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Home My WebLink About8620 172nd St Ne_BLD289_2026 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:8620 172nd Street NE Permit#:289 Parcel#:31052500200400 Valuation: 150000.00 OWNER APPLICANT CONTRACTOR Name:HILLTOP SPORTS L L C Name:GK Structrual Engineering LLC Name:Belfor Property Restoration Address:8620 172ND ST NE Address:608 State Street S,#100-D Address:4320 S 131st Place,#100 City,State Zip:ARLINGTON,WA 98223 City,State Zip:Kirkland,WA 98033 City,State Zip:Seattle,WA 98168 Phone: Phone:425-238-9137 Phone:360-720-1537 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Alteration CODE YEAR: 2012 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: 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 OROCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI l0/IRC110. SALES TAX NATICE:Sales reliIo construction and construction materials in the City rlingtoi most be reported on your sales tax return form/ audFoded Cityof Arlin # 01. I� b I Cl oSS /' ✓1 ,//�l�l/ 1 I I Signa ire Print Name Date Relea' By CONDITIONS See Approved Plans THIS PERMIT AUTHORIZS ONLY THE WORK NOTED,THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 6/24/2014 Building Permit Fee $1,670.58 6/24/2014 Building Plan Review Fee $1,085.88 6/24/2014 State Building Code Surcharge Fee $4.50 Total Due: $2,760.96 Total Payment: $2,760.96 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Permit Details Date 2/12/2014 Permit Number1289 Inspection Date 8/27/2014 Type Commericial Requested By Contact Info Scheduled Date 8/27/2014 Scheduled Time 00:00 Completion Date 11/26/2014 Description Fire Repair Status Completed Assigned To Chris Young Time IN 00:00 OUT 00:00 Hours 2 Inspection Items Date Employee Pass/Fail Note Building Final 11/26/2014 Chris Young Pass Ceiling Grid Cross Connection Fire Final Footing Foundation Framing 11/26/2014 Chris Young Pass Gas Piping Groundwork Plumbing Insulation 8/27/2014 Chris Young Pass Rough HVAC 11/26/2014 Chris Young Pass Rough-In Plumbing Shearwall Structural slab Underfloor Wallboard Property Information Parcell#:31052500200400 HILLTOP SPORTS L L C HILLTOP SPORTS L L C 8620 172ND ST NE 620 172ND ST NE ARLINGTON WA 98223 741 Sports Activities Inc.Golf Tennis Ice Etc. r COMMERCIAL REMODEL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59"Ave NE•Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY THREE(3) SETS OF CONSTRUCTION PLANS, TWO(2)SETS OF STRUCTURAL CALCULATIONS, ONE(1) SET OF NREC ENERGY CODE APPLICATIONS AND ONE(1) OCCUPANTS STATEMENT OF INTENDED USE. FtW- Type of Permit: Change of Use/Remodel Commercial Addition Project Address: Parcel ID#: 3IC6—z5ap Wbq Project Description: (%� Legal Description:—! '?_s Project Valuation: rQ t'7 Owner: Phone Number: Address: City: State: U-4 Zip Code— Contact Person: I T��,Se Phone Numb r s113$ Cell Phone: Fax: E-mail: Address:(ram !2JAJE '�-yr S,!� }{City: State: A Zip ode: g$033 Contractor: Phone Number: 2c&-Z83 "717-1 Address: � ��,� �'�, City: .� L�� State: WA (Zip Code: $16� Contractor's License Number.- Expiration: Plumbing Contractor: ! Phone Number.- Address: City: State: Zip Code: Contractor's License Number: Expiration: Mechanical Contractor: Phone Number: Address: City State: Zip Code: Contractor's License Number: Expiration: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be it ccordance with the laws, rules and regulation of the State of Washington. Applicants Signature Date / Print Applicants Name ,t Received FOR STAFF USE ONLY Permit# Aco(epteW By Amount Received Receipt# Date Received '__ ;.,. Z .,.:� .-� �s ,. •. ' M . jj � � 1♦ • �'. - �•• �• ;�. •' b t ti.• .r. �. . �' I 1 .. V t } I � � i .J � � i � COMMERCIAL REMODEL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59`h Ave NE •Arlington,WA 98223 • Phone (360)403-3551 Project Name/Tenant Site Address Q2� I`-2,'p s:r'00 Bldg/Unit/Suite IBC Construction Type IBC Occupancy Type Description of Use aW Building Square Footage I&5r 5i�' Number of Stories Square Footage Per Floor L,$� 5-5 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. ' � I r ♦ _ ' jar �� Y t k .�,R' S':�, j •:K: i Y COMMERCIAL REMODEL PERMIT APPLICATION Department of Community& Economic Development City of Arlington - 18204 59`h Ave NE•Arlington,WA 98223 • Phone (360)403-3551 Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or fine to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS: 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 permitcenter@ci.ailington.wa_us. I have read and agree to comply with the terms and conditions of this agreement. Owner: Date: Applicant: Date: 1 � S . � i COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 591h Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Statement of Special Inspection Name of Project: Norpoint Gun Range Project Address: 8620 172nd St NE Special Inspection Firm: T.B.D. Address: Contact Person Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). Reinforced Concrete Bolting in Concrete Pre-stressed Concrete Shotcrete Structural Masonry Structural Steel and Welding High-Strength Bolting Spray-Applied Fireproofing Smoke-Control Systems ✓ Other Specify: 4,000psi concrete All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories, a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed, for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy" City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports, on site, for review. The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. CITY OF ARLINGTON INSPECTION CARD INSPECTION RECORD Office Card should mirror the on-site Joo Card COMMERCIAL Enter inspection data and return the Office Card to the Permit File when the inspection(s) have been completed OWNER: CONTRACTOR: JOB ADDRESS: LD 17 2^✓ S F, LOT NUMBER TYPE GROUP NATURE of WORK: _j USE of BUILDING: ,QESYl 7d Z �(, ZE A PERMIT No: DATE ISSUED: INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB DEPARTMENT INSPECTION DATE(S) PASS FAIL INITIALS FOOTING BUILDING FOUNDATION (360)403-3417 UNDERFLOOR SHEARWALL PLUMBING(groundwork) 'ROUGH PLUMBING GAS PIPING ROUGH HEATING&VENTILATION FRAMING INSULATION WALLBOARD(SHEAR/RATED WALLS) CEILING GRID STRUCTURALSLAB CROSS CONNECTION CONTROL IN PREMISE FIRE DEPARTMENT HYDRO/FLUSH UNDERGROUND'"INCL FDC FIRE ALARM /AUTOMATIC SPRINKLER HOOD SUPPRESSION SYSTEM FINAL FIRE WALK-THROUGH FINAL INSPECTION Certificate of Occupancy OTHER INSPECTIONS CORRECTIONS Permit Information Date 2/12/2014 ltborl.289 Project Name Norpoint Gun Range Applicant Name GK Structrual Engineering LLC Applicant Address 608 State Street S,#100-D City, State,Zip Kirkland,WA 98033 Contact Jeffrey Gilliland Phone 425-238-9137 Email jell@gkstructural.com Permit Type Commercial Alteration Site Address 8620 172nd Street NE Valuation 150000.00 Status Applied Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load Number of Stories 1 Proposed Use Gun Range Assigned To Launa Peterson Property Information Owner Information Parcel#:31052500200400 HILLTOP SPORTS L L C HILLTOP SPORTS L L C 8620 172ND ST NE 8620 172ND ST NE ARLINGTON,WA 98223 Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# CBRIDE CONSTRUCTION RESOURCES IPATRICIA MCBRIDE 1206-283-71211 CONTRACTOR ILabor&Industrie MCBRICRO99J Z Review Date Type Description I Target Date Completed Date Assigned To Status /12/2014 Commercial T.I. /19/2014 1phris Young lln Review /12/2014 lCommercial T.I. /19/2014 om Cooper Iln Review Uploaded Files Upload File Date I File 2/12/2014 LD-289. df I Delete T I � i +„_s 001, CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 CO) PHONE; (360) 403-3551 BUILDING PERMIT Address:8620 172nd Street NE Permit#:289 Parcel#:31052500200400 Valuation: 150000.00 OWNER APPLICANT CONTRACTOR Name:HILLTOP SPORTS L L C Name:GK Structrual Engineering LLC Name: MCBRIDE CONSTRUCTION RESOURCES Address:8620 172ND ST NE Address:608 State Street S,#100-D Address:224 NICKERSON STREET City,State Zip: ARLINGTON,WA 98223 City,State Zip:Kirkland,WA 98033 City,State Zip:SEATTLE,WA 98109 Phone: Phone:425-238-9137 Phone:206-283-7121 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP; JOB DESCRIPTION PERMIT TYPE: Commercial Alteration CODE YEAR: 2012 STORIES: I CONST.TYPE: DWELLING UNITS: 0 OCC GROUP: BUILDINGS: I OCC LOAD: 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 PEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC 110. SALI S"PAX A O" . •les tax relating to construction and construction materials in the City of Arl'u0i i must, c reported on qom sales tax return lunn and c do r i n _ 11 � - e� 7///17/ c Print Name Kel&vsej By ! :uc CONDITIONS See approved plans. THIS PERMIT AUTLIORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC)WILL REQUIRE SEPARATE PERMISSION, PERMIT FEES Date Description Fee Amount 2/26/2014 Building Permit Fee $1,670.58 2/26/2014 Building Plan Review Fee $1,085 88 2/26/2014 State Building Code Surcharge Fee $4 50 Total Due: S2,760.96 Total Payment: $0.00 Balance Due: $2,760.96 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: • i� Nti � �a � I r 1 i Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon i WJE ENGINEERS Wiss,Janney,ElstnerAssociates,Inc.ARCHITECTS 960 South Harney Street MATERIALS SCIENTISTS Seattle,Washington 98108 206.622.1441 tel 206.622.0701 fax www.wje.com Via Email April 22,2014 Ms. Serena Larson York Specialized Loss Adjusting 99 Cherry Hill Road, Suite 102 Parsippany,NJ 07054 Re:Norpoint Gun Range WJE No. 2014.1804 York Claim No.LXFD-1728A9 Carrier Claim No. 646-194515 001 Dear Ms.Larson: At your request, Wiss, Janney,Elstner Associates, Inc. (WJE) has made a limited structural evaluation of fire damage to steel ceiling joists at the Norpoint Gun Range located at 8620 172nd Street NE, in Arlington,Washington. We understand that a fire occurred in one of three enclosed indoor shooting lanes on November 9, 2013. You requested that we make a site visit to inspect the steel ceiling joists of the shooting lane to determine the extent of fire damage, and structural repair required. In addition, you have requested that we review the scope of repair work for these joists included in structural repair drawings prepared by others. Background The Norpoint Gun Range building is a single-story steel framed and metal clad building (Figure 1). The building floor is a concrete slab on ground. The overall building is roughly 175 feet in the north-south direction by 105 feet in the east-west direction. The building was reportedly constructed in 2001. Inside the steel frame building are three enclosed shooting lanes, which are about 85 feet long and 22 feet 4inches wide (Figure 2). The walls of the shooting lane are comprised of concrete masonry units (CMU) of 8 to 12 inch thickness depending on location, with a CMU wall height of 12 feet(Figure 3). The CMU walls support 14 inch deep steel joists at 48 inches on center, which run in the east-west direction and span the 22 feet 4 inch lane width. The steel joists are top chord bearing and support a metal deck with 4 inches of concrete topping. A fire occurred in Shooting Lane 2 when "tracer bullets" were fired which ignited the rubber backstop. Investigation Mr. Zeno Martin, P.E., S.E., of WJE visited the site on April 3,2014. The purpose of our site visit was to inspect the damage and obtain limited measurements of joist deflections using a laser level. We also reviewed a nineteen sheet set of Architectural Drawings from Circa Design Group, dated April 21, 2000; and a six sheet set of Fire Damage Repair drawings from GK Structural Engineering, LLC, dated February 12,2014. Headquarters&Laboratories—Northbrook,Illinois Received Atlanta I Austin I Boston I Chicago I Cleveland I Dallas I Denver I Detroit Honolulu I Houston ��UL O Q O 2�+A 14 Los Angeles I Minneapolis J New Haven I New York I Princeton I San Francisco Seattle I Washington,DC 3W 981 REVISED EMATERIALS ENGINEERS Ms.Serena Larson ARCHITECTS York Specialized Loss Adjusting SCIENTISTS April 22,2014 Page 2 Findings The fire occurred in the south end of Shooting Lane 2 in the rubber pile used to stop bullets. Lanes 1 and 3 were not affected by the fire, and were open to the public for shooting, while Lane 2 has been closed due to fire damage. All shooting lanes have the same ceiling joist construction. For reference in our inspection,joists were numbered 1 through 21 with number 1 starting at the south end of Lane 2. Lane 2 Joists I through 7 had observable deformation at the top flange along with vertical deflection. Closest to the fire were Joists 1 through 3, and these had the largest deformations (Figures 4 and 5). Typical deformation was top chord lateral buckling(Figure 6).Joists 8 and 9 had lateral sweep of the top flange of 1 inch and 0.75 inches, respectively. These same joists had vertical deflections of 0.53 inch and 0.41 inches. Joists 10 through 15 had vertical deflections all less than 0.30 inches, and no significant observable deformation. Joists 16 through 21 had no unusual deflections or deformations. The manufacturer's plastic joist tag near the top flange was not melted on Joists 16 through 21. Wall,joist, and ceiling surfaces were covered with black soot throughout Lane 2. Lane 3 Joist deflections in Lane 3 were taken to establish a control from which to compare deflections in Lane 2. The average mid-span deflection (downward) of six different joists in Lane 3 was 0.32 inches. Lateral sweep in bottom chords of up to 1 inch was observed in several joists. There was no evidence that elevated temperatures occurred in Lane 3 such as blistered paint on the CMU walls, joists, or melted plastic joist tags. Drawing Review The scope of repair work in the Fire Damage Repair drawings from GK Structural Engineering (GK) includes removal and replacement of all joists in Lane 2 except the northern three (Joists 19, 20 and 21). The metal deck with 4 inches of concrete fill that is supported by Joists I through 18 is also shown to be removed and replaced in the drawings. The GK drawings also specify a total of eighteen temporary shoring supports to prevent lateral movement of existing CMU walls,which are to remain. Discussion The American Institute of Steel Construction (AISC) publishes a document' describing the behavior of structural steel during a fire, and addresses reuse of structural steel in a building after it has been affected by fire. In the assessment of fire exposed steel,AISC defines three categories to classify fire affected steel members as follows: Category 1: Straight members that appear unaffected by the fire,including those that have slight distortions that are not easily observable. Alfawakhiri,F.,Gewain,R.,Iwankiw,N.,"Facts for Steel Buildings-Fire,"AISC,2003,pp.33-36 i WEENG IN E Ms.Serena Larson ARCHITECTS S York Specialized Loss Adjusting MATERIALS SCIENTISTS April 22,2014 Page 3 Category 2:Members noticeably deformed but could be heat straightened if economically justified. Category 3: Members severely deformed that only under extreme circumstances would repair be given any consideration. Steel members determined to be Category 1 or 2 are unlikely to have exceeded 1,300 degrees Fahrenheit for any appreciable length of time.Testing has shown that steel that has not experienced extended periods of temperatures in excess of 1,300 degrees Fahrenheit can be assumed to have no permanent changes in their properties upon return to ambient conditions.2 Conclusions In Lane 2, Joists 10 through 21 are considered Category 1 per AISC, indicating that no significant metallurgical or structural degradation has occurred. Therefore, these joists are structurally unaffected by the fire and are suitable for continued use as is. These joists do not require removal and replacement for any reason related to structural damage caused by the fire. Joists 1 through 9 require repair or removal and replacement since they have observable deformation caused by the fire. The scope of work in the GK Structural Engineering drawings includes more joist replacement and associated repairs than we think is necessary. The GK repairs include removal and replacement of nine joists (Joists 10 through 18)that we conclude have not been structurally damaged by the fire. In addition, the eighteen shoring supports for the CMU wall are unnecessary since the top of the CMU walls to be shored are supported and restrained from lateral movement by the attached ceiling diaphragm over Lanes 1 and 3 and the portion over Lane 2 which will remain in place. Please let us know if you have any questions or comments. .so X4 Sincerely, o f w �•r�l WISS,JANNEY,ELSTNER ASSOCIATES,INC. _38664 Leno actin, P.E., S.E. Pro.' t Manager nL �(zz(z°1k p:\2014\1001-2000\2014.1804 norpoint range(zm)\report\norpoint structural evalualion.docx 2 Tide,R.,"Integrity of Structural Steel After Exposure to Fire,"AISC Engineering Journal,First Quarter 1998,pp.26-38 EENGINEERS Ms.Serena Larson ARCHITECTS York Specialized Loss Adjusting MATERIALS SCIENTISTS April 22,2014 Page 4 7 11 l.� r , Figure 1. North elevation and entry at Norpoint Gun Range. Q Q Y �r< Q U LM Om 1 I c-FW, �nl T' r�s•—l. �..:.. ..��I� •I x _��—its r.w Figure 2. Floor plan of building. North is left. The fire was confined to Lane Area 2. ARCHITECTS York Specialized Loss W EMATERIALS SCIENTISTS April 22, �ENGINEERS Ms.Serena Larson . C_ - �.Y*`�� ®,fir/�'°�I,fJ•' ' -,�' �`\.yam , `��.\� � -- - _ �.5 w,.'�F�//�i�l�%►t��:,:,,,. i Figure 3. II I IIking north. TypicalsubjectIists shown with arrows. Ms.Serena Larson W E ARCHITECTS York Specialized Loss Adjusting MATERULS SCIENTISTS April 22,2014 Page 6 �1 1 • i Figure 4. South end of Shooting Lane 2 at location office, Joist I (arrow)has visible deflection. 1 ENGINEERS Ms.Serena Larson W E ARCHITECTS York Specialized Loss Adjusting MATERIALS SCIENTIST'S April 22,2014 Page 7 I - r Figure S. South end of Shooting Lane 2,joists have visible deformation at top chord(arrows). I I I ENGINEERS Ms.Serena Larson ARCHITECTS York Specialized Loss Adjusting E MATERIALS SCIENTISTS April 22,2014 Page 8 Figure 6. South end of Shooting Lane 2, Joist 4 has visible deformation at top chord (arrow). �I• K � GErmicTURAL ENGINEER/NG, L L C STRUCTURAL EFFECTIVE EFFMIENT.SOLUTIONS CALCULATIONS EV-1EMNG SUILOING STRUCTURE GUN RANGE& STORE NORPOINT GUN RANGE FIRE DAMAGE REPAIR 8620 1 72NO ST NE ARLINGTON, WA 98223 February 12,2014 C,11 Q- �F WAS. 'y 1 L y� N Prepared For: McBride Construction Resources, Inc. 224 Nickerson St Seattle.Washington 98109 Received By: FEB 12 2014 Jeffrey J.Gilliland,PE,SE,Principal GKSE Project#:YR�13-061 �O _ A6 608 STATE HT E, STE 100-0 P.425.23S.9 7 37 K/RKLANo, WA 96033 F:425.250.23B4 �, Y � � - ,: -- 1 � J '4. ' ��: � ��ti ' ''; ,�11, �, u ' 1 � � � tii � �i`ti �'� _ `- � , �{F9� ■l.1 - ■ � r K AG STRUCTURAL LLC STRUCTURAL OES/GN CR/TER/A � � �I £FF£CT/V£.EFF/C/ENT.HOLIJT/ONM /�)04%kj Job Name: ,Agiagtem Re c Shooting&Training Center Fire Repair Job Address: 8620 172nd St NE Arlington,WA 98223 Permitting Authority: City of Arlington, WA Gravity Design Loads Roof Dead Load: - psf Roof Live Load: - psf Mech Mezz Dead Load: 66.5 psf Mech Mezz Live Load: 25 +mech psf Floor Dead Load: - psf Floor Live Load: - psf - psf - - psf Shooting Lane Part. Dead Load: 62.0 psf Exterior Wall Dead Load: - psf - - psf Snow Loads Ground Snow Load, pg: 20.0 psf Exposure Factor, Ce: 1.00 Flat Roof Snow Load(ind 5psf rain),pf: 25.0 psf Thermal Factor, Ct: 1.00 Sloped Roof Snow Load, ps: - psf Roof Slope Factor, Cs: 1.00 Snow Importance Factor, Is: 1.00 Lateral Design Loads Wind Basic Wind Speed,V (3-sec gust): - mph Exposure Category: - Wind Importance Factor, Iw: - Internal Press Coeff, GCPi: - Seismic Ss: - g Fa: - SDS: #VALUE! g S1: - g Fv: - SD1: #VALUE! g Soils Site Class: - Occupancy Category: - Seismic Importance Factor, le: - Seismic Design Category: - LFRS(N/S Direction): - LFRS(E/W Direction): Response Modification Factor, R: - Seismic Analysis Procedure: System Overstrength Factor, 0.: - Deflection Amplification factor, Cd: - Foundations Allow. soil bearing pressure, qa: - psf Soil friction coefficient, µ: _ Lateral restrained earth press.: - pcf Foundation frost depth: - in Lateral unrestrained earth press.: - pcf Allow. lateral passive press.: - pcf Page 1 of 2 K STRUCTURAL $TRUCTL/RAL ENG/NEER/NG� LLC DESIGN CRITERIA EFFECT/VE.EFF/C/ENT.SOLUTIONS Materials Design Parameters Concrete f' f' Footings: psi Beams: - psi Foundation Walls: psi_ _ Columns: - psi Slabs-on-Grade: _psi Piles: - psi Elevated Slabs: 4,000 psi REBAR,fy: 60 Masonry fem Masonry: - psi REBAR,fy: ksi Steel ASTM F.(ksi) ASTM Tensile Strength Wide Flange Beams: A992 50 High-Strength Bolts: 120 _ Other Structural Shapes: A36 36 Basic Bolts: A3U 60 Hollow Structural Sections(HSS): A500 46 Anchor Bolts: A36 58 Wood Solid Sawn Grade &Species Fb (psi) F„(psi) Fr(psi) E (ksi) 2x Stud Framing: Hem-Fir(Stud) 675 150 800 1,200 2x Joist Framing: Hem-Fir#2 850 150 - 1,300 4x Beams: Hem-Fir#2 850 150 - 1,300 4x Posts: Hem-Fir#2 850 150 1,300 1,300 6x Beams: Doug-Fir#1 1,350 170 - 1,600 6x Posts: Doug-Fir#1 1,200 170 1,000 1,600 8x& Larger Timber Beams: _ Doug-Fir#1 1,350 170 - 1,600 8x& Larger Timber Posts: Doug-Fir#1 1,200 _170_ 1,000 1,600 Engineered Lumber Grade/Species Fb(psi) F„(psi) E (ksi) Solid Web Wood Joists (SWWJ): - Open Web Wood Joists (OWWJ): - - - - Parallam (PSL): TrusJoist 2,900 290 2,000 Laminated Strand Lumber(LSL): TrusJoist 2,250 400 1,500 Laminated Veneer Lumber(LVL): TrusJoist 2,600 285 1,900 Glulam: 24F-V4(DF/DF) 2,400 240 1,800 Sheathing F T Roof Sheathing: - - in Floor Sheathing: - in Wall Sheathing: - in Page 2 of 2 VULCRA T 6" f--a 1 .5 C CONFORM 30" or 36" 21/2" MAXIMUM CONSTRUCTION CLEAR SPANS S.D.I. CRITERIA Total NW Concrete LW Concrete Slab Deck Weight N=9 145 PCF Weight N=14 110 PCF Depth Type PSF 1 Span 2 Span 3 Span PSF 1 Span 2 Span 3 Span 1.5C24 37 5- 4 7- 1 7- 2 28 5- 9 7- 8 7- 9 3 1/2" 1.5C22 37 4- 7 6- 1 6- 2 29 5- 0 6- 7 6- 8 (t=2") 1.5C20 38 5- 5 7- 3 7- 4 29 5- 11 7- 1 O 7- 11 1.5C18 38 6- 6 8- 6 8- 10 30 7- 1 9-3 9- 7 1.5024 43 5- 1 6- 9 6- 1 0 33 5- 6 7-4 7-5 4" 1.5C22 43 4- 5 5- 10 5- 1 1 33 4- 9 6-4 6- 5 (t=2 1/2") 1.5C20 44 5- 2 6- 1 1 7- 0 34 5- 8 7- 6 7- 7 11.5C118 44 6- 2 8- 1 8- 5 34 1-6- 9-- 8- 10 9-2 1.5C24 49 4- 10 6- 5 6-7 38 5- 3 7- 1 7-2 4 1/2" 1.5C22 49 4- 2 5- 7 5- 8 38 4- 7 6- 1 6-2 • (t=3") 11.5C20 50 4- 1 1 6- 8 6- 8 38 5- 5 7- 3 7-4 i 1.5C18 50 5- 10 7- 9 8- 0 39 6- 5 8- 6 8- 9 • 1.5C24 55 4- 8 6- 2 6- 4 42 5- 1 6- 1 O 6- 11 • 5" 1.5C22 55 4- 0 5- 5 5- 6 42 4- 5 5- 11 5- 11 (t=3 1/2") 1.5C20 56 4- 9 6- 4 6- 5 43 5- 2 7-0 7- 1 1.5018 56 5- 7 7- 5 7- 8 43 6- 2 8- 2 8- 5 • 1.5024 61 4- 6 5- 1 1 6- 1 47 4- 1 1 6- 7 6-8 5 1/2" 1-5C22 61 3- 1 1 5- 3 5- 3 47 4- 3 5- 8 (t=4") 1.SC20 62 4- 7 6- 2 6- 3 47 5- 0 6- 9 4;2� 1-5C1 8 63 5- 5 7- 2 7- 5 48 6- 0 7- 1 1 1-5C24 67 4- 4 5- 9 5- 1 1 51 4- 9 6-4 6- 6 6" 1.5C22 68 3- 9 5- 1 5- 1 52 4- 2 5- 6 5- 7 (t=4 1/2") 1.5020 68 4- 5 5- 1 1 6- 0 52 4- 10 6- 6 6- 7 1.5C18 69 5- 3 6- 1 1 7- 2 53 _ 5- 9 7- 8 7- 11 ' 1.5C24 73 4- 2 5- 7 5- 9 56 4- 7 6- 2 6- 3 6 1/2" 1.5C22 74 3- 8 4- 1 1 5- 0 56 4- 0 5- 5 5- 5 (t=5") 1.5C20 74 4- 3 5- 9 5- 1 O 57 4- 8 6- 4 6-5 1.5C18 75 5- 1 6- 8 6- 11 57 5- 7 7-5 7- 8 t REINFORCED CONCRETE SLAB ALLOWABLE LOADS Total Superimposed Uniform Load s -3 Span Condition I Slab Reinforcement Clear Span 11I:in. Depth W.W.F. As 4-0 4-6 5-0 5-6 6-0 6-6 7-0 7-6 8-0 8-6 9-0 6X6-MA XW2.1 0.042" I 31/2" 6X6-W2.9XW2.9 0.058 . f t=2" 4X4-W2.9XW2"9 0.087 }1`. 16q 6X6-W2.1XW2.1 0.042' 136 108 87 72 4" 6X6-W2.9XW2.9 0.058 185 147 119 98 t=21/2" 4X4-W2.9XW2.9 0.087 cM 215 174 144 n 6X6-W2.1XW2.1 0.042" ' 164 I 129 160 132 111 95 82 4 1/2" 6X6-W2.9XW2.9 0.058' 224 177 215 177 149 127,,� 110 I t=3" 4X4-W2.9XW2.9 0.087 329 IL�260 318 263 221 1W 162 6X6-W2.9XW2.9 0.058- 262 j 2Q7 264 216 183 156 135 117 5" 4X4-W2.9XW2.9 0.087 387 306' 392 324 272 232 200 174 I t=3 1/2" 4X4-W4.0XW4.0 0.120 400 '100 400 400 36_3 _____310 267 233 6X6-W2.9XW2.9 0.058" 301� 238 313- 259 217 185 180 I 51/2" 4X4-W2.9XW2.9 0.087 400 351 400 385 323 275 237 t=4" 4X4-W4.0XW4.0 0.120 __100 40C 400 400 400 370 318 6X6-W2.9XW2.9 0.058" 339 1 268 358 296 249 212 183 6" 4X4-W2.9XW2.9 0.087' 400 f 397 400 400 370 315 272 t=4112" 4X4-W4.0XW4.0 0.120 _40o ( a00 aoo 400 400 400 36 4X4-W2.9XW2.9 0.087' 400 400 400 I 400 400 348 61/2" 4X4-W4.0XW4.0 0.120 400 40('' 400 I 400 I 400 400 t=5"1 4X4-W5.0XW5.0 0.150 400 406 400 400 400 400 1.5C24 "u-----i 1 5C 18 NOTES: 1. "As does not meet A.C.I.criterion for temperature and shrinkage. 2. Recommended conform types are based upon S.D.I.criteria and normal weight concrete. 3. Superimposed loads are based upon three span conditions and A.C.I.moment coefficients. / 4. Load values for single span and double spans are to be reduced. 5. Superimposed load values in bold type require that mesh be draped.See page 19. 6. Vulcraft's painted or galvanized form deck can be considered as permanent support in most building applications.See page 19. If uncoated form deck is used,deduct the weight of the slab from the allowable superimposed uniform loads. 26 ly . ��.- ,� _` �, ; SECTION PROPERTIES Deck Design Weight Ip In T e Thick. pSF 4 4 Sp Sri Fy in /ft in /ft in3/ft in3/ft x 1,5C24 0.0239 1.44 0.136 ksi - 1.5C22 0.0295 0.108 0.132 0.120 60 S 1.68 0.183 0.155 0.192 0.186 :- 1.5C20 0.0358 2,p4 33 r f 0.222 0.201 0.247 0.234 1.5C18 0.0474 2.72 33 r 0.295 0.289 0.327 0.318 33 ' ALLOWABLE UNIFORM LOAD PSF ' Deck No.of • Design T S ans Criteria 4.0 4.6 5 Clear S an ft.-in. Fb=36,000 105 0 -6 7.0 7.6 19B 156 127 105 88 75 65 0 8 6 9.0 9.6 10-0 • DEFL.=1/240 139 98 71 54 56 50 44 39 35 t DEFL.=1/180 186 130 95 55 43 25 21 17 15 32 . Wit 71 35 2B 12 10 9 • 82 60 44 33 25 23 19 16 14 12 Fb=36,000 180 142 115 9S 80 t9 15 17 8 6 4 1.5C24 p DEFL.=1/240 180 142 115 95 68 59 51 45 40 36 32 29 DEFL.=1/180 180 142 B0 68 56 46 38 Wit 115 95 80 6g 59 31 26 22 19 160 122 95 75 60 48 51 45 40 35 30 26 j Fb=36,000 225 178 144 119 39 31 25 20 16 12 DEFL.=1/240 225 166 121 100 85 73 64 56 9 3 DEFL.=I/180 91 70 55 44 50 44 40 36 225 178 1Wit44 119 93 36 29 25 21 18 t 73 59 qg 39 39 28 15 Fb=20,000 1 1 1 23 20 160 126 102 85 71 DEFL.=1/240 160 126 96 61 52 46 40 3510 1 DEFL.=I/180 72 56 32 26 26 44 160 126 102 35 28 23 20 16 14 12 W1' S7 40 85 71 58 47 38 31 26 22 19 16 Fb=20,000 28 20 14 10 6 4 155 122 99 82 69 DEFL.=1/240 155 122 99 59 51 44 39 34 1.5C22 2 DEFL.=1/180 155 82 69 59 51 44 31 27 25 122 99 82 69 59 51 39 34 31 27 25 W1' 129 94 70 53 40 30 44 39 34 31 Fb=20.000 194 153 124 23 17 12 9 27 25 DEFL.=I/240 102 86 73 63 55 6 4 3 DEFL.=1/180 194 153 124 102 86 73 48 43 38 34 31 194 153 124 102 61 50 41 34 29 24 21 Wit 133 97 72 86 73 63 55 48 43 38 33 Fb=20,000 55 41 31 24 1 28 206 163 132 109 91 78 67 1 1 7 4 DEFL.=I/240 206 160 116 87 59 51 46 41 t DEFL.=1/180 206 67 53 42 34 28 36 33 163 132 109 90 71 24 20 17 15 1' 4 4 57 46 38 32 27 Fb=20,000 195 154 125 1 1 12 23 19 DEFL.=V240 103 87 74 64 7 1.5C20 2 195 154 125 103 g7 74 55 49 43 39 35 DEFL. 195 154 125 103 64 55 49 43 39 31 1' 17 87 74 49 43 35 31 i 64 55 39 35 31 Fb=20,000 244 193 156 4 1 t 4 DEFL.=1/240 P44 193 129 108 92 B6 69 i 3 DEFL.=V180 156 129 108 g2 76 61 54 46 43 39 244 193 156 129 62 51 43 36 31 26 W1� 1 1 1 92 80 69 61 54 46 Fb=20,000 273 215 8 6 5 44 29 41 135 DEFL.=1/240 155 116 121 103 gg 78 3 1 t5 1 1 273 212 155 116 90 70 68 60 54 48 44 DEFL.=1/180 273 215 174 144 94 75 46 38 31 27 23 W1r 132 119 61 50 19 Fb=20,000 99 76 60 47 38 31 25 42 35 1 26 265 209 170 140 118 100 87 75 20 17 14 1 g DEFL.=U240 265 209 170 140 118 66 59 52 47 42 1.SC18 2 DEFL.=1/180 265 100 87 75 66 59 209 170 140 118 100 g7 75 66 59 52 47 42 Fb=20,000 7 52 47 42 331 262 212 175 147 125 108 4 DEFL.=1/ 0 331 262 212 175 94 63 73 65 3 DEFL.=I/18180 331 147 125 105 86 71 59 53 Wit 262 212 175 147 125 108 59 50 42 36 263 204 161 130 106 94 83 73 65 56 87 72 61 51 48 t W1 is the maximum weight of concrete and deck(W1 in Figures 1 and 2 of the SDI Loading Diagrams). 43 36 30 25 Minimum exterior bearing length required is 1.5 inches.Minimum interior bearing length required is 3 inches. � J �� 1� L STANDARD LOAD TABLE/OPEN WEB STEEL JOISTS, K-SERIES Based on a Maximum Allowabl Tensile Stress of 30 ksi Joist 18K3 18K4 18K5 18K6 18K7 16K9 18K10 20K3 20K4 20K5 20VK6 20K71 20K9 20K1 22K4 22K5 22K6 22K7 22K9 22K10 22K11 _ Desi nation 75 Depth in. 18 18 18 18 18 18 18 11 20 20 20 20 20 20 20 11 22 1 22 22 22 1 22 22 22 Approx.Wt. 6.6 7.2 7.7 6.5 9 10.2 11.7 6.7 7.6 &Z 8.9 9.3 10.8 12.211 8 8.8 9.2 9.7 11.3 12.6 13.8 tbsJtt. Span(tt.) gl 8 550 550 550 550 550 550 550 550 550 650 1 550 550 1 550 550 19 514 550 550 550 550 1 550 550 494 523 523 523 523 1 523 523 20 463 550 550 550 550 1 550 550 517 550 550 550 550 550 550 423 490 490 490 490 490 490 517 550 550 550 1 550 550 550 21 420 506 550 550 550 550 550 468 550 550 550 1 550 550 550 364 426 460 460 460 460 460 453 520 520 520 520 520 520 22 382 460 518 550 550 550 550 426 514 550• 550 550 550 550 550 550 550 550 550 550 550 316 370 414 438 43$ 438 438 393 461 49 90 490 490 548 548 548 548 548 548 548 Sw 23 349 420 473 516 550 550 550 389 469 5211 550 550 550 550 518 550 550 550 550 j 550 1 550 276 323 1 362 1 393 418 1 418 418 344 402 4519 46 468 468 468 491 518 518 518 518 518 518 24 320 385 434 1 473 526 1 550 550 357 430 48 0 1,550 550 550 475 536 550 550 550 1 550 550 _ 242 284 318 345 382 396 396 302 353 396 430 448 448 448 431 483 495 495 495 495 495 25 294 355 400 435 4115 550 550 329 396 446 486 541 550 550 438 493 537 550 550 550 550 214 250 281 305 337 377 377 266 312 350 380 1 421 426 426 381 427 464 1 474 474 474 474 26 272 328 369 402 448 538 5511 304 366 412 449 500 550 550 404 455 496 550 550 550 550 _ 190 222 249 271 299 354 361 236 277 310 337 373 405 1 405 338 379 411 454 454 454 454 s, 27 252 303 342 372 415 498 550 281 1 339 382 416 463 550 550 374 422 459 512 550 550 550 169 198 222 241 267 315 347 211 247 277 301 333 389 389 301 337 367 406 432 432 432 -, 28 234 282 318 346 385 463 548 261 315 355 386 430 517 550 348 392 427 475 550 550 550 151 177 199 216 239 282 331 189 221 248 269 298 353 375 270 302 328 364 413 413 413 29 218 263 296 322 359 431 511 243 293 330 360 401 482 590 324 365 398 443 532 550 550 136 159 179 194 215 254 1 298 170 199 223 242 268 317 359 242 272 295 327 387 399 399 30 203 245 276 301 335 402 477 1 227 274 308 336 374 450 533 302 341 371 413 497 550 550 123 144 161 175 194 229 269 153 179 201 218 242 286 336 219 1 245 266 295 349 385 385 31 190 229 258 281 313 376 446 1 212 1 256 289 314 350 421 499 283 319 347 387 465 550 550 1 111 130 146 158 1 175 207 243 138 162 182 198 219 259 1 304 198 222 1 241 267 316 369 369 32 178 215 242 264 294 353 418 199 1 240 271 1295 328 395 468 265 299 326 363 436 517 549 101 118 132 144 159 188 221 126 147 165 179 199 235 276 180 201 219 242 287 337 355 33 1 168 202 228 248 276 332 393 187 226 254 277 309 371 440 249 281 306 341 410 486 532 92 108 121 131 145 171 201 1 44 134 1 150 163 181 214 251 164 183 199 221 261 307 334 34 158 190 214 233 260 312 370 176 212 239 261 290 349 414 235 265 288 321 386 458 516 84 98 110 120 132 156 184 105 122 137 149 165 195 1 229 149 167 182 202 239 280 314 — 35 149 179 202 220 245 1 294 349 166 200 226 246 274 329 390 221 249 272 303 364 432 494 _ 77 90 101 110 121 143 168 96 112 126 137 151 179 210 137 153 167 185 219 257 292 _ 36 141 169 191 208 232 1 278 330 157 189 213 232 259 311 369 209 236 257 286 344 408 467 70 82 92 101 111 132 154 88 103 115 125 139 164 193 126 141 153 169 201 236 269 37 148 179 202 220 245 294 349 198 223 243 271 325 386 442 81 95 106 115 128 151 178 116 130 141 156 185 217 247 88 141 170 191 208 232 279 331 1187 211 230 256 308 366 419 74 87 98 106 118 139 164 107 119 130 144 170 200 228 39 133 161 181 198 220 265 314 178 200 218 243 292 347 397 69 81 90 98 109 129 151 98 110 120 133 157 185 211 '—� 40 I 127 153 172 188 209 251 298 169 190 207 231 278 330 377 64 75 84 91 101 119 140 91 102 111 123 146 171 195 41 161 181 197 220 264 314 359 I 85 95 103 114 ' 135 159 181 42 f 153 173 188 209 252 299 342 79 88 1 96 106 126 148 168 43 146 165 179 200 240 285 326 73 82 89 99 117 138 157 44 I 139 157 171 191 229 272 311 _ f 68 76 83 92 109 128 146 yJ � Yl t �, �� V. �' .� emx ��12uFOZA- l QAT- CavL> Q�- - ��5a SC��• �L. � Z.�f Ac-oo ,n�. Cel,L, JAL r -z yS 4 I Il_? f i �.,- 1 r2_ f I de AN i e q45 'tom r ,-F4,4 C- i fi i i t s Ir c � eel Ll wr lob- -39o?&c fit L4 Of 1 'L�L I l 6v� i i7-0� i � V C ' f4 :cam C v ' � I z i ol 7Z- i GK Structural Engineering,LLC Project Title: No -Gun Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Project Descr: (425)238-9137 ph 425.250.2384 f www.gkstructural.com Printed:11 FEB2014,1:36PM Concrete Beam - File=a"-c�"-PRa`1ti-r'5`1'YR°"e3'1VCALCS-16TRUcr-l.E-cs ENERCALC,INC.19n2013,Build:6.13,&31,Ver.6.13.8,31 r:tt: Licensee: Description: (N)Conc Slab-on-Deck Reinf(rebar) CODE REFERENCES Calculations per ACI 318-08, IBC 2009,ASCE 7-10 Load Combination Set:2012 IBC&ASCE 7-10 Material Properties _ fc 112 = 4.0 ksi Phi Values Flexure: 0.90 fr= fc '7.50 = 355.756 psi Shear: 0.750 W Density = 110.0 pcf R 1 = 0.850 X LtWt Factor = 0.750 Elastic Modulus = 3,605.0 ksi Fy-Stirrups 40.0 ksi A j -1 fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 3 __ 48 in Number of Resisting Legs Per Stirrup= 2 Load Combination 2012 IBC&ASCE 7-10 D(0.D10)6)(0.1) D(0.M)(I)(0.1) D(0.266) U0.1) T ♦ • • ♦ • ♦ • ♦ ♦ • 48"wx4" h 48"wx4" h 48"wx4" h Span=6.0 ft Span=6.0 ft Span=6.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=48.0 in, Height=4.0 in Span#1 Reinforcing.... 244 at 2.0 in from Top,from 0.0 to 6.0 ft in this span Span#2 Reinforcing.... 244 at 2.0 in from Top,from 0.0 to 6.0 ft in this span Span#3 Reinforcing.... 244 at 2.0 in from Top,from 0.0 to 6.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations- Load for Span Number 1 Uniform Load: D=0.06650, L=0.0250 ksf, Trbutary Width=4.0 ft,(Mezz DL+LL) Point Load: D=0.60 k @ 3.0 ft,(Mech Unit Load) Load for Span Number 2 Uniform Load: D=0.06650, L=0.0250 ksf, Tributary Width=4.0 ft Point Load: D=0.60 k @ 3.0 ft,(Mech Unit Load) Load for Span Number 3 Uniform Load: D=0.06650, L=0.0250 ksf, Tributary Width=4.0 ft DESIGN SUMMARY r: • Maximum Bending Stress Ratio = 0.743: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.002 in Ratio= 30015 Mu:Applied -2.577 k-ft Max Upward L+Lr+S Deflection -0.007 in Ratio= 10342 Mn*Phi:Allowable 3.468 k-ft Max Downward Total Deflection 0.009 in Ratio= 7802 Load Combinatiidhh20D+0.5OLr+1.60L+1.60H,LL Comb Run(LL*) Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 0.000ft Span#where maximum occurs Span#2 Cross Section Strength&Inertia Top&Bottom references are for tension side of section Max Mu (k-ft) Pht"Mn (k-ft) Moment of Inertia (in"4) Cross Section Bar Layout Description Bottom Top Bottom Top I gross Icr-Bottom Icr-Top Section 1 2-#4 @ d=2-. 0.00 0.00 3.47 3.47 256.00 9.19 9.i5 Section 2 2-#4 @ d=2-, 0.00 000 3.47 3.47 256.00 9.19 9.19 Section 3 2-#4 @&T2 0.00 000 3,47 3.47 256.00 9.19 9.19 GK Structural Engineering,LLC Project Title: No . In Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Project Descr: (425)238-9137 ph 425.250.2384 f www.gks1ructuralmirn Printed:11 FEB 2014.1:36PM File=C:"Ks-11---PRO-i1--YR5--11YRDAB3-11-CALCS-1�STRUCT-1.EC6 Concrete Beam ENERCALC,INC.1983-2013,Bulld:6.13.8.31,Ver:6.13.8.31 1 11 Description: (N)Conc Slab-on-Deck Reinf(rebar) Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support4 Overall MA)0mum 1.103 3.256 2.131 0.878 D Only 0.833 2.536 2.011 0.608 L Only,LL Comb Run(**L) 0.010 -0.060 0.390 0.260 L Only,LL Comb Run(*LJ -0.030 0.330 0.330 -0.030 L Only,LL Comb Run(*LL) -0.020 0.270 0.720 0.230 L Only,LL Comb Run(L*J 0.260 0.390 -0.060 0.010 L Only,LL Comb Run(L*L) 0.270 0.330 0.330 0.270 L Only,LL Comb Run(LLJ 0.230 0.720 0.270 -0.020 L Only,LL Comb Run(LLL) 0.240 0.660 0.660 0.240 D+L,LL Comb Run(**L) 0.843 2.476 2.401 0.868 D+L,LL Comb Run(*L*) 0.803 2.866 2.341 0.578 D+L,LL Comb Run(*LL) 0.813 2.806 2.731 0.838 D+L,LL Comb Run(L-) 1.093 2.926 1.951 0.618 D+L,LL Comb Run(L*L) 1.103 2.866 2.341 0.878 D+L,LL Comb Run(LL*) 1.063 3.256 2.281 0.588 D+L,LL Comb Run(LLL) 1.073 3.196 2.671 0.848 Overall Maximum Deflections-Unfacto_red Loads Load Combination Span Max.""Defl Location in Span Load Combination Max"+"Defl Location in Span D+L,LL Comb Run(L'L) 1 0.0092 2.850 D+L,LL Comb Run(L*L) -0A002 6.1 D+L,LL Comb Run(*L*) 2 0.0036 3.150 D+L,LL Comb Run(L*L) -0.0008 0.750 D+L,LL Comb Run(L*L) 3 0.0061 3.450 0.0000 0.750 2.2 10 -1.4 -2.6 1.70 3AS 5.20 6.85 8.60 103S 12AO 13J5 15.50 1725 Distance(Ft) R+t.40D /+f.;OD+D.S01•+I.bOl+1.6DI/.LL CemD P.. •l) ■+1.2DD+0.5D1•+1.6D1♦1.6DN,IL Como R.• •L•) ■+1.2DD+O.SOL•+1,6Dt+1,6DN,LL Cam a R.-(•LL] +1.2DD+O�SOI•+l.6Dt+1.60H.lLComD R>+(l�•( n+1.;00+D.SDI•+/.00I+I.ODN.LI Coma R•-�l•t) +1.2DD+O.SOL•+/-00l+i.OD11,lLCewD R•+�ll•J ■+1.2DO+D.SDL•+1.601+1.6DI1,LL CemD R.•[LLLJ ■+1,;Op+t.ODL+p.5OS+1.bDN.lt Gom6 R,• t)) ■+1.2D0+1.60L+0,5DL+1.6pH.11 Cana R••1 l•)) ■+t.2DD+1601+0.SDS+I.6DN,ll cema R.•(•ll)j ■+1.200+t 601+D.SDS+1.6011,Ll Goma R..[L••J /+1.2DD+1.601+D_SDS+I.6DN,Ll Comb R•.jl•l) ■+1.;D0+1.6Dt+0,SOS+166H,L l CewaRw jLl•) /+1.2DD+t 6Dl+0.SDS•1.6DM,Ll Camo R••[llt) +1.20D+1-6D1.+0.SDl,L1Gaw0 R.• L n♦1.20D+I,601•+O.SDI,II Coma R-• •l•)) ■+1.;00+1.00l.+O,SDI,II Cowo R.• •ll ■+12DD+1.601•+D.SOI,II Coma R.•[t••J ■+1.20D♦1.60L.+O.SOL.LL,Conb R.•jl•l1 ■+1.2 OD♦1.001••0.SDL,ILGemo R.•S l�•) /+I.2D0+110L•+O.SDI.II Cewe R,.�lll� ■+1200+1,6Dt•+D.80W,llCwoR„)••L) ■+1.200.1601•+D.86W,ll Cew6 R.•(•L) •+1.2OD+2.604+0.80W,llCe1:R.•( Ill) ■+1.2DO+1.00l•+*.saw,itC.-R..(L•) ■+1.200+1.6D1•+D.dDW,llCowORw L•l)) +1.200+1601•+O.ROW.ILCewDQ.•'Ll•) n+t.2DO 1.00L•+O So tCeme R.+ l!! ■41.2DD+D.5DL+1,6DS,ll Cewo R.+ L)) /+/.20O+O.SDL+1.60L,lL Gem6R.,n((I•) ■+1,20D+O.SDL+1.60S,ll Cemagw1 ll� ■+1.2D6+D,SOl+1,ODL.II Cewa R,+(t••) ■+1�2DO+D.SDl+1.605.LI Cem6 R.-)l-l) ■+t.200+0.SDL+I.bas,ll GOmO R.•(ll•) •+i.2D D+D.SOL+1.60S,ll fewD v.-fill ■+1.2DD♦1,&aL+D.ROW /+I,;OO+O�SOt•*D SOl+1.60W,llCem6 R.•(-•l)/+1�2DO+D.SDL•+D.SDl+l.6OW,ll Cowo R••+�•l•) +1.2DD+O.SDL-+D.SDL+1.60W,ll Gema R.•[•lL] -+1,1DO46.50'-+0ADL+16DW,lLCewo R••(�••)/♦1.2DD+D.SOI•+D.SOl+1,60W,ll CewD q••(.•l ■♦1.200+O.SDI•+D.SOl+1.6DW.11 Camo P.•:l• ■+1.20D+D.SOL+D.SOl+t.60W.Ll Cem►R•+(IILJ ■♦1.200+OADI+D-SOS+1.60W,lLCemD R••1•L) ■+12D0+O.SDI+O.SOS+t.GOW.IlCemO R.•1 L•)) ■+1,20D+D.SDl+6.SOS+1.60W.lL GamO R.•l1 It ■+1.ZDD+D.S5L+D SOS+1AOW,LLCem6R--(L+-) ■+1.200 O.SaI+D.SOS+I.61D it Cem6 R,•`L•t) ■+1-2DD+O.SDI+O.SD S+l.6DW,ll Ce+rn R.+j{l•) ■+1.20D+D,SOI♦O.SDS•1.bDW.ll CowaR.•(lll}' +1:20D+DSDL+02DS+l.lltem6 R.-{••L) ♦1.2DD+D.SOL+D.21, a It Gem6 R.• •l•)) ■♦1-20D+0:O1+0.2DS+l.ll Cena R-•(•lLI ■+1�2DD+D.SDL♦D.20S+l.ll Como R.+(l••) •+1.20D+O.SOL+0.20S+C.It CemD R.-[L•L] /+1.20D•O,SOl+p.2DS+l,ll Comb R..)lt•J ■+1-20D.O.SD1+D.20L♦l.LL C. R..(LLL) ■+O.90D+1.60W+t.6014 ■+D.9DD-!♦1.a0N 2.0 03 Lr -2.2 1.70 3.45 5.20 6.85 6.60 10.35 12.00 13.75 15.50 17.25 Distance(ft) ■+1.100 ■+1.20O+D.SOI•+1.6D1+1.6011,11CawP R.•(•l ■+I,;DD+D.S6l•+1.6D1+1.60N,ll Como R., •l') ■+1.20D+D.SDt�+1.6DL+1�6OH,LLCama R.-[-LL) •1.200+O.SOI•+t.ODl+1.ODN,IL Gam6 R.-[L•') a+i,20D+D S00+1.60L+1.60N,ll COwO R.-(L•l� -+1.20D+D SOI•+L.ODI+/.00N,Ll Gawn R+•��l•) ■+1.2DD+D.SDL�+I.BDL+1.6DH,LL CemD R„-(LLL] /+1.20D♦1.6D1♦O.SDL+/.00H,ll GemD R-• •t)) ■♦1.20D+1,ODl+O.SOL+1.60N,lL Coma R.,•((l•) ■+1.2OO+t.6Dl+0.SD5+1.6011.t1 Cem6 q.•(ll) ■+1.2DD+1.6OL+D.505+1.60H,LL Camo R„-[L••) ■+f,20D♦1.6Dl+O.SOS♦/.60N.11 CemD R.•)l•t) /+l 2DO+i.bOL+O.SDS+t.60N,ll Gsn�R•-(ll•] •+I,20D+1.601+D SDL+160N.Ll Came R,. LLl +1.20D+16DL•+D,50L,LLCema R.-[-•L] a♦1.iDD+1.6D1•+D.SDl,ll cemO R.-((l• ■♦120D+1.6DL•+D.SOI,ll Camo R--(ll) ■+I.2DDr 1.b Dt•+D.SDt.11 Camo R••[t••)j ■+12DD+1.BDL.+D.S OL,LL Cemo R.-[L•L) ■+t,2DO+I.6D1•♦O.SDI,II C:71.R.•(l�•3 ■+l.2DD+1.ODl•+D.SDL,LLCemo R,,.[llLt ■11.20D+1.601•+O.QOW,IICema R--(•L) ■+1.20D+1.6DL-+D.80W,LLComo ■+I.204+1.601•+O.BDW.ILCem6Rw ll ■•1.20D+t.6Dl•+O.ODW,IIGemO R.•�l•) ■+1.2OD+1.600+D.60W,LL Comb R-•�l•l) +1.20D+160L�+D.BDW,LLCamD R.,•�LL-) •+1.20P+1,6D1•+D.dDW.LlGsm6 R•+�tllj ■+7.20D+O.SDt+1.6DS.11Cewu R.• l ■+3-2DO+O.SOI+I.ODS.IICewa R-•(t- r+1.2Up+D.SDL+1.6U 5,LL Com a R.-(LL) ■+1,20 D+D.SDL+1.&OL.LLC-0 O.,(t•*) /+1.20D+O.SDI♦l.6OS,ll Cana R.•jL-Lj ■+l.2D D+D.SOt+I 6OL,It Cewa R.,1LL-� ■+1.20D+D.SDL+1.605,LL Cema R+•[LLL] /+1.20D+1.6OS+D80W ■+t.10D+D.SOL•+6.5D1+1.6DW,ILCamaR,•)••L�■+1.2DD+0.S01•+D.SDl+1.60W,ll Gema R.-�.l•) +1.2DD+D.SOL.+D.SDL+I.66W,LL Camp R.-(•LL) +1.;OD+O.SDI•+O.SOL+{.6DW.{l Cewa R•-(�••)/+1.20D+O.SDI•+OADI+f 6DW.LLCew6 R•• l•L ■+1.;D D+O.SDl,+0.SO1+1.60W.tLGomo R••lL•1)■+1.2DD+O.SDL�+D.SDL+S.6DW,LL Camo R.-(lLL] ■":'aD+0.SO4+D.SDL+f.00W,II Cewa R--[ l)) ■+1.20D+0.SO1+0.50L+1.6OW.l1 Cem6 R.-(-1• ■+1.LOD+D.SOL+O.SOS+I.00W.11 Como R••1 ll)) ■+1.20D+O.SOL+O.S0S+1.SOW.LL Coma R..[L-•] ■+1.20O+O.SDL+O.SOS+I.00W,II Camo R.-(l•t) ■+i 20O+D.SOL+0.5OL+1.6OW.LLComb R.-jl L•j ■+1.200+O.SOL+D.SOL+I,6OW,ll Coma R.•jlLt) +1.20D+O.S0L+0.20S♦E,LLCemb - 1••L) R DD+D.SD110.20L+t.11 Cowo R.• •l• •+I.20D+D.SOl+02Di+l.11[ema R.•l•ll)) /+1.26D+O.SDt+D.2OS+E.LICome R.•(t••) ■+I.2DD+D,SDL+D.2BS+E,LLCawo R.-(L•L) ■+f.200♦O.SOt+O-2DS+Q,II Cema R-•jll•j ■•I.2D0+0501+D,2DL+!•ll Come R-•(lll) ■+0.900+1.6DW+l.bDN ■+D 90D+E+l BOH 0.002 BEAM.... -0.001 -0.004 �i C] •0.007 -0.009 1,35 3.15 4.95 6.45 8.55 10.35 12.15 13.35 15,15 16.95 OAO Distance(ft) ■DO-ly ■D+L,LL Camo R.-[•-L) ■D+L,LL CemD R.-[-L•) ■D+L,LLCem6R..(•LL) ■D+L.LLCema R.-(L--) RD+L.LLCem6R.-(L-LJ ®D+L.LLCem 6 R..(L L•) /D+L.LL Cam6 R.-(LLL ■DO-ly ■LO-IY.LLCawo R.-(--L]■LO-Iy,LLC=R.', [•L-)■LO-ly,l{CemD R.-[-LLJ■LO-Iy,LLCawo R.-[L-+)■L0-Iy,LL C. R.-[l-l]■LO-Iy,L LCemo R••(it-) LO•Iy,LLCewa R.-(LI ■D+L,LL Ceme R.-(••L) ■D+L,LLComo R.-(-L•) ■D+L,LLCamDR.-(-LL) ■D+L,LLCamo R.-(L**) ■D+L,LLCema R.-[L-L) ■D+I,LLCawo R.-(LL-) ■D+L,LLCama R.-(LLL) GK Structural Engineering,LLC Project Title: Norpc. iun Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Project Descr: (425)238-9137 ph 425.250.2384 f www.gkstructural.com Printed:11 FEB 2014 1:37PM Concrete Beam File=C:1--GKS-1h•PRO-11--YR5--11YRDAB3-�11-CALCS-11STRUCT-1.EC6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 r.rr Description: (N)Conc Slab-on-Deck-Check Cant. CODE REFERENCES Calculations per ACI 318-08, IBC 2009,ASCE 7-10 Load Combination Set:2012 IBC&ASCE 7-10 Material Properties fc 112 = 4.0 ksi Phi Values Flexure: 0.90 fr= fc ` 7.50 = 355.756 psi Shear: 0.750 W Density = 110.0 pcf 01 = 0 850 X LtWt Factor = 0.750 Elastic Modulus = 3,605.0 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi a. E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 3 --- -- 48 in Number of Resisting Legs Per Stirrup= 2 Load Combination 2012 IBC&ASCE 7-10 D(0.266) L(0.1) D(0.266) L(0.1) D(0.266) Q0.1) 48"wx4" h 48"wx4" h 48"wx4" h Span=6.0 ft Span=6.0 ft Span=3.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=48.0 in, Height=4.0 in Span#1 Reinforcing.... 244 at 2.0 in from Top,from 0.0 to 6.0 ft in this span Span#2 Reinforcing.... 244 at 2.0 in from Top,from 0.0 to 6.0 ft in this span Span#3 Reinforcing.... 244 at 2.0 in from Top,from 0.0 to 6.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.06650, L=0.0250 ksf, Tributary Width=4.0 ft,(Mezz DL+LL) Load for Span Number 2 Uniform Load: D=0.06650, L=0.0250 ksf, Tributary Width=4.0 ft Load for Span Number 3 Uniform Load: D=0.06650, L=0.0250 ksf, Tributary Width=4.0 ft DESIGN SUMMARY W i e o Maximum Bending Stress Ratio = 0.622: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.008 in Ratio= 9494 Mu:Applied -2.156 k-ft Max Upward L+Lr+S Deflection -0.014 in Ratio= 5188 Mn*Phi:Allowable 3.468 k-ft Max Downward Total Deflection 0.018 in Ratio= 4074 Load Combinatieb20D+0.5OLr+1.60L+1.60H,ILL Comb Run(L"L) Max Upward Total Deflection -0.003 in Ratio= 24677 Location of maximum on span 0.000ft Span#where maximum occurs Span#3 Cross Section Strength&Inertia Top&Bottom references are for tension side of section Max Mu (k-ft) Phi'Mn (k-ft) Moment of Inertia (in"4) Cross Section Bar Layout Description Bottom Top Bottom Top I gross la-Bottom Icr-Top Section 1 2-#4 @ d=2", 01 0.00 3.47 3.47 256.00 9.19 9.19 Section 2 2-#4 @ d=2", 0.00 0.00 3.47 3.47 256.00 9.19 9.19 Section 3 2-#4 @ d=2", 0.00 0.00 3.47 347 256.00 9.19 9.19 I l GK Structural Engineering,LLC Project Title: Norpoil n Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Project Descr: (425)238-9137 ph 425.250.2384 f www.gkstructural.com_ Printed:11 FEB2014.1:37PM File=C:1-•GKS-1I-PRO-II--YR5-d1YRD483-11•CALCS-7157RUdi:11 C6 Concrete Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver16.13.8.31 1.11 Description: (N)Conc Slab-on-Deck-Check Cant. Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.930 2.446 2.302 D Only 0.648 1.696 1.646 L Only,LL Comb Run(**L) 0.019 -0.112 0.394 L Only,LL Comb Run(*LI -0.037 0.375 0.263 L Only,LL Comb Run(*LL) -0.019 0.263 0.656 L Only,LL Comb Run(L*`) 0.263 0.375 -0.037 L Only,LL Comb Run(L*L) 0.281 0.263 0.356 L Only,LL Comb Run(LLJ 0.225 0.750 0.225 L Only,LL Comb Run(LLL) 0.244 0.637 0.619 D+L,LL Comb Run(**L) 0.667 1.583 2.040 D+L,LL Comb Run(*L*) 0.611 2.071 1.908 D+L,LL Comb Run(*LL) 0.630 1.958 2.302 D+L,LL Comb Run(L*") 0.911 2.071 1,608 D+L,LL Comb Run(L*L) 0.930 1.958 2.002 D+L,LL Comb Run(LL*) 0.873 2.446 1.871 D+L,LL Comb Run(LLL) 0.892 2.333 2.265 Overall Maximum Deflections-Unfactore_d Loads Load Combination Span Max.""Deft Location in Span Load Combination Max."+Defl Location in Span D+L,LL Comb Run L ) 1 0.0073 2.850 D+L,LL Comb Run(L*L) -0.0003 6.150 D+L,LL Comb Run(L*L) 2 0.0003 6.075 D+L,LL Comb Run(L*L) -0.0029 3.750 D+L,LL Comb Run(L*L) 3 0.0177 3.000 0.0000 3.750 1.6 2 0.7 DEA y -1.2 E 2.2 g 1,45 2.95 4.45 5.95 7.35 5.85 10.35 11A5 1330 14.80 Distance(ft) ■+1.400 ■+t.20D+O.SDL•a1.6O1+1.6611.LLCamo R.-(--I +1.0011,1t I—R..(.•L) ■+1. 0DOD+D+O.S.SO\•+1-POI+S.00N.II ConD R.•((•t•)) ■+t.20Da0.SOl•+f.601+1.60N,1/CowO R.+ •Ll)) •aI.30D+D:SOI•+1.6Dtaf.6DN,LlCow+Q•+Il••) ■+1.20D+O.SDL•+I.ODL -+I." DI•+i.0OL+76DN.\t GonO R++(�L•J ■+120D+OSOI•+1.00l+l,6DN,ll CemO R++)lit) •+1.200+1.+D1+0.fOS+1.60N,Lt ConOR••1••l)) ■+1.20D+1.001+O.SOS+I OON,LI CamD R.•(t•) •♦I.;DD+1.6D1a0.SOS+l.60N,Lt C.1b R••111)) •+1:26D+1.601+D.fOS+l 60H,llCRn�R+•Il••) ■+f.200+1.60L+D.SDSi1.00N,Lt Cam�q.•(L•l) ■+t.20D+t.60L+0:SDS+/60N,Itrome Rr•[LL•) •♦l.2D0+1.60t♦0.505+1.6DN,Lt C0+1D R.+jlll) ♦l.2DDa1.6D1•+O.SDI,IICa•1e Ru•( t) R a1.200+1.601•+0.1OI,It C. R•+(l•) •i1.2DO+1.601•+D.SOI.It<anO Q+•�•lt •+f.2DD+l.ODI•+D.SOL.LLConO q••(1••� ■+l.LOD+L.000+D.S DI.II CanO Q.+II•li •+I.ZDD♦1,6Dt.♦Q.SDt.11 Co+lO Rr• �• ■+1.2DD+1.6O1•+O.SOL,IIComo R.• tLL� ■a/.20D+1.601.+0 DOW.LL Comb q•• • ) •af.2DD+L601.+0.QOW,ILCRnD R.+�•L •+f.20D+1.6QI•+DAOW,Ll Caw10 R•+(l) ■+1.20O+fADt•+0.80W,Ll CanO R.•(L•J ■+f.ZOD+1,Oct.+D ODW,II[onO R.w il•L) +1.20D+1,60L•+O.RDW,11Ca bAR ll- ■+1.2tlON.601HD.00W.11 Ce+•ORw ltl •+1,2DD+O,SOL+I.6DS.ll CRmO R•• l ■♦1.20O+O.SO4+66DS,LlGnO R•+(L•) •H.24D+6.SOL N.6DS.IL CRnO R.•t Lt� •♦1.200♦O.SOI♦/.6DS.Ll ComQ R••(1••) ■+1.2DD+O.bOl+1.60S,ll Cew:R+•it•lj •+1.200+OSDL+1.60S,ll CgMD R.•((ll+) •+1.:0D+D.SDla1.ODi.Ll Canb Rr• 111 ■+1.ZOD+I.6DS+040W ■+1.2DD+O.SOL.+O.SOL+L6DW.LL GowD R•w((•ljj■+1.200+D.SDIHD.SDt♦1.6DW,ll COmD R••t•l• +f.20D+D.501•+D.R01+L66W,lt COAO Rr•(ll R+1.3o0+0.SOL•+O.SOL+/.►OW,tt Cow6 Rw(L••)■+1.2tlD+G.SOt.+D.SDl+1:3W.L4%Z0.R••(L•I)�+1.200+D.SDL•1O.SDl+I.ODW,LL C>m0 Rr+jll•j�+1.20D+6.SOl•+Q.SDt+1.6tlW,ll Gme q+•tlI.� ■a1.200+D.fDI+D.S05+160W,11 G•nD q.+1•t))■+t.20D+D.50l+O.SDS+f.60W,ll Camp R..(•L•)a+1.20D+0:!6 +O.SDS+l.6OW,ILCamb R•+ •ll ■+1.20D+O.SOI+D.SOS+160WJLC..b R,.(l •♦1.20O+0,SQL+D.SOS+tI ODW,IICAmD R.+)L•l) +1:20DaO.Sot+OSOS+f.60W,Ll Com R..(LL•) ■+/i0D+0.SOl♦D.SDS+SlowILCo•10R•+Jllljt +1.20D+O.SO\+D.20S+l,lLtRme R••(( l R+1.20D+O.SOL+D.2DS+l.lf CowD R++1•t•) ■♦1.200.O.SDt+0.20T+l.11 Cent R..[•LL) ■+f:OO+D,SDl+Q.20S•l.11 Cam>R++II••) ■+L.2DO+D.bOl+0.205+l,ll Cow•0 R••(t•lj ■+I.20D+O.SOL+D-IDS +C,LL CUmD R.w`IL• ■+1200+0 SO1+0.30S+!,tLC4mb R.+(LLL) ■+09DD♦1.6OW+t.60)1 ■+D.9DD1R+1.60N 1.5 0.7 v BEAIA.-» m 0.9 uL -1.7 1.45 2.95 4.45 5.95 735 5.85 10.35 11.85 1330 14.80 Distance(Ft) ■+SA6p ■•1.200+0.501.+1.601+1.0ON,LL CamD R.•(••L) •+120D+0.SDI•+1.60L+1.60N,LLCamo R.•(•L•) ■41.2601D.50L+1.6Q1+1.60N,LL CemD R••(•l4) ■+1.2DD+O.SOt•+I.ODL+1.60N,tLC4+.0 R++(��•) +I,;OO+D.SOI•♦1.60L+1.60M,ll l'amO R++[.•L +1,20D+O:%Ot•+I.00L+I.6DN,LLCamDR.+"LL• ■+t.200+D.SOt•♦1.601+1.60H.LL CamD Qu•�Llt1l)) ■+I.zDD+l.6DN0.SOS+I.6DH.11 CawlOR•+ l)) �+1,•DD+1.6Dl+tl.SDS+1.6D1t,It CYmO R++[L•) •+1.2DD+l.ODL+O.SDS+l.OD11.LL CamO R..[LL] •+1.20D+1.60t+O.SOS+I.6DH,tl Cans Q,•+(•• ■+1.20D+1.6D1+0.t6f+1.6DN.11Can�Rw�t•l) •+1.20DN.60LaD.SOSa1.60H.lLGam�R.•(LL+) ■41.Z8> I.6OL+D.SOS+l.00N,LLCamo R..[LLL) ♦1.20D+1.ODl.+D,SDI,LltomO R.•( l) N+I.ZDD+1.601.+D.SOI.LI G+te q••�l•j ■+1.ZDD+1,6DL•+D.SDI,IL Cone 2v1ll) ■+1.200+1-6D1•+Q.SDL,II CO OR•w(l••S ■+I.200+t.ODI.ID.SOL,II CenO R••1lIt ■+1.2DD+I.00L.+D.StlI.II ConO q•• ll• ■+1.2DD+1,6DL•+D.SDI,li GnO R•• 111 ■♦1.200+1.ODl•a O,QQW.ILCo-OR•+I••j ■+1.20D+1.6DL.iD.DDW,II Co+.O R.•(•L•) ■+1.200+f.6DL.+D.QOW,II COnD R.w •lt) ■+l.2DD+l,ODL.+0.60W,ll CRmD R•+��•) �+1,200+1.6D1•+6.0DW.11 Cone Rr+ l•\ ♦l.20D+1.6DL.+0.00W.11 CanO R+w Ll• Q+1.200+1.►D1.+0.QOW.LlCamO R++jlllj ■H.ZOD+O.SDl+1.605,lLGenD R++(( L)) ■+1.20D+D.SDL+t.6DS.LLCo bR.•(( l•) ■H.20D+D.SOl+1.60i,1\Gms Rw(('LLL ■+1.20D+O.SOL+1.665,LL ComO R+r It") ■+1.20D+D.SOl+l.6DS,Ll ConO q+w(l•L) ■+t.200+0.504+/.60i.Ll ComO R••(ll•) ■+1.7.DO+D.SOl+t.00S,Ll CemO Ru•(l ) ■+1.20D+L0.0S+O.QOW ■+I,2DO+O.SDL.+D.SOUf.60W,ll CO•\DR••[••L)■41.1DD+O,SOL•+DSO1+660W.11tswO R.•14•j ♦Liao+D.SDL•+D.SOts 1.60W.11[Rne R••(•ll) ■+1.2DD+D.SDI•+D�SOL+I 6DW.%LCa..OR+•fL•-)0+1.200♦O.SDI•+D.SDL+1.bOW.ILCamOQ••[l•L]�+/.2DD+O.SDI•+O.SOl+1.0OW,llCRwO R.•�L• ■+1.200+0.SDI•}tl.Stlt+f.60W.tt Gw04.• lll ■+I.xDD+D.SOl+0.SD5+1.6DW,tl4m0 R.•f+•L)) ■+1.2DD+D.SDI+D.SD5+1.60W.11 Cen00•.[•L•) ■+1.2tlD+D.SDI+D.bOf+1.ODW,II ConO R.•l`ll/ •+f.20D+D.501+0.SD5+1.6pW,Ll COnO R.+(••) ■+1.2DD+0.30t+0.SOS+1:00W.ILC,=bQ.•I 1•L) ■+1,200+D.SOt+D.SDS+I.60W.11 Como R.•[LL•] ■♦t.200+0.SOL+0.505+1.60W.11 C+•.O Rr•(lll) +I.200+O.SOL+0.2Df♦l.11 Co•.D R••�•Lj ■+1.2DD+D.SOl+0.205+l.11 CeR.+�•t•) ■+1,20D+D,501a0;OS+l,LI ConO R•+I•ll) •+1.7.OD+O.SDI+O.ZOS+!.LLCo W. (l••) ■+I.2DD+D.SOt+0.2DSal.11 Ceme R. t•t •+1.ZDD+0-Sot- IDS. LI C.Z.•• R++ lL•) ■+t.t6D+OSOL•0 ZGr+l.It Co•10 q•• lit) ■♦tl 9DD+1.6Dw+1.60H ■+tl-90D+1+1.6DN 0.004 OEM— .0.001 IRV 6 .0.006 S C] •0.011 -0.016 1.35 3.15 4.95 6.45 855 10,35 12.08 12.98 1433 0.00 Distance(Ft) n DO.ly •D+L,LLComD R..[••L] ■D+L.LLComD Ru.(•L•) ■D+L.LL Ca 1R••(ll) ■D+L,LLC"mD R+.[L••) ■D+LLLCa bRu.IL•L) RID+L.LLC an D R..(LL•) ■D+L.LLC.mb R.•(ILI ■DO.y •LO.II.LLCamo R..[••Lj D+L1 LLLLC R RBI LL))D D+L,LLI LC_C.mD R.Q.�IL�•)l)D DO+L'llLComD R R"IL L]) D+ LLLCamD R R�(LL•)L) D♦L'LLCamo R R�(l LL]) LO.Iy,LLCamo R..(LI D+L,LLCamo R..(••I) ■D+L.LLCamo R..(•L•) -� �, I rGK Structural Engineering,LLC Project Title: Norpoir \;1 Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Project Descr: (425)238-9137 ph 425.250.2384 f w".gkstructural.com __ _ Printed:11 FEB 2014.7:37PM -- - File=C.1-GKS-11-.PR6-14-YR5--11YRDhA83-lFC .d§ WRUCT-1.EC6 General Beam Analysis ENERCALC,INC.1983.2013,Build:6.13.8.31,Ver:6.13.8.31 rr Description: CIVIL wall brace force General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 6.0 ft Area= 1.0 in"2 Moment of Inertia = 1.0 in"4 Span#2 Span Length = 6.0 ft Area= 1.0 in^2 Moment of Inertia = 1.0 in"4 Span =6.0ft Span=6.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 1 Moment: D=0.40 k-ft,Loc=0.0 ft in span DESIGN SUMMARY Maximum Bending= 0.400k-ft Maximum Shear= 0.08333 k Load Combination D Only Load Combination D Only Location of maximum on span 0.000ft 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 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.044 in Max Upward Total Deflection -0.014 in Maximum Forces&Stresses for Load Combinations Load Combination "Max Stress Rats io Summary of Moment Vatues SuMa ai f Shear V" Segment Length Span# M V Mmax+ Mmax- Ma-Max Mox�tY oWaliega Cb tam Va Max VAX Vnx10m@ga Overall MAAmum Envelope Dsgn.L= 6.00 It 1 0.40 -0.10 0.40 0.08 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 D Only Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 0.08 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +D+♦_+H Dsgn.L= 6.00 it 1 0.40 -0.10 0.40 0.08 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +D+Lr+H Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 0.0 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.022 +D+S+H Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 0.08 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +0+0.750Lr+0.750L+H Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 0.08 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +D+0.750L+0.750S+H Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 0.08 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +D+0.60W+H Dsgn.L= 6,00 ft 1 0.40 -0.10 0.40 0.0 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.022 +D+0.70E+H Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 0.08 Dsgn.L= 6.00 It 2 -0.10 0.10 0.02 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 0.08 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +D+0.750L+0.750S+0.450W+H Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 0.08 V GK Structural Engineering,LLC Project Title: Norpoi in Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Protect Descr: (425)238-9137 ph 425.250.2384 f www.gkstructufal.com Prinled:11 FEB 2014,1:37PM General Beam Analysis File=C:1--•GKS-1I--PRO-1l•-YR5--11YROA83-11•CALCS-iISTRUCT-1.EC6 ENERCALC,INC.1983.2013,Build:6.13.8.31,Ver:6.13.8.31 1.11: Description: CMU wall brace force 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= 6.00 ft 2 010 0.10 0.02 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 0.08 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 0.08 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +0.60D+0.60W+H Dsgn.L= 6.00 ft 1 0.24 -0.06 0.24 0.05 Dsgn.L= 6.00 ft 2 -0.06 0.06 0.01 +0.60D+0.70E+H Dsgn.L= 6.00 ft 1 0.24 -0.06 0.24 0.05 Dsgn.L= 6.00 ft 2 -0.06 0.06 0.01 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+Defl Location in Span D Only 1 0.0439 2.308 0.0000 0.000 2 0.0000 2.308 D Only -0.0140 2.538 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall "mum •1 D Only -0.083 0.100 -0.017 GK Structural Engineering,LLC Project Title: Norpo. in Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Project Descr: (425)238-9137 ph 425.250.2384 f www.gWructural.com Printed:11 FEB 2014,1:37PM - File=C.,"KS-1t--PRO-II-YR5--11YRDAB3-11-CALCS-1\STRLICT-t.EC6 Wood Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 0r Description: Wood bracing whaler CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10 Load Combination Set: 2012 IBC&ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 575 psi E:Modulus of Elasticity Load Combination 2012 IBC&ASCE 7-10 Fb-Compr 575 psi Ebend-xx 1100ksi Fe-Prll 575 psi Eminbend-xx 400 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 140 psi Ft 375 psi Density 27 7 pcf Beam Bracing : Completely Unbraced D(U.1) V ♦ + ♦ V i 6x6 Span = 8.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.10, Tributary Width=1.0 ft,(brace force) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.669 1 Maximum Shear Stress Ratio = 0.140 : 1 Section used for this span 6x6 Section used for this span 6x6 fb:Actual = 346.21 psi fv:Actual = 17.66 psi FB:Allowable = 517.50psi Fv:Allowable = 126.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 4.000ft Location of maximum on span = 7.562 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<600 Max Upward L+Lr+S Deflection 0.000 in Ratio= - <600 Max Downward Total Deflection 0.111 in Ratio= 868 Max Upward Total Deflection 0.000 in Ratio= 0<600 '4 I Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+Defl Location in Span D Only 1 0.1105 4.029 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 vera �imum 0.400 D Only 0.400 0.400 � u GK Structural Engineering,LLC Project Title: Norpo; �n Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Protect Descr: (425)238-9137 ph 425.250.2384 f www.gkstructural.com Printed:11 FES 2014,1:37PM File=C:1-GKS-11---PRO-II--YR5•-11YRDA63-A•CALCS-/1STRUCT-LEC6 Wood Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.6.31 f.ft: Description: Wood bracing whaler 0.62 0.61 v 0.41 0 g 020 BEAW- 0.76 1,$8 2.36 3.18 3.97 4.79 558 6.39 7.18 8.00 Distance(ft) ■D O•ly ■+D+L+H ■+D+L+M ■+D+S+X +D+D 75DL:+D 75DL+H ■+D+O 75DL+0.7505+H M+D+D.6DW+H ■+D+D.7DE+H ■+D+D.75DL�+0.7SOL+0A50W+H ■+D+D.TSDL+D.75D5+0.4SDW+H M+D+D 75DL+D 75DL+D.SZSBE+H M+D+O 75DL+0.7565+D S256E+ ■+0.66D+D 60W+H ■+0.60D+0.70E+M 0.41 0.20 V BEAM--->a -0 20 .0.41 0.76 159 2.36 3.19 3.97 4.79 5.59 6.39 7.18 8A0 Distance(ft) ■DO.Iy •+D+L+H •+D+L�+H ■+D+S+X M+D+0:71D L:+O.T SOL+H M+D+a.7sal�D.7 S05♦X +D+D.6DW+H ■+D+0.70E+H •+D+0.75DL-+D.75DL+D 4SDW+H ■+D+D-7SDL+0.7SDs+DASDW+H ■+D+D.75DL�+0-7SOL+0.5250e+H +D+0-750E+0.75D S+O.S25D E+ ■+0.6DD+D.60W+H ■+0,6DD+0.70E+H KAM -- -0,03 \ J 5 -0.06 f 4.08 -0.11 J 0.76 1.55 234 3.12 3.91 4.70 5.49 6,28 7A7 7.85 Distance(ft) M DO•ly � y: I` II +i 1 T GK Structural Engineering,LLC Project Title: Norpoi in Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Project Descr: (425)238-9137 ph 425.250.2384 f www.gkstructural.com Pdnted:11 FEB 2014,1:37PM Beam File=C:1-GKS-W-PRO-II--YR5--11YRDA83-11-CALCS-1%STRUCT-1.EC6 '� Steel Bea ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.6.31 00 Description: WF Ductwork Temp Support Beams(25'span) CODE REFERENCES Calculations per AISC 360-05, IBC 2009,ASCE 7-10 Load Combination Set: 2012 IBC&ASCE 7-10 Material Properties _ Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2012 IBC&ASCE 7-10 D(0.08) Span = 25.0 ft W8x15 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010 ksf, Tributary Width=8.0 ft,(Ductwork support load allowance) DESIGN SUMMARY MR RM51,51111111111111111 Maximum Bending Stress Ratio = 0.967: 1 Maximum Shear Stress Ratio= 0.030 : 1 Section used for this span W8x15 Section used for this span W8x15 Ma:Applied 7.431 k-ft Va:Applied 1.189 k Mn/Omega:Allowable 7.683 k-ft Vn/Omega:Allowable 39.739 k Load Combination D Only Load Combination D Only Location of maximum on span 12.500ft 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 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= _ <360 Max Downward Total Deflection 0.605 in Ratio= 496 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.""Dell Location in Span Load Combination Max."+Defl Location in Span D Only 1 6.6054 12.625 0.0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 'f.19-117i$9 D Only 1.189 1.189 Steel Section Properties : W8x15 Depth = 8.110 in I xx = 48.00 in14 J 0.137 in14 Web Thick = 0.245 in S xx 11.80 in13 Cw 51.80 in"6 Flange Width = 4,010 in R xx = 3.290 in Flange Thick = 0.315 in Zx = 13.600 in^3 Area = 4.440 in"2 Iyy = 3.410 in"4 Weight = 15.114 plf S yy = 1.700 in^3 Wno = 7.810 in12 Kdesign = 0.615 in R yy = 0.876 in Sw = 2.470 in^4 K1 = 0.563 in Zy = 2.670 in13 Qf = 2.310 in^3 rts = 1.060 in rT = 1.030 in Qw = 6.640 in"3 Ycg = 4.055 in tiI GK Structual Engineering,LLC Project Title: Norpoiln Range Fire Repair r 608 State Suite 1 Engineering, Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Protect Descr: (425)238-9137 ph 425.250.2384 f ww.gkstructural.00m Printed:11 FEB CT .E w C6 - File=C:1--GKS-II-PRO-II--YRS--IIYRDAB3-1!•CALCS^11STRUCT-1.EC6 Steel Beam ENERCALC,INC.1983-2013,Build:6.13.8.31•Ver.6.13.8.31 tt " Description: WF Ductwork Temp Support Beams(25'span) 7.6 5.7 " 3.9 c m E 0 BEAM...» 2.38 4.86 7.38 9.88 12.38 14.88 17.38 19.88 22.38 24.88 Distance(Ft) •DO-IV •+D+L+N ■+D+L.+H ■+D+S+H ■+D+0.75 DL.+D.750L+H ■+D+D.750 L+D.7565+H +D+D.60W+H ■+D+D.70E+H ■+D+D.75DL•+0.7SDL+DASDW+H ■+D+D.7SDL+D-7SOS+D.GSDW+H ■+D+D.75DL.+D.75DL+D 525DE+H +D+0.i561+D.7505+D.5250E+ ■+D.60D+D.6DW+N ■+15.60D+0.70E+H 1.2 0-6 BEAIA-» _ L -0,6 -1.2 2.38 4.88 7.38 9.88 12.38 14,88 17.38 19.86 22.38 24.88 Distance(ft) ■+D+L+H ■+D+L.+H ■+D+S+H 0+D+0.756L•+D.75 DL+H ■+D+0.750L+D.7565+H ■D O.•ly ::+D+0.6DW+M ■+D+0.70E+H ■+D+D.750L.+D.75DL+0 GSBW+H ■+D+D.7SDL+D.7SDS+D_d5DW+H ■+D+B.756L.+D.75DL+0,525 DE+N +D+0.7S OL+0.75 D S+D,SZSDE+ •+0.60D+D.6DW+H •+D.60D+D 70E+H BEAM—- -0.15 -0.31 -0.46 -0.62 2.25 4.63 7.00 938 11.75 14.13 1650 18.88 21S 23 Distance(Ft) r DO..iy 1 I GK Structural Engineering,LLC Project Title: Norpc un Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Project Descr: (425)238-9137 ph 425.250.2384 f www.gkstructural.com Printed:11 FEB 2014.1:36PM File ASCE Seismic Base Shear Fil "KS-11-PRO-11--YRS 11-IIYRDAB3- -CALCS-11STRUCT-1.EC6 ` ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.6.31 1 1.11: Licensee: SDS for CMU_Wa_ll bending check Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "I I":All Buildings and other structures except those listed as Category I,III,and IV ASCE 7-70,Page 2,Table 1.5-7 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&Slvalues ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = 0.000 deg North SS = 1.0276 g,0.2 sec response Longitude = 0.000 deg West S 1 = 0.3997 g,1.0 sec response Location Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ftlsec = D ASCE 7-70 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.09 ASCE 7-10 Table 71.4-1&11.4-2 (using straight-line interpolation from table values) Fv - 1.60 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.119 ASCE 7-70 Eq.11.4-1 S M1=Fv*S1 = 0.640 S ASCE 7-70 Eq.11.4-2 Design Spectral Acceleration SDS S MS 213 <f- 01.746 ASCE 7-10 Eq.11.4-3 S D1 S M1 2l3 - 27 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wail Systems Ordinary reinforced concrete shear walls Response Modification Coefficient "R" = 4.00 Building height Limits: System Overstrength Factor 'We" = 2.50 Category"A&B'Limit: No Limit Deflection Amplification Factor "Cd° = 4.00 Category"C"Limit: No Limit Category"D"Limit: Not Permitted NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit Not Permitted Category"F"Limit: Not Permitted Redundancy Factor ASCE 7-70 Section 12.3.4 Seismic Design Category of D,E,or F therefore Redundancy Factor"p"=1.3 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The ivalent Lateral Force Procedure"is being used according to the p Qvisions of ASCE 7-10 12 8 Determine Building Period use ASCE72.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0,020 °hn':Height from base to highest level = 25.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn"x) = 0.224 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.224 sec "Cs"Response Coefficient ASCE 7-70 Section 12.8.1.1 S DS Short Period Design Spectral Response = 0.746 From Eq.12.8-2, Preliminary Cs = 0.187 "R":Response Modification Factor = 4.00 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.477 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8.6, Cs not be less than = 0.033 Cs:Seismic Response Coefficient = = 0.1865 I 5el i � s N = o u] 0 �O 4 � UI II m � � J p U 3 - ao r r o L a N Ge i O N .+ z R W � I I 11 M I vl 1 FA J n n n i n n n W T P is F 0.121 /� I J � N ® o 0 0 d o o e 1 = CI CI t'1 W I L t Lyy L b ;riT 4 iva a SQa 6 GNN :) LN O1 O CNx3 d O O N 17 �� Ca N �Na5 W d d o y V L •® yi L m N y L m t o 0 e U' 3 3 3 4Yy N OY p y wY p M O d, d C _�ry C U III 1l) N aCD K= T C H ySp ^Sp m W=p JZ o �Z-' 6FF OI drG pl df � ¢O {�1 t4i K d s # s i '''jjj[�� U o •d 11 0 .P l L4'tf V I1..�� O s11 0 4 „ O S C yyY g ya1 N V) W 3 pW[ n n n I� {f$}�1 V OY 4 Capp su n` IJ = q vOs li .S'1 po Q£ i i i Yqq N Npgqqqq a 2 yyN1 N N Ny} C Y Uy N N V J S Q d]$ U y 1 d 7 U N s o � ` nyM IC( III N N G bp U r tm l`'/o C dQQ Q (((U, O O W r C r f7t n O C 1 4 ti G O flab 1 C q¢ M N N y y v �l d V ♦ `2� 4 O 'M 2 W W W H Q o O N iO L,d m n $ N t�.p[[. m a 1 W N p�a Q 1 !AU } } Y -0 L7 l7 U�' LL F t. 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M W T {O,p C PC .y, O )' S Y Y d VC' Y �a, Q SI (7 l'd W g CI M L yZ00 u O m Y ��O� 4 S ¢� Y 4 4 L q n M oy b b.1115 a p 4 3 M l'1 f'1 J IA In VI �V( YM W T m L O p t0 YV N y L O 1/ L p >S M, II O1 ZN CO M m O ~� qy`( N i p Y O cj r•� q d p Y r V}/ „� "", v V V a Lyy a Oi i o d J d bat� 1�� W L., Q5� ,3 r-.y x W WA Q Q 6 V6ZZ } } } a�•i 1 Q �.�L NS6Q!` a • N W �� v q Q H � � r CI �?Z 1�] ,: I _ I SITE INFOPRt'14TION: a oc`"to 1 SON j _ ^m 0%m OWNER: HILLTOP SPORTS, LLC yvti Z m O►m O � .,i - m3NN SITE ADDRESS: 862,a 112ND ST NE ,-; Z � 0 m G N N ARLINGTON, WA 98223 o 'r WIPE CONTACT/CONTRACTOR: MCBRID -E CONSTRUCTION RESOURCES, INC. � ps � N ATTN: TOM GIBBONS d� m 224 NICKER50N ST cW \ d m SEATTLE, WA 961m9 T: (2(06) 203-1121 Z W m L41: MCBRICRm99JZ � �, 0 ENGINEER: GK STRUCTURAL ENGINEERING, LLC Z O 600 STATE 5T 5, SUITE 100-D '�'nn Z W J J KIRKLAND, WA 138(033 V, J T: (425) 238-9131 �I PARCEL: #31(05 2500 2(004 (00 z � 13 W Cr. 7 H ZONING: -- �:, ( � 1 ® m 00 �W o JURISDICTION: CITY OF ARLINGTON, WA Cr :- o �i n � Q r M � > U) L Q-S-T-R: NW-25-31-f05 Lu < � z I o w WCL 7 LOT 51ZE: 3.11 ACRES V- M = U) E W LEGAL DESCRIPTION: SECTION 25 TOWNSHIP 31 RANGE (05 QUARTER NW TH PTN OF E 2 &< (� z � m NU�4 NU�4 SD SEC DAF: BEG AT SW COR OF N 30,OOFT OF 5D I-- t� cYl c\v W N E,2 TH 58g-15 32E ALG S LN OF 5D N 3(0.(OOFT A CAST OF U Q ul 214.04FT TH 514-23 21E 358.48FT TH 60(0,44 28W 14.�04FT TH o � }- N89*15 32W PLW 5D S LN 366.40FT TAP ON W LN OF SD � TH W NOO*34 34E ALG SD W LN 42m.1�0FT TO POB AKA PAR I OF 5NO m L CO BLA (08-103194 REC UND AFN 2(0OL311130535 L1 � � W 115'-2�"t Q Z t� t� i n W EXISTING INDOOR SHOOTING RANGE STRUCTURE INFORMATION: fL LZ ly cW a YEAR BUILT 2001 STORIES I WATER N/A z 5EWER/5EPTIC N/A Lu EXISTING STRUCTURE, SF: SERVICE CORRIDOR U MAIN FLOOR 10,315 SF (NO CHANGE) 16 LANE AREA 2 - 1,895± 5F (NO CHANGE, FIRE DAMAGE REPAIRS) I Z (INCL. CEIL. (MEZZ.)FRAMING) Q LANE AREA 1 } LOESBY/TROPHY "< � AREA OF FIRE REF PARTIAL MECH DAMAGE MAIN MEZZ (CEILING) (HATCHED) ENVY FRAMING REPAIR PLAN ON WT 2 W x� 6ACK6T0P u W ^' v CONTROL In `n Z 5i AAA Z N y(1 € _ w.■ Z W a P @ � uQ N n I RETAIL VEST.BALES Q LANE AREA 3 Z 0 § I g r a 0 99 Z to $ t n + *v fr CORRIDOR Q Htwai " X; .N c� $ 0EFIC� SERVICE STORAGE QC �3. Y LOUNGE NGF CLASSROOM III CLASSROOM 112 �. SNACK > ED - : m gp¢ Z +'li Z .uw+rnwrN •. 7q —'. 4 .. . HZ � Q J J W - ma. a > m iF4i I € w W ,sueTlf �� EC�i4-C Received� w a � a � r� FEB 12 2014 Ll S PROJECT VICINITY MAP BUILDING KEY PLAN To, Z SCALE: N T S. "` k O F J a of t`'t N �rf %4 0 a �mmmm o► tq cv J v Z I-m N PLAN NOTES! I. ALL DIMENSIONS ARE APPROXIMATE TO FACE OF CONCRETE OR CMU. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR �I N TO FABRfCATION 4 CONSTRUCTION. d F Z 2. U.N.O. ON DRAWINGS, ALL REPLACEMENT WOOD STUD OR LIGHT GAGE METAL STUD WALL FRAMING (IF ANY) SHALL MATCH EXISTING '�� i \ W (- WITH A MAXIMUM SPACING OF 16"OC. w � Pr g� � v m m� 3. ANY EXISTING WOOD FRAMING WITH SURFACE CHAR LES5 THAN ��$" MAY REMAIN IN PLACE PROVIDED IT 15 CLEANED BY Y MECHANICAL MEANS AND SMOKE SEALED. ANY WOOD FRAMING WITH DAMAGE GREATER THAN I/8" MUST BE REMOVED AND r' REPLACED IN-LIKE KIND TO MATCH EXISTING SIZE 4 SPACING. W m 4. ANY REPLACEMENT GWB SHALL MATCH EXISTING, INCLUDING ANY TYPE-X GWB 4 FIRE-TAPING ENCOUNTERED. j Z W O. m 5. REPLACE ANY WATER- OR SMOKE- DAMAGED WALL AND/OR ROOF INSULATION ENCOUNTERED DURING REPAIRS. NEW ROOF \ INSULATION SHALL BE MINIMUM R-49 GATT INSULATION. NEW WALL INSULATION SHALL BE MINIMUM R-13 GATT INSULATION. V ZZ v 6. ANY NEW GLAZING SHALL MEET MAX U = 038 (VERT) AND U = 0.50 (OVERHEAD). Z W �1 1. ANY NEW DOORS SHALL BE MAX U = 0.38. V 1 k J I W F s 3 o � m W om �? 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TO REMAIN CMU WALL TEMPORARY SHORING PLAN (LANE AREA Z) SCALE: 3/16" ■ 1'-0" Z oF6 V Z a om�m D �, 4 0 a o°ma►N 3 BRG W8x15 BEAMS PER PLAN -LINE 'B22A' STRUTS PER PLAN y� j��W J Z 3 N (MAX TOTAL (MAX TOTAL v� ,� � � win DISTRIBUTED LOAD IDISTRIBUTED LOAD °NLl -� NN PER SUS = 2,0000) WS BEAMS PER PER 52 2 A = 400 ) o Q Z W. m I .. .. r 8 �, W W idles PLAN 4 I/SHT 4 5-LINE '522' STRUTS PER PLAN 4 � 44' v m F s, (MAX TOTAL ) r � � W m DISTRIBUTED LOAD C1 EL o fi ER 522 = 25049 , Z l T/IE�TEEL FRAME CLAMP SET, TYP. S 5-LINE 8441 B22A EL = VARIES Q SET TORQUE PER J MFR SHOP WELDED 1/4" W J WEB STIFF 1E's OR v 1/4" END IE, TYP tLT7FA5TEN WS SHORING BEAMS ' TO TOP OF STRUCT BTL n m FRAMES USING (2)HEAVY DUTY CLAMPS, (I)EA SIDE OF WEB. W TIGHTEN CLAMPS SECURELY — ' 5-LINE '5I01' 19 T� BRACKET Li B W CONN, TYP W (E)BUILDING PRIMARY 7 W STRUCTURAL STEEL FRAME ` p �'P4 USE B-LINE 'N225'ip CHANNEL Nuts a ALL STRUT CONN, `Y; `V LIB `v TYP. BET TORQUE PER MFR LQ Ir] L d Q � Q ae � L" La TYP WS-TO-FRAME CONN TYP 822A-TO-WB & 922-TO-B22A CONN ' � a SCALE: 1-1/2" ■ 1'-0" SCALE: 1-1/2" ■ 1'-0" 2 DUCTWORK TEMPORARY SUPPORT SYSTEM NOTE: THE TEMPORARY SUPPORT SYSTEM SHOWN (WF BEAMS, z UN15TRUT JOISTS)MAY BE INSTALLED ANYWHERE ON THE MEZZANINE LEVEL TO TEMPORARILY SUPPORT ANY EXISTING g 6 DUCTWORK OR MECHANICAL WORK PROVIDED THAT THE 1 U FRAMING SIZES, SPACINGS AND LOAD LIMITS GIVEN ON PLAN (E)METAL ROOF PURLINS, TYP. 4 IN THE DETAILS ARE ADHERED TO. TH15 OPTION WOULD DO NOT ATTACH OR SUPPORT 5'-oll MAX BE IN LIEU OF REMOVING AND REPLACING THE DUCTWORKta ANY TEMPORARY FRAMING TOTYI= OVER THE CEILING AREA TO BE REMOVED 4 REPLACED.ANY (E)ROOF PURLINS, TYP a - (E)12" CMU WALL TO REMAIN BELOW � WSxIB WSxIB WSxIB x . , , . N Z a Z N 7rP Q WSx15 WSx15 WSx15 0. W F— Is UI I I I I ZIP I I I I I 1 '� CIIlccj X {J ,' +77 8" CMU WALL 1 I I I NI� I I I 1 I I I TO REMAIN �-- '� co Z ^ ~ I I I I I WSxIB 1 I 1 1 WSx15 (� a W N Z WSxIB E3 LL. m O B22' B- STRUTS 1_ +, Q 1 I I I 1 I I TYP (CIS REQ'D) I I I 1 Z „ U — LU O (E)METAL BUILDING PRIMARY STRUCTURAL ( , 1 I 1 I I I I I I I I (L STEEL FRAMES, TYP WSxiS WSxIB INE WSxIB N 1 I I I I I roof rid . ...... _. . wa - _.. ._. _.. r f I I I Hm z W8x15 WaxIB WSxl5 L7 0. Q W o. 3 � � z — T _T T_ —� -�- --i i(E)12" CMU WILL W W a J I I 1 I I I I I {I—TO REMAIN FLOW F' I 1 I I I I I 1 I I I I 1 WSxl5 WSxl5 WSxIB OPTIONAL (IF/AS REQ'D): MEZZ DUCTWORK TEMPORARY SHORING PLAN (OVER LANE AREA 2) z 0F6 SCALE: 3n6" ■ V-0" 11D v Z Q o�im CONT L3x2x% CLOSURE ti� � 0 *4 IL O M m C ANGLE - TACK WELD TO ,y Z F m N OWSJ'S CLOSURE ANGLE +_ PER I/SHT 5 . OWSJ-TO- �a 2" *4 x 30" DRY DOWELS a U #4 x 30" DRY DOWELS g ^ �o J o v N Q °' F 5 BRCS iP " � 48 OC, LAP W/ SPAN PUDDLE WELD MTL Q 48"OC, LAP W/ 'SPAN '7� Z m Wa 2 BARS'. INSTALL IN +y�"� DECK TO CLOSURE c° BARS'. INSTALL IN +�6"� -� ��r�P,�g W W F HOLES, NO EPDXY, ANGLE PER GEN HOLES, NO EPDXY, U 1 Y 1� �1(N)GONC SLAB-ON-DECK U STRUCT NOTES, TYP +J - CID �V 4 REINF PER PLAN TO EMBED = 4" EMBED - 4 �' W m REPL EXIST - SAWCUT IL O m(N)C SLAB-O MAINTAIN (E)CONC SLAB- STATEMENT OF SPECIAL INSPECTIONS J \ W O tj WHERE SHOWN MAINTAIN IEJCONC SLAB- PECKK 4� REINF PERR ON-DECK 4 JOIST PLAN TO REPL ON-DECK 4 JOIST t Z 1 FRAMING SYSTEMS OVER FRAMING SYSTEMS OVER THE FOLLOWING COMPRISES THE SPECIAL INSPECTION PARAMETERS REQUIRED FOR THIS PROJECT,AS SET U T45 LANE AREAS 1 4 3 EXIST - SAWCUt LANE AREAS 14 3 FORTH IN SECTION 1105 OF THE 2012 INTERNATIONAL BUILDING CODE(IBC). THE DESIGNATED SYSTEMS BELOW W BARS WHERE SHOWN ARE ABJECT TO SPECIAL INSPECTIONS TO VERIFY INSTALLATION IN CONFORMANCE WITH THE CONSTRUCTION !�, J DOCUMENTS. V, J W j 3 d °e DESIGNATED STRUCTURAL COMPONENTS: ONCRETE OVER METAL DC GEILING/MEGH MEZZANINE L9<e a .1_.a_. d.' d e a °e. �. e•a :° DECK L1f _— THE SPECIAL INSPECTOR(S)SHALL DISTRIBUTE SPECIAL INSPECTION AND TESTING REPORTS TO THE OWNER OR I:' _ � — OWNER'S REPRESENTATIVE,THE ENGINEER OF RECORD,AND THE BUILDING OFFICIAL AT THE TIME OF n M m PLACE 'SPAN B S' � � � // \\— — � � s — COMPLETION OF WORK FOR EACH SPECIAL INSPECTION ITEM INCLUDED ABOVE. NOTIFY THE ENGINEER OF (PER TO JOIS X(E�)STEEL // \\ RECORD FOR REVIEW OF ANY DISCREPANCIES THAT CANNOT BE FIELD CORRECTED TO CONFORM TO THE W( \\ � CONSTRUCTION DRAWINGS AND/OR REFERENCE STANDARDS WITHOUT MODIFICATION,DAMAGE TO,OR OTHERWISE UNDE t48 B S, G tu ALTERING THE STRUCTURAL MEMBERS,MATERIALS,OR SYSTEMS. THE ENGINEER OF RECORD MAY PERFORM LTYP z STRUCTURAL OBSERVATIONS OF THE STRUCTURAL FRAMING SYSTEMS AT OUR DISCRETION. STRUCTURAL wMIN 4" / // � OBSERVATION REPORTS WILL BE DISTRIBUTED SIMILARLY TO THE SPECIAL INSPECTION AND TESTING REPORTS W � ° �� // •:-• �` IF PERFORMED. W LL fu o N�\\, SCHEDULE OF STRUCTURAL SPECIAL I �// \\ INSPECTION REQUEn IREMENTS m N W N V I VERIFICATION AND INSPECTION FRMUIENCY OF W�STANDARD IBC REFERENCE AGENT COMPLETED QL }- INSPECTION W (E)OWSJ TO REMAIN 1704.4 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION m cc * (E)OWSJ TO REMAIN L Q PER PLAN PER PLAN, BEYOND 1• INSPECTION OF REINFORCING STEEL _ PERIODIC ACI 318: 3.5, 7.1-7.7 1913.4 } Z (N)OPEN WEB STEEL (N)OPEN WEB STEEL 4. VERIFYING USE OF REQUIRED DESIGN MIX ACI 318: CH. 4, 1904.2.2, W/ W (Y JOISTS (OWSJ)PER (E)12" PERIODIC CMU WALLS JOISTS (OWSJ) PER (E)12" CMU WALLS 5.2-5.4 1913.2, 1913.3 Q- Q — Lu (L PLAN TO REMAIN PLAN, BEYOND TO REMAIN 5. AT THE TIME FRESH CONCRETE IS SAMPLED TO ASTM C 172 FABRICATE SPECIMENS FOR STRENGTH TESTS, CONTINUOUS ASTM C 31 1913.10 PERFORM SLUMP AND AIR CONTENT TESTS, AND ACI 3TM 56 58 z DETERMINE THE TEMPERATURE OF THE CONCRETE. . , . 6. INSPECTION OF CONCRETE PLACEMENT FOR CONTINUOUS ACI 318: 5.9, 5.10 1913.6, 1913.7, PROPER APPLICATION TECHNIQUES. 1913.8 7. INSPECTION FOR MAINTENANCE OF SPECIFIED U CURING TEMPERATURE AND TECHNIQUES. PERIODIC ACI 318: 5.11-5.13 1913.9 P SECTION AT OWSJ BEARING ON CMU TYP SECTION STWN JOISTS AT CMU SCALE: I" all-Oil 2 SCALE: 1" • 1'-0" z0 � 4 w #3 x 22" a 24"OC - FILLET WELD t0 114 x 32" EPDXY DOWELS W CLOSURE/ KICK P 48"OC, EMBED = 6" (N)CONC SLAB-ON-DECK LAP W/ SPAN BARS LAP W/ 'SPAN BARS'. � � W N 4 REINF PER PLAN TO USE SIMPSON SET-XP Q a Z N REPL EXIST MATC EXIST C3 -0 MAX CANT.) (N)CONC SLAB-ON-DECK AJ 01 4 REINF PER PLAN TO MAINTAIN (E)CONG REPL EXfSt Z � Q T46 BARS SLAB-ON-DECK 4 10' = W10 Z JOIST FRAMING (oil Q N 'SPAN BARS' SYSTEM PER PLAN 4. T46 BARS F Q � ZO Z '0 .e W NIL Z tD J MIlCELL EO ANU! BAR! B (3 LL N BAR AR! (!EE NOTE Z Q SIZE LD CLAs! A CLAss 8 LC LAs! A C ! B '— MTL DECK I I CELL CLOSURE STRIP SPAN BARS' SPLICE 8PLICE IC 8PLICE w PER PLAN I I PER DECK SUPPLIER f'c = 4,000psi CONT BENT CLOSURE/ I I MTL DECK "3 IS 18 22 18 18 6 (- KICK fEI/¢x I I (EXOWSJ TO PER PLAN 3 8 REMAIN 04 22 22 26 25 33 I I I I c1d I I (N)OWSJ PER NOTES: N a)PLAN J I I. VALUES FOR CLEAR SPACING GREATER THAN db, CLEAR COVER H I I GREATER THAN db 4 MINIMUM STIRRUPS OR TIES THRU-OUT Ld OR o PLAN P PER I I CLEAR SPACING GREATER THAN 2db 4 CLEAR COVER GREATER W LAN THAN db, El W j3 I I 2. DEVELOP ALL REINF IN STRUCTURAL SLABS W/ MIN DEVELOPMENT w [fI CONSTRUCT 2x4 624"OC TEMP I I LENGTH, Ld, _l�J— 3. TOP BAR = HORIZ BAR W/ MORE THAN 12" FRESH CONCRETE SHORING WALL a END OF CANT. BELOW OR AS NOTED IN DRAWINGS AS "TOP BAR". MAY BE REMOVED NOT LESS 4. UNO, ALL LAPS SHALL BE MIN CLASS B OR CLASS B "TOP BARS". THAN l DAYS AFTER CONC 5. ALL VALUES ARE IN INCHES. POUR SECTION AT EDGE OF SLAB-ON-DECK SECTION AT NEW-TO-EXIST SLAB-ON-DECK LAP SPLICE & DEVELOP. LENGTH SCHED SCALE: i" ■ I'-0" SCALE: I" ■ I'-0" 5 6 SCALE: N.TJS- OF6 PROJECT STRUCTURAL NOTES 1ST �8 v i Q o o t m GENERAL REQUIREMENTS & DESIGN CRITERIA A660c1AT10N (AWPA)FOR SAWN LUMBER, GLUED LAMINATED TIMBER, ROUND POLES, WOOD PILES x f J 0 < O WON N AND MARINE PILES. FOLLOW AMERICAN LUMBER STANDARDS COMMITTEE (ALSC) QUALITY yv J m lb m 0 BUILDING GODS: 2012 INTERNATIONAL BUILDING CODE IIBC) ASSURANCE PROCEDURES. PRODUCTS SHALL BEAR THE APPROPRIATE MARK. MATERIALS STANDARDS: REFERENCE TO A SPECIFIC SECTION IN THE IBC DOES NOT RELIEVE THE METAL CONNECTORS/PT WOOD. GKSE RECOMMENDS THAT ALL METAL HARDWARE AND •R x J 0 go mj m ui c CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE MATERIALS STANDARDS REFERENCED IN FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER BE STAINLESS STEEL TYPE 316L. AT o � Z � d � g THESE NOTES. THE LATEST EDITION OF THE MATERIALS STANDARDS SHALL BE USED. THE OWNER'S RISK AND DISCRETION, HOT-DIPPED GALVANIZED METAL HARDWARE AND '� `p z�.�,, FASTENERS MAY BE INVESTIGATED FOR USE IN LIEU OF STAINLESS STEEL PROVIDED THAT THE -� ��PALS ` \ W W1- 5 STRUCTURAL RESPONSIBILITIES: THE ENGINEER IS RESPONSIBLE FOR THE STRENGTH AND FINISH HAS A MINIMUM ZINC CONTENT OF AT LEAST 1.85 OZ/SF AND ITS USE IS COORDINATED BY , � �j F STABILITY OF THE PRIMARY STRUCTURE IN Its COMPLETED STATE, THE CONTRACTOR AND WOOD SUPPLIER FOR THE EXPECTED ENVIRONMENT AND MOISTURE � W m W m EXPOSURE FOR APPROPRIATE USE BASED ON THE METHOD OF PRESERVATIVE TREATMENT OF '+ W O CONTRACTOR RESPONSIBILITIES: THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND THE WOOD. t METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND , \ Q WSHA. THE CONTRACTOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE STRUCTURE STRUCTURAL STEEL PRIMER COLOR: ALL STEEL SHALL BE PAINTED GREY WITH ONE COAT OF STANDARD SHOP t h Z O DURING CONSTRUCTION AND SHALL PROVIDE TEMPORARY SHORING, BRACING AND OTHER PRIMER �j J v ELEMENTS REQUIRED TO MAINTAIN STABILITY UNTIL THE STRUCTURE IS COMPLETED. IT IS THE REFERENCE STANDARDS: AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS fw CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR WITH THE WORK REQUIRED IN THE BRIDGES.", RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR 4490 BOLTS.", CASTAN-PLACE CONCRETE & REINFORCEMENT to W � J m CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY. AWS DI.I, AISC 341, ASCE 3 1� � F DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN THE PROJECT STRUCTURAL NOTES, STANDARDS: ACI 318, IBC CHAPTER 19 n I- DRAWINGS, EXISTING CONDITIONS, PROJECT SPECIFICATIONS AND/OR MATERIALS STANDARDS, THE MATERIALS- ENGINEER ENGINEER SHALL DETERMINE WHICH GOVERNS. DISCREPANCIES SHALL BE BROUGHT TO THE STRUCTURAL SHAPES ASTM A36, Fy = 36 KSI MATERIALS E MIXTURES: CONFORM TO ACI 318, CHAPTER 3 4 ACI 318, CHAPTER 5, RESPECTIVELY. } ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL BARS PLATES ASTM A36,Fy = 36 KSI W n 19 0 VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE PRIOR TO FABRICATION AND H55 STRUCTURAL TUBING ASTM A500, GRADE B, Fy = 46 KSI REQUIRED SUBMITTALS. SUBMIT THE FOLLOWING ITEMS FOR REVIEW: � CONSTRUCTION. CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BOLTS ASTM A301 I. ALL SUBMITTALS REQUIRED BY ACI 301, SEC 4.1.2, a LL IL BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE WORK. NUTS ASTM A563 OR ASTM AI94,GRADE 2H 2. REBAR SIZE d LAYOUT, LL WASHERS (FLAT OR BEVELED) ASTM F436 3. MIX DESIGNS FOR THE FOLLOWING CONCRETE ELEMENTS: W ° 13 CONSTRUCTION LOADS: LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THREADED RODS ASTM A36,Fy = 36 KSI 0 7 W THE DESIGN LOADS OR THE CAPACITY OF THE PARTIALLY COMPLETED CONSTRUCTION. WELDING ELECTRODES E10XX TABLE OF MIX DESIGN REQUIREMENTS EXPANSION ANCHORS HILTI KWIK-BOLT 3, OR SIMPSON STRONG-BOLT COMPRESSIVE STRENGTH MAXIMUM MAXIMUM AIR y SNOW, WIND $ SEISMIC DESIGN ADHESIVE ANCHORS HILTI HIT-RE 5OO-5D, OR SIMP50N SET-XP CONCRETE ELEMENT TYPE (28-DAY PSI) AGGREGATE W/C RATIO CONTENT NO CHANGES. CONCRETE SCREWS 5IMP50N TITEN HD SLABS ON METAL DECK 4,000 3/4" O48 LIVE LOADS WELDING CONFORM TO AWS DI.I. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH WABO MIX DESIGN NOTES: uj ul REQUIREMENTS. USE E10 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. I. W/G RATIO: WATER-CEMENTITIOUS MATERIAL RATIOS SHALL BE BASED ON THE TOTAL LD L6 MECHANICAL MEZZANINE (CEILING) 25 PSF + MECHANICAL UNITS WEIGHT OF GEMENTITIOUS MATERIALS. }- Q BIDDER-DESIGNED ITEMS (DEFERRED SUBMITTAL) LOADS: ALL BIDDER-DESIGNED ITEMS SHALL STEEL ROOF & FLOOR DECK 2. CEMENTITIOUS CONTENT: (a w Q � C1 BE DESIGNED FOR THEIR TRIBUTARY DEAD AND LIVE LOADS, EARTHQUAKE AND WIND LOADS, 2.1. (A) THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM INCLUDING COMPONENTS AND CLADDING LOADS, WHEN APPLICABLE. DESIGN SHALL CONFORM STANDARDS: ICC REPORT ER-2018P, SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL TO ACI 30I SEC 4.22SB. MAXIMUM AMOUNT OF FLY ASH SHALL BE 2O�o OF TOTAL TO THE PROJECT DRAWINGS, SPECIFICATIONS, MATERIALS STANDARDS AND/OR GOVERNING STRUCTURAL MEMBERS,", A151 "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL CEMENTITIOUS CONTENT UNLESS REVIEWED AND APPROVED OTHERWISE BY THE AC W N W QC BUILDING CODE, INCLUDING THE FOLLOWING: STRUCTURAL MEMBERS,", AWS D13 ENGINEER (� p (L/ CL FLOOR DEAD LOAD 61 PSF 3. SLUMP: CONFORM TO ACI 301 SEC 42.2.2. SLUMP SHALL BE DETERMINED AT POINT OF TOTAL DEFLECTION LIMIT L/240 REQUIRED SUBMITTALS: SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS PLACEMENT. LIVE LOAD DEFLECTION LIMIT L/360 SHALL INCLUDE MATERIAL TYPE, DESIGN LOADS, DIAPHRAGM CAPACITIES, SPAN LAYOUT BY SSE, z OWSJ ADDITIONAL LOAD 5000 PT LOAD APPLIED TO TOP OR BOTTOM DECK ATTACHMENTS, METAL DECK EDGE FORM DESIGN 4 CALCULATIONS, AND SHORING FORMWORK: CONFORM TO ACI 301 SEC 2 "FORMWORK AND FORM ACCESSORIES." REMOVAL OF w CHORD EACH TRUSS REQUIREMENTS. ALL OPENINGS SHALL BE INDICATED. ANY ALTERNATE DECK TYPES AND GAGES FORMS SHALL CONFORM TO SEC 23.2 EXCEPT STRENGTH INDICATED IN SEC 2.3.2.5 SHALL BE 0.15 p SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION AND SHALL INCLUDE INSPECTIONS A VALID ICC EVALUATION REPORT, CALCULATIONS 4 SHOP DRAWINGS STAMPED BY THE SSE. MEASURING. MIXING AND DELIVERY: CONFORM TO ACI 301 SEC 43. Z INSPECTIONS BY BUILDING OFFICIAL: ALL CONSTRUCTION fS SUBJECT TO INSPECTIONS BY THE MATERIAL: ASTM A653 - SS DESIGNATION,GRADE 33. ZINC COATED PER A653,G60. MINIMUM YIELD STRENGTH SHALL BE 36 KSI. HANDLING. PLACING CONSTRUCTING AND CURING: CONFORM 70 ACI 301 SEC 5. 0 BUILDING OFFICIAL IN ACCORDANCE WITH IBC SEC IO9. THE CONTRACTOR SHALL COORDINATE } ALL REQUIRED INSPECTIONS WITH THE BUILDING OFFICIAL. SUBMIT COPIES OF ALL INSPECTION TYPE: DECK SHALL BE "VULCRAFT" TYPE AS SHOWN ON THE STRUCTURAL DRAWINGS BASED ON TESTING AND ACCEPTANCE: w REPORTS TO THE ENGINEER FOR REVIEW. 3-SPAN, UNSHORED CONDITION. SHORING 15 REQUIRED FOR CONDITIONS OTHER THAN 3-SPAN. TO TESTING: OBTAIN SAMPLES AND CONDUCT TESTS IN ACCORDANCE WITH ACI 301 SEC 1.6.42. :v, PREFABRICATED CONSTRUCTION: ALL PREFABRICATED CONSTRUCTION SHALL CONFORM TO IBC ELIMINATE SHORING, THE CONTRACTOR MAY CHOSE TO USE A HEAVIER GAGE DECK WITH ADDITIONAL SAMPLES MAY BE REQUIRED TO OBTAIN CONCRETE STRENGTHS AT ALTERNATE SEC 1103.1. APPROVAL BY THE ENGINEER INTERVALS THAN SHOWN BELOW. WOOD FRAMING INSTALLATION: INSTALL DECK IN ACCORDANCE WITH SUPPLIER'S INSTRUCTIONS AND SHOP CURE 4 CYLINDERS FOR 28-DAY TEST AGE. TEST 1 CYLINDER AT 1 DAYS, TEST 2 CYLINDERS AT DRAWINGS. ATTACHMENTS SHALL RESIST THE UPLIFT FORCES AND THE DIAPHRAGM SHEAR 28 DAYS, AND HOLD I CYLINDER IN RESERVE FOR USE AS THE ENGINEER DIRECTS. AFTER 56 FORCES SHOWN ON THE DRAWINGS. WELDING SHALL CONFORM t0 AWS D13. WELDERS SHALL DAYS, UNLESS NOTIFIED BY THE ENGINEER TO THE CONTRARY, THE RESERVE CYLINDER MAY BE VJ STANDARDS: IBC CHAPTER 23, NDS AND NDS SUPPLEMENT HAVE CURRENT WABO LIGHT GAGE CERTIFICATION. MINIMUM END LAP SHALL BE 3" CENTERED D16CARDED WITHOUT BEING TESTED FOR SPECIMENS MEETING 28-DAY STRENGTH OVER SUPPORTS. MINIMUM BEARING SHALL BE 3". REQUIREMENTS. Z M IDENTIFICATION: ALL SAWN LUMBER AND PRE-MANUFACTURED WOOD PRODUCTS SHALL BE W N ACCEPTANCE: STRENGTH IS SATISFACTORY WHEN: Q IDENTIFIED BY THE GRADE MARK OR A CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING OPENINGS DECK O Q Z N : OPENINGS LESS THAN 6" DO NOT REQUIRE REINFORCEMENT. FOR LARGER THE AVERAGES OF ALL SETS OF 3 CONSECUTIVE TESTS EQUAL OR EXCEED THE SPECIFIED AGENCY. STRENGTH. NO INDIVIDUAL TEST FALLS BELOW THE SPECIFIED S ~ OPENINGS, NOTIFY GKSE. DTRENGTH BY MORE THAN 500 W PSI. A "TEST" FOR ACCEPTANCE IS THE AVERAGE STRENGTH OF THE TWO CYLINDERS TESTED Z MATERIALS: ACCESSORIES: DECK MANUFACTURER SHALL FURNISH SHORING PLANS, CLOSURE PLATES, RIDGE AT THE SPECIFIED TEST AGE. Q - SAWN LUMBER: CONFORM TO GRADING RULES OF WWPA, WCLIB OR NLGA. FINGER JOINTED AND VALLEY PLATES, CANT STRIPS, SUMP PANS,FLASHING AND ALL OTHER LIGHT GAGE STEEL Z 3 STUDS ACCEPTABLE AT INTERIOR WALLS ONLY. MATERIAL REQUIRED TO COMPLETE THE WORK. REINFORCING MATERIALS: V1 Q N MEMBER USE SIZE SPECIES GRADE REINFORCING BARS ASTM A615, GRADE 60, DEFORMED BARS. STUDS d POSTS 2x, 4x HEM-FIR NO. 2 CONCRETE FILL: CONFORM TO NOTES THIS SHEET FOR CAST-IN-PLACE CONCRETE AND CONCRETE BAR SUPPORTS CRSI MSP-2, CHAPTER 3 "BAR SUPPORTS." �"� Q � O JOISTS 2x6 - 2x12 HEM-FIR NO. 2 REINFORCEMENT. TIE WIRE 16.5 GAGE OR HEAVIER, BLACK ANNEALED. Z BEAMS 4x8 - 4x12 HEM-FIR NO. 2 O 99 BEAMS 6x8 - &x12 DOUG-FIR NO. I DECK FASTENING: MINIMUM DECK FASTENING SHALL BE AS FOLLOWS: REBAR FABRICATION: CONFORM TO ACI 301, SEC 322 "FABRICATION", AND ACI SP-66 "ACI a W N Z POSTS 8 TIMBERS 6x, Sx DOUG-FIR NO. I - 5/e"O PUDDLE WELDS EVERY RIB AT PERIMETER SUPPORTS, DETAILING MANUAL." J - JOIST HANGERS AND CONNECTORS: SHALL BE "STRONG TIE" BY 51MPSON COMPANY OR USP 51 �� O � 133 � s O PUDDLE WELDS EVERY OTHER RIB AT INTERMEDIATE TRANSVERSE SUPPORTS,PERTHE EQUIVALENT OF SPECIFIED IN THEIR LATEST CATALOGS. CONNECTORS SHALL BE INSTALLED - Ns"O PUDDLE WELDS AT 12"OC AT LONGITUDINAL SUPPORTS, REBAR PLACEMENT: CONFORM TO ACI 301, SEC 332 "PLACEMENT." PLACING TOLERANCES SHALL Q PER THE MANUFACTURERS INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO - MEMBERS, PLACE 1/2 OF THE NAILS OR BOLTS IN EACH MEMBER. PROVIDE WASHERS UNDER "10 TEK SCREWS AT 24"OC At SIDE LAP CONNECTIONS. CONFORM TO SEC 332.1 "TOLERANCES." Z U THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED CONCRETE COVER: CONFORM TO THE FOLLOWING MINIMUM COVER REQUIREMENTS FROM ACI 301, O OTHERWISE ALL NAILS SHALL BE FULL LENGTH COMMON. 13PEN-WE19 STEEL JOISTS (OWSJ) TABLE 3.3.23: - NAILS AND STAPLES: CONFORM TO IBC SEC 2303.6 "NAILS AND STAPLES." UNLESS NOTED ON BARS IN SLABS AND WALLS 3/4" � PLANS, NAIL PER IBC TABLE 2304.9.1. UNLESS NOTED OTHERWISE ALL NAILS SHALL BE STANDARDS: SJI "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS, K-SERIES", IBC SEC (L COMMON. NAIL SIZES SPECIFIED ON THE DRAWINGS ARE BASED ON THE FOLLOWING 2206 REBAR SPLICES: CONFORM TO ACI 301, SEC 332.1. REFER TO DETAILS FOR TYPICAL SPLICES. SPECIFICATIONS: USE CLASS B SPLICES UNLESS OTHERWISE NOTED. SIZE LENGTH DIAMETER REQUIRED SUBMITTALS: SUBMIT STRUCTURAL CALCULATIONS AND SHOP DRAWINGS STAMPED BY J ad 2�/2" 0.131" A SSE. REFERENCE DEFERRED SUBMITTALS ABOVE FOR ADDITIONAL INFORMATION. REBAR FIELD BENDING: CONFORM TO ACI 301 SEC 332.8 "FIELD BENDING OR STRAIGHTENING." J < IOd 3" 0.148" BAR SIZES 03 THRU 05 MAY BE FIELD BENT COLD THE FIRST TIME. OTHER BARS REQUIRE Q to 12d (16d SINKER) 31/4" 0.148" SIZE: JOISTS AND GIRDERS SHALL BE DESIGNED AND FABRICATED BY A MEMBER OF THE STEEL PREHEATING. DO NOT TWIST BARS l W 16d 3 " 0.162 JOIST INSTITUTE (SJI)FOR THE LOADS INDICATED ABOVE AND ON THE DRAWINGS. DESIGN LIVE W. - LAG BOLTS/BOLTS CONFORM TOO ASTM A301. F- �...° LOADS ARE LISTED UNDER DESIGN REQUIREMENTS IN THESE GENERAL STRUCTURAL NOTES. Z ? D: DEFLECTION LIMITS SHALL BE AS NOTED UNDER DESIGN REQUIREMENTS. W : Z NAILING REQUIREMENTS: PROVIDE MINIMUM NAILING IN ACCORDANCE WITH IBC TABLE 2304.9.1 ERECTION AND STABILITY: THE OVERALL STABILITY OF THE JOIST SYSTEM 15 THE RESPONSIBILITY w "FASTENING SCHEDULE" EXCEPT AS NOTED ON THE DRAWINGS. OF THE SSE (SJI SUPPLIER). CAREFUL ATTENTION SHALL BE GIVEN TO THE STABILITY OF THE _ in JOISTS DURING ERECTION IN ACCORDANCE WITH IBC AND ALL SECTIONS OF THE SJI MANUAL. STANDARD LIGHT-FRAME CONSTRUCTION: UNLESS NOTED ON THE PLANS, CONSTRUCTION SHALL SPECIFICALLY, SECTIONS IN THE SJI MANUAL ON "BRIDGING", "ERECTION STABILITY AND CONFORM TO IBC SEC 2308 "CONVENTIONAL LIGHT-FRAME CONSTRUCTION" AND IBC SEC 2304 HANDLING" AND "HANDLING AND ERECTION" SHALL BE CAREFULLY FOLLOWED BY THE SSE (SJI GENERAL CONSTRUCTION REQUIREMENTS." SUPPLIER) TO PROVIDE STABILITY OF ALL MEMBERS At ALL TIMES. MOISTURE CONTENT: WOOD MATERIAL USED FOR THIS PROJECT SHALL HAVE MAXIMUM MOISTURE ACCESSORIES: ALL BRIDGING, BOTTOM CHORD BRACING, AND RELATED CONNECTION HARDWARE CONTENT OF 19% EXCEPT FOR THE PRESSURE-TREATED WOOD SILL PLATE. SHALL BE PROVIDED AND DESIGNED BY THE SUPPLIER. ALL ADDITIONAL ERECTION BOLTS, STABILIZER PLATES, AND ANY OTHER ADDITIONAL STEEL TO MEET OSHA STANDARDS, SHALL BE PRESERVATIVE TREATMENT: WOOD MATERIALS ARE REQUIRED TO BE "TREATED WOOD" UNDER COORDINATED BY THE JOIST MANUFACTURER AND SHALL BE PROVIDED BY THE STEEL CERTAIN CONDITIONS IN ACCORDANCE WITH IBC SEC 2304.11 "PROTECTION AGAINST DECAY AND DETAILER/SUPPLIER. TERMITES". CONFORM TO THE APPROPRIATE STANDARDS OF THE AMERICAN WOOD-PRESERVERS /oF 2 Q oror� m 51TE INF®Fr14T I ON: J o a. J I. L3 W°' 000 TO S O T5 LLC v t� a ., J Z m 3 N N OWNER: HILL P P R o SITE ADDRESS: 8620 112ND 5T NE tq 0. m Z N N ARLINGTON, WA 98223 En w c N J CONTACT/CONTRACTOR: MC51RIDE CONSTRUCTION RE50URCE5, INC. p J V ATTN: TOM G155ON5 clf 4 w m 224 NICKER50N 5T r� W m SEATTLE, WA 98109 V 0. m T: (20(o) 283-1121 L4i: MC5RICR09 I.9JZ J \ , z 13 Z a 41 ENGINEER: Q GK 5TRUCTURAL ENGINEERING, LLC J_ (o08 5TATE 5T 5, 5UITE 100-1) J KIRKLAND, WA 98033 W =1 T: (425) 238-9131 ES f FLl - :3 o m PARCEL: #3105 2500 2004 00 a N ZONING: -- � E3 L �L JURISDICTION: CITY OF ARLINGTON, WA LL u w W 3 Q-5-T-R: NW-25-31-05 3 � W LOT SIZE: 3.11 ACRE5 LEGAL DESCRIPTION: 5ECTION 25 TOWN5HIP 31 RANGE 05 QUARTER NW TH PTN OF 1=2 W NW%4 NU;V4 5D SEC DAF: EEGs AT 5W COR OF N 30.00FT OF 5D i \ � \ cYl N r E,X2 TH 589«15 32E ALG 5 LN OF SD N 30.00FT A DIST OF 214.04FT TH 514,23 21E 358.48FT TH 600,44 28W 14.04FT TH N8g-15 32W PLW 5D 5 LN 366.40FT TAP ON W LN OF SD E,1/2 TH d N00*34 34E ALG 5D W LN 420.10FT TO P05 AKA PAR I OF 5NO Q Q CO 5LA 08-103194 REC UND AFN 200511130535 W 0 Q � a EXISTING INDOOR SHOOTING RANGE STRUCTURE INFORMATION: YEAR BUILT 2001 STORIES I O WATER N/A SEWER/SEPTIC N/A SERVICE CORRIDOR O EX15TING 5TRUCTURE, 5F: MAIN FLOOR 18,315 5F (NO CHANGE) « n ; LANE AREA 2 - 1095± 5F (NO CHANGE, FIRE DAMAGE REPAIRS) Q _ (INCL. CEIL_ (MEZZ.)FRAMING) '- REF PARTIAL MSC 4 LANE A A I a L01515Y/TROPI'1Y MEZZ (CEILING) # AREA OF FIRE FRAI'IMs REPAIR DAMAGE PLAN ON SHT 2 (HATCHED) MAIN ENTRYLd r i f�7 {.'J z's ^, 4 CONTROL � BACKSTOP ■—■ AREAZ W N Z N A h, ky5� 0- m Tkk F W °i w z � 5 5 # O t RETAIL ac LANE A A 3 Z 0 ff W Z x a i, x• `J Y' ysi '. xE 5TO (� aC1 I ERVICE OFFICwom'sCLAS M CLASSROOM 112 ROOF�'S CLASSROOM Ill 5N M LOCI 17 {( p£ aIREA EO Zb { U J J XXX W — a. I W EL � m RIMISEDo PRo� c'r #B 'CITY OF ARLINGTONw a Z a SITE BUILDING DEPARTMENT Received cj — Iy AM JUL (18 to 2914,III 1 $ QATE BY N CHA GE S AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR PROJECT VICINITY MAP BUILDING KEY PLAN V ICE COP I + z OF6 SCALE:Nt.5. 11 N # SCALE: 1/Ib" = V-0" %h. 11D 2 1 Q 163 � mm N -4a PLAN NOTES: by g r 0-4 Fj O N ~ J Z Ip3NN I. ALL DIMENSIONS ARE APPROXIMATE t0 FACE OF CONCRETE OR CMU. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR � a J � 0 � m o �� TO FABRICATION 4 CONSTRUCTION. 2. U.N.O. ON DRAWINGS, ALL REPLACEMENT WOOD STUD OR LIGHT GAGE METAL STUD WALL FRAMING (IF ANY) SHALL MATCH EXISTING " vo o � CL z�eq rV?�� n/ \ Z w m �[ H H A MAXIMUM SPACING OF 16"OC. V `� 3. ANY EXISTING WOOD FRAMING WITH SURFACE CHAR LESS THAN Ii8" MAY REMAIN IN PLACE PROVIDED IT Is CLEANED BY �' Qo to F Y MECHANICAL MEANS AND SMOKE SEALED. ANY WOOD FRAMING WITH DAMAGE GREATER THAN 11/9" MUST BE REMOVED AND `j,G Ell.. m REPLACED IN LIKE KIND TO MATCH EXISTING SIZE 4 SPACING. U-14C.0 W m 4. ANY REPLACEMENT GWB SHALL MATCH EXISTING, INCLUDING ANY TYPE-X GWB 4 FIRE-TAPING ENCOUNTERED. �V W W m 5. REPLACE ANY WATER- OR SMOKE- DAMAGED WALL AND/OR ROOF INSULATION ENCOUNTERED DURING REPAIRS. NEW ROOF INSULATION SHALL BE MINIMUM R-49 BATT INSULATION. NEW WALL INSULATION SHALL BE MINIMUM R-13 BATT INSULATION. 6. ANY NEW GLAZING SHALL MEET MAX U = 038 (VERT) AND U = 0.50 (OVERHEAD). IL 1. ANY NEW DOORS SHALL BE MAX U = 0.38. Q! Q to J W W J oM -3Lai qJ 16 1 L 4 W Ll -3 ° w 84'-10"± (FIELD VERIFY) � � N 01 W r- 10 ,n m W A Q �i �=-1 T T Tw w i r o T I w c� i W_ � W Z ,n i (E)12' CMU WALL t MtI ATCH EXIS t ! 0_ Q. Q 0y � I I TO MAIN 4-0 MAX MATCH I uil I I I I EXIST uzu.0 0 z 0 LU 4 NOTIFY G FO z w -It1 O Q r I r i r ! r i i ! i I I I I I I I IREVIEW IF aREATERI I O z z r r ! t i I i I 1 r i I i I I i i I ,THAN 4' S ACING - LINE (N)MECH U IT (1,8000) O REPL E IST. - EXISTS w Y BOOTHS, tYP SHOOTING I I (MATCH EXIST UNIT LO ATION IF W IGHT OF I (Y a Q r I i I i I i I NEW UNIT EQUAL TO OF LESS THAN EXIST. N)OPEN W Q ! I f� IF NEW U1I11 WEIGHS MORE THAN EXIST, I I �TEEL JOIS S I 4/ T 5 z 8" CMU WALL PLACE INNIT OYERN)FRAMING AREA W/ OWSJ), TY t0 REMAIN -, ! r i ! I KCS J015T As INDIC TED) FAS N EA ul — —— «. u t r ! i UNIT TO CONC W/ MIN (r6)'I8 0 x 2%! TITEN I i t I i i I L I 1 I 1 1r r r r i i i HD MINI ANCHORS, EGV sP 'm PERIMETER I i mi �r-T—Nn W 0 F o I I I I I I FOR SEISMIC ANCHOI E REQ'T ( Y ( ( I n Lo M I I I WN r r z> r i r i r I �I I �I I �I �I �I �I �I �I z U 0 d t ! 1 r 1 iz zi _L— u z1 zl zl zl zl zl ° Q Z N N � Oz t ! z � I ! i t I I I t i ! I_—_I— i �I �I �I �I �I . I E Q a aj a1 LAN r , 2 1i W U I I I I I N z 11 °� 1 I I I I L�,J O Q z ' Q 1 r i = � z 3► 4 z I I I I I i (N)20KCS3 JOISTS ,w M GH 5/gHT (NJ4" LT T CONC O R I�%" 20 a FORM Lo DAMTOFQ N lY i I i UNITS, tYP IF ACED -� DECK ( LGRAFT 1. 20), TOTALTHICKNES AMA � Z i 1 r I IOVER (Nr-RAMING, 5/2 - EINF SLAB / #4 24 G EW f' iOTHE WIS (N)20K6 I ! i I I I i I t MID-DE ITH. MTL D CK TO BE 'LACED Z Q 0 O JOISTS OVER MI 3-SPAN rAONDITION. DECK 0 0 Ur ® WELDS 4 SIDELAPS ER GEN S RUCt NOt 0 W N _Z ` >; \ a %0 J .. � Li ca CLO U LIA CMU WALLI r t r r I I r t t ! rz t r O MAIN I N + I (L I r r ! ! 1 J z N »� W U Z E9 J Q zzZam Q CLO = N 0.0 Q W w W � LL CL W Q _ J PARTIAL MECHANICAL MEZZANINE FRAMING REPAIR PLAN (LANE AREA 2) SCALE. 3/I6" ■ V-0" Z of 6 V to J 13[a �It y 2 Q pP1Mm CL 0mmmN r J v Wm66 Z �-Qlnm 4 _ N ?: NN Ln in J V � � NN z d Zq 2 W Ld (E)12" CMU WALLS Q �rlt 8 4g0 V F - (1)3/4"0 x 10" LAG SCREW TO REMAIN m W/ STD WASHER THRU ✓' p�♦' W m 6x6 DIAL RACES WHALER BEAM INTO a' m 6x6 DF 'WHALER' \ ] O 8'-0"OC P P057 BEAM PER PLAN - �A PLAN SPLICE MID WAY V V Q v l2�IMP50N 'HGAM10' LES, SIMPSON 'A38' BTWN POSTS WHERE Z CLIP EA SIDE OCCURS to J m I EA SIDE OF DIAL BRA OF BRACE J 3 FASTEN TO BRACE W/ l4)1/4" MID-HT x 11/2" SDS SCREWS TO OF WALL F El CONIC W/ (4)1/4"0 x 13/4" TITEN 6x6 DIAL BRACES CONIC SCREWS S'-0"OC PER M PLAN w 4x(o POSTS a S'-0"OC W U t7 (E)CONG SLAB PER PLAN - ALIGN W/ � ON GRADE DIAL BRACES ImoL Y w i / -3Ll 3 tW OL T/(E)CONC SLAB ON GRADE n £ a L --— -� ,` 1 FASTEN BOTT OF POSTS TO � ► W 1 , (E)CONC SLAB BLW W/ m (2)SIMPSON 'HGAMIO' ' ANGLES, I EA SIDE OF POST (REF 2/5HT3 FOR 51M CONN) w mom o DETAIL CT TH ACING WHALER CMU WALL TEMPORARY SHORING NOTE: 6 w Q W BRACE-TO-SLAS CONN 1 d } � � W z ALL CMU WALL TEMPORARY SHORING SHALL BE SCALE: I,-0„ INSTALLED AND FASTENED IN PLACE PRIOR TO Q N 0- SCALE: I" ■ P-0" REMOVING THE EXISTING CONC. SLAB ON DECK E OW5J MEZZ (CEILING)FRAMING ABOVE. z p 84'-10"± (FIELD VERIF100, Y } O uI .0, A co Z } I € t w (E)12" CMU WALL I € [Y I I TO REMAIN I € I € I , F W x tY]z Q � Z N I I I I I I W En ID LINE OF SHOOTING 'n I I I I I I I = W z � BOOTHS, TYP t t l I I I I I I I I I I i u Q t I I I I I I I I I 1 I I N .. � � Z 8" CMU WALL z a TO REMAIN € It Il III II Ii � I II —O 13 0 [9 W NZ 2 -0 IL _ u I V-0" TYP ( 0 I I I I I I I o +, CONT O € € I I I I I I 6x(o TE+ SHORING I I I I I - Q I I t l I I I SLAB CONN BRACES 9 VOC Z PER I/5Ht 3, ( I I ' I I ( TYP I I MAX, TY�' I I II i I I I03I I13 3I IC 3p I t f l 1 03 I 4x(o WHALER 6x(o OF TEt 1F SHORING I I I ( I A2 EA I I I I I SUPPORT 'WHALER' E=A'l, MID-HT I I I I ILl I I I I I POSTS a I I OF (E)CMU Alt L, TYP I I I I I Z N t J VOC, TYP J Q r Q � aCLW I I € I I € t I Z 7- Q LIJ w I I (E)12" CMU WALK I J TO REMAIN t s I I I I t I I I € I t I € 5 � CMU WALL TEMPORARY SHORING PLAN (LANE AREA 2) z OF 6 SCALE: 3AW ■ P-0" 111 3" BRG y D� N8`�M J D a o o m 0 W8x15 BEAMS PER PLAN 5-LINE '522A' STRUTS PER PLAN yti 1 m to N (MAX TOTAL v ti J � 5 (MAX TOTAL '' tj z D ISTRf BUTED LOAD D f STRIBUTED LOAD ", w o m -3 in in PER lU8 = 2,000#) WS BEAMS PER PER P22A = BOO ) "' wo o J h a a'q 1 W W J pii PLAN I/SHT 4 r�<P p�S F 5-LINE B22 STRUTS PER PLAN Q r� -Z ul <Y (MAX TOTAL 41ra D f STRBUTED LOAD 41 W W 0° a B-LINE '8441-B22A' PER 522 25m41)= t/(E�vTEEL FRAME CLAMP SET, TYP. EL = vARIES SET TORQUE PER V V Q z El °n � ZWJ SHOP WELDED 1/411 MFR — J WEB STIFF EE's OR 4 W J 1/4" END IE, TYP FASTEN WO SHORING BEAMS H F TO TOP OF STRUCT STL ' FRAMES USING (2)HEAVY DUTY CLAMPS, (I)EA SIDE OF WEB. — �'- � L7 HTEN CLAMPS SECURELY — 5-LINE '5101' @) BRACKET � V' m 4 I CONN, TYP W aILI (E)BUILDI PRIMARY 7 3 STRUCTURAL tEEL FRAME E'�PLAN USE 5-LINE 'N225' �Q F— P CHANNEL NUTS ALL STRUT CONN, cn v TYP. SET TORQUE in r PER MFR (L/ tii TYP WS-TO-FRAME CONN Ty 822 -T -W8 822-TO-822A CONN } I W SCALE: 1-1/2" ■ 1'-0" 1 SCALE: 1-In' 1'-0" 2 W (L Q QC N EL O DUCTWORK TEMPORARY SUPPORT SYSTEM NOTE: THE TEMPORARY SUPPORT SYSTEM SHOWN (WF BEAMS, z UN15TRUT JOISTS) MAY BE INSTALLED ANYWHERE ON THE w MEZZANINE LEVEL TO TEMPORARILY SUPPORT ANY EXISTING j ¢ 5 Q 6 DUCTWORK OR MECHANICAL WORK PROVIDED THAT THE FRAMING SIZES, SPACINGS AND LOAD LIMITS GIVEN ON PLAN (E)METAL ROOF PURLINS, TYP. 4 IN THE DETAILS ARE ADHERED TO. TH15 OPTION WOULD p0 NOT ATTACH OR SUPPORT 5'-0" MAX BE IN LIEU OF REMOVING AND REPLACING THE DUCTWORK Z ANY TEMPORARY FRAMING TO TYP w -' OVER THE CEILING AREA TO BE REMOVED 4 REPLACED. O ANY (E)ROOF PURLINS, TYP I (E)12" CMU WALL TO � � T REMAIN BELOW a WSxl5 W8x15 W8x15 !- i! /�-1t 4. Z W N rn' Z N WSx15 WSx15 WSx15 Q CL ❑ r=n - b , I I I I Jul I Ell I 1 1 I I I I W QP I �Z I I 1 E � Z I I I I N1� I I I I I 1 I N 8 CMU WALL ZO TO REMAIN `r al Z Q 0 E9 I I I I I W8x15 1 I I 1 WSxlS I 1 } O ❑ '522' B- INE STRUTS L m 1 I I I TYP (CIS REOV) Oi ❑ Q I I 1 I I I I I I I I `r I- Z N Lu (E)METAL BUILDING ^' PRIMARY STRUCTURAL I I I I I 1 I I 1 I I I 1 STEEL FRAMES, TYP �- WSx 15 WSx 15 Lwall I I I I I I I I I I I I w. roof ridge _j � p � N kf X o a i I O En WSx15 WSxl5 WSx15 �—, L7 Z W T_ —f T_ _T T_ _i T— T— w 0I-- CL Q Q (E)12 CMUW LL J TO REMAIN � � W a � -� T_ —i T_ —i T- —i T- WSxl5 WSxl5 WSxI5 OPTIONAL UF/AS REQID): MEZZ DUCTWORK TEMPORARY SHORING PLAN (OVER LANE AREA 2) r . SCALE: 3/16" ■ 1'-0" wiz tts:w. O F 6 CONT L3x2x3/6 CLOSURE V J J v ^m 6 d ANGLE - TACK WELD TO ti, ::3 Z �'_a rq in OWSJ'S CLOSURE ANGLE a 4 IA 3 N N PER I/5HT 5 -in in Q ML N D N N a z *4 x 30" DRY DOWELS 9 0 I: a u *4 x 30" DRY DOWELS g 0 Q J •• •• OIUSJ-TO- se Ira �° Q 48"OC, LAP W/ 'SPAN PUDDLE WELD MTL q 48"OC, LAP W/ 'SPAN r�dr�'�pbS �i a Lx B1aCs I/+ 211 N BARS'. INSTALL IN +�6"� DECK TO CLOSURE BARS'. INSTALL IN +&6"0 d HOLES, IN EPDXY, ANGLE PER GEN HOLES, NO EPDXY, uj 41 V w m (N)CONC SLAB-ON-DECK u EMBED = 4" STRUCT NOTES, TYP EMBED = 4" `n W a o 4 REINF PER PLAN TO REPL EXIST - SAWGUT (N)CONC SLAB-ON-DECK 4 REINF PER , w WHERE SHOWN MAINTAIN (E)CONG SLAB- MAINTAIN (E)GONG SLAB- STATEMENT OF SPECIAL INSPECTIONS \ ] 13 � Z O ON-DECK 4 JOIST ON-DECK 4 JOIST V FRAMING SYSTEMS OVER FLAN TO REPL FRAMING SYSTEMS OVER THE FOLLOWING COMPRISES THE SPECIAL INSPECTION PARAMETERS REQUIRED FOR THIS PROJECT,AS SET l ta J J EXIST - SAWGUT FORTH IN SECTION 1105 OF THE 2012 INTERNATIONAL BUILDING CODE(IBC). THE DESIGNATED SYSTEMS BELOW 1� 0 T45 LANE AREAS 1 4 3 uJ}}E� SHOWN LANE AREAS 1 4 3 ARE SUBJECT TO SPECIAL INSPECTIONS t0 VERIFY INSTALLATION IN CONFORMANCE WITH THE CONSTRUCTION Cn BARS DOCUMENTS. _+ J � J � 4. d.. ° a a, a. ___. . .a a DESIGNATED STRUCTURAL COMPONENTS, I- d CONCRETE OVER METAL DECK CEILING/MECH MEZZANINE U `a13 _ _ _ _ _ _ _-L�� __.i — ' THE SPECIAL INSPECTORS)SHALL DISTRIBUTE SPECIAL INSPECTION AND TESTING REPORTS TO THE OWNER OR �a d e a d — — OU�IER'S REPRESENTATIVE,THE ENGINEER OF RECORD,AND THE BUILDING OFFICIAL At THE TIME OF � J Ip COMPLETION OF WORK FOR EACH SPECIAL INSPECTION ITEM INCLUDED ABOVE, NOTIFY THE ENGINEER OF Y PLACE 'SPAN B S' I // // \\ �� RECORD FOR REVIEW OF ANY DISCREPANCIES THAT CANNOT BE FIELD CORRECTED TO CONFORM TO THE W El 'V IPER TO JOfS ) (E)STEEL ti c() // // �\ `\ CONSTRUCTION DRAWINGS AND/OR REFERENCE STANDARDS WITHOUT MODIFICATION,DAMAGE TO,OR OTHERWISE sa BRG / // ; �� ALTERING THE STRUCTURAL MEMBERS,MATERIALS,OR SYSTEMS. THE ENGINEER OF RECORD MAY PERF RM L1. LL UNDERT45 B 5, \ O / \ STRUCTURAL OBSERVATIONS OF THE STRUCTURAL FRAMING SYSTEMS AT OUR DISCRETION. STRUCTURAL LL Y I j TYP „ } // // �� OBSERVATION REPORTS WILL BE DISTRIBUTED SIMILARLY TO THE SPECIAL INSPECTION AND TESTING REPORTS W ° 7 MIN 4 IF PERFORMED. 7 BRG � am I `� SCHEDULE OF STRUCTURAL SPECIAL INSPECTION W ".� REQUIREMENTS m N ul VERIFICATION AND INSPECTION FREQUENCY OF REFERENCE STANDARD IBC REFERENCE AGENT COMPLETED iIl I INSPECTION 11l (E)OWSJ TO REMAIN (EJOWSJ TO REMAIN 1704.4 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION # Q Q 1 INSPECTION OF REINFORCING STEEL U1 W PER PLAN PER PLAN, BEYOND PERIODIC ACI 318: 3.5, 7.1-7.7 1913.4 �j Q } Lu W Z (N)OPEN WEB STEEL (N)OPEN WEB STEEL 4. VERIFYING USE OF REQUIRED DESIGN MIX ACI 318: CH. 4, 1904.2.2, (s) UA EL JOISTS (OWSJ) PER (E)12" CMU WALLS JOISTS (OWSJ) PER (E)12" CMU WALLS PERIODIC 5.2-5.4 1913.2, 1913,3 OL Q N p- TO REMAIN TO REMAIN 5. AT THE TIME FRESH CONCRETE IS SAMPLED TO PLAN PLAN, BEYOND FABRICATE SPECIMENS FOR STRENGTH TESTS, ASTM C 172 CONTINUOUS ASTM C 31 1913.10 PERFORM SLUMP AND AIR CONTENT TESTS, AND z Z DETERMINE THE TEMPERATURE OF THE CONCRETE. ACI 318: 5.6, 5.8 1Z N 6. INSPECTION OF CONCRETE PLACEMENT FOR 1913.6, 1913.7, PROPER APPLICATION TECHNIQUES. CONTINUOUS ACI 318: 5.9, 5.10 1913.8 O Lail 7. INSPECTION FOR MAINTENANCE OF SPECIFIED PERIODIC ACI 318: 5.11-5.13 1913.9 (� TYP SECTION AT O W S J BEARING ON CMU TYP SECTION BTWN JOISTS AT CMU CURING TEMPERATURE AND TECHNIQUES. 1 2 0 SCALE: I" ■ I'-V" SCALE: P' ■ 1'-011 U r Lu *3 x 22" a 24"OC - FILLET WELD TO *4 x 32" EPDXY DOWELS 4J CLOSURE/ KICK R. 6 48"OC, EMBED = 6", E9 W N (N)CONC SLAB-ON-DECK LAP W/ SPAN BARS LAP W/ 'SPAN BARS'. Z 4 REINF PER PLAN TO USE SIMPSON SET-XP Z N � a � � REPL EXIST MATC EXIST (3'-0" MAX CANT.) ol (N)CONC SLAB-ON-DECK Ld U l 4 REINF PER PLAN TO Z j Q MAINTAIN (E)CONC REPL EX15T � LEI T45 BARS SLAB-ON-DECK 4 10' lo Eq E9 N JOIST FRAMING Q SYSTEM PER PLAN 6 T4S BARS � a 'SPAN BARS' Z Q O: I I LJ7 O L . 0 Q lit x<'� BAR MISCELLANEOUS BARS P BARS {SEE NOTE Z I SIZE LD CLASS A CLASS B LD LASS A C SS B U MTL DECK I I CELL CLOSURE STRIP 'SPAN BARS' SPLICE SPLICE ICE SPLICE PER PLAN I I PER DECK SUPPLIER F'c 4,000pS1 CONT BENT CLOSURE/ I I MTL DECK *3 IS 18 22 18 18 6 fl- KICK 1R1/4x all I I (E)OW5J TO PER PLAN REMAIN *4 22 22 26 25 33 (N)OWSJ PER z [t] I I NOTES: Z J PLAN I. VALUES FOR CLEAR SPACING GREATER THAN db, CLEAR COVER 13 GREATER THAN db 4 MINIMUM STIRRUPS OR TIES THRU-OUT Ld OR W CLEAR SPACING GREATER THAN 26b 4 CLEAR COVER GREATER (N)OW5J PER I I THAN db. PLAN I 2. DEVELOP ALL REINF IN STRUCTURAL SLABS W/ MIN DEVELOPMENT w ul W I LENGTH, Ld. _ CONSTRUCT 2x4 i1 24"OC TEMP 3. TOP BAR = HORIZ BAR W/ MORE THAN 12" FRESH CONCRETE SHORING WALL s END OF CANT. BELOW OR AS NOTED IN DRAWINGS AS "TOP BAR". MAY BE REMOVED NOT LESS 4. UNO, ALL LAPS SHALL BE MIN CLASS B OR CLASS B "TOP BARS". THAN 7 DAYS AFTER CONC 5. ALL VALUES ARE IN INCHES. POUR SECTION AT EDGE OF SLAB-ON-DECK 4 SECTION AT NEW-TO-EXIST SLAB-ON-DECK 5 LAP SPLICE & DEVELOP, LENGTH SCHED 6 SCALE: I" ■ 1'-0" SCALE: 1" 111 1'-0" SCALE: N.T.S. O F 6 PROJECT STRUCTURAL NOTES S D V Z a ooM GENERAL REQUIREMENTS & DESIGN CRITERIA A560CIATION (AWPA)FOR SAWN LUMBER, GLUED LAMINATED TIMBER, ROUND POLES, WOOD PILES N j� J O C] w 01 ci o AND MARINE PILES, FOLLOW AMERICAN LUMBER STANDARDS COMMITTEE (AL5G)QUALITY ,y Z �_am in BUILDING CODE: 2012 INTERNATIONAL BUILDING CODE IIBC) ASSURANCE PROCEDURES. PRODUCTS SHALL BEAR THE APPROPRIATE MARK. J N 3 N N �i N Vi �� _ 1 O � NONN MATERIALS STANDARDS: REFERENCE TO A SPECIFIC SECTION IN THE IBC DOES NOT RELIEVE THE METAL CONNECTORS/PT WOOD: GKSE RECOMMENDS THAT ALL METAL HARDWARE AND .. �0 c Q 0. U1 J 1 It CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE MATERIALS STANDARDS REFERENCED IN FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER BE STAINLESS STEEL TYPE 316L. AT d� �� 2 LtJ W se THESE NOTES. THE LATEST EDITION OF THE MATERIALS STANDARDS 5HALL BE USED. THE OWNER'S RISK AND D15CRETION, HOT-DIPPED GALVANIZED METAL HARDWARE AND �+� P (� W Ln a FA6TENER5 MAY BE INVESTIGATED FOR USE IN LIEU OF STAINLESS STEEL PROVIDED THAT THE j Y h 1,■ w STRUCTURAL RESPONSIBILITIES: THE ENGINEER 15 RESPONSIBLE FOR THE STRENGTH AND FINISH HAS A MINIMUM ZINC CONTENT OF AT LEAST 1.85 OZ/SF AND ITS USE 15 COORDINATED BY W m �Y STABILITY OF THE PRIMARY STRUCTURE IN ITS COMPLETED STATE. THE CONTRACTOR AND WOOD SUPPLIER FOR THE EXPECTED ENVIRONMENT AND MOISTURE rr++ EL EXPOSURE FOR APPROPRIATE USE BASED ON THE METHOD OF PRESERVATIVE TREATMENT OF V 41 CONTRACTORRESPONSIBILITIES THE CONTRACTOR I5 RESPONSIBLE FOR THE MEANS AND THE WOOD. 4j L 'A METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS SUCH A5 05HA AND PRIMER COLOR: ALL STEEL SHALL BE PAINTED GREY WITH ONE GOAT OF STANDARD SHOP V v Q n WSHA. THE CONTRACTOR 15 RESPONSIBLE FOR THE STRENGTH AND 5TA5ILITY OF THE STRUCTURE STRUCTURAL STEEL PRIMER h Z W J i DURING CONSTRUCTION AND SHALL PROVIDE TEMPORARY SHORING, BRACING AND OTHER to ELEMENTS REQUIRED TO MAINTAIN STABILITY UNTIL THE STRUCTURE IS COMPLETED. IT 15 THE REFERENCE STANDARDS: A15G "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS 41 a CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR WITH THE WORK REQUIRED IN THE BRIDGES." RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.", CAST-IN-PLACE CONCRETE & REINFORCEMENT 41 J En 0 CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY. AW5 D1.1, AISG 341, ASCE 3 STANDARD5: ACI 318, IBC CHAPTER 19 a DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN THE PROJECT STRUCTURAL NOTES, MATERIALS: J DRAWINGS, EXISTING CONDITIONS, PROJECT SPECIFICATIONS AND/OR MATERIALS STANDARDS, THE STRUCTURAL SHAPES ASTM A36,Fy = 36 K51 MATERIALS E MIXTURES: CONFORM t0 ACI 318, CHAPTER 3 d ACI 318, CHAPTER 5, RESPECTIVELY. },ILI 3 ENGINEER SHALL DETERMINE WHICH GOVERNS. DISCREPANCIES SHALL BE BROUGHT TO THE BARS E PLATES A5TM A36,N = 36 K51 ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHALL H5S STRUCTURAL TUBING ,45TM A500,GRADE B, Fy = 46 K51 REQUIRED SUBMITTALS: SUBMIT THE FOLLOWING ITEMS FOR REVIEW: R Ua VERIFY ALL DIMENSIONS AND CONDITIONS AT THE 51TE PRIOR TO FABRICATION AND BOLTS ASTM A301 I. ALL SUBMITTALS REQUIRED BY ACI 301, SEC 4.1.2, LL u W CONSTRUCTION. CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE NUTS A5TM A563 OR A5TM A194,GRADE 2H 2. REBAR SIZE 3 LAYOUT, W 3 BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE WORK WASHERS (FLAT OR BEVELED) ASTM F436 3. MIX DESIGNS FOR THE FOLLOWING CONCRETE ELEMENTS: 7 THREADED RODS ASTM A36,Fy = 36 K51 w TABLE OF MIX DESIGN REQUIREMENTS CONSTRUCTION LOADS: LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED WELDING ELECTRODES E10XX THE DESIGN LOADS OR THE CAPACITY OF THE PARTIALLY COMPLETED CONSTRUCTION. EXPANSION ANCHORS HILTI KWIK-BOLT 3, OR SIMPSON STRONG-BOLT COMPRESSIVE STRENGTH MAXIMUM MAXIMUM AIR ADHESIVE ANCHORS HILT[ HIT-RE 500-SD, OR SIMPSON SET-XP CONCRETE ELEMENT TYPE (26-DAY, PSI) AGGREGATE W/C RATIO CONTENT 3 �, Ljj co SNOW WIND # SEISMIC DESIGN CONCRETE SCREWS 6IMP50N TITEN HD SLABS ON METAL DECK 4000 3�4" 0.48 - m N in NO CHANGES. WELDING: CONFORM TO AW5 pl.l. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH WABO MIX DESIGN NOTES: p'�[ LIVE LOADS REQUIREMENTS. USE E10 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. 1. WIG RATIO: WATER-CEMENTITIOUS MATERIAL RATIOS SHALL BE BASED ON THE TOTAL MECHANICAL MEZZANINE (CEILING) 25 P5F + MECHANICAL UNITS WEIGHT OF CEMENTITIOUS MATERIALS. m Lu 4 (l STEEL ROOF & FLOOR DECK 2. CEMENTITIOUS CONTENT: Lu BIDDER-DESIGNED ITEMS (DEFERRED SUBMITTAL) LOADS: ALL BIDDER-DE5IGNED ITEMS SHALL 2.1. (A) THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM # LU C1 Z BE DESIGNED FOR THEIR TRIBUTARY DEAD AND LIVE LOADS, EARTHQUAKE AND WIND LOADS TO ACI 301 SEC 42.2.S.B. MAXIMUM AMOUNT OF FLY ASH SHALL BE 20% OF TOTAL -�, 4 } � � W INCLUDING COMPONENTS AND CLADDING LOADS, WHEN APPLICABLE. DESIGN SHALL CONFORM STANDARDS: [CC REPORT ER-2018P, "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL CEMENTITIOUS CONTENT UNLESS REVIEWED AND AFFROvED OTHERWISE BY THE UA N W W TO THE PROJECT DRAWINGS, SPECIFICATIONS, MATERIALS STANDARDS AND/OR GOVERNING STRUCTURAL MEMBERS;', A151 "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL ENGINEER (L Q w � cn a Q_ BUILDING GODS, INCLUDING THE FOLLOWING: STRUCTURAL MEMBERS,", AWS 01.3 3. SLUMP: CONFORM TO ACI 301 SEC 4.2.2.2. SLUMP SHALL BE DETERMINED AT POINT OF FLOOR DEAD LOAD 61 PSF REQUIRED SUBMITTALS: 5UBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS PLACEMENT. z z TOTAL DEFLECTION LIMIT L/240 514ALL INCLUDE MATERIAL TYPE, DESIGN LOADS, DIAPHRAGM CAPACITIES, 5PAN LAYOUT BY SSE, LIVE LOAD DEFLECTION LIMIT L/360 PECK ATTACHMENTS,METAL DECK EDGE FORM DESIGN E CALCULATIONS, AND SHORING FOi�I'1WORK: CONFORM TO ACI 301 SEC 2 "FORMWORK AND FORM ACCESSORIES." REMOVAL OF c° OWSJ ADDITIONAL LOAD 5000 PT LOAD APPLIED TO TOP OR BOTTOM SHALL BE INDICATED. ANY ALTERNATE DECK TYPES AND GAGES FORMS SHALL CONFORM TO SEC 23.2 EXCEPT STRENGTH INDICATED IN SEC 232.5 SHALL BE 0.15 CHORD EACH TRU55 REQUIREMENTS. ALL OPENINGS LL F� SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION AND SHALL INCLUDE INSPECTIONS A VALID ICC EVALUATION REPORT, CALCULATIONS 4 SHOP DRAWINGS STAMPED BY THE SSE. MEASURING MIXING, AND DELIVERY: CONFORM TO ACI 301 SEC 43. MATERIAL: ASTM A653 - 55 DESIGNATION,GRADE 33. ZING COATED PER A653, G60. MINIMUM @ INSPECTIONS BY BUILDING OFFICIAL: ALL CONSTRUCTION 15 SUBJECT TO INSPECTIONS BY THE YIELD STRENGTH SHALL BE 36 K51. HANDLING PLACING CONSTRUCTING AND CURING: CONFORM TO ACI 301 BEG 5. } 0 BUILDING OFFICIAL IN ACCORDANCE WITH IBC SEC 109. THE CONTRACTOR SHALL COORDINATE TESTING AND ACCEPTANCE ALL REQUIRED INSPECTIONS WITH THE BUILDING OFFICIAL. SUBMIT COPIES OF ALL INSPECTION : TYPE: DECK SHALL BE "VULGRAFT" TYPE AS SHOWN ON THE STRUCTURAL DRAWINGS BASED ON (Y REPORTS TO THE ENGINEER FOR REVIEW. 3-5PAN, UN5HORED CONDITION. SHORING 15 REQUIRED FOR CONDITIONS OTHER THAN 3-6PAN. TO TESTING: OBTAIN SAMPLES AND CONDUCT TESTS IN ACCORDANCE WITH ACI 301 SEC Ib.42. ELIMINATE SHORING, THE CONTRACTOR MAY CHOSE TO USE A HEAVIER GAGE DECK WITH ADDITIONAL SAMPLES MAY BE REQUIRED t0 OBTAIN CONCRETE STRENGTHS AT ALTERNATE INTERVALS THAN SHOWN BELOW. PREFABRICATED CONSTRUCTION: ALL PREFABRICATED CONSTRUCTION SHALL CONFORM TO IBC APPROVAL BY THE ENGINEER. SEC 1103.1. INSTALLATION: INSTALL DECK. IN ACCORDANCE WITH SUPPLIER'S INSTRUCTIONS AND SHOP CURE 4 CYLINDERS FOR 28-DAY TEST AGE. LEST 1 CYLINDER AT 1 DAYS, TESL 2 CYLINDERS AT WOOD FRAMING DRAWINGS. ATTACHMENTS SHALL 6 RESIST THE UPLIFT FORCES AND THE DIAPHRAGM SHEAR 28 DAYS, AND HOLD I CYLINDER IN RESERVE FOR USE A5 THE ENGINEER DIRECTS. AFTER 5 FORCES SHOWN ON THE DRAWINGS. WELDING SHALL CONFORM TO AW5 D13. WELDERS SHALL DAYS, UNLESS NOTIFIED BY THE ENGINEER TO THE CONTRARY, THE RESERVE CYLINDER MAY BE W In D16CARDED WITHOUT BEING TESTED FOR SPECIMENS MEETING 28-DAY STRENGTH REQUIREMENTS. STANDARDS: IBC CHAPTER 23, ND5 AND ND5 SUPPLEMENT HAVE CURRENT WABO LIGHT GAGE CERTIFICATION. MINIMUM END LAP SHALL BE 3 CENTERED Z �_ W N OVER SUPPORTS. MINIMUM BEARING SHALL BE 3". ACCEPTANCE: STRENGTH 15 SATISFACTORY WHEN: Q Q Z N IDENTIFICATION: ALL SAWN LUMBER AND PRE-MANUFACTURED WOOD PRODUCTS SHALL BE THE AVERAGES OF ALL SETS OF 3 CONSECUTIVE TESTS EQUAL OR EXCEED THE SPECIFIED a C3 IDENTIFIED BY THE GRADE MARK OR A CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING OPENINGS: DECK OPENINGS LESS THAN 6" DO NOT REQUIRE REINFORCEMENT. FOR LARGER STRENGTH NO INDIVIDUAL TEST FALLS BELOW THE SPECIFIED STRENGTH BY MORE THAN 500 W EO Ol AGENCY. OPENINGS, NOTIFY GK5E. 1=51. A "TEST" FOR ACCEPTANCE 15 THE AVERAGE STRENGTH OF THE TWO CYLINDERS TESTED Z MATERIAL ACCESSORIES: DECK MANUFACTURER SHALL FURNISH SHORING PLANS, CLOSURE PLATES, RIDGE AT THE SPECIFIED TEST AGE. � w Q ER z � - SAWN LUMBER: CONFORM TO GRADING RULES OF WWPA, WCLIB OR NLGA. FINGER JOINTED AND VALLEY PLATES, CANT STRIPS, SUMP PANS,FLASHING AND ALL OTHER LIGHT GAGE STEEL REINFORCING MATERIALS: Eg Q N STUDS ACCEPTABLE AT INTERIOR WALLS ONLY. MATERIAL REQUIRED TO COMPLETE THE WORK. REINFORCING BARS ASTM A615,GRADE 60, DEFORMED BARS. � X L'� Z MEMBER USE SIZE SPECIES GRADE " Q O STUDS # POSTS 2x, 4x HEM-FIR NO. 2 CONCRETE FILL: CONFORM TO NOTES THIS SHEET FOR CAST-IN-PLACE CONCRETE AND CONCRETE BAR SUPPORTS 16.5 AGE CHAPTER , BAR SUPPORTS. Z r JOISTS 2x6 - 2x12 HEM-FIR NO. 2 REINFORCEMENT. TIE WIRE 16.5 GAGE OR HEAVIER, BLACK ANNEALED. 0 a E9 BEAMS 4x8 - 4xI2 HEM-FIR NO. 2 REBAR FABRICATION: CONFORM TO ACI 301, SEC 322 "FABRICATION", AND ACI 510406 "ACI a W N z BEAMS (ox8 - 6xl2 DOUG-FIR NO. I DECK FASTENING: MINIMUM DECK FASTENING SHALL BE A5 FOLLOWS. DETAILING MANUAL." C M %0 J P05T5 4 TIMBERS 6x, Sx DOUG-FIR NO. 1 - 5ka"0 PUDDLE WELDS EVERY RIB AT PERIMETER SUPPORTS, co IY - JOIST HANGERS AND CONNECTORS: SHALL BE "STRONG TIE" BY SIMPSON COMPANY OR U5P - 5isI10 PUDDLE WELDS EVERY OTHER RIB AT INTERMEDIATE TRANSVERSE SUPPORTS, REBAR PLACEMENT: CONFORM TO ACI 301, 5EC 3.32 "PLACEMENT." PLACING TOLERANCES SHALL Z Q EQUIVALENT A5 SPECIFIED IN THEIR LATEST CATALOGS. CONNECTORS SHALL BE INSTALLED - N,"O PUDDLE WELDS AT 12"OC AT LONGITUDINAL SUPPORTS, CONFORM TO SEC 332.1 "TOLERANCES." PER THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO - 010 TEK SCREWS AT 24"OC AT SIDE LAP CONNECTIONS. U MEMBERS, PLACE 1/2 OF THE NAILS OR BOLTS IN EACH MEMBER. PROVIDE WA5HER5 UNDER CONCRETE COVER. CONFORM TO THE FOLLOWING MINIMUM COVER REQUIREMENTS FROM ACI 301, 0 THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OPEN-WEB STEEL JOISTS (OWSJ) TABLE 3.323: OTHERWISE ALL NAILS SHALL BE FULL LENGTH COMMON. BARS IN SLABS AND WALLS 3/4" (L - NAILS AND STAPLES: CONFORM TO IBC SEC 2303.6 "NAILS AND STAPLES." UNLESS NOTED ON STANDARDS: 5J1 "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS, K-SERIES", IBC SEC PLANS, NAIL PER IBC TABLE 2304.9.1. UNLE55 NOTED OTHERWISE ALL NAILS 5HALL BE 2206 REBAR SPLICES: CONFORM TO ACI 301, SEC 33.2.1. REFER TO DETAILS FOR TYPICAL SPLICES. COMMON. NAIL SIZES SPECIFIED ON THE DRAWINGS ARE BASED ON THE FOLLOWING USE GLASS B SPLICES UNLE55 OTHERWISE NOTED. J SPECIFICATIONS: REQUIRED SUBMITTALS: 5U5MIT STRUCTURAL CALCULATIONS AND SHOP DRAWINGS STAMPED BY Q 51ZE LENGTH DIAMETER A SSE. REFERENCE DEFERRED SUBMITTALS ABOVE FOR ADDITIONAL INFOI;VATION. REBAR FIELD BENDING: CONFORM TO ACI 301 SEC 3328 "FIELD BENDING OR STRAIGHTENING." J En Sd 21/2" 0131" BAR 51ZE5 *3 THRU #5 MAY BE FIELD BENT COLD THE FIRST TIME. OTHER BARS REQUIRE :3 10d 3 0,148" SIZE JOISTS AND GIRDERS SHALL BE DESIGNED AND FABRICATED BY A MEMBER OF THE STEEL PREHEATING. DO NOT TWIST BARS. la � F_" 12d (1(od SINKER) 31/411 0.148" J015T INSTITUTE (SJI)FOR THE LOADS INDICATED ABOVE AND ON THE DRAWINGS. DESIGN LIVE 16d 31/2" 0.162" LOADS ARE L15TED UNDER DESIGN REQUIREMENTS IN THESE GENERAL STRUCTURAL NOTES. Z W = z - LAG BOLT5/50LT5: CONFORM TO ASTM A301. DEFLECTION LIMITS SHALL BE AS NOTED UNDER DESIGN REQUIREMENTS. E3ul H NAILING REQUIREMENTS: PROVIDE MINIMUM NAILING IN ACCORDANCE WITH IBC TABLE 2304.9.1 ERECTION AND STABILITY: THE OVERALL 5TA5ILITY OF THE J015T SYSTEM 15 THE RESPONSIBILITY = "FASTENING SCHEDULE" EXCEPT A5 NOTED ON THE DRAWINGS. OF THE SSE (5JI SUPPLIER). CAREFUL ATTENTION SHALL BE GIVEN TO THE STABILITY OF THE JOISTS DURING ERECTION IN ACCORDANCE WITH IBC AND ALL SECTIONS OF THE 5J1 MANUAL. STANDARD LIGHT-FRAME CONSTRUCTION: UNLE55 NOTED ON THE PLANS, CONSTRUCTION SHALL SPECIFICALLY, 5ECTION5 IN THE 5J1 MANUAL ON "BRIDGING", "ERECTION STABILITY AND CONFORM TO IBC SEC 2308 "CONVENTIONAL LIGHT-FRAME CONSTRUCTION" AND IBC SEC 2304 HANDLING" AND "HANDLING AND ERECTION" SHALL BE CAREFULLY FOLLOWED BY THE SSE (5J1 "GENERAL CONSTRUCTION REQUIREMENTS." 5UPPLIER) TO PROVIDE STABILITY OF ALL MEMBERS AT ALL TIMES. MOISTURE CONTENT: WOOD MATERIAL USED FOR THIS PROJECT SHALL HAVE MAXIMUM MOISTURE ACCESSORIES: ALL BRIDGING, BOTTOM CHORD BRACING, AND RELATED CONNECTION HARDWARE CONTENT OF 19% EXCEPT FOR THE PRESSURE-TREATED WOOD BILL PLATE. SHALL BE PROVIDED AND DESIGNED BY THE SUPPLIER. ALL ADDITIONAL ERECTION BOLTS, STABILIZER PLATES, AND ANY OTHER ADDITIONAL STEEL TO MEET OSHA 5TANDARDS, SHALL BE PRESERVATIVE TREATMENT: WOOD MATERIALS ARE REQUIRED TO BE "TREATED WOOD" UNDER COORDINATED BY THE J015T MANUFACTURER AND SHALL BE PROVIDED BY THE STEEL CERTAIN CONDITIONS IN ACCORDANCE WITH IBC SEC 2304.11 "PROTECTION AGAINST DECAY AND DETAILER/SUPPLIER. /CO3F TERMITES". CONFORM TO THE APPROPRIATE STANDARDS OF THE AMERICAN WOOD-PRESERVERS CITY OF ARLINGTON BUILDING DEPARTMENT CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SEC. 110 NOTE:THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 8620172nd Street NE Building Permit Number 20140289 Name & Address of Owner Occupant Load Number of Stories Hilltop Sports, LLC N/A 1 8620172nd St. Type of Construction/Sprinkler system required Use Arlington, WA 98223 II-B No Mixed THE Tenant Improvements HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2012 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP M &A-3 OCCUPANCY ISSUED THIS 26th DAY OF November , 2014. BY n BY �J FIRE OFFICIAL BUILDING OFFICIAL THIS CERTIFICATE SHALL BE POSTED IN A CONSPICUOUS PUBLIC AREA AND SHALL NOT BE REMOVED,MUTILATED OR OBSCURED AND SHALL BE MAINTAINED IN LEGIBLE CONDITION AT ALL TIMES.ANY CHANGE OF OCCUPANCY REQUIRES A NEW CERTIFICATE. Permit#: 289 Permit Date: 02/12/14 Permit Type: COMMERCIAL ALTERATION Project Name: Norpoint Gun Range Applicant Name: GK Structrual Engineering LLC Applicant Address: 608 State Street S, #100-D Applicant, City, State, Zip: Kirkland,WA 98033 Contact: Jeffrey Gilliland Phone: 425-238-9137 Email:jeff@gkstructural.com Scope of Work: Gun Range Valuation: 150000.00 Square Feet: 0 Number of Stories: 1 Construction Type: Occupancy Group: ID Code: Permit Issued: 02/28/2014 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Launa Black Property Parcel# Address Legal Description Owner Name Owner Phone Zoning HILLTOP SPORTS L 741 Sports Activities 31052500200400 8620 172ND ST NE L C Inc.Golf Tennis Ice Etc. Contractors Contractor Primary Contact Phone Address Contractor Type License License# MCBRIDE 224 CONSTRUCTION CONSTRUCTION PATRICIA MCBRIDE 206-283-7121 NICKERSON CONTRACTOR UBI 600 524 476 RESOURCES STREET Belfor Property Gary CONSTRUCTION Restoration McConaghy@us.belfor.com 206-632-0800 4320 S 131st PL CONTRACTOR COA 602089710 Belfor Property Gary 206-632-0800 4320 S 131 st PL CONSTRUCTION Labor&BELFOUG99OBJ Restoration McConaghy@us.belfor.com CONTRACTOR Industries MCBRIDE 224 CONSTRUCTION Labor& MCBRICR099J CONSTRUCTION PATRICIA MCBRIDE 206-283-7121 NICKERSON CONTRACTOR Industries z RESOURCES STREET Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 08/27/2014 C20.BUILDING Fire Repair 08/27/2014 11/26/2014 z.Christopher Young Completed FINAL Plan Reviews Date Review Type Description Assigned To Review Status COMMERCIAL No issues.Reviewed revised engineered drawings for new 02/12/2014 ALTERATION scope of repair and the revisions are approved.CJY z.Christopher Young 7/14/14 02/12/2014 COMMERCIAL No comments z.Tom Cooper ALTERATION Fees Fee Description Notes Amount Building Permit Table 4-1 $1,670.58 State Surcharge- 1 st DU Residential- 1 st Unit $4.50 Building Plan Review Table 4-2 $1,085.88 Photocopies $7.80 Photocopies $24.00 Total $2,792.76 Attached Letters Date Letter Description 06/24/2014 Building Permit 02/26/2014 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 02/28/2014 Jeff Gilliland 49386881 cc $2,760.96 07/01/2014 Ross Minshull 50806388 cc $31.80 Outstanding Balance $0.00 Notes Date Note Created By: 07/14/2014 Left message for Jim Leffmgwell-revised plans for pickup.-LP Launa Black 07/08/2014 Revised Plan were submitted for review.AR Amy Rusko 06/24/2014 Contractor changed from McBride Construction Resources to Belfor Property Restoration. Amy Rusko Uploaded Files Date File Name 11/26/2014 865748-8620 172nd St.doc 02/12/2014 BLD-289.pdf Date: 04/08/2026 Permit#: 289 Permit Date: 02/12/2014 Review Date: 02/12/2014 Permit Type: COMMERCIAL ALTERATION Review Type: COMMERCIAL ALTERATION Target Date: 02/19/2014 Scheduled Time: Completed 02/13/2014 Date: Description: No issues. Reviewed revised engineered drawings for new scope of repair and the revisions are approved. CJY 7/14/14 Review Status: Assigned To: z.Christopher Young Time In: Time Out: Hours: Property Information Parcel#: 31052500200400 HILLTOP SPORTS L L C HILLTOP SPORTS L L C 8620 172ND ST NE 8620 172ND ST NE ARLINGTON, WA 98223 Zoning: 741 Sports Activities Inc. Golf Tennis Ice Etc.Lot: Block: -- CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:8620 172nd Street NE Permit#:289 Parcel#:31052500200400 Valuation: 150000 00 OWNER APPLICANT CONTRACTOR Name:HILLTOP SPORTS L L C Name:GK Structrual Engineering LLC Name:Belfor Property Restoration Address:8620 172ND ST NE Address:608 State Street S,#100-D Address:4320 S 131st Place,#100 City,State Zip:ARLINGTON,WA 98223 City,State Zip:Kirkland,WA 98033 City,State Zip:Seattle,WA 98168 Phone: Phone:425-238-9137 Phone:360-720-1537 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Alteration CODE YEAR: 2012 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: 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, IBC110/IRCI 10. SALES TAX NOTICE:Sales . re) r o construction and construction materials in the City lingto ust be reported on your sales tax return form/ adcdCi of Arlington 01' l�ofS /''/i✓Jb�i(11 7/t �'� G f�ijj '� �/ signs re Print Name Date Rcica d By Date CONDITIONS See Approved Plans THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 6/24/2014 Building Permit Fee $1,670.58 6/24/2014 Building Plan Review Fee $1,085.88 6/24/2014 State Building Code Surcharge Fee $4.50 Total Due: $2,760.96 Total Payment: $2,760.96 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon COMMERCIAL REMODEL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone (360)403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY THREE(3) SETS OF CONSTRUCTION PLANS, TWO(2)SETS OF STRUCTURAL CALCULATIONS, ONE(1) SET OF NREC ENERGY CODE APPLICATIONS AND ONE(1) OCCUPANTS STATEMENT OF INTENDED USE. F11M PA*W Type of Permit: Change of Use/Remodel Commercial Addition i Project Address: lqz Parcel ID#: 31cg-ZSL9D Mug 60 Project Description: U1 115- Legal Description-7!5es 5*'. Project Valuation: d o Owner: Phone Number.- Address ' City: State: �_ Zip Code- 9SW3 Contact Person: �� Phone Number 4 , Cell Phone: Fax: E-mail: 'fT�U v ' Address bcl� SmE ac so Sir, W=cCity. ( State: I X A Zip ode. 98033 Contractor: ��D t t � � Phone Number: 2G1,0-203 1z I Address: � � Cp"�, City:�� '��' State: WA fZip Code: 8/69 Contractor's License Number: 1qe,0f-iCza�z-;z_ Expiration: 3►(J 1 S Plumbing Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: Mechanical Contractor: f 1 P Phone Number: Address.- City: State: Zip Code: Contractor's License Number: Expiration: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be it accordance with the laws, rules and regulation of the State of Washington. Applicants Signature Date shliv Print Applicants Name1K�Y T � Received 014 FOR STAFF USE ONLY Permit# Ac pt By Amount Received Receipt# Date Received COMMERCIAL REMODEL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 591h Ave NE•Arlington,WA 98223 • Phone (360)403-3551 Project Namerrenant E4 Site Addresses?0 l`�2"°sZ-�� Bldg/Unit/Suite f IBC Construction Type IBC Occupancy Type Description of Use au3-) Z ! Building Square Footage_ 35 Number of Stories Square Footage Per Floor 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 anv 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. COMMERCIAL REMODEL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59`h Ave NE•Arlington,WA 98223 • Phone (360)403-3551 Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS: 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 p-erniitcetiter@ci.arlington.wa.us. I have read and agree to comply with the terms and conditions of this agreement. Owner: Date: ,�, �/ Applicant: Date: 4.1th COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59`h Ave NE•Arlington,WA 98223 • Phone (360)403-3551 Statement of Special Inspection Name of Project: Norpoint Gun Range Project Address: 8620 172nd St NE Special Inspection Firm: T.B.D. Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). Reinforced Concrete Bolting in Concrete Pre-stressed Concrete Shotcrete Structural Masonry Structural Steel and Welding High-Strength Bolting Spray-Applied Fireproofing Smoke-Control Systems Other Specify: 4,000psi concrete All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories, a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports, on site, for review. The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. 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z �_ cn u l z LL O O � LLLI U m � >r ' U � Z00Lucn O Z z �l � m > (FLU 7 cj) n O 0 = z fl pn - cn U � � 4 (Y Lu LuzO cn � p O 4 y0p + U � �, U z LL U � L- W � � � 0 + � LuULU pi z U � fl cn () In UQ > QL- 4 � UN 0 4 z z -► W qq «L � wn � LIJd) f � o q U ILq � 0= � Q1� uzL � zpQLp �'(Y 0 � U cn 0U QUO 4 L] {- F +- LUZ � 4 {- U � - +- LLLz +_ 0z u z m � � � � O OLu 4 z tii U - z � Q X r� LLI O 0 LU - 1 LO Z LL O z U - 0 0 = � ) LL — p7 cn +- 4 Lu q � OL LU - 0 J W— —1 z0 � +- gLuz0Lu OU X gUzgz4 n= z +- cnLuz � U �' U � Uz > IT1 fl O d tQ m d) Lu '- + U 4 m LU d) 0 LU cn .� � W LL1 Z q Z Q O Lu 0 Lu U yj = z p cn L11 'D Lu z 0 4 U U p 0 Z 0 � cncngp z U � = DJ +- ULLI fl zflm < � Q � � Lu � U L � O W iz (11 LU ( z � (Q 0 cn U � O L�uQ z = � zU� m aL- �„ - U - (Y W Ul - WU - � 4 � = z l7 4 z � U u� LL � mcn (X V 4 L11 4) W Lu -A - U z pp 4 } U 0 it ,� IL cn , N L= Lulu (' 0 LY (YQ (Y zca n 0 ct) IL �oN w 009 b � � (Y ' Qw4 = �1L `� - Ike fY � � mQ � � �nLg 4 - z z > q 4 0- O;Z y O LL1 cp Lu m z Lu O � X �; cn p � � (Y Lu U Lu ul w u- 4 Lu 4 q 4 Lu U � m 4 U 4 = �_ � ci 0W T - �; cr1 4 Z � mptu (Yp � � U +=- c�nIL4 -Z in mL- mz z01 LTlW (a UA 0 0 U Lu q W n p 4 - U W Lu Lu 0 O g ) W 4 LY (L IL C] (Y U- U- LL _ +- a- 4 z U �, D p 4 M WI p (Y U U ff m IL w z � o � z O Lu W�W LOLL 4 mC] d � UzUJ pQ � W _pw U `� p n _L mtu � p p L U z 4 Lu (Y C1 can z W L IY g W (( i O m ul LLL z cii z 4 Lu IY __L •4 to LU fY O O p L- cn 11 Lu - (L = LU co O +- Lu "* (p � p Z = 4 = + 0 n U _ U ►- LL O � p= +- � m (L Lug p � 4 �Lu 4 OL11cf) LU +- - '- - � g pLuzL- zcn +- U0 X LU �LU Oz 4 = fl1 = = Lzii 4 C1 (Y �n 4 0LuZ � OQp� zz �� 4 U L— ) - cnz � z � cncn � Luz � zZ lu .4 p z � � O n 0 > U (L0 z 0p -L , Lu q fl O u1 = O w Lu LL 4 0 ) 0 � p Y- w = fY ff 4 O O c i � 0 LuL_ w� p �� O�L � 4 (Y Lug p � � -Y U ZL-- U z Qm O a- F- W (L u1 'D0 LW. 4 LU _L;D" UUg O � � � 4 � � zp � tY N Lu � z U pLu zcn + z Lu 4 � � LL L z M0 = (aLu - (n W pul [L LLL Q O U 4 > q1 W Z O 1 4 4 p ni (Y p w �7 LL -4 �7 O NZ p O g W (L V W a) 4 Lu cn ff (Q LY- � +- p4 p + (Y Ln 4 zcn 0 cL7nUzIL (YzLu z = � � z N � c 4F- Lu- �U �_ N '- (Tl olu .4 z � q W Lu � fY O (L �c�n UO > glu0 � q fl� �n O (L LU OIY z LlL a� (Y � � 4 (Y 4 � U uN (Xl Lug Q W � LU LU > Lug IL p 4 0 W L`�LL __j 4 _i Y- -1 O Lu cn p � g � F- F- LU 0 ) 0 4 l"1 p +- 4 ♦- - _ 4 111 O Lll ,If) L— cn O cri 4 o U Z Lu = -j O W W = W CS) (Y s U � p ,= z Lu c0 Lu 4 (D III Lu u � U > p Z p � cLi ,- ►- N fl z 4 p z � � g L � O cw � � LL a, � � u Z 1 �- +- U (L (Y z (Y U cn (L - >~ -� � z 0 0 T- C.DLu cp O 4 +- O OU � Q �cn � 011l � � lL (Y NO L1 z O -L ((1LugZ � 0000 L- � p _ O `� ct� cn (Q g W fY 4 cn U LL (A '- > 4 4 O z U � 4 tY cri - p > WF � uLg � cn > LL `[ NLNL �L Op z � Lui fYII Q � gz L11 � CSQ z LL Q � Q c� z nZUl � zUU _jlli W LUO LS1 O � fl IL LLL F fl ul 4 -L Lu ,� fl O Z q O z Lit L�L fl Lu � U0 � cL) z LU0 � � p m C1 (Y O LIlU � � Q q WzW - Lu � Lll `� +- Ow - Lu ►- IY -LLup � 4W � Uz @ �Q - � � 0 O = ct� grz (L (L II - {- 0 - }� =3 Q4LLt (Y m m q 4 m Lu O LU z Z O cD fY z � U a z -i Ly 1- z - 4 O - Lu +- E fl fl � -A ca"z II IY 0 LL LL � q + U to 4 N N Q 0 II Lu � � O - LL W - � - �7U4 II U 4 Luce Z O O - C� LufY4 � z4 nLL-LLOp acn �a� O � O 'nw iYp( (Yw wgUzO � U z � ut =LvO � � U ci � [ OQ z z4 ((lgcnV � �`( UQ4 44L- (Q [ QLJ1 Qluj � � U = IKZ LL ,� 6lT- co (Il � � LLLL(Y Op L� � gp✓ O z0 � � fYz � � z q q (_ � O z O � Qlu z � � pzUL- U (YL�LL� p (Q O Ow it = 0 U c� cn +- Lu u z = _ ALL � - �4x0@0 �4m �4 SL u LL = � z � � Op0 � OOz w n = w U IL 40 } - U LL �zgULu4 zlulu -4 QOLnX � IIO mm ,nmLnbm � L- z LL O z '- Q Ll i Lu +- cnLLU � z n fY � (VLU -L � emu- 0OZcn OQ pp7cr� U -LL- = QL- (Y m � U � cs� � 44444LLQ :xv O L11L11 0 +- m.DW m w = � � nq O Lu Qz 0 =3W zf0 - LU = U � u1 --L cn O p w Lu - Lu f- LL I z (Y IL �NQ fl nU, Lu = 4q � � � � � � � X - - += LLL O � cn z = 0 zl Diu — zz iX U > Q < tD0 += CDLT1L(1-1LU W (L LLI (Ylu �WLu-Lcn = +- pff ciciciF- F- � i@ �Lu q0 p4 > z 00 a m +- p0 0 � O -1z - = ca p m Uu� 0 p = O Z fY q Y_ _ IIflz -q (a z L1LLL.L � � ILZQL- z Z � 444444Q �Ll cn v U4 !L� - 4 ,D W `n LL = q _ U (II - � p 4 _ Lu 4 � `� � LL 'L p � v Lug O u z u; (k cn U Q z l�li �lu LL O O cf) L�Li LU -A r --1 0O q p Lu -1 i U = a-- U O =3<3 Q >^ U U � -1 U L IY z 4 LI] c) Z 4 � = O � - LLLL.�� m � z �/ z U p U Z �74L.Up ,- z � = L W (>/ cr� L- LLQ (Y cn Lug q LL O � - q 4 � ? Li � _ Z O - O 4 � a� 9 c) LLuLu4z � z (�LtY 4 Lu LL L- Z LJ1 `I (L L- 7j IY Q LLi p � U O U p z � LU W.O � W � 4 (YzLUm � � O tLz � � cp � � Q = � LLL � Z t W LLll q � L— C1zC� p -1 (T14 +- 4cD ly = OOui4 Lu f/ pLU - u fl Q —AL.u4 FIK OT) WW's) Q `n � ? d) = III ❑ U (1) L.ul�u q � 44U U �v0 c�) ZLLL- � (11 p0 1p U fl i7L- fL � -AL.u0 4 00 Uu1 � U (Y m � 19 } Qct� LL � � COcn (YO W - EW OLIIYQ Lu W U O 4 z z - +- U p� :z Lu Lll Lu 4 O U +- (Y (1 II Lu LL - LJ1 Lu U- - (Y SLoOnzLL OLL DO rl1t = paL = - u � L- = U Ulz w F LL U7 U L- Qzz } ut0 ' Lu } 0Z = A Lu LU - Lu U p U LL 4 0 IL 4 W U m O z z � 0p U � wz � � 0 LU _ � C3 � � cn � cnz0 cn )z 4 4 z � � � � fYW z >- } OU ~ `� � � Q q Lup ~ c � Q 4 Lu U - _1 U p 1 d) W Lll � (Yz � - gZ4q `n �L ( fY = 40 � O (Y � (p - 0g fl (Y 0 p � �D LlJ p IY p � L fl m U D �7 Lu N O = U Lu > _ 1 1 U lL U Lu L u — ups LLL Lu = z — n 4 L— (Q LL +-- O fl (p (Y = m z Z q _Z fl Z c!) O = U � U 4 4 U > Lu cn � �- zLulu OZ �L = 4 � O w > � _ � cnLuIIlli = 4 � 4 ((1 U � � O pL- cn +- 0 - J Qu z <� 0 LJ1 — D [C� � �z1: w 4) W � � OW U �, = cn � '- 0 pLlLLU4 � lk (S) U +- q - � � � cnU0W W ,Lm (n 01 Lug © + 44 � � 4 c) in } ` Uz L1L � U zzU �s� cncn 4 CD (y LUG > zcp Up O cn +- uL z - p U g IY 1 p C1 (Y -i LU z cn 0 -1 ►- +- p} z � � W cl� - Lu p � QQ �L QuLg- 00 - - zlu Lamp - � z g J p LL Lu LL O fl O (Y Li 0 �W CS) + m -1 Lu O = z - Lu Z O _ -1 � -1 q O z Lu 4 z (LU z '`Lp0 F- puuiLu (L �° b O � - U Lz =i UO 4 W z diW p0Q � �- p (Y Lu QLL � W < Y::z � I!� a- cn � � 0 0 � 0 0 + (L a LU � Lu z z Lu LL L11 DLLI LL = 0 - - 4 (LcL) LYz L cnq 4 L- T tlldl � � Lu3 _ � pLu Q Zm � � U ul�lln O - � � F- W 4Lu 0 =Snci) mf�wu4 > �L1lcD� ILK � LUQ OO m � V -4 J 0 � � � 4 �L� gzu (Y � % QZ4I � ci' z = � u 4 Lu LL1Lulu = = O Lu —A � O L- Z U �r � 4 ci) L� UAL FLU 4 = gtu - � ZQO � cri yr p4LY U 1 � � (Y � U cnLUL (j) c'u= �0 � � - q O Q q +- LL 4 O LU LU > S QL LL � - U - z p ` � - N - Lu cn 4 } (11 � U W. � m 4 � z LL U LU +- + - L z � U - Llflfl z cn � -� flp 4 IL (L (Y q +- U p iU LLL csi cti Lu )~ F 0 z z � LU - - p N U O z Lltz � � UO cpUU tYIL � � Lu 0 t z � - � � � p = � (Ll � z � 00 � z4 � z (Y w0 di �Lu 4 1flfl � m =3 4 + � � �Z II � LU z QgLL (Y - > Oz � Uz U 4 O O 0 U1 } z -3 � � � Lu z ` z � 40 LuwOLLug c� �. fY (Y p_ cL) ul crii cn LU cn cL) O (uL�� z LLL - W dj cn cn L- cn z v O cn tY !Y Lu Lu cn +--- L_ c) u i g Z (Y U Lu fY LLL U fl fl fl Lu LL W z q � L11CYcnL- 0 H U =. 4 � Uci) cn � fl44 U4Lu U Uz ,cLi � fY � � cn � � � LLtLLL � e � fl Lu '- fYO �� 4 = (Yq � IYz 4 fY cn _ z uu� 04LuU � w [YfY p � F- LLL- _ice � � Lll4 0 � � U _ � II � z �3jk O Z � �[ ULLL W z � O C] z 4 (Y � N � IY = z � L J 4 � � z4 (Ylp 4m p +- > q'U � n � 0Q) 4 41 = - (Y (Y cf) 4 cf) U h! � L— ZQ JiZ UcO 4 - LL 4 OZ U 4 4 � = u.� Lu - fY � a- � IL _ L L� � � _� @ O _ z Lll � (� - - LU W —1—L IY q Z_ �I— Lll cn [ W +- p U = U Ll Lu Ln Q U � < -AZ z Ocp > IY0n (Y � Qcn0 =3 I: C10 z � flUU O z;z } � � � � Z p _� � � — ct) � � Lu LL -i � - LuOLu = UO � i.DM :itozD - _3LLLQu � � � � � p � � O 4 +- L- LJ1 L1 Lu W Z —L g Id l L1tI, 4 U Lu z z LJ1 z ct) (�W L- WL.Ucnc� LLI (LLU LL +- � 0 4fY � C5,4UC'JQ } L— � tL',� {- 4 (Y > Lu LULU Ups zz U d 4 � C'1N LLLcngLL Lu� � luz � Ug40 cf) Zcf) Lu4 = 4z = X = LL� tY � 4 Lu! � � 1- Lt�'= LU1L� = 4Ll! � cn � � N (Y0g > (LIL uz4 OLll LLB L- 0 Lu >vpOLu (YL 00 U = � Ow 4Q4 � LLL- LLLL � uIt Ul IYm4 �I UI cnc) W Dwc k () 4 Y: � mLU4 z0LL = O OIO 44 � (Y fl€ ❑ cL) � (Y4 cn � � f� LUV � d) a: W 4J) CD W w LU p lY fl � } z QU LLL W -1 m LLLL � fl � QO z p N - zo II - 40 � Lu4p > 111 - 4 � fl = 4 �( cngOU � zF 0 LL fY � � Z Dula tt I: 0 >~ LU 0 (Y c!i LY i- _ CS) O Z Z U `- LLi 4 L— O N O ci) cn -in II Z < +- Luce LU4 m � >C � LL m >Y z z � �, � z � U � cnU 0 � Qu`�L (k z gcn L- fl � � = uLz � � � z O ill � Lu L- uLLu �z N zLllLY U 4 � OLU Oz O :r O � II � O � O � U O zLu ,- = -A � 4 � Ocn ClE '- gip = z = O - z4 � i- p O z � O zOz LL QLu q (IlUcnz L- 0p z � cl(i w4LLnp � 4c� = 4zz 4U p � 0 m 0U � z = _ � Z � -AW f�Il UU �_ OL- p CpLL � z = OQ � L- (Y fY � fYgO � � � fl O cni- O z 4 X � z Lu 0 Lu = U � � � Z � 0 LU LU uu.(( LU -LO � ZL= r- Zcn U 4 �n � z U40Wn � _� O p - O O fY M (Y W U � i7 lu z � 4 (Y z 0 — LJ1 g - O Lu 4 � ,- m = O _ LL = � � z -L - (L U - (Tl p = _ � cn `Iz0 Q aLL � U LL � zcnUn criglu U zz F � 4 � p � � cn - - IL0O � W O zL- � z UJ U � cn 4 p OcncL) D Lu = O _ I _ _ > z m 4 Lu 4 z Ups Lu (Yc� (QQpWIL � LL-umL� UOUL-= 00 p jWZ O z � � a: OW 0 -q4 L1.� � `n Oz � � � = Uz } u� 4 LT1 (Y4 Ofl c� 4 (Y � 4 0 - cf) zzzz �_ p 04ly0 (L -1 + 0 quest ZOv - 4 = LLfY � (YU � L_ � J lYUl + = p +`- Lu (3 O O � (L Z �' m z = q� _ u�i U, p c� 4 cD m ) O - +- m L— U LU U 0 O - cn U +- U + Lu -L En = Z cn IY LLL p LL.LL��. 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L L C STRUCTURAL EFFECTIVE.EFF7C/ENT.Scmu r/ONS CALCULATIONS EXISTING BUILDING STRUCTURE GUN RANGE& ST17RE N ORPOINT GUN RANGE FIRE DAMAGE REPAIR E3620 1 72"D ST NE ARLINGTON, WA 913223 February 12,2014 �.� GILL 4 04 was � ti 'At ~t N Prepared For: McBride Construction Resources,Inc. 224 Nickerson St Seattle,Washington 98109 Received By: FEB 12 2014 Jeffrey J.Gilliland,PE,SE,Principal GKSE Project#: YR5-13-061 _ 60S STATE ST E, STE 100-0 P:425.23S.9 7 37 KIRKLAND, WA 98033 F:425.250.23S4 r K G STRUC STRUCTURAL TURAL ENG/NEER/NG� LLC OESIOM CRITERIA `` ,, EFFECT/VE.CF-"C/ENT,SOLUTIONS /�kr Job Name: -A4agksn-Rec Shooting &Training Center Fire Repair Job Address: 8620 172nd St NE Arlington,WA 98223 Permitting Authority: City of Arlington,WA Gravity Design Loads Roof Dead Load: - psf Roof Live Load: - psf Mech Mezz Dead Load: 66.5 psf Mech Mezz Live Load: 25+ mech _psf _ Floor Dead Load: - psf Floor Live Load: - psf - psf - - psf _ Shooting Lane Part. Dead Load: 62.0 psf Exterior Wall Dead Load: - psf - - psf Snow Loads Ground Snow Load, pg: 20.0 psf Exposure Factor,Ce: 1.00 Flat Roof Snow Load(ind 5psf rain),pf: 25.0 psf Thermal Factor,Cf: 1.00 Sloped Roof Snow Load, ps: - psf Roof Slope Factor,Cs: 1.00 Snow Importance Factor, Is: 1.00 Lateral Design Loads Wind Basic Wind Speed,V(3-sec gust): - mph Exposure Category: - Wind Importance Factor, Iw: - Internal Press Coeff, GCP;: - Seismk Ss: - g Fa: - SDS: #VALUE! g S1: g Fv: - SD1: #VALUE! g Soils Site Class: - Occupancy Category: - Seismic Importance Factor, le: - Seismic Design Category: - LFRS (N/S Direction): _ LFRS (E/W Direction): - Response Modification Factor, R: Seismic Analysis Procedure: System Overstrength Factor, Q,): Deflection Amplification factor, Cd: r Foundations Allow.soil bearing pressure, qa: - psf Soil friction coefficient, µ: Lateral restrained earth press.: - pcf Foundation frost depth: -in—.— Lateral unrestrained earth press.: - pcf _ Allow. lateral passive press.: - pcf Page 1 of 2 K SrRucruRAL J� STRUCTURAL ENG/NEER/NG� LLC OES/GN CmtTER/A EFFECT/VE.EFF/C/ENT.$GLUT/ON3 Materials Design Parameters Concrete fic f c Footings: psi Beams: - psi Foundation Walls: - psi Columns_: - psi Slabs-on-Grade: - psi _ Piles: - psi Elevated Slabs: 4,000 psi REBAR,fy: 60 Masonry f1m Masonry: - psi REBAR,fy: ksi Steel ASTM Fy(ksi) ASTM Tensile Strength Wide Flange Beams: A992 50 High-Strength Bolts: A325-N 120 Other Structural Shapes: A36 36 Basic Bolts: A307 60 Hollow Structural Sections (HSS) A500 46 Anchor Bolts: A36 58 Wood Solid Sawn Grade &Species Fb(psi) F„(psi) Fc(psi) E (ksi) 2x Stud Framing: Hem-Fir(Stud) 675 150 800 1,200 2x Joist Framing: Hem-Fir#2 850 150 - 1,300 4x Beams: _Hem-Fir#2 850 150 - 1,300 4x Posts: Hem-Fir#2 850 150 1,300 1,300 6x Beams: Doug-Fir#1 1,350 170 - 1,600 6x Posts: Doug-Fir#1 1,200 170 1,000 1,600 8x& Larger Timber Beams: __Doug-Fir#1 1,350 170 - 1,600 8x& Larger Timber Posts: Doug-Fir#1 1,200 170 1,000 1,600 Engineered Lumber Grade/Species Fb(psi) F„(psi) E (ksi) Solid Web Wood Joists(SWWJ): - Open Web Wood Joists (OWWJ): - _ - - Parallam (PSL): _ TrusJoist 2,900 290 2,000 Laminated Strand Lumber(LSL): TrusJoist 2,250 400 1,500 Laminated Veneer Lumber(LVL): TrusJoist 2,600 285 1,900 Glulam: 24F-V4(DF/DF) 2,400 240 1,800 Sheathing Roof Sheathing: in Floor Sheathing: —in Wall Sheathing: in Page 2 of 2 V_ULC Av�e■ae-�■ ■ 6" l� } 1 .5 C CONFORM 30" or 36" 21/2" MAXIMUM CONSTRUCTION CLEAR SPANS S.D.I. CRITERIA Total NW Concrete LW Concrete Slab Deck Weight =9 145 P F Weight N=14 110 PCF -Depth Type PSF 1 Span 2 Span 3 Span PSF 1 S an 2 8 an 3 Span 1-5C24 37 5-4 7- 1 7- 2 28 5- 9 7- 8 7- 9 3 1/2" 1-5C22 37 4- 7 6- 1 6-2 29 5- 0 6- 7 6- 8 (t=2") 1.5C2O 38 5- 5 7- 3 7-4 29 5- 1 1 7- 10 7- 1 1 1.5c18 38 6- 6 8- 6 8- 10 30 7- 1 9- 3 9- 7 1.5C24 43 5- 1 6- 9 6- 1 0 33 5- 6 7-4 7- 5 C 4" 1.5C22 43 4- 5 5- 10 5- 11 33 4- 9 6- 4 6- 5 I (t=2 1/2") 1.5C2O 44 5- 2 6- 1 1 7- 0 34 5- 8 7- 6 7- 7 1.5C18 44 6- 2 _ _8- 1 8- 5 34 6- 9 8- 10 9- 2 6 1.5C24 49 4- 1 U (i- 5 6- 7 38 5- 3 7- 1 7- 2 i 4 1/2" 1.5C22 49 4-2 5- 7 5- 8 38 4- 7 6- 1 6- 2 • (t=3") 1.5C2O 50 4- 1 1 6- 8 6- 8 38 5- 5 7- 3 7-4 ■ 1-5C1 8 50 5- 10 7- 9 8- 0 39 6- 5 8- 6 8- 9 1.5C24 55 4- 8 6- 2 6- 4 42 5- 1 6- 1 0 6- 1 1 • 5" 1.5C22 55 4- 0 5- 5 5- 6 42 4- 5 5- 11 5- 11 (t=3 1/2") 1.5C2O 56 4- 9 6- 4 6- 5 43 5- 2 7- 0 7- 1 1-5C1 8 56 5- 7 7-5 7- 8 43 6- 2 8- 2 8- 5 • 1.5C24 61 4- 6 5- 1 1 6- 1 47 4- 1 1 6-7 6- 8 5 112" 1.5C22 61 3- 11 5- 3 5- 3 47 4- 3 - (t=4") >1.5C2O 62 4- 7 6- 2 6- 3 47 5- 0400 1.5c1 s 63 _ 5- 5 7- 2 7- 5 48 6- 0 7- 1 1 - 2 1.5024 67 4- 4 5- 9 5- 1 1 51 4- 9 6-4 6- 6 6" 1.5C22 68 3- 9 5- 1 5- 1 52 4- 2 5- 6 5- 7 (t=4 1/2") 1.5C2O 68 4- 5 5- 1 1 6- 0 52 4- 10 6- 6 6-7 6 1.5C18 69 5- 3 6- 11 7- 2 53 5- 9 7-8 7- 11 11.5024 73 4-2 5- 7 5- 9 56 4- 7 6-2 6- 3 6 1/2" 1.5C22 74 3- 8 4- 1 1 5- 0 56 4- 0 5- 5 5- 5 (t=5") 1.5C2O 74 4- 3 5- 9 5- 1 O 57 4- 8 6-4 6- 5 1.5C18 75 5- 1 6- 8 6- 11 57 5-7 7-5 7- 8 REINFORCED CONCRETE SLAB ALLOWABLE LOADS 6 Total Superimposed Uniform Load sf -3 Span Condition Slab Reinforcement Clear Span(ftAn. Depth W.W.F. As 1 4-0 4-6 5-0 5-6 6-0 6-6 7-0 7-6 8-0 8-6 9-0 6X6-W2.1XW2.1 0.042" 108 } 66 31/2" 6X6-W2.9XW2.9 0.058 147 +! 116 0=2" 4X4-W2 9XW2.9 0.087 I69� 6X6-W2.1XW2.1 0.042" 136 I ip8 87 72 4" 6X6-W2.9XW2.9 0.058 185 147 119 98 t=21/2" 4X4-W2.9XW2.9 0.087 272 215 174 144 6X&MAXW2.1 0.042" 16.1 129 160 132 1 111 - 95 I 82 41/2" 6X6-W2.9XW2.9 0.058w 224 177 2.15 177 149 127 110 t=3" 4X4-W2.9XW2.9 0.087 329 �60 318 263 221 186 162 6X6-W2.9XW2.9 0.058 262 t M_7 264 218 183 156� 135 117 5" 4X4-W2.9XW2.9 0.087 387 I 306 f 392 324 272 232 1 200 174 t=31/2" 4X4-W4.OXW4.0 0.120 400 400 f 400_ 400 363 310 26_7 233 6X6-W2.9XW2.9 0.058" 2A1 2--38 j 3113 259 217 185�1 160 51/2 4X4-W2.9XW2.9 0.087 400 351 400 385 323 275 I 237 t=4" 4X4-W4.0XW4.0 0.120 _400 400 400_ 400 400 _ 370_ 319 6X6-W2.9XW2.9 0.058" 339 268 358 296 249 212 183 6" 4X4-W2.9XW2.9 0.087" 400 397 400 ; 400 370 i 315 272 t=41/2" 4X4-W4.OXW4.0 1 0.120 400 L 400 400 L 400 400 400 4X4-W2.9XW2.9 0.087" 400 j 400 400 348 61/2" 4X4-W4.OXW4.0 0.120 400 I 400 400 400 400 ( 400 I 400 400 t=5" 4X4-W5.OXW5.0 0.150 400 400 400 4t)0 400 400 1.5C24 i t.3Ct8 NOTES. 1. "As does not meet A.C.I.criterion for temperature and shrinkage. 2. Recommended conform types are based upon S.D.I.criteria and normal weight concrete. 3. Superimposed loads are based upon three span conditions and A.C.I.moment coefficients. / 4. Load values for single span and double spans are to be reduced. 5. Superimposed load values in bold type require that mesh be draped.See page 19. 6. Vulcraft's painted or galvanized form deck can be considered as permanent support in most building applications.See page 19. If uncoated form deck is used,deduct the weight of the slab from the allowable superimposed uniform loads. 26 r � IJLCRAFT I13 SECTION PROPERTIES Deck Design Weight Ip In T e Thick. PSF in4/ft in4/ft in3 ft in3/ft ksi 1,5C24 Hag 1.44 0.136 0.108 1.5C22 0.0295 1.68 0.192 0.186 60 0.183 0.155 0.192 0.186 33 1.5C20 0.0356 2.04 0.222 0.201 0.0474 2.72 0.247 1.5C18 0.234 33 0.295 0.289 0.327 0.318 33 ALLOWABLE UNIFORM LOAD PSF ) 7 ' Deck No.of Design T e S ans Criteria 4.0 5.6 Clear S an h.-in. Fb=36,000 198 156 127 105 6 6.6 7.0 7-6 8.0 8-6 • DEFL.=1/240 139 B8 75 65 56 _0 9-6 10.0 98 71 54 41 32 26 21 50 44 39 35 32 1 DEFL.=1/180 186 130 g5 71 55 43 17 15 12 10 wit 35 28 9 • 82 60 44 33 25 19 15 t1 23 19 16 14 12 Fb=36,000 180 142 115 95 80 8 6 4 DEFL.=I/240 180 142 115 88 59 51 45 40 36! 7.5C24 2 DEFL.=I/240 180 142 115 95 80 68 56 46 38 31 26 32 29 Wig 160 122 g5 95 80 68 59 51 45 22 19 60 48 40 35 30 26 Fb=36,000 225 178 144 119 100 39 31 25 20 16 12 9 DEFL.=1/240 225 166 121 85 73 64 56 3 DEFL.=1/180 91 70 55 44 50 44 40 36 225 178 144 119 93 73 5g 46 29 25 21 18 15 17 1 t 39 33 28 23 20 Fb=20,000 160 126 102 85 71 1 DEFL.=I/240 160 126 96 72 61 52 46 40 35 32 1 DEFL.=1/180 56 44 35 28 23 20 16 28 26 160 126 102 85 71 58 47 14 12 W1� 57 40 28 20 to 10 38 31 26 22 19 16 Fb=20,000 155 122 gg 82 6 a DEFL.=1/240 155 122 69 59 51 44 3g 1.5C22 2 99 82 69 59 51 34 31 27 25 DEFL.=1/180 155 122 99 82 69 44 39 34 31 27 25 W11 129 94 70 59 51 44 39 34 31 Fb=20,000 53 40 30 23 17 12 27 25 194 153 124 102 86 73 9 6 4 DEFL.=1/240 194 153 124 102 86 63 55 48 43 98 34 3 DEFL.=V180 194 153 124 73 61 50 41 34 31 VJt� 102 86 73 63 55 29 24 21 133 97 72 55 41 31 24 t8 48 43 38 33 26 Fb=20,000 206 163 132 109 91 1 7 q DEFL.=1/240 206 160 116 78 67 59 51 46 41 1 DEFL.=1/180 206 87 67 53 42 34 28 36 33 163 132 109 90 71 57 24 20 17 15 1� 7 4 4 46 38 32 27 23 19 Fb=20,000 195 154 125 103 2 1 1 t2 9 7 DEFL.=V240 87 74 64 55 5 1.5C20 2 195 154 125 103 87 74 � 49 43 39 35 31 DEFL.=I/180 195 154 125 103 55 49 43 39 35 31 1 17 1 87 74 64 55 49 43 39 35 Fb=20,000 0 4 31 244 193 156 129 108 2 1 4 DEFL.=1/240 244 193 156 92 60 69 61 54 48 3 DEFL.=1/180 129 108 92 76 62 51 43 39 244 193 156 129 92 80 69 43 36 31 26 Wit 88 145 111 7 61 54 48 41 35 Fb=20,000 273 215 174 144 121 44 2 DEFL.=1/240 273 103 89 78 68 60 5 1 DEFL.=I/180 273 212 155 116 90 70 56 46 54 4g qq 215 174 144 119 94 75 61 50 31 27 23 19 Wi 132 9 76 60 47 42 35 30 26 Fb=20,000 265 209 170 140 147 138 31 25 20 17 14 i DEFL.=I/240 265 87 75 66 59 i g 1.SC78 2 DEFL.=I/240 265 209 170 140 118 100 87 75 52 47 42 66 59 52 47 42 140 118 100 87 75 66 59 52 47 1 1 7 42 Fb=20,000 331 262 212 175 147 4 DEFL.=1/240 331 262 212 175 147 125 105 94 63 73 65 59 3 DEFL.=V180 331 262 125 105 86 71 53 W1t 161 130 106 125 108 gq B3 59 50 42 36 263 204 161 130 106 87 73 65 56 48 72 61 51 43 36 1 W1 is the maximum weight of concrete and deck(W1 in Figures 1 and 2 of the SDI Loading Diagrams). 30 25 Minimum exterior bearing length required Is 1.5 inches.Minimum interior bearing length required IS 3 inches. Jd STEEL J 01S%, K-SERIES STANDARD LOAD TABLE/OPEN WEB STEEL JOISTS, K-SERIES Based on a Maximum Allowabl Tensile Stress of 30 ksi � Joist 18K3 18K4 18K5 18K6 18K7 18K9 18K10 20K3 20K4 20rK5 20K6 20 20K9 20K10 220 22K5 22K6 22K7 22K9 22K10 22K11 _ Desi nation sl Depth In. 18 18 1 18 1 18 18 18 18 20 20 20 20 20 20 20 1 22 22 1 22 22 22 22 22 Approx.Wt. 6,6 7.2 7.7 8.5 9 10.2 11.7 6.7 7.6 8.r 8.9 9.3 10.8 12.2 8 8.8 9.2 9.7 11.3 12.6 13.8 Span(ft.) �{ 8 550 550 550 550 550 550 550 550 550 550 550 550 550 550 19 514 550 550 550 550 550 550 494 523 523 523 523 523 523 ! 20 463 550 550 550 550 550 550 517 550 550 550 550 550 550 ;= 423 490 490 490 490 490 490 517 550 550 550 550 550 550 21 420 506 550 550 550 550 550 468 550 550 550 550 550 550 364 426 460 460 460 460 460 453 520 520 520 520 520 520 22 382 460 518 550 550 550 550 426 514 550�I 550 550 550 550 550 550 550 550 550 550 550 316 370 1 414 438 438 438 438 393 461 49 90 490 490 548 548 548 548 548 548 548 23 349 420 473 516 550 550 550 389 469 5 550 550 550 550 518 550 550 550 550 550 550 276 323 362 393 418 418 418 344 402 45 46 468 468 468 491 518 518 518 518 518 518 24 320 385 1 434 473 526 550 550 1 357 430 48 aco 550 550 550 475 536 550 550 550 550 550 _ 242 284 318 345 382 396 396 302 353 396 430 1 448 448 448 431 483 495 L 495 495 495 495 25 294 355 1 400 435 485 550 550 329 396 446 486 541 550 550 438 493 537 550 550 550 550 214 250 281 305 337 377 377 266 312 350 380 421 426 426 381 427 464 474 474 474 474 - 26 272 328 1 369 402 448 538 550 304 366 412 449 500 550 550 404 455 1 496 550 550 550 550 190 222 249 1 271 299 354 1 361 236 277 310 337 373 405 405 338 379 411 454 454 454 454 _ 27 252 303 342 372 415 498 550 281 339 382 416 463 550 550 374 422 459 512 550 550 550 169 198 222 241 267 315 347 211 247 277 301 333 389 389 301 337 367 406 432 432 432 28 234 282 318 346 1 385 463 548 261 315 355 386 430 517 550 11 348 392 1 427 475 550 550 550 151 177 199 216 t 239 282 331 189 221 248 269 298 353 375 270 302 328 364 413 413 413 29 218 263 296 322 359 431 511 243 293 330 360 401 482 550 324 365 396 443 532 550 550 136 159 179 194 215 254 298 1 170 199 223 242 268 317 359 242 272 295 327 387 1 399 399 30 203 245 276 1 301 335 402 477 227 274 308 336 374 450 1 533 302 341 371 413 497 550 550 123 144 161 175 194 229 269 153 179 201 218 242 286 336 219 245 1 266 295 349 385 385 i 31 190 229 258 281 313 376 446 212 256 289 314 1 350 421 499 283 319 1 347 387 465 550 550 111 130 146 158 175 1 207 243 138 1 162 182 198 219 259 304 198 222 241 267 316 369 369 32 178 215 242 264 294 353 418 1 199 240 271 295 328 395 468 265 299 1 326 363 436 517 549 101 118 132 144 159 188 221 126 147 165 179 199 235 276 180 201 219 242 287 337 355 33 168 202 228 248 276 332 393 187 226 254 277 309 371 440 249 281 306 341 410 486 532 -� 92 108 121 131 145 171 201 114 134 150 163 181 214 251 164 183 199 1 221 261 307 334 34 158 190 1214 233 260 312 370 176 i 212 239 261 290 349 414 235 265 288 321 386 458 516 84 98 110 120 132 156 184 105 122 137 149 165 195 229 149 167 182 202 239 280 314 i 35 149 179 202 220 245 1 294 349 166 200 226 246 274 329 390 221 249 272 303 364 432 494 77 90 101 110 121 143 168 96 112 126 137 151 179 210 137 153 167 185 219 257 292 I 36 141 169 191 208 232 278 330 157 189 213 232 259 311 369 209 236 257 286 344 408 467 70 82 92 101 111 132 154 88 103 115 125 139 164 193 126 141 1 153 169 201 236 269 37 I 148 1 179 202 1 220 245 294 349 198 223 243 271 325 386 442 ` 61 95 106 115 128 151 178 116 130 141 156 185 217 1 247 38 I 141 170 191 208 232 279 331 187 211 230 256 3011 366 419 74 87 98 106 118 139 164 107 119 130 144 170 200 228 39 I 133 161 181 198 220 265 314 1 178 200 218 243 292 347 397 69 81 90 98 109 129 151 98 110 120 133 157 185 211 127 153 172 188 209 251 298 169 190 207 231 278 330 1 377 64 75 84 91 1 101 119 140 91 102 111 123 146 171 195 41 161 181 197 220 264 314 359 85 95 103 114 135 159 181 42 ( 153 173 188 209 252 299 342 79 88 96 106 126 148 168 43 I I I ( I 146 165 179 200 240 285 326 4 73 82 89 99 117 138 157 44 I 139 157 171 191. 229 272 311 ! 68 1 76 83 92 109 128 146 r, J i YY i &C �/uc�, PL AAR— / L(Qk T-C.Lr inPVC� Z F5F 'Apw LE. ra. ............... LOL- Z Y, (,b CAP '7 ............ CSIL. Mao L�CC AUO IA-) ZO%Zr� --� �� , �-a= 13 v � BZ� qo /* �� -off'j� 071> stir v� 4 IF Q � 1 G Sbj _� (2- 9OZ& Dzs lot- I NLU,3 C5 L Z sus I, o 1 6v� i AM`'I ,t- C - .\ � �g 651 - i i i z � ' . � . � � | � | . | | . / ' | . . � ! . ( / ! / ` � i ' | � | � . . GK Structural Engineering,LLC Project Title: Norp, )Gun Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Project Descr: (425)238-9137 ph 425,250.2384 f www.gkstructural.com Printed:11 FES 2014,116PM Concrete Beam File=C-."KS-11---PRO-lV-YR5--11YRDAB3-11-CALCS-11STRUCT-1.EC8 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.6.31 0.00: Licensee: Description: (N)Conc Slab-on-Deck Reinf(rebar) CODE REFERENCES Calculations per ACI 318-08, IBC 2009,ASCE 7-10 Load Combination Set: 2012 IBC&ASCE 7-10 Material Properties fc 112 = 4.0 ksi Phi Values Flexure: 0.90 fr= fc * 7.50 = 355.756 psi Shear: 0.750 W Density = 110.0 pcf 01 = 0.850 X LtWt Factor = 0.750 Elastic Modulus = 3,605.0 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 3 48 in Number of Resisting Legs Per Stirrup= 2 Load Combination 2012 IBC&ASCE 7-10 D(0.1%Q)(1)(0.1) D(0.YM@)8a(0.1) D(0.266) L(0.1) T . • . V 48"wx4" h 48"wx4" h 48"wx4" h Span=6.0 ft Span=6.0 ft Span=6.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=48.0 in, Height=4.0 in Span#1 Reinforcing.... 244 at 2.0 in from Top,from 0.0 to 6.0 ft in this span Span#2 Reinforcing.... 244 at 2.0 in from Top,from 0.0 to 6.0 ft in this span Span#3 Reinforcing.... 244 at 2.0 in from Top,from 0.0 to 6.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.06650, L=0.0250 ksf, Tributary Width=4.0 ft,(Mezz DL+LL) Point Load: D=0.60 k @ 3.0 ft,(Mech Unit Load) Load for Span Number 2 Uniform Load: D=0.06650, L=0.0250 ksf, Tributary Width=4.0 ft Point Load: D=0.60 k @ 3.0 ft,(Mech Unit Load) Load for Span Number 3 Uniform Load: D=0.06650, L=0.0250 ksf, Tributary Width=4.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.743: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.002 in Ratio= 30015 Mu:Applied -2.577 k-ft Max Upward L+Lr+S Deflection -0.007 in Ratio= 10342 Mn*Phi:Allowable 3.468 k-ft Max Downward Total Deflection 0 009 in Ratio= 7802 Load Combinatieh20D+0.5OLr+1.60L+1.60H,ILL Comb Run(LL*) Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 0.000ft Span#where maximum occurs Span#2 Cross Section Strength&Inertia Top&Bottom references are for tension side of section Max Mu (k-ft) Phi`Mn (k-ft) Moment of Inertia (in"4) Cross Section Bar Layout Description Bottom Top Bottom Top I gross Icr-Bottom Icr-Top Section 1 2-#4 @ d=2', 0.00 0.00 3.47 3.47 256,00 9.19 9.19 Section 2 2-#4 @ d=2', 0.00 0.00 3.47 3.47 256.00 9.19 9.19 Section 3 2-#4 @ d=2', 0.00 0.00 3,47 3.47 256.00 9.19 9.19 GK Structural Engineering,LLC Project Title: Norpo. �)6 Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Protect Descr: (425)238-9137 ph 425.250.2384 f www.gkstructural.com Printed:11 FEB 2014,1:36PM File=C."KS-I1-PRO-IV--YR5•-11YROA83-1NCALCS^�WMLICT-t.EC6 Concrete Beam ENERCALC.INC.1983.2013,Build:6.13.8.31,Vef:6.13.8.31 1.11: Description: (N)Conc Slab-on-Deck Reint(rebar) Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimunl 1.103 3.256 2.731 0.8"18 D Only 0.833 2.536 2.011 0.608 L Only,LL Comb Run(**L) 0.010 -0.060 0.390 0.260 L Only,LL Comb Run(*L7 -0.030 0.330 0.330 -0.030 L Only,LL Comb Run(*LL) -0.020 0 270 0.720 0.230 L Only,LL Comb Run(L*7 0.260 0.390 -0.060 0.010 L Only,LL Comb Run(L*L) 0.270 0.330 0.330 0.270 L Only,LL Comb Run(LLJ 0.230 0.720 0.270 -0.020 L Only,LL Comb Run(LLL) 0.240 0.660 0.660 0.240 D+L,LL Comb Run("L) 0.843 2.476 2.401 0.868 D+L,LL Comb Run(*L*) 0.803 2.866 2.341 0.578 D+L,LL Comb Run(*LL) 0.813 2.806 2.731 0.838 D+L,LL Comb Run(L*") 1.093 2.926 1.951 0.618 D+L,LL Comb Run(L*L) 1.103 2.866 2.341 0.878 D+L,LL Comb Run(LL*) 1.063 3.256 2.281 0.588 D+L,LL Comb Run(LLL) 1.073 3.196 2.671 0.848 Overall Maximum Deflections-Unfacto_red Loads Load Combination Span Max.""Defl Location in Span Load Combination Max"+Defl Location in Span D+L,LL Comb Run(L*L) 1 6.0092 2850 D+L,LL Comb Run(L*L) 40002 6.150 D+L,LL Comb Run(*L*) 2 0.0036 3.150 D+L,LL Comb Run(L*L) -0.0008 0.750 D+L,LL Comb Run(L*L) 3 0.0061 3.450 0.0000 0.750 22 1.0 - v eenr•>••» _ .1.4 o -2.1 z 1,70 3.45 5.20 6.85 8.60 10.35 12M 133S 15.50 17.25 Distance(ft) ■+IADp ■+1.20D.•O.SDI•+L601+1.66N.11 CO•nb Rw( L ■+1.20D+D.SOlH1.6DU1-6DH,LL Can6 R.• •V) ■+1.20O.O.SDI•+1.ODULODN.LLCenb Rw(lL) ■+1.2uD+O.SOl.+1.bOt+1.60N.Ll Comb R+•(t••) ♦l.2DDiB.St/l•11.601+1.iDN,IL CewO R••(�•l� +12DD+O.SOI•.1.6Bt+t.06H,ILL,Cenb t l•` R.t.2DD.0.SDl•+1.001+1.6gN.11 Canb R.•/llL) ■+1.2DD+I.6DL+D.SDS+I.6DN,ll CowO R.•(•t) ■+1.26D a1.6BL+0.SOS+I.6DN.11 CenO R.+(L•� •1L2DO+l.6D11D.5DS+f.6DN,lL Conb Ru+ ll)) ■11,2DP+I.601+0.SOS+1.bON,ll Cnn:R.•(l••) •+1.2DD+7.6DL+D.SDS♦1.60N.Ll Canb R+• L•l ■+/.2DD+1.6DL+O.SOL+1.60N.11 Can�R•• Ll• ■.1.2DDel6DL+0,SOt+l.6OH.LLCenb R..�lll) +f.2DD+t.60L•♦D.SOI.LL Canb R.•( l) ■+1.2oD+1.061•iB.SDI.II Cawp R•w(•l•) •+1.20D+1.ODl•10.SDl.11 CanO I'll') ■+12DD+I.6Dl•+DADI.LLConb R.-(L••) ■1f.2DP+1.60LHD.SOI,LLCanb R..IL•l3 •+1.20o+1.6D1.+0.SDl.ILCenb R.• l�• ■.1.2DD.1.60L•.0.5Dt.11 CanO R.+ Lll ■.126D+L.DDL..DJOw.11 Cana R•+(••l) •+1.20D+1.601•.D.80W,ll Conb R.+ •l ■+1.2DD+1.001•.0.80W.Ll CawO R«+ t 1 ■+1.2DD+1.60U+O.ODw,ILCewbft-(t*) ■+1.200.1.6DL.+DAOw ll CanOR.• t•L ♦1.206+1,6D1•.O:80W.11GnO R+n�ll• ■+LIDD+1.601.+0 ..:LLCenO Rw+jIILI ■+t.20D+D,SON1.60S,tlCenO R.wt l) ■+L.20D+O.SOlN.60S,llConOR+•�1•) ■.f.2OD10.501aL60t,Ll CenO R+• ll)) ■+1.2DD+D.SOl+1.6Di,ll Cenb R.-(L••) •+1.2DD+D.SOl+16DS.11 COwO R-+ l•l ■+120D+0.SOL+I OOL.LL Cana R••ll• ■+1.2D0.O.SOl.1.605,1\CenO R+•)Lll) ■+1.2DD+t.60S+080W ■+1.20D.D.SOI.+D.SOI♦/.6DW,ll Cens R+• •L)■♦1,200+O.SOI.+O.SOl.l60W.11 Canb R+• •L•) +I.2DD+D.50\�.D.SDl+I.6DW,LL Canb R••(ll) ■+1.2DD+O-SOl�+O.SOl.1.ODW.ILCenb R.•(L•• •+1.20D.6.SOl•+D.SOl+l.60w,1\C'nnO R."��•l)N+1,200+D.iDI.+D-SOl+l.60W.11C+nb Rw)�l•)N+1.20010.SDt•.ALDI+/.00W.LLCcnb R.•(l��) •+1.20D+D.SDI+D,SDt.I,-bow-L=R'..(•1��+1.2f1D+D:SOL+D.SOt+l.6DW,L'It R.•(l•) �+1,2DO+0.SOl.D,SOL+1.60W,llCanOR••�ll) D+1.2DD+0.S0l+O.SOS+1.6Dw,11CanbR--(l ) /+1.2DD+D.SOI♦B.SOS♦1.60W.Ll Cane R+• t•L ■+1.2OO.O.SOL.O.SOS+I.6DW,Ll COnORa• ll• ■+l.2DO+O.SBL+D,SDt♦1.6OW,lL[ena R.• ltl/ ♦1,20D+6.5 O1+D,2DS+C,LI Canb R+• l ■+1.2DD+D.SOl+D,2Dt+l.11Cnwb R++�•l•� ■.t.20D+D.SOl.0.20i+!,LLCanb R•"(•LLJ ■+1.2DD+O.SOL+O.dDt+R,ILConb R••(l••) ■♦f.200+O.SOl.0.2D5+l,Ll Camb R-•�l•l� ■+1.2DD+D.SDl+0.2O5+l,ll CawO Rw+ l\• •+1.206+O.SOl.0.2OS.C.LLCenb Rw(LLL) ■+D.9DD+l.6DW+1.60N �+D,ODD.t./.60H 2.0 0.9 BEAK.- -2.2 1.70 3AS 5,20 6.85 8.60 Was 12.00 13.75 15,50 17.25 Distance(ft) ■+tADO ■+t.200+0.SDl•+I.601+1.6OH.L LteneRw(.•l) ■+l.2DD+O.SDl.+/.601♦1.6ON,Ll Canb R••1•L•) ■♦1-20D.O.SDl.+1.601+i.ODN,LL Comb R+.(+ll) w.1.1D0+0.5DL•+1.601+1.60/1,tlCanD Rw l�••) ■+1.200+O,SOL.+1.6D1+7.6DH.LLCanb R++ l•l +1.206+D.SDI•.1.60L+1 ODN,ll Cane R••(�l•) ■+l.2DD.D.SDI•+1.6D1+1.60N,Ll Canb O+"1lL�lll]] •+1.20D.t.601+D.5OS.1.6DN.UCanb R.•.�K) ■+1.20O+L601.0.SOS+l.6DM,LL Canb R.• l•)) ■+I.ZDD+t.6DL+D.565+1.6DH,ll Cewb R.+ LL)) •+1.20D+1.601+0.SOL+I,6DN.LL CtlnO R++( •+{.20D.I.ODL+O.SOS+I40H,ll Can0O+• l•l ■+t.260+1.60L.D.SOS+I.6DN,IL Cen�R++)LL•) •+I.200+1.601.6,SOS+I,ODN.IICenbRw♦;ill) +1.200+I M1Dl•+D,SOI,IlCanO R.•( t •+1.lOD♦/.6D1.+0.SOl,ll Conb R+w(L•) ■+l.2DD.1.ODl•+O.SOI,II Conb R.-1 ll) •+1.20D+1.6B1•.D,SDI,II Cenb R.w(L••) ■ .1.20D+1-601•.OSOl.1LConb R.•(L•lf ■+f.20D+1,60/•+0.50L,ll Canb R.•Ll• ■.1.LDD+I.00L..O.SOI,II Ce•le R.+ Lll ■+1.20D+I.BDI•+O.ODW,Il CawO R••�••J ■./,200♦t.M1DI•+D.Sow,ll COnO R.+(•l •+1.20D+1.6DL•♦0.8DW,ll CawO R+"(+i) ■+i.20D+1.601.+D.00W.tl Cenb Ru•��• ) •+1.2DD.I.601•+OADW,IL CanO R+• l•tI) •1.20D+1.601•.0.60W.11 Cenb R.•lll• t+1.2DP+1.601•10,80W,llConO qw•Lll ■+/.20D+O,SOL+l.60i.11 CDnO R.w l)) ■.l.ZDO+D.SDl+1.ODS.II Comb R•+/l•)) R+1,206+B.36L+1.6OS.tl[an0 R++1 ll ■♦i.200+D.SOl+1.6DS.lLCanO R..(l••) •+1.20D+6,501+1.6DS.LL CbwORr-)t•L) •+1,2DO+D.SOl.1.60L.lLCewb R.•(Ll•) ■•1.2DD.O.SOl.1.60L,lLGnbq.•`LLL ■+1.200+1.60S+D.DOW ■.1.20D+D.SOI.+D,SOl+1.60W.Ll ConD R.• ••LJa+1,2OD+D.SOI.+O,SDl+1.bOW,I LCenb Rw.. •L•1 ♦1.20D+O.SDL.+D.SOl+1,►OW.11 Cbnb Ru•(•ll) ■.1.200+0.501..D.SDl+1,60W.11Canb R••(�••)�+1.20D.D.SOL.+*.sot+1.60W,ILCanO R.•l•L ■+1.20D.0.SOl.♦O SOl.1.bOW.LLCawb R.-)�1•(■+t.200.0.f Dl•+D.SDt+1.60W,llGn6 R.•((`ill) ■.J.ZOD+O.SDt+a.SOS+f.6DW.11 Canb R+•( •L) OI+t.2DO+0.5DL+D.SDt+l.60W LLConOR++``L• ■+l.2DD.0.SDL.0 SOS.1 ltOW,lL Cenb R.• ll ■+1.2DO+O.SDL+D.LOS+I.6OW,llGanO R.. ••) •i1,26O+B.S6t+D.5DS+t.66W.11 Canb R.• L•L ■+1.2DO+O.SDI+D.SOS+I.ODW,LLConb R.•(LL+J •+/.2DO.O56L.O.SOS♦1 boW,ll Cone R.•Illl; ♦1.20O.6.SOI+6.ZG%.F_ILCOns R+•(•l1 ■+S.IDD+O.SOL.D,20S+F,ll Cew6 R.•(•l•) ■+l 2DD+D.SOl+D.2D 101 Ltc.-6R+•(•lL' •41.10010-501+D.26L+e,l lC-64-(l••) ■+1.lOD.O.SOl+D.20S+8.11 C..DR.•ll•l) ■+f.20D♦D.SDI♦0.205♦l,ll CO•ID R.-(ll• ■+t.2 DD 10.SO1+D.10t+l,LLCanb R+- l/l •10.60D.1.6DW+I.bON ■+D,ODD.l41.60N 0,002 KA24- -0.001 v .0.004 •0.007 -0.009 1.35 3.15 4.95 6.45 3.55 10.35 12,15 1335 15,15 16.95 O.Ou Distance(ft) ■DO•ly ■D+L.LLCamb Ru•[••'� ■D+L.LLCanb Ru•[•L•) ■D+L.LLCamb R••[•LL) ■D+I.LLCamb Ru+[L••) ■D+L.ILCaw6 Ru (L•L) mD+L.LLCanDR•-(LL•) OD+L.LLCamb Ru (LLL ■DO•lI ■LO•Iy.LLCawO R••[ Lj■l0•Iy,LLCan6 Ru•(•L•]�l0•Iy.LICanD Ru-(•Ll]■LO•Iy.LLC.m R••[L••)�LO•Iy.LLCemb Ru•[L•L)�LO•Iy,LLCamb R••[LL•) LO•ly,LLCamb Ru-[LI ■D+L,LLCanb R••(••L) ■D+L,LL Caw.Ru•[•L•) ■D+L,LLCamb Rue(•LL] ■D+L,IL COnD Ru•(L••) ■D+L,Ll Canb R+•[L•L] ■D+l,II GOTD R••(ll•) ■D+L,LLCanb R+•(LLL) GK Structural Engineering,LLC Project Title: No °un Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Project Descr: (425)238-9137 ph 425.250.2384 f www.gkstructural.00m _ __ Prinled:11FM2014,1:37PM File=t+-�Gt l%-PRO-IMYRS-t1YRDkB3-11-CALCS-1eMWT-1.EC6 Concrete Beam ENERCALC,INC.1983-2013,Build:6.13.8.31.Ver:6.13.8.31 Lie,#: KW-06008655 Licensee: GK STRUCTURAL ENGINEERING LLC Description: (N)Conc Slab-on-Deck Check Cant. CODE REFERENCES Calculations per ACI 318-08, IBC 2009,ASCE 7-10 Load Combination Set: 2012 IBC&ASCE 7-10 Material Properties fc 1/2 = 4.0 ksi Phi Values Flexure: 0.90 fr= fc " 7.50 = 355.756 psi Shear: 0.750 y! Density = 110.0 pcf R 1 = 0.850 X LtWt Factor = 0.750 Elastic Modulus = 3,605.0 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar 60.0 ksi - E-Stirrups = 29,000.0 ksi ". = - E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 48 in Number of Resisting Legs Per Stirrup= 2 Load Combination 2012 IBC&ASCE 7-10 D 0.266 L 0.1 D 0.266 L 0.1 D 0.266 L 0.1 48"wx4" h 48"wx4" h 48"wx4" h Span=6.0 ft Span=6.0 ft Span=3.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=48.0 in, Height=4.0 in Span#1 Reinforcing.... 244 at 2.0 in from Top,from 0.0 to 6.0 ft in this span Span#2 Reinforcing.... 244 at 2.0 in from Top,from 0.0 to 6.0 ft in this span Span#3 Reinforcing.... 244 at 2.0 in from Top,from 0.0 to 6.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.06650, L=0.0250 ksf, Tributary Width=4.0 ft,(Mezz DL+LL) Load for Span Number 2 Uniform Load: D=0.06650, L=0.0250 ksf, Tributary Width=4.0 ft Load for Span Number 3 Uniform Load: D=0.06650, L=0.0250 ksf, Tributary Width=4.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.622: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.008 in Ratio= 9494 Mu:Applied -2.156 k-ft Max Upward L+Lr+S Deflection -0.014 in Ratio= 5188 Mn*Phi:Allowable 3.468 k-ft Max Downward Total Deflection 0.018 in Ratio= 4074 Load Combinatich20D+O.5OLr+1.60L+1.60H,LL Comb Run(L*L) Max Upward Total Deflection -0.003 in Ratio= 24677 Location of maximum on span 0.000ft Span#where maximum occurs Span#3 Cross Section Strength&Inertia Top&Bottom references are for tension side of section Max Mu (k-ft) Phi*Mn (k-ft) Moment of Inertia (inF4) Cross Section Bar Layout Description Bottom Top Bottom Top I gross for-Bottom la-Top Section 1 2-#4 @ d=2*, 0.00 0.00 3.47 3.47 256.00 9.19 9.19 Section 2 2-#4 @ d=2-, 0.00 0.00 3.47 3.47 256.00 9.19 9.19 Section 3 2-#4 @ d=2', 0.00 0.00 3.47 3.47 256.00 9.19 9.19 GK Structural Engineering,LLC Project Title: Norpoil \In Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Pro)ect Descr: (425)238-9137 ph 425.250.2384 f www.g4tructural.com Printed:11 FEB 2014,1:37PM - Flle=C:1-.GKS-I%-PRO-II-YR5--IIYRDA83-1k-CALCS-11STRUCT-I-EC6 concrete Beam ENERCALC,INC.1983-2013,Build:6.13.8.31.Ver:6.13.8.31 Description: (N)Conc Slab-on-Deck-Check Cant. Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXImum 0.930 2.446 2.302 D Only 0.648 1.696 1.646 L Only,LL Comb Run(**L) 0.019 -0.112 0.394 L Only,LL Comb Run(*LJ -0.037 0.375 0.263 L Only,LL Comb Run(*LL) -0.019 0.263 0.656 L Only,LL Comb Run(L*J 0.263 0.375 -0.037 L Only,LL Comb Run(L*L) 0.281 0.263 0.356 L Only,LL Comb Run(LLJ 0.225 0.750 0.225 L Only,LL Comb Run(LLL) 0.244 0.637 0.619 D+L,LL Comb Run(**L) 0.667 1.583 2.040 D+L,LL Comb Run(*L*) 0.611 2.071 1.908 D+L,LL Comb Run(U) 0.630 1.958 2.302 D+L,LL Comb Run(L-) 0.911 2.071 1.608 D+L,LL Comb Run(L*L) 0.930 1.958 2.002 D+L,LL Comb Run(LL*) 0.873 2.446 1.871 D+L,LL Comb Run(LLL) 0.892 2.333 2.265 Overall Maximum Deflections-Unfactored Loads _ Load Combination Span Max.""Dell Location in Span Load Combination Max "-DeB Location in Span D+L,LL b73 Comb Run(L*L) 1 0.0 2.850 D+L,LL Comb Run(L*L) -0.002 .150 D+L,LL Comb Run(L*L) 2 0.0003 6.075 D+L,LL Comb Run(L*L) -0.009 3.750 D+L,LL Comb Run(L*L) 3 0,0177 3.000 0.0000 3.750 1.6 � 0,7 v BEA97�•» 22 1.45 2.35 4.45 5.95 735 8.85 10.35 11.85 1330 14.80 Distance(Ft) /+1.40D /♦1.300+0.SOl•♦t.6D1+1.60X.LLConb R.•(••L// ■+1.SOD+O.SDL.+1.601+1.60N.11CemO R••(.l•) ■+1.2DD+O.SOI•H.60l+I.ODM,II CO•ID R.•(•ll) ■+1.1DD♦D.SOL•♦t.60L♦1.60N,Il GenD N.•Il'•) n♦1�20D+D.SOI.+t.601+1.6DH.11 Can6 A..tl•l) ♦I.iDD+D.'Dt.+1,bbt+1.60N.Ll Com:Rw+IILL•l) ■♦1.i0P+I F'DL+O.I S+l60N,ll CemDRw Lll •+1.100+1.6DL•O.SOS+1,60N,lLCemO R••(••l) ■+1.2DDet.00t+D.SDS♦/.bOH.11CamO R.• •l•) ■+I,2OO+t.60l+D.SOS+1.6bH,llc.-64+1 ll ■+1.2DD+1-6Dt+0.565+160N.11teno R.w(L••) ■+1.2DD+1.bDl+D,SOS+1.6D11,ll ComO A.•(l•t) ■♦l.2DD+16Dl+D.SOS+I.bDN,LICon�R.•)ll•) ■+I.T.OD+t.60L+D.SOS♦1.60N,Ll CamD R••)lll� +t.2DD+1-6D1•+O.SOI.It Cem04„•(••4) a+t.2DD+1.601•+O.SOI.II Cemb R.w�l•) ■+1.2DD+t.6Dt•+D.Sgl,ll CenD A•+ ll)) ■+I,1DD+t.601•+O.SDt.11 Comb R.w iL••)) •+I.iDD+L.601•+O.SDl.ll tom:R.w l•l ■+1.20D+1601•+D.SDL.Il CemO R,r" Ll•(l!! 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ECIS File=Ca-dKS-tt-.PRO-11-YR5.-11YRDAB3-11-CALCS-1�STRUCT-1.EC6 General Beam Analysis ENERCALC,INC.1902013,Build:6.13.8.31,Ver:6.13.8.31 Description: CMU wall brace force General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 6.0 ft Area= 1.0 in"2 Moment of Inertia = 1.0 in^4 Span#2 Span Length = 6.0 ft Area= 1.0 iri Moment of Inertia = 1.0 in^4 Span=6.0ft Span=6.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 1 Moment: D=0.40 k-ft,Loc=0.0 ft in span DESIGN SUMMARY -- - -- 0.08333 k Maximum Bending= 0.400 k-ft Maximum Shear= Load Combination D Only Load Combination D Only Location of maximum on span 0.000ft Location of maximum on span 0.000 It Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.044 in Max Upward Total Deflection -0.014 in Maximum Forces&Stresses for Load Combinations _ Load Combination Max Stress Ratios Summary of Moment Values Summary of ShearVahres_ Segment Length Span# v M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope 0.08 Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 Dsgn.L= 6.00 ft 2 -0,10 0.10 0.02 D Only 0.08 Dsgn.L= 6.00 It 1 0.40 -0.10 0.40 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +D+L+H 0.08 Dsgn.L= 6.00 It 1 0.40 -0.10 0.40 Dsgn.L= 6.00 It 2 -0.10 0.10 0.02 +D+Lr+H 0.08 Dsgn.L= 6.00 ft 1 0.40 -0,10 0.40 Dsgn.L= 6.00 It 2 -0.10 0.10 0.02 +D+S+H 0.08 Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +D+0.750Lr+0.750L+H 0.08 Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 Dsgn.L= 6.00 It 2 -0.10 0.10 0.02 +D+0.750L+0.750S+H 0.08 Dsgn.L= 6.00 It 1 0.40 -0.10 0.40 Dsgn.L= 6.00 It 2 -0.10 0.10 0.02 +D+0.60W+H 0.08 Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +D+0.70E+H 0.08 Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +D+0.750Lr+0.75OL+0.450W+H 0.08 Dsgn.L= 6.00 ft 1 0.40 -0,10 0.40 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +.D+0.750L.,0.750S+0.450W+H 0.08 Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 GK Structural Engineering,LLC Project Title: Norpoin Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Project Descr: (425)238-9137 ph 425.250.2384 f www.gkstructural.com Printed:11 FEB 2014, 1:37PM General Beam Analysis File=Q"�KS-1�-I%--Y -IIYROA83-1%-CALCS-1WTRUCT-I.EC6 ENERCALC,INC.1983-2013,Bvlld:6.113b.31,Ver:6.13.8.31 r.r1: Description: CMU wall brace force Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me-Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 0.08 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 6.00 ft 1 0.40 -0.10 0.40 0.08 Dsgn.L= 6.00 ft 2 -0.10 0.10 0.02 +0.60D+0.60W+H Dsgn.L= 6.00 ft 1 0.24 -0.06 0.24 0.05 Dsgn.L= 6.00 ft 2 -0.06 0.06 0.01 +0.60D+0.70E+H Dsgn.L= 6.00 ft 1 0.24 -0.06 0.24 0.05 Dsgn.L= 6.00 ft 2 -0.06 0.06 0.01 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+Defl Location in Span D Only 1 0.0439 2.308 0.0000 0.000 2 0.0000 2.308 D Only -0.0140 2.538 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAiumum -0.083 �0A00 -6.017 D Only -0.083 0.100 -0.017 GK Structural Engineering,LLC Project Title: Norpoi, in Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID. YR5-13-061 Kirkland,WA 98033 Protect Descr: (425)238-9137 ph 425.250.2384 f www.gkstructural.00m Printed:11 FEB 2014,1:37PM File=C,."KS-II--PRO-II-YR5--IIYRDA83-11-CALCS-t1STRUCT-1.EC6 Wood Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 r rr - Description: Wood bracing whaler CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10 Load Combination Set: 2012 IBC&ASCE 7-10 Material Properties Analysis method: Allowable Stress Design Fb-Tension 575 psi E:Modulus of Elasticity Load Combination 2012 IBC&ASCE 7-10 Fb-Compr 575 psi Ebend-xx 1100ksi Fc-Prll 575 psi Eminbend-xx 400 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 140 psi Ft 375 psi Density 27.7 pcf Beam Bracing : Completely Unbraced D(0.1) 6x6 Span = 8.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.10, Tributary Width=1.0 ft,(brace force) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.669 1 Maximum Shear Stress Ratio = 0.140 : 1 Section used for this span 6x6 Section used for this span 6x6 fb:Actual = 346.21 psi fv:Actual = 17.66 psi FB:Allowable = 517.50psi Fv:Allowable = 126.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 4.000ft Location of maximum on span = 7.562 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<600 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<600 Max Downward Total Deflection 0.111 in Ratio= 868 Max Upward Total Deflection 0.000 in Ratio= 0<600 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.-=Defl Location in Span Load Combination Max.-+Del Location in Span D Only 1 0.1105 4.029 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 vera ` 1mum 0.400 0.400 D Only 0.400 0,400 GK Structural Engineering,LLC Project Title: Norpo, lun Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Proiect Descc (425)238-9137 ph 425.250.2384 f www.gkstructural.com Printed.Ii rFaao'°.1:37PM - Flle=Q"KS-1I-PRO-IF-YR5--I1YRDAW-IVCALC5-11STRUCT-1.EC6 Wood Beam ENERCALC,INC.1983-2013,Bulld:6.13.8.31,Ver:6.13.8.31 M-060081555 Description: Wood bracing whaler 0.92 0.61 0.41 f 020 i_ 8fAD�s> 076 1.56 2.36 3.18 3.97 4.79 558 6.39 7.18 8.00 DIStar>=e(ft) e ■+ +D+0.•DO•ly •+D+L+M D+I�+H ++D+S+N ++D+00560LL.++DD.750D1L++0M.550E+N/+D+077550 L++D..775500S5+D ■ . +D+D.60W+H a+D+ D+0.750L.+D.7SDL+D.4SOW+H D+ 7SOL+D.75D5+D.4SDW+H D+ 75D7DE+X ■ +ND.5250E+ +D.6DD+D.6DW+H ■+D 6OD+0.70E+H 0.41 0.20 u eEAr•W-» `m r -020 -0.41 0.76 1.59 2.36 3.18 3.97 4.79 5.58 6.39 7.16 BAO D7stame(ft) ■DO•ly ■+D+L+H ■+D+Li+H ■+D+S+M •+D+0.75DL.+D.750L+H ■+D+0.750L+D.7505+H +D+O.6DW+H ■+D+0.70E+H ■+D+D.7SDL.+D.75DL+D 45DW+I1 •+D+0.75DL+0.75DS+DA50W+H +D+0.750L.+D.750L+D.5250 E+H +D+0.750E+D.750 S+0.525DE+ •+0.6DD+0.6DW+H ■+D 610D+0.70E+H BEAM-- -0.03 c -0,06 O -0.08 -0.11 0.76 L55 234 3.12 3.91 4.70 5.49 628 7.07 7.85 Distance(Ft) ■DO.Iy r t• r GK Structural Engineering,LLC Project Title: Norpoi idn Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID: YR5-13-061 Kirkland,WA 98033 Project Descr: (425)238-9137 ph 425.250.2384 f www.gkstructural.com Pdnted:11 FEB 2014,1:37PM File=C:"KS-1%--PRO-II-YR5--1tYROA83-11-CALCS-11STRUCT-1.EC6 Steel Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Licensee: GK STRUCTURAL ENGINEERING LLC KW-06008655 Description: WF Ductwork Temp Support Beams(25'span) CODE REFERENCES Calculations per AISC 360-05, IBC 2009,ASCE 7-10 Load Combination Set: 2012 IBC&ASCE 7-10 Material Properties - -- - Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2012 IBC&ASCE 7-10 D(0.08) i V V Span =25.0 ft W8x15 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010 ksf, Tributary Width=8.0 ft,(Ductwork support load allowance) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.967: 1 Maximum Shear Stress Ratio= 0.030 : 1 Section used for this span W8x15 Section used for this span W8x15 Ma:Applied 7.431 k-ft Va:Applied 1.189 k Mn/Omega:Allowable 7.683 k-ft Vn/Omega:Allowable 39.739 k Load Combination D Only Load Combination D Only Location of maximum on span 12.500ft 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 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.605 In Ratio= 496 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 Only 1 0.6054 12.625 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 9 D Only 1.189 1.189 Steel Section Properties : W8x15 Depth = 8.110 in I xx 48.00 in^4 J = 0,137 inA4 Web Thick = 0.245 in S xx 11.80 in^3 Cw - 51.80 in"6 Flange Width = 4.010 in Rxx = 3.290 in Flange Thick = 0.315 in Zx = 13.600 in"3 Area = 4.440 in^2 I yy = 3,410 in^4 Weight = 15.114 plf S yy = 1.700 inA3 Wno = 7.810 inA2 Kdesign = 0.615 in R yy = 0.876 in Sw = 2.470 in"4 K1 = 0.563 in Zy = 2.670 in^3 Of = 2.310 inA3 rts = 1.060 in rT = 1.030 in Chu = 6.640 in^3 Ycg = 4,055 in GK Structural Engineering,LLC Project Title: Nor oh �n Range Fire Repair 608 State St S,Suite 100-D Engineer: JJG Project ID; YR5-13-061 Kirkland,WA 98033 Project Desec (425)238-9137 ph 425.250.2384f www.gkstfucturaLoom_ _ _ Printed:11 FEB 2014,1:37PM File=Q"KS-IVPRO-11-YR5--flYRDAB3-1FCALCS-11$TRUCT-1.EC6 Steel Beam ENERCALC.INC.1983-2013,Bulld:6.13.8.31,Ver:6.13.a31 Description: WF Ductwork Temp Support Beams(25'span) 7.6 .= 3R =- m E 0 2: 1.9 /r GEAI » 2.38 4.86 738 9.88 12.38 14.88 1738 19.88 2238 24.88 Distance(ft) p O„ly ■+D+L+H ■+D+L�+H ■+D+S+H ■+D+D.7SOL:+0.75DL+H s+D+D.750L+D.7565+N •+D+D.60W+H C+D+0.70E+X ■+D+0.7SDL-+D,7SDL+0.4SOW+X ■+D+D.75DL+D.7SO5+0.4SDW+H ■+D+D.756L+D.)SDL+D.SLSO E+H +D+0.75DL+0.75 DS+D.525DE+ ■+0.60D+0.60W+X W+D.6DD+D.7DE+H 1.2 0.6 BEAM- L -0.6 -1.2 2.38 4.88 7.38 9-88 12.38 14.88 17.38 19.88 22.38 24.88 Distance(ft) ■DO•ly ■+D+L+M ■+D+I+M ■+D+S+X ■+D+D.750L•+0.750L+H +D+0.750L+0.750S+M .+D+D.6DW+H ■+D+0.70E+H ■+D+D.7SOL,+D.750L+D.4SDW+M ■+D+D.75DL+0.7SDS+D.4SDW+H ■+D+0.75DL•+D.7501+0.52 SOE+H +D+0.750L+D.7505+O.S25DE+ ■+0.60D+0.6DW+H ■+D.60D+0.7DE+H BEANt.-» -0.35 "0 -0.46 -0 62231.1 2.25 4.63 7.00 9.38 11.75 14.13 1650 18.88 2125 Distance(ft) DOnly o GK Structural Engineering,LLC Project Title: No un Range Fire Repair 608 State St S,Suite 100-D Engineer JJG Project ID: YR5-13-061 Kirkland,WA 98033 Protect Descr: (425)238-9137 ph 425.250.2384 f W_WW.LCStNC�UfiII.00nI� Printed:ll FEB 2014,1:36PM ASCE Seismic Base Shear File=c:� �Ks=,-�Ro-1t_vt =;IYRDAWIIWrit:cs-; ucr-1.�cs ENERCALC,INC.1983.2013,Build:6.13.8.31,Ver.6.13.8.31 1.1 0: SDS for CMU Wall bending check Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,III,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&Slvalues ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = 0.000 deg North SS = 1.0276 g,0.2 sec response Longitude = 0.000 deg West S 1 = 0.3997 g,1.0 sec response Location: Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 tttsec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.09 ASCE 7-10 Table 11.4-7&11.4-2 (using straight-line interpolation from table values) Fv = 1.60 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.119 ASCE 7-10 Eq.71.4-1 S M1=Fv*S1 = 0.640 ASCE 7-70 Eq.17.4-2 Design Spectral Acceleration S -S *2/3 0.746 _ �� ASCE 7-10 Eq.11.4-3 DS MS S D1 S M1*213 = 427 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 Resisting SyIstem _ASCE 7-70 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Ordinary reinforced concrete shear walls Response Modification Coefficient "R" = 4.00 Building height Limits: System Overstrenglh Factor "Wo" = 2.50 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C'Limit: No Limit Category"D'Limit: Not Permitted NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit Not Permitted Category"F"Limit Not Permitted Redundancy Factor ASCE 7-10 Section 12.3.4 Seismic Design Category of D,E,or F therefore Redundancy Factor"p"=1.3 Lateral Force Procedure ASCE 7-10 Section 72.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-10 12 8 Determine BuildingPeriod eriod Use ASCE 128-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 °hn":Height from base to highest level = 25.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn"x) = 0.224 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period°Ta"Calculated from Approximate Method selected = 0.224 sec "Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS Short Period Design Spectral Response = 0.746 From Eq.12.8-2, Preliminary Cs = 0.187 "R":Response Modification Factor = 4.00 From Eq.12.8-3&12.84,Cs need not exceed = 0.477 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8.6, Cs not be less than = 0.033 Cs:Seismic Response Coefficient = = 0.1865 N a r v _ �_ � � � �� n=_ �� i � � i { � :-. : �� L'YA4A�S� �;!��•.;.}.:r� .cif.: ".WM'''�� (� I� �!E � � .i,�� '� � '' �r �+ -.J !f ^:_� _:�_._ ,k- --- _�-,� --- — Il1 00 N = o I y ID Q � U1 It � QGD cn } cn m # � v qC U Go 3 Of o r— e, d- 0 4 o C Q(U in i Z N z4 � I 1 yW v \J H N I) N = n n n a7 , W o 3 1 x J CO m G oil d O O o V p P O O 1 S lh 1'1 t'j W I C L L L of N ° d o p m m m J J J p aG p. 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ARCHITECTS 960 South Harney Street MATERIALS SCIENTISTS Seattle,Washington 98108 206.622.1441 tel 1 206.622.0701 fax www.wje.com Via Email ' April 22,2014 Ms. Serena Larson York Specialized Loss Adjusting 99 Cherry Hill Road, Suite 102 Parsippany,NJ 07054 Re:Norpoint Gun Range WJE No. 2014.1804 York Claim No. LXFD-1728A9 Carrier Claim No.646-194515 001 Dear Ms.Larson: At your request, Wiss, Janney,Elstner Associates, Inc. (WJE) has made a limited structural evaluation of fire damage to steel ceiling joists at the Norpoint Gun Range located at 8620 172nd Street NE, in Arlington, Washington. We understand that a fire occurred in one of three enclosed indoor shooting lanes on November 9, 2013. You requested that we make a site visit to inspect the steel ceiling joists of the shooting lane to determine the extent of fire damage, and structural repair required. In addition, you have requested that we review the scope of repair work for these joists included in structural repair drawings prepared by others. Background The Norpoint Gun Range building is a single-story steel framed and metal clad building(Figure 1). The building floor is a concrete slab on ground. The overall building is roughly 175 feet in the north-south direction by 105 feet in the east-west direction. The building was reportedly constructed in 2001. Inside the steel frame building are three enclosed shooting lanes, which are about 85 feet long and 22 feet 4inches wide (Figure 2). The walls of the shooting lane are comprised of concrete masonry units (CMU) of 8 to 12 inch thickness depending on location,with a CMU wall height of 12 feet(Figure 3). The CMU walls support 14 inch deep steel joists at 48 inches on center, which run in the east-west direction and span the 22 feet 4 inch lane width. The steel joists are top chord bearing and support a metal deck with 4 inches of concrete topping. A fire occurred in Shooting Lane 2 when "tracer bullets"were fired which ignited the rubber backstop. Investigation Mr. Zeno Martin,P.E., S.E., of WJE visited the site on April 3,2014. The purpose of our site visit was to inspect the damage and obtain limited measurements of joist deflections using a laser level. We also reviewed a nineteen sheet set of Architectural Drawings from Circa Design Group, dated April 21, 2000; and a six sheet set of Fire Damage Repair drawings from GK Structural Engineering, LLC, dated February 12,2014. Headquarters&Laboratories—Northbrook,Illinois Received Atlanta I Austin I Boston I Chicago I Cleveland I Dallas I Denver I Detroit I Honolulu I Houston IJUL 0 8 Z014 Los Angeles I Minneapolis I New Haven I New York I Princeton I San Francisco I Seattle I Washington,DC oyc�,r� 1Jl 0 9,61 REVISED 1 ENGINEERS Ms.Serena Larson ARCHITECTS York Specialized Loss Adjusting E MATERIALS SCIENTISTS April 22,2014 Page 2 Findings The fire occurred in the south end of Shooting Lane 2 in the rubber pile used to stop bullets. Lanes 1 and 3 were not affected by the fire, and were open to the public for shooting, while Lane 2 has been closed due to fire damage. All shooting lanes have the same ceiling joist construction. For reference in our inspection,joists were numbered 1 through 21 with number 1 starting at the south end of Lane 2. Lane 2 Joists 1 through 7 had observable deformation at the top flange along with vertical deflection. Closest to the fire were Joists 1 through 3, and these had the largest deformations (Figures 4 and 5). Typical deformation was top chord lateral buckling(Figure 6).Joists 8 and 9 had lateral sweep of the top flange of I inch and 0.75 inches, respectively. These same joists had vertical deflections of 0.53 inch and 0.41 inches. Joists 10 through 15 had vertical deflections all less than 0.30 inches, and no significant observable deformation. Joists 16 through 21 had no unusual deflections or deformations. The manufacturer's plastic joist tag near the top flange was not melted on Joists 16 through 21. Wall,joist, and ceiling surfaces were covered with black soot throughout Lane 2. Lane 3 Joist deflections in Lane 3 were taken to establish a control from which to compare deflections in Lane 2. The average mid-span deflection (downward) of six different joists in Lane 3 was 0.32 inches. Lateral sweep in bottom chords of up to 1 inch was observed in several joists. There was no evidence that elevated temperatures occurred in Lane 3 such as blistered paint on the CMU walls, joists, or melted plastic joist tags. Drawing Review The scope of repair work in the Fire Damage Repair drawings from GK Structural Engineering (GK) includes removal and replacement of all joists in Lane 2 except the northern three (Joists 19, 20 and 21). The metal deck with 4 inches of concrete fill that is supported by Joists 1 through 18 is also shown to be removed and replaced in the drawings. The GK drawings also specify a total of eighteen temporary shoring supports to prevent lateral movement of existing CMU walls,which are to remain. Discussion The American Institute of Steel Construction (AISC) publishes a document' describing the behavior of structural steel during a fire, and addresses reuse of structural steel in a building after it has been affected by fire. In the assessment of fire exposed steel,AISC defines three categories to classify fire affected steel members as follows: Category 1: Straight members that appear unaffected by the fire, including those that have slight distortions that are not easily observable. 'Alfawakhiri,F.,Gewain,R.,Iwankiw,N.,"Facts for Steel Buildings-Fire,"AISC,2003,pp.33-36 ENGINEERS Ms.Serena Larson WJE ARCHITECTS York Specialized Loss Adjusting MATERIALS SCIENTISTS April 22,2014 Page 3 Category 2:Members noticeably deformed but could be heat straightened if economically justified. Category 3: Members severely deformed that only under extreme circumstances would repair be given any consideration. Steel members determined to be Category I or 2 are unlikely to have exceeded 1,300 degrees Fahrenheit for any appreciable length of time.Testing has shown that steel that has not experienced extended periods of temperatures in excess of 1,300 degrees Fahrenheit can be assumed to have no permanent changes in their properties upon return to ambient conditions.2 Conclusions In Lane 2, Joists 10 through 21 are considered Category 1 per AISC, indicating that no significant metallurgical or structural degradation has occurred. Therefore,these joists are structurally unaffected by the fire and are suitable for continued use as is. These joists do not require removal and replacement for any reason related to structural damage caused by the fire. Joists I through 9 require repair or removal and replacement since they have observable deformation caused by the fire. The scope of work in the GK Structural Engineering drawings includes more joist replacement and associated repairs than we think is necessary. The GK repairs include removal and replacement of nine joists (Joists 10 through 18)that we conclude have not been structurally damaged by the fire. In addition, the eighteen shoring supports for the CMU wall are unnecessary since the top of the CMU walls to be shored are supported and restrained from lateral movement by the attached ceiling diaphragm over Lanes I and 3 and the portion over Lane 2 which will remain in place. Please let us know if you have any questions or comments. Sincerely, �� w WISS,JANNEY,ELSTNER ASSOCIATES,INC. 3866A t� Zeno. artin,P.E., S.E. ,�� Pro' t Manager AL •�l�L jZol+ p:\2014\1001-2000\2014.1804 norpoint range(zm)\report\norpoint structural evaluation.doex 2 Tide,R.,"Integrity of Structural Steel After Exposure to Fire,"AISC Engineering Journal,First Quarter 1998,pp.26-38 EENGINEERS Ms.Serena Larson ARCHITECTS York Specialized Loss Adjusting MnrLFUAtS SCIENTISTS April 22,2014 Page 4 J Figure 1. North elevation and entry at Norpoint Gun Range. Y ,� - i lamw�� s� I I I l J I �@c \ J I r� al �L�41 �C e AIMA I ;/ � i Y71 6999 I — z .. F OTT J 4.tT,G�AQG iYy7S' i h4J r.-� -'- ® ... Figure 2. Floor plan of building. North is left. The fire was confined to Lane Area 2. ERCENGINEERS Ms.Serena Larson ARCHITECTS York Specialized Loss Adjusting MATERIALS SCIENTISTS April 22,2014 Page 5 i Figure 3. Shooting Lane 3, looking north. Typical subject steel joists shown with arrows. ENGINEERS Ms.Serena Larson WJE ARCHITECTS York Specialized Loss Adjusting MATERIALS SCIENTISTS April 22,2014 Page 6 Pow t 1 I Al A Figure 4. South end of Shooting Lane 2 at location of fire, Joist I (arrow)has visible deflection. EENGINEERS Ms.Serena Larson ARCHITECTS York Specialized Loss Adjusting MATERIALS SCIENTISTS April 22,2014 Page 7 - ` I • i 1 •. ..`. .tip. ••1 .(r Figure 5. South end of Shooting Lane 2,joists have visible deformation at top chord(arrows). 0 WJEfNGINFERS Ms.Serena Larson ARCHITECTS York Specialized Loss Adjusting MAEERIALS SCIENTISTS April 22,2014 Page 8 L Figure 6. South end of Shooting Lane 2, Joist 4 has visible deformation at top chord (arrow).