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HomeMy WebLinkAboutPermit D16-0099 - MUSEUM OF FLIGHT - NEW AVIATION PAVILIONMUSEUM OF FLIGHT 9305 E MARGINAL WAY S D16-0099 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No: 5730000020 Permit Number: D16-0099 Address: 9305 E MARGINAL WAY S Issue Date: 5/9/2016 Permit Expires On: 11/5/2016 Project Name: THE MUSEUM OF FLIGHT Owner: Name: MUSEUM OF FLIGHT FOUNDATION Address: 9404 E MARGINAL WAYS , SEATTLE, WA, 98108 Contact Person: Name: CLARK MILLER Phone: (206) 768-7149 Address: 9404 EAST MARGINAL WY S , TUKWILA, WA, 98178 Contractor: Name: M V P Inc Address: 15717 SE 240 ST, KENT, WA, 98042 License No: MVPINI*858L5 Lender: Name: THE MUSEUM OF FLIGHT Address: 9404 E MARGINAL WAYS , TUKWILA, WA, 98108 Phone: (253) 859-8223 Expiration Date: 6/25/2017 DESCRIPTION OF WORK: TI. INSTALLATION OF SUPPORT STRUCTURES FOR THE NEW AVIATION PAVILION (COVERED AIRPARK). 1) STAIRS FOR VISITOR ACCESS INTO FOUR AIRCRAFT; BRITISH AIRWAYS CONCORDE, BOEING 707 (AIR FORCE ONE), BOEING 747 AND BOEING 787. 2) FOUR PREFABRICATED CENTURY INDUSTRIES VOLUNTEER BOOTHS AND ONE TICKET COUNTER. PLEASE REFERENCEEBUILDING PERMIT D15-0018 AND PW PERMIT PW15-0005 REGARDING THE EXISTING COVERED AIRPARK PROJECT IF NECESSARY. Project Valuation: $103,550.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: Fees Collected: $2,632.02 Occupancy per IBC: Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No ff ,,�� ,,� ���•• Permit Center Authorized Signature: v�./../I�'l.J�/V- Volumes: Cut: 0 Fill: 0 Date: V —C1—'lla I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulatin: const ction or the performance of work. I am authorized to sign and obtain this development permitd :gree the conditions tached to this permit. Signature: Print Name: (2» /%1 J Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 6: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://www.TukwilaWA.gov Building Permit No. SIO • O 1 Project No. r Date Application Accepted: 911-fDate Application Expires: lob (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 9305 E. Marginal Way South Tenant Name: The Museum of Flight PROPERTY OWNER Name: Clark Miller Name: The Museum of Flight City: Tukwila State: WA Zip: 98108 Address: 9404 E. Marginal Way South Email: cmiller@museumofflight.org City: Tukwila State: WA Zip: 98108 CONTACT PERSON — person receiving all project communication Name: Clark Miller Address: 9404 E. Marginal Way South City: Tukwila State: WA Zip: 98108 Phone: (206) 768-7149 Fax: (260) 764-5707 Email: cmiller@museumofflight.org GENERAL CONTRACTOR INFORMATION Company Name: MVP Inc. Address: 15717 SE 240th St. City: Kent State: WA Zip: 98042 Phone: (253) 859-8223 Fax: Contr Reg No.: CCMVPINI*858L5 Exp Date: 06/25/2017 Tukwila Business License No.: H:Applications \Fomis-Applications On Line\2011 Applications\Pcrmit Application Revised - 8-9-11 .docx Revised: August 2011 bh King Co Assessor's Tax No.: 5730000010, 2729800010 Suite Number: Floor: New Tenant: ❑ Yes VI „No ARCHITECT OF RECORD Company Name: R&S Tavares Associates, Inc. Engineer Name: Ralph Tavares PE Company Name: N/A City: San Diego State: CA Zip: 92128 Phone: (854) 444-3344 Fax: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: R&S Tavares Associates, Inc. Engineer Name: Ralph Tavares PE Address: 11777 Bernardo Plaza Court, Suite 105 City: San Diego State: CA Zip: 92128 Phone: (854) 444-3344 Fax: Email: ralph@rstavares.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: The Museum of Flight Address: 9404 E. Marginal Way South City: Tukwila State: WA Zip: 98108 Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 103,550 Existing Building Valuation: $ 20,065,441 Describe the scope of work (please provide detailed information): Tenant improvements. Installation of support structures for the new Aviation Pavilion (Covered Airpark). 1.) Stairs for visitor access into four aircraft; British Airways Concorde, Boeing 707 (Air Force One), Boeing 747 and Boeing 787. 2.) Four prefabricated Century Industries volunteer booths and one ticket counter. Please reference Building Permit D15-0018 and Public Works Permit PW 15-0005 regarding the existing Covered Airpark project if necessary. Will there be new rack storage? ❑ Yes .. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 109 Compact: 0 Handicap: 5 Will there be a change in use? 0 Yes I No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm Pi None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes Ill No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:WpplicationsTorms•Applications On Line \2011 Applicationacnnit Application Revised • 8-9.11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC In Floor 134,724 214 Floor 3'd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 109 Compact: 0 Handicap: 5 Will there be a change in use? 0 Yes I No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm Pi None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes Ill No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:WpplicationsTorms•Applications On Line \2011 Applicationacnnit Application Revised • 8-9.11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate O .. Highline ❑... Val] ey View 0 .. Renton ❑... Sewer Availability Provided 0 .. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Bond ❑ .. Insurance 1=1.. Easement(s) 0 .. Maintenance Agreement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 11 11 11 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... _ WO # ❑ ...Temporary Water Meter Size .. II WO # ❑ ...Water Only Meter Size WO # ❑... Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private ❑ ❑ ...Water Main Extension Public ❑ Private ❑ 11 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAV ' AD AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE L S OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNG/% �`'�A� off' !�L Signature:1.Date: V/)i/l� Print Name: Clark Miller Day Telephone: (206) 768-7149 Mailing Address: 9404 E. Marginal Way South Tukwila WA 98108 City State Zip H:\ApplicationsWorms-Applications On Line \2011 Applications\Petmit Application Revised - 8-9-I l.docs Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $66.50 D16-0099 Address: 9305 E MARGINAL WAY S Apn: 5730000020 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R11037 R000.345.830.00.00 1.00 $66.50 $66.50 Date Paid: Tuesday, March 07, 2017 Paid By: MUSEUM OF FLIGHT Pay Method: CHECK 90968 Printed: Tuesday, March 07, 2017 4:18 PM 1 of 1 CSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY PermitTRAK PAID $2,632.02 D16-0099 Address: 9305 E MARGINAL WAY S Apn: 5730000020 $2,632.02 DEVELOPMENT $2,554.74 PERMIT FEE R000.322.100.00.00 0.00 $1,545.60 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,004.64 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $77.28 TECHNOLOGY FEE R000.322.900.04.00 TOTAL FEES PAID BY RECEIPT: R8200 0.00 $77.28 $2,632.02 Date Paid: Wednesday, April 13, 2016 Paid By: MUSEUM OF FLIGHT FOUNDATION Pay Method: CHECK 86692 Printed: Wednesday, April 13, 2016 2:16 PM 1 of 1 CRIfilfSYSTEMS INSPECTION RECORD Retain a copy with permit II ION OF TUKWILA BUILDING DIVISION \\\19-' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 INS SON N0. PERMIT NO. Project:Ty fVhSCOrrl Or i -1T a of Inspection: l td I LJ& D, •t.•4L t Address: 136C h- Min,& m. w/ s Date Called: Special Instructions: Date Wanted 3 is /"7 a.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit NSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Pfd --icy 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206)x431-367 Permit Inspection Request Line (206) 438-9350 j/�[d� i, % Project: kcA r t Get. CI) TYPe9ff lnsPl t n"Ky' t S I Address: 13°S- tDate 04 ( (./11-21 Dat Called: jer , Special Instructions: 4 DateXant _d^ 1,..1,..a.m. P.m. Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. OMMENTS: or (-( (&-gt I Inspector: Date: 6 (7 -i n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. rc, INSPECTION RECORD Retain a copy with permit I ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 12(6-0° 7' Pro'ect: �V`� k Type of Inspection_;,_ c / i Fes 'l Ad ess: S 7 Aa q(c ( way Date Called fa , (• t 4 1-f44 V CV(--_ ?' /lf / Special instructions: ✓ hM o SSI rx fi G0 Pt- G�if t &it 5 ��/ �,j' %� �j/ /� /y(I C cu -Q ✓ fk it 1K..d 4 Date W me _!l �--� ---(6.- (,b a.m. p.m. Re uester. �-� ./k �',�/"� (ei l4ii(Lifec Phone /o�'-n%e N o: p�f/'' 7 jam) r— 1 L V' 9 f - J Approved per applicable codes. Corrections required prior to approval. COMMENTS: F(kc( Oro Vi p.. I, .�fcart 0 e fed -c C_ct / ('ki (�ci! ( 0 CE, --,,,,e--) f ki `Ce, `cifos (• t 4 1-f44 V CV(--_ ?' /lf / 1iredltel / a bctie t 0/€4-, CitCg I ���p f 69V- p �-- (kt..j e CI / D41 Inspector: Date: n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 1-c INSPECTION RECORD Retain a copy with permit " PECTION NO. D(6— Ql PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431,-3 70 Permit Inspection Request Line (206) 4 38 9350 �q Pro�e�c�t:t E._ ufem_ Type of In • ec 'o VJ fp @ 7B7 s fc,f(r1z 6 Adtr - gc , l ✓ l yDate K t tit led: c€6,4 fesrVi ce, iar Special Instructions: l 787 S I I -t A:K. S ?tt7 1t M6CI v'/Ce `'i of Wa ted:Z /� t, � fes? d" a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Fc _ ©+ 6 ` r06 J(ck VJ fp @ 7B7 s fc,f(r1z 6 / �.&QA v-1 C.' i t p(Gt: r fj 0. I t( tvv.sr t (( Q c€6,4 fesrVi ce, iar N"re -4 I- ( Pt_ tct to veto 0 fr-f- 6v- fooffw, TA, Icaf. . Daft lgf 0 add( ff vefcfrtsptai1 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 8 5 V 4 L 3 2 EZ -ACCESS K2 STAIR SYSTEM FILE COPY I4. Permit No. t7 Ito - 0 14 Plan review approval is subject to errors and omissions. 6005-T5 Ftu= 38 KSI (260 MPa); Fcy= 35 approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt d conditions is acknowledged: APPLICABLE CODES: INTERNATIONAL BUILDING CODE (IBC MATERIALS: ALUMINUM TUBE: KSI (240 MPa) ALUMINUM EXTRUSIONS: 6005-T5 Ftu= 38 KSI (260 MPa); Fcy= 39f approved Field Co KSI (240 MPa) WELDS: AWS D1.2 AND A5.10 FOR ALUMINUM, USING ALMIGWELD ER4043 HANDRAIL NOTES: By: Date: City of Tukwila BUILDING DIVISION 1) MANEUVERING CLEARANCE ON EXTERIOR PULL SIDE OF DOOR SHALL BE 24" (610MM) MINIMUM WITH 60" (1524MM) MINIMUM LANDING IN FRONT OF DOOR. 2) HANDRAILS SHALL BE CONTINUOUS ALONG BOTH SIDES. HANDRAILS SHALL BE PARALLEL WITH THE SURFACE AND PROJECT 12" (301 MM) ON TOP OF RISER AND 12" (301 MM) PLUS 1 TREAD AT BOTTOM RISER.AT RAMPS WHERE HANDRAIL ARE NOT CONTINUOUS BETWEEN RUNS THE HANDRAIL SHALL EXTEND HORIZONTALLY ABOVE THE LANDING 12" (301MM) MINIMUM BEYOND TOP AND BOTTOM RAMPS. 3) TOP OF HANDRAILS SHALL BE MOUNTED BETWEEN 34" (864MM) AND 38" (965MM) ABOVE THE WALKING SURFACE. 4) CLEARANCE BETWEEN RAIL AND WALL SHALL BE A MINIMUM OF 1-1/2" (38MM). 5) GUARD RAILS ARE TO BE DESIGNED FOR A CONCENTRATED LOAD OF 200 LBF (0.9 kN) APPLIED @ ANY POINT AND ANY DIRECTION ALONG THE RAIL OR A UNIFORM LOAD OF 50 PLF (0.7 kN/m) APPLIED HORIZONTALLY @ GUARD HEIGHT. 6) BALUSTERS ARE INDEPENDENTLY DESIGNED FOR A CONCENTRATED LOAD OF 200 LBF (0.9 kN) APPLIED TO ONE SQUARE FOOT OF AREA. 7) HANDRAILS SHALL HAVE A CIRCULAR CROSS SECTION WITH AN OUTSIDE DIAMETER OF 1-1/4" (31.75MM) MINIMUM AND NOT GREATER THAN 2" (51MM) MAXIMUM. 8) GRIPPING SURFACE SHALL BE UNINTERRUPTED BY POSTS OR OTHER CONSTRUCTION ELEMENTS OR OBSTRUCTIONS. 9) HANDRAILS SHALL NOT ROTATE IN THEIR FITTINGS. 10) ENDS OF HANDRAILS SHALL RETURN SMOOTHLY TO FLOOR, WALL OR POST. SITE ADDRESS: MUSEUM OF FLIGHT 9404 E. MARGINAL WAY S. SEATTLE, WA 98108-4097 NOTE: IF THIS DRAWINGS IS SEALED (STAMPED), THE ENGINEERING CERTIFICATION IS VALID ONLY AT THE ADDRESS SHOWN ABOVE AND INSTALLATION OF THE STAIR SYSTEM AT A LOCATION OTHER THAN SHOWN ABOVE IS PROHIBITED. 08/1 REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. STAIR CONSTRUCTION NOTES: 1) MANEUVERING CLEARANCE ON PULL SIDE OF DOOR SHALL BE 18" (457MM) WITH 60" (1524MM) LANDING IN FRONT OF DOOR. ALL STEPS 'SHALL HAVE A UNIFORM RISER HEIGHT AND TREAD WIDTH. TREADS SHALL NOT BE LESS THAN 12" (304MM) DEPTH AND 7" (178MM) HIGH. 2) TREAD NOSING SHALL NOT BE ABRUPT. BOTTOM OF NOSING SHALL HAVE AN ANGLE NOT MORE THAN 30 DEGREES FROM HORIZONTAL PROJECTION AND SHALL NOT EXCEED 1-1/4" (32MM). PER IBC 2012 3) THERE SHALL BE NO VARIATION EXCEEDING 3/16" (4.8MM) DEPTH OF ADJACENT TREADS OR IN HEIGHT OF ADJACENT RISERS AND A TOLERANCE BETWEEN LARGEST AND SMALLEST TREAD SHALL NOT EXCEED 3/8" (9MM) IN ANY FLIGHT. 4) HANDRAILS WITH CIRCULAR CROSS SECTION SHALL HAVE A MINIMUM OUTSIDE DIMENSION OF 1-1/4" (31.75MM) AND NOT GREATER THAN 2" (50MM). FOR NON CIRCUL HANDRAILS THE MINIMUM DIMENSION IS 4" (101MM) AND NOT GREATER THAN 6-1/4" (158.75MM) WITH A MAXIMUM CROSS-SECTION DIMENSION OF 2-1/4" (57.15MM). EDGES SHALL HAVE A MINIMUM RADIUS OF 0.01" (0.25MM). HANDRAIL -GRIPPING SURFACES SHALL BE CONTINUOUS WITHOUT INTERRUPTION BY NEWEL POSTS OR OTHER OBSTRUCTIONS. HANDRAILS SHALL RETURN TO A WALL OR EXTEND HORIZONTALLY LEAST 12" (305MM) BEYOND THE TOP RISER AND SHALL EXTEND 12" (305MM) PLUS 0 TREAD AT BOTTOM RISERS.CLEAR SPACE BETWEEN THE WALL OR OTHER SURFACE SHALL BE A MINIMUM 1-1/2" (38MM) R NCE 5) OPEN RISERS ARE NOT PERMITTED. 6) OUTDOOR STAIRS AND THEIR APPROACHES SHALL BE DESIGNED SO THAT WATER WILL NOT ACCUMULATE ON THE WALKING SURFACE. 7) STEPS, RAMPS AND PLATFORMS SHALL BE DESIGNED FOR 100 psf DESIGN LOADS: LIVE LOAD: HANDRAIL IMPACT: HANDRAIL DIST. LOAD: SEISMIC: LATERAL RESISTING SYST: 100 PSF (4.8 kPa) 200 LBS. (0.9 kN) 50 PLF (0.7 kN/m) Ss= 1.50g, R= 2.5, SITE CLASS D ECCENTRICALLY BRACED FRAME IMPORTANCE FACTOR: I= 1.0 ANCHOR: ITW RED HEAD CONCRETE ANCHORS SHALL BE INSTALLED PER THE MANUFACTURE'S RECOMMENDATIONS ON 1ONh RECEIVED CITY OF TUKWILA AUG 182016 PERMIT C NOTE: STAIR & LANDING FOUNDATION DESIGN BY OTHERS 7 6 5 [EXPfRE . 09, f . =15 1.7017 t) —I W N O N I 1 UNLESS OTHERWISE SPECIFIED: NAME DATE DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONAL +1/8 ANGULAR: 3.2 DEG. DRAWN C. KLYN 08/04/16 CHECKED EZ''IAVEN .. 700 MILWAUKEEEAVE N ALGONA WA 98001-7408 ENG APPR. MFG APPR. PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. MATL APPR. MATERIAL (UNLESS SPECIFIED OTHERWISE) 6063, 6061 OR 6005 SERIES ALUMINUM TITLE: COVER SHEET INTERPRET PER ANSI Y14.5 DO NOT SCALE DRAWING SIZE D DWG. NO. PROJECT #11164 REV 1 SCALE: 1:1 SHEET 0 2 A 5'-10 11 A3 5„ 16 I 4'-6" RISER WIDTH5'-2 1 " TYPICAL TYPICAL 4 L PLAN 1 49. 4" X 4" X 1/8" EQUALLY SPACED IN RUN TYPICAL 4" X 4" X 1/8" LEG TYPICAL 9'-4" [112"] 2'-1 16" ELEVATION 2 1 2'-116" i U9 U9 ELEVATION 1 08/11/2016 pt iRF r ..m 71. D4 D4 UNLESS OTHERWISE SPECIFIED: DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONAL ±1/8 ANGULAR: ±.2 DEG. PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. DRAWN ED CITYTUKWILA ISOMETRIC VIEW AUG 1 6 2016 PERMIT CENTER NAME C. KLYN DATE 08/04/16 CHECKED EZ -ACCESS' 700 MILWAUKEE AVE N ALGONA WA 98001-7408 ENG APPR. MFG APPR. MATL APPR. MATERIAL (UNLESS SPECIFIED OTHERWISE)' 6063, 6061 OR 6005 SERIES ALUMINUM TITLE: 112" K2 STAIR SYSTEM FOR 727 FORE SIZE D DWG. NO. PROJECT #11 INTERPRET PER ANSI Y14.5 DO NOT SCALE DRAWING SCALE: 1:24 WEIGHT: 1316 LB REV 164 1 SHEET 1 OF 9 8 6 4 3 2 8 3 2 1 5' -2 -- "TYPICAL 4'-6" RISER WIDTH 4 TYPICAL 75,'] 16 UI !RI 13'-7 1�1 10'-6" -I I.' A3� e 4" X 4" X 1/8" POST EQUALLY SPACED IN RUN TYPICAL PLAN 2 5' 10 16 4"X 4" X 1/8" LEG TYPICAL 1,-10 U9 U9 ELEVATION 3 08/11/2016 8 6 5 ;IRIS - " .?017 I L 8'-9" [105"] H W N O N AIM 111111 III 1�1"� I I III lI 110 I II C00 Ifilll III .a II■ Mi�.\I ISOMETRIC VIEW ELEVATION 4 REVIEWED FOR CODE C O VECN PLIANCE APP SEP 01 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 182016 PERMIT CENTER UNLESS OTHERWISE SPECIFIED: NAME DATE DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONAL ±1/8 ANGULAR: r2 DEG. DRAWN C. KLYN 08/04/16 CHECKED EZ-AO=CE55' 700 MILWAUKEE AVE N ALGONA WA 98001-7408 ENG APPR. MFG APPR. PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. MATL APPR. MATERIAL (UNLESS SPECIFIED OTHERWISE): 6063, 6061 OR 6005 SERIES ALUMINUM TITLE: 105" K2 STAIR SYSTEM FOR 727 AFT INTERPRET PER ANSI Y14.5 DO NOT SCALE"DRAWING SIZE D DWG. NO. PROJECT #11164 REV 1 SCALE: 1:24 WEIGHT: 1276 LB SHEET 2 OF 9 3 2 Rev 042,1 8 a 3 2 SECTION A3—A3 (VIEW MAY BE SHOWN ROTATED 180°) 4" SQUARE POST 1/4"-14 X 1" SELF—DRILLING PAN HEAD PHILLIPS STAINLESS STEEL SCREW (2/ATTACHMENT PLATE) -N f„b �'L�XPiI & 0 .;7n17 1� 08/11/2016 RISER SIDE RAIL 2” WIDE X 10" HEIGHT X 1/8" WALL (CUSTOM EXTRUSION) 2/RISER RISER CLOSURE — .075" THICK SHEET 54" LONG X 5-1/4" HEIGHT (TYPICAL) WELDED TO REAR RISER TREAD & SIDE RAILS 2X 1 2 " It .l G) N 0 N 4" SQUARE X 1/8" WALL WITH WELDED POST CAP TYPICAL RISER POST 2" TYPICAL HANDRAIL BRACKET ATTACHMENT NOTE: SEE SHEET 10 FOR HANDRAIL BRACKET DETAIL C3 RISER TREAD WITH CLOSURE SLOT REAR 54" LONG X 6.8" WIDE X 2" HEIGHT (TYPICAL — CUSTOM EXTRUSION) WELDED TO FRONT RISER TREAD, RISER CLOSURES & SIDE RAILS 1/4" THICK BOTTOM LOOP RETURN ATTACHMENT PLATE WELDED TO BOTTOM LOOP (2/LOWER RISER) 1-1/2" DIAMETER BOTTOM LOOP PARTIAL SECTION C3—C3 BOTTOM LOOP RETURN DETAIL SCALE 1 : 1.5 7 6 TREAD TO SIDE RAIL 3/16"/ I1J RISER TREAD WITH CLOSURE SLOT FRONT 54" LONG X 4-1/2" WIDE X 2" HEIGHT (TYPICAL — CUSTOM EXTRUSION) WELDED TO REAR RISER TREAD & SIDE RAILS 5 fi 4 DETAIL B3 SCALE 1 : 4 11" RUN TYPICAL 1'-5" TYPICAL BOTTOM LOOP EXTENSION 1'-12" TYPICAL BOTTOM LOOP EXTENSION REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 1 2016 Ci'y of Tukwila BUILDING DIVIW 2s717+ -TYPICAL HANDRAIL HEIGHT 7" RISE TYPIC ECE1VED CFIV OF TUKW LA L 8 " RISef2J AA 2016 FOT,'PICA`�ENTER PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS. INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. • 2 SIZE D EZ-ACCE55' 700 MILWAUKEE AVE N ALGONA WA 98 00 1-74 08 SCALE: 1:24 REV 1 SHEET 3 OF 9 8 7 6 5 3 2 4'-6 1/4" TYPICAL 112"� RISER GUARD E4 4'-5.83" TYPICAL 105"0_ RISER GUARD E4 --3-1/2" TYPICAL - 3-1/2" TYPICAL P7 TOP & BOTTOM RAIL TO RISER POST 112" RISER GUARD 105" RISER GUARD 1 4 " SQUARE X .045" WALL PICKET TYPICAL P7 ELEVATION 5 RISER GUARD DETAIL 4X 8 " MOUNTING HOLE FOR 1/2"-13 X 5-1/2" RED HEAD®MULTI-SET II TYPE SSRM-12 CONCRETE ANCHORS 24"TYPICAL 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) WELDED TO RISER POSTS & GUARD SPACERS AT BOTTOM 1-1/4" X 1-3/16" SNAP -IN PICKET SPACER (CUSTOM EXTRUSION) SECTION E4 -E4 SCALE 1 : 1 2" X 1/4" WALL GUARD SPACER (2/GUARD) WELDED TO RISER BOTTOM RAILS, SIDE RAILS & POSTS 4 3" TYPICAL 4" SQUARE POST END CAP/SPACER TO RISER POST END CAP/SPACER TO SPACER & SIDE RAIL LOWER RISER TREAD 1/4" 1/8" 1/8" 1/8" DETAIL X4 (RISER FOOT HIDDEN FOR CLARITY) SCALE 1 : 2 ,ElEXPII ES ops.. t i 5 120 .17 t. 08/11/2016 REVIEWED FOR CODE COMPLIANCE APPROVED 4" X 4" X 1/81 WALLsEp 01 2016 POST TYPIC City of Tukwila BUILDING DIVISION 5/8" X 2" END CAP/SPACER LENGTH VARIES WITH LOCATION (TYPICAL AT BOTTOM OF SIDE RAIL) 2" X 2" X 1/4" WALL GUARD SPACER RISER SIDE RAIL 2" WIDE X 10" HEIGHT X 1/8" WALL (CUSTOM EXTRUSION) 2/RISER X4 2X 8" —2X32" 3/8" THICK RISER BASE FOOT WELDED TO SIDE RAILS, SPACERS & POSTS SECTION D4 -D4 (VIEW SHOWN ROTATED) SCALE 1 : 4 2X 5-2 R .CE11`ED r= TUKWILA L1" AUG 182016 PERMIT CENTER 2X 1" „ 2X 1'-0" PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®. A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED. REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PER",TISSION OF EZ -ACCESS. SIZE D EZ ACCE55' 700 MILWAUKEE AVE N ALGONA WA 98001-7408 DWG. NO. PROJECT #11164 SCALE: 1:8 SHEET 4 OF 9 8 4" SQUARE X 1/8" WALL POST WITH WELDED POST CAP TYPICAL 1 4 " SQUARE X .045" WALL PICKET TYPICAL 4'-5-8 " TYPICAL PLATFORM 1 4'--71.„ TYPICAL PLATFORM GUARD GUARD POST 3y TYPICAL-- F5 3 4 3 ” TYPICAL1 5" SQUARE X 3/8" WALL CORNER POCKET (5/PLATFORM) 4" SQUARE POST 5 F5 ELEVATION 6 PLATFORM GUARD DETAIL (STAIRS & HANDRAILS NOT SHOWN FOR CLARITY) 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) 1'-0" V5 0 1 4 • v v V5 4" SQUARE LEG 7 DETAIL H5 SCALE 1 : 2 6 SECTION F5 -F5 TOP & BOTTOM RAIL TO END PICKET 4114V A*4414t#44W2M01+4 4 • e4, r•• 2 Ip 99. .t 15 /.7017 08/11/2016 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) 2" 1/8" 1/8" • d ## ## OI N OI OI PARTIAL SECTION V5 -V5 SCALE 1 : 1 3/8"-16 X 7/8" STAINLESS STEEL CUP POINT SET SCREW - 3 PER PLATFORM POST - 4 PER PLATFORM LEG TORQUED TO 317 LB -IN 4 1-1/4" X 1-3/16" SNAP -IN PICKET SPACER (CUSTOM EXTRUSION) 1-1/4" X 1-1/4" END PICKET (CUSTOM EXTRUSION) WELDED TO TOP & BOTTOM RAIL 5/16"-18 X 1" GRADE 5, ZINC PLATED HEX BOLT 6/GUARD (OR 3/END PICKET) NOTE: THREADED INSERT IN POST NOT SHOWN - S DETAIL Q10 City of Tukwila BUILDING DIVISION - REVIEWED FOR ODE COMPLIANCE APPROVED SSP 01 2016 DETAIL G5 SCALE 1 : 1.5 5/16"-18 X 5" LONG GRADE 5 ZINC PLATED HEX BOLT BRACE BOLTS (SEE SHEET 9) 3 RECEIVED CITY OF TUKWILA AUG 1 6 2016 PERMIT CENTER PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®. A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED. REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. 2 EZ ACCE55' 700 MILWAUKEE AVE N ALGONA WA 98001-7408 t RES. 99, .1. 15 1,'-2o17 :1 F54 1 5'- 16 "TYPICAL 5'-1016 GUARD 5'-10 1/16" SIDE J6 K6 -I 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) 4'-8" TYPICAL GUARD 10'-6" SIDE 2" X 6" X 1/8" WALL SIDE RAIL (4/PLATFORM) WELDED TO CORNER POCKETS & TREAD 10'-6" t1i" " TYPICAL 7 M7 r_ PARTIAL PLAN 3 UPPER LANDING I-9-16" TYPICAL RETURN AT TOP OF STAIR 1-1/2" X 1-1/2" X 1/8" WALL TUBE 45° CORNER GUSSET (8/PLATFORM) WELDED TO SIDE RAILS & TREAD ' 7` I I ri n n n n n n n n n n n ,11 1lI 111111111111111111111 II PARTIAL SECTION K6 -K6 (VIEW ROTATED 90°) SCALE 1 : 8 L6 08/11/2016 PLATFORM DECK: MID TREAD 125-11/16" LONG X 5.985" WIDE X 2" HEIGHT & END TREADS 125-11/16" LONG X 5" WIDE X 2" HEIGHT (ALL CUSTOM EXTRUSIONS) UPPER RISER TREAD WITH CLOSURE SLOT 54" LONG X 4-1/2" WIDE X 2" HEIGHT (CUSTOM EXTRUSION) i 2'-7" 5'-2" 8 7 7'-9" PARTIAL SECTION J6 -J6 (VIEW MAY BE SHOWN ROTATED) b 1/2"-13 X 3-1/2" HEX BOLT WITH 1/2"-13 LOCKNUT & (2) 1/2" FLAT WASHERS (4/RISER ATTACHMENT) 1/4" 2" X 6" X 1/8" WALL SIDE RAIL (4/PLATFORM) WELDED TO CORNER POCKETS & TREAD 2" X 4" X 1/8" WALL TUBE MID -SUPPORT (3/PLATFORM) WELDED TO SIDE RAILS & TREAD 2" X 4" X 1/8" WALL TUBE CROSS SUPPORT (1/PLATFORM) WELDED TO MID -SUPPORT & MID -CORNER POCKET Y 4 DETAIL L6 SCALE 1 : 2 3/16" 3/8" / REVIEWED FOR CODE COMPLIANCE APPROVED SEP 01 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG' 1 6 2016 PERivIII CENTER 4" X 4" X 3/8" RISER ATTACHMENT ANGLE WELDED TO SIDE RAILS, RISER END CAP & UPPER RISER TREAD (2/RISER TO PLATFORM ATTACHMENT) D 41- PROPRIETARY PROPRIETARY AND CONFIDENTIAL © EL -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED. MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EL -ACCESS. 2 EZ ACCESS' 700 MILWAUKEE AVE N ALGONA WA 98 001-74 08 A D C A 1-1/2" X .083" WALL 90° RETURN ELBOW UPPER WITH (2) WELDED HANDRAIL BRACKETS - TRIMMED TO FIT AT ASSEMBLY (1/RETURN - LEFT HAND SHOWN) 616" PLATFORM FILLER GUARD UPPER RISER POST �r N7 PLATFORM DECK O 1'-2 f 4" SQUARE X 1/8" WALL WITH WELDED POST CAP TYPICAL PLATFORM POST O 1 11 DETAIL N7 SCALE 1 : 2 1-1/4" X 1-1/4" END PICKET (CUSTOM EXTRUSION) WELDED TO TOP & BOTTOM RAIL & BOLTED TO THREADED INSERT IN UPPER RISER POST USING (3) 5/16"-18 X 1" GRADE 5, ZINC PLATED HEX BOLT (NOT SHOWN - SEE DETAIL G5) 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) PARTIAL SECTION M7 -M7 (VIEW SHOWN ROTATED) SCALE 1 : 8 1-1/2" BLACK PLASTIC HANDRAIL END CAP GLUED IN PLACE WITH CONSTRUCTION ADHESIVE (1/RETURN) PLATFORM POST & GUARD 5/16"-18 X 1" STAINLESS STEEL BUTTON HEAD SOCKET CAP SCREW & 5/16" FLAT WASHER BOLTED TO THREADED INSERT (NOT SHOWN) IN RISER OR PLATFORM POST (1/BRACKET) 11„ 4 1 2 " TYPICAL HANDRAIL B WELDED TO ALL LOCATION 1-1/2" DIAMETER X 4" LONG RING TYPICAL RING JOINER N 1 2 " TYPICAL 216 TYPICAL RING JOINER TYPICAL ALL HANDRAIL CONNECTION LOCATIONS 1 2 " DIAMETER X .083" WALL TYPICAL HANDRAIL 1 16 " TYPICAL 4" TYPICAL G►t`11'G 0 '9 -5/16"-24 X 7/8" STAINLESS STEEL RING JOINER EXPANSION SCREW ON BOTTOM - ALL LOCATIONS (1/JOINER) SECTION P7 -P7 ANDRAIL BRACKET & JOINER DETAIL (VIEW SHOWN ROTATED) SCALE 1:1.5 1-1/2" DIAMETER X .083" WALL 90° RETURN ELBOW WITH WELDED THREADED INSERT - TRIMMED TO FIT AT ASSEMBLY (1/RETURN) 0 El a I 1'-9 16 " TYPICAL 2" X 6" X 1/4" THICK RETURN ELBOW ATTACHMENT PLATE BOLTED TO PLATFORM 5/16"-18 THREADED INSERT GUARD PICKETS IN RISER OR PLATFORM POST FOR HANDRAIL BRACKET OR GUARD ATTACHMENT (TYPICAL) DETAIL Q7 BROKEN OUT SECTION SCALE 1 : 3 RST13202 5/16"-18 X 2" STAINLESS STEEL BUTTON HEAD SOCKET CAP SCREW 5/16"-18 LOCKNUT & 5/16" FLAT WASHER (2/ATTACHMENT PLATE) 1-41 " SQUARE PICKET (TYPICAL)AU6 1 8 2016 1..:2017 I CITY OF T08 1`V/ 016 PERMIT CENTER 5/16"-18 X 3/4" STAINLESS STEEL BUTTON HEAD SOCKET CAP SCREW & 5/16" FLAT WASHER BOLTED TO THREADED END OF RETURN ELBOW (1/RETURN) PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. EZ-I�GCEss 70O MILWAUKEE AVE N ALGONA WA 98001-7402 SIZE DWG. NO. D PROJECT #11164 REV 1 SCALE: 1:18 SHEET 7 OF 9 7 5 t 3 2 D C A 3 2 TOP & BOTTOM 1/8 RAIL TO SPACER > 1/8.,I C MID -POST TO SPACER SIDE RAIL TO SPACER 1/8" 1/8" 1/8" 1/8" 2" X 2" X 1/4" WALL GUARD SPACER (2/GUARD) WELDED TO RISER BOTTOM RAILS, SIDE RAILS & POSTS MID -POST TO \ 3116" SIDE RAIL / 3/16" DETAIL W8 SCALE 1 : 4 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) " X 4" X 1/8" WALL RISER MID -POST TYPICAL RISER SIDE RAIL 2" WIDE X 10" HEIGHT X 1/8" WALL (CUSTOM EXTRUSION) 2/RISER END CAP TO SPACER SPACER TO RISER POST REVIEVVED FOR CODE COMPLIANCE APPROVED SEP 01 2016 City of Tukwila BUILDING DIVISION UPPER RISER TREAD END CAP TO SIDE RAIL 4" X 4" X 1/8" WALL POST TYPICAL END CAP TO SIDE RAIL RISER SIDE RAIL 2" WIDE X 10" HEIGHT X 1/8" WALL (CUSTOM EXTRUSION) 2/RISER 2" X 2" X 1/4" WALL GUARD END CAP (2/RISER) 5/8" X 2" LONG SPACER (2/RISER) DETAIL Y8 (VIEW MAY BE SHOWN ROTATED & PLATFORM & BRACING HIDDEN FOR CLARITY) SCALE 1 : 2 H w N N RECEIVED CITY OF TUKWILA AUG i82016 PERMIT CENTER 08/11/2016 PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED. REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. 4 3 2 EZ 'CCESS 700 MILWAUKEE AVE N ALGONA WA 98 00 1-7408 SIZE D DWG. NO. PROJECT #11164 REV 1 SCALE: 1:8 SHEET 8 OF 9 6 S a 3 2 10'-4" 5'-84" N O N CO fr 4'-4 2" X 2" X 1/8" WALL TUBE TYPICAL ELEVATION 7 PLATFORM BRACE DETAIL 126" SIDE 1 4 " TYPICAL I 1 4" TYPICAL LEG - 4" X 4" X 1/8" WALL TUBE TYPICAL +a. ( 1/4"V 1/4" 7 1/4"V V 1/4" THICK ATTACHMENT PLATE WELDED TO HORIZONTAL, VERTICAL & ANGLED MEMBERS X5/16"-18 X 5" LONG GRADE 5 ZINC PLATED HEX BOLT WITH 5/16"-18 ZINC PLATED LOCKNUT & 5/16" ZINC PLATED FLAT WASHER (8 EACH/BRACE) DETAIL T9 TYPICAL ATTACHMENT PLATE SCALE 1 : 3 6 tExp,Hg6' • 09. J' 15 f 70171 4'-4-2 " 08/11/2016 ti 2" X 2" X 1/8' WALL TUBE TYPICAL ELEVATION 8 PLATFORM BRACE DETAIL 70-1/16" SIDE 1 174 1 " 1 1 2 1 2 8- DIA. DRAIN HOLE 3 REVIEWED FOR +COD�PP OVA N C SEP 01 2016 10" X 10" X 3/8" THIO BASE PLATE TYPIC 1L• City of Tukwila BUILDING DIVISI 3X 5" MOUNTING HOLE FOR 1/2"-13 X 2" RED HEAD®MULTI-SET II TYPE SSRM-12 CONCRETE ANCHORS RECEIVED CITY OF TUKWILA AUG 1 0 2016 PERMIT CENTER 8 4" X 4" X 1/8" WALL LEG WELDED TO FOOT TYPICAL SECTION U9 -U9 SCALE 1 : 3 PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®. A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. 2 SIZE D EZ 'CCESS 700 MILWAUKEE AVE N ALGONA WA 9800 1-74 08 REV 1 SCALE: 1:12 SHEET 9 OF 9 8 7 6 3 0 —00 A EZ -ACCESS K2 STAIR SYSTEM APPLICABLE CODES: 2012 INTERNATIONAL BUILDING CODE (IBC) MATERIALS: ALUMINUM TUBE: 6005-T5 Ftu= 38 KSI (260 MPa); Fcy= 35 KSI (240 MPa) ALUMINUM EXTRUSIONS: 6005-T5 Ftu= 38 KSI (260 MPa); Fcy= 35 KSI (240 MPa) WELDS: AWS D1.2 AND A5.10 FOR ALUMINUM, USING ALMIGWELD ER4043 HANDRAIL NOTES: 1) MANEUVERING CLEARANCE ON EXTERIOR PULL SIDE OF DOOR SHALL BE 24" (610MM) MINIMUM WITH 60" (1524MM) MINIMUM LANDING IN FRONT OF DOOR. 2) HANDRAILS SHALL BE CONTINUOUS ALONG BOTH SIDES. HANDRAILS SHALL BE PARALLEL WITH THE SURFACE AND PROJECT 12" (301MM) ON TOP OF RISER AND 12" (301MM) PLUS 1 TREAD AT BOTTOM RISER.AT RAMPS WHERE HANDRAIL ARE NOT CONTINUOUS BETWEEN RUNS THE HANDRAIL SHALL EXTEND HORIZONTALLY ABOVE THE LANDING 12" (301MM) MINIMUM BEYOND TOP AND BOTTOM RAMPS. 3) TOP OF HANDRAILS SHALL BE MOUNTED BETWEEN 34" (864MM) AND 38" (965MM) ABOVE THE WALKING SURFACE. 4) CLEARANCE BETWEEN RAIL AND WALL SHALL BE A MINIMUM OF 1-1/2" (38MM). 5) GUARD RAILS ARE TO BE DESIGNED FOR A CONCENTRATED LOAD OF 200 LBF (0.9 kN) APPLIED @ ANY POINT AND ANY DIRECTION ALONG THE RAIL OR A UNIFORM LOAD OF 50 PLF (0.7 kN/m) APPLIED HORIZONTALLY @ GUARD HEIGHT. 6) BALUSTERS ARE INDEPENDENTLY DESIGNED FOR A CONCENTRATED LOAD OF 200 LBF (0.9 kN) APPLIED TO ONE SQUARE FOOT OF AREA. 7) HANDRAILS SHALL HAVE A CIRCULAR CROSS SECTION WITH AN OUTSIDE DIAMETER OF 1-1/4" (31.75MM) MINIMUM AND NOT GREATER THAN 2" (51MM) MAXIMUM. 8) GRIPPING SURFACE SHALL BE UNINTERRUPTED BY POSTS OR OTHER CONSTRUCTION ELEMENTS OR OBSTRUCTIONS. 9) HANDRAILS SHALL NOT ROTATE IN THEIR FITTINGS. 10) ENDS OF HANDRAILS SHALL RETURN SMOOTHLY TO FLOOR, WALL OR POST. SITE ADDRESS: MUSEUM OF FLIGHT 9404 E. MARGINAL WAY S. SEATTLE, WA 98108-4097 NOTE: IF THIS DRAWINGS IS SEALED (STAMPED), THE ENGINEERING CERTIFICATION IS VALID ONLY AT THE ADDRESS SHOWN ABOVE AND INSTALLATION OF THE STAIR SYSTEM AT A LOCATION OTHER THAN SHOWN ABOVE IS PROHIBITED. e 6 5 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 5 2016 STAIR CONSTRUCTION NOTES: City ifTutcw°rta 1) MANEUVERING CLEARANCE 9 StaILMOS ra 4.1 LL BE 18" (457MM) WITH 60" (1524MM) LANDING IN FRONT O`- ciSikbrA AVE A UNIFORM RISER HEIGHT AND TREAD WIDTH. TREADS SHALL NOT BE LESS THAN 12" (304MM) DEPTH AND 7" (178MM) HIGH. 2) TREAD NOSING SHALL NOT BE ABRUPT. BOTTOM OF NOSING SHALL HAVE AN ANGLE NOT MORE THAN 30 DEGREES FROM HORIZONTAL PROJECTION AND SHALL NOT EXCEED 1-1/4" (32MM). PER IBC 2012 3) THERE SHALL BE NO VARIATION EXCEEDING 3/16" (4.8MM) DEPTH OF ADJACENT TREADS OR IN HEIGHT OF ADJACENT RISERS AND A TOLERANCE BETWEEN LARGEST AND SMALLEST TREAD SHALL NOT EXCEED 3/8" (9MM) IN ANY FLIGHT. 4) HANDRAILS WITH CIRCULAR CROSS SECTION SHALL HAVE A MINIMUM OUTSIDE DIMENSION OF 1-1/4" (31.75MM) AND NOT GREATER THAN 2" (50MM). FOR NON CIRCULAR HANDRAILS THE MINIMUM DIMENSION IS 4" (101MM) AND NOT GREATER THAN 6-1/4" (158.75MM) WITH A MAXIMUM CROSS-SECTION DIMENSION OF 2-1/4" (57.15MM). EDGES SHALL HAVE A MINIMUM RADIUS OF 0.01" (0.25MM). HANDRAIL -GRIPPING SURFACES SHALL BE CONTINUOUS WITHOUT INTERRUPTION BY NEWEL POSTS OR OTHER OBSTRUCTIONS. HANDRAILS SHALL RETURN TO A WALL OR EXTEND HORIZONTALLY AT LEAST 12" (305MM) BEYOND THE TOP RISER AND SHALL EXTEND 12" (305MM) PLUS ONE TREAD AT BOTTOM RISERS.CLEAR SPACE BETWEEN THE WALL OR OTHER SURFACE SHALL BEA MINIMUM 1-1/2" (38MM) RECEIVED 5) OPEN RISERS ARE NOT PERMITTED. CITY OF TUKWILA 6) OUTDOOR STAIRS AND THEIR APPROACHES SHALL BE DESIGNED SO THAT WATER WILL 2016 NOT ACCUMULATE ON THE WALKING SURFACE. 7) STEPS, RAMPS AND PLATFORMS SHALL BE DESIGNED FOR 100 psf (4.8 kPa) LI DESIGN LOADS: LIVE LOAD: 100 PSF (4.8 kPa) HANDRAIL IMPACT: 200 LBS. (0.9 kN) HANDRAIL DIST. LOAD: 50 PLF (0.7 kN/m) SEISMIC: Ss= 1.50g, R= 2.5, SITE CLASS D LATERAL RESISTING SYST: ECCENTRICALLY BRACED FRAME IMPORTANCE FACTOR: I= 1.0 ANCHOR: ITW RED HEAD CONCRETE ANCHORS SHALL BE INSTALLED PER THE MANUFACTURE'S RECOMMENDATIONS YtiFfilnr CENTER 3-23-2016 ;WORM,. 99. , j 15 r::2017 NOTE: STAIR & LANDING FOUNDATION DESIGN BY OTHERS UNLESS OTHERWISE SPECIFIED: NAME DATE DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONAL ±1/8 ANGULAR: ±.2 DEG, DRAWN C. KLYN 03/17/16 CHECKED EZ -/CC 7Qp: MILWAUKEE -AVE N N ALGONA WA 98001-7408 ENG APPR. MFG APPR. PROPRIETARY AND CONFIDENTIAL CO EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS IMAGES MENT ARE OT BE SHARED, EJB ED, RITTEN I MATL APPR. MATERIAL (UNLESS SPECIFIED OTHERWI 6063 TITLE: COVER SHEET G. NO. OJECT #9477-01 REV 1 Rae N.22,16 5'-10 16" 5'-2,71" TYPICAL 4" X 4" X 1/8" LEG TYPICAL 14'-7" (175") f 4'-6" RISER WIDTH TYPICAL „ X1613 H 1 1 "11 AIL A6 10,-108" PLAN 1 4" X 4" X 1/8" POST EQUALLY SPACED IN RUN TYPICAL 8'-1 6" 1'-516 "- D7 D7 ELEVATION 1 A 10-6" U12U12 7' 0" 7'-0" 13„ 1 11 I 11111 1111 11111 1 ► 111 111 1.1 111111 1' ,1 l;IIIiI ,jIIIII'IIIIII'!(IIIIIIII" IIIIlII'(� "��-- ELEVATION 2 ISOMETRIC VIEW RECEIVED CITY "`F TUKWILA A 122016 'tliil i CENTER 3-23-2016 I:XPtHh O9 15 . /.2."--771 B C UNLESS OTHERWISE SPECIFIED: NAME DATE DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONAL ±1/8 ANGULAR: ±2 DEG. DRAWN C. KLYN 03/15/16 EZ 4 CCE55' 700. MILWAUKEEAVEN ALGOMA WA 98001-7408 CHECKED ENG APPR. MFG APPR. PROPRIETARY AND CONFIDENTIAL © EL -ACCESS®, A DIVISION OF HOMECARE PRODUCTS. INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. MAIL APPR. MATERIAL (UNLESS SPECIFIED OTHERWISET 6063, 6061 OR 6005 SERIES ALUMINUM TITLE: 175" STAIR SYSTEM FOR 787-800 FOREWARD INTERPRET PER ANSI Y14.5 DO NOT SCALE DRAWING SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:32 WEIGHT: 2591 LB SHEET 1 OF 12 8 6 t 3 A V 13„ 16 10'-6" 8'-2" 12'-3 2 " U A6 1 U 1 1 0 A :8:.:. : :8:: 1- 11 -Fr 12'-8 $ PLAN 2 L 7 4" X 4" X 1/8" POST EQUALLY SPACED IN RUN TYPICAL 4'-6" RISER WIDTH TYPICAL ri'A6 5'-10 16 5'-2 4 " TYPICAL L 4" X 4" X 1/8" LEG TYPICAL 16'-4" (196") 8'-11 16" 1'-6 16 "- ELEVATION 3 F u III 4111111111111111.111 ELEVATION 4 11 I hI liII I 1 1:I!!111131! p - C'11111111 111111.'1!1: N � ,1 1 LI '. 11 i'. ISI ECEIVED CIT OF TUKWILA APR I s n16 PERMIT CEN i ER ISOMETRIC VIEW p(p{j Es 09. j 15 '/-2017 9 UNLESS OTHERWISE SPECIFIED: DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONAL ±1/8 ANGULAR: ±2 DEG. NAME DATE DRAWN C. KLYN 03/15/16 EZ%I.PCC 700 MILWAUKEE AVE N N ALGONA WA 98001-7408 CHECKED ENG APPR. MFG APPR. PROPRIETARY AND CONFIDENTIAL EZ -ACCESS@, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. MATL APPR. MATERIAL (UNLESS SPECIFIED OTHERWISE)' 6063, 6061 OR 6005 SERIES ALUMINUM TITLE 196" STAIR SYSTEM FOR 787-800 AFT INTERPRET PER ANSI Y14.5 DO NOT SCALE DRAWING SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:32 WEIGHT: 2716 LB j SHEET 2 OF 12 5 3 V 5'-271." TYPICAL 4" X 4" X 1/8" LEG TYPICAL 16'-4" (196") 8'-11-18 " 4'-6" RISER WIDTH TYPICAL A6f A6 12'-8 8 " PLAN 3 - 5'-1016 4" X 4" X 1/8" POST EQUALLY SPACED IN RUN TYPICAL 2'-3 16 "- (13 D7 D7 12 ELEVATION 5 13„ 16 8'-2" U12 U12 616„ 111! I IIII III I I S lll���� Illlllllllllllllli lil��* iil.l ELEVATION 6 ISOMETRIC VIEW RECEIVED CITY OF TIJKWILA APR 1 G 2016 PERMIT CENTER ) EXPIREES o9. .. ' 15 % .:7917 ,1 UNLESS OTHERWISE SPECIFIED: DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONAL ±1/8 ANGULAR: ±.2 DEG. NAME DATE DRAWN C. KLYN 03/15/16 CHECKED EZ /yCC 77(10NQ MILWAUKEE AVE N ALGONA WA 98001-7408 ENG APPR. MFG APPR. PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS. INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. MATL APPR. MATERIAL (UNLESS SPECIFIED OTHERWISE) - 6063, 6061 OR 6005 SERIES ALUMINUM TITLE: 196" STAIR SYSTEM FOR 747 PROTOTYPE FOREWARD INTERPRET PER ANSI Y14.5 DO NOT SCALE DRAWING SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:32 WEIGHT: 2716 LB SHEET 3 OF 12 8 5 3 V 5'-10 16 10'-6" Li 5'-2-4 " TYPICAL 4" X 4" X 1/8" LEG TYPICAL 15'-9" (189") 1 8'-8 • 2-16 u G a�- 1i1 t 4'-6" RISER WIDTH TYPICAL J 12'-3 2 A6 11'-98" PLAN 4 4" X 4" X 1/8" POST EQUALLY SPACED IN RUN TYPICAL 10 D7 D7 ELEVATION 7 7'-7" U12U12 41iiiimp:1miip-' UIpIIJI I� jvol,,-91111 M 7. ELEVATION 8 ISOMETRIC VIEW RECEIVED CITY OF TUKWILA APR 1 2 2016 PERMIT CENTER F. inEE)$.-.-e--.-7.--/-17:771 B UNLESS OTHERWISE SPECIFIED: DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONAL ±1/8 ANGULAR: ±.2 DEG. NAME DATE DRAWN C. KLYN 03/15/16 CHECKED CZ-4&.CCC55. 790 MILWAUKEE AVE N ALGONA WA 98001-7408 ENG APPR. MFG APPR. PROPRIETARY AND CONFIDENTIAL © EL -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. MATL APPR. MATERIAL (UNLESS SPECIFIED OTHERWISE) 6063, 6061 OR 6005 SERIES ALUMINUM TITLE: 189" STAIR SYSTEM FOR 747 PROTOTYPE AFT INTERPRET PER ANSI Y14.5 DO NOT SCALE DRAWING SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:32 I WEIGHT: 2829 LB SHEET 4 OF 12 D c A 0 A 1 ul _21-1 16 ELEVATION 10 10'-6" 5'-10 16 I. Y11 14'-6 A6� A6 4'-6" RISER WIDTH5'-2 1 " TYPICAL TYPICAL 4 4"X 4" X 1/8" LEG TYPICAL 9'-4" (112") 16" 13 12 PLAN 5 4" X 4" X 1/8" POST EQUALLY SPACED IN RUN TYPICAL ELEVATION 9 3-23-2016 LvanFts$- 09.1.2017 I L74„ D 1 - RECEIVED CITY OF TUKWILA AR 2016 ERMIT Utiv i tR ISOMETRIC VIEW UNLESS OTHERWISE SPECIFIED: DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONAL ±1/8 ANGULAR: ±2 DEG. NAME DATE DRAWN C. KLYN 03/16/16 CHECKED EZ /CCE55'' 700 MILWAUKEE AVE N ALGONA WA 98001-7408 ENG APPR. MFG APPR. PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS©, A DIVISION OF HOMECARE PRODUCTS. INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. MATL APPR. MATERIAL (UNLESS SPECIFIED OTHERWISE)' 6063, 6061 OR 6005 SERIES ALUMINUM TITLE: 112” STAIR SYSTEM FOR VC137B AIR FORCE ONE AFT INTERPRET PER ANSI Y14.5 DO NOT SCALE DRAWING SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:24 WEIGHT: 1316 LB SHEET 5 OF 12 B s 3 A SECTION A6 -A6 (VIEW MAY BE SHOWN ROTATED 180°) 4" SQUARE POST 1/4"-14 X 1" SELF -DRILLING PAN HEAD PHILLIPS STAINLESS STEEL SCREW (2/ATTACHMENT PLATE) RISER SIDE RAIL 2" WIDE X 10" HEIGHT X 1/8" WALL (CUSTOM EXTRUSION) 2/RISER RISER CLOSURE - .075" THICK SHEET 54" LONG X 5-1/4" HEIGHT (TYPICAL) WELDED TO REAR RISER TREAD & SIDE RAILS 2X 1 2 " It RISER TREAD WITH CLOSURE SLOT REAR 54" LONG X 6.8" WIDE X 2" HEIGHT (TYPICAL - CUSTOM EXTRUSION) WELDED TO FRONT RISER TREAD, RISER CLOSURES & SIDE RAILS 1/4" THICK BOTTOM LOOP RETURN ATTACHMENT PLATE WELDED TO BOTTOM LOOP (2/LOWER RISER) 2" NA 1-1/2" DIAMETER BOTTOM LOOP PARTIAL SECTION C6 -C6 BOTTOM LOOP RETURN DETAIL SCALE 1 : 1.5 4" SQUARE X 1/8" WALL WITH WELDED POST CAP TYPICAL RISER POST 2" TYPICAL HANDRAIL BRACKET ATTACHMENT NOTE: SEE SHEET 10 FOR HANDRAIL BRACKET DETAIL C6 tN L C6 TREAD TO SIDE RAIL 3/16"/ RISER TREAD WITH CLOSURE SLOT FRONT 54" LONG X 4-1/2" WIDE X 2" HEIGHT (TYPICAL - CUSTOM E WELDED TO REAR RI & SIDE RAILS DETAIL B6 SCALE 1 : 4 3-23-2016 11 1' 12" TYPICAL BOTTOM LOOP EXTENSION 2'-11 6 " TYPICAL HANDRAIL HEIGHT 2X 4'-6" RECEIVED CITY OF TUKWI± A APR 1 2 2016 PE L MIT CENTE 3 7" RISE TYPICAL 11" RUN TYPICAL 1'-5" TYPICAL BOTTOM LOOP EXTENSION $ RISER BASE FOOT TYPICAL PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS. INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. EZ-!►�CCE55` 700 MILWAUKEE AVE N ALGONA WA 98001-7408 SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:24 SHEET 6 OF 12 3 0 C A 9 4'-6 1/4" TYPICAL 112"_0_ RISER GUARD 3'-10.92" TYPICAL RISER GUARD 3'-7 1/4" TYPICAL 91"�� RISER GUARD 3'-3 6 " TYPICAL RISER GUARD TOP & BOTTOM RAIL TO RISER POST 3-1/2" TYPICAL 112" RISER GUARD 3-5/8" TYPICAL 96" RISER GUARD 3-1/2" TYPICAL 91" RISER GUARD 3" TYPICAL 84" RISER GUARD 1 4 " SQUARE X .045" WALL PICKET TYPICAL 1J_ 1J 1.1. 1J_ ELEVATION 11 RISER GUARD DETAIL _L _ 4X o 8 " MOUNTING HOLE FOR 1/2"-13 X 5-1/2" RED HEAD®MULTI-SET II TYPE SSRM-12 CONCRETE ANCHORS (OR EQUIVALENT) 1 2 " TYPICAL - 1/4" 1/4" 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) WELDED TO RISER POSTS & GUARD SPACERS AT BOTTOM 1-1/4" X 1-3/16" SNAP -IN PICKET SPACER (CUSTOM EXTRUSION) SECTION E7 -E7 SCALE 1 : 1 2" X 1/4" WALL GUARD SPACER (2/GUARD) WELDED TO RISER BOTTOM RAILS, SIDE RAILS & POSTS 4 3" TYPICAL 7/ 4" SQUARE POST END CAP/SPACER TO RISER POST END CAP/SPACER TO SPACER & SIDE RAIL LOWER RISER TREAD 1/4" 1/8" 1/8" 1/8" »XPIRE$ 09:, 15 1.7017 1 4" X 4" X 1/8" WALL POST TYPICAL 5/8" X 2" END CAP/SPACER LENGTH VARIES WITH LOCATION (TYPICAL AT BOTTOM OF SIDE RAIL) 2" X 2" X 1/4" WALL GUARD SPACER 10"RISER HEIGHTE X 11/� NCD DETAIL X7 (CUSTOM EefElisf2AjT2iMARLA (RISER FOOT HIDDEN FOR CLARITY) b�Q�� SCALE 1 : 2 X7 2XRMIT CENTER // -2X32" 2X52" 2X 1'-0" 3/8" THICK RISER BASE FOOT WELDED TO SIDE RAILS, SPACERS & POSTS SECTION D7 -D7 (VIEW SHOWN ROTATED) SCALE 1 : 4 011. It 2X 1" PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. EZ ACCESS' 700 MILWAUKEE AVE N ALGONA WA 93001-74C18 SIZE DWG. NO. D PROJECT #9477-01 REV 1 SCALE: 1:8 SHEET 7 OF 12 B 6 5 3 0 A 9 4" SQUARE X 1/8" WALL POST WITH WELDED POST CAP TYPICAL 1 4 " SQUARE X .045" WALL PICKET TYPICAL 4'-5-8" TYPICAL PLATFORM 1 4' 4 TYPICAL PLATFORM GUARD GUARD POST 3-2-" " TYPICAL— f 3-1-1-" TYPICAL 5" SQUARE X 3/8" WALL CORNER POCKET (5/PLATFORM) 4" SQUARE POST H8 8 ELEVATION 12 PLATFORM GUARD DETAIL (STAIRS & HANDRAILS NOT SHOWN FOR CLARITY) 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) 1'-0" V8 a 4 a • a I V8 4" SQUARE LEG DETAIL H8 SCALE 1 : 2 ti SECTION F8 -F8 TOP & BOTTOM RAIL TO END PICKET 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) 1/8" 1/8" PARTIAL SECTION V8 -V8 SCALE 1 : 1 3/8"-16 X 7/8" STAINLESS STEEL CUP POINT SET SCREW - 3 PER PLATFORM POST - 4 PER PLATFORM LEG TORQUED TO 317 LB -IN 1-1/4" X 1-3/16" SNAP -IN PICKET SPACER (CUSTOM EXTRUSION) 1-1/4" X 1-1/4" END PICKET (CUSTOM EXTRUSION) WELDED TO TOP & BOTTOM RAIL RECEIVED CITY OF TUKWILA APR 1 2 2016 5/16"-18 X 1" GRADE 5, ZINC PLATED HEX BOLT PERMIT CENTER 6/GUARD (OR 3/END PICKET) NOTE: THREADED INSERT IN POST NOT SHOWN - SEE DETAIL Q10 DETAIL G8 SCALE 1 : 1.5 3-23-2016 _ 5/16"-18 X 5" LONG GRADE 5 ZINC PLATED HEX BOLT BRACE BOLTS (SEE SHEET 12)=>o&_ 09 J 15 ! 2017 PROPRIETARY AND CONFIDENTIAL © EL -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EL -ACCESS. EZlN.CCESS` 700 MILWAUKEE AVE N ALGONA WA 98 00 1-74 08 SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:12 SHEET 8 OF 12 8 i 6 5 3 D C A 2X 4'-7 8 " TYPICAL GUARD 10'-6" SIDE 10'-6" 1 8 " TYPICAL K9 ro- 5 " 16 " TYPICAL 5'-1016 GUARD 5'-10 1/16" SIDE J9L F$ L __A F8 PARTIAL PLAN 6 TURN BACK PLATFORM DETAIL K9 4J9 n n ,JI 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 i 1 Irl L LJ 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) 1'-9 11/16" TYPICAL RETURN AT STAIR - TOP OR BOTTOM SEE SHEET 10 FOR DETAILS 1-1/2" X 1-1/2" X 1/8" WALL TUBE 45° CORNER GUSSET (8/PLATFORM) WELDED TO SIDE RAILS & TREAD PARTIAL SECTION K9 -K9 (VIEW ROTATED 90°) SCALE 1 : 8 _15. /..201.7 PLATFORM DECK: MID TREAD 125-11/16" LONG X 5.985" WIDE X 2" HEIGHT & END TREADS 125-11/16" LONG X 5" WIDE X 2" HEIGHT (ALL CUSTOM EXTRUSIONS) UPPER RISER TREAD WITH CLOSURE SLOT 54" LONG X 4-1/2" WIDE X 2" HEIGHT (CUSTOM EXTRUSION) [ I 2" X 6" X 1/8" WALL SIDE RAIL (4/PLATFORM) WELDED TO CORNER - POCKETS & TREAD 2'-7" 5'-2" 7'-9" 1 PARTIAL SECTION J9 -J9 1/2"-13 X 3-1/2" HEX BOLT WITH 1/2"-13 LOCKNUT & (2) 1/2" FLAT WASHERS (4/RISER ATTACHMENT) 1/4" 2" X 6" X 1/8" WALL SIDE RAIL (4/PLATFORM) WELDED TO CORNER POCKETS & TREAD 2" X 4" X 1/8" WALL TUBE MID -SUPPORT (3/PLATFORM) WELDED TO SIDE RAILS & TREAD 2" X 4" X 1/8" WALL TUBE CROSS SUPPORT (1/PLATFORM) WELDED TO MID -SUPPORT & MID -CORNER POCKET DETAIL L9 SCALE 1 : 2 3/16" RECEIVED CITY OF TUKWILA 3/8"/ APR 1 2 2016 PERMIT CENTER 4" X 4" X 3/8" RISER ATTACHMENT ANGLE WELDED TO SIDE RAILS, RISER END CAP & UPPER RISER TREAD (2/RISER TO PLATFORM ATTACHMENT) PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS©, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. EZ ACCESS` 700 MILWAUKEE AVE N ALGONA WA 98001-7408 SIZE DWG. NO. D PROJECT #9477-01 REV 1 SCALE: 1:12 SHEET 9 OF 12 8 i 6 01f D 4-- C A M10 PARTIAL PLAN 7 TOP LANDING P10 Q10 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) 1-1/2" X .083" WALL 90° RETURN ELBOW UPPER WITH (2) WELDED HANDRAIL BRACKETS - TRIMMED TO FIT AT ASSEMBLY (1/RETURN - LEFT HAND SHOWN) 16 6" PLATFORM FILLER GUARD UPPER RISER POST PLATFORM DECK N10 4" SQUARE X 1/8" WALL WITH WELDED POST CAP TYPICAL PLATFORM POST 4'-58" II I C DETAIL N10 SCALE 1 : 2 1-1/4" X 1-1/4" END PICKET (CUSTOM EXTRUSION) WELDED TO TOP & BOTTOM RAIL & BOLTED TO THREADED INSERT IN UPPER RISER POST USING (3) 5/16"-18 X 1" GRADE 5, ZINC PLATED HEX BOLT (NOT SHOWN - SEE DETAIL G8) 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) PARTIAL SECTION M10—M10 (VIEW SHOWN ROTATED) SCALE 1 : 8 6 1-1/2" BLACK PLASTIC HANDRAIL END CAP GLUED IN PLACE WITH CONSTRUCTION ADHESIVE (1/RETURN) PLATFORM POST & GUARD 5/16"-18 X 1" STAINLESS STEEL BUTTON HEAD SOCKET CAP SCREW & 5/16" FLAT WASHER 1 2 " TYPICAL I BOLTED TO THREADED INSERT 271-6 (NOT SHOWN) IN RISER OR TYPICAL PLATFORM POST (1/BRACKET) 1„ 1 4 1 2 " TYPICAL HANDRAIL BRACKET WELDED TO HANDRAIL ALL LOCATIONS 1-1/2" DIAMETERX 4" LONG RING TYPICAL RING JOINER RING JOINER TYPICAL ALL HANDRAIL CONNECTION LOCATIONS 1 2 " DIAMETER X .083" WALL TYPICAL HANDRAIL 16 TYPICAL 4" TYPICAL L5/16"-24 X 7/8" STAINLESS STEEL RING JOINER EXPANSION SCREW ON BOTTOM - ALL LOCATIONS (1/JOINER) SECTION P10—P10 HANDRAIL BRACKET & JOINER DETAIL (VIEW SHOWN ROTATED) SCALE 1 : 1.5 1-1/2" DIAMETER X .083" WALL 90° RETURN ELBOW WITH WELDED THREADED INSERT - TRIMMED TO FIT AT ASSEMBLY (1/RETURN) 1'-9 16 " TYPICAL 2" X 6" X 1/4" THICK RETURN ELBOW ATTACHMENT PLATE BOLTED TO PLATFORM 5/16"-18 THREADED INSERT GUARD PICKETS IN RISER OR PLATFORM POST FOR HANDRAIL BRACKET OR GUARD ATTACHMENT (TYPICAL) 5 5/16"-18 X 2" STAINLESS STEEL BUTTON HEAD SOCKET CAP SCREW 5/16"-18 LOCKNUT & 5/16" FLAT WASHER (2/ATTACHMENT PLATE) 1 4 " SQUARE PICKET (TYPICAL) 0 C RECEIVED _ CITY OF TUKWILA APR 1 2 2016 PERMIT CENTER a 5/16"-18 X 3/4" STAINLESS STEEL BUTTON HEAD SOCKET CAP SCREW & 5/16" FLAT WASHER BOLTED TO THREADED END OF RETURN ELBOW (1/RETURN) DETAIL Q10 BROKEN OUT SEC SCALE 1 : 3 rf)(piliE$'- 09. i .:1.5 3 Y AND CONFIDENTIAL DIVISION OF PR•a•UCTS,INC. ALL RVED. ALL TEXT AND ONTAINED IN THIS ENT ARE PROPRIETARY AND T. ,I�OjTf BEBB� SHARED, MODIFIED, WITHR�OTGId��f�A`.AWRIDTTOR REUSED PFRMISSIO OF EZ—ACCESS. 1',70.17 EZ ACCE55' 700 MI LINA UK E € AVE N ALGONA WA 98 00 1-7408 SIZE D SCALE: 1:18 REV 1 SHEET 10 OF 12 A D C A V 4" SQUARE UPPER RISER POST UPPER RISER PLATFORM DECK ri S11 R O - 0 0 0 ' SQUARE LOWER RISER POST Li PARTIAL SECTION R11 -R11 (VIEW IS SHOWN ROTATED) TOP & BOTTOM1/8" RAIL TO SPACER > 1/8»I C MID -POST TO SPACER SIDE RAIL TO SPACER 1/8" 1/8" 1/8" 1/8" 3„ 4 UPPER RISER HANDRAIL RING JOINER RING JOINER /1-1/2" DIAMETER X .083" WALL 90° RETURN ELBOW - TRIMMED TO FIT AT ASSEMBLY 1-1/2" DIAMETER X .083" WALL 90° RETURN ELBOW - TRIMMED TO FIT AT ASSEMBLY 2" X 2" X 1/4" WALL GUARD SPACER (2/GUARD) WELDED TO RISER BOTTOM RAILS, SIDE RAILS & POSTS MID -POST TO 3/16" SIDE RAIL >3/16"› DETAIL W11 SCALE 1 : 4 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) 4" X 4" X 1/8" WALL RISER MID -POST TYPICAL DETAIL S11 SCALE 1 : 2 RISER SIDE RAIL 2" WIDE X 10" HEIGHT X 1/8" WALL (CUSTOM EXTRUSION) 2/RISER RING JOINER EXPANSION SCREW LOWER RISER HANDRAIL END CAP TO SPACER SPACER TO RISER POST 1/8" 1/8" 1/4" 103'114l* 15 /2017 1 UPPER RISER TREAD 1/8" 1/8" END CAP TO SIDE RAIL 4" X 4" X 1/8" WALL POST TYPICAL 1/8" 1/8" END CAP TO SIDE RAIL RISER SIDE RAIL 2" WIDE X 10" HEIGHT X 1/8" WALL (CUSTOM EXTRUSION) 2/RISER 2" X 2" X 1/4" WALL GUAf fCEIVED END CAP (2/RISER)CITY OF TUKWILA L5/8" X 2" LONG SPACER (2/RISER) APR 1 2 2016 DETAIL Y11 PERMIT CENTER (VIEW MAY BE SHOWN ROTATED & PLATFORM & BRACING HIDDEN FOR CLARITY) SCALE 1 : 2 PROPRIETARY AND CONFIDENTIAL © EL -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED. OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. EZ ACCESS' 700 MILWAUKEE AVE N ALGONA WA 98001 -7408 SIZE DWG. NO. REV D PROJECT #9477-01 1 SCALE: 1:8 SHEET 11 OF 12 8 6 D C A b 10'-4" --1 T12 2" X 2" X 1/8" WALL TUBE TYPICAL ELEVATION 12 PLATFORM BRACE DETAIL 126" SIDE 1 4 " TYPICAL 1'-2" TYPICAL T-� 1/4"/ 4" TYPICAL LEG - 4" X 4" X 1/8" WALL TUBE TYPICAL I 1/4"/ 1/4" 1/4" THICK ATTACHMENT PLATE WELDED TO HORIZONTAL, VERTICAL & ANGLED MEMBERS ` 5/16"-18 X 5" LONG GRADE 5 ZINC PLATED HEX BOLT WITH 5/16"-18 ZINC PLATED LOCKNUT & 5/16" ZINC PLATED FLAT WASHER (8 EACH/BRACE) DETAIL T12 TYPICAL ATTACHMENT PLATE SCALE 1 : 3 1/4"/ 8" DIA. DRAIN ti - 4' -42" 2" X 2" X 1/8' WALL TUBE TYPICAL ELEVATION 13 PLATFORM BRACE DETAIL 70-1/16" SIDE 1 1 2 10" X 10" X 3/8" THICK BASE PLATE TYPICAL 3X 8 " MOUNTING HOLE FOR 1/2"-13 X 2" RED HEAD®MULTI-SET II TYPE SSRM-12 CONCRETE ANCHORS (OR EQUIVALENT) 4" X 4" X 1/8" WALL LEG WELDED TO FOOT TYPICAL SECTION U12 -U12 SCALE 1 : 3 09 RECEIVED CITY OF TUKWILA APR 1 2 2016 PERMIT CENTER PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED gtiVITHOUT THE EXPRESS WRITTEN ERMISSION OF EZ -ACCESS. EZ- ACCESS' 700 MILWAUKEE AVE N ALGONA WA 98001-74D8 SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:12 SHEET 12 OF 12 EZ -ACCESS K2 STAIR SYSTEM APPLICABLE CODES: 2012 INTERNATIONAL BUILDING CODE (IBC) MATERIALS: ALUMINUM TUBE: 6005-T5 Ftu= 38 KSI (260 MPa); Fcy= 35 KSI (240 MPa) ALUMINUM EXTRUSIONS: 6005-T5 Ftu= 38 KSI (260 MPa); Fcy= 35 KSI (240 MPa) WELDS: AWS D1.2 AND A5.10 FOR ALUMINUM, USING ALMIGWELD ER4043 HANDRAIL NOTES: 1) MANEUVERING CLEARANCE ON EXTERIOR PULL SIDE OF DOOR SHALL BE 24" (610MM) MINIMUM WITH 60" (1524MM) MINIMUM LANDING IN FRONT OF DOOR. 2) HANDRAILS SHALL BE CONTINUOUS ALONG BOTH SIDES. HANDRAILS SHALL BE PARALLEL WITH THE SURFACE AND PROJECT 12" (301MM) ON TOP OF RISER AND 12" (301MM) PLUS 1 TREAD AT BOTTOM RISER.AT RAMPS WHERE HANDRAIL ARE NOT CONTINUOUS BETWEEN RUNS THE HANDRAIL SHALL EXTEND HORIZONTALLY ABOVE THE LANDING 12" (301MM) MINIMUM BEYOND TOP AND BOTTOM RAMPS. 3) TOP OF HANDRAILS SHALL BE MOUNTED BETWEEN 34" (864MM) AND 38" (965MM) ABOVE THE WALKING SURFACE. 4) CLEARANCE BETWEEN RAIL AND WALL SHALL BE A MINIMUM OF 1-1/2" (38MM). 5) GUARD RAILS ARE TO BE DESIGNED FOR A CONCENTRATED LOAD OF 200 LBF (0.9 kN) APPLIED @ ANY POINT AND ANY DIRECTION ALONG THE RAIL OR A UNIFORM LOAD OF 50 PLF (0.7 kN/m) APPLIED HORIZONTALLY @ GUARD HEIGHT. 6) BALUSTERS ARE INDEPENDENTLY DESIGNED FOR A CONCENTRATED LOAD OF 200 LBF (0.9 kN) APPLIED TO ONE SQUARE FOOT OF AREA. 7) HANDRAILS SHALL HAVE A CIRCULAR CROSS SECTION WITH AN OUTSIDE DIAMETER OF 1-1/4" (31.75MM) MINIMUM AND NOT GREATER THAN 2" (51MM) MAXIMUM. 8) GRIPPING SURFACE SHALL BE UNINTERRUPTED BY POSTS OR OTHER CONSTRUCTION ELEMENTS OR OBSTRUCTIONS. 9) HANDRAILS SHALL NOT ROTATE IN THEIR FITTINGS. 10) ENDS OF HANDRAILS SHALL RETURN SMOOTHLY TO FLOOR, WALL OR POST. SITE ADDRESS: MUSEUM OF FLIGHT 9404 E. MARGINAL WAY S. SEATTLE, WA 98108-4097 NOTE: IF THIS DRAWINGS IS SEALED (STAMPED), THE ENGINEERING CERTIFICATION IS VALID ONLY AT THE ADDRESS SHOWN ABOVE AND INSTALLATION OF THE STAIR SYSTEM AT A LOCATION OTHER THAN SHOWN ABOVE IS PROHIBITED. 6 5 1 REVIEWED FOR OPE COMPLIANCE APPROVED MAY 0 0 2016 2 Ls] City ofTukrwita STAIR CONSTRUCTION NOTES: I BUILDING DIVISION 1) MANEUVERING CLEARANCE ON PULL SIDE OF DOOR SHALL BE 18" (457MM) WITH 60" (1524MM) LANDING IN FRONT OF DOOR. ALL STEPS SHALL HAVE A UNIFORM RISER HEIGHT AND TREAD WIDTH. TREADS SHALL NOT BE LESS THAN 12" (304MM) DEPTH AND 7" (178MM) HIGH. 2) TREAD NOSING SHALL NOT BE ABRUPT. BOTTOM OF NOSING SHALL HAVE AN ANGLE NOT MORE THAN 30 DEGREES FROM HORIZONTAL PROJECTION AND SHALL NOT EXCEED 1-1/4" (32MM). PER IBC 2012 3) THERE SHALL BE NO VARIATION EXCEEDING 3/16" (4.8MM) DEPTH OF ADJACENT TREADS OR IN HEIGHT OF ADJACENT RISERS AND A TOLERANCE BETWEEN LARGEST AND SMALLEST TREAD SHALL NOT EXCEED 3/8" (9MM) IN ANY FLIGHT. 4) HANDRAILS WITH CIRCULAR CROSS SECTION SHALL HAVE A MINIMUM OUTSIDE DIMENSION OF 1-1/4" (31.75MM) AND NOT GREATER THAN 2" (50MM). FOR NON CIRCULAR HANDRAILS THE MINIMUM DIMENSION IS 4" (101 MM) AND NOT GREATER THAN 6-1/4" (158.75MM) WITH A MAXIMUM CROSS-SECTION DIMENSION OF 2-1/4" (57.15MM). EDGES SHALL HAVE A MINIMUM RADIUS OF 0.01" (0.25MM). HANDRAIL -GRIPPING SURFACES SHALL BE CONTINUOUS WITHOUT INTERRUPTION BY NEWEL POSTS OR OTHER OBSTRUCTIONS. HANDRAILS SHALL RETURN TO A WALL OR EXTEND HORIZONTALLY AT LEAST 12" (305MM) BEYOND THE TOP RISER AND SHALL EXTEND 12" (305MM) PLUS ONE TREAD AT BOTTOM RISERS.CLEAR SPACE BETWEEN THE WALL OR OTHER SURFACE SHALL BE A MINIMUM 1-1/2" (38MM) RECEIVED 5) OPEN RISERS ARE NOT PERMITTED. CITY OF TUKWILA 4 - 6) OUTDOOR STAIRS AND THEIR APPROACHES SHALL BE DESIGNED SO THAT WATER WLR NOT ACCUMULATE ON THE WALKING SURFACE. 1 L 2016 7) STEPS, RAMPS AND PLATFORMS SHALL BE DESIGNED FOR 100 psf (4.8 kPa) LIVE MIT CENTER DESIGN LOADS: LIVE LOAD: 100 PSF (4.8 kPa) HANDRAIL IMPACT: 200 LBS. (0.9 kN) HANDRAIL DIST. LOAD: 50 PLF (0.7 kN/m) SEISMIC: Ss= 1.50g, R= 2.5, SITE CLASS D LATERAL RESISTING SYST: ECCENTRICALLY BRACED FRAME IMPORTANCE FACTOR: I= 1.0 ANCHOR: ITW RED HEAD CONCRETE ANCHORS SHALL BE INSTALLED PER THE MANUFACTURE'S RECOMMENDATIONS !;LEilPCF3 09 -.. :15 / 21117 J NOTE: STAIR & LANDING FOUNDATION DESIGN BY OTHERS UNLESS OTHERWISE SPECIFIED: DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONAL ±1/8 ANGULAR: ±.2 DEG. NAME DATE DRAWN C. KLYN 03/17/16 IPII 700 MILWAUKEE AVE N ALGOMA WA 98001-7408 E2-/.CCE55' CHECKED ENG APPR. MFG APPR. PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS©, A DIVISION OF HOMECARE PRODUCTS. INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES C� .THIS PR."'Piq- 'OT MOD I P El ORPE' I • . R APED MATL APPR. MATERIAL (UNLESS SPECIFIED OTHERWISE)' 6063, 6061 O S TITLE: COVER SHEET A NO. JECT #9477-01 REV 1 SHEET 0 tEXpi 09 f'. 15 /" 7.017 1 c A all 1,' EEL f Or 01 111 111 ELEVATION 2 11'-4 2 " 8-16 10'-6" 5' 106" r FF10 4" X 4" X 1/8" LEG TYPICAL AT MID -LANDING R8 13'-3 16 'i --5'-1016 111-9-8" PLAN VIEW 4" X 4" X 1/8" POST EQUALLY SPACED I j- I,I 1,I II II I'j'!Qir II 1,I8 �I 111IN RUN TYPICALIr_ `11 I I 7'-7" U9 U9 Z2 FF10`-.- 1 4'-6" RISER WIDTH5'-21 " TYPICAL TYPICAL 4 iA3 ELEVATION 1 i-� 4 Z2 D4 U9 U9 15-2" 4" X 4" X 3/16" LEG TYPICAL AT UPPER LANDING ISOMETRIC VIEW RECEIVED CITY OF TUKWILA APR 12 2016 PERMIT CENTER UNLESS OTHERWISE SPECIFIED: NAME DATE DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONAL ±1/8 ANGULAR ±.2 DEG. DRAWN C. KLYN 04/06/16 CHECKED E'Z ACCESS' 700 MILWAUKEE AVE N ALGONA WA 98001-7408 ENG APPR. MFG APPR. PROPRIETARY AND CONFIDENTIAL ® EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT,ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED. DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. MATL APPR. MATERIAL (UNLESS SPECIFIED OTHERWISE)' 6063, 6061 OR 6005 SERIES ALUMINUM TITLE: 182" STAIR SYSTEM FOR CONCORD AFT INTERPRET PER ANSI Y14.5 DO NOT SCALE DRAWING SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:32 WEIGHT: 3210 LB SHEET 1 OF 11 8 6 s 3 D A A V TYPICAL 2X 7'-1-8" AT UPPER LANDING i SEE SHEETS 10 & 11 FOR UPPER LANDING PLATFORM DETAILS 10'-1016" SECTION Z2 -Z2 (WITH RISERS HIDDEN FOR CLARITY) "X4"X3/16" TUBE TYPICAL DETAIL BB2 SCALE 1 : 4 TYPICAL ANGLED BRACE TO HORIZONTAL BRACE 4" X 4" X 3/16" LEG TYPICAL AT UPPER LANDING <TYPICAL ANGLED BRACE TO LEG A TYPICAL ANGLED BRACE TO LEG TYPICAL HORIZONTAL 19 \ BRACE TO LEG DETAIL AA2 SCALE 1 : 4 4" X 4" X 3/16" TYPICAL ALL HORIZONTAL & ANGLED BRACE MEMBERS <TYPICAL HORIZONTAL BRACE TO LEG PLATFORM CORNER POCKET TO LEG TYPICAL 4-11-2016 [E pities 09 . j 15 ! 2017 I RECEIVED CITY OF TUKWILA APR 1 2 2016 PERMIT CENTER .38 DETAIL CC2 SCALE 1 : 4 CORNER POCKET LEG PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®. A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. EZ -ACCESS' 700 MILWAUKEE AVE N ALGONA WA 98001-7408 SIZE DWG. NO. REV D PROJECT #9477-01 1 SCALE: 1:1 SHEET 2 OF 11 a 6 5 1 4 3 C A SECTION A3 -A3 (VIEW MAY BE SHOWN ROTATED 180°) 4" SQUARE POST 1/4"-14 X 1" SELF -DRILLING PAN HEAD PHILLIPS STAINLESS STEEL SCREW (2/ATTACHMENT PLATE) - t 2I" 1/4" THICK BOTTOM LOOP RETURN ATTACHMENT PLATE WELDED TO BOTTOM LOOP (2/LOWER RISER) RISER SIDE RAIL 2" WIDE X 10" HEIGHT X 1/8" WALL (CUSTOM EXTRUSION) 2/RISER RISER CLOSURE - .075" THICK SHEET 54" LONG X 5-1/4" HEIGHT (TYPICAL) WELDED TO REAR RISER TREAD & SIDE RAILS It 2X 12 " 1-1/2" DIAMETER BOTTOM LOOP 4" SQUARE X 1/8" WALL WITH WELDED POST CAP TYPICAL RISER POST 2" TYPICAL HANDRAIL BRACKET ATTACHMENT NOTE: SEE SHEET 10 FOR HANDRAIL BRACKET DETAIL RISER TREAD WITH CLOSURE SLOT REAR 54" LONG X 6.8" WIDE X 2" HEIGHT (TYPICAL - CUSTOM EXTRUSION) WELDED TO FRONT RISER TREAD, RISER CLOSURES & SIDE RAILS PARTIAL SECTION C3 -C3 BOTTOM LOOP RETURN DETAIL SCALE 1 : 1.5 TREAD TO \ SIDE RAIL / 3/16"/ RISER TREAD WITH CLOSURE SLOT FRONT 54" LONG X 4-1/2" WIDE X 2" HEIGHT (TYPICAL - CUSTOM EXTRUSION) WELDED TO REAR RISER TREAD & SIDE RAILS 1 iRf:S' . Ute' -1.5 :.2017 11" RUN TYPICAL 1'-5" TYPICAL BOTTOM LOOP EXTENSION 1'-1 2 " TYPICAL BOTTOM LOOP EXTENSION 2X 4'-6" 2'-11 6 " TYPICAL HANDRAIL HEIGHT RECEIVED CITY OF TUKWILA APR 1 2 2316 - PERMIT CENTER 7" RISE TYPICAL L8" RISER BASE FOOT TYPICAL PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. EZ ACCESS 700 MILWAUKEE AVE N ALGONA WA 98001-7408 SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:24 SHEET 3 OF 11 8 7 6 3'-7 1/4" TYPICAL 91"� RISER GUARD E4 --- --3-1/2" TYPICAL 91" RISER GUARD ,TOP & BOTTOM RAIL TO RISER POST 1 1_L 1 4 " SQUARE X .045" WALL PICKET TYPICAL P7 1 _L 1 J_ ELEVATION 3 RISER GUARD DETAIL 4X O $" MOUNTING HOLE FOR 1/2"-13 X 5-1/2" RED HEAD®MULTI-SET II TYPE SSRM-12 CONCRETE ANCHORS (OR EQUIVALENT) 1 2 " TYPICAL -1 " TYPICAL 1/4" 1/4" 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) WELDED TO RISER POSTS & GUARD SPACERS AT BOTTOM 1-1/4" X 1-3/16" SNAP -IN PICKET SPACER (CUSTOM EXTRUSION) SECTION E4 -E4 SCALE 1 : 1 2" X 1/4" WALL GUARD SPACER (2/GUARD) WELDED TO RISER BOTTOM RAILS, SIDE RAILS & POSTS 4 3" TYPICAL 4" SQUARE POST END CAP/SPACER TO RISER POST END CAP/SPACER TO SPACER & SIDE RAIL LOWER RISER TREAD 1/8" 1/8" 2" X 2" X 1/4" WALL GUARD SPACER 11E ilR 09 . , a r• :21117 I 4" X 4" X 1/8" WALL POST TYPICAL 5/8" X 2" END CAP/SPACER LENGTH VARIES WITH LOCATION (TYPICAL AT BOTTOM OF SIDE RAIL) RISER SIDE RAIL 2" WIDE X 10" HEIGHT X 1/8" WA DETAIL X4 (CUSTOM EXTRUSION RIVED (RISER FOOT HIDDEN FOR CLARITY) CST OF TUKWILA SCALE 1 : 2 X4 2X 8" APR 1 2 2016 PERMIT CENTER -2X32" 2X 54" 2X 1'-0" 3/8" THICK RISER BASE FOOT WELDED TO SIDE RAILS, SPACERS & POSTS SECTION D4 -D4 (VIEW SHOWN ROTATED) SCALE 1 : 4 1" 2X 1" PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS. INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. EZ ACCESS' 700 MILWAUKEE AVE N ALGONA-WA 98001-7408 SIZE DWG. NO. D PROJECT #9477-01 REV 1 SCALE: 1:8 SHEET 4 OF 11 8 7 6 5 3 2 A D A V 4" SQUARE X 1/8" WALL POST WITH WELDED POST CAP TYPICAL r 1 4 " SQUARE X .045" WALL PICKET TYPICAL 4'-5 8 " TYPICAL PLATFORM 1 GUARD POST 4'--47"TYPICAL PLATFORM GUARD 3 2 " TYPICAL --.- F5 I � 3 " TYPICAL -i H5 3 4 5" SQUARE X 3/8" WALL CORNER POCKET (5/PLATFORM) 4" SQUARE POST ti F5 ELEVATION 4 PLATFORM GUARD DETAIL (STAIRS & HANDRAILS NOT SHOWN FOR CLARITY) 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) 1'-0" a V5 84 a a a a 1 V5 4" SQUARE LEG DETAIL H5 SCALE 1 : 2 SECTION F5 -F5 TOP & BOTTOM RAIL TO END PICKET 2 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) 2" 1/8" 1/8" PARTIAL SECTION V5 -V5 SCALE 1 : 1 3/8"-16 X 7/8" STAINLESS STEEL CUP POINT SET SCREW - 3 PER PLATFORM POST - 4 PER PLATFORM LEG TORQUED TO 317 LB -IN 1-1/4" X 1-3/16" SNAP -IN PICKET SPACER (CUSTOM EXTRUSION) 1-1/4" X 1-1/4" END PICKET (CUSTOM EXTRUSION) WELDED TO TOP & BOTTOM RAIL 5/16"-18 X 1" GRADE 5, ZINC PLATED HEX BOLT 6/GUARD (OR 3/END PICKET) NOTE: THREADED INSERT IN POST NOT SHOWN - SEE DETAIL Q7 RECEIVED CITY OF TUKWILA APR 1 2 2016 PERMIT CENTER DETAIL G5 SCALE 1 : 1.5 5/16"-18 X 5" LONG GRADE 5 ZINC PLATED HEX BOLT BRACE BOLTS (SEE SHEET 9) �ICPt.RE' 0:.15 /;.2017 I PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EX -ACCESS. ez— ccE55` 700 MILWAUKEE AVE N ALGONA WA 93001-7408 SIZE DWG. NO. D PROJECT #9477-01 REV 1 SCALE: 1:12 SHEET 5 OF 11 8 6 3 D C A 1 5'--16" TYPICAL 5' 1016 GUARD 5'-10 1/16" SIDE J6L 2" X 6" X 1/8" WALL SIDE RAIL (4/PLATFORM) WELDED TO CORNER POCKETS & TREAD ISI 2X 4'-7--8-" " TYPICAL GUARD 10'-6" SIDE 10'-6" 1 8 " TYPICAL K6 ro - I 2 I F5 --1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) PARTIAL PLAN 2 TURN BACK PLATFORM DETAIL K6 1 4J6 1'-9 11/16" TYPICAL RETURN AT STAIR TOP OR BOTTOM SEE SHEET 7 FOR DETAILS 1-1/2" X 1-1/2" X 1/8" WALL TUBE 45° CORNER GUSSET (8/PLATFORM) WELDED TO SIDE RAILS & TREAD PARTIAL SECTION K6 -K6 (VIEW ROTATED 90°) SCALE 1 : 8 /ONALE� 6bc2 '' 4-11-2016 WIH£T.. 09. J. 15 /-9017 PLATFORM DECK: MID TREAD 125-11/16" LONG X 5.985" WIDE X 2" HEIGHT & END TREADS 125-11/16" LONG X 5" WIDE X 2" HEIGHT (ALL CUSTOM EXTRUSIONS) UPPER RISER TREAD WITH CLOSURE SLOT 54" LONG X 4-1/2" WIDE X 2" HEIGHT (CUSTOM EXTRUSION) I 1 2'-7" 5'-2" 7'-9" PARTIAL SECTION J6 -J6 1/2"-13 X 3-1/2" HEX BOLT WITH 1/2"-13 LOCKNUT & (2) 1/2" FLAT WASHERS (4/RISER ATTACHMENT) 1/4"/ 2" X 6" X 1/8" WALL SIDE RAIL (4/PLATFORM) WELDED TO CORNER POCKETS & TREAD 2" X 4" X 1/8" WALL TUBE MID -SUPPORT (3/PLATFORM) WELDED TO SIDE RAILS & TREAD 2" X 4" X 1/8" WALL TUBE CROSS SUPPORT (1/PLATFORM) WELDED TO MID -SUPPORT & MID -CORNER POCKET DETAIL L6 SCALE 1 : 2 RECEIVED CITY OF TUKWILA 3/16" 3/8"1/ APR 1 2 2016 PERMIT CENTER 4" X 4" X 3/8" RISER ATTACHMENT ANGLE WELDED TO SIDE RAILS, RISER END CAP & UPPER RISER TREAD (2/RISER TO PLATFORM ATTACHMENT) PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED. MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. Ez ccess' 700 MILWAUKEE AVE N ALGONA WA 98001-7408 SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:12 SHEET 6 OF 11 D A 8 6 V a L 2 F5 F5 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) PARTIAL PLAN 3 TOP LANDING UPPER RISER POST` j N7 PLATFORM DECK -\1 1-1/2" X .083" WALL 90° RETURN ELBOW UPPER WITH (2) WELDED HANDRAIL BRACKETS - TRIMMED TO FIT AT ASSEMBLY (1/RETURN - LEFT HAND SHOWN) 2'-2 5 " 8 SEE Q7 FOR RETURN DETAILS • 1 1 4 ,,� 1 2 " TYPICAL HANDRAIL BRACKET --- WELDED TO HANDRAIL ALL LOCATIONS 1613 ,. PLATFORM FILLER GUARD 4" SQUARE X 1/8" WALL WITH WELDED POST CAP TYPICAL PLATFORM POST • 11111111 1 1 j PARTIAL SECTION M7 -M7 (VIEW SHOWN ROTATED) SCALE 1 : 8 "71-6 DETAIL N7 SCALE 1 : 4 5/16"-18 X 1" STAINLESS STEEL BUTTON HEAD SOCKET CAP SCREW & 5/16" FLAT WASHER BOLTED TO THREADED INSERT (NOT SHOWN) IN RISER OR PLATFORM POST (1/BRACKET) 1-1/2" DIAMETER X 4 " LONG RING TYPICAL RING JOINER -1-1/4" X 1-1/4" END PICKET (CUSTOM EXTRUSION) WELDED TO TOP & BOTTOM RAIL & BOLTED TO THREADED INSERT IN UPPER RISER POST USING (3) 5/16"-18 X 1" GRADE 5, ZINC PLATED HEX BOLT (NOT SHOWN - SEE DETAIL G5) 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) PLATFORM POST & GUARD 1 2 " TYPICAL 216 TYPICAL 1 11„ RING JOINER TYPICAL ALL HANDRAIL CONNECTION LOCATIONS 1 2 " DIAMETER X .083" WALL TYPICAL HANDRAIL 1 16 " TYPICAL 4" TYPICAL SECTION HANDRAIL BRACKET (VIEW SHOWN SCALE 1 -5/16"-24 X 7/8" STAINLESS STEEL RING JOINER EXPANSION SCREW ON BOTTOM - ALL LOCA I. 1/JOINER) P7 -P7 & JOINER DETAIL ROTATED) : 1.5 1-1/2" DIAMETER X .083" WALL 9ST 90° RETURN ELBOW WITH WELDED/' THREADED INSERT - TRIMMED TO �O FIT AT ASSEMBLY (1/RETURN) 1'-9 16 " TYPICAL 2" X 6" X 1/4" THICK RETURN ELBOW ATTACHMENT PLATE BOLTED TO PLATFORM GUARD PICKETS 5/16"-18 THREADED INSERT IN RISER OR PLATFORM POST FOR HANDRAIL BRACKET OR GUARD ATTACHMENT (TYPICAL) DETAIL Q7 BROKEN OUT SECTION SCALE 1 : 4 IRI 9_ =. 15 J.2917 .I 5/16"-18 X 2" STAINLESS STEEL BUTTON HEAD SOCKET CAP SCREW 5/16"-18 LOCKNUT & RECEIVED 5/16" FLAT WASHER CITY OF TUKWILA (2/ATTACHMENT PLATE) 1 4 " SQUARE PICKET (TYPICAL) APR 1 2016 PERMIT CENTER 5/16"-18 X 3/4" STAINLESS STEEL BUTTON HEAD SOCKET CAP SCREW & 5/16" FLAT WASHER BOLTED TO THREADED END OF RETURN ELBOW (1/RETURN) PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. EZ :ACCEES` 700 MILWAUKEE AVE N ALGONA WA 48D01-7408 SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:24 SHEET 7 OF 11 a 6 5 4 0 C A V 4" SQUARE UPPER RISER POST UPPER RISER PLATFORM DECK S8 0 0 0 0 RISER SQUAPOSTRE LOWER PARTIAL SECTION R8 -R8 (VIEW IS SHOWN ROTATED) TOP & BOTTOM1/8 I RAIL TO SPACER>11ErI MID -POST TO \ 1/8 SPACER /1/8"� SIDE RAIL TO SPACER 1/8" 1/8" UPPER RISER HANDRAIL RING JOINER 3„ 4 1-1/2" DIAMETER X .083" WALL 90° RETURN ELBOW - TRIMMED TO FIT AT ASSEMBLY DETAIL S8 SCALE 1 : 2 2" X 2" X 1/4" WALL GUARD SPACER (2/GUARD) WELDED TO RISER BOTTOM RAILS, SIDE RAILS & POSTS MID -POST TO \ 3/16" SIDE RAIL / 3/16" DETAIL W8 SCALE 1 : 4 1-1/2" X 2" GUARD TOP & BOTTOM RAIL (CUSTOM EXTRUSION) ' X 4" X 1/8" WALL RISER MID -POST TYPICAL RISER SIDE RAIL 2" WIDE X 10" HEIGHT X 1/8" WALL (CUSTOM EXTRUSION) 2/RISER RING JOINER / 1-1/2" DIAMETER X .083" WALL 90° RETURN ELBOW - TRIMMED TO FIT AT ASSEMBLY RING JOINER EXPANSION SCREW LOWER RISER HANDRAIL END CAP TO SPACER SPACER TO RISER POST UPPER RISER TREAD END CAP TO SIDE RAIL 4" X 4" X 1/8" WALL POST TYPICAL 4fr, ,/?ors.,,,a0v END CAP TO SIDE RAIL RISER SIDE RAIL 2" WIDE X 10" HEIGHT X 1/8" WALL (CUSTOM EXTRUSION) 2/RISER 2" X 2" X 1/4" WALL Gi3h IVSD END CAP (24RIS L I OF TUKWILA 5/8" X 2" LONG SPACER (2/RISER) 'ERMIT CENTER AP 1 2 2016 DETAIL Y8 (VIEW MAY BE SHOWN ROTATED & PLATFORM & BRACING HIDDEN FOR CLARITY) SCALE 1 : 2 4-11-2016 teipili$; • 09.. :.¢. 15 1" 2017 PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS©, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED. OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. EZ- sCCE55' 700 MILWAUKEE AVE N ALGONA WA 98001-7408 SIZE DWG. NO. D PROJECT #9477-01 REV 1 SCALE: 1:8 SHEET 8 OF 11 e 7 6 4 D C B A 8 6 5 10'-4" 1;;' 1 4 " TYPICAL 1'-2" TYPICAL 1/8" 2" X 2" X 1/8" WALL TUBE TYPICAL ELEVATION 5 PLATFORM BRACE DETAIL 126" SIDE 1/4"/ 4" TYPICAL LEG - 4" X 4" X 1/8" WALL TUBE TYPICAL I 1/4"/ 1/4"V 1/4" THICK ATTACHMENT PLATE WELDED TO HORIZONTAL, VERTICAL & ANGLED MEMBERS 5/16"-18 X 5" LONG GRADE 5 ZINC PLATED HEX BOLT WITH 5/16"-18 ZINC PLATED LOCKNUT & 5/16" ZINC PLATED FLAT WASHER (8 EACH/BRACE) DETAIL T9 TYPICAL ATTACHMENT PLATE SCALE 1 : 3 5'-8 tExPt 4'-42" LA 4-11-2016 09 ,../• 15.... /'::2017 2" X 2" X 1/8' WALL TUBE TYPICAL ELEVATION 6 PLATFORM BRACE DETAIL 70-1/16" SIDE 1 2 1 2 1/4"V 8" DIA. DRAIN HOLE 10" X 10" X 3/8" THICK BASE PLATE TYPICAL 3X 8 " MOUNTING HOLE FOR 1/2"-13 X 2" RED HEAD®MULTI-SET II TYPE SSRM-12 CONCRETE ANCHORS (OR EQUIVALENT) RECEIVED CITY OF TUKWILA APR 1 2 2016 -RMIT CENTER 4" X 4" X 1/8" WALL LEG WELDED TO FOOT TYPICAL SECTION U9 -U9 SCALE 1 : 3 PROPRIETARY AND CONFIDENTIAL © EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS. INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED. MODIFIED, DISTRIBUTED, REPRODUCED. OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. EZ-CCE55' 700 MILWAUKEE AVE N ALGONA WA 93001-7408 SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:12 SHEET 9 OF 11 B 6 5 4 D 4- C A D C A V 4X 1'-6" ELEVATION 7 (PLATFORM WELDMENT ONLY) 1.5" SQ. TUBE TO SIDE TUBE & MID -SUPPORT TUBE TYPICAL 4X ❑12" —2X 1-0" CORNER POCKET TO FLAT BAR TYPICAL SIDE TUBE TO FLAT BAR TYPICAL .19 2.0-12.0 3/16" X 2" FLAT BAR END CAP TYPICAL 2" X 6" X 3/16" MID & SIDE TUBE TYPICAL 4 2"X6"X3/16 TUBE ®m® GG10 HH10 SECTION FF10-FF10 (VIEW MAY BE SHOWN ROTATED) CONTINUOUS PLATFORM JOIST V5 I V5 111.111111 1111 DETAIL HH10 SCALE 1 : 4 SIDE TUBE TO \ 19\ CORNER POCKET TYPICAL / 19 / 2"X6"X3/16 TUBE CONTINUOUS PLATFORM JOIST DETAIL DD10 SCALE 1 : 4 .19 CORNER POCKET TO SIDE TUBE TYPICAL .19 2"X6"X3/16 TUBE CONTINUOUS PLATFORM JOIST 2" X 6" X 3/16" MID PLATFORM SUPPORT TUBES TO INNER GUSSET TYPICAL DETAIL EE10 SCALE 1 : 4 ! bib �c3 4-11-2016 p(q�; . 09. J 15 ! 201.7 2" X 6" X 3/16" M I D PLATFORM SUPPORT TUBES TO INNER GUSSET TYPICAL SECTION MM10-MM10 (VIEW SHOWN ROTATED 180°) SCALE 1 : 4 I I 6 16 " OUTER GUSSET TYPICAL (2) 2" X 6" X 3/16" TUBE 2"X6"TUBE TO 2"X6"TUBE AT 06-\ MID PLATFORM /106 SUPPORT MID CORNER POCKET TO SIDE TUBE TYPICAL 1.0-6.0 1.0-6.0 DETAIL GG10 SCALE 1 : 4 .13V .19 TREAD I -BEAM TO SIDE TUBE & MID -SUPPORT TUBE AT 13� EVERY CONNECTION TYPICAL RECEIVED CITY OF TUKWILA SIDE TUBE TO MID CORNER POCKET TYPICAL APR 1 2 2016 ''ERMIT CENTER TREAD I -BEAM TO CORNER POCKET TYPICAL PROPRIETARY AND CONFIDENTIAL ©EZ -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED, MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EZ -ACCESS. EZIP CCESS 700 MILWAUKEE AVE N ALGONA WA 9800 1-74 08 SIZE DWG. NO. D PROJECT #9477-01 REV 1 SCALE: 1:16 SHEET 10 OF 11 8 7 6 5 t C B A 1 1'-108" `8 7 3-9� 2'-1016" T 4'-9-"' 11 16 5'-916" 5'-5 16 1 13'-316 A v1 A 1 0 (2) 2" X 6" X 3/16" TOP & 4" X 4" X 3/16" BOTTOM MID PLATFORM SUPPORT TUBES 3'-2"TYPICAL INNER GUSSET 4 " TYPICAL GUSSET I J11 PARTIAL PLAN 5 UPPER LANDING BOTTOM VIEW 2" X 6" X 3/16 TUBE PLATFORM JOISTS (SUPPORT TUBES) LL1 1 1-1/2" SQUARE TUBE GUSSET TO TREAD I -BEAM TYPICAL CORNER POCKET TO SIDE TUBES TYPICAL 25 1-1/2" SQUARE TUBE GUSSET TO SIDE TUBES TYPICAL 19��2.0-6.0 SKIP WELD BETWEEN 2" X 6" X 3/16" & .19 2.0-6.0 4" X 4" X 3/16" MID PLATFORM SUPPORT TUBES .19 19 1'-4-4 " TYPICAL OUTER GUSSET 2" X 6" X 3/16" MID PLATFORM SUPPORT TUBES TO INNER GUSSET TYPICAL .19.19\/ 2 2.0-.0-6.06.0 INNERTYPI:AEI: CTUBETO MID -SUPPORT MID CORNER POCKET TO SIDE TUBE TYPICAL > 1919 DETAIL JJ11 SCALE 1 : 4 .19 .25 .25> .19 .13 5" SQUARE CORNER POCKET TYPICAL CORNER POCKET TO SIDE TUBE TYPICAL 19/ 2" X 6" X 3/16" & C4" X 4" X 3/16" MID PLATFORM SUPPORT TUBES TO CORNER POCKET TYPICAL 4" TOTAL (2) 2" X 6" X 3/16" MID PLATFORM SUPPORT TUBES -19 OUTER GUSSET TO 19> \ SIDE TUBE TYPICAL 19> / OUTER GUSSET TO CORNER POCKET 19 \ TYPICAL MID CORNER POCKET TO SIDE TUBE TYPICAL DETAIL KK11 SCALE 1 : 2 -2" X 6" X 3/16" TYPICAL SIDE & MID -SUPPORT TUBE MID -SUPPORT TUBE .25 TO END SIDE TUBE TYPICAL !WIRES 09, , . f-. 15 j'.:9{117 1 RECEIVED OF TUKWILA APR 1 2 2016 DETAIL LL11�ERMIT CENTER SCALE 1 : 2 PROPRIETARY AND CONFIDENTIAL © EL -ACCESS®, A DIVISION OF HOMECARE PRODUCTS, INC. ALL RIGHTS RESERVED. ALL TEXT AND IMAGES CONTAINED IN THIS DOCUMENT ARE PROPRIETARY AND MAY NOT BE SHARED. MODIFIED, DISTRIBUTED, REPRODUCED, OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF EL -ACCESS. EZhCCE55' 700 MILWAUKEEAVE N ALGONA WA 98001 -7408 SIZE D DWG. NO. PROJECT #9477-01 REV 1 SCALE: 1:18 SHEET 11 OF 11 a b 5 3 1. Concorde 2. Boeing 707 / Air Force One 3. Boeing 747 4. Boeing 787 Aviation Pavilion Plan View REVIEWED FOR ® E APPROVED COMPLIANCE MAY 052016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AFR 122016 PERMIT CENTER THE MUSEUM OF FLIGHT REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 5 2016 City of Tukwila BUILDING DIVISION RECEIVED ITY OF TUKWILA 41101_3o_tilig____I787 THE MUSEUM OF FLIGHT FILE: AvPavAirStairs_01 DATE: 01.06.16 9 REVIEWED FOR CODE COMPLIANCE 1` APPROVED MAY 0 5 2016 Air Force One City of Tukwila BUILDING DIVISION V RECEIVED CITY OF TUKWILA APR 1 2 2016 PERMIT CENTER THE MUSEUM OF FLIGHT FILE: AvPavAirStairs_01 DATE: 01.06.16 IE \ FOR CO: E COM - IANCE APPROVED MAY 0 5 2016 City ofTulwile BUILDING DIVISION Boeing 747 REC IVSD CITY. r'` TUKWILA APR 1 2 n1S PERMIT CENTER THE MUSEUM OF FLIGHT FILE: AvPavAirStairs_01 DATE: 01.06.16 • 'REVIEWED FOR CODE COMPLIANCE APPROVED MNY052016 City of Tu file BUILDING DIVISION • Concorde ED CITY OF TUKWILA AR 1 2 2013 PERMIT CENTER THE MUSEUM OF FLIGHT FILE: AvPavAirStairs_01 DATE: 01.06.16 PeZable_&_Mobile_Ticket Booth Sizes-Configurations.htm Page 1 of 2 Industries Ticket Booth Features Ticket Booth Overview Ticket Booth Options Century Outdoor Portable Ticket Booths Sizes & Configurations Century's portable ticket booths are available in a choice of sizes and capacities allowing you to select the booth that best fits your application. Once the booth size has been selected, choose from the options list the features and equipment that provide the operation functions that you require. Model Sales Stations TB405 1 Person Size LxW Institutional Price 48" x 60" $5,781 TB805 2 People 90" x 60" $7,256 TB1105 ✓ 3 People 135" x 60" $10,340 TB805T 90" x 60" 2 People Mobile Body $9,533 Home I Contact www.centuryindustries.com Phone 812/246-3371 Customer Service 800/248-3371 Ticket Booths Ticket Booth Features Ticket Booth Options FAQ Century El Mobile... making the most of your resources. RECEIVED CITY OF TUKWILA APR 1e 2016 PERMIT CENTER Note - Because of the custom nature of even the standard ticket booth sizes and configurations, Century is does not stock ticket booths. Typical construction time is 60 to 90 days after an order for a ticket booth is placed. Special order custom portable ticket booths to meet special requirements are available. Contact us for details on other sizes and configurations. The following special ticket booths offer some custom configuration ideas and possibilities. TB805-B2B ,719 by I I REVIEWED FOR CODE COMPLIANCE AMOVED MAY 0 5 2016 Clj ofTuktwile BUILDING DIVISION Five -Person Booth Custom Desi http://www.centuryindustries.com/Portable Ticket Booths/Portable icket Booth Sizes-... 3/29/2016 Cjitury_Portab1e Ticket Booth Features Page 1 of 1 Century -Industries Insulated Double -Wall Root/Ceiling Construction Welded Aluminum Structure Stainless Steel Sales Counter Storage Shelf Above Sales Window Safety Glass Sales Window Speaking Ports Sales Pass -Through Lower Perimeter R ubrail Corner Leveling Legs Century rltxtries Ticket Booth Overview Ticket Booth Models Ticket Booth Options Century Outdoor Portable Ticket Booth Features Century's portable Ticket Booths are designed for outdoor applications and feature a rugged, rust -free, easy to move, welded aluminum body. Included with the standard ticket booth are the following features: • Rust -free welded aluminum walls with structural rounded aluminum corners • Painted high -gloss white - interior and exterior • Adjustable leveling legs on four corners • Insulated double-wall aluminum roof with painted aluminum ceiling • Roof marquee panels for signage on four sides • Diamond -plate aluminum floor welded to aluminum floor structure • Integral fork lift guides built into floor support structure • Perimeter aluminum rubrail with cast aluminum corners • Double-wall welded aluminum entrance door attached to booth by full-length hinge and secured with keyed latch • Formed 18" deep 14 ga. stainless steel ticket counter across sales window • Convenient aluminum storage shelf above sales window • ' " safety -glass ticket sales window with a speaker and ticket port for each sales position • ' " safety -glass side viewing windows for safety and visibility Standard Ticket Booths are 5 ft. deep, with a choice of 4 ft, 8 ft, and 11 ft approximate lengths (see specifications) to accommodate a variety of applications. See Ticket Booth Options for some of the more popular optional features and equipment that may be added to Century's portable ticket booths to meet your individual reqirements. Century Industries .... bringing events to life Home i Contact www.centuryindustries.com Phone 812/246-3371 Customer Service 800/248-3371 Ticket Booths Ticket Booth Models Ticket Booth Options FAQ Century = Mobile ... making the most of your resources. © 2008-2015 http://www.centuryindustries.com/Portable_ Ticket Booths/Portable_Ticket Booth_Featur... 3/29/2016 Century TB405 Single Person Booth Volunteer Booth STANDARD FEATURES • Aluminum body construction • Stainless interior counter • Safety glass windows • Locking door Century Industries LLC P.O. Roz C Sellersburg, Indiana 47172 812/848-3371 • 330/848-33Y1 • FAX 812/848 6448 eddy ®en Inde. ws� Custom Concept 02 0 Q Door End Elevation — 3 Side Elevation — 2 TB406—Custom—CO2 .tom Sun Penedo tinily Mom Window Penal Welded Aluminum Body Protective a End Elevation — 1 S IL REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 5 2016 City of Tukwila BUILDING DIVISION CIT PEI Side Elevation — 4 RECEIVED ( OF TUKWILA APR 1 2 2016 MIT CENTER TB110s-3P2 Century TB110 5 Triple Ticket Booth Three Person STANDARD FEATURES • Aluminum body construction • Stainless ticket counter • Safety glass windows • Locking door OPTIONAL FEATURES • Atrconditioner • Heater • Cash drawers • Aluminum Window Awning • Removable stainless steel counter Century Industries LLC P.O. Box C Sellereburg, Indiana 47172 an/244-3571 • 800/246-3571 • FIX 812/246 5446 1 M Roar /Boninvon Ionize Safety Glees Window Paul Oaks Opening Removable Stables. Abd Counter Added /Madman Body construction Plan View mu mummiiim mu mummiiim r REVIEWED FOR CODE COMPLIANCE APPROVED MAY 052016 City of Tukwila BUILDING DIVISION /141 Q Side Elevation Front Elevation TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT FIL 11777 BERNARDO PLAZA CT. STE. 1 D5 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.com RAMP & STAIR DESIGN RST JOB# 16022 For: Homecare Products, Inc (WA) 700 Milwaukee Ave Algona, WA 98001 Job: Summit Stair System Museum of Flight 9404 East Marginal Way S Seattle, WA 98108 RISK CATEGORY: II LIVE LOADING Floor Live Load = 100 PSF Ground Snow Load = 0 PSF WIND DESIGN PARAMETERS V_ult=130 mph, 3 -sec Gust, Exposure "C" SEISMIC DESIGN PARAMETERS Ss=1.5g Seismic Design Category "0", Site -Class D STRUCTURAL CALCULATIONS Cover Page Design Loading Summary Rail Posts Rails Guards Handrail Stairs . Planks . Landing Joists Anchorage Bracing . Risa 3D Rendering Risa 3D Analysis. INDEX REVIEWED FOR CODE COMPLIANCE r.: APPROVED MAY 0 5 2016 City Qf `iii wiles BUILD! . P V. Total of Fifty Three Pages N 24 RECEIVED 5.e,1TY OF TUKWILA 12-17 18-20 APR 1 2016 21-25 26 .RMIT CENTER 34 35-37 38 39-53 Copyright R & S Tavares Associates, Inc. © (RST). RST expressly reserves its copyright and other property rights in these structural calculations and design devised solely for this contract. These documents shall not be used in whole or in part for any purpose for which they were not intended without the express written permission of RST. TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT LOADS (psf) 11777 BERNARDO PLAZA CT. STE. 1 OS SAN DIEGO, CA 92128 PRONE: (858) 444-3344 FAx: (858) 356-4781 www.RSTAVARES.COM rail dead load wFLL:= 100 SEISMIC COEFFICIENT perASCE-7 Per Table 11.4-1 Per Eq. 11.4-1 Per Eq. 11.4-3 Egress Stairways per ASCE Table 13.5-1 Component Response Modification Factor per ASCE Table 13.5-1 Component Importance Factor per ASCE 13.1.3 Fa:= 1.0 Sms= 1.5 Sds = 1 0.4 ap Sds per Eq. 13.3-1 Cseis = 0.2 lbs Ip Cseis_max 1.6Sds. Ip Cseis_min "Sds' Ip Cseis •.= per Eq. 13.3-2 Cseis max - 2 lbs per Eq. 13.3-3 Cseis min = 0.45 lbs Cseis if Cseis min < Cseis < Cseis max Cseis min if Cseis < Cseis min Cseis max otherwise Cseis = 0.45 TAVARES ASSOCIATES OESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921213 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM WIND LOAD per ASCE-7 @ 130 mph, 3 -sec Gust, Exp."C" V:= 130 Equivalent Basic Wind Speed (3 Sec Gust) Kd := 0.85 Wind Directionality Factor, per Table 26.6-1 ASCE Pg. 250 Kz:= 0.85 Velocity Pressure Exposure Coeficients per Table 28.3-1 ASCE Pg. 299 Up to Roof Mean Ht of 15' Elev. Kzt:= 1.0 qh := 0.00256• Kz• Kzt• Kd• V2 qh = 31:26 psf Topographic Factor per ASCE Section 26.8 Velocity Pressure (psf) per Eq. 29.3-1 ASCE rise := 1 in/ft G:= 0.85 Gust Effect Factor per 26.9 Cf:= 1.8 Force Coefficient per Figure 29.5-2 WH:= gh'G.Cf Design Wind Pressure per Eq. 29.5-1 47.825 psf 411. TAVARES ASSOCIATES DESIGN•CONSIJLTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM WIND LOAD FOR MONO -SLOPED OPEN STRUCTURE P= G•CN Design Wind Pressure per Eq.27.4-3 ASCE G:= 0.85 Gust effect factor per 26.9 PERPENDICULAR TO RIDGE Roof Angle Odeg Load Case 0 Clear Wind Flow CNW l CNL 1.2 0.3 -0.5 ! -1.2 1.2 Obstructed Wind Load CNW CNL 180 Clear Wind Flow Obstructed Wind Load CNW CNL -1.1 I -0.1 0.3 CNW CNL -1.1 -0.6 -1.1 -0.1 -0.5 ) -1.2 -1.1 -0.6 POA = 19.93 POB = -15.94 POA = -22.58 Pm = -22.58 psf P180A = 19.93 P180B = -15.94 P180A = -22.58 P180B = -22.58 psf Note : (+) Denotes towards top surface, (-) denotes away from top surface Pper:= 22.58 psf PARALLEL TO RIDGE CN:= 0.8 Pperd:= 19.93 psf Net pressure coeffiecietn Figure 27.4-7 ASCE-7 Ppar CN G• qh = 21.256 psf Wup max(Pper, Ppar) Wup = 22.58 psf CN:= 0.8 Net pressure coeffiecietn Figure 27.4-7 ASCE-7 Ppard:= CN G qh = 21.256 psf Wdw ma4Pperd, Ppard) Wdw = 21.26 psf DETERMINE CONTROLLING LOAD COMBINATION D+L D+0.75L+0.75(0.6W) 'FDL + WFLL = 1405 psf gavity loads control WFDL + 0.75wFLL + 0.75•(0.& Wdw) = 90 psf TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.com RAIL POSTS - 4X4X1 /8 ALUM. SQ. TUBE 6065-T6 or 6085-T5 Full Section Properties Area 1.8973 in^2 Wt. 0.0064507 k/ft Width 15.178 in Ix 4.6967 in^4 rx 1.5734 in Ixy 0.0000 in^4 Sx(t) 2.3484 in^3 y(t) 2.0000 in a 0.000 deg Sx(b) 2.3484 in^3 y(b) 2.0000 in Height 4.0000 in Iy 4.6967 in^4 ry 1.5734 in Xo 0.0000 in Sy(1) 2.3484 in^3 x(1) 2.0000 in Yo 0.0000 in Sy(r) 2.3484 in^3 x(r) 2.0000 in jx 0.0000 in Width 4.0000 in jy 0.0000 in I1 4.6967 in^4 rl 1.5734 in 12 4.6967 in^4 r2 1.5734 in Ic 9.3934 in^4 rc 2.2251 in Cw 0.003 in^6 Io 9.3934 in^4 ro 2.2251 in J 7.3976 in^4 Sx:= 2.349 in3 Ix := 4.697 in4 ry:= 1.573 in Iy:= 4.697 in4 J:= 7.398 in4 Ftu:= 38 ksi Fty:= 35 ksi Fcy:= 35 ksi FSu:= 24 ksi E:= 10100 ksi yt:= 2.0 in TAVARES ASSOCIATES DESIGN•CONSIJLTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM RAIL POST - 4x0.125" 6065-T6 or 6085-T5 Alum SQ Tube ALLOW BENDING per Table 3.4-3.16 b:= 3.70 in FeY = 35 ksi t:= 0.125 in k1 := 0.5 k2:= 2.04 Sc := Sx = 2.349 in3 ny:= 1.65 nu := 1.95 BUCKLING CONSTANTS for T(6-9) per Table 3.3-4 ( 11 3 FeY B :=F • 1+ p CY\ 11.4 ) D :_• Bp Bp p 10 E compression in col. & flanges intercept B = 45.043 ksi compression in col. & flanges slope D = 0.301 SLENDERNESS for Single Web Shapes Cb:= 1 S:= — t S1:— Bp — FeY 1.6Dp = kl•Bp S2: 1.6• Dp ALLOWABLE STRESS Fb := coefficent per bending gradient, Section 3.4.11 slenderness of member in question S = 29.6 slenderness limit 1 S1 = 20.9 slenderness limit 2 S2 = 46.8 FcY if S<Si ny n•\Bp— 1.6Dpb) if S1 <S<S2 Y k2• BP E otherwise ny 1.6•— t Fb' Mallow •= � x Mallow = 3.65 kip -ft 1 Fb = 18.66 ksi TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM RAIL POST DESIGN 1.,,,•= 42 ft length of rail post 12 srail •= 51 in rail post spacing srail PTL:= max 200,50 12 PTL Lrp 1000 M:= Mrisa 0.198 kip -ft WELD CHECK nu •.= 1.95 Vgw.= 2. M. 12 nu per RISA 3D analysis in load combination 31 M = 0.744 kip -ft < Mallow = 3.654 kip -ft Mrisa ••= 0.198 kip -ft size := 1 in 8 5356 FILLER _ 9.65 ksi < Sweld ( Sweld min, size• b• yt, 2. size. = 12.33 ksi 11.92 6 = 0.925 Vgw = 12.33 ksi OK .25 s. 2TYPICAL GUARD TOP & BOTTOM RAIL TO POST in3 PTL = 213 lbs M = 0.744 kip -ft TAVARES ASSOCIATES DESIGN•CONSULTING♦PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cam MOMENT CONNECTION AT LANDING RAIL POST The larger square tube "pocket" of the landing receives the smaller square rail post by telescope action. The penetration of the smaller tube is 5". The coupling forces shall be applied to the slender walls of the rail post. Area 0.46250 in^2 Wt. 0.0015725 k/ft Width 3.7000 in Ix 0.52764 in"4 rx 1.0681 in Ixy 0.00000 in"4 Sx(t) 0.28521 in"3 y(t) 1.8500 in a 0.000 deg Sx(b) 0.28521 in"3 y(b) 1.8500 in Height 3.7000 in Iy 0.00060 in"4 ry 0.0361 in Xo 0.0000 in Sy(1) 0.00964 in"3 x(1) 0.0625 in Yo 0.0000 in Sy(r) 0.00964 in"3 x(r) 0.0625 in jx 0.0000 in Width 0.1250 in jy 0.0000 in 1l 0.52764 in"4 rl 1.0681 in 12 0.00060 in"4 r2 0.0361 in Ic 0.52824 in"4 rc 1.0687 in Cw 0.0000000 in^6 Io 0.52824 in"4 ro 1.0687 in J 0.0024089 in"4 A:= 0.463 in2 Ftu:= 38 ksi Fty:= 35 ksi Fey := 35 ksi FSu:= 24 ksi E:= 10100 ksi r := 0.361 in yt:= 2.0 in (52 53 x:2.0 3.75 2x 1.25 .131/20 .13` 2.0 .1 ( 1.5) 2.0 TAVARES ASSOCIATES DESIGN•CONSULTING♦PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (856) 356-4781 www. R STAVA RE S. COM ALLOWABLE COLUMN COMPRESSION per Table 3.4-3.8 b:= 3.7 in FeY = 35 ksi t:= 2.0.125in k1 := 0.5 k2:= 2.04 ny:= 1.65 nu := 1.95 BUCKLING CONSTANTS for T(6-9) per Table 3.3-4 BP .— FeY • 1 Fey' • Bp BP P 10 E compression in col. & flanges intercept compression in col. & flanges slope SLENDERNESS for Single Web Shapes Cb := 1 S:= — t nU FeY BP nY S1:- 5.1. DP kl Bp S2:= 5.1- DP ALLOWABLE STRESS Fe := FcY if S<_S1 nY ri CBP — 5.1Dp b ) u Pallow F 2.A M•12 3.75 otherwise BP = 45.043 ksi D = 0.301 coefficent per bending gradient, Section 3.4.11 slenderness of member in question S = 14.8 slenderness limit 1 S1 = 2.4 slenderness limit 2 if S1 <S<S2 — 2.38 kip Pallow = 8.66 kip S2 = 14.7 Fe = 9.35 ksi TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM MOMENT CONNECTION AT LOWER RAIL POST ITEM 5. 12 & 14 ALIGN WITH ITEM 2 ON RISER SIDE - ALL LOCATIONS _13 1Q-0 2X14FL,011FPot 13 f3 0 TO ITEMS 2.5 15 _13 13.25 .25 � 3:3.25 (2X .6251"1 04.0 TYPICAL POST DETAIL D - RIGHT SIDE SHOWN, LEFT SIDE MIRROR IMAGE SCALE i : WELD CHECK nu := 1.95 size := Vgw:_ 2 17 nu M-12 = 3.57 ksi Sweld in A:= size -JO in2 8 5356 FILLER yt := I in Sweld:= 2- A• yt = 2.5 Vgw = 12.33 ksi = 12.33 ksi OK DETAIL C SCALE 1,t in3 highlighted members is 0.625'x2"x10" flat bar and is welded to post and frame along both long sides TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PI -ZONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.COM MOMENT CONNECTION AT UPPER RAIL POST 3 11 SECTION F3 -F3 25 DETAIL G - LEFT SIDE SHOWN, RIGHT SIDE WELD CHECK nu := 1.95 Vgw •= 2 17 nu SCALE 1:8 OR. IMA TEh1 9. 10, & 13 ALIGN WITH ITEM 2 ON RISER SIDE - ALL LOCATIONS size:= —1 in A:= size.6.25 in2 M•12 — 5.71 ksi Sweld 8 5356 FILLER yt:= 1 in Vgw = 12.33 ksi < Vgw = 12.33 ksi OK item 10/2 is 0.625x2x6.25" bar Sweld 2• A. yt = 1.563 in3 TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAx: (858) 356-4781 www.RSTAVARES.coM GUARD HOZ. RAIL - 2X1 1/2X0.115 U -SHAPE, ALUM. 6005-T5 IX := 0.240 in4 ry := 0.628 in Iy:= 0.240 in4 J:= 0.476 in4 Ftu:= 38 ksi Fty:= 35 ksi Fcy:= 35 ksi FSu:= 24 ksi E:= 10100 ksi yb:= 2.0 in yc:= 0.75 in Q SYMMETRIC IX SX:=—=0.12 Yb Sy := Y = 0.32 yc EXPOSED SURFACE 1.500 in3 in3 X -Y Axes: AREA = 0.6080 lxx = 0.2360 lyy = 0.2399 cx1 = 0.7500 cy1 = 0.7783 cy2 = 1.2117 rx = 0.6230 Ty = 0.6281 J = 0.4759 TAVARES^I� ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 wwW.RSTAVARES.COM HOZ G.R. - 2X1 1/2X0.115 U -SHAPE, ALUM. 6005-T5 ALLOW BENDING per Table 3.4-3.15 b:= 0.7 in t:= 0.115 in k1 := 0.5 k2:= 2.04 Sc: SY = 0.32 in3 FAY = 35 ksi nY := 1.65 nu := 1.95 BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 ( 11 3 FcY B :=F • 1+ p cY� 11.4 B D :_ P - Bp p• 10 E compression in col. & flanges intercept B = 45.043 ksi compression in col. & flanges slope D = 0.301 SLENDERNESS for Single Web Shapes Cb:= 1 S:= — t Si= Bp — FcY 1 5.1D kl• Bp S2:- 5.1. Dp ALLOWABLE STRESS F Fb:= cy if S <_ Si fly coefficent per bending gradient, Section 3.4.11 slendemess of member in question S = 6.1 slenderness limit 1 S1 = 6.5 slenderness limit 2 S2 = 14.7 n•I B-5.1Dp•b) if S1 <S<S2 Y\ k2•Bp E otherwise nY• 5.1- — t Fb. Sx Mallow 12 Mallow = 0.21 kip -ft Fb = 21.21 ksi TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM HORIZONTAL G.R. DESIGN - 2X1 1/2X0.115 U -SHAPE, ALUM. 6005-T5 Srail = 51 in rail post spacing L := Srail – 4 = 49.667 12 M:= max 121 200.— 50 (2) 1 4 8 J 1000 Srail:= 50 Mallow < 3% ACCEPTABLE M = 0.207 kip ft </ Mallow = 0.212 kip -ft 1 – 0.025 M TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM GUARD RAIL PICKETS - TS 1.25X1.25X0.045 ALUM 6005 T5 Full Section Properties Area 0.21169 in^2 Ix 0.05058 Sx(t) 0.080932 Sx(b) 0.080932 Iy 0.05058 Sy(1) 0.080932 Sy(r) 0.080932 I1 0.05058 12 0.05058 Ic 0.10117 Io 0.10117 in^4 in^3 in"3 in^4 in^3 in^3 in^4 in^4 in^4 in^4 Wt. 0.00071973 k/ft rx y (t) y (b) Height ry x(1) x(r) Width rl r2 rc ro SX := 0.081 in3 Ix := 0.051 in4 Ftu:= 38 ksi Fty:= 35 ksi Fcy:= 35 ksi FSu:= 24 ksi E:= 10100 ksi 0.48883 0.62500 0.62500 1.25000 0.48883 0.62500 0.62500 1.25000 0.48883 0.48883 0.69131 0.69131 in in in in in in in in in in in in Width Ixy a Xo Yo jx jY Cw J := 0.051 in4ry:= 0.489 in 4.7041 in 0.00000 in^4 0.000 deg 0.00000 in 0.00000 in • 0.00000 in 0.00000 in 0.000004 in^6 0.080242 in^4 A:= 0.212 in2 J:= 0.080 in4 TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM GUARD RAIL PICKETS - TS 1.25X1.25X0.045 ALUM 6005 T5 ALLOW BENDING Fcy = 35 ksi t:= 0.045 in k1 := 0.5 k2:= 2.04 Sc := SX = 0.081 in3 ny:= 1.65 nu := 1.95 BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 Fcy Bc:= Fcy 11 + 2250 De •.= Bc Bc 10 E Bc Cc ••= 0.41— Dc SLENDERNESS for Single Web Shapes Lb := 42 in compression in col. & flanges intercept Bc = 39.365 ksi compression in col. & flanges slope Dc = 0.246 compression in col. & flanges slope Cc = 65.673 Cb := 1 Lb' Sc S:= 0.5 Iy J S1:= S2:= \2 (Bc – Fcyl 1.6Dc ) ALLOWABLE STRESS Fb:= Fcy fly if S coefficent per bending gradient, Section 3.4.11 slenderness of member in question slenderness limit 1 slenderness limit 2 Lb' Sc —1Bc– 1.6Dc if SI <S<S2 ny 0.5- Iy J Tr2- E 2.56. n y 0.5 I -J Lb' Sc otherwise Fb'Sx = 0.14 kip -ft La 12 n S = 106.5 S1 = 123.2 S2 = 1684.8 Fb = 21.21 ksi TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.COM GUARD RAIL PICKETS - TS 1.25X1.25X0.045 ALUM 6005 T5 DESIGN PTL 50 lbs concentrated load at intermediate rails over and area not to exceed 12"x12" per 4.5.1, ASCE-7 L:= 42 in M:= PTL L M = 0.044 kip -ft < 2M = 0.286 kip -ft 4.12000 2X. 125 }-- - 4453 — RAIL PIc KET • (6075) TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARD❑ PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM HANDRAIL - CT 1.5X0.083 ALUM 6005 T5 SECTION PROPERTIES CFS Version 8.0.4 Section: Section 2.sct Cylindrical Tube 1.50x0.083 Rev. Date: 3/8/2016 2:59:27 PM Printed: 3/8/2016 3:00:36 PM Full Section Properties Area 0.36949 in^2 Ix 0.09305 in^4 Sx(t) 0.12407 in^3 Sx(b) 0.12407 in^3 Iy 0.09305 in^4 Sy(1) 0.12407 in^3 Sy(r) 0.12407 in^3 I1 0.09305 in^4 I2 0.09305 in^4 Ic 0.18611 in^4 Io 0.18611 in^4 Wt. 0.0012563 k/ft Width 4.4516 in rx y(t) y(b) Height ry x (1) x (r) Width rl r2 rc ro 0.50184 in Ixy 0.00000 in^4 0.75000 in a 0.000 deg 0.75000 in 1.50000 in 0.50184 in Xo 0.00000 in 0.75000 in Yo 0.00000 in 0.75000 in jx 0.00000 in 1.50000 in jy 0.00000 in 0.50184 in 0.50184 in 0.70971 in Cw 0.000000 in^6 0.70971 in J 0.18547 in^4 SX := 0.124 in3 IX:= 0.093 in4 Iy:= 0.093 in4 ry:= 0.502 in Ftu:= 38 ksi Fty:= 35 ksi Fcy:= 35 ksi FSU:= 24 ksi E:= 10100 ksi A:= 0.370 in2 J:= 0.185 in4 TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.com HANDRAIL 1 1/2 SCHEDULE 40 PIPE 6005-T5 ALLOWABLE BENDING per Table 3.4-3.12 t:= 0.083 in ki := 0.5 k2:= 2.04 Sx = 0.124 in3 D:= 1.5 in Rb:- D- t - 0.709 in 2 Fey = 35 ksi ny := 1.65 nu := 1.95 Fy := min(Fey, Fty) = 35 ksi BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 11 FSI B := 1.5F • 1+ Y = 64.8 tb Y 8.7 ) ksi bending/axial comp in curved elem. intercept 1 Fe 5 I Bt:= FeY8.7 )_ 1 + Y 43.2 ksi � Btb Btb13 bending/axial comp Bt Dtb:= = 4.46 in curved elem. slope Dt:= •= 1.56 2.7 E) 4.5 (Bt)3 E ) 2 (Btb - Bt bending/axial comp C Ctb:- D _ D in curved elem. slope t tb t ) SLENDERNESS for Single Web Shapes Rb S:= — t S1: - S2:= slenderness of member in question S = 8.5 (Btb - 1.17• Fey 12 I D., 2 / nu / nu 1 I� \nY Btb - Bt) \ny Dtb - Dt) J ALLOWABLE STRESS 1.17Fey Fb ny 1 IRb1 n '(Btb - Dtb'J t) if S1 < S < Y if S<_Si IT2.E. Fb Sx Mn:- 12 n:- 12 ( Rb )21- Rb Jt 16-n • —• 1 + t 35 )_1 Mn = 0.256 kip -ft slenderness limit 1 slenderness limit 2 S2 otherwise S1 = 28.6 S2 = 80.9 Fb = 24.82 ksi TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RS TAVA RE S.c❑M HANDRAIL DESIGN - CT 1.5X0.083 ALUM. 6005-T5 Srail = 50 in rail post spacing 4 L : = srail – — 12 = 49.667 M:= max M = 0.207 L (L )21 200.— 50• — 12 \12) 1 4 8 J 1000 kip -ft < Mn = 0.256 kip -ft TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO. CA 92) 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM STAIR TREAD -11.3X2.0 PLANK ALUM 6005-T5 IX:= 1.714 in4 Iy:= 32.948 in4 FtU:= 38 ksi Fty:= 35 ksi Fey := 35 ksi 24 ksi FSU:= E:= 10100 ksi Ix = 1.578 in3 1.086 X -Y Axes: AREA = 2.7029 Ixx = 1.7135 Iyy = 32.9477 cx1 = 5.5909 cx2 = 5.7091 cy 1 = 0.8440 cy2 = 1.0860 Ixy = -0.1611 rx = 0.7962 ry = 3.4914 J = 34.6613 A:= 2.703 in2 J:= 34.661 in4 ry:= 3.491 in TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM STAIR TREAD -11.3X2.0 PLANK ALUM 6005-T5 ALLOW M per Table 3.4-3.2 & DESIGN kt:= 1.0 Sx = 1.578 in3 ny:= 1.65 nu := 1.95 IF ty Ftu ny kt nu Fb := min Fb = 19.487 ksi Fb. Sx Mn: 12 1000 Mn = 2563 lb -ft L:= 54 ft 12 PTL:= 300 lbs 11.3 WTL `'°FDL + WFLL) 12 M:= max PTL L WTL• L21 4 8 concentrated load on stairs per Table 1607.1, IBC M = 338 lb -ft < Mn = 2563 lb -ft WTL = 99 plf M = 338 lb -ft TAVARESr�7 ASSOCIATES DESIGN/CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM STRINGER - 2X10X0.125 ALUM EXT. 6005-T5 4:9£I4 10090 LOOS R.126{ ,125 TYPICAL. Full Section Properties Area 2.9106 in^2 Wt. 0.0098959 k/ft Width 23.285 in Ix 30.834 in^4 rx 3.2548 in Ixy 0.000 in"4 Sx(t) 6.1669 in^3 y(t) 5.0000 in a 0.000 deg Sx(b) 6.1669 in^3 y(b) 5.0000 in Height 10.0000 in Iy 2.287 in^4 ry 0.8864 in Xo 0.0000 in Sy(1) 2.2868 in^3 x(1) 1.0000 in Yo 0.0000 in Sy(r) 2.2868 in^3 x(r) 1.0000 in jx 0.0000 in Width 2.0000 in jy 0.0000 in Il 30.834 in^4 rl 3.2548 in I2 2.287 in"4 r2 0.8864 in Ic 33.121 in^4 rc 3.3734 in Cw 9.774 in^6 Io 33.121 in"4 ro 3.3734 in J 7.3510 in^4 Ix lx := 30.834 in4 ly:= 2.287 in4 Sx:= = 6.167 in3 A:= 2.911 int J:= 7.351 in4 5 Ftu:= 38 ksi Fty:= 35 ksi Fey := 35 ksi FSu:= 24 ksi E:= 10100 ksi r:= 0.886 in TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.COM STRINGER - 2X10X0.125 ALUM EXT. 6005-T5 ALLOW BENDING per Table 3.4-3.14 t:= 0.125 in k1 := 0.5 k2:= 2.04 Sc := SX = 6.167 in3 Fcy = 35 ksi ny := 1.65 nu := 1.95 BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 Fcy Bc:= Fcy• 1 + 2250 • D := Bc Bc c 10 E Bc Cc:= 0.41— Dc SLENDERNESS for Single Web Shapes Lb -•= 12 33.12 in compression in col. & flanges intercept compression in col. & flanges slope compression in col. & flanges slope Cb := 1 S:– Lb' Sc 0.5.FJ J S - /Be – Fcy \ l2 1.6Dc J C2 S cI 2 1.6) ALLOWABLE STRESS Fb := Fcy fly Bc = 39.365 ksi Dc = 0.246 CC = 65.673 coefficent per bending gradient, Section 3.4.11 slenderness of member in question slenderness limit 1 slenderness limit 2 S = 445.1 S1 = 123.2 S2 = 1684.8 if S <_ S1 Fb = 15.56 ksi 1 — Bc – 1.6Dc ny Tr2- E Lb- Sc 0.5• Iy J 2.56ny Lb' Sc 0.5• Iy J if S1 < S < S2 otherwise Fb. SX 1000 Mn:– M = 7997 lb -ft n 12 n TAVARES ASSOCIATES OESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.com STRINGER - 2X10X0.125 ALUM EXT. 6005-T5 BENDING L:= 12.33 ft PTL:= 300 lbs concentrated load on stairs per Table 1607.1, IBC WTL (wFDL + WFLL)• 54 2.12 WTL = 236 plf ( M:= max, 4 8 PTL L WTL-L2) 21 M = 4490 lb -ft < Mn = 7997 lb -ft M = 4490 lb -ft TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11'777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 921213 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.COM LANDING PLANK - 6X2X0.125 ALUM EXT. 6005-T5 SECTION PROPERTIES X Z 6.1280 Y rr� Y X -Y Axes: AREA = 1.1768 lxx = 0.5445 Iyy = 3.7623 cx1 = 3.5639 cx2 = 2.6606 cy1 = 0.6696 cy2 = 1.3204 Ixy = 0.3173 rx = 0.6802 ry = 1.7880 J = 4.3067 IX:= 0.545 in4 Iy:= 3.762 in4 Ftu:= 38 ksi Ft,:= 35 ksi Fc3,:= 35 ksi FSu:= 24 ksi E:= 10100 ksi Z ' X 1.9400 Sx:= x — 0.413 in3 1.320 A:= 1.177 in2 J:= 4.307 in4 ry := 1.788 in TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (958) 356-4781 www.RSTAVARES.coM LANDING PLANK - 6X2X0.125 ALUM EXT. 6005-T5 ALLOW M per Table 3.4-3.2 & DESIGN kt:= 1.0 Sx= 0.413 in3 ny:= 1.65 nu := 1.95 Fty Ftu Fb := min ny ktnu� Fb = 19.487 ksi Fb• Sx M • 1000 Mn = 670 lb -ft Mn 12 L:= 2.58 ft 6 WTL (WFDL + WFLL�• 12 WTL = 53 pif 2 M:= WTLL M=44 lb -ft 8 M = 44 lb -ft < Mn = 670 lb -ft TAVARES ASSOCIATES OESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM LANDING JOIST - ST2X4X1/8 6005-T5 ALUM. SECTION PROPERTIES Full Section Properties Area Ix Sx (t) Sx (b) Iy Sy(1) Sy (r) 11 I2 Ic Io 1.4241 in^2 2.9241 1.4620 1.4620 0.9792 0.9792 0.9792 2.9241 0.9792 3.9033 3.9033 in^4 in^3 in^3 in^4 in^3 in^3 in^4 in^4 in^4 in^4 Wt. 0.0048419 k/ft rx y (t) y (b) Height ry x(1) x(r) Width rl r2 rc ro Ix •.= 2.924 in4 Iy:= 0.979 in4 Ftu:= 38 Fty:= 35 Fey := 35 ksi F:= 24 ksi ksi ksi E:= 10100 ksi 1.4329 2.0000 2.0000 4.0000 0.8292 1.0000 1.0000 2.0000 1.4329 0.8292 1.6556 1.6556 IX Sx := - 2 = 1.462 in in in in in in in in in in in in Width 11.393 in Ixy a 0.0000 in^4 0.000 deg Xo 0.0000 in Yo 0.0000 in jx 0.0000 in jy 0.0000 in Cw J 0.1927 in^6 2.3147 in^4 in3 A:= 1.424 in2 J:= 2.315 in4 ry:= 0.829 in TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (8581444-3344 FAX: (8581356-4781 www.RSTAVARES.COM LAND JOIST - 2X4X1/8 ALUM EXT. 6005-T5 ALLOW BENDING per Table 3.4-3.14 t:= 0.125 in k1 := 0.5 k2:= 2.04 Sc := SX = 1.462 in3 Fcy = 35 ksi n:= 1.65 nu := 1.95 BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 Fcy Bc := Fcy 1 + 2250 ) D := Bc Bc c 10 E Be Cc := 0.41 — Dc SLENDERNESS for Single Web Shapes Lb := 73 in compression in col. & flanges intercept compression in col. & flanges slope compression in col. & flanges slope Cb:= 1 S:= Lb' Sc 0.5.14 JJ S2:= Bc – Fey )2 2 16Dc ) ALLOWABLE STRESS Fb•.= Fcy ny Be = 39.365 ksi Dc = 0.246 Cc = 65.673 coefficent per bending gradient, Section 3.4.11 slenderness of member in question slenderness limit 1 slenderness limit 2 S = 141.8 S1 = 123.2 S2 = 1684.8 if S <_ S1 Fb = 19.18 ksi 1 Lb• Sc –1• Be– 1.6Dc - if S1 <S<S2 ny 0.5• Iy J Tr2• E 2.56• fly Lb. Sc 0.5• Iy J otherwise Fb. SX 1000 Mn 12 Mn = 2336 lb -ft TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDD PLAZA CT. STE. 105 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.com LANDING JOIST - ST2X4X1/8 6005-T5 ALUM. DESIGN L:=73_ -4-1- ft 12 12 10.5 WTL (WFDL + WFLL)' 4 M:= WTL• L2 8 M = 1139 lb -ft < Mn = 2336 lb -ft WTL = 276 plf M = 1139 lb -ft TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM LANDING PERIMETER BEAM - ST2X6X1/8 6005-T5 ALUM. SECTION PROPERTIES Full Section Properties Area 1.9241 in^2 Wt. Ix Sx (t) Sx (b) Iy Sy(1) Sy(r) I1 I2 Ic Io 8.1572 2.7191 2.7191 1.4193 1.4193 1.4193 8.1572 1.4193 9.5765 9.5765 in^4 in^3 in^3 in^4 in^3 in^3 in^4 in^4 in^4 in^4 rx y (t) y (b) Height ry x(1) x(r) Width rl r2 rc ro IX := 8.157 in4 1y := 1.419 in4 Ftu:= 38 Fty:= 35 Fey:= 35 FSu:= 24 ksi ksi ksi ksi E:= 10100 ksi 0.0065419 k/ft Width 15.393 in 2.0590 3.0000 3.0000 6.0000 0.8589 1.0000 1.0000 2.0000 2.0590 0.8589 2.2310 2.2310 Ix 3 = 2.719 in in in in in in in in in in in in Ixy a Xo Yo ]x JY Cw J 0.0000 in^4 0.000 deg 0.0000 in 0.0000 in 0.0000 in 0.0000 in 1.312 in^6 3.9392 in^4 in3 A:= 1.924 in2 J:= 3.939 in4 ry:= 0.859 in TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM PERIM BM - 2X6X1/8 ALUM EXT. 6005-T5 ALLOW BENDING per Table 3.4-3.14 t:= 0.125 in k1 := 0.5 k2:= 2.04 Sc := SX = 2.719 in3 Fcy= 35 ksi ny:= 1.65 nu:= 1.95 BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 Bc: Fcy Fcy 1+ 2250 D := Bc Bc c 10 E Bc Cc:= 0.41— Dc compression in col. & flanges intercept Bc = 39.365 ksi compression in col. & flanges slope Dc = 0.246 compression in col. & flanges slope Cc = 65.673 SLENDERNESS for Single Web Shapes Lb := 126 in Cb:= 1 Lb- Sc S:= 0.5. :– S2:= 2 (Bc – Fcy) 1.6Dc J (C 12 c ,1.6) ALLOWABLE STRESS Fb:= Fcy fly coefficent per bending gradient, Section 3.4.11 slenderness of member in question slenderness limit 1 slenderness limit 2 S = 289.8 S1 = 123.2 S2 = 1684.8 if S <_ S1 Fb = 17.16 ksi 1 —• Bc – 1.6Dc- ny Tr2- E 2.56• n y 0.5• IyJ Lb- Sc if S1 <S<S2 otherwise Fb- SX 1000 M := M = 3889 lb -ft Mn 12 n TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coN LANDING PERIMETER BEAM - ST2X6X1/8 6005-T5 ALUM. DESIGN L:= 10.5– ft 12 WTL (wFDL + WFLL). 73 WTL = 319 plf 2.12 M 2 WTL L 8 M = 3860 lb -ft < Mn = 3889 lb -ft WELD CHECK M = 3860 lb -ft 11.42 4.51 PTL (wFDL + WFLL)' . — PTL = 2 2 1349 lbs nu := 1.95 size := 1 in A:= size•6 in2 8 V = gw•r 17 V' nu PTL A 1000 1.8 ksi 5356 FILLER Vgw = 12.33 ksi < VgW = 12.33 ksi OK TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.com TORQUE REQUIREMENT ON SET SCREWS 11.42 4.5 10.5 5.831 PTL ( WFDL + WFLL�.. 2 • 2 + 4 2 ) K:= 0.3 nut factor D:= 3 in nominal diameter of fastener 8 nset = 4 number of set screws T:= DK "set — 1 PTL minimum torque applied to fastener ANCHORAGE TO CONCRETE FLOOR Reaction at footers per RISA -3D analysis Tup:= 634 lbs < T = 81 lb -in 3300 _ 825 lb 4 PERFORMANCE TABLE n1k,. fro. fmmM 1+ (6 4) ) ('t1 14 (12_7) 5,t: (13 9) 3.14 [19.1) per Performance Table in Multi -Set II Submittal Information ate Tension and Shear Values (L.bslkN) in concrete* aro(1+oa TYPt CL-Carb-o or ` M 316'5 XSI (11.b tkN) t N) tc. 2000 PSI (1:3.011P81 1,f.,J) 17 .5) f t 4000 P51 (27.6 MN) ?,W) 110.5) 6000 PSI (41.441Pa) 2.9!OI (11.§) r(>200QP5 C13.8 real 1,080 (.48) 2,902 3,30) (14.7) ,V07 1i4 5) 3!)) ((3.y) 11.0(0 (9)1 1,10), 1.14.1) 4,540 (20.4) 7,440 93, 1) k, r4$ 0.61) 9,4.W f42..) 14:9S)) 40ekru ~°chaos a r hi:,, dam 1 it hi)9 a4r- az(1vd1:E.3. 'VW rinti (011x.Alf� TIM'f rp.reOri:: a;e)rrrtarrr•,; u�.>s}aarls. TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM BRACE AT TOWER - 2X2X1/8 SQUARE TUBE Full Section Properties Area 0.88411 in^2 Wt. 0.0030060 k/ft Width 7.0729 in Ix 0.5002 in^4 rx 0.7522 in Ixy 0.0000 in^4 Sx(t) 0.50018 in^3 y(t) 1.0000 in a 0.000 deg Sx(b) 0.50018 in^3 y(b) 1.0000 in Height 2.0000 in Iy 0.5002 in^4 ry 0.7522 in Xo 0.0000 in Sy(1) 0.50018 in^3 x(1) 1.0000 in Yo 0.0000 in Sy(r) 0.50018 in^3 x(r) 1.0000 in jx 0.0000 in Width 2.0000 in jy 0.0000 in Il 0.5002 in^4 rl 0.7522 in I2 0.5002 in^4 r2 0.7522 in Ic 1.0004 in^4 rc 1.0637 in Cw 0.00027 in^6 Io 1.0004 in^4 ro 1.0637 in J 0.84752 in^4 Ftu:= 38 ksi Fty:= 35 ksi Fey := 35 ksi FSu:= 24 ksi E:= 10100 ksi A:= 0.884 in2 r:= 0.752 in yt:= 1 in 2' X 2" X 118" WALL TUBE TYPICAL TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.COM ALLOWABLE COLUMN COMPRESSION per Table 3.4-3.7 b:= 2 in t:= 0.125 in k1 := 0.5 k2:= 2.04 Lb:= 9.67 in FeY = 35 ksi nY := 1.65 nu := 1.95 k := 1 BUCKLING CONSTANTS for T(6-9) per Table 3.3-4 F Be := Fe• 1 + eY Y 2250 D Be Be De := 10 E Be Cc:- 0.41 — De compression in col. & flanges intercept Be = 39.365 ksi compression in col. & flanges slope De = 0.246 compression in col. & flanges slope Cc = 65.673 SLENDERNESS for Single Web Shapes Lb:= Lb.12 in Cb:= 1 k• Lb S:= rY S1:= Be nu FeY nY S2:= Cc De ALLOWABLE STRESS Fc := Fey if S<_S1 ny coefficent per bending gradient, Section 3.4.11 slenderness of member in question S = 154.3 slenderness limit 1 slenderness limit 2 1 ( k- Lb —• Be – De if S1 < S < S2 nu \ rY 'nr2• E nu �k•Lb)2 rY Pallow Fc A otherwise Pallow = 1.9 kip S1 = –8.1 S2 = 65.7 Fe = 2.15 ksi TAVARES ASSOCIATES DESIGN•CONSULTING♦PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (856) 356-4781 www.RSTAVARES.com CHECK AXIAL LOADS - 2X2X1/8 BRACES Member forces per RISA 3D Analysis Member Axial C M13 -0.096 M15 -0.234 M21 -0.115 M22 -0.109 M23 -0.096 M24 -0.096 M25 -0.114 M26 -0.107 M27 -0.093 M28 -0.089 M29 -0.092 M30 -0.09 M34 -0.172 M35 ° -0.175 M40 -0.107 M41 -0.106 M42 % -0.056 M43 -0.049 M47 -0.024 M48'._ -0.02 W - M53 -0.065 M54 -0.053 M55 -0.023 M56 -0.019 M58 -0.091 M59 -0.084 MIN -0.234 Member Axial C. (kip)e M14 -0.19 M16 -0.331 M17 -0.21.. M18 -0.271 M19 -0.24 M 20 -0.279 M31 -0.232 ........___ M36 -0.129 M37 0.09 M44 -0.054 M49 -0.127 M50 -0.002 M60 -0.178 min= -0.331 Prisa:= 0.331 lbs Pa11ow - '1.9 kip DESIGN•CONSULTING • PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-334 FAX: (858) 356-4781 www.RSTAVARES.cor Envelope Only Solution SK - 1 Mar 22, 2016 at 1:54 PM 196inch 3d.R3D A • b""'"`Mo°aeI Name T E C C N N O O • L O G 1 E 5 IVI 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 921 28 Mar 22, 2016 PHoi EECJ.,a((((C(((C888PM58ff,))AS1 weRSTA4444-3344 wwVARE9.COM (Global) 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 (inA2) 144 Merge Tolerance (in) .12 0.50% P -Delta Analysis Tolerance 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 12 Wall Mesh Size (in) 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 AISC 14th(360-10): ASD Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 14th(360-10): ASD Cold Formed Steel Code AISI S100-10: ASD Wood Code AWC NDS -12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-11: ASD Aluminum Code AA ADM1-05: 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. S•acin•? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 1 TECHNO LOG G 1 E S •` oueEFi lame . 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 Mar 22, 2016 PI-H0r1e58(FIM8) 444-3344 WWW. YAI1AR ES. COM (Global) 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 SDS 1 S1 1 TL (sec) 5 Risk Cat I or II Om Z 1 Om X 1 Rho Z 1 Rho X 1 6 N4 Joint Boundary Conditions X Rot.tk-ft/radl -ft/radl Z Rot.fk-ft/rad 1 N50 Reaction Reaction Reaction 5.052e-15 10.167 Reaction M6 2 N52 Reaction Reaction Reaction M9 Reaction -.275 3 N24 Reaction Reaction Reaction -.275 Reaction 6.661e-16 10.167 4 N26 Reaction Reaction Reaction 3.846e-8 14.555 Reaction M2 5 N2 Reaction Reaction Reaction M3 Reaction -.238 6 N4 Reaction Reaction Reaction -.237 -.237 5.634e-15 i 14.692 7 N62 Reaction Reaction Reaction Reaction 8 N64 Reaction Reaction Reaction Reaction 9 N36 Reaction Reaction Reaction Reaction 10 N38 Reaction Reaction Reaction Reaction 11 N74 Reaction Reaction Reaction 12 N3 13 N5 14 N1 15 N7 Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft,%] No Data to Print ... Member Distributed Loads (BLC 7 : BLC 3 Transient Area Loads) ° End Location fft,% 1 M4 Y -.273 -.273 5.052e-15 10.167 2 M6 Y -.273 -.273 6.772e-15 I 10.167 3 M9 Y -.275 -.275 1.11e-15 10.167 4 M11 Y -.275 -.275 6.661e-16 10.167 5 M1 Y -.238 -.238 3.846e-8 14.555 6 M2 Y -.238 -.238 1.678e-8 I 14.555 7 M3 Y -.238 -.238 6.439e-15 ( 14.692 8 M8 Y -.237 -.237 5.634e-15 i 14.692 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 2 TECHNOLOGIES O LSCOO G I E S lI E S Moae ame N 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 Mar 22, 2016 PHont�i.:[5,,((8((�sspffffMsB)) V4444-3344 www.RSTAVARE9 col.•I Member Distributed Loads (BLC 8 : BLC 6 Transient Area Loads) Member Label Direction Start Maanitude(k/ft.F1 End Maonitudefk/ft.F1 Start Locationfft ° 0 1 M9 X .006 .006 1.11e-15 10.167 2 M11 X .006 .006 6.661e-16 10.167 3 M4 X .006 .006 2.831e-15 10.167 4 M6 X .006 .006 8.16e-15 10.167 Member Distributed Loads (BLC 9 : BLC 5 Transient Area Loads) Member Label Direction Start Maanitudefk/ft,F1 End Maanitudefk/ft Fl Start Locationfft ° 0 1 M4 Z .006 .006 5.829e-15 10.167 2 M6 Z .006 .006 5.551e-17 10.167 3 M9 Z .006 .006 1.388e-15 10.167 4 M11 Z .006 .006 2.776e-15 10.167 Member Area Loads (BLC 3 : LL) Joint A 1 N37 N6 N63 N35 Y A -B -.1 2 N25 N23 N49 N51 Y A -B -.1 3 N4 N2 N1 N3 Y A -B -.1 4 N5 N6 N8 N7 Y B -C -.1 Member Area Loads (BLC 5 : EQZ) int A Joint D 1 N35 N63 N61 N37 Z A -B .002 2 N23 N25 N51 N49 Z A -B .002 Member Area Loads (BLC 6 : EQX) Joint A 1 N25 N23 N49 N51 X A -B .002 2 N37 N61 N63 N35 X A -B .002 Load Combinations 1 Y 1 1 2 Y 2 1 3 IBC 16-8 Yes Y DL 1 4 IBC 16-9 Yes Y DL 1 LL 1 LLS 1 I 5 IBC 16-10 (a) Yes Y DL 1 6 IBC 16-12 (b) (a) IBC 16-12 (b) (b) Yes Yes Y Y DL DL 1 1 ELX ELZ .7 .7 7 8 IBC 16-12 al) (c) IBC 16-12 (b) (d) Yes Yes Y Y DL DL 1 1 ELX ELZ -.7 -.7 9 10 IBC 16-14 (a) (a) Yes Y DL 1 ELX .525 LL .75 L... .75 11 IBC 16-14 (a) (b) Yes Y DL 1 ELZ .525 LL .75 L... .75 12 IBC 16-14 (a) (c) Yes Y DL 1 ELX -.5-- LL .75 L... .75 13 IBC 16-14 (a) (d) Yes Y • • DL 1 ELZ --5.- LL .75 L..- .75 . 14 IBC 16-16 (a) Yes Y DL .6 ELX .7 15 IBC 16-16 (b) Yes Y DL .6 ELZ .7 16 IBC 16-16 (c) Yes Y DL .6 ELX -.7 17 IBC 16-16 (d) Yes Y DL .6 ELZ -.7 18 Overstrength 19 Y DL 1 ELX 1.4 20 Y DL 1 ELZ 1.4 1 21 Y DL 1 ELX -1.4 1 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 3 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 Mar 22, 2016 PHorr5af(�®Q(E5M8)) 444-3344 www. S AVAR6E-94.7c So m1 Load Combinations (Continued) Description Sol.. PD... SRSS BLC Fa.. BLC Fa.. BLC Fa.. B... Fa.. BLC Fa.. B...Fa.. B... Fa.. B...Fa.. B... Fa.. B...Fa.. 22 M14 1 Y .196 DL 1 ELZ -1.4 7 0 31 0 3 0 3 2 min -.187 6 0 23 -.003 31 Y 7 DL 1 ELX 1.05 LL .75 1-....75 2 max .197 12 .003 4 0 7 0 31 .003 7 24 8 Y DL 1 ELZ 1.05 LL .75 L....75 31 0 7 -.007 31 -.011 4 5 3 max 25 12 0 Y 0 DL 1 ELX -1... LL .751- .75 8 6 min -.189 6 0 3 0 3 0 26 -.009 31 Y DL 1 ELZ -1... LL .751- .75 0 8 .002 31 0 31 .003 7 .001 8 8 27 min Y 6 DL .6 ELX 1.4 0 7 -.007 31 -.011 4 9 5 max .202 12 0 8 28 31 0 Y 0 DL .6 1 ELZ 1.4 10 min -.19 6 -.006 4 -.002 7 0 7 0 3 0 29 3 11 Y 1 DL .6 ELX -1.4 4 .002 31 .002 31 0 3 0 3 12 min -.331 30 0 6 Y 7 DL .6 ELZ -1.4 0 13 13 2 max .174 6 .001 4 .001 31 .002 31 31 31 Yes Y 6 DL .6 ELZ -1.4 -.331 12 0 6 0 7 0 7 -.001 7 -.003 4 15 Envelope Member Section Forces Member Sec Axiall LC v Shearl LC z Shearl LC Tor auefk-...LC v -v Momentfk-ftl LC _z -z Moment fk-ftl_ LC 1 M14 1 max .196 12 .006 4 .002 7 0 31 0 3 0 3 2 min -.187 6 0 8 -.003 31 0 7 0 3 0 3 3 2 max .197 12 .003 4 0 7 0 31 .003 7 .001 8 4 min -.188 6 0 8 -.002 31 0 7 -.007 31 -.011 4 5 3 max .199 12 0 3 0 3 0 31 .005 7 .002 8 6 min -.189 6 0 3 0 3 0 7 -.009 31 -.015 4 7 4 max .2 12 0 8 .002 31 0 31 .003 7 .001 8 8 min -.19 6 -.003 4 0 7 0 7 -.007 31 -.011 4 9 5 max .202 12 0 8 .003 31 0 31 0 3 0 3 10 min -.19 6 -.006 4 -.002 7 0 7 0 3 0 3 11 M16 1 max .174 6 .003 4 .002 31 .002 31 0 3 0 3 12 min -.331 12 0 6 -.001 7 0 7 0 3 0 13 13 2 max .174 6 .001 4 .001 31 .002 31 .002 31 0 6 14 min -.331 12 0 6 0 7 0 7 -.001 7 -.003 4 15 3 max .174 6 0 3 0 3 .002 31 .003 31 .001 6 16 min -.33 12 0 3 0 3 0 7 -.002 7 -.004 4 17 4 max .175 6 0 6 0 7 .002 31 .002 31 0 6 18 min -.33 12 -.001 4 -.001 131 0 7 -.001 7 -.003 4 19 5 max .175 6 0 6 .001 7 .002 31 0 3 0 3 20 min -.329 12 -.003 4 -.002 31 0 7 0 3 0 3 21 M17 1 max .209 6 .003 4 .002 31 0 31 0 3 0 3 22 min -.209 8 0 6 -.001 7 0 8 0 3 0 3 23 2 max .209 6 .001 4 .001 31 0 31 .003 31 0 6 24 min -.209 8 0 6 0 7 0 8 -.001 7 -.004 4 25 3 max .209 6 0 3 0 3 0 31 .003 31 .001 6 26 min -.209 8 0 3 0 3 0 8 -.002 7 -.005 4 27 4 max .21 6 0 6 0 7 0 31 .003 31 0 6 28 min -.21 8 -.001 4 -.001 31 0 8 -.001 7 -.004 4 29 5 max .21 6 0 6 .001 7 0 31 0 3 0 3 30 min -.21 8 -.003 4 -.002 31 0 8 0 3 0 3 31 M18 1 max .269 6 .003 4 .002 31 .001 31 0 3 0 3 32 min -.269 8 0 6 -.001 7 0 11 0 3 0 3 33 2 max .269 6 .001 4 .001 31 .001 31 .003 31 0 6 34 min -.269 8 0 6 0 7 0 11 -.001 7 -.004 14 35 3 max .27 6 0 3 0 3 .001 31 .003 31 .001 1 6 36 min -.27 8 0 3 0 13 0 11 -.002 7 -.005 14 37 4 max .27 6 0 6 0 7 .001 31 .003 31 0 6 38 min -.27 8 -.001 4 -.001 31 0 11 -.001 7 -.004 14 39 5 max .271 6 0 6 .001 7 .001 31 0 3 0 3 40 min -.271 8 -.003 4 I -.002 131 0 11 0 3 0 3 41 M19 1 max .219 8 .003 4 .001 7 0 8 0 3 0 3 42 min I -.219 6 0 8 -.002 131 0 10 0 3 0 1 3 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 4 NicErriNsic T E C H N O Le O G I E 5• `IoaeF rJame 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 921 28 Mar 22, 2016 PH OIAAix�E,,6(((BBp885M9B))33,,VV44344-3 344 56-4781 www.a TAVARE9 COra Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC . z Shearl LC Tor auefk-.. LC v -v Momentlk-ftl LC z -z Momentfk- 43 2 max .219 8 .001 4 0 7 0 8 .001 7 0 8 44 min -.219 6 0 8 -.001 31 0 10 -.003 31 -.004 4 45 3 max .22 8 0 3 0 3 0 8 .002 7 .001 8 46 min -.22 6 0 3 0 3 0 10 -.003 31 -.005 4 47 4 max .22 8 0 8 .001 31 0 8 .001 7 0 8 48 min -.22 6 -.001 4 0 7 0 10 -.003 31 -.004 4 49 5 max .22 8 0 8 .002 31 0 8 0 3 0 3 50 min -.221 6 -.003 4 -.001 7 0 10 0 3 0 3 51 M20 1 max .277 8 .003 4 .001 7 0 11 0 3 0 3 52 min -.277 6 0 8 -.002 31 0 31 0 3 0 3 53 2 max .278 8 .001 4 0 7 0 11 .001 7 0 8 54 min -.278 6 0 8 -.001 31 0 31 -.003 31 -.004 4 55 3 max .278 8 0 3 0 3 0 11 .002 7 .001 8 56 min -.278 6 0 3 0 3 0 31 -.003 31 -.005 4 57 4 max .278 8 0 8 .001 31 0 11 .001 7 0 8 58 min -.279 6 -.001 4 0 7 0 31 -.003 31 -.004 4 59 5 max .279 8 0 8 .002 31 0 11 0 3 0 3 60 min -.279 6 -.003 4 -.001 7 0 31 0 3 0 3 61 M31 1 max .461 31 .003 4 .001 8 0 4 0 3 0 3 62 min -.23 7 -.001 31 -.001 6 0 8 0 3 0 3 63 2 max .462 31 .001 4 0 8 0 4 .001 8 .002 31 64 min -.231 7 0 31 0 6 0 8 -.001 6 -.004 4 65 3 max .462 31 0 3 0 3 0 4 .002 8 .002 31 66 min -.231 7 0 3 0 3 0 8 -.002 6 -.005 4 67 4 max .463 31 0 31 0 6 0 4 .001 8 .002 31 68 min -.232 7 -.001 4 0 8 0 8 -.001 6 -.004 4 69 5 max .464 31 .001 31 .001 6 0 4 0 3 0 3 70 min -.232 7 -.003 4 -.001 8 0 8 0 3 0 3 71 M36 1 max .226 31 .006 4 .002 8 0 8 0 3 0 3 72 min -.129 11 -.001 31 -.002 6 0 10 0 3 0 3 73 2 max .227 31 .003 4 0 8 0 8 .003 8 .003 31 74 min -.128 11 0 31 0 6 0 10 -.003 6 -.011 4 75 3 max .229 31 0 3 0 3 0 8 .005 8 .003 31 76 min -.128 11 0 3 0 3 0 10 -.005 6 -.015 4 77 4 max .23 31 0 31 0 6 0 8 .003 8 .003 31 78 min -.128 11 -.003 4 0 8 0 10 -.003 6 -.011 4 79 5 max .232 31 .001 31 .002 6 0 8 0 3 0 3 80 min -.128 11 -.006 4 -.002 8 0 10 0 3 0 3 81 M37 1 max .107 31 .006 4 .002 8 0 31 0 3 0 3 82 min -.09 11 -.001 31 -.002 6 0 12 0 3 0 3 83 2 max .108 31 .003 4 0 8 0 31 .003 8 .003 31 84 min -.09 11 0 31 0 6 0 12 -.003 6 -.011 4 85 3 max .11 31 0 3 0 3 0 31 .005 8 .003 31 86 min -.089 11 0 3 0 3 0 12 -.005 6 -.015 4 87 4 max .111 31 0 31 0 6 0 31 .003 8 .003 31 88 min -.089 11 -.003 4 0 8 0 12 -.003 6 -.011 4 89 5 max .113 31 .001 31 .002 6 0 31 0 3 0 3 90 min -.089 11 -.006 4 -.002 8 0 12 0 3 0 3 91 M44 1 max .016 7 .003 4 .001 6 0 7 0 3 0 3 92 min -.054 4 0 7 -.001 8 0 31 0 3 0 3 93 2 max .016 7 .001 4 0 6 0 7 .001 6 0 7 94 min -.053 4 0 7 0 8 0 31 -.001 8 -.004 4 95 3 max .017 7 0 3 0 3 0 7 .002 6 .001 7 96 min -.052 4 0 3 0 3 0 31 -.002 8 -.005 4 97 4 max .017 7 0 7 0 8 0 7 .001 6 0 7 98 min -.051 13 -.001 4 0 6 0 31 -.001 8 -.004 4 99 5 max .018 7 0 7 .001 8 0 7 0 3 0 3 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 5 1HO LATINS aelName . • • • • 11777 BERNARDO PLAZA CT. STE. 1 D5 SAN DIEGO, CA 92128 Mar 22, 2016 PHo1F58(19M8) 444-3344 wwwwRI-M.8.0 56-4781 wwe AVARE9 cora Envelope Member Section Forces (Continued) Member`LC Torquefk- LC Y- 100 min -.051 13 -.003 4 i' -.001 ' 6 0 31 0 3 0 3 101 M49 1 max .077 11 .006 41 .002 6 0 31 0 3 0 3 102 min -.121 31 0 7 -.002 8 0 12 0 3 0 3 103 2 max .078 11 .003 4 0 6 0 31 .003 6 .001 7 104 min -.122 31 0 7 0 : 8 0 12 -.003 8 -.011 i 4 105 3 max .08 11 0 3 0 3 0 31 .005 6 .002 7 106 I min -.124 31 0 3 0 3 0 12 -.005 8 -.015 , 4 107 4 max .081 11 0 7 0 8 0 31 .003 6 .001 7 108 min -.126 31 -.003 4 0 6 0 12 -.003 8 -.011 ; 4 109 5 max .083 11 0 7 .002 8 0 31 0 3 0 3 110 i min -.127 31 -.006 4 -.002 6 0 12 0 3 0 3 111 M50 1 max .045 4 .006 4 .002 6 0 8 0 3 0 3 112 min -.002 7 0 7 -.002 8 0 10 0 3 0 3 113 2 max .046 4 .003 4 0 6 0 8 .003 6 .001 7 114 min -.001 7 0 7 0 8 0 10 -.003 8 -.011 4 115 3 max .047 4 0 3 0 3 0 8 .005 6 .002 7 116 min 0 6 0 3 0 3 0 10 -.005 8 -.015 4 117 4 max .048 4 0 7 0 8 0 8 .003 6 .001 7 118 min 0 31 -.003 4 0 6 0 10 -.003 8 -.011 4 119 5 max .049 4 0 7 .002 8 0 8 0 3 0 3 120 min -.002 31 -.006 4 -.002 6 0 10 0 3 0 3 121 M60 1 max .403 10 .003 4 .002 131 0 8 0 3 0 3 122 min -.176 8 0 6 -.001 ' 7 0 10 0 3 0 3 123 2 max .404 10 .001 4 .001 31 0 8 .002 31 0 6 124 min -.177 8 0 6 0 7 0 10 -.001 7 -.003 4 125 3 max .405 10 0 3 0 3 0 8 .003 31 .001 6 126 min -.177 8 0 3 0 3 0 10 -.002 7 -.004 4 127 4 max .407 10 0 6 0 7 0 8 .002 31 0 6 128 min -.177 8 -.001 4 -.001 31 0 10 -.001 7 -.003 4 129 5 max .408 10 0 6 .001 7 0 8 0 3 0 3 130 min -.178 8 -.003 4 -.002 31 0 10 0 3 0 3 131 M32 1 max 2.34 4 .041 8 .099 31 .005 11 0 31 0 3 132 min -.012 7 -.047 10 -.049 7 -.009 31 0 3 0 3 133 2 max 2.344 4 .043 8 .102 31 .005 11 .198 31 .094 10 134 min -.012 7 -.048 10 -.051 7 -.009 31 -.099 7 -.083 I8 135 3 max 2.267 4 .041 10 .038 7 .006 11 .011 13 .015 110 136 min -.265 31 -.039 8 -.077 31 -.005 31 -.005 7 -.008 8 137 4 max 2.272 4 .04 10 .037 7 .006 11 .07 7 .068 8 138 min -.265 31 -.038 8 -.074 31 -.005 31 -.14 31 -.068 6 139 5 max 2.513 4 .061 8 .104 31 .005 11 0 3 0 3 140 min -.2 31 -.07 10 -.052 7 -.008 31 0 3 0 3 141 M33 1 max 1.495 4 .046 12 .082 31 .012 31 0 3 0 3 142 min 0 31 -.044 6 -.041 7 -.006 7 0 3 0 3 143 2 max 1.5 4 .047 12 .084 31 .012 31 .164 31 .089 16 144 min 0 31 -.046 6 -.042 7 -.006 7 -.082 7 -.093 12 145 3 max 1.492 4 .039 6 .039 7 .007 31 .015 31 .007 6 146 min -.072 8 -.043 12 -.078 31 -.003 7 -.008 7 -.013 31 147 4 max 1.497 4 .038 6 .038 7 .007 31 .068 7 .074 12 148 min -.072 8 -.042 12 -.076 31 -.003 7 -.137 31 -.069 ; 6 149 1 5 max 1.606 4 .049 8 .129 31 .006 31 0 3 0 13 150 min -.124 7 -.049 6 -.064 7 -.003 7 0 3 0 3 151 M38 1 max 1.445 4 .037 8 .016 31 .01 10 0 3 0 3 152 min 0 31 -.037 6 -.02 11 -.008 31 0 3 0 3 153 2 max 1.492 -.039 4 31 .035 -.035 6 .018 111 8 1 -.023 131 .007 -.004 10 31 .016 -.02 31 11 .055 6 -.055 8 154min 155 ( 3 max 1.486 4 .052 8 1 .043 131 .007 10 .012 4 .0128 156 min i -.139 8 -.052 6 i -.028 111 -.004 31 -.001 31 -.012 ; 6 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 6 T E .O H N H N aclC1G G �-- t�1IE S wI"S•`tRo�eEFamT N T G 1 1777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921221 Mar 22, 2016 PHDt15819 ) 444-3344 1 www.R S AVA RE9 CDM Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearl LC Tor auerk-... LC v -v Momentlk-fttl LC z -z Momentrk- 157 4 max 1.53 4 .048 6 .027 11 .006 4 .035 11 .055 8 158 min -.144 8 -.048 8 -.051 31 -.003 31 -.066 31 -.055 6 159 5 max 1.525 4 .071 8 .065 31 .007 10 0 3 0 3 160 min -.317 8 -.071 6 I -.037 11 -.005 31 0 3 0 3 161 M39 1 max 2.976 4 .043 8 .014 31 .006 7 0 3 0 3 162 min -.023 31 -.043 6 -.015 11 -.011 31 0 3 0 3 163 2 max 3.03 4 .039 6 .021 11 .003 11 .017 31 .046 6 164 min -.145 8 -.039 8 -.021 31 -.005 31 -.024 11 -.046 8 165 3 max 3.028 4 .053 8 .042 31 .004 11 .007 4 .006 8 166 min -.137 8 -.053 6 -.026 11 -.005 31 -.003 31 -.008 10 167 4 max 3.077 4 .051 6 .028 11 .004 11 .039 11 .054 8 168 min -.303 8 -.051 8 -.05 31 -.005 31 -.068 31 -.054 6 169 5 max 3.082 4 .062 8 .07 31 .006 11 0 3 0 3 170 min -.305 8 -.062 6 -.037 11 -.008 31 0 3 0 3 171 M45 1 max 2.266 4 .049 8 .01 4 .005 31 0 3 0 3 172 min -.068 7 -.049 6 -.003 31 -.005 11 0 3 0 3 173 2 max 2.27 4 .05 8 .01 4 .005 31 .02 4 .098 6 174 min -.068 7 -.05 6 0 31 -.005 11 -.004 31 -.098 18 175 3 max 2.453 4 .039 6 .003 7 .004 31 .007 11 .016 10 176 min -.109 6 -.039 8 -.009 13 -.003 11 -.014 31 -.008 8 177 4 max 2.458 4 .037 6 .002 7 .004 31 .011 7 .067 8 178 min -.109 6 -.037 8 -.009 4 -.003 11 -.023 31 -.067 6 179 5 max 2.442 4 .05 8 .019 31 .004 31 0 3 0 3 180 min -.112 6 -.05 6 -.01 7 -.003 12 0 3 0 3 181 M46 1 max 1.495 4 .043 12 .013 4 .017 7 0 3 0 3 182 min 0 7 -.038 6 -.002 31 -.033 31 0 3 0 3 183 2 max 1.5 4 .044 12 .013 4 .017 7 .027 4 .077 6 184 min 0 7 -.04 6 0 6 -.033 31 0 31 -.087 12 185 3 max 1.551 4 .04 6 .003 7 .011 7 .007 7 .006 7 186 min -.01 7 -.041 12 -.008 13 -.022 31 -.014 31 -.011 31 187 4 max 1.556 4 .039 6 .002 7 .011 7 .012 7 .073 8 188 min -.01 7 -.04 12 • -.007 4 -.022 31 -.024 31 -.073 16 189 5 max 1.605 4 .062 12 .017 31 .013 7 0 3 0 3 190 min -.075 6 -.059 6 -.009 7 -.026 31 0 3 0 3 191 M51 1 max 3.421 4 .038 8 .005 7 .008 12 0 3 0 3 192 min -.184 31 -.038 6 -.011 13 -.006 6 0 3 0 3 193 2 max 3.424 4 .041 6 .014 4 .006 4 .01 7 .051 6 194 min -.182 31 -.041 80 7 -.003 31 -.021 13 -.051 8 195 3 max 3.417 4 .053 8 I .016 31 .005 12 .006 31 .007 8 196 min -.144 6 -.053 6 -.013 11 -.003 31 -.003 7 -.009 10 197 4 max 3.426 4 .049 6 .019 11 .005 12 .028 11 .051 8 198 min -.137 6 -.049 8 -.03 31 -.003 31 -.045 31 -.051 6 199 5 max 3.418 4 .07 8 .041 31 .008 11 0 3 0 3 200 min -.316 6 -.07 6 -.022 11 -.009 31 0 3 0 3 201 M52 1 max 1.445 4 .042 8 .005 7 .01 10 0 3 0 3 202 min 0 7 -.042 6 -.013 13 -.008 31 0 3 0 3 203 2 max 1.497 4 .037 6 .008 4 .006 10 .01 7 .049 6 204 '. - min -.134 6 -.037 8 -.001 7 -.005 31 -.019 31 -.049 8 205 3 max 1.54 4 .054 8 .013 31 .006 10 .009 13 .002 11 206 min -.135 6 -.054 6 ' -.015 11 -.005 31 -.003 7 -.003 31 207 4 max 1.588 4 .046 6 .017 11 .006 11 .025 11 .061 8 208 min -.301 6 -.046 8 -.029 31 -.006 31 -.047 31 -.061 6 209 5 max 1.631 4 .062 8 .044 31 .008 11 0 3 0 3 210 min -.31 6 -.062 6 -.028 11 -.01 31 0 3 0 3 211 M57 1 max 5.078 4 .058 6 .012 31 0 3 0 3 0 3 212 min -.189 7 -.058 8' -.006 7 0 3 0 3 0 ' 3 213 2 max 5.233 4 .039 8 .002 31 .008 11 .019 31 .07 I8 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 7 �^- O TEC HN SI[O L° O G TIN S •IVI •IMocieEfTl2i e : N O L I E 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 Mar 22, 2016 PHorrq. F5,,8(((CpEESMB)) 14444-3344 0,56-4781 wFne. AI1ARES.COM Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearfkl LC Tor aueik-... LC v -v Momentfk-ftl LC z -z Momentfk-ftl LC 214 min -.178 7 -.04 10 -.001 11 -.015 31 -.009 7 -.07 6 215 3 max 5.228 4 .04 8 0 7 .008 11 .021 31 .015 10 216 min -.178 7 -.041 10 0 13 -.015 31 -.011 11 -.008 8 217 4 max 5.449 4 .049 10 .005 11 .021 7 .018 31 .096 10 218 min -.213 7 -.048 8 -.008 31 -.043 31 -.011 11 -.093 8 219 5 max 5.444 4 .048 10 .006 11 .021 7 0 3 0 3 220 min -.213 7 -.047 8 -.011 31 -.043 31 0 3 0 3 221 M13 1 max .084 6 .006 4 .002 7 0 31 .004 31 .011 10 222 min -.088 12 -.001 8 -.003 31 0 11 -.002 7 -.006 8 223 2 max .083 6 .003 10 0 7 0 31 .001 7 .003 6 224 min -.087 12 -.001 8 -.001 31 0 11 -.002 31 -.003 112 225 3 max .082 6 .001 6 0 31 0 31 .002 7 0 6 226 min -.087 12 -.001 8 0 7 0 11 -.004 31 -.005 4 227 4 max .082 6 .001 6 .002 31 0 31 0 7 .003 8 228 min -.086 12 -.003 12 0 7 0 11 -.001 31 -.003 6 229 5 max .1 12 .073 6 .007 31 .002 31 .005 31 .025 12 230 min -.096 6 -.085 12 -.003 7 0 7 -.003 7 -.017 6 231 M15 1 max .108 10 .263 10 .002 7 .001 31 0 31 .046 10 232 min -.097 8 -.116 8 I -.004 31 0 11 -.001 11 -.027 8 233 2 max .041 8 .003 6 0 11 .001 31 0 7 .004 6 234 min -.234 4 -.003 12 -.001 31 0 11 -.002 31 -.006 12 235 3 max .041 8 .003 6 0 11 .001 31 .002 7 0 8 236 min -.234 4 -.005 12 0 31 0 11 -.003 31 -.002 4 237 4 max .042 8 .003 6 0 4 .001 31 .002 11 .005 12 238 min -.234 4 -.006 12 0 7 0 11 -.003 31 -.005 6 239 5 max .042 8 .003 6 .001 31 .001 31 .002 11 .013 12 240 min -.234 4 -.007 12 0 7 0 11 -.002 31 -.009 6 241 M21 1 max .114 8 .178 8 .005 31 0 31 .003 7 .048 8 242 min -.115 6 -.178 6 -.002 7 0 4 -.005 31 -.048 6 243 2 max .106 6 .007 8 .002 31 0 31 .001 6 .009 8 244 min -.106 8 -.007 6 0 7 0 11 -.001 31 -.01 10 245 3 max .106 6 .007 8 .001 31 0 31 0 31 0 6 246 min -.107 8 -.008 10 0 10 0 11 0 11 -.002 12 247 4 max .107 6 .007 8 0 8 0 31 .002 31 .011 10 248 min -.107 8 -.009 10 0 10 0 11 -.001 10 -.01 8 249 5 max .107 6 .007 8 0 8 0 31 .002 8 .024 10 250 min -.108 8 -.01 10 0 10 0 11 -.003 10 -.02 8 251 M22 1 max .107 6 .007 10 .002 31 0 31 0 3 0 3 252 min -.107 8 -.005 8 0 7 0 4 0 3 0 3 253 2 max .108 6 .006 10 .001 31 0 31 .002 31 .007 8 254 min -.108 8 -.005 8 0 7 0 4 -.001 7 -.009 10 255 3 max .108 6 .005 6 0 31 0 31 .003 31 .014 8 256 min -.108 8 -.005 8 0 7 0 4 -.001 7 -.016 10 257 4 max .109 6 .005 6 0 7 0 31 .002 31 .021 18 258 min -.109 8 -.005 8 0 31 0 4 -.001 7 -.021 10 259 5 max .109 8 .166 8 .002 7 0 7 0 3 0 3 260min -.109 6 -.166 6 -.004 31 0 4 0 3 0 3 261 ,M23":: 1 max .089 8 .131 8 .004 31 0 8 0 3 0 3 262 min -.089 6 -.131 6 -.002 7 0 4 0 3 0 3 263 2 max .085 6 .005 10 0 31 0 31 .002 31 .017 6 264 min -.085 8 -.004 8 0 7 0 4 -.001 7 -.017 8 265 3 max .086 6 .004 6 0 8 0 31 .003 31 .011 6 266 min -.086 8 -.004 8 0 110 0 4 -.001 7 -.011 18 267 4 max .086 6 .004 6 0 7 0 31 .002 31 .006 6 268 min -.086 8 -.004 8 1 0 131 0 4 0 7 -.006 12 269 5 max .087 6 .004 6 0 7 0 31 0 3 0 3 2701 min -.087 8 -.005 12 -.002 131 0 4 0 3 0 3 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 8 T E G MM O loo G tl E S• IVlocieel`Name • • • • 11777 BERNARDO PLAZA CT. STE. 1 OS SAN DIEGO, CA 921 28 Mar 22, 2016 PHO 8(pM8) 444-3344 Fapx�., ((CC99RRffff55��.F1�,VV99� 56-4781 wWW.RS 'AVARES.COM Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearfkl LC Torouefk-...LC v -v Momentfk-ftl LC z -z Momentfk- 271 M24 1 max .084 6 .005 8 .002 8 0 31 .006 6 .014 1 8 272 min -.084 8 -.005 6 -.002 10 0 11 -.006 8 -.015 ' 10 273 2 max .085 6 .005 8 .002 8 0 31 .003 6 .007 8 274 min -.085 8 -.005 6 -.002 10 0 11 -.003 8 -.009 ' 10 275 3 max .085 6 .005 8 .002 8 0 31 0 6 0 8 276 min -.085 8 -.006 10 -.002 10 0 11 -.001 4 -.002 4 277 4 max .086 6 .005 8 .002 8 0 31 .003 8 .007 110 278 min -.086 8 -.007 10 -.002 10 0 11 -.004 10 -.006 8 279 5 max .086 8 .14 8 .002 7 .001 31 .006 8 .039 10 280 min -.086 6 -.14 6 -.005 31 -.001 11 -.008 10 -.035 8 281 M25 1 max .101 8 .009 12 .003 31 0 31 .002 7 .021 12 282 min -.102 6 -.007 6 -.001 7 0 11 -.003 31 -.02 6 283 2 max .101 8 .008 12 .002 31 0 31 0 8 .01 8 284 min -.101 6 -.007 6 0 7 0 11 0 31 -.01 6 285 3 max .1 8 .007 8 0 31 0 31 .001 31 0 8 286 min -.101 6 -.007 6 0 7 0 11 0 7 -.002 10 287 4 max .1 8 .007 8 0 6 0 31 .002 31 .009 6 288 min -.1 6 -.007 6 0 8 0 11 0 7 -.009 12 289 5 max .113 6 .173 8 .002 7 .002 31 0 6 .046 6 290 min -.114 8 -.173 6 -.003 31 -.001 11 0 8 -.046 8 291 M26 1 max .104 6 .166 8 .004 31 .001 31 .002 8 .029 12 292 min -.104 8 -.166 6 -.002 7 -.001 11 -.002 6 -.028 6 293 2 max .107 8 .002 4 0 31 0 31 .001 31 0 10 294 min -.107 6 0 31 0 8 0 4 0 6 0 8 295 3 max .106 8 0 12 0 6 0 31 .002 31 0 6 296 min -.106 6 0 31 0 8 0 4 0 7 -.002 12 297 4 max .106 8 0 8 0 6 0 31 0 31 .001 6 298 min -.106 6 0 10 -.001 31 0 4 0 8 -.002 12 299 5 max .105 8 0 8 0 7 0 31 .002 6 .002 6 300 min -.105 6 -.002 4 -.002 31 0 4 -.002 8 -.002 8 301 M27 1 max .085 8 .004 4 .002 31 0 31 .003 8 .007 12 302 min -.085 6 -.001 6 -.001 8 0 4 -.003 6 -.003 6 303 2 max .085 8 .003 12 .001 6 0 31 .002 8 .002 12 304 min -.085 6 -.001 6 -.001 8 0 4 -.002 6 -.002 6 305 3 max .084 8 .001 12 .001 6 0 31 .002 31 0 8 306 min -.084 6 -.001 6 -.001 8 0 4 0 7 -.002 110 307 4 max .084 8 .001 8 .001 6 0 31 .002 6 0 6 308 min -.084 6 -.001 10 -.001 8 0 4 -.002 8 -.002 12 309 5 max .083 6 .13 8 .002 7 0 31 .003 6 .024 6 310 min -.083 8 -.13 6 -.004 31 0 11 -.003 8 -.024 8 311 M28 1 max .084 6 .134 8 .003 31 .001 31 .006 8 .036 12 312 min -.084 8 -.134 6 -.002 8 0 11 -.006 6 -.034 6 313 2 max .079 8 .006 12 .002 6 0 31 .003 8 .006 12 314 min -.079 6 -.005 6 -.002 8 0 11 -.003 6 -.006 6 315 3 max .079 8 .005 12 .002 6 0 31 .002 31 0 6 316 min -.079 6 -.005 6 -.002 8 0 11 0 7 -.002 12 317 4 max .079 8 .005 8 .002 6 0 31 .003 6 .007 6 318 min -.079 6 -.005 6 -.002 8 0 11 -.003 8 -.008 319 5 max .078 8 .005 8 .002 6 0 31 .006 6 }"12 .013 I6 320 min -.078 6 -.005 6 l -.003 31 0 11 -.006 8 -.013 8 321 M29 1 max .085 8 .007 10 .003 7 .002 31 .007 31 .013 10 322 min -.091 10 -.004 8 -.006 31 -.001 11 -.004 7 -.01 8 323 2 max .086 8 .006 10 .002 7 .002 31 .001 4 .005 10 324 min -.091 10 -.004 8 -.005 31 -.001 11 0 7 -.005 8 325 3 max .086 8 .004 10 .002 7 .002 31 .002 7 0 6 326 min -.091 10 -.004 8 -.004 31 -.001 11 -.005 31 -.001 4 327 4 max .087 8 .004 6 .002 7 .002 31 .004 7 .005 8 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 9 J1 E oEssd N O .slo O G 1 = Ivr1INaES.Flo.eEffi OT : T C M 1 1 777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 Mar 22, 2016 PHDI1F58(PM8) 444-3344 wwww. i' VARE9 CON Envelope Member Section Forces (Continued) Axialfkl LC v Shearfkl LC z Shearfkl LC Torauefk-... LC v -v Momentfk-ftl LC z -z Momentfk-ftl LC 328 i min -.092 10 -.004 8 -.003 31 -.001 11 -.009 31 -.006 10 329 15 max .087 8 .004 6 .001 7 .002 31 .006 7 .01 8 330min -.092 10 -.004 8 -.002 ' 31 -.001 11 -.012 31 -.01 6 331 M30 1 1 max .092 12 .073 6 .004 7 .002 31 .004 31 .017 6 332 min -.087 6 -.073 8 -.007 31 0 7 -.002 7 -.017 8 333 2 max .085 6 .003 10 0 7 .001 31 .002 7 .002 6 334 min -.09 12 0 8 -.002 31 0 7 -.003 31 -.003 12 335 3 max .084 6 0 6 0 7 .001 31 .003 7 0 8 336 min -.089 12 -.001 12 0 31 0 7 -.006 31 -.005 4 337 4 max .083 6 0 6 .001 31 .001 31 .002 7 .003 8 338 min -.088 12 -.003 4 0 7 0 7 -.005 31 -.003 6 339 5 max .083 6 0 6 .003 31 .001 31 0 31 .012 12 340 min -.088 12 -.006 4 -.001 7 0 7 0 7 -.005 ' 6 341 M34 1 max .198 31 .291 31 .002 6 0 31 .002 7 .064 31 342 min -.099 7 -.146 7 -.002 8 0 11 -.005 31 -.032 7 343 2 max .084 7 .006 31 .001 31 0 31 .001 7 .008 31 344 min -.169 31 -.003 7 0 7 0 11 -.003 31 -.004 7 345 3 max .085 7 .006 31 .001 31 0 31 0 6 0 7 346 min -.17 31 -.003 7 0 7 0 11 0 31 -.002 4 347 4 max .085 7 .006 31 .001 31 0 31 .001 31 .005 7 348 min -.171 31 -.003 11 0 7 0 11 0 7 -.01 31 349 5 max .086 7 .006 31 .001 31 0 31 .003 31 .009 7 350 min -.172 31 -.005 11 0 6 0 11 -.002 7 -.018 31 351 M35 1 max .086 7 .006 31 .002 31 .001 31 .005 11 .017 31 352 min -.172 31 -.003 7 -.001 11 0 7 -.009 31 -.008 7 353 2 max .086 7 .006 31 .002 31 .001 31 .003 11 .009 31 354 min -.173 31 -.003 7 -.001 11 0 7 -.006 31 -.004 7 355 3 max .087 7 .006 31 .002 31 .001 31 .002 11 0 31 356 min -.174 31 -.003 7 -.001 11 0 7 -.003 31 -.001 11 357 4 max .087 7 .006 311 .002 31 .001 31 0 6 .003 7 358 min -.175 31 -.003 7 -.001 11 0 7 0 8 -.007 31 359 5 max .187 31 .291 31 .002 31 .001 31 .004 31 .031 7 360 min -.093 7 -.145 7 -.002 6 0 7 -.002 7 -.062 31 361 M40 1 max .06 11 .007 4 .002 8 0 31 .002 6 .015 11 362 min -.107 31 -.003 31 -.002 6 0 11 -.002 8 -.013 31 363 2 max .06 11 .004 11 0 8 0 31 0 12 .003 7 364 min -.105 31 -.003 31 0 6 0 11 -.001 31 -.006 31 365 3 max .059 11 .002 11 0 31 0 31 .002 8 0 7 366 min -.104 31 -.003 31 0 11 0 11 -.002 6 -.005 4 367 4 max .058 11 .001 7 0 6 0 31 0 31 .006 31 368 min -.102 31 -.003 31 0 8 0 11 0 10 -.005 11 369 5 max .115 31 .045 7 .003 6 .001 31 .003 6 .027 31 370 min -.062 11 -.089 31 -.003 8 -.001 11 -.003 8 -.014 7 371 M41 1 max .101 31 .056 11 .003 8 0 31 0 3 0 3 372 min -.057 11 -.086 31 -.003 6 -.001 10 0 3 0 i 3 373 2 max .06 11 .002 4 0 8 0 31 .003 8 .011 31 374 min -.106 31 0 7 0 6 0 4 -.003 6 -.015 11 375 3 max .059 11 .001 31 0 6 0 31 .004 8 .007 31 376 ' min -.104 31 0 11 0 8 0 4 -.004 6 -.017 4 377 4 max .058 11 .001 31 0 6 0 31 .003 8 .004 31 378 min -.103 31 -.003 4; 0 8 0 4 -.003 6 -.012 4 379 5 max .058 11 .001 311 .002 6 0 31 0 3 0 3 380 min -.101 31 -.006 4 -.002 ` 8 0 4 0 3 0 3 381 M42 1 max .042 11 .006 4 1 .002 8 0 8 .003 6 .011 4 382 min -.056 31 0 31 ; -.002 6 0 10 -.003 8 -.003 31 383 2 max .041 11 .003 4 1 0 8 0 8 0 8 0 7 384 min -.055 31 0 31 0 6 0 10 0 6 -.002 31 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 10 • VCO -_"-c8 INA•FAckgEAT, MGT TECHNOLOGIES 1 1777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 Mar 22, 2016 PHOIa,�xc.,Bl(�pM88s�)) y4444-3344 wwweTAARE9 cora Envelope Member Section Forces (Continued) Member Sec Axiall LC v She arfkl LC z Shearfkl LC Torauefk-...LC v -v Momentfk-ftl LC z -z Momentlk- 385 3 max .041 11 0 11 0 8 0 8 .002 8 0 7 386 min -.053 31 0 31 0 10 0 10 -.002 6 -.005 4 387 4 max .04 11 0 7 0 6 0 8 .001 8 .001 31 388 min -.051 31 -.003 4 0 8 0 10 -.002 10 -.002 4 389 5 max .055 31 .026 11 .003 6 0 31 .001 6 .01 31 390 min -.044 11 -.042 31 -.003 8 0 11 -.002 12 -.005 7 391 M43 1 max .047 31 .044 11 .003 8 .001 31 .002 6 .019 4 392 min -.04 11 -.042 31 -.003 6 -.001 11 -.002 8 -.01 31 393 2 max .041 11 .004 4 0 8 0 31 .001 8 .001 11 394 min -.049 31 0 31 0 6 0 11 -.001 6 -.001 31 395 3 max .04 11 0 4 0 7 0 31 .002 8 0 31 396 min -.048 31 0 31 0 31 0 11 -.002 6 -.005 4 397 4 max .039 11 0 7 0 6 0 31 .002 8 .001 31 398 min -.046 31 -.002 4 0 8 0 11 -.002 10 -.004 4 399 5 max .039 11 0 7 .002 6 0 31 .002 6 .005 4 400 min -.044 31 -.005 4 -.002 8 0 11 -.002 12 -.001 7 401 M47 1 max .01 7 .011 7 .002 8 0 8 .001 10 .004 7 402 min -.024 13 -.029 13 -.002 6 0 10 -.003 31 -.008 31 403 2 max .019 4 0 7 0 8 0 31 .001 11 .001 7 404 min -.004 7 -.002 31 0 6 0 11 -.002 31 -.003 13 405 3 max .019 4 0 7 0 8 0 31 0 7 0 31 406 min -.005 7 -.002 13 0 6 0 11 -.002 31 -.001 4 407 4 max .019 4 0 7 0 6 0 31 0 7 .002 31 408 min -.005 7 -.003 4 1 0 8 0 11 -.002 31 -.001 7 409 5 max .019 4 0 7 0 6 0 31 0 7 .007 13 410 min -.006 7 -.005 4 0 8 0 11 -.002 31 -.002 7 411 M48 1 max .021 4 .001 13 .001 8 .001 31 .005 4 .002 31 412 min -.004 7 0 7 -.002 31 0 7 -.002 8 -.003 11 413 2 max .021 4 0 31 .001 7 .001 31 .003 11 .001 31 414 min -.005 7 0 11 -.002 31 0 7 -.003 31 -.003 4 415 3 max .021 4 0 31 .001 7 .001 31 .003 11 0 7 416 min -.005 7 -.002 4 -.002 31 0 7 -.006 31 -.002 4 417 4 max .021 4 0 31 .001 7 .001 31 .004 7 .002 4 418 min -.005 7 -.004 4 -.002 31 0 7 -.008 31 -.001 31 419 5 max .006 7 .01 7 .002 6 0 31 .006 7 .014 4 420 min -.02 4 -.041 4 -.002 12 0 7 -.012 31 0 7 421 M53 1 max .06 31 .006 4 .002 6 0 31 .002 8 .01 13 422 min -.036 11 0 7 -.002 8 0 11 -.003 6 -.004 7 423 2 max .058 31 .003 4 0 6 0 31 0 10 .004 31 424 min -.036 11 0 7 0 8 0 11 0 8 -.003 11 425 3 max .057 31 .002 31 0 31 0 31 .002 6 0 31 426 min -.035 11 0 7 0 11 0 11 -.002 8 -.005 4 427 4 max .055 31 .002 31 0 8 0 31 0 6 .002 7 428 min -.034 11 -.003 4 0 6 0 11 0 12 -.004 31 429 5 max .041 11 .049 31 .003 8 .001 31 .003 8 .016 11 430 min -.065 31 -.04 11 -.003 6 -.001 11 -.003 6 -.016 31 431 M54 1 max .035 11 .046 31 .003 6 0 31 0 3 0 3 432 min -.053 31 -.023 7 -.003 8 0 11 0 3 0 3 433 2 max .056 31 .003 4 0 6 0 8 .003 6 .003 7 434 min -.037 11 0 31 0 8 0 10 -.003 8 -.01 4 435 3 max .055 31 0 11 0 12 0 8 .004 6 .002 7 436 min -.037 11 0 31 0 6 0 10 -.004 8 -.014 4 437 4 max .053 31 0 7 0 8 0 8 .003 6 0 7 438 min -.036 11 -.003 4 0 6 0 10 -.003 8 -.01 4 439 5 max .051 31 0 7 .002 8 0 8 0 3 0 3 440 min -.035 11 -.006 4 -.002 , 6 0 10 0 3 0 3 441 M55 1 max .006 31 .006 4 .001 6 0 31 .001 8 .011 4 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 11 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 Mar 22, 2016 PI-IOtrq.RS i E(s (p8H5MS)) V4444-3344 056-4781 wwwAVARE9 COM Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearl LC Tor ue(k-... LC v -v Momentfk-ftl LC z -z Momentfk-ftl LC 442 min -.023 4 0 7 -.001 8 0 4 -.001 6 0 7 443 12 max .004 31 .003 4 0 6 0 31 .002 6 0 31 444 i min -.023 4 0 7 0 8 0 4 -.002 8 -.001 11 445 3 max .002 31 0 31 0 8 0 31 .002 6 0 31 446 min -.023 4 0 7 0 6 0 4 -.002 8 -.005 4 447 4 max 0 6 0 31 0 8 0 31 0 6 0 7 448 min -.023 4 -.003 4 0 6 0 4 0 8 -.002 4 449 5 max .021 4 0 6 .004 8 0 31 .003 8 .013 4 450 min -.004 31 -.029 4 -.004 6 -.001 10 -.003 6 -.002 31 451 M56 1 max .024 4 0 7 .003 6 .001 31 .001 8 .006 4 452 min -.003 7 -.006 4 -.003 8 -.001 11 -.002 10 -.003 131 453 2 max .002 6 .003 4 0 6 0 31 .002 6 0 1 7 454 min -.019 4 0 31 0 8 0 11 -.002 12 -.002 4 455 3 max .002 6 0 7 0 11 0 31 .003 6 0 7 456 min -.019 4 0 31 0 31 0 11 -.003 8 -.005 4 457 4 max .002 6 0 7 0 8 0 31 .001 6 .001 31 458 min -.019 4 -.003 4 0 16 0 11 -.001 8 0 11 459 5 max .002 7 0 7 .002 8 0 31 .002 8 .011 4 460 min -.019 4 -.006 4 -.002 6 0 11 -.002 6 -.001 7 461 M58 1 max .216 4 .003 6 .003 11 0 4 .016 31 .009 6 462 min -.041 6 -.003 8 -.005 31 0 7 -.011 11 -.011 12 463 2 max .216 4 .003 6 .003 11 0 4 .01 31 .005 6 464 min -.041 6 -.004 12 -.004 31 0 7 -.007 11 -.007 12 465 3 max .216 4 .003 6 .003 11 0 4 .005 31 0 6 466 min -.042 6 -.005 12 -.003 31 0 7 -.003 11 -.002 4 467 4 max .216 4 .003 6 .002 11 0 4 .002 31 .005 12 468 min -.042 6 -.006 12 -.002 31 0 7 0 7 -.004 6 469 5 max .091 6 .114 6 .002 4 .001 31 .004 4 .048 12 470 min -.091 8 -.219 12 0 7 0 7 0 8 -.027 6 471 M59 1 max .083 8 .004 6 .002 7 0 31 .011 31 .01 6 472 min -.083 6 -.004 8 -.004 31 0 7 -.006 7 -.012 12 473 2 max .083 8 .004 6 .002 7 0 31 .006 31 .005 6 474 min -.083 6 -.004 12 -.003 31 0 7 -.003 7 -.007 112 475 3 max .083 8 .004 6 .001 7 0 31 .002 31 0 6 476 min -.083 6 -.005 12 -.003 31 0 7 -.001 11 -.001 4 477 4 max .084 8 .004 6 0 11 0 31 0 6 .006 12 478 min -.084 6 -.006 121 -.002 31 0 7 0 31 -.005 6 479 5 max .084 8 .004 6 0 11 0 31 .001 7 .015 12 480 min -.084 6 -.007 12 0 31 0 7 -.002 31 -.01 6 481 M4 1 max .007 7 1.399 4 .023 8 0 31 .034 6 .007 4 482 min -.014 31 0 7 I -.023 6 -.024 4 -.034 8 0 31 483 2 max .009 31 .7 4 .012 8 0 31 .01 8 0 7 484 min -.006 11 0 7 ' -.012 6 -.024 4 -.01 6 -2.66 4 485 3 max .032 31 0 4 0 31 0 31 .025 8 0 7 486 min -.016 7 0 7 I 0 11 -.024 4 -.025 6 -3.55 4 487 4 max .055 31 0 31 .011 6 0 31 .01 8 0 7 488 min -.028 7 -.7 4 i -.011 : 8 -.024 4 -.01 6 -2.66 ' 4 489 5 max .078 31 0 311 .023 6 0 31 .033 6 .007 4 490 1 min I -.039 7 -1.399 -.0234 8 -.024 4 -.033 8 0 31 491 M5 1 max .009 8 1.873 4 1 .128 7 0 7 .028 6 .003 7 492 min -.009 6 -.185 31 ! -.255 31 0 4 -.028 8 -.272 4 493 2 max .002 7 .078 4 .009 8 0 7 .014 10 .016 131 494 min -.004 31 0 311 -.015 10 0 4 -.014 8 -.511 4 495 1 3 max .002 7 .075 4 .009 1 8 0 7 .002 7 .017 131 496 ! min -.004 31 0 311 -.015 ,10 0 4 -.01 4 -.6164 497 4 max .002 7 .072 4 .009 8 0 7 .012 8 .018 131 498 i min 1 -.004 31 0 31 , -.015 110 0 4 -.027 10 -.717 ; 4 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files \196inch 3d.R3D] Page 12 • T E C H N O L O GIIE S• MoDael Name . 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 Mar 22, 2016 PI-IOr1E5899M8) 444-3344 F 56-4781 WWW. ARE9.00M Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearfkl LC Tor auefk-.. LC v -v Momentfk-ftl LC z -z Momentrk- 499 5 max .009 6 .022 31 .073 4 0 7 .036 12 .333 4 500 min -.009 8 -1.647 4 -.018 6 0 4 -.03 6 -.002 7 501 M6 1 max .046 31 1.399 4 .023 6 .025 4 .036 12 .007 4 502 min -.023 7 0 7 -.023 8 0 31 -.035 6 0 31 503 2 max .023 31 .7 4 .012 6 .025 4 .013 10 0 7 504 min -.011 7 0 7 -.012 8 0 31 -.009 8 -2.66 4 505 3 max .01 12 0 4 0 31 .025 4 .024 6 0 7 506 min -.004 6 0 7 -.002 4 0 31 -.024 8 -3.55 4 507 4 max .016 11 0 31 .011 8 .025 4 .01 6 0 7 508 min -.023 31 -.7 4 -.011 6 0 31 -.01 8 -2.66 4 509 5 max .025 11 0 31 .023 8 .025 4 .034 8 .007 4 510 min -.046 31 -1.399 4 -.023 6 0 31 -.034 6 0 31 511 M7 1 max .002 7 .007 4 .01 6 0 7 .026 8 0 31 512 min -.004 31 0 7 -.01 8 0 4 -.026 6 -.019 4 513 2 max .002 7 .004 4 .01 6 0 7 .013 8 0 31 514 min -.004 31 0 7 -.01 8 0 4 -.013 6 -.026 4 515 3 max .002 7 0 4 .01 6 0 7 .002 7 0 31 516 min -.004 31 0 7 -.01 8 0 4 -.004 31 -.029 4 517 4 max .002 7 0 31 .01 6 0 7 .013 6 0 31 518 min -.004 31 -.003 4 -.01 8 0 4 -.013 8 -.028 4 519 5 max .003 8 0 31 .01 6 0 7 .026 6 0 31 520 min -.004 31 -.006 4 -.01 8 0 4 -.026 8 -.022 4 521 M9 1 max .022 8 1.41 4 .046 31 0 31 .032 7 .301 4 522 min -.022 6 0 7 -.023 7 0 7 -.064 31 -.001 31 523 2 max .011 8 .705 4 .023 31 0 31 .024 31 0 7 524 min -.011 6 0 7 -.011 7 0 7 -.012 7 -2.386 4 525 3 max 0 6 0 31 0 12 0 31 .053 31 0 7 526 min 0 12 0 11 0 6 0 7 -.026 7 -3.282 4 527 4 max .012 6 0 31 .011 7 0 31 .023 31 0 7 528 min -.012 8 -.705 4 -.023 31 0 7 -.012 7 -2.386 4 529 5 max .023 6 0 31 .023 7 0 31 .032 7 .301 4 530 min -.023 8 -1.41 4 -.046 31 0 7 -.064 31 -.001 31 531 M10 1 max .01 31 .006 4 .015 31 .291 4 .026 7 .004 4 532 min -.005 7 0 31 -.007 7 -.001 31 -.052 31 0 7 533 2 max .008 31 .003 4 .015 31 .291 4 .016 7 0 31 534 min -.004 7 0 31 -.007 7 -.001 31 -.032 31 -.003 4 535 3 max .006 31 0 7 .015 31 .291 4 .006 11 0 31 536 min -.003 7 0 31 -.007 7 -.001 31 -.011 31 -.005 4 537 4 max .005 13 0 7 .015 31 .291 4 .009 31 0 31 538 min -.002 7 -.003 4 -.007 7 -.001 31 -.005 7 -.003 4 539 5 max .004 4 0 7 .015 31 .291 4 .03 31 .004 4 540 min -.001 7 -.006 4 -.007 7 -.001 31 -.015 7 0 7 541 M11 1 max .014 6 2.256 4 .039 7 0 31 .021 31 .003 7 542 min -.016 12 -.011 7 -.092 13 0 7 -.01 7 -.281 4 543 2 max .005 8 0 8 .003 7 0 31 .014 7 .004 7 544 min -.009 31 -.275 4 -.007 31 0 7 -.029 31 -.626 4 545 3 max .024 8 2.127 13 .318 31 0 31 .053 31 1.425 4 546 min -.024 6 -2.729 4 -.159 7 0 7 -.035 11 -.021 7 547 4 max .014 31 .282 4 .013 11 0 31 .019 31 .005 7 548 min -.007 7 -.003 31 -.021 31 0 7 -.012 11 -.62 4 549 5 max .019 12 .069 7 .095 7 0 31 .017 11 .008 31 550 min -.015 6 -2.179 4 -.19 31 0 7 -.02 31 -.296 4 551 M12 1 max .009 7 .006 4 .002 8 0 31 .012 11 .004 4 552 min -.018 31 0 31 -.003 31 -.291 4 -.015 31 0 7 553 2 max .008 7 .003 4 .001 7 0 31 .012 11 0 31 554 min -.016 31 0 31 -.003 31 -.291 4 -.019 31 -.003 4 555 3 max .007 7 0 7 .001 7 0 31 .011 7 0 31 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 13 • • • • • DIDSSI*.j a = .UNNNS •'MC JEEat MGT TECHNOLOGIES 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 Mar 22,2016 PHI:11EE5,8f{((((r���aaal�QB81�V44�44-3344 56-4781 www. TAVARE3. co nM Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearl LC Tr k- v -v Momentfk-ftl LC z -z Momentfk- 556 N50 max min -.015 31 0 31 -.003 31 -.291 4 -.023 31 -.005 i 4 557 2 4 max .006 7 0 7 .001 7 0 31 .013 7 0 31 558 N52 max min -.013 31 -.003 4 -.003 31 -.291 4 -.027 31 -.003 4 559 5 max .005 7 0 7 .002 6 0 31 .015 7 .004 4 560 5 N24 min -.011 31 -.006 4 -.003 31 -.291 4 -.031 31 0 7 561 M1 1 max .117 7 1.472 4 .007 6 0 3 0 3 0 3 562 0 min -.958 4 -.004 7 -.007 8 0 3 0 3 0 13 563 31 2 max .12 7 .736 4 .004 6 0 3 .02 6 .011 7 564 min -.481 4 -.002 7 -.004 8 0 3 -.02 8 -4.017 4 565 3 max .123 7 0 3 0 3 0 3 .027 6 .015 7 566 min -.247 31 0 3 0 3 0 3 -.027 8 -5.356 14 567 4 max .473 4 .002 7 .004 8 0 3 .02 6 .011 7 568 min -.253 31 -.736 4 -.004 6 0 3 -.02 8 -4.017 4 569 5 max .95 4 .004 7 .007 8 0 3 0 3 0 3 570 min -.259 31 -1.472 4 -.007 6 0 3 0 3 0 3 571 M2 1 max .218 7 1.472 4 .007 6 0 3 0 3 0 3 572 min -.906 4 -.004 7 -.007 8 0 3 0 3 0 13 573 2 max .221 7 .736 4 .004 6 0 3 .02 6 .011 7 574 min -.487 13 -.002 7 -.004 8 0 3 -.02 8 -4.017 4 575 3 max .224 7 0 3 0 3 0 3 .027 6 .015 7 576 min -.448 31 0 3 0 3 0 3 -.027 8 -5.356 1 4 577 4 max .565 11 .002 7 .004 8 0 3 .02 6 .011 7 578 min -.454 31 -.736 4 -.004 6 0 3 -.02 8 -4.017 4 579 5 max 1.003 4 .004 7 .007 8 0 3 0 3 0 3 580 min -.46 31 -1.472 4 -.007 6 0 3 0 3 0 13 581 M3 1 max .946 4 1.472 4 .007 6 .023 4 0 3 0 3 582 min -.172 7 -.008 31 -.007 8 -.003 7 0 3 0 3 583 2 max .467 13 .736 4 .004 6 .023 4 .02 6 .023 31 584 min -.169 7 -.004 31 -.004 8 -.003 7 -.02 8 -4.055 4 585 3 max .332 31 0 3 0 3 .023 4 .027 6 .03 31 586 min -.166 7 0 3 0 3 -.003 7 -.027 8 -5.406 4 587 4 max .326 31 .004 31 .004 8 .023 4 .02 6 .023 31 588 min -.53 4 -.736 4 -.004 6 -.003 7 -.02 8 -4.055 4 589 5 max .32 31 .008 31 .007 8 .023 4 0 3 0 3 590 min -1.022 4 -1.472 4 -.007 6 -.003 7 0 3 0 3 591 M8 1 max 1.084 4 1.472 4 .007 6 .003 4 0 3 0 3 592 min -.026 7 -.008 31 -.007 8 0 31 0 3 0 3 593 2 max .592 4 .736 4 .004 6 .003 4 .02 6 .023 31 594 min -.023 7 -.004 31 -.004 8 0 31 -.02 8 -4.055 4 595 3 max .1 4 0 3 0 3 .003 4 .027 6 .03 31 596 min -.02 7 0 3 0 3 0 31 -.027 8 -5.406 14 597 4 max .034 31 .004 31 .004 8 .003 4 .02 6 .023 31 598 min -.392 4 -.736 4 -.004 6 0 31 -.02 8 -4.055 4 599 5 max .028 31 .008 31 .007 8 .003 4 0 3 0 3 600 I min -.884 4 -1.472 4 i -.007 6 0 31 0 3 0 ; 3 Envelope Joint Reactions Joint X fkl LC Y fk LC Z fk LC MX fk-ftl LC MY fk-ftl LC MZ fk-ft LC 1 N50 max .05 8 2.442 4 .019 31 0 3 .004 31 0 3 2 min -.05 1 6 -.112 6 -.01 70 13 -.003 12 0 3 3 N52 max .062 12 1.605 4 .017 31 I 0 1 3 .013 7 0 3 4 min -.059 16 -.075 6 -.009 7` 0 3 -.026 31 0 3 5 N24 max .061 8 2.513 4 .104 31 0 3 .005 11 0 1 3 6 min -.0710 -.2 31 -.052 7 0 1 3 -.008 31 0 3 7 N26 max .049 18 1.606 4 .128 31 1 0 1 3 .006 31 0 3 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 14 • • • • • 1Ne•`�oaei ame TECHNOLOGIES 1 1 777 BERNARDO PLAZA CT. STE. 1 O5 SAN DIEGO, CA 921 28 Mar 22, 2016 PHory98(pM13) 4444-3344 WWW.RS AVARES cora Envelope Joint Reactions (Continued) Joint X fkl LC Y fkl L k 8 min -.049 6 -.124 7 -.064 7 0 3 -.003 7 0 3 9 N2 max .007 8 1.752 4 .222 31 0 3 0 6 0 3 10 min -.007 6 -.134 31 -.111 7 0 3 0 12 0 3 11 N4 max .007 8 1.78 4 .391 31 0 3 0 3 0 3 12 min -.007 6 -.244 31 -.195 7 0 3 0 3 0 3 13 N62 max .07 8 3.418 4 .041 31 0 3 .008 11 0 3 14 min -.07 6 -.316 6 -.021 11 0 3 -.009 31 0 3 15 N64 max .061 8 1.631 4 .044 31 0 3 .008 11 0 3 16 min -.062 6 -.31 6 -.027 11 0 3 -.01 31 0 3 17 N36 max .071 8 1.525 4 .065 31 0 3 .007 10 0 3 18 min -.07 6 -.317 8 -.037 11 0 3 -.005 31 0 3 19 N38 max .063 8 3.082 4 .07 31 0 3 .006 11 0 3 20 min -.062 6 -.305 8 -.036 11 0 3 -.008 31 0 3 21 N74 max .058 8 5.078 4 .012 31 0 3 0 3 0 3 22 min -.058 6 -.189 7 -.006 7 0 3 0 3 0 3 23 Totals: max .557 8 26.431 4 1.114 31 24 min -.557 6 0 31 -.557 7 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 15 TAVARES FILE ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE.. 1 OS SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM RAMP & STAIR DESIGN RST JOB# 16022 For: Homecare Products, Inc (WA) 700 Milwaukee Ave Algona, WA 98001 Job: Summit Stair System (Cantilevered) RISK CATEGORY: II LIVE LOADING Floor Live Load = 100 PSF Ground Snow Load = 0 PSF WIND DESIGN PARAMETERS V_ult=130 mph, 3 -sec Gust, Exposure "C" SEISMIC DESIGN PARAMETERS Ss=1.5g Seismic Design Category "D", Site -Class D STRUCTURAL CALCULATIONS Cover Page Design Loading Summary Rail Posts Rails Guards . Handrail Stairs . Planks . Landing Joists . Cantilevered Platform Anchorage Bracing . Risa 3D Rendering Risa 3D Analysis. D Rendering Cantilever sis Cantilever INDEX 1 2-4 5-11 12-17 18-20 RECEIVED 21-22ITY OF TUKWILA 26-27 28-33 APR 1 2016 34-39 40 41-4PERMIT CENTER 43 44-58 59 60-69. MAY 052016 4-11-2016 Total of Sixty Nine Pages �FXPIRr. 09 _x.1..15 k 9017 Copyright R & S Tavares Associates, Inc. © (RST). RST expressly reserves its copyright and other property rights in these structural calculations and design devised solely for this contract. These documents shall not be used in whole or in part for any purpose for which they were not intended without the express written ermission of RST. TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 4 1 1 777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.com LOADS (psf) 'FDL 5 psf wFLL:= 100 psf SEISMIC COEFFICIENT perASCE-7 Ss: 1.5 Sms:= Fa. Ss 2 ds := 3•Sms ap := 1.0 Rp := 2.5 Ip := 1.5 0.4 ap Sds Cseis= RP Ip rail dead load WrDL := 3.5 psf Per Table 11.4-1 Per Eq. 11.4-1 Per Eq. 11.4-3 Egress Stairways per ASCE Table 13.5-1 Component Response Modification Factor per ASCE Table 13.5-1 Component Importance Factor per ASCE 13.1.3 Cseis_max 1.6Sds Ip Cseis_min 0.3Sds' Ip Cseis= per Eq. 13.3-1 Fa:= 1.0 Sms = 1.5 Sds = 1 Cseis = 0.2 lbs per Eq. 13.3-2 Cseis max = 2 Ibs per Eq. 13.3-3Cseis min = 0.45 lbs Cseis if Cseis min < Cseis < Cseis max Cseis min if Cseis < Cseis min Cseis max otherwise Cseis = 0.45 TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.COM WIND LOAD perASCE-7 @ 130 mph, 3 -sec Gust, Exp."C" V:= 130 Equivalent Basic Wind Speed (3 Sec Gust) Kd := 0.85 Wind Directionality Factor, per Table 26.6-1 ASCE Pg. 250 Kz:= 0.85 Velocity Pressure Exposure Coeficients per Table 28.3-1 ASCE Pg. 299 Up to Roof Mean Ht of 15' Elev. Kzt:= 1.0 qh : = 0.00256. Kz• Kzf Kd• V2 qh = 31.26 psf G := 0.85 Cf:= 1.8 WH:= gh•G.Cf WH = 47.825 psf Topographic Factor per ASCE Section 26.8 Velocity Pressure (psf) per Eq. 29.3-1 ASCE rise := 1 in/ft Gust Effect Factor per 26.9 Force Coefficient per Figure 29.5-2 Design Wind Pressure per Eq. 29.5-1 TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (8581356-4781 www.RSTAVARES.coM WIND LOAD FOR MONO -SLOPED OPEN STRUCTURE P = qh• G CN G:= 0.85 PERPENDICULAR TO RIDGE Design Wind Pressure per Eq.27.4-3 ASCE Gust effect factor per 26.9 Roof Angle Load Case Obstructed Wind Clear Wind Flow I Load CNW CNL NW1 1.2 180 !Obstructed Wind Clear Wind Flow POA = 19.93 P180A = 19.93 -0.1 CNW CNL i CNW 1.2 1 0.3-1--0.5 -1.1 1 -0.1 t -1.1 Load POB = -15.94 Pop, = -22.58 POB = -22.58 psf P180B = -15.94 P18OA = -22.58 P18OB = -22.58 psf Note : (+) Denotes towards top surface, (-) denotes away from top surface Pper:= 22.58 psf Pperd:= 19.93 psf CNL -1.2 -0.6 PARALLEL TO RIDGE CN:= 0.8 Net pressure coeffiecietn Figure 27.4-7 ASCE-7 Ppar := CN. G qh = 21.256 psf Wup:= max(Pper, Ppar) Wup = 22.58 psf CN:= 0.8 Net pressure coeffiecietn Figure 27.4-7 ASCE-7 Ppard : = CN. G qh = 21.256 psf Wdw max(Pperd, Ppard) Wdw = 21.26 psf DETERMINE CONTROLLING LOAD COMBINATION D+L D+0.75L+0.75(0.6W) WFDL + WFLL = 105 psf gavity loads control `''FDL + (175wFLL + 0.75•(0.6 Wdw) = 90 psf TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARD❑ PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858> 444-3344 FAX: (858> 356-4781 www.RSTAVARES.cOM RAIL POSTS - 4X4X1/8 ALUM. SQ. TUBE 6065-T6 or 6085-T5 Full Section Properties Area 1.8973 in^2 Wt. 0.0064507 k/ft Width 15.178 in Ix 4.6967 in^4 rx 1.5734 in Ixy 0.0000 in^4 Sx(t) 2.3484 in^3 y(t) 2.0000 in a 0.000 deg Sx(b) 2.3484 in^3 y(b) 2.0000 in Height 4.0000 in Iy 4.6967 in^4 ry 1.5734 in Xo 0.0000 in Sy(1) 2.3484 in^3 x(1) 2.0000 in Yo 0.0000 in Sy(r) 2.3484 in^3 x(r) 2.0000 in jx 0.0000 in Width 4.0000 in jy 0.0000 in I1 4.6967 in^4 rl 1.5734 in I2 4.6967 in^4 r2 1.5734 in Ic 9.3934 in^4 rc 2.2251 in Cw 0.003 in^6 Io 9.3934 in^4 ro 2.2251 in J 7.3976 in^4 Sx := 2.349 in3 I:= 4.697 in4 Iy:= 4.697 in4 Ftu:= 38 ksi Fty:= 35 ksi Fey:= 35 ksi FSu:= 24 ksi E:= 10100 ksi ry:= 1.573 in J:= 7.398 in4 yt:= 2.0 in TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 1. 1 1 777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.com RAIL POST - 4x0.125" 6065-T6 or 6085-T5 Alum SQ Tube ALLOW BENDING per Table 3.4-3.16 b:= 3.70 in t:= 0.125 in k1 := 0.5 k2:= 2.04 Se:= Sx = 2.349 in3 FeY = 35 ksi nY := 1.65 nu := 1.95 BUCKLING CONSTANTS for T(6-9) per Table 3.3-4 11 3 Fey Bp := Fey 1 + 11.4 D :_• Bp Bp p 10 E compression in col. & flanges intercept B = 45.043 ksi compression in col. & flanges slope SLENDERNESS for Single Web Shapes DP = 0.301 Cb := 1 coefficent per bending gradient, Section 3.4.11 S:= b slenderness of member in question S = 29.6 S1 := Bp — FeY slenderness limit 1 S1 = 20.9 1.6Dp k1•B S2:= p slenderness limit 2 S2 = 46.8 1.6• DP ALLOWABLE STRESS Fb:= FcY if S5S1 nY ) n • CBp — 1.6Dp b Y k2• Bp E otherwise ny 1.6-- t if SI <S<S2 Fb. Sx Mallow := 12 Mallow = 3.65 kip -ft Fb = 18.66 ksi TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM RAIL POST DESIGN 42 L := — 12 ft length of rail post srail •= 51 in rail post spacing srail I PTL:= max 200,50•- 12 M:= PTL Lrp 1000 Mrisa 0.198 kip -ft WELD CHECK per RISA 3D analysis in load combination 31 M = 0.744 kip -ft < Mallow = 3.654 kip -ft Mrisa= 0.198 kip -ft 11.921 nu := 1.95 size := 1 (n Sweld min size• b• yt, 2. size 8 6 0.925 in3 ` j Vgw:= V2• 1� 5356 FILLER Vgw = 12.33 ksi nu M- 12 – 9.65 ksi < V_.. = 12.33 ksi OK Sweld .25►. 2.fi TYPICAL GUARD TOY &. BOTTOM RAIL TO POST A)t PTL = 213 lbs M = 0.744 kip -ft TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (558> 356-4781 www.RSTAVARES.cOM MOMENT CONNECTION AT LANDING RAIL POST The larger square tube "pocket" of the landing receives the smaller square rail post by telescope action. The penetration of the smaller tube is 5". The coupling forces shall be applied to the slender walls of the rail post. Area 0.46250 in^2 Wt. 0.0015725 k/ft Width 3.7000 in Ix 0.52764 in^4 rx 1.0681 in Ixy 0.00000 in^4 Sx(t) 0.28521 in^3 y(t) 1.8500 in a 0.000 deg Sx(b) 0.28521 in^3 y(b) 1.8500 in Height 3.7000 in Iy 0.00060 in^4 ry 0.0361 in Xo 0.0000 in Sy(1) 0.00964 in^3 x(1) 0.0625 in Yo 0.0000 in Sy(r) 0.00964 in^3 x(r) 0.0625 in jx 0.0000 in Width 0.1250 in jy 0.0000 in Il 0.52764 in^4 r1 1.0681 in I2 0.00060 in^4 r2 0.0361 in Ic 0.52824 in^4 rc 1.0687 in Cw 0.0000000 in^6 Io 0.52824 in^4 ro 1.0687 in J 0.0024089 in^4 A:= 0.463 in2 Fm:= 38 ksi Fty:= 35 ksi Fey:= 35 ksi FSu:= 24 ksi E:= 10100 ksi ry:= 0.361 in yt:= 2.0 in TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM ALLOWABLE COLUMN COMPRESSION per Table 3.4-3.8 b:= 3.7 in t:= 2.0.125in k1:= 0.5 k2:= 2.04 Fey= 35 ksi ny:= 1.65 nu:= 1.95 BUCKLING CONSTANTS for T(6-9) per Table 3.3-4 ( 11 Fo 3 Bp:= Fey 1 + Y compression in col. & flanges intercept 11.4 D :_ BB 13- p P • 10 E compression in col. & flanges slope SLENDERNESS for Single Web Shapes Cb := 1 S:= — t Bp nu Fc, ny Si:= 5.1• Dp kl Bp S2:= 5.1•Dp ALLOWABLE STRESS F Fe := cy if S <_ Si fly Bp = 45.043 ksi Dp = 0.301 coefficent per bending gradient, Section 3.4.11 slenderness of member in question slenderness limit 1 slenderness limit 2 n•I Bp — 5.1Dp•b1 if Si < S < S2 u // k2. Bp E nu.5.1•— b Pa11ow Fc 2• A otherwise M•12 = 2.38 kip 3.75 Pallow = 8.66 kip S = 14.8 S1 = 2.4 S2 = 14.7 F� = 9.35 ksi TAVARES ASSOCIATES OESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.com MOMENT CONNECTION AT LOWER RAIL POST ITEMS, 12 & 14 ALIGN w3TH ITEM 2 ON RISER SIDE - ALL LOCATIONS -13 10-0 2?t 1vF( t) ITP O 1l .13 100 TO ITEMS 2 S 15 13 13.25. (2x ,625E— ) 04.0 TYPICAL POST_ DETAIL D - RIGHT SIDE SHOWN, LEFT SIDE MIRROR IMAGE SCALE 1: WELD CHECK nu := 1.95 size:= 17 Vgw:= nu M-12 — 3.57 ksi Sweld 1 — in 8 5356 FILLER A:= size 10 in2 yt := 1 in Sweld 2• A- yt = 2.5 Vgw = 12.33 ksi < Vgw= 12.33 ksi OK SECTION A2 -A2 DETAIL SCALE 1 8 in3 highlighted members is 0.625"x2"x10" flat bar and is welded to post and frame along both long sides TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (8581 356-4781 www.RSTAVARES.COM MOMENT CONNECTION AT UPPER RAIL POST 2X 2 SECTION F3 -F3 2X 6.25 TEM 9., 10, & 13 ALIGN WITH ITEM 2 ON RISER SIDE • ALL LOCATIONS DETAIL G - LEFT SIDE SHOWN, RIGHT SIDE MIRROR IMAr-"- SCALE 1 : 8 WELD CHECK nu := 1.95 Vgw:= 17 nu M•12 item 10/2 is 0.625x2x6.25" bar size:= —1 in A:= size -6.25 in2 yt:= 1 in Sweld:— 2•A•yt= 1.563 in3 8 — 5.71 ksi Sweld 5356 FILLER Vgw = 12.33 ksi < Vg, = 12.33 ksi OK TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM GUARD HOZ. RAIL - 2X1 1/2X0.115 U -SHAPE, ALUM. 6005-T5 I Ix := 0.240 in4 ry := 0.628 in yb := 2.0 in Sx := = 0.12 in3 Yb ly:= 0.240 in4 J:= 0.476 in4 yc:= 0.75 in Sy:= Y = 0.32 in3 yc Ftu:= 38 ksi Fty:= 35 ksi Fcy:= 35 ksi Fsu:= 24 ksi E:= 10100 ksi MAW TRIC - EXPOSED SURFACE 1.500 Y X -Y Axes: AREA = 0.6080 lxx = 0.2360 Iyy = 0.2399 cx1 = 0.7500 cy1 = 0.7783 cy2 = 1.2117 rx = 0.6230 ry = 0.6281 J = 0.4759 TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (856) 356-4781 www.RSTAVARES.ccM HOZ G.R. - 2X1 1/2X0.115 U -SHAPE, ALUM. 6005-T5 ALLOW BENDING per Table 3.4-3.15 b:= 0.7 in t:= 0.115 in k1 := 0.5 k2:= 2.04 Se:= SY = 0.32 in3 Fey = 35 ksi ny := 1.65 nu := 1.95 BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 Fey' B :=F • 1+ p eye 11.4 D :_ Bp Bp p 10 E compression in col. & flanges intercept Bp = 45.043 ksi compression in col. & flanges slope SLENDERNESS for Single Web Shapes Cb:= 1 S:= — t S := Bp — FeY 5.1Dp S2:— k1•Bp 5.1• DP ALLOWABLE STRESS F Fb:= cy if S<_S1 ny Dp = 0.301 coefficent per bending gradient, Section 3.4.11 slendemess of member in question slenderness limit 1 slenderness limit 2 n •(B-5.1Dpbj if S1<S<S2 Y k2• JBp E otherwise nY 5.1•— t Fb. Sx Mallow =12 Mallow = 0.21 kip -ft S = 6.1 S1=6.5 S2 = 14.7 Fb = 21.21 ksi TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 921 28 PHONE: (85E31444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM HORIZONTAL G.R. DESIGN - 2X1 1/2X0.115 U -SHAPE, ALUM. 6005-T5 srail = 51 in rail post spacing 4 L:= srail – 12 = 49.667 M:= max X21 200.— 50 L 12 12) l 4 8 J 1000 srail 50 Mallow M = 0.207 kip -ft <1 Mallow = 0.212 kip -ft 1 – 0.025 °/° < 3ACCEPTABLE M TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PI -ZONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.COM GUARD RAIL PICKETS - TS 1.25X1.25X0.045 ALUM 6005 T5 Full Section Properties Area 0.21169 in^2 Wt. 0.00071973 k/ft Width 4.7041 in Ix 0.05058 in"4 rx 0.48883 in Ixy 0.00000 in"4 Sx(t) 0.080932 in^3 y(t) 0.62500 in a 0.000 deg Sx(b) 0.080932 in^3 y(b) 0.62500 in Height 1.25000 in Iy 0.05058 in"4 ry 0.48883 in Xo 0.00000 in Sy(1) 0.080932 in^3 x(1) 0.62500 in Yo 0.00000 in Sy(r) 0.080932 in^3 x(r) 0.62500 in jx 0.00000 in Width 1.25000 in jy 0.00000 in I1 0.05058 in"4 r1 0.48883 in I2 0.05058 in"4 r2 0.48883 in Ic 0.10117 in"4 rc 0.69131 in Cw 0.000004 in^6 Io 0.10117 in"4 ro 0.69131 in J 0.080242 in"4 := 0.081 in3 IX:= 0.051 in4 Ftu:= 38 ksi F:= 35 ksi Fey:= 35 ksi FSu:= 24 ksi E:= 10100 ksi := 0.051 in4 ry: 0.489 in A:= 0.212 in2 J:= 0.080 in4 TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM GUARD RAIL PICKETS - TS 1.25X1.25X0.045ALUM 6005 T5 ALLOW BENDING Fcy = 35 ksi t:= 0.045 in kI := 0.5 k2:= 2.04 Sc := Sx = 0.081 in3 ny:= 1.65 nu:= 1.95 BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 Bc •. F • cy '1 Fcy 1+ 2250 Dc:= Bc Bc 10 E Bc Cc:= 0.41 — Dc SLENDERNESS for Single Web Shapes Lb := 42 in compression in col. & flanges intercept Bc = 39.365 ksi compression in col. & flanges slope Dc = 0.246 compression in col. & flanges slope Cc = 65.673 Cb:= 1 Lb• Sc S:= 0.5• IyJ 2 Si :_'Bc– Fcy 1.6Dc (Cc I \2 S2. 1.6) ALLOWABLE STRESS Fb:= Fcy if S<_S1 fly 1•B B – 1.6D� c ny Tr2• E coefficent per bending gradient, Section 3.4.11 slenderness of member in question slenderness limit 1 slenderness limit 2 Lb. Sc if SI <S<S2 0.5. j7.1 2.56 fly Fb. Sx Mn:_ 12 Lb' Sc 0.5•41-7I otherwise Mn = 0.14 kip -ft S = 106.5 S1 = 123.2 S2 = 1684.8 Fb = 21.21 ksi TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.COM GUARD RAIL PICKETS - TS 1.25X1.25X0.045 ALUM 6005 T5 DESIGN PTL 50 lbs concentrated load at intermediate rails over and area not to exceed 12"x12" per 4.5.1, ASCE-7 L:= 42 in PTL L M:= 4.12000 (2)( M = 0.044 kip -ft < 2Mn = 0.286 kip -ft 12x-1:25) 4 3 - 60.75} ICKET TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM HANDRAIL - CT 1.5X0.083 ALUM 6005 T5 SECTION PROPERTIES CFS Version 8.0.4 Section: Section 2.sct Cylindrical Tube 1.50x0.083 Rev. Date: 3/8/2016 2:59:27 PM Printed: 3/8/2016 3:00:36 PM Full Section Properties Area 0.36949 in^2 Ix 0.09305 in"4 Sx(t) 0.12407 in"3 Sx(b) 0.12407 in"3 Iy 0.09305 in^4 Sy(1) 0.12407 in^3 Sy(r) 0.12407 in^3 Il 0.09305 in"4 I2 0.09305 in"4 Ic 0.18611 in"4 Io 0.18611 in"4 Wt. 0.0012563 k/ft rx 0.50184 in y(t) 0.75000 in y(b) 0.75000 in Height 1.50000 in ry 0.50184 in x(1) 0.75000 in x(r) 0.75000 in Width 1.50000 in rl 0.50184 in r2 0.50184 in rc 0.70971 in ro 0.70971 in Width 4.4516 in Ixy a 0.00000 in^4 0.000 deg Xo 0.00000 in Yo 0.00000 in jx 0.00000 in jy 0.00000 in Cw J SX := 0.124 in3 := 0.093 in4 Iy:= 0.093 in4 ry := 0.502 in Ftu:= 38 Fty:= 35 ksi Fcy:= 35 ksi FSu:= 24 ksi ksi E:= 10100 ksi 0.000000 in"6 0.18547 in"4 A:= 0.370 in2 J:= 0.185 in4 DESIG TAVARES ASSOCIATES N•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM HANDRAIL 1 1/2 SCHEDULE 40 PIPE 6005-T5 ALLOWABLE BENDING per Table 3.4-3.12 t:= 0.083 in kl := 0.5 Fey = 35 ksi k2 := 2.04 ny:= 1.65 Sx = 0.124 in3 D:= 1.5 in nu := 1.95 Rb:= Fy := min(Fey, Fty) = 35 ksi D - t - 0.709 in 2 BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 ' ,1 F 5 F 5 Btb:= 1.5F • 1 + Y = 64.8 ksi bending/axial comp Bt:= Fe 1 + ey 43.2 ksi Y 8.7 ) in curved elem. intercept Y 8.7 i \3 D Btb 'Btb I = 4.46 tb 2 'Btb - Bt Dtb - Dt Ctb :- bending/axial comp in curved elem. slope bending/axial comp in curved elem. slope SLENDERNESS for Single Web Shapes Rb S:= — t S1 :- S2 := Bt tI\3 Dt:= —. — = 1.56 4.5 E Ct slenderness of member in question S = 8.5 Btb - 1.17• Fey 12 D4� i slenderness limit 1 S1 = 28.6 _ -12 ' —nu 'Btb- Bt \ I''nu'Dtb Dt1 1IJ Y slenderness limit 2 S2 = 80.9 ���Y ALLOWABLE STRESS 1.17Fey Fb••= Mn :_ 12 ny ' Rb) n Btb-Dtb• � � if S,<S<S2 Y if S<_S1 72. E. Fb. Sx ( Rb\ Rb 16•nuY `1+ 35 )J Mn = 0.256 kip -ft otherwise Fb = 24.82 ksi TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM HANDRAIL DESIGN - CT 1.5X0.083 ALUM. 6005-T5 Srail = 50 in rail post spacing 4 L := srail – 12 = 49.667 M:= max M = 0.207 200• L — 50- L 121 — 12 12) 1 4 8 J 1000 kip -ft < M0 = 0.256 kip -ft TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 WWW.RSTAVARES.COM STAIR TREAD -11.3X2.0 PLANK ALUM 6005-T5 0 Q IX:= 1.714 in4 Iy:= 32.948 in4 Ftu:= 38 ksi F »= 35 ksi Fey := 35 ksi FSu:= 24 ksi E:= 10100 ksi ix SX:- — 1.578 in3 1.086 X -Y Axes: AREA = 2.7029 lxx = 1.7135 Iyy = 32.9477 cx1 = 5.5909 cx2 = 5.7091 cy1 = 0.8440 cy2 = 1.0860 Ixy = -0.1611 rx = 0.7962 ry = 3.4914 J = 34.6613 A:= 2.703 in2 J:= 34.661 in4 r:= 3.491 in TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNAROO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM STAIR TREAD -11.3X2.0 PLANK ALUM 6005-T5 ALLOW M per Table 3.4-3.2 & DESIGN kt:= 1.0 Sx = 1.578 in3 Fb := min Fty Ftu fly kt nu n:= 1.65 nu := 1.95 Fb = 19.487 ksi Fb• Sx M • 1000 Mn = 2563 Ib ft Mn 12 L:= 54 ft 12 PTL:= 300 lbs 11.3 WTL (WFDL + WFLL� 12 PTL L WTI;L 21 M:= max 4 8 concentrated load on stairs per Table 1607.1, IBC M = 338 lb -ft < Mn = 2563 lb -ft WTL = 99 plf M = 338 lb -ft TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (85E0356-4781 www.RSTAVARES.COM STRINGER - 2X10X0.125 ALUM EXT. 6005-T5 Full Section Properties Area 2.9106 in^2 Wt. 0.0098959 k/ft Width 23.285 in Ix 30.834 in"4 rx 3.2548 in Ixy 0.000 in^4 Sx(t) 6.1669 in"3 y(t) 5.0000 in a 0.000 deg Sx(b) 6.1669 in^3 y(b) 5.0000 in Height 10.0000 in Iy 2.287 in^4 ry 0.8864 in Xo 0.0000 in Sy(1) 2.2868 in^3 x(1) 1.0000 in Yo 0.0000 in Sy(r) 2.2868 in^3 x(r) 1.0000 in jx 0.0000 in Width 2.0000 in jy 0.0000 in I1 30.834 in^4 rl 3.2548 in I2 2.287 in"4 r2 0.8864 in Ic 33.121 in^4 rc 3.3734 in Cw 9.774 in^6 Io 33.121 in"4 ro 3.3734 in J 7.3510 in^4 lx := 30.834 in4 Iy:= 2.287 in4 Ftu:= 38 ksi Fty:= 35 ksi Fey := 35 ksi FSu:= 24 ksi E:= 10100 ksi Ix Sx := 5 = 6.167 in3 A:= 2.911 in2 ry:= 0.886 in J:= 7.351 in4 TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (856) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM STRINGER - 2X1 OX0.125 ALUM EXT. 6005-T5 ALLOW BENDING per Table 3.4-3.14 t:= 0.125 in kl := 0.5 k2:= 2.04 Sc := Sx= 6.167 in3 Fcy= 35 ksi ny:= 1.65 nu := 1.95 BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 Bc: Fc • y 1+ Fcy I 2250 D := Bc Bc c 10 E Be Ce := 0.41 — Dc compression in col. & flanges intercept compression in col. & flanges slope compression in col. & flanges slope SLENDERNESS for Single Web Shapes Lb := 12.33.12 in Cb:= 1 Lb' Sc S:- 0.5. Iy J S :_ c –Fcy 12 1 1.6Dc i C 12 c S2:– 1-6) ALLOWABLE STRESS Fb:= Fcy fly Bc = 39.365 ksi Dc = 0.246 Cc = 65.673 coefficent per bending gradient, Section 3.4.11 slenderness of member in question slenderness limit 1 slenderness limit 2 S = 445.1 S1 = 123.2 S2 = 1684.8 if S<_S1 Fb= 15.56 ksi 1 Lb• Sc —•B – 1.6D cc ny 0.5• Iy J �r2 E 2.56 ny Lb. Sc 0.5.4-17-J if S1 <S<S2 otherwise Fb• SX 1000 M := M = 7997 lb -ft Mn 12 n TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (B58) 444-3344 FAx: (858) 356-4781 www.RSTAVARES.cOM STRINGER - 2X10X0.125 ALUM EXT. 6005-T5 BENDING L:= 12.33 ft concentrated load on stairs per Table 1607.1, IBC PTL:= 300 lbs WTL (WFDL + WFLL)' 54 WTL = 236 plf 2.12 ' 'FDL' L) V:= max 0, 31 2 ) ' wFLEL \ I V : = max PTL, — 617 2 M : = max 4 8 ) PTL. L T 21 M = 4490 lb -ft < Mn = 7997 lb -ft M = 4490 lb -ft TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 1 1,777 BERNARD❑ PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: 03581356-47E11 www. R STAVA RE S.coN LANDING PLANK 6X2X0.125 ALUM EXT. 6005-T5 SECTION PROPERTIES X Z 6.1280 Y X -Y Axes: AREA = 1.1768 lxx = 0.5445 Iyy = 3.7623 cx1 = 3.5639 cx2 = 2.6606 cy1 = 0.6696 cy2 = 1.3204 Ixy = 0.3173 rx = 0.6802 ry = 1.7880 J = 4.3067 1x:= 0.545 in4 I := 3.762 in4 FtU:= 38 ksi Ft,:= 35 ksi Fey := 35 ksi FSU:= 24 ksi E:= 10100 ksi Z X 1.9400 IX SX:= 1.320 = 0.413 in3 A:= 1.177 in2 J:= 4.307 in4 ry:= 1.788 in TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 OS SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM LANDING PLANK - 6X2X0.125 ALUM EXT. 6005-T5 ALLOW M per Table 3.4-3.2 & DESIGN kt:= 1.0 Sx = 0.413 in3 ny:= 1.65 nu := 1.95 / Fty Ftu Fb := min — Fb = 19.487 ksi ny kt nu Fb. Sx Mu:– •1000 12 L:= 2.58 ft 6 WTL `"'FDL + WFLL�. 12 Mn = 670 lb -ft WTL = 53 plf 2 M:= WTLL M=44 lb -ft 8 M = 44 lb -ft < Mn = 670 lb -ft TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (85B) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM LANDING JOIST - ST2X4X1/8 6005-T5 ALUM. SECTION PROPERTIES Full Section Properties Area Ix Sx(t) Sx (b) Iy Sy(1) Sy (r) I1 I2 Ic Io 1.4241 in^2 2.9241 1.4620 1.4620 0.9792 0.9792 0.9792 2.9241 0.9792 3.9033 3.9033 in"4 in^3 in"3 in"4 in"3 in"3 in"4 in"4 in"4 in"4 Wt. 0.0048419 k/ft rx y (t) y (b) Height ry x(1) x (r) Width rl r2 rc ro IX:= 2.924 in4 Iy:= 0.979 in4 Ftu:= 38 ksi Fty:= 35 ksi Fcy:= 35 ksi Fsu:= 24 ksi E:= 10100 ksi 1.4329 2.0000 2.0000 4.0000 0.8292 1.0000 1.0000 2.0000 1.4329 0.8292 1.6556 1.6556 Ix SX := - = 1.462 2 in in in in in in in in in in in in Width 11.393 in Ixy a 0.0000 in"4 0.000 deg Xo 0.0000 in Yo 0.0000 in jx 0.0000 in jy 0.0000 in Cw J 0.1927 in^6 2.3147 in"4 in3 A:= L424 in2 J:= 2.315 in4 r:= 0.829 in TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.COM LAND JOIST - 2X4X1/8 ALUM EXT. 6005-T5 ALLOW BENDING per Table 3.4-3.14 t:= 0.125 in k1 := 0.5 k2:= 2.04 Sc := Sx = 1.462 in3 Fey = 35 ksi ny := 1.65 nu := 1.95 BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 Fcy Bc:= Fcy• 1 + 1,1 2250 • D := Bc Bc 10 E Bc Cc •• = 0.41— Dc SLENDERNESS for Single Web Shapes Lb:= 73 in Cb := 1 compression in col. & flanges intercept Be = 39.365 ksi compression in col. & flanges slope Dc = 0.246 compression in col. & flanges slope Cc = 65.673 S:– 51:= S2 := Lb- Sc 0.5•41)71 2 "Bc – Fcy l 1.6De ) (C12 c ,1.6) ALLOWABLE STRESS Fb ••= Fcy ny if S<S1 1 ---13c – 1.6Dc fly rr2• E coefficent per bending gradient, Section 3.4.11 slenderness of member in question slenderness limit 1 slenderness limit 2 Lb' Sc if S1 <S<S2 0.5 .4171 1 2.56 n y 0.5• Iy J Lb. Sc otherwise Fb. SX 1000 Mn := 12 Mn = 2336 lb -ft S = 141.8 S1 = 123.2 S2 = 1684.8 Fb = 19.18 ksi TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM LANDING JOIST - ST2X4X1/8 6005-T5 ALUM. DESIGN L:= 73 - 4 ft 12 12 WTL (WFDL + WFLL). 10.5 WTL = 276 plf 4 WTL-L2 M:- 8 M = 1139 lb -ft < Mn = 2336 lb -ft M = 1139 lb -ft TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARD❑ PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (8581444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM LANDING PERIMETER BEAM - ST2X6X1/8 6005-T5 ALUM. SECTION PROPERTIES Full Section Properties Area 1.9241 in"2 Wt. Ix Sx(t) Sx (b) Iy Sy(1) Sy (r) 11 I2 Ic Io 8.1572 2.7191 2.7191 1.4193 1.4193 1.4193 8.1572 1.4193 9.5765 9.5765 IX:= 8.157 in4 Ftu:= 38 Fty:= 35 Fcy:= 35 Fsu:= 24 ksi ksi ksi ksi E:= 10100 ksi in^4 in"3 in"3 in^4 in"3 in^3 in"4 in^4 in^4 in^4 rx y (t) y (b) Height ry x(1) x (r) Width rl r2 rc ro := 1.419 in4 0.0065419 k/ft Width 2.0590 in Ixy 3.0000 in a 3.0000 in 6.0000 in 0.8589 in Xo 1.0000 in Yo 1.0000 in jx 2.0000 in jy 2.0590 in 0.8589 in 2.2310 in Cw 2.2310 in J Ix Sx:=—=2.719 3 15.393 in 0.0000 in"4 0.000 deg 0.0000 in 0.0000 in 0.0000 in 0.0000 in 1.312 in^6 3.9392 in^4 in3 A:= 1.924 in2 J:= 3.939 in4 ry := 0.859 in TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 921 28 PHONE: (858) 444-3344 FAx: (858) 356-4781 www.RSTAVARES.coM PERIM BM - 2X6X1/8 ALUM EXT. 6005-T5 ALLOW BENDING per Table 3.4-3.14 t:= 0.125 in k1 := 0.5 k2:= 2.04 Sc:= SX = 2.719 in3 Fcy = 35 ksi ny:= 1.65 nu := 1.95 BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 F Bc:•=Fc• 1+ cY Y ` 2250 ) D .– Bc Bc c 10 E Bc Cc:= 0.41 — Dc compression in col. & flanges intercept Bc = 39.365 ksi compression in col. & flanges slope Dc = 0.246 compression in col. & flanges slope Cc = 65.673 SLENDERNESS for Single Web Shapes Lb := 4 in Cb := 1 S:= Lb' Sc 0.5. Iy .1 2 /Bc – Fcyl S1 :_ S2:= ALLOWABLE STRESS Fb :_ Fe, if S<_S1 fly coefficent per bending gradient, Section 3.4.11 slenderness of member in question slenderness limit 1 slenderness limit 2 L S 1 • Bc – 1.6Dc b c if S1 < S < S2 fly 0.5• Iy J Tr2• E 2.56•n • Y 0.5• Iy J Lb. Sc otherwise Fb• SX 1000 Mn:– M = 4806 lb -ft n 12 n S = 9.2 S1 = 123.2 S2 = 1684.8 Fb = 21.21 ksi TAVARES ASSOCIATES DESIGN•CONSULTING/PROJECT MGT 11777 BERNARD❑ PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PRONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.CoM LANDING PERIMETER BEAM - ST2X6X1/8 6005-T5 ALUM. DESIGN L:= 10.5 — 8 ft 12 73 If WTL WFDL + WFLL� 2 12 WTL = 319 p M:= WTI; L 2 8 M = 3860 WELD CHECK lb -ft < Mn = 4806 lb -ft M = 3860 lb -ft PTL (wFDL + WFLL�' 11.42 4_51 PTL = 2 2 1349 lbs nu := 1.95 1 size:= — in A:= size -6 in2 8 Vgw:= 17 5356 FILLER Vgw = 12.33 ksi nu PTL = 1.8 ksi < Vgw = 12.33 ksi OK A 1000 TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.cOM CANTILEVERED JOISTS - ST2X6X3/16 6005-T5 ALUM. SECTION PROPERTIES Full Section Properties Area 2.8292 in^2 Wt. 0.0096193 k/ft Width 15.089 in Ix 11.635 in"4 rx 2.0279 in Ixy 0.000 in^4 Sx(t) 3.8782 in^3 y(t) 3.0000 in a 0.000 deg Sx(b) 3.8782 in"3 y(b) 3.0000 in Height 6.0000 in Iy 1.961 in"4 ry 0.8325 in Xo 0.0000 in Sy(1) 1.9608 in"3 x(1) 1.0000 in Yo 0.0000 in Sy(r) 1.9608 in^3 x(r) 1.0000 in jx 0.0000 in Width 2.0000 in jy 0.0000 in 1l 11.635 in^4 rl 2.0279 in 12 1.961 in^4 r2 0.8325 in Ic 13.595 in^4 rc 2.1921 in Cw 1.832 in^6 Io 13.595 in^4 ro 2.1921 in J 5.5088 in^4 Ix Ix:= 11.635 in4 Iy:= 1.961 in4 Sx:= = 3.878 in3 A:= 2.283 in2 J:= 5.5088 in4 3 Ftu:= 38 ksi Fty:= 35 ksi Fey:= 35 ksi FSU:= 24 ksi E:= 10100 ksi r:= 0.8325 in TAVARES ASSDILATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 WWW.RSTAVA R E S.COM PERIM BM - 2X6X3/16 ALUM EXT. 6005-T5 ALLOW BENDING per Table 3.4-3.14 t:= 0.1875 in k1 := 0.5 k2:= 2.04 Sc := Sx = 3.878 in3 Fcy = 35 ksi ny:= 1.65 nu:= L95 BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 Bc:=Fcy ( 1+ Fcy 2250) D := Bc Bc c 10 E Bc Cc- = 0.41— Dc SLENDERNESS for Single Web Shapes Lb:= 48 in compression in col. & flanges intercept compression in col. & flanges slope compression in col. & flanges slope Cb := 1 Lb. Sc S:- 0.54171 1y J 2 S :_ /Bc- Fcyl 1 1.6Dc J C 12 S c 2 1.6) ALLOWABLE STRESS Fb:= Fcy ny if S<_S1 Bc = 39.365 ksi Dc = 0.246 Cc = 65.673 coefficent per bending gradient, Section 3.4.11 slenderness of member in question slenderness limit 1 slenderness limit 2 1 Lb. Sc —• Bc – 1.6Dc if S1 < S < S2 ny 0.5• Iy J Tr2• E 2.56• n y 0.5• Iy J Lb.Sc otherwise Fb• SX 1000 Mn 12 Mn = 6856 lb -ft S = 113.3 S1 = 123.2 S2 = 1684.8 Fb = 2L21 ksi TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (85B) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM CANTILEVERED INDUCED MOMENT 65.06[85s7 v�) 70 1 WTL (WFDL + WFLL). 12 6 L2 M:= WTI; —2 .041 6 111.06 94.8810 in U pif 94 – 4 L:= –7.5 ft 12 M = 2871 lb -ft PLATFORM CORNER M = 2871 lb -ft < Mn = 6856 lb -ft POCKET TO LEG TYPICAL CHECK DEFLECTION WTI;L4.1728 6TL:= STL= 0.59 8. E• IX 1000 OVERTURNING UPLIFT WELD CHECK in or 2-L 12. – 303 > 240 O.K. 6TL DETAIL CC2 SCALE 1 4 W = M 6 – 545 plf T := W • 70 = 1589 lbs b := 4 in h:= 4 in uP 70 65.06 up up 2.12 12 12 nu := 1.95 17 Vgw:= 1— nu size := —6 in 16 Tup – 1.02 1000• SWeld 5356 FILLER Aweld size- 2- (b + h) = 6 int Vgw = 12.33 ksi Vgw:= 7.48 ksi < Vgw = 7.48 ksi OK TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.COM BEAM SUPPORTING CANTILVER - 4X4X3/16 ALUM EXT. 6005-T5 Full Section Properties Area 2.8292 in^2 Wt. 0.0096193 k/ft Width 15.089 in Ix 6.828 in"4 rx 1.5535 in Ixy 0.000 in"4 Sx(t) 3.4140 in^3 y(t) 2.0000 in a 0.000 deg Sx(b) 3.4140 in^3 y(b) 2.0000 in Height 4.0000 in Iy 6.828 in"4 ry 1.5535 in Xo 0.0000 in Sy(1) 3.4140 in^3 x(1) 2.0000 in Yo 0.0000 in Sy(r) 3.4140 in^3 x(r) 2.0000 in jx 0.0000 in Width 4.0000 in jy 0.0000 in Il 6.828 in"4 rl 1.5535 in 12 6.828 in"4 r2 1.5535 in Ic 13.656 in"4 rc 2.1970 in Cw 0.001 in"6 Io 13.656 in"4 ro 2.1970 in J 10.490 in"4 Ix ••= 6.828 in4 IIY:= 6.828 in4 Ftu:= 38 ksi Fty:= 35 ksi Fcy:= 35 ksi 24 ksi FSu:= E:= 10100 ksi SX:= 2 = 3.414 in3 A:= 2.83 in2 r:= 1.55 in J:= 10.49 in4 TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 D5 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM BEAM - 4X4X3/16 ALUM EXT. 6005-T5 ALLOW BENDING per Table 3.4-3.14 t:= 0.1875 in k1 := 0.5 k2:= 2.04 Sc := SX = 3.414 in3 Fcy = 35 ksi ny := 1.65 nu := 1.95 BUCKLING CONSTANTS for T(5-9) per Table 3.3-4 Bc: Fcy F 1 cy 1+ 2250 ) BB c c 10 E Be Cc:= 0.41 — Dc SLENDERNESS for Single Web Shapes Lb := 48 in compression in col. & flanges intercept Bc = 39.365 ksi compression in col. & flanges slope Dc = 0.246 compression in col. & flanges slope Cc = 65.673 Cb:= 1 S:= Lb' Sc 0.5• S1 :- S2 := _ S2:= 2 Bc – Fcy 1 1.6Dc ) (coyc ,1.6) ALLOWABLE STRESS Fb:= Mn:_ Fcy ny if S<_S1 coefficent per bending gradient, Section 3.4.11 slenderness of member in question slenderness limit 1 slenderness limit 2 1 Lb' Sc —• Be 1.6Dc if S1 <S<S2 ny 0.5• Iy J 2•E 2.56 n y 0.54 17.1 .1 Lb- Sc otherwise Fb• SX 1000 Mn = 6035 lb -ft 12 S = 38.7 S1 = 123.2 S2 = 1684.8 Fb = 21.21 ksi TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.COM BEAM SUPPORTING CANTILVER 9.9 1155# I # Fie 94.B8101 n WTL (`'FDL + wFLL). 194 + 651 1 PI f L _ 70 – 4 21 12 12 L2 M:= WTI:—8 M = 4185 lb -ft < Mn = 6035 lb -ft CHECK DEFLECTION ft M = 4185 lb -ft b:= 4 – 2.0.1875 h:= 6 size:= 3 16 2 S := 2• size• b• h + 2 size h – 6.328 •I := S • h = 18.984 xx 2 SWT': L4.1728 L. 12 STL:– oTL = 0.12 in or = 555 > 360 O.K. 384. E• IX 1000 6TL PROVIDE ADDITION (2) 2X6 MEMBERS ABOVE TO MEET DEFLECTION DEMANDS TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (856) 356-4781 www.RSTAVARES.com TORQUE REQUIREMENT ON SET SCREWS 11.42 4.5 10.5 5.83 PTL e= (wFDL WFLL).( 2 2 + 4 2 ) K:= 0.3 D:= —3 8 nset••= nut factor in nominal diameter of fastener number of set screws PTL T:= DK nset — 1 minimum torque applied to fastener T = 81 lb -in ANCHORAGE TO CONCRETE FLOOR Reaction at footers per RISA -3D analysis 3300 Tup := 945 lbs 4.— — 3300 lb per Performance Table in Multi -Set II 4 PERFORMANCE TABLE BOLT 01A, In , 1mm) 1/4 1&4:) Multi -Set 11 Dro n Anchors MIM. EMBEDMENT DEPTH In. (nom} 1 541 Ultimate Tension and Sh Ern1I. 112:4 1112111111111111211111 314 (1.1) 1 12S 3-3/16 (81 01 - Ri fLm-13-8 S,S SS03-316 55 '41 -cava vatits arc tcalaq tipto au/IWO:, taoda fta climatic 3itd vatic:3. 'fix 3irmts afIcart I mc167.333rav Submittal Information Values (Lbs/kill) in Concrete* TfiiSION 1.14. DME) SHED Lim, {8N) ec 21100 PSI (13.$ MPa) 1/50 1`,7,5) fc 400BM (2 7.6141P41 2,340 (1).5) rt. 6000 PSI 01,4 hiPa) 2.$9.) (133) ft -›2800 PSi (1 3.8 Mfal 1,0;30 (41) 19t2:) (13i) II (X 9) 6,Z40 (17.4) 1,16e (14 1 &.3 043) 5,503 ()45 6,01 4,{Q (344) 1;303 (36 9) 11„0 (490 4,580 (2114) 1,4413 113 11 4,280 136 a) -kW (A2.2) 14,240 (54 51 10,14(3 (446) TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARD❑ PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM BRACE AT TOWER - 2X2X1/8 SQUARE TUBE Full Section Properties Area 0.88411 in^2 Wt. 0.0030060 k/ft Width 7.0729 in Ix 0.5002 in^4 rx 0.7522 in Ixy 0.0000 in^4 Sx(t) 0.50018 in^3 y(t) 1.0000 in a 0.000 deg Sx(b) 0.50018 in^3 y(b) 1.0000 in Height 2.0000 in Iy 0.5002 in^4 ry 0.7522 in Xo 0.0000 in Sy(1) 0.50018 in^3 x(1) 1.0000 in Yo 0.0000 in Sy(r) 0.50018 in^3 x(r) 1.0000 in jx 0.0000 in Width 2.0000 in jy 0.0000 in 1l 0.5002 in^4 rl 0.7522 in I2 0.5002 in^4 r2 0.7522 in Ic 1.0004 in^4 rc 1.0637 in Cw 0.00027 in^6 Io 1.0004 in^4 ro 1.0637 in J 0.84752 in^4 Ftu:= 38 ksi Ft.y:= 35 ksi Fey := 35 ksi 24 ksi FSu:= E:= 10100 ksi A:= 0.884 in2 ry:= 0.752 in 10'4" yt:= 1 in I_ .j: 2 41-4-2 I It 4 '-2' X 2" X 1/8'.1 BALL TUBE TYPICAL TAVARES ASSOCIATES DESIGN•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 PHONE: (858) 444-3344 FAx: (85B) 356-4781 www.RSTAVARES.com ALLOWABLE COLUMN COMPRESSION per Table 3.4-3.7 b:= 2 in t:= 0.125 in k1 := 0.5 k2:= 2.04 Lb:= 9.67 in Fcy = 35 ksi ny := 1.65 nu := 1.95 k := 1 BUCKLING CONSTANTS for T(6-9) per Table 3.3-4 Bc: Fcy ( Fcy 1+ 2250 ) D := Bc Bc c 10 E Bc Cc •= 0.41 — De compression in col. & flanges intercept Be = 39.365 ksi compression in col. & flanges slope De = 0.246 compression in col. & flanges slope Cc = 65.673 SLENDERNESS for Single Web Shapes Lb:= Lb -12 Cb:= 1 k• Lb S:= S1:= ry in n•F u cy Bc ny Dc S2:= Cc ALLOWABLE STRESS Fc := Fe Y if S<S1 ny 1 ( k• Lb —• Bc – D� nu ry ) Tr2• E nu Pa11ow F. A coefficent per bending gradient, Section 3.4.11 slenderness of member in question S = 154.3 slenderness limit 1 slenderness limit 2 if S1 <S<S2 otherwise S1 = –8.1 S2 = 65.7 Fc = 2.15 ksi Member forces per RISA 3D Analysis Prisa 0.331 lbs Fallow = 1.9 kip ASSOCIATES DES' N•CONSULTING•PROJECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO CA 92125 PHONE: (858) 444-3344 FAX: (8581356-4781 www.RSTAVARES.cOI✓ Envelope Only Solution SK -1 Mar 22, 2016 at 1:54 PM 196inch 3d.R3D -CtEGAINNcCiAEtd11TIN6•od'__cr e TECHNOLOGIES 1 1777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 Mar 22, 2016 Pi-10158(MB) 444-3344 FFA v356-4781 www.ARE9.cowt (Global) 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 (inA2) 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 12 Wall Mesh Size (in) 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 AISC 14th(360-10): ASD Must Stiffness? Yes(Iterative) AISC 14th(360-10): ASD RISAConnection Code Cold Formed Steel Code AISI S100-10: ASD Wood Code AWC NDS -12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-11: ASD Aluminum Code AA ADM1-05: 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 -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 1 MA ad SA l44c ci N�: od'e�l`famT T E C H N O l O C I E. S 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 921 28 Mar 22, 2016 PHarv58(INI81 444-3344 F:e56-4781 www. VARE9.cona (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes CtX .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 SDS 1 S1 1 TL (sec) 5 Risk Cat I or II Om Z 1 Om X 1 Rho Z 1 Rho X 1 6 N4 Joint Boundary Conditions Joint Label X fk/in X Rot.fk-ft/radl 1 N50 Reaction Reaction Reaction -.273 Reaction 5.052e-15 2 N52 Reaction Reaction Reaction -.273 Reaction -.273 3 N24 Reaction Reaction Reaction M9 Reaction -.275 4 N26 Reaction Reaction Reaction 10.167 Reaction M11 5 N2 Reaction Reaction Reaction 6.661e-16 Reaction 10.167 6 N4 Reaction Reaction Reaction -.238 3.846e-8 7 N62 Reaction Reaction Reaction -.238 Reaction -.238 8 N64 Reaction Reaction Reaction M3 Reaction -.238 9 N36 Reaction Reaction Reaction 14.692 Reaction M8 10 N38 Reaction Reaction Reaction Reaction 11 N74 Reaction Reaction Reaction 12 N3 13 N5 14 N1 15 N7 Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft,%1 No Data to Print ... Member Distributed Loads (BLC 7 : BLC 3 Transient Area Loads) Member Label 0 0 1 M4 Y -.273 -.273 5.052e-15 I 10.167 2 M6 Y -.273 -.273 6.772e-15 10.167 3 M9 Y -.275 -.275 1.11e-15 10.167 4 M11 Y -.275 -.275 I 6.661e-16 I 10.167 5 M1 Y -.238 I -.238 3.846e-8 14.555 6 M2 Y -.238 -.238 1.678e-8 14.555 7 M3 Y -.238 -.238 6.439e-15 14.692 8 M8 Y -.237-.237 5.634e-15 14.692 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 2 A "-• Ii•RWO�`TaTECHNOLOGIES me 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 Mar 22, 2016 PHorfrs5(pM6> 444-3344 FAX 56-4781 www. ARE9.00M Member Distributed Loads (BLC 8 : BLC 6 Transient Area Loads) Member Label Direction Start Maanitudefk/ft.Fl End Maanitudefk/ft.Fl Start Locationrft.° 1 M9 X .006 .006 1.11e-15 10.167 2 M11 X .006 .006 6.661e-16 10.167 3 M4 X .006 .006 2.831e-15 10.167 4 M6 X .006 .006 8.16e-15 10.167 Member Distributed Loads (BLC 9 : BLC 5 Transient Area Loads) Member Label Direction Start Maanitudefk/ft.Fl End Maanitudefk/ft.Fl Start Locationfft.%1 End Locationfft.° 1 M4 Z .006 .006 5.829e-15 10.167 2 M6 Z .006 .006 5.551e-17 i 10.167 3 M9 Z .006 1 .006 1.388e-15 10.167 4 M11 Z .006 ! .006 2.776e-15 10.167 Member Area Loads (BLC 3 : LL) Joint A Joint B int int D Di ti Distribution nitudefk 1 N37 N6 N63 N35 Y A -B -.1 2 N25 N23 N49 N51 Y A -B -.1 3 N4 N2 N1 N3 Y A -B -.1 4 N5 N6 N8 N7 Y B -C -.1 Member Area Loads (BLC 5 : EQZ) Joint A Joint B Joint C Joint D Direction Distribution Maanitudefks 1 N35 N63 N61 N37 Z A -B .002 2 N23 N25 N51 N49 Z A -B .002 Member Area Loads (BLC 6 : EQX) oint A int B Joint C Joint D Direction Distribution Maanitudefks 1 N25 N23 N49 N51 X A -B .002 2 N37 N61 N63 N35 X A -B .002 Load Combinations Description Sol.. PD... SRSS BLC Fa.. BLC Fa.. BLC Fa...B... Fa.. BLC Fa.. B... Fa.. B... Fa.. B... Fa.. B... Fa.. B... Fa.. 1 Y 1 1 2 Y 2 1 1 3 IBC 16-8 Yes Y DL 1 4 IBC 16-9 Yes! Y DL 1 LL 1 LLS 1 5 IBC 16-10 (a) Yes Y DL 1 6 IBC 16-12 U (a) Yes Y Yes Y DL DL 1 1 ELX ELZ .7 .7 7 IBC 16-12 (b) (b) 8 IBC 16-12 (b) (c) Yes Y DL 1 I ELX -.7 9 IBC 16-12 (b) (d) Yes Y DL 1 ELZ -.7 10 IBC 16-14 (a) (a) Yes Y DL 1 ELX .525 LL .75IL....75 11 IBC 16-14 () (b) Yes Yes Y Y DL DL 1 1 ELZ ELX .525 -.5.. LL LL .75 .75 L....75 1-....75 12 IBC 16-14 (a) (c) 13 IBC 16-14 (a) (d) Yes Y DL 1 ELZ -.5.. LL .751- .75 14 IBC 16-16 (a) YesI Y DL .6 ELX .7 15 IBC 16-16 (b) Yes Y DL .6 ELZ .7 16 IBC 16-16 (c) Yes Y DL .6 ELX -.7 17 IBC 16-16 (d) Yes Y DL .6 ELZ -.7 18 Overstrength 19 Y DL 1 ELX 1.4 20 Y DL 1 ELZ 1.4 21 Y DL 1 ELX -1.4 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 3 cits4cIN.* ,' . Ina `l3ame TECHNOLOGIES 1 1 777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92126 Mar 22, 2016 PI -IOP 8(pRIB) 444-3344 F :f, 1536E -47B 1 www.,. RE9.COnn Load Combinations (Continued) Description Sol.. PD... SRSS BLC Fa.. BLC Fa.. BLC Fa.. B... Fa.. BLC F 22 M14 1 Y .196 DL 1 ELZ -1.4 7 0 31 0 3 0 3 2 min -.187 6 0 8 23 31 0 Y 0 DL 1 ELX 1.05 LL .75 L... .75 12 .003 4 0 7 0 31 .003 7 .001 8 24 Y -.188 DL 1 ELZ 1.05 LL .75 1-....75 -.007 31 -.011 4 5 3 max .199 12 0 3 25 3 0 Y .005 DL 1 ELX -1... LL .751- min .75 6 0 3 0 3 0 7 -.009 31 -.015 4 26 4 Y .2 DL 1 ELZ -1... LL .751- .75 .003 7 .001 8 8 min -.19 6 -.003 27 0 7 Y 7 DL .6 ELX 1.4 9 5 max I 12 0 8 .003 31 0 31 0 3 28 3 10 Y DL .6 ELZ 1.4 4 -.002 7 0 7 0 3 0 3 11 M16 1 max .174 29 .003 4 Y 31 DL .6 ELX -1.4 0 3 12 min -.331 12 0 6 -.001 7 0 7 30 3 0 Y 13 DL .6 ELZ -1.4 6 .001 4 .001 31 .002 31 .002 31 0 6 14 31 min Yes Y 0 DL .6 ELZ -1.4 7 -.001 7 -.003 4 15 3 max .174 6 0 3 Envelope Member Section Forces Member Sec Axiall LC v Shearfkl LC z Shearlkl LC Toraue(k-... LC v -v Momenti"k-ft1 LC z -z Momentfk- 1 M14 1 max .196 12 .006 4 .002 7 0 31 0 3 0 3 2 min -.187 6 0 8 -.003 31 0 7 0 3 0 3 3 2 max .197 12 .003 4 0 7 0 31 .003 7 .001 8 4 min -.188 6 0 8 -.002 31 0 7 -.007 31 -.011 4 5 3 max .199 12 0 3 0 3 0 31 .005 7 .002 8 6 min -.189 6 0 3 0 3 0 7 -.009 31 -.015 4 7 4 max .2 12 0 8 .002 31 0 31 .003 7 .001 8 8 min -.19 6 -.003 4 0 7 0 7 -.007 31 -.011 4 9 5 max .202 12 0 8 .003 31 0 31 0 3 0 3 10 min -.19 6 -.006 4 -.002 7 0 7 0 3 0 3 11 M16 1 max .174 6 .003 4 .002 31 .002 31 0 3 0 3 12 min -.331 12 0 6 -.001 7 0 7 0 3 0 3 13 2 max .174 6 .001 4 .001 31 .002 31 .002 31 0 6 14 min -.331 12 0 6 0 7 0 7 -.001 7 -.003 4 15 3 max .174 6 0 3 0 3 .002 31 .003 31 .001 6 16 min -.33 12 0 3 0 3 0 7 -.002 7 -.004 4 17 4 max .175 6 0 6 0 7 .002 31 .002 31 0 6 18 min -.33 12 -.001 4 -.001 31 0 7 -.001 7 -.003 ; 4 19 5 max .175 6 0 6 .001 7 .002 31 0 3 0 3 20 min -.329 12 -.003 4 -.002 31 0 7 0 3 0 3 21 M17 1 max .209 6 .003 4 .002 31 0 31 0 3 0 3 22 min -.209 8 0 6 -.001 7 0 8 0 3 0 3 23 2 max .209 6 .001 4 .001 31 0 31 .003 31 0 6 24 min -.209 8 0 6 0 7 0 8 -.001 7 -.004 4 25 3 max .209 6 0 3 0 3 0 31 .003 31 .001 6 26 min -.209 8 0 3 0 3 0 8 -.002 7 -.005 4 27 4 max .21 6 0 6 0 7 0 31 .003 31 0 6 28 j min -.21 8 -.001 4 -.001 31 0 8 -.001 7 -.004 4 29 1 5 max .21 6 0 6 .001 7 0 31 0 3 0 3 30min -.21 8 -.003 4 -.002 31 0 8 0 3 0 3 31 M18 1 1 max .269 6 .003 4 .002 31 .001 31 0 3 0 3 32 min -.269 8 0 6 -.001 7 0 11 0 3 0 3 33 2 max .269 6 .001 4 .001 31 .001 31 .003 31 0 6 34 min -.269 8 0 6' 0 7 0 11 -.001 7 -.004 4 35 3 max .27 6 0 3 0 3 .001 31 .003 31 .001 6 36 min -.27 8 0 3 0 ; 3 0 11 -.002 7 -.005 4 37 4 max .27 6 0 6 0 7 .001 31 .003 31 0 6 38 min -.27 8 -.001 4 i -.001 31 0 11 -.001 7 -.004 4 39 5 max .271 6 0 6 .001 7 .001 31 0 3 0 3 40 min -.271 8 -.003 4 1 -.002 31 0 11 0 3 0 1 3 41 M19 1 maxi .219 min -.219 8 6 .003 0 4 8 .001 i -.002 7 !31 0 0 8 10 0 0 3 3 0 13 0 1 3 42 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 4 VrecfAciamrg T E C H N O L O G I E S 11777 BERNARDO PLAZA CT. STE. 1 OS SAN DIEGO, CA 92128 Mar 22, 2016 PI -40p 8(pigB) 444-3344 F � 56-4781 www. RES.COM Envelope Member Section Forces (Continued) Member Sec Axialfkl LC y Shear(kl LC z Shearfk1 LC Torque(k-LC V -v Moment(k-ft1 LC z -z Momentfk- 43 2 max .219 8 .001 4 0 7 0 8 .001 7 0 8 44 min -.219 6 0 8 -.001 31 0 10 -.003 31 -.004 4 45 3 max .22 8 0 3 0 3 0 8 .002 7 .001 8 46 min -.22 6 0 3 0 3 0 10 -.003 31 -.005 4 47 4 max .22 8 0 8 .001 31 0 8 .001 7 0 8 48 min -.22 6 -.001 4 0 7 0 10 -.003 31 -.004 4 49 5 max .22 8 0 8 .002 31 0 8 0 3 0 3 50 min -.221 6 -.003 4 -.001 7 0 10 0 3 0 3 51 M20 1 max .277 8 .003 4 .001 7 0 11 0 3 0 3 52 min -.277 6 0 8 -.002 31 0 31 0 3 0 3 53 2 max .278 8 .001 4 0 7 0 11 .001 7 0 8 54 min -.278 6 0 8 -.001 31 0 31 -.003 31 -.004 4 55 3 max .278 8 0 3 0 3 0 11 .002 7 .001 8 56 min -.278 6 0 3 0 3 0 31 -.003 31 -.005 4 57 4 max .278 8 0 8 .001 31 0 11 .001 7 0 8 58 min -.279 6 -.001 4 0 7 0 31 -.003 31 -.004 4 59 5 max .279 8 0 8 .002 31 0 11 0 3 0 3 60 min -.279 6 -.003 4 I -.001 7 0 31 0 3 0 3 61 M31 1 max .461 31 .003 4 .001 8 0 4 0 3 0 3 62 min -.23 7 -.001 31 -.001 6 0 8 0 3 0 3 63 2 max .462 31 .001 4 0 8 0 4 .001 8 .002 31 64 min -.231 7 0 31 0 6 0 8 -.001 6 -.004 4 65 3 max .462 31 0 3 0 3 0 4 .002 8 .002 31 66 min -.231 7 0 3 0 3 0 8 -.002 6 -.005 4 67 4 max .463 31 0 31 0 6 0 4 .001 8 .002 31 68 min -.232 7 -.001 4 0 8 0 8 -.001 6 -.004 4 69 5 max .464 31 .001 31 .001 6 0 4 0 3 0 3 70 min -.232 7 -.003 4 -.001 8 0 8 0 3 0 3 71 M36 1 max .226 31 .006 4 .002 8 0 8 0 3 0 3 72 min -.129 11 -.001 31 -.002 6 0 10 0 3 0 3 73 2 max .227 31 .003 4 0 8 0 8 .003 8 .003 31 74 min -.128 11 0 31 0 6 0 10 -.003 6 -.011 4 75 3 max .229 31 0 3 0 3 0 8 .005 8 .003 31 76 min -.128 11 0 3 0 3 0 10 -.005 6 -.015 4 77 4 max .23 31 0 31 0 6 0 8 .003 8 .003 31 78 min -.128 11 -.003 4 0 8 0 10 -.003 6 -.011 4 79 5 max .232 31 .001 31 .002 6 0 8 0 3 0 3 80 min -.128 11 -.006 4 -.002 8 0 10 0 3 0 3 81 M37 1 max .107 31 .006 4 .002 8 0 31 0 3 0 3 82 min -.09 11 -.001 31 -.002 6 0 12 0 3 0 3 83 2 max .108 31 .003 4 0 8 0 31 .003 8 .003 31 84 min -.09 11 0 31 0 6 0 12 -.003 6 -.011 4 85 3 max .11 31 0 3 0 3 0 31 .005 8 .003 31 86 min -.089 11 0 3 0 3 0 12 -.005 6 -.015 4 87 4 max .111 31 0 31 0 6 0 31 .003 8 .003 31 88 min -.089 11 -.003 4 0 8 0 12 -.003 6 -.011 4 89 5 max .113 31 .001 31 .002 6 0 31 0 3 0 3 90 min -.089 11 -.006 4 -.002 8 0 12 0 3 0 3 91 M44 1 max .016 7 .003 4 .001 6 0 7 0 3 0 3 92 min -.054 4 0 7 -.001 8 0 31 0 3 0 3 93 2 max .016 7 .001 4 0 6 0 7 .001 6 0 7 94 min -.053 4 0 7 0 8 0 31 -.001 8 -.004 4 95 3 max .017 7 0 3 0 3 0 7 .002 6 .001 7 96 min -.052 4 0 3 0 3 0 31 -.002 8 -.005 4 97 4 max .017 7 0 7 0 8 0 7 .001 6 0 7 98 min -.051 13 -.001 4 1 0 6 0 31 -.001 8 -.004 14 99 5 max .018 7 0 7 .001 8 0 7 0 13 0 3 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 5 T.& SAS •sca":,.di1 N.C•PROOe�IVame T E C TECHNOLOGIES E S �IvV�I 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92129 Mar 22, 2016 PHOP 8(pRB) 444-3344 56-47c90m1 www. ARE9.coM Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearl LC Torauefk-...LC v -v Momentfk-ftl LC z -z Momentfk- 100 min -.051 13 -.003 4 -.001 6 0 31 0 3 0 3 101 M49 1 max .077 11 .006 4 .002 6 0 31 0 3 0 3 102 min -.121 31 0 7 -.002 8 0 12 0 3 0 3 103 2 max .078 11 .003 4 0 6 0 31 .003 6 .001 7 104 min -.122 31 0 7 + I 0 8 0 12 -.003 8 -.011 4 105 3 max .08 11 0 3 1 0 3 0 31 .005 6 .002 7 106 min -.124 31 0 3 ' 0 ; 3 0 12 -.005 8 -.015 4 107 4 max .081 11 0 7 0 8 0 31 .003 6 .001 7 108 min -.126 31 -.003 4 ' 0 6 0 12 -.003 8 -.011 4 109 5 max .083 11 0 7 .002 8 0 31 0 3 0 3 110 min -.127 31 -.006 4 -.002 6 0 12 0 3 0 3 111 M50 1 max .045 4 .006 4 .002 6 0 8 0 3 0 3 112 min -.002 7 0 7 -.002 8 0 10 0 3 0 3 113 2 max .046 4 .003 4 0 6 0 8 .003 6 .001 7 114 min -.001 7 0 7 0 8 0 10 -.003 8 -.011 4 115 3 max .047 4 0 3 0 3 0 8 .005 6 .002 7 116 min I 0 6 0 3 0 3 0 10 -.005 8 -.015 4 117 4 max .048 4 0 7 0 8 0 8 .003 6 .001 7 118 min 0 31 -.003 4 0 6 0 10 -.003 8 -.011 4 119 5 max .049 4 0 7 .002 8 0 8 0 3 0 3 120 min -.002 31 -.006 4 -.002 6 0 10 0 3 0 3 121 M60 1 max .403 10 .003 4 .002 31 0 8 0 3 0 3 122 min -.176 8 0 6 -.001 7 0 10 0 3 0 3 123 2 max .404 10 .001 4 .001 31 0 8 .002 31 0 6 124 min -.177 8 0 6 0 7 0 10 -.001 7 -.003 4 125 3 max .405 10 0 3 0 3 0 8 .003 31 .001 6 126 min -.177 8 0 3 0 3 0 10 -.002 7 -.004 4 127 4 max .407 10 0 6 0 7 0 8 .002 31 0 6 128 min -.177 8 -.001 4 -.001 31 0 10 -.001 7 -.003 4 129 5 max .408 10 0 6 .001 7 0 8 0 3 0 3 130 min -.178 8 -.003 4 -.002 31 0 10 0 3 0 3 131 M32 1 max 2.34 4 .041 8 .099 31 .005 11 0 3 0 3 132 min -.012 7 -.047 10 -.049 7 -.009 31 0 3 0 3 133 2 max 2.344 4 .043 8 .102 31 .005 11 .198 31 .094 10 134 min -.012 7 -.048 10 -.051 7 -.009 31 -.099 7 -.083 8 135 3 max 2.267 4 .041 10 .038 7 .006 11 .011 13 .015 10 136 min -.265 31 -.039 8 -.077 131 -.005 31 -.005 7 -.008 8 137 4 max 2.272 4 .04 10 .037 7 .006 11 .07 7 .068 8 138 min -.265 31 -.038 8 -.074 31 -.005 31 -.14 31 -.068 6 139 5 max 2.513 4 .061 8 .104 31 .005 11 0 3 0 3 140 min -.2 31 -.07 10 -.052 7 -.008 31 0 3 0 3 141 M33 1 max 1.495 4 .046 12 .082 31 .012 31 0 3 0 3 142 min 0 31 -.044 6 -.041 7 -.006 7 0 3 0 3 143 2 max 1.5 4 .047 12 .084 31 .012 31 .164 31 .089 6 144 min; 0 31 -.046 6 -.042 7 -.006 7 -.082 7 -.093 12 145 3 max 1.492 4 .039 6 .039 7 .007 31 .015 31 .007 6 146 min -.072 8 -.043 12 -.078 31 -.003 7 -.008 7 -.013 31 147 4 max 1.497 4 .038 6 .038 7 .007 31 .068 7 .074 12 148 min' -.072 8 -.042 12 -.076 31 -.003 7 -.137 31 -.069 6 149 5 max 1.606 4 .049 8 .129 31 .006 31 0 3 0 3 150 min -.124 7 -.049 6 -.064 7 -.003 7 0 3 0 3 151 M38 1 max 1.445 4 .037 8 .016 31 .01 10 0 3 0 3 152 min' 0 31 -.037 6 -.02 11 -.008 31 0 3 0 3 153 12 max 1.492 4 .035 6 .018 11 .007 10 .016 31 .055 6 154 min -.039 31 -.035 8 -.023 31 -.004 31 -.02 11 -.055 8 155 3 max 1.486 4 .052 8 .043 31 .007 10 .012 4 .012 8 156 min, -.139 8 -.052 6 -.028 11 -.004 31 -.001 31 -.012 6 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 6 •�c18 =- • tinrl:As • P Rode�`13amT T E C M N O l G G 1 E 5 •Nl 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 Mar 22, 2016 PNOP 8(p B) 444-3344 F:� 56-4781 www. ARES.coM Envelope Member Section Forces (Continued) -...LC v -v Momentfk-ftl LC z -z Momentfk-ftl LC 157 4 max 1.53 4 .048 6 .027 11 .006 4 .035 11 .055 8 158 min -.144 8 -.048 8 -.051 31 -.003 31 -.066 31 -.055 6 159 5 max 1.525 4 .071 8 .065 31 .007 10 0 3 0 3 160 min -.317 8 -.071 6 -.037 11 -.005 31 0 3 0 3 161 M39 1 max 2.976 4 .043 8 .014 31 .006 7 0 3 0 3 162 min -.023 31 -.043 6 -.015 11 -.011 31 0 3 0 3 163 2 max 3.03 4 .039 6 .021 11 .003 11 .017 31 .046 6 164 min -.145 8 -.039 8 -.021 31 -.005 31 -.024 11 -.046 18 165 3 max 3.028 4 .053 8 .042 31 .004 11 .007 4 .006 8 166 min -.137 8 -.053 6 -.026 11 -.005 31 -.003 31 -.008 10 167 4 max 3.077 4 .051 6 .028 11 .004 11 .039 11 .054 8 168 min -.303 8 -.051 8 -.05 31 -.005 31 -.068 31 -.054 6 169 5 max 3.082 4 .062 8 .07 31 .006 11 0 3 0 3 170 min -.305 8 -.062 6 -.037 11 -.008 31 0 3 0 3 171 M45 1 max 2.266 4 .049 8 .01 4 .005 31 0 3 0 3 172 min -.068 7 -.049 6 -.003 31 -.005 11 0 3 0 3 173 2 max 2.27 4 .05 8 .01 4 .005 31 .02 4 .098 6 174 min -.068 7 -.05 6 0 31 -.005 11 -.004 31 -.098 8 175 3 max 2.453 4 .039 6 .003 7 .004 31 .007 11 .016 10 176 min -.109 6 -.039 8 -.009 13 -.003 11 -.014 31 -.008 8 177 4 max 2.458 4 .037 6 .002 7 .004 31 .011 7 .067 8 178 min -.109 6 -.037 8 -.009 4 -.003 11 -.023 31 -.067 6 179 5 max 2.442 4 .05 8 .019 31 .004 31 0 3 0 3 180 min -.112 6 -.05 6 -.01 7 -.003 12 0 3 0 3 181 M46 1 max 1.495 4 .043 12 .013 4 .017 7 0 3 0 3 182 min 0 7 -.038 6 -.002 31 -.033 31 0 3 0 I3 183 2 max 1.5 4 .044 12 .013 4 .017 7 .027 4 .077 6 184 min 0 7 -.04 6 0 6 -.033 31 0 31 -.087 12 185 3 max 1.551 4 .04 6 .003 7 .011 7 .007 7 .006 7 186 min -.01 7 -.041 12 -.008 13 -.022 31 -.014 31 -.011 31 187 4 max 1.556 4 .039 6 .002 7 .011 7 .012 7 .073 8 188 min -.01 7 -.04 12 -.007 4 -.022 31 -.024 31 -.073 6 189 5 max 1.605 4 .062 12 .017 31 .013 7 0 3 0 3 190 min -.075 6 -.059 6 -.009 7 -.026 31 0 3 0 3 191 M51 1 max 3.421 4 .038 8 .005 7 .008 12 0 3 0 3 192 min -.184 31 -.038 6 -.011 13 -.006 6 0 3 0 3 193 2 max 3.424 4 .041 6 .014 4 .006 4 .01 7 .051 6 194 min -.182 31 -.041 8 0 7 -.003 31 -.021 13 -.051 8 195 3 max 3.417 4 .053 8 .016 31 .005 12 .006 31 .007 8 196 min -.144 6 -.053 6 -.013 11 -.003 31 -.003 7 -.009 10 197 4 max 3.426 4 .049 6 .019 11 .005 12 .028 11 .051 8 198 min -.137 6 -.049 8 -.03 31 -.003 31 -.045 31 -.051 6 199 5 max 3.418 4 .07 8 .041 31 .008 11 0 3 0 3 200 min -.316 6 -.07 6 -.022 11 -.009 31 0 3 0 3 201 M52 1 max 1.445 4 .042 8 .005 7 .01 10 0 3 0 3 202 min 0 7 -.042 6 -.013 13 -.008 31 0 3 0 3 203 2 max 1.497 4 .037 6 .008 4 .006 10 .01 7 .049 6 204 min -.134 6 •-.037 8 -.001 7 -.005 31 -.019 31 -.049 8 205 3 max 1.54 4 .054 8 .013 31 .006 10 .009 13 .002 11 206 min -.135 6 -.054 6 -.015 11 -.005 31 -.003 7 -.003 31 207 4 max 1.588 4 .046 6 .017 11 .006 11 .025 11 .061 8 208 min -.301 6 -.046 8 -.029 31 -.006 31 -.047 31 -.061 I6 209 5 max 1.631 4 .062 8 .044 31 .008 11 0 3 0 3 210 min -.31 6 -.062 6 -.028 11 -.01 31 0 3 0 3 211 M57 1 max 5.078 4 .058 6 .012 31 0 3 0 3 0 3 212 min -.189 7 -.058 8 i -.006 7 0 3 0 3 0 3 213 2 max 5.233 4 .039 8 .002 31 .008 11 .019 31 .07 8 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 7 • .a aims liCs3 .(WI N.6•O JEEC MGT TECHNOLOGIES 11777 BERNARDO PLAZA CT. STE. 1 OS SAN DIEGO, CA 92128, Mar 22, 2016 PHOIf 8(pMB) 444-3344 Fto(C((�'fBJR�j�5Q$j� ��(3" 56-47B 1 www.Fl.�ARES. COM Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearl LC Tor auefk-...LC v -v Momentfk-ftl LC z -z Moment k- 214 min -.178 7 -.04 10 -.001 11 -.015 31 -.009 7 -.07 6 215 3 max 5.228 4 .04 8 0 7 .008 11 .021 31 .015 10 216 min -.178 7 -.041 10 0 13 -.015 31 -.011 11 -.008 8 217 4 max 5.449 4 .049 10 .005 11 .021 7 .018 31 .096 10 218 min -.213 7 -.048 8 -.008 31 -.043 31 -.011 11 -.093 8 219 5 max 5.444 4 .048 10 .006 11 .021 7 0 3 0 3 220 min -.213 7 -.047 8 -.011 31 -.043 31 0 3 0 3 221 M13 1 max .084 6 .006 4 .002 7 0 31 .004 31 .011 10 222 min -.088 12 -.001 8 -.003 31 0 11 -.002 7 -.006 8 223 2 max .083 6 .003 10 0 7 0 31 .001 7 .003 6 224 min -.087 12 -.001 8 -.001 31 0 11 -.002 31 -.003 12 225 3 max .082 6 .001 6 0 31 0 31 .002 7 0 6 226 min -.087 12 -.001 8 0 7 0 11 -.004 31 -.005 4 227 4 max .082 6 .001 6 .002 31 0 31 0 7 .003 8 228 min -.086 12 -.003 12 0 7 0 11 -.001 31 -.003 I6 229 5 max .1 12 .073 6 .007 31 .002 31 .005 31 .025 12 230 min -.096 6 -.085 12 -.003 7 0 7 -.003 7 -.017 6 231 M15 1 max .108 10 .263 10 .002 7 .001 31 0 31 .046 10 232 min -.097 8 -.116 8 -.004 31 0 11 -.001 11 -.027 8 233 2 max .041 8 .003 6 0 11 .001 31 0 7 .004 6 234 min -.234 4 -.003 12 + -.001 31 0 11 -.002 31 -.006 12 235 3 max .041 8 .003 6 0 11 .001 31 .002 7 0 8 236 min -.234 4 -.005 12 0 31 0 11 -.003 31 -.002 4 237 4 max .042 8 .003 6 0 4 .001 31 .002 11 .005 12 238 min -.234 4 -.006 12 0 7 0 11 -.003 31 -.005 6 239 5 max .042 8 .003 6 .001 31 .001 31 .002 11 .013 12 240 min -.234 4 -.007 12 0 7 0 11 -.002 31 -.009 6 241 M21 1 max .114 8 .178 8 .005 31 0 31 .003 7 .048 8 242 min -.115 6 -.178 6 -.002 7 0 4 -.005 31 -.048 6 243 2 max .106 6 .007 8 .002 31 0 31 .001 6 .009 8 244 min -.106 8 -.007 6 0 7 0 11 -.001 31 -.01 10 245 3 max .106 6 .007 8 .001 31 0 31 0 31 0 6 246 min -.107 8 -.008 10 0 10 0 11 0 11 -.002 12 247 4 max .107 6 .007 8 0 8 0 31 .002 31 .011 10 248 min -.107 8 -.009 10 0 10 0 11 -.001 10 -.01 8 249 5 max .107 6 .007 8 0 8 0 31 .002 8 .024 10 250 min -.108 8 -.01 10 0 10 0 11 -.003 10 -.02 8 251 M22 1 max .107 6 .007 10 .002 31 0 31 0 3 0 3 252 min -.107 8 -.005 8 0 7 0 4 0 3 0 3 253 2 max .108 6 .006 10 .001 31 0 31 .002 31 .007 8 254 min -.108 8 -.005 8 0 7 0 4 -.001 7 -.009 10 255 3 max .108 6 .005 6 0 31 0 31 .003 31 .014 8 256 min -.108 8 -.005 8 0 7 0 4 -.001 7 -.016 10 257 4 max .109 6 .005 6 0 7 0 31 .002 31 .021 8 258 min -.109 8 -.005 8 ; 0 31 0 4 -.001 7 -.021 10 259 5 max .109 8 .166 8 .002 7 0 7 0 3 0 3 260 min -.109 6 -.166 6 -.004 ', 31 0 4 0 3 0 3 261 M23 1 max .089 8 .131 8 .004 31 0 8 0 3 0 3 262 min -.089 6 -.131 6 -.002 ' 7 0 4 0 3 0 3 263 2 max .085 6 .005 10 0 131 0 31 .002 31 .017 I6 264 min -.085 8 -.004 8 0 7 0 4 -.001 7 -.0178 265 3 max .086 6 .004 6 0 8 0 31 .003 31 .011 I6 266 I min -.086 8 -.004 8 0 10 0 4 -.001 7 -.011 8 267 4 max .086 6 .004 6 0 7 0 31 .002 31 .006 16 268 min -.086 8 -.004 8 0 131 0 4 0 7 -.006 12 269 5 maxi .087 6 .004 6( 0 7 0 31 0 3 0 3 270 min! -.087 8 -.005 12 , -.002 :31 0 4 0 3 0 , 3 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 8 AEe,SIN 41c/2urNUB •?lCIAIECjM T TECHNOLOGIES 1 1777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 921213 Mar 22, 2016 PHoP 8(pgiB) 444-3344 Fb ARE56-4761 www. 9.COM Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearfkl LC z Shearfkl LC Torouefk-...LC v -v Momentfk-ftl LC z -z Momentfk- 271 M24 1 max .084 6 .005 8 .002 8 0 31 .006 6 .014 8 272 min -.084 8 -.005 6 -.002 10 0 11 -.006 8 -.015 10 273 2 max .085 6 .005 8 .002 8 0 31 .003 6 .007 8 274 min -.085 8 -.005 6 -.002 110 0 11 -.003 8 -.009 10 275 3 max .085 6 .005 8 .002 8 0 31 0 6 0 8 276 min -.085 8 -.006 10 -.002 10 0 11 -.001 4 -.002 4 277 4 max .086 6 .005 8 .002 8 0 31 .003 8 .007 10 278 min -.086 8 -.007 10 -.002 10 0 11 -.004 10 -.006 8 279 5 max .086 8 .14 8 .002 7 .001 31 .006 8 .039 10 280 min -.086 6 -.14 6 -.005 31 -.001 11 -.008 10 -.035 8 281 M25 1 max .101 8 .009 12 .003 31 0 31 .002 7 .021 12 282 min -.102 6 -.007 6 -.001 7 0 11 -.003 31 -.02 6 283 2 max .101 8 .008 12 .002 31 0 31 0 8 .01 8 284 min -.101 6 -.007 6 0 7 0 11 0 31 -.01 6 285 3 max .1 8 .007 8 0 31 0 31 .001 31 0 8 286 min -.101 6 -.007 6 0 7 0 11 0 7 -.002 10 287 4 max .1 8 .007 8 0 6 0 31 .002 31 .009 6 288 min -.1 6 -.007 6 0 8 0 11 0 7 -.009 12 289 5 max .113 6 .173 8 .002 7 .002 31 0 6 .046 6 290 min -.114 8 -.173 6 -.003 31 -.001 11 0 8 -.046 8 291 M26 1 max .104 6 .166 8 .004 31 .001 31 .002 8 .029 12 292 min -.104 8 -.166 6 -.002 7 -.001 11 -.002 6 -.028 6 293 2 max .107 8 .002 4 0 31 0 31 .001 31 0 10 294 min -.107 6 0 31 0 8 0 4 0 6 0 8 295 3 max .106 8 0 12 0 6 0 31 .002 31 0 6 296 min -.106 6 0 31 0 8 0 4 0 7 -.002 12 297 4 max .106 8 0 8 0 6 0 31 0 31 .001 6 298 min -.106 6 0 10 -.001 31 0 4 0 8 -.002 12 299 5 max .105 8 0 8 0 7 0 31 .002 6 .002 6 300 min -.105 6 -.002 4 -.002 31 0 4 -.002 8 -.002 8 301 M27 1 max .085 8 .004 4 .002 31 0 31 .003 8 .007 12 302 min -.085 6 -.001 6 -.001 18 0 4 -.003 6 -.003 6 303 2 max .085 8 .003 12 .001 6 0 31 .002 8 .002 12 304 min -.085 6 -.001 6 -.001 8 0 4 -.002 6 -.002 6 305 3 max .084 8 .001 12 .001 6 0 31 .002 31 0 8 306 min -.084 6 -.001 6 -.001 8 0 4 0 7 -.002 10 307 4 max .084 8 .001 8 .001 6 0 31 .002 6 0 6 308 min -.084 6 -.001 10 -.001 8 0 4 -.002 8 -.002 12 309 5 max .083 6 .13 8 .002 7 0 31 .003 6 .024 6 310 min -.083 8 -.13 6 I -.004 31 0 11 -.003 8 -.024 18 311 M28 1 max .084 6 .134 8 .003 31 .001 31 .006 8 .036 12 312 min -.084 8 -.134 6 -.002 8 0 11 -.006 6 -.034 6 313 2 max .079 8 .006 12 .002 6 0 31 .003 8 .006 12 314 min -.079 6 -.005 6 -.002 8 0 11 -.003 6 -.006 6 315 3 max .079 8 .005 12 .002 16 0 31 .002 31 0 6 316 min -.079 6 -.005 6 -.002 8 0 11 0 7 -.002 12 317 4 max .079 8 .005 8 .002 6 0 31 .003 6 .007 6 318 min -.079 6 -.005 6 -.002 8 0 11 -.003 8 -.008 12 319 5 max .078 8 .005 8 .002 6 0 31 .006 6 .013 6 320 min -.078 6 -.005 6 -.003 31 0 11 -.006 8 -.013 8 321 M29 1 max .085 8 .007 10 .003 7 .002 31 .007 31 .013 10 322 min -.091 10 -.004 8 -.006 31 -.001 11 -.004 7 -.01 8 323 2 max .086 8 .006 10 .002 7 .002 31 .001 4 .005 10 324 min -.091 10 -.004 8 -.005 31 -.001 11 0 7 -.005 8 325 3 max .086 8 .004 10 .002 7 .002 31 .002 7 0 6 326 min -.091 10 -.004 8 -.004 31 -.001 11 -.005 31 -.001 (4 327 4 max .087 8 .004 6 .002 7 .002 31 .004 7 .005 1 8 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 9 TECHNOLOGIES• 1 1 777 BERNARDO PLAZA CT. STE. 1 OS SAN DIEGO, CA 92128 Mar 22, 2016 PHo158(pMB) 444-3344 FAX 56-47B 1 www.ARE9.cOM Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearfkl LC Tor ouefk-...LC v -v Momentfk-ftl LC z -z Momentfk- 328 min -.092 10 -.004 8 -.003 31 -.001 11 -.009 31 -.006 10 329 5 max .087 8 .004 6 .001 7 .002 31 .006 7 .01 8 330 min -.092 10 -.004 8 -.002 31 -.001 11 -.012 31 -.01 6 331 M30 1 max .092 12 .073 6 .004 7 .002 31 .004 31 .017 6 332 min -.087 6 -.073 8 -.007 31 0 7 -.002 7 -.017 8 333 2 max .085 6 .003 10 0 7 .001 31 .002 7 .002 6 334 min -.09 12 0 8 -.002 31 0 7 -.003 31 -.003 12 335 3 max .084 6 0 6 0 7 .001 31 .003 7 0 8 336 min -.089 12 -.001 12 0 31 0 7 -.006 31 -.005 4 337 4 max .083 6 0 6 .001 31 .001 31 .002 7 .003 8 338 min -.088 12 -.003 4 I 0 7 0 7 -.005 31 -.003 6 339 5 max .083 6 0 6 .003 31 .001 31 0 31 .012 12 340 min -.088 12 -.006 4 -.001 7 0 7 0 7 -.005 6 341 M34 1 max .198 31 .291 31 .002 6 0 31 .002 7 .064 31 342 min -.099 7 -.146 7 -.002 8 0 11 -.005 31 -.032 7 343 2 max .084 7 .006 31 .001 31 0 31 .001 7 .008 31 344 min -.169 31 -.003 7 0 7 0 11 -.003 31 -.004 17 345 3 max .085 7 .006 31 .001 31 0 31 0 6 0 7 346 min -.17 31 -.003 7 0 7 0 11 0 31 -.002 4 347 4 max .085 7 .006 31 .001 31 0 31 .001 31 .005 7 348 min -.171 31 -.003 11 0 7 0 11 0 7 -.01 31 349 5 max .086 7 .006 31 .001 31 0 31 .003 31 .009 7 350 min -.172 31 -.005 11 0 6 0 11 -.002 7 -.018 31 351 M35 1 max .086 7 .006 31 .002 31 .001 31 .005 11 .017 31 352 min -.172 31 -.003 7 -.001 11 0 7 -.009 31 -.008 7 353 2 max .086 7 .006 31 .002 31 .001 31 .003 11 .009 31 354 min -.173 31 -.003 7 -.001 11 0 7 -.006 31 -.004 7 355 3 max .087 7 .006 31 .002 31 .001 31 .002 11 0 31 356 min -.174 31 -.003 7 -.001 11 0 7 -.003 31 -.001 11 357 4 max .087 7 .006 31 .002 31 .001 31 0 6 .003 7 358 min -.175 31 -.003 7 -.001 11 0 7 0 8 -.007 31 359 5 max .187 31 .291 31 .002 31 .001 31 .004 31 .031 7 360 min -.093 7 -.145 7 -.002 6 0 7 -.002 7 -.062 31 361 M40 1 max .06 11 .007 4 .002 8 0 31 .002 6 .015 11 362 min -.107 31 -.003 31 -.002 6 0 11 -.002 8 -.013 31 363 2 max .06 11 .004 11 0 8 0 31 0 12 .003 7 364 min -.105 31 -.003 31 0 6 0 11 -.001 31 -.006 31 365 3 max .059 11 .002 11 0 31 0 31 .002 8 0 7 366 min -.104 31 -.003 31 0 11 0 11 -.002 6 -.005 4 367 4 max .058 11 .001 7 0 6 0 31 0 31 .006 31 368 min -.102 31 -.003 31 0 8 0 11 0 10 -.005 11 369 5 max .115 31 .045 7 .003 6 .001 31 .003 6 .027 31 370 min -.062 11 -.089 31 -.003 8 -.001 11 -.003 8 -.014 7 371 M41 1 max .101 31 .056 11 .003 8 0 31 0 3 0 3 372 min -.057 11 -.086 31 -.003 6 -.001 10 0 3 0 3 373 2 max .06 11 .002 4 0 8 0 31 .003 8 .011 31 374 min -.106 31 0 7 0 6 0 4 -.003 6 -.015 ,11 375 3 max .059 11 .001 31 0 6 0 31 .004 8 .007 31 376 min -.104 31 0 111 0 8 0 4 -.004 6 -.017 4 377 4 max .058 11 .001 31 0 6 0 31 .003 8 .004 31 378 min -.103 31 -.003 4 0 8 0 4 -.003 6 -.012 4 379 5 max .058 11 .001 31 .002 6 0 31 0 3 0 3 380 min -.101 31 -.006 4 -.002 8 0 4 0 3 0 3 381 M42 1 max .042 11 .006 4 .002 $ 8 0 8 .003 6 .011 4 382 min -.056 31 0 31 -.002 6 0 10 -.003 8 -.003 ' 31 383 2 max .041 11 .003 4 0 8 0 8 0 8 0 7 384 min -.055 31 0 31 1 0 , 6 0 10 0 6 -.002 ; 31 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 10 S.i. *ICUWING.2Roae� ame T E c B N o L 0 G I E s �IVV�I a IV 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 Mar 22, 2016 PHO1115$(pj8) 444-3344 FAX C(Jf 56-4781 WWfwd . ) ES.COM Envelope Member Section Forces (Continued) Member Sec Axialfkl LC v Shearfkl LC z Shearfkl LC Torquefk-...LC v -v Momentfk-ftl LC z -z Moment[k- 385 3 max .041 11 0 11 0 8 0 8 .002 8 0 7 386 min -.053 31 0 31 0 10 0 10 -.002 6 -.005 4 387 4 max .04 11 0 7 0 6 0 8 .001 8 .001 31 388 min -.051 31 -.003 4 0 8 0 10 -.002 10 -.002 14 389 5 max .055 31 .026 11 .003 6 0 31 .001 6 .01 31 390 min -.044 11 -.042 31 -.003 8 0 11 -.002 12 -.005 7 391 M43 1 max .047 31 .044 11 .003 8 .001 31 .002 6 .019 4 392 min -.04 11 -.042 31 -.003 6 -.001 11 -.002 8 -.01 31 393 2 max .041 11 .004 4 0 8 0 31 .001 8 .001 11 394 min I -.049 31 0 31 0 6 0 11 -.001 6 -.001 31 395 3 max .04 11 0 4 0 7 0 31 .002 8 0 31 396 min -.048 31 0 31 0 131 0 11 -.002 6 -.005 4 397 4 max .039 11 0 7 0 6 0 31 .002 8 .001 31 398 min -.046 31 -.002 4 0 8 0 11 -.002 10 -.004 4 399 5 max .039 11 0 7 .002 6 0 31 .002 6 .005 4 400 min -.044 31 -.005 4 -.002 8 0 11 -.002 12 -.001 7 401 M47 1 max .01 7 .011 7 .002 8 0 8 .001 10 .004 7 402 min -.024 13 -.029 13 -.002 6 0 10 -.003 31 -.008 31 403 2 max .019 4 0 7 0 8 0 31 .001 11 .001 7 404 min -.004 7 -.002 31 0 6 0 11 -.002 31 -.003 13 405 3 max .019 4 0 7 0 8 0 31 0 7 0 31 406 min -.005 7 -.002 13 0 6 0 11 -.002 31 -.001 4 407 4 max .019 4 0 7 0 6 0 31 0 7 .002 31 408 min -.005 7 -.003 4 0 8 0 11 -.002 31 -.001 7 409 5 max .019 4 0 7 0 6 0 31 0 7 .007 13 410 min -.006 7 -.005 4 0 8 0 11 -.002 31 -.002 7 411 M48 1 max .021 4 .001 13 .001 8 .001 31 .005 4 .002 31 412 min -.004 7 0 7 -.002 31 0 7 -.002 8 -.003 11 413 2 max .021 4 0 31 .001 7 .001 31 .003 11 .001 31 414 min -.005 7 0 11 -.002 31 0 7 -.003 31 -.003 4 415 3 max .021 4 0 31 .001 7 .001 31 .003 11 0 7 416 min -.005 7 -.002 4 -.002 31 0 7 -.006 31 -.002 4 417 4 max .021 4 0 31 .001 7 .001 31 .004 7 .002 4 418 min -.005 7 -.004 4 -.002 31 0 7 -.008 31 -.001 31 419 5 max .006 7 .01 7 .002 6 0 31 .006 7 .014 4 420 min -.02 4 -.041 4 -.002 12 0 7 -.012 31 0 7 421 M53 1 max .06 31 .006 4 .002 6 0 31 .002 8 .01 13 422 min -.036 11 0 7 -.002 8 0 11 -.003 6 -.004 7 423 2 max .058 31 .003 4 0 6 0 31 0 10 .004 31 424 min -.036 11 0 7 0 8 0 11 0 8 -.003 11 425 3 max .057 31 .002 31 0 31 0 31 .002 6 0 31 426 min -.035 11 0 7 0 11 0 11 -.002 8 -.005 4 427 4 max .055 31 .002 31 0 8 0 31 0 6 .002 7 428 min -.034 11 -.003 4 0 6 0 11 0 12 -.004 31 429 5 max .041 11 .049 31 .003 8 .001 31 .003 8 .016 11 430 min -.065 31 -.04 11 -.003 I6 -.001 11 -.003 6 -.016 31 431 M54 1 max .035 11 .046 31 .003 6 0 31 0 3 0 3 432 min -.053 31 -.023 7 -.003 8 0 11 0 3 0 3 433 2 max .056 31 .003 4 0 6 0 8 .003 6 .003 7 434 min -.037 11 0 31 0 8 0 10 -.003 8 -.01 4 435 3 max .055 31 0 11 0 12 0 8 .004 6 .002 7 436 min -.037 11 0 31 0 16 0 10 -.004 8 -.014 4 437 4 max .053 31 0 7 0 8 0 8 .003 6 0 7 438 min -.036 11 -.003 4 0 6 0 10 -.003 8 -.01 4 439 5 max .051 31 0 7 .002 8 0 8 0 3 0 3 440 min -.035 11 -.006 4 -.002 6 0 10 0 3 0 3 441 M55 1 max .006 31 .006 4 .001 6 0 31 .001 8 .011 4 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 11 ,.'1'• oO.IECtlame • TECHNOLOGIESe• 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 Mar 22, 2016 PHOP 8(PMB) 444-3344 F� 56-47B 1 www. ARE COM Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearlkl LC Torauefk-...LC v -v Momentfk-ftl LC z -z Moment(k- 442 min -.023 4 0 7 -.001 8 0 4 -.001 6 0 7 443 2 max .004 31 .003 4 0 6 0 31 .002 6 0 31 444 min -.023 4 0 7 0 8 0 4 -.002 8 -.001 11 445 3 max .002 31 0 31 0 8 0 31 .002 6 0 31 446 min -.023 4 0 7 0 6 0 4 -.002 8 -.005 4 447 4 max 0 6 0 31 0 8 0 31 0 6 0 7 448 min -.023 4 -.003 4 0 6 0 4 0 8 -.002 4 449 5 max .021 4 0 6 .004 8 0 31 .003 8 .013 4 450 min -.004 31 -.029 4 -.004 6 -.001 10 -.003 6 -.002 31 451 M56 1 max .024 4 0 7 .003 6 .001 31 .001 8 .006 4 452 min -.003 7 -.006 4 -.003 8 -.001 11 -.002 10 -.003 31 453 2 max .002 6 .003 4 0 6 0 31 .002 6 0 7 454 min -.019 4 0 31 0 8 0 11 -.002 12 -.002 4 455 3 max .002 6 0 7 0 11 0 31 .003 6 0 7 456 min -.019 4 0 31 0 31 0 11 -.003 8 -.005 4 457 4 max .002 6 0 7 0 8 0 31 .001 6 .001 31 458 min -.019 4 -.003 4 0 6 0 11 -.001 8 0 11 459 5 max .002 7 0 7 .002 8 0 31 .002 8 .011 4 460 min -.019 4 -.006 4 -.002 6 0 11 -.002 6 -.001 7 461 M58 1 max .216 4 .003 6 .003 11 0 4 .016 31 .009 6 462 min -.041 6 -.003 8 -.005 31 0 7 -.011 11 -.011 12 463 2 max .216 4 .003 6 .003 11 0 4 .01 31 .005 6 464 min -.041 6 -.004 12 -.004 31 0 7 -.007 11 -.007 12 465 3 max .216 4 .003 6 .003 11 0 4 .005 31 0 6 466 min -.042 6 -.005 12 -.003 31 0 7 -.003 11 -.002 . 4 467 4 max .216 4 .003 6 .002 11 0 4 .002 31 .005 12 468 min -.042 6 -.006 12 -.002 31 0 7 0 7 -.004 6 469 5 max .091 6 .114 6 .002 4 .001 31 .004 4 .048 12 470 min -.091 8 -.219 12 0 7 0 7 0 8 -.027 6 471 M59 1 max .083 8 .004 6 .002 7 0 31 .011 31 .01 6 472 min -.083 6 -.004 8 -.004 31 0 7 -.006 7 -.012 12 473 2 max .083 8 .004 6 .002 7 0 31 .006 31 .005 6 474 min -.083 6 -.004 12 -.003 31 0 7 -.003 7 -.007 12 475 3 max .083 8 .004 6 .001 7 0 31 .002 31 0 6 476 min -.083 6 -.005 12 -.003 31 0 7 -.001 11 -.001 4 477 4 max .084 8 .004 6 0 11 0 31 0 6 .006 12 478 min -.084 6 -.006 12 -.002 31 0 7 0 31 -.005 ' 6 479 5 max .084 8 .004 6 0 11 0 31 .001 7 .015 12 480 min -.084 6 -.007 12 0 31 0 7 -.002 31 -.01 ' 6 481 M4 1 max .007 7 1.399 4 .023 8 0 31 .034 6 .007 4 482 min -.014 31 0 7 -.023 6 -.024 4 -.034 8 0 :31 483 2 max .009 31 .7 4 .012 8 0 31 .01 8 0 7 484 min -.006 11 0 7 -.012 16 -.024 4 -.01 6 -2.66 .4 485 3 max .032 31 0 4 0 31 0 31 .025 8 0 7 486 min -.016 7 0 7 0 11 -.024 4 -.025 6 -3.55 : 4 487 4 max .055 31 0 31 .011 6 0 31 .01 8 0 7 488 min -.028 7 -.7 4 -.011 8 -.024 4 -.01 6 -2.66 4 489 5 max .078 31 0 31 .023 6 0 31 .033 6 .007 14 490 min -.039 7 -1.399 4 -.023 : 8 -.024 4 -.033 8 0 31 491 M5 1 max .009 8 1.873 4 .128 1 7 0 7 .028 6 .003 1 7 492 min -.009 6 -.185 31 -.255 131 0 4 -.028 8 -.272 { 4 493 2 max .002 7 .078 4 .009 8 0 7 .014 10 .016 31 494 ; min -.004 31 0 31 -.01510 0 4 -.014 8 -.511 4 495 3 max .002 7 .075 4 .009 j 8 0 7 .002 7 .017 31 496 min -.004 31 0 31 -.015 10 0 4 -.01 4 -.616 ' 4 497 1 4 max .002 7 .072 4 .009 1 8 0 7 .012 8 .018 31 498 min -.004 31 0 31 -.015 110 0 4 -.027 10 -.717 4 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 12 • .I� TECH N O L O G I E S IVB . 11777 BERNARDO PLAZA CT. STE. 1 DS SAN DIEGO, CA 92128 Mar 22, 2016 PN01158(13MB) 444-3344 FAX 56-4.7C81 wlWW. ARE- OM Envelope Member Section Forces (Continued) Member Sec Axialfkl LC v Shearfkl LC z Shearfkl LC Torauefk-...LC v -v Momentik-ftl LC z -z Momentfk- 499 5 max .009 6 .022 31 .073 4 0 7 .036 12 .333 4 500 min -.009 8 -1.647 4 '. -.018 6 0 4 -.03 6 -.002 7 501 M6 1 max .046 31 1.399 4 1 .023 6 .025 4 .036 12 .007 4 502 min -.023 7 0 7 -.023 8 0 31 -.035 6 0 31 503 2 max .023 31 .7 4 .012 6 .025 4 .013 10 0 7 504 min -.011 7 0 7 -.012 8 0 31 -.009 8 -2.66 4 505 3 max .01 12 0 4 0 31 .025 4 .024 6 0 7 506 min -.004 6 0 7 -.002 4 0 31 -.024 8 -3.55 4 507 4 max .016 11 0 31 .011 8 .025 4 .01 6 0 7 508 min -.023 31 -.7 4 -.011 6 0 31 -.01 8 -2.66 4 509 5 max .025 11 0 31 .023 8 .025 4 .034 8 .007 4 510 min -.046 31 -1.399 4 -.023 6 0 31 -.034 6 0 31 511 M7 1 max .002 7 .007 4 .01 6 0 7 .026 8 0 31 512 min -.004 31 0 7 -.01 8 0 4 -.026 6 -.019 4 513 2 max .002 7 .004 4 .01 6 0 7 .013 8 0 31 514 min -.004 31 0 7 -.01 8 0 4 -.013 6 -.026 4 515 3 max .002 7 0 4 .01 6 0 7 .002 7 0 31 516 min -.004 31 0 7 -.01 8 0 4 -.004 31 -.029 4 517 4 max .002 7 0 31 .01 6 0 7 .013 6 0 31 518 min -.004 31 -.003 4 -.01 8 0 4 -.013 8 -.028 4 519 5 max .003 8 0 31 .01 6 0 7 .026 6 0 31 520 min -.004 31 -.006 4 -.01 8 0 4 -.026 8 -.022 4 521 M9 1 max .022 8 1.41 4 .046 31 0 31 .032 7 .301 4 522 min -.022 6 0 7 -.023 7 0 7 -.064 31 -.001 31 523 2 max .011 8 .705 4 .023 31 0 31 .024 31 0 7 524 min -.011 6 0 7 -.011 7 0 7 -.012 7 -2.386 4 525 3 max 0 6 0 31 0 12 0 31 .053 31 0 7 526 min 0 12 0 11 ' 0 6 0 7 -.026 7 -3.282 4 527 4 max .012 6 0 31 .011 7 0 31 .023 31 0 7 528 min -.012 8 -.705 4 -.023 31 0 7 -.012 7 -2.386 4 529 5 max .023 6 0 31 .023 7 0 31 .032 7 .301 4 530 min -.023 8 -1.41 4 -.046 31 0 7 -.064 31 -.001 31 531 M10 1 max .01 31 .006 4 .015 31 .291 4 .026 7 .004 4 532 min -.005 7 0 31 -.007 7 -.001 31 -.052 31 0 7 533 2 max .008 31 .003 4 .015 31 .291 4 .016 7 0 31 534 min -.004 7 0 31 ' -.007 7 -.001 31 -.032 31 -.003 4 535 3 max .006 31 0 7 .015 31 .291 4 .006 11 0 31 536 min -.003 7 0 31 -.007 7 -.001 31 -.011 31 -.005 4 537 4 max .005 13 0 7 .015 31 .291 4 .009 31 0 31 538 min -.002 7 -.003 4 -.007 7 -.001 31 -.005 7 -.003 4 539 5 max .004 4 0 7 .015 31 .291 4 .03 31 .004 4 540 min -.001 7 -.006 4 -.007 7 -.001 31 -.015 7 0 7 541 M11 1 max .014 6 2.256 4 .039 7 0 31 .021 31 .003 7 542 min -.016 12 -.011 7 -.092 13 0 7 -.01 7 -.281 4 543 2 max .005 8 0 8 .003 7 0 31 .014 7 .004 7 544 min -.009 31 -.275 4 ; -.007 31 0 7 -.029 31 -.626 4 545 3 max .024 8 2.127 13 .318 31 0 31 .053 31 1.425 4 546 min -.024 6 -2.729 4 1 -.159 7 0 7 -.035 11 -.021 7 547 4 max .014 31 .282 4 I .013 11 0 31 .019 31 .005 7 548 min -.007 7 -.003 311 -.021 31 0 7 -.012 11 -.62 4 549 5 max .019 12 .069 7 .095 7 0 31 .017 11 .008 31 550 min -.015 6 -2.179 4 -.19 31 0 7 -.02 31 -.296 4 551 M12 1 max .009 7 .006 4 .002 8 0 31 .012 11 .004 4 552 min -.018 31 0 31 ' -.003 31 -.291 4 -.015 31 0 ' 7 553 2 max .008 7 .003 4 .001 7 0 31 .012 11 0 31 554 min -.016 31 0 311 -.003 4 ' 31 -.291 4 -.019 31 -.003 4 555 3 max .007 7 0 7 .001 7 0 31 .011 7 0 31 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 13 ltcOld'> xtilN.c•IV1oOe�IVame T E C H N O L O G I E S 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 9212a Mar 22, 2016 PHOrii98(]9MB) 444-3344 Fad 56-4791 www.ARES.colt Envelope Member Section Forces (Continued) Member Sec Axial ] LC v Shear ] LC z Shear(k] LC Tor ouefk-...LC v -v Momentfk-ftl LC z -z Momentfk- 556 N50 max min -.015 31 0 31 -.003 31 -.291 4 -.023 31 -.005 4 557 2 4 max .006 7 0 7 .001 7 0 31 .013 7 0 31 558 3 3 min -.013 31 -.003 4 -.003 31 -.291 4 -.027 31 -.003 4 559 0 5 max .005 7 0 7 .002 6 0 31 .015 7 .004 4 560 31 0 min -.011 31 -.006 4 -.003 31 -.291 4 -.031 31 0 7 561 M1 1 max .117 7 1.472 4 .007 6 0 3 0 3 0 3 562 -.008 31 min -.958 4 -.004 7 -.007 8 0 3 0 3 0 3 563 .006 2 max .12 7 .736 4 .004 6 0 3 .02 6 .011 7 564 min -.481 4 -.002 7 -.004 8 0 3 -.02 8 -4.017 4 565 3 max .123 7 0 3 0 3 0 3 .027 6 .015 7 566 min -.247 31 0 3 0 3 0 3 -.027 8 -5.356 4 567 4 max .473 4 .002 7 .004 8 0 3 .02 6 .011 7 568 min -.253 31 -.736 4 -.004 6 0 3 -.02 8 -4.017 4 569 5 max .95 4 .004 7 .007 8 0 3 0 3 0 3 570 min -.259 31 -1.472 4 -.007 6 0 3 0 3 0 3 571 M2 1 max .218 7 1.472 4 .007 6 0 3 0 3 0 3 572 min -.906 4 -.004 7 I -.007 8 0 3 0 3 0 3 573 2 max .221 7 .736 4 .004 6 0. 3 .02 6 .011 7 574 min -.487 13 -.002 7 -.004 8 0 3 -.02 8 -4.017 4 575 3 max .224 7 0 3 0 3 0 3 .027 6 .015 7 576 min -.448 31 0 3 0 3 0 3 -.027 8 -5.356 4 577 4 max .565 11 .002 7 .004 8 0 3 .02 6 .011 7 578 min -.454 31 -.736 4 -.004 6 0 3 -.02 8 -4.017 4 579 5 max 1.003 4 .004 7 .007 8 0 3 0 3 0 3 580 min -.46 31 -1.472 4 -.007 6 0 3 0 3 0 3 581 M3 1 max .946 4 1.472 4 .007 6 .023 4 0 3 0 3 582 min -.172 7 -.008 31 -.007 8 -.003 7 0 3 0 3 583 2 max .467 13 .736 4 .004 6 .023 4 .02 6 .023 31 584 min -.169 7 -.004 31 -.004 8 -.003 7 -.02 8 -4.055 4 585 3 max .332 31 0 3 0 3 .023 4 .027 6 .03 31 586 min -.166 7 0 3 0 3 -.003 7 -.027 8 -5.406 4 587 4 max .326 31 .004 31 .004 8 .023 4 .02 6 .023 31 588 min -.53 4 -.736 4 -.004 6 -.003 7 -.02 8 -4.055 4 589 5 max .32 31 .008 31 .007 8 .023 4 0 3 0 3 590 min -1.022 4 -1.472 4 -.007 6 -.003 7 0 3 0 3 591 M8 1 max 1.084 4 1.472 4 .007 6 .003 4 0 3 0 3 592 min -.026 7 -.008 31 -.007 8 0 31 0 3 0 3 593 2 max .592 4 .736 4 .004 6 .003 4 .02 6 .023 31 594 min -.023 7 -.004 311 -.004 8 0 31 -.02 8 -4.055 4 595 3 max .1 4 0 3 0 3 .003 4 .027 6 .03 31 596 min -.02 7 0 3 0 3 0 31 -.027 8 -5.406 4 597 4 max .034 31 .004 31 .004 8 .003 4 .02 6 .023 31 598 min -.392 4 -.736 4 -.004 6 0 31 -.02 8 -4.055 4 599 5 max .028 31 .008 31 .007 8 .003 4 0 3 0 3 600 min -.884 4 -1.472 4 -.007 16 0 31 0 3 0 3 Envelope Joint Reactions Joint X fk LC LC MX 0c -ft] LC MY fk-fti 1 N50 max .05 8 2.442 4 .019 31 0 3 .004 31 0 3 2 min -.05 I 6 -.112 6 -.01 7 0 1 3 -.003 12 0 3 3 N52 max .062 12 1.605 4 .017 31 0 3 .013 7 0 3 4 min -.059 ' 6 -.075 6 -.009 7 0 1 3 -.026 31 0 3 5 N24 max .061 8 2.513 4 .104 31 0 3 .005 11 0 3 6 min -.0710 -.2 31 -.052 7 0 3 -.008 31 0 3 7 N26 max .049 18 1.606 4 .128 31 0 13 .006 31 0 3 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 14 CLEEACTN ra �N/2.Vod'eEC.X MGT TECHNOLOGIES 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 Mar 22, 2016 PHOP 8(898) 444-3344 FAX 56-4781 wlwW. ARE3.COM Envelope Joint Reactions (Continued) Joint X fkl LC Y fkl LC Z fk LC MX fk-ftl LC MY (k-ftl LC MZ fk-ft LC 8 min -.049 6 -.124 7 -.064 7 0 3 -.003 7 0 3 9 N2 max .007 8 1.752 4 .222 31 0 3 0 6 0 3 10 min -.007 6 -.134 31 -.111 7 0 3 0 12 0 3 11 N4 max .007 8 1.78 4 .391 31 0 3 0 3 0 3 12 min -.007 6 -.244 31 -.195 7 0 3 0 3 0 3 13 N62 max .07 8 3.418 4 .041 31 0 3 .008 11 0 3 14 min -.07 6 -.316 6 -.021 11 0 3 -.009 31 0 3 15 N64 max .061 8 1.631 4 .044 31 0 3 .008 11 0 3 16 min -.062 6 -.31 6 -.027 11 0 3 -.01 31 0 3 17 N36 max .071 8 1.525 4 .065 31 0 3 .007 10 0 3 18 min -.07 6 -.317 8 -.037 11 0 3 -.005 31 0 3 19 N38 max .063 8 3.082 4 .07 31 0 3 .006 11 0 3 20 min -.062 6 -.305 8 -.036 11 0 3 -.008 31 0 3 21 N74 max .058 8 5.078 4 .012 31 0 3 0 3 0 3 22 min -.058 6 -.189 7 -.006 7 0 3 0 3 0 3 23 Totals: max .557 8 26.431 4 1.114 31 24 min -.557 6 0 31 -.557 7 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\196inch 3d.R3D] Page 15 AVARES /ASSOCIATES 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 It N•CONSULTING•PROJECT MGT M21 33 46 8 PHONE: (858) 444-3344 FAX: (858) 356-4781 www.RSTAVARES.coM 52 54 34 59 12 N31 20 17 N9 14 11 N10 1 15 Envelope Only Solution SK - 1 Apr 7, 2016 at 7:00 PM Cantilever.R3D aeS, CNN VCIa +t I 1NA•IRFOJE`Name TECHNOLOGIES • • • 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 921 28 Apr 7, 2016 PHOIPE1(pgi8) 444-3344 FAX �Ai2 8 56-471 www. �lw.E 9. c o IH (Global) 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 (inA2) 144 Merge Tolerance in .12 P -Delta Analysis Tolerance 0.50% Include P -Delta for Walis? Yes Automatically Iterate Stiffness for Walis? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1.E-) 4 Y Vertical Axis Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): ASD Adjust Stiffness? Yes(lterative) RISAConnection Code AISC 14th(360-10): ASD AISI S100-10: ASD Cold Formed Steel Code Wood Code AWC NDS -12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-11: ASD Aluminum Code AA ADM1-10: 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 -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\Cantilever.R3D] Page 1 • • • • • -DIEM (IN *.t SI✓1trri •IVIODdle1`13ame T E C H N O L O G I E S • 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 9212a Apr 7, 2016 PI-I07J1cp B) 444-3344 Fe56-4781 www.ARE3.corn (Global) 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 SDS 1 S1 1 TL (sec) 5 Risk Cat I or II Om Z 1 Om X 1 Rho Z 1 Rho X 1 6 N28 Joint Boundary Conditions Joint Label X [k/in Y X Rot.[k-ft/radl 1 N5 Reaction Reaction Reaction 1.055e-15 13.161 2 2 N15 Reaction Reaction Reaction 13.161 Reaction M34 3 N16 Reaction Reaction Reaction 4 Reaction Y 4 N17 Reaction Reaction Reaction M36 Y -.113 5 N27 Reaction Reaction Reaction Y Reaction -.113 6 N28 Reaction Reaction Reaction -.057 Reaction 1.166e-15 Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft,%J No Data to Print ... Member Distributed Loads (BLC 5 : BLC 2 Transient Area Loads) Member Label Direction Start Maanitude[k/ft,F1 End Maanitude[k/ft,F1 Start Location[ft,° 1 M25 Y -.057 -.057 1.055e-15 13.161 2 M27 Y -.057 -.057 2.942e-15 13.161 3 M34 Y -.113 -.113 3.664e-15 13.161 4 M35 Y -.057 -.057 3.386e-15 13.161 5 M36 Y -.113 -.113 2.498e-15 13.161 6 M37 Y -.113 -.113 3.608e-15 13.161 7 M38 Y -.057 -.057 1.166e-15 13.161 Member Area Loads (BLC 2 : ) 1 Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf] N33 N34 N31 N32 Y A -B RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\Cantilever.R3D] Page 2 • • • • Lt30 G •,lod'e�`13ame : T E C C H N O l O G i E S 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 Apr 7, 2016 PHOIPE1(mi8) 444-3344 FAX 56-4781 www.AR£9.coM Load Combinations Fa.. B... Fa.. B... Fa.. B... Fa.. B... Fa 1 IBC 16-8 Yes Y .3 DL 1 8 .003 10 0 14 .008 12 .14 4 2 min -.285 14 -.017 14 -.003 2 IBC 16-9 Yes Y 10 DL 1 LL 1 LLS 1 .296 4 .028 8 .003 10 0 14 .003 12 .086 12 4 3 IBC 16-10 (a) Yes Y -.02 DL 1 12 -.007 2 -.017 2 -.089 I6 5 3 max .292 4 .025 8 .003 10 0 14 4 IBC 16-12 (b) (a) Yes Y 6 DL 1 ELX .7 14 -.023 14 -.003 12 -.007 2 -.015 2 -.047 6 7 4 max .288 5 IBC 16-12 (b) (b) Yes Y 10 DL 1 ELZ .7 .005 14 8 min -.288 6 -.028 6 I -.003 12 -.007 2 -.016 8 6 IBC 16-12 (b) (c) Yes Y 5 DL 1 ELX -.7 12 .003 10 0 14 .013 14 .063 6 10 min 1 -.29 6 -.032 7 IBC 16-12 (b) (d) Yes Y 2 DL 1 ELZ -.7 11 M2 1 max .19 14 .009 4 0 1 .003 14 0 1 0 1 8 IBC 16-14 (a) (a) Yes Y -.205 DL 1 ELX .525 LL .75 L... .75 0 1 1 13 2 max .193 14 .004 4 0 1 9 IBC 16-14 (a) (b) Yes Y -.003 DL 1 ELZ .525 LL .75 L...75 141 0 1 1 -.049 2 0 1 -.013 1 4 15 3 Imax .196 14 0 10 IBC 16-14 (a) (c) Yes Y 14 DL 1 ELX -.5•• LL .75 L... .75 4 0 1 0 1 1 -.049 2 0 1 -.017 4 17 11 IBC 16-14 (a) (d) Yes Y 14 DL 1 ELZ --5.. LL .75 L... .75 -.003 14 18 min -.198 12 -.004 4 I 0 1 12 IBC 16-16 (a) Yes Y -.013 14 DL .6 ELX .7 .203 6 -.002 14 0 1 .003 14 0 1 0 1 20 min -.197 13 IBC 16-16 (b) Yes Y 1 DL .6 ELZ .7 0 1 21 M3 1 max .046 6 .007 1 0 1 .003 12 0 1 14 IBC 16-16 (c) Yes Y min DL .6 ELX -.7 0 1 -.004 10 0 1 0 11 23 2 max .045 6 .003 1 15 IBC 16-16 (d) Yes Y 0 DL .6 ELZ -.7 16 OVERSTRENGTH 17 IBC 16-12 (b) (os -a) Y DL 1 ELX 1.75 18 IBC 16-12 (b) (os -b) Y DL 1 ELZ 1.75 19 IBC 16-12 (b) (os -c) Y DL 1 ELX -1 •.. 20 IBC 16-12 (b) (os -d) Y DL 1 ELZ -1... 21 IBC 16-14 (a) (os -a) Y DL 1 ELX 1.... LL .75 L... .75 22 IBC 16-14 (a) (os -b) Y DL 1 ELZ 1.-.. LL .75 L....75 23 IBC 16-14 (a) (os -c) Y DL 1 ELX -1... LL .751-.75 24 IBC 16-14 (a) (os -d) Y DL 1 ELZ -1--. LL .75 L... .75 25 IBC 16-16 (os -a) Y DL .6 ELX 1.75 26 IBC 16-16 (os -b) Y DL .6 ELZ 1.75 27 IBC 16-16 (os -c) Y DL .6 ELX -1... 28 IBC 16-16 (os -d) Y DL .6 ELZ -1... Envelope Member Section Forces -...LC v -v Moment(k-ftl LC z -z Momentfk-ftl LC 1 M1 1 max .3 4 .03 8 .003 10 0 14 .008 12 .14 4 2 min -.285 14 -.017 14 -.003 12 -.007 2 -.021 10 -.125 14 3 2 max .296 4 .028 8 .003 10 0 14 .003 12 .086 12 4 min -.286 14 -.02 14 -.003 12 -.007 2 -.017 2 -.089 I6 5 3 max .292 4 .025 8 .003 10 0 14 .002 14 .037 12 6 min 1 -.287 14 -.023 14 -.003 12 -.007 2 -.015 2 -.047 6 7 4 max .288 4 .023 12 .003 10 0 14 .007 14 .005 14 8 min -.288 6 -.028 6 I -.003 12 -.007 2 -.016 8 -.023 8 9 5 max .284 12 .022 12 .003 10 0 14 .013 14 .063 6 10 min 1 -.29 6 -.032 6 I -.003 12 -.007 2 -.019 8 -.065 8 11 M2 1 max .19 14 .009 4 0 1 .003 14 0 1 0 1 12 min I -.205 4 .002 141 0 1 -.049 2 0 1 0 1 1 13 2 max .193 14 .004 4 0 1 .003 14 0 1 -.003 14 14 mini -.203 4 0. 141 0 1 1 -.049 2 0 1 -.013 1 4 15 3 Imax .196 14 0 1 0 1 .003 14 0 1 -.004 14 16 min 1 -.2 4 0 1 0 1 1 -.049 2 0 1 -.017 4 17 4 max .199 14 0 14 0 1 .003 14 0 1 -.003 14 18 min -.198 12 -.004 4 I 0 1 -.049 2 0 1 -.013 14 19 5 max .203 6 -.002 14 0 1 .003 14 0 1 0 1 20 min -.197 12 -.009 4 0 1 -.049 2 0 1 0 1 21 M3 1 max .046 6 .007 1 0 1 .003 12 0 1 0 1 22 min -.047 8 .004 12 0 1 -.004 10 0 1 0 11 23 2 max .045 6 .003 1 0 1 .003 12 0 1 -.004 12 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\Cantilever.R3D] Page 3 A in. TECH CEHH N D 64 RIC OG G TENS • o gcilame • • • 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 9212a Apr 7, 2016 PHO7J1(pm8) 444-3344 F e((,jf 56.4781 WWW.F2�A'R'E9:COM Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearfkl LC Torauefk-...LC v -v Momentfk-ftl LC z -z Momentfk- 24 min -.046 8 .002 12 0 1 -.004 10 0 1 -.007 i 1 25 3 max .044 6 0 1 0 1 .003 12 0 1 -.006 12 26 min -.045 8 0 1 0 1 -.004 10 0 1 -.009 1 27 4 max .043 6 -.002 12 0 1 .003 12 0 1 -.004 12 28 min -.044 8 -.003 1 0 1 -.004 10 0 1 -.007 1 29 5 max .042 6 -.004 12 0 1 .003 12 0 1 0 1 30 min -.044 8 -.007 1 0 1 -.004 10 0 1 0 1 31 M4 1 max .163 10 .009 4 0 1 .002 14 0 1 0 1 32 min -.136 12 .002 14 0 1 -.01 2 0 1 0 1 33 2 max .159 10 .004 4 0 1 .002 14 0 1 -.003 14 34 min -.137 12 0 14 0 1 -.01 2 0 1 -.013 4 35 3 max .155 10 0 1 0 1 .002 14 0 1 -.004 14 36 min -.138 12 0 1 0 1 -.01 2 0 1 -.017 4 37 4 max .151 10 0 14 0 1 .002 14 0 1 -.003 14 38 min -.139 4 -.004 4 0 1 -.01 2 0 1 -.013 4 39 5 max .147 10 -.002 14 0 1 .002 14 0 1 0 1 40 min -.141 4 -.009 4 0 1 -.01 2 0 1 0 1 41 M5 1 max .044 12 .009 6 0 1 .029 2 0 1 0 1 42 min -.101 10 .002 12 0 1 -.001 12 0 1 0 1 43 2 max .047 12 .004 6 0 1 .029 2 0 1 -.003 12 44 min -.098 10 0 12 0 1 -.001 12 0 1 -.013 6 45 3 max .05 12 0 1 0 1 .029 2 0 1 -.004 12 46 min -.096 10 0 1 0 1 -.001 12 0 1 -.017 6 47 4 max .053 12 0 12 0 1 .029 2 0 1 -.003 12 48 min -.093 10 -.004 6 0 1 -.001 12 0 1 -.013 6 49 5 max .057 4 -.002 12 0 1 .029 2 0 1 0 1 50 min -.091 10 -.009 6 0 1 -.001 12 0 1 0 1 51 M6 1 max .048 12 .007 1 0 1 .023 2 0 1 0 1 52 min -.05 6 .004 12 0 1 0 12 0 1 0 1 53 2 max .049 12 .003 1 0 1 .023 2 0 1 -.004 12 54 min -.051 6 .002 12 0 1 0 12 0 1 -.007 1 55 3 max .05 12 0 1 0 1 .023 2 0 1 -.006 12 56 min -.052 6 0 1 0 1 0 12 0 1 -.009 1 57 4 max .051 12 -.002 12 0 1 .023 2 0 1 -.004 12 58 min -.053 6 -.003 1 0 1 0 12 0 1 -.007 1 59 5 max .052 12 -.004 12 0 1 .023 2 0 1 0 1 60 min -.054 6 -.007 1 0 1 0 12 0 1 0 1 61 M7 1 max .192 2 .053 2 0 14 0 1 0 1 0 1 62 min -.024 12 -.008 14 0 12 0 1 0 1 0 1 63 2 max .238 2 .005 6 .002 4 .025 4 .023 6 .007 14 64 min -.021 12 -.006 2 -.002 6 -.025 6 -.023 4 -.055 2 65 3 max .235 2 .002 6 .004 4 .025 4 .018 6 .001 14 66 min -.023 12 -.009 2 -.004 6 -.025 6 -.018 4 -.042 i 2 67 4 max .232 2 0 14 .005 4 .025 4 .01 6 0 14 68 min -.025 12 -.012 2 -.005 6 -.025 6 -.01 4 -.023 2 69 5 max .229 2 -.001 14 .006 4 .025 4 0 1 0 1 70 min -.027 12 -.015 2 i -.006 6 -.025 6 0 1 0 1 1 71 M8 1 max .026 6 .005 6 .002 4 .035 6 0 1 0 1 72 min -.073 2 .003 12' -.002 6 -.035 4 0 1 0 1 73 2 max .026 6 .002 6 0 4 .035 6 .001 4 -.002 12 74 min -.073 2 .001 12 0 6 -.035 4 -.001 6 -.004 6 75 3 max .026 6 0 1 0 1 .035 6 .002 4 -.003 12 76 min i -.073 2 0 1; 0 1 -.035 4 -.002 6 -.005 6 77 4 max .026 6 -.001 14 0 6 .035 6 .001 4 -.002 12 78 min -.073 2 -.002 2 0 4 -.035 4 -.001 6 -.004 6 79 5 max .026 6 -.003 114 .002 16 .035 6 0 1 0 1 80 min -.073 2 -.005 2, -.002 , 4 -.035 4 0 1 0 1 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\Cantilever.R3D] Page 4 .+cow ��Ir�.ilf�o IEC.3ame TECHNOLOGIES 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 921 28 Apr 7, 2016 PI-IO7EJ1(PMB) 444-3344 Flfleif� 56-47131 www.F�A RE S .COM Envelope Member Section Forces (Continued) Member Sec Axialfkl LC y Shear[kl LC z Shearfkl LC Torauefk-...LC v -v Momentfk-ftl LC z -z Momentfk-ftl LC 81 M9 1 max .03 14 .006 1 .002 6 .03 8 0 1 0 1 82 min -.075 8 .004 12 -.002 4 -.031 6 0 1 0 1 83 2 max .03 14 .003 1 .001 6 .03 8 .002 6 -.004 12 84 min -.075 8 .002 121 -.001 4 -.031 6 -.002 4 -.007 1 85 3 max .03 14 0 1 0 1 .03 8 .003 6 -.005 12 86 min -.075 8 0 1 0 1 -.031 6 -.003 4 -.009 1 87 4 max .03 14 -.002 12 .001 4 .03 8 .002 6 -.004 12 88 min -.075 8 -.003 2 -.001 6 -.031 6 -.002 4 -.007 1 89 5 max .03 14 -.004 12 .002 4 .03 8 0 1 0 1 90 min -.075 8 -.006 2 -.002 6 -.031 6 0 1 0 1 91 M10 1 max .217 2 .006 1 .003 6 .018 6 0 1 0 1 92 min -.041 14 .004 12 -.003 4 -.018 12 0 1 0 1 93 2 max .221 2 .003 1 .001 6 .018 6 .004 6 -.006 12 94 min -.039 14 .002 12 -.001 4 -.018 12 -.004 4 -.009 1 95 3 max .224 2 0 1 0 1 .018 6 .006 6 -.008 12 96 min -.037 14 0 1 0 1 -.018 12 -.006 4 -.013 1 97 4 max .227 2 -.002 12 .001 4 .018 6 .004 6 -.006 12 98 min -.035 14 -.003 1 -.001 6 -.018 12 -.004 4 -.009 1 99 5 max .23 2 -.004 12 .003 4 .018 6 0 1 0 1 100 min -.033 14 -.006 1 I -.003 6 -.018 12 0 1 0 1 101 M11 1 max .436 2 .006 2 .003 6 .005 14 0 1 0 1 102 min -.042 12 .004 14 -.003 4 -.013 8 0 1 0 1 103 2 max .432 2 .003 2 .001 6 .005 14 .004 6 -.006 14 104 min -.044 12 .002 14 -.001 4 -.013 8 -.004 4 -.009 2 105 3 max .429 2 0 1 0 1 .005 14 .006 6 -.008 14 106 min I -.045 12 0 1 0 1 -.013 8 -.006 4 -.013 1 2 107 4 max .426 2 -.002 12 .001 4 .005 14 .004 6 -.006 14 108 min -.047 12 -.003 8 -.001 6 -.013 8 -.004 4 -.009 2 109 5 max .423 2 -.004 12 .003 4 .005 14 0 1 0 1 110 min -.049 12 -.006 8 -.003 6 -.013 8 0 1 0 1 111 M12 1 max .003 12 .006 1 .002 14 .012 6 0 1 0 1 112 min -.127 2 .004 12 -.002 4 -.012 12 0 1 0 1 113 2 max .003 12 .003 1 .001 14 .012 6 .002 14 -.004 12 114 min -.127 2 .002 12 -.001 4 -.012 12 -.002 4 -.007 1 115 3 max .003 12 0 1 0 1 .012 6 .003 14 -.005 12 116 min -.127 2 0 1 0 1 -.012 12 -.003 4 -.009 1 117 4 max .003 12 -.002 12 .001 4 .012 6 .002 14 -.004 12 118 min -.127 2 -.003 2 -.001 6 -.012 12 -.002 4 -.007 1 119 5 max .003 12 -.004 12 .002 4 .012 6 0 1 0 1 120 min -.127 2 -.006 2 -.002 6 -.012 12 0 1 0 1 121 M13 1 max 2.201 2 .011 14 .003 12 .01 14 0 1 0 1 122 mini .066 14 -.012 8 -.026 2 -.026 8 0 1 0 1 123 2 max 5.137 2 .013 12 .178 2 .013 10 -.006 14 .065 8 124 min .025 14 -.013 141 .003 14 -.007 12 -.297 2 -.052 14 125 3 max 5.322 2 .049 8 0 12 .003 8 .271 2 .053 8 126 min .125 14 -.045 6 -.164 2 -.002 14 .003 14 -.026 14 1271 4 max 5.179 2 .038 8 .022 10 .016 6 -.002 14 .111 6 128 min .109 "14 -.036 6 -.015 4 -.015 12 -.107 2 -.107 112 129 5 max 5.265 2 .162 14 .015 4 .009 14 0 1 0 1 130 min I -.09 14 -.168 4 I .002 14 -.022 8 0 1 0 1 131 M14 1 max .027 2 .044 10 .026 12 .003 14 0 1 0 1 132 min 0 14 -.025 12 -.219 12 -.037 2 0 1 0 1 133 2 max .057 4 .004 12 .084 2 0 14 .018 12 .004 12 134 min I -.252 2 -.011 10 -.006 112 -.029 2 -.161 2 -.013 10 135 3 max .226 4 .006 8 0 14 0 14 .079 2 .03 10 136 min -.353 10 -.004 14 -.043 12 -.002 8 -.001 12 -.02 12 137 4 max .235 4 .003 8 0 14 0 14 .006 14 .029 6 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\Cantilever.R3D] Page 5 MGT • TEC H N o O G • I E S oceir. 11777 BERNARDO PLAZA CT. STE. 105 SAN DIEGO, CA 92128 Apr 7, 2016 PHOIJ1(p9B) 444-3344 F �tCCt''TeeT((, 56-4781 www., vAco i Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearl LC Tor auefk-...LC v -v Momentfk-ftl LC z -z Momentfk- 138 min -.344 10 0 141 -.043 2 -.002 8 -.08 2 -.029 12 139 5 max .298 4 .007 10 .051 2 .014 6 0 1 0 1 140 min -.223 10 -.007 12 0 12 -.013 4 0 1 0 1 141 M15 1 max .056 4 .042 2 .003 14 0 1 0 1 0 1 142 min -.03 14 -.005 12 -.003 4 0 1 0 1 0 1 143 2 max .066 8 .005 4 0 14 .004 12 .009 10 .004 12 144 min -.032 14 -.004 2 0 8 -.007 10 -.008 12 -.043 2 145 3 max .063 8 .002 4 0 12 .004 12 .008 6 0 12 146 min -.035 6 -.007 2 -.001 i 10 -.007 10 -.008 12 -.034 i 2 147 4 max .06 8 0 12 .002 12 .004 12 .005 6 -.002 12 148 min -.038 6 -.01 2 -.002 6 -.007 10 -.005 12 -.02 2 149 5 max .057 8 -.002 12 .003 12 .004 12 0 1 0 1 150 min -.041 6 -.013 2 -.004 6 -.007 10 0 1 0 1 151 M16 1 max .022 4 .005 4 .002 4 .01 10 0 1 0 1 152 min -.055 2 .003 14 -.002 6 -.006 12 0 1 0 1 153 2 max .022 4 .002 4 0 4 .01 10 .001 4 -.002 13 154 min -.055 2 .001 14 0 6 -.006 12 -.001 6 -.004 ; 4 155 3 max .022 4 0 1 0 1 .01 10 .002 4 -.003 13 156 min -.055 2 0 1 0 1 -.006 12 -.002 6 -.005 4 157 4 max .022 4 -.001 12 0 6 .01 10 .001 4 -.002 14 158 min -.055 2 -.002 2 0 4 -.006 12 -.001 6 -.004 4 159 5 max .022 4 -.003 12 .002 6 .01 10 0 1 0 1 160 min -.055 2 -.005 2 -.002 4 -.006 12 0 1 0 1 161 M17 1 max .015 10 .006 1 .002 6 .013 10 0 1 0 1 162 min -.005 12 .004 12 -.002 4 -.009 12 0 1 0 1 163 2 max .015 10 .003 1 .001 6 .013 10 .002 6 -.004 12 164 min -.005 12 .002 12 -.001 4 -.009 12 -.002 4 -.007 1 165 3 max .015 10 0 1 0 1 .013 10 .003 6 -.005 12 166 min -.005 12 0 1 0 1 -.009 12 -.003 4 -.009 1 167 4 max .015 10 -.002 12 .001 4 .013 10 .002 6 -.004 12 168 min -.005 12 -.003 2 -.001 6 -.009 12 -.002 4 -.007 1 169 5 max .015 10 -.004 12 .002 4 .013 10 0 1 0 1 170 min -.005 12 -.006 2 -.002 6 -.009 12 0 1 0 11 171 M18 1 max .033 12 .006 1 .003 4 .013 12 0 1 0 1 172 min -.145 2 .004 12 -.003 6 -.016 10 0 1 0 1 173 2 max .035 12 .003 1 .001 4 .013 12 .004 4 -.006 12 174 min -.142 2 .002 12 i -.001 6 -.016 10 -.004 6 -.009 1 175 3 max .037 12 0 1 0 1 .013 12 .006 4 -.008 12 176 min -.138 2 0 1 0 1 -.016 10 -.006 6 -.013 1 177 4 max .039 12 -.002 12 .001 6 .013 12 .004 4 -.006 12 178 min 1 -.135 2 -.003 1 1 -.001 4 -.016 10 -.004 6 -.009 1 179 5 max .042 4 -.004 121 .003 6 .013 12 0 1 0 1 180 min -.132 2 -.006 1 1 -.003 4 -.016 10 0 1 0 1 181 M19 1 max .054 6 .006 8 .003 4 .005 12 0 1 0 1 182 min -.14 8 .004 14 ; -.003 6 -.006 6 0 1 0 1 183 2 max .052 14 .003 8 .001 4 .005 12 .004 12 -.006 14 184min -.143 8 .002 14; -.001 6 -.006 6 -.004 6 -.009 8 185 1 3 max .05 14 0 1 0 1 .005 12 .006 4 -.008 14 186 1 min -.147 8 0 1 0 1 -.006 6 -.006 6 -.013 8 187 4 max .048 14 -.002 13 .001 6 .005 12 .004 4 -.006 14 188 min -.15 8 -.003 4 -.001 4 -.006 6 -.004 6 -.009 1 8 189 5 max .046 14 -.004 13 .003 6 .005 12 0 1 0 1 190 min ; -.153 8 -.006 4 -.0034 -.006 6 0 1 0 1 191 M20 1 max .225 2 .006 1 .002 I 6.005 4 0 1 0 1 192 min; -.009 14 .004 14 -.002 1 4 -.006 10 0 1 0 1 193 2 max .225 2 .003 1 .001 6 .005 4 .002 6 -.004 14 194 min -.009 14 .002 141 -.001 ! 4 -.006 10 -.002 4 -.007 ; 1 1 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\Cantilever.R3D] Page 6 T E N N o • �:-G• I E E Mod'eI Name • • 11777 BERNARDO PLAZA CT. STE. 1 DS SAN DIEGO, CA 921213 Apr 7, 2016 PHO7EJ1(pM81 444-3 344 FAX S6-471 www. �ARES.8 com Envelope Member Section Forces (Continued) Member Sec Axial[k] LC y Shearfkl LC z Shearlkl LC Torauefk-...LC v -v Momentrk-ftl LC z -z Momentrk- 195 3 max .225 2 0 1 0 1 .005 4 .003 6 -.005 14 196 min -.009 14 0 1 0 1 -.006 10 -.003 4 -.009 1 197 4 max .225 2 -.002 12 .001 4 .005 4 .002 6 -.004 14 198 min -.009 14 -.003 2 -.001 6 -.006 10 -.002 4 -.007 1 199 5 max .225 2 -.004 12 .002 4 .005 4 0 1 0 1 200 min -.009 14 -.006 2 -.002 6 -.006 10 0 1 0 1 201 M21 1 max 1.579 2 .013 14 .024 14 .008 6 0 1 0 1 202 min .048 14 -.013 4 -.115 2 -.008 12 0 1 0 1 203 2 max 4.743 2 .008 4 .155 2 .012 6 -.002 14 .04 8 204 min .115 14 -.008 10 0 14 -.012 12 -.345 2 -.027 14 205 3 max 4.692 2 .001 6 .011 14 .005 14 .134 2 .059 6 206 min -.149 12 -.001 12 -.066 2 -.019 2 -.011 14 -.054 12 207 4 max 4.679 2 .008 6 .01 12 .008 14 0 12 .04 6 208 min -.163 12 -.007 12 -.03 10 -.019 8 -.061 2 -.037 12 209 5 max 4.611 2 .018 6 .011 6 0 12 0 1 0 1 210 min -.119 12 -.016 12 .006 12 -.02 2 0 1 0 1 211 M22 1 max -.01 14 .008 8 :001 14 .011 2 0 1 0 1 212 min -.569 2 -.007 14 -.016 2 -.001 12 0 1 0 1 213 2 max .043 6 .001 14 .001 14 0 12 0 12 .017 12 214 min -.496 2 -.006 2 -.017 2 -.01 2 -.06 2 -.029 10 215 3 max .148 6 .036 12 .011 2 .006 14 .003 14 .033 12 216 min -.457 2 -.038 6 -.002 14 -.008 8 -.093 2 -.034 6 217 4 max .157 6 .034 12 .011 2 .006 14 .002 12 .109 10 218 min -.448 2 -.036 10 -.002 14 -.008 8 -.053 2 -.098 12 219 5 max .281 6 .08 10 .023 2 .007 14 0 1 0 1 220 min -.428 8 -.072 12 -.003 12 -.015 8 0 1 0 1 221 M25 1 max .022 12 .137 2 .003 12 0 12 .035 10 -.01 14 222 min -.047 10 .003 12 -.006 10 -.03 2 -.01 12 -.377 2 223 2 max .022 12 -.021 14 0 14 0 12 .021 2 1.251 2 224 min -.047 10 -.709 2 I -.003 2 -.03 2 -.005 12 .037 14 225 3 max .024 12 .645 2 .008 12 0 12 .01 14 2.593 2 226 min -.055 10 .02 14 -.008 6 -.03 2 -.017 8 .077 14 227 4 max .024 12 .447 2 .004 12 0 12 .009 12 .796 2 228 min -.055 10 .013 14 -.005 10 -.03 2 -.022 10 .023 14 229 5 max .024 12 .249 2 0 12 0 12 .017 12 -.009 14 230 min -.055 10 .006 14 -.002 10 -.03 2 -.032 10 -.349 2 231 M26 1 max 0 12 .25 2 .055 10 -.009 14 .017 12 .03 2 232 min -.002 10 .006 14 -.024 12 -.349 2 -.032 10 0 12 233 2 max .012 2 .33 2 .023 14 -.008 14 .031 2 -.008 14 234 min 0 12 .005 14 -.049 8 -.369 2 0 14 -.339 2 235 3 max .02 2 .004 4 .032 10 .211 2 .018 10 -.012 13 236 min f 0 13 -.141 2 -.024 4 -.006 4 0 13 -.577 2 237 4 max .013 2 -.004 12 .074 10 .311 2 .027 2 -.008 14 238 min 0 12 -.159 2 -.024 12 .008 12 -.002 12 -.336 2 239 5 max 0 14 -.006 14 .023 14 .425 2 .018 14 0 4 240 min -.002 8 -.264 2 -.036 8 .009 14 -.019 8 -.001 10 241 M27 1 max .023 14 -.006 14 .001 8 0 4 .018 14 -.009 14 242 min -.036 8 -.263 2 0 14 -.001 10 -.019 8 -.425 2 243 2 max .023 14 -.013 14 .004 4 0 4 .009 14 .767 2 244 min -.036 8 -.461 2 -.004 14 -.001 10 -.01 8 .022 12 245 3 max .023 14 -.02 14 .008 4 0 4 .011 4 2.61 2 246 min -.036 8 -.659 2 -.008 14 -.001 10 -.011 14 .076 14 247 4 max .074 2 .721 2 .001 14 0 4 .008 8 1.551 2 248 min 0 14 .021 12 -.001 14 -.001 10 -.006 14 .045 14 249 5 max .074 2 .523 2 .002 8 0 4 .011 8 -.013 12 250 min 0 14 .014 12 -.002 6 -.001 10 -.007 6 -.497 2 251 M28 1 max .01 8 .004 14 .002 14 -.013 12 .018 8 .001 10 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\Cantilever.R3D] Page 7 TECHNOLOGIESCD am NS • RF0JECT MGT 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 Apr 7, 2016 PNOtm1( B) 444-3344 FwX� 56-4761 www.�ARE9. Corn Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearl LC Tor ouefk-...LC v -v Momentfk-ftl LC z -z Momentfk- 252 min -.009 14 -.046 2 -.093 2 -.497 2 -.006 14 0 4 253 2 max .029 8 .018 2 .01 14 -.009 14 .002 12 .027 2 254 min -.011 14 -.001 12 -.021 8 -.363 2 -.015 2 -.002 14 255 3 max .038 8 .095 2 .011 6 .006 6 0 13 .002 12 256 min -.016 14 -.002 4 -.01 8 -.17 2 -.029 2 -.071 2 257 4 max .021 8 0 14 .087 2 .369 2 0 14 .006 2 258 min -.019 14 -.067 2 -.007 112 .009 12 -.022 2 0 14 259 5 max .021 12 .11 2 .178 2 .377 2 .07 2 0 12 260 min -.038 10 -.001 12 -.004 12 .01 14 -.005 12 -.03 2 261 M29 1 max 1.059 2 .162 2 .039 8 .002 10 .014 2 .444 2 262 min .034 14 .004 12 -.013 14 -.001 12 -.004 12 .01 14 263 2 max 1.059 2 .162 2 .04 8 .002 10 .019 2 .42 2 264 min .034 14 .004 12 -.013 14 -.001 12 -.001 12 .008 14 265 3 max 1.06 2 .162 2 .04 8 .002 10 .025 2 .396 2 266 min .035 14 .004 12 -.013 14 -.001 12 0 14 .007 14 267 4 max 1.061 2 .162 2 .04 8 .002 10 .03 2 .373 2 268 min .035 14 .004 12 -.013 14 -.001 12 -.001 14 .006 14 269 5 max 1.061 2 .162 2 .04 8 .002 10 .035 2 .349 2 270 min .035 14 .004 12 -.013 14 -.001 12 -.003 14 .004 14 271 M30 1 max 1.26 2 .006 10 .028 8 .002 10 .008 10 .298 2 272 min .027 14 -.001 4 -.013 14 -.002 12 -.004 12 .007 14 273 2 max 1.261 2 .006 10 .028 8 .002 10 .01 2 .297 2 274 min .027 14 -.001 4 -.013 14 -.002 12 -.002 12 .007 14 275 3 max 1.262 2 .006 10 .029 8 .002 10 .013 2 .297 2 276 min .028 14 -.001 4 -.013 14 -.002 12 0 14 .007 14 277 4 max 1.262 2 .006 10 .029 8 .002 10 .017 2 .296 2 278 min .028 14 -.001 4 -.014 14 -.002 12 -.002 14 .006 14 279 5 max 1.263 2 .006 10 .029 8 .002 10 .02 2 .296 2 280 min .029 14 -.001 4 -.014 14 -.002 12 -.004 14 .006 14 281 M31 1 max 1.192 2 0 12 .015 8 .002 10 .004 14 .242 2 282 min .025 14 -.011 2 -.014 14 -.002 12 -.005 8 .005 12 283 2 max 1.193 2 0 12 .015 8 .002 10 .002 14 .243 2 284 min .025 14 -.011 2 -.014 14 -.002 12 -.003 8 .005 12 285 3 max 1.193 2 0 12 .016 8 .002 10 0 12 .245 2 286 min .026 14 -.011 2 -.014 14 -.002 12 -.001 2 .005 12 287 4 max 1.194 2 0 12 .016 8 .002 10 .002 4 .246 2 288 min .026 14 -.011 2 -.014 14 -.002 12 -.002 14 .005 ? 12 289 5 max 1.194 2 0 12 .016 8 .002 10 .004 4 .248 2 290 min .026 14 -.011 2 -.014 14 -.002 12 -.004 14 .005 12 291 M32 1 max .861 2 .004 12 .013 12 .002 10 .004 14 .168 2 292 min .027 14 -.054 2 -.02 10 -.002 12 -.012 2 .002 12 293 2 max .861 2 .004 12 .014 12 .002 10 .002 14 .176 2 294 min .028 14 -.054 2 -.02 10 -.002 12 -.014 2 .002 112 295 3 max .862 2 .004 12 .014 12 .002 10 0 12 .184 2 296 min .028 14 -.054 2 -.02 10 -.002 12 -.015 2 .001 12 297 4 max .863 2 .004 12 .014 12 .002 10 .002 12 .192 2 298 min .028 14 -.054 2 -.02 10 -.002 12 -.017 2 0 12 299 5 max .863 2 .004 12 .014 12 .002 10 .004 12 .2 2 300 min .029 14 -.054 2 i -.02 10 -.002 12 -.019 2 0 12 301 M33 1 max 1.508 2 .149 2 .013 12 .002 10 .004 14 .452 2 302 min .033 14 -.003 12 -.027 10 -.001 12 -.022 2 -.009 12 303 2 max 1.508 2 .149 2 .013 12 .002 10 .001 14 .43 2 304 min .033 14 -.003 12 -.027 10 -.001 12 -.024 2 -.009 12 305 3 max 1.509 2 .149 2 .013 12 .002 10 0 12 .409 2 306 min .034 14 -.003 12 -.027 10 -.001 12 -.027 2 -.009 12 307 4 max 1.509 2 .149 2 .014 12 .002 10 .001 12 .387 2 308 min .034 14 -.003 12 , -.028 10 -.001 12 -.029 2 -.008 ;12 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\Cantilever.R3D] Page 8 • SI. 470 „Trt. t.iJroc%�1`Tame T E C H N O L O G I E S 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 Apr 7, 2016 PHOIpu1(pgi8) 444-3344 F�(CC(;JE£j� 56-4781 WWW.F2VARE9.COnq Envelope Member Section Forces (Continued) Member Sec Axialfkl LC v Shearfkl LC z Shearfkl LC Torque(k-.. LC v -v Momentfk-ftl LC z- 309 5 max 1.51 2 .149 2 .014 12 .002 10 .003 12 .365 2 310 min .034 14 -.003 12 -.028 10 -.001 12 -.032 2 -.008 12 311 M34 1 max .094 2 .097 2 0 12 .001 14 .05 10 .114 2 312 min .001 12 -.005 6 -.014 2 -.012 2 -.019 12 -.002 14 313 2 max .094 2 -.007 12 .004 12 .001 14 .011 6 .427 2 314 min .001 12 -.287 2 -.014 2 -.012 2 -.011 12 .015 12 315 3 max .094 2 -.014 12 .008 12 .001 14 .008 12 2.004 2 316 min .001 12 -.672 2 -.016 10 -.012 2 -.044 2 .051 12 317 4 max .004 12 .454 2 .022 2 .009 2 .008 12 .995 2 318 min -.077 2 .009 14 -.002 12 -.002 14 -.012 10 .024 14 319 5 max .004 12 .069 2 .022 2 .009 2 .064 2 .134 2 320 min -.077 2 .002 14 0 14 -.002 14 -.005 14 0 12 321 M35 1 max .001 12 .014 2 0 12 .001 14 .039 10 .1 2 322 min -.053 2 .001 14 -.008 2 -.014 2 -.02 12 .005 12 323 2 max .001 12 -.005 12 .004 12 .001 14 .013 10 .38 2 324 min -.053 2 -.184 2 -.009 10 -.014 2 -.012 12 .012 12 325 3 max .001 12 -.012 12 .008 12 .001 14 .009 12 1.31 2 326 min -.053 2 -.382 2 -.012 110 -.014 2 -.022 10 .04 12 327 4 max 0 14 .28 2 .009 2 .003 4 .009 12 .788 2 328 min -.013 2 .008 14 -.002 12 -.004 10 -.013 10 .021 14 329 5 max 0 14 .082 2 .009 2 .003 4 .022 8 .193 2 330 min -.013 2 .001 14 -.001 114 -.004 10 -.007 14 .006 14 331 M36 1 max 0 12 .25 2 .001 4 .001 14 .021 6 .305 2 332 min -.038 2 .002 12 0 14 -.017 2 -.021 12 .007 12 333 2 max 0 12 -.004 14 .005 4 .001 14 .014 10 .116 2 334 min -.038 2 -.135 2 -.005 14 -.017 2 -.012 12 .01 14 335 3 max 0 12 -.011 14 .008 4 .001 14 .012 8 1.192 2 336 min -.038 2 -.519 2 -.008 14 -.017 2 -.009 14 .035 14 337 4 max 0 14 .288 2 .002 14 .003 12 .009 12 .61 2 338 min -.046 2 .007 14 -.006 2 -.014 2 -.011 10 .02 14 339 5 max 0 14 0 4 .001 12 .003 12 .007 12 .296 2 340 min -.046 2 -.097 2 -.006 2 -.014 2 -.026 10 .007 14 341 M37 1 max 0 14 .218 2 .008 2 0 14 .02 14 .275 2 342 min -.021 2 .001 121 0 14 -.02 2 -.03 8 .006 14 343 2 max 0 14 -.005 14 .01 8 0 14 .015 10 .19 2 344 min -.021 2 -.166 2 -.004 114 -.02 2 -.011 12 .012 14 345 3 max 0 14 -.012 14 .012 8 0 14 .036 2 1.369 2 346 min -.021 2 -.551 2 -.008 14 -.02 2 -.008 14 .04 14 347 4 max 0 14 .325 2 .002 14 .002 12 .009 12 .679 2 348 min -.044 2 .008 14 -.022 2 -.027 2 -.01 10 .022 14 349 5 max 0 14 .003 4 0 12 .002 12 .006 12 .243 2 350 min -.044 2 -.06 2 -.022 12 -.027 2 -.074 2 .006 14 351 M38 1 max .085 2 -.001 14 .014 2 0 14 .019 14 .002 6 352 min .001 12 -.087 2 0 14 -.023 2 -.039 8 -.02 2 353 2 max .085 2 -.008 14 .014 2 0 14 .019 10 .591 2 354 min .001 12 -.285 2 -.004 14 -.023 2 -.011 12 .017 14 355 3 max .085 2 -.015 14 .016 8 0 14 .058 2 1.854 2 356 min l .001 12 -.483 2 -.008 14 -.023 2 -.008 14 .055 - 14 357 4 max -.003 12 .381 2 .001 14 .002 12 .009 12 .935 2 358 min -.091 2 .011 12 -.035 2 -.037 2 -.011 10 .027 12 359 5 max -.003 12 .183 2 0 12 .002 12 .004 12 .008 2 360 min -.091 2 .004 121 -.035 2 -.037 2 -.119 2 0 14 361 M39 1 max .148 4 .007 1 0 1 .036 2 0 1 0 1 362 min -.142 14 .004 12 0 1 -.004 14 0 1 0 1 363 2 max .147 4 .003 1 0 1 .036 2 0 1 -.004 12 364 min -.141 14 .002 12 0 1 -.004 14 0 1 -.007 1 365 3 max .146 4 0 1 0 1 .036 2 0 1 -.006 12 RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files \Cantilever.R3D] Page 9 Ain N TECHNOLOGIE * OG1 I Name 11777 BERNARDO PLAZA CT. STE. 1 05 SAN DIEGO, CA 92128 Apr 7, 2016 PrIOIf itismen 444-3344 Ftw.p 56-4781 wwARES.COM Envelope Member Section Forces (Continued) Member Sec Axiall LC v Shearl LC z Shearfkl LC Tor auefk-... LC v -v Mom entfk-ftl LC z -z Momentfk- 366 N5 max min -.14 14 0 1 0 1 -.004 14 0 1 -.009 1 367 min 4 max .144 4 -.002 12 0 1 .036 2 0 1 -.004 12 368 .162 14 min -.139 14 -.003 2 0 1 -.004 14 0 1 -.007 1 369 4 5 max .143 4 -.004 12 0 1 .036 2 0 1 0 1 370 .298 4 min -.138 14 -.007 2 0 1 -.004 14 0 1 0 1 371 M40 1 max .032 14 2.876 2 -.005 12 .8 2 0 1 0 1 372 .036 10 min -.034 4 .081 14 -.18 2 .014 14 0 1 0 1 373 4 2 max .047 14 1.808 2 .003 6 .451 2 -.003 12 -.099 14 374 0 1 min -.076 -8 .042 14 -.004 2 .01 14 -.173 2 -3.537 2 375 1 1 3 max .078 14 .027 4 .027 2 .155 2 -.004 12 -.135 13 376 .007 14 min -.126 8 -.654 2 -.002 12 -.004 14 -.159 2 -4.883 2 377 8 4 max .095 14 -.042 12 .002 4 0 12 -.002 12 -.1 14 378 min -.126 8 -1.523 2 -.013 2 -.293 2 -.141 2 -3.56 2 379 5 max .113 14 -.083 12 .158 2 .007 12 0 1 0 1 380 min -.117 4 -3.04 2 0 12 -.658 2 0 1 0 1 381 M41 1 max .059 10 .007 1 0 1 .01 12 0 1 0 1 382 min -.034 12 .004 12 0 11 -.023 10 0 1 0 1 383 2 max .059 10 .003 1 0 1 .01 12 0 1 -.004 12 384 min -.036 12 .002 12 0 1 -.023 10 0 1 -.007 1 385 3 max .06 10 0 1 0 1 .01 12 0 1 -.006 12 386 min -.037 12 0 1 0 1 -.023 10 0 1 -.009 1 387 4 max .061 10 -.002 12 0 1 .01 12 0 1 -.004 12 388 min -.038 12 -.003 1 0 1 -.023 10 0 1 -.007 1 389 5 max .062 10 -.004 12 0 1 .01 12 0 1 0 1 390 min -.039 12 -.007 1 0 1 -.023 10 0 1 0 1 Envelope Joint Reactions in LC LC MX rk-ftl LC MY fk-ftl LC 1 N5 max 0 2 .173 2 .025 12 0 1 0 1 0 1 2 min 0 12 -.009 12 -.108 10 0 1 0 1 0 1 3 N15 max .162 14 5.265 2 .014 4 0 1 .009 14 0 1 4 min -.165 4 -.09 14 .002 14 0 1 -.022 8 0 1 5 N16 max .008 10 .298 4 .051 2 0 1 .014 6 0 1 6 min -.006 12 -.223 10 0 12 0 1 -.013 4 0 1 7 N17 max .003 14 .055 8 .036 10 0 1 0 1 0 1 8 min -.003 4 -.017 14 -.043 4 0 1 0 1 0 1 9 N27 max .017 6 4.611 2 .011 6 0 1 0 12 0 1 10 min -.017 12 -.119 12 .004 2 0 1 1 -.02 2 0 1 11 N28 max .081 10 .281 6 .023 2 0 1 .007 14 0 1 12 min -.073 12 -.428 8 -.003 12 0 1 -.015 8 0 1 13 Totals: max .264 14 9.598 2 0 2 14 min -.264 , 4 .54 12 0 12 I RISA -3D Version 14.0.0 [M:\2016\16022 - HPI, Summit Stair System\Calc Files\Cantilever.R3D] Page 10 ,'ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0099 DATE: 08/22/16 PROJECT NAME: MUSEUM OF FLIGHT SITE ADDRESS: 9305 E MARGINAL WAY S Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: A -P (51ti Bui/(illling Division Public Works ❑ Fire- Prevention Structural PNI/ Prif -IS 'RO lanning Division 1111, Permit Coordinator n PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/23/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: DUE DATE: 09/20/16 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0099 DATE: 04/18/16 PROJECT NAME: THE MUSEUM OF FLIGHT SITE ADDRESS: 9305 E MARGINAL WAY S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: (. rill Building Division bre C/A— Public Works 711 ii -vv /oil+ 4--tcf--ke Af Fire Prevention Planning Division Structural ❑ Permit Coordinator n PRELIMINARY REVIEW: - Not Applicable n (no approval/review required) DATE: 04/19/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Corrections Required (corrections entered in Reviews) Notation: Denied (ie: Zoning Issues) DUE DATE: 05/17/16 [EY n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 M �5� � of r I W. - PERMIT NO:DI VO� PROJECT NAME: SITE ADDRESS: �?l05 M M� W 14 ORIGINAL ISSUE DATE: 51° /11/ REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF , INITIALS 1 Summary of Revision: t/fr V e i1----7 1 Received by: // A14,7, REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: th,/ /ice Plan Check/Permit Number: -Pi‘ ` fib,, ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # / after Permit is Issued RECEIVE': CITY OF ❑ Revision requested by a City Building Inspector or Plans Examiner AUG 18 ❑ Deferred Submittal # Project Name: ,/ L -1),/,/x1,7" e9174 Project Address: .717.E Contact Person: /747) /"/� % jpf Phone Number: 37 - X71✓ PERMIT C ,1.. p Summary of Revision: PA -1'1 ./-2-P) - 727 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on (9F//6,-/ W:'Permit Center\Templates\Forms\Revision Submittal Form. doc Revised: August 2015 M V P Inc Uashington State Department of Labor & Industries Horne Espanol Contact Safety & Health Claims & Insurance Page 1 of 2 Search L&I A -Z Index Help My L&l Workplace Rights Trades & Licensing M V P Inc Owner or tradesperson Principals MARTIN, BRADLEY RAY, PRESIDENT MARTIN, GINA SUZANNE, SECRETARY MARTIN, BRADLEY RAY, AGENT Doing business as MVPInc WA UBI No. 601 249 359 Parent company MARTIN VICTORY PRODUCTS, INC. 15717 SE 240TH ST KENT, WA 98042 253-859-8223 KING County Business type Corporation Governing persons BRADLEY R MARTIN GINA SUZANNE MARTIN; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. MVPINI*858L5 Effective — expiration 06/25/2015— 06/25/2017 Bond Wesco Insurance Co Bond account no. 46WB064351 $12,000.00 Received by L&I Effective date 06/25/2015 06/22/2015 Expiration date Until Canceled Insurance Burlington Ins Co $1,000,000.00 Policy no. 540BW31978 Received by L&I Effective date 06/25/2015 06/03/2015 Expiration date 06/03/2016 Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings `$Us -06(9 zv0- https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601249359&LIC=MVPINI* 858L5&SAW= 5/9/2016 FIRE & LIFE SAFETY LEGEND Assumed Property Line Security Fence: 8 feet tall, chain link Path of Egress, w/ self -luminous, photoluminescent z ..._, directional markings (per IBC 1024.4) placed at 5' on center along path. Typical directional marking Basis of Design is American Permalight, Inc. Anti-skid Dots: photoluminescent with chevron, 4" diameter, 83-40119; applied with floor suitable primer (3M Safety -Walk Primer, 83-0781) and edge sealing compound (3M Edge Sealing Compound, 83-0782). Distance to Nearest Exit Along Path of Egress tofu Footcandle Illumination Along Path of Egress Actual -60 Allowed -180 Illustrates the side that 'EXIT is to be displayed on The direction to exit Ocxalpant Group 8 Occupant Load- 10 Exit Capacity Exit Sign, mounted @ security fence, typ. U.N.O. Occupant Load F® Fire Extinguisher Cabinet 41 I > Unoccupiable Exhibit Area (total—50,000sf) WW per anticipated clearances around and under museum exhibits, equipment, fuselages, landing gear and wingspans. Self -luminous, photoluminescent directional markings (see image below) at 5' o.c. for entirety of each path of egress, TYP NOTES [refer to City of Tukwila Building Permit 015-00181 Occupancy: Occupant Load Factor: Net Area (within security fence): Allowable Occupants: Egress Sizing: Total Egress Wdth Required: Maximum Common Path of Egress: Maximum Exit Access Travel Distance: Proposed Posted Max Occupancy: Required: A3 -Assembly Exhibit Gallery and Museum 30 net sf per occupant 140,963 square feet 4,699 0.2 inches per occupant 940 inches 75 feet 200 feet Provided: (29) 36 inch doors = 1,044 inches 195 feet maximum 1,000 --------- /__________ i r_ ----- _- ---------�II 1.______, r- - fStorage container iIStorage cmnpConcessions Tager I Storage container Storage container Portable Tearoom i Portable restroom --- __ --- L--------------- PROJECT INFORMATION [refer to City of Tukwila Building Permit 015-00181 Code 2012 International Building Code with Washington State amendments Occupancy Assembly Group A-3, Museums Construction Type IB Fire Resistance Ratings Primary structural frame Bearing walls Nonbearing walls Exterior walls Floor construction Roof construction / 0 hr (noncombustible, open-air) n/a n/a 0 hr (>30' fire separation distance) n/a 0 hr (>20' above finish floor) Owner The Museum of Flight 9404 East Marginal Way South Seattle, WA 98108 v: (206) 764-5720 f: (206) 764-5707 Contacts: Laurie Haag Ihaag@ museu moffl ight.org Clark Miller cmiller@museu mofflig ht. org Parcel Numbers 5729800010 5730000010 SEPARATE' PERMIT REQUIRED FOR: akmachanical EaTlectrical OYPiumbing IJ Gas Piping City of Tukwila BUILDING G DIVISION PROJECT DESCRIPTION Narrative The project consists of tenant improvements to the Covered Airpark (reference Building Permit 015- 0018), a steel roof structure supported by steel columns, trusses, and brace frames. The open-air structure is currently under construction adjacent to East Marginal Way South, RaisbeckAviation High School, the Boeing campus, and the Charles Simonyi Space Gallery. The tenant improvements include additional exhibit and operational assemblies to be installed with- in the Covered Airpark, including portable volunteer docent booths, a retail kiosk, a portable ticketing booth, a portable concessions trailer, and air stairs for larger aircraft. These improvements have been shown for reference in existing Building Permit D15-0018, which encompassed the Covered Airpark structure, aircraft layout, and miscellaneous perimeter improvements that included portable restrooms and portable storage containers. The tenant improvements are not anticipated to impact parking, occupancy, or life safety conditions at the Covered Airpark. PLANN1Ne APPROVE., No c.I i ngeS CF z b i pit de. tO these � _ Approved By: Date: planswithout o ro e.1 from the �?��:. t� Planning DiViSIO of DCD Planning ------------ it Storage container MDouglascDonnelli AV -dc Hamer Grumman A -6E Intruder '71 -_-_ McDonnell pouglas F/A-16 Hornet J �'\ (Expected to arrive m autumn 2016) •I i i i. J •r ::• VC -1376 Alr is (Force One; (Expected to arrive in autumn 2018) N. \ i i % /it /1/,' Air stairs il, volunteer, / ? \ C booth !Ka 11 i 7 I rstalm / ` Ooeln0 )/ ` cH-47 :: Chindok (Expected to amve' rein autumn 2016)i t I 1 t . ✓ 2470 (Expected to arrive: - in autumn 2016) I. Directional exit signs mounted to column EXISTING SPACE GALLERY Superfortrese Directional exit signs mounted to column Directional exit signs mounted to column x'61, =�lSlti No chances shett-bo made to the scope rrok wItheut prior approval o -�Bila Building ►vision.d; 1/1;o -i1 f wilt -require a new ptansubmittal 700 did: nay include additional p;an/eview fees., .720 PREN DOR CODEC OMP ANDE APPROVED ED MAY 0 2016 VICINITY MAP FILE COPY Permit o. \. - QO c' T / I_:A . n { "e�� g.-,Dcgold is s to Prvors g; o rb.I.c; s C biz i10 d curnerits d'ae3 nct alghs ize Site Address 9229 East Marginal Way South Tukwila, WA 98108 City of Tukwila BUILDING DIVISION 11 REc CITY 0 APS PERMI 5 / 1;;I:ed o did..07 ordina tel....:.a tis: e[or ...:.:. of aG,`p c c f s .:Id Copy an ons ckno r?edged: Date: __5/9 Life Safety 1116• =1'-0" y [`7y' 1 umila BUILDING DIVISION SRL PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 9731700 SRGPASTN ERSH IP. COM mprovements 9404 East Marginal Way South, Seattle, WA Commercial 11 Permit Drawing Title LJFE SAFETY PLAN apply to 3:7 07 dra,ing sheets. Scale 111'4 oht he 0.0.1aze if drawing plots are lhan this sir., Revisions No. Description Date EIVED T CENTER Drawn by SRG Checked by SRG Date 30 March 2016 Project No Consultant Project No Owner Project No Drawing No G101