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Cc � W cz .� U) a- 0 � C� UC� C) In J W o 0 co co u' go T © h v J Q Cc -0 N W O) W (Y) ► �` CC ow cc .S 0) cc 0 =z 11N ❑ ❑ m ° w V .Seca 0) c O O W ccu a� °_ i �'� i O W Z co � a Ii z N p, a�"i -0 o 3 cz 3 0 E w Z 00 ❑ ❑ ❑ O zQ U O o a � WO az -o any. p ' o • > — ca a) o > ~ c F— O 000 OQ 1 . c J ° U co M C �j ❑ U _ � cz c� Ou -a OO c ICEO> J O co coQ � J O: O Oai c� U Z) U- U- H 2 O C C0NE3-rF;Zkjc-1rjic3N PERM I[ -r RIEG-R, j0-E P;P F:),E:RM17 No_ Ovmer: .0� 00D Value of Work: $186,56'0-00. T- iaxVID, 153105-4-0-59 Phone: Describe Work: ADDIT'GN TO EXIS'FIINJG AjRc -P= 1 ANGER 1)0 Proposed Use: AIRCRAFT F�ANGER Legal Description: Job Address: 192200 591771A DR, N�: Contractor' s Na e -rype Address License# NORTHWESI CONSTRUCTION G 1197 MARV IANE NO 02 RTHCP -Kv MARYSVILLE PLUMBING INC. PI 13316 SR530- NE MARYSOIJ�E,, P E R M I T F E E S - Equipment and Fixtures Number Fee Total Charge PLLMBJTNG FIXTUR"E.3 VENTILATION FANS $7.00 $21 00 $7.25 WRIER HEAl-E-9, $110.65 $ S U B T 0 T A L. . ... . TOTALS Fee Permit Fee $1, 322.25 $ 1, 800.00 E q u i p m e n t F ixt ur a Pfan Fee $859'.46 Plumb Permit $25.00 State fee t 4.50 TOTAL FEE... .... ........ . . $4,050. 11 1 KESIGNATURE.- REBY L AND EXAMINED ;REEL-4 PAYMENTS. .. . . .... ... . . . . . . $836.71 KNOW sAM,, RECT ALL TOTAL DUE... ...... .. .. .... $3,213.40 ORDINANCESPROV WORK WTI I DkA!'E SPE" RECEIPT -77 JU OFFICir" D U J J City of Arlington Building L i PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # — `; �� DATE � 9 ACCOUNT # NAME: 77, ADDRESS: 7 Z;�OV 4% f L A)c` LEGAL: 1r oS- Y o "J BUILDING USE: kM,4,LaAA=t- .!f # OF BUILDING UNITS: po r TOTAL ERU DESIGN UNITS: Item is inspected and complete Existing Required SIGNATURE: Date WATER METER REQUIRED: N/— HEALTH DEPT. APPROVAL: iT SIDE SEWER PERMIT REQUIRED: ✓ -TC GARBAGE CONTAINER PAD: ✓ CROSS-CONNECTION CONTROL: BACKWATER VALVE: �� SEWER REQUIRED: Off site On site ✓ _R_ CURBS: Off site A On site SIDE WALK: Off site FFa On site OF 0 PAVING: Off site u 0 On siteIV Cr'j STORM DRAINAGE: Off site On site A,P,lh.[aYcl PRETREATMENT DISCHARGE PERMIT: -YES NO WATER/SEWER FEES PAID: YES NO Build\forms\u-check i 11 i CITY OF ARLINGTON ER & SEWER DEPARTMENT APPL7 "ION Application is hereby made by the undersigned property owner for all water and sewer services required or used for any purpose at: Service Address: 19200 59th Drive NE - I Lot Number: y Plat Name: i� f Property Tax Number: 153105-4-0-59 in or near Arlington, Washington, for which I agree to pay in advance and in accordance with existing ordinances and regulations of the City, the following estimated charges, the exact charges will be determined 4Ln4 payable i diately upon completion of the installation. Building Pemni.t # 99-3426 all2s for 1 ERUs. Water Tap-In Charge $ 0.00 Water Service Connection Charge (Metering Charge) Null" $ 0.00 Sewer Tap-In Charge $ 2, 500.00 Side Sewer Permit(s) $ 125.00 Street Repairs $ 0.00 Fire Hydrant Installation $ 0.00 Other $ 0.00 Total $ 2, 625.00 Special Conditions: None. I further agree that all rates and charges for water and sewer service to the above property shall be paid in accordance with existing ordinances and regulations of the City, or any such ordinances and regulations passed hereafter. I hereby authorize the following tenant, Joe Rieger to have all accounts for water kept in his name under Account No. with the understanding that water bills mailed to said tenant shall not relieve the property from liability for water charges incurred. I understand that the City will use all reasonable effort to maintain uninterrupted service, but reserves the right to shut off the water at any time without notice for repairs, extensions, non-payment of rates or any other reason and assumes no liability for any damage as a result of interruption of service from y cause whatsoever. W/S Application Number: 2177 Owner: � OE �� � �pEfe- Date: N4 Address: l�( 02L 0 �4 TEL : Ring 05 ' 99 10 :47 No . 001 P . 01 City,of Arlington Building Dept PL_,fIC WORKS DEPAR nr �l'►i' �•;1. � DATA �- ACCOUNT N-,......_ NAMES14 ADDRESS: 9 - LEGAL: 1 , l D.7- �—D BUIIrDING USES N OF BUILDING UNM: 47 TOTAL ZRU DESIGN UNITS; Item Is inspected and compWo Exlstlag Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEFT. APPROVAL: SIDE SEWER PRRWr REQUIRED: GARBAGE CONTAEKER PAD.- CROSS-CONNECTION CONTROL: 4 BACxWATER VALVE; SEWER REQUIRED: Off site On she CURBS: Ott site 7 On site SIDE WALK: Of site ' .04 site i • PAVING: Oft site i STORM DRAINAGE: Oft site On Ate e PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES No - 400 s d 1999 R��NGrON . S� or-I EmaLbrI som T.1 1 J r `t 3 KN r M ae --m-molo. EM LV M 4wr - ♦'L r-,w i qw l —M [arm SNIP= m wommew q i1T - J- ■ � 1 1I I �r �Ems"ama 0i7 w mmo obamw ■■,qrn■ -r ■ - r f ,}ors 1 % _ i'r 2jL r ■rtiwgraii m1po Eawavot am* ■r NMI vaw MOD ■m 10 idkb M VLLAW pm 10 61L f'■' plti r d r' ■ i ' 1 LILM-I.IJM arj■ ■ r me - - — - - - — _ MEM =` ia• BUI L:, -L\ G PERMIT APPLICA.'ITI, _'T C'HEC=JST RES & DUPLE Comm & ENM A.PPLIC k"I TON PllT TC kTION = PLAN = PAN AR= DRAWINGS kRca DRY W!� GS STRUCT DRAW TGS STRUCT DRAWy"GS LEGAL DESCRET70N I.-G AL DES,-,,-RjpiON TEN ORGY C.A_LCS -R E GY CALCS STORM DRAINAGE STORM DR.=SAGE S C T_-L,tig DESIGN SSA CEECZ IS- U==DRA GS STRUCT CAL.CS Tnr= ( 3 ) conies of eat are r Four ( 4) cccies of eacii are rem_ red for an-clication for muHcadon ZONING Sr'`TBACRS_ FRONT USE RE.�R LOT COVE-kGE SIDE PEI= TBAC=iG Name: Pewits. �v� Project Tyne: Date moved l . DISTRIBUTED RET JURNED DISI IBU'TED �R-- ad Pubiic Way C !Z _ Z Fire Dear lain Fawns Date re=med for ins Date resubmirted wirfr C=ecdc s Date ready to issue: Date issued: Buddkfc mslch=kfsc �i� f r CITY OF ARLINGTON Building Department PLANNING AND ZONING REVIEW I. ZONING COMPLIANCE: A. Zone Classification- B. Permit Use: Yes No C. If no, extension of non conforming use: D. Minimum lot size required: Shown E. Yard Requirements: Required Shown 1. Front 2. Side 3. Rear F. Height limitations, Maximum G. Landscaping and plan required: Yes No H. Parking: 1. Off street parking required: Yes No 2. Plan provided: Yes No 3. Adequate parking provided: Yes No H. LOT COVERAGE: A. Allowed: More/Less Shown: Approved DETERMINATION OF S.E.P.A. CATEGORICAL EXERTION Action/ Application Title: SFR Brief Description Of Action: EXEMPT Code reference allowing exemption: W.A.C.197-11-800 1(b) Person making determination: Date: �. .:> I City of Arlington Building Dept' FIRE DEPARTMENT CHECKLIN f PERMIT # 99 "31 6 DATE: 7' W NAME: n / ADDRESS: I �( 1 ��� � IU� LEGAL: BUILDING USE: OCCUPANCY CLASSIFICATION: A B F H 1 1 2 12.1131 4 1 F2 1 1 2 1 3 4 1 5 1 6 7 I M S U 1.1 1.2 2 3 2 3 4 5 �, 1 2 _—,,Ia 1'RUCTION 1V V F.R. F.R. ONE-HOUR, N ONE-HOUR N H.T. ONE-HOUR N Item inspected&completed / Signature & Date: Site Plan: Approved Denied Access Requirements: Required: FC ✓G Fire lane: NO Sprinkler system: .� Now �Nue �� O� 1 gh- Alarm system: O Knox Box: Fire extinguishers: Hydrant: !CSC! �d_-- # of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: E Fire Flow requirements: 0 Ce3 Location of address on building: L FIRE DEPT: --��7Cr� Date: 7 � —Sipature Build\form\fdchecklist ti J � w%2w'wmGmypmw low - •J-. — _ _ — _ _ I I — t'rl�t T I—I-I — IL I I _ _ _-uL I I L J - I i t II rl I 171 I I 1 _ I . 4 I t_ Li 04 1 ` is . I tr _.1 .r. n . I City of Arlington Building Dep— FIRE DEPARTMENT CHECKL.i��i PERMIT # 9 — 3 q,::�, % DATE: 7 — r W NAME: / ADDRESS: _ �� �� j�� 169 XF LEGAL: _��� /0 � I BUILDING USE: OCCUPANCY CLASSIFICATION: A B E F H 1 2 1 2.1 1 3 4 1 2 3 1 1 2 1 1 2 3 4 1 5 6 7 I M R. INS, U 1.1 1 1.2 F2T3 1 3 1 1 1 2L31\45 1 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE;-H N"V ONE-HOUR N H.T. ONE-HOUR N Item inspected&completed Site Plan: Approved Denied Signature &Date: Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers: Hydrant: # of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Date: Sigrlature Build\form%dchecklist ■■ -■ R 16 ■ NO %m ' 7 ' _ - ■ -qi i m yr ■� ■ �i_.�fir ��r�4� In JA[ I Irmo I in ■ ■ I I 1 r IN ■I _ '111E ■ 1 r ON 11I ' I ' 1 -' - - - ■ _ J-'P'L _ L■ r, _ I I City of Arlington Building Del PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # `� 3 DATE 17-11C;2- 16 ACCOUNT # NAME: ` ADDRESS: /q,200 9 nt Q� A!5 LEGAL: 5 3/O57- BUILDING USE: # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Eadsting Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NO Build\forms\u-check j I I r ■ 1- 1 1 II IJ L I 4r-' wul 1 1 � - � 1 , 1 � • � �� � 1 I 1 . I-I I • V � 1 11 1 1 1 I Jg1i1L - - - ' 1 L 11 0: - ' 1 r 1 1 l 1 1 1 1 I I 1 I 1 1 11 1 I 1 1 I 11 1 I ' I 11 CASCADE SURVEYING WSW°Y'"'°• & ENGINEERING, INC. _ SURVEYORS ENGINEERS 105 E. Division • P.O. Box 326 • Arlington, WA 98223 0PLANNERS (360) 435.5551 fax: (360) 435-4012 j0 PROJECT NOTEBOOK FOR LOT 59, ARLINGTON AIRPORT Narrative A review of city records included the Stormwater Management Plan (SWP) for the City of Arlington. The SWP listed this site as having the Everett Gravely Sandy Loam soil, which is consistent with the soils work done on site. This area falls within drainage sub-basin UP5 of the SWP. The SWP report says the following about the Upper Portage Creek Drainage Basin. "This portion of Portage Creek is primarily commercial and industrial within the City limits, and rural residential outside the City. Existing activities of concern include machine shops, furniture manufacturing, mills and lumberyards. Most of these activities would be covered under the CWA NPDES permit system for industrial activities and wouldn't contribute to the City System. Pollutants,which are typical of these activities,include nutrients and heavy metals. Subbasins which are at risk to these pollutants are up6,up7 and up8." The treatment Best Management Plans selected for this site include a bioswale, an oil/water separator and infiltration trenches. These treatment Bmp's will provide water quality improvement,petroleum based pollutant removal, and streambank erosion control. The project notebook is made up of the Site/Development Construction Plans, and the Drainage Report. The following list indicates where the required sections of the Project Notebook are located. 1. Stormwater runoff and Drainage System Calculations (See Drainage Report) 2. Storm Drainage Report Narrative (See Drainage Report) 3. Erosion and Sediment Control Plans (See Plan) 4. Grading and Drainage Plans (See Plan) 5. Operation and Maintenance Plan for E.S.C. (See Report and Plan) 6.Operation and Maintenance Plan for Stormwater System (See Report) 7. Financial Liability Instruments (To be attached) 8. Source Control Narrative for urban setting uses (See Drainage Report) 9. Copy of the filed Maintenance agreement (To be attached) 10. Legal Descriptions of SWM facilities to be deeded to the City (N/A) 11. Estimate of construction costs as per item 11. (N/A) 12.Inspection and Construction Control Schedule (See Report) 0 /y aF AS b �VISED RL _7 O w C� STER'� ti� JONAL � G EXPIRES: 12/23/99 A(! 3 1999 O 'F OJ6 i i yiq DRAINAGE REPORT FOR LOT 59, ARLINGTON AIRPORT The proposal is to construct a new 80 x 100 foot hangar adjacent to the existing building with a parking area. The site is located on the North end of the Arlington Airport. There is an existing hangar on the site with utilities. The site lies in the upper Portage Creek Sub-basin 5 of the Arlington Stormwater Management Plan, and the plan indicates that soil types in the area fall within the Everett grouping(An SCS Type"A"soil). The Soil Survey of Snohomish County describes typical Everett characteristics as follows "Permeability of this Everett Soil is rapid. Available water capacity is low. Effective rooting depth is 60 inches or more. Runoff is slow and the hazard of water erosion is slight." No water table was encountered in soil test pits 8 feet in depth(See attached Soil Logs). Because of the lack of slope and high infiltration rates in the area of this site there is no off site flow. There are no known ponding problems even during heavy rains. There are no natural or constructed conveyances within 300 yards that affect or are affected by this site. Stormwater from the proposed site will be managed with Streambank Erosion Control and Water Quality Infiltration Trenches. Based on the above information no drainage problems are foreseen. There are no known wells within 100 feet of the site. There are no ditches along the lot lines. 2 I V TEMPORARY EROSION AND SEDIMENTATION CONTROL A variety of T.E.S.C.measures are being implemented on the construction plans,these measures provide for the following areas of concern: 1. Stabilization and Soil Trapping (See TESC Notes) 2. Delineate clearing and easement limits (See Plans) 3. Protection of Adjacent Property (Silt Fence) 4. Timing and Stabilization of Sediment Trapping Measures (See TESC Notes) 5. Cut and Fill Slopes (See Gen. Notes) 6. Controlling Off-site erosion (Infiltration Trench) 7. Stabilization of temporary conveyance channels and outlets (N/A) 8. Storm Drain Inlet Protection (See Plans) 9. Underground Utility Construction (See plans) 10. Construction Access Route. (See Plan) 11.Removal of Temporary BMP's (See TESC Notes) 12.Dewatering Construction Site (N/A) 13. Control of Pollutants other than Sediment on Construction Site (Spill Control) 14.Maintenance (See TESC Notes, Sh. ) 15.Financial Liability (See Financial Liability in this report) PRESERVATION OF NATURAL DRAINAGE FEATURES There are no natural drainage features on the site due to the high infiltration rate of the soil. There is no flow from the site as the existing vegetation cover,and site soils are capable of absorbing a high amount of rainfall. SOURCE CONTROL OF POLLUTION The Stormwater Manual for the Puget Sound Basin recommends the following: See page IV-2-37 DOE Manual. "Source Control BMP's such as good housekeeping should always be used to control stormwater pollution. Stormwater from parking lots and outside areas where manufacturing processes occur shall be treated using infiltration and/or detention as detailed in Volume III,Runoff Control. Those practices shall be used in combination with other appropriate pre-treatment and treatment BMP's such as biofiltration and oil/water separators or equivalent(see Volume III). Stonmwater runoff from rooftops may be discharged to the storm drain below the treatment system as long as the drainage requirements of the local public works department are met. If there is no stormwater drainage system (storm sewer) to discharge to, runoff from rooftops should be disposed of through the use of an infiltration facility wherever possible (see BMP's RI.15 and RI.16 in Chapter III-3 of the Runoff Control Volume)." The runoff from this site is to be collected in catchbasins with an Oil/water separator prior to being discharged to the Infiltration Trench. 3 RUNOFF TREATMENT BMP'S The stormwater from the site parking areas will be treated via Bio-Swales. STREAMBANK EROSION CONTROL This requirement is met by discharging all runoff from the site to the Infiltration Trenches. WETLANDS There are no wetlands on the property. WATER QUALITY SENSITIVE AREAS No water quality sensitive areas have been identified on the site,and there is no stormwater discharge from the site to such an area. OFF-SITE ANALYSIS AND MITIGATION There is no offsite discharge from the site, other than to groundwater during normal operation of the stormwater management system. The discharge to groundwater from the site is being treated via the Bio-Swales. The site is being graded to provide positive drainage to the swales from all onsite areas. The flow from the buildings will be directed to adjacent catchbasins. BASIN PLANNING There is no off-site stormwater discharge,so no Basin Planning issues are applicable. OPERATIONS AND MAINTENANCE The owners shall be responsible for the operations and maintenance of the facilities. See the attached Maintenance Requirements for Privately Maintained Drainage Facilities. The owner/applicant will record a binding inspection/maintenance agreement for the City of Arlington as per AMC 16.10.210. All components of the stormwater system should be cleaned by October 15th of each year to remove material that has accumulated during the dry season. The system needs to be inspected at the end of any major storm event according to the attached checklists. The oil/water separator must be cleaned frequently to keep accumulated oil from escaping during storms. They must always be cleaned by Oct. 15th to remove material that has accumulated during the dry season, and again after a significant storm. 4 .. I FINANCIAL LIABILITY Financial Liability assurance will be provided as assessed by the City of Arlington. CALCULATIONS Drainage facilities were designed exclusively for improvements on site. Because of their lack of slope and high infiltration rates the adjacent lots will not contribute any flow to the site. The flow from the parking, loading and driving surfaces will be treated by bio-swales. Soils work performed on this site are gravelly sands with no water table encountered(See attached soil logs). The proposal is to construct the infiltration trench bottoms in the medium sands. INFILTRATION TRENCH: Based on the onsite soils investigation and the textural triangle from the D.O.E. Manual, an infiltration rate of 10 inches per hour was established, which is half of the recommended infiltration rate for coarse sands. Based on a trench bottom with dimensions of 85 feet long by 11 feet wide the infiltration rate was established at 0.216 cubic feet per second(85 x 11 x 10/43200). Using this rate, a model was constructed for the proposed site development. The model predicts that a storage volume of 523 cubic feet will be needed for the peak of the 100 year storm event. Based on a void area of 30 percent, the proposed trench will store 561 cubic feet(85 x 11 x 2 x. 30). BIO-SWALES Using a Manning's Number of 0.20 for the design,the bioswales have flows of 0.04 and 0.13 cfs and velocities of 0.18 fps. Based on the 100 foot length,the residence time is 9.26 minutes in the west bio-swale. In the easterly bio-swale the velocity increases in the vertical wall section. The total residence time is 8.80 minutes. (see bio-filtration calc.'s). 5 ABBATARE JOB NO. 13324 Holes dug 4-30-99 SOIL LOG 1. 0-20" Red brown loamy sand 20-100"+Tan gravely medium sand 3 MPI SOIL LOG 2. 0-12" Red/brown loamy sand 12-96"+ Tan gravely medium sand 3 WI 6 ., I I HYDRA CALCULATIONS DEVELOPED STORM MODEL Cascade Surveying and Engineering, Inc. HYDRA Version 5 . 12 Arlington, Washington Page 1 C: \HYDRA\CMD\13324--1 .CMD 14 :36 2-Au 99 Status of DEFAULTS at start of run. ( * May be reset by SET) Command file : C: \HYDRA\CMD\13324--1 .CMD Input units are read as USA * Output sent to display Brief * Output sent to printer Brief * Output sent to file Off Paper width in inches 8 . 000 String to reset printer 27 38 108 54 68 27 40 115 49 48 72 String to set printer to compressed 17 . 16 27 38 107 48 56 72 String to set printer to 8 lines/inch 8 27 38 108 56 68 Name of printer Hewlett-Packard, LaserJet/LaserJet Print heading at top of page True Number of steps in hydrograph : 255 Step length in minutes 10 Significant flow in hydrograph 0 . 000 * Maximum plot value Selected by HYDRA Type of hydrographic plot Compact Sanitary flow by Peaking Factor Delay to start of actual storm 0 . 00 Rational Method computations Off SCS computations : Santa Barbara Continuous simulation computations On * Maximum d/D for pipe design/analysis 0 . 900 * Match point position on pipe 0 . 00 or Invert * Number of allowable diam drops 999 * Mimimum drop thru manhole 0 . 000 Routing technique Quick * Calculate sanitary flows True * Calculate infiltration flows True * Calculate storm flows True * Calculate misc flows True --- ---- - ----- - - ----- -- - - - - - - - --- - - - -- -- - -------- - - - ----- - - -- - - - - - - 1 : JOB INFILTRATION TRENCH CALC. ' S 2 : TOT 1. 80 (2YR-1 . 80 10YR-2 . 75 25YR-3 .20 100YR-3 . 75) 3 : STE 10 4 : FIL T1A10 . INC ------START OF SUB-FILE------ 1 : REM TYPE lA 24 HR HYETOGRAPH 10 MINUTE INTERVALS FROM D.O.E . 2 : 3 : 4 : HYE 10, .40, . 40, .40, .40, . 40, . 40, . 40, . 40, .40, .40, .50, .50, .50, . 50, .50, . 50, . 60, + 5 : .60, . 60, . 60, . 60, . 60, . 70, . 70, . 70, . 70, . 70, . 70, . 82, . 82, . 82, . 82, . 82, . 82, . 95, . 95, + Cascade Surveying and Engineering, Inc . HYDRA Version 5 .12 Arlington, Washington Page 2 ------------------------------------------------------------------------------- C: \HYDRA\CMD\13324--1.CMD 14 :36 2-Aug-99 6 : . 95, . 95, . 95, . 95, 1 .33, 1 .33, 1.33 , 1 . 8, 1. 8, 3 .4, 5 .4, 2 . 7, 1 . 8, 1 .34, 1 .34, 1 .34, . 88, . 88, + 7 : . 88, . 88, . 88, . 88, . 88, . 88, . 88, . 88, . 88, . 88, . 72, . 72, . 72, . 72, . 72 , . 72, . ' 2, . 72, .72, + 8 : . 72, . 72, .72, .57, .57, .57, .57, .57, .57, .57, .57, .57, . 57, .57, .57, .50, . 9: .5, . 5, .5, .5, .5, . 5, .5, .4, . 4, .4, . 4, .4, . 4, .4, .4, . 4, .4, . 4, .4, . 4, .4, .4 , . 4, .4, .4, .4, + 10 : .4, .4, .4, .4, .4, . 4, .4, .4, . 4, .4, .4, .4, .4, . 4, . 4, .4, .4, .4, .4, .4, .4, .4 , .4, . 4, .4 Total in original hyetograph 16 . 66 Inches Total volume rain in production hyetograph 1 . 80 Inches Maximum intensity 0 . 58 Inches/Hr 11 : -- ---- END OF SUB-FILE - - - -- - 5 : UNP . 03, 0 .5, 0 . 1, 0 . 1, 0 . 05, .5, 0 . 04, 2 . 0, 1 .5, 45, 45, 0 . 0, 2 , 6, 24 6 : PAV . 018, . 01, . 02, .2, .5, 30, 0 7 : PDA . 013 , 4, 1 .5, 1, 2, . 004 8 : NEW SOUTH PARKING 9: REM THIS IS JOB NO. 13324 ABBATARE- REIGER LOT 59 10 : REM ARLINGTON AIRPORT 11 : HYD 0 . 21, 135, . 005, 1 . 00 (SUB BASIN "A" 12 : PIP 60, 199 . 55, 199 . 5, 197 . 8, 197 .5, -8 NOTE: No flow to inlet . 13 : CHA 100, 197 .50, 197 . 00, . 2 , 3 , 2, 3 14 : HOL 1 15 : NEW WEST TAXIWAY 16 : HYD 0 . 07, 80, . 005, 1 . 00 SUB BASIN "B" 17 : CHA 100, 199 .25, 197 . 75, .2, 3, 2, 3 NOTE: No flow to inlet . 18 : HOL 2 19 : NEW BUILDINGS 20 : HYD 0 .59, 150, . 01, 0 .47 SUB BASIN "C" 21 : REM THIS IS THE BUILDINGS AND THE REST OF THE LOT 22 : REC 1 23 : REC 2 24 : RES 194 . 00, 0/0, 10/ .21, 600/ .216 NOTE: No flow to inlet . 25 : REM THIS INFILTRATION RATE IS BASED ON A PERC RATE OF 10 . 00 in/hr 26 : REM WHICH IS HALF OF THE DOE RATE FOR COURSE SAND AND A INFILTRATION 27 : REM TRENCH 2 FT. DEEP , 11. 0 FT. WIDE , AND 85 FT. LONG 28 : REM THIS GIVES AN INFILTRATION Cascade Surveying and Engineering, Inc. HYDRA Version 5 .12 Arlington, Washington Page 3 -- -------------------------------------------------------- C: \HYDRA\CMD\13324--1.CMD 14 :36 2-Aug-99 29 : REM RATE OF 0 . 216 CFS (11*85*10 . 00/43200=0 . 216) 30 : END Cascade Surveying and Engineering, Inc . HYDRA version 5 .12 Arlington, Washington Page 4 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ C: \HYDRA\CMD\13324--1.CMD 14 :36 2-Aug-99 ------ S U M M A R Y O F A N A L Y S I S - - - --- Run number on command file 44 Number of links 4 Number of hydrographs 41 Total sanitary population 0 Total sanitary area 0 . 00 Acres Total storm area 0 . 87 Acres Number of pumps 0 Number of reservoirs 1 Number of diversion structures 0 Number, of inlets 0 Length of new pipe : 0 . 00 Feet Length of existing pipe 60 . 00 Feet Length of channel 200 . 00 Feet Length of gutter 0 . 00 Feet Length of transport units 0 . 00 Feet Length of pressure pipe 0 . 00 Feet Cascade Surveying and Engineering, Inc. HYDRA Version 5 .12 Arlington, Washington Page 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- C: \HYDRA\CMD\13324--1.CMD 14:52 2-Aug-99 INFILTRATION TRENCH CALC. 'S *** SOUTH PARKING Analysis of Existing Pipes Invert San Sto Vel Design o Cap Par Link Long Diam Up/Dn Slope Inf Mis d/D CFS Q Full Remove Rep 1 60 8 197 . 80 0 . 0050 0 . 0 0 . 1 1 .48 0 . 13 15 . 71 197 .50 0 . 0 0 . 0 0 .30 0 . 85 *** SOUTH PARKING Channel Ditch Shape Invert Surface Width San Sto Flow Cost Link Long Lft/Ctr/Rht Slope Up/Dn Up/Dn Depth Inf Mis Vel 2 100 3 . 00 3 . 00 0 . 0050 197 .50 197 . 76 3 . 6 0 . 0 0 . 1 0 .13 0 2 . 00 197 . 00 197 .26 0 .26 0 . 0 0 . 0 0 .18 - -- - -- - - - - - - - ---- -- --- --- ---- - - -- - - --- ----- - - - ---- - - - Lateral length= 160 Upstream length= 160 *** WEST TAXIWAY Channel Ditch Shape Invert Surface Width San Sto Flow Cost Link Long Lft/Ctr/Rht Slope Up/Dn Up/Dn Depth Inf Mis Vel 3 100 3 . 00 3 . 00 0 . 0150 199 .25 199 .35 2 . 6 0 . 0 0 . 0 0 . 04 0 2 . 00 197 .75 197 . 85 0 . 10 0 . 0 0 . 0 0 .18 ---- - - --------- --- ---------------------------------- Lateral length= 100 Upstream length= 100 *** BUILDINGS Reservoir Invert - - - - -- ----- -- - Maximum Flow Values ----- - -- -------- - Link Up/Dn San Inf Sto Mis Design Cost 4 197 . 00 Discharge 0 . 00 0 . 00 0 .21 0 . 00 0 .21 0 194 . 00 Stored 0 0 56 0 56 Incoming 0 . 00 0 . 00 0 . 28 0 . 00 0 .28 - - - -- --- --- - --- - - - - -- -- - ---- - -- - - - - -- -- ---- - - - - - - - - - Lateral length= 0 Upstream length= 260 YAC I Cascade Surveying and Engineering, Inc . HYDRA Version 5 .12 Arlington, Washington Page 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- C: \HYDRA\CMD\13324--1.CMD 14 :47 2-Aug-99 INFILTRATION TRENCH CALC. ' S *** SOUTH PARKING Analysis of Existing Pipes Invert San Sto Vel Design % Cap Par Link Long Diam Up/Dn Slope Inf Mis d/D CFS Q Full Remove Rep 1 60 8 197 . 80 0 . 0050 0 . 0 0 .3 1 . 81 0 .26 30 . 36 197 . 50 0 . 0 0 . 0 0 .43 0 . 85 *** SOUTH PARKING Channel Ditch Shape Invert Surface Width San Sto Flow Cost Link Long Lft/Ctr/Rht Slope Up/Dn Up/Dn Depth Inf Mis Vel 2 100 3 . 00 3 . 00 0 . 0050 197 .50 197 . 87 4 .2 0 . 0 0 .3 0 . 25 0 2 . 00 197 . 00 197 .37 0 .37 0 . 0 0 . 0 0 .22 ------------------ - - - - -- - ------------------------ -- - Lateral length= 160 Upstream length= 160 *** WEST TAXIWAY Channel Ditch Shape Invert Surface Width San Sto Flow Cost Link Long Lft/Ctr/Rht Slope Up/Dn Up/Dn Depth Inf Mis Vel 3 100 3 . 00 3 . 00 0 . 0150 199 .25 199 .40 2 . 9 0 . 0 0 .1 0 . 09 0 2 . 00 197 .75 197 . 90 0 . 15 0 . 0 0 . 0 0 .23 - - - - - - - -- - - - - - - - ------------------- - - - - -- - - - - - - - - - --- Lateral length= 100 Upstream length= 100 *** BUILDINGS Reservoir Invert - - - -- - - --- - --- Maximum Flow Values - - -- - - - - -- -- -- -- - Link Up/Dn San Inf Sto Mis Design Cost 4 197 . 00 Discharge 0 . 00 0 . 00 0 .22 0 . 00 0 .22 0 194 . 00 Stored 0 0 516 0 516 Incoming 0 . 00 0 . 00 0 .59 0 . 00 0 .59 --------------- - - -- - - - - - ---------------------- --- --- Lateral length= 0 Upstream length= 260 leo yoce SUB BASIN MAP u d a N d - SUB BASIN "C* 47% IMPERVIOUS Pizi�POIFI T) Iitrtt. ING, SUB BASIN rB 00TIMPERVIOUS \ 11XItiT. I>Ti ii,Dl!VC: SUB-6ASIN 'Ar -100x IMPERVIOUS �g,:.pa;��•�!war^ '.n�my.•, zrgs••:;�:'rera.� +`_ ���+�1�:� f ,. }. ;r,p 9° I 1 7 BIO-FILTRATION CALCULATION Based on D.O.E.'s design criteria of a slope of 4.0%, a depth of 4 inches and a Mannings Number of 0.20, a computer model was constructed which calculated the velocity at 0.58 feet per second. Based on a swale length of 200 feet, the residence time is 5.75 minutes. Based on a swale length of 100 feet and a slope of 0.50 %, the residence time is 8.80 minutes. 7 Cascade Surveying and Engineering, Inc . HYDRA Version 5 .12 Arlington, Washington Page 1 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ C: \HYDRA\CMD\BIOSWALE.CMD 7 :39 2-Aug-99 Status of DEFAULTS at start of run. ( * May be reset by SET) Command file : C: \HYDRA\CMD\BIOSWALE.CMD Input units are read as USA * Output sent to display Brief * Output sent to printer Brief * Output sent to file Off Paper width in inches 8 . 000 String to reset printer 27 38 108 54 68 27 40 115 49 48 72 String to set printer to compressed 17 . 16 27 38 107 48 56 72 String to set printer to 8 lines/inch 8 27 38 108 56 68 Name of printer Hewlett-Packard, LaserJet/LaserJet Print heading at top of page True Number of steps in hydrograph 255 Step length in minutes 6 Significant flow in hydrograph 0 . 000 * Maximum plot value Selected by HYDRA Type of hydrographic plot : Compact Sanitary flow by Peaking Factor Delay to start of actual storm 0 . 00 Rational Method computations Off SCS computations Santa Barbara Continuous simulation computations On * Maximum d/D for pipe design/analysis 0 . 900 * Match point position on pipe 0 . 00 or Invert * Number of allowable diam drops 999 * Mimimum drop thru manhole 0 . 000 Routing technique Quick * Calculate sanitary flows True * Calculate infiltration flows True * Calculate storm flows True * Calculate misc flows True -- ------ - - -- - ---- --- - - -- - - -- - --------- ---- -- ---- --- --- -- - ---- - --- - -- - 1 : JOB TYPICAL BIO-SWALE 2 : NEW TYPICAL BIO-SWALE 3 : FLO 0 .58 4 : CHA 200, 115 . 0, 107 . 00, . 2 , 3, 2, 3 5 : END Cascade Surveying and Engineering, Inc . HYDRA Version 5 . 12 Arlington, Washington Page 2 -------------------------------------------------- C: \HYDRA\CMD\BIOSWALE.CMD 7 :39 2-Aug-99 -- -- - - S U M M A R Y O F A N A L Y S I S ------ Run number on command file : 40 Number of links : 1 Number of hydrographs : 28 Total sanitary population : 0 Total sanitary area : 0 . 00 Acres Total storm area : 0 . 00 Acres Number of pumps : 0 Number of reservoirs : 0 Number of diversion structures : 0 Number of inlets : 0 Length of new pipe : 0 . 00 Feet Length of existing pipe : 0 . 00 Feet Length of channel : 200 . 00 Feet Length of gutter : 0 . 00 Feet Length of transport units : 0 . 00 Feet Length of pressure pipe : 0 . 00 Feet r � r_i-�- r_---r I I Cascade Surveying and Engineering, Inc . HYDRA Version 5 .12 Arlington, Washington Page 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- C: \HYDRA\CMD\BIOSWALE.CMD 7 :39 2-Aug-99 TYPICAL BIO-SWALE *** TYPICAL BIO-SWALE Channel Ditch Shape Invert Surface Width San Sto Flow Cost Link Long Lft/Ctr/Rht Slope Up/Dn Up/Dn Depth Inf Mis Vel 1 200 3 . 00 3 . 00 0 . 0400 115 . 00 115 .33 4 . 0 0 . 0 0 . 0 0 .58 0 2 . 00 107 . 00 107 .33 0 . 33 0 . 0 0 . 6 0 .58 ---------------- - - - - -- - - - ------------------------- - - Lateral length= 200 Upstream length= 200 ZOO Cascade Surveying and Engineering, Inc . HYDRA Version 5 .12 Arlington, Washington Page 1 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------- C: \HYDRA\CMD\BIOSWALE.CMD 13 :46 2-Aug-99 Status of DEFAULTS at start of run. ( * May be reset by SET) Command file : C: \HYDRA\CMD\BIOSWALE.CMD Input 'units are read as : USA * Output sent to display : Brief * Output sent to printer : Brief * Output sent to file : Off Paper width in inches : 8 . 000 String to reset printer 27 38 108 54 68 27 40 115 49 48 72 String to set printer to compressed 17 . 16 27 38 107 48 56 72 String to set printer to 8 lines/inch 8 27 38 108 56 68 Name of printer Hewlett-Packard, LaserJet/LaserJet Print heading at top of page True Number of steps in hydrograph 255 Step length in minutes 6 Significant flow in hydrograph 0 . 000 * Maximum plot value Selected by HYDRA Type of hydrographic plot Compact Sanitary flow by Peaking Factor Delay to start of actual storm 0 . 00 Rational Method computations Off SCS computations Santa Barbara Continuous simulation computations On * Maximum d/D for pipe design/analysis 0 . 900 * Match point position on pipe 0 . 00 or Invert * Number of allowable diam drops 999 * Mimimum drop thru manhole 0 . 000 Routing technique Quick * Calculate sanitary flows True * Calculate infiltration flows True * Calculate storm flows True * Calculate misc flows True +-------------------------------------------------------------------- 1 : JOB DESIGN BIO-SWALE 2 : NEW DESIGN BIO-SWALE 3 : FLO 0 . 13 4 : CHA 34, 197 .50, 197 .33 , .2, 3 , 2, 3 5 : CHA 50, 197 .33 , 197 . 08, .2 , 0, 2, 0 6 : CHA 16, 197 . 08, 197 . 00, . 2, 3, 2, 3 7 : END Cascade Surveying and Engineering, Inc. HYDRA Version 5 .12 Arlington, Washington Page 2 C: \HYDRA\CMD\BIOSWALE.CMD 13 :46 2-Aug-99 --- - - - S U M M A R Y O F A N A L Y S I S - ---- - Run number on command file 42 Number of links 3 Number of hydrographs 32 Total sanitary population 0 Total sanitary area 0 . 00 Acres Total storm area 0 . 00 Acres Number of pumps 0 Number of reservoirs 0 Number of diversion structures 0 Number, of inlets 0 Length of new pipe 0 . 00 Feet Length of existing pipe 0 . 00 Feet Length of channel 100 . 00 Feet Length of gutter 0 . 00 Feet Length of transport units 0 . 00 Feet Length of pressure pipe 0 . 00 Feet i Cascade Surveying and Engineering, Inc. HYDRA Version 5 . 12 Arlington, Washington Page 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- C: \HYDRA\CMD\BIOSWALE.CMD 13 :46 2-Aug-99 DESIGN BIO-SWALE *** DESIGN BIO-SWALE Channel Ditch Shape Invert Surface Width San Sto Flow Cost Link Long Lft/Ctr/Rht Slope Up/Dn Up/Dn Depth Inf Mis Vel 1 34 3 . 00 3 . 00 0 . 0050 197 .50 197 . 76 3 . 6 0 . 0 0 . 0 0 . 13 0 2 . 00 197 . 33 197 .59 0 .26 0 . 0 0 . 1 0 . 18 2 50 0 . 00 0 . 00 0 . 0050 197 .33 197 . 65 2 . 0 0 . 0 0 . 0 0 . 13 0 2 . 00 197 . 08 197 .40 0 .32 0 . 0 0. 1 0 .20 3 16 3 . 00 3 . 00 0 . 0050 197 . 08 197 .34 3 . 6 0 . 0 0 . 0 0 . 13 0 2 . 00 197 . 00 197 .26 0 .26 0 . 0 0 .1 0 . 18 - - - ------- -- - --- -------------------------- - - - - - - -- - - Lateral length= 100 Upstream length= 100 5 1 , J too -- e MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES PONDS MAINTENANCE DEFECT CONDITIONS WHEN MAINTENANCE IS RESULTS EXPECTED WHEN COMPONENT NEEDED MAINTENANCE IS PERFORMED GENERAL TRASH&DEBRIS ANY TRASH AND DEBRIS WHICH EXCEED 1 TRASH AND DEBRIS CLEARED CUBIC FOOT PER 1,000 SQUARE FEET(THIS IS FROM SITE. ABOUT EQUAL TO THE AMOUNT OF TRASH IT WOULD TAKE TO FILL UP ONE STANDARD SIZE OFFICE GARBAGE CAN). IN GENERAL, THERE SHOULD BE NO VISUAL EVIDENCE OF DUMPING. POISONOUS ANY POISONOUS VEGETATION WHICH MAY NO DANGER OF POISONOUS VEGETATION CONSTITUTE A HAZARD TO COUNTY VEGETATION WHERE COUNTY PERSONNEL OR THE PUBLIC. EXAMPLES OF PERSONNEL OR THE PUBLIC POISONOUS VEGETATION INCLUDE: TANSY MIGHT NORMALLY BE. RAGWORT,POISON OAK,STINGING NETTLES, (COORDINATION WITH HEALTH DEVILS CLUB. DEPARTMENT). POLLUTION OIL,GASOLINE,OR OTHER CONTAMINANTS NO CONTAMINANTS PRESENT OF ONE GALLON OR MORE OR ANY AMOUNT OTHER THAN A SURFACE FILM. FOUND THAT COULD: 1)CAUSE DAMAGE TO (COORDINATION WITH HEALTH PLAINT,ANIMAL,OR MARINE LIFE;2) DEPARTMENT). CONSTITUTE A FIRE HAZARD;OR 3)BE FLUSHED DOWNSTREAM DURING RAIN STORMS.: UNMO WED IF FACILITY IS LOCATED IN PRIVATE WHEN MOWING IS NEEDED, GRASS/GROUND RESIDENTIAL AREA,MOWING IS NEEDED GRASS/GROUND COVER SHOULD COVER WHEN GRASS EXCEEDS 18 INCHES IN HEIGHT. BE MOWED TO 2 INCHES HEIGHT. IN OTHER AREAS,THE GENERAL POLICY IS TO MAKE THE POND SITE MATCH ADJACENT GROUND COVER AND TERRAIN AS LONG AS THERE IS NO INTERFERENCE WITH THE FUNCTION OF THE FACILITY. RODENT HOLES ANY EVIDENCE OF RODENT HOLES IF RODENTS DESTROYED AND DAM FACILITY IS ACTING AS A DAM OR BERM,OR OR BERM REPAIRED. ANY EVIDENCE OF WATER PIPING THROUGH (COORDINATION WITH HEALTH DAM OR BERM VIA RODENT HOLES. DEPARTMENT INSECTS WHEN INSECTS SUCH AS WASPS AND INSECTS DESTROYED OR HORNETS INTERFERE WITH MAINTENANCE REMOVED FROM SITE. ACTIVITIES. MAINTENANCE DEFECT CONDITIONS WHEN MAINTENANCE IS RESULTS EXPECTED WHEN COMPONENT NEEDED MAINTENANCE IS PERFORMED TREE GROWTH TREE GROWTH DOES NOT ALLOW TREES DO NOT HINDER MAINTENANCE ACCESS OR INTERFERES WITH MAINTENANCE ACTIVITIES. MAINTENANCE ACTIVITY(I.E.,SLOPE SELECTIVELY CULTIVATE TREES MOVING;SILT REMOVAL;VACTORING,OR SUCH AS ALDERS FOR FIREWOOD. EQUIPMENT MOVEMENTS). IF TREES ARE NOT INTERFERING WITH ACCESS,LEAVE TREES ALONE. SIDE SLOPES OF EROSION ERODED DAMAGE OVER 2 INCHES DEEP SLOPES SHOULD BE STABILIZED POND WHERE CAUSE OF DAMAGE IS STILL PRESENT BY USING APPROPRIATE EROSION OR WHERE THERE IS POTENTIAL FOR CONTROL MEASURE(S);E.G.,ROCK CONTINUE EROSION. REINFORCEMENT,PLANTING OF GRASS,COMPACTION. STORAGE AREA SEDIMENT ACCUMULATED SEDIMENT THAT EXCEEDS SEDIMENT CLEANED OUT TO 10%OF THE DESIGNED POND DEPTH. DESIGNED POND SHAPE AND DEPTH;POND RESEEDED IF NECESSARY TO CONTROL EROSION. POND DIKES SETTLEMENTS ANY PART OF DIKE WHICH HAS SETTLED 4 DIKE SHOULD BE BUILT BACK TO INCHES LOWER THAN THE DESIGN THE DESING ELEVATION. ELEVATION. EMERGENCY ROCK MISSING ONLY ONE LAYER OR ROCK EXISTS ABOVE REPLACE ROCKS TO DESIGN OVERFLOW/ NATIVE SOIL IN ARE FIVE SQUARE FEET OR STANDARDS. SPILLWAY LARGER,OR ANY EXPOSURE OF NATIVE SOIL. MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES MAINTENANCE DEFECT CONDITIONS WHEN MAINTENANCE IS RESULTS EXPECTED WHEN COMPONENT NEEDED MAINTENANCE IS PERFORMED INFILTRATION GENERAL TRASH&DEBRIS SEE"PONDS"STANDARD NO.1 SEE"PONDS"STANDARD NO.1 POISONOUS SEE"PONDS"STANDARD NO.1 SEE"PONDS"STANDARD NO.1 VEGETATION POLLUTION SEE"PONDS"STANDARD NO.1 SEE"PONDS"STANDARD NO.1 UNMOWED GRASS/ SEE"PONDS"STANDARD NO.1 SEE"PONDS"STANDARD NO.1 GROUND COVER RODENT HOLES SEE"PONDS"STANDARD NO.1 SEE"PONDS"STANDARD NO.1 INSECTS SEE"PONDS"STANDARD NO.1 SEE"PONDS"STANDARD NO.1 STORAGE AREAS SEDIMENT A PERCOLATION TEST PIT OR TEST OF SEDIMENT IS REMOVED AND/OR FACILITY INDICATES FACILITY IS ONLY FACILITY IS CLEANED SO THAT WORKING AT 90%OF ITS DESIGNED INFILTRATION SYSTEM WORKS CAPABILITIES. IF TWO INCHES OR MORE ACCORDING TO DESIGN. SEDIMENT IS PRESENT,REMOVE. SHEET COVER(IF SHEET COVER IS VISIBLE AND HAS MORE SHEET COVER REPAIRED OR APPLICABLE) THAN THREE 1/4 INCH HOLES IN IT. REPLACED. SUMP FILLED WITH ANY SEDIMENT AND DEBRIS FILLING VAULT CLEAN OUT SUMP TO DESIGN SEDMIMENT AND TO 10%OF DEPTH FROM SUMP BOTTOM TO DEPTH. DEBRIS(IF BOTTOM OF OUTLET PIPE OR OBSTRUCTING APPLICABLE) FLOW INTO THE CONNECTOR PIPE. FI?'f'EP B d OS FILLED WITH SEDIMENT AND DEBRIS FILL BAG MORE REPLACE FILTER BAG OR SEDIMENT AND THAN 1/2 FULL. REDESIGN SYSTEM. DEBRIS ROCK FILTERS SEDIMENT AND BY VISUAL INSPECTION.LITTLE OR NO REPLACE GRAVEL IN ROCK DEBRIS WATER FLOWS THROUGH FILTER DURING FILTER. HEAVY RAIN STORMS. SIDE SLOPES OF EROSION SEE"PONDS"STANDARD NO.1 SEE"PONDS"STANDARD NO.1 POND EMERGENCY ROCK MISSING SEE"PONDS"STANDARD NO.1 OVERFLOW SPILLWAY SETTING PONDS SEDIMENT REMOVE WHEN 6"OR MORE. AND AULTS MAINTENANCE DEFECT CONDITIONS WHEN MAINTENANCE IS RESULTS EXPECTED WHEN COMPONENT NEEDED MAINTENANCE IS PERFORMED NOTE: SEDIMENT ACCUMULATION OF MORE THAN.25 INCHES PER YEAR MAY INDICATE EXCESSIVE EROSION IS OCCURRING UPSTREAM OF THE FACILITY OR THAT CONVEYANCE SYSTEMS ARE NOT BEING PROPERLY MAINTAINED. THE CONTRIBUTING DRAINAGE AREA SHOULD BE CHECKED FOR EROSION PROBLEMS OR INADEQUATE MAINTENANCE OF CONVEYANCE SYSTEMS IF EXCESSIVE SEDIMENTATION IS NOTED IN AN INFILTRATION FACILITY. CHECK TWICE A YEAR DURING FIRST 2 YEARS OF OPERATION: ONCE A YEAR THEREAFTER CLEAN MANHOLES/CATCH BASINS, REPAIR DAMAGED INLETS/OUTLETS,CLEAN TRASH RACKS. MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES CLOSED DETENTION SYSTEMS M ENTANKS) MAINTENANCE DEFECT CONDITIONS WHEN MAINTENANCE IS RESULTS EXPECTED WHEN COMPONENT NEEDED MAINTENANCE IS PERFORMED STORAGE AREA PLUGGED AIR VENTS ONE-HALF OF THE CROSS SECTION OF A VENTS FREE OF DEBRIS AND VENT IS BLOCKED AT ANY POINT WITH SEDIMENT. DEBRIS AND SEDIMENT. DEBRIS AND ACCUMULATED SEDIMENT DEPTH EXCEEDS ALL SEDIMENT AND DEBRIS SEDIMENT 10%OF THE DIAMETER OF THE STORAGE REMOVED FROM STORAGE AREA FOR 1/2 LENGTH OF STORAGE VAULT AREA. OR ANY POINT DEPTH EXCEEDS 15%OF DIAMETER. EXAMPLE:72-INCH STORAGE TANK WOULD REQUIRE CLEANING WHEN SEDIMENT REACHES DEPTH OF 7 INCHES FOR MORE THAN 1/2 LENGTH OF TANK. JOINTS BETWEEN ANY CRACK ALLOWING MATERIAL TO BE ALL JOINTS BETWEEN TANK/PIPE SECTION TRANSPORTED INTO FACILITY. TANKIPIPE SECTIONS ARE SEALED. TANK/PIPE BENT OUT ANY PART OF TANK/PIPE IS BENT OUT OF TANK/PIPE REPAIRED OR OF SHAPE SHAPE MORE THAN 10%OF ITS DESIGN REPLACED TO DESIGN. SHAPE MANHOLE COVER NOT IN PLACE COVER IS MISSING OR ONLY PARTIALLY IN MANHOLE IS CLOSED. PLACE. ANY OPEN MANHOLE REQUIRED MAINTENANCE. LOCKING MECHANISM CANNOT BE OPENED BY ONE MECHANISM OPENS WITH MECHANISM NOT MAINTENANCE PERSON WITH PROPER PROPER TOOLS. WORKING TOOLS. BOLTS INTO FRAME HAVE LESS THAN 1/2 INCH OF THREAD(MAY NOT APPLY TO SELF-LOCKING LIDS). COVER DIFFICULT TO ONE MAINTENANCE PERSON CANNOT COVER CAN BE REMOVED AND REMOVE REMOVE LID AFTER APPLYING 80 POUNDS REINSTALLED BY ONE OF LIFT. INTENT IS TO KEEP COVER FROM MAINTENANCE PERSON. SEALING OFF ACCESS TO MAINTENANCE LADDER RUNGS KING COUNTY SAFETY OFFICE AND/OR LADDER MEETS DESIGN UNSAFE MAINTENANCE PERSON JUDGES THAT STANDARDS AND ALLOWS LADDER IS UNSAFE DUE TO MISSING RUNGS, MAINTENANCE PERSONS SAFE MISALIGNMENT,RUST,OR CRACKS. ACCESS. CATCH BASINS SEE"CATCH BASINS"STANDARD NO.5 SEE"CATCH BASINS" STANDARD NO.5. MAINTENANCE REQUIREMENTS FOR FRIVAELY MAINTAINED DRAINAGE FACILITIES CONTROL STRUCTURE/FLOW RESnUCTOR MAINTENANCE DEFECT CONDITIONS WHEN RESULTS EXPECTED WHEN COMPONENT MAINTENANCE IS NEEDED MAINTENANCE IS PERFORMED GENERAL TRASH AND DEBRIS DISTANCE BETWEEN DEBRIS BUILD- ALL TRASH AND DEBRIS REMOVED. (INCLUDES UP AND BOTTOM OF ORIFICE PLATE SEDIMENT) IS LESS THAN 1 1/2 FEET. STRUCTURAL STRUCTURE IS NOT SECURELY STRUCTURE SECURELY ATTACHED TO DAMAGE ATTACHED TO MANHOLE WALL WALL AND OUTLET PIPE. AND OUTLET PIPE STRUCTURE SHOULD SUPPORT AT LEAST 1,000 POUNDS OF UP OR DOWN PRESSURE. STRUCTURE IS NOT IN UPRIGHT STRUCTURE IN CORRECT POSITION. POSITION(ALLOW UP TO 10%FROM PLUMB). CONNECTIONS TO OUTLET PIPE ARE CONNECTIONS TO OUTLET PIPE ARE NOT WATERTIGHT AND SHOW WATERTIGHT;STRUCTURE REPAIRED OR SIGNS OF RUST. REPLACED AND WORKS AS DESIGNED. ANY HOLES-OTHER THAN DESIGNED HOLES-IN THE STRUCTURE. CLEANOUT GATE DAMAGED OR CLEANOUT GATE IS NOT GATE IS WATERTIGHT AND WORKS AS MISSING WATERTIGHT OR IS MISSING DESIGNED. GATE CANNOT BE MOVED UP AND GATE MOVES UP AND DOWN EASILY AND DOWN BY ONE MAINTENANCE IS WATERTIGHT. PERSON. CHAIN LEADING TO GATE IS CHAIN IS IN PLACE AND WORKS AS MISSING OR DAMAGED. DESIGNED. GATE IS RUSTED OVER 50%OF ITS GATE IS REPAIRED OR REPLACED TO MEET SURFACE AREA. DESIGN STANDARDS. ORIFICE PLATE DAMAGED OR CONTROL DEVICE IS NOT WORKING PLATE IS IN PLACE AND WORKS AS MISSING PROPERLY DUE TO MISSING,OUT OF DESIGNED. PLACE.OR BENT ORIFICE PLATE. MAINTENANCE DEFECT CONDITIONS WHEN RESULTS EXPECTED WHEN Co�IPO�I �T MAINTENANCE IS NEEDED MAINTENANCE IS PERFORMED OBSTRUCTIONS ANY TRASH,DEBRIS,SEDIMENT,OR PLATE IS FREE OF ALL OBSTRUCTIONS VEGETATION BLOCKING THE PLATE. AND WORKS AS DESIGNED. OVERFLOW PIPE OBSTRUCTIONS ANY TRASH OR DEBRIS BLOCKING PIPE IS FREE OF ALL OBSTRUCTIONS AND (OR HAVING THE POTENTIAL OF WORKS AS DESIGNED. BLOCKING)THE OVERFLOW PIPE. MANHOLE SEE"CLOSED DETENTION SYSTEMS" SEE"CLOSED DETENTION SYSTEMS" STANDARD NO.3 ' STANDARD NO.3 CATCH BASIN SEE"CATCH BASIN"STANDARD NO. SEE"CATCH BASIN"STANDARD NO.5 5 MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES CATCH BASINS MAINTENANCE DEFECT CONDITIONS WHEN MAINTENANCE IS RESULTS EXPECTED WHEN COMPONENT NEEDED MAINTENANCE IS PERFORMED GENERAL TRASH&DEBRIS TRASH OR DEBRIS OF MORE THAN 1/2 NO TRASH OR DEBRIS LOCATED (INCLUDES CUBIC FOOT WHICH IS LOCATED IMMEDIATELY IN FRONT OF SEDIMENT) IMMEDIATELY IN FRONT OF THE CATCH CATCH BASIN OPENING. BASIN OPENING OR IS BLOCKING CAPACITY OF BASIN BY MORE THAN 10%. TRASH OR DEBRIS(IN THE BASIN)THAT NO TRASH OR DEBRIS IN THE EXCEEDS 1/3 THE DEPTH FROM THE CATCH BASIN. BOTTOM OF BASIN TO INVERT T OF THE LOWEST PIPE INTO OR OUT OF THE BASIN. TRASH OR DEBRIS IN ANY INLET OR INLET AND OUTLET PIPES FREE OUTLET PIPE BLOCKING MORE THAN 1/3 OF OF TRASH OR DEBRIS. ITS HEIGHT. DEAD ANIMALS OR VEGETATION THAT NO DEAD ANIMALS OR COULD GENERATE ODORS THAT WOULD VEGETATION PRESENT WITHIN CAUSE COMPLAINTS OR DANGEROUS THE CATCH BASIN. GASES(E.G.,METHANE). DEPOSITS OF GARBAGE EXCEEDING 1 NO CONDITION PRESENT WHICH CUBIC FOOT IN VOLUME. WOULD ATTRACT OR SUPPORT THE BREEDING OF INSECTS OR RODENTS. STRUCTURAL CORNER OF FRAME EXTENDS MORE THAN FRAME IS EVEN WITH CURB. DAMAGE TO FRAME 3/4 INCH PAST CURB FACE INTO THE AND/OR TOP SLAB STREET(IF APPLICABLE). TOP SLAB HAS HOLES LARGER THAN 2 TOP SLAB IS FREE OF HOLES AND SQUARE INCHES OR CRACKS WIDER THAN CRACKS. 1/4 INCH(INTENT IS TO MAKE SURE ALL MATERIAL IS RUNNING INTO THE BASIN). FRAME NOT SITTING FLUSH ON TOP SLAB,I. FRAME IS SITTING FLUSH ON TOP E.,SEPARATION OF MORE THAN 3/4 INCH OF SLAB. THE FRAME FROM THE TOP SLAB. CRACKS IN BASIN CRACKS WIDER THAN 1/2 INCH AND BASIN REPLACED OR REPAIRED WALLS/BOTTOM LONGER THAN 3 FEET,ANY EVIDENCE OF TO DESIGN STANDARDS. SOIL PARTICLES ENTERING CATCH BASIN THROUGH CRACKS,OR MAINTENANCE PERSON JUDGES THAT STRUCTURE IS UNSOUND. CRACKS WIDER THAN 1/2 INCH AND NO CRACKS MORE THAN 1/4 LONGER THAN 1 FOOT AT THE JOINT OF INCH WIDE AT THE JOINT OF ANY INLET/OUTLET PIPE OR ANY EVIDENCE INLET/OUTLET PIPE. OF SOIL PARTICLES ENTERING CATCH BASIN THROUGH CRACKS. MAINTENANCE DEFECT CONDITIONS WHEN MAINTENANCE IS RESULTS EXPECTED WHEN COMPONENT NEEDED MAINTENANCE IS PERFORMED SETTLEMENT/ BASIN HAS SETTLED MORE THAN I INCH OR BASIN REPLACED OR REPAIRED MISALIGNMENT HAS ROTATED MORE THAN 2 INCHES OUT TO DESIGN STANDARDS. OF ALIGNMENT. FIRE HAZARD PRESENCE OF CHEMICALS SUCH AS NO FLAMMABLE CHEMICALS NATURAL GAS.OIL;GASOLINE. PRESENT. VEGETATION VEGETATION GROWING ACROSS AND NO VEGETATION BLOCKING BLOCKING MORE THAN 10%OF THE BASIN OPENING TO BASIN. OPENING. VEGETATION GROWING IN INLET/OUTLET NO VEGETATION OR ROOT PIPE JOINTS THAT IS MORE THAN SIX GROWTH PRESENT. INCHES TALL AND LESS THAN SIX INCHES APART. POLLUTION NONFLAMMABLE CHEMICALS OF MORE NO POLLUTION PRESENT OTHER THAN 1/2 CUBIC FOOT PER THREE FEET OF THAN SURFACE FILM. BASIN LENGTH. CATCH BASIN COVER COVER NOT IN COVER IS MISSING OR ONLY PARTIALLY IN CATCH BASIN COVER IS CLOSED. PLACE PLACE. ANY OPEN CATCH BASIN REQUIRED MAINTENANCE. LOCKING MECHANISM CANNOT BE OPENED BY ONE MECHANISM OPENS WITH MECHANISM NOT MAINTENANCE PERSON WITH PROPER PROPER TOOLS. WORKING TOOLS. BOLTS INTO FRAME HAVE LESS THAN 1/2 INCH OF THREAD. COVER DIFFICULT TO ONE MAINTENANCE PERSON CANNOT COVER CAN BE REMOVED BY REMOVE REMOVE LID AFTER APPLYING 80 LBS.OF ONE MAINTENANCE PERSON. LIFT;INTENT IS KEEP COVER FROM SEALING OFF ACCESS TO MAINTENANCE. LADDER LADDER RUNGS LADDER IS UNSAFE DUE TO MISSING LADDER MEETS DESIGN UNSAFE RUNGS,MISALIGNMENT,RUST,CRACKS,OR STANDARDS AND ALLOWS SHARP EDGES. MAINTENANCE PERSON SAFE ACCESS. METAL GRATE (IF GRATE OPENING WIDER THAN 718 INCH. GRATE OPENINGS MEET DESIGN APPLICABLE) STANDARDS. TRASH AND DEBRIS TRASH AND DEBRIS THAT IS BLOCKING GRATE FREE OF TRASH AND MORE THAN 20%OF GRATE SURFACE. DEBRIS. DAMAGED OR GRATE MISSING OR BROKEN MEMBER(S)OF GRATE IS IN PLACE AND MEETS MISSING THE GRATE. DESIGN STANDARDS. 0 MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES DEBRIS BARRIERS(E.G.TRASH RACKS) MAINTENANCE DEFECT CONDITIONS WHEN MAINTENANCE IS RESULTS EXPECTED WHEN COMPONENT NEEDED MAINTENANCE IS PERFORMED GENERAL TRASH AND DEBRIS TRASH OR DEBRIS THAT IS PLUGGING BARRIER CLEAR TO RECEIVE MORE THAN 20%OF THE OPENINGS IN THE CAPACITY FLOW. BARRIER METAL DANIAGEDINIISSING BARS ARE BET OUT OF SHAPE MORE THAN 3 BARS IN PLACE WITH NO BENDS BARS INCHES MORE THAN 3/4 INCH. BARS ARE MISSING OR ENTIRE BARRIER IS BARS IN PLACE ACCORDING TO MISSING DESIGN. BARS ARE LOOSE AND RUST IS CAUSING REPAIR OR REPLACE BARRIER TO 50%DETERIORATION TO ANY PART OF DESIGN STANDARDS. BARRIER. BARS ARE LOOSE AND RUST IS CAUSING REPAIR OR REPLACE BARRIER TO 50%DETERIORATION TO ANY PART OF DESIGN STANDARDS. BARRIER MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES MAINTENANCE DEFECT CONDITIONS WHEN MAINTENANCE RESULTS EXPECTED WHEN COMPONENT IS NEEDED MAINTENANCE IS PERFORMED ENERGY DISSIPATERS EXTERNAL: MISSING OR ONLY ONE LAYER OF ROCK EXISTS REPLACE ROCKS TO DESIGN MOVED ROCK ABOVE NATIVE SOIL IN AREA FIVE STANDARD. SQUARE FEET OR LARGER,OR ANY EXPOSURE OF NATIVE SOIL. ROCK PAD PIPE PLUGGED ACCUMULATED SEDIMENT THAT PIPE CLEANED/FLUSHED SO WITH SEDIMENT EXCEEDS 20% OF THE DESIGN DEPTH. THAT IT MATCHES DESIGN. DISPERSION TRENCH NOT VISUAL EVIDENCE OF WATER TRENCH MUST BE DISCHARGING DISCHARGING AT CONCENTRATED REDESIGNED OR REBUILT TO WATER PROPERLY POINTS ALONG TRENCH(NORMAL STANDARD. CONDITION IS A"SHEET FLOW' OF WATER ALONG TRENCH). INTENT IS TO PREVENT EROSION DAMAGE. PERFORATIONS OVER 1/2 OF PERFORATIONS IN PIPE CLEAN OR REPLACE PLUGGED ARE PLUGGED WITH DEBRIS AND PERFORATED PIPE. SEDIMENT. WATER FLOWS MAINTENANCE PERSON OBSERVES FACILITY MUST BE REBUILT OUT TOP OF V1?ATER FLOWING OUT'DURING ANY OR REDESIGN TO STANDARDS. "DISTRIBUTOR" STORM LESS THAN THE DESIGN CATCH BASIN STORM OR IT IS CAUSING OR APPEARS LIKELY TO CAUSE DAMAGE. RECEIVING AREA WATER IN RECEIVING AREA IS NO DANGER OF LANDSLIDES. OVER-SATURATED CAUSING OR HAS POTENTIAL OF CAUSING LANDSLIDE PROBLEMS. INTERNAL: MANHOLE/ WORN OR STRUCTURE DISSIPATING FLOW REPLACE STRUCTURE TO CHAMBER DAMAGED POSTS, DETERIORATES TO 1/2 OR ORIGINAL DESIGN STANDARDS. BAFFLES,SLIDES SIZE OR ANY CONCENTRATED WORN OF CHAMBER SPOT EXCEEDING ONE SQUARE FOOT WHICH WOULD MAKE STRUCTURE UNSOUND. OTHER DEFECTS SEE"CATCH BASINS"STANDARD NO.5 SEE"CATCH BASINS" STANDARD NO.5 MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES FENCING MAINTENANCE DEFECT CONDITIONS WHEN MAINTENANCE RESULTS EXPECTED WHEN COMPONENT IS NEEDED MAINTENANCE IS PERFORMED GENERAL MISSING OR ANY DEFECT IN THE FENCE THAT PARTS IN PLACE TO PROVIDE BROKEN PARTS PERMITS EASY ENTRY TO A FACILITY. ADEQUATE SECURITY. PARTS BROKEN OR MISSING. BROKEN OR MISSING PARTS REPLACED. EROSION EROSION MORE THAN 4 INCHES HIGH NO OPENING UNDER THE AND 12-18 INCHES WIDE PERMITTING FENCE THAT EXCEEDS 4 AN OPENING UNDER A FENCE. INCHES IN HEIGHT. WIRE FENCES DAMAGED PARTS POSTS OUT OF PLUMB MORE THAN 6 POSTS PLUMB TO WITHIN 1 INCHES. 1/2 INCHES. TOP RAILS BENT MORE THAN 6 INCHES. TOP RAIL FREE OF BENDS GREATER THAN 1 INCH. ANY PART OF FENCE(INCLUDING FENCE IS ALIGNED AND POSTS,TOP RAILS,AND FABRIC)MORE MEETS DESIGN STANDARDS. THAN 1 FOOT OUT OF DESIGN ALIGNMENT. MISSING OR LOOSE TENSION WIRE. TENSION WIRE IN PLACE AND HOLDING FABRIC. MISSING OR LOOSE BARBED WIRE BARBED WIRE IN PLACE THAT IS SAGGING MORE THAN 2 1/2 WITH LESS THAN 3/4 INCH INCHES BETWEEN POSTS. SAG BETWEEN POSTS. EXTENSION ARM MISSING,BROKEN,OR EXTENSION ARM IN PLACE BENT OUT OF SHAPE MORE THAN 1 1/2 WITH NO BENDS LARGER INCHES. THAN 3/4 INCH. DETERIORATED PART OR PARTS THAT HAVE A RUSTING STRUCTURALLY ADEQUATE PAINT OR OR SCALING CONDITION THAT HAS POSTS OR PARTS WITH A PROTECTIVE AFFECTED STRUCTURAL ADEQUACY. UNIFORM PROTECTIVE COATING COATING. OPENINGS IN OPENINGS IN FABRIC ARE SUCH THAT NO OPENINGS IN FABRIC. FABRIC AN 8 INCH DIAMETER BALL COULD FIT THROUGH. MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES GATES MAINTENANCE DEFECT CONDITIONS WHEN MAINTENANCE RESULTS EXPECTED WHEN COMPONENT IS NEEDED MAINTENANCE IS PERFORMED DAMAGED OR MISSING GATE OR LOCKING DEVICES. GATES AND LOCKING MISSING MEMBERS DEVICES IN PLACE. GENERAL BROKEN OR MISSING HINGES SUCH HINGES INTACT AND LUBED. THAT GATE CANNOT E EASILY OPENED GATE IS WORKING FREELY. AND CLOSED BY A MAINTENANCE PERSON. GATE IS OUT OF PLUMB MORE THAN 6 GATE IS ALIGNED AND INCHES AND MORE THAN 1 FOOT OUT VERTICAL. OF DESIGN ALIGNMENT. MISSING STRETCHER BAR,STRETCHER STRETCHER BAR,BANDS, BANDS,AND TIES. AND TIES IN PLACE. OPENINGS IN SEE"FENCING"STANDARD NO.8. SEE"FENCING"STANDARD FABRIC NO.8. MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES. CONVEYANCE SYSTEMS(PIPES AND DITCHES) MAINTENANCE DEFECT CONDITIONS WHEN MAINTENANCE IS RESULTS EXPECTED WHEN COMPONENT NEEDED MAINTENANCE IS PERFORMED PIPES SEDEVIENT&DEBRIS ACCUMULATED SEDIMENT THAT EXCEEDS PIPE CLEANED OF ALL SEDIMENT 20%OF THE DIAMETER OF THE PIPE. AND DEBRIS. VEGETATION VEGETATION THAT REDUCES FREE ALL VEGETATION REMOVED SO MOVEMENT OF WATER THROUGH PIPES. WATER FLOWS FREELY THROUGH PIPES. DAMAGED PROTECTIVE COATING IS DAMAGED: RUST PIPE REPAIRED OR REPLACED. IS CAUSING MORE THAN 50% DETERIORATION TO ANY PART OF PIPE. ANY DENT THAT DECREASES THE CROSS PIPE REPAIRED OR REPLACED. SECTION AREA OF PIPE BY MORE THAN 20%. TRASH&DEBRIS TRASH AND DEBRIS EXCEEDS 1 CUBIC FOOT TRASH AND DEBRIS CLEARED FROM PER 1,000 SQUARE FEET OF DITCH AND DITCHES. SLOPES. OPEN DITCHES SEDIMENT ACCUMULATED SEDIMENT THAT EXCEEDS DITCH CLEANED/FLUSHED OF ALL 20%OF THE DESIGN DEPTH. SEDIMENT AND DEBRIS SO THAT IT MATCHES DESIGN. VEGETATION VEGETATION THAT REDUCES FREE WATER FLOWS FREELY THROUGH MOVEMENT OF WATER THROUGH DITCHES. DITCHES. EROSION DAMAGE SEE"PONDS"STANDARD NO.1 SEE"PONDS"STANDARD NO.1 TO SLOPES ROCK LINING OUT OF MAINTENANCE PERSON CAN SEE NATIVE REPLACE ROCKS TO DESIGN PLACE OR MISSING SOIL BENEATH THE ROCK LINING. STANDARD. (IF APPLICABLE) CATCH BASINS SEE"CATCH BASINS"STANDARD NO.5 SEE"CATCH BASINS"STANDARD NO. 5 DEBRIS BARRIER E.G. SEE"DEBRIS BARRIERS"STANDARD NO.6 SEE"DEBRIS BARRIERS"STANDARD TRASH RACK NO.6 MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES. GROUNDS (LANDSCAPING) MAINTENANCE DEFECT CONDITIONS WHEN RESULTS EXPECTED WHEN COMPONENT MAINTENANCE IS MAINTENANCE IS PERFORMED NEEDED WEEDS WEEDS GROWING IN WEEDS PRESENT IN LESS THAN 5%OF (NONPOISONOUS) MORE THAN 20%OF THE THE LANDSCAPED AREA. LAND-SCAPED AREA (TREES AND SHRUBS ONLY). GENERAL SAFETY HAZARD ANY PRESENCE OF POISON NO POISONOUS VEGETATION PRESENT IN IVY OR OTHER POISONOUS A LANDSCAPED AREA. VEGETATION. TRASH OR LITTER PAPER,CAN,BOTTLES, AREA CLEAR OF LITTER. TOTALING MORE THAN 1 CUBIC FOOT WITHIN A LANDSCAPED AREA (TREES AND SHRUBS ONLY)OF 1,000 SQUARE FEET. DAMAGE LIMBS OR PARTS OF TREES TREES AND SHRUBS WITH LESS THAN 5% OR SHRUBS THAT ARE OF THE TOTAL FOLIAGE WITH SPLIT OR SPLIT OR BROKEN WHICH BROKEN LIMBS. AFFECT MORE THAN 25% OF THE TOTAL FOLIAGE OF THE TREE OR SHRUB. TREES AND SHRUBS TREES OR SHRUBS THAT TREE OR SHRUB IN PLACE FREE OF HAVE BEEN BLOWN DOWN INJURY. OR KNOCKED OVER. TREES OR SHRUBS WHICH TREE OR SHRUB IN PLACE AND ARE OT ADEQUATELY ADEQUATELY SUPPORTED:REMOVE ANY SUPPORTED OR ARE DEAD OR DISEASED TREES. LEANING OVER,CAUSING EXPOSURE OF THE ROOTS. MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES. ACCESS ROADS/EASEMENTS MAINTENANCE DEFECT CONDITIONS WHEN RESULTS EXPECTED WHEN COMPONENT MAINTENANCE IS NEEDED MAINTENANCE IS PERFORMED GENERAL TRASH AND DEBRIS TRASH AND DEBRIS EXCEEDS 1 TRASH AND DEBRIS CLEARED FROM CUBIC FOOT PER 1,000 FEET,I.E., SITE. TRASH AND DEBRIS WOULD FILL UP ONE STANDARD SIZE GARBAGE CAN. BLOCKED DEBRIS WHICH COULD DAMAGE ROADWAY FREE OF DEBRIS WHICH ROADWAY VEHICLE TIRES(GLASS OR COULD DAMAGE TIRES. METAL). ANY OBSTRUCTIONS WHICH ROADWAY OVERHEAD CLEAR TO 14 REDUCE CLEARANCE ABOVE FEET HIGH. ROAD SURFACE TO LESS THAN 14 FEET. ANY OBSTRUCTIONS RESTRICTING OBSTRUCTION REMOVED TO ALLOW THE ACCESS TO A 10 TO 12 FOOT AT LEAST A 12 FOOT ACCESS. WIDTH FOR A DISTANCE OF MORE THAN 12 FEET OR ANY POINT RESTRICTING ACCESS TO LESS THAN A 10 FOOT WIDTH. ROAD SURFACE SETTLEMENT, WHEN ANY SURFACE DEFECT ROAD SURFACE UNIFORMLY SMOOTH POTHOLES,MUSH EXCEEDS 6 INCHES IN DEPTH AND WITH NO EVIDENCE OF SETTLEMENT, SPOTS,RUTS 6 SQUARE FEET IN AREA. IN POTHOLES,MUSH SPOTS,OR RUTS. GENERAL,ANY SURFACE DEFECT WHICH HINDERS OR PREVENTS MAINTENANCE ACCESS. VEGETATION IN WEEDS GROWING IN THE ROAD ROAD SURFACE FREE OF WEEDS ROAD SURFACE SURFACE THAT ARE MORE THAN 6 TALLER THAN 2 INCHES. INCHES TALL AMID LESS TH.LN'6 INCHES APART WITHIN A 400 SQUARE FOOT AREA. EROSION DAMAGE EROSION WITHIN 1 FOOT OF THE SHOULDER FREE OF EROSION AND ROADWAY MORE THAN 8 INCHES MATCHING THE SURROUNDING WIDE AND 6 INCHES DEEP. ROAD. SHOULDERS AND DITCHES WEEDS AND BRUSH WEEDS AND BRUSH EXCEED 18 WEEDS AND BRUSH CUT TO 2 INCHES INCHES IN HEIGHT OR HINDER IN HEIGHT OR CLEARED IN SUCH A MAINTENANCE ACCESS. WAY AS TO ALLOW MAINTENANCE ACCESS. 1 STORMWATER MANUAL FOR THE PUGET SOUND BASIN IV-2.2 TRANSPORTATION AND COMMUNICATION IV-2.2.1 AIRFIELDS AND AIRCRAFT MAINTENANCE SIC: 4513 , 4515 DESCRIPTION: There are both public and private airfields in the Puget Sound basin. Aircraft maintenance at public airfields is usually a private business. Fueling of aircraft occurs. MATERIALS USED AND WASTES GENERATED: The large areas used for taxiing takeoffs and landings are usually paved except at the smallest private airfields. Fueling is accomplished by tank trucks at the aircraft and is a source of spills. Dripping of fuel and engine fluids from the aircraft is a source of stormwater contamination. Aircraft maintenance produces a wide variety of waste products, similar to those found with any vehicle or equipment maintenance: used oil and cleaning solvents, paints, oil filters, and soiled rags. Aircraft are washed producing soapy wastewater. SourceoControl BMPs: See BMPs S1 .10, S1 .20, S1 .30, S1 .40, S1 .50, S1 .80, S2.00 and S2.20 in Chapter IV-4. Additionally, the following BMPs shall be implemented. • Fueling of aircraft shall be done with the utmost care to avoid spillage. Large airfields where the fueling of large multi-engine aircraft occur shall have incorporated in their storm drainage system a'1ow-flow collection system that allows for the separate collection and treatment (see Stormwater Treatment BMPs, below) of.spilled fuel. Smaller airfields shall have suitable materials available for cleanup when spills occur. f' • Drain oil filters while the oil is warm for as long as possible (24 hours) and at an angle. Collect the oil for recycling in a separate, labeled container. Drained filters should be kept in a suitable container or drum and sent to a scrap metal recycler or hazardous waste management facility. Don't put undrained filters in the dumpster, or put drained filters in the dumpster without first checking with your local health department. • The airfield owner shall post in prominent locations or otherwise promulgate at least once a year to its tenants, both aircraft owners and maintenance businesses, the above list of BMPs that relate to the prevention of spillage and storage and disposal of waste products. Regulatory Requirements: See R.1, R.2, R.3, R.6, R.7, R.11 and R.12 in Chapter IV-5. Stormwater Treatment BMPs: For small airfields, stormwater from the paved surfaces shall be treated using biofilters given that large grassed areas are typically available around such fields (Volume III, Runoff Control) . For large airfields, Stormwater from parking and maintenance areas where dripping oil or hydraulic fluids is likely to be occurring shall be treated by an API or CPI- type oil/water separator (BMP RD.35 in Volume III, Runoff Control) . Stormwater from employee parking lots shall be treated using one of the systems described in Volume III. Stormwater runoff from rooftops may be discharged to the storm drain below the treatment system as long as the drainage requirements of the local Public Works Department are met. If there is no storm sewer to discharge to, runoff from rooftops should be disposed of through the use of an infiltration facility wherever possible (see BMPs RI. 15 and RI. 16 in Chapter III-3 of the Runoff Control Volume) . i IV-2-37 FEBRUARY, 1992 ��� Or ��� ��� �r FA�7yW��TOFCO&Y!�UiN|TY �EV 'TK0ENT ;2.38 � 0}ympic, Arlington, WA 223 DATE [] Enrnnoring OP0ynning Phant �206) 4.35-0734 FAX 435'3906 ATTENTION TO VYE ARE SENDING YOU O Attached O Under separate cover via thefollowing items: � O Shop drawings O Prints O Plans O Samples O Specifications U Copy ofletter O Change order O COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED aa checked below: U For approval O Approved ausubmitted O Resubmit—copies for approval O For your use O Approved asnoted O Submit---------copies for distribution > / .��� Ao ,oquootod El —-------Returned for corrections O Retu,nco,rectedprints O For review and comment O O FORBIDS DUE lg --------- O PRINTS RETURNED AFTER LOAN T0US REMARKS COPYTO RECYCLED PAPER: ro Contents:40%Pre-Consumer-10%Post-Consumer SIGNED: ff enclosures are not as noted, kindly notify us at 0�_ r . e I 07/23/1909 15:43 FAX 425 453 9470 EARTH TECH ; ARLINGTON DEV [�j001 max Date: 7� 3 99 To: v bF U/i Pax M Company: as �) From: i F. NVAOO,3 Ext. Location: BELLEVUE, WA Sending from Fax#f: (42S)453-9470 10800 N.E. 8*Street,71h Floor #/of Pages(including this page). 3 Bellevue, WA 98004.4429 Project#: --- --__ Mica: 1,54 R Li Comments: If you do not receive the number of pages indicated above, please can us as soon as possible®(425)455-9494, �. � P apAonwn 07/23/1999 15:43 FAX 425 453 9470 EARTH TECH ARLINGTON DEv 002 MEfif- 0 Date: July 23, 1999 To: Dave Anderson From: Debbie Maroon, P.E. Subject: Lot 59,Arlington Airport Storm;Drainage Calculations Review As requested, we have completed our review of the storm drainage calculations and drawings for the above referenced project. The documents reviewed include(1) design drawings, prepared by Cascade Surveying and Engineering, and(2) Project Notebook for Lot 59, Arlington Airport, prepared by Cascade Surveying and Engineering. Below please find a list of our comments/concerns. • The sanitary side sewer connection for the proposed building is not shown. if the connection comes from the existing sanitary manhole in the northeast corner of the site,it will cross the infiltration trench. This could result in sewage entering the ground through the infiltration trench if the side sewer began leaking, • Additional spot elevations for the new paved areas are necessary. As shown, it is difficult to determine how the site will drain and how the new paving will match existing grades for adjoining properties_ • The infiltration trench in the northeast corner of the site is less 20 feet from an existing building. The Ecology manual requires that all infiltration trenches be a minimum of 20 feet from all structures. • The downspout drains from the buildings are not shown. The connection froth the downspout drains to the new storm drainage system should be shown. • The type of filter fabric and the size of rock to be used in the infiltration trenches needs to be specified. • Notes 10.and 11. under the TESC dotes do not seem to apply to this project. If they do not apply they should be removed. If they do apply,they should be revised as necessary. • The design shows an eleven foot wide infiltration with a single 6"diameter perforated pipe at the center. The trench seems too wide to have a single 6" diameter perforated pipe. The storm water will not be able to spread out in the trench as fast as the runoff enters the trench. • The plansl should show the proposed surfacing for those areas of the site that are not paved or have buildings constructed on them. • No sizing calculations were provided for the biofiltration swales. The calculations need to be provided. The calculations need to take into account the vertical walls on a portion of the biofiltration Swale along the east property line_ The biofiltration swale should be lined to prevent infiltration of the storm water before it has received treatment. • The existing contours show what may be an existing ditch near the east property line_ If this is an existing ditch, the design needs to discuss how the ditch will impact the site and vice versa. E N R r H@ ♦ IE a H rengenrev2.doc IN n tyco cmivA77oNAL Lro.COMPANY 07/23/1999 15:44 FAX 425 453 9470 EARTH TECH ARLINGTON DEV Q1003 To: Dave Andersot. Page 2 From: Debbie Maroon Date: July 2�, 1999 Subject: Lot 59,Arlington Airport Site A map needs to be provided that shows all of the areas tributary to the infiltration txenches The map should show and label all sub basins. The entire site must be accounted for in the calculations. • Line 24 on page 2 of the calculations shows a volume of 9000 cubic feet with a discharge of.216 cfs. Th6 engineer needs to clarify where the volume of 9000 cubic feet comes from. • The engkeer did not s*,ate if any wells were located within 100 feet of the inftltraticn trenches. A note should be added to the design report of the drawings stating that no wells are located within 100 feet„if that is the case. If you have any questions,please call. E A R T H @ T a C M \Memo Form G'h#V--4 WMAVAMML M COWAWY Memorandum 4i City of Arlington Department of Community Development Building Department Date: July 9, 1999 To: Public Works, Fire Department, EarthTech From: David Anderson Subject: Building Permit 99-3426 8,000 SF Hangar for Joe Rieger c: This project will contain one bathroom and one 12' x 12' office also. The architectural floor plans will be submitted soon and we will distribute them at that time. building\memo\993426 N/7 1 J 1 � m 7 1 im %r � rg Em m'm 16 A =9 EPWO mom 7J ■ ' L ■ 7 m9ww% r L' i I y i City of Arlington Planning & Community Develo pment Determination of Nonsignificance Jul 14 1999 Y � SEPA#281 DNS for Rieger Hanger DESCRIPTION OF PROPOSAL: Aircraft Hanger for the storage of aircraft and development parking spaces PROPONENTS: Joseph M.Rieger 2006 A 196th SW Lynnwood,WA 98036 CONTACT PERSON: Department of Planning City of Arlington 238 N. Olympic Ave. Arlington,WA 98223 (360) 435-0724 LOCATION OF PROPOSAL: Located West of 59th Avenue at the NE corner of the Arlington Airport 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 working days from the date below. Written comments must be submitted no later than 5:00 PM, July 29 1999. — Responsible Official: Cliff Strong Position/Title: Director of Planning and Community Development Address: City of Arlington Department of Community Development 238 North Olympic Arlington, WA 98223 mdns � 'l Ui Q0 I� .uxw c- a ri — �� III/ qa 7 No J 1 � I ���O R16rr10R,1��1Y17 �j I Ir PRO-O®100[acr 9WlOnO — ` lNq I ` 9F omrsl,a,v r b•w,.dn , 0 V=R rOG OOr b a ar .oeart w+wwr J M tl771Y(�Ift9C . �; �: i i r - I CASCADE SURVEYING & ENGINEERING, 102 East Division StreL py7omao P.O. Box 326 ARLINGTON, WASHINGTON 98223 LETTER (360) 435-5551 FAX (360) 435-4012 Date.--Ake—t :3 T o .................. Subject 1-lAlt,- ZA) _,O�/k Z)4P- ........... 4 ............ I-1AV ................ ------------------ --------------------......... -ItE .................. ............................. vp vl� ---------- ............. ................... -------.......................... ...... ......... ................. El Please reply No reply necessary NED ��•� � � • r N •DNA +V A� A' , N!NYUN!TY D� �PMEWT 2�� N 01ympiv' A/!ingtun' VV.A 98228 �<wie Bx!|din8 [] Fnm nmeri4g [] Planning(206) 435-0724 FAX (206) 435'3906 ATTENTION TO RE: 7 LC WE ARE SENDING YOU O Attached O Under separate cover via _—-----thofoUmwingitoms: � O Shop drawings O Prints O Plans O Samples O Specifications O Copy ofletter O Change order O COPIES DATE NO DESCRIPTION THESE ARE TRANSMITTED as checked below: O For approval O Approved aosubmitted O Resubmit—copies for approval O For your use O Approved asnoted O Submit---------copies for distribution O As requested O Returned for corrections O Retum—-----_-conootodprints » ' For review and comment O O FOR BIDS DUE 19-----_—_ O PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO o""m"�.������Lsop�pE�Post-Consumer SIGNED: If enclosures are not aa noted,kindly notify ua ~ce. | I �.. - r � City Of Arlingtoi�� r Building Department � J FAX Cover Sheet Date: Number of pages to follow; Response needed As requested ' FYI r TO: A N F_AX ': FROM: RE: 1N S b OT 1 Additional Comments: 238 N Olympic Ave Arlington WA 98223 Ph. (360) 435-0724 FAX (360) 435-3906 T" as � ``"� � rem jL a, � +ty � !7/• �,s.; �, r �. f'� .�� r J � Washington State Aviation Division 1- VI/ Department of Transportation 2:ng C un^,"nt;aircor,;3ce:ng Reid !' -_CC Eas:?.larcinal Nav Sou.h Sid Morrison ?3 i CS-'02= T Secretary of Trersrc-_ticn / i 1-aC0.552-CG66- F Fax(208)764--1001 July 29, 1999 4 Mr. Cliff Strong Director - Department of Planning and Community Development City of Arlington 238 North Olympic Avenue Arlington, WA 98223 Dear Mr. Strong: This correspondence is in response to your request for comments on the Determination of Nonsignificance for the Joseph Rieger aircraft hangar at the Arlington Municipal Airport (SEPA T 281). The project is located west of 59' Avenue at the NE comer of the Arlington Airport within the city of Arlington, Washington. The project proponent requests approval to construct an 8,000 square-foot hangar building and adjacent parking. The Washington State Department of Transportation Aviation Division supports development of aviation-related and aviation-dependent uses on airport property and we find that the proposed addition of a hangar building on Tony Regoor's existing building is in keeping with the 1995 Master Plan Update for the Arlington Municipal Airport. Therefore, we do not object to the request for a building permit. However, since the Arlington Municipal Airport is identified as an airport of federal interest in the Federal Aviation Administration's (FAA's)National Plan of Integrated Airport Systems (NPIAS), as well as an essential publicfacility, we would like to make sure that the built project does not encroach upon the airport's active aircraft movement areas. Specifically, we want to make sure that the City condition the building permit in such a way that the proponent will adhere to all federal airport design standards as outlined in Advisory Circular 150/ 5300-13,Airport Design (up to and including Change 5). In our opinion, the most critical dimension to be concerned about would be the Taxilane Object Free Area Width, which for existing B-II Airport Reference Cade(ARC) aircraft is 115 feet(or 57.5 feet on either side of Taxilane centerline). By conditioning the permit to the FAA's airport design standards the City will ensure that the physical placement of the building will not interfere with, or impede the safety of, existing or future airport operations. We also understand that the proponent has filed a Form 7460-1,Notice of Proposed Construction or Alteration, with the FAA to determine.whether or not the building will Mr. Cliff Strong July 29, 1999 Page 2 interfere with the airport's Part 77 airspace surfaces. According to Rob Putnam,Interim Airport-Manager, the FAA's final determination on the proposed building resulted in a "Determination of No Hazard."In other words, according to the information provided to the FAA,the building will not penetrate any of the airport's imaginary airspace surfaces. As a further precaution,we would strongly recommend the City condition the building ermic such that ro onent not be allowed to alter, or deviate from,the design submitted to the FAA m their ongmal Form 74 - Kling. if the proponent requests a change to the design of the building, we would strongly recommend the proponent be required to file a new Form 7460-1 with the FAA. Again,we are encouraged that the City is permitting aviation-related and aviation- dependent uses on the Arlington Municipal Airport. It is our opinion that these types of uses are the highest and best Iand uses for on-airport property and serve to protect the airport from encroachment by incompatible land uses. Thank you for the opportunity to review the proposed hangar project I hope the information I have provided in this correspondence is helpful to you as you consider approval of this building permit request. If you have any questions about any of our comments,please do not hesitate to contact me at(800) 552-0666. Sincerely, Stan Allison AviationPfanner cc: Rob Putnam,Interim Airport Manager Carol Key, Washington Section Supervisor, FAA-Seattle ADO Theresa.Smith,Planning Manager, WSDOT Aviation Division i t i .. ARLINGTON AIRPORT TE�L :: 1-360-435-1012 Aug 05 ,99 14 : 12 No .002 P .01 AR`_.': \AIRPORT 18204 59T5 DRIVE N.E. ARLING-rC•N, WA 98223 FAX M-11I SMITTAL SHEET DATE: s .9 c7 FIRM: FAX NUMBER: FRO3b1: a 6 RE: Jae ie NUMBER OF PAGES TO FOLLOW: If you experience problems receiving this FAX, Cr if you do not receive the number of copies indicated, please can our office at (360) 435-8554. ADDTITONAL CONIlI4ENTS: /7 e✓� a CO •r 12 7! y rL r Nz d.✓ F.A= BY: DATE: TIlV1E: 360 435-8554 • F.Ax 360 435-1012 if� .�, RRLINGTON AIRPORT TEL : 1-360-435-1012 Hug 015 '99 114 : 13 No .002 P . 02 U.S.Departh.at of Transportation Seattle Airports District Office Federal Aviation 1601 Lind Avenue,S.W.,Suite 250 Administration Renton,Washington 98055-4056 April 29, 1999 Mr. Joe Rieger 7031 188th S.E. Snohomish, WA 98290 Dear Mr. Rieger: Arlington Municipal Airport, Arlington, Washington Aeronautical Study Number 99-SEA-099-NRA Determination We have conducted an aeronautical study for a hangar building extension at Arlington Municipal Airport, Arlington, Washington, as depicted in the drawing enclosed with your proposal dated March 16, 1999. It has been determined that the proposal would not exceed the standards of Federal Aviation Regulation Part 77. Hence,we have no objection. Should you have questions or comments, please contact me at(425)227-2236. Sincerely, John D. Current Community Planner cc: Robert E.Putnam � .. i 1 r G � � Washington State Aviation Division VI/ Department of Transportation King Court, mt I Airport Sceing Field 89C0 cas;?Marginal Vay South T Sid Morrison Seattle 'NA?8108-4024 iY Secretary of Transpc-ation (206)764-4'31 i 1-800-582-CG6 / Fax(2C6)764-4001 July 29, 1999 Mr. Cliff Strong Director y Department of Planning and Community Development :ti City of Arlington { i6 1 23 8 North Olympic Avenue 47 Arlington, WA 98223 - _- Dear Mr. Strong: This correspondence is in response to your request for comments on the Determination of Nonsignificance for the Joseph Rieger aircraft hangar at the Arlington Municipal Airport (SEPA 4 281). The project is located west of 59" Avenue at the NE comer of the Arlington Airport within the city of Arlington, Washington. The project proponent requests approval to construct an 8,000 square-foot hangar building and adjacent parking. The Washington State Department of Transportation Aviation Division supports development of aviation-related and aviation-dependent uses on airport property and we find that the proposed addition of a hangar building on Tony Regoor's existing building is in keeping with the 1995 Master Plan Update for the Arlington Municipal Airport. Therefore, we do not object to the request for a building permit. However, since the Arlington Municipal Airport is identified as an airport of federal interest in the Federal Aviation Administration's (FAA's)National Plan of Integrated Airport Systems (NPIAS), as well as an essential publicfacility, we would like to make sure that the built project does not encroach upon the airport's active aircraft movement areas. Specifically, we want to make sure that the City condition the building permit in such a way that the proponent will adhere to all federal airport design standards as outlined in Advisory Circular 15015300-13,Airport Design (up to and including Change 5). In our opinion, the most critical dimension to be concerned about would be the Taxilane Object Free Area Width, which for existing B-II Airport Reference Code (ARC) aircraft is 115 feet(or 57.5 feet on either side of Taxilane centerline). By conditioning the permit to the FAA's airport design standards the City will ensure that the physical placement of the building will not interfere with, or impede the safety of, existing or future airport operations. We also understand that the proponent has filed a Form 7460-1,Notice of Proposed Construction or Alteration, with the FAA to determine whether or not the building will Mr. Cliff Strong July 29, 1999 Page 2 interfere with the airport's Part 77 airspace surfaces. According to Rob Putnam, Interim Airport Manager, the FAA's final determination on the proposed building resulted in a "Determination of No Hazard."In other words, according to the information provided to the FAA,the building will not penetrate any of the airport's imaginary airspace surfaces. As a further precaution, we would strongly recommend the City condition the building permit such that thepro onent not be allowed to alter, or deviate from,the design submitted to the FAA in their origin Form 746U-T ling. If the proponent requests a change to the design of the building, we would strongly recommend the proponent be required to file a new Form 7460-1 with the FAA. Again, we are encouraged that the City is permitting aviation-related and aviation- dependent uses on the Arlington Municipal Airport. It is our opinion that these types of uses are the highest and best land uses for on-airport property and serve to protect the airport from encroachment by incompatible land uses. Thank you for the opportunity to review the proposed hangar project. I hope the information I have provided in this correspondence is helpful to you as you consider approval of this building permit request. If you have any questions about any of our comments,please do not hesitate to contact me at(800) 552-0666. Sincerely, Stan Allis AviationPlanner cc: Rob Putnam, Interim Airport Manager Carol Key, Washington Section Supervisor,FAA-Seattle ADO Theresa Smith,Planning Manager, WSDOT Aviation Division 10800 Northeast 8th Street, Seventh Oar, Bellevue, Washington 98004 CITY OF ARLINGTON WORK AUTHORIZATION Project Name: _9000 SF NaNGAL Ent L RtE- ER- ( loT Ja - AtRPo=) Description: RE\t-LQ bRk(,QAG& RF-Poe.T �i PuAros Co nJFORMAeJGFi WITH Nf- "ArOUAI_ Ci-N Op ARur o 70,E C�esi ea 5►l�a�A�s Services Authorized: S&z ATThCAF-3 Urrfe- (�ftrtb 3bg l g 9 Telephone 2o6.455.9494 Facsimile 2o6.453.9470 Schedule: Start 7 / / Jq Completion 9 Authorized Budget: $ IRno.D D City Billing Reference: ET Project Manager. (49-YAPO 4QSG Kr-A ET Project Number: a-4 6 6(. ao, o► Prepared By: Gu o r a q Date City of Arlington � Authorization: /-41 y , / V / Date E A R T H `• T E C H Formerly Barrett Consulting Group .� _ I Lo800 Northeast 8th Street, Seventh l or, Bellevue, Washington 98004: July 28, 1999 City of Arlington Dave Anderson 238 North Olympic Arlington, WA 98223 Re: 8000 SF Hangar for Joe Rieger(Lot 59 Airport) Consultant Services Contract Fee Breakdown Dear Dave Anderson: Following is the scope of services which includes the estimated hours for each task to review the Drainage Report and Plans for the above referenced project. Telephone Drainage Initial Review: Task Hours =s.455,9 494 ; 1. Site Visit 2 2. Review Preliminary Storm Drainage Report, check conformance Facsimile with DOE Stormwater Management Manual, review calculations. 6 3. Review design drawings for conformance with City of Arlington +2 s•4 s 3.9+7 O Developer Design Standards for the storm drainage system,review erosion and sediment control plan. 4 4. Write Summary 2 5. Meet with City of Arlington,Developer and/or Engineer to discuss review. 3.5 Sub-Total 17.5 Total Cost: Drainage= 17.50 hours @ $100 =$ 1750 Expenses =$ 50 TOTAL COST =$1,800 It should be noted that the City of Arlington will review all other aspects of the Site Plan except for drainage items. The City will also review all zoning requirements and required permits. Very truly yours, Earth Tech, Inc.Q&6_f� Debbie Maroon Project Engineer E A R T H ` T E C H A'tgCC INTERNATIONAL LTD COMPANY _ _ � n _� i � � � � r 08/11/1999 14:43 FAX 425 453 9470 EARTH TECH a ARLINGTON DEV 1�j001!002 Dale: To: DAU£ A tal-m- o w Pax#: - COt3tpaaY: Q-14 Qf A QLi QG TO Q From: E pift i M A goo-3 _ Bid. _ —--- Location: BELLEVUE,WA Sending fiom pax#:(425)453-9470 108W N.E. 81h Stroet, 7"Floor #of Pages(u=luding this pagc):__-.�--- Delltvae, WA 980044429 Project#: - Subject: AbV Comments: If you do not receive the awnber of pages indicated above, please call us as soon as possible 0(425)455-9494. H 'fr' E o Ii A, MrMVY..WMVs aa,=Mn%W 08/11/1999 14:44 FAX 425 453 9470 EARTH TECH y ARLINGTON DEV 0 002/002 NEfifo Date: August 11, 1999 To: Dave,Anderson cc: Cristy Brubaker Marc Hayes From: Debbie Maroon,P.E.01T% Subject: Lot 5%Arlington Airport Storm Drainage Calculations Review As requested,we have completed our review of the revised storm drainage calculations and drawings for the above referenced project. After reviewing the resubmitted drawings and calculations,we have no objection to approval of the project. Tf you have any questions,please call. E A R T H@ T E C H abbatare2..doc a rgUO INYERNa710NAL cm CoMAaror Mr. Cliff Strong July 29, 1999 Page 2 interfere with the airport's Part 77 airspace surfaces. According to Rob Putnam, Interim A*'AirportManager, the FAA's final determination on the proposed building resulted in a "Deteinination of No Hazard." In other words, according to the information provided to the FAA, the building will not penetrate any of the airport's imaginary airspace surfaces. As a further precaution, we would strongly recommend the City condition the building, Permi such that 4,e-p�opon� e�be allowed to alter, or deviate froal, the design submitted to the FAA in their original Form 7460T filing. If the proponent requests a change to the design of the building, we would strongly recommend the proponent be required to file a new Form 7460-1 with the FAA. Again,we are encouraged that the City is permitting aviation-related and aviation- dependent uses on the Arlington Municipal Airport. It is our opinion that these types of uses are the highest and best land uses for on-airport property and serve to protect the airport from encroachment by incompatible land uses. Thank you for the opportunity to review the proposed hangar project. I hope the information I have provided in this correspondence is helpful to you as you consider approval of this building permit request. If you have any questions about any of our comments,please do not hesitate to contact me at(800) 552-0666. Sincerely, Stan Allis Aviation lanner cc: Rob Putnam, Interim Airport Manager Carol Key, Washington Section Supervisor, FAA-Seattle ADO Theresa Smith,Planning Manager, WSDOT Aviation Division Washington State deviation Division ' Department of Transportation King County int 1 Airport!Boeing Field ` Sid Morrison 8900 East Marginal Nay South V11 Seattle NA 981 G8-4024 � �Y Secretary of Transpc7�ation (206)764-4 i31 i 1-300-552-CG6 Fax(206)764-4001 July 29, 1999 Mr. Cliff Strong Director Department of Planning and Community Development ', City of Arlington 238 Not Olympic Avenue Arlington, WA 98223 Dear Nlr. Strong: This correspondence is in response to your request for comments on the Determination of Nonsignificance for the Joseph Rieger aircraft hangar at the Arlington Municipal Airport (SEPA # 281). The project is located west of 59"' Avenue at the NE corner of the Arlington Airport within the city of Arlington, Washington. The project proponent requests approval to construct an 8,000 square-foot hangar building and adjacent parking. The Washington State Department of Transportation Aviation Division supports development of aviation-related and aviation-dependent uses on airport property and we find that the proposed addition of a hangar building on Tony Regoor's existing building is in keeping with the 1995 Master Plan Update for the Arlington Municipal Airport. Therefore, we do not object to the request for a building permit. However, since the Arlington Municipal Airport is identified as an airport of federal interest in the Federal Aviation Administration's (FAA's)National Plan of Integrated Airport Systems (N-PIAS), as well as an essential publiefacility, we would like to make sure that the built project does not encroach upon the airport's active aircraft movement areas. Specifically,we want to make sure that the City condition the building permit in such a way that the proponent will adhere to all federal airport design standards as outlined in Advisory Circular 15015300-13,Airport Design (tip to and including Change 5). In our opinion,the most critical dimension to be concerned about would be the Taxilane Object Free Area Width, which for existing B-II Airport Reference Code (ARC) aircraft is 115 feet(or 57.5 feet on either side of Taxilane centerline). By conditioning the permit to the FAA's airport design standards the City will ensure that the physical placement of the building will not interfere with, or impede the safety of, existing or future airport operations. We also understand that the proponent has filed a Form 7460-1,Notice of Proposed Construction or Alteration, with the FAA to determine whether or not the building will Building Dept Project Tracking Form Contractor,NameA address:: Permit No. Vo n A,0,r 99- 1A Q 000 si Date Received: 3_ Z —gq More info required: .�- Rut%Lu e, Information received: Sent to: date sent due back called received �7— Comments: 00 OL.d- Pl C d ,k Gc PLC � RUJ71� , � bow PLO fading 1 �: r _ � � 1 i S" I . 411 Memorandum 41 City of Arlington Department of Planning& Community Development Date: August 12, 1999 TO: Building Official CC: Joseph Rieger, Applicant FROM: Ed Davis, Senior Planner, Project Planner foe the Rieger Hanger SUBJECT: COMPLIANCE WITH UNIFORM DEVELOPMENT CODE (UDC), FOR PARK FEE FOR THE RIEGER HANGER DEVELOPMENT. As per the UDC, Chapter XI, Section B.4, the applicant shall pay five cents ($0.05), per square foot of land on the approved site plan for the proposed facility. Total square feet in the site is 38,123, at $0.05 per square feet, the park impact fee is $1,906.15. This fee shall be paid prior to the issuance of the building permit. memoform INN -M 1 im - '. LR- ' ra rr ' F NN-W - 11 A ■ ■ 1 J 011M ■ ■ 04 ■ MEMOMM' } 1 ■ Tr ' & m 1 r-'7 mom J MjmIm - F �� ■1 1 L` mM 1.1611i Lr-� MKINNNNIN - --IN■ All R ME . . 0 CITY OF ARLINGTON Planning and Community Development August 11, 1999 Mr. Joseph M. Rieger 2006—A 1961h SW Lynnwood, Wa. 98036 Subject: SEPA Determination of DNS for the Rieger Hanger, SEPA# 281 with Notice of Completion of SEPA Process. Dear Mr. Rieger; The City of Arlington has completed the SEPA process as required by the State Environmental Policy Act (SEPA), and rules as per Chapter 197-11 of the WAC for environmental impacts with the Determination of Non-Significance(DNS). The fifteen (15) day SEPA comment period has been completed following the posting of the site, publication in the official city newspaper(on 7/14/99) and the seven(7) day appeal period has passed with no major comments warranting revisions to the DNS and no appeals being filed during the appeal period. Having completed the SEPA process, you may now acquire a building permit for your proposed project. erely, Ch trong SiResponsibl O cial Planning ger C. Building Official EFD/RIEGCOM 238 N. Olympic Ave. • Arlington, WA 98223 • (360) 435-0724 FAX (360, =35-3906 - City of Arlington Building D--�, �BLIC WORKS DERARTMENT C..��;KLIST PERMIT #_ ,- •�j �� DATE 4o - Cj ACCOUNT # NAME: ADDRESS: 1 C, Q� � 71 LEGAL: BUILDING USE: # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete E2dsting Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMI\YEN ATE /SEWER FEES PAID: Loaoc>OT �� Buildifornu!u-chcck C.0� ii i aD m A M r 0 O RD !D pod to TrAA pdo Flo 6 ul y uO ❑ ❑ ❑ ❑ ❑ ❑ 00000 (D o o o d wrN () 0 � v� dC) C) 5 o r a ° a aCD �-° 0 r• a � O � pi 0 (D 1-0 O 11 (D (D �• O O. (D O >4 � a a p (D 0 (OD pj CD r.Lo a En (D CD (OD a O ,a..., '� (CD � O °� v (En � (D Pi o �. o a, O• to (D O En R' � v, O CD CD En (D r. (D En �. En (D Pi 0 '� JOSEPH REIGER HANGAR ARLINGTON WA 1 1 1 1 i li 1 1 1 1 r I J 1 f JOSEPH M. RIEGER ' 2006-A 196 STREET S.W, LYNNWOOD, WA 98036 ATTENTION: JOSEPH M. RIEGER SUBJECT: HANGAR ARLINGTON, WA 80' X 100' X 20' DEAR SIR: THIS IS TO CERTIFY THAT THE BUILDING FOR THE SUBJECT PROJECT WAS DESIGNED FOR A LIVE LOAD OF 27 POUNDS PER SQUARE FOOT, WIND LOAD OF 80 MILES PER HOUR, EXPOSURE C AND SEISMIC ZONE 3. I CERTIFICATION MEETS OR EXCEEDS ALL THE ABOVE DESIGN V ES GN AND LOAD CRITERIA AND ALL DESIGNS ARE IN ACCORDANCE WITH THOSE PRESCRIBED IN THE"1997 U.B.C." SINCERELY, 1 JAMES O. MOORE, P.E. CHIEF ENGINEER tis O_ 2 775 lrXPiR=J MAR 111999 Color Availabi iL art ? DARK BLUE GREY LIGHT BLUE PACIFIC WHITE COPPER IVORY SANDSTONE BEIGE SAND GOLD KELLY GREEN BRIGHT RED SAGE GREEN RED For Example Color Match, Please Call for Free Sample. Non-standard Colors Available on Request. Paint Warranty Available on Written Request. 26 GAUGE HI-RIB II WESTERN WALL 36' Covwaye 36" Coverage I i-+•-fi-'"-� Fri ; ; I;T�• f—e'--{--6'—i Om Lei Imo' �. Approwmatay 36'/." Ovealll Apprazimately 38'/+" Overall •I s.. _ R & M STEEL. COMPANY ! - R & M STEEL COMPANY P.O. Box 3198 9 Boise, ID 9 (208) 853-1600 Specifications Materials VicWest panels are pre-formed from steel conforming to ASTM A-653 Grade 33 or higher for GALVALUMETI or ASTM A-924 for Galvanized G90.The GALVALUMETM sheet coating consists of an alloy of nominally 55% aluminum, 1.6% silicone, and the balance zinc by weight. SMP (Silicone Modified Polyester) A very high quality paint system that combines durability and flexibility with excellent value. Technical Data: Exterior paint finish includes 0.2 mils of oven-cured epoxy, or equivalent, primer and 0.8 mils of oven- cured specially formulated silicone protected polyester color finish; totaling a nominal 1.0 mils of cured film thickness. Interior finish consists of 0.15 mil epoxy primer, or equivalent, and 0.35 mils of off-white backer coating. 1. Accelerated Weathering Resistance After 2000 hours exposure per ASTM D-822-89/G-23-93, Method II, the finish coat will not check, blister or lose adhesion; color change will not exceed 5 NBS units per ASTM D-2244-93; and finish coat will not chalk in excess of a #8 per ASTM D-659. 2. Humidity Resistance After 1200 hours exposure to 100% humidity at 100°F +/- 5F, per Federal Test Method Standard 141, Method 6201 or ASTM D-2247-92, test samples show no blistering, cracking, peeling, loss of gloss or finish softening. 3. Salt Spray Resistance After 1000 hours exposure to 5% Neutral Salt Spray per test procedure ASTM B-117-90, diagonally scored samples show no blistering and no loss of adhesion greater than 1/8 inch from the score line when taped one hour after removal from the salt spray test cabinet. 4. Formability (Flexibility) Test Factory finished .017 Grade D galvanized or equivalent metal, subjected to a 180 degree bend over a 1/8 inch mandrel, show no adhesion loss when taped with Scotch #610 cellophane tape. 5. Hardness Minimum 'F'finish coat pencil hardness, when tested with Eagle Turquoise pencils per NCCA Technical Bulletin 11-12 or ASTM D-3363-92a. 6. Abrasion Resistance Coating system shall withstand 30 liters of falling sand before appearance of base metal per ASTM D-968. 7. Specular Gloss Determined per ASTM D-523-89 specular gloss shall range between 25 to 40% on a 60 degree gloss meter. 8. Acid Resistance No significant color change after 24 hours exposure to 10% solutions of hydrochloric and sulfuric acids per ASTM D-1308-87 (1993) Procedure 6.2 (spot test). 9. Impact Resistance When tested in accordance with ASTM D-2794-93, no cracking or loss of adhesion after direct and reverse impact of 80-inch pound and 5/8"steel ball on a Garder Impact Tester. Warrant Warranties regarding chalking, fading, and film integrity for VicWest Steel finishes are available upon request.Warranty terms, however, can be affected by factors such as environment and particular product application. If a warranty is required, the customer must notify VicWest Steel in writing at the time the purchase order is issued. Specific warranty information should be obtained from a VicWest Steel representative. Rev 6/95 02-05-1999 14 : 17 : 21 RIEGER ( 80X100X20 ) c : \mbdsw\job\08010020 TABLE OF CONTENTS ----------------- ----------------- BUILDING CONFIRMATION REPORT. . . . . . . . . . . . . . . . . . . . . . . . . . PAGES : Al TO A2 MISCELLANEOUS ENGINEERING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PAGES : B ROOF DESIGN. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PAGES : Cl TO C4 SIDEWALL DESIGN. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PAGES : D1 TO D3 ENDWALL DESIGN. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PAGES : E1 TO E13 BRACING DESIGN. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PAGES : F1 TO F8 RIGID FRAME #1 DESIGN. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .PAGES : G1 TO G8 RIGID FRAME #2 DESIGN. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .PAGES : H1 TO H8 U 2177 ���/• FC1S7 Elt% 7;ti.S1 ONAI EXPIRES ` MAR 111999 i RIEGER ( 80X10OX20 ) PAGE: Al 14 : 12 : 28 JOB NO: 08010020 2- 5-99 BUILDING CONFIRMATION REPORT ---------------------------- LOCATION: ARLINGTON. VA. SIZE. . . . . . 80 '- 0" X 1009 - 0" X 209- 0" X 1 . 00/12 BLDG CODE: UBC97 EXPOSURE: C OPEN COND: CLOSED SEISMIC: 3 LIVE LOAD (PSF) . . . . : 20 . 0000 LOAD REDUCTION. . . . . : N GROUND SNOW (PSF) . . : 38 . 5710 ROOF SNOW (PSF ) . . . . : 26 . 9997 DEAD LOAD (PSF ) . . . . : 1 . 8400 COLL. LOAD (PSF ) . . . : 1 . 0000 WIND VELOCITY (MPH) : 80 . 0000 WIND LOAD (PSF ) . . . . : 16 . 3840 FRAMED OPENINGS : WALL DISTANCE WIDTH HD HT (FT) (FT) (FT) 1 L EW 10 . 00 60. 00 20 . 00 --------------------------------------------------------------------------------- 25 . 00 25 .00 25 . 00 25 .00 � n 9 . 75 u 20 . 00 u 20 . 00 40 . 00 - - - - - - - - - - - - - - - - - - - - - - - - - - 1 n 20 . 00 n n 9. 75 20 . 00 25 . 00 25 . 00 25 . 00 25 . 00 RIEGER (. 80X100X20) PAGE: A2 14 : 12 : 28 JOB NO: 08010020 2- 5-99 ROOF PURLINS : ------------- PURLIN TYPE. . . . . . : Z - BYPASS CONTINUOUS PURLIN SPACING 8@ 4 . 90FT 1@ . 97FT BAY BAY PURLIN LEFT RIGHT SAG< BRACE # SIZE SIZE LAP LAP ROWS SIZE 1 251 - 0" 8x2 . 5Z14 0 ' - 0" 29 - 8" 0 ---- 2 25 ' - 0" 8x2 . 5Z15 2 ' - 8" 1 '-11 " 0 3/8"EHS 3 251 - 0" 8x2. 5Z15 1 ' -11 " 39- 5 " 0 ---- 4 259 - 0" 8x2 . 5Z14 2 ' - 8" 0 ' - 0" 0 ---- SIDEWALL GIRTS : --------------- GIRT TYPE . . . . . . . . : Z - BYPASS CONTINUOUS GIRT LOCATIONS . . . : 71 - 4" 13 '- 0" BAY BAY GIRT LEFT RIGHT SAG< BRACE # SIZE SIZE LAP LAP ROWS SIZE 1 2V- 0" 8x2 . 5Z15 0 ' - 0" V - 4" 0 ---- 2 259 - 0" 8x2. 5Z15 1 ' - 4" 1 ' - 4" 0 1/2"EHS 3 259- 0" 8x2. 5Z15 V - 4" 1 ' - 4" 0 ---- 4 251 - 0" 8x2 . 5Z15 1 ' - 4" 0 . - 0" 0 ---- LEFT ENDWALL GIRTS : ------------------- GIRT TYPE. . . . . . . . : Z - FLUSH SIMPLE GIRT LOCATIONS . . . : 7 ' - 4" 13 ' - 0" BAY BAY GIRT LEFT RIGHT SAG< # SIZE SIZE LAP LAP ROWS 1 9 ' - 9" 8x2 . 5Z15 01- 0" 09 - 0" 0 3 91 - 9" 8x2 . 5Z15 0' - 0" 0 '- 0" 0 LEFT ENDWALL FRAMING: --------------------- RAFTER SIZE: EXPANDABLE RIGID FRAME INT. COLUMNS : W 6X20 W 6X20 RIGHT ENDWALL GIRTS : -------------------- GIRT TYPE. . . . . . . . : Z - FLUSH SIMPLE GIRT LOCATIONS . . . : 79 - 4" 139 - 0" 189 - 0" BAY BAY GIRT LEFT RIGHT SAG< # SIZE SIZE LAP LAP ROWS 1 209- 0" 8x2 . 5Z15 01- 0" 011- 0" 0 2 20 ' - 0" 8x2 . 5Z15 0 ' - 0" 0' - 0" 0 3 209- 0" 8x2 . 5Z15 01- 0" 01- 0" 0 4 20 ' - 0" 8x2 . 5Z15 0 ' - 0" 0' - 0" 0 RIGHT ENDWALL FRAMING: ---------------------- RAFTER SIZE: W 8X10 L . CORNER COL: 8x3C14 R. CORNER COL : 8x3C14 INT. COLUMNS : BB8x3C14 BB8x3C12 BB8x3C14 Rieger(80x100x20) Bracing Reactions FROM BRACING VERTICAL BRACE PAGE: B1 Ta 13.36•KIP TENSION KIP=1000.1b COMPONENT HORIZONTAL BRACE J/ Be) VB =8.349•KIP BSA 10.43 KIP COMPONENT V B=- 1� S FROM FRAME REACTIONS, DL+WEW REACTIONS' H=-3.55•KIP d B=0.875•in BOLT DIAMETER HORZET(HZ+Be) DL+WEW+BRAC V 9.32•KIP N=4 NUMBER OF BOLTS VERT=V- V B HORZ=11.018-KIP VERT=-17.669 KIP ALLOWABLE BOLT SHEAR HORZ=0.458 d 2 V cap V cap-10•KIP N B V cap=24.053•KIP in 4 fa — =0.367 ALLOWABLE BOLT TENSILE STRESS -Fa F am 26•KIP- 1.8•HORZ F a=17.755 KIP Fa SHALL NOT EXCEED 20 KSI in2 2 71 2 N-dB m F8-20000•lb in ACTUAL BOLT TENSILE STRESS f _ VERT fa=-7.346 KIP NEGATIVE DENOTES TENSION 8 2 2 7% N•dB •4 RIEGER (80X100X20) PAGE: Cl 13 : 30 : 10 JOB NO: 08010020 2- 5-99 ROOF DESIGN SYSTEM ------------------ ------------------ ***** MAIN BUILDING ROOF STRUCTURE DESIGN ***** DESIGN DATA BUILDING WIDTH. . . : 80 . 00 FT. BUILDING LENGTH. . : 100 . 00 FT. FRONT EAVE HEIGHT: 20 . 00 FT. BACK EAVE HEIGHT: 20 . 00 FT. FRONT ROOF SLOPE 1 . 00 /12 . BACK ROOF SLOPE 1 . 00 /12 . NUMBER OF BAYS . . . : 4 BAY SPACINGS . . . . . : 25 . 00 25 . 00 25 . 00 25 . 00 ROOF SYSTEM. . . . . . : SCREW DOWN PANEL GAGE & TYPE: 26g PBR36 PURLIN TYPE. . . . . . : Z - BYPASS CONTINUOUS PURLIN SPACING : 8@ 4 . 90FT 1@ . 97FT DESIGN CODE. . . . . . : 1986 AISI WITH 1989 ADDENDUM BUILDING CODE . . . . : UBC97 EXPOSURE CODE . . . . : C OPEN CONDITION. . . : ENCLOSED USE CATEGORY. . . . . : 4 WIND IMP. FACTOR. : 1 . 00 SNOW IMP. FACTOR. : 1 . 00 GROUND SNOW LOAD : 38 . 57 PSF ROOF SNOW LOAD. . . : 27 . 00 PSF LIVE LOAD. . . . . . . . . 20 . 00 PSF DEAD LOAD. . . . . . . . : 1 . 00 PSF ( INCLUDES PANEL WT. ) COLLATERAL LOAD. . : 1 . 00 PSF WIND VELOCITY. . . . : 80 . 00 MPH WIND LOAD. . . . . . . . : 16 . 38 PSF EDGE STRIP WIDTH 8 . 00 FT. MEAN ROOF HEIGHT : 21 . 67 FT. i RIEGER (80X100X20 ) PAGE: C2 13 : 30 : 10 JOB NO: 08010020 2- 5-99 ROOF DESIGN SYSTEM ------------------ ------------------ ***** MAIN BUILDING ROOF STRUCTURE DESIGN ***** WIND COEFFICIENTS AND APPLICATIONS : TYPICAL ROOF PURLIN DESIGN --> LINE NUMBERS : 3 TO 9 TRIB. AREA. . . : 208 . 333 SQ. FT FACTOR, Ce . . . : 1 . 150 LOCATION ZONE Cq W(psf ) INTERIOR ZONE. . . . . . : -1 . 000 -18 . 842 RAKES ,EAVES , RIDGES . : -1 . 500 -28 . 262 CORNER ZONE . . . . . . . . : -1 . 500 -28 . 262 ROOF PANEL ANALYSIS ------------------- PANEL LOAD SUPPORT MOMENT MID-SPAN MOMENT DEFLECTIONS ZONE COMB ACTUAL ALLOW. ACTUAL ALLOW. ACTUAL D_RATIO -------- ---- (FT-LB) (FT-LB ) (FT-LB) (FT-LB ) ( INCH) ------- INTERIOR DL + LL -52 . 83 207 . 75 38 . 87 163 . 50 . 08 724 INTERIOR DL + SL -70 . 44 207 . 75 51 . 82 163 . 50 . 11 543 IN EDGE DL + LL -52. 83 207 . 75 38 . 87 163 . 50 . 08 724 IN EDGE DL + SL -70 . 44 207 . 75 51 . 82 163 . 50 . 11 543 RIEGER (80X100X20 ) PAGE: C3 13 : 30 : 11 JOB NO: 08010020 2- 5-99 ROOF DESIGN SYSTEM ------------------ ------------------ ***** MAIN BUILDING ROOF PURLIN DESIGN ***** TYPICAL ROOF PURLIN DESIGN (LEVELS : 3 TO 9 ) D E S I G N S U M M A R Y ---------------------------- ---------------------------- AVG SPACING Q 4 . 8958 FEET ------------------------- MEMBER LAYOUT ------------- BAY LENGTH MEMBER LT LAP RT LAP INFLECTION POINTS NO. OF NO. ( FT) SIZE lFT) ( FT) (FEET) SAG ANGLES ---- ------- ------------ ------ ------ ------------------ ---------- PE . 9166 8x2 . 5Z14 . 0000 . 0000 . 0000 . 9166 0 1 24 . 0834 8x2 . 5Z14 . 0000 2. 6875 . 0475 18 . 1291 0 2 25 . 0000 8x2 . 5Z15 2 . 6875 1 . 8958 7 . 2206 19. 8221 0 3 25 .0000 8x2 . 5Z15 1 . 8958 3 . 4167 5 . 2902 17 . 4074 0 4 24 . 7500 8x2 . 5Z14 2 . 6875 .0000 6 . 0493 24 . 7465 0 PE . 2500 8x2 . 5Z14 . 0000 . 0000 . 0000 . 2500 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- ; <-----------MOMENTS--------------> i <-----DESIGN FACTORS----> ; BAY , SECTION ; ACTUAL ;ALLOW. ; ;DISTNCE ; LOAD; LX ; LY ; CB ; AISI ; NO . ; SIZE ; (K-FT) ,' (K-FT) ; RATIO,' ( FEET) ; CASE ; ( FT) ; (FT) ; FACT. ; SECT. ,' ----- ' ' ----- � PE 8x2 . 5Z14 - . 061 6 . 330 . 010 . 917 2 . 92 . 92 1 . 00 C3 . 1 . 3 1 8x2 . 5Z14 5 . 937 7 . 210 . 823 9 . 239 2 24 . 08 . 00 1 . 00 C3 . 1 . 1 2 8x2 . 5Z15 -5 . 632 6 . 429 . 876 2 . 688 2 25 . 00 4 . 54 1 . 75 C3 . 1 . 2 3 8x2 . 5Z15 -4 . 938 6 . 458 . 765 21 . 583 2 25 . 00 . 00 1 . 75 C3 . 1 . 1 4 8x2. 5Z14 6 . 346 7 . 210 . 880 15 . 223 2 24 . 75 . 00 1 . 00 C3 . 1 . 1 PE 8x2 . 5Z14 - . 005 6. 330 . 001 . 000 2 . 25 . 25 1 . 00 C3 . 1 . 3 <------------SHEARS--------------> ; <---BENDING+SHEAR--> ; BAY ; SECTION ACTUAL ;ALLOW. ; ;DISTNCE ;LOAD; ;DISTANCE ; LOAD NO. ; SIZE ; (KIPS ) , (KIPS ) ; RATIO', (FEET) ; CASE , RATIO; ( FEET) ', CASE; ---- ' ------------ ' ------- ' ------ ' ------ ' ------ ' ' ------ ' -------- ' PE 8x2 . 5Z14 - . 133 4 . 712 . 028 . 917 2 . 001 . 917 2 1 8x2 . 5Z14 -1 . 786 4 . 712 . 379 21 . 396 2 . 678 9 . 239 2 2 8x2 . 5Z15 1 . 569 3 . 352 . 468 2 . 688 2 . 980 2 . 688 2 3 8x2 . 5Z15 -1 . 483 3 . 352 . 442 21 . 583 2 . 780 21 . 583 2 4 8x2 . 5Z14 1 . 844 4 . 712 . 391 2. 688 2 . 775 15 . 223 2 PE 8x2. 5Z14 . 036 4 . 712 . 008 . 000 2 . 000 . 000 2 RIEGER ( 80X10OX20 ) PAGE: C4 13 : 30 : 11 JOB NO: 08010020 2- 5-99 ROOF DESIGN SYSTEM ------------------ ------------------ ***** MAIN BUILDING ROOF PURLIN DESIGN ***** TYPICAL ROOF PURLIN DESIGN (LEVELS : 3 TO 9 ) D E S I G N S U M M A R Y ---------------------------- ---------------------------- AVG SPACING O 4 . 8958 FEET ------------------------ <------------DEFLECTIONS-----------> BAY; SECTION ; ACTUAL DEFL. ; DISTANCE ; LOAD NO. ; SIZE ; ( INCH) RATIO ; (FEET) ; CASE - --- ' ------------ ' --------- ' ---------- ' PE 8x2 . 5Z14 - . 219 50 . 000 2 1 8x2. 5Z14 1 . 515 191 10. 212 2 2 8x2 . 5Z15 . 510 588 13 . 681 2 3 8x2 . 5Z15 . 419 715 10 . 941 2 4 8x2 . 5Z14 1 . 722 172 14 . 220 2 PE 8x2 . 5Z14 - . 066 45 . 250 2 LOAD CASE LOAD COMBINATION --------- -------------------- 1 DL + LL + COL 2 DL + SL + COL 3 DL + WL (UPLIFT) 4 LL (DEFLECTION) 5 SL (DEFLECTION) i i RIEGER (80X100X20 ) PAGE: D1 13 : 30 : 39 JOB NO: 08010020 2- 5-99 SIDEWALL DESIGN SYSTEM ---------------------- ---------------------- ***** MAIN BUILDING SIDEWALL STRUCTURE DESIGN ***** BUILDING LENGTH (FT) . . : 100 . 00 FRONT SW HEIGHT (FT) . . : 20 . 00 BACK SW HEIGHT (FT) . . : 20. 00 NO. OF BAYS . . . . . . . . . . . . 4 BAY SPACINGS (FT) . . . . . : 25 . 00 25 . 00 25 . 00 25 . 00 DESIGN CODE. . . . . . . . . . . : 1986 AISI WITH 1989 ADDENDUM BUILDING CODE. . . . . . . . . : UBC97 EXPOSURE CODE . . . . . . . . . : C OPEN CONDITION. . . . . . . . : ENCLOSED USE CATEGORY. . . . . . . . . . : 4 WIND IMP. FACTOR. . . . . . : 1 . 00 WIND VELOCITY (MPH) . . . : 80 .00 WIND LOAD (PSF) . . . . . . . : 16. 38 EDGE STRIP WIDTH (FT) . : 8 . 00 MEAN ROOF HEIGHT (FT) . : 21 . 67 WIND COEFFICIENTS AND APPLICATIONS : GIRT NUMBER: 1 ELEVATION. . . . : 7 . 333 FT. TRIB . AREA. . . : 208 . 333 SQ. FT FACTOR, Ce . . . : 1 . 150 LOCATION ZONE Cq W(psf ) INT. ZONE PRESSURE. : . 900 16 . 957 INT. ZONE SUCTION. . : - . 900 -16. 957 COR. ZONE PRESSURE. : . 900 16 . 957 COR. ZONE SUCTION. . : -. 900 -16. 957 PANEL GAGE & TYPE. . . . . : 26g PBR36 GIRT TYPE . . . . . . . . . . . . . : Z-BYPASS CONTINUOUS GIRT DEPTH ( IN ) . . . . . . . : 8 . 00 NO. OF GIRT LEVELS . . . . : 2 GIRT SPACES (FT) . . . . . . : 7 . 333 13 . 000 BASE TYPE. . . . . . . . . . . . . : BASE ANGLE WALL PANEL ANALYSIS . PANEL TYPE: PBR36 GAGE: 26 --------------------------------------------------- PANEL BASE TOP LOAD SUPPORT MOMENT MID-SPAN MOMENT DEFLECTIONS ZONE ELV. ELV. COMB ACTUAL ALLOW. ACTUAL ALLOW. ACTUAL RATIO -------- (FT) (FT) ------- (FT-LB ) (FT-LB) (FT-LB) (FT-LB) ( INCH) ----- INTERIOR . 00 19 . 83 WIND SU 96. 54 218 . 00 -95 . 98 277 . 00 . 48 183 INTERIOR . 00 19 . 83 WIND PR -96. 54 277 .00 95 . 98 218 . 00 . 48 183 RIEGER ( 80X100X20 ) PAGE: D2 13 : 30 : 39 JOB NO: 08010020 2- 5-99 SIDEWALL DESIGN SYSTEM ---------------------- ---------------------- ***** MAIN BUILDING SIDEWALL GIRT DESIGN ***** GIRT LEVEL 1 OF 2 ELEVATION 7 . 33 ' D E S I G N S U M M A R Y ---------------------------- ---------------------------- AVG SPACING @ 6 . 5000 FEET ------------------------- MEMBER LAYOUT ------------- BAY LENGTH MEMBER LT LAP RT LAP INFLECTION POINTS NO. OF NO. ( FT) SIZE ( FT) (FT) (FEET) SAG ANGLES ---- ------- ------------ ------ ------ ------------------ ---------- GE . 9166 8x2 . 5Z15 . 0000 . 0000 . 0000 . 0454 0 2 24 . 0834 8x2 . 5Z15 . 0000 1 . 3333 . 0468 18 . 4167 0 3 25 . 0000 8x2. 5Z15 1 . 3333 1 . 3333 6. 8620 19 . 8554 0 4 25 . 0000 8x2 . 5Z15 1 . 3333 1 . 3333 5 . 2223 17 . 8770 0 5 24 . 7500 8x2 . 5Z15 1 . 3333 . 0000 5 . 6951 24 . 7467 0 GE . 2500 8x2 . 5Z15 . 0000 . 0000 . 1672 . 2500 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- -----------MOMENTS--------------> ; <-----DESIGN FACTORS----> ,, BAY ; SECTION ACTUAL ;ALLOW. ; ;DISTNCE ; LOAD; LX ; LY ; CB ; AISI ; NO. ; SIZE (K-FT) ; (K-FT) ; RATIO; ( FEET) ; CASE ; (FT) ; ( FT) ; FACT. ; SECT. , ---- ' ' ------ ' ------ ------ ' ' ----- � GE 8x2 . 5Z15 - . 046 8 . 610 . 005 . 917 2 . 92 . 87 1 . 75 C3 . 1 . 1 2 8x2 . 5Z15 -5 . 420 8 . 610 . 629 22 . 750 2 24 . 08 . 00 1 . 75 C3 . 1 . 1 3 8x2 . 5Z15 -5 . 639 8 . 093 . 697 1 . 333 2 25 . 00 5 . 53 1 . 75 C3 . 1 . 2 4 8x2 . 5Z15 -5 . 884 7 . 951 . 740 23 . 667 2 25 . 00 5 . 79 1 . 75 C3 . 1 . 2 5 8x2 . 5Z15 -5 . 002 7 . 458 . 671 15 .078 1 24 . 75 19 . 05 1 . 00 C3 . 1 . 3 GE 8x2 . 5Z15 - . 003 7 . 458 . 000 .000 2 . 25 . 17 1 . 00 C3 . 1 . 3 <------------SHEARS--------------> ; <---BENDING+SHEAR--> ; BAY ; SECTION ; ACTUAL ;ALLOW. ; ;DISTNCE ; LOAD; ;DISTANCE ; LOAD NO. ; SIZE ; ( KIPS ) , (KIPS) ; RATIO; (FEET H CASE ; RATIO; (FEET) ; CASE; ' ------------ ' ------- ' ------ ' ' ------ ' ' ------ ' -------- � GE 8x2 . 5Z1S - . 101 4 . 470 . 023 . 917 2 . 001 . 917 2 2 8x2 . 5Z15 -1 . 487 4 . 470 . 333 22. 750 2 . 507 22 . 750 2 3 8x2. 5Z15 1 . 325 4 . 470 . 297 1 . 333 2 . 517 1 . 333 2 4 8x2 . 5Z15 -1 . 336 4 . 470 . 299 23 . 667 2 . 556 23 . 667 2 5 8x2 . 5Z15 1 . 528 4 . 470 . 342 1 . 333 2 . 544 1 . 333 2 GE 8x2. 5Z15 . 028 4 . 470 . 006 .000 2 . 000 . 000 2 RIEGER ( 80X100X20 ) PAGE: D3 13 : 30 : 39 JOB NO: 08010020 2- 5-99 SIDEWALL DESIGN SYSTEM ---------------------- ---------------------- ***** MAIN BUILDING SIDEWALL GIRT DESIGN ***** GIRT LEVEL 1 OF 2 ELEVATION 7 . 33 ' D E S I G N S U M M A_ R Y AVG SPACING Q 6 . 5000 FEET ------------------------- <------------DEFLECTIONS-----------> : BAY,' SECTION ACTUAL ; DEFL. ; DISTANCE ; LOAD NO. ; SIZE ; ( INCH) ; RATIO ; (FEET) ; CASE ; ---- ' ----------- ' -------- ' --------- ' --------- ' , GE 8x2 . 5Z15 - . 192 57 . 000 2 2 8x2 . 5Z15 1 . 347 215 10. 386 2 3 8x2 . 5Z15 . 435 690 13 . 563 2 4 8x2. 5Z15 . 374 802 11 . 437 2 5 8x2 . 5Z15 1 . 549 192 14 . 060 2 GE 8x2 . 5Z15 - . 059 51 . 250 2 LOAD CASE LOAD COMBINATION --------- -------------------- 1 WIND SUCTION 2 WIND PRESSURE . 1 _ 1 _1 J J J J RIEGER ( 80X100X20 ) PAGE: E1 13 : 30 : 50 JOB NO: 08010020 2- 5-99 ENDWALL DESIGN SYSTEM --------------------- ***** MAIN BUILDING LEFT ENDWALL STRUCTURE DESIGN ***** EW FRAMING TYPE. . . . . . : RF:EXPANDBLE BUILDING WIDTH (FT) . . : 80. 00 NO. OF EW BAYS . . . . . . . : 3 EW BAY SPACINGS ( FT) : 9 . 75 60 . 50 9 . 75 BUILDING LENGTH. . . . . . : 100 . 00 FT. FRONT EAVE HEIGHT. . . . : 20. 00 FT. BACK EAVE HEIGHT. . . . : 20 .00 FT. FRONT ROOF SLOPE. . . . . : 1 .00 /12 . BACK ROOF SLOPE. . . . . : 1 . 00 /12. NO. OF SW BAYS . . . . . . . : 4 SW BAY SPACINGS (FT) : 25 . 00 25 . 00 25 . 00 25 . 00 DESIGN CODE . . . . . . . . . . : 1986 AISI WITH 1989 ADDENDUM BUILDING CODE . . . . . . . . : UBC97 EXPOSURE CODE. . . . . . . . : C OPEN CONDITION. . . . . . . : ENCLOSED USE CATEGORY. . . . . . . . . : 4 WIND IMP. FACTOR. . . . . : 1 . 00 SNOW IMP. FACTOR. . . . . : 1 . 00 GROUND SNOW LOAD. . . . . : 38 . 57 PSF ROOF SNOW LOAD. . . . . . . : 27 . 00 PSF ROOF LIVE LOAD. . . . . . . : 20 . 00 PSF LIVE LOAD ON FRAMING. : 27 .00 PSF DEAD LOAD. . . . . . . . . . . . . 1 . 84 PSF COLLATERAL LOAD. . . . . . : 1 . 00 PSF WIND VELOCITY. . . . . . . . : 80 . 00 MPH WIND LOAD. . . . . . . . . . . . : 16 . 38 PSF EDGE STRIP WIDTH. . . . . : 8 . 00 FT. MEAN ROOF HEIGHT. . . . . : 21 . 67 FT. RIEGER ( 80X10UX20 ) PAGE: E2 13 : 30 : 50 JOB NO: 08010020 2- 5-99 ENDWALL DESIGN SYSTEM --------------------- --------------------- ***** MAIN BUILDING LEFT ENDWALL STRUCTURE DESIGN ***** WIND COEFFICIENTS AND APPLICATIONS : GIRT NUMBER: 1 ELEVATION . . . . : 7 . 333 FT. TRIB. AREA. . . : 59 . 041 SQ.FT FACTOR, Ce . . . : 1 . 150 LOCATION ZONE Cq W( psf ) INT. ZONE PRESSURE . : 1 . 037 19 . 530 INT. ZONE SUCTION. . : -1 . 037 -19 . 530 COR. ZONE PRESSURE. : 1 . 037 19 . 530 COR. ZONE SUCTION. . : -1 . 064 -20 .049 WIND COEFFICIENTS AND APPLICATIONS : GIRT NUMBER: 2 ELEVATION. . . . : 13 . 000 FT. TRIB. AREA. . . : 71 . 910 SQ. FT FACTOR, Ce . . . : 1 . 150 LOCATION ZONE Cq W(psf ) INT. ZONE PRESSURE . : . 994 18 . 722 INT. ZONE SUCTION. . : - . 994 -18 . 722 COR. ZONE PRESSURE. : . 994 18 . 722 COR. ZONE SUCTION. . : - . 994 -18 . 722 PANEL GAGE & TYPE. . . . : 26g PBR36 GIRT TYPE. . . . . . . . . . . . : Z-FLUSH SIMPLE GIRT DEPTH ( IN) . . . . . . : 8 . 000 NO. OF GIRT LAVELS . . . : 2 GIRT SPACES ( FT) . . . . . : 7 . 333 13 . 000 BASE TYPE . . . . . . . . . . . . : BASE ANGLE NO. OF OPENING. . . . . . . : 1 DIST. FROM SW #1 WIDTH HEIGHT ( FT) (FT) (FT) 10 .00 60 . 00 20 . 00 WALL PANEL ANALYSIS . PANEL TYPE: PBR36 GAGE: 26 --------------------------------------------------- PANEL BASE TOP LOAD SUPPORT MOMENT MID-SPAN MOMENT DEFLECTIONS ZONE ELV. ELV. COMB ACTUAL ALLOW. ACTUAL ALLOW. ACTUAL RATIO -------- ( FT) (FT) ------- ( FT-LB) (FT-LB) (FT-LB) (FT-LB) ( INCH) ----- INTERIOR . 00 19 . 83 WIND SU 96 . 54 218 . 00 -95 . 98 277 .00 . 48 183 INTERIOR . 00 19 . 83 WIND PR -96 . 54 277 .00 95 . 98 218 . 00 . 48 183 INTERIOR . 00 20 . 65 WIND SU 114 . 53 218 . 00 -118 . 50 277 . 00 . 65 141 INTERIOR . 00 20 . 65 WIND PR -114 . 53 277 . 00 118 . 50 218 . 00 . 65 141 INTERIOR . 00 23 . 17 WIND SU 211 . 63 218 . 00 -205 . 74 277 .00 1 . 97 61 INTERIOR . 00 23 . 17 WIND PR -211 . 63 277 . 00 205 . 74 218 . 00 1 . 97 61 RIEGER ( 80X100X20 ) PAGE: E3 13 : 30 : 50 JOB NO: 08010020 2- 5-99 ENDWALL DESIGN SYSTEM --------------------- --------------------- ***** MAIN BUILDING LEFT ENDWALL GIRT DESIGN ***** GIRT LEVEL 1 OF 2 ELEVATION 7 . 33 ' D E S I G N S U M M A R Y ---------------------------- ---------------------------- AVG SPACING @ 6 . 5000 FEET ------------------------- MEMBER LAYOUT ------------- BAY LENGTH MEMBER LT LAP RT LAP INFLECTION POINTS NO. OF NO. ( FT) SIZE (FT) (FT) (FEET) SAG ANGLES ---- ------- ----------- ------ ------ ------------------ ---------- 1 9 . 0833 8x2 . 5Z15 . 0000 . 0000 . 0000 9 . 0833 0 2 9 .0833 8x2 . 5Z15 . 0000 . 0000 . 0000 9 . 0833 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- <-----------MOMENTS--------------> ; <-----DESIGN FACTORS----> ; BAY ; SECTION ACTUAL ; ALLOW. ; ;DISTNCE ;LOAD; LX ; LY ; CB ; AISI NO. ; SIZE (K-FT) ; (K-FT) ; RATIO; (FEET) ;CASE ; (FT) ; ( FT) ; FACT. ; SECT. ; ---- ' -------- ' t 1 1 ------ I I I 1 1 t 1 8x2. 5Z15 -1 . 341 7 . 458 . 180 4. 542 1 9 . 08 9 . 08 1 . 00 C3 . 1 . 3 2 8x2 . 5Z15 -1 . 341 7 . 458 . 180 4 . 542 1 9 . 08 9 . 08 1 . 00 C3 . 1 . 3 <------------SHEARS--------------> ; <---BENDING+SHEAR--> ; BAY; SECTION ACTUAL ;ALLOW. ; ;DISTNCE ; LOAD; ;DISTANCE ; LOAD; NO. ,' SIZE (KIPS ) ,' (KIPS) ; RATIO,' (FEET) ,' CASE ; RATIO; (FEET) ;CASE ; ---- I t 1 I 1 1 1 1 1 8x2 . 5Z15 - . 591 4 . 470 . 132 . 000 1 . 024 4 . 542 1 2 8x2 . 5Z15 . 591 4 . 470 . 132 9 . 083 1 . 024 4 . 542 1 <------------DEFLECTIONS-----------> ; BAY ; SECTION ; ACTUAL ; DEFL. ; DISTANCE ; LOAD ; NO. ; SIZE ; ( INCH) ; RATIO ; ( FEET) ; CASE ; -- ---- ' ----------- ' ------- ' --------- ' ---------- ' ------ ' 1 1 I I 1 1 1 8x2 . 5Z15 - . 072 1521 4 . 542 1 2 8x2. 5Z15 - . 072 1521 4 . 542 1 LOAD CASE LOAD COMBINATION --------- -------------------- 1 WIND SUCTION 2 WIND PRESSURE RIEGER ( 80X10UX20 ) PAGE: E4 13 : 30 : 51 JOB NO: 08010020 2- 5-99 ENDWALL DESIGN SYSTEM --------------------- --------------------- ***** MAIN BUILDING LEFT ENDWALL GIRT DESIGN ***** GIRT LEVEL 2 OF 2 ELEVATION 13 . 00 ' D E S I G N S U M M A R Y ---------------------------- ---------------------------- AVG SPACING 9 7 . 9167 FEET ------------------------- MEMBER LAYOUT ------------- BAY LENGTH MEMBER LT LAP RT LAP INFLECTION POINTS NO. OF NO. ( FT) SIZE (FT) (FT) (FEET) SAG ANGLES ---- ------- ------------ ------ ------ ------------------ ---------- 1 9 . 0833 8x2 . 5Z15 . 0000 . 0000 . 0000 9. 0833 0 2 9 . 0833 8x2 . 5Z15 . 0000 . 0000 . 0000 9 . 0833 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- <-----------MOMENTS--------------> ; <-----DESIGN FACTORS----> , BAY ; SECTION ; ACTUAL ; ALLOW. ; ;DISTNCE; LOAD; LX ; LY ; CB ; AIS1 ; NO. ,' SIZE ; (K-FT) ; (K-FT) ; RATIO,' (FEET) ,CASE ; ( FT) ; (FT) ; FACT. ; SECT. ; ---- ' ------------ ' ----- ' ' ------ ' ---- ' 1 8x2 . 5Z15 -1 . 529 7 . 458 . 205 4 . 542 1 9 . 08 9 . 08 1 . 00 C3 . 1 . 3 2 8x2 . 5Z15 -1 . 529 7 . 458 . 205 4 . 542 1 9 . 08 9 . 08 1 . 00 C3 . 1 . 3 <------------SHEARS--------------> ; <---BENDING+SHEAR--> ; BAY; SECTION ; ACTUAL ;ALLOW. ; ;DISTNCE;LOAD; ;DISTANCE ;LOAD; NO. ,' SIZE ; (KIPS ) ; (KIPS ) ', RATIO,' (FEET) ; CASE ; RATIO; (FEET) ; CASE, ' ------------ ' ------- ' ------ ' ------ ' ------ ' ' ------ ' -------- ' 1 8x2 . 5Z15 . 673 4 . 470 . 151 . 000 2 . 032 4 . 542 2 2 8x2 . 5Z15 . 673 4 . 470 . 151 . 000 2 . 032 4 . 542 2 <------------DEFLECTIONS-----------> BAY ; SECTION ACTUAL ; DEFL. ; DISTANCE ; LOAD ; NO. ; SIZE ( INCH) ; RATIO ; (FEET) ; CASE -------- ' -------- ' --------- ' 1 8x2 . 5Z15 . 082 1334 4 . 542 2 2 8x2 . 5Z15 . 082 1334 4 . 542 2 LOAD CASE LOAD COMBINATION --------- -------------------- 1 WIND SUCTION 2 WIND PRESSURE RIEGER ( 80X100X20 ) PAGE: E5 13 : 30 : 51 JOB NO: 08010020 2- 5-99 ENDWALL DESIGN SYSTEM --------------------- --------------------- ***** MAIN BUILDING LEFT ENDWALL COLUMN DESIGN ***** D E S I G N S U M M A R Y ---------------------------- ---------------------------- COLUMN REACTIONS ---------------- APPLIED COLUMN # 2 ; COLUMN # 3 ; LOAD CASES AND ; HORIZ VERT ; HORIZ VERT COMBINATIONS ; (KIPS ) (KIPS ) ; (KIPS ) (KIPS ) ; ----------------- DL . 00 . 40 . 00 . 40 COL . 00 . 00 . 00 .00 LL . 00 . 00 . 00 .00 SL . 00 . 00 . 00 .00 WL+ 4 . 94 . 00 4 . 94 .00 WL- -3 . 33 . 00 -3 . 33 .00 DL + WL+ 4 . 94 . 40 4 . 94 . 40 DL + WL- -3 . 33 . 40 -3 . 33 . 40 DL + UBL + COL . 00 . 40 .00 . 40 DL + UBR + COL . 00 . 40 . 00 .40 RIEGER ( 80X100X20) PAGE: E6 13 : 30 : 51 JOB NO: 08010020 2- 5-99 ENDWALL DESIGN SYSTEM --------------------- --------------------- ***** MAIN BUILDING LEFT ENDWALL COLUMN DESIGN ***** D E S I G N S U M M A R Y ---------------------------- ---------------------------- COL. ; LOCS . ; ; LENGTH WEIGHT NO. ; ( FEET ) ; COLUMN SIZES (FEET ) (LBS ) ----- ; -------- ; -------------------------- ' 2 9 . 75 W 6X20 20 . 15 402 . 40 3 70 . 25 W 6X20 20 . 15 402 . 40 CONTROLLING DESIGN CALCULATIONS ------------------------------- COL. ; <---AXIAL---> ; <---BENDING---> :COMBINED: COL . ; LOCS . ; ACTUAL ; ALLOW. ;ACTUAL ALLOW. ;AXL+BEND;DISTNCE; LOAD ; NO. ; ( FEET ) ; (KIPS ) ; (KIPS ) ; (K-FT) ; (K-FT) ; RATIO ; (FEET H COMBINATION ; ----- ' ------ ' ' ------ ' ------- ' ------ ' ------- ' ------ ' --------------- ' 2 9 . 75 . 20 131 . 08 24 . 98 44 . 67 . 561 10 . 07 DL + WL+ 3 70. 25 . 20 131 . 08 24 . 98 44 . 67 . 561 10. 07 DL + WL+ COL. ; <------------------SHEAR FORCES----------------------> COL. LOCS . ; ACTUAL ; ALLOW. ; DISTANCE ;LOAD NO. (FEET) ; (KIPS ) ; (KIPS ) RATIO ; (FEET) ; COMBINATION - --- ; ------- ' -------- ' -------- ' ' ----------------- ' 2 9 . 75 -5 . 064 42 . 987 . 118 20 . 146 DL + WL+ 3 70. 25 -5 . 064 42 . 987 . 118 20 . 146 DL + WL+ COL. ; <----------------DEFLECTIONS-------------------> ; COL . ; LOCS . ; ACTUAL ; DISTANCE ; LOAD ; NO. ; (FEET) ,' ( INCH) D_RATIO ; (FFET) ;COMBINATION ; ----- ; ------- ; --------- ; --------- ' ---------- ' ---------------- ' 2 9 . 75 -1 . 021 237 10 . 073 DL + WL- 3 70 . 25 -1 . 021 237 10 . 073 DL + WL- RIEGER ( 80X100X20 ) PAGE: E7 13 : 30 : 52 JOB NO: 08010020 2- 5-99 ENDWALL DESIGN SYSTEM --------------------- --------------------- ***** MAIN BUILDING RIGHT ENDWALL STRUCTURE DESIGN ***** EW FRAMING TYPE. . . . . . : PB BUILDING WIDTH ( FT) . . : 80 . 00 NO. OF EW BAYS . . . . . . . : 4 EW BAY SPACINGS ( FT) 20 . 00 20 . 00 20 . 00 20 . 00 BUILDING LENGTH. . . . . . : 100 . 00 FT. FRONT EAVE HEIGHT. . . . : 20 . 00 FT. BACK EAVE HEIGHT. . . . : 20 . 00 FT. FRONT ROOF SLOPE. . . . . : 1 .00 /12. BACK ROOF SLOPE . . . . . : 1 . 00 / 12 . NO. OF SW BAYS . . . . . . . : 4 SW BAY SPACINGS (FT) 25 . 00 25 .00 25 . 00 25 . 00 DESIGN CODE. . . . . . . . . . : 1986 AISI WITH 1989 ADDENDUM BUILDING CODE . . . . . . . . : UBC97 EXPOSURE CODE. . . . . . . . : C OPEN CONDITION. . . . . . . : ENCLOSED USE CATEGORY. . . . . . . . . : 4 WIND IMP. FACTOR. . . . . : 1 . 00 SNOW IMP. FACTOR. . . . . : 1 . 00 GROUND SNOW LOAD. . . . . : 38 . 57 PSF ROOF SNOW LOAD. . . . . . . : 27 . 00 PSF ROOF LIVE LOAD. . . . . . . : 20 . 00 PSF LIVE LOAD ON FRAMING. : 27 . 00 PSF DEAD LOAD. . . . . . . . . . . . : 1 . 84 PSF COLLATERAL LOAD. . . . . . : 1 . 00 PSF WIND VELOCITY. . . . . . . . : 80. 00 MPH WIND LOAD. . . . . . . . . . . . : 16. 38 PSF I EDGE STRIP WIDTH. . . . . : 8 . 00 FT. MEAN ROOF HEIGHT . . . . . : 21 . 67 FT. ._l J RIEGER ( 80X10UX20 ) PAGE: E8 13 : 30 : 52 JOB NO: 08010020 2- 5-99 ENDWALL DESIGN SYSTEM --------------------- --------------------- ***** MAIN BUILDING RIGHT ENDWALL STRUCTURE DESIGN ***** WIND COEFFICIENTS AND APPLICATIONS : GIRT NUMBER: 1 ELEVATION. . . . : 7 . 333 FT. TRIG. AREA. . . : 125 . 666 SQ.FT FACTOR, Ce . . . : 1 . 150 LOCATION ZONE Cq W( psf ) INT. ZONE PRESSURE. : . 900 16 . 957 INT. ZONE SUCTION. . : - . 900 -16 . 957 COR. ZONE PRESSURE. : . 900 16. 957 COR. ZONE SUCTION. . : - . 900 -16 . 957 WIND COEFFICIENTS AND APPLICATIONS : GIRT NUMBER: 2 ELEVATION. . . . : 13 . 000 FT. TRIB . AREA. . . : 71 . 910 SQ.FT FACTOR, Ce . . . : 1 . 150 LOCATION ZONE Cq W(psf ) INT. ZONE PRESSURE. : . 994 18 . 722 INT. ZONE SUCTION. . : - . 994 -18 . 722 COR. ZONE PRESSURE. : . 994 18 . 722 COR. ZONE SUCTION. . : - . 994 -18 . 722 PANEL GAGE & TYPE. . . . : 26g PBR36 GIRT TYPE. . . . . . . . . . . . : Z-FLUSH SIMPLE GIRT DEPTH ( IN) . . . . . . : 8 . 000 NO. OF GIRT LAVELS . . . : 3 GIRT SPACES (FT) . . . . . : 7 . 333 13 . 000 18 . 000 BASE TYPE . . . . . . . . . . . . : BASE ANGLE WALL PANEL ANALYSIS . PANEL TYPE: PBR36 GAGE: 26 --------------------------------------------------- PANEL BASE TOP LOAD SUPPORT MOMENT MID-SPAN MOMENT DEFLECTIONS ZONE ELV. ELV. COMB ACTUAL ALLOW. ACTUAL ALLOW. ACTUAL RATIO -------- (FT) (FT) ------- ( FT-LB) (FT-LB) (FT-LB) (FT-LB) ( INCH) ----- INTERIOR . 00 19. 83 WIND SU 106 . 88 218 .00 -91 . 75 277 . 00 . 45 197 INTERIOR . 00 19. 83 WIND PR -106. 88 277 .00 91 . 75 218 . 00 . 45 197 INTERIOR . 00 21 . 50 WIND SU 107 . 18 218 .00 -91 . 63 277 . 00 . 45 197 INTERIOR . 00 21 . 50 WIND PR -107 . 18 277 .00 91 . 63 218 . 00 . 45 197 INTERIOR . 00 23 . 17 WIND SU 108 . 34 218 .00 -91 . 16 277 . 00 . 44 199 INTERIOR . 00 23 . 17 WIND PR -108 . 34 277 .00 91 . 16 218 . 00 . 44 199 RIEGER ( 80X100X20 ) PAGE: E9 13 : 30 : 52 JOB NO: 08010020 2- 5-99 ENDWALL DESIGN SYSTEM --------------------- --------------------- ***** MAIN BUILDING RIGHT ENDWALL GIRT DESIGN ***** GIRT LEVEL 1 OF 3 ELEVATION 7 . 33 ' D E S I G N S U M M A R Y ---------------------------- ---------------------------- AVG SPACING O 6 . 5000 FEET ------------------------- MEMBER LAYOUT ------------- BAY LENGTH MEMBER LT LAP RT LAP INFLECTION POINTS NO. OF NO. (FT) SIZE (FT) (FT) ( FEET) SAG ANGLES ---- ------- ------------ ------ ------ ------------------ ---------- 1 19 . 3333 8x2. 5Z15 . 0000 .0000 . 0000 19 . 3333 0 2 20 . 0000 8x2 . 5Z15 . 0000 . 0000 . 0000 20 . 0000 0 3 20 . 0000 8x2 . 5Z15 . 0000 . 0000 . 0000 20 .0000 0 4 19 . 3333 8x2 . 5Z15 . 0000 . 0000 . 0000 19 . 3333 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- -----------MOMENTS--------------> ; <-----DESIGN FACTORS----> ; BAY,' SECTION ; ACTUAL ;ALLOW. ; ;DISTNCE; LOAD', LX ; LY ; CB ; AISI ; NO. ', SIZE ' (K-FT) ; (K-FT) ; RATIO; (FEET) ;CASE', (FT) ; (FT) ; FACT. , SECT. ; , ---- ' ----------- ' ------ , , ------- , , ---- ' ---- , , 1 8x2. 5Z15 -5 . 150 7 . 458 . 691 9 . 667 1 19 . 33 19 . 33 1 . 00 C3 . 1 . 3 2 8x2 . 5Z15 -5 . 511 7 . 458 . 739 10 . 000 1 20. 00 20 . 00 1 . 00 C3 . 1 . 3 3 8x2 . 5Z15 -5 . 511 7 . 458 . 739 10. 000 1 20 . 00 20 . 00 1 . 00 C3 . 1 . 3 4 8x2 . 5Z15 -5 . 150 7 . 458 . 691 9 . 667 1 19 . 33 19 . 33 1 . 00 C3 . 1 . 3 i ; <------------SHEARS--------------> ; <---BENDING+SHEAR--> BAY ', SECTION ; ACTUAL ; ALLOW. ; ',DISTNCE : LOAD; ',DISTANCE ', LOAD; NO. ; SIZE (KIPS) ; (KIPS ) ', RATIO; ( FEET) ; CASE ; RATIO; ( FEET) ; CASE; ---- ' --------- ' ' ------ ' ------ ' ------- ' -------- ' 1 8x2. 5Z15 1 . 065 4 . 470 . 238 . 000 2 . 358 9 . 667 2 2 8x2. 5Z15 1 . 102 4 . 470 . 247 . 000 2 . 410 10 . 000 2 3 8x2 . 5Z15 1 . 102 4 . 470 . 247 . 000 2 . 410 10. 000 2 4 8x2 . 5Z15 -1 . 065 4 . 470 . 238 19 . 333 2 . 358 9 . 667 2 ', <------------DEFLECTIONS-----------> ; BAY ; SECTION ; ACTUAL ; DEFL. ; DISTANCE ; LOAD ; NO. ; SIZE ; ( INCH) ; RATIO ; (FEET) ; CASE ; ---- ; ------------ ; -------- ; --------- ; ---------- ; ------ ; 1 8x2 . 5Z15 1 . 247 186 9 . 667 2 2 8x2 . 5Z15 1 . 428 168 10 . 000 2 3 8x2 . 5Z15 1 . 428 168 10. 000 2 4 8x2. 5Z15 1 . 247 186 9 . 667 2 LOAD CASE LOAD COMBINATION --------- ------------------- 1 WIND SUCTION 2 WIND PRESSURE RIEGER (80X100X20 ) PAGE: E10 13 : 30 : 53 JOB NO: 08010020 2- 5-99 ENDWALL DESIGN SYSTEM --------------------- --------------------- ***** MAIN BUILDING RIGHT ENDWALL BEARING FRAME RAFTER DESIGN ***** D E S I G N S U M M A R Y ---------------------------- ---------------------------- MEMB NO ; MEMBER SIZE ; LENGTH ; WEIGHT ; -------- ' ------------------------ ' ------- ' -------- ' 1 W 8X10 40 . 14 404 . 29 2 W 8X10 40 . 14 404 . 29 OUTER & INNER FLANGE PURLIN BRACE LOCATIONS ------------------------------------------- LOCATIONS ARE FROM START (LEFT END) OF THE GIVEN SPAN SPAN (X: FLANGE BRACE S : SUPPORT POINT) 1 OF : . 000 4 . 896 9 . 792 14 . 687 19 . 583 20 . 069 IF : S S 2 OF: . 000 4 . 410 9 . 305 14 . 201 19 . 097 20 . 069 IF: S S 3 OF : . 000 . 972 5 . 868 10 . 764 15 . 660 20 . 069 IF : S S 4 OF: . 000 . 486 5 . 382 10 . 278 15 . 174 20 .069 IF: S S _ j _1 .J RIEGER ( 80X100X20 ) PAGE: E11 13 : 30 : 53 JOB NO: 08010020 2- 5-99 ENDWALL DESIGN SYSTEM --------------------- --------------------- ***** MAIN BUILDING RIGHT ENDWALL BEARING FRAME RAFTER DESIGN ***** D E S I G N S U M M A R Y ---------------------------- ---------------------------- CONTROLLING DESIGN CALCULATIONS ------------------------------- ------ ; <---------------------BENDING MOMENTS--------------------> ; SPAN ; ACTUAL ALLOW. ; ; DISTANCE ; LOAD NO. ; (K-FT) (K-FT) RATIO ; (FEET) ; COMBINATION 1 -17 . 0736 18 . 5903 . 9184 20 . 0693 DL + UBR + COL 2 -17 . 0736 17 . 3902 . 9818 . 0000 DL + UBR + COL 3 -17 . 0736 17 . 3902 . 9818 20 . 0693 DL + UBL + COL 4 -17 . 0736 18 . 5903 . 9184 . 0000 DL + UBL + COL ------ ; <--------------------------SHEAR-------------------------> ; SPAN ; ACTUAL ; ALLOW. ; ; DISTANCE ; LOAD NO. ; (KIPS) ; (KIPS ) ; RATIO ; ( FEET) ; COMBINATION ------ ; ---------- ; -------- ; -------- ; ---------- ; ------------------ ; 1 -4 . 6814 20 . 0000 . 1745 20 . 0693 DL + UBR + COL 2 4 . 2549 20 . 0000 . 1586 .0000 DL + UBR + COL 3 -4 . 2549 20 . 0000 . 1586 20 . 0693 DL + UBL + COL 4 4 . 6814 20 . 0000 . 1745 . 0000 DL + UBL + COL ------ ; <------------------DEFLECTIONS-------------------> ' SPAN ; ACTUAL ; ; DISTANCE ; LOAD ; NO. ; ( INCH) ; D_RATIO ; (FEET) ; COMBINATION ; ------ � ---- ----- - 1 . 7733 311 8 . 8305 DL + SL + COL 2 . 3181 757 11 . 2388 DL + UBR + COL 3 . 3181 757 8 . 8305 DL + UBL + COL 4 . 7733 311 11 . 2388 DL + SL + COL RIEGER ( 80X100X20 ) PAGE: E12 13 : 30 : 56 JOB NO: 08010020 2- 5-99 ENDWALL DESIGN SYSTEM --------------------- --------------------- ***** MAIN BUILDING RIGHT ENDWALL COLUMN DESIGN ***** D E S I G N S U M M A R Y ---------------------------- ---------------------------- COLUMN REACTIONS ---------------- APPLIED COLUMN # 1 ; COLUMN # 2 ; COLUMN # 3 : COLUMN # 4 LOAD CASES AND ; HORIZ VERT HORIZ VERT ; HORIZ VERT HORIZ VERT COMBINATIONS (KIPS ) (KIPS ) ; (KIPS ) (KIPS ) ; (KIPS ) (KIPS ) ; (KIPS ) (KIPS ) ; DL . 00 . 33 . 00 . 92 . 00 . 85 . 00 . 92 COL . 00 . 10 . 00 . 29 . 00 . 23 . 00 . 29 LL . 00 2 . 66 . 00 7 . 74 . 00 6 . 29 . 00 7 . 74 SL . 00 2 . 66 . 00 7 . 74 . 00 6 . 29 . 00 7 . 74 WL+ 1 . 35 -1 . 30 2 . 93 -3 . 79 3 . 18 -3 . 08 2 . 93 -3 . 79 WL- - . 91 -1 . 30 -1 . 98 -3 . 79 -2 . 14 -3 . 08 -1 . 98 -3. 79 DL + LL + COL . 00 3 . 09 .00 8 . 94 . 00 7 . 38 . 00 8 . 94 DL + SL + COL . 00 3 . 09 . 00 8 . 94 . 00 7 . 38 . 00 8 . 94 DL + WL+ 1 . 35 - . 97 2. 93 -2 . 88 3 . 18 -2 . 23 2 . 93 -2 . 88 DL + WL- - . 91 - . 97 -1 . 98 -2 . 88 -2 . 14 -2 . 23 -1 . 98 -2 . 88 DL + SL + 1/2WL+ . 67 2 . 44 1 . 47 7 . 05 1 . 59 5 . 83 1 . 47 7 . 05 DL + SL + 1/2WL-+ - . 46 2 . 44 - . 99 7 . 05 -1 . 07 5 . 83 - . 99 7 . 05 DL + 1/2SL + WL+ 1 . 35 . 46 2 . 93 1 . 28 3 . 18 1 . 15 2 . 93 1 . 28 DL + 1/2SL + WL- - . 91 . 46 -1 . 98 1 . 28 -2 . 14 1 . 15 -1 . 98 1 . 28 DL + UBL + COL . 00 1 . 79 . 00 4 . 89 . 00 5 . 80 . 00 9 . 13 DL + UBR + COL . 00 3 . 06 . 00 9 . 13 . 00 5 . 80 . 00 4. 89 COLUMN REACTIONS ---------------- APPLIED COLUMN # 5 LOAD CASES AND ; HORIZ VERT COMBINATIONS (KIPS ) (KIPS ) ; -------------- DL . 00 . 33 COL . 00 . 10 LL . 00 2 . 66 SL . 00 2. 66 WL+ 1 . 35 -1 . 30 WL- - . 91 -1 . 30 DL + LL + COL . 00 3 .09 DL + SL + COL . 00 3 . 09 DL + WL+ 1 . 35 - . 97 DL + WL- - . 91 - . 97 DL + SL + 1/2WL+ . 67 2 . 44 DL + SL + 1/2WL-+ - . 46 2 . 44 DL + 1/2SL + WL+ 1 . 35 .46 DL + 1/2SL + WL- - . 91 . 46 9 DL + UBL + COL . 00 3 . 06 DL + UBR + COL . 00 1 . 79 RIEGER ( 80X100X20 ) PAGE: E13 13 : 30 : 56 JOB NO: 08010020 2- 5-99 ENDWALL DESIGN SYSTEM --------------------- --------------------- ***** MAIN BUILDING RIGHT ENDWALL COLUMN DESIGN ***** D E S I G N S U M M A R Y ---------------------------- ---------------------------- COL . ; LOCS . ; ; LENGTH ; WEIGHT NO. ; (FEET) ; COLUMN SIZES ; ( FEET ) ; ( LBS ) ; ----- ; -------- ; -------------------------- ; -------- ; -------- ; 1 . 00 8x3C14 19 . 33 73 . 08 2 20 . 00 BB8x3C14 21 . 00 158 . 76 3 40 . 00 BB8x3C12 22 . 67 237 . 55 4 60 . 00 BB8x3C14 21 . 00 158 . 76 5 80 . 00 8x3C14 19 . 33 73 . 08 CONTROLLING DESIGN CALCULATIONS ------------------------------- COL . ; <---AXIAL---> : <---BENDING---> : COMBINED: ; COL . LOCS . ; ACTUAL ; ALLOW. : ACTUAL ; ALLOW. ; AXL+BEND;DISTNCE ; LOAD NO. ; ( FEET) ; (KIPS ) ; (KIPS ) : ( K-FT) ; (K-FT) ; RATIO ; ( FEET) ; COMBINATION ----- ------- ------ ------ ------- -------- ------- ----------------- , 1 . 00 -1 . 00 46 . 85 6 . 01 7 . 89 . 783 6 . 96 DL + WL+ 2 20 . 00 -2 . 96 93 . 66 15 . 49 18 . 65 . 862 10 . 50 DL + WL+ 3 40 . 00 -2 . 35 129 . 80 18 . 14 25 . 57 . 728 11 . 33 DL + WL+ 4 60 . 00 -2 . 96 93 . 66 15 . 49 18 . 65 . 862 10 . 50 DL + WL+ 5 80 . 00 -1 . 00 46 . 85 6 . 01 7 . 89 . 783 6. 96 DL + WL+ COL . ; <------------------SHEAR FORCES----------------------> : COL . ; LOCS . ; ACTUAL ; ALLOW. ; : DISTANCE :LOAD NO. ; (FEET ) ; (KIPS ) : (KIPS ) : RATIO ( FEET) :COMBINATION ---- -------- ' ------- ' --- ------- ' ---------------- ' 1 . 00 -1 . 378 6. 207 . 222 19 . 333 DL + 1/2SL + WL+ 2 20 . 00 -3 . 027 6 . 207 .488 21 . 000 DL + 1/2SL + WL+ 3 40 . 00 -3 . 306 16 . 411 . 201 22 . 667 DL + 1/2SL + WL+ 4 60 . 00 -3 .027 6 . 207 . 488 21 . 000 DL + 1/2SL + WL+ 5 80 . 00 -1 . 378 6 . 207 . 222 19 . 333 DL + 1/2SL + WL+ COL. ; <----------------DEFLECTIONS-------------------> ; COL . ; LOCS . ; ACTUAL ; ; DISTANCE :LOAD NO. ; ( FEET) ; ( INCH ) ; D_RATIO ; (FFET) : COMBINATION 1 .00 - . 918 253 9. 667 DL + 1/2SL + WL- 2 20 . 00 -1 . 278 197 10 . 500 DL + 1/2SL + WL- 3 40 . 00 -1 . 264 215 11 . 333 DL + 1/2SL + WL- 4 60 . 00 -1 . 278 197 10 . 500 DL + 1/2SL + WL- 5 80 . 00 - . 918 253 9 . 667 DL + 1/2SL + WL- RIEGER ( 80X100X20 ) PAGE: Fl 13 : 32 : 41 JOB NO: 08010020 2- 5-99 WIND BRACING DESIGN SYSTEM -------------------------- -------------------------- ***** EAVE STRUT DESIGN ***** DESIGN DATA BUILDING WIDTH. . . : 80 . 00 FT. BUILDING LENGTH. . : 100 . 00 FT. FRONT EAVE HEIGHT: 20 . 00 FT. BACK EAVE HEIGHT: 20 . 00 FT. FRONT ROOF SLOPE : 1 . 00 /12 . BACK ROOF SLOPE : 1 . 00 /12 . NUMBER OF BAYS . . . : 4 BAY SPACINGS . . . . . : 25 . 00 25 . 00 25 . 00 25 .00 DESIGN CODE. . . . . . : 1986 AISI WITH 1989 ADDENDUM BUILDING CODE. . . . : UBC97 EXPOSURE CODE. . . . : C OPEN CONDITION. . . : ENCLOSED USE CATEGORY . . . . . : 4 WIND IMP. FACTOR. : 1 .00 SNOW IMP. FACTOR. : 1 . 00 GROUND SNOW LOAD 38 . 57 PSF ROOF SNOW LOAD. . . : 27 . 00 PSF LIVE LOAD. . . . . . . . : 20 . 00 PSF DEAD LOAD. . . . . . . . : 1 . 00 PSF ( INCLUDES PANEL WT. ) COLLATERAL LOAD. . : 1 . 00 PSF WIND VELOCITY. . . . : 80 . 00 MPH WIND LOAD. . . . . . . . : 16. 38 PSF EDGE STRIP WIDTH : 8 . 00 FT. l MEAN ROOF HEIGHT : 21 . 67 FT. 1 . 1 ._1 _1 RIEGER ( 80X10OX20 ) PAGE: F2 13 : 32 : 41 JOB NO: 08010020 2- 5-99 WIND BRACING DESIGN SYSTEM -------------------------- -------------------------- ***** EAVE STRUT DESIGN ***** D E S I G N S U M M A R Y ---------------------------- ---------------------------- AVG. SPACING 2 .4479 ------------------------- MEMBER LAYOUT ------------- BAY LENGTH MEMBER LT LAP RT LAP INFLECTION POINTS NO. OF NO. (FT) SIZE (FT) (FT) (FEET) SAG ANGLES ---- ------- ------------ ------ ------ ------------------ ---------- 1 25 . 0000 8X5C14 . 0000 . 0000 .0000 25 . 0000 0 2 25 . 0000 8X5C14 . 0000 . 0000 . 0000 25 . 0000 0 3 25 . 0000 8X5C14 . 0000 . 0000 . 0000 25 . 0000 0 4 25 . 0000 8X5C14 . 0000 . 0000 . 0000 25 . 0000 0 CONTROLLING DESIGN CALCULATIONS ------------------------------- <-----------MOMENTS--------------> ; <-----DESIGN FACTORS----> BAY,' SECTION ; ACTUAL ;ALLOW. ', ;DISTNCE ; LOAD; LX ; LY ; CB ' AISI NO. ', SIZE ; (K-FT) ; (K-FT) ; RATIO; (FEET) ; CASE ,' (FT) ; (FT H FACT . ; SECT. ; ------- ' ------ ' ------ ' ----- ' ------ ' 1 8X5C14 . 383 8 . 882 .043 12 . 500 2 25 . 00 . 00 1 . 00 C3 . 1 . 3 2 8X5C14 . 383 1 . 214 . 315 12 . 500 2 25 . 00 .00 1 .00 C3 . 1 . 3 3 8X5C14 . 383 5 . 851 . 065 12. 500 2 25 . 00 . 00 1 . 00 C3 . 1 . 3 4 8X5C14 . 383 5 . 851 . 065 12. 500 2 25 . 00 . 00 1 . 00 C3 . 1 . 3 ,' <------------SHEARS--------------> ,' <---BENDING+SHEAR--> ; BAY ,' SECTION ; ACTUALIALLOW. : :DISTNCE ,' LOAD; ,'DISTANCE ,' LOAD: NO. ; SIZE ; (KIPS ) ', (KIPS ) ; RATIO,' (FEET) ; CASE,' RATIO; (FEET) ;CASE ; ' ------------ ' ------- ' ----- ' ----- ' ------ ' ' ------ ' -------- ' 1 8X5C14 . 061 4 . 712 . 013 . 000 1 . 001 12. 500 1 2 8X5C14 .061 4 . 712 . 013 . 000 1 . 001 12 . 500 1 3 8X5C14 . 061 4 . 712 . 013 . 000 1 . 001 12 . 500 1 4 8X5C14 .061 4 . 712 .013 . 000 1 . 001 12 . 500 1 RIEGER ( 80X100X20 ) PAGE: F3 13 : 32 : 41 JOB NO: 08010020 2- 5-99 WIND BRACING DESIGN SYSTEM -------------------------- -------------------------- ***** EAVE STRUT DESIGN ***** D E S I G N S U M M A R Y ---------------------------- ---------------------------- AVG. SPACING 2 . 4479 ------------------------- <------------DEFLECTIONS-----------> ; BAY; SECTION ; ACTUAL DEFL. ; DISTANCE ; LOAD ; NO. ; SIZE ; ( INCH ) ; RATIO ; (FEET) ; CASE ; ' ------------ ' ------- ' -------- ' ---------- ' ------ ' 1 8X5C14 . 086 3502 12 . 500 2 2 8X5C14 . 086 3502 12 . 500 2 3 8X5C14 . 086 3502 12 . 500 2 4 8X5C14 . 086 3502 12 . 500 2 LOAD CASE LOAD COMBINATION --------- -------------------- 1 DL + LL 2 DL + WL (UPLIFT) 3 LL (DEFLECTION) <--------------AXIAL + BENDING--------------> BAY SECTION SPAN LENGTH AXIAL FORCE BENDING MOMENT AT AXIAL + NUMBER SIZE ( FEET ) (KIPS ) (KIP-FT) DISTANCE BENDING ------------------------------------------------------------------------------ 1 8X5C14 25 . 0000 . 7348 . 3830 12 . 50 . 043 2 8X5C14 25 . 0000 9 . 9752 . 3830 12 . 50 . 315 3 8X5C14 25 . 0000 1 . 5073 . 3830 12 . 50 . 065 4 8X5C14 25 . 0000 1 . 5073 . 3830 12 . 50 . 065 --------------------------------------------------------7--------------------- J . 1 J J RIEGER ( 80X100X20 ) PAGE : F4 13 : 32 : 41 JOB NO: 08010020 2- 5-99 WIND BRACING DESIGN SYSTEM -------------------------- -------------------------- ***** ROOF STRUT LINE PURLIN ANALYSIS ***** f�STRUT LINE 2 LEVEL 3 BAY STRUT SAG SPAN LEN AXIAL FORCE BENDING MOMENT AT AXIAL + NUMBER DESIGNATION ANGLE (FEET) (KIPS ) (KIP-FT) DISTANCE BENDING ------------------------------------------------------------------------------ 1 8x2 . 5Z14 0 25 . 0000 4 .4077 -4 . 4022 8 . 62 . 381 2 8x2 . 5Z15 0 25 . 0000 6 . 9199 3 . 0773 3 . 42 . 425 3 8x2 . 5Z15 0 25 .0000 . 0000 3 . 0773 21 . 58 . 204 4 8x2 . 5Z14 0 25 . 0000 .0000 -4 . 4022 16. 38 . 304 ------------------------------------------------------------------------------ STRUT LINE 3 LEVEL 5 BAY STRUT SAG SPAN LENH AXIAL FORCE BENDING MOMENT AT AXIAL + NUMBER DESIGNATION ANGLE (FEET) (KIPS ) (KIP-FT) DISTANCE BENDING ------------------------------------------------------------------------------ 1 8x2 . 5Z14 0 25 . 0000 . 0000 -4 . 4022 8 . 62 . 304 2 8x2 . 5Z15 0 25 . 0000 4 .0195 3 . 0773 3 . 42 . 316 3 8x2 . 5Z15 0 25 . 0000 2 . 6127 3 . 0773 21 . 58 . 267 4 8x2 . 5Z14 0 25 . 0000 2 . 6127 -4 . 4022 16 . 38 . 349 -------------------------------------------------------------------------------- - STRUT LINE 4 LEVEL 9 BAY STRUT SAG SPAN LEN AXIAL FORCE BENDING MOMENT AT AXIAL + NUMBER DESIGNATION ANGLE ( FEET) (KIPS ) (KIP-FT) DISTANCE BENDING ------------------------------------------------------------------------------- 1 8x2 . 5Z14 0 25 .0000 . 0000 -2 . 9775 8 . 62 . 206 2 8x2 . 5Z15 0 25 . 0000 1 . 7585 2 .0776 3 . 42 . 180 3 8x2 . 5Z15 0 25 . 0000 1 . 7585 2 . 0776 21 . 58 . 180 4 8x2 . 5Z14 0 25 . 0000 1 . 7585 -2 . 9775 16. 38 . 236 ------------------------------------------------------------------------------- RIEGER ( 80X100X20 ) PAGE : F5 13 : 32 : 41 JOB NO: 08010020 2- 5-99 WIND BRACING DESIGN SYSTEM -------------------------- -------------------------- ***** ROOF STRUT LINE PURLIN ANALYSIS ***** -STRUT LINE 5 LEVEL 5 BAY STRUT SAG SPAN LEN AXIAL FORCE BENDING MOMENT AT AXIAL + NUMBER DESIGNATION ANGLE (FEET) (KIPS ) (KIP-FT) DISTANCE BENDING ------------------------------------------------------------------------------ 1 8x2 . 5Z14 0 25 . 0000 . 0000 -4 . 4022 8 . 62 . 304 2 8x2 . 5Z15 0 25 . 0000 4 . 0195 3 . 0773 3 . 42 . 316 3 8x2 . 5Z15 0 25 . 0000 2 . 6127 3 . 0773 21 . 58 . 267 4 8x2 . 5Z14 0 25 . 0000 2 . 6127 -4 . 4022 16 . 38 . 349 ------------------------------------------------------------------------------ STRUT LINE 6 LEVEL 3 BAY STRUT SAG SPAN LEN AXIAL FORCE BENDING MOMENT AT AXIAL + NUMBER DESIGNATION ANGLE (FEET) (KIPS ) (KIP-FT ) DISTANCE BENDING ------------------------------------------------------------------------------ 1 8x2 . 5Z14 0 25 . 0000 4 . 4077 -4 . 4022 8 . 62 . 381 2 8x2 . 5Z15 0 25 . 0000 6 . 9199 3 . 0773 3 . 42 . 425 3 8x2 . 5Z15 0 25 . 0000 .0000 3 . 0773 21 . 58 . 204 4 8x2 . 5Z14 0 25 . 0000 . 0000 -4 . 4022 16 . 38 . 304 ----------------------------------------------------------------------------- - i _ 1 _ l . l .1 J RIEGER ( 80X100X20 ) PAGE: F6 13 : 32 : 41 JOB NO: 08010020 2- 5-99 WIND BRACING DESIGN SYSTEM -------------------------- -------------------------- ***** LONGITUDINAL BRACING DESIGN ***** STRUT FORCE NETWORK ANALYSIS BUILDING CODE UBC97 WIND PRESSURE COEFFICIENT: . 80 WIND VELOCITY. . . : 80 . 00 MPH WIND SUCTION COEFFICIENT : - . 50 USE CATEGORY 4 EXPOSURE CODE. . . . . . . . . . . . .0 WIND IMPORTANCE FACTOR. . . : 1 . 00 ROOF BRACE BAY *S 2 SIDEWALL SIDE 1 : BRACE BAY #S 2 SIDEWALL SIDE 2 : BRACE BAY #S 2 WIND DIRECTION FROM LEW WIND DIRECTION FROM REW ------------------------------ ------------------------------ BAY 1 BAY 4 BAY 1 BAY 4 APPLIED AXIAL APPLIED AXIAL APPLIED AXIAL APPLIED AXIAL STRUT COLUMN LOAD TO STRUT LOAD TO STRUT LOAD TO STRUT LOAD TO STRUT NO. LINE (KIPS ) (KIPS ) (KIPS ) (KIPS ) ----- ------ ----------------------------- ------------------------------ 1 BSW . 735 - . 942 - . 459 1 . 507 2 5 . 510 . 000 -3 . 443 . 000 3 . 000 -2 . 041 . 000 3 . 266 4 . 000 -2 . 198 . 000 3 . 517 5 .000 -2 . 041 . 000 3 . 266 6 5 . 510 . 000 -3 . 443 .000 7 FSW . 735 - . 942 - . 459 1 . 507 AXIAL FORCES (KIPS ) IN STRUTS FOR WIND FROM LEW --------------------------------------------------- STRUT COLUMN 1 2 3 4 NO. LINE 25 . 00FT 25 . 00FT 25 . 00FT 25 .00FT ----- ------ ---------------------------------------- 1 BSW . 735 9 . 385 - . 942 - . 942 2 5 . 510 8 . 650 . 000 . 000 3 . 000 1 . 099 -2 . 041 -2 . 041 4 . 000 . 000 -2 . 198 -2 . 198 5 . 000 1 . 099 -2 . 041 -2. 041 6 5 . 510 8 . 650 . 000 .000 7 FSW . 735 9 . 385 - . 942 - . 942 AXIAL FORCES (KIPS ) IN STRUTS FOR WIND FROM REW --------------------------------------------------- STRUT COLUMN 1 2 3 4 NO. LINE 25 . 00FT 25 .00FT 25 . 00FT 25 .00FT ----- ------ ---------------------------------------- 1 BSW - . 459 9 . 975 1 . 507 1 . 507 2 -3 . 443 5 . 024 . 000 . 000 3 . 000 5 . 024 3 . 266 3 . 266 4 . 000 3 . 517 3 . 517 3 . 517 5 . 000 5 . 024 3 . 266 3 . 266 6 -3 . 443 5 . 024 . 000 .000 7 FSW - . 459 9 . 975 1 . 5-0-7 1 . 507 RIEGER ( 80X100X20 ) PAGE : F7 13 : 32 : 41 JOB NO: 08010020 2- 5-99 WIND BRACING DESIGN SYSTEM ***** LONGITUDINAL BRACING DESIGN ***** DIAGONAL X-BRACE DESIGN ROOF BRACING AT BAY 2 : ------------------------------------------------------------------------------ STRUT COLUMN AT BRACING ACTUAL BOLT AXIAL ALLOW. NO. LINE DISTANCE SPAN LENGTH SHEAR FORCE FORCE BRACE ( FEET) (FEET) ( FEET) (KIPS) (KIPS ) (KIPS) SIZE ------------------------------------------------------------------------------ 1 BSW . 00 9 . 75 26 . 85 8 . 65 9 . 29 10 . 27 3/8"EHS 2 9 . 75 10 . 25 27 . 03 5 .02 5 . 43 7 . 47 5/16"EHS 3 20 . 00 20. 00 32 . 06 1 . 76 2 . 26 7 . 47 5/16"EHS 4 40 . 00 20 . 00 32 . 06 1 . 76 2 . 26 7 . 47 5/16"EHS 5 60 . 00 10 . 25 27 . 03 5 . 02 5 . 43 7 . 47 5/16"EHS 6 70 . 25 7 FSW 80 . 00 9 . 75 26 .85 8 . 65 9 . 29 10 . 27 3/8"EHS ------------------------------------------------------------------------------ WALL BRACING AT BAY 2 : ------------------------------------------------------------------------------ STRUT COLUMN AT BRACING ACTUAL BOLT AXIAL ALLOW. NO. LINE DISTANCE SPAN LENGTH SHEAR FORCE FORCE BRACE ( FEET) ( FEET) ( FEET) (KIPS ) (KIPS ) (KIPS) SIZE ------------------------------------------------------------------------------ 1 BSW . 00 7 FSW 80 . 00 .00-20 . 00 32 . 02 10 . 43 13 . 36 17 . 93 1/2"EHS . 00-20 . 00 32 . 02 10 . 43 13 . 36 17 . 93 1/2"EHS ----------------------------------------------------------------------------- RIEGER ( 80X10UX20 ) PAGE: F8 13 : 32 : 41 JOB NO: 08010020 2- 5-99 WIND BRACING DESIGN SYSTEM ***** TRANSVERSE BRACING DESIGN ***** RIGHT END WALL X-BRACE DESIGN BRACING AT BAY 2 : ----------------------------------------------------------------------------- ,- DISTANCE BRACING ACTUAL BOLT AXIAL ALLOW. BRACE REACTION ' IFROM FSW SPAN LENGTH SHEAR FORCE FORCE MAX UP MAX DN BRACE ( FEET) ( FEET) (FEET) (KIPS) (KIPS) (KIPS) (K) (K) SIZE -------------------------------------------------------------------------------- 20 . 00 20. 00 30 . 73 2. 88 4 . 43 7 . 47 -3 . 36 3 . 36 5/16"EHS ------------------------------------------------------------------------------ r 1 i i� RIEGER ( 80X100X20 ) PAGE: G1 13 : 32 : 41 JOB NO: 08010020 2- 5-99 BASIC FRAME GEOMETRY FRAME TYPE . . :RF (Un-Symmetrical ) FRAME LINES : 1 WIDTH . . . . . . . : 80 . 00 FT. BAY SPACING. : 25 . 00 FT. -------------------------------------------------------------------------------- LEFT SIDE RIGHT SIDE --------- ---------- EAVE HEIGHT ( FT) . . . . . . . . : 20 . 0000 20 . 0000 ROOF SLOPE ( IN/FT) . . . . . . : 1 . 0000 1 . 0000 PEAK OFFSET (FT) FROM. . . : 40 . 0000 40 . 0000 GIRT PROJECTION ( IN ) . . . . : 8 . 0000 8 . 0000 PURLIN PROJECTION ( IN) . . : 8 . 0000 8 . 0000 GIRT SPACINGS (FT) . . . . . . : 7 . 333SL 7 . 333SL 13 . 000SL 13 . 000SL PURLIN SPACINGS (FT) . . . . : 8@ 4 . 896 8@ 4 . 896 1@ . 972 1@ . 972 PURLIN BRACING LOCATIONS : LEFT SIDE: 1SL 2SL 4SL 6SL 8SL RIGHT SIDE : 1SL 2SL 4SL 6SL 8SL LEGENDS : S =ONE SIDE FB B =BOTH SIDE FB L =LIGHT SIZE H =HEAVEY SIZE G =BRACED BY GIRT * =INADEQUATE FB ------------------------------------------------------------------------------- LOCATIONS CLEARANCES (FT) ------------------------ --------------- VERTICAL AT LEFT KNEE: 16 . 30 VERTICAL AT RIGHT KNEE: 16 . 30 HORIZONTAL AT KNEE . . . . : 72 . 21 VERTICAL AT PEAK. . . . . . : 19 . 94 ------------------------------------------------------------------------------- FRAME WEIGHT SUMMARY: --------------------- EXTERIOR COLUMNS . . . . : 1294 . 97 LBS. RAFTERS . . . . . . . . . . . . . : 2266 . 37 LBS . INTERIOR COLUMNS . . . . : .00 LBS . TOTAL FRAME . . . . . . . . . : 3561 . 33 LBS. FLANGE BRACES . . . . . . . : 94 . 01 LBS . CONNECTION PLATES . . . : 271 .43 LBS . CONNECTION BOLTS . . . . : 30 . 16 LBS . GRAND TOTAL . . . . . . . . : 3956 . 94 LBS. ------------------------------------------------------------------------------ NUMBER OF CYCLES . . . . : 1 MAX. BENDING RATIO. . : . 94 MAX. SHEAR RATIO. . . . : . 79 HORZ . DEFL . RATIO. . . : 198 VERT. DEFL. RATIO. . . : 305 FLANGE YIELD STRESS : 50 . 00 KSI WEB YIELD STRESS . . . . : 50 . 00 KSI AISC SPECIFICATION. . : 9TH EDITION RIEGER ( 80X100X20 ) PAGE: G2 13 : 32 : 41 JOB NO: 08010020 2- 5-99 FRAME LOADING AND COMBINATIONS ------------------------------ ------------------------------ BUILDING CODE . . . . . . . . . : 1997 UBC USE CATEGORY. . . . . . . . . . : 4 SNOW IMPORTANCE FACTOR: 1 . 00 WIND IMPORTANCE FACTOR: 1 . 00 COASTAL ZONE. . . . . . . . . . : NO EXPOSURE. . . . . . . . . . . . . . . C FRAME LOCATION. . . . . . . . : INTERIOR ZONE OPEN WALL CONDITION . . . : ENCLOSED SEISMIC ZONE. . . . . . . . . . : 3 SOIL PROFILE TYPE. . . . . . . . . . . . . . . . . . . . . . Unknown SITE COEFFICIEN1.. . . . . . . . . . . . . . . . . . . : .00 STRUCTURAL SYSTEMS : MOMENT RESISTING FRAME - Ordinary moment frame of steel NUMERICAL COEFFICIENT. . . . . . . . . . . .Rw: 5 . 60 MAXIMUM ALLOWABLE DEFLECTION. . . . . . . : . 00 ANALYSIS PROCEDURE : Equivalent Lateral Force Procedure -------------------------------------------------------------------------------- LIVE LOAD. . . . . . . . . . . : 20 . 00 PSF DEAD LOAD. . . . . . . . . . . : 1 . 90 PSF COLLATERAL LOAD. . . . . : 1 . 00 PSF GROUND SNOW LOAD. . . . : 38 . 57 PSF ROOF SNOW LOAD. . . . . . : 27 . 00 PSF WIND VELOCITY. . . . . . . : 80 . 00 MPH WIND LOAD. . . . . . . . . . . : 16 . 38 PSF WIND LOAD APPLICATIONS : LOCATION AMOUNT (PSF ) . 00 ' TO 15 . 00 ' 17 . 37 15 . 00 ' TO 20 . 00 ' 18 . 51 20 .00 ' TO 25 . 00 ' 19. 50 AT MEAN ROOF HEIGHT 18 .84 WIND COEFFICIENTS : Cl C2 C3 C4 ------------------ ------- ------- ------- ------- WIND FROM LEFT: . 8000 -. 7000 - . 7000 - . 5000 WIND FROM RIGHT: . 8000 - . 7000 - . 7000 -. 5000 WIND FROM E.W. - . 7000 - . 7000 - . 7000 - . 7000 . 1 J `1 RIEGER ( 80X100X20) PAGE: G3 13 : 32 : 41 JOB NO: 08010020 2- 5-99 FRAME LOADING AND COMBINATIONS ------------------------------ ------------------------------ LOAD COMBINATIONS : ------------------ COMB # 1--> 1 . 00 X(DL+ LL+ COL ) COMB # 2--> 1 . 00 X(DL+ SL+ COL ) COMB # 3--> 1 . 00 X(DL+ WLL) COMB # 4--> 1 . 00 X(DL+ WLL+ COL ) COMB # 5--> 1 . 00 X(DL+ WLR) COMB # 6--> 1 .00 X(DL+ WLR+ COL ) COMB # 7--> 1 . 00 X(DL+ . 50SL+ WLL ) COMB # 8--> 1 .00 X(DL+ . 50SL+ WLL+ COL ) COMB # 9--> 1 . 00 X(DL+ . 50SL+ WLR) COMB #10--> 1 . 00 X(DL+ . 50SL+ WLR+ COL ) COMB #11--> 1 . 00 X(DL+ SL+ . 50WLL ) COMB #12--> 1 . 00 X(DL+ SL+ . 50WLL+ COL ) COMB #13--> 1 . 00 X(DL+ SL+ . 50WLR) COMB #14--> 1 . 00 X(DL+ SL+ . 50WLR+ COL ) COMB #15--> 1 . 00 X(DL+ WEW) COMB #16--> 1 .00 X( 1 . 20DL+ COL+ SEIL) COMB #17--> 1 . 00 X( . 90DL+ COL+ SEIL ) COMB #18--> 1 . 00 X( 1 . 20DL+ COL+ SEIR) COMB #19--> 1 . 00 X( . 90DL+ COL+ SEIR) _J J J J J I RIEGER (80X100X20 ) PAGE : G4 13 : 32 : 41 JOB NO: 08010020 2- 5-99 MEMBER SECTION DIMENSIONS ------------------------- ------------------------- ------------------------------------------ SECTION LENGTH -DEPTHS ( IN)- OUTER FLANGE WEB INNER FLANGE MAX. NAME (FT) START END ( IN ) ( IN ) ( IN) RATIO ------------------------------------------------------------------------------ LEFT SIDE EXT. COLUMN---> ---------- BL1A 10 . 00 10 . 00 27 . 18 6 . 0000 X . 2500 . 2500 6 . 0000 X . 5000 . 85 BL1B 6 . 30 27 . 18 38 . 00 6. 0000 X . 2500 . 2500 6 . 0000 X . 5000 . 88 RAFTER BEAM---> LP1A 6 . 80 39 . 51 30 . 00 6 . 0000 X . 2500 . 2500 6 . 0000 X . 3750 . 94 LP1B 9 . 71 30 . 00 16 . 40 6 . 0000 X . 2500 . 2500 6 . 0000 X . 3750 . 77 LPIC . 29 16. 40 16. 00 6. 0000 X . 3125 . 1495 6 . 0000 X . 2500 . 36 LP2A 9 . 71 16 . 00 23 . 88 6 . 0000 X . 3125 . 1495 6 . 0000 X . 2500 . 89 LP2B 10 . 00 23 . 88 32 . 00 6 . 0000 X . 3125 . 1495 6 . 0000 X . 2500 . 90 ------------------------------------------------------------------------------ RIGHT SIDE EXT. COLUMN---> ---------- BR1A 10 . 00 10 . 00 27 . 18 6 . 0000 X . 2500 . 2500 6 . 0000 X . 5000 . 85 BR1B 6 . 30 27 . 18 38 . 00 6 . 0000 X . 2500 . 2500 6 . 0000 X . 5000 . 88 RAFTER BEAM---> RP1A 6 . 80 39 . 51 30 . 00 6. 0000 X . 2500 . 2500 6 . 0000 X . 3750 . 94 RP1B 9 . 71 30 . 00 16 . 40 6. 0000 X . 2500 . 2500 6 . 0000 X . 3750 . 77 RP1C . 29 16 . 40 16 . 00 6 . 0000 X . 3125 . 1495 6. 0000 X . 2500 . 36 l RP2A 9 . 71 16 . 00 23 . 88 6 . 0000 X . 3125 . 1495 6. 0000 X . 2500 . 89 1 RP213 10 . 00 23 . 88 32 . 00 6 . 0000 X . 3125 . 1495 6 . 0000 X . 2500 . 90 ------------------------------------------------------------------------------ WEB SHEAR STIFFENER LOCATIONS : ------------------------------ LEFT EXT COL(BL ) : NONE REQD. LEFT RAFTER (LP) : NONE REQD. RIGHT EXT COL(BR) : NONE REQD. RIGHT RAFTER (RP) : NONE REQD. RIEGER ( 80X100X20 ) PAGE : G5 13 : 32 : 41 JOB NO: 08010020 2- 5-99 APPLIED AND ALLOWABLE FORCES ------------------------------------------- <-- FORCES --> ; <--- ALLOWABLES ----> ; STRESS RATIOS COMBINED , SECTION BENDING ; BENDING BENDING ; BENDING+AXIAL NAME AXIAL MOMENT; AXIAL OFL IFL ; AXIAL OFL IFL ; RATIO LOAD DIST (KIPS ) (K-FT) ; (KSI ) (KSI ) (KSI ) ; CASE ( FT) ------- ; -------------- ; --------------------- ; -------------- ; ------------------- BL1A -33 . 01 -187 . 24 15 . 74 30 . 00 30. 00 . 19 . 85 . 74 . 85 2 10 . 00 BL1B -32 . 80 -261 . 43 13 . 35 30 . 00 30 . 00 . 19 . 88 . 77 . 88 2 13 . 94 LP1A -24 . 98 -303 . 83 12 . 92 30 . 00 28 . 73 . 06 . 87 . 88 . 94 2 . 00 LP1B -24 . 36 -151 . 81 14 . 87 30 . 00 26. 71 . 07 . 63 . 69 . 77 2 6 . 80 LP1C 6 . 72 -31 . 16 40 . 00 40 .00 33 . 66 . 03 . 27 . 36 . 36 6 16 . 80 LP2A -21 . 55 105 . 89 15 . 49 28 . 75 30 . 00 . 20 . 69 . 72 . 89 2 26 . 51 LP2B -21 . 43 122 . 31 14 . 69 28 . 52 30 . 00 . 20 . 70 . 74 . 90 2 29 . 51 BR1A -33 . 01 -187 . 24 15 . 74 30. 00 30. 00 . 19 . 85 . 74 . 85 2 10 . 00 BR1B -32 . 80 -261 . 44 13 . 35 30 .00 30 . 00 . 19 . 88 . 77 . 88 2 13 . 94 RP1A -24 . 98 -303 . 84 12 . 92 30 . 00 28 . 73 .06 . 87 . 88 . 94 2 . 00 RP113 -24 . 36 -151 . 82 14 . 87 30 . 00 26 . 71 . 07 . 63 . 69 . 77 2 6 . 80 RP1C 6 . 72 -31 . 16 40 . 00 40 . 00 33 . 66 . 03 . 27 . 36 . 36 4 16 . 80 RP2A -21 . 55 105 . 89 15 . 49 28 . 75 30 . 00 . 20 . 69 . 72 . 89 2 26 . 51 RP213 -21 . 43 122 . 30 14 . 69 28 . 52 30 . 00 . 20 . 70 . 74 . 90 2 29 . 51 ------------------------------------------------------------- ----------------- ------------- SHEAR SHEAR SHEAR LOAD SECTION FORCES ALLOWABLE STRESS CASE DIST. NAME (KIPS ) (KIPS ) RATIO (FT) ------------------------------------------------- BL1A -18 . 69 49 . 12 . 38 2 10 .00 BL1B -18 . 81 34 . 86 . 54 2 16 . 30 LP1A 24 . 94 33 . 41 . 75 2 . 00 LP1B 19 . 58 44 . 22 . 44 2 6 . 80 LP1C 7 . 75 17 . 52 . 44 2 16 . 51 LP2A 14 . 17 17 . 97 . 79 2 16. 80 LP213 6 . 63 11 . 91 . 56 2 26 . 51 BRlA 18 . 69 49 . 12 . 38 2 10 . 00 BR1B 18 . 81 34 . 86 . 54 2 16 . 30 RP1A -24 . 94 33 . 41 . 75 2 . 00 RP1B -19 . 58 44 . 22 . 44 2 6 . 80 RP1C -7 . 75 17 . 52 . 44 2 16 . 51 RP2A -14 . 17 17 . 97 . 79 2 16. 80 RP2B -6 . 63 11 . 91 . 56 2 26. 51 ------------------------------------------------ i RIEGER ( 80X100X20 ) PAGE : G6 13 : 32 : 41 JOB NO: 08010020 2- 5-99 DEFLECTIONS AND CLEARANCES <-------- HORIZONTAL --------> VERTICAL LOADING LEFT RIGHT AT CONDITION KNEE KNEE PEAK ( IN ) ( IN) ( IN) ---------------------------------------------------------------------- DL - . 03 ( EH/7133 ) . 03 (EH/7131 ) - . 37 ( SPAN/2621 ) COL - . 01 (EH/9999 ) . 01 (EH/9999 ) - . 12 ( SPAN/8235 ) LL - . 21 (EH/1118 ) . 21 ( EH/1117 ) -2 . 33 ( SPAN/ 412) SL - . 29 (EH/ 828 ) . 29 (EH/ 828 ) -3 . 15 ( SPAN/ 305 ) WLL 1 . 21 ( EH/ 198 ) . 92 ( EH/ 261 ) 1 . 57 ( SPAN/ 612) WLR - . 92 (EH/ 261 ) -1 . 21 (EH/ 198 ) 1 . 57 ( SPAN/ 612 ) WEW . 12 (EH/2034 ) - . 12 ( EH/2033 ) 1 . 40 ( SPAN/ 688 ) SEIL . 57 ( EH/ 425 ) . 57 (EH/ 425 ) . 00 ( SPAN/9999 ) SEIR - . 57 (EH/ 425 ) - . 57 (EH/ 425 ) . 00 ( SPAN/9999 ) COMB # 1 - . 26 (EH/ 926 ) . 26 (EH/ 926 ) -2 . 81 ( SPAN/ 341 ) COMB # 2 - . 33 ( EH/ 718 ) . 33 ( EH/ 718 ) -3 . 63 ( SPAN/ 264 ) COMB # 3 1 . 18 (EH/ 204 ) . 95 (EH/ 252 ) 1 . 20 ( SPAN/ 798 ) COMB # 4 1 . 16 (EH/ 206 ) . 96 (EH/ 249 ) 1 . 09 ( SPAN/ 883 ) COMB # 5 - . 95 (Ell/ 252 ) -1 . 18 ( EH/ 204 ) 1 . 20 ( SPAN/ 798 ) COMB # 6 - . 96 ( EH/ 249 ) -1 . 17 ( EH/ 206 ) 1 . 09 ( SPAN/ 883 ) COMB # 7 1 . 03 (EH/ 233 ) 1 . 10 (EH/ 219 ) - . 37 ( SPAN/2591 ) COMB # 8 1 . 02 (EH/ 235 ) 1 . 11 (EH/ 217 ) - . 49 ( SPAN/1971 ) COMB # 9 -1 . 10 (EH/ 219 ) -1 . 03 (EH/ 233 ) - . 37 ( SPAN/2591 ) COMB #10 -1 . 11 (EH/ 217 ) -1 . 02 ( EH/ 235 ) - . 49 ( SPAN/1971 ) COMB #11 . 28 ( EH/ 854 ) . 78 (EH/ 306) -2 . 73 ( SPAN/ 352 ) COMB #12 . 27 (EH/ 887 ) . 79 (EH/ 302) -2 . 85 ( SPAN/ 337 ) COMB #13 - . 78 (EH/ 307 ) - . 28 (EH/ 854 ) -2 . 73 ( SPAN/ 352 ) COMB #14 - . 79 (EH/ 302 ) - . 27 (EH/ 888 ) -2 . 85 ( SPAN/ 337 ) COMB #15 . 08 (EH/2845 ) - . 08 ( EH/2844 ) 1 . 03 ( SPAN/ 933 ) COMB #16 . 51 ( EH/ 467 ) . 62 (EH/ 389 ) - . 56 ( SPAN/1726 ) COMB #17 . 52 (EH/ 458 ) . 61 (EH/ 396 ) - . 45 ( SPAN/2151 ) COMB *18 - . 62 (EH/ 389 ) - . 51 (EH/ 467 ) - . 56 ( SPAN/ 1726 ) COMB #19 - . 61 (EH/ 396 ) - . 52 (EH/ 458 ) - . 45 ( SPAN/2151 ) ---------------------------------------------------------------- MAX. HORIZONTAL DEFLECTION RATIO = 198 MAX. VERTICAL DEFLECTION RATIO = 264 MIDSPAN VERTICAL DEFLECTION FOR DL+LL ------------------------------------- MEMBER LP = . 26 INCHES MEMBER RP = . 26 INCHES ----------------------------------------------------------------- VERTICAL CLEARANCE AT LEFT KNEE = 16 . 30 FT VERTICAL CLEARANCE AT RIGHT KNEE = 16 . 30 FT HORIZONTAL CLEARANCE AT KNEE = 72. 21 FT VERTICAL CLEARANCE AT PEAK = 19 . 94 FT . I RIEGER ( 80X100X20 ) PAGE : G7 13 : 32 : 41 JOB NO: 08010020 2- 5-99 FRAME REACTIONS LEFT EH= 20 . 000 FT. LEFT RS 1 000/12 RIGHT EH= 20 . 000 FT. RIGHT RS : 1 . 000/12 DISTANCE TO PEAK FROM LEFT SIDE: 40 . 000 FT. L--------------P------ 80 . 00 ; HL ; ; HR --->B B<--- VL VR ---------------------------------------------- BUILDING ; COLUMN REACTIONS (KIPS ) ' LOADS ; ------------------------- HL ; VL ; HR ' VR ; ' ------ ' DL i 2 . 16 ,' 3 . 87 ,' 2 . 16 ,' 3 . 87 , COL ; . 68 : 1 . 00 : . 68 ; 1 . 00 ; LL ; 13 . 59 : 20 . 00 ,' 13 . 59 : 20 . 001' SL ; 18 . 34 ,' 27 .001 18 . 34 : 27 .00 , WLL -15 . 44 ,' -14 . 72 ; -3 . 67 : -11 . 66 WLR ; -3 . 67 : -11 . 66 ,' -15 . 44 : -14 . 72 WEW ; -5 . 71 ,' -13 . 19 : -5 . 71 ; -13 . 19 SEIL ; -1 . 991, - . 89 ; 1 . 991, . 89 SEIR ; 1 . 991, . 891' -1 . 99 ; - . 89 , COMB # 1 ; 16.43 : 24 . 871' 16. 43 ; 24 . 87 : COMB # 2 ; 21 . 18 ,' 31 . 87 ,' 21 . 18 : 31 . 87 : COMB # 3 ; -13 . 281' -10 . 85 ; -1 . 51 ; -7 . 79 : COMB # 4 ; -12 . 60 ,' -9 . 851' - . 83 ; -6. 79 ; COMB # 5 ; -1 . 51 : -7 . 79 : -13 . 281' -10 . 85 COMB # 6 ; - . 83 ,' -6 . 791' -12 . 60 : -9 . 85 ; COMB #15 ; -3 . 55 ,' -9 . 321' -3 . 55 , -9 . 321' ---------------------------------------------- LOAD COMBINATIONS : ------------------- COMB # 1--> 1 . 00 X(DL+ LL+ COL) COMB # 2--> 1 . 00 X(DL+ SL+ COL) COMB # 3--> 1 . 00 X(DL+ WLL ) COMB # 4--> 1 . 00 X(DL+ WLL+ COL) COMB # 5--> 1 . 00 X(DL+ WLR) COMB # 6--> 1 . 00 X(DL+ WLR+ COL) COMB #15--> 1 . 00 X(DL+ WEW) --------------------------------------------------------------- RIEGER ( 80X100X20 ) PAGE : G8 13 : 32 : 41 JOB NO: 08010020 2- 5-99 EXTERIOR COLUMN CONNECTION: <--------BASE PLATE----------> <-------ANCHOR BOLTS--------> WIDTH LENGTH THICK WELD NO. DIA. TYPE GAGE SPACE ( IN) ( IN) ( IN) ( IN ) ( IN ) ( IN ) LEFT COLUMN--> 6 . 00 10 . 75 . 5000 STD 4 . 88 STD 3 . 0 4 . 0 1 RIGHT COLUMN--> 6 . 00 10 . 75 . 5000 STD 4 . 88 STD 3 . 0 4 . 0 LEFT KNEE CONNECTION ---> : BOLT DIA= . 7500 IN. BOLT GAGE= 3 . 00 IN. ---------------------- ---------------------- WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS ( IN) ( IN) ( IN) TOP BOTTOM SPACER CONNECTION PL 6 . 000 45 . 813 . 5000 5 2 2 RAF. END FLANGE 6 . 000 . 2500 VERT. STIFFENER 2 . 875 25 . 250 . 3750 NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 2 2 2 2 2 0 SPACING 1 . 500 4 . 500 3 . 000 3 . 000 3 . 000 8 . 271 8 . 271 8 . 271 4 . 500 1 . 500 NO. BOLTS SPACING MINIMUM FILLET WELD SIZES (BOTH SIDES OF KNEE WEB) : AT RAFTER END FLANGE AND AT STIFFENERS . 1875 IN. AT RAFTER OUTER FLANGE AND AT JOINT PLATE : . 1875 IN . RIGHT KNEE CONNECTION ---> : BOLT DIA= . 7500 IN. BOLT GAGE= 3 . 00 IN . ______________________ WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS ( IN) ( IN) ( IN) TOP BOTTOM SPACER CONNECTION PL 6 . 000 45 . 813 . 5000 5 2 2 RAF. END FLANGE 6 . 000 . 2500 VERT. STIFFENER 2 . 875 25 . 250 . 3750 NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 2 2 2 2 2 0 SPACING 1 . 500 4 . 500 3 . 000 3 .000 3 . 000 8 . 271 8 . 271 8 . 271 4 . 500 1 . 500 NO. BOLTS SPACING MINIMUM FILLET WELD SIZES (BOTH SIDES OF KNEE WEB ) : AT RAFTER END FLANGE AND AT STIFFENERS . 1875 IN. AT RAFTER OUTER FLANGE AND AT JOINT PLATE: . 1875 IN. PEAK CONNECTION AT 40 . 00 FT. FROM LEFT STEEL LINE: BOLT DIA= . 7500 IN. BOLT GAGE : 3 . 0000 IN. ' WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS ( IN) ( IN) ( IN) TOP BOTTOM SPACER CONNECTION PL 6 .000 39 . 918 . 3750 2 5 1 ; NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 2 2 2 2 0 SPACING 1 . 500 4 . 500 9 . 459 9 . 459 3 . 000 3 . 000 3 . 000 4 . 500 1 . 500 r RIEGER ( 80X100X20 ) .PAGE : H1 13 : 32 : 41 JOB NO: 08010020 2- 5-99 BASIC FRAME GEOMETRY -------------------- FRAME TYPE. . :RF ( Symmetrical ) FRAME LINES : 2 3 4 WIDTH . . . . . . . : 80.00 FT. BAY SPACING. : 25 .00 FT. ----------------------------------------------------------- LEFT SIDE RIGHT SIDE --------- ---------- EAVE HEIGHT (FT) . . . . . . . . : 20 . 0000 20 . 0000 ROOF SLOPE ( IN/FT) . . . . . . : 1 . 0000 1 . 0000 PEAK OFFSET ( FT) FROM. . . : 40.0000 40 . 0000 GIRT PROJECTION ( IN) . . . . : 8 . 0000 8 . 0000 PURLIN PROJECTION ( IN) . . : 8 . 0000 8 . 0000 GIRT SPACINGS ( FT) . . . . . . : 7 . 333SL 7 . 333SL 13 . 000SL 13 . 000SL PURLIN SPACINGS (FT) . . . . : 8@ 4 . 896 8@ 4 . 896 PURLIN BRACING LOCATIONS : 1@ . 972 1@ . 972 LEFT SIDE: 1BL 2SL 4SL 6SL 8BL RIGHT SIDE: 1BL 2SL 4SL 6SL 8BL LEGENDS : S =ONE SIDE FB B =BOTH SIDE FB L =LIGHT SIZE H =HEAVEY SIZE G =BRACED BY GIRT * =INADEQUATE FB --------------------------------------------------------- LOCATIONS CLEARANCES ( FT) ------------------------ --------------- VERTICAL AT LEFT KNEE: 16. 30 VERTICAL AT RIGHT KNEE : 16 . 30 HORIZONTAL AT KNEE. . . . : 72 . 21 VERTICAL AT PEAK. . . . . . : 19. 94 ---------------------------------------------------------- FRAME WEIGHT SUMMARY: --------------------- EXTERIOR COLUMNS . . . . : 1294 . 97 LBS . RAFTERS . . . . . . . . . . . . . . 2266 . 37 LBS . INTERIOR COLUMNS . . . . : . 00 LBS . TOTAL FRAME . . . . . . . . . : 3561 . 33 LBS . FLANGE BRACES . . . . . . . : 184 . 94 LBS . CONNECTION PLATES . . . : 271 . 43 LBS . CONNECTION BOLTS . . . . : 30. 16 LBS . GRAND TOTAL 4047 . 86 LBS . ------------------------------------------------------------- NUMBER OF CYCLES . . . . : 1 MAX. BENDING RATIO. . : . 94 MAX. SHEAR RATIO. . . . : . 79 HORZ . DEFL . RATIO. . . : 198 VERT. DEFL. RATIO. . . : 305 FLANGE YIELD STRESS : 50 . 00 KSI WEB YIELD STRESS . . . . : 50 . 00 KSI AISC SPECIFICATION. . : 9TH EDITION RIEGER ( 80X100X20) PAGE : H2 13 : 32 : 41 JOB NO: 08010020 2- 5-99 FRAME LOADING AND COMBINATIONS ------------------------------ BUILDING CODE . . . . . . . . ,. : 1997 UBC USE CATEGORY. . . . . . . . . . . 4 SNOW IMPORTANCE FACTOR: 1 .00 WIND IMPORTANCE FACTOR: 1 . 00 COASTAL ZONE. . . . . . . . . . : NO EXPOSURE . . . . . . . . . . . . . . . C FRAME LOCATION. . . . . . . . : INTERIOR ZONE OPEN WALL CONDITION. . . : ENCLOSED SEISMIC ZONE. . . . . . . . . . , 3 SOIL PROFILE TYPE. . . . . . . . . . . . . . . . . . . . . : Unknown SITE COEFFICIENT. . . . . . . . . . . . . . . . . . . ; . 00 STRUCTURAL SYSTEMS : MOMENT RESISTING FRAME - Ordinary moment frame of steel NUMERICAL COEFFICIENT. . . . . . . . . . . .Rw: 5 . 60 MAXIMUM ALLOWABLE DEFLECTION. . . . . . . : . 00 ANALYSIS PROCEDURE : Equivalent Lateral Force Procedure ----------------------------------------------- LIVE LOAD. . . . . . . . . . . : 20 . 00 PSF DEAD LOAD. . . . . . . . . . . : 1 . 90 PSF COLLATERAL LOAD. . . . . : 1 . 00 PSF GROUND SNOW LOAD. . . . : 38 . 57 PSF ROOF SNOW LOAD. . . . . . : 27 . 00 PSF WIND VELOCITY. . . . . . . : 80 . 00 MPH WIND LOAD. . . . . . . . . . , ; 16 . 38 PSF WIND LOAD APPLICATIONS : LOCATION AMOUNT (PSF) . 00 ' TO 15 . 00 ' 17 . 37 15 . 00 ' TO 20. 00 ' 18 . 51 20 . 00 ' TO 25 . 00 ' 19 . 50 AT MEAN ROOF HEIGHT 18 . 84 WIND COEFFICIENTS : Cl C2 C3 C4 WIND FROM LEFT: . 8000 - . 7000 - . 7000 - . 5000 WIND FROM RIGHT: . 8000 - . 7000 - . 7000 - . 5000 WIND FROM E.W. : - . 7000 - . 7000 -. 7000 - . 7000 RIEGER ( 80X100X20 ) PAGE : H3 13 : 32 : 41 JOB NO: 08010020 2- 5-99 FRAME LOADING AND COMBINATIONS LOAD COMBINATIONS : ------------------ COMB # 1--> 1 . 00 X(DL+ LL+ COL) COMB # 2--> 1 . 00 X(DL+ SL+ COL ) COMB # 3--> 1 . 00 X(DL+ WLL) COMB # 4--> 1 . 00 X(DL+ WLL+ COL ) COMB # 5--> 1 . 00 X(DL+ . 50SL+ WLL) COMB # 6--> 1 . 00 X(DL+ . 50SL+ WLL+ COL) COMB # 7--> 1 . 00 X(DL+ SL+ . 50WLL) COMB # 8--> 1 . 00 X(DL+ SL+ . 50WLL+ COL) COMB # 9--> 1 . 00 X(DL+ WEW) COMB #10--> 1 . 00 X( 1 . 20DL+ COL+ SEIL) COMB #11--> 1 . 00 X( . 90DL+ COL+ SEIL) COMB #12--> 1 . 00 X( 1 . 20DL+ COL+ SEIR) COMB # 13--> 1 . 00 X( . 90DL+ COL+ SEIR) RIEGER ( 80X100X20 ) PAGE: H4 13 : 32 : 41 JOB NO: 08010020 2- 5-99 MEMBER SECTION DIMENSIONS ---------------------------------------------------------- ----------------------------- SECTION LENGTH -DEPTHS ( IN)- OUTER FLANGE WEB INNER FLANGE MAX. NAME (FT) START END ( IN) ( IN) ( IN) RATIO ---------------------------------------------------- LEFT SIDE EXT. COLUMN---> ---------- BL1A 10 . 00 10 . 00 27 . 18 6. 0000 X . 2500 . 2500 6 . 0000 X . 5000 . 85 BL1B 6. 30 27 . 18 38 . 00 6. 0000 X . 2500 . 2500 6 . 0000 X . 5000 . 88 RAFTER BEAM---> LP1A 6 . 80 39 . 51 30 . 00 6 . 0000 X . 2500 . 2500 6 . 0000 X . 3750 . 94 LP1B 9 . 71 30. 00 16 . 40 6 . 0000 X . 2500 . 2500 6. 0000 X . 3750 . 77 LP1C . 29 16 . 40 16 . 00 6 . 0000 X . 3125 . 1495 6 . 0000 X . 2500 . 31 LP2A 9 . 71 16 . 00 23 . 88 6. 0000 X . 3125 . 1495 6 . 0000 X . 2500 . 89 LP2B 10 . 00 23 . 88 32 . 00 6 . 0000 X . 3125 . 1495 6. 0000 X . 2500 . 90 ------------- RIGHT SIDE EXT. COLUMN---> ---------- BR1A 10 . 00 10 . 00 27 . 18 6 . 0000 X . 2500 . 2500 6 . 0000 X . 5000 . 85 BR1B 6 . 30 27 . 18 38 . 00 6 . 0000 X . 2500 . 2500 6 . 0000 X . 5000 . 88 RAFTER BEAM---> RP1A 6 . 80 39 . 51 30 .00 6 . 0000 X . 2500 . 2500 6 . 0000 X . 3750 . 94 RP1B 9 . 71 30 . 00 16 . 40 6 . 0000 X . 2500 . 2500 6 . 0000 X . 3750 . 77 RP1C . 29 16 . 40 16 . 00 6 . 0000 X . 3125 . 1495 6 . 0000 X . 2500 . 36 RP2A 9 . 71 16. 00 23 . 88 6 .0000 X . 3125 . 1495 6 . 0000 X . 2500 . 89 RP2B 10 . 00 23 . 88 32 . 00 6 . 0000 X . 3125 . 1495 6 . 0000 X . 2500 . 90 ---------------------------------------------------- WEB SHEAR STIFFENER LOCATIONS : ------------------------------ LEFT EXT COL(BL ) : NONE REQD. LEFT RAFTER (LP) : NONE REQD. RIEGER ( 80X10OX20 ) PAGE : I15 13 : 32 : 41 JOB NO: 08010020 2- 5-99 APPLIED AND ALLOWABLE FORCES ------------------------------------------- <-- FORCES --> ; <--- ALLOWABLES ----> ! STRESS RATIOS COMBINED SECTION BENDING ; BENDING ; BENDING BENDING+AXIAL NAME AXIAL MOMENT; AXIAL OFL IFL ; AXIAL OFL IFL ; RATIO LOAD DIST (KIPS ) (K-FT) ; (KSI ) (KSI ) (KSI ) ; CASE ( FT ) ------- ' -------------- ' BU A -33 . 01 -187 . 24 15 . 74 30 . 00 30 . 00 . 19 . 85 . 74 . 85 2 10 . 00 BLIB -32 . 80 -261 . 43 13 . 35 30 . 00 30 . 00 . 19 . 88 . 77 . 88 2 13 . 94 LP1A -24 . 98 -303 . 83 12. 92 30 . 00 28 . 73 . 06 . 87 . 88 . 94 2 . 00 LP1B -24 . 36 -151 . 81 14 . 87 30 . 00 26 . 71 . 07 . 63 . 69 . 77 2 6 . 80 LP1C 8 . 53 29 . 72 40 . 00 39 . 44 40 . 00 .04 . 25 . 28 . 31 3 16 . 51 LP2A -21 . 55 105 . 89 15 . 49 28 . 75 30 . 00 . 20 . 69 . 72 . 89 2 26 . 51 LP2B -21 . 43 122 . 31 14 . 69 28 . 52 30 . 00 . 20 . 70 . 74 . 90 2 29 . 51 BR1A -33 . 01 -187 . 24 15 . 74 30. 00 30 . 00 . 19 . 85 . 74 . 85 2 10 . 00 BR1B -32 . 80 -261 . 44 13 . 35 30. 00 30 . 00 . 19 . 88 . 77 . 88 2 13 . 94 RPIA -24 . 98 -303 . 84 12 . 92 30. 00 28 . 73 . 06 . 87 . 88 . 94 2 . 00 RP1B -24 . 36 -151 . 82 14 . 87 30. 00 26 . 71 . 07 . 63 . 69 . 77 2 6 . 80 RP1C 6 . 72 -31 . 16 40 . 00 40 . 00 33 . 66 . 03 . 27 . 36 . 36 4 16. 80 RP2A -21 . 55 105 . 89 15 . 49 28 . 75 30 . 00 . 20 . 69 . 72 . 89 2 26 . 51 RP2B -21 . 43 122 . 30 14 . 69 28 . 52 30 . 00 . 20 . 70 . 74 . 90 2 29 . 51 ------------------------------------------------- - ------------------------- SHEAR SHEAR SHEAR LOAD SECTION FORCES ALLOWABLE STRESS CASE DIST. NAME (KIPS ) (KIPS ) RATIO ( FT) ------------------------------------------ BL1A -18 . 69 49 . 12 . 38 2 10 . 00 BLIB -18 . 81 34 . 86 . 54 2 16. 30 LP1A 24 . 94 33 . 41 . 75 2 . 00 LP1B 19. 58 44 . 22 . 44 2 6. 80 LP1C 7 . 75 17 . 52 . 44 2 16 . 51 LP2A 14 . 17 17 . 97 . 79 2 16 . 80 LP2B 6 . 63 11 . 91 . 56 2 26 . 51 BR1A 18 . 69 49. 12 . 38 2 10 . 00 BR1B 18 . 81 34 . 86 . 54 2 16 . 30 RPIA -24 . 94 33 . 41 . 75 2 . 00 RP1B -19 . 58 44 . 22 . 44 2 6 . 80 RPIC -7 . 75 17 . 52 . 44 2 16 . 51 RP2A -14 . 17 17 . 97 . 79 2 16 . 80 RP2B -6 . 63 11 . 91 . 56 2 26 . 51 ------------------------------------------ RIEGER ( 80X100X20 ) PAGE : H6 13 : 32 : 41 JOB NO: 08010020 2- 5-99 DEFLECTIONS AND CLEARANCES <-------- HORIZONTAL --------> VERTICAL LOADING LEFT RIGHT AT CONDITION KNEE KNEE PEAK ( IN) ( IN) ( IN ) ---------------------------- DL - . 03 ( EH/7133 ) . 03 ( EH/7131 ) - . 37 ( SPAN/2621 ) COL - . 01 (EH/9999 ) . 01 (EH/9999) - . 12 ( SPAN/8235 ) LL - . 21 ( EH/1118 ) . 21 (EH/1117 ) -2 . 33 ( SPAN/ 412 ) SL - . 29 (EH/ 828 ) . 29 (EH/ 828 ) -3 . 15 ( SPAN/ 305 ) WLL 1 . 21 (EH/ 198) . 92 (EH/ 261 ) 1 . 57 ( SPAN/ 612 ) WLR - . 92 (EH/ 261 ) -1 . 21 (EH/ 198 ) 1 . 57 ( SPAN/ 612 ) WEW . 12 (EH/2034) - . 12 (EH/2033 ) 1 . 40 ( SPAN/ 688 ) SEIL . 57 (EH/ 425 ) . 57 ( EH/ 425 ) . 00 ( SPAN/9999 ) SEIR - . 57 (EH/ 425 ) - . 57 (EH/ 425 ) . 00 ( SPAN/9999 ) COMB # 1 - . 26 ( EH/ 926) . 26 (EH/ 926 ) -2 . 81 ( SPAN/ 341 ) COMB # 2 - . 33 ( EH/ 718 ) . 33 (EH/ 718 ) -3 . 63 ( SPAN/ 264 ) COMB # 3 1 . 18 ( EH/ 204 ) . 95 (EH/ 252) 1 . 20 ( SPAN/ 798 ) COMB # 4 1 . 16 (EH/ 206) . 96 (EH/ 249) 1 . 09 ( SPAN/ 883 ) COMB # 5 1 . 03 (EH/ 233 ) 1 . 10 (EH/ 219 ) - . 37 ( SPAN/2591 ) COMB # 6 1 . 02 ( EH/ 235 ) 1 . 11 (EH/ 217) - . 49 ( SPAN/1971 ) COMB # 7 . 28 ( EH/ 854 ) . 78 (EH/ 306 ) -2 . 73 ( SPAN/ 352 ) COMB # 8 . 27 ( EH/ 887 ) . 79 (EH/ 302 ) -2 . 85 ( SPAN/ 337 ) COMB # 9 . 08 (EH/2845 ) - . 08 (EH/2844 ) 1 . 03 ( SPAN/ 933 ) COMB #10 . 51 (EH/ 467) . 62 (EH/ 389) - . 56 ( SPAN/1726 ) COMB #11 . 52 ( EH/ 458 ) . 61 (EH/ 396 ) - . 45 ( SPAN/2151 ) COMB #12 - . 62 ( EH/ 389) - . 51 (EH/ 467 ) - . 56 ( SPAN/1726) COMB #13 - . 61 (EH/ 396) - . 52 (EH/ 458 ) 45 ( SPAN/2151 ) ----------------------------------------------- MAX. HORIZONTAL DEFLECTION RATIO = 198 MAX. VERTICAL DEFLECTION RATIO = 264 MIDSPAN VERTICAL DEFLECTION FOR DL+LL ------------------------------------- MEMBER LP = . 26 INCHES MEMBER RP = . 26 INCHES ------------------------ ------------------- VERTICAL CLEARANCE AT LEFT KNEE = 16 . 30 FT VERTICAL CLEARANCE AT RIGHT KNEE = 16. 30 FT HORIZONTAL CLEARANCE AT KNEE = 72 . 21 FT VERTICAL CLEARANCE AT PEAK = 19 . 94 FT RIEGER ( 80X100X20) PAGE : H7 13 : 32 : 41 JOB NO: 08010020 2- 5-99 FRAME REACTIONS LEFT EH= 20 . 000 FT. LEFT RS 1 . 000/12 RIGHT EH= 20 . 000 FT. RIGHT RS : 1 . 000/12 DISTANCE TO PEAK FROM LEFT SIDE: 40 . 000 FT. L--------------P--------------R 80 . 00 HL ; ; HR --->B B<--- VL VR ---------------------------------------------- BUILDING ; COLUMN REACTIONS (KIPS ) ; LOADS ; ------------------------------- ' HL ; VL ; HR ; VR ; ------------ ; ------- ; ------- ; --- ; ------- ; DL ; 2 . 16 : 3 . 872 . 16 : 3 . 87 ,' COL . 68 ,' 1 . 00 : . 68 : 1 . 00 : LL 13 . 59 : 20 . 00 ,' 13 . 59 ; 20 . 00 ,' SL ; 18 . 34 : 27 . 00 ,' 18 . 34 ,' 27 . 001' WLL -15 . 44 : -14 . 72 ,' -3 . 67 : -11 . 66 ; WLR -3 . 67 : -11 . 66 ,' -15 . 44 ,' -14 . 72 ,' WEW ; -5 . 71 ; -13 . 19 ,' -5 . 711' -13 . 19 ,' i SEIL i -1 . 991, - .891, 1 . 991, . 89 SEIR 1 . 99 : . 89 : -1 . 991, -. 89 COMB # 1 ; 16 . 43 ,' 24 . 87 : 16 . 43 : 24 . 87 ,' COMB # 2 ; 21 . 18 ,' 31 . 87 ,' 21 . 18 ,' 31 . 87 COMB # 3 ; -13 . 28 : -10 . 85 : -1 . 51 : -7 . 79 COMB # 4 ; -12 . 601' -9 . 85 ,' - . 83 ; -6 . 79 COMB # 5 ; -4 . 11 ; 2 . 65 ,' 7 . 66 : 5 . 71 ,' ---------------------------------------------- LOAD COMBINATIONS : ------------------ COMB # 1--> 1 . 00 X(DL+ LL+ COL ) COMB # 2--> 1 . 00 X(DL+ SL+ COL) COMB # 3--> 1 .00 X(DL+ WLL) COMB # 4--> 1 . 00 X(DL+ WLL+ COL ) COMB # 5--> 1 . 00 X(DL+ . 50SL+ WLL ) --------------------------------------------------------------- RIEGER ( 80X100X20 ) PAGE : H8 13 : 32 : 41 JOB NO: 08010020 2- 5-99 , EXTERIOR COLUMN CONNECTION: <--------BASE PLATE----------> <-------ANCHOR BOLTS--------> WIDTH LENGTH THICK WELD NO. DIA. TYPE GAGE SPACE ( IN ) ( IN) ( IN ) ( IN ) ( IN ) ( IN ) LEFT COLUMN--> 6 . 00 10 . 75 . 5000 STD 4 . 88 STD 3 . 0 4 . 0 , RIGHT COLUMN--> 6 . 00 10 . 75 . 5000 STD 4 . 88 STD 3 . 0 4 . 0 , LEFT KNEE CONNECTION ---> : BOLT DIA= . 7500 IN . BOLT GAGE= 3 . 00 IN. WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS ( IN) ( IN) ( IN) TOP BOTTOM SPACER , CONNECTION PL 6 . 000 45 . 813 . 5000 5 2 2 , RAF. END FLANGE 6 . 000 . 2500 VERT. STIFFENER 2 . 875 25 . 250 . 3750 ,: NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 2 2 2 2 2 0 ' SPACING 1 . 500 4 . 500 3 . 000 3 . 000 3 . 000 8 . 271 8 . 271 8 . 271 4 . 500 1 . 500 NO. BOLTS , SPACING MINIMUM FILLET WELD SIZES (BOTH SIDES OF KNEE WEB ) : 1, AT RAFTER END FLANGE AND AT STIFFENERS . 1875 IN. AT RAFTER OUTER FLANGE AND AT JOINT PLATE: . 1875 IN . RIGHT KNEE CONNECTION ---> : BOLT DIA= . 7500 IN. BOLT GAGE= 3 . 00 IN . WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS ( IN ) ( IN ) ( IN) TOP BOTTOM SPACER CONNECTION PL 6 . 000 45 . 813 . 5000 5 2 2 RAF. END FLANGE 6 . 000 . 2500 !VERT. STIFFENER 2 . 875 25 . 250 . 3750 : NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 2 2 2 2 2 0 , SPACING 1 . 500 4 . 500 3 . 000 3 . 000 3 . 000 8 . 271 8 . 271 8 . 271 4 . 500 1 . 500 NO. BOLTS SPACING MINIMUM FILLET WELD SIZES (BOTH SIDES OF KNEE WEB) : AT RAFTER END FLANGE AND AT STIFFENERS . 1875 IN. AT RAFTER OUTER FLANGE AND AT JOINT PLATE: . 1875 IN. PEAK CONNECTION AT 40 . 00 FT. FROM LEFT STEEL LINE : ------------------------- BOLT DIA= . 7500 IN. BOLT GAGE : 3 . 0000 IN. WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS ( IN) ( IN) ( IN) TOP BOTTOM SPACER CONNECTION PL 6 . 000 39 . 918 . 3750 2 5 1 ;NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 2 2 2 2 0 -.SPACING 1 . 500 4 . 500 9 . 459 9 . 459 3 .000 3 . 000 3 . 000 4 . 500 1 . 500 a i R & M STEEL COMPANY R & M STEEL COMPANY P.O. Box 3198 Boise, Idaho 83703 Phone: 1-208-853-1600 Fax: 1-208-853-1853 1 of 7 R & M STEEL COMPANY BUILDING SPECIFICATIONS NOTE: These specifications are subject to change without notification . I . SCOPE 1 . 1 The intent of these specifications is to describe design criteria and quality of products supplied by R & M Steel Building Systems . 1 . 2 Materials described in this specification include all R & M Steel Company computer engineered primary structural framing systems , post and beam end frames , light-gauge secondary framing , steel roof and wall covering , trims and flashings , sealants and closures , and standard accessory items . 2 . DESIGN 2 . 1 Design is based upon applicable sections of the following publications : a . AISC Specification for the Design , Fabrication , and Erection of Structural Steel for Buildings . b . AISI Specification for the Design of Cold-Formed Steel Structural Members . c . MBMA Metal Building Systems Manual d . All buildings are designed per U. B .C . Other design codes are available upon request . 2 . 2 Typical Buildings are designed for the following load combinations plus any customer specified collateral loads . Additional load combinations may apply: LOAD COMBINATIONS : COMB # 1 --> 1 . 00 X(DL+ LL+ COL ) COMB # 2--> 1 . 00 X( DL+ SL+ COL ) COMB # 3--> 1 . 00 X(DL+ WLL ) COMB # 4--> 1 . 00 X(DL+ WLL+ COL ) COMB # 5--> 1 . 00 X(DL+ . 50SL+ WLL ) COMB # 6--> 1 . 00 X( DL+ . 50SL+ WLL+ COI, ) COMB # 7--> 1 . 00 X( DL+ SL+ . 50WLL ) COMB # 8--> 1 . 00 X( DL+ SL+ . 50WLL+ COL ) COMB # 9--> 1 . 00 X(DL+ WEW ) COMB # 10--> 1 . 00 X(DL+ COL+ SEIL+ . 25SL ) COMB # ll--> 1 . 00 X(DL+ COL+ SEIR+ . 25SL ) Steel Building Excellence • Since 1969 R & M STEEL C0MP_A_N_YT R & M STEEL COMPANY P.O. Box 3198 Boise, Idaho 83703 Phone: 1-208-853-1600 Fax: 1-208-853-1853 2 of 7 2 . 3 In cases of wind or seismic loading , there is a one-third increase included in the allowable unit stress of the member being designed . 2 . 4 Primary structural connections use ASTM A-325N bolts and nuts , ( 5/8 inch diameter and greater ) tightened in accordance with the "Turn-of-the-Nut " method . Connections for secondary purlins and girts are made using 1 /2 inch diameter Grade 5 heat-treated bolts . 2 . 5 Rigid frame outer flange stability is accomplished by attachment directly to the purlin or girt . Inner flange stability is provided by attachment to the purlins or girts through painted angle flange braces . 2 . 6 Longitudinal wind bracing is provided by a positive "X" system located in the roof and walls of required bays . This system utilizes tension members only and is provided as diagonal cables fabricated from galvanized , seven strand , extra-high strength grade cable with guaranteed proof loading and conforming to ASTM A-475 . 3 . PRIMARY STRUCTURAL FRAMING 3 . 1 All primary structural framing members are built-up or wide flange sections . Minimum web thickness is 1/8" and minimum flange thickness is 1 /4" . 3 . 2 All flange to web welds are continuous submerged arc fillet welds as made on ar automatic beam welder . Other welds are made using the gas metal-arc process with an Argon mix shielding gas . 3 . 3 All structural connections are shop welded butt-plates which are punched or drilled for field bolted assembly . 3 . 4 All welding is performed in accordance with American Welding Societv Procedure Specification No . A.W. S . D 1 . 1-85 . 3 . 5 Clips are shop welded to outer flanges for field bolted attachment of secondary framing to the primary frames . 3 . 6 All primary material is ASTM A-570 , or ASTM A-572 , or ASTM A-529 Grade 50 with a minimum yield point of 50 , 000 psi . Steel Building Excellence • Since 1969 R & M STEEL COMPANY R & M STEEL COMPANY P.O. Box 3198 Boise,Idaho 83703 Phone: 1-208-853-1600 Fax: 1-208-853-1853 3 of 7 3 . 7 All primary structural members are prepared for painting by removal of oil , moisture , and loose mill scale or rust . They are then given one coat of red-oxide primer as manufactured by Forest Paint ( number 1520 ) , or equivalent . Application is by airless sprayer to an average dry film thickness of 1 . 5 mils (minimum 1 . 0 mil ) . This primer is specifically compatible with medium drying synthetic enamels and should be finish-coated if the structural framing is to be left exposed to exterior or harsh interior elements . 3 . 8 Post and beam end frames shall be wide flange shapes A-572 Grade 50 . OR 3 plate built up sections , OR cold formed Cee Sections . Standard end post spacing is 20 feet maximum center to center . 3 . 9 Anchorage : Building shall be anchored to concrete foundations at the base of frame columns with the required diameter A-307 quality "or better" anchor bolts cast in place . Column base reactions are indicated in the structural calculations for use in preparing foundation design by others . 4 . SECONDARY STRUCTURAL FRAMING 4 . 1 All light-gauge , cold formed members are manufactured by precision roll or brake forming . 4 . 2 All material used for cold formed members conforms to ASTM A-570 Grade 55 , with a minimum ,yield point of 55 , 000 psi . Minimum thickness is 16 gauge . Coating is red iron oxide . 4 . 3 Zee shaped members used for purlins and girts are 8x2 . 5 or 10x3 . 25 with a stiffener lip . Zees may be simple span or lapped for continuous design . 4 . 4 Eave struts are Cee sections so as to provide adequate backup for both roof and wall panels at the building eave . 4 . 5 Base angles are brake formed from 15 gauge painted material and may be attached to the concrete with power driven fasteners or preset anchors . 4 . 6 Flange braces are factory precut and punched 1 -1/2 x 1-1/2 x 1 /8 angle or as required . Flange braces are bolted to a prewelded clip and to a hole in the web of the purlin or girt . Steel Building Excellence • Since 1969 R & M STEEL COMPANY R & M STEEL COMPANY P.O. Box 3198 Boise, Idaho 83703 Phone: 1-208-853-1600 Fax: 1-208-853-1853 4 of 7 5 . ROOF AND WALL COVERING 5 . 1 The base material used for the fabrication of R36 and A36 colored or galvanized panels conforms to ASTM Spec . A-446 . G-90 coating class ( 1 . 25 ounce of zinc, per square foot ) as per ASTM A-525 . minimum Grade E ( 80 , 000 psi yield ) . Minimum thickness is 26 gauge . 5 . 2 Galvalume (Bethlehem trademark ) panel conforms to ASTM A-792 with a coating composition of 55 aluminum, 1 . 6 percent silicon , and the balance zinc . The coating weight is 0 . 5 ounce of aluminum-zinc alloy per square foot ( both sides ) . 5 . 3 R36 panels consist of three major trapezoidal ribs , 1- 1 /4" deep at 12" on center and one lap rib providing 36" of net coverage . The sides of the rib slope at 45 degree to the flat of the panel giving the rib a crown width- of 1 " and a base dimension of 3-5/64" . In each panel "flat " , there are two minor stiffening ribs . 5 . 4 A36 panels are similar to R36 except that the profile is reversed , providing a shadowed , architectural appearance . In addition , the stiffening ribs are closer to the major ribs , creating a fluted 1" shoulder at the rib with a "V" configuration developed in the flat . 5 . 5 All panel end laps occur at a purlin or girt support and are not less than 6" on the roof and 4" on the wall . 5 . 6 Galvanized base metal , which is to be color coated , has been cleaned , brushed , cleaned again . given a complex oxide conversion coating , rinsed again , and neutralized . 5 . 7 After the base metal is prepared , a corrosion inhibiting epoxy primer is applied at 0 . 2 mil dry film thickness . 5 . 8 The exterior colored finish top coat is silicone modified polyester ( SMP ) , a trifunctional monolithic linear polyester available in 13 standard colors . The finish coat consists of 0 . 8 MIL top coat applied to 0 . 2 MII. primer for a total dry film thickness of 1 . 0 MIL per ASTM D-1005 . 5 . 9 The interior surface of precoated colored panel and trim material is coated with a nominal dry film thickness of 0 . 2 mils epoxy primer and 0 . 3 mils universal off-white coating applied over basic galvanized sheet ( 0 . 5 mil total thickness ) . Steel Building Excellence - Since 1969 R& M STEEL COMPANY R & M STEEL COMPANY P.O. Box 3198 Boise, Idaho 83703 Phone: 1-208-853-1600 Fax: 1-208-853-1853 5 of 7 5 . 10 All white and color coated steel panels shall conform to the following test procedures : a . 60 Degrees Specular Gloss Specification : ASTM D-523 Result : 25 - 40 Comments : Standard Gardner 60 Degree meter or equivalent b . Pencil Hardness Specifications : ASTM D-3363 Result : F Minimum c . Reverse Impact , 38 , Inch-Pounds Specification : ASTM D-2794 effects of rapid deformation Result : Passes N T 0 Comments : No tape off with Scotch #610 tape on . 019" min . HDG. d . Twin Carbon Arc Weatherometer , 3000 hrs . Accelerated Test : ASTM G-23 Result : Passes Comments : No obvious color or gloss changes were seen . No evidence of blistering, checking or delamination per ASTM D-822 . e . Humidity, 1000 hrs . @ 100 F . and 100% Humidity Accelerated Test : ASTM D-2247 , D- 1654 Result : Passes scribe and field Comments : # 10 rating f . Salt Spray, 1000 hrs . 5% Salt Accelerated Test : ASTM B- 117 D 714 . D 1654 Result : Passes Comments : Less than 5% No . 8 blisters and less than 1/32" creep or tape off from scribe , per ASTM D- 1654 . g . Microbial Attack Accelerated Test : ASTM G-22 Result : Passes h . Dry Film Adhesion Test : ASTM D 3359 Results : Passes Comments : 1 /16" cross hatch . No removal of film under tape or outside cross hatched area . Steel Building Excellence • Since 1969 R & M STEEL COMPANY R & M STEEL COMPANY P.O. Box 3198 Boise, Idaho 83703 Phone: 1-208-853-1600 Fax: 1-208-853-1853 6 of 7 i . 180 degree Formability Test : ASTM D 4145 Results : 2T bend , no tape off Comments : No fractures on all panels tested . No tape off . j . Sand Abrasion Test : ASTM D-968 Abrasion Coefficient : 50 L/Mil 6 . TRIM, FLASHINGS , CLOSURES , AND SEALANTS 6 . 1 Eave , corner , rake , ' and gutter trim are precision formed matching profiles ASTM A-446 material . 6 . 2 Flashings and trim will be furnished at corners , openings , and where they are required to provide weather tightness and a finished appearance . 6 . 3 Ridge cap flashing is a formed panel of the same configuration as the roof panels (up to a maximum roof pitch of 4 : 12 ) . 6 . 4 Closed cell laminated polyethylene foam filler is provided , in the same configuration as the panels , for use at all locations where closure is required for weather and bird tightness . 6 . 5 An extruded 3/32" x 3/4" butyl tape mastic is supplied for all roof panel side and end laps for use as a sealant against weather penetration . 6 . 6 Closure of rake trim at peak of gable is accomplished by mitering the rake trim ( architectural peak box included ) . 6 . 7 Closure of corners between rake and eave trim is accomplished by mitering the eave trim. Steel Building Excellence • Since 1969 R & M STEEL COMPANY R & M STEEL COMPANY P.O. Box 3198 Boise, Idaho 83703 Phone: 1-208-853-1600 Fax: 1-208-853-1853 7 of 7 7 . FASTENERS 7 . 1 Roof and wall panels are attached to secondary structural supports with zinc plated #12 x 1 " self-drilling, self- tapping, screws with 5/16" hex heads and bonded neoprene washers . Fasteners are spaced 12" O. C. at each support and 6" O. C. at eaves and end laps . 7 . 2 Panel to panel attachments at side laps are made with zinc plated # 14 x 7/8" self-drilling, stitch "TEK" sheet metal screws with 5/16" hex heads and bonded neoprene washers . 7 . 3 Both fastener types are available in matching colors using a polyurethane type paint or equivalent . 8 . ACCESSORIES 8 . 1 Walk doors are honeycomb reinforced galvanized cold rolled steel of 20 gauge and 1-3/4" thick door frames are galvanized cold rolled steel of 16 gauge . Doors and frames are bonderized and prime painted with one coat of white baked on enamel . Lock sets are medium duty, cylinder type . Hinges are standard weight template butt type . 8 . 2 Gravity ridge ventilators with 9" or 12" throat in 10 ' lengths are fabricated from 26 gauge galvanized steel . Stationary ridge vents and bases are fabricated from 24 gauge galvanized steel . All ventilators are available galvanized or painted white . 8 . 3 Standard light panels are manufactured to R36 panel configuration from white general purpose resin , reinforced with silane finish split-strand glass fibers to give the panel structural strength and shatter resistance . Panels have a smooth surface on both sides . Minimum nominal weight of panels is 8 ounces per square foot . THESE SPECIFICATIONS COVER BUILDINGS MANUFACTURED BY R & M STEEL COMPANY . IN KEEPING WITH THE POLICY OF CONTINUOUS PRODUCT IMPROVEMENT. SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE . 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