l li.-9��'?"�'�lut('t:{'a�` .,t`!� �;�ly�l. ��,M.� !rl •� it�tEr '7%;f> �r�!},�(.� f`t.�,� �i�t�4� �c ,;•.► 'f,/{j ,',I r i, , �. _ � C��ls.>;i•. ,4r Y!. '.r�n, } �i^i : .•� •� .i'��;k 4�i'��r�. �,+�`�j71 it}E,'�! S-1;��{'4J,M,: ,'�,'J L ` t.r'.�..'', Y► .� Y l.Y r1 . f� 1 SI\•.! '!( i5,i� tV C t �� t j i.1 };' :! ,w ( , , 'r,•tlg5 + J n � ,4. )�+ r� 1/ ,! 1 iffy �.�r. 1( ) �a; � j1. ;� J � t '{'t•T,•,. � 1 I, .�i M(t wl��) .�',}j tr•r /:.• N 1 4S'7ah��,r 1. � t- 1 i. ��1. ,, f � i, ..f}�r! ,�i,lti''.�r� •5 J `IR '� Yr � f' tQ ��• I.,, � 1t !� `'1'l�)s"t� �f:� `j� - !t. ,s,,. 7, • '•}'. �� t� .►i 2 ` g'i � � r) � r, a,+ ,t . � r A -J'1 ay,J i•' R- f 1 L�1'� � Tr 1.t'V rw+' 5 �\r,^/ '� '$ 11 y J 1 1 ,�•,', t5. I r � ,1�� i` '� _ 5.� '\` tit. ca.Nt � r [ �a l' q 0 t. 7a ylr.� COMMAND (Continued) RES t In the above example, the absolute capacity of the storage cj„ ac, 4r e : 3, r." facility is 3000 cubic feet. Just before it reaches capacity it is ,♦ ,,y9 discharging 1.5 CFS. ♦rti �'NL �� h• i�14� r•rfi}I,jt('l} ______________________________________________________________________ " •�` r 1fr '�ra ,� 't � 4 ' t TECHNICAL DISCUSSION: Regardless of step length you select for the System ra hI ro�� 7` H d HYDRA will always analyze the storage facility /i, Y S P '��• �, t in 1 minute steps. This allows HYDRA to be quite sensitivex�','';+{'�`r ;? to the storage discharge curve. top".. If If the incoming design hydrograph is composed of several ,'i�"rj ♦c�: +;, `� individual hydrographs (Sanitary, Infiltration, Storm or f ; • Miscellaneous), HYDRA will maintain both the storage and discharge mixtur0s properly. This allows the output to be ' t+ sensitive to dilutions during every step. '• Although this command is called "reservoir" is can be used for any storage facility. If you are analyzing a sanitary e i�;, „ collection system, then this command van be used to model �. either a detention facility or a sewerage lagoon. + Also in storm analysis, if a channel or pipe is large and slow Y 1 P P g ;} �r 4 moving and has significant storage, this command combined <• with either the PIP or CHA command will model that ,} situation. r,. lit !'•x`.t�"- 217 -16 :r� �� k T �j�• r V.t `IT' E ,f�41f pkl , .i 4lll �� r+ 1;w' •ys.• ,f�}}}��} (C)Copyright 1987-Pizer Inc. 8/25/88 h '.`) �XsLt'��!'�y�• ''' .rY;�r `.� •�1t,�'�'"1��: Sf',t ,�:� '.L! '•�- \!i,�,'�trti,.�'j '�yt it` �r +'•�4t!`9' .��e+ '}j�f' yTJS' ter ,. .l-�� yR t• 'a �•1.4t"'� 1�y,Ra !' +L,,.�3 1< y 'S1� tbi; ,r '�,g•7 ,l j t' ' '��1 }�iit iah r i , �r' ,\, , bS�tt, t t.9 Y'a �L;,•, 5 ` � -•�1 r 1�••� -; . yt. �' '� 9'y�'•/. C� �:�t,�'i� Y;j.� } Sr 'r _ r g• S ' YIw ' ` nr 1 Y1 a'� ,+ !1-YO q Fi S �f 4 iy�5' r.. ��1i �'.1 r�.•l�'' �Z`T�ni ►!!' ,•.7rtii� �', A �, �`��tp 1 �h•,�y,� r 1;,G's��i,'��i:r�YOU VIA 'CJ�a � •��t1;. t�?1��1yy1'' •f �� mod. � '•� ��• i'.j� ::jrf ~:•I '1w:i. �,11 lt,.�, ' r}� a[� �' !+2 '1'�r',:. ;tiit.I�c.NA.;e�'+l,t IN r•,t'p � j.A'' ] '� dIA 4 :y:�� -l: n• ,p ,iri•'� LI - s.. �,. .�4(,',i` f•'•�w'f�:t•rt I';i'S t:�%'��Y��lf,';,l•:�,`;•�»y1� � `�' r• j�. fill �j '" �S`'dI �'iy�r f(�1);,.`I•,k5�f>M•1 �.rti�>�, �;• ��. C..,� 1 �['•A J�, S.H � / �,i�,{ '�. .��, ), Y;�i ,ia \•• ♦ �{rs �f f�S''�' ., ••� 'i �NI :�, �t c3; vt+' - �t Ar : 'r d y, R a1 ,t .+o, Z ,1 ,1/r % �+ y ti•� ,r "r' 's d s-D` ,;1• !' 'r�ylyy '; '� ^f� `• '1,4••! .'�'Ct�,y.i 'T.�. ,�t•k fy_i .,I`Y i., ,jt '�!�f�,• ��.��iS•'J,tlit. - �j`2`e• *t•'.33W1 ( y�ti. ,( •1c1 h . . t:i V4 „P { ,JyY ,y:, W }ti; i .R'",'Sf�f, •R ,id• , ` p„ • t' i ti;(r, , }� L,. te• 't s 'fl� i,ty� • Y�''yt -•�S 'iv ��) AN, 1 ,�,• I.r.�j. , r�1�,1,�Y 4 S i ,i✓. �Pt.-� �• rj: •?i4 ! , +'r t'~ �/ ^1. ? , `i.. ,� ♦�' i t A N ' j j�],"}}}}))Y.� SSA♦'}' �L'± 1'Tt 1,{'.1`G•.n: {.��j/�)' •{? yy t3.(.i{.:��', t? !, it r •i jN' ,t•'- •�%�' •r �� .Rr`^' '4,.t1•'/"'T, •It O ;.4.1�!J +471,T .. h i 'llt� 7 �r(y�LL '{.�j,:fµ •��2 •Z,•fh 1,(� t / •jy��.,`, .. �' .'S .yfrr •�,t1�. �C_tv,�r�,}l� ,.f' �4` •+tyi f k �' y4f � ;� ..r •j1.�,1'Y ll.�:' F{• '^ •��' � ��' �• ` ,�!'' ,., ��Y ' �. :. � ,E�;�r.; ,' "�•::w't,,'w •� .�',� s'1 r+'irlw v�:• •'� ��{� 'it,�r'�t;''� ,,, 3 t � c� � '� 1 YfS,`r �j�',� '�',4 ` +' dJ;y�s ��Y,i :r � ''I�� fit,3#�T ', i:5't � •,��'':'��t ��::r�.�.��y(�.,y( ,+,r, } ��r' �l�,S�/: '� ~j ?. ;.b .p ]]•. A " 'r l \� ° 1 1 +7 s fss' !�S , .r. P 7;' q,7 r]'r11' ' •+�'l1I r14 ;t •_� 3:w��.F +r 3d�'� ,�. 3<�:. i�ti F'�44' Yar 41d+`�4�qy 'r � 5stjil?�t z- >•ttt•'}i :�_, a ',1�:', 4 }}' ,/ }\, �"� tt'i3' r•',},j�`.. :�.�- i t y CrSi:.r 1 yli/{ f%t� it=�!�:'I��iL:fi � Y ,fY'�•� •t �„ .- 1 ` '..�1(r�ti, ,Yr11'`r i��yya `I-'.`•,.•Illy ,,/.!_� Y �t• 1 t ,/ :! iT':�. tQ1 t !,t P�e,♦[S..'J.,?., ,•T�J i, •a� . N. .:A•ii al��t:S:..{�'1-A�.\'.'tliivi�lr�5#�urY'r':i�'i.�'l. ...Ir n.f: t .v.. - 1.(,!�.<. � .,.A�4 .•N'•: �;S�.s:.'!Rl':^G��l'/!•t'i+'ii�Rh4�.u:�'J.�4':��'iYr4.�•f. T/is�!'Jlie�!.:L-.. 4 ? COMMAND UNP N. HYDRA is1 UNPaved surfac4 parametersY , rj, f< ,�• , , , �. PURPOSE: Sets the co❑tinuous simulation parameters for the unpaved (pervious) portion of the land l ;e ------------------ segment. Usedby the HYD command--------------- (y r +?,,Ll •fit sty: �Ye •;1 .�:tl��l\t STRUCTURE: UNP n ToIntercA B1 B2 ToDepr, DepthDepr, S1opeNoDepr, 6 + ; MaxInfil, SatInfil, TimeSat, TimeRecover, ToInterflow, ti� i.��+,• StartInterflow MaxInterflow Sto Interflow ;t1 Ss�1a't 4 ` if 1 uJ�/mot{' ' 1W, r l� n Mannings "n" for the unpaved (pervious) area ToIntercA• - Fraction of surface rainfall deflected to �. interception storage "131". Must be a number between 0.0 �y �,I�J', ,�' '1:' and 1.0. The remainder will go into storage B2. This represents storage in trees, bushes and grass before } • !t ` rainfall reaches the ground. Think off it as buckets that �+ I must be filled before the bare surface "sees" the rainfall. ?, , '-;tk; ` ✓• � i', It is not a significant factor in most urban situations as rainfall prior to the peak of the h eto ra h normally fills P P Y S P Y ,y..•1 interception storage quite_ quickly. If you have no other l •Y'�j� J .tr '��% data set ToIntercA to-0. and set B1 and B2 to the value ` �,'t.'_ • . recommended on the chart below.1. i .'jam.+7- }, B1; B2 Interception storage in inches. See above for more detail. t, Ile r ToDepr - Fraction of land segment covered by depression } �. ",y storage. Depression storage are puddles" to rough terrain. If you observe puddles covering 10% of the ground r uG�tnit.4 tr surface then the value here would be 0.10. , N ,•h -. i�+? 6/ DepthDepr - Here we are setting the average depth of i+ !- s` �j\,� . depression storage, assuming that the ground is dead flat. , iti �,rntr,•" �'1! If you feel that in that case the puddles would be 4 1 ua •''. ';' t� L�` rx inches in depth, they would probably have an average :z depth of around 2 inches. You would then set this ' parameter to 2.0. _"fit ?�,4�+*�•ri�' .:;t t' Copyright 1%8-Pizer Inc. 8/75M , �,.i��3�xy��'�• �t5 �.Y� ({S•-,'�.`,y�'4 }'r,i•".1 t':.�,�}, j;, } 'V'r «/�Y�•i,fr_ -ryl I�f;I't/��' ♦?1 .��'tf, a bn sir.�.1 -Y'7-ri""•PT�('l.7•�,�i•D.'� i :1• +tS�'e ,l'_� J ' - 111` `!% .,.�r Jii+��tLy !jam',•: �ry�, '4 N 1 •�S tY t ',1{�f YC'+ r��ij�j �M',��`'• ` •�{ 1 , �` _ 1 R• P.n`:. t + k ? :.' +�3 a {3:t, ,•1 .y.+iy 1.! t K i t 7'•�D'j��,:A .� X. y) � .t ; t it �• `;yY , t t ••a� <»' �'� �i1'1,;r.i?,ty: i� Il:,�� t tt{'Y)�:i. �] ti -�;'t,t'4 i�'^ J;J �!�! V + a k► 1 yl + !- 1 Y 1.;,.� ra ,i t r a �; 'tt ,.4" , t�'.i,t 4'!1rt' f{,,�:�i.�t!'', •, k :�."'c, r ?fyt� {�J�Z'51��,(, `�� Si S,M -. �Y.'i'.. `✓iL , 4� {�;f» { �h►t ��{j ` .��Z x:• Qp i'S�•,lk Y. t4 ti Y E ,?�.�jh• �? tj�� 1�•tf}y, + h. C AK ' •i, t t' t pc t , ,f.'.0 ?. if l{ ,ty" _ , i K +, yt, �{�''•,�,Sfy-�(, l rr'' t 1 t.•x `��ii,. '� -rl'11111(,�a-fa��x rt.•` •�'.FS�!�� ky +. i•�1'' ' -kj`j.',. ,'��`��i''y�itC�]1:`Tj,.�,,,.�.,i(y�" ��It� {.�1+,+..� J, ��.uti } "�'��'i�` ' ."sS �. �F;P�4, �{ � rF t �'r.�� .'�'��, k,�� '' l++. a,'1 :•�•.?•+< ��'�?:'.�k�t � �y�' � i�k v + + l ;� R�f . •t �,�!r s.e'l y � �r:\. v ,� 1 I'.,•<.lt ryrr 4}ii1.y111�`St � �A1;�';•$��•t�'y�S}�lti�t�(rct).fti,l°,•l'�., �;,•t�,;:'f,' •t�y,(({r�;',+;Y+s�t�j�'. �.�� t ' •tt.: , +� ''r, wF y,` .r rr•rhs4"r S�f i , • % , lY1'k fittf)a.rats�lss-.7 .��u ,�i�,� f�+ ••+, Y��•i•►�>#�� a. °.��✓ '�,�*•f+at `j"� .�{( '� '(: h tip , YM,S �' i rt 14 �' , �� t��l.•.' `tiryr,t. ).Y. �l S,T, 'lt� l �'j s;F, yL 4 i•f• t•.. {_ pi ,i'..t„3 Y ••S y�Y� i ,!i I•'''• .,.• k,Y'jl .�}L ;K fit' R7•li.,''Dt, ' .J +�J�p�t'�•y4: �A T �f'l J� a t�Yl t f?« S•v`r 4• ,V ti ,' , .y y) •!sM , .,t1+.:71 , +'C y ( `N.ki•`�'' �• i: r '7/ r y. 1 .�'36`Vzr!+3 1'• S �{�0� i� � `��'rwat++ R'�, •,,4 � �° � �� ,,T�. �. '^ , si �' �v G, s i +�t:y��t �'x' �i; � yyy��, It '�M f;,' � •4j � ' '0 44 �i��t vi�ji•', ,�. 1}y1(`,. ;�r a• ''\.'�.'f .i"}y a'•'l'{+�t 1 ti..t i � kS, t �4.( •�t•,��J r '7 T• ,� 1�r.;+. :t'r�tx0+r.' - •!`� t �r s'• � tit �>, ,, �. )' ") +i�.r,r. r r_�' K•w t,l.+ M •h i. �l iti4 t•,E+ r.- 1' i + , . •i'tR�F+' 1 ' i�.' - ,,('t �t (>t dr, r '•'_ •,,� :/ - -t i 1 i. \it a'!.✓ i...r SI-. • } `, i,'ina: � , '•l:Y:, '. a S • '., 1 S •.c• s 1 ? 'V t .t I• 2 - � ;� r t i a :y.,. ' 1 .t• ,��t�,',Ll'4!' _ '+' �t-.. Y�'c i// ��i i' 4 s, r_•�•.i, tt` -.i• *T'r.`_{}�tf,,{{•' . - .. ... }t •kk... .. .:.J-.,..�+.'.n. _. . :r1,'.e.��'.. 4.11(i�.!r...f..�.'t'1,6°'+�r.�:}.r:.r.'l�u�t ��•`:c'!!'4C:,.t, :�'�,�:.::F�Y.`2)l. q,tiitp��.r..•�. .e$•r ih:l:iG1lF5.�2�.-. -.. .,. r7 '%e H Y D R A COMMAND (Continued) UNP � 4�t•1� 1 r }l l A y:1 t��, S1opeNoDepr - As the slope of your "dead flat" land eft ,, tr•,• �'1.t+'•`a's '';,� increases there would be a slope where depression storage °!�' would no longer exist. This parameter requests that slope. ►�ry�,<,Y, 7% Yt�4w .t HYDRA will proportion out the actual amount of ,,,• • �� t;+ �` : ,.; P P r.. depression storage, based on the slope of the ground. ;- �, ,•� r ��r:- �� MaxInfil - Maximum infiltration rate into the soil in �1 inches%hour, when the soil is dry. See following table. SatlnfAlt - Infiltration Bate into the soil in inches/hour ��; ,�� '� ' �;• when the soil is fully saturated. This is the rate that the � soil will continue to absorb water regardless of the length of the storm. See following table. g d%{�i t34�_rr•�1, ;.. F TimeSat - Time -in minutes it takes the infiltration capacity of tic soil to go from "MaxInfil" to "SatInfil" if ;�� ,t, , '�': i :•. the rainfall is greater than the existing infiltration rate. rt ' Actual time varies depending on the rainfall, this is 'n�,l +S �• b\ explained Continuous Simulation, Appendix A. °� ' ' ' •' .ut+a 1 1) TimeRecover - Infiltration recovery rate in minutes. The 1 ,...i.t time it takes the soil to recover its MaxInfil if the rainfall stops completely. HYDRA proportions recovery time if rainfall is less than "Sanlnfi " but greater than ;;;�'� i 3'. t.•: zero. ToInterflow - Fraction of infiltration that goes to q' interflow. A number between 0.0 and 1.0. Interflow is infiltration that makes it's way through to thle system t tt'1 during the present storm event. It does not appear in the gutter hydrograph, but is injected into the system while , analyzing a transport command, such as a PIPe. t^, � ofa nterflolow to make iltnse way hto the system very first drop u for the f� :•) �; I�r Max Interflow - The time it takes for interflow to reach it's maximum impact on the system. `tJa�rl t Is� StopInterflow - The time it takes for interflow to taper ,,'�t�ti ' off to an insignificant quantity. ' t1°$,1•i�+��"i�Sr -'•'�� i�- 'Nit 1 5 �M �• • TC ' K�}, (C)Copyright 1988-Pizcr Inc. 825/88 •�4`� 711ii � ,,y"l•Y� „� ,,t{, r - r.. "r .�i 5 iy,.• •k `�1r' �i'r . r .,•}�. �}1;�?%��*�._T"/t'T��!��, ,1: tl�t'i i t'•f`, �<<i'�5=. N,t 113 6 �'i 7 '•;: �• y. ii.1,.N 1 tf�t`.••� �� r�6I+ ,1�j N,�i�p t.•�.�, t .�ti,� �t•/'•: 1� y v:' ',� �'I` r� 1.4' / t:{,. �';� �i.S.i T •��i+y t i'r µ .3•••��c :,+t.1 ��'ya•4 /l'.��F4�,,,• � `��, � �`,, 1; � �.!•' `�r tiY{t,• 's� � k(.' :;i �a��1� �. •.5.1 �wr r t5•,��,. 1►'i4i•! Ci'LtS,K•y,/FSf��'Y.lr• X: �}�f)t � '�.F.+' 1 .� � 0.•�. %'t,.' t��rr , #1 •`�� YZr" +v. ;,C S '�i•} +s3�i' (h� ! Y�,r+,+��4 W y',�1+{� +'sX ! t• { M1R s� o }� ` 'Y. Iii i •1Y. a 1. i y;`if t+, s.'„e`�••f�;t h y�, Z .S 0 `. .Tt'. �Gi� « S ., `r t j, G,t` h � �y, t M 4} •7 w�i �t�j�p(1 ,f!�!y 4��y'l�'�l:y y ]i. +,u yj9,: f�,YJf 'i,!- t��'`� •� .Y •.� _ � .• ��J �r'.';•s 1} �.��4i t1"' , r•.+It! 1 t pt t t ` INi ' ~�,'fia i },� 1(�L :dKr•T 1 :t rlh. , .�` /` ,�! ' .t y ��i+ >� 4 '"� � }�., �j,•, -(fir+S t Q± "� r 'Yj,°r': _ tl `16 �' ,4P' r (. '�'' r1 A,if -a{! Ylr•iS:E ,{ +_,. �r. 5 �: r!r'41:, 1 F��-'li;t/td• ' C f{i,1,{'� { L• i"; tt k S 1 .S ; �' ��^� �'• C �c; )(( r'r r '" .' :j •. <.; ,'Y `�' ;,� 'i Y. - � •ati''trN�:tirS -�t17 :.itlT'7. •.4 -�<:�• �. ,i� c. E '� ,,� R , � ,. �� ;: �.+ ,. �, • •1`.t`- ;� t►'1 1 '1'Q ..,f•) t'f' j�R� n�!t Y art,'' L/. tiv(• �- . 4` �;ij 1;t �.(a.�i•. �y i ,, �r ilk t:'i�,', 1. j 1V 7i;5 x IM 1` he�., 1{' k aY. � j,: fry �23VI,. '��bi�� r��.:,�i`t'�4 i'• Y!•. . ' I , ,.`��i.,' i+�r�, ��•},,�,('t f•.,1�'',,.�+{� ��,�+��1,�,•f,•• `'ts ��=•r ' i1-a� hrl r�. _ •', r ''•,'11i,.' ♦t '' /•XI t }t.'•T blt �. -i'%.•y;:4 SI-. t '. jr 3� , 1r, S - I ! - i11�" l- � .t •.3"i r .. � - `t - `r; ��•t�4/,�3 ) +r .re N1)••...:`.1.� �t:v, s 13tS1ir : t�d..'.'l.oA+. {��..« �a t.,. t� ti .� �.,r4 r' J"lt.'S:ii:4 1• 'a! s: ts' :' + d:t' t,.r..'� :,.. . 2 a H Y D R A 'COMMAND (Continued) UNP V NOTES: 1) It is recommended that you "calibrate" these parameters i.44.;" by monitoring rainfall and system flows. See the Storm Flow Chapter. t,mtlj- JE, 2) Although you may use this command to change the parameters for every land segment, experience has shown that if they are carefully set, a Single use of this co mmand at the start of a command file is usually sufficient - especially for the paved parameters. ---------------------- ------ -------------------------------------- --------------- %'It, EXAMPLE: UNP .018 .05 .62 .2 .15 30 .4 a Mannings "n" is .018 for paved surface Average puddle depth is .05 inches Slope of paved surface when no puddles exist is 2% 20% of rain falling on paved surface goes to puddles 15% of all puddles are the "weeping" type VI 30 minutes to drain weeping puddles .4 cfs/acre is rate to drain flat roofs W Suggested Mannings "n" Mannings 'In" Pasture, no brush Short grass 0.030 �'4 High grass 0.035 CuLtivated areas A"i No crop 0.030 I A- Mature row crops 0.035 Mature field crops 0.040 V IF 1 . (C)Copyright 1988-Pizer Inc. 8/25/88 WIWI.- P I 15 it MAI i4l pw It V.. w V; b. 3 kI WRs V A + e H Y D R AC0 IV,m-,AP--.(Continued) UNP :, '1'' r ' ''SY �' Suggested Mannings "n" Mannings n, t: ,,� �Y Brush j , f '�l.t /.Y•`Yt C'� < Scattered brush, heavy weeds 0.050 H Light brush and trees 0.060 '�•T,,,, .;,;r, "* } Medium to dense brush ! 0.070 A Heavy, dense brush 0.100 y Trees ` 0.150 Dense willows, strr`ght ' Cleared land wi -th7^/.• t;�. 1;� sprouts 0.040 ' y t•t: Y7 Same is above' bz 4. in*h tr .i !' ,-'c+rh of sprouts 0.060 ?fir '� ' •, Heavy stand,of ira�,tr, a 7Mt �'D in �i cep, little undergrowth 0.100 X. •'{�� RM, s {yam /]` ; i {_--------- -...----¢.-------{--------+----- {-_------+ h Desct in£.i? �•f_ S f, Eil MaxInfil SatInfil TimeSat TimRecov +' c r Surf MCC c (dote ya' I I I I I f�� •;i =:.es=a_a_=_=s= p ' • ; ,Jh GROUtID COyER Heavy,forest .30 r ; Light open forest .25 K q . fyr Lawns and shrubs .20 Lawns only .10 • , �' Shrubs only .15 t , r tis� ,rm't ��ryat SOIL `t SLOPE 0',( - 5% y i •' Sandy loam 4.0 1.5 45 45 `f jig• r�iA Loam 3.0 .8 30 60 ! Silty loam 1.5•' .4 20 12Q ataa Clay .3[ .05 15 I 720 ! ' i• t ''� SLOPE 5% - 15% r�+ Sandy, loam 3.0 1.5 I 60 I 45 ��• 7it'1� Loam 2.0 .8 45 60 ' r ` Silty loam 1.0 .4 30 120 I ,1 • Clay .2 .05 20 600 ' ri!,r;t �ri y SLOPE 15% • .( Sand loam 2.0 1.5 75 40 Loam 1.0 .8 60 50 v l��^ h I r� +• j i`�tiE c yi t Silty Loam .6 .4 40 I 100 1 Clay 1 I .05 30 500 +-------------------------+-----------+--------+--------+--------+--------+ ! r!5 w ri fcri ,STr ��• 3' 1,�1 ,3 r.. (C)Copyright 19$3-Pizer Inc. 8/25/88 kr`f1` aai .w•.J �,�'.; �( r r.•. •n 1��q`' �iYy. r'T,".F.'f.�a..i.--'ti�Fr�:. '�i4�aJ��'ir�`rtT qy •. ra3r �fxt 'rir #.•,i;' .. '!f Kt ((".it^t'Arr 7;r�''t•!`�''•�t '�Y+� �':I S. �Il:' I` '.r,�• Jj+'•ti rfr ,l �t Z'�• j,+..' r, kfj},llj.V r�`,. �t . 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II t ,J r j i�rF HYDRA :'.,,-COMMAND (Continued) UNP e 'J --- — ---- — ----------__ A S EXAMPLE: vI UNP .07 / .25 .1 .15 / 2 .7 / 30 120 / .03 24 P p r>ti T jt• "'xZ� �� { .;lt .07 - friction factor .07 �7- .25 - 352 of rainfall fells on shrubs and 75% on lawn t }S 141 .10 - interception of the lawn in inches 3 , 15 - interception of the shrubs in inches - f �trft►�1,G, _. ti`p•t}r ��,}� r; 2.00 - --'initial infiltration rate of 2"/hbur .70 - saturated infiltration rate of :7"/hour 30.00 - minutes to saturate soil i'f raining at a rate greater than rate at start of step. !•.,/ 120.00 - minutes for soil to recover it rain totally stops T !Yt. d>r , `+�_• 03 - �3% of rainwater that "soaks" into the ground .(,�>�r4•�` F, eventually-makes it back out �;itif3Sa 24 - it takes 24 hours before above ground uatsr to first appear W,'+y I- k• A ------------------------------------------------ --' g.�� -- -�-_-.•_ ti••�� •1 ~ t.,r ';a �`� TECHNICAL DISCUSSION: li. .at ., '& +`�r{t See Chapter 10, Storm Flows for a technical discussion of jj fr HYDRA s continuous simulation method.� W-4J��f t7•i hYt3•c r1�Rt. �.Y�i - 1 - 2 i�it :4I t r�• �., �t 1 > < t lj t;{14t,V41jf i(t yj��, /�' �tljr'i• 4 4 I ri{S� {• 1 G t 1 �x•Y� _y��./,�r��,'r..� •�,� ,•.� +ifs � ;' �xY• (C)Copyright 1988-Pizer Inc. 8/25/98 t i f j . 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Girt a 4. Endwal a Ott-atrd DetWils 5. Bracin 6. Rigid e alls 7. Reacts r- �, �� A�,.9Y V� t x Job no. J4349 Building Configuration: Building length = 90.00 ft. Building Width = 50.00 ft. Bay Spacing = 30.00 ft. Span Width(s) (ft.) = 50.00 Column Base Elevations (ft.) = 0.00 0.00 Left Eave Height = 20.00 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 = 20.00 ft. Design Loads: Dead Load = 2.00 psf Live Load = 25.00 psf Wind Load = 80.00 mph exp. C Auxiliary = LT DL + LL(5) Auxiliary = LT DL + LL + SD(6) Auxiliary = LT DL + LL/2 + W�P OR WLS Auxiliary = LT DL + UPL(B) Seismic = 3 Material Specifications: Flange Plate Yield Strength = 50.00 ksi Web Plate Yield Strength = 50.00 ksi Rolled Shape Yield Strength = 45.00 ksi Cold-Formed Yield Strength = 55.00 ksi Primary Framing Fasteners = A325 bolts Secondary Framing Fasteners = 6rade 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 ,, '� ,' I, PAGE 3.0 tT DESIGN sed on 1991 U.B.C. Section 2311 Rigid Frame Facto r �l .... 80 mph I 13 C Left Wall ..... . - � 1 _ 14 nd Speed ................. .. - - - cposure Factor .........•...... 20.00 ft- Left Roof ..'. . . - . I _ 14 Right Roof I _ 1 3 eft Eave Height 22.08 it- Right Wall idge Height ..... .... ... 20.00 ft. ;fight Eave Height ,. 1.00 importance Factor ......• Closed BuilWind dStagnation.Pressure tfls) .. 16.39 psi Spacing in 15 it. Height Zone 15.63 psi Cq=0'9 Maximum Girt SP 15.fi3 psi Cq=0•9 Suction = Ce=1.06 Pressure = qZ 1 4 9 Z 13 9Z12 10Z14 1OZ12 Design Criteria 8113 8112 9Zlfi ft. fiilfi 811b - ------------------------- Span - ____ __ _ ---------- ---- 13.15 16.45 i '9-66 22.84 24.60 35.92 Deflection ---------- 10,g0 13.90 1fi.61 19.8 13.3-1 1 46.26 1839 15.47 23.63 Bending 5.05 11.39 14.39 17.80 g'62 �. 13 9.45 7.73 11.81 Suction 20.00 5,78 8.71 4.11f 6.69 } 4.081 5.70 7.20 8.90 9.1 7 1 1 .04 12.91 14.29 21.65 Suction I-Brace 2.43 9.5I 12,37 14.78 7.0 IL 2.60 14.71 14.37 22.03 Suction 2-Braces 4.10* 7.44 15.93 8.02 10.46 10.27 13.34 -- - ------------------------------------------------- 4.fi8� 8.04 ___ ------------------""--------- 1 0.07 11.70 12.60 18.39 Deflection ---------- ---- 9.88 6.73 8.42 -� _---2. -- 5.58 7.12 8.50 6.16 8.56 3t 0.40 12.09 9.90 15.12 Bending 25.00 2.59} 5.58 7.29 9.21 11.7 5.20 6.05 4.95 7.56 Suction 1.55 * 4.fi1 5.70 2.81 4.28* 4.76 5.59 8.03 12.34 Suction 1-Brace 1.50� 2.44� 3.48 7.60 2.81t 3.90 1.71* 4.00 5.33 6.50 5.Q5 f,. 10 7.15 8.62 13.08 Suction 2-Braces 5.79 7.50 8.75 3.98 -- - ------------------------------------------------- - 50 _ _ _____----- 3.90 4.87 5.83 6.77 7.29 10.64 Deflection -------------------- 3.23 -- 4.12 4.92 5.72 5.94 7.23 0.40 6.87 10.50 Bending 1.50 5.06 6.40 7.91 4.28 30.00 � 3.87 1.83+ 2.81{ 3.61 4.20 3.44 5.25 Suction 2.31} l.fi3t 2.26* 3.13E 3.96 1.59E 2.00* 2.45} 4.61 7.06 Suction 1-Brace 1.02} 16 2.44+ 3.19* 3.80 1.22 t 2.78E 3.46 5.25 8.00 Suction 2-Braces 0.18} 2.37t 3.43 --- 4-- l---- 2--- in 20 ft. Height lone 16.66 psi : EV" Maximum Girt Spacing C -0 9 Suction = Ce=1.13 Pressure = 16.66 psi ° q" 8Z16 8I14 8Z13 8I12 9116 9114 9 Z13 9Z12 1OZ14 IOZ12 Design Criteria Span - -- 6Z- --- _ ______ _______ 18.10 ---- 15.43 1 8.44 21.43 23.00 33.69 Deflection -'"-""--- 15.58 18.10 12.34 --------- 4.74 10.22 13.04 16.70 9.03 12.54 15.25 17.72 14.51 22.16 Bending 20.00 5,42 8.17 10.69 13.50 4.29{ 6.27 7.63 8.86 7.25 11.08 Suction 2.25E 3.14+r 5. 9 6.75 8.35 8,60 10.35 12.11 13.41 20.31 Suction 1-Brace 3.75* 6.98 8.92 11.60 13.86 6.68 7.53 9.81 11.82 13.80 13.48 20.66 Suction 2-Braces 9.14 12.52 14.94 4.25E 7.54 __ ---------------------- --------- - 6.32 7.90 9.44 10.97 11.82 17.25 Deflection -------------------- 6.69 7.99 9.2fi 8.03 9.76 11.34 9.20 14.10 Bending 25.00 2.43 5.23 8.64 10.69 5.78 3.20 5.23 6.84 5.34 2.55 4.01 4.88 5.57 4.64 7.09 Suction 1.40* 2.251 3.161 4.32 2,59t 3.54* 4.46 5.24 7.53 11.57 Suction 1-Brace 1.59{ 3.63* 5.00 6.10 7.13 4.74 5.72 6.71 8.09 12.27 Suction 2-Braces 5.43 7.03 9.21 3.61 - --------------------------------------- 2.001 4.22 -------------------- i -� ,., .�y` PAGE 3.1 Maximum Girt Spacing in 20 ft. Height Zone Ce=1.13 Pressure = 16.66 psf : Cq=0.9 Suction = 16.66 psf : Cq=0.9 Span - ft. 6Z16 BZ16 SZ14 8Z13 SZ12 9Z16 9Z14 9713 9Z12 1OZ14 1OZ12 Design Criteria ----------------------------------------------------------------------------------------------------------------------------- 30.00 1.41 3.03 3.86 4.62 5.36 3.66 4.57 5.46 6.35 6.84 9.98 Deflection 2.13f 3.63 4.75 6.00 7.42 4.01 5.58 6.78 7.00 6.45 9.85 Bending 0.95f 1.51f 2.09f 2.85f 3.71 1.70f 2.51f 3.39 3.94 3.16f 4.93 Suction 0.73f 1.66f 2.25f 2.90f 3.57 1.10 1.48f 1.85f 2.26f 4.33 6.62 Suction 1-Brace 0.96f 2.18f 3.1bf 3.88 4.55 1.51f 1.99f 2.50 3.20f 4.92 7.58 Suction 2-Braces -------------------------------------------------------------------------------------------------------------------..---------- Allowable stress are increased by 1/3 for wind. Allowable deflection = L/100 f Girt spacing has been reduced when the loaded area is less than 100 sq. ft. I �. I l Purlin Analysis for: J4349APD Left Side Width = 25.00 ft. Left Side Slope = 1.00:12 Total Design Load = 27.00 psf Fixed Purlin Spacing = 4.75 ft. Eave Purlin Spacing 4.36 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 ----- ---------------------------------------------------------------------------------------- --------------------------- 29.00 9Z13 -0.06 1.40 0 8.52 0.00 2.30 12.90 -0.79 -2.11 12 R 0.94 9Z13 7.18 2.36 0.75 30.00 9Z14 -6.55 1.60 30 3.47 0.00 0.54 15.00 -6.55 -1.60 30 L 0.85 9Z12 7.68 2.32 0.69 29.00 9I13 -8.79 2.11 12 8.52 -0.00 2.30 16.10 -0.06 -1.48 0 L 0.94 9Z13 7.18 2.36 0.75 ----- ------------------------------------------------------------------------------------------ ---------------------------- Size Footage 9Z12 60.0 9Z13 772.9 9Z14 322.9 Eave 4 Ridge 16 Defl. 150 Purlin Analysis for: J43490PD Left Side Width = 50.00 ft. Left Side Slope = 1.00:12 Total Design Load = 27.00 psf Fixed Purlin Spacing = 5.00 ft. Eave Purlin Spacing = 4.70 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 ----- ---------------------------------------------------------------------------------------- --------------------------- 29.00 9Z13 -0.07 1.56 0 0.97 0.00 2.42 12.90 -9.25 -2.22 12 R 1.04 9Z13 7.33 2.41 0.77 30.00 9Z14 -6.90 1.69 30 3.65 0.00 0.56 15.00 -6.90 -1.69 30 L 0.94 9Z12 7.85 2.37 0.71 29.00 9Z13 -9.25 2.22 12 8.97 -0.00 2.42 16.10 -0.07 -1.56 0 L 1.04 9Z13 7.33 2.41 0.77 ----- --------------------------------------------------------------------------------------- --------------------------- Size Footage 9Z12 60.0 9Z13 707.6 9Z14 290.6 Eave 4 Ridge 1 Defl. 150 V I I I f . #tff#tfttt#ftt#fft#ttttttt#tttt } f # Truss - T Structures Inc. f t t t 2100 N. Pacific Highway f f f f Woodburn, Oregon 97071 f f f t Phone 503-981-9501 f f f fttfft####fttt##ttt#ft#tftff#f# File Name : J4349DEF L (cJ G�L 4 A T� G Frame Title : 50E10 25/80C 1:12 Prepared by : AL 08-4-95 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 50E10 25/80C 1:12 J4349DEF 2 Load Case no. 1 DEAD LOAD Load All Sections : Member Self Weight Load Joint no. 1 : -0.12 kips Vertical ' Load Joint no. I : -0.24 k-ft Moment Load Sec. no. 3 : -0.03 klf to -0.03 klf at 90.00 deg. Load Sec. no. 4 : -0.03 klf to -0.03 klf at 90.00 deg. Load Sec. no. 7 : -0.03 klf to -0.03 klf at 90.00 deg. Load Case no. 2 : LIVE LOAD Load Joint no. 1 -1.50 kips Vertical Load Joint no. 1 -3.00 k-ft Moment Load Sec. no. 3 : -0.37 klf to -0.37 klf at 90.00 deg. Load Sec. no. 4 : -0.37 klf to -0.37 klf at 90.00 deg. Load Sec. no. 7 : -0.37 klf to -0.37 klf at 90.00 deg. Load Case no. 3 : WIND LOAD : PRESSURE Load Sec. no. 2 : 0.22 klf to 0.22 klf at 0.00 deg. Load Sec. no. 5 : 0.38 klf to 0.30 klf at 0.00 deg. Load Case no. 4 : WIND LOAD : SUCTION Load Sec. no. 2 : -0.14 klf to -0.14 klf at 0.00 deg. Load Sec. no. f5 : -0.24 klf to -0.24 klf at 0.00 deg. Load Case no. 5 : WIND LOAD : UPLIFT Load Joint no. 1 0.70 kips Vertical Load Joint no. 1 1.55 k-ft Moment Load Sec. no. 3 : 0.19 klf to 0.19 klf at 90.00 deg. Load Sec. no. 4 : 0.19 klf to 0.19 klf at 90.00 deg. Load Sec. no. 7 : 0.19 klf to 0.19 klf at 90.00 deg. Load Case no. 6 : SNOW DRIFT Load Sec. no. 7 : 0.00 klf to -0.61 klf at 90.00 deg. (the Load starts at 10.00 ft. and is dirt. for 10.00 ft.) Load Combinations : Load Combination no. I : DL + LL + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00 Load Combination no. 2 : DL + LL + SHIFT + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 6 X 1.00 Load Combination no. 3 : DL + 1/2 LL + WLP s + Load Case no. I X 1.00 : '� 1 50E10 25/80C 1:12 J4349DEF 3 + Load Case no. 2 X 0.50 + Load Case no. 3 X 1.00 Load Combination no. 4 : DL + 1/2 LL + WLS f + Load Case no. I X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 4 X 1.00 Load Combination no. 5 : DL + UPLIFT f + Load Case no. I X 1.00 + Load Case no. 5 X 1.00 50E10 25/84C 1:12 J4349DEF 4 Member Data : ----------------------------------------------------------------------------------------------------------------------------- f----- Initial End ------1---- Terminal End ----- Sec. Left Flg. Right Flg. Web Sec. Depth Bracing Sec. Jt. Jt. Coor. E Jt. Jt. Coor. E Lth. Thick Width Thick Width Thick Ini. Tra. 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 8.46 F 3 001 1.00 0.00 F 8.46 0.2050 3.94 0.2050 3.94 0.1700 7.09 7.B9 7.50 7.50 3 1 Oil 1.00 8.47 F 4 111 25.00 10.5E F 24.09 0.3950 4.02 0.3950 4.02 0.2500 10.24 10.24 5.00 5.00 4 4 111 25.00 10.58 F 5 111 30.00 10.89 F 5.01 0.3950 4.02 0.3950 4.02 0.2500 10.24 10.24 5.00 5.00 6 6 Oil 30.00 10.88 F 7 001 30.00 0.00 F 10.88 0.2050 3.94 0.2050 3.94 0.1700 7.89 7.89 7.50 7.50 7 5 111 30.00 10.89 F B 101 50.00 12.56 F 20.07 0.3950 4.02 0.3950 4.02 0.2500 10.24 10.24 5.00 5.00 ---------------------------------------------------------------------------------------------------------------------------- X 2.00 101.69 X 6.00 130.69 50EIO 25/80C 1:12 J4349DEF 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. Cos. 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 3 -0.00 -3.75 -1.99 -0.00 -1.30 3.16 -3.16 17.57 36.00 26.06 -0.07 0.09 -0.12 -0.20 3.01 1 0.00 0.00 27.26 0.00 0.00 -17.71 17.71 27.00 27.00 27.00 0.00 -0.66 0.66 0.66 ' 4.02 2 7.26 0.45 -35.99 3.07 0.00 23.38 -23.3B 27.00 27.00 27.00 0.00 0.07 -O.B7 O.B7- 6.01 2 -0.00 -13.99 0.00 -0.00 -4.81 -0.00 0.00 13.18 19.54 27.00 -0.37 -0.00 0.00 -0.37 7.00 2 -6.53 -0.54 -35.99 -2.77 -0.10 23.30 -23.38 19.71 27.00 27.00 -0.00 O.B7 -0.87 -0.87 -------------------------------------------------------------------------------------------------------------------- 10X lot q- , '5W I Ox I� $ �p 0 k 3� Copra 3 3 ,� ,E, I �I 50E10 25/BOC 1:12 J4349DEF 6 Maximum Negative Displacements and Reactions ----------------------------------------------------------------------------------------------------------- Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Cos. (in) Cos. (rad) Cos. ' (kip) Cos. (kip) Cos. (k-ft) Coo. ----------------------------------------------------------------------------------------------------------- 1 0.0000 0 -0.0082 1 -0.0042 5 2 0.0000 0 -0.0082 1 -0.0009 3 3 0.0000 0 0.0000 0 -0.0006 4 -0.59 4 -6.79 1 0.00 0 4 -0.0139 5 -0.4752 1 -0.0092 1 5 -0.0043 5 -0.0217 2 -0.0046 1 6 0.0000 0 -0.0217 2 0.0000 0 7 0.0000 0 0.0000 0 0.0000 0 0.00 0 -13.94 2 0.00 0 B -0.0037 5 0.0000 0 -0.0037 2 0.00 0 -4.96 2 0.00 0 ----------------------------------------------------------------------------------------------------------- 50E10 25/80C 1:12 J4349DEF 7 Maximum Positive Displacements and Reactions ------------------------------------------------------------------------------------------------------------- Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Cos. (in) Cos. (rad) Cos. (kip) Cos. (kip) Cos. (k-ft) Cos. ----------------------------------------------------------------------------------------------------------- 1 0.0000 0 0.0029 5 0.0125 1 2 0.0000 0 0.0029 5 0.0006 4 3 0.0000 0 0.0000 0 0.0009 3 0.94 3 2.33 5 0.00 0 4 0.0410 1 0.1612 5 0.0031 5 5 0.0128 1 0.0069 5 0.0015 5 6 0.0000 0 0.0069 5 0.0000 0 7 0.0000 0 0.0000 0 0.0000 0 0.00 0 4.39 5 0.00 0 8 0.0109 1 0.0000 0 0.0006 5 0.00 0 0.87 5 0.00 0 ---------------------------------------------------------------------------------------------------------- 50E10 25/80C 1:12 J4349DEF B Shear Stiffener Spacing ----------------------------------------------------------------------------------------------------------------- Sec. No. lth. Load Point Point Point Point Point Point Point Point Point Point No. Ele. (in) Cos. .00 .01 .02 .03 .04 .05 .06 .07 .00 .09 ------------------------------------------------------------------------------------------------------------------ 2 2 101.52 all none required 3 2 289.09 all none required 4 2 60.12 all none required 6 2 130.56 all none required 7 2 240.84 all none required ---------------------------------------------------------------------------------------------------------------- 1 k f 50E10 25/84C 1:12 J4349DEF 9 Reaction Summary Cox. Jt. 3 Jt. 7 A. 8 Horiz. 1 0.00 0.00 0.00 Vert. 1 -6.79 -13.26 -2.54 Rota. 1 0.00 0.00 0.00 Horiz. 2 0.00 0.00 0.00 Vert. 2 -6.72 -13.94 -4.96 Rota. 2 0.00 0.00 0.00 Horiz. 3 0.94 0.00 0.00 Vert. 3 -3.79 -7.44 -1.41 Rota. 3 0.00 0.00 0.00 Horiz. 4 -0.59 0.00 0.00 Vert. 4 -3.79 -7.44 -1.41 Rota. 4 0.00 0.00 0.00 Horiz. 5 0.00 0.00 0.00 Vert. 5 2.33 4.39 0.87 Rota. 5 0.00 0.00 0.00 Report Complete f: ��, l J4349DCD I 4B : BASE PLATE : Joint 3 Column Reactions Maximum Vertical = 6.79 kip Maximum Horizontal = 0.94 kip Maximum Uplift = 2.33 kip f 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/B' (2) Bolt base plate : Use 8-1/2' x 6' x 3/B' 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 f are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. 9.149214E-02 5 if.� J4349DCD 2 3M : MOMENT CONNECTION : Joint 4 L Applied forces : Maximum negative moment = 4.91 kip ft Associated axial force = 0.45 kip Associated shear force = 5.14 kip Maximum positive moment = 1.12 kip ft f Associated axial force = -0.15 kip f Associated shear force = -1.73 kip t Maximum shear = 5.14 kip Member plate sizes : Left flange thickness = 3/8' Left flange width = 4' Right flange thickness = 3/8' Right flange width = 4' Web thickness = 1/4' Member depth = 10-1/4' End Plate Connection : Use (8) 5/8' diam. A-325 bolts Left Flange Weld = 3/16' D.F. Right Flange Weld = 3/16' D.F. Standard End Plate = 3/8' x 6' Web Weld = 1/4' D.F. x 2' 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. .1928165 2 �:� n 1 i J4349DCD 3 3M : MOMENT CONNECTION : Joint 4 R Applied forces : Maximum negative moment = 4.91 kip ft Associated axial force = 0.32 kip Associated shear force = 5.15 kip Maximum positive moment = 1.12 kip ft t Associated axial force = -0.11 kip { Associated shear force = -1.73 kip f Maximum shear = 5.15 kip Member plate sizes : Left flange thickness = 3/8' Left flange width = 4' Right flange thickness = 3/8' Right flange width = 4' Web thickness = 1/4' Member depth = 10-1/4' End Plate Connection : Use (9) 5/8' diam. A-325 bolts Left Flange Weld = 3/16' D.F. Right Flange Weld = 3/16' D.F. Standard End Plate = 3/9' x 6' Web Weld = 1/4' D.F. x 2' 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. .1917983 2 e J4349DCD 4 4B : BASE PLATE : Joint 7 Column Reactions Maximum Vertical = 13.94 kip Maximum Horizontal = 0.00 kip Maximum Uplift = 4.39 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 B-1/2" x 6' x 3/8' Base plate Use (2) 3/4' diam. A-36 bolts Use 4" Y - Sage 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. .1723022 5 C Job Flo. J�F?y� bE� is -4 I r cot, �( 4-/ ��bca z k 45� P Q zo� I 3 T0, (-Z) C4 51e (g) sag A3Z5 BoL.-m A3ZS BoLZs A3ZS Bourn /A-65 13ou-rs 3 8 Y- CHAP PL.. 3 y CHAP Pi-. 3 BX END FL: END P" sf A3ZS BoL.Ts A3ZS BouTS E►.io PL_. E PL.. A3o7 A.b. C,OL.WO. BP.SE PL. I I I I X(ax3'/Z . I A3Z5 Bou-rs ASZS Bouts (,AP PL.. GAP Pl— t ! } }}}}ffffffffffffff##fffffffffff } f f Truss - T Structures Inc. # f f # 2100 N. Pacific Highway # } f # Woodburn, Oregon 97071 f f f f Phone 503-981-9581 } # f ffff#ffff#fff##fff#fff#fff#ff}} 4, —� �-- File Name J4349LEF 97 Frame Title : 50E10 25/80C 1:12 " Prepared by : AL 08-4-95 I s Execution Options : Analysis Only L 3 3lr v Number of Analysis Cycles = 1 t � Reports Generated X 1$ L�'�3/q" A32S►� W 1. Member Design Data 2. Forces Moments and Stresses Sz; 3. Displacements and Reactions 2q Structural Steel I Flange Plate Yield Strength = 45.00 ksid� —SL Web Plate Yield Strength = 45.00 ksi Modulus of Elasticity = 29000 ksi Coef. of Linear Exspansion = 0.0000065 / w�x►f5 �Z) WA-4 P�32SoJ III r . 50E10 25/80C 1:12 J4349LEF 2 Load Case no. 1 : DEAD LOAD Load All Sections Member Self Weight Load Joint no. 1 -0.30 kips Vertical Load Joint no. 1 : -0.75 k-ft Moment Load Sec. no. 3 : -0.06 klf to -0.06 klf at 90.00 deg. Load Sec. no. 4 : -0.06 klf to -0.06 klf at 90.00 deg. Load Case no. 2 : LIVE LOAD Load Joint no. 1 -3.75 kips Vertical Load Joint no. 1 -9.30 k-ft Moment Load Sec. no. 3 : -0.75 klf to -0.75 klf at 90.00 deg. Load Sec. no. 4 : -0.75 klf to -0.75 klf at 90.00 deg. Load Case no. 3 : WIND LOAD : PRESSURE Load Sec. no. 2 : 0.44 klf to 0.44 klf at 0.00 deg. Load Case no. 4 : WIND LOAD : SUCTION Load Sec. no. 2 : -0.28 klf to -0.28 klf at 0.00 deg. Load Case no. 5 : WIND LOAD : UPLIFT Load Joint no. 1 : 1.94 kips Vertical Load Joint no. 1 : 4.94 k-ft Moment Load Sec. no. 3 : 0.39 klf to 0.39 klf at 90.00 deg. Load Sec. no. 4 : 0.39 klf to 0.39 klf at 90.00 deg. Load Case no. 6 : SNOW DRIFT Load Sec. no. 4 : 0.00 klf to -1.35 klf at 90.00 deg. (the Load starts at 15.00 ft. and is dist. for 10.00 ft.) Load Combinations : Load Combination no. 1 : DL + LL + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00 Load Combination no. 2 : DL + LL + S DRIFT + Load Case no. I X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 6 X 1.00 Load Combination no. 3 : DL + 1/2 LL + WLP f + Load Case no. I X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 3 X 1.00 Load Combination no. 4 : DL + 1/2 LL + WLS * 50E10 25/80C 1:12 J4349LEF 3 + Load Case no. 1 X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 4 X 1.00 Load Combination no. 5 : DL + UPLIFT f + Load Case no. 1 X 1.00 + Load Case no. 5 X 1.00 50E10 25/80C 1:12 J4349LEF 4 Member Data : ---------------------------------------------------------------------------------------------------------------------------- ----- Initial End ----- ---- Terminal End ----- Sec. Left Fig. Right Fig. Web Sec. Depth Bracing Sec. Jt. Jt. COOT. E Jt. Jt. COOT. 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 7.82 F 3 001 1.00 0.00 F 7.82 0.3300 5.25 0.3300 5.25 0.2300 B.14 8.14 7.50 7.50 3 1 Oil 1.00 7.03 F 4 111 25.00 9.83 F 24.08 0.5000 8.00 0.5000 8.00 0.1875 10.00 34.00 5.00 5.00 4 4 111 25.00 9.83 F 5 101 51.00 11.B3 F 26.OB 0.3750 B.00 0.3750 B.00 0.1875 34.00 24.00 5.00 5.00 ---------------------------------------------------------------------------------------------------------------------------- X 2.00 93.92 50E10 25/BOC 1:12 J4349LEF 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. Con. 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 -26.16 0.00 0.00 -5.05 -0.00 0.00 19.03 27.00 27.00 -0.27 -0.00 0.00 -0.27 3.02 2 -11.84 -1.15 193.49 -3.01 -0.10 -23.08 23.80 24.43 27.00 27.00 -0.00 -0.88 0.88 -0.89 4.01 2 3.89 0.37 267.19 0.6B 0.03 -26.47 26.47 27.00 26.54 27.00 0.00 -1.00 0.98 -1.00 --------------------------------------------------------------------------------------------------------------------- 50E10 25/80C 1:12 J4349LEF 6 Maximus Negative Displacements and Reactions ----------------------------------------------------------------------------------------------------------- Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Cos. (in) Con. (rad) Cos. (kip) Con. (kip) Coo. (k-ft) Con. ---------------------------------------------------------------------------------------------------------- 1 0.0000 0 -0.0163 2 -0.0062 5 2 0.0000 0 -0.0163 2 -0.0007 3 3 0.0000 0 0.0000 0 -0.0005 4 -1.08 4 -26.23 2 0.00 0 4 -0.0694 5 -2.6713 2 -0.0001 1 5 -0.0049 5 0.0000 0 -0.0154 2 0.00 0 -27.18 2 0.00 0 ----------------------------------------------------------------------------------------------------------- t % 50E10 25/80C 1:12 J4349LEF 7 Maximum Positive Displacements and Reactions ------------------------------------------------------------------------------------------------------------ Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Col. (in) Con. (rad) Con. (kip) Cos. (kip) CON. (k-ft) Coo. ----------------------------------------------------------------------------------------------------------- 1 0.0000 0 0.0055 5 0.0196 2 2 0.0000 0 0.0055 5 0.0005 4 3 0.0000 0 0.0000 0 0.0007 3 1.74 3 9.79 5 0.00 0 4 0.2203 2 0.8418 5 0.0001 2 5 0.0156 2 0.0000 0 0.0047 5 0.00 0 7.15 5 0.00 0 -------------------------------------------------------------------------------------------------------------- 50E10 25/80C 1:12 J4349LEF 8 Shear Stiffener Spacing ----------------------------------------------------------------------------------------------------------------- Sec. No. Lth. Load Point Point Point Point Point Point Point Point Point Point No. Ele. (in) Cos. .00 .01 .02 .03 .04 .05 .06 .07 .00 .09 ----------------------------------------------------------------------------------------------------------------- 2 2 93.84 all none required 3 4 288.96 all none required 4 4 312.96 2 52.04 ----------------------------------------------------------------------------------------------------------------- I *h 50E10 25/80C 1:12 J4349LEF 9 Reaction Summary Coe. it. 3 it. 5 Horiz. 1 0.00 0.00 Vert. 1 -25.63 -21.03 Rota. 1 0.00 0.00 Horiz. 2 0.00 0.00 Vert. 2 -26.23 -27.18 Rota. 2 0.00 0.00 Horiz. 3 1.74 0.00 Vert. 3 -14.29 -11.75 Rota. 3 0.00 0.00 Horiz. 4 -1.08 0.00 Vert. 4 -14.29 -11.75 Rota. 4 0.00 0.00 Horiz. 5 0.00 0.00 Vert. 5 8.79 7.15 Rota. 5 0.00 0.00 Report Complete J4349LCD I 4B : BASE PLATE : Joint 3 Column Reactions Maximum Vertical = 26.23 kip Maximum Horizontal = 1.74 kip * Maximum Uplift = 8.79 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 - Sage 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 1/3. .3451571 5 } f Truss - T Structures Inc. } } 2100 N. Pacific Highway } } # } Woodburn, Oregon 97071 } } } Phone 503-981-9581 # t t ##ff###ffffffffff#f###f#f###### File Name : J4349EEF T 9� Frame Title : 50E20 25/80C 1:12 Prepared by : CON 08-02-95 Execution Options : Analysis Only Number of Analysis Cycles = I 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 N 5OE20 25/84C 1:12 J4349EEF 2 Load Case no. 1 : DEAD LOAD Load All Sections Member Self Weight Load Joint no. 1 -0.68 kips Vertical Load Joint no. 1 -0.02 k-ft Moment Load Sec. no. 3 : -0.03 klf to -0.03 klf at 90.00 deg. Load Sec. no. 6 : -0.03 klf to -0.03 klf at 90.00 deg. Load Joint no. 7 : -0.03 kips Vertical Load Joint no. 7 : 0.02 k-ft Moment Load Case no. 2 : LIVE LOAD Load Joint no. 1 : -4.66 kips Vertical Load Joint no. I : -0.19 k-ft Moment Load Sec. no. 3 : -0.37 klf to -0.37 klf at 90.00 deg. Load Sec. no. 6 : -0.37 klf to -0.37 klf at 90.00 deg. Load Joint no. 7 : -0.30 kips Vertical Load Joint no. 7 : 0.19 k-ft Moment Load Case no. 3 : WIND LOAD : PRESSURE Load Sec. no. 2 : 0.44 klf to 0.44 klf at 0.00 deg. Load Sec. no. 5 : 0.61 klf to 0.61 klf at 0.00 deg. Load Sec. no. B : 0.32 klf to 0.32 klf at 0.00 deg. Load Case no. 4 : WIND LOAD : SUCTION Load Sec. no. 2 : -0.28 klf to -0.20 klf at 0.00 deg. Load Sec. no. 5 : -0.23 klf to -0.23 klf at 0.00 deg. Load Sec. no. 8 : -0.32 klf to -0.32 klf at 0.00 deg. Load Case no. 5 : WIND LOAD : UPLIFT , Load Joint no. 1 0.90 kips._ ✓ rtca Load Joint no. 1 0.34 kips Vertical Load Joint no. 1 0.17 k-ft Moment Load Sec. no. 3 : 0.34 klf to 0.34 klf at 90.00 deg. Load Sec. no. 6 : 0.34 klf to 0.34 klf at 90.00 deg. Load Joint no. 7 : 0.34 kips Vertical Load Joint no. 7 : -0.17 k-ft Moment 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 + 1/2 LL + WLP f + Load Case no. I X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 3 X 1.00 Load Combination no. 3 : DL + 1/2 LL + WLS t 5OE20 25/80C 1:12 J4349EEF 3 + Load Case no. 1 X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 4 X 1.00 Load Combination no. 4 : DL + UPLIFT + Load Case no. 1 X 1.00 + Load Case no. 5 X 1.00 50E20 25/80C 1:12 J4349EEF 4 Member Data : ---------------------------------------------------------------------------------------------------------------------------- ----- Initial End ----- ---- Terminal End ----- Sec. Left Flg. Right Fig. Web Sec. Depth Bracing Sec. Jt. Jt. COOT. E Jt. Jt. COOT. 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 10.4B F 3 001 1.00 0.00 F IB.4B 0.3300 5.25 0.3300 5.25 0.2300 8.14 B.14 7.50 7.50 3 1 Oil 1.00 18.49 F 4 111 25.00 20.49 F 24.08 0.3300 4.01 0.3300 4.01 0.2400 10.11 10.11 5.00 5.00 5 5 Oil 25.00 20.40 F 6 001 25.00 0.00 F 20.40 0.3300 5.25 0.3300 5.25 0.2300 6.14 8.14 7.50 7.50 6 4 111 25.00 20.49 P 7 111 49.00 18.49 F 24.08 0.3300 4.01 0.3300 4.01 0.2400 10.11 10.11 5.00 5.00 B 8 Oil 49.00 18.40 F 9 001 49.00 0.00 F 18.48 0.3950 6.73 0.3850 6.73 0.2700 13.84 13.94 7.50 7.50 ---------------------------------------------------------------------------------------------------------------------------- X 2.00 221.82 X 5.00 245.82 X 8.00 221.B2 50E20 25/80C 1:12 J4349EEF 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. Coo. 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 -5.99 -10.77 -0.00 -1.15 15.06 -15.06 25.37 36.00 36.00 -0.05 0.42 -0.42 -0.46 3.01 1 -0.01 -0.00 30.27 -0.00 -0.00 -22.90 22.90 19.20 26.18 27.00 -0.00 -0.87 0.95 -0.81 5.01 2 -0.00 -5.79 -31.97 -0.00 -1.12 25.64 -25.64 25.37 36.00 36.00 -0.04 0.71 -0.71 -0.76 6.01 1 0.01 -0.00 30.27 0.00 -0.00 -22.90 22.90 19.20 26.1E 27.00 -0.00 -0.87 0.85 -0.87 9.01 2 0.00 -3.31 -13.65 0.00 -0.39 3.98 -3.90 27.B8 36.00 35.35 -0.01 0.11 -0.11 -0.13 -------------------------------------------------------------------------------------------------------------------- 50E20 25/80C 1:12 J4349EEF 6 Maximum Negative Displacements and Reactions ----------------------------------------------------------------------------------------------------------- Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Col. (in) Cos. (rad) Com. (kip) Coo. (kip) Coma (k-ft) Com. -------------------------------------.-...--------------------------------------------------------------------- 1 0.0000 0 -0.0156 1 -0.0104 4 2 0.0000 0 -0.0156 1 -0.0095 2 3 0.0000 0 0.0000 0 -0.0060 3 -2.59 3 -10.74 1 0.00 0 4 -0.0006 4 -0.0168 1 -0.0151 1 5 0.0000 0 -0.0168 1 -0.0179 2 6 0.0000 0 0.0000 0 -0.0069 3 -2.40 3 -10.47 1 0.00 0 7 -0.0012 4 -0.0050 1 -0.0151 1 8 0.0000 0 -0.0050 1 -0.0015 2 9 0.0000 0 0.0000 0 -0.0015 3 -2.96 3 -6.02 1 0.00 0 ----------------------------------------------------------------------------------------------------------- 50E20 25/80C 1:12 J4349EEF 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) Cos. (rad) Cos. (kip) Com. (kip) Com. (k-ft) Com. ------------------------------------------------------------------------------------------------------------ 1 0.0000 0 0.0044 4 0.0151 1 2 0.0000 0 0.0044 4 0.0060 3 3,1 3 0.0000 0 0.0000 0 0.0095 2 4.06 2 ?A2 4 0.00 0 4 0.0001 1 0.0111 4 0.0104 4 5 0.0000 0 0.0111 4 0.0069 3 6 0.0000 0 0.0000 0 0.0179 2 6.24 2 6.59 4 0.00 0 7 0.0011 1 0.0031 4 0.0104 4 8 0.0000 0 0.0031 4 0.0015 3 9 0.0000 0 0.0000 0 0.0015 2 2.96 2 3.25 4 0.00 0 -------------------------------------------------------------------------------------------------------------- 50E20 25/80C 1:12 J4349EEF 8 Shear Stiffener Spacing ----------------------------------------------------------------------------------------------------------------- Sec. No. Lth. Load Point Point Point Point Point Point Point Point Point Point No. Ele. (in) Coo. .00 .01 .02 .03 .04 .05 .06 .07 .OB .09 ----------------------------------------------------------------------------------------------------------------- 2 2 221.76 all none required 3 2 28B.96 all none required 5 2 245.76 all none required 6 2 288.96 all none required 8 2 221.76 all none required ----------------------------------------------------------------------------------------------------------------- a 5OE20 25/80C 1:12 J4349EEF 9 Reaction Summary Com. Jt. 3 Jt. 6 Jt. 9 Horiz. 1 0.00 0.00 0.00 Vert. 1 -10.74 -10.47 -6.02 Rota. 1 0.00 0.00 0.00 Horiz. 2 4.06 6.24 2.96 Vert. 2 -6.15 -5.98 -3.50 Rota. 2 0.00 0.00 0.00 Horiz. 3 -2.59 -2.40 -2.96 Vert. 3 -6.15 -5.9B -3.58 Rota. 3 0.00 0.00 0.00 Horiz. 4 0.00 0.00 0.00 Vert. 4 2.82 6.59 3.25 Rota. 4 0.00 0.00 0.00 Report Complete 1 -1 J4349ECD 1 4B : BASE PLATE : Joint 3 Column Reactions Maximum Vertical = 10.74 kip Maxi�num Horizontal = 4.06 kip t Maximum Uplift = 2.82 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 = B-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 - Sage 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 t are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. .110733 4 6 w