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18802 67TH AVE NE_BLD20110042_2026
dccc a c o Q D o d N a � � o IL 4 > a. uj �, \ c > > is W a' U ° CD U ( (n ii V a z Y m r ® ® ® ®�® O Q CL Q W o o c, W N � Q O o Z � � !V 'f a s c) Z •= v, Z I w c m � tm ,c 0Uo w � o may, I a � U- 0U)•. (DW ❑ Z o o ` c w ® ® ® ® ® N � Z J = En M C1 c C � N d O D m a w 0 0 0 0 °1 a •� 0 r fO W J Z - m m Ln Oc c m U J o �o > m v1 . . �-' t 'c m ma °Q > o CL < O_ c o o n ° m CITY OF ARLINGTON 238 N. OLYMPIC AVE.-ARLINGTON,WA. 98223 \ PHONE: (360)403-3421 BUILDING PERMIT Address: 18802 67TH AVE,ARLINGTON Permit#:BLD20110042 Parcel#:31051500401700 Valuation:$0.00 -OWNER APPLICANT'' CONTRACTOR BRADLEY JEFFREY&KAM C ABSOLUTE AIR T 3D JEFFREY&KAM C BRADLEY JEFFREY&KAM C BRADLEY 530 130TH ST NE 530 130TH ST NE MARYSVILLE,WA 98271- MARYSVILLE,WA 98271- Lic#: Exp: PLUMBING CONTRACTOR MECHANICAL CONTRACTOR Lie#: Exp: Lie#: Exp: JOB DESCRIPTION INTERIOR REMODEL-IN EXISTING WAREHOUSE STRUCTURE TO BE CHANGED TO RECREATIONAL TRAMPOLINE CENTER. PERMIT TYPE: Commercial PERMIT GROUP: Alteration/Remodel Interior STORIES: 2 CONST TYPE: V-B Provision DWELLING UNITS: 0 OCC GROUP: A-3 CODE: 2009 IBC OCC LOAD: 234 PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY_NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 10/IRC110. SALLS TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and cr�.lcd City of Arlington#3101. (�Z ( I A'" Z, zi Signature 7me Dal Released By DaRe ARCHIVE APPLICANT ASSESSOR OTHER BLD20110042 CONDITIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. • None PERMIT FEES Date.... Description _,. Fee Amount Paid Balance Due 4/19/2011 Building Permit Fee(QTY: 1.00) $227.75 $0.00 $227.75 4/19/2011 Building Plan Check Fee(QTY: 1.00) $148.04 $0.00 $148.04 4/19/2011 State Building Code Surcharge(QTY: 1.00) $4.50 $0.00 $4.50 Total Due: $380.29 $0.00 $380.29 CALL FOR INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. • None Permit Review Details PeRMiTTRAX Permit: BLD20110042 1002- P-Engineering I Complete? Y 04/05/2011 SBLACKER 0 Please enter traffic mitigation fee for this project. Thanks,Sonya N 04/07/2011 ESCOTT 45 No additional TMU will be assessed,per James Kelly. Y No comments Total Time: 45 1026 - P-Utilities Fees Complete? Y 04/01/2011 RSHEPARD 30 Drawings do not show a deli/cafe dinning area. Y If in the future the applicant decides to ADD a deli/cafe dining area the estimated fees for the additional impact to the utility system are$12,700.00. Applicant was notified of these fees by email on 3/4/2011 (please see attachment). Total Time: 30 2000 -C-Building I Complete? N 04/04/2011 CYOUNG 120 Conducted plan review and there are several non-compliant issues is regards to the N submittal. Emailed the Architect the plan review comments. Need resubmittal Total Time: 120 2008 -C-Community Development I Complete? N 04/08/2011 BFECHT 0 See C.Y.'s Comments. Waiting on Revised plans,and Planning's review. Re-assigned my N date due to allow for re-submittal. Total Time: 0 2014 -C-Planning I Complete? N Total Time: 0 3002 -X-Executive Complete? Y 04/04/2011 SPHELPS 3 This business is not licensed. They are required to have a city business license on the wall Y prior to opening. Note that earlier this year when a representative for this company called they were told that a license was required. Total Time: 3 3004 -X-Fire Complete? N Total Time: 0 4/12/2011 4:13:39 PM Page 1 of 1 COMMERCIAL REMODEL PERMIT APPLICATION Department of Community Development City of Arlington •238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX(360)403 3447 THIS APPLICATION MUST BE ACCOMPANIED BY THREE(3)SETS OF CONSTRUCTION PLANS, THREE(3)SETS OF SPECIFICATIONS, TWO(2)SETS OF STRUCTURAL CALCULATIONS, ONE(1)SETS OF NREC ENERGY CODE APPLICATIONS AND ONE(1) OCCUPANTS'S STATEMENT OF INTENDED USE. Type of Permit: (( Commercial Remodel Commercial Addition Tenant Improvement Project Address: 10 �701 — O t k L.ei, K -1 Parcel lD#: -'?1Q215W 4Q 11 Q0 Project Description Owi uv og,i y Legal Description: W CA NV t Gt 0 (I mu (^GIr' Project Valuation: o Owner: L ` g2wl Gt tn� to Phone Number: ZCj � , �j 7 )�j Address: _1. Ali 60 2- L 7 1h 'V<_". r City: A-604 411 State: V6r Zip Code: 01 fi 22'� Contact Person:_,T#y V KA. �"T t Phone Number: 2O G Ili�1 )Z01 D Cell Phone: �e®'LW� Fax: 3(00 ! (& 2 PAR )g E-mail y k 0 i vtn Address 1 AV C,A L i k, 10 6 City: I&d PWi S L1 State: Zip Code: q 2 a Contractor: ( , Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: Plumbing Contractor: ��� Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration Mechanical Contractor: ;V/ /A Phone Number: Address: City: State: Zip Code Contractor's License Number: Expiration: I hereby c tify that the above information is correct and that the construction on, and the occupancy and the use of the above- described rop ll in accordance with the laws, rules and regulation of the�Sta tte f YV shington. l Applican s Signature /Date RECEIVED E�"'`� /); ���e_, &V MAR 3 1 2011 Print Applicants Name FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received Web Forms—146 Page 6 of 7 7/10CJY COMMERCIAL REMODEL PERMIT APPLICATION Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX(360)403 3447 Project Name/Tenant Lj6 f U�( l I✓r I%-�- Site Address_ ) 8t 0:z- 'a h � NF- Bldg/Unit/Suite IBC Construction Type V- IBC Occupancy Type 83 S Description of Use Building Square Footage 7, 3 Number of Stories '7- Square Footage Per Floor lAcy" CI5 0 �P��f '9 i st•� + Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks, piping etc .) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items Installation,changes,modifications or removal of any of the above may require additional submittals, information,or permits during the plan review or construction process. a0 h 14 a �6-0�T _ Printed Name f Occupant/Agent ignature of Occupant/Agent Date Web Forms-146 Page 7 of 7 7/10CJY r� ;. ,. COMMERCIAL REMODEL PERMIT APPLICATION Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX(360)403 3447 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN— REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1 Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building set backs,easements and street access locations. 6 Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water, sewer,gas and electrical. 10. Flood hazard areas,floodways, and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS 1 ® Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. Floor Plan a) Plan view 1/8"minimum scale. Details a minimum %-inch scale b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans; include new,existing or eliminated. f) Show Barrier-Free information on the drawings Web Forms—146 Page 3 of 7 7/10CJY g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule. j) Show the location of all new walls,doors,windows,ect. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. 0 Reflected Ceiling Plan 1`4/Ak a) Plan view 1/8"minimum scale. Details a minimum'/4-inch scale b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4 Lg-1, Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions. 5. 0 Storage Racks(if applicable) N 1A a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height b) Eight feet or less, show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION fVIAr 1 Where special inspection is required by IBC 1704, the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE WA- 1 Two completed Washington State Non-Residential Energy Code Envelope Summary forms. E. ❑ OCCUPANT'S STATEMENT OF INTENDED USE 1 The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington Web Forms—146 Page 4 of 7 7/10CJY COMMERCIAL REMODEL PERMIT APPLICATION Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX(360)403 3447 The building permit does not include any mechanical,electrical,plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at(425)339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications.To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to permitcenterpuarlington.wa.us. Application by courier or mail will not be accepted. Incomplete applications will not be accepted. acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. )"N/WPT Signature: _ Date 3 A S 111 caner/Owner's Representative Company: LLG Phone: 3Po 6 6 2 0 '7�.7 Web Forms—146 Page 5 of 7 7/10CJY :� - I ::. COMMERCIAL REMODEL PERMIT APPLICATION `3t Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX(360)403 3447 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will not be accepted. ❑ One(1) City of Arlington Commercial/Multi-Family Permit Application r� (One permit application per building or structure is required) �! One(1) City of Arlington Commercial/Multi-Family Submittal Requirements Form Three(3)Site Plans One(1) 11"x 17" Site Plan Three(3)Architectural Drawings ❑ One (1) 11 "x 17" Set'of Building Elevations NA Three(3) Structural Drawings Three(3) Structural Calculations ❑ One(1) Geotechnical Engineering Reports (if applicable) ❑ One(1) Project Specification Manuals (if applicable) N.14, ❑ One(1) NREC Code Compliance Forms W/4\ ❑ One(1) Special Inspection Requirements Forms t4/A ❑ One(1) Occupant's Statement of Intended Use Form ❑ One(1) Letter of Verification of Water and Sewer Availability from City of Marysville(if applicable) Drawings shall be BOUND SEPARATELYBY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by email to Pre App Appointment Request. I acknowledge that all items designated above are included as part of this application. A licant's Signature Date Web Forms—146 Page 1 of 7 7/10CJY f h. COMMERCIAL REMODEL �� PERMIT APPLICATION Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX(360)403 3447 A. FEES DUE AT TIME OF PERMIT APPLICATION The following non-refundable fees will be collected at the time of application for all tenant improvements projects 1. Building Plan Check Fee B. CODES The City of Arlington currently enforces the following: International Codes 1. 2009 International Building Code(IBC) 2. 2009 International Residential Code(IRC) 3. 2009 International Mechanical Code(IMC) 4. 2009 International Fuel Gas Code(IFGC) 5. 2009 International Fire Code(IFC) 6 2009 Uniform Plumbing Code(UPC) 7. 2009 International Property Maintenance Code(IPMC) 8. 2003 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3 WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 51-13 Washington State Ventilation and Indoor Air Quality Code 8. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500psf unless a Geo-Technical Report is provided. (IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit three(3)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. Web Forms—146 Page 2 of 7 7/10CJY BLD20110042 (BFECHT/PT-LJkE) - PermitTrax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT #: BLD20110042 _ APPLICANT:ABSOLUTE AIR-BRADLEY, JEF... STATUS:APPLIED ADDRESS: 18802 67TH AVE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 3/31/2011 SCREENS: Select Screen... FUNCTIONS: Select Permit Function... ALTERATION/REMODEL INTERIOR Reviews ADD REVIEW REMOVER PRINT CLOSE Review Description Assigned To Due Date Last (#) Req? Done? ASSIGN 1002 P-Engineering I ESCOTT 4/14/2011 0 Y N ASSIGN 1026 P-Utilities Fees RSHEPARD 4/14/2011 0 Y N FASSIGN 2000 ,C-Building I CYOUNG 4/15/2011 _ v 0 Y f N ASSIGN 2008 C-Community Development I J BFECHT 4/15/2011 0 _ Y N ASSIGN 2014 C-Planning I ITHALL 4/14/2011 0 I Y N ASSIGN 3002 X-Executive ISPHELPS 4/14/2011 0 Y N ASSIGN 3004 IX-Fire TCOOPER ' 4/14/2011 0 Y N ASSIGN Ow0� e S AWw. http://coaweb2/permittrax/PermitTraxMain/wfPermitConsoleReviews.aspx?COMMENT=... 3/31/2011 H x y y V cn o D Z 00 ao z N (D00 [ o O dtt N � z x r o t7l x � � 9 � z z y F� a (� Gd `C no Z -4 y � y0 r o tTj ® d zaq o J z y � n z o o �� z rd y m U) P � O > D n n C7 y w � r CJ y �- H r n r z i En (D cn (D 0 En 0 0 cn P) �!:J (D o 0 �d t-4 0 o � ci w ¢ o 0 1-3 P) En CD �, 0 00 ✓ti �F-1.) r-f- �g �> 0 rN 0 (D 0 r-11. 0 0 PI (D En 0 0 PL) (D F-3 ci iH: 0 rn 0 ,---4 0 (D Q (D 0 11 En 0 rt? � � N PU bid ,.-A � N O � c� k444 CD a 0 (D 0 M PL) pi w CD 0 0 0 r_j (D $aa 0 ul 1-0 � cD r N cn 0 f i 1 C:: 0 cn to �• � � '� � �,• En cn 0 0 t:r cn !:J CD P) 0 c 0 C:: CD �l 0 0 1�-Af f-+ tTj r-fl 0 tri En (D t7l 0 0 a n 0 � �- I e+ raft we plan, integrated architecture we build. and construction services April, 15, 2011 Christopher Young Building Official City of Arlington Re: Absolute Air Permit Review Comments and Corrections Mr. Young, Enclosed is a revised set of construction documents reflecting the comments as outlined below. In addition, we have responded to several of the comments in this memo. IBC 1104.4 All accessible elements are now located on the main level. Since the mezzanine is within the A-3 occupancy, exception 1104.4.2 allows the limited use on the upper floor with an aggregate area in excess of 3000 sf without requiring an elevator. IBC 603.1 The correct construction type is Type V-B. IBC 2406.4 Safety glazing is required at hazardous locations as outlined in the code, however, none of these locations describes that which exists at the Air Park mezzanine. If the glazing were at a stairway, or in a pool or spa it would need to be safety glazing, but the use of this space does not require it. IBC 1015.2.1 As discussed, a 44" path to one west side exit has been provided. IBC 1018.2 As discussed, a 44" path to one west exit has been provided. IBC 2603.9 No foam plastics are proposed to be used as building interior finish. The trampoline equipment is built of a steel frame with polypropylene mats. A MSDS for the polypropylene mats is enclosed. A small amount of padding foam is also part of the trampoline equipment but is clearly accessory to the assembly and not part of the building interior finish. ADA Existing restrooms on the main level are ADA compliant. A drinking fountain has been added to the plans. IMC 403.2 Comfort heating is currently installed in the warehouse space. Added ventilation has been noted. Fire An illuminated exit sign and emergency lighting at mezzanine stair has been added. Fire Portable fire extinguishers will be added. A note has been added to the plans. RECEIVEr) 127 Avenue A APR 18 2011 (360) 862-8919 Suite 106 Snohomish, WA 98290 COA PERMIT CENTER �5 LD�ol I WSEC Existing lighting in the warehouse space will remain as-is. No changes are proposed. Thank you again for your review of the documents. Please let me know if you need any additional information. 7oshu&nrely, a Scott 127 Avenue A (360) 862-8919 Suite 106 Snohomish, WA 98290 G1� Y City of Arlington Community Development �-IN G Building Inspection Division Submitter: Joshua Scott—josh@mosaicarch.com Street Address: 127 Ave A, Suite 106 City, State, Zip Snohomish, WA 98290 Permit Review Corrections/Comments Date Mailed: 4/4/11 The plans for the project referenced below have been reviewed and were found to be incomplete and/or to contain violations of the Code(s). As a result, your plans cannot be approved at this time. Part I of this notice serves as a Correction Letter to inform you of the information needed for plan approval. Part II of this notice provides FYI's, comments, and/or conditions that are required upon completion of the project. PART I: Building & Fire The plans affected by this notice are known or described as: Project Title: Absolute Air Park Project Address: 18802 67t" Ave., NE Your plans cannot be approved until all of the information specified below is submitted, reviewed, and approved: BLDG. & FIRE NON-COMPLIANCE ISSUE IBC 1104.4 Elevator is required if the second floor exceeds 3,OOOsf 43 WE- 6K IBC 603.1 Plans indicate Type'V-B3 onstruction and Engineering indicates Type II-B V a C4 If Type II-B, no combustible framing can be used on the interior , IBC 2406.4 Safety glazing is required in all windows adjacent to walking/viewing surfaces If less than 60-inches above finished floor IBC 1015.2.1 Exits on the west side of the building are required to be accessible IBC 1018.2 Corridors for the west exits must be 44-iches clear width I. BLDG. & FIRE NON-COMPLIANCE ISSUE IBC 2603.9 Need cut sheets on all foam plastic materials used on the interior. All products Must be Class II non-combustible and or Class A materials ADA Restrooms on the accessible floor must be ADA compliant. At least 1 drinking Fountain must be installed IMC 403.2 Provide comfort heating and ventilation on existing HVAC. Provide ventilation (fresh air) at 7.5cfm/person FIRE Add illuminated exit sign and emergency lighting at mezzanine stair FIRE Provide portable fire extinguishers C Ito rry/ /4 lH'l In order to minimize the time it takes to review revised plans, circle the area or areas of revision on resubmitted drawings with a red pencil. Mark the item number referenced above adjacent to the circled area. This needs to be done on one set of the revised plans only. Two identical sets of revised plans must be submitted. If there are any questions, you may call your Plan Examiner or make an appointment by telephone to meet with your Plan Examiner. PART II: Other Comments, FYI's and Conditions The list of conditions will be listed on the building permit and the conditions must be met prior to the issuance of a Certificate of Occupancy. Sincerely, chrtstopheJ Youvi,� Christopher J. Young Building Official City of Arlington 360-403-3432 cyounq(cD-arlingtonwa.gov Christopher Young From: James Kelly Sent: Wednesday, April 06, 2011 1:35 PM To: 'Kam Bradley' Cc: Paul Ellis; Eric Scott; Launa Peterson; Christopher Young Subject: RE: Absolute Air Park Kam - have been meaning to follow up with you......but my days get so busy some times. I did a quick calculation using the Institute of Transportation Engineers (ITE) handbook and, with your occupancy rated as General Recreation for trip mitigation purposes, it looks like the existing 8 trip mitigation units assigned to the parcel is sufficient. We are still evaluating potential exit and entrance impacts from the 67th Ave driveway. Thanks - Jim From: Kam Bradley [mailto:kam(a)absoluteairpark.com] Sent: Wednesday, April 06, 2011 12:45 PM To: James Kelly Subject: Absolute Air Park Hi Jim, I believe it was you I spoke with last week regarding the traffic study. I apologize for not being 100% sure but I was driving as we were talking so I didn't get a chance to write a name down. If I have the wrong person I, hopefully you can direct me to the correct individual. If you are who I was speaking with, I am checking into see if any progress has been made on our situation. We are of course eager to continue on and I want to make sure I stay pro-active. Thanks so much! Kam C. Bradley Absolute Air Park, Inc. JK Bradley, Inc. www.absoluteairpark.com i t: We have two primary questions related to the proposal. 1. The methodology for calculating the occupancy used for parking calculations. There are a fixed number of trampolines,and therefore a fixed number of jumpers at any one time. That,coupled with a reasonable waiting queue is what led us to the occupancy indicated and therefore the spaces required. We need confirmation on our calculations prior to moving forward. 2. There are 4 existing restrooms in the facility that the owner would like to utilize for the new use without modification. Will this be allowed? We are,of course,also interested in any other general comments or concerns that the City staff may have. YF 5pult1k (W6 (1- ) ���'�� X 3 oa o Z-srrr�cy x Zdo C / ��� 7 4- �� � ya • ''rr�� �. _ •. .' t '• l At i � I y Christopher Young From: Reta Shepard Sent: Friday, March 04, 2011 9:37 AM To: 'josh@masaicarch.com' Cc: Paul Ellis; James Kelly; Eric Scott; #CD-Permits Subject: Trampoline Park water/sewer fees Good Morning Josh, After looking at your proposed drawings for the Trampoline Park to be located inside the existing building at 18802 67th Ave, it's been determined that there will be an estimated one (1) additional ERU as a result of the change in use/impact to the utility system . I used the original building permit to estimate square footage for your project. ERUs were figured as follows: Warehouse/trampoline space 10,677sf x(0.1 ERU per 1,000sf) = 1.07 ERU Office space 4,096sf x (0.3 ERU per 1,000sf)= 1.23 ERU Deli/cafe 1,585sf x(1.0 ERU per 1,000sf) = 1.59 ERU Total ERU is 3.89=4 total ERU. Credit will be given for the existing 3 ERU which leaves one (1) new ERU. Estimated fees for one new ERU are$4,300.00 water and $8,400.00 sewer-for a TOTAL estimate of$12,700.00. Please contact Eric Scott(senior engineer)at escott@arlingtonwa.Qov for any traffic mitigation fees that may apply. Thank you, Jr?da Shepcind Utilities Specialist City of Arlington Public Works Utilities 154 W Cox St Ph. 360-403-3524 Fax 360-435-7944 1 �_ I Sonya Blacker From: Christopher Young Sent: Tuesday, April 05, 2011 8:12 AM To: Sonya Blacker Subject: FW: Absolute Airpark Jim Kelly stopped in yesterday and informed me that they will not need a traffic study and therefore no additional trip mitigation fees. Christopher Young Building Official City of Arlington 360-403-3432 cyoung@a rl ingtonwa.gov "Communities must begin to recognize the life or death consequences of enacting and enforcing strong building codes." From: James Kelly Sent: Thursday, March 31, 2011 10:01 AM To: Paul Ellis Cc: Christopher Young; David Kuhl Subject: RE: Absolute Airpark Paul - I called Pam of "Absolute Airpark" earlier this week, I also stopped by Eric to look at the ITE manual for trip generation. Some comments- 1. We couldn't find an exact match for a trampoline facility - we used a "General Recreation" facility (indoor golf, bowling, other) and it seems to be too low for what has been seen at similar facilities in Bellevue and Bellingham 2. We might have to ask the applicant to prepare a Traffic Study to look at future loading and potential in/out impacts to the 188t"/671h unsignalized intersection. 3. The applicant stated that she is trimming business plans due to cost......eliminating a caf6 due to a 1 ERU cost, I think she will have the same reaction to a request for a traffic study or if we were to hit her with four additional TMUs. 4. Is there a way Skookum Brewery - 1. I had Linda go to Skookum last Friday.....there were 30 cars on an overcast March Friday. There were several tents set up.....and people were inside the tents drinking. Is this counted as square footage. 2. Even if the applicant reduces his building square footage, he will still have an inordinate amount of traffic and parking...especially for that small site. 1 i 3. 1 think this applicant should also have a traffic study completed to justify his impact fees. We should have a meeting this Friday to discuss these two developments and see if there is something we can offer the small business......allow to pay connection and mitigation fees over a 12 month period. I will follow up with both on Friday after our meeting. Jim From: Paul Ellis Sent: Tuesday, March 29, 2011 11:14 AM To: James Kelly Subject: RE: Absolute Airpark Did you talk with Ron from Skookum Brewery about his traffic fee's? Thanks Paul From: James Kelly Seat: Tuesday, March 29, 2011 10:22 AM To: Paul Ellis Cc: Christopher Young; David Kuhl Subject: RE: Absolute Airpark Paul - I will call Pam and explain the trip mitigation fee process. In the meantime, check out the below website.....it is for a trampoline place in Bellingham. According to Kris Wallace, the parking lot is always PACKED with cars. Jim http://sea.iumpskyhigh.com/ From: Paul Ellis Sent: Tuesday, March 29, 2011 10:08 AM To: James Kelly Subject: Absolute Airpark Jim, The gal I was telling you about last night is Pam 425.754.3785 They are the owners of the building where they want to locate Absolute Airpark.She is trying to understand why she needs a traffic study and pay additional fees for traffic mitigation.They built the building and paid for eight trips then. 2 r ti� She want to set up a meeting between us and her architect to discuss, so if she still does not understand after you talk with her I would be happy to sit in on the meeting. Thanks Paul 3 I -'- SOUND STRUCTURAL SOLUTIONS t ENGINE ERS Craft, Inc 127 Ave A, Suite 105 Client Snohomish, WA 98290 P�0 S 'N 360-862-8919 phone SSS#j S1103012a- tj Absolute Air Project Mezzanine and Deck Design Identification ti WAC 196-23-070 This calculation package is intended for single use. Authorization for multiple constructions shall be noted here or in an accompanying document. Section Engineering Calculations 1 Mezzanine and Deck Design OFFICE COPY 6628 212th Street SW,Suite 205 - Lynnwood,WA 98036 - Ph:425-778-1023 - Fax: 206-260-7490 t r Title: Job# Dsgnr: Project Desc.: Project Notes Printed:24 MAR 2011 4:54PM Steel Beam Design File:S:Uobs1s111sll03Ol2 Absolute Air-MosiacArch1wo1103211s1 1 03 01 2 110321ec.ec6 ENERCALC,INC.19n2010,Ver.6.0.22 ++ _ • • r • • Description: 1-1 Material Properties Calculations per IBC 2006,CBC 2007,13th AISC Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsion buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 P71 35 - Span=160ft WBX1B Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0350, L=0.350 k/ft, Tributary Width=1.0 f1 DESIGN SUMMARY •.. . • , 1111 Maximum Bending Stress Ratio = 0,290: 1 Maximum Shear Stress Ratio= 0.082 : 1 Section used for this span W8X18 Section used for this span WBX18 Mu:Applied 12.320 k-ft Vu:Applied 3.080 k Mn/Omega:Allowable 42.415 k-ft Vn/Omega:Allowable 37 444 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 8.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.290 in Ratio= 662 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.319 in Ratio= 602 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios_ Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 16.00 ft 1 0.290 0.082 1232 12.32 70.83 42.42 1.00 1.00 3.08 56 17 37.44 +D Dsgn.L= 16.00 ft 1 0.026 0.007 1 12 1.12 70.83 42.42 1.00 1.00 0.28 56 17 37.44 +D+L+H Dsgn.L= 16.00 ft 1 0.290 0.082 12.32 12.32 70.83 42.42 1.00 1.00 3.08 56.17 37.44 +D+Lr+H Dsgn.L= 16.00 ft 1 0.026 0.007 1.12 1.12 70.83 42.42 1.00 1.00 0.28 56.17 37.44 +D+S+H Dsgn.L= 16.00 ft 1 0.026 0.007 1.12 1.12 70.83 42.42 1.00 1.00 0.28 56.17 37.44 +D+0.750Lr+0.750L+H Dsgn.L= 16.00 ft 1 0.224 0.064 9.52 9.52 70,83 42.42 1.00 1.00 2.38 56.17 37.44 +D+0.750L+0.750S+H Dsgn.L= 16.00 ft 1 0.224 0.064 9.52 9.52 70.83 42.42 1.00 1.00 2.38 56.17 37.44 +D+W+H Dsgn.L= 16.00 ft 1 0.026 0.007 1.12 1.12 70.83 42.42 1.00 1.00 0.28 56.17 37.44 +D+0.70E+H Dsgn.L= 16.00 ft 1 0.026 0.007 1.12 1.12 70.83 42.42 1.00 1.00 0.28 56.17 37.44 +D+0.750LrA.750L+0.750W+H Dsgn.L= 16.00 ft 1 0.224 0.064 9.52 9.52 70.83 42.42 1.00 1.00 2.38 56.17 37.44 +D+0.750L+0.750S+0.750W+H Dsgn.L= 16.00 ft 1 0 224 0.064 9.52 9.52 70.83 42.42 1.00 1.00 2.38 56.17 37.44 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 16.00 ft 1 0 224 0.064 9.52 9.52 70.83 4242 1.00 1.00 2.38 56.17 37.44 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 16.00 ft 1 0.224 0.064 9.52 9.52 70.83 4242 1.00 1.00 2.38 56.17 37.44 +0.60D+W+H Dsgn.L= 16.00 ft 1 0.016 0.004 0.67 0.67 70.83 42.42 1.00 1.00 0.17 56.17 37.44 +0.60D+0.70E+H r ! Title: Job# Dsgnr: Project Desc.: Project Notes _ Ponted:24 MAR 2011,454PM Steel Beam Design File:S:Wobs%111s1103012 Absolute Air-Mosiac Archlwo 1103211s1103012110321 ec.ec6 ENERCALC,INC.1902M0,Ver 6.0.22 0:00: s < • o SOUND STRUCTSOLUTIONS, Description Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 16.00 ft 1 0.016 0.004 0.67 0.67 70.83 42.42 1.00 1.00 0.17 56.17 37.44 Overall Maximum Deflections-Unfactored Loads - Load Combination Span Max.""DeFl Location in Span Load Combination Max."+"Defl Location in Span D+L+Lr 1 0.3188 8.080 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Dell Location in Span Max.Upward Defl Location in Span D Only 1 0.0290 8.080 0.0000 0.000 L Only 1 0.2898 8.080 0.0000 0.000 D+L+S 1 0.3188 8.080 00000 0.000 D+L+Lr 1 0.3188 8.080 0,0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.080 . 80 D Only 0.280 0 280 L Only 2.800 2.800 D+L+S 3.080 3.080 D+L+Lr 3.080 3.080 Steel Section Properties . W8X18 Depth = 8140 in I xx 61.90 in14 J = 0.172 in14 Web Thick = 0 230 in S xx 15.20 inA3 Cw - 122.00 inA6 Flange Width = 5 250 in R xx = 3.430 in Flange Thick = 0 330 in Zx = 17.000 inA3 Area = 5.260 in12 Iyy = 7 970 in14 Weight = 17 905 plf S yy = 3.040 inA3 Wno = 10.300 inA2 Kdesign = 0 630 in R yy = 1 230 in SW = 4.440 inA4 K1 = 0.563 in Zy = 4 660 inA3 Qf = 3.230 inA3 its = 1.430 in rT = 1 390 in Qw = 8.370 inA3 Ycg = 4 070 in Title: Job# Dsgnr: Project Desc.: Project Notes _ _ Printed:24 MAR 2011 2:04PM Steel Beam Desi n File:S:Wobs1s11W103012 Absolute Air-MosiacArchlwo11032%1103012110321ecec6 g ENERCALC,INC.1993.2010,Ver:6.6.22 _.1:rr::•• a e • • . • • Description: 1-2 Material Properties Calculations per IBC 2006,CBC 2007,13th AISC Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsion buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 777-77: r� rr Span=100ft A WBX1B Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0670, L=0.6670 k/ft, Tributary Width=1.0 fl DESIGN SUMMARY Maximum Bending Stress Ratio = 0.216: 1 Maximum Shear Stress Ratio= 0.098 : 1 Section used for this span W8X18 Section used for this span W8X18 Mu:Applied 9,175 k-ft Vu:Applied 3.670 k Mn/Omega:Allowable 42.415 k-ft Vn/Omega:Allowable 37.444 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.084 in Ratio= 1423 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.093 in Ratio= 1293 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 10.00 ft 1 0,216 0.098 9.18 9,18 70.83 42.42 1.00 1.00 3.67 56.17 37.44 +D Dsgn.L= %00 ft 1 0.020 0.009 0.84 0.84 70.83 42.42 1.00 1.00 0.34 56.17 37.44 +D+L+H Dsgn.L= 10.00 ft 1 0.216 0.098 9.18 9.18 70,83 42.42 1.00 1.00 3.67 56.17 37.44 +D+Lr+H Dsgn L= 10.00 ft 1 0.020 0.009 0.84 0.84 70.83 42.42 1.00 1.00 0.34 56.17 37.44 +D+S+H Dsgn.L= 10.00 ft 1 0.020 0.009 0.84 0.84 70.83 42.42 1.00 1.00 0.34 56.17 37.44 +D+0.750Lr+0.750L+H Dsgn.L= 10.00 ft 1 0.167 0.076 7.09 7.09 70.83 42.42 1.00 1.00 2.84 56.17 37.44 +D+0,750L+0.750S+H Dsgn.L= 10.00 ft 1 0.167 0.076 7.09 7.09 70.83 42.42 1.00 1.00 2.84 56.17 37.44 +D+W+H Dsgn.L= 10.00 ft 1 0.020 0,009 0.84 0.84 70.83 42.42 1.00 1.00 0.34 56.17 37.44 +D+0.70E+H Dsgn.L= 10.00 ft 1 0.020 0.009 0.84 0.84 70.83 42.42 100 100 0.34 56.17 37.44 +D+0.750Lr+0.750L+O 750W+H Dsgn.L= 10.00 ft 1 0.167 0.076 7.09 7.09 70.83 42.42 1.00 1.00 2.84 56.17 37.44 +D+0.750L+0.750S+0.750W+H Dsgn.L= 10.00 ft 1 0.167 0,076 7.09 7.09 70.83 42.42 1.00 1.00 2.84 56.17 37.44 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 10.00 ft 1 0.167 0.076 7.09 7.09 70.83 42.42 1.00 1.00 2.84 56.17 37.44 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 10.00 ft 1 0.167 0.076 7.09 7.09 70.83 42.42 1.00 1.00 2.84 56.17 37.44 +0.60D+W+H Dsgn.L= 10.00 ft 1 0.012 0.005 0.50 0.50 70.83 42.42 1.00 1.00 0.20 56.17 37.44 +0.60D+0.70E+H i Title: Job# Dsgnr: Project Desc.: Project Notes _ Primed:24 MAR 2011 2:04PM Steel Beam Design - File:S:\Jobs1s11ffi1103012 Absolute Air-MosiacArchtwo1103211a1103012110321ecec6 ENERCALC,INC.1983.2010,Ver:6.0.22 Description: 1-2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn L= 10 00 it 1 0.012 0.005 0.50 0.50 70.83 42.42 1.00 1.00 0.20 56.17 37.44 Overall Maximum_Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+Lr 1 0.0927 5.050 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0085 5.050 0.0000 0.000 L Only 1 0.0843 5.050 0.0000 0.000 D+L+S 1 0.0927 5.050 0.0000 0.000 D+L+Lr 1 0.0927 5.050 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.670 3.670 D Only 0.335 0 335 L Only 3.335 3.335 D+L+S 3.670 3.670 D+L+Lr 3.670 3.670 Steel Section Properties : W8X18 Depth = 8.140 in I xx 61.90 in"4 J = 0.172 inA4 Web Thick = 0.230 in S xx 15.20 in13 Cw = 122.00 inA6 Flange Width = 5.250 in R xx - 3.430 in Flange Thick = 0.330 in Zx = 17.000 in13 Area = 5.260 in"2 I yy = 7.970 in"4 Weight = 17 905 plf S yy = 3.040 inA3 Wno = 10 300 in12 Kdesign = 0.630 in R yy = 1 230 in Sw = 4.440 in"4 K1 = 0 563 in Zy = 4.660 inA3 Qf = 3.230 inA3 rts = 1.430 in rT = 1 390 in Qw = 8.370 inA3 Ycg = 4.070 in I .� Title: Job# Dsgnr: Project Desc.: Project Notes Punted 21 MAR 2011, 1 07PM Steel Column File:s:1iobs1s111s1103012 absolute air-mosiac archlwo 11032110103012110321 ec.ec6 H3.2010,ENERCALC,INC.19 Ver:6.0.22 TriT - • e • • • Description: 1-2 Column General Information Code Ref: 2006 IBC,AISC Manual 13th Edition Steel Section Name: TS4x4x3116 Overall Column Height 8.0 ft Analysis Method: 2006 IBC&ASCE 7-05 Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Fy:Steel Yield 50.0 ksi Brace condition for deflection(buckling)along columns E:Elastic Bending Modulus 29,000 0 ksi X-X(width)axis:Unbraced Length for X-X Axis buckling=8ft,K=1.0 Load Combination: Allowable Stress Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=8 ft,K= 1.0 Applied Loads _ Service loads entered.Load Factors will be applied for calculations. Column self weight included:80.327 Ibs"Dead Load Factor AXIAL LOADS... Axial Load at 8.0 fl,D=0.340,L=3.340 k Axial Load at 8.0 ft,D=0.340,L=3.340 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1191 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pu:Axial 7.440 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 62.477 k Mu-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 9.755 k-ft Along Y-Y 0 0 in at O.Oft above base Mu-y:Applied 0.0 k-ft for load combination: Mn-y/Omega:Allowable 9.755 k-ft Along X-X 0.0 in at 0-Oft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 00 ft At maximum location values are... Vu:Applied 00 k Vn I Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0,012 PASS 0.00 ft 0,000 PASS &00 ft +D+L+H 0 119 PASS 0.00 ft 0.000 PASS 000 ft +D+Lr+H 0.012 PASS 0.00 ft 0 000 PASS &00 ft +D+S+H 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0,092 PASS 0.00 ft 0-000 PASS 0.00 ft +D+0.750L+0 750S+H 0.092 PASS 0,00 ft 0 000 PASS 0.00 ft +D+W+H 0 012 PASS 0.00 ft 0 000 PASS 0.00 ft +D+0.70E+H 0 012 PASS 0.00 ft 0 000 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.092 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 0.092 PASS 0.00 ft 0 000 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.092 PASS 0.00 ft 0,000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0,092 PASS 0.00 ft &000 PASS 0.00 ft +0.60D+W+H 0 007 PASS 0.00 ft &000 PASS &00 ft +0.60D+0.70E+H 0.007 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only L Only r Title Job# Dsgnr: Project Desc.: Project Notes Printed:21 MAR 2U11, 1:07PM l Steel Column Flie:s yoba1s111s1103012 absolute ak•mosioc archuxo 110321ia1103pt211p321 ec ed ENERCALC,ING,19B3.2010,Ver.6.0.22 License • SOUND STRUCTURAL SOLUTIONS Description: 1.2 Column Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0,000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 It Steel Section Properties : TS4x4x3116 Depth - 4 000 in I xx = 6.59 104 J = 10.600 inim Web Thick = 0 000 in S xx = 3.30 inA3 Flange Width = 4 000 in R xx = 1.540 in Flange Thick = 0.188 in Area - 2 770 in^2 I yy = 6.590 inA4 Weight = 10 041 plf S yy = 3 300 in13 R yy = 1 540 in Ycg = 0.000 in I I ' i L—d 2 a! tl 1 4.00in Loads are total entered value Arrows do not reflect absolute direction i ` V II ' I t' Title: Job# Dsgnr: Project Desc.: Project Notes Printed:21 MAR 2011 1 03PM Wood Beam Des i n File:s:yobs1s111s1103012 absolute air-mosiac archlwo 1103211s1103012110321 ec.ec6 g ENERCALC,INC.1983-2010,Ver:6.0,22 Description: 1-3 Joist Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900 0 psi Ebend-xx 1,600 0 ksi Fc Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species Douglas Fir-Larch Fc-Perp 625 0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 32 210 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling u o. tea o LM A 2x8 x Span=6.670 ft AppmWd Loads Service loads entered Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.10 ksf, Tributary Width=1.330 ft,(Floor Load) DESIGNSUMMARV = • Maximum Bending Stress Ratio = 0.688 1 Maximum Shear Stress Ratio = 0.374 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 742 97 psi fv:Actual = 67 30 psi FB:Allowable = 1,080 Do psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.335ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.078 in Ratio= 1021 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0,086 in Ratio= 928 Max Upward Total Deflection 0 000 in Ratio= 0<240 Overall Maximum Deflections-Unfactored Loads _ Load Combination Span Max."'Defl Location in Span Load Combination Max.4"Defl Location in Span D+L+Lr 1 0.0862 3.368 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAximum b.488 0.488 D Only 0.044 0.044 L Only 0.444 0.444 D+L+S 0.488 0.488 D+L+Lr 0.488 0.488 r Title: Job# Dsgnr: Project Desc.: Project Notes Punted 24 MAR 2011.5 11 PM Steel Beam Desi n File:S;lJobs1s111s1103012AbsoluleAir-MosiacArchlwo1103211s1103012110321ec.ec6 g ENERCALC,INC.1983-2010,Ver:6.0.22 Description: 1-4 Material Properties Calculations per IBC 2006,CBC 2007,13th AISC Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsion buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 Spa-10 Oft WBX1B Applied Loads Service loads entered.Load Factors will be applied for calculations: Load for Span Number 1 Uniform Load: D=0.0350, L=0 350 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.113: 1 Maximum Shear Stress Ratio= 0.051 : 1 Section used for this span W8X18 Section used for this span W8X18 Mu:Applied 4.813 k-ft Vu:Applied 1.925 k Mn/Omega :Allowable 42.415 k-ft Vn/Omega:Allowable 37.444 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0 044 in Ratio= 2713 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.049 in Ratio= 2466 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Oirerall MAXImum Envelope Dsgn.L= 10,00 ft 1 0.113 0.051 4.81 4.81 70.83 42.42 1.00 1.00 1.93 56.17 37.44 +D Dsgn.L= 10.00 ft 1 0.010 0.005 0.44 0.44 70.83 42.42 1.00 1.00 0.18 56.17 37.44 +D+L+H Dsgn.L= 10.00 ft 1 0.113 0,051 481 4.81 70.83 42.42 1.00 1.00 1.93 56.17 37.44 +D+Lr+H Dsgn.L= 10.00 ft 1 0,010 0.005 044 0.44 70.83 42.42 1.00 1.00 0.18 56.17 37.44 +D+S+H Dsgn.L= 10.00 ft 1 0,010 0.005 0.44 0.44 70.83 42.42 1.00 1.00 0.18 56.17 37.44 +D+0.750Lr+0.750L+H Dsgn.L= 10.00 ft 1 0.088 0.040 3.72 372 70.83 42.42 1.00 1.00 1.49 56.17 37.44 +D+0.750L+0.750S+H Dsgn.L= 10.00 ft 1 0.088 0.040 3.72 3.72 70.83 42.42 1.00 1.00 1.49 56.17 37.44 +D+W+H Dsgn.L= 10.00 ft 1 0.010 0.005 0.44 044 70.83 42.42 1.00 1.00 0.18 56.17 37.44 +D+0.70E+H Dsgn.L= 10.00 ft 1 0.010 0.005 0.44 044 70.83 42.42 1.00 1.00 0.18 56.17 37.44 +D+0.750Lr+0.750 L+0.750 W+H Dsgn.L= 10.00 ft 1 0.088 0.040 3.72 3.72 70.83 42.42 1.00 1.00 1.49 56.17 3T44 +D+0.750L+0.750S+0.750W+H Dsgn.L= 10.00 ft 1 0.088 0.040 3.72 3.72 70.83 42.42 1.00 1.00 1.49 56.17 37,44 +D+0.750Lr+0.750 L+0.5250E+H Dsgn.L= 10.00 ft 1 0.088 0.040 3.72 3.72 70.83 42.42 1.00 1.00 1.49 56.17 37.44 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 10.00 ft 1 0.088 0.040 3.72 3.72 70.83 42.42 1.00 1.00 1.49 56.17 37.44 +0.60D+W+H Dsgn.L= 10.00 ft 1 0 006 0.003 0.26 0.26 70.83 42.42 1.00 1.00 0.11 56.17 37.44 +0.60D+0.70E+H I, � 1 ;: .� _ 1 I} } Title: Job# Dsgnr: Project Desc.: Project Notes _ PijnW:24 MAR 2011 5:41PM Steel Beam Design File:S:1,bbsic111s1103012AbsoluteAir-MosiacArch\wo11032%110301 2 110321 ec.ec6 g ENERCALC,INC.1983-2010,Ver:6.0.22 Description: 1-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 10.00 ft 1 0.006 0 003 0.26 0.26 70.83 42.42 1.00 1.00 0.11 56.17 37.44 Overall Maximum Deflections a Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+Lr 1 0.0486 5.050 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0044 5.050 0.0000 0,000 L Only 1 0.0442 5.050 0.0000 0.000 D+L+S I 0.0486 5.050 0.0000 0.000 D+L+Lr I 0.0486 5 050 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.925 1.925 D Only 0.175 0,175 L Only 1.750 1.750 D+L+S 1.925 1.925 D+L+Lr 1.925 1.925 Steel Section Properties : W8X18 Depth = 8 140 in I xx = 61.90 in14 J = 0.172 in^4 Web Thick = 0 230 in S xx 15.20 in"3 Cw = 122 00 inA6 Flange Width = 5.250 in R xx = 3 430 in Flange Thick = 0.330 in Zx = 17.000 in13 Area = 5.260 inA2 1 yy = 7.970 inA4 Weight = 17.905 plf S yy = 3,040 in"3 Wno = 10.300 in"2 Kdesign = 0 630 in R yy 1 230 in Sw = 4.440 inA4 K1 = 0 563 in Zy = 4.660 inA3 Qf = 3 230 inA3 its = 1.430 in rT = 1 390 in Qw = 8.370 inA3 Ycg = 4.070 in r. i Title: Job# Dsgnr: Project Desc.: Project Notes _ PrinW 24 MAR 2011 2 05PM Steel Beam Design File:SAJobs1s111s1103012 Absolute Air-Mosiackch1wo110321\s1103012110321ec.ec6 ENERCALC,INC.19n2010,Ver:6.0.22 rr• •wnor:SOUND STRUCTURAL SOLUTIONS Description Material Properties _ Calculations per IBC 2006,CBC 2007,13th AISC Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsion buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 Span=R670 R A WBX10 CCC/// Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0350, L=0.350 k/ft, Tributary Width=1.0 fi DESIGN SUAW RV •: • Maximum Bending Stress Ratio = 0.050: 1 Maximum Shear Stress Ratio= 0.034 : 1 Section used for this span W8X18 Section used for this span W8X18 Mu:Applied 2 141 k-ft Vu:Applied 1 284 k Mn/Omega:Allowable 42.415 k-ft Vn/Omega:Allowable 37 444 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 3 335ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.009 in.Ratio= 9144 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.010 in Ratio= 8313 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MA)Onium Envelope Dsgn.L= 6.67 ft 1 0.050 0.034 2.14 214 70.83 42.42 1.00 1.00 1.28 56.17 37.44 +D Dsgn.L= 6.67 ft 1 0 005 0.003 0.19 0.19 70.83 42.42 1.00 1.00 0.12 56.17 37.44 +D+L+H Dsgn.L= 6.67 ft 1 0.050 0.034 2.14 2.14 70.83 42.42 1.00 1.00 1.28 56.17 37.44 +D+Lr+H Dsgn.L= 6.67 It 1 0.005 0.003 0.19 0.19 70.83 42.42 1.00 1.00 0.12 56.17 37.44 +D+S+H Dsgn.L= 6.67 ft 1 0.005 0.003 0.19 0.19 70.83 42.42 1.00 1.00 0 12 56.17 3744 +D+0.750Lr+0.750L+H Dsgn.L= 6.67 ft 1 0.039 0.026 1.65 1.65 70.83 42.42 1.00 1.00 099 56.17 37.44 +D+0.750L+0.750S+H Dsgn.L= 6.67 ft 1 0.039 0.026 1.65 1.65 70.83 42.42 1.00 1.00 0.99 56.17 3744 +D+W+H Dsgn.L= 6.67 It 1 0.005 0.003 0.19 0.19 70.83 42.42 1.00 1.00 0.12 56.17 3744 +D+0.70E+H Dsgn.L= 6.67 ft 1 0.005 0.003 0.19 0.19 70.83 42.42 1.00 1.00 0.12 56.17 37.44 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 6.67 It 1 0.039 0.026 1.65 1.65 70.83 42.42 1.00 1.00 0.99 56 17 37.44 +D+0.750L+0.750S+0.750W+H Dsgn.L= 6.67 ft 1 0 039 0.026 1.65 1.65 70.83 42.42 1.00 1.00 0.99 56.17 37.44 +D+0.750Lr+0.750 L+0.5250E+H Dsgn.L= 6.67 ft 1 0.039 0.026 1.65 1.65 70.83 42.42 1.00 1.00 0.99 56.17 37.44 +D+0.750L+0.750 S+0.5250 E+H Dsgn.L= 6.67 ft 1 0.039 0.026 1.65 1.65 70.83 42.42 1.00 1.00 0.99 56.17 37.44 +0.60D+W+H Dsgn.L= 6.67 It 1 0 003 0.002 0.12 0.12 70.83 42.42 1.00 1.00 0.07 56.17 37.44 +0.60D+0.70E+H h' �, . + r Title: Job# Dsgnr: Project Desc. Project Notes _ Pi anted:24 MAR 2011,2:05PM Steel Beam Design File:W0bs_UW%1M03012AbsoluteAir-MosiacArch1wo1103211s1103012110321ec.ec6 g ENERCALC,INC.1983-2010,Ver:6.0.22 a 0:ir. •wner:SOUND -SOLUTION Description: 1-5 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 6.67 It 1 0.003 0.002 0.12 0.12 70.83 42.42 1.00 1,00 0.07 56.17 37.44 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+Lr 1 0.0096 3.368 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 HOW 3 368 0.0000 0.000 L Only 1 0,0088 3.368 0.0000 0.000 D+L+S 1 0.0096 3.368 0.0000 0.000 D+L+Lr 1 0,0096 3.368 0.0000 0.000 Vertical Reactions.Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overaii MA-AAh um 1.284 1. 8 D Only 0.117 0.117 L Only 1.167 1.167 D+L+S 1.284 1.284 D+L+Lr 1.284 1.284 Steel Section Properties W8X18 Depth = 8 140 in I xx - 61.90 in14 J = 0.172 in14 Web Thick = 0.230 in S xx 15.20 inA3 Cw = 122.00 in"6 Flange Width = 5 250 in R xx - 3.430 in Flange Thick = 0 330 in Zx - 17.000 inA3 Area = 5.260 in^2 Iyy = 7.970 in^4 Weight = 17,905 plf S yy = 3 040 inA3 Wno = 10.300 inA2 Kdesign = 0,630 in R yy = 1.230 in Sw = 4.440 in^4 K1 = 0 563 in Zy = 4.660 inA3 Of = 3.230 in"3 its = 1 430 in rT = 1.390 in Qw = 8.370 inA3 Ycg = 4.070 in ' ►� .r +. Title: Job# Dsgnr: Project Desc. Project Notes _ Primed 22 MAR 2011 1110AM Wood Beam Design File:S:IJobs1s111sl103012 Absolute Air-MoftArch1wo110`121WI103012110321ec.ec6 g ENERCALC,INC.1963-2010,Ver:6.0,22 Description: 0-1 Joist Material Properties Calculations per IBC 2006,CBC 2007,2005 IVDS Analysis Method: Allowable Stress Design Fb Tension 900,0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb Compr 900.0 psi Ebend-xx 1,600.Oksi Fc PHI 1,350.0 psi Eminbend-xx 580.Oksi Wood Species Douglas Fir-Larch Fc Perp 625.0 psi Wood Grade : No 2 Fv 180.0 psi Ft 575.0 psi Density 32 210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling o01 UO1 7 2xa Span=9 250 ft Applied Loads Service loads entered. Load Factors will be applied for calcrllations. Load for Span Number 1 Uniform Load: D=0.010, L=010 ksf, Tributary Width= 1.0 ft,(Floor Load) DESIGN SUMMARY = • Maximum Bending Stress Ratio = 0,995: 1 Maximum Shear Stress Ratio = 0.390 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual 1,074.36psi fv:Actual 70.17 psi FB:Allowable 1,080.00psi Fv:Allowable 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.625ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.218 in Ratio= 509 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0,240 in Ratio= 463 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+Lr 1 0.2396 4.671 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.509 0.509 D Only 0.046 0.046 L Only 0.463 0.463 D+L+S 0.509 0 509 D+L+Lr 0.509 0.509 b i Title: Job# Dsgnr: Project Desc.: Project Notes Pooled 24 MAR 2011,5:22PM Steel Beam Design File:S:Wobs1s1%1103012 Absolute Air-Vlosiackch1wo1/03211s1103012110321ec.ec6 ENERCALC,INC.1983-2010,Ver:6.0.22 Description: STAIR STRINGER Material Properties Calculations per IBC 2006,CBC 2007,13th AISC Analysis Method: Allowable Stress Design Fy:Steel Yield: 50 0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsion buckling E:Modulus: 29,000 0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 Mal M71, Span=9.0 ft C10X153 Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.10 ksf, Tributary Width=2 50 f1 DESIGN SUMMARY ra- • Maximum Bending Stress Ratio 0.070: 1 Maximum Shear Stress Ratio= 0.029 : 1 Section used for this span C10X15.3 Section used for this span C10X15.3 Mu:Applied 2 784 k-ft Vu:Applied 1 238 k Mn/Omega:Allowable 39 671 k-ft Vn/Omega:Allowable 43 114 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 4.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0,019 in Ratio= 5666 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.021 in Ratio= 5150 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&_Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 9.00 It 1 0.070 0 029 2.78 2.78 66.25 39.67 1,00 1.00 1.24 72.00 43.11 +D Dsgn.L= 9,00 ft 1 0.006 0.003 0.25 0.25 66.25 39.67 1.00 1.00 0.11 7200 43 11 +D+L+H Dsgn.L= 9.00 It 1 0.070 0.029 2.78 2.78 66.25 39.67 1.00 1.00 1.24 72.00 43 11 +D+Lr+H Dsgn.L= 9.00 It 1 0.006 0.003 0.25 0.25 66.25 39.67 1.00 1.00 0.11 72.00 43.11 +D+S+H Dsgn.L= 9.00 ft 1 0.006 0.003 0.25 0.25 66.25 39.67 1.00 1,00 0.11 72.00 43.11 +D+0.750Lr+0.750L+H Dsgn.L= 9.00 It 1 0.054 0.022 2.15 2.15 66.25 39.67 1.00 1.00 0.96 7200 43.11 +D+0.750L+0.750S+H Dsgn.L= 9.00 It 1 0.054 0.022 2.15 2.15 66.25 39.67 1.00 1.00 096 72.00 43.11 +D+W+H Dsgn.L= 9.00 It 1 0.006 0.003 0.25 0.25 66.25 39.67 1.00 1.00 0.11 72.00 43.11 +D+0.70E+H Dsgn.L= 9.00 ft 1 0.006 0.003 0.25 0,25 66.25 39.67 1.00 1.00 0.11 72.00 43.11 +D+0.750Lr+0.750 L+0.750W+H Dsgn.L= 9.00 ft 1 0.054 0.022 2.15 2.15 66.25 39.67 1.00 1.00 0.96 72.00 43.11 +D+0.750L+0.750S+0.750W+H Dsgn.L= 9.00 It 1 0.054 0.022 215 2.15 66.25 39,67 1.00 1.00 0.96 72.00 43.11 +D+0.750Lr+0.750 L+0.5250E+H Dsgn.L= 9,00 ft 1 0,054 0,022 2.15 2.15 66.25 39.67 1.00 1.00 0.96 72.00 43.11 +D+0.750L+0.7505+0.5250E+H Dsgn.L= 9.00 it 1 0.054 0.022 215 2.15 66.25 39.67 1.00 1.00 096 72.00 43.11 +0.60D+W+H Dsgn.L= 9.00 ft 1 0.004 0.002 0.15 0.15 66.25 39.67 1.00 1.00 0.07 72.00 43.11 +0.60D+0.70E+H .i ',. f +, i Title: Job# Dsgnr: Project DeSC.: Project Notes Panted:24 MAR 2011,5:22PM Steel Beam Design File:S:UobMs111s1103012 Absolute Air-Mosiac Archlwo 1103211s11 0301 2 11 0321 ec.ec6 g ENERCALC,INC.1963-2010,Ver:6.0,22 Lic.#: KW-06006655 License Owner:SOUND STRUCTURAL SOLUTIONS Description: STAIR STRINGER Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 9.00 ft 1 0.004 0.002 0.15 0.15 66.25 39.67 1.00 1.00 0.07 72.00 43.11 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+Lr 1 0.0210 4.545 0,0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0019 4,545 0.0000 0.000 L Only 1 0.0191 4.545 0,0000 0.000 D+L+S 1 0.0210 4.545 0.0000 0.000 D+L+Lr 1 0.0210 4.545 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.238 1.238 D Only 0.113 0.113 L Only 1.125 1.125 D+L+S 1.238 1.238 D+L+Lr 1.238 1.238 Steel Section Properties : C10X15.3 Depth = 10 000 in I xx - 67,30 inA4 J 0.209 inA4 Web Thick = 0 240 in S xx 13.50 inA3 Cw - 45.50 inA6 Flange Width = 2 600 in R xx = 3.870 in Ro = 4 190 in Flange Thick = 0 436 in Zx = 15.900 inA3 H = 0.884 in Area = 4.480 inA2 1 yy = 2,270 in^4 Weight = 15.300 plf S yy = 1 150 in^3 Wno = T480 in"2 Kdesign = 1,000 in R yy = 0 711 in Sw = 2.550 in^4 Zy = 2 340 in^3 Qf = 5 030 in"3 its = 0 869 in Qw = 8.030 inA3 Ycg = 5.000 in Wn2 = 4.380 Xcg = 0.634 in Sw2 = 1.680 Xp = 0 224 in Sw3 = 0.840 Eo - 0,796 in - ;: 1 } n f BRG ksf Rxn# DL(kips) LL(kips) TL(kips) Area(sq ft) SQftD)im o/Slab(ft) Plate(in) 1 0.12 1.17 1.29 0.645 0.803 0.133 1.60 z1>1/o 2 0.3 2.92 3.22 1.61 1.269 0.599 7.19 10;4tO 3 0.36 3.5 3.86 1.93 1.389 0.719 8.63 iu*ic' 4 0.46 4.55 5.01 2.505 1.583 0.913 10.95 tX A/2- 5 0.56 5.6 6.16 3.08 1.755 1.085 13.02 r2"K1Z 6 0.68 3.34 4.02 2.01 1.418 0.748 8.97 t©xf0 7 0.18 1.75 1.93 0.965 0.982 0.312 3.75 8 0.34 3.34 3.68 1.84 1.356 0.686 8.24 9 0.62 6.14 6.76 3.38 1.838 1 1.168 14.02 i I i Design of Axially Loaded Base Plates AISC Column Base Plates Design Guide Series 1 f� 2500 psi fy 36000 psi P 4020 Ibs B 10 in N 10 in A, 100 in` Armin 2.30 in` OK AZ 40'l r. : m Fp 1750.0 psi Allowable Bearing Stress bf 4 in Column Width d 4 in Column Depth m 3 in n 3 in fp 40.2 in` Actual Bearing Pressure tp_min 0.20 in Required Plate Thickness Specified Plate Thickness tp 0.375-: in Bending Demand MU(m) 1809.0 lb-in Mu(n) 1809.0 lb-in Bending Capacity Mn(m) 5625 lb-in OK M„(n) 5625 lb-in OK i Design of Axially Loaded Base Plates AISC Column Base Plates Design Guide Series 1 f� 2500 psi fy 36000 psi P oro, Ibs B 12 in N 12 in A, 144 in` Atmm 4.64 in` OK A2 400 in` Fp 1458.3 psi Allowable Bearing Stress bf 4 in Column Width d 4 in Column Depth m 4 in n 4 in fp 46.9 in` Actual Bearing Pressure tp_MI. 0.29 in Required Plate Thickness Specified Plate Thickness tp 0.375: ::;in Bending Demand M.(m) 4506.7 lb-in M.(n) 4506.7 Ib4n Bending Capacity M.(m) 6750 lb-in OK Mn(n) 6750 lb-in OK EXISTING 10'-0"TYPE III � LANDSCAPE BUFFER BURLINGTON N EXISTING S'TYPEIILAND ORTHERN RAILR77-7 OAD PROPERTY LINE- LANDSCAPE BUFFER EXISTING 8X10 TRASH ENCLOSURE 9 STALLS 319'-ipj W/6'SIGHT OBSCURING FENCE EXISTING I � STALLS EXISTING LLJ - 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