The URL can be used to link to this page

BLD2019-0536iuuiiii, Ci -k OF E Mp _ ° CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 ��c, 1890 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 11/18/2019 T Permit #: BLD20190536 Expiration Date: Parcel No: 27032300408800 Project Address: 160 WEST DAYTON ST, EDMONDS. PAIVPEA-11�OWNER APPLICANT CONTRACTOR HARBOR SQUARE ATHLETIC CLUB NAGEL SPORT LLC BOURNE GENERAL CONTRACTING C/O PORT OF EDMONDS C/O JEFFREY NAGEL C/O JAMIE BOURNE MATTHEW STEWART 160 WEST DAYTON 500 6TH AVE S 1420 NW GILMAN BLVD #2216 EDMONDS, WA 98020-7214 EDMONDS, WA 98020 ISSAQUAH, WA 98027 (425)778-3546 (425)672-3696 LICENSE #: CUSTO EXP: O' 1 _ DEMOLISH EXISTING INTERIOR WALL (NON STRUCTUAL). REPLACE WITH STRUCTURE STEEL INTERIOR WALL DESIGN AND OPENING. NEW COURT SURFACE MATERIALS, NEW PAINT. VALUATION: $278,000 PERMIT TYPE: Commercial PERMIT GROUP: 04 - Alteration/Remodel GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: 3-B RETAINING WALL ROCKERY: OCCUPANT GROUP: A3 OCCUPANT LOAD: FENCE: 0 X 0 FT. CODE: 2015 OTHER: ------- OTHER DESC: ZONE: NUMBER OF STORIES: 0 VESTED DATE: NUMBER OF DWELLING UNITS: 0 LOT #: BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 1BEDROOMS: 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13EDROOMS:0 13ATHROOMS:0 0 BATHROOMS:0 REQUIRED: PROPOSED: REQUIRED: PROPOSED: REQUIRED: PROPOSED: HEIGHT ALLOWED:O PROPOSED:O REQUIRED: PROPOSED: SETBACK NOTES: 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 WORKMEMS 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. Released By Date ATTENTION IT1S 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. UBC1091IBCI 10/ IRCI 10. = FIRE = APPLICANT = ASSESSOR = CITY STATUS: ISSUED BLD20190536 CONDITIONS • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request far alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this pernvt. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) TO SCHEDULE INSPECTIONS BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (425) 775-7720 3. Then: Permits/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule your inspection When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. • B-Preconstruction meeting • B-Isolated Footings/Piers • B-Framing • B-Building Final • F-Fire Final F ED o Mop BUILDING PERMIT 1 APPLICATION Permit #: t—) D� I V/ , p53 Development services V l Building Division 121 5th Ave N / Edmonds, WA 98020 Inc, I t39'� 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: www.edmondswa.gov. PLEASE NOTE: Intake appointments are required for New Single Family Residences, Large Additions, ADU's, New Commercial, and Major Tenant Improvement application submittals, if plans are prepared by a profession- al, electronic files are requested in addition to the hard copies. Please bring electronic files on a flash drive or coordinate for electronic transfer. Please call425-771-0220 to schedule an intake appointment] JOB SITE INFORMATIONN/LOCATIONN: (Where the work is takin place) Job Site Address: 1�� z-JT PA YTa Parcel: Lot /Unit/Suite #: Subdivision: PROPERTY OW ER: Name: e9m<' Mailing Address: City/State/Zip:i:/ 4 MAAI�5., AM &P2,% Phone #: ��l?�) 778 Email: C— rIAC/< OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? ❑ YesXNo I own, reside in, or will reside In the completed structure. This Installation is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090, Owner Signature: APPLICANT / CONTACT INFORMATION:. Name of Applicant: /Llwn&_� /• Mailing Address: 1115AVe lDG City/State/2i ::'1��1//�I�N�S��,y/-Nlrf% �DUZd Phone #:/�' E-mail: t�� 9✓L- G sr�4fi LtAY7 GENERAL CONTRACTOR: (tiff differentfrom applicant) General Contractor: Mailing Address: City/State/Zip: Phone #: E-mail: STATE UBI M CITY OF EDMONDS BUSINESS LICENSE M WA STATE CONTRACTOR L & 1 #: (CCB) & EXPIRATION DATE: TYPE OF PERMIT (Piovide Details on Page 2) ❑ Accessory Structure/ ❑ Addition Detached Garage ❑ Demolition ❑ Mechanical ❑ New Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler Remodel ❑ New Commercial/ Mixed Use ❑ Re -Roof ❑ Signs ❑ Tank errant Improvement ❑ Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit for t work indicated on this application. Valuation: PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished ❑ Unfinished ❑ 1st Floor, sq ft: 2nd Floor, sq ft: Garage/Carport:, sq ft: Deck/Covered P Patio: Other PROJECTDESCRIPTION CmAkG ; i tAf?TA1'.4_ Aid PO4/ _7V AA0 DP�V%NCI, 1V1tTVe1A1_S, k,&:VV )VA),hfT I certify that the Information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. j �+ Print Name: Signature, 9 SPECIAL INSPECTION AND TESTING AGREEMENT Permit #: _Harbor Square AC -STRUCTURAL Project: BLD2019-0536 Prior to issuance of a perm14 this form must be completed in its entirety and returned to the Cityfor approval. The completed form must have signatures of acknowledgment by all parties. DUTIES AND RESPONSIBILITIES .Smcial Inspection Firm and 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 Prestressed Concrete —Shotcrete _Structural Masonry X Structural Steel/Welding High Strength Bolting Spray applied Fireproofing Smoke Control Systems Lateral Wood Structural Observation by design professional Grading/Soils/Shoring/Drainage _Steel Floor and Roof Decks Cold Formed Metal Framing All individual inspectors to be employed on this project will be WABO certified for the type of work they are to inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the inspector and the firm are qualified by education and experience 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 they have been approved by the City. Inspection records shall include: A daily record to be maintained on site, itemizing the inspections performed. Any nonconforming work shall be brought to the immediate attention of the contractor for resolution. A weekly report shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming work and resolution of nonconforming items. A final report shall be submitted to the building department 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 or addenda. Any unresolved discrepancies must be detailed in the final report. \MMSVR.DEPTFS\M=ingLSHARBBZm.DING DIVISION FHES\sp-iat InspwnomZpccw bspccd Rqotf& HubaB4meAC Swc.doc6/11 /Z019 r^I Scanned with CamScanner Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved Dlan and spWft;ffilionsmuM_ w made 1 ahl ,ter the iobdte.far-tbe-use.ofthesperial_ -- inspector and the City inspector. The contractor shall maintain all daily inspection reports, on site, for review by all parties. 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 approval is given by the City inspector. Suildine Department: The building department shall review any revisions and addenda. 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 for work to proceed. Desien Professionals: The architect and/or engineer will clearly indicate on the plans and specifications the specific types of special inspection required and shall include a schedule for inspection and testing. The architect and/or engineer will coordinate their revision and addenda process in such a way as to ensure that all required City approvals are ,obtained, prior to work shown on the revisions being performed in the field. 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 with the requirements of the IBC, the approved plans and this document, may void this agreement and the Building Official's approval of the special inspector. In such a 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. ACKNOWLEDGMENTS I have read and agree to comply with ith the terms and conditions of this agreement. Owner. V 4 K- TAW Signature ' Date ' Contractor. Signature �Z, �✓ _ �_Date: `r Jay Volz Date: 7/9/2019 Special Ins Tim Beckerle Signature I—);� Date: 11/15/19 P P• Special Insp. Agency '� IQJ ACCEPTED FOR THE CITY OF EDMONDS BUILDING DMSION By: Date: IWMSVR.D]31T L=ning�SHARFBUa DIKO DIVISION Fit.Mpeciat lnapeniasslSpoial lrupection Reporu`SI Harbor Squars AC .Struc.doc6l21/2019 Scanned with CamScanner Bourne General Contracting Business Info. Business Name: Bourne General Contracting LLC (dba Custom Bourne Homes) Business owners: Matthew Stewart & Jamie Bourne License # & expiration: CUSTOBH830QC, 11/3/21 Address: 1420 NW Gilman Blvd. #2216, Issaquah WA 98027 Bond Info. Navigators Ins Co, NAV00010976, $12,000, renewed 11/2/19 Insurance Info: Capitol Specialty Ins Corp, CS17007574-03, $1MILLION, exp. 11/2/20 May 9, 2019 STRUCTURAL CALCULATIONS (Permit Submittal) HARBOR SQUARE ATHLETIC CLUB 160 WEST DAYTON ST EDMONDS, WA 98020 Prepared for: JAY VOLZ 20455 1 ST Ave NE, F202 Poulsbo, WA 98370 TEL 206.355.1263 Prepared by: Perry Welch 1224 NE 198TH ST Seattle, WA 98155 TEL 206.354.7723 FA E L E ;,LAULE44 MAY 10 2019 BUILDING s zko%4 -05VP STRUCTURAL DESIGN CRITERIA HARBOR SQUARE ATHLETIC CLUB 160 WEST DAYTON ST EDMONDS, WA 98020 CODE CRITERIA: BUILDING CODE................................................................... 2015 INTERNATIONAL BUILDING CODE BUILDING DEPARTMENT .... ....... ........ ........ ........... ........ ............... ...... ""........... ... CITY OF EDMONDS WALLLOADING...................................................................................................................... 5 PSF SOILS CRITERIA: ALLOWABLE BEARING PRESSURE......................................................................................1,500 PSF MINIMUM FOOTING WIDTH .........................................CONTINUOUS: 18" MIN., ISOLATED: 24" MIN. FROSTDEPTH...................................................................................................................18" MIN. ACTIVE SOIL PRESSURE (RESTRAINED / UNRESTRAINED) ......................................... 50 PCF / 35 PCF PASSIVE SOIL PRESSURE.....................................................................................................250 PCF COEFFICIENTOF FRICTION...................................................................................................... 0.35 MATERIALS CRITERIA: CONCRETE (28 DAY STRENGTH) FOUNDATION/S.O.G........................................................................................fc=2,500 PSI REINFORCING STEEL: GRADE60..................................................................................................... Fy=60,000 PSI STRUCTURAL STEEL: HSSSQUARE....................................................................................................... Fy=46 KSI PLATES............................................................................................................... Fy=36 KSI WOOD FRAMING: 2X, 3X, & 4X FRAMING MBRS........................................................................ HF#2 OR DF#2 6X FRAMING MBRS......................................................................................................DF#1 PARALLAM BEAMS.......................................................................... 2.0 E WS PARALLAM PSL GLULAM BEAMS ....................................................... 24F-V4 (V8 @ CONT. AND CANT. MBRS) LSL MEMBERS — BEAMS & HEADERS..................................................................... 1.55 E LSL LVL MEMBERS — BEAMS & HEADERS.......................................................................1.9 E LVL WOODSHTG......................................................................................................APA RATED STRUCTURAL DESIGN CRITERIA HARBOR SQUARE ATHLETIC CLUB 160 WEST DAYTON ST EDMONDS, WA 98020 ASSEMBL Y WEIGHTS WALL LOADS GRAVITY LATERAL SIDING 2.3 PSF 1/2" PLYWOOD SHEATHING 1.5 PSF FRAMING - 2X6 @ 16" O.C. 1.7 PSF INSULATION 0.5 PSF 1/2 " GWB 2.2 PSF MISCELLANEOUS MECHANICAL/ELEC. 1.8 PSF 10.0 PSF 5 PSF SK - 1 HSAC GYM WALL May 9, 2019 at 6:42 AM Member and Node Numbers Gym Wall ModelAd COEeLC Clheck 2 Or NO CeIC Z X 0 90.7.0 75�.90 50�.75 0:.50 4 CO O U Z z 8 U N 3�, 6 �y Z N 16 C N31 be os 8 0 ti� os 0 U Z U N 3 Z N18 N35 �2 NC 12 NC z Member Code Checks Displayed 20 Results for LC 1, IBC 16-1 SK-2 HSAC GYM WALL May 9, 2019 at 6:47 AM Unity Check for Bending Gym Wall ModelAd HSAC GYM WALL: (Globao Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh(in A2 144 Merge Tolerance in .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size in 24 Eigensolution Convergence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane Xz Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code Al SC 14th 360-10 : ASD Adjust Stiffness? Yes Iterative RISAConnection Code Al SC 14th 360-10 : ASD Cold Formed Steel Code AISI S100-12: ASD Wood Code AWC NDS-12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-13: ASD Aluminum Code AA ADM 1-10: ASD - Building Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA-31D Version 14.0.1[CA ... \...\...\...\...\...\...\HSAC Gym Wall\Calculations\Gym Wall Model.r3d] Page 1 HSAC GYM WALL: (Globa# Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct X .02 Ct Z .02 T X sec Not Entered T Z sec Not Entered RX 3 RZ 3 Ct Exp. X .75 Ct Exp. Z .75 SD1 1 SIDS 1 S1 1 TL sec 5 Risk Cat I or 11 mZ 1 mX 1 Rho Z 1 Rho X 1 Hot Rolled Steel Properties I aFwI F Re cil f; ne.il Alr, Therm!NC r).-if.,rLlff V;-iArLnil 0., e..n,-;i o� 1 A36 Gr.36 29000 1 11 54 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2 7 A1085 1 29000 11154 .3 .65 .49 50 1.4 65 1.3 Wood Material Properties I-ahpI Tvrw n:2tahaco Aru+riac f:rarlr, f m P-M Ali. Them n rl-rt,141AII 1 DF SolidS... Visually Graded Douglas Fir-L... No.1 1 .3 .3 .035 2 Sp Solid S... Visually Graded Southern Pine No.1 1 .3 .3 .035 3 HF Solid S... Visually Graded Hem -Fir No.1 1 .3 .3 .035 4 SPF Solid S... Visually Graded Spruce -Pine -fir No.1 1 .3 .3 .035 5 24F-1.8E ... Glulam NDS Table 5A 24F-1.8E_DF... na 1 .3 .3 .035 6 24F-1.8E ... Glulam NDS Table 5A 24F-1.8E_DF... na 1 .3 .3 .035 7 24F-1.8E ... Glulam NDS Table 5A 24F-1.8E SP... na 1 .3 .3 .035 8 24F-1.8E ... Glulam NDS Table 5A 24F-1.8E SP... na 1 .3 .3 .035 g Glulam V4 Glulaml NDS Table 5A 24F-V4 DF/DF na 1 .3 .3 .035 Hot Rolled Steel Section Sets I aFw1 Rhnna T- rlxinn lief RA�fari,l n-;- A r,-')l i....r;..Ali-.- r;-Al i r;-AI 1 Columns HSS8x8x8 jCoFurnnj SquareTube A500 Gr.B Rect I Typical 13.5 125 125 204 2 Steel Beams HSS6x6x8 I Beam I SquareTube A500 Gr.B Rect I Typical 9.74 48.3 48.3 I 81.1 RISA-31D Version 14.0.1 [CA...\...\...\...\...\...\...\HSAC Gym Wall\Calculations\Gym Wall Model.r3d] Page 2 HSAC GYM WALL: Wood Section Sets Label Shape Tvpe Des i n List Material Design Rules A rin2l I in4 Izz in4 J fin4l 1 1 Beam _16.75X24FSI Beam Glulam_Wes...Glulam V41 Typical 1 162 615.094 1 7776 12024.6551 Joint Coordinates and Temperatures Label X fftl Y rftl Z fftl Temn rFl Detach Frnm Dian 1 N 1 17.08 0 0 0 2 N2 17.08 32.5 0 0 3 N3 28.33 0 0 0 4 N4 28.33 34 0 0 5 N5 67.08 0 0 0 6 N6 67.08 31 0 0 7 N7 78.33 0 0 0 8 N8 78.33 29.5 0 0 9 N9 28.33 12 0 0 10 N 10 67.08 12 0 0 11 N 11 78.33 12 0 0 12 N 12 98.67 12 0 0 13 N13 17.08 12 0 0 14 N14 10 12 0 0 15 N 15 17.08 9.33 0 0 16 N16 28.33 9.33 0 0 17 N 17 67.08 9.33 0 0 18 N18 78.33 9.33 0 0 19 N19 10 0 0 0 20 N20 98.67 0 0 0 21 N21 19.67 12.67 0 0 22 N22 25.67 12.67 0 0 23 N23 25.67 9.33 0 0 24 N24 19.67 9.33 0 0 25 N25 69.67 12.67 0 0 26 N26 75.67 12.67 0 0 27 N27 75.67 9.33 0 0 28 N28 69.67 9.33 0 0 29 N29 19.67 12.67 6 0 30 N30 25.67 12.67 6 0 31 N31 25.67 9.33 6 0 32 N32 19.67 9.33 6 0 33 N33 69.67 12.67 6 0 34 N34 75.67 12.67 6 0 35 N35 75.67 9.33 6 0 36 N36 69.67 9.33 6 0 37 N37 17.08 12.67 0 0 38 N38 28.33 12.67 0 0 39 N39 67.08 12.67 0 0 40 N40 78.33 12.67 0 0 Hot Rolled Steel Design Parameters Label Shape Lenothfftl Lbvvfftl Lbzzfftl LComD toofftl LCOmD botrftl L-torou... Kvv Kzz Ch Functinn 1 M1 Columns 32.5 l Lateral 2 M2 Columns 34 Lateral 3 M3 Columns 31 Lateral RISA-31D Version 14.0.1[CA...\...\...\...\...\...\...\HSAC Gym Wall\Calculations\Gym Wall Model.r3d] Page 3 HSAC GYM WALL: Hot Rolled Steel Design Parameters (Continued) I ahal Rh=np I onnthrftl I hvvrffi I h77fftl I rn- +nnrffl I rn- hn+rf+l I _+- ai Vl ... v- r-k C. +; 4 M4 Columns 29.5 Lateral 5 M9 Steel Beams 11.25 Lbyy Lateral 6 M11 Steel Beams 11.25 Lbyy Lateral 7 M38 Steel Beams 11.25 Lbyy Lateral 8 M39 Steel Beams 11.25 Lb Lateral Wood Design Parameters Label Shape Len th ... let ft le1 ft le -bend to... le -bend bo... K y Kzz CV Cr v sway z sway 1 M5 Beam 38.75 LbYY 2 M6 Beam 20.34 Lbyy 3 M7 Beam 7.08 Lbyy Joint Loads and Enforced Displacements Joint Label L D M Direction Ma nihlde k k-ft in rad k" s^2/f... No Data to Print ... Member Point Loads (BLC 2: Live) AAcmhcr I Mr -+Inn R A.,....I/,-a„r L, I. Nl 1 M32 Y -.5 %50 2 M37 Y -.5 %50 Member Distributed toads (BLC 5: BLC 3 Transient Area Loads) Mamhar I nhol nirrcfinn Ctart Mannifftirlcrlr/B Fl Fnrl hAnn nit uricrlr/ff PI C+nr+ I n-f;nnrf+ oil cna 1-,+;--ra oit 1 M7 Z .03 .03 0 7.08 2 M 19 Z .03 .03 7.55e-15 7.08 3 M5 Z .03 .03 1.232e-14 38.75 4 M15 Z .03 .03 6.55e-15 38.75 5 M6 Z .03 .03 0 20.34 6 M 17 2 .03 .03 5.551 a-16 20.34 Member Area Loads (BLC 1: Dead) .Inint A Inint R Ininf r Ininf r) rlirnrfinn Mi +ril,i i+i- KAn .. ;+ d r1, F7 1 N19 N14 N13 N1 Y A-B ---- ------ -- 0 2 N3 N9 N10 N5 Y A-B 0 3 N7 N11 N12 N20 Y A-B 0 Member Area Loads (BLC 3: Wall Load) -Ininf A -Ininf R Ininf r` Inn+ rl rYr-+i- 1lln+r6,, KA......;d_r 11_A 1 N19 N14 N13 N1 Z A-B .005 2 N3 N9 N10 N5 Z A-B .005 3 N7 N11 N12 N20 Z A-B .005 RISA-3D Version 14.0.1[CA ... \...\..\...\...\...\...\HSAC Gym Wall\Calculations\Gym Wall Model.r3d] Page 4 HSAC GYM WALL: Basic Load Cases RI r nasrrintinn rratannry X Gravity V rrnvifv 7 ('rnvity Inint Pninf niefrihnf-AArc W. Gvf-f 1 Dead DL -1 3 2 Live LL 2 3 Wall Load LL 3 4 BLC 1 Transient Ar... None 5 BLC 3 Transient Ar-I None 6 Load Combinations Description Sol.. PD..SRSS BLC Fact.. BLC Fact.. BLC Fact.. BLC Fact.. BLC Fact.. BLC Fact.. BLC Fact.. BLC Fact.. BLC Fact.. BLC Fact.. 1 IIBC 16-1 Iyesl Y I I DLI 1.4 2 JIBC 16-2 (..IYesl Y I I DL 11.2 1 LL 11.6 ILLS 11.6 Load Combination Design nacrrintinn ASIF rn ARIF Sarvira Hnt PnIIpH (:nlr1 Fnr VVnrvl r--fo RA--- G.,nfinnc 1 1 IBC 16-1 Yes I Yes I Yes I Yes I Yes Yes Yes 2 IBC 1s-2(a) Yes I Yes I Yes I Yes I Yes I Yes I I Yes Envelope Joint Reactions .Inint X rkl I r Y rk1 I r. 7 rkl 1 r`. RAY rk-f i I (` KAV rie-ffl I r` RA7 rL_ffl I t, 1 NI max .121 1 3.581 1 .183 2 0 1 0 1 0 1 2 min .118 2 3.491 2 .079 1 0 1 0 1 0 1 3 N3 max .046 1 5.291 1 .075 1 0 1 0 1 0 1 4 min .038 2 4.913 2 -1.701 2 0 1 0 1 0 1 5 N5 max -.033 2 5.09 1 .082 1 0 1 0 1 0 1 6 min -.043 1 4.754 2 -1.689 2 0 1 0 1 0 1 7 N7 max -.114 2 3.886 1 .087 1 0 1 0 1 0 1 8 min -.119 1 3.74 2 -.291 2 0 1 0 1 0 1 9 N12 max .285 1 .696 1 0 1 0 1 LOCKED 0 1 10 min .223 2 .597 2 -.488 2 0 1 LOCKED 0 1 11 N14 max -.247 2 .33 1 0 1 0 1 LOCKED 0 1 12 min -.309 1 .283 2 -.17 2 0 1 LOCKED 0 1 13 N2 max -.027 1 0 1 -.08 1 0 1 0 1 0 1 14 min -.027 2 0 1 -.159 2 0 1 0 1 0 1 15 N4 max -.024 2 0 1 -.073 1 0 1 0 1 0 1 16 min -.029 1 0 1 -.503 2 0 1 0 1 0 1 17 N8 max .036 1 0 1 -.087 1 0 1 0 1 0 1 18 min .036 2 0 1 -.254 2 0 1 0 1 0 1 19 N6 max .039 1 0 1 -.083 1 0 1 0 1 0 1 20 min .031 2 0 1 -.622 2 0 1 0 1 0 1 21 1 N19 max 0 1 .215 1 0 1 0 1 0 1 0 1 22 min 0 2 .184 2 -.17 2 0 1 0 1 0 1 23 N20 max 0 2 .365 1 0 1 0 1 0 1 0 1 24 min 0 1 .313 2 -.488 2 0 1 0 1 0 1 25 Totals: max 0 1 19.454 1 0 1 26 min 0 2 18.275 2 -6.352 2 RISA-3D Version 14.0.1 [CA ... \..A.A.A..\...\...\HSAC Gym Wall\Calculations\Gym Wall Model.r3d] Page 5 HSAC GYM WALL: Envelope Joint Displacements Joint X rinl LC Y finl LC Z finl LC X Rotation__ LC Y Rotation LC 7 Rntatinn I C 1 N 1 maxI 0 2 0 2 0 1 2.297e-4 1 2.503e-5 1 1.294e-4 1 2 min 0 1 0 1 0 2 1.088e-4 2-2.809e-3 2 1.238e-4 2 3 N2 max 0 2 -.002 2 0 2-4.564e-4 1-9.055e-5 1 9.331 a-5 2 4 min 0 1 -.002 1 0 1-8.093e-4 2 -3.161 e-3 2 9.289e-5 1 5 N3 max 0 2 0. 2 0 2 4.731 a-3 2 -8.431 e-51 1 7.749e-5 1 6 min 0 1 0 1 0 1 2.653e-4 1-4.323e-3 2 6.723e-5 2 7 N4 max 0 1 -.002 2 0 2-4.776e-4 1 2.832e-5 1 1.166e-4 1 8 min 0 2 -.003 1 0 1-4.104e-3 2-4.466e-3 2 9.464e-5 2 9 N5 max 0 1 0 2 0 2 4.333e-3 2 3.827e-3 2-6.162e-5 2 10 min 0 2 0 1 0 1 1.748e-4 1 1.082e-4 1-7.319e-5 1 11 N6 max 0 2 -.002 2 0 2-4.09e-4 1 3.964e-3 2-9.308e-5 2 12 min 0 1 -.002 1 0 1 4.025e-3 2-2.177e-6 1-1.159e-4 1 13 N7 max 0 1 0 2 0 2 5.616e4 2 2.075e-3 2-1.186e4 2 14 min 0 2 0 1 0 1 1.176e4 1-8.729e-6 1-1.255e4 1 15 N8 max 0 2 -.002 2 0 2-3.587e-4 1 2.382e-3 2-9.046e-5 2 16 min 0 1 -.002 1 0 1-1.132e-3 2 1.076e4 1 -9.133e-51 1 17 N9 max 0 2 -.002 2 .551 2 1.93e-3 2 6.255e-6 1-2.598e-4 2 18 min 0 1 -.002 1 .049 1 3.774e4 1-4.576e-3 2-3.03e-4 1 19 N 10 max 0 1 -.002 2 .495 2 1.524e-3 2 4.101 a-3 2 2.991 a-4 1 20 min 0 2 -.002 1 .037 1 3.099e4 1 2.032e-5 1 2.549e4 2 21 N 11 max 0 2 -.001 2 .103 2 7.389e-4 2 2.32e-3 2 1.629e-4 1 22 min 0 1 -.001 1 .03 1 2.717e-4 1 8.428e-5 1 1.535e4 2 23 N 12 max 0 2 0 2 0 2 7.389e-4 0 1 0 1 24 min 0 1 0 1 0 1 2.717e-4 0 1 0 1 25 N13 max 0 1 -.001 2 .063 2 7.875e-4 12-6.737e-5 1-1.614e-4 2 26 min 0 2 -.001 1 .044 1 3.504e-4-3.091 a-3 2-1.688e4 1 27 N 14 max 0 1 0 2 0 2 7.875e4 2 0 1 0 1 28 min 0 2 0 1 0 1 3.504e4 1 0 1 0 1 29 N 15 max -.005 2 -.001 2 .037 2 8.114e4 2 2.503e-5 1 -1.313e4 2 30 min -.005 1 -.001 1 .032 1 3.963e-4 1 -2.809e-3 2 -1.327e4 1 31 N 16 max -.005 2 -.001 2 .47 2 3.063e-3 2 -8.431 a-5 1-1.475e-5 2 32 min -.005 1 -.002 1 .036 1 4.241e-4 1 -4.323e-3 2 -2.19e-5 1 33 N17 max .005 1 -.001 2 .426 2 2.686e-3 2 3.827e-3 2 1.984e-5 1 34 min .004 2 -.002 1 .026 1 3.483e-4 1 1.082e-4 1 1.074e-5 2 35 N 18 max .005 1 -.001 2 .076 2 9.327e-4 2 2.075e-3 2 1.316e-4 1 36 min .004 2 -.001 1 .02 1 3.04e-4 1 -8.729e-6 1 1.284e-4 2 37 N 19 max 0 2 0 2 0 2 2.297e-4 1 0 1 0 1 38 min 0 1 1 0 1 0 1 1.088e-4 2 0 1 0 1 39 N20 max 0 1 0 2 0 2 5.616e-4 2 0 1 0 1 40 min 0 2 0 1 0 1 1.176e-4 1 0 1 0 1 41 N21 max .002 1 -.007 1 .174 2 1.52e-3 2 -1.366e-4 1 -1.225e-4 1 42 min .001 2 -.008 2 .051 1 6.42e-4 1 -3.459e-3 2 -1.697e-4 2 43 N22 max .002 1 -.003 1 .434 2 1.977e-3 2 6.258e-5 1 1.799e-4 2 44 min .002 2 -.004 2 .054 1 6.673e-4 1 -3.856e-3 2 1.352e-41 1 45 N23 max -.005 2 -.006 1 .341 2 2.998e-3 2 -1.232e-4 1 1.893e-41 2 46 min -.005 1 -.006 2 .031 1 7.249e-4 1 -3.699e-3 2 1.671 e-4 1 47 N24 max -.005 2 -.007 1 .119 2 1.85e-3 2 7.163e-5 1 -1.675e-4 1 48 min -.005 1 -.008 2 .029 1 7.061 e-4 1 -2.669e-3 2 -1.961 e4 2 49 N25 max -.002 2 -.002 1 .396 2 1.633e-3 2 3.197e-3 2 -1.32e-4 1 50 min -.002 1 -.004 2 .041 1 5.921 e-4 1 -4.046e-5 1 -1.756e4 2 51 N26 max -.002 2 -.007 1 .191 2 1 1.366e-3 2 2.655e-3 2 1.665e-41 2 52 min -.002 1 -.008 2 .037 1 5.75e-4 1 1.546e-4 1 1.174e-4 1 53 N27 max .005 1 -.007 1 .138 2 1.86e-3 2 1.999e-3 2 1.897e4 2 RISA-31D Version 14.0.1[CA ... \..A..\...\...\...\...\HSAC Gym Wall\Calculations\Gym Wall Model.r3d] Page 6 HSAC GYM WALL: Envelope Joint Displacements (Continued) Joint X rinl LC Y rinl I r 7 rinl I r X Rntatinn I C Y Rntatinn 1 r. 7 Rntatinn I r. 54 min .004 2 -.008 2 .018 1 6.21e-4 1 -5.521 a-5 1 1.637e-4 1 55 N28 max .005 1 -.005 1 .316 2 2.749e-3 2 3.164e-3 2 -1.688e-4 1 56 min .004 2 -.006 2 .021 1 6.437e-4 1 1.433e4 1 -1.937e4 2 57 N29 max -.001 1 -.171 1 .175 2 2.82e-3 2 -2.076e-5 1 -7.886e-5 1 58 min -.233 2 -.356 2 .052 1 1.221 a-3 1-3.475e-3 2-3.653e4 2 59 N30 max -.001 1 -.173 1 .435 2 3.458e-3 2 4.78e-5 1 3.214e-4 2 60 min -.233 2 -.385 2 .055 1 1.206e-3 1 -3.095e-3 2 1.24e-4 1 61 N31 max -.002 1 -.173 1 .34 2 3.364e-3 2 2.66e-5 1 5.355e-5 1 62 min -.249 2 -.385 2 .031 1 1.226e-3 1 -3.124e-3 2 -3.853e4 2 63 N32 max -.002 1 -.172 1 .118 2 2.673e-3 2 8.512e-5 1 -1.556e-4 1 64 min -.249 2 -.356 2 .029 1 1.148e-3 1 -3.218e-3 2 -1.092e-31 2 65 N33 max .196 2 -.167 1 .397 2 3.347e-3 2 2.65e-3 1 2 2.844e-4 2 66 min .007 1 -.367 2 .041 1 1.19e-3 1 1.081 e-4 1 -5.39e-5 1 67 N34 max .195 2 -.166 1 .192 2 2.683e-3 2 3.01e-3 2 9.866e-4 2 68 min 1 .007 1 -.347 2 .037 1 1.086e-3 1 1.648e-4 1 1.49e-4 1 69 N35 max .207 2 -.166 1 .137 2 2.622e-3 2 2.823e-3 2 2.652e-4 2 70 min .008 1 -.346 2 .018 1 1.126e-3 1 6.088e-5 1 7.897e-5 1 71 N36 max .207 2 -.167 1 .316 2 2.92e-3 2 2.711 e-3 2 -1.298e4 1 72 min .008 1 -.367 2 .021 1 1.089e-3 1 1.274e4 1 4.262e4 2 73 N37 max .002 1 -.001 2 .069 2 7.493e4 2 -9.055e-5 1 -1.679e4 1 74 min .001 2 -.001 1 .047 1 3.257e4 1 -3.161 a-3 2-1.697e4 2 75 N38 max .002 1 -.002 2 .565 2 1.602e-3 2 2.832e-5 1 -1.722e-4 2 76 min .002 2 -.002 1 .052 1 3.527e-4 1 -4.466e-3 2 -2.137e-4 1 77 N39 max -.002 2 -.002 2 .506 2 1.181e-3 2 3.964e-3 2 2.078e-4 1 78 min -.002 1 -.002 1 .039 1 2.864e-4 1 -2.177e-6 1 1.657e-4 2 79 N40 max -.001 2 -.001 2 .109 2 6.552e-4 2 2.382e-3 2 1.604e-4 2 80 Imini -.002 1 -.001 1 1 .032 1 1 12.511e4 1 1 1.076e4 1 11.603e4l 1 Envelope Member Section Deflections Memher Rpr. Y rinl 1 r. v rinl 1 C 7 rinl I C Y Rntnto rr 1 r in) I /v R�tin I C in11 /7 Pnf;m 1 rr 1 M1 1 max 0 1 0 1 0 1 2.503e-5 1 NC 1 NC 1 2 min 1 0 1 0 1 0 1-2.809e-3 2 NC 1 NC 1 3 2 maxI 0 2 .006 1 .026 2 2.503e-5 1 NC 1 NC 1 4 min 0 1 .006 2 .026 1-2.809e-3 2 NC 1 NC 1 5 3 max -.001 2 -.007 2 .09 2-9.055e-5 1 NC 1 7080.477 1 6 min -.001 1 -.007 1 .055 1 -3.161 a-3 2 NC 1 4323.261 2 7 4 max -.002 2 -.008 1 .071 2-9.055e-5 1 NC 1 9667.321 1 8 min -.002 1 -.008 2 .04 1 -3.161 a-3 2 NC 1 5522.757 2 9 5 ImaxI -.002 2 0 1 0 1-9.055e-5 1 NC 1 NC 1 10 min -.002 1 1 0 1 0 1 -3.161 e-31 2 NC 1 NC 1 11 M2 1 max 0 1 0 1 0 1 -8.431 a-5 1 NC 1 NC 1 12 min 0 1 0 1 0 1-4.323e-3 2 NC 1 NC 1 13 2 max -.001 2 .005 1 .438 2 -8.431 a-5 1 NC 1 NC 1 14 min -.001 1 .005 2 .031 1 -4.323e-3 2 NC 1 932.177 2 15 3 max -.002 2 -.008 2 .592 2 2.832e-5 1 NC 1 6604.306 1 16 min -.002 1 -.01 1 .062 1 -4.466e-3 2 NC 1 689.004 2 17 4 max -.002 2 -.008 2 .389 2 2.832e-5 1 NC 1 9201.795 1 18 min -.002 1 -.01 1 .044 1 -4.466e-3 2 NC 1 1050.149 2 19 5 max -.002 2 0 1 0 1 2.832e-5 1 NC 1 NC 1 20 min -.003 1 0 1 0 1-4.466e-3 2 NC 1 NC 1 21 M3 1 max 0 1 0 1 0 1 3.827e-31 2 1 NC 1 NC 1 22 min 0 1 1 0 1 0 1 1.082e-4 1 NC 1 NC 1 23 2 max -.001 1 2 -.004 2 .37 2 3.827e-3 2 NC 1 1 NC 1 RISA-31D Version 14.0.1 [CA ... \...\..A.A..\...\...\HSAC Gym Wall\Calculations\Gym Wall Model.r3d] Page 7 HSAC GYM WALL: Envelope Member Section Deflections (Continued) Member Sec x finl LC v NO LC z rinl LC x Rotate Ir _ LC (n) L/v Ratio LC (nl 1 h Ratin 1 C 24 min -.001 1 -.005 1 .02 1 1.082e-4 1 NC 1 1006.669 2 25 3 max -.002 2 .007 1 .519 2 3.964e-3 2 NC 1 8183.194 1 26 min -.002 1 .006 2 .045 1 -2.177e-6 1 INC 1 716.182 2 27 4 max -.002 2 .009 1 .346 2 3.964e-3 2 NC 1 NC 1 28 min -.002 1 .007 2 .034 1 -2.177e-61 1 NC 1 1074.385 2 29 5 max -.002 2 0 1 0 1 3.964e-31 2 NC 1 NC 1 30 min -.002 1 0 1 0 1 -2.177e-61 1 INC 1 NC 1 31 M4 1 max 0 1 0 1 0 1 2.075e-3 2 NC 1 NC 1 32 min 0 1 0 1 0 1-8.729e-6 1 NC 1 NC 1 33 1 2 max 0 2 -.006 2 .056 2 2.075e-3 2 NC 1 NC 1 34 min 0 1 -.007 1 .014 1-8.729e-6 1 NC 1 6375.247 2 35 3 max -.001 2 .005 1 .12 2 2.382e-3 2 NC 1 9815.033 1 36 min -.001 1 .005 2 .036 1 1.076e-4 1 NC 1 2951.062 2 37 4 max -.002 2 .007 1 .09 2 2.382e-31 2 NC 1 NC 1 38 min -.002 1 .007 2 .028 1 1.076e-41 1 NC 1 3918.266 2 39 5 max -.002 2 0 1 0 1 2.382e-3 2 NC 1 NC 1 40 min -.002 1 0 1 0 1 1.076e-4 1 NC 1 NC 1 41 M5 1 max 0 2 -.002 2 .551 2 1.93e-3 2 NC 1 NC 1 42 min 0 1 -.002 1 .049 1 3.774e-4 1 NC 1 NC 1 43 2 maxI 0 2 -.044 2 1.135 1 2 1.829e-31 2 NC 2 NC 1 44 1 min 0 1 -.051 1 .047 1 3.606e-4 1 9525.176 1 778.136 2 45 3 max 0 2 -.066 2 1.411 2 1.727e-3 2 7246.437 2 NC 1 46 min 0 1 -.077 1 .043 1 3.437e-4 1 6203.475 1 523.527 2 47 4 Amax 0 1 -.043 2 1.079 2 1.625e-3 2 NC 2 NC 1 48 min 0 2 -.05 1 .04 1 3.268e-4 1 9561.173 1 816.111 2 49 5 maxI 0 1 -.002 2 .495 2 1.524e-3 2 NC 1 NC 1 50 min 0 2 -.002 1 .037 1 3.099e-4 1 NC 1 NC 1 51 M6 1 max 0 2 -.001 2 .103 2 7.389e-4 2 NC 1 NC 1 52 min 0 1 -.001 1 .03 1 2.717e-4 1 NC 1 NC 1 53 2 max 0 2 -.01 2 .196 2 7.389e-4 2 NC 1 NC 1 54 min 0 1 -.012 1 .022 1 2.717e-4 1 NC 1 2051.793 2 55 3 max 0 2 -.014 2 .219 2 7.389e-4 2 NC 1 NC 1 56 min 0 1 -.016 1 .015 1 2.717e4 1 NC 1 1461.903 2 57 4 maxI 0 2 -.01 2 .145 2 7.389e-4 2 NC 1 NC 1 58 min 1 0 1 -.011 1 .007 1 2.717e-4 1 NC 1 2051.793 2 59 5 maxI 0 1 0 1 0 1 7.389e-4 2 NC 1 NC 1 60 Imin1 0 1 0 1 0 1 2.717e-4 1 NC 1 NC 1 61 M7 1 maxI 0 2 -.001 2 -.044 1 -3.504e-41 1 NC 1 NC 1 62 min 0 1 -.001 1 -.063 2-7.875e-4 2 NC 1 NC 1 63 2 max 0 2 -.001 2 -.033 1 1-3.504e-4 1 NC 1 NC 1 64 min 0 1 -.001 1 -.049 2-7.875e-4 2 INC 1 INC 1 65 3 max 0 2 0 2 -.022 1 -3.504e-41 1 NC 1 NC 1 66 min 0 1 0 1 -.034 2-7.875e-4 2 INC 1 NC 1 67 4 maxI 0 2 0 2 -.011 1-3.504e-4 1 NC 1 1 INC 1 68 min 1 0 1 0 1 -.018 2-7.875e-4 2 NC 1 INC 1 69 5 maxI 0 1 0 1 0 1-3.504e-4 1 NC 1 NC 1 70 min 0 1 0 1 0 1-7.875e-4 2 NC 1 NC 1 71 M9 1 Amax -.005 2 -.001 2 .037 2 8.114e-4 2 NC 1 NC 1 72 min -.005. 1 -.001 1 .032 1 3.963e-4 1 INC 1 NC 1 73 2 max -.005 2 -.007 1 .126 1 2 1.892e-3 2 NC 1 NC 1 74 min -.005 1 -.008 2 .029 1 1 7.068e-4 1 NC 1 1507.816 2 75 1 3 ImaxI -.005 2 -.01 1 .222 1 2 12.431 e-3 2 NC 1 NC 1 76 min -.005 1 -.011 2 .029 1 1 7.156e-4 1 INC 1 1 1728.481 2 77 1 4 ImaxI -.005 2 -.006 1 .334 1 2 2.969e-3 2 NC 1 NC 1 RISA-3D Version 14.0.1[CA ... \...\...\...\...\...\...\HSAC Gym Wall\Calculations\Gym Wall Model.r3d] Page 8 HSAC GYM WALL: Envelope Member Section Deflections (Continued) Member Sec x finl LC v NO LC z finl LC x Rotate fr... LC (n) L/v Ratio LC (n) L/z Ratio LC 78 1 min -.005 1 1 -.007 2 .031 1 17.244e-4 1 NC 1 453.772 2 79 5 max -.005 2 -.001 2 .47 2 3.063e-3 2 NC 1 NC 1 80 min -.005 1 -.002 1 .036 1 4.241 e-4 1 NC 1 311.785 2 81 M11 1 max .005 1 -.001 2 .426 2 2.686e-3 2 NC 1 NC 1 82 min .004 2 -.002 1 .026 1 3.483e-4 1 NC 1 385.515 2 83 2 max .005 1 -.006 1 .308 2 2.716e-3 2 NC 1 NC 1 84 min .004 2 -.007 2 .021 1 6.429e-4 1 NC 1 580.923 2 85 3 max .005 1 -.01 1 .216 2 2.299e-3 2 NC 1 NC 1 86 min .004 2 -.011 2 .018 1 6.323e-4 1 NC 1 964.42 2 87 4 max .005 1 -.007 1 .141 2 1.882e-3 2 NC 1 NC 1 88 min .004 2 -.008 2 .018 1 6.216e-4 1 NC 1 2048.707 2 89 5 max .005 1 -.001 2 .076 2 9.327e-4 2 NC 1 NC 1 90 min .004 2 -.001 1 .02 1 3.04e-4 1 NC 1 NC 1 91 M20 1 max .174 2 -.007 1 -.001 2 -1.225e-41 1 NC 1 NC 1 92 min .051 1 -.008 2 -.002 1 -1.697e-4 2 NC 1 NC 1 93 2 max .174 2 -.036 1 .058 2-1.116e-4 1 2459.374 1 NC 1 94 min .051 1 -.069 2 0 1-2.186e-4 2 1174.362 2 1201.896 2 95 3 max .175 2 -.086 1 .116 2-1.007e-4 1 910.812 1 NC 1 96 Imin 1 .051 1 -.172 2 0 1-2.675e-4 2 1439.364. 2 615.095 2 97 4 max .175 2 -.137 1 .173 2-8.978e-5 1 555.048 1 NC 1 98 min .052 1 -.279 2 .001 1 -3.164e-4 2 265.86 2 413.133 2 99 5 max .175 2 -.171 1 .233 2-7.886e-5 1 437.408 1 NC 1 100 min .052 1 -.356 2 .001 1 -3.653e-4 2 207.022 2 307.165 2 101 M21 1 max .434 2 -.003 1 -.002 2 1.799e-4 2 NC 1 NC 1 102 min .054 1 -.004 2 -.002 1 1 1.352e-4 1 NC 1 NC 1 103 2 Amax .435 2 -.033 1 .064 2 2.153e-4 2 2367.114 1 NC 1 104 min .054 1 -.073 2 -.002 1 11.324e-41 1 1045.602 2 NC 1 105 3 1 max .435 1 2 -.085 1 .123 2 12.507e-41 2 877.28 1 NC 1 106 min .054 1 -.183 2 0 1 11.296e-41 1 403.324 2 NC 1 107 4 max .435 2 -.137 1 .178 2 2.86e-4 2 535.545 1 NC 1 108 min .054 1 -.298 2 .001 1 1.268e-4 1 245.422 2 NC 1 109 5 max .435 2 -.173 1 .233 2 3.214e-4 2 423.684 1 NC 1 110 min .055 1 -.385 2 .001 1 1.24e-4 1 189.302 2..j NC 1 111 M22 1 max .341 2 -.006 1 .005 1 1 1.893e-4 2 NC 1 NC 1 112 min .031 1 -.006 2 .005 2 11.671e-4 1 NC 1 NC 1 113 2 max .341 2 -.036 1 .07 2 1.387e-41 1 2362.521 1 NC 1 1141 min 1 .031 1 -.085 2 .006 1 4.562e-5 2 909.314 2 NC 1 115 3 max .341 2 -.086 1 .132 2 1.103e-4 1 889.298 1 NC 1 116 min 1 .031 1 -.194 2 .005 1 -9.803e-5 2 383.855 2 NC 1 117 4 max .34 2 1 -.138 1 .191 2 8.194e-5 1 1 545.483 1 NC 1 118 min 1 .031 1 1 -.302 2 .003 1 -2.417e-41 2 243.125 2 NC 1 119 5 max .34 2 1 -.173 1 .249 2 5.355e-5 1 1 431.057 1 NC 1 120 min .031 1 -.385 2 .002 1 -3.853e-4 2 190.282 2 NC 1 121 M23 1 max 1 .119 2 -.007 1 .005 1 -1.675e-4 1 NC 1 NC 1 122 min .029 1 -.008 2 .005 2 -1.961 e-4 2 NC 1 NC 1 123 2 max .119 2 -.037 1 .059 2-1.645e-4 1 2387.497 1 NC 1 124 min .029 1 -.073 2 .004 1 -4.202e-4 2 1104.036 2 1324.471 2 125 3 max .119 2 -.087 1 .122 2-1.615e-4 1 897.304 1 NC 1 126 min .029 1 -.176 2 .004 1 -6.443e-4 2 427.511 2 614.209 2 1271 4 max .118 2 -.138 1 .187 2-1.586e-4 1 551.293 1 NC 1 128 min 029 1 -.282 2 .003 1 -8.684e4 2 262.909 2 394.395 2 129 5 max .118 2 -.172 1 .249 2-1.556e-4 1 437.62 1 NC 1 130 min .029 1 -.356 2 .002 1 -1,092e-3 2 206.713 2 1294.679 2 131 M24 1 1 max .396 2 -.002 1 .002 1 -1.32e-4 1 1 1 NC 1 1 NC 1 RISA-3D Version 14.0.1 [CA ... \..A.A.A..\...\...\HSAC Gym Wal]\Calculations\Gym Wall Model.r3d] Page 9 HSAC GYM WALL: Envelope Member Section Deflections (Continued) Member Sec x rinl LC v finl LC z (inl LC x Rotate fr... LC (n) L/v Ratio LC (n) L/z Ratio LC 132 min .041 1 1 -.004 2 .002 2 -1.756e-4 2 NC 1 NC 1 133 2 max .396 2 -.031 1 .001 1-6.059e-5 2 2496.891 1 NC 1 134 min .041 1 -.067 2 -.053 2 -1.125e-4 1 1141.5781 2 NC 1 135 3 max .397 2 -.081 1 -.001 1 5.441e-5 2 914.291 1 NC 1 136 min .041 1 -.172 2 -.102 2 -9.294e-5 1 428,969 2 NC 1 137 4 max .397 2 -.132 1 -.005 1 1.694e-41 2 555.368 1 NC 1 138 min .041 1 -.283 2 -.149 2 -7.342e-5 1 258.189 2 NC 1 139 5 max .397 2 -.167 1 -.007 1 2.844e-4 2 438,083 1 NC 2 140 min .041 1 -.367 2 -.196 2 -5.39e-5 1 198.242 2 7953.658 1 141 M25 1 max .191 2 -.007 1 .002 1 1.665e-4 2 NC 1 NC 1 142 min .037 1 -.008 2 .002 2 1.174e-4 1 NC 1 NC 1 143 2 max .191 2 -.035 1 0 1 3.715e-4 2 2553.674 1 NC 1 144 min .037 1 -.067 2 -.046 2 1.253e-4 1 1225.68 2 1516.457 2 145 3 max .191 2 -.084 1 -.003 1 5.765e-4 2 936.115 1 NC 1 146 min .037 1 -.167 2 -.094 2 1.332e-4 1 452.79 2 755.901 2 147 4 max .192 2 -.133 1 -.005 1 1 7.816e-41 2 570.419 1 NC 1 148 min .037 1 -.272 2 -.143 2 1.411 e-41 1 272.992 2 497.859 2 149 5 max .192 2 -.166 1 -.007 1 9.866e-4 2 452.488 1 8126.645 1 150 min .037 1 -.347 2 -.195 2 1.49e-4 1 212.781 2 365.686 2 151 M26 1 max .138 2 -.007 1 -.004 2 1.897e-4 2 NC 1 NC 1 152 min .018 1 -.008 2 -.005 1 1.637e-4 1 NC 1 NC 1 153 2 max .138 2 -.036 1 -.004 1 2.086e-4 2 2527.437 1 NC 1 154 min .018 1 -.072 2 -.047 2 1.425e-4 1 1125.697 2 1697.24 2 155 3 max .137 2 -.084 1 -.005 1 2.274e-4 2 936.865 1 NC 1 156 min .018 1 -.172 2 -.098 2 1.213e-4 1 438.772 2 766.1 2 157 4 max .137 2 -.133 1 -.006 1 2.463e-4 2 572.435 1 NC 1 158 min .018 1 -.274 2 -.153 2 1.002e-4 1 270.481 2 482.413 2 159 5 max .137 2 -.166 1 -.008 1 2.652e-4 2 453.165 1 NC 1 160 min .018 1 1 -.346 2 -.207 2 7.897e-51 1 212.665 2 355.044 2 161 M27 1 max .316 2 -.005 1 -.004 2 -1.688e-41 1 NC 1 NC 1 162 min .021 1 -.006 2 -.005 1 -1.937e-4 2 NC 1 NC 1 163 2 max .316 2 -.035 1 -.006 1-1.59e-4 1 4852.718 2 NC 1 164 min .021 1 -.082 2 -.059 2 -2.518e-4 2 2461.286 1 NC 1 165 3 max .316 2 -.084 1 -.006 1-1.493e-4 1 NC 2 NC 1 166 min .021 1 -.187 2 -.11 2 -3.1e-4 2 914.905 1 NC 1 167 4 max .316 2 -.134 1 -.006 1-1.396e-4 1 4994.994 2 NC 1 168 min .021 1 -.292 2 -.158 2 -3.681e-4 2 560.5951 1 NC 1 169 5 max .316 2 -.167 1 -.008 1-1.298e-4 1 NC 2 NC 1 170 min .021 1 -.367 2 -.207 2 -4.262e-4 2 445.81 1 NC 1 171 M28 1 max -.002 1 -.172 1 .118 2 2.673e-3 2 NC 1 NC 1 172 min -.249 2 -.356 2 .029 1 1.148e-3 1 NC 1 NC 1 173 2 max -.002 1 -.175 1 .175 2 2.846e-3 2 NC 1 NC 1 174 min -.249 2 -.371 2 .028 1 1.167e-3 1 8981.751 2 NC 1 175 3 max -.002 1 -.176 1 .23 2 3.019e-3 2 NC 1 NC 1 176 min -.249 2 -.378 2 .029 1 1.187e-3 1 8956.266 2 NC 1 177 4 max -.002 1 -.175 1 .285 2 3.192e-3 2 NC 1 NC 1 178 min -.249 2 -.381 2 .03 1 1.206e-3 1 NC 1 NC 1 179 5 max -.002 1 -.173 1 .34 2 3.364e-3 2 NC 1 NC 1 180 min -.249 2 -.385 2 .031 1 1.226e-3 1 NC 1 NC 1 181 M29 1 max -.173 1 .249 2 .34 2 2.66e-5 1 NC 1 NC 1 1821 min -.385 2 .002 1 .031 1 -3.124e-3 2 2586.516 2 NC 1 1831 2 max -.173 1 .243 2 .367 2 3.19e-5 1 NC 1 NC 1 184 min -.385 2 1 .002 1 .039 1 -3.117e-3 2 3904.955 2 1474.239 2 1851 1 3 ImaxI -.173 1 1 1 .237 2 1 .387 2 1 3.72e-5 1 1 NC 1 INIC 1 RISA-31D Version 14.0.1[CA...\...\...\...\...\...\...\HSAC Gym Wall\Calculations\Gym Wall Model.r3d] Page 10 HSAC GYM WALL: Envelope Member Section Deflections (Continued) Member Sec x Pril LC v linl LC z linl LC x Rotate fr... LC (n) L/v Ratio LC (nl Lh Ratin I C 1861 1 min -.385 2 .001 1 .043 1 -3.11e-3 2 9526.638 2 853.305 2 187 4 max -.173 1 .233 2 .407 2 4.25e-5 1 NC 1 NC 1 188 min -.385 2 0 1 .046 1-3.102e-3 2 NC 1 598.307 2 189 5 max -.173 1 .233 2 .435 2 4.78e-5 1 NC 1 NC 1 190 min -.385 2 .001 1 .055 1 -3.095e-31 2 NC 1 422.421 2 191 M30 1 max .233 2 -.173 1 -.055 1 -1.206e-3 1 NC 1 NC 1 192 min .001 1 -.385 2 -.435 2 -3.458e-3 2 NC 1 NC 1 193 2 max .233 2 -.175 1 -.055 1-1.21e-3 1 NC 1 NC 1 194 min .001 1 -.386 2 -.375 2 -3.299e-3 2 8889.18 2 NC 1 195 3 max .233 2 -.176 1 -.054 1-1.213e-3 1 NC 1 NC 1 196 min .001 1 -.378 2 -.309 2 -3.139e-3 2 9165.285 2 NC 1 197 4 max .233 2 -.174 1 -.053. 1-1.217e-3 1 NC 1 NC 1 198 min .001 1 -.366 2 -.24 2 -2.98e-3 2 NC 1 NC 1 1991 5 Imax .233 2 -.171 1 -.052 1 -1.221 a-3 1 NC 1 NC 1 200 min .001 1 -.356 2 -.175 2 -2.82e-3 2 NC 1 NC 1 201 M31 1 max .356 2 .233 2 -.052 1 3.475e-3 2 NC 1 1762.658 1 202 min .171 1 .001 1 -.175 2 2.076e-51. 1 NC 1 704.578 2 203 2 max .356 2 .235 2 -.043 1 3.411e-3 2 NC 1 2759.624 1 204 min .172 1 .001 1 -.155 2 -5.707e-61 1 NC 1 1075.795 2 205 3 Imax .356 2 .237 2 -.04 1 3.346e-3 2 NC 1 3641.775 1 206 min .172 1 '.001 1 -.146 2 -3.218e-5 1 9278.624 2 1446.503 2 207 4 max .356 2 .241 2 -.037 1 3.282e-3 2 NC 1 5226.023 1 208 min .172 1 .001 1 -.137 2 -5.865e-5 1 5011.024 2 2163.281 2 209 5 max .356 2 .249 2 -.029 1 3.218e-3 2 NC 1 NC 1 210 min .172 1 .002 1 -.118 2 -8.512e-5 1 2516.833 2 NC 1 211 M32 1 max -.085 1 -.149 1 .118 2 1.044e-3 1 NC 1 NC 1 212 min -.391 2 -.19 2 .029 1 7.708e-4 2 NC 1 NC 1 213 2 max -.085 1 -.153 1 .198 2 1.053e-3 1 NC 1 NC 1 214 min -.391 2 -.226 2 .036 1 9.571 e-4 2 3008.378 2 1027.254 2 215 3 max -.085 1 -.155 1 .274 2 1.143e-3 2 NC 1 6777.61 1 216 min -.391 2 -.254 2 .041 1 1.061e-3 1 1740.654 2 529.328 2 217 4 ImaxI -.085 1 -.154 1 .351 2 1.33e-3 2 NC 1 4807.321 1 218 min -.391 2 -.242 2 .046 1 1.069e-3 1 2991.636 2 354.349 2 219 5 max -.085 1 -.15 1 .435 2 1.516e-3 2 NC 1 3222.309 1 220 min -.391 2 -.223 2 .055 1 1.077e-3 1 NC 1 259.94 2 221 M33 1 max .367 2 1 -.007 1 -.041 1 -1.081 e-41 1 NC 1 1945.677 1 222 min .167 1 -.196 2 -.397 2 -2.65e-3 2 NC 1 491.78 2 223 2 max .367 2 -.007 1 -.033 1-1.129e4 1 NC 1 3135.653 1 224 min .167 1 -.2 2 -.371 2 -2.665e-3 2 NC 1 722.225 2 225 3 max .367 2 -.008 1 -.03 1-1.177e-4 1 NC 1 4091.815 1 226 min .167 1 -.205 2 -.354 2 -2.68e-3 2 NC 1 1038.062 2 227 4 max .367 2 -.008 1 -.028 1-1.226e-4 1 NC 1 5676.574 1 228 min .167 1 -.208 2 -.338 2 -2.696e-3 2 NC 1 1758.247 2 229 5 max .367 2 -.008 1 -.021 1-1.274e-4 1 NC 1 NC 1 230 min .167 1 -.207 2 -.316 2 -2.711e-3 2 NC 1 NC 1 231 M34 1 max .207 2 -.167 1 .316 2 2.92e-3 2 NC 1 NC 1 232 min .008 1 -.367 2 .021 1 1.089e-3 1 NC 1 NC 1 233 2 max .207 2 -.169 1 .27 2 2.846e-3 2 NC 1 NC 1 2341 min .008 1 -.37 2 .019 1 1.098e-3 1 8888.232 2 NC 1 235 3 max .207 2 -.17 1 .227 2 2.771e-3 2 NC 1 NC 1 236 min 1 .008 1 -.365 2 .019 1 1.108e-3 1 9116.329 2 NC 1 237 4 max .207 2 -.169 1 .184 2 2.697e-3 2 NC 1 NC 1 238 +-5 min .008 1 1 -.355 1 2 .018 1 1 11.117e-3 1 1 C 1 NC 1 239 max .207 1 2 1 -.166 1 1 1 .137 1 2 12.622e-31 2 1 NC 1 1 NC 1 RISA-31D Version 14.0.1[CA ... \...\...\...\...\...\...\HSAC Gym Wall\Calculations\Gym Wall Model.r3d] Page 11 HSAC GYM WALL: Envelope Member Section Deflections (Continued) Member Sec x finl LC v FinlLC z [inI LC x Rotate r... LC n L/v Ratio LC n L/z Ratio LC 240 Imin .008 1 -.346 2 .018 1 11.126e-3 1 NC 1 NC 1 241 M35 1 max -.166 1 -.008 1 .137 2 2.823e-3 2 NC 1 NC 1 242 min -.346 2 -.207 2 .018 1 6.088e-5 1 NC 1 NC 1 243 2 max -.166 1 -.007 1 .155 2 2.869e-3 2 NC 1 NC 1 244 min -.346 2 -.206 2 .025 1 8.687e-5 1 NC 1 2201.751 2 245 3 max -.166 1 -.008 1 .164 2 2.916e-3 2 NC 1 NC 1 246 min -.347 2 -.205 2 .028 1 1.129e-4 1 NC 1 1474.107 2 247 4 max -.166 1 -.008 1 .173 2 2.963e-3 2 NC 1 NC 1 248 min -.347 2 -.202 2 .03 1 1.388e-4 1 NC 1 1103.295 2 249 5 max -.166 1 -.007 1 .192 2 3.01e-3 2 NC 1 NC 1 250 min -.347 2 -.195 2 .037 1 1.648e-4 1 NC 1 728.873 2 251 M36 1 max -.007 1 -.166 1 -.037 1 -1.086e-3 1 NC 1 NC 1 252 min -.195 2 -.347 2 -.192 2 -2.683e-3 2 NC 1 NC 1 253 2 max -.007 1 -.169 1 -.039 1-1.112e-3 1 NC 1 NC 1 254 min -.195 2 -.36 2 -.245 2 -2.849e-3 2 8987.721 2 NC 1 255 3 max -.007 1 -.17 1 -.04 1-1.138e-3 1 NC 1 NC 1 256 min -.196 2 -.365 2 -.298 2 -3.015e-3 2 9005.916 2 INC 1 257 4 max -.007 1 -.169 1 -.04 1-1.164e-3 1 NC 1 NC 1 258 min -.196 2 -.365 2 -.348 2 -3.181e-3 2 NC 1 NC 1 259 5 max -.007 1 -.167 1 -.041 1-1.19e-3 1 NC 1 NC 1 260 min -.196 2 -.367 2 -.397 2 -3.347e-3 2 NC 1 NC 1 261 M37 1 max .002 2. -.15 1 .316 2 3.87e-3 2 NC 1 NC 1 262 min -.074 1 -.422 2 .021 1 1.014e-3 1 NC 1 NC 1 263 2 max .002 2 -.153 1 .29 2 3.854e-3 2 NC 1 NC 1 264 min -.074 1 -.443 2 .027 1 1.018e-3 1 2993.303 2 NC 1 265 3 max .002 2 -.155 1 .258 2 3.839e-3 2 NC 1 NC 1 266 min -.074 1 -.457 2 .029 1 1.021 a-3 1 1741.034 2 NC 1 267 4 max .002 2 -.153 1 .223 2 3.823e-31 2 NC 1 NC 1 268 min -.074 1 -.431 2 .032 1 1.025e-3 1 3008.392 2 NC 1 269 5 max .002 2 -.149 1 .192 2 3.808e-3 2 NC 1 NC 1 270 min -.074 1 -.398 2 .037 1 1.029e-3 1 NC 1 NC 1 271 M38 1 max .002 1 -.001 2 .069 2 7.493e-4 2 INC 1 NC 1 272 min .001 2 -.001 1 .047 1 3.257e-4 1 NC 1 NC 1 273 2 max .002 1 -.007 1 .183 2 1.537e-3 2 NC 1 NC 1 274 min .001 2 -.009 2 .052 1 6.43e-4 1 INC 1 1186.215 2 275 3 ImaxI .002 1 -.007 1 .302 2 1.751 e-3 2 NC 1 NC 1 2761 min .001 2 -.01 2 .054 1 6.548e-4 1 NC 1 580.127 2 277 4 max .002 1 -.003 1 .427 2 1.965e-3 2 NC 1 NC 1 278 min .002 2 -.005 2 .054 1 6.667e-4 1 NC 1 1377.171 2 279 5 max .002 1 -.002 2 .565 2 1.602e-3 2 NC 1 NC 1 280 min .002 2 -.002 1 .052 1 3.527e-4 1 NC 1 272.214 2 281 M39 1 ImaxI -.002 2 -.002 2 .506 2 1.181e-3 2 NC 1 NC 1 282 min -.002 1 -.002 1 .039 1 2.864e-41 1 NC 1 340.442 2 283 2 max -.002 2 -.003 1 .388 2 1.623e-3 2 NC 1 NC 1 284 min -.002 1 -.005 2 .041 1 5.914e-4 1 NC 1 484.232 2 285 3 max -.002 2 -.007 1 .287 2 1.498e-3 2 NC 1 NC 1 286 min -.002 1 -.009 2 .041 1 5.834e-4 1 NC 1 756.29 2 287 4 max -.002 2 -.007 1 .196 2 1.373e-3 2 NC 1 NC 1 288 min -.002 1 -.009 2 .037 1 5.754e-4 1 NC 1 1556.63 2 289 5 max -.001 2 -.001 2 .109 2 6.552e-4 2 NC 1 NC 1 290 min 1 -.002 1 -.001 1 .032 1 2.511e-4 1 NC 1 NC 1 RISA-31D Version 14.0.1 (CA ... \..A.A..\...\...\...\HSAC Gym Wall\Calculations\Gym Wall Model.r3d] Page 12 HSAC GYM WALL: Envelope A/SC 14th(360-10): ASD Steel Code Checks M,.mh,.r Shane Cru1,. Ch,.rk I nrrffl I C Sh,.ar I nrrffl rlir I r Pnr/nm Pn4Mm rkl Mn.... 1- 11A-1- rk Cnn 1 M1 HSS8x8x8 .060 9.141 2 .029 9.479 z 2 123.527 371.856 86J078 86.078 1.6... H1-1b 2 M2 HSS8x8x8 .155 12.042 2 .037 12.042 y 2 112.868 371.856 86.078 86.078 3.3... 1-1b 3 M3 HSS8x8x8 .158 12.271 2 .046 12.271 y 2 135.77 371.856 86.078 86.078 3.3... H1-1b 4 M4 HSS8x8x8 .059 12.906 2 .027 9.526 z 2 149.619 371.856 86.078 86.078 1.6... 1-1b 5 M9 HSS6x6x8 .065 11.25 2 .078 0 z 2 209.524 268.287 45.449 45.449 2-2... H1-1b 6 M11 HSS6x6x8 .068 0 2 .069 8.672 z 2 209.524 268.287 45.449 45.449 7 M38 HSS6x6x8 .103 11.25 2 .056 0 z 2 209.524 268.287 45.449 45.449 8 1 M39 HSS6x6x8 .116 0 2 .051 11.25 y 2 209.524 268.287 45.449 45.449 Envelope Wood Code Checks M,.mh Shan,. r.M,- (.h,.rk I nrrffl 1 r Ch,. I n r)ir I (` Cr' r CT' f Ckl' f -il ck,)- r C..- r C-- 1 M5 6.75x..1 .296 38.75 2 .056 38... z 2 .145 1.1 1.579 - 1.325 .23 _- -#3.9 2 M6 6.75x.. 136 10.17 2 .020 0 z 2 .509 1.1 2.185 1.413 .233 M7 6.75x..1 .016 3.54 2 .007 0 z 2 1.563 1.12.386 1.552 .23 Waming Log Message No Data to Print ... RISA-3D Version 14.0.1 [CA...\...\...\...\...\...\...\HSAC Gym Wal]\Calculations\Gym Wall Model.r3d] Page 13 GENERAL NOTES PROJECT INFORMATION 1. DO NOT SCALE THE DRAWINGS. THE CONTRACTOR(S) SHALL USE TENANT IMPROVEMENT REVISIONS TO AN EXISTING GYM FACILITY. ACTUAL FIELD DIMENSIONS OR DIMENSIONS SHOWN ON THE DRAWINGS. SCOP('OF WORK: NOTIFY THE ARCHITECT OF ANY DISCREPANCIES AND DO NOT PROCEED t WITH ANY RELATED WORK UNTIL DISCREPANCY HAS BEEN RESOLVED. 1.'CONVERT EXISTING INDOOR TENNIS COURT TO NEW PICKLE BALL COURTS AND WEIGHT AREA. 2. CONTRACTOR SHALL FIELD VERIFY ALL CRITICAL DIMENSIONS AND SITE 2. MODIFY EXISTING BASKETBALL COURT FOR REVISED COURT CONFIGURATION. CONDITIONS INCLUDING LOCATION AND DISPOSITION OF EXISTING UTILITIES BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. JURISDICTION CITY OF EDMONDS, WA NOTIFY ARCHITECT OF ANY DISCREPANCIES AND DO NOT PROCEED WITH ANY RELATED WORK UNTIL DISCREPANCY HAS BEEN REMOVED. PARCEL'# 27032300408800 3. ALL WORK SHALL BE DONE IN ACCORDANCE WITH APPLICABLE CODES. WHERE CONFLICTS OCCUR BETWEEN METHODS OR STANDARDS OF BUILDING CODE INFORMATION INSTALLATION AND CODES, OR IF MATERIALS DO NOT EQUAL OR EXCEED THE REQUIREMENTS OF LAWS OR ORDINANCES, THE LAWS OR ORDINANCES APPLICABLE CODES SHALL GOVERN. NOTIFY ARCHITECT OF ANY CONFLICTS. 2015 INTERNATIONAL BUILDING.CODE W/ STATEWIDE AMENDMENTS 2015 INTERNATIONAL FIRE CODE W/ STATEWIDE AMENDMENTS 4. ALL WORKMANSHIP SHALL BE OF THE HIGHEST QUALITY AND IN 2015 UNIFORM PLUMBING CODE W/ STATEWIDE AMENDMENTS ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS, INSTALLATION NATIONAL ELECTRICAL CODE (NFPA 70) INSTRUCTIONS AND RECOMMENDATIONS FOR USE. WORKMANSHIP QUALITY ICC/ANSI A117.1-09 ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES, SHALL BE JUDGED ACCORDING TO THE BEST ACCEPTED STANDARDS OF W/ STATEWIDE AMENDMENTS THE BUILDING INDUSTRY. CONTRACTOR SHALL CORRECT ALL DEFECTIVE 2015 WASHINGTON STATE ENERGY CODE WORK TO SATISFACTION OF OWNER AT CONTRACTOR'S EXPENSE AND IN' yolk 1e$G A TIMELY MANNER. A PUNCH LIST WILL BE ISSUED AT COMPLETION OF CONSTRUCTION TYPE III-B PROJECT. NOTIFY ARCHITECT AT SUBSTANTIAL COMPLETION. OCCUPANCY A3 HEALTH CLUB 5. ALL MATERIALS AND WORKMANSHIP SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR FROM DATE OF ACCEPTANCE OF COMPLETED PROJECT BY FLOOR AREA OWNER. ROOFING, WATERPROOFING, FLASHINGS AND ALL OTHER WORK EXISTING 2 STORY BLDG 15,483 S.F. WHICH IS A COMPONENT PART OF THE ROOFING IS TO BE WEATHERTIGHT NO NEW FLOOR AREA IS BEING ADDED UNDER ORDINARY WEAR -AND USAGE FOR A PERIOD OF TWO YEARS FROM DATE OF ACCEPTANCE, TO BE SUPPLEMENTED BY THE TERMS AND CONDITIONS OF EXTENDED MANUFACTURER'S WARRANTIES. AT TIME OF NUMBER OF FLOORS 2 ACCEPTANCE OF COMPLETED PROJECT, CONTRACTOR SHALL FURNISH NO NEW FLOORS ARE BEING ADDED OWNER WITH ALL NECESSARY MANUALS OF OPERATION AND MAINTENANCE, WARRANTIES AND GUARANTEES FOR ALL EQUIPMENT INCLUDED IN THIS OCCUPANT LOADS / EGRESS SEE SHEET A2.3 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS AND SEQUENCE OF CONSTRUCTION REQUIRED TO SPRINKLERS PERFORM THE WORK. NONE EXISTING, NONE PROPOSED 7. CONTRACTOR SHALL PROVIDE ALL TEMPORARY SUPPORTS AND RESTROOMS BRACING AS REQUIRED. INSTALL TEMPORARY BARRIERS AS NECESSARY ALL EXISTING RESTROOMS ARE TO REMAIN. TO PROTECT ADJACENT STREET RIGHT-OF-WAY AND NEIGHBORING PROPERTIES. CONTRACTOR SHALL BE RESPONSIBLE FOR STRENGTH AND SUITABILITY OF TEMPORARY BARRIERS AND SUPPORTS PER JURISDICTION ZONING INFORMATION STANDARDS. ALL TEMPORARY WORK SHALL BE REMOVED AT THE END OF EACH SEQUENCE OR AT COMPLETION -OF THE CONTRACT WORK. ZONING CIS GENERAL COMMERCIAL 8. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SUBCONTRACTOR'S NO AREA OR HEIGHT IS BEING ADDED TO THE EXISTING BUILDING CONSTRUCTION SETS TO REFLECT CURRENT CONSTRUCTION DOCUMENTS NO PARKING IS BEING ADDED OR DELETED FOR THIS PROJECT. AND CHANGE ORDERS WHERE APPLICABLE TO THE WORK OF THE SUBCONTRACTOR. 9. SUB -CONTRACTORS SHALL VERIFY ROUGH -IN DIMENSIONS, REQUIRE- MENTS FOR BACKING AND LOCATIONS OF ITEMS IN PARTITIONS AS REQUIRED FOR INSTALLATION OF THEIR WORK. EACH INSTALLER SHALL BE RESPONSIBLE FOR VERIFICATION AND COORDINATION_ WITH OTHER INSTALLER TO SECURE COMPLIANCE WITH THE CONTRACT DRAWINGS AND RELATED SPECIFICATIONS. GENERAL CONTRACTOR SHALL COORDINATE INSTALLATION OF EQUIPMENT, PLUMBING FIXTURES AND APPLIANCES INCLUDED IN THIS CONTRACT OR FURNISHED BY OTHERS FOR INSTALLATION BY CONTRACTOR. 10. ANY METAL IN CONTACT WITH TREATED WOOD MUST BE VERIFIED FOR THAT USE OR ISOLATED FROM DIRECT CONTACT. 11. PROTECT ALL NONCOMPATIBLE MATERIALS FROM GALVANIC ACTION 12. REPETITIOUS DETAILS MAY BE CALLED OUT RARELY ON THE DRAWINGS BUT SHALL BE PROVIDED AT ALL LOCATIONS WHERE THEY OCCUR. 13. MECHANICAL AND ELECTRICAL TO BE BIDDER -DESIGN UNDER SEPARATE PERMITS. CONTRACTOR SHALL SUBMIT PLANS TO ARCHITECT FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL VERIFY SIZES AND LOCATIONS OF ALL OPENINGS FOR MECHANICAL WORK AND OBTAIN SHOP DRAWINGS FOR REVIEW BY ARCHITECT BEFORE PROCEEDING WITH THE WORK. Al LIGHTING/ELECTRICAL NO CHANGES TO THE EXISTING ELECTRICAL AND LIGHTING LAYOUTS. MECHANICAL MINOR MODIFICATIONS TO THIS MECH. SYSTEM ARE TO BE BIDDER DESIGNED. DESIGN / BIDDER IS RESPONSIBLE FOR MECHANICAL PERMIT. PLUMBING NO PLUMBING PROPOSED FOR THIS PROJECT. SHOP DRAWINGS / SUBMITTALS PRIOR TO SHOP FABRICATION OF MATERIALS, CASEWORK, AND/ OR EQUIPMENT; OR ORDERING OF MANUFACTURED ITEMS, RESPECTIVE SUB -CONTRACTOR OR SUPPLIER SHALL SUBMIT SHOP DRAWINGS OR MANUFACTURER'S DATA FOR REVIEW BY OWNER AND ARCHITECT. CONTACT INFORMATION DRAWING INDEX PROPERTY ADDRESS 160 W. DAYTON ST A1.1 SITE PLAN, GENERAL NOTES, PROJECT INFORMATION EDMONDS, WA 98020 AB1.1 AS BUILT / DEMOLITION PLANS A2.1 NEW FIRST FLOOR PLAN DETAIL TENANT HARBOR SQUARE ATHLETIC CLUB A2.2 NEW SECOND FLOOR PLAN DETAIL 160 W. DAYTON-ST A2.3 OCCUPANCY LOAD AND EXITING PLAN EDMONDS, WA 98020 A3.1 INTERIOR ELEVATIONS, DETAILS CONTACT: JACK TAWNEY JACK@HARBORSQUARF-.COM S1.0 GENERAL STRUCTURAL NOTES S2.0 FIRST FLOOR / FOUNDATION PLAN ARCHITECT JAY VOLZ ARCHITECT LLC S2.1 SECOND FLOOR PLAN CONTACT: JAY VOLZ S2.2 ROOF PLAN TEL: 206-355-1263 S3.0 DETAILS JAYVOLZ@COMCAST.NET INTERIOR DESIGNER NAGEL DESIGN 500 6th AVE S EDMONDS, WA 98020 425-672-36^Ci CONTACT: JEFF NAGEL STRUCTURAL ENGINEER PERRY WELCH, PE i 1224 NE 198TH ST SHORELINE, WA 98155 206-354-7723 PERRYW E LCH@GMAT L.COM EXISTING HOTEL i 7 CARS / EXISTING R� )UMPSTER i �20 CAR SITE PLAN 1"-40• COPY �E�D1� 0 5 10 20 40 00 JUL 11 2019 BUILDING CITY OF EDMONDSNT JAY \/O LZ ARCHITECT, LLC 206-355-1263 "jayvolz@oomcast.net B 1NAGELsport LLC . FI D.sign&Arch kcturo ' Ed I Washi�on d 425.672.:I692369dei gn.com 6 PROJECT REMODEL FOR: HARBOR SQUARE ATHLETICCLUB — ADDRESS 160 WEST DAYTON ST EDMONDS, WA 98020 AD, DN DRAWN —BY jV CHECKED SCALE ISSUE DATES 5/8/2019 PERMIT SET REVISIONS 1\7/9/2019 PERMIT REVIEW These drawings a insU nts of aeMce one shoo n ro the pperty of the orchitect whetherthe project for which they ore mod. to xeooted or not. may ore not to ba osed bythe o wany other person on other projects o extenslans to the project except by agreement in writing and wim appropriate compensation to the arahit-t. — DRAWING INDEX COVER SHEET, PROJECT INFO, SITE PLAN *11CATION 9604 (REGISTERED l (ARCHITECT AY V-L. STATvOF WASHI TON — All SHEET NO GYM EXT'G 4-HOUR FIREWALL EXERCISE ROOM. LOBBY 'REMOVE DOOR REMOVECOURT I �----------- --- -t------ ------ � ________ w Ij j I I I 1 I I er 11 �EMOVE EXT'G RAMP I I TENNIS I I I REMOVE EXISTING I O I COURT TENNIS EQUIP. i 1 II REMOVE WALL & I I I u CEILING STRUCTURE IBOVE 4 II I I I I I 11 I I I I I II I I I I I I =RE L_______________________y___________�REMOVE WALL iONARI_ ---ar/ -------------------------------------------- n REMOVE DOORS a3 u� x STRENGTH AREA COURT GROUP WORKOUT B SKETBALL COURT � d EXT'G 4-HOUR FIREWALL COURT COURT 11 COURT CYCLE LIW— POOL I OO STORAGE � o � oLAJ FIRST FLOOR AS BUILT / DEMOLITION PLAN LEGEND EXISTING FRAMED PARTITION TO REMAIN, U.N.O. EXISTING FRAMED PARTITION 1ITEM TO BE ' I + ❑ - _ — DEMOLISHED I-' j - LIMITS OF WORK DEMOLITION PLAN NOTES 1. ALL EXISTING CONDITIONS AND DIMENSIONS AFE TO BE FIELD VERIFIED BY THE CONTRACTOR. 2. INSTALL ALL TEMPORARY SHORING AND BRACING REQUIRED DURING DEMOLITON. 3. STORE AND PROTECT ANY MATERIALS TO BE RELSED. SECOND FLOOR AS BUILT / DEMOLITION PLAN! Y ESVB JUL 11 2019 BUILDING DEPARTMENT CITY OF EDMONDS . 11 I f Elc Ft1I t� �AY VOLZ ARCHITECT, LLC .206-355-1263 jayvolz@comcast.net NAGELsport LLC Fh-Design&AlchiW . N Ed Dods, Wo:dhtensigngron 'om WIC�eI.c 4256723 2 . 425�G77..7b9G PROJECT REMODEL FOR: HARBOR SQUARE ATHLETIC CLUB ADDRESS 160 WEST DAYTON ST EDMONDS, WA 98020 AD DRAWN BY 1v CHECKED SCALE ISSUE DATES S/8/2019 PERMIT SET REVISIONS N7/9/2019 PERMIT REVIEW These dmwmye n Inet.nmente of —i - and shall —i, the property of the architect whetherthe project for which ^host' are mUdoe is executed or no'. They are t too be ed by the o a y other per n other pr jecle o ewlen—' o tM project except by agreement i writi g and with approp W.—pensptiop to the architect. DRAWING INDEX AS BUILT / DEMOLITION PLANS CERTIFICATION � 9604 REC�IERED — `\L/Jh1 ARCHITECT AY - VOI.Z STAi of WnSNI GTON SHEET NO A{Fyj{�}'1 �EQy' IL.�' f! o 47'-7 1 h" PLAN NOTES 1. DIMENSION NOTES: A. DIMENSIONS TO NEW WALLS ARE TO FACE OF FRAMING, U.N.O. B. DIMENSIONS TO EXISTING WALLS ARE TO FACE OF GWB, U.N.O. C. DOORS LOCATED ADJACENT TO A PERPENDICULAR WALL ARE TO BE INSTALLED 3" FROM THE WALL TO THE ROUGH OPENING. D. EXISTING DIMENSIONS ARE GIVEN FOR REFERENCE ONLY. FIELD VERIFY ANY CRITICAL DIMENSIONS. 2. ALL ADA COMPLIANT FIXTURES AND ACCESSORIES ARE TO CONFORM TO ANSI ICC All 7.1-2009. CONFIRM REQUIREMENTS WITH ARCHITECT. LEGEND EXISTING FRAMED WALL REMAINS NEW FRAMED WALL NEW FIRST FLOOR PLAN DETAIL ,AY \/OLZ ij�I,l II,II�ARCHITECT .... 204551st Ave NE, F202 Poulsbo, WA 98370 206-355-1263 jayvolz@comcast.net 0NAGELsport LLC j Fm Desig 8Ar<h'Ixiure Fd d, Washmgron g,�.;. d o'Gldeefgn.com 425.672.3696 PROJECT REMODEL FOR: HARBOR SQUARE ATHLETIC CLUB ADDRESS 160 WEST DAYTON ST EDMONDS, WA 98020 AD DRAWN BY )v CHECKED SCALE ISSUE DATES. 5/8/2019 PERMIT SET REVISIONS Theca drawing, a irmtmment, of service and shall remain the property of the architect whether the project for which they are made is executed or not. Thry are not to be aeed by the owner t any other person o other projects o a't1, na to the p th axcapt by agreement in wrth. and with appropdate compensation to the architect DRAWING INDEX NEW FIRST FLOOR PLAN DETAIL ECEIVEED MAY 10 2019 BUILDING CERTIFICATION 9604 REGISTERED ARCHITECT AY STAT 0 WASHI GTON A2.1 SHEET NO CARDIO ROOM EXT'G. COLUMN NEW 42" HIGH GLASS GUARD NEW COLUMNS TO NEW WALL RAIL, MATCH EXISTING. ROOF, TYP. (4) PLACES BELOW EXISTING X-BRACE ABOVE EXERCISE EXT'G. COLUMN OFFICE MASS. V tOFF CE STORAGE OPENTO OFFICE COURT CE STORAGE D NO REVISIONS TO L((�/lT AIb STRETCHING AREA EXT'G. COLUMN X-BRACE ABOVE \ / EXST'G STOR OFFICE OPEN TO COURT CONF OPEN TO OPEN TO OPEN TO OPEN PLAN NOTES COURT COURT COURT OFFICES 1. DIMENSION NOTES: A. DIMENSIONS TO NEW WALLS ARE TO FACE OF FRAMING, U.N.O. OPEN TO B. DIMENSIONS TO EXISTING WALLS ARE TO FACE OF GWB, U.N.O. OFF. C. DOORS LOCATED ADJACENT TO A PERPENDICULAR WALL LOBBY EXST'G WEIGHT ARE TO BE INSTALLED 3" FROM THE WALL TO THE ROUGH OPENING. EQUIPMENT ROOM D. EXISTING DIMENSIONS ARE GIVEN FOR REFERENCE ONLY. FIELD VERIFY ANY CRITICAL DIMENSIONS. I - REC'N. 2. ALL ADA COMPLIANT FIXTURES AND ACCESSORIES ARE TO CONFORM TO Z ANSI [CC Al 17.1-2009. CONFIRM REQUIREMENTS WITH ARCHITECT. OFF. LEGEND EXISTING FRAMED WALL REMAINS N ` — — — — NEW FRAMED WALL NEW SECOND FLOOR PLAN DETAIL JAY \/O LZ pqN 1�gh ARCHITECT 1120455 1st Ave NE, F202 Poulsbo, WA 98370 ".. 206-355-1263 ,'.'jayvolz@comcast.net NAGELsport LLC N Fm D .Aing6ikdare [d d wosh'nAron adm n@Inageldesign. om - � 425.672.3696 PROJECT REMODEL FOR: HARBOR SQUARE ATHLETIC CLUB ADDRESS 160 WEST DAYTON ST — EDMONDS, WA 98020 — AD DRAWN BY jv CHECKED SCALE ISSUE DATES 5/8/2019 PERMIT SET REVISIONS These drom.gs a instmm.nt. of —k. and 0,11 m—i. the property & the architect whetherthe pmject for which they or ad... .eaated or not. %.y are not to tmo aced by th, o r any other P.— on other projects or ¢.tensions to the project —pt by agreement in wriu.9 and with appropriate compensation to the archflect. — DRAWING INDEX NEW SECOND FLOOR PLAN DETAIL ECEIVED MAY 10 2019 CERTIFICATION 9604 REGISTERED ARCHITECT AYL STAT' 0 WASHI GTON = ® SHEET NO / 2.2 NEW OCCUPANT LOADS OCC. LOAD EXITS ROOM AREA FACTOR OCCUR REQ'D. NEW TURF 720 S.F. 50 GROSS 15 1 AREA -- NEWSTRENGTH ------- 12445E -- 50GROSS ---- 25 -- 1 AREA NEW 125 S.F. 15 NET 9 1 P.BALL LOUNGE NEW 4512 S.F. 50 GROSS 91 2 P.BALL COURTS EXISTING OCCUPANT LOADS. GYM 2649 S.F. 50 GROSS 53 2 TENNIS COURT 6345 S.F. 50 GROSS 127 3 BASKETBALL 6263S.F. 50 GROSS 126 3 COURT WOMENS 2114 S.F. 50 GROSS 43 1 LOCKER POOL 2079 S.F. 50 GROSS 42 1 LOBBY 1752S.F. 50 GROSS 36 1 EXERCISE 1737 S.F.50 GROSS 35 1 STORAGE 255 S.F. 300 GROSS 1 1 MENS 2061 S.F. 50 GROSS 42 1 LOCKER EXERCISE 2393 S.F. 50 GROSS 48 1 OFFICE 1156 S.F. 50 GROSS 12 1 SPACE CARDIO 2598S.F. 50 GROSS 52 2 ROOM 1110 S.F. 50 GROSS 23 1 EXERCISE OFFICE 242 S.F. 100 GROSS 3 1 OFFICE 106 S.F. 100 GROSS 3 1 WEIGHT EQUIP. 789 S.F. 50 GROSS 16 1 ROOM WEIGHTEQUIP. 7895F. 50 GROSS 16 1 ROOM RECEPTION 102 S.F. I00 GROSS 2 1 CONFERENCE 64 S.F. 15 NET 5 1 OPEN SPACE 100 GROSS 3 1 222 S.F. OFFICES ------ ------- OFFICE 169 S.F. 100 GROSS 2 1 OFFICE 64S.F. 100 GROSS 1 1 OFFICE 77 S.F.100 GROSS 1 1 STORAGE 69 S.F. 300 GROSS 1 1 STRETCH AREA 993 S.F. 50 GROSS 20 1 LEGEND EXIT SIGN* -COMPLYING WITH IBC SECTION 1013. EXIT SIGN TO BE INTERNALLY OR EXTERNALLY ILLUMINATED AT ALL TIMES. EGRESS ILLUMINATION`-COMPLYINGWITH IBC SECTION 1008. ILLUMINATION LEVEL TO BE 1 FOOTCANDLE MINIMUM AT WALKING SURFACE. POWER SUPPLY SHALL BE PROVIDED FROM THE PREMISE'S ELECTRICAL SUPPLY, WITH AN AUTOMATIC EMERGENCY ELECTRICAL BACKUP SYSTEM, IN CASE OF POWER FAILURE. EXIT 0 FIRST FLOOR OCCUPANCY LOAD/EXITING PLAN ADA COMPLIANT EXIT ADA COMPLIANT EXIT SECOND FLOOR OCCUPANCY LOAD/EXITING PLAN f CONF (E) 5 OCC. OFFICE (E) I OCC. OFFICE ID 100C. AY \/0 LZ ARCHITECT 20455 1 St Ave NE, F202 Poulsbo, WA 98370 Q' NAGELsport LLC t -" Ft D WnBhi.gb.are i;. Ed d Weld.ni lon d 72.369 dei gn.mm 425�672.3696 PROJECT REMODEL FOR: HARBOR SQUARE ATHLETIC CLUB ADDRESS 160 WEST DAYTON ST EDMONDS, WA 98020 AD DRAWN BY 1v CHECKED SCALE ISSUE DATES 5/8/2019 PERMIT SET REVISIONS These drawings are instruments of service and A.11 r n the property of the architect whether the project for which they are made ie —..d or not. They m not to be used by the owner or any the, person on other pmisots o «tensions to the project a pt by agreement in carping and with appropriate compensation to the architect. DRAWING INDEX OCCUPANCY LOAD AND EXITING PLANS ECEIVED MAY 10 2019 CERTIFICATION BUILDING = 9604 REGISTERED ARCHITECT — AY �L STAT 0 WASHI GTON — SHEET NO A2.3 - INTERIOR ELEVATION A IR4"=r-0° �AY \/0 LZ 'ARCHITECT 20455 1st Ave NE, F202 Poulsbo, WA 98370 206-355-1263 jayvolz@corncasLnet NAGELsport LLC FitDesign&Arrhil.t re Ed—d Weshingt- admm�inageldesign.com 425.67 PROJECT REMODEL FOR: HARBOR SQUARE ATHLETIC CLUB ADDRESS 160 WEST DAYTON ST EDMONDS, WA 98020 AD, DN DRAWN BY IV CHECKED SCALE ISSUE DATES 5/W2019 PERMIT SET REVISIONS These drawings are instruments of se and shmi r n the property of�the architect whether the project for which they ore mode k executed or not. the, ere not to be used by the ow any other P.— on other prolects or extensions to theproject except by agreement in writing and with appropriate compeneetion to the architect. DRAWING INDEX INTERIOR ELEVATIONS, DETAILS MAY 10 2019 CERTIFICATION BUILDING - 9604�AR TERED STAT WASHI GTON — SHEET NO A3.1 CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC). 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 3. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL ANDIOR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE ANDIOR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE CONTRACTORS OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 6. CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 7. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT. WHERE INFORMATION ON THE DRAWINGS IS IN CONFLICT WITH THE SPECIFICATIONS, THE MORE STRINGENT SHALL APPLY. DO NOT SCALE THE DRAWINGS. B. SHOP DRAWINGS FOR STRUCTURAL STEEL SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. 9. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED. A MINIMUM OF TWO WEEKS SHALL BE ALLOWED FOR REVIEW. 10. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 11. SPECIAL INSPECTION: STRUCTURAL STEEL FABRICATION (INCLUDING FIELD WELDING) SHALL BE SUPERVISED IN ACCORDANCE WITH IBC SECTION 1705 AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE ARCHITECT AND BUILDING OFFICIAL. ANY MATERIALS WHICH FAIL TO MEET PROJECT SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT GEOTECHNICAL 12. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED IN THE FIELD. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE: FOOTING DEPTHSIELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED UNDER COLUMNS OR WALLS ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE 1,500 PSF CONCRETE 13. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE ACI 301. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF Pc = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-112 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5' OR LESS (BEFORE THE ADDITION OF ADMIXTURES). THE WATERICEMENT RATIO SHALL NOT EXCEED 0.55 FOR FOOTINGS AND 0.45 FOR ALL SLABS AND EXPOSED CONCRETE UNLESS OTHERWISE NOTED, EXCEPT FOR FOOTINGS AND SLAB ON GRADE, AGGREGATE SIZE SHALL NOT EXCEED 314". THE MINIMUM AMOUNT OF CEMENT ANDTH€ MAXIMUM SLUMP MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO'WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, CEMENTITIOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI SECTION 5.3. CHEMICAL ADMIXTURES AND FLY ASH SHALL CONFORM TO ASTM C494AND C618 RESPECTIVELY, FLY ASH PERCENTAGE OF TOTAL CEMENTITIOUS MATERIAL SHALL NOT EXCEED 20%. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 14. REINFORCING STEEL SHALL CONSIST OF #4 BARS CONFORMING TO ASTM A615, GRADE 60,1Y = 60,000 PSI AND SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315 AND 318. LAP ALL CONTINUOUS REINFORCEMENT 48 BAR DIAMETERS, Z-V MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS, LAP Z-T MINIMUM. PROVIDE (2) #4 MIN. U.N.O. TRIM BARS AROUND ALL OPENINGS IN CONCRETE WALLS OR SLABS EXTENDING Z-W PAST CORNERS, TYPICAL. 15. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH (I.E. WALLS BELOW GROUND) OR WEATHER (#5 BARS OR SMALLER) 1-1I2" 16. NON -SHRINK GROUT SHALL BE NON-METALLIC CONFORMING TO ASTM C1107 AND BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (5000 PSI MINIMUM). WOOD 17. FRAMING LUMBER: SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.LI.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO.17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS: (2X, 3X, AND 4X MEMBERS) HEM -FIR NO.2 BEAMS AND STRINGERS: (INCLUDING 6 X AND LARGER MEMBERS) DOUGLAS FIR NO.1 STUDS, PLATES & MISCELLANEOUS LIGHT FRAMING: DOUGLAS FIR OR HEM -FIR NO.2 GENERAL STRUCTURAL NOTES (The following apply unless shown otherwise on the plans) IS. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM D3737 AND AITC A190.1 STANDARDS. EACH MEMBER SHALL BEAR AN A.LT.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. CERTIFICATES OF CONFORMANCE MUST BE MADE AVAILABLE TO BUILDING INSPECTORS. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Fb = 2,400 PST, Fv = 240 PSI, E =1,800 KSI. CAMBER ALL GLULAM BEAMS TO 3,500' RADIUS UNLESS SHOWN OTHERWISE ON THE PLANS. 19. ALL WOOD BEARING ON UNPROTECTED CONCRETE, EXPOSED TO WEATHER OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE -TREATED, U.O.N. PRESSURE TREATMENT SHALL BE WITH AN APPROVED PRESERVATIVE AND BRANDED WITH A QUALITY CON-ROL AGENCY MARK BY THE AMERICAN WOOD PRESERVERS BUREAU OR EQUAL. ALL METAL HARDWARE IN CONTACT WITH TREATED WOOD SHALL BE PROTECTED WITH A G185 GALVANIZED COATING (ZMAX) OR BETTER. ALL NAILS IN TREATED WOOD SHALL BE HOT -DIP GALVANIZED OR BETTER. PROVIDE 2 LAYERS OF 30# ASPHALT IMPREGNATED BUILDING PAPER BETWEEN NON -PRESSURE -TREATED LEDGERS, BLOCKING, ETC., AND CONCRETE. 20. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NO. C-2017. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY RAVE I.C.C. APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. CONNECTORS SHALL BE SIZED TO MATCH THE SIZE OF THE FRAMING MEMBERS BEING CONNECTED. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. ALL BOLTS TIGHTENED TO SNUG TIGHT. 21. WOOD FASTENERS: A NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: Drawing ID Nail Name Nail Diameter Nail Length "8d Box" 8d Box 0.113" 2-112" "8d" 8dCommon 0.131" MIT '10d-F" 10d Framer 0.131" 3" 10d 10d Shear 0.148" 2-1W '16d" 16d Sinker 0.148" 3.114' IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. B. NAILS -SHEATHING FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. C. HOT DIPPED GALVANIZED NA! BOLTS AND METAL PLATES -ALL NAILS, BOLTS AND METAL PLATES IN CONTACT WITH PRESSURE TREATED (INCLUDING FIRE -RETARDANT TREATED) LUMBER SHALL BE HOT DIPPED GALVANIZED. 30. WOOD FRAMING NOTES: THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2304.10.1. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. TIGHTEN BOLTS AND LAG SCREWS SNUGLY AGAINST WOOD FRAMING AFTER WOOD HAS REACHED SPECIFIED MOISTURE CONTENT. B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2 x 4 STUDS @.16" O.C. AT INTERIOR WALLS AND 2 x 6 @ 16" O.C. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL, OPENINGS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 8" O.C. STAGGERED OR BOLTED TO CONCRETE WITH 518" DIAMETER ANCHOR BOLTS WITH 3"x3"x114" PLATE WASHERS @ 4'-V O.C. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT UP POSTS SHALL BE NAILED TO EACH OTHER WITH 10d-F NAIS @ 12" O.C. STAGGERED, REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES AND GYPSUM SHEATHING ON EXTERIOR SURFACES ATTACHED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH SCREWS AT 8' O.C. USE 1-114"W #6 SCREWS FOR 112" GWB AND 518" GWB WHERE OCCURS. USE 1-114" W #6 GALVANIZED SCREWS FOR 112' GWB AND 5M" EXTERIOR GYPSUM SHEATHING, WHERE OCCURS. VERIFY THE FIRE ASSEMBLY REQUIREMENTS WHERE APPLICABLE WITH THE ARCHITECT. C. POSITIVE CONNECTIONS: PROVIDE THE FOLLOWING SIMPSON CONNECTORS AT TYPICAL FRAMING UNLESS OTHERWISE NOTED ON PLAN OR DETAIL. PROVIDE CCQIECCQ CAPS AND PBS BASES AT POSTS. PROVIDE BC BASE WHERE POST BEARS ON WOOD FRAMING BELOW. PROVIDE LUS SERIES HANGERS FOR 2X FLOOR AND ROOF JOISTS. CONNECTORS SHALL BE SIZED TO MATCH THE SIZE OF THE FRAMING MEMBERS BEING CONNECTED. REMODEL FOR; HARBOR SQUARE ATHLETIC CLUB 160 WEST DAYTON ST EDMONDS, WA 98020 �AY\/OLZ ARCHITECT 20455 1st Ave NE, F202 Poulsbo, WA 98370 206-355-1263 PDP- RF 51853 ti IpIVp1, ENG RPW 1224 NE 198TH ST Shoreline, WA 98155 PERMITSET DATE:5/8/19 SCALE: AS SHOWN ECEOVE® MAY 10 2019 BUILDING GENERAL STRUCTURAL NOTES S1.0 I I I I I I I I I I t I I I I' I I I I r --I I I I I I I I I I I I I I I I I I I I I I -- ----------------------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I e 1 I II I I I I I I I I L_— I I I I I I I I I 1 I I I I I I I I 0 19 ---------.__----J ---------------.._ — — — P I L_J L—J�— F3.0 F3.0 I I L-----J -----------_ _----- ----- --- ---� I j I I i 1 I I 1 I I i I I I I I i I I d ____� --- �?'--------- ~L_J F3.0 FIRST FLOOR / FOUNDATION PLAN N SCALE:118" = V-0" FIRST FLOORTOLINDATION NOTES: 1. ALL DIMENSIONS AND ELEVATIONS ON THE STRUCTURAL PLANS ARE FOR GENERAL INFORMATION ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR WITH THE ARCHITECTURAL DRAWINGS BEFORE CONSTRUCTION BEGINS. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. 2. SEE SHEET S1.0 FOR STRUCTURAL GENERAL NOTES AND ABBREVIATIONS. SEE SHEET S3.0 FOR TYPICAL CONCRETE AND FOUNDATION DETAILS. 3. WHERE NEW CONCRETE IS CAST AGAINST EXISTING CONCRETE FOUNDATIONS, DRILL AND EPDXY #4 DOWELS BY T-0" LONG TO LAP WITH THE NEW FOOTING LONGITUDINAL REINFORCING. PROVIDE 5" MINIMUM EPDXY EMBEDMENT INTO THE EXISTING CONCRETE. 4. ALL WOOD BEARING ON AN UNPROTECTED CONCRETE OR MASONRY, EXPOSED TO WEATHER, OR WITHIN 6" OF FINISHED GRADE SHALL BE PRESSURE -TREATED, U.O.N. 5. Fx.x INDICATES SPREAD FOOTING TYPE, SEE 121S3.0 FOR SCHEDULE. LEGEND: INDICATES NON -BEARING WALL ABOVE. INDICATES FOOTING INDICATES (E) WALL. FIELD VERIFY REMODEL FOR: HARBOR SQUARE ATHLETIC CLUB 160 WEST DAYTON ST EDMONDS, WA 98020 SAY \/OLZ ARCHITECT 20455 1sl Ave NE, F202 Poulsbo, WA 98370 206-355-1263 RPW 1224 NE 198TH ST Shoreline, WA 98155 PERMITSET DATE: 5/8/ 19 SCALE: AS SHOWN FIRST FLOOR / FOUNDATION PLAN R cIVED MAY 10 2019 BUILDING S2.0 FLOOR FRAMING NOTES: 1. SEE SHEET S1.0 FOR STRUCTURAL GENERAL NOTES AND ABBREVIATIONS. LEGEND: --* INDICATES WALL BELOW. }]—[ INDICATESBEAM. } INDICATES (E) WALL. FIELD VERIFY SECOND FLOOR PLAN N SCALE: 118" = P-0" REMODEL FOR: HARBOR SQUARE ATHLETIC CLUB 160 WEST DAYTON ST EDMONDS, WA 98020 SAY \/OLZ ARCHITECT 2045518 1 Ave NE, F202 Poulsbo, WA 98370 206-355-1263 P. 8v w"syi�i'l 51083 �q Pw ``�$j�NAL ENG RPW 1224 NE 198TH ST Shoreline, WA 98155 PERMITSET DATE: 5/8/19 SCALE: AS SHOWN SECOND FLOOR PLAN MAY 10 2019 BUILDING ROOF FRAMING NOTES: 1. SEE SHEET S1.0 FOR STRUCTURAL GENERAL NOTES AND ABBREVIATIONS. LEGEND: 4 INDICATES FRAMING DIRECTION INDICATES EXTENT OF FRAMING }7-0 INDICATES HEADER MEMBER. ROOF PLAN N SCALE: 1/8" = 1'-0" REMODEL FOR: HARBOR SQUARE ATHLETIC CLUB 160 WEST DAYTON ST EDMONDS, WA 98020 SAY \/OLZ ARCHITECT 20455 1 st Ave NE, F202 Poulsbo, WA 98370 206-355-1263 P DP' ga w^sa.��l q� ew 'Ap 5188 TONAL F�G� RPW 1224 NE 198TH ST Shoreline, WA 98155 PERMITSET DATE: 5/8/ 19 SCALE: AS SHOWN ROOF PLAN EWER MAY 10 2019 BUILDING S2.2 HSS 8x8 COLUMN PER PLAN L3x3 THRU-BOLT, PROVIDEYa' x3/6 x 0'-3" w!y" I i R Y"x4"x0'-4", TYP. CLEARANCE HSS SX8 COLUMN CLEARANCE MAX FROM EXIST ROOF I I PER PLAN HSS COLUMN, TYP TRUSS TOP I I BEAM PER PLAN I I= I I CHORD, TYP. I I I I — II II I I I r I I, � I I CLR MAX I II I I I II I A I 6/S3.0 I I L6x3xy LONG LEG 3x FULL -DEPTH I I i I I ECCO WELDED I I VERT. EACH SIDE BLOCKING w/ A35 EACH COLUMN CAP, TYP. OF COLUMN END, ALIGN WITH L6x3 ANGLE, TYP Y4 HSS COLUMN TO EXISTING ROOF CONNECTION - PLAN SCALE: NONE 2 DETAIL SCALE: NONE 3 GL BEAM TO COLUMN CONNECTION SCALE: NONE 4 Y" CAP R Y" 0 THRU BOLT w/ 0 0 CAP R WASHERS, ALIGN w/ TO HSS TOP OF�HSS SLOT q,�11SN a L3x3 v TYP U 1 1/2" TYP. HSS 8x8 PER PLAN N a j j #4 x V-6" @ 16" O.C. EMBED 5" j N j I I AT (E) SLAB w/ EPDXY, TYP I I I I BEARING R %"x9"xV-2" (E) SLAB -ON -GRADE I I L6x3 wl (4) a/"0 BOLTS I. Y"x3"SLOT I I EACH SIDE I i MIN. OF HSS _ I I ILu II II � I I HSS 8x8 COLUMN I I PER PLAN I I I = I I I I w I I EXIST ROOF CL I I TRUSS TYP. I Iiy ME gmI I — - _ REINF. PER SCHEDULE SAW -CUT (E) I I SLAB -ON -GRADE FOR NEW FTG. PER PLAN HSS COLUMN TO EXISTING ROOF CONNECTION SCALE NONE 6 DETAIL SCALE: NONE 7 SPREAD FOOTING AT EXISTING SLAB SCALE: NONE 8 (E) SHEATHING POST PER PLAN 0 a Y zz- w uJ o CO O O O O FOOTING REINF. SIZE PER SCHEDULE PER SCHEDULE 1 m roi ice rno TYP. CHORD CHORD �212" TYP. It 8"x3Y"xV-8" MARK SIZE DEPTH REINFORCING REMARKS w/ (2) Yz"0 LAG SCREWS, TYP F3.0 T-0" x 3'-0" 16" (4) #4 EA. WAY REMODEL FOR: HARBOR SQUARE ATHLETIC CLUB 160 WEST DAYTON ST EDMONDS, WA 98020 JAY VOLZ ARCHITECT 20455 1 st Ave NE, F202 Poulsbo, WA 98370 206-3554263 PRDP.h1 `PO p�51683 2 RPW 1224 NE 198TH ST Shoreline, WA 98155 PERMITSET DATE:5/8/19 SCALE: AS SHOWN MAY 10 2019 BUILDING DETAILS S3.0 ANGLE TO EXISTING TOP CHORD CONNECTION SCALE: NONE 9 DETAIL SCALE: NONE 110 DETAIL SCALE: NCNE 11 SPREAD FOOTING SCHEDULE SCALE: NONE 12