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2006, 06-01 Permit App: 06002088 Elevator Hoistway Project Number: 06002088 Inv: 1 Application Date: 6/1/2006 Page 1 of 1 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: ..,,#:t.� `"" .i ,nt-� ...mhake+;a'. "=.--r, ,. -,9n.; `"..iw.ak; . %sa ;:�.'• ten...,.. '.,,. =-,A+ :`.m..,., rc:,asmia Permit Use: ELEVATOR HOISTWAY Contact: KINDSVOGEL,KIRK&LINDA Address: 11922 E 20TH AVE C-S-Z: SPOKANE VALLEY,WA 99206-5709 Setbacks:Front Left: Right: Rear: Phone: (509)922-7416 Group Name: Project Name: Site Information: Plat Key: Name: Range District: Sout Parcel Number: 45281.0408 Block: Lot: SiteAddress: 11923 E 20TH AVE Owner:Name: KINDSVOGEL,KIRK&LINDA Address: 11922 E 20TH AVE Location::CSV SPOKANE VALLEY,WA 99206-57 Zoning: UR-3.5 Urban Residential 3.5 Water District: Hold: ❑ Area: 12,880 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: wF , : -. z_ _:_ Review Building Plan Review .Released ByITiok, [ O� Permits: � �_� .� m _,- ,gym .� , :,..rtOgglh ; . Building Permit Contractor: OWNER Firm: OWNER Phone: (000)000-0000 Notes• Or`:. .»,. r ptt�. ma „: .. .. • :, m m x Payment Summary: « :. . W .. .. _ ._ M ma,,, Disclaimer: Submittal of this application certifies the owner(or person(s)authorized by the owner)has both examined and finds the information contained within to be true and correct,and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance 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 code or of any other state or local laws or ordinances. Signature: Operator: AMB Printed By: AMB Print Date: 6/1/2006 Permit Center PERMIT NUMBER; ' l 11707 E Sprague Ave,Suite 106 .>._�o�ane Spokane Valley,WA 99206 PERMIT FEE: Jap, Valley (509)688-0036 FAX:(509)688-0037 Community Development www.spokanevallev.ore Residential Constr , €ijo l (C.9 IL ii \/ �i- 1`'Tew Construction ❑ Accessory Bldg • tio> ! 1 c`ddition1Remodel n Deck Permit Applica MAY 3 0 Ai l i mi 0 ther: tail ci. Z 4:7 (.1 SITE ADDRESS / / c.9 !`TL!J I_ l�, __.) I y ASSESSORS PARCEL NO: LEGAL DESCRIPTION: Building Owner; = Contractor _ Name: Name: 4rl� k,,,,,,/,,,,,,,, j Ka 4 Li/9-n X1 ✓IdsU Wei / Address: Address: // , Z3 c- Za l' /19 a S � z--‘77-`' / City: -5 v g IA`�C ii/�/ State: wit Zip:yy2)6 City:cov{44 no Wy State: 44'4 ZiP:`flu,6 Phone%,0 I ZZ 74H Fax: 54wz- Phone: /b`) `1L a 74/7 Fax: Contractor Lic No: Exp Date: Contact"-PerSon - City Business Lic.No: • Name: _ i r X,`r-,e../s vv ge / Phone: 6'2)1) b G !` a?7 7 a oa Describe the scope of work in detai : Cost of Project: $ 35-.0o fr7vev4-� /' ( zi/< 74,e,"4 **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIONS: #OF STORIES: TOTAL HABITABLE SPACE: MAIN FLOOR TO SQ. 2Nu FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: AREA:IMPERVIOUS SURFACE FTG: FINISHED BASEMENT GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: 30%SLOPESOYON SQ. FTG: #OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC? The permitee verifies,acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling,the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal,state or local laws,codes or ordinances.6) Plans or additional information may be required to be submitted,and subsequently approved before this application can be • •cessed. ; Signature • ' Date 6/3 C Method of Payment: ❑ Cash ❑ Check 0 Mastercard 0 VISA Bankcard#: Expires: VIN#: Authorized Signature: REVISED 6/25/2005 Sirlyoka ,.0000 \TalVy 11707 E Sprague Ave Suite 106 ♦Spokane Valley WA 99206 509.921.1000 ♦ Fa): 509.921.1008 ♦ cityhall@spokanevaltey.org Residential Plan Submittal Minimums ❑ Completed Building & Mechanical application with: Accurate address, Parcel Number and/or Legal Description, description of work, owner and contractor information, signature, and date. ❑ Two sets of plans including Site Plan, elevations, floor plans, foundation plans With details, roof plan, framing plans & details. ❑ Show the height of any proposed buildings or accessory structures. ❑ Floor plan for each floor Dimension to scale (minimum 1/8')and label each • Room (including sq. footage of house and garage on plans) Show each level of existing house and square footage of any additions. ❑ All braced wall panel types: show locations and details of installation, including engineered design. ❑ Egress windows: Provide at least one window or exterior door approved for Emergency escape or rescue from a basement and in every room for sleeping. ❑ Smoke detector locations ❑ 22'X 30' attic access location C] 18' X 24' crawl space access: ❑ One-hour separation detail: between house and garage . ❑ Floor framing details: Joist type, size, spacing and installation details ❑ Roof framing plan and details ❑ Furnace and hot water heater location. • . ❑ All header locations: type, size, and connections • 0 Foundation plan ❑ Insulation information 44 iINFINITy 1 7. / TM RESIDENTIAL ELEVATOR Roped Hydraulic Residential Elevator Planning Guide ASME A17.1 - 2000 Part 5 Section 5.3 CAN/CSA B44 - 2000 Part 5 Section 5.3 Effective June 1st, 2005 CONCORD® INFINITY RESIDENTIAL ELEVATOR Introduction This planning guide is designed to assist architects, contractors, home owners and elevator professionals in planning for an INFINITY Residential Elevator to meet the requirements of ASME A17.1 Part 5, Section 5.3 and CAN/CSA B44 Part 5, Section 5.3. We strongly recommend that you contact the code authority having jurisdiction in the area(s) where the elevator will be installed to become familiar with all the legal requirements governing the installation and use of elevators in private residences. It is extremely important for you to know and adhere to all regulations pertaining to the installation and use of elevators. IMPORTANT NOTICE This Planning Guide provides nominal dimensions and specifications useful for the initial planning of an elevator project. Before beginning actual construction be sure to receive application drawings customized with specifications and dimensions for your specific project. Elevator configurations and dimensions are in accordance with our interpretation of the standards set forth by ASME A17.1 Part 5, Section 5.3 and CAN/CSA B44 Part 5, Section 5.3. Please consult Concord Elevator Inc. ort authorized Concord dealer in your area for more specific information pertaining to your project, including any discrepancy between referenced standards and those of any local codes or laws. The dimensions and specifications in this Planning Guide are subject to change (without notice) due to product enhancements and continually evolving codes and product applications. Planning for an INFINITY Residential Elevator 1. Determine customer's intention for use. 2. Determine code requirements of site. • 3. Determine installation parameters of site. 4. Use Page 4 and 5 to determine the car type and hoistway size requirements. 5. Use pages 5 to 8 to plan for machine room and electrical requirements. Contents Equipment for residential elevator Page 3 Hoistway Information, Cab Sizes, Machine Room Layouts Page 4 Type 1 Cab Drawings Page 5-7 Type 2 Cab Drawings Page 8-10 Type 3 (or 4) Cab Drawings Page 11-13 Type 5 Cab Drawings Page 14-16 Specifications Page 17-19 Rail Reactions Page 19 Hoistway Pit Depth Detail Page 20 Hoistway Overhead Clearance Details Page 21 Recommended hoistway construction Page 22-24 CPG-INFVER01©2005,Concord Elevator Inc. Page 2 of 24 INFINITY ► EQUIPMENT FOR RESIDENTIAL ELEVATOR RESIDENTIAL ELEVATOR This elevator meets the requirements of ASME A17.1 Part 5, Section 5.3 and CAN/CSA B44 Part 5, Section 5.3 for a Residential Elevator General Safety Devices Rated Load: 750 lbs. (340kg) or 1000 lbs. (454kg) Easy access emergency manual lowering Nominal Speed: 36 fpm (.18 ms) Upper and lower terminal limits 2 Stop up to 10'travel (Up to 50'optional) Manual reset slack rope safety switch Data Plates, capacity tags and rope tags Automatic bi-directional leveling Minimum pit depth: 8" (203mm) Anti creep device Minimum overhead clearance: 92" (2337 mm) Pit switch Presentation drawings Pump run timer Car top stop switch Mechanical Equipment Emergency battery back-up for lighting, alarm and 208/230V, 60 Hz, 30 Amp single phase power supply lowering 8 lb. T-Rail system Cab gate safety switch Two 3/8" diameter wire rope cables Sling assembly Other Options - All Models Forged rope sockets Automatic cab gate operator Automatic operators for hoistway doors Roped Hydraulic Drive Various styles of interlocks for hoistway doors 1:2 roped hydraulic single stage cylinder 90 degree entry/exit cab 3 hp submersed motor with two speed valve 2 Exit openings at one landing assembly 35"x 54" or 35"x 60"cab sizes Standard Cab and Appointments 3 or 4 stops43 mm)i hi upgh cab Cab Size: 35" (914 mm)W x 48" (1219 mm)L 3 4 with up to 50 ft. (15.24 m) of travel Finished oak hardwood flooring x 80" (2032 mm)H (inside clear measurements) Two piece hydraulic jack for lifting heights exceeding Cab Walls: 12" (13 mm) Melamine or M.D.F. panels 32 ft. (9.75 m) with black anodized aluminum trim Cab Ceiling: Architectural white steel ceiling with four Other Options — Infinity Luxury Model (4) recessed incandescent down lights Recessed telephone cabinet in stainless steel or Solid oak handrail painted black brass Stainless steel flush mounted cab operating panel Various panel-fold cab gates or black scissor gate Digital floor and directional indicator(optional on SRE) Custom cab sizes up to 15 sq.ft. (1.39 sq. m) Illuminated cab operating buttons Solid cherry, maple or oak raised panel walls and Recessed plywood flooring ceiling Telephone jack Thermofoil red apple, honey apple, pine or white ash Controls raised panel walls and ceiling Solid state (Plug n' Play) controller Unfinished oak veneer walls and ceiling Brass or Designer cab operating panel Fully automatic operation Brass rectangular or oval hall/call stations Constant pressure operation available Stainless steel oval hall/call stations Stainless steel rectangular hall call stations Unfinished or finished oak handrail Automatic cab lighting with battery back-up operation Cylindrical brass or stainless steel handrails Emergency alarm and stop button Recessed brass down lights Floor specific battery lowering Clear or brass anodized cab trim Magnetic tape reader for floor selection and levelling 5 stops—requires PLC Controller Package Automatic home landing to pre-selected floor CPG-INFVER01©2005,Concord Elevator Inc. Page 3 of 24 HOISTWAY and CAB CONFIGURATIONS INFINITY Y RESIDENTIAL ELEVATOR Diagram of Elevator Shaft Five Cab Configurations --- ____� Overhead�"� Type 1 (LH or RH), Type 2, Type 3 or 4, Type 5 d Elevator Guide I`_ _ j Rails Available Cab Dimensions (Clear Inside): li Hydraulic ° 35" x 48" 35" x 54" 35" x 60" I I Lifting - T I Cylinder Important Note: Finished hoistway dimensions ~ 3/8"Wire must include the drywall. Determine the fire �-.-__ �, -.- Rope rating of the hoistway, the type and layers of C 11 ,' - Cable sheet rock and build only off the final shop Elevator drawings specific to your project. r } 1l Cab z'' Cab 111 ' Operating Hoistway Overhead Clearance >1' �'_ Yr. Panel Cab Gate Infinity Cab Height Overhead Clearance Requirementstt 80"Cab Height 92"Minimum Clear Overhead ° a Pit 96"Cab Height 108"Minimum Clear Overheadoviitisoill4ii - - Typical Hydraulic Drive Machine Room Layout Machine room must be built in accordance with local, state/provincial and national codes. Machine room lighting shall be a minimum of 19 foot candles at working surfaces. The switch for the light must be within 18" of the strike side of the machine room door. The switch, light and wiring are provided and installed by others. A convenience outlet, 115 VAC 15 AMP single phase with G.F.I. shall be located next to the light switch in the machine room. provided and installed by others. NEC requires a 30" wide x 36" deep work space in front of the disconnects and the elevator controller. A telephone line circuit is to be provided and installed by others. This circuit must be connected to an outside line. Machine Room Plan at Lower Level ADJ. FLO-CONTROL ADJ. FLO-CONTROL OR HYDRAULIC LINE OR PIPE RUPTURE VALVE PIPE RUPTURE VALVE HYDRAULIC LINE F\ \ \ \ \\ \ \ X \ \ \ N N \ N N / CONTROL VALVE o._�7r ■• / \ �� ! \ -,,/CONTROLLER \ / CONTROLLER\ , / N / _NEC 36"MIN. \ / NEC 36"MIN. , / JACK UNIT / \ JACK UNIT N c CEC 1m (39) MIN. \ CEC Im(39")MIN. - / �—CONTROL VALVE / LIFT PLATFORM / \ LIFT PLATFORM N \ / .i / \ 4:-� \ 13 / F / / \ IFl F \ 7/7_,\ -7 / \ 0- LEFT HAND \ y -\---\--\--- ADJ. FLO-CONTROL BACK POSITION RIGHT HAND /1— POSITION OR PIPE RUPTURE VALVE HYDRAULIC LINE POSITION \\ \\\ \\ <\\\\\\\\\\\\\ CONTROLLER \ NEC 36"MIN. � f \ Controller/Pump Unit Dimensions Z JACK UNIT \ 'CEC Im(39")MIN \ =--TGCONTROL VALVE \ = 30"W x 16"D x 55"H LIFT PLATFORM \ (5\ \ \ 0 F \ \ o- \ CPG-INFVER01©2005,Concord Elevator Inc. Page 4 of 24 SPECIFICATIONS FOR PART 5.3 COMPLIANCE PART 1 -GENERAL PART 2-PREPARATORY WORK BY OTHERS SCOPE 2.1 The following preparatory work to accommodate/receive the elevator is to To furnish all labor,materials and equipment necessary or required to be done by others. fully complete the installation of the elevator as indicated on the Drawings and Specifications.This suggested specification is intended to 2.1.1 cover the complete installation of the Concord INFINITY Residential Provide power unit machine room to meet applicable Codes and Elevator design. Standards. SYSTEM DESCRIPTION 2.1.2 Permanent power(220 Volt,Single Phase,30 Amp or 208 Volt,3 Phase, The elevator assembly shall consist of a power unit,car,guide system, 30 Amp.)to operate the elevator to be provided to a Lockable 1:2 cable hydraulic lifting device,control system,signals and alarms, Fused/Cartridge Type Disconnect Switch with auxiliary contact/switch for electrical wiring,and parts and accessories necessary to provide emergency battery lowering.Refer to architectural drawings for required performance,operation,code and safety requirements. permanent power specifications and location of disconnects. QUALITY ASSURANCE 2.1.3 Provide 110-volt lighting supply and disconnect.Refer to architectural 1.3.1 drawings for permanent power specifications and location of disconnects. The elevator shall meet or exceed the applicable regulations of all governing agencies and be in conformance with the applicable sections 2.1.4 of the most current edition of the following codes and standards: Provide an enclosed,plumb and square hoistway with smooth interior a)ASME A17.1 "Safety Code for Elevators and Escalators; surfaces.Include for fascias or furring of hoistway interior where "Private Residence Elevators".CAN/CSA B44 Part 5 Section 5.3 applicable. b)ICC/ANSI A117.1-1998"Accessible and Usable Buildings and Facilities". 2.1.5 c)NFPA 70-1999"The National Electric Code"(NEC). Provide doors,frames,and door hardware. d)ADAAG"Americans With Disabilities Act Accessibility Provide rough openings as per elevator contractors drawings. Guidelines"(where applicable). e)CSA B44.1/ASME A17.5"Elevator and Escalator Electrical 2.1.6 Equipment" Provide substantial,level pit floor slab to support loads indicated on f) Local codes and regulations,as applicable. elevator contractor's shop drawings. 1.3.2 REQUIREMENTS OF THE REGULATORY AGENCIES 2.1.7 a)Fabricate and install work in compliance with all applicable Provide adequate support for guide rail fastenings. jurisdictional authorities. b)File shop drawings and submissions to local authorities as the 2.1.8 information is made available.Company pre-inspection and Provide pit water proofing to maintain a dry pit.Sump pump where jurisdictional authority inspections and permits are to be made required by authority having jurisdiction.(see elevator contractor for on a timely basis as required.Work will include all inspections location). and re-inspections that are required to ensure licenses are issued. 2.1.9 Provide 8"(203 mm)minimum pit. 1.3.3 SUBCONTRACTOR QUALIFICATIONS a)Execute work of this specification only by a contractor/company 2.1.10 who has adequate product and public liability insurance in Provide 92"(2337 mm)minimum overhead(distance from floor at upper excess of one million dollars. level to underside of roof). b)Skilled tradesmen must be employees of the contractor and perform the work on a timely basis.Employees must be trained PART 3—SUBMITTALS by the manufacturer and be supervised by the elevator contractor. 3.1 SHOP DRAWINGS(presentation) The shop drawings shall show a complete layout of the elevator 1.3.4 SUBSTITUTIONS equipment detailing dimensions,clearances and location of machinery. Including the following: No substitutions will be considered unless written request for approval a)Drawings show the dimensions including plans, has been submitted by the bidder and received by the architect at least elevations,and sections to show equipment locations. 10 days before the receipt of bids.Each such request shall include a b)Load and reaction drawings shall be provided by the elevator complete description of the proposed substitute including drawings,test manufacturer and detailed on drawings. data,photographs,and any other information needed for consideration. CPG-INFVER01©2005,Concord Elevator Inc. Page 17 of 24 Continued SPECIFICATIONS FOR PART 5.3 COMPLIANCE f PART 4–PRODUCT DATA 4.2.10 AUTOMATIC LIGHTS Overhead lights in the car compartment shall turn ON automatically when 4.1 MANUFACTURER/PRODUCT the elevator door is opened and will stay on while the elevator is in use. The elevator shall be the CONCORD INFINITY Residential Elevator The elevator lights will shut off by a timer when the elevator is not in use. manufactured by Concord Elevator Inc.Toll Free(800)661-5112 and (905)791-5555,Fax(905)791-2222 4.3 DOOR LOCKS Dealer Name _—_—____ Locks shall be electrically operated and electrically released at floor level Number —_____—_ and will remain unlocked until hall or car call is placed.When released, Rated Load:750 lbs.(340 kg.) the locks'lag member will drop down and close the electrical circuitry to Nominal Speed:36-fpm(0.18 m/s) ensure the elevator cannot move unless the door is closed and locked(a Car Dimensions:36"W x 48"D(914 mm W x 1220 mm D) true interlock). Operation:Automatic Gate Type:Horizontally collapsible,accordion style with 3 vision panels 4.4 HALL CALL STATIONS Power Supply:220 Volt,Single Phase,30 Amps or 208 Volt,3 Phase, Provide a keyless hall call station with an illuminated call button and 30 Amps stainless steel cover plate for each landing. Travel Distance:50 ft.(15.2 m)max Levels Served:(up to 5,max.4-SRE) _____ 4.5 PLATFORM TOE GUARD Number of Openings:Two(2)Maximum A platform toe guard shall be provided at each car entrance opening to Lighting Supply: 110 Volt, 1 Phase,60 Cycle, 15 Amps extend below the car entrance opening for safety. Jack Type:1:2 Cable Hydraulic Pump Type:Submersible with Variable Speed Valve Levelling 4.6 LEVELING DEVICE Device Type:Magnetic a)The elevator shall be provided with a 2-way leveling device,which will maintain the car within 1/2"(13mm)of the landing. 4.2 CAR ENCLOSURE b)Levelling device sensors shall be located in a position to be inaccessible to unauthorized persons. 4.2.1 WALLS 1/2"(13 mm)Melamine panels and black anodized aluminum trim. 4.7 CAR GATE REQUIRED OPTION Horizontally collapsible accordion style woodfold car gate with rattan 4.2.2 CEILINGS panels and three(3)clear acrylic vision panels car gate shall enclose Architectural white with four(4)recessed incandescent down lights. each car entrance. 4.2.3 FLOOR 4.8 HYDRAULIC POWER UNIT Plywood sub-flooring. a)The pump and motor shall be the submersible type installed inside the oil tank. 4.2.4 HANDRAIL b)The controller shall be integrally mounted on the power unit Black painted oak handrail located on control panel. frame and pre-wired and tested before shipment. c)Control circuitry to be located at the top of the oil tank. 4.2.5 EMERGENCY OPERATION d)The power unit control valve shall be a variable speed The elevator car shall be equipped with a battery-powered emergency proportional valve type that includes all hydraulic control valving lowering device and alarm that can be actuated on the failure of normal inherently. building power supply.Battery will be rechargeable type with an This valve shall incorporate the following features: automatic recharging system. (i)Up and down acceleration and deceleration speed adjustment for smooth starts and stops. 4.2.6 EMERGENCY LIGHT (ii)Smooth stops at each landing shall be an inherent feature of the The car shall be equipped with an integral emergency light that will valve. illuminate automatically in the event of a main power failure. (iii)Adjustable pressure relief valve. (iv)Manually operating'DOWN'valve to lower elevator in an 4.2.7 CAR OPERATING PANEL emergency. Car operating panel shall consist of metal push buttons with halo (v) Pressure gauge indicating in P.S.I.and Bars. lighting for each landing,an emergency stop button,an alarm button (vi) Gate valve to isolate cylinder from pump unit. and a key switch.The key is removable in both the on and off position. (vii)Negative pressure switch. All mounted on a#4 finished stainless steel panel.Car station panel is hinged. 4.9 CYLINDER AND PLUNGER 4.2.8 DIGITAL FLOOR INDICATOR 4.9.1 Digital floor indicator located in the control panel will display the The cylinder shall be constructed of steel pipe of a sufficient thickness location and direction of travel(floor number)of the elevator in the and suitable safety margin.The top of the cylinder shall be equipped with shaft.(optional on SRE model) a cylinder head with an internal guide ring and self-adjusting packing. 4.2.9 CAR LIGHTING 4.9.2 The car lighting shall consist of four(4)low voltage recessed The plunger shall be constructed of a steel shaft of a proper diameter incandescent down lights.The failure of one lamp shall not cause the machined true and smooth.The plunger shall be provided with a stop remaining lamp to extinguish. electrically welded to the bottom to prevent the plunger from leaving the cylinder. CPG-INFVER01©2005,Concord Elevator Inc. Page 18 of 24 Continued SPECIFICATIONS FOR PART 5.3 COMPLIANCE 4.10 CABLE 4.15.3 Minimum of two 3/8"(10 mm)IWRC Galvanized Aircraft Cables. Guides shall be bolted through the hoistway enclosure with back-up Minimum breaking strength of 14,400 lbs.each. plates,washers and nuts.Subject to architects'alterations and approval. 4.11 SAFETY DEVICE 4.16 CAR SLING A"slack/broken cable"safety device shall be supplied which will stop and sustain the elevator and its rated load,if either of the hoisting cables 4.16.1 become slack or breaks.The safety device shall be resettable by the Car sling shall be fabricated from steel members with adequate bracing to operation of the elevator in the upward direction.A switch shall be support the platform and cab. mounted in such a position as to sense the operation of the safety device,and will open the safety circuit to the controller to prevent 4.16.2 operation of the elevator in either direction. The buffer-striking member on the underside of the car must stop the elevator before the jack plunger reaches its down limit of travel. 4.12 GUIDE YOKE The 1:2 guide yoke/sheave arrangement shall be supplied with a 4.16.3 sheave,guide shoes,roller bearings and adjustable cable guards.The Guide shoes to be solid slipper type with polyurethane inserts. sheave shall be finished with rounded grooves to fit the cables. 4.17 WIRING 4.14 FINAL LIMIT SWITCH All wiring and electrical connections shall comply with applicable codes, The elevator shall be equipped with a final limit switch to cut off all power insulated wiring shall have flame retardant and moisture proof outer to the elevator if the upper normal terminal stopping devices fail. covering and shall be run in conduit or electrical wireways.Traveling cables shall be flexible and suitably suspended to relieve strain. 4.15 GUIDE RAILS AND BRACKETS Part 5-EXECUTION 4.15.1 Steel 8Ib/ft"T"guide rails and brackets shall be securely fastened to the 5.1 EXAMINATION building structure. All site dimensions shall be taken to ensure that tolerances and clearances have been maintained and meet local regulations. 4.15.2 Brackets shall securely hold the guides in a plumb and true position 5.2 PREPARATION regardless of car loading. Pre-inspect the construction and service requirements for'Work by Others".These requirements will be included in drawings,diagrams, engineering data sheets and special instructions before the work commences. LOADS ON THE BUILDING (RAIL REACTIONS) RAIL R - RC- S Rail Orientation to Support Wall /� / ////// � � i //// 2 u u u u `� X RI X R2 rLI 3041bf 1941bf r 1 1 RAIL WEIGHT : 8.0 lbs / f t Rail reactions do not include safety factors.Applicable safety factors must be considered in hoistway design. 47 1 2" (1207) SI 7 1 2" 15" 15" 7 1 2" (191) (381) (381) (191) a CD 1 o 0 C;) r o , RAIL BRACKET DIMENSIONS RAIL BRACKET 111111 CPG-INFVER01©2005,Concord Elevator Inc. Page 19 of 24 INFINITY PIT DETAILS The Infinity utilizes a unique high strength sling assembly design that allows a shallow pit depth of only 8" while providing a load capacity of 1000 lbs. 4'1 II Upstand Post i � > � � � Guide Rails for „ Hydraulic Jack Rail Bracket II I. '. Lower Landing / r ° 8" Pit Depth A° ° a ° a ° Pit it Note: The Infinity SRE Package allows for an even shallower pit depth of only 6". Although the Infinity SRE is designed primarily for Multi-unit projects, it can be purchased for regular applications where it is necessary to reduce pit depth below the standard 8" CPG-INFVER01©2005,Concord Elevator Inc. Page 20 of 24 INFINITY OVERHEAD CLEARANCE DETAILS The Infinity Design enables a minimum overhead clearance of only 92 inches making construction easier when modifying existing construction or building a new home 7 Top of Hoistway __________ Wood Construction Suggested Wall Construction q �P��' - Suggested Support Wall Wood Construction ® Note. '1$ R3 The drawings on this page are for reference only. ® Building structural engineer to ensure that the building and hoistway will support ' ti . all loads imposed by the lift 1 I equipment. Fire ratin of hoistwayis ° g l I 1 subject to local building .4-4 ,..„, , codes. 1 1 1 1 � ir1 11,0°°°° RAIL BRACKET SUPPORTED ON (2) 2x12 LAMINATED / f @ MEMBERS SUPPORTED AND FASTENED BETWEEN y/� (2) 2x4 STUDS ON TO WHICH GYPSUM BOARDS ARE **--',.../..- Q ATTACHED. 2X4 STUD 2X4 STUD ° REACTION RAIL FORCES RAIL BRACKET ° ° R1 304 LBS S. • R2 194 LBS , is R3 6400 LBS �1A ►1 11_ ____ X111 IIMI 1111 i C1i =--=--==-==-_=7 ►. IIIIII I I TYPICAL STUD AND DRY WAL / BOARD CONSTRUCTION II q IIIIMI OM II AA-11 111111 NOTE. 1, THIS DRAWING IS FOR REFERENCE ONLY. BUILDING STRUCTURAL ENGINEER TO ENSURE THAT THE BUILDING AND HOISTWAY WILL SAFELY SUPPORT ALL LOADS IMPOSED BY THE LIFT EQUIPMENT 2. FIRE RATING OF HOIST WAY IS SUBJECT TO LOCAL BUILDING CODES. CPG-INFVER01©2005,Concord Elevator Inc. Page 22 of 24 • Wood Construction Sectional View Masonry Construction Sectional View / a 1I c`_ I WOOD ROOF TRUSS, aIr/ BOT. CHORD RAIL 6I ��iii MIN. 3 CONN. PER O. r.kel BRACKET WALL (SEE NOTE 4) c, WOOD ROOF CONT. 2"x4" i 2-3)¢" [90] INTO i TRUSS BOT. [38x69] TIGHT ,/ EACH TRUSS CHORD 2-3 7¢" [90] NAIL w CHORD ® 2' TO FACE ON �� 0 12" 302] MAX. w rr � � [ v [610] c/c EACH SIDE ♦•♦ PI CONT. R. FLOOR A• I X" [19] PLYWOOD SHEATHING M4--�� OR OSB SHEATHING R RAIL kik A ,� (SEE NOTE 3) I� BRACKET % BLOCK WALL w PERJOISTA (5)¢" [140] MIN.) L.., CONT. RIM JOIST ►—; FLOOR JOIST ® p 0 to DOUBLE E. 16" [405] c/c MAX. Z w 4 RAIL co w BRACKET BLOCKING [1220]Ec ® A/CHc RAILMAX. SUPPORT N RAIL % FILL COURSE SOLID �.I� BRACKET La �� ® BRACKETS 2"x4" [38x89] or 2"x6" [38x140] z -i-•4 WD STUDS C 12" [302] c/c MAX. w �� k•. 9 GA. [3.65] LADDER TYPE CONT. BOT.PL. w/ _. JOINT REINF. C 16" [405] a.Il )¢" [12] 0 A. BOLTS MAX' 1- w ® 4' [1200] c/c z wZ o (MIN 2/WALL) z w o A USE ASHLAR BLOCK �- o Z / IF REO'D (SEE NOTE 1) w "�w a co W -w IP 0_cLI dam^ CONC. FON. < 'a BY OTHERS 1 e REINF. BY OTHERS - - �- 4 Wood Construction Plan View Masonry Construction Plan View \ COPREFAB. CORNER / / �� JOINT REINF. I�I FOR FASTENERS, 0 BLOCK WALL ■� `i' SEE ELEV. DWG. FOR FASTENERS, Z (8"MINIMUM) i''' Q SEE ELEV. DWG. E: ->.< 0 ;''' 0 L '/1 0 11 wr LL_I> w I►, 0 Z w Iii W x w w wLUcr) I- = RAIL BRACKET 0 47 Y' [1206] LONG. 0 RAIL BRACKET (SEE ELEV. DWG.) - o (SEE ELEV. DWG.) L� ;r; x I��I • /x�7i/ / 01I N N >KX 6" [150] MIN. / / CPG-INFVER01 0 2005,Concord Elevator Inc. Page 23 of 24 Elevator Rail Support Wall Drawing Notes 1 See Elevator Drawing for rail bracket spacing and pit depth. 2 Wall lateral support spacing: -for 2" x 4" studs, use 6' -10" (2090 mm) max. -for 2"x 6" studs, use 13' -6" (4120 mm) max. 3 Sheathing installation: install sheets vertically full width of shaft or min. centred on rail brackets. 4 Connectors to resist horizontal load but allow vertical movement. For Wood, use 2"x 1/4"cap screw lag bolts. General Specifications G1 The design and construction of all work is to conform to the local applicable building code. G2 Read these drawings in conjunction with all related architectural, mechanical, electrical, and elevator drawings as well as any other contract documents. G3 The wall drawings have been prepared using engineering principles and the design loads that are applied by the elevator rails to the wall. However, the details and member sizes and the attachments to the structure should not be construed as a complete design of the wall system. The contractor and/or the project engineer is responsible to evaluate the other loads that are applied to the wall from the floor or roof system and modify member sizes or connections as required by their analysis. G4 Do not scale the drawings. G5 See elevator shop drawings for service loads (including dynamic effects) which are: - horizontal load parallel to the wall = 194 lb. - horizontal load perpendicular to the wall = 304 lb. G6 Wood SPF NO 1/2 Mix Concrete 3000 psi (20 Mpa) @ 28 days. If exposed use 5% to 7% air content. A. Bolts ASTM A307 Mortar Type "S" Masonry Grout 2100 psi (14 Mpa) High Slump Block 2100 psi (14 Mpa) on net area G7 Wall to be installed plumb and square within 1/8" (3mm) of top and bottom of shaft. G8 Wall lateral support spacing (H) selected for maximum horizontal deflection of H/360 from rail loads. Wood Construction W1 Separate wood from concrete with waterproof barrier or use pressure treated wood. W2 Bridging Maximum Spacing: Load Bearing or Shear walls—4' c/c W3 Nail or screw sheathing at 6"c/c at edges and 12" c/c to other members. Use 2.5" Standard Ardox nails or 2"#12 Screws. Masonry Construction M1 All masonry construction to conform to applicable local standards M2 Reinforce lintel blocks with 2-15m bottom bars unless noted. M3 Provide continuous ladder type joint reinforcement at 16" (400) c/c. www.concordelevator.com 1-800-661-5112 �J CONCORD® CPG-INFVER01©2005,Concord Elevator Inc. Page 24 of 24 Ki dsvogel Elevator 11922 ast Twentieth Avenue Spokane County,Washington Structural Calculations for: Kirk and Liana Kindsvogel May 23, 2006 Project No.: 2006057 C. DA NI C of WAsy�L 4k. ik Q Yb co J.. � )1) 290136 1 w ,.4�'4:6, , G1STEft C51'� sSIONAL � I EXPIRES:O5-23-2007 Unhand Northwest 8II4pincerhngq Tapio Office Center, Green Flag Building 104 South Freya Street, Suite 110-F Spokane, Washington 99202 (509) 532-1532 Voice and Cell, (509) 534-0664 rand Kindsvogel Elevator Date: 5/23/2006 ®■'th��'Lsr By: Brett Danielson Tapio O`n3Org1a9lglt"N1B * NBC. 11922 East Twentieth Avenue Page: 1 of 19 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2006057 Design Data 1509)532-1532 Voice and Cell,(509)534-0664 Fax Building Dimensions: Main Roof: Length= 57 ft. x Width = 51.5 ft. with 3.5 ft. overhangs Main Floor: Length = 50 ft. x Width = 51.5 ft. Code: 2003 IBC Category I: All structures housing occupancies or having functions not listed in Catagories II, III or IV. Roof Loads: Ground Snow Load, Pg= 0.017 x 2100 = 35.7 psf(per Snow Load Manual) Exposure, Ce= 1.2 Importance Factor, ISNOW = 1 Thermal Factor, Ct = 1 Basic Snow Load, Pf= 0.7CeCt(Isxow)Pg= 29.988 psf(ASCE-7 Equation 7-1) Minimum Uniform Roof Load, Pu = 20 psf(per 2003 IBC reduced for over 200 square feet) Projected Snow Loads: Less than R-30 unventilated, R-20 ventilated? No Valleys, Cv = 1 Slope I Angle, a I Slope Factor, Cs (ASCE-7: Figure 7-2) I Design Snow Load, QsL = Cs*Pf 3 /121 14.0 ° 11 - (14.04 - 14.04) /70 = 1 11 x 29.99 = 30 psf Snow Drift: Upper Roof Width, WB =58.5 ft., hd =0.43(W e11/3(P9+10)1"- 1.5=2.84 ft.(Equation.44-1) D=0.13P9 +14.0 "35= 18.641 pcf hb =Pf/D= 1.61 ft.(Equations 44-2 and 44-3) W =411 <4(h, -h5)= 11.36039 ft.for h, z 4.4488 ft. Pd =1)(h a)= 52.942 psf(Equation 44-4) With Sliding:Pds =1.4D(h d)= 74.11915 psf Maximum Total Load= 123.4 psf(Paragraph 1644.5) Note:Composition shingles, 2 ply are used in the calculations instead of lighter or slippery roofing shown on the drawings to allow for reroofing or snow brake installation. Heavier roofing,such as Clay Tile,require redesign. Projected Roof Dead Loads: Frame Wall Dead Loads: Composition shingles, 2 ply 6.1847 psf Wood Shingles 2.25 psf 1 1/2" Douglas Fir, Spruce = 4.1231 5/8 " Plywood = 1.77 1 " Douglas Fir, Spruce = 2.7487 5/8 " Gypsum = 2.6 0 " Loose Insulation = 0 5 " Loose Insulation = 1 Miscellaneous 1.9435 Miscellaneous 1.38 QDL ROOF = 15 psf QDL_WALLS = 9 psf Use 3 1/8" x 16 1/2" 24F-V3, DF/DF 2 x 6 Number 2 Douglas Fir- Glu-Lam: O.K. at 64" o.c. = 4.3066 psf Larch Studs at 24" on center= 1 psf Floor Dead Loads: Deflection Limits: 1/4 " Ceramic or quarry tile = 3.3333 psf AmAx = L / x; x = 240 total load 1 1/2" Douglas Fir, Spruce = 4 ALIVE = L / x; x = 360 live load 5/8 " Gypsum = 2.6042 (JOIST = L / x; x = 480 live load 6 3/4 " Loose Insulation = 1.35 Floor Live Loads: Miscellaneous 1.7125 Residential Floor Areas, QLL FLOOR = 40 psf QDL FLOOR= 13 psf Exit Facilities, PsTnnz = 300 lbs. Use 4 x 10 Number 1 Douglas Fir- Residential Decks (Witlt., _ Larch Beam: O.K. at 32" o.c. = 7.207 psf Direct Support), �1LL_FLOOR - 40 psf Main Roof Height: Average Roof: 25.75 ft. @ 3/12 = 3.2188 ft. Roof: Bearing Depth = 13.915481 " = 1.1596 ft. Top Story Height = 8' - 6" = 8.5 ft. Top Floor: Depth = 0' - 8 3/4" = 0.7292 ft. Story Height = 8' - 0" = 8 ft. Lower Floor to Grade = -7' - 0" = -7 ft. Top Diaphragm Height Above Grade = 14.608 ft. inlandKindsvogel Elevator Date: 5/23/2006 `\ortllsWC$t By: Brett Danielson iBhmgi®eeriaq, Inc. 11922 East Twentieth Avenue Page: 3 of 19 Taplo Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2006057 Framing Design (509)532-1532 Voice and Cell,(509)534-0884 Fax Beams and Headers: The following calculations use the superposition principle to sum moments and displacements at a selected location. The moments are calculated by adding the effects o"\ the reaction at one end of the member and the applied loads between that end and the selected location: Rix-w)(x-a)2/2-((n2- o1)(x-a)3/6;where R)is the start reaction, x is the distance from the start of the member to the selected location,w)is the starting value of the trapezoidal load,w2 is the ending value of the trapezoidal load,and,a is the distance from the start of the member to the start of the load. For points beyond the end of the load the formula is simply:R2(l-x). Deflection calculations are based on the conjugate beam theorum:the deflection at a point on the beam is equal to the moment at the corresponding point on an equivalent beam under the moment diagram as a load. The conjugate reaction at the start,Ric,is: [R1b2(1-2b/3)12+R2(1-b)3/3-wi(b-a)3(l-b-(b-a)/4)/6-(w2-(01)(b-a)3(1-b-(b-a)/5)/24)/1 where b is the distance from the start of the member to the end of the load. The deflection of a point within the loaded area is then: l R1Cx-RIx3/6+w)(x-a)4/24+(wk-w2)(x-a)5/120(b-a). I Top Story Wall Framing: Span= 8' -6" = 8.5 ft. Tributary Width: Start= 2' -0" = 2 ft. End=2' -0" = 2 ft. Distributed Start Axial Lateral End Axial Lateral Start End Moment Start Shear End Shear of Moment of Moment Distance from End Axial Load Type Location (plf) (lbs./ft) Location (plf) (lbs./ft) Reaction Reaction (ft-lbs.) of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 20 0 8.5 ft. 20 0 0 0 170.0443 0 4.25 0 0 0 0 @ 4.25 ft. Wind 0 ft. 0 27.36 8.5 ft. 0 27.36 116.28 116.28 0 247.1 4.25 700.1025 700.1025 1859.647 247.095 @ 4.25 ft. Point Load Lateral Load Lateral Axial Load Axial Load Start End End Axial Moment Start Shear End Shear of Moment of Moment Distance from Type Location Load(lbs.) Location (lbs.) Reaction Reaction (ft-lbs.) @ of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 0 0 ft. 206 0 0 206 0 4,25 0 0 0 0 @ 4.25 ft. Live 0 ft. 0 0 ft. 0 0 0 0 0 4.25 0 0 0 0 @ 4.25 ft. Snow 0 ft. 0 0 ft. 320 0 0 320 0 4.25 0 0 0 0 @ 4.25 ft. Seismic 0 ft. 0 0 ft. 0 0 0 0 0 4.25 0 0 0 0 @ 4.25 ft. Wind 0 ft. 0 0 ft. -115 0 0 -115 0 4.25 0 0 0 0 @ 4.25 ft. Redundant? Yes Dead Load Forces 0 0 375.9818 0 0 0 0 0 Snow Load Forces 0 0 319.872 0 0 0 0 0 Wind Load Forces 116.28 116.28 -115.2 247.1 700.1025 700.1025 1859.647 247.095 Load Duration Factor= 1.33 Shear, 1.15 Axial, 1.33 Moment 116.28 116.28 695.8538 247.1 490.0718 490.0718 1301.753 247.095 Distributed Loads: Vary from: 0 plf at 0 feet to 0 plf at 8.5 and from 0 plf at 0 feet to 0 plf at 8.5 feet Minimum Depth= 5.5 inches,Weight= 2.005 plf, Maximum Shear,V= 116.28 lbs., Maximum Moment, M= 247.095 ft-lbs Transverse Support Spacing= 1' - 0" = 1 ft. Transverse Buckling Factor= 1 Major Buckling Factor= 1 Use 2 x 6 Number 2 Douglas Fir-Larch Studs at 24"on center: O.K. Quantity= 1 ,b= 1.5 inches, d= 5.5 inches, CR= 1.15 CF= 1.3 CM. = 1 CFU2 = 1.15 A=b(d) = 8.25 in.2 ; S= (b)d2/6= 7.5625 in.3; It = (b)d3/12 = 20.79688 in.4; S2 = 2.0625 in.3;I2= 1.546875 in.4 1v= 1.5RM /A= 21.142 psi,fsl=M/S= 392.0846281 psi,Aram,= 0.068in. < L/240, ALNE= 0.068in. < L/240 c' = 0.8 FB= 875 psi FB1' =Fs(CF)CR(CD)CFUI = 1744.2 psi, FB2' = FB(CF)CR(CD)CFU2 = 2005.792 psi fB2 = 0 psi Fv= 95 psi Fv = Fv(CD)CH= 126.667 Dsi, E= 1,600,000 psi, Fe)) = 1300 psi LU1/d= 19 LU2/d= 8 KcEj= 0.3 KcE2= 0.3 FCEI = 1395.6 psi,FcE2= 7500 psi Fc' = Fc(CF)CD[(1+(Fermin/(Fc(CF)CD))/2c')-[(1+(FcEmin/(Fc(CF)CD))/2c')2-(FcEmin/(Fc(CF)CD))/eV/2) = 1104.667 psi, fc= 84.34591 psi Rbl = 7.8 KbEI = 0.44 FbEI= 11597.53 psi, Fc= 1153.6 psi, [fc/Fc]2+fBl/(FB1'(1-(fc/FcEl)))+fB2/(FB211-(fc/FcE2)-(fB1/FbEI)) = 0.24081681 Iinland Kindsvo el Elevator Date: 5/23/2006 -\ortis�vl`!it g By: Brett Danielson '" `iBaseisieerini , Orme. 11922 East Twentieth Avenue Page: 5 of 19 Taplo Office Center,Green Flap Building Framing Design 104 South Freya Voice a,dSuiteCe 770-F,Spokane,WFax 99202 Project No.: 2006057 509)532-1532 Voice and Cell,(509)534-0884 Fax Use 6 x 16 Number 1 Douglas Fir-Larch Timbers Beam: O.K. Quantity= 1 , b= 5.5 inches, d= 15.25 inches, CFU= 1 CR= 1 A=b(d) = 83.875 in.2 ; S= (b)d2/6 = 213.182 in.3; I = (b)d3/12 = 1625.515 in.4 CF= 0.9 fv= 1.5RM,e,X/A= 69.241 psi,fB= M/S= 1196.478079 psi,AToTAL= 0.849in. < L/240, ALIVE= 0.569in. < L/360 FB= 1350 psi FB= FB(CF)CR(CD)CFU= 1397.3 psi, E= 1,600,000 psi Fv= 85 psi Fv' = Fv(CD)CH= 97.75 psi Left Cantilever: ArarAL= 0.463in. > L/120 (up) ALIVE= 0.31in. > L/180 (up) Use 4 x 22 Number 1 Douglas Fir-Larch Beam: O.K. Quantity= 1 ,b= 3.5 inches, d= 21.25 inches, CFU= 1 CR= 1 A=b(d) = 74.375 in.2 ; S= (b)d2/6 = 263.411 in.3; I = (b)d3/12 = 2798.747 in.4 CF= 1 fV= 1.5RM,x/A= 78.085 psi,fB= M/S = 968.3251458 psi,AroTAL= 0.464in. < L/240, ALIVE= 0.311in. < L/360 FB= 1000 psi m- FB= FB(CF)CR(CD)CFU= 1150 psi, E= 1,700,000 psi Fv= 95 psi r2r Fv'=Fv(CD)CH= 109.25 psi Left Cantilever: Ararat,= 0.253in. < L/120 (up) ALIVE= 0.169in. < L/180 (up) Use 3 1/2"x 18" 1.3E Timberstrand®LSL: O.K. Quantity= 1 ,b= 3.5 inches, d= 18 inches, Cv= (12/d)0 0' 92= 0.96 A=b(d) = 63 in.2 ; S= (b)d2/6= 189 in.3; I = (b)d3/12= 1701 in.4 Iv= 1.5(RM,ix-wd)/A= 92.184 psi,fB=M/S = 1349.57 psi Arum,= 0.99907 in. < L/ 240 ALIVE= 0.6688 in. < L/ 360 FB= 1700 x 1.15 x 0.96338 = 1883.416 psi, E= 1,300,000 psi Fc(( = 1400 psi FpERF= 650 psi Fv= 285 x 1.2 = 327.75 psi Left Cantilever: km],= 0.544in. >L/120 (up) ALIVE= 0.364in. > L/180 (up) Use 3 1/8" x 16 1/2" 24F-V3,DF/DF Glu-Lam: O.K. Quantity= 1 Cv= 1 (12/d)°''(5.125/b)°''(21/L)° 1.0 = 1 b= 3.125 inches, d= 16.5 inches,A=b(d) = 51.5625 in.2 ; S= (b)d2/6= 141.7969 in.3 I = (b)d3/12 = 1169.8 in.4 fv= 1.5(RMAx-cod)/A= 112.6319315 psi, f5= M/S= 1798.826 psi ALIVE= 0.70235 in. < L/ 360 (Camber= None ) FB= 2400 x 1.15 x 1 = 2760 psi, E= 1,800,000 psi Fci( = 1600 psi FT= 1100 psi Fv= 165 x 1.2 = 189.75 psi Left Cantilever: +TOTAL= 0.571in. >L/120 (up) ALIVE= 0.382in. > L/180 (up) Use 5 1/8" x 13 1/2" 24F-V3, DF/DF Glu-Lam: O.K. Quantity= 1 Cv= 1 (12/d)°1(5.125/b)°''(21/L)°'' 1.0= 0.9743 b = 5.125 inches,d= 13.5 inches,A=b(d) = 69.1875 in.2 ; S= (b)d2/6= 155.6719 in.3 I = (b)d3/12 = 1050.8 in.4 fv= 1.5(RM,ix-c°d)/A' 83.93978634 psi, f5= M/S= 1638.497 psi ALIVE= 0.78192 in. < L/ 360 (Camber= None ) FB= 2400 x 1.15 x 0.97434 = 2689.176 psi, E= 1,800,000 psi Fci i = 1600 psi FT= 1100 psi Fv= 165 x 1.2 = 189.75 psi Left Cantilever: Aram= 0.636in. >L/120 (up) OLIVE= 0.426in. > L/180 (up) island Kindsvogel Elevator Date: 5/23/2006 • orthwt..!it By: Brett Danielson j `Eneginaerinq, Inc. 11922 East Twentieth Avenue Page: 7 of 19 Taplo Office Center,Green Flap Building Framing Design 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2006057 509)532-1532 Voice and Cell,(509)534-0884 Fax Use 4 x 6 Number 2 Douglas Fir-Larch Beam: O.K. Quantity= 1 ,b= 3.5 inches,d= 5.5 inches, CR= 1 CF= 1.3 CFUI= 1 CFU2= 1.05 A=b(d) = 19.25 in.2 ; S= (b)d2/6= 17.6458 in.3; II= (b)d3/12 = 48.52604 in.4; S2= 11.22917 in.3; I2 = 19.65104 in.4 fv= 1.5RM,x/A= 21.096 psi,fsi = M/S= 420.0724754 psi,ATDTAI.= 0.072in. < L/240, ALIVE= 0.072in. < L/240 FB= 875 psi I- FB1' =FB(CF)CR(CD)CFU1 = 1516.7 psi, FB2' = FB(CF)CR(CD)CFU2= 1592.5 psi c' = 0.8 Fv= 95 psi°- Fv' = Fv(CD)CH= 126.667?si, E= 1,600,000 psi, Fci) = 1300 psi LU1/d= 19 LU2/d= 29.1 KcEI = 0.3 KcE2= 0.3 FcE1 = 1395.6 psi, FcE2 = 565.1672 psi Fc = Fc(CF)CD[(1+(Fcgmin/(FC(CF)CD))/2c')-[(1+(FcE,nu,/(Fc(CF)CD))/2c')2-(FcEatld(FC(CF)CD))/c']1/2] = 526.1106 psi,fc= 298.4457 psi Rb1 = 9.2 KbE1 = 0.44 FbE1 = 8316.671 psi, Fc= 532.25 psi, [fc/Fc]2+fBl/(Fal'(1-(fc/FcEI)))+fs2/(Fs2(1-(fc/FcE2)-(fst/FbE1)) = 0.64429288 Use 3 1/8"x 5 1/8" 24F-V3, DF/DF Glu-Lam: O.K. Quantity= 1 Cv= 0.96 (12/d)°'1(5.125/b)°'1(21/L)°'151.0= 1 c' = 0.9 b= 3.125 inches, d= 5.125 inches,A=b(d) = 16.01563 in.2 ; S1 = (b)d2/6= 13.68001 in.3 I1 = (b)d3/12 = 35.055in4; S2= (d)b2/6= 8.34147 in3;I2= (d)b3/12 = 13.034 in.4 fv= 1.5(R, -wd)/A= 25.357 psi,fB1=M/S= 541.851 psi,fB2= M/S= 0 psi AuvE= 0.08912 in. < L/ 240 (Camber= None ) FBi = 2400 x 1.333 x 1 = 3200 psi, E= 1,800,000 psi Fel 1 = 1600 psi, FT= 1150 psi, Fvt = 165 x 1.333333 = 220 psi FB2= 1500 x 1.333 x 1 = 2000 psi, FV2 = 145 x 1.333333 = 193.3333 psi LU1/d= 20 LU2/d= 32.6 KcE1 = 0.418 KcE2= 0.418 FcE1 = 1899.5 psi, FcE2 = 706.2338 psi Fc = Fc(CD)[(1+(FcEmin/(Fc(CD)))/2c')-[(1+(FCEmin/(Fc(CD)))/2c')2-(F'cEmin/(Fc(CD)))/C']1/2] = 668.1396 psi,fc= 358.7172 psi Rb1 = 9.9 KbEI = 0.61 FbEO = 11129.56 psi, Fc= 674.99 psi, [fc/Fc]2+fs1/(Fsl'(1-(fc/FcEi)))+fs2/(Fs2'(1-(fc/FcE2)-(fsl/FbE1)) = 0.47969677 Use 3 1/2" x 3 1/2" 1.8E Parallam®PSL:O.K. Quantity= 1 ,b= 3.5 inches,d= 3.5 inches, Cv= (12/d)°'111 = 1 CV2 = (12/b)°'111 = 1 A=b(d) = 12.25 in.2 ; S= (b)d2/6 = 7.14583 in.3; I1 = (b)d3/12 = 12.50521 in.4; S2 = (d)b2/6 = 7.145833 in.3 I2= (d)b3/12 = 12.505 in.4; a= 1.5(RM,x-c°d)/A= 33.152 psi,fm.= M/S = 1037.32 psi,fB2= M/S= 0 psi ATOTAL= 0.24982 in. < L/ 240 ALIVE= 0.2498 in. < L/ 240 c' = 0.9 Fs= 2400 x 1.333 x 1 = 3200 psi, E= 1,800,000 psi, FB2= 3200 psi Fci) = 2500 psi FPERP= 650 psi Fv= 290 x 1.3 = 386.6667 psi Lu1/d= 29 LU2/d= 29.1 KcE1 = 0.418 KcE2 = 0.418 FcE1 = 885.9 psi, FcE2 = 885.8997 psi Fc = Fc(CD)[(1+(FcEmin/(Fc(CD)))/2c')-[(1+(FcEmin/(Fc(CD)))/2c')2-(FcEmin/(Fc(CD)))/c')1/2] =, 850.2003 psi,fc= 468.9861 psi Rb1 = 7.3 KbE1 = 0.61 FbE1 = 20442.77 psi, Fc= 856.3 psi, [fc/Fc]2+fsi/(Fsi'(1-(fc/Foci)))+fs2/(Fs2P-(fc/FcE2)-(fs1/Fbci)) = 0.83758625 Typical Floor Joist Start Cantilever: Span=4' - 5 3/4" = 4.479 ft. Tributary Width: Start=2' -8" = 2.6667 ft. End= 2' - 8" = 2.6667 ft. Distributed Start Axial Lateral End Axial Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from Lateral(plf) Load Type Location (plf) (plf) Location (plf) Reaction Reaction (ft-lbs.) Support Moment of Moment Moment (ft-lbs.) start Dead 0 ft. 0 53.8854 4.48 ft. 0 53.88542 0 241.36 540.5498 @ 0 ft. 807.0709 2711.254 1807.502 540.5498 @ 0 ft. Live 0 ft. 0 106.667 4.48 ft. 0 106.6667 0 477.78 1070.023 @ 0 ft. 1597.604 5366.951 3577.967 1070.023 @ 0 ft. Wind 0 ft. 0 -30.081 4.48 ft. 0 -30.0815 0 -134.7 -301.761 @ 0 ft. -450.547 -1513.55 -1009.04 -301.761 @ 0 ft. IIIIIIDIi Kindsvo el Elevator Date: 5/23/2006 - `\ortiswest g By: Brett Danielson Engineering, Misc. 11922 East Twentieth Avenue Page: 9 of 19 Tapia Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2006057 Framing Design (509)532-1532 Voice and Cell,(509)534-0664 Fax Use 3 1/2" x 9 1/4" 1.3E Timberstrand®LSL: O.K. Quantity= 1 ,b= 3.5 inches, d= 9.25 inches, Cv= (12/d)°'092 = 1 A=b(d) = 32.375 in.2 ; S= (b)d2/6= 49.9115 in.3; I = (b)d3/12 = 230.8405 in.4 fv= 1.5(RM, -cod)/A= 47.869 psi, fB=M/S = 387.223 psi '-`TOTAL= 0.07032 in. < L/ 240 ALIVE= 0.0467 in. < L/ 360 F5= 1700 x 1.15 x 1 = 1955 psi, E= 1,300,000 psi Fc(( = 1400 psi FPERP= 650 psi Fv= 285 x 1.2 = 327.75 psi Left Cantilever: aroTAL= 0.004in. < L/120 (down) ALIVE= 0.001in. < L/180 (up) Use 3 1/8"x 7 1/2"24F-V3, DF/DF Glu-Lam: O.K. Quantity= 1 Cv= 1 (12/d)°'1(5.125/b)°''(21/L)°"<_1.0= 1 b= 3.125 inches, d= 7.5 inches,A=b(d) = 23.4375 in.2 ; S= (b)d2/6 = 29.29688 in.3 I = (b)d3/12 = 109.86 in.4 fv= 1.5(R5, -wd)/A= 66.12281484 psi,fB= M/S = 659.6907 psi ALIVE= 0.0709 in. < L/ 360 (Camber= None ) FB= 2400 x 1.15 x 1 = 2760 psi, E= 1,800,000 psi Fci( = 1600 psi FT= 1100 psi Fv= 165 x 1.2 = 189.75 psi Left Cantilever: &ro-r,U = 0.007in. < L/120(down) ALIVE= 0.001in. < L/180 (up) Use 5 1/8"x 12" 24F-V3,DF/DF Glu-Lam: O.K. Quantity= 1 Cv= 1 (12/d)°'1(5.125/b)°''(21/L)°''s1.0 = 1 b= 5.125 inches,d= 12 inches,A=b(d) = 61.5 in.2 ; S= (b)d2/6= 123 in.3 I = (b)d3/12 = 738 in.4 fv= 1.5(RM (-wd)/A= 25.19924346 psi,fB= M/S= 157.1291 psi ALIVE= 0.01055 in. < L/ 360 (Camber= None ) FB= 2400 x 1.15 x 1 = 2760 psi, E= 1,800,000 psi Fc(( = 1600 psi FT= 1100 psi Fv= 165 x 1.2 = 189.75 psi Left Cantilever: ATOTAL= 0.00lin. <L/120 (down) AuvE= 0.in. < L/180 (up) Use 1 3/4"x 9 1/4" 1.9E Microllam®LVL: O.K. Quantity= 1 ,b= 1.75 inches, d= 9.25 inches, Cv= (12/d)°'136= 1 A=b(d) = 16.1875 in.2 ; S = (b)d2/5= 24.95572917 in.3; I= (b)d3/12 = 115.4202474 in.4 fv= 1.5(RM,x-c°d)/A= 95.738 psi,fB=M/S= 774.446 psi '-`TOTAL= 0.09623 in. < L/ 240 ALIVE= 0.0639 in. < L/ 360 FB= 2600 x 1.15 x 1 = 2990 psi, E= 1,900,000 psi Fc(( = 2310 psi FpER,= 750 psi Fv= 285 x 1.2 = 327.75 psi Left Cantilever: &rpm= 0.006in. <L/120 (down) ALIVE= 0.001in. < L/180 (up) uiaudKindsvogel Elevator Date: 5/23/2006 - `Wwrtistvl�tt By: Brett Danielson BugiRWriuIq, Inc. 11922 East Twentieth Avenue Page: 11 of 19 Taplo Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 09202 Project No.: 2006057 Framing Design (509)532-1532 Voice and Cell,(509)534-0884 Fax Use 3 1/8"x 7 1/2" 24F-V3,DF/DF Glu-Lam: O.K. Quantity= 1 Cv= 1 (12/d)°''(5.125/b)°'1(21/L)°'151.0= 1 b= 3.125 inches, d= 7.5 inches,A=b(d) = 23.4375 in.2 ; S= (b)d2/6= 29.29688 in.3 I = (b)d3/12 = 109.86 in.4 fv= 1.5(RM,ix-wd)/A= 65.71931944 psi, f5= M/S = 1611.172 psi &IVE= 0.46623 in. < L/ 360 (Camber= None ) FB= 2400 x 1.15 x 1 = 2760 psi, E= 1,800,000 psi Fcii = 1600 psi FT= 1100 psi Fv= 165 x 1.2 = 189.75 psi Use 5 1/8"x 12" 24F-V3, DF/DF Glu-Lam: O.K. Quantity= 1 Cv= 1 (12/d)°''(5.125/b)°'1(21/L)°'151.0= 1 b= 5.125 inches, d= 12 inches,A=b(d) = 61.5 in.2 ; S= (b)d2/6 = 123 in.3 I = (b)d3/12 = 738 in.4 fv= 1.5(RMAx-wd)/A= 25.04547235 psi, f5= M/S= 383.7586 psi Atm= 0.06941 in. < L/ 360 (Camber= None ) FB= 2400 x 1.15 x 1 = 2760 psi, E= 1,800,000 psi Fell = 1600 psi FT= 1100 psi Fv= 165 x 1.2 = 189.75 psi Use 1 3/4" x 9 1/4" 1.9E Microllam®LVL: O.K. Quantity= 1 ,b= 1.75 inches,d= 9.25 inches, Cv_ (12/d)°'136= 1 A=b(d) = 16.1875 in.2 ; S= (b)d2/6= 24.95572917 in.3; I= (b)d3/12 = 115.4202474 in.4 fv= 1.5(RM -wd)/A= 95.153 psi,fB=M/S= 1891.44 psi drum,= 0.63281 in. < L/ 240 OLIVE= 0.4204 in. < L/ 360 FB= 2600 x 1.15 x 1 = 2990 psi, E= 1,900,000 psi Fcli = 2310 psi FPERP= 750 psi Fv= 285 x 1.2 = 327.75 psi Use 3 1/2"x 7 1/4" 2800 Fb DF Versa-Lam or 2.0E Parallam®PSL:O.K. Quantity= 1 ,b= 3.5 inches,d= 7.25 inches, Cv= (12/d)°'11' = 1 A=b(d) = 25.375 in.2; S= (b)d2/6= 30.66145833 in.3; I= (b)d3/12 = 111.1477865 in.4 fv= 1.5(RMAx-wd)/A= 60.701 psi,fB= M/S= 1539.47 psi O'roTAL= 0.62428 in. < L/ 240 OLIVE= 0.4148 in. < L/ 360 F5= 2800 x 1.15 x 1 = 3220 psi, E= 2,000,000 psi Fci i = 2900 psi FPE1 p= 650 psi Fv= 285 x 1.2 = 327.75 psi Typical Floor Beam: Span= 16' - 0" = 16 ft. Tributary Width: Start=0'-0" = 0 ft. End=0' -0" = 0 ft. Distributed Start Value End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Start Location End Location Load Type (lbs./ft) (lbs./ft) Reaction Reaction (ft-lbs.) start of Moment Moment Moment (ft-lbs.) start Dead 10 ft. 1 25.9462 116 ft. 1 25.946181 207.569 207.57 830.27781@ 8 ft. 1 4428.148 4428.1481 22140.741 0 l@ 0 ft. IMaud Kindsvogel Elevator Date: 5/23/2006 - `ortV�Vl`sf By: Brett Danielson Bmiginterinq, bac. 11922 East Twentieth Avenue Page: 13 of 19 Taplo Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2006057 Framing Design S509)532-1532 Voice and Cell,(509)534-0884 Fax Use 5 1/8"x 12" 24F-V3,DF/DF Glu-Lam: O.K. Quantity= 1 Cv= 0.96 (12/d)°'1(5.125/b)°''(21/L)°"<_1.0= 0.9865 b= 5.125 inches,d= 12 inches,A=b(d) = 61.5 in.2 ; S= (b)d2/6= 123 in.3 I = (b)d3/12 = 738 in.4 fv= 1.5(RMw-wd)/A= 119.7045594 psi,fB= M/S = 2294.151 psi OLIVE= 0.5255 in. < L/ 360 (Camber= None ) FB= 2400 x 1.15 x 0.98646 = 2722.64 psi, E= 1,800,000 psi Fc(i = 1600 psi FT= 1100 psi Fv= 165 x 1.2 = 189.75 psi Use 2 - 1 3/4" x 14" 1.9E Microllam®LVL: O.K. Quantity= 2 ,b= 1.75 inches, d= 14 inches, Cv= (12/d)°'136= 0.98 A=b(d) = 49 in.2 ; S= (b)d2/6= 114.3333333 in.3; I= (b)d3/12 = 800.3333333 in.4 fv= 1.5(RMAx-c°d)/A= 150.24 psi, f5=M/S= 2468.05 psi droTAL= 0.6973 in. < L/ 240 ALIVE= 0.4591 in. < L/ 360 FB= 2600 x 1.15 x 0.97925 = 2927.969 psi, E= 1,900,000 psi Fc(( = 2310 psi FPEP= 750 psi Fv= 285 x 1.2 = 327.75 psi Use 5 1/4"x 11 7/8"2800 Fb DF Versa-Lam or 2.0E Parallam®PSL: O.K. Quantity= 1 ,b= 5.25 inches, d= 11.875 inches, Cv= (12/d)°'11I = 1 A=b(d) = 62.3438 in.2 ; S= (b)d2/6 = 123.3886719 in.3;I= (b)d3/12 = 732.6202393 in.4 fv= 1.5(RM,ix-o)d)/A= 118.08 psi, f5=M/S= 2286.92 psi LTOTAL= 0.72367 in. < L/ 240 ALIVE= 0.4764 in. < L/ 360 FB= 2800 x 1.15 x 1 = 3220 psi, E= 2,000,000 psi Fc1 I = 2900 psi Fp op= 650 psi Fv= 285 x 1.2 = 327.75 psi Main Story Column: Span= 8' -0" = 8 ft. Tributary Width: Start= 0' -3 1/2" = 0.2917 ft. End= 0' - 3 1/2" = 0.2917 ft. Distributed Start Axial Lateral End Axial Lateral Start End Moment Start Shear End Shear of Moment of Moment Distance from End Axial Load Type Location (plf) (lbs./ft) Location (plf) (lbs./ft) Reaction Reaction (ft-lbs.) @ of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 6.5 0 8 ft. 6.45 0 0 0 51.625 0 4 0 0 0 0 @ 4 ft. Wind 0 ft. 0 4.1125 8 ft. 0 4.1125 16.45 16.45 0 32.9 4 87.73333 87.73333 219.3333 32.9 @ 4 ft. Point Load Lateral Load Lateral Axial Load Axial Load Start End Moment Start Shear End Shear of Moment of Moment Distance from Type Location Load(lbs.) Location (lbs.) Reaction Reaction End Axial (ft-lbs.) @ of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 0 0 ft. 1706 0 0 1706 0 4 0 0 0 0 @ 4 ft. Live 0 ft. _ 0 0 ft. 3228 0 0 3228 0 4 0 0 0 0 @ 4 ft. Redundant? No Dead Load Forces 0 0 1757.41 0 0 0 0 0 Live Load Forces, 0 0 3227.778 0 0 0 0 0 Wind Load Forces 16.45 16.45 0 32.9 87.73333 87.73333 219.3333 32.9 Load Duration Factor= 1.33 Shear, 1.15 Axial, 1.33 Moment 16.45 16.45 4985.188 32.9 61.41333 61.41333 153.5333 32.9 Distributed Loads: Vary from: 4.113 plf at 0 feet to 4.113 plf at 8 and from 4.113 plf at 0 feet to 4.113 plf at 8 feet Minimum Depth=3.125 inches,Weight=3.828 plf, Maximum Shear,V= 15.379 lbs., Maximum Moment, M= 32.9 ft-lbs Transverse Support Spacing= 8' -0" = 8 ft. Transverse Buckling Factor= 1 Major Buckling Factor= 1 Iulaud Kindsvogel Elevator Date: 5/23/2006 - `\artlywcst By: Brett Danielson Buglueerheq, Inc. 11922 East Twentieth Avenue Page: 15 of 19 Tapir)office Center,Green Flag Building Framing Design 104 South Freya Street,Suite 110-F,Spokane,WA 99202 PrOCt No.: 2006057 509)532.1532 Voice and Cell,(5091534-M34 Fax Point Load First Load First Load Second Load Second Load Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Type Location (lbs.) Location (lbs.) Reaction Reaction (ft-lbs.) start of Moment_ Moment Moment (ft-lbs.) start Dead 2.666667 ft. 377 5.3333333 ft. 377 221.881 532.51 565.7969 @ 2.8333 ft. 887.5245 956.5542 1673.816 0 @ 0 ft. Live 2.666667 ft. 747 5.3333333 ft. 747 439.216 1054.1 1120 @ 2.8333 ft. 1756.8631893.508_ 3313.333 0 @ 0 ft. Redundant? No Dead Load Forces 249.108 559.74 604.3678 960.3808 1029.41 1802.832 0 Live Load Forces 439.216 1054.1 1120 1756.863 1893.508 3313.333 0 Load Duration Factor= 1.15 Shear, 1.15 Moment 688.323 1613.9 1724.368 2717.244 2922.918 5116.165 0 Distributed Loads: Vary from: 9.609 plf at 0 feet to 9.609 plf at 5.667 and from 9.609 plf at 0 feet to 9.609 plf at 5.667 feet Minimum Depth= 6 inches,Weight=9.609 plf, Maximum Shear,V= 1609.054 lbs., Maximum Moment, M= 1724.368 ft-lbs Use 2 - 2 x 10 Number 2 Douglas Fir-Larch Beam: O.K. Quantity= 2 , b= 1.5 inches,d= 9.25 inches, CFU= 1 CR= 1 A= b(d) = 27.75 in.2 ; S= (b)d2/6= 42.7813 in.3; I= (b)d3/12 = 197.8633 in.4 CF= 1.1 fv= 1.5RM,ix/A= 86.976 psi,fB=M/S = 483.6795106 psi,ATOTAL= 0.028in. < L/240, AuvE= 0.018in. < L/360 F5= 875 psi F5' =FB(CF)CR(CD)CFU= 1106.9 psi, E= 1,600,000 psi Fv= 95 psi 41. Fv' =Fv(CD)CH= 109.25 psi Use 4 x 8 Number 1 Douglas Fir-Larch Beam: O.K. Quantity= 1 ,b= 3.5 inches, d= 7.25 inches, CFU= 1 CR= 1 A= b(d) = 25.375 in.2 ; S= (b)d2/6= 30.6615 in.3; I= (b)d3/12 = 111.1478 in.4 CF= 1.3 fv= 1.5RM,ix/A= 95.117 psi,fB=M/S= 674.8672499 psi, ATOTAL= 0.047in. < L/240, ALIVE= 0.03in. < L/360 FB= 1000 psi ®- FB =FB(CF)CR(CD)CFU= 1495 psi, E= 1,700,000 psi Fv= 95 psi®' FV =Fv(CD)CH= 109.25 psi Use 1 1/4"x 7 1/4" 1.3E Timberstrand®LSL: O.K. Quantity= 1 ,b= 1.25 inches,d= 7.25 inches, Cv= (12/d)0 0' 92 = 1 A=b(d) = 9.0625 in.2 ; S= (b)d2/6 = 10.9505 in.3;I= (b)d3/12 = 39.69564 in.4 fv= 1.5(RMAx-cod)/A= 266.33 psi,1B= M/S = 1889.63 psi AroTAL= 0.17132 in. < L/ 240 ALIVE= 0.1109 in. < L/ 360 FB= 1700 x 1.15 x 1 = 1955 psi, E= 1,300,000 psi Fc() = 1400 psi FRERP= 650 psi Fv= 285 x 1.2 = 327.75 psi Use 3 1/8"x 6" 24F-V3,DF/DF Glu-Lam: O.K. Quantity= 1 Cv= 0.96 (12/d)o''(5.125/b)o''(21/L)o"<1.0 = 1 b= 3.125 inches,d= 6 inches,A=b(d)= 18.75 in.2 ; S= (b)d2/6 = 18.75 in.3 I= (b)d3/12 = 56.25 in.4 fv= 1.5(R, -wd)/A= 128.7243382 psi,fB= M/S = 1103.595 psi ALIVE= 0.05655 in. < L/ 360 (Camber= None ) FB= 2400 x 1.15 x 1 2760 psi, E= 1,800,000 psi Fc(( = 1600 psi FT= 1100 psi Fv= 165 x 1.2 = 189.75 psi • IelandKindsvogel Elevator Date: 5/23/2006 `Iorrinv `tlt By: Brett Danielson Essein erhaq, Inc. 11922 East Twentieth Avenue Page: 17 of 19 Tapio Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2006057 Lateral Forces (509)532-1532 Voice and Cell,(509)534-0664 Fax Longitudinal Wind Direction: Location Overhangs Sidewall Main Ridge Portion Length, ft. 3.5 25.75 25.75 Direction Tributary Height Tributary Height Tributary Height End Zone Roof 0 0 + 0 0 + 0 0 + 0 End Zone Wall 14.15 1.16 + 0 1.16 + 4.25 5.41 + 6.438 Interior Zone Roof 0 0 + 0 0 + 0 0 + 0 Interior Zone Wall 9.407 1.16 + 0 1.16 + 4.25 5.41 + 6.438 Total Wind Load = 16.41 , 10.91 76.55 , 50.89 167.64 , 111.4 Total Seismic Load = 75.79 plf 80.96 plf 88.79 plf Wall Identification: West Wall East Wall Wind Reactions: 2276.74 lbs. 2276.74 lbs. Seismic Reactions: 2559.96 lbs. 2559.96 lbs. Total Length: 50 feet 25.5 feet Sum of Openings: 10.5 feet 3 feet Net Length: 39.5 feet 22.5 feet Wind Shear: 57.64 plf 101.19 plf Seismic Shear: 64.81 plf 113.78 p1f Wallboard 3/8" Plywood or Sheathing Type: OSB 5d Wallboard @ 8d Common @ 6" Panel Edge Nailing: 7" o.c. o.c. Overall Height: 8.5 feet 8.5 feet Portion Length: 4 feet 5.75 feet Portion Height: 3.67 feet 3.67 feet Portion Overturning: 423 ft-lbs 1068 ft-lbs Jamb Development Force: 113 lbs. 194 lbs. Jamb Development Shear: 23.36 plf 40.19 plf Panel Edge Nailing: 5d Wallboard @ 8d Common @ 6" 7" o.c. OR o.c. OR Hardware Type: LSTA30 LSTA30 Overall Overturning: 19352 ft-lbs 19352 ft-lbs Tributary Roof Width: 29 feet 29 feet Dead Load Resistance: 427331 ft-lbs 111149 ft-lbs Net Moment at Base: 0 ft-lbs 0 ft-lbs Hardware Force: 0 lbs. 0 lbs. Hardware Type: None Required None Required 'rind Kindsvogel Elevator Date: 5/23/2006 wrrbwcst By: Brett Danielson 8.4illt-% 4o4/9 ■lig-• 11922 East Twentieth Avenue Page: 19 of 19 Tapio Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2006057 Foundation Design (509)532-1532 Voice and Cell,(509)534-0664 Fax Wall Reinforcing: Use: 8 inch thick wall with inner reinforcing at 3.5 inch cover Factored Axial Load, Pu = YDEAD(wDEAD LOAD) + YLIvE(wuvE LOAD) (Section 1909.2.1, Equation 9-1) = 1.4 x 1679 + 1.7 x 911.1 = 3899.897 plf PU_MIN = 1511 plf Po = 0.10(f c)AG= 0.1 x 2500 x 8 x 12 = 24000 lbs. per foot of width Strength-reduction factor, 4) = 0.9 - 0.2 (Pu)/Po (Section 1909.3.2) = 0.9 - 0.2 x 3899.897 / 24000 = 0.868 Use: # 4 reinforcing o-ABS = 0.2 sq. in. = 0.133 sq. in./ft. dBAR= 0.5 in. d = 8 - 3.5 - 0.5 / 2 = 4.25 in., Bar spacing, b = 18 in. a = (Pu_MIN+ABAR/F-rfy)/10.2fc (1 Curtains) = ( 1511 + 0.133 x 60000 ) /( 10.2 x 2500 ) = 0.373 in. Factored Nominal Moment Capacity, CMN = +(Pu_MIN+(ABAR)fY(12)/b)[d- a/2] = 0.868 x ( 1511 + 0.133 x 60000) xi 4.25 - 0.373/ 2 ) = 33528.64 inch-lbs. = 2794.053 ft.lbs. per foot of width O.K. • ff GENERAL STRUCTURAL NOTES Plate GENERAL. THE STRUCTURAL CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. ,-Top THE STRUCTURE IS DESIGNED TO BE A STABLE UNIT AS A COMPLETED WHOLE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DESIGN, ERECT AND INSPECT TEMPORARY SHORES, BRACES, ETCETERA TO SUPPORT THE STRUCTURE AGAINST ALL ANTICIPATED LOADS INCLUDING GRAVITY, WIND AND LATERAL EARTH PRESSURE UNTIL ITS End ,w:<a$ COMPLETION, OBSERVATION VISITS TO THE SITE BY THE DESIGNER SHALL NOT INCLUDE INSPECTION OF THESE METHODS OF CONSTRUCTION. CONSTRUCTION MATERIAL NallsHeader I' ! SHALL BE PLACED ON FRAMED ROOFS AND FLOORS SUCH THAT THE DESIGN LIVE LOADS ARE NOT EXCEEDED. - ."--or Bean ' °:,:''''.-C, 1 1 -'`"` THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS PRIOR TO STARTING CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE Typical__/ King Trlrlrter 611 �r'r �� DESIGNER. WORKMANSHIP AND MATERIALS SHALL COMPLY WITH THE LATEST EDITIONS OF THE INTERNATIONAL BUILDING CODE AND TESTING STANDARDS, NOTES AND Stud Stud-or Jack Flush 4`' i WA,$� DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO SPECIFIC DETAILS ARE SHOWN, (1 min) Stud Framing �; (� �O . f^t, �,�} .7 CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. 'TYPICAL' DETAILS ARE NOT FLAGGED ON THE DRAWINGS, BUT APPLY UNLESS NOTED OTHERWISE, �^`� 1,. '�w``�� ALL STRUCTURAL ENGINEERING DESIGN PROVIDED BY OTHERS SHALL BE SUBMITTED FOR REVIEW AND SHALL BEAR THE SEAL OF A CIVIL OR STRUCTURAL ENGINEER A ,f REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED, c, s;.,-,.-"'V `- SHOP DRAWINGS. THE CONTRACTOR SHALL REVIEW AND APPROVE ALL SHOP DRAWINGS PRIOR TO ENGINEERING REVIEW. Sill Crippled CODE. 2003 EDITION OF THE INTERNATIONAL BUILDING CODE. Solid Stud d> • DESIGN LOADS. ROOF SNOW LOAD = 0.02 PSF NORMALIZED GROUND SNOW (MINIMUM BASE ELEVATION = 2000 FT., EXPOSURE FACTOR, Ce = 1.0, THERMAL FACTOR = 1.0, \ Blocking Bolted C � {� ROOF LOAD CONVERSION FACTOR = 0.7). ROOF DEAD LOAD = 20 PSF. FLOOR LIVE LOAD = 40 PSF. FLOOR DEAD LOAD = 14 PSF. WIND, BASIC WIND SPEED = 85 Edge Strap HBolted� =' o',T'` 1. MPH THREE SECOND GUST) EXPOSURE 'B') IMPORTANCE FACTOR 1.0. SEISMIC. 32%g AT 0.2 SECOND, 9%g AT 1.0 SECOND SPECTRAL RESPONSE) SITE CLASS D) SEISMIC (Nailing Holdown Anchor tF 2gq1.3$ ) USE GROUP I, V = 6.7 KIPS.. Strap olclown �' Bolt A7 `�1 �'FOUNDATION. ALLOWABLE SOIL BEARING PRESSURE 1500 PSF PER IBC TABLE 18042 SOIL CLASSIFICATION 3, 4 OR 5 (GW, GP, SW, SP, SM, SC, GM OR GC> SANDY V Anchor] . . '- GRAVEL, GRAVEL, SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL OR CLAYEY GRAVEL SOILS, BEAR ALL FOOTINGS ON INORGANIC, UNDISTURBED SOIL OR 1 T' > CLASSIFICATION 3 OR 4 (GW, GP OR SW) SANDY GRAVEL, GRAVEL OR SAND STRUCTURAL FILL COMPACTED TO 95X. MODIFIED PROCTOR DENSITY. Intermediate Slll� sS ,,x E -;+; ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. BACKFILL BEHIND RETAINING WALLS SHALL BE FREE DRAINING GRANULAR MATERIAL WITH 3' MINIMUM Nailing Plate .--' PERFORATED PIPE IN FILTER FABRIC SLEEVE AT OR BELOW LOWEST FLOOR ELEVATION. DO NOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORE CONCRETE OR k,'--7.---.,.,•-r-,,,, GROUT HAS REACHED FULL DESIGN STRENGTH. WALLS BELOW GRADE SHALL BE BRACED AS REQUIRED TO RESIST LATERAL EARTH PRESSURE UNTIL CONNECTING g" 1 FLOORS OR ROOFS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH. THE CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS AND INSTALLATION OF 0 wiCrikkJIC\Iffl.i.liki -.= ."EJ ',- �QaSUCH BACING. I CONCRETE, CONCRETE CONSTRUCTION SHALL CONFORM WITH THE LATEST EDITION OF ACI 301, 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS' AND ACI I 318, 'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE.' SUBMIT MIX DESIGNS FOR EACH CLASS OF CONCRETE. CONCRETE CONTAINING SUPERPLASTICIZING ADMIXTURE SHALL HAVE A SLUMP NOT EXCEEDING 3', TO BE FIELD VERIFIED, PRIOR TO ADDING ADMIXTURE, AND NOT �_ EXCEEDING 8' AT PLACEMENT. ADDITION OF WATER TO A MIX WITH INSUFFICIENT SLUMP WILL NOT BE PERMITTED. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AROUND UNDER-FLOOR DUCTS, ETCETERA. MINIMUM Na. d1.sP / `Y `,. X CONCRETE MIX DESIGN REQUIREMENTS SHALL BE AS FOLLOWS. FOOTINGS. MINIMUM CEMENT CONTENT = 5 SACKS/CY, 28 DAY STRENGTH, F'c = 2500 PSI, MAXIMUM AGGREGATE SIZE = 1 1/2', AIR ENTRAINMENT = 5-7X, MAXIMUM SLUMP = 3'. WALLS, MINIMUM CEMENT CONTENT = 5 1/2 SACKS/CY, 28 DAY STRENGTH, F'c = 2500 _ PSI, MAXIMUM AGGREGATE SIZE = 3/4', AIR ENTRAINMENT = 5-7%, MAXIMUM SLUMP = 4'. INTERIOR SLAB ON GRADE, MINIMUM CEMENT CONTENT = 5 1/2 SACKS/CY, 28 DAY STRENGTH, F'c = 3000 PSI, MAXIMUM AGGREGATE SIZE = 3/4', AIR ENTRAINMENT 2%, MAXIMUM SLUMP = 4'. EXTERIOR SLAB ON GRADE, MINIMUM CEMENT CONTENT Control Joint p1a0#1 • = 5 1/2 SACKS/CY, 28 DAY STRENGTH, F'c = 3500 PSI, MAXIMUM AGGREGATE SIZE = 3/4', AIR ENTRAINMENT = 5-7%, MAXIMUM SLUMP 4'. Zip-Strip, Sawcut € REINFORCING STEEL, DEFORMED BARS, ASTM A615 GRADE 40 FOR #3 AND GRADE 60 FOR #4 AND LARGER. REINFORCING TO BE WELDED SHALL BE ASTM A706, GRADE or Other Approved ,#��`�� 60, LOW ALLOY. WELDED WIRE FABRIC. ASTM A82 AND ASTM A185. PROVIDE IN FLAT SHEETS. Method. Maximum `B■ �pl'l �# Inc. Typical Slab - h h CLEAR CONCRETE COVERAGE (APPLIES UNLESS NOTED OTHERWISE), CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3'. FORMED CONCRETE Spacing = 14' Tepid Office Center,Green Flag Building EXPOSED TO EARTH OR WEATHER = 2'. FORMED CONCRETE NOT EXPOSED TO EARTH OR WEATHER = 1 1/2', FROM TOP SURFACE OF SLAB ON GRADE = 3/4'. On Grade, Each Direction 109 South Freya Street,Suite 116F,Spokane,WA 89202 See Plnn _ WELDINGi UNLESS NOTED OTHERWISE, WELDING OF REINFORCING STEEL IS PROHIBITED. WHERE WELDING IS NOTED, WELD IN ACCORDANCE WITH AWS DLL SUBMIT Vt^�532-1532 voice.Fax and Cep MILL TEST REPORTS ON THE REINFORCING TO BE WELDED AND THE PROPOSED WELDING PROCEDURE. TYPICAL DETAILING, ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. SECURELY TIE ALL BARS IN POSITION PRIOR TO PLACING CONCRETE. PULLING / REINFORCING INTO POSITION AFTER PLACING CONCRETE WILL NOT BE PERMITTED, SUPPORT SLAB REIT ORCEMENT WITH CONCRETE BLOCKS OR SUPPORT CHAIRS AT 1x2 Key at / GENERAL N D T E S 2'-0' ON CENTER MAXIMUM IN EACH DIRECTION FOR WELDED WIRE FABRIC OR 4'-0' ON CENTER MAXIMUM FOR DEFORMED BARS. REINFORCING SHALL NOT BE OptionalJJJ SUPPORTED BY STAKES DRIVEN INTO THE GROUND. Pour Stop TYPICAL REINFORCING. SPACING SHOWN FOR REINFORCING BARS ARE MAXIMUM ON CENTERS. PROVIDE #4 VERTICAL BARS AT 1'-6' ON CENTER AND #4 HORIZONTAL BARS AT 1'-0' ON CENTER AT CENTERLINE OF ALL CONCRETE WALLS. LOCATE 2-414 BARS AT TOP OF WALLS. PROVIDE HOOKED DOWELS IN FOOTINGS TO MATCH AND D WALL REINFORCING. PROVIDE 2-#5 BARS AT INS. SIDES OF WALL AND SLAB OPENINGS> ECORNEING BEYOND EACH FACE. PROVIDE ORIZ 2-#5 X 4'-A CORNERS BARS 03 !'ii (�AL CONTROL DETAIL SAT ALL CORNERS OF WALL AND SLAB OPENINGS. PROVIDE 4'-0' C2'-0' EACH LEG> HENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT CORNERS AND TY INTERSECTIONS OF FOOTINGS AND WALLS. BOLTS, ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETCETERA SHALL BE INSTALLED WITH STEEL WASHERS. SIMPSON AND HILTI BOLTS AND ANCHORS MAY BE SUBSTITUTED WITH AN APPROVED ICC RATED PRODUCT. WOOD, GENERAL, DO NOT NOTCH OR DRILL JOISTS, BEAMS OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF THE DESIGNER. ALL NAILING NOT NOTED SHALL K I N D S V❑G E L BE IN ACCORDANCE WITH TABLE 2304.9.1 OF THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE. ALL FRAMING ANCHORS AND CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON COMPANY OR OTHER APPROVED EQUAL WITH ICC CERTIFICATION. ALL NAIL HOLES IN FRAMING ANCHORS AND CONNECTORS SHALL BE Wall Thickness, Top of concrete, ELEVATOR FILLED WITH NAILS PER MANUFACTURERS PUBLISHED NAIL SIZES, See Plan See Plan • FRAMING LUMBER. ALL STUDS, LEDGERS AND PLATES CONSISTING OF 2X, 3X OR 4X MEMBERS -- STUD GRADE SPRUCE-PINE-FIR, HEM-FIR OR DOUGLAS FIR-LARCH,- I Typical Slab On TJ f BASIC Fb = 675 PSI, Fv = 70 PSI, E = 1,200,000 PSI, Fc// = 675 PSI) ALL JOISTS AND BEAMS CONSISTING OF 2X, 3X OR 4X MEMBERS -- NUMBER TWO DOUGLAS Finished I Grade, See Plan I FIR-LARCH, BASIC Fb = 875 PSI, Fv = 95 PSI, E = 1,600,000 PSI, Fc// = 1300 PSI) ALL JOISTS, BEAMS AND LEDGERS CONSISTING OF 6X OR LARGER MEMBERS - Grade NUMBER ONE DOUGLAS FIR-LARCH TIMBER, BASIC Fb = 1350 PSI, Fv = 85 PSI, E = 1,600,000 PSI, Fc// = 925 PSI) ALL POSTS, STUDS AND COLUMNS CONSISTING OF �— 11922 East 6X OR LARGER MEMBERS -- NUMBER ONE DOUGLAS FIR-LARCH TIMBER, BASIC Fb = 1200 PSI, Fv = 85 PSI, E = 1,600,000 PSI, Fc// = 1000 PSI. CWall Reinforcing, Twentieth FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER o co t See Plan INSPECTIONS BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED GRADING AGENCY. MOISTURE CONTENT SHALL NOT EXCEED c s o E'{,+'!L Footing Avenue, GLUE-LAMINATED MEMBERS, SIMPLE SPAN BEAMS - DF/DF 24F-V3 OR 24F-V4, BASIC Fb = 2400 PSI, Fv = 165 PSI, E = 1,800,000 PSI, Fc// = 1650 PSI) 4., 0 y y •0 Reinforcing, CONTINUOUS OR CANTILEVERED BEAMS - DF/DF 24F-V8, BASIC Fb = 2400 PSI, Fv = 165 PSI, E = 1,800,000 PSI, Fc// = 1650 PSI) COLUMNS - DF/DF 24F-V8, atc)a a.' r`See Plan Spokane, I BASIC Fb = 2000 PSI, Fv = 165 PSI, E = 1,700,000 PSI, Fc// = 1900 PSI. nn Washington ALL BEAMS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATEST AITC STANDARDS. BEAMS TO BEAR AITC STAMP AND _ 9 CERTIFICATE AND GRADE STAMP. CAMBER AS SHOWN ON THE DRAWINGS, STRUCTURAL SHEATHING OR PLYWOOD. ROOF - APA RATED SHEATHING THICKNESS = 1/2', PLYWOOD THICKNESS = 15/32', SPAN RATING = 32/16, PANEL EDGE NAILING Footing s �n u = 8d AT 6' ON CENTER, INTERMEDIATE MEMBER NAILING = 8d AT 1'-0' ON CENTER) FLOOR - APA RATED SHEATHING THICKNESS = 5/8', PLYWOOD THICKNESS = Width, Q v e _ y 19/32', SPAN RATING = 40/20, PANEL EDGE NAILING = 10d AT 6' ON CENTER, INTERMEDIATE MEMBER NAILING = 10d AT 10' ON CENTER) WALLS - APA RATED "See Plan SHEATHING THICKNESS = 3/8', PLYWOOD THICKNESS = 3/8', SPAN RATING = 24/0, PANEL EDGE NAILING = 8d AT 6' ON CENTER, INTERMEDIATE MEMBER NAILING = a to EL' 2006057 ' r 8d AT 1'-0' ON CENTER. o,+• `/\--� 1 / E ALL STRUCTURAL SHEATHING SHALL BE APA RATED SHEATHING WITH AN EXTERIOR OR EXPOSURE ONE DURABILITY CLASSIFICATION AND SHALL BEAR THE STAMP OF AN © May 25, 2006 �' S , APPROVED TESTING AGENCY. ALL NAILING SHALL BE COMMON NAILS. A ' i , — a,,, ,..re._,... ,,,.,--., d / ( r''''''"'":77.7":**'77..77n ,:::.,4z..',..,/,‘.\/:,vejc,.';',...7N,,,;,,,,,,,::::,:: �y ;- • f y '(jib\ 290'3S2 24'-10" Verify )' 1 , �_S 5-x;7:?�Q71. 1 4'-2" ell Fey,; n f ( Data ,_ Verify4 111 _ ...... , ' ert`vest 1 1 .8#4_..1 01111Emilumrhaq. Mum 04lS South F Center,Groan to 1 0BF,ing Sp -. 104 South Freya Street,Suite 116E Spokane,WA 99202 1�50p1532.1532 Voice.Fax and Cdl 1 Cie ,..... 0L Existing walls 1 co oo - FOUNDATION and foundation,s (::::::) at PLAN - O z — - - — — -- — — KINDSV❑GEL FOUNDATION PLAN ELEVATOR Structural Note Schedule' Bi 2x10 or 2-2x6 Number Two Douglas Fir-Larch, 1 1/4'x5 1/2' 1,3E Tlmberstrand LSL, 3 1/8'x6' 24F-V3 or V4 DF/DF Glu-Lam or 1 3/4'x7 1/4' 1,9E Microllam LVL Beam. Fasten with 11922 East Simpson CJT3, LSSU28, LUS28, LSSU210-2, HUSC26-2, LSSUI25, HU7Min or 2-LS50 to flush framing or H5, 6-l0d common toenails or endnalls at bearing supports. Twentieth B2 2-2x10 Number Two Douglas Fir-Larch, 4x8 Number One Douglas Fir-Larch, 1 1/4'x7 1/4' 1,3E Timberstrand LSL, 3 1/8'x6' 24F-V3 or V4 DF/DF Glu-Lam, 1 3/4'x7 1/4' 1,9E Microllam LVL or 3 1/2'x7 1/4' 2800 Fb DF Versa-Lam or 2.0E Parallam PSL Beam, Fasten with Simpson CJT4, HUC26-2Max, HUC46Max, HUS26 or HU7Min to flush framing or LPC4, H5, 6-10d common toenails Avenue, S or endnalls at bearing supports, ' Cl 4x4 Number Two Douglas Flr-Larch, 6x6 Number One Hem-Fir Timber, 3 1/B'x3 1/8' 24F-V8 DF/DF Glu-Lam or 3 1/2'x3 1/2' 1,8E Parallam PSL Post, Fasten with Simpson CBSQ44-SDS2, Spokane, € CBSQ66-SDS2, ABU44 or ABU66 attached to 5/8' diameter Simpson Titen HD embedded 5 3/4' minimum or A307 hooked anchor rod or threaded rod embedded 5' minimum with Simpson AT, ET Washington 1 or SET or Hilt! HIT HY150 adhesive to foundation. C2 4x6 Number Two Douglas Fir-Larch, 6x6 Number One Hem-Fir Timber, 3 1/8'x5 1/8' 24F-V8 DF/DF Glu-Lam or 3 1/2'x3 1/2' 1,8E Parallam PSL Post, Fasten with Simpson BC46, BC6, LPC4, LPC6 or 4-A35 to framing top and bottom. Fl 4' Minimum concrete slab on 6' free-draining granular material over 6 mil poly vapor barrier. Reinforce with #3 at 2'-0' on center each way or 6x6 W2.9xW2.9 WWF, Extend 3' s.., minimum under existing footings or provide #3x1'-6' dowels extending 4 1/2' minimum into face of existing foundation with Simpson AT, ET, EFT or SET or Hliti HIT HY150 adhesive, P 2006057 F2 6' concrete wall with #4 vertical bars with standard hook in footing at l'-6' on center and #4 horizontal bars at l'-4' on center on 1,-0' wide by 4' deep concrete footing or Dote sslab extending 3' minimum each side of wall, May25, 2006 M� pi . j J1 Existing 4x10 Number Two Douglas Flr-Larch Joists at 2'-8' on center. Fasten with Simpson CJT4, HUC410Min or HH4 to flush framing or LPC4, H5 or 3-12d common toenails to bearing j it supports. 1/4' = 1' 0'- 1, RI Existing 3 1/8'x15' Glu-Lam Rafters at 5'-4' on center. Fasten with Simpson CJT5, HUC212-2Max or HUCQ210-2-SDS to flush framing or LPC6, H5 or 3-12d common toenails to bearing 551 supports. '." - ' e Yl 2x4 Number Two Douglas Fir-Larch or 2x6 Stud Grade Spruce-Pine-Fir, Hem-Fir or Douglas Fir-Larch studs at 1'-4' on center maximum. 4`""" . '�. .._.- ..._.....,.._., _,-. _ _..,�:.,.._.=.�asexersercx— `' sa �uc-,.a- r, .. ... _ ... --._ a�c .:x�,asu..x,ows�.�.xr - saz.�.--. cam.__ .E.. ..... seat,: v=.,,�au�-,e_;,,,vw:a.:^..a .,-2. -(FT:T 4`' 4+ C 7 " , . .� ,.— t,. ;„.--r.-., 4 - c 11. 4744 S `1� ' , i4R 29013 "' I-. Wit" -- t RES 5-23-"2.scc`1 i _.. __. ® ill Revision.� .s.ac .a.�,,,.y�. so . CD co �B i) \ort`n elft ...�__ - IIh.qhiccrIuiu Inc. ' E Tapia OIXce Center,Green Floe BulSp '^ L� 104 South Freya Street,Sulo 110-F,Spokane,WA 88202 V 1 f509f 532.1512 Volee.Fax end Cell LJ LI- Cj �i O FLOOR FRAMING s 41) PLAN ' p 0 KINDSVOGEL Z FLOOR FRAMING PLAN ELEVATOR Structural Note Scheduler Bl 2x10 or 2-2x6 Number Two Douglas Fir-Larch, 1 1/4'x5 1/2' 1,3E Timberstrand LSL, 3 1/8'x6' 24F-V3 or V4 DF/DF Glu-Lam or 1 3/4'x7 1/4' 1,9E Microllam LVL Beam. Fasten with 11922 East Simpson CJT3, LSSU28, LUS28, LSSU210-2, HUSC26-2, LSSUI25, HU7MIn or 2-LS50 to flush framing or H5, 6-10d common toenails or endnalis at bearing supports, Twentieth B2 2-2x10 Number Two Douglas Fir-Larch, 4x8 Number One Douglas Fir-Larch, 1 1/4'x7 1/4' 1,3E Timberstrand LSL, 3 1/8'x6' 24F-V3 or V4 DF/DF Glu-Lam, 1 3/4'x7 1/4' 1.9E Microllam LVL Avenue,or 3 1/2'x7 1/4' 2800 Fb DF Versa-Lam or 2.0E Parallam PSL Beam. Fasten with Simpson CJT4, HUC26-2Max, HUC46Max, HUS26 or HU7Min to flush framing or LPC4, H5, 6-1Od common toenails or endnalis at bearing supports, Cl 4x4 Number Two Douglas Fir-Larch, 6x6 Number One Hem-Fir Timber, 3 1/8'x3 1/8' 24F-V8 DF/DF Glu-Lam or 3 1/2'x3 1/2' 1.8E Parallam PSL Post. Fasten with Simpson CBSQ44-SDS2, E Spokane, CBSQ66-SDS2, ABU44 or ABU66 attached to 5/8' diameter Simpson Titen HD embedded 5 3/4' minimum or A307 hooked anchor rod or threaded rod embedded 5' minimum with Simpson AT, ET WQ,shington j i or SET or Hilti HIT HY150 adhesive to foundation, C2 4x6 Number Two Douglas Fir-Larch, 6x6 Number One Hem-Fir Timber, 3 1/8'x5 1/8' 24F-V8 DF/DF Glu-Lam or 3 1/2'x3 1/2' 1,8E Parallam PSL Post, Fasten with Simpson BC46, BC6, LPC4, LPC6 or 4-A35 to framing top and bottom.Fl 4' Minimum concrete slab on 6' free-draining granular material over 6 mil poly vapor barrier. Reinforce with #3 at 2'-0' ""` on center each way or 6x6 W2,9xW2,9 WWF. Extend 3' minimum under existing footings or provide #3x1'-6' dowels extending 4 1/2' minimum Into face of existing foundation with Simpson AT, EL EFT or SET or Hilti HIT HY150 adhesive. 2006057 F2 6' concrete wall with #4 vertical bars with standard hook In footing at 1'-6' on center and #4 horizontal bars at 1'-4' on center on 1'-0' wide by 4' deep concrete footing or May 25, 2006 !S 31 1 i slab extending 3' minimum each side of wall, __ ______06 J1 Existing 4x10 Number Two Douglas Fir-Larch Joists at 2'-8' on center. Fasten with Simpson CJT4, HUC410Min or HH4 to flush framing or LPC4, H5 or 3-12d common toenails to bearing 1/4' = 1' - 0' supports. " RI Existing 3 1/8'x15' Glu-Lam Rafters at 5'-4' on center, Fasten with Simpson CJT5, HUC212-2Max or HUCQ210-2-SDS to flush framing or LPC6, H5 or 3-12d common toenails to bearing ,�,,.,,,. ! - supports. ___._ � _-., `\ W1 2x4 Number Two Douglas Fir-Larch or 2x6 Stud Grade Spruce-Pine-Fir, Hem-Fir or Douglas Fir-Larch studs at l'-4' on center maximum, ,IA ''''''''... I„e n ( (""'''''""-"r,,,,,....—=,,,—,:=........,,,---g-,i) ) ',, Ni,AS < ,",z:/„ „..?., . , .,. 1-.N....!A . 1 (3 ♦ . 29013 tik .:: .0,,,_7723_,,..,.- :/-2 40 n v .. , � Na. Revision/Issue I Date B 1 Elam! 1 JD/-\ 1 so Wordiness `BaginlxaritiN. int'. Tapto CRee Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 88202 I. (5081 532.1532 Voice.Fax and Cell1. 3 I O ROOF FRAMING €1) PLAN i L (1:::::) , KINDSVOGEL Z ROOF FRAMING PLAN ELEVATOR Structural Note Schedule! B1 2x10 or 2-2x6 Number Two Douglas Fir-Larch, 1 1/4'x5 1/2' 1.3E Timberstrand LSL, 3 1/8'x6' 24F-V3 or V4 DF/DF Glu-Lam or 1 3/4'x7 1/4' 1.9E Mlcrollam LVL Beam, Fasten with 11922 East Simpson CJT3, LSSU28, LUS28, LSSU210-2, HUSC26-2, LSSUI25, HU7MIn or 2-LS50 to flush framing or H5, 6-lOd common toenails or endnnlls at bearing supports. Twentieth € B2 2-2x10 Number Two Douglas Fir-Larch, 4x8 Number One Douglas Fir-Larch, 1 1/4'x7 1/4' 1,3E Timberstrand LSL, 3 1/8'x6' 24F-V3 or V4 DF/DF Glu-Lam, 1 3/4'x7 1/4' 1.9E Mlcrollam LVL or 3 1/2'x7 1/4' 2800 Fb OF Versa-Lam or 2,0E Parallam PSL Beam, Fasten with Simpson CJT4, HUC26-2Max, HUC46Max, HUS26 or HU7MIn to flush framing or LPC4, H5, 6-lOd common toenails Avenue, or endnalls at bearing supports, Cl 4x4 Number Two Douglas Fir-Larch, 6x6 Number One Hem-Fir Timber, 3 1/8'x3 1/8' 24F-V8 DF/DF Glu-Lam or 3 1/2'x3 1/2' 1.8E Parallam PSL Post. Fasten with Simpson CBSQ44-SDS2, Spokane, CBSQ66-SDS2, ABU44 or ABU66 attached to 5/8' diameter Simpson Titen HD embedded 5 3/4' minimum or A307 hooked anchor rod or threaded rod embedded 5' minimum with Simpson AT, ET WQShington or SET or Hiltl HIT HY150 adhesive to foundation. `" -� """- C2 4x6 Number Two Douglas Fir-Larch, 6x6 Number One Hem-Fir Timber, 3 1/8'x5 1/8' 24F-V8 DF/DF Glu-Lam or 3 1/2'x3 1/2' 1,8E Parallam PSL Post, Fasten with Simpson BC46, BC6, LPC4, N LPC6 or 4-A35 to framing top and bottom, I Fl 4' Minimum concrete slab on 6' free-draining granular material over 6 mil poly vapor barrier, Reinforce with #3 at 2'-0' on center each way or 6x6 W2.9xW2.9 WWF, Extend 3' 2006057 minimum under existing footings or provide #3x1'-6' dowels extending 4 1/2' minimum into face of existing foundation with Simpson AT, ET, EFT or SET or Hilti HIT HY150 adhesive, 1 F2 6' concrete wall with #4 vertical bars with standard hook in footing at 1'-6' on center and #4 horizontal bars at 1'-4' on center on 1'-0' wide by 4' deep concrete footing or Dote j slab extending 3' minimum each side of wall. May25, 2006 J J1 Existing 4x10 Number Two Douglas Fir-Larch Joists at 2'-8' on center, Fasten with Simpson CJT4, HUC410M1n or HH4 to flush framing or LPC4, H5 or 3-12d common toenails to bearinge� supports. 1/4 1' 0 ikR1 Existing 3 1/8'x15' Glu-Lam Rafters at 5'-4' on center. Fasten with Simpson CJT5, HUC212-2Max or HUCQ210-2-SDS to flush framing or LPC6, H5 or 3-12d common toenails to bearing — supports. WI 2x4 Number Two Douglas Flr-Larch or 2x6 Stud Grade Spruce-Pine-Fir, Hem-Fir or Douglas Fir-Larch studs at 1'-4' on center maximum, — .� a GENERAL STRUCTURAL NOTES Top Plate fx rira ( GENERAL THE STRUCTURAL CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION,THE STRUCTURE IS DESIGNED TO BE A STABLE UNIT AS A COMPLETED WHOLE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DESIGN, ERECT AND INSPECT TEMPORARY End SHORES, BRACES, ETCETERA TO SUPPORT THE STRUCTURE AGAINST ALL ANTICIPATED LOADS INCLUDING GRAVITY, WIND AND LATERAL EARTH PRESSURE UNTIL ITS Mans Header �.S_- �< COMPLETION. OBSERVATION VISITS TO THE SITE BY THE DESIGNER SHALL NOT INCLUDE INSPECTION OF THESE METHODS OF CONSTRUCTION. CONSTRUCTION MATERIAL .../-or Beam d 0 S " SHALL BE PLACED ON FRAMED ROOFS AND FLOORS SUCH THAT THE DESIGN LIVE LOADS ARE NOT EXCEEDED, T Ical J King Trinrer r '0,,.:...---.,..,12 ' THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS PRIOR TO STARTING CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE Stud . Flush] (^ /•\,‘ ,,r> , /' DESIGNER. WORKMANSHIP AND MATERIALS SHALL COMPLY WITH THE LATEST EDITIONS OF THE INTERNATIONAL BUILDING CODE AND TESTING STANDARDS. NOTES AND (1 Stud oruJJack Framing ro' f'/�. '•!) ,• . 1 DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO SPECIFIC DETAILS ARE SHOWN, ,., CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. 'TYPICAL' DETAILS ARE NOT FLAGGED ON THE DRAWINGS, BUT APPLY UNLESS NOTED OTHERWISE. L ,( ALL STRUCTURAL ENGINEERING DESIGN PROVIDED BY OTHERS SHALL BE SUBMITTED FOR REVIEW AND SHALL BEAR THE SEAL OF A CIVIL OR STRUCTURAL ENGINEER €? H s.) Z`rj' 1 REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED. Crl le �� SHOP DRAWINGS, THE CONTRACTOR SHALL REVIEW AND APPROVE ALL SHOP DRAWINGS PRIOR TO ENGINEERING REVIEW. Scud ,Sill Crud J E ' CODE, 2003 EDITION OF THE INTERNATIONAL BUILDING CODE. Blocking Bolted DESIGN LOADS, ROOF SNOW LOAD = 0.02 PSF NORMALIZED GROUND SNOW (MINIMUM BASE ELEVATION = 2000 FT., EXPOSURE FACTOR, Ce = 1.0, THERMAL FACTOR = 1.0, ROOF LOAD CONVERSION FACTOR = 0.7). ROOF DEAD LOAD = 20 PSF, FLOOR LIVE LOAD = 40 PSF, FLOOR DEAD LOAD = 14 PSF. WIND, BASIC WIND SPEED = 85 Edge Strop HBolted MPH THREE SECOND GUST) EXPOSURE 'B') IMPORTANCE FACTOR 1.0. SEISMIC, 327..g AT 0.2 SECOND, 9Xg AT 1.0 SECOND SPECTRAL RESPONSE) SITE CLASS Dl SEISMIC Nailing Hold wn�. Anchor ) 29013-51 ...N./;---) USE GROUP I, V = 6.7 KIPS., Strap Holt d FOUNDATION, ALLOWABLE SOIL BEARING PRESSURE 1500 PSF PER IBC TABLE 1804,2 SOIL CLASSIFICATION 3, 4 OR 5 (GW, GP, SW, SP, SM, SC, GM OR GC) SANDY Anchor? c 0� ��Tr�'G-''��4f GRAVEL, GRAVEL, SND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL OR CLAYEY GRAVEL SOILS. BEAR ALL FOOTINGS ON INORGANIC, UNDISTURBED SOIL OR Intermediate / Slll� .• it ‹.1,‘" •. 3 CLASSIFICATION 3 OR 4 (GW, GP OR SW) SANDY GRAVEL, GRAVEL OR SAND STRUCTURAL FILL COMPACTED TO 95% MODIFIED PROCTOR DENSITY. Inning Plate � , ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED, BACKFILL BEHIND RETAINING WALLS SHALL BE FREE DRAINING GRANULAR MATERIAL WITH 3' MINIMUM ' i PERFORATED PIPE IN FILTER FABRIC SLEEVE AT OR BELOW LOWEST FLOOR ELEVATION. DO NOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORE CONCRETE OR &MitlefV* GROUT HAS REACHED FULL DESIGN STRENGTH. WALLS BELOW GRADE SHALL BE BRACED AS REQUIRED TO RESIST LATERAL EARTH PRESSURE UNTIL CONNECTING © �r ..!-'7%. _ FLOORS OR ROOFS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH. THE CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS AND INSTALLATION OF —�' SUCH BRACING. CONCRETE, CONCRETE CONSTRUCTION SHALL CONFORM WITH THE LATEST EDITION OF ACI 301, 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS' AND ACI 318, 'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE' SUBMIT MIX DESIGNS FOR EACH CLASS OF CONCRETE. CONCRETE CONTAINING SUPERPLASTICIZING ADMIXTURE SHALL HAVE A SLUMP NOT EXCEEDING 3', TO BE FIELD VERIFIED, PRIOR TO ADDING ADMIXTURE, AND NOT = EXCEEDING 8' AT PLACEMENT. ADDITION OF WATER TO A MIX WITH INSUFFICIENT SLUMP WILL NOT BE PERMITTED. vision MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AROUND UNDER-FLOOR DUCTS, ETCETERA. MINIMUM CONCRETE MIX DESIGN REQUIREMENTS SHALL BE AS FOLLOWS, FOOTINGS, MINIMUM CEMENT CONTENT = 5 SACKS/CY, 28 DAY STRENGTH, F'c = 2500 PSI, MAXIMUM v AGGREGATE SIZE = 1 1/2', AIR ENTRAINMENT = 5-7%, MAXIMUM SLUMP = 3'. WALLS, MINIMUM CEMENT CONTENT = 5 1/2 SACKS/CY, 28 DAY STRENGTH, F'c = 2500 PSI, MAXIMUM AGGREGATE SIZE = 3/4', AIR ENTRAINMENT = 5-7%, MAXIMUM SLUMP = 4'. INTERIOR SLAB ON GRADE, MINIMUM CEMENT CONTENT = 5 1/2 SACKS/CY, 28 DAY STRENGTH, F'c = 3000 PSI, MAXIMUM AGGREGATE SIZE = 3/4', AIR ENTRAINMENT 2Y., MAXIMUM SLUMP = 4'. EXTERIOR SLAB ON GRADE, MINIMUM CEMENT CONTENT Control Joint I.�daiml Zip-Strip,Strl Sawcut �M•�V��lyGf = 11/2 SACKS/CY, 28 DAY STRENGTH, ASTM = 3500 PSI, MAXIMUM AGGREGATE SIZE = 3/4', AIR ENTRAINMENT = 5ORC MAXIMUM SLUMP = 4. p p' REINFORCING STEEL, DEFORMED BARS, ASA615 GRADE 40 FOR #3 AND GRADE 60 FOR #4 AND LARGER. REINFORCING TO BE WELDED SHALL BE ASTM A706, GRADE or Other Approved `B.Ai�� ■„' ,,,,,� 60, LOW ALLOY, WELDED WIRE FABRIC, ASTM A82 AND ASTM A185. PROVIDE IN FLAT SHEETS. Typical Slab Method. Maximum CLEAR CONCRETE COVERAGE (APPLIES UNLESS NOTED OTHERWISE)' CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3'. FORMED CONCRETE On Grade, Syncing = 14' Taplo South FCenter,Green Flag Bulling See Plan Each Direction 104 Frey Street,Suite MPF,Spokane,WA 99202 EXPOSED TO EARTH OR WEATHER = 2'. FORMED CONCRETE NOT EXPOSED TO EARTH OR WEATHER = 1 1/2'. FROM TOP SURFACE OF SLAB ON GRADE = 3/4'. \\\ 50g 532•t532 vola.Fax end Cell WELDING, UNLESS NOTED OTHERWISE, WELDING OF REINFORCING STEEL IS PROHIBITED. WHERE WELDING IS NOTED, WELD IN ACCORDANCE WITH AWS DLL SUBMIT MILL TEST REPORTS ON THE REINFORCING TO BE WELDED AND THE PROPOSED WELDING PROCEDURE. / TYPICAL DETAILING, ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. SECURELY TIE ALL BARS IN POSITION PRIOR TO PLACING CONCRETE. PULLING REINFORCING INTO POSITION AFTER PLACING CONCRETE WILL NOT BE PERMITTED. SUPPORT SLAB REINFORCEMENT WITH CONCRETE BLOCKS OR SUPPORT CHAIRS AT 1x2 Key at / GENERAL NOTES 2'-O' ON CENTER MAXIMUM IN EACH DIRECTION FOR WELDED WIRE FABRIC OR 4'-0' ON CENTER MAXIMUM FOR DEFORMED BARS. REINFORCING SHALL NOT BE Optional JJJ I SUPPORTED BY STAKES DRIVEN INTO THE GROUND. Pour Stop AND TYPICAL REINFORCING, SPACING SHOWN FOR REINFORCING BARS ARE MAXIMUM ON CENTERS. PROVIDE #4 VERTICAL BARS AT 1'-6' ON CENTER AND #4 HORIZONTAL BARS AT 1'-0' ON CENTER AT CENTERLINE OF ALL CONCRETE WALLS. LOCATE 2-#4 BARS AT TOP OF WALLS. PROVIDE HOOKED DOWELS IN FOOTINGS TO MATCH C NTROL DETAILS WALL REINFORCING. PROVIDE 2-#5 BARS AT ALL SIDES OF WALL AND SLAB OPENINGS EXTENDING 2'-0' BEYOND EACH FACE. PROVIDE 2-#5 X 4'-0' DIAGONAL BARSAT ALL ® XeAL BOLTS' ALLERS OF WALL AND SLAB BOL S, ANCHOR BOLTSALLS.EXPSIGNBOLTS,IETCETERA SHALL BE INSTALLED WIITRH STEBEL WASHERS. SIMPSONS TO MATCH AND PANDTH HILTOIRIZONTAL BARS AT BOLS AND ANCHORS RMAYRS BE ND 3 INTERSECTIONS OF FOOTINGS AND WALLS. SUBSTITUTED WITH AN APPROVED ICC RATED PRODUCT, KIN D S V O G E L WOODS GENERAL, DO NOT NOTCH OR DRILL JOISTS, BEAMS OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF THE DESIGNER. ALL NAILING NOT NOTED SHALL BE IN ACCORDANCE WITH TABLE 2304.9.1 OF THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE. ALL FRAMING ANCHORS AND CONNECTORS SHALL BE AS Top of concrete, ELEVATOR MANUFACTURED BY SIMPSON COMPANY OR OTHER APPROVED EQUAL WITH ICC CERTIFICATION. ALL NAIL HOLES IN FRAMING ANCHORS AND CONNECTORS SHALL BE Wall Thickness, Sop Plan FILLED WITH NAILS PER MANUFACTURERS PUBLISHED NAIL SIZES, See Plan ITypical Slab On FRAMING LUMBER, ALL STUDS, LEDGERS AND PLATES CONSISTING OF 2X, 3X OR 4X MEMBERS -- STUD GRADE SPRUCE-PINE-FIR, HEM-FIR OR DOUGLAS FIR-LARCH, // �__, BASIC Fb = 675 PSI, Fv = 70 PSI, E = 1,200,000 PSI, Fc// = 675 PSI, ALL JOISTS 21). ND BEAMS CONSISTING OF 2X, 3X OR 4X MEMBERS -- NUMBER TWO DOUGLAS Finished Grade, See Plan FIR-LARCH, BASIC Fb = 875 PSI, Fv = 95 PSI, E = 1,600,000 PSI, Fc// = 1300 PSI, ALL JOISTS, BEAMS AND LEDGERS CONSISTING OF 6X OR LARGER MEMBERS -- Grade-�_ _ 11922 East NUMBER ONE DOUGLAS FIR-LARCH TIMBER, BASIC Fb = 1350 PSI, Fv = 85 PSI, E = 1,600,000 PSI, Fc// = 925 PSI, ALL POSTS, STUDS AND COLUMNS CONSISTING OF T w e title t h 6X OR LARGER MEMBERS -- NUMBER ONE DOUGLAS FIR-LARCH TIMBER, BASIC Fb = 1200 PSI, Fv = 85 PSI, E = 1,600,000 PSI, Fc// = 1000 PSI. <, c Wall Reinforcing, 1 FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER o rn See Plan INSPECTIONS BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED GRADING AGENCY. MOISTURE CONTENT SHALL NOT EXCEED e c �Footln Avenue, 197 o O+8,°- `a /-Reinforcing, Spokane, GLUE-LAMINATED MEMBERS, SIMPLE SPAN BEAMS - DF/DF 24F-V3 OR 24F-V4, BASIC Fb = 2400 PSI, Fv = 165 PSI, E = 1,800,000 PSI, Fc// = 1650 PSI) O vo CONTINUOUS OR CANTILEVERED BEAMS - DF/DF 24F-V8, BASIC Fb = 2400 PSI, Fv = 165 PSI, E = 1,800,000 PSI, Fc// = 1650 PSI, COLUMNS - DF/DF 24F-V8, warn `� See Plan WQshington 1 BASIC Fb = 2000 PSI, Fv = 165 PSI, E = 1,700,000 PSI, Fc// = 1900 PSI. _ ALL BEAMS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATEST AITC STANDARDS. BEAMS TO HEAR AITC STAMP AND Footing a. CERTIFICATE AND GRADE STAMP, CAMBER AS SHOWN ON THE DRAWINGS. STRUCTURAL SHEATHING OR PLYWOOD ROOF - APA RATED SHEATHING THICKNESS = 1/2', PLYWOOD THICKNESS = 15/32', SPAN RATING = 32/16, PANEL EDGE NAILING Width, v e d,,;.,, I Nt = 8d AT 6' ON CENTER, INTERMEDIATE MEMBER NAILING 8d AT 1'-0' ON CENTER, FLOOR - APA RATED SHEATHING THICKNESS = 5/8', PLYWOOD THICKNESS = See Plan yin a 2006057 0 19/32', SPAN RATING = 40/20, PANEL EDGE NAILING = 10d AT 6' ON CENTER, INTERMEDIATE MEMBER NAILING = 10d AT 10' ON CENTER, WALLS - APA RATED a \\ 1 SHEATHING THICKNESS = 3/8', PLYWOOD THICKNESS = 3/8', SPAN RATING = 24/0, PANEL EDGE NAILING = 8d AT 6' ON CENTER, INTERMEDIATE MEMBER NAILING = . -L F 1 j i Bd AT 1'-O' ON CENTER. © A : May 25, 2006 i ALL STRUCTURAL SHEATHING SHALL BE APA RATED SHEATHING WITH AN EXTERIOR OR EXPOSURE ONE DURABILITY CLASSIFICATION AND SHALL BEAR THE STAMP OF AN g APPROVED TESTING AGENCY. ALL NAILING SHALL BE COMMON NAILS. • • 1 I I I , l ! 1/4' = 1' - 0' .� _ r ' if r""W."7"C::'"'77C:L57r"''""'"E"''="\'-'.S.' :*\'';\\: t"- ,�� of VWASj,,"/ ) .- � _ p,�: : 29O13 -- -j 4t''''N:c StA.' sZtj 24'-10" Verify , ,:RES 5-2:3- claroc.. 4/-2" No .ev, os Issue I Dote Verify0 Wand 1- - \ortbu ese I 0 `B�gintxxi�q. 811_1_1'1 Topic Office Center,Green Flag Bonding 104 South Freya Street,Suite 110-F,Spokane,WA 99202 (5091 532-1532 Voice Fax end Cell N `mold-(4_ _.. .....- Existin walls 00 ao 9 FOUNDATION I I i, > and foundation. i PLAN i Ciii ) 1 o KINDSVOGEL i i . FOUNDATION PLAN ELEVATOR . Structural Note Schedule B1 2x10 or 2-2x6 Number Two Douglas Fir-Larch, 1 1/4'x5 1/2' 1.3E Timberstrand LSL, 3 1/8'x6' 24F-V3 or V4 DF/DF Glu-Lam or 1 3/4'x7 1/4' 1.9E Microllan LVL Beam. Fasten with Simpson CJT3, LSSU28, LUS28, LSSU210-2, HUSC26-2, LSSUI25, HU7Min or 2-LS50 to flush framing or H5, 6-lOd common toenails or endnalls at bearing supports. 11922 East Twentieth B2 2-2x10 Number Two Douglas Fir-Larch, 4x8 Number One Douglas Fir-Larch, 1 1/4'x7 1/4' 1.3E Timberstrand LSL, 3 1/8'x6' 24F-V3 or V4 DF/DF Glu-Lan, 1 3/4'x7 1/4' 1,9E Microllam LVL or 3 1/2'x7 1/4' 2800 Fb DF Versa-Lam or 2,0E Parallam PSL Beam. Fasten with Simpson CJT4, HUC26-2Max, HUC46Max, HUS26 or HU7MIn to flush framing or LPC4, H5, 6-lOd common toenails Avenue, € or endnalls at bearing supports. Cl 4x4 Number Two Douglas Fir-Larch, 6x6 Number One Hem-Fir Timber, 3 1/8'x3 1/8' 24F-V8 DF/DF Glu-Lam or 3 1/2'x3 1/2' 1,8E Parallam PSL Post, Fasten with Simpson CBSQ44-SDS2, Spokane, CBSQ66-SDS2, ABU44 or ABU66 attached to 5/8' diameter Simpson Titen HD embedded 5 3/4' minimum or A307 hooked anchor rod or threaded rod embedded 5' minimum with Simpson AT, ET • WQsh�ngtOn or SET or Hilti HIT HY150 adhesive to foundation. On C2 4x6 Number Two Douglas Flr-Larch, 6x6 Number One Hem-Fir Timber, 3 1/8'x5 1/8' 24F-V8 DF/DF Glu-Lam or 3 1/2'x3 1/2' 1.8E Parallam PSL Post. Fasten with Simpson BC46, BC6, LPC4, LPC6 or 4-A35 to framing top and bottom, °rof"°` s"'°` � Fl 4' Minimum concrete slab on 6' free-draining granular material over 6 mil poly vapor barrier. Reinforce with #3 at 2'-0' on center each way or 6x6 V2,9xW2.9 WWF, Extend 3' ^ 2006057 i minimum under existing footings or provide #3x1'-6' dowels extending 4 1/2' minimum into face of existing foundation with Simpson AT, ET, EFT or SET or KM HIT HY150 adhesive. — F2 6' concrete wall with #4 vertical bars with standard hook in footing at 1'-6' on center and #4 horizontal bars at l'-4' on center on l'-0' wide by 4' deep concrete footing or E,,,. J1 extending 3' minimum each side of wall. Ma 25, 2006 21 J JI Existing 4x10 Number Two Douglas Fir-Larch Joists at 2'-B' on center. Fasten with Simpson CJT4, HUC410MIn or HH4 to flush framing or LPC4, H5 or 3-12d common toenails to bearing 1/4' 1' - 0' I p supports. 9 _. I �' R1 Existing 3 1/8'x15' Glu-Lam Rafters at 5'-4' on center. Fasten with Simpson CJT5, HUC212-2Max or HUCQ210-2-SDS to flush framing or LPC6, H5 or 3-12d common toenails to benrin F supports. '%- WI 2x4 Number Two Douglas Fir-Larch or 2x6 Stud Grade Spruce-Pine-Fir, Hem-Fir or Douglas Fir-Larch studs at 1'-4' on center maximum, > a i f {J• , '' ,/ A:v 4. tt a ��29O135i .i f4RES 5 2 0-60=9_ i I I4 I Ilik-—\ is ,,:i /1 ..)e ; Dote IS m m B 1 iii.ui _ 100 bumf � 0 ► e■ni�I.�■n. Innc. I^ Tago Oflloe Center,Green Flap Bulldlnp V 1 d 1 (50815532-1532 Voice Fax and Cell SPokana.WA 80202 xL �`' Ci ii 3 FLOOR FRAMINGI s (6: m PLAN L KINDSVOGEL Z FLGGR FRAMING PLAN ELEVAT❑R Structural Note Schedule' 31 2x10 or 2-2x6 Number Two Douglas Fir-Larch, 1 1/4'x5 1/2' 1.3E Timberstrand LSL, 3 1/8'x6' 24F-V3 or V4 DF/DF Glu-Lam or 1 3/4'x7 1/4' 1.9E Microllam LVL Beam, Fasten with 11922 East Simpson CJT3, LSSU28, LUS28, LSSU210-2, HUSC26-2, LSSUI25, HU7MIn or 2-LS50 to flush framing or H5, 6-10d common toenails or endnails at bearing supports. B2 2-2x10 Number Two Douglas Fir-Larch, 4x8 Number One Douglas Fir-Larch, 1 1/4'x7 1/4' 1.3E Timberstrand LSL, 3 1/8'x6' 24F-V3 or V4 DF/DF Glu-Lam, 1 3/4'x7 1/4' 1.9E Microllam LVL Twentieth or 3 1/2'x7 1/4' 2800 Fb DF Versa-Lam or 2.0E Parallax' PSL Beam. Fasten with Simpson CJT4, HUC26-2Max, HUC46Max, HUS26 or HU7MIn to flush framing or LPC4, H5, 6-10d common toenails Avenue, s or endnails at bearing supports. Cl 4x4 Number Two Douglas Fir-Larch, 6x6 Number One Hem-Fir Timber, 3 1/8'x3 1/8' 24F-V8 DF/DF Glu-Lam or 3 1/2'x3 1/2' 1.8E Parallam PSL Post, Fasten with Simpson CBSQ44-SDS2, Spokane, R CBSQ66-SDS2, ABU44 or ABU66 attached to 5/8' diameter Simpson Titen HD embedded 5 3/4' minimum or A307 hooked anchor rod or threaded rod embedded 5' minimum with Simpson AT, ET Washington or SET or Hlltl HIT HY150 adhesive to foundation. C2 4x6 Number Two Douglas Fir-Larch, 6x6 Number One Hem-Fir Timber, 3 1/8'x5 1/8' 24F-V8 DF/DF Glu-Lam or 3 1/2'x3 1/2' 1.8E Parallam PSL Post. Fasten with Simpson BC46, BC6, LPC4, LPC6 or 4-A35 to framing top and bottom. " "=' _ Fl 4' Minimum concrete slab on 6' free-draining granular material over 6 mil poly vapor barrier, Reinforce with #3 at 2'-0' on center each way or 6x6 W2,9xW2.9 WWF. Extend 3' 2006057 minimum under existing footings or provide #3x1'-6' dowels extending 4 1/2' minimum Into face of existing foundation with Simpson AT, ET, EFT or SET or Hilt! HIT HY150 adhesive. \ F2 6' concrete wall with #4 vertical bars with standard hook in footing at l'-6' on center and #4 horizontal bars at 1'-4' on center on 1,-0' wide by 4' deep concrete footing or May i\✓ slab extending 3' minimum each side of wall, Ma 25, 2006 J1 Existing 4x10 Number Two Douglas Fir-Larch Joists at 2'-8' on center. Fasten with Simpson CJT4, HUC410Min or HH4 to flush framing or LPC4, H5 or 3-12d common toenails to bearing 11/4' = 1' - 0' 31 ) 1 supports. l R1 Existing 3 1/8'x15' Glu-Lam Rafters at 5'-4' on center, Fasten with Simpson CJT5, HUC212-2Max or HUCQ210-2-SDS to flush framing or LPC6, HS or 3-12d common toennlls to bearing ua-�u. F...1aT supports. W1 2x4 Number Two Douglas Fir-Larch or 2x6 Stud Grade Spruce-Pine-Fir, Hem-Fir or Douglas Fir-Larch studs at 1'-4' on center maximum. ,,,,�. w - e CU --i •f , r .r� �'...D�� r.: � W W - . ,� a 04 '. '-e.,./ i, C ,) i; t • i 9.1 .... „I.: - _ 29013 :I-4 , 0 C/ lk.°.,4:::7177:173,,,,..4',.4). N ,; a;Fa 27 ..-b LU 0 - No. s( n/ Ooe Dcrt_ 13) 0 B 1 ( Mood northwest iBngimIccrinq. Inc.. Teplo Ogee Center,Green Flag Building 104 South Freya Street,Suke 110-F,Spokane,WA 99202 (509)532-1532 Vola.Fax end Cell • CI 3 ROOF FRAMING s IC: ® PLAN L z KINDSVGGEL ROOF FRAMING PLAN ELEVATOR Structural Note Schedule: - -- 81 2x10 or 2-2x6 Number Two Douglas Fir-Larch, 1 1/4'x5 1/2' 1.3E Timberstrand LSL, 3 1/8'x6' 24F-V3 or V4 DF/DF Glu-Lam or 1 3/4'x7 1/4' 1,9E Microllam LVL Beam, Fasten with 11922 East Simpson CJT3, LSSU28, LUS28, LSSU210-2, HUSC26-2, LSSUI25, HU7MIn or 2-LS50 to flush framing or H5, 6-10d common toenails or endnails at bearing supports. B2 2-2x10 Number Two Douglas Fir-Larch, 4x8 Number One Douglas Flr-Larch, 1 1/4'x7 1/4' 1,3E Timberstrand LSL, 3 1/8'x6' 24F-V3 or V4 DF/DF Glu-Lam, 1 3/4'x7 1/4' 1,9E Microllam LVL Twentieth i 1 p or 3 1/2'x7 1/4' 2800 Fb DF Versa-Lam or 2.0E Parallam PSL Beam. Fasten with Simpson CJT4, HUC26-2Max, HUC46Max, HUS26 or HU7Min to flush framing or LPC4, H5, 6-10d common toenails Avenue, ' or endnails at bearing supports, Cl 4x4 Number Two Douglas Flr-Larch, 6x6 Number One Hem-Fir Timber, 3 1/8'x3 1/8' 24F-V8 DF/DF Glu-Lam or 3 1/2'x3 1/2' 1,8E Parallam PSL Post. Fasten with Simpson CBSQ44-SDS2, Spokane, CBSQ66-SDS2, ABU44 or ABU66 attached to 5/B' diameter Simpson uteri HD embedded 5 3/4' minimum or A307 hooked anchor rod or threaded rod embedded 5' minimum with Simpson AT, ET Washington or SET or Hilti HIT HY150 adhesive to foundation, C2 4x6 Number Two Douglas Flr-Larch, 6x6 Number One Hem-Fir Timber, 3 1/8'x5 1/8' 24F-V8 DF/DF Glu-Lam or 3 1/2'x3 1/2' 1.8E Parallam PSL Post. Fasten with Simpson BC46, BC6, LPC4, 16' ' LPC6 or 4-A35 to framing top and bottom. Fl 4' Minimum concrete slab on 6' free-draining granular material over 6 mil poly vapor barrier. Reinforce with #3 at 2'-0' on center each way or 6x6 W2.9xW2.9 WWF. Extend 3' j minimum under existing footings or provide #3x1'-6' dowels extending 4 1/2' minimum into face of existing foundation with Simpson AT, ET, EFT or SET or Hilti HIT HY150 adhesive. 2006057 _ 1 / F2 6' concrete wall with #4 vertical bars with standard hook in footing at 1'-6' on center and #4 horizontal bars at l'-4' on center on l'-0' wide by 4' deep concrete footing or ,,t., slab extending 3' minimum each side of wall. May25, 2006 JI Existing 4x10 Number Two Douglas Fir-Larch Joists at 2'-8' on center. Fasten with Simpson CJT4, HUC410Min or HH4 to flush framing or LPC4, H5 or 3-12d common toenails to bearing t ------4 1 1 supports. �1/4' 1 - 0 I r a' gf RI Existing 3 1/8'x15' Glu-Lam Rafters at 5'-4' on center, Fasten with Simpson CJT5, HUC212-2Max or HUCQ210-2-SDS to flush framing or LPC6, H5 or 3-12d common toenails to bearin •. t v, supports. sa 0 W1 2x4 Number Two Douglas Fir-Larch or 2x6 Stud Grade Spruce-Pine-Fir, Hem-Fir or Douglas Flr-Larch studs at 1'-4' on center maximum. F t . U. PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS CITY COPY THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS 1 Tu ritiv iiVort1/4., i ►..►v v•J►uIL-., , REVIEWED FOR CODE COMPLIANCE SPOKANE VALt It DI DIVISION —FA (o c y a Page 1 of 1 ADJ. FLS-CONTROL .1R HYDRAULIC LINE -N ��PIPE RUPTURE VAL�'E 69 1/4" //' , ' / ./ / / / / Y / / / .,/ / i' / ! / -� FINISHED RUNWAY /1 T ® -----=-Q / LENGTH /• CONTROL VALVA--�_--_-t- 63 3/4" / NEC 36" MIN. �_3 / OVERALL CAB JACK UNIT LENGTH 5/e-` / CEC In (39') MIN. L / 3 7/6" -.0— - -...— PUNNING // I 60' CLEARANCE / LIFT PLATFORM / CLEAR CAB / / I v L� / DEPTH / / / --41- ►-26 5%2" DEG // / _ 13 / / i QR 1L HRhT /' % /� / / .�/ / ./ / / i 33 ai 8" 7 4 3/8" —� '�%i/ /////,/7//ijj/j////',j', /� M;P PLAN AT LEER LEVEL j // I .1 /' a - r — - 1 A z //; c, �.� //i w ,.. g L.1 Ln G— /// F VI a =3 F.�� , // — i r4 / En ¢ • VI ri�3 / CI iy L.3 // 7 i w //// ,/ 1 61(11) 1 ' ,//; .%/ /1////////////; ; j /� ' Cu N arr ICE. u.:'76-- /2A/L. Y. P <I a COW/WPM ARM SI ANF. 20.0 MwuLc vtR,nv t,cw. f-S-3.3 I•" GIJ1 TO N-R' rrunZ ni GJ`� / U U BILL IT r' C ❑ FNIC❑PTS ❑E IDAHO 5/L"Cv, v . OR,JI.EDu C'iE,� , _ \ % N S �✓ C u _ ` S T = NCE I o F. CONCORD A— I \ K ,,I I_ 11 JN V 1"----- �' L —v ./ L; I V ./ H 1-/I T O.JCC Na. i427 Mc, 1 I 1—' ^ N I— w � 1 OF http://64.72.2.34.205:8089/DSR/5700/5700-0.dwg cm Innnc 4 'f /./ / / 111 ::--- "_; l n,J Cu Cu E r i II 277" ; ; II II Q / y W = ‘,,T‘,,TW / I W I F Ei GI CC O i- W II � 0 IIr < / O / II ; W II W II in WIIZ N LANDING 2 216" I I N / O a 0 II 7 <U w 3 . T -4, 4. / / 173 / / 0 J LI 0 cL W OA / O W N Z y a w a r 4 / J N Z 120" / W el O / / y o / .:t Z / _ — a n w 11 — -------- — I I w II II I I y Pi ØLII I 11 ,t. I I y W ; • W C�• 1 i rA LI_ II / IQ , / l io 55" / i! z i=1 / B. H II Y II H + II / it LANDING 1 / a. . . •: ! __ PIT DEPTH EL. 0,00 ice , i .._ 1/2"J NOTES -1/13 PIT THE RECOMMENDED RAIL BRACKET P❑SITI❑NS ARE SHOWN ON THIS DRAWING. 0 THE MAXIMUM PERMISSIBLE RAIL BRACKET SPACING IS 96' (2438mYri). OFFICE USE ONLY Part No. THE CYLINDER AND UP—STAND POST BRACKETS ARE ATTACHED TO THE RAIL CONEIGIRAIION VERSION STAMP, 20.0 AND MUST BE P❑SITI❑NED AS SPECIFIED AT (+/—)2' DEPENDING OF SITE C❑NDITI❑N. MODULE VERSION STA!W, 1+33 Variant Nei i NOTE ItCUSTOMER,MANUAL BEFORE ADJUSTING THIS SETTING. CUSTOMER, DATE, REFERn n M ❑BILITY CEINCEPTS ❑E IDAH❑ 5/1/06 _ __ ELEVATF\ — ADDRESS _ C01FLEiED BY, N c) . -Z I- C' �> -� l ( 2 I t y Auto JOB No. SHEET No. I I I F-C �- N I- \�V 2 ❑E 3 PRIVISII \ S 3Y - T - ERS SPE2IPI2ATI - _ \ S *GENERAL GENERAL CLASSIFICATION: Residential Building CAR FINISH DETAILS HOISTWAY- THE HOISTWAY MUST BE IN ACCORDANCE WITH NATIONAL CAB PANEL SELECTION: US/ASME (SEE APPLIED CODE), ALL STATE AND LOCAL CODES, APPLIED CODE: ASME A18.1: PART 5 (Private) Oak Veneer PLUMB HDISTWAY- DUE TO CLOSE RUNNING CLEARANCES OWNER/AGENT MODEL; Infinity CEILING SELECTION: standard (white) MUST ENSURE THAT H❑ISTWAY AND PIT (WHERE PROVIDED) ARE CAPACITY; 750lbs BRASS CAB PKG REQ'D? no LEVEL, PLUMB AND SQUARE AND ARE IN ACCORDANCE WITH THE NOMINAL SPEED: 36 f m POT LIGHT FINISH; Stainless Steel DIMENSIDNS ON THESE DRAWINGS. p TRIM COLOUR: Black Anodized Aluminum MINIMUM OVERHEAD CLEARANCE- OWNER/AGENT MUST ENSURE MINIMUM TRAVEL; 191 CAR STATION PLATE: stainless steel OVERHEAD CLEARANCE IS IN COMPLIANCE WITH CODES, PIT DEPTH: 12 " HAND RAIL TYPE: CONSTRUCTION SITE- OWNER/AGENT TO PROVIDE ALL MASONRY, POWER SUPPLY: 60hz Single Phase 230 voltoak unfinished 9 CAB FLOORING: Plywood Floor CARPENTRY AND DRYWALL WORK AS REQUIRED AND SHALL PATCH AND FINISHED FLOOR THICKNESS:_5/8' finish MAKE GOOD (INCLUDING FINISH PAINTING) ALL AREAS WHERE WALLS/FLOORS MAY REQUIRE TO BE CUT, DRILLED OR ALTERED IN HYDRAULIC ANY WAY TO PERMIT THE PROPER INSTALLATI❑N OF THE LIFT, PUMP MFR. CAR DIMENSIONS/PLATF❑RM GATES CONTRACTOR/CUSTOMER TO VERIFY ALL DIMENSIONS AND REPORT ANY PUMP MODEL: VICKERS 2P CAB TYPE: Type 1 Right Hand MOTOR: 3.0 DISCREPANCIES TO OUR OFFICE IMMEDIATELY. hp CAB OPERATION: auto VALVE MODEL NO. EPV - 04 GATES REQUIRED: Automatic Operated Gates *STRUCTURAL VALVE COIL VOLTS: 24 V DC GATE TYPE: panelfold FLOOR/SUPPORT WALL LOADS- STRUCTURAL ENGINEER TO ASSURE MAX WORKING PRESSURE: 1600 psi (11032 kPa) THAT BUILDING AND SHAFT WILL SAFELY SUPPORT ALL LOADS RELIEF VALVE SETTING; MAX 25% ABOVE ACTUAL WORKING PRESSURE IMPOSED BY THE LIFT EQUIPMENT, REFER TO THE TABLES ON THIS RESERV❑IR: 22 Gal, JACK UNIT DRAWING FOR LOADS IMPOSED BY THE EQUIPMENT. DOORS- SUITABLE LINTELS MUST BE PROVIDED BY OWNER/AGENT, EFFECTIVE STROKE: 97 1/2" DOOR FRAMES ARE NOT DESIGNED TO SUPPORT OVERHEAD WALL LOADS. PLUNGER O/D: 2 " NOTE [2]: PER ASME A17.1-2000 RULE 5.3.1.7.2 -61'..- CYLINDER 13/D: 2 3/4 " THE CLEARANCE BETWEEN THE HOISTWAY DOORS OR GATES AND s CYLINDER I/D: 2 1/4 " THE HOISTWAY EDGE OF THE LANDING SILL SHALL NOT EXCEED SPLIT CYLINDER? no 3 in. (75 mm). THE DISTANCE BETWEEN THE HOISTWAY FACE OF y COLLAPSED LENGTH: 110 3/4 " THE LANDING DOOR OR GATE AND THE CAR DOOR OR GATE SHALL 1NOT EXCEED 5 in. (125 mm). R / \ 1 ENTRANCE ASSEMBLIES- ENTRANCE ASSEMBLIES MUST BE ADJUSTED �: Z R TO ALIGN WITH PLATFORM AND INTERLOCK EQUIPMENT, OTHERS TO SUSPENSION ALLOW AN ADEQUATE ROUGH OPENING. TYPE: AIRCRAFT CABLE 2 X 3/8" DIA. RETURN WALLS- RETURN WALLS AT ENTRANCES MUST BE BUILT-IN CONSTRUCTION; IWRC 7 X 19 BY OTHERS AFTER ENTRANCE ASSEMBLIES ARE IN PLACE. ENTRANCE NOMINAL STRENGTH: 14,400 lbs Per Cable ASSEMBLY MUST BE SECURELY FASTENED TO WALLS BY ELEVATOR 47 1/2' CONTRACTOR. (1207) 7 1/2' 15' 15' 7 1/2' *MACHINE ROOM - - LOCATION / ACCESS- MACHINE ROOM LOCATED AT THE LOWEST LEVEL ADJACENT TO HOISTWAY, UNLESS SHOWN OTHERWISE ON THE g g g g ENTRANCE SIDE LEGEND LAYOUT DRAWINGS. FIELD ADJUSTMENT BY INSTALLER MAY BE NECESSARY TO MEET JOB SITE CONDITIONS OR REGULATIONS, ACCESS F O i TO MACHINE ROOM TO BE THROUGH A SELF CLOSING LOCKABLE DOOR. RAIL BRACKET SIDE A SIDE C SLEEVES FOR OIL & ELECTRIC LINES- FROM MACHINE ROOM TO �\ PLATFORM RUNWAY AS REQUIRED. (POSITION PER INSTALLERS INSTRUCTIONS). '—i/ DISCONNECT TIME DELAY RAIL FORCES R3 NOTE: SIZE FUSE SIZE VOLTS PHASE AMPERAGE PIT FLOOR TO SUPPORT LOAD OF: SIDE B MOTOR & EQUIP.30 AMPS 30 AMPS 230 volt Single Phase 15.9 AMPS 'ANAN/ 6.4 kips (INCLUDES IMPACT) CAB LIGHTS 15 AMPS 15 AMPS 115 V 1FOR TOTAL PULL-OUT FORCE ON3 RAIL BRACKET, R 1 R 2 RI MUST BE DOUBLED eg. 2 x 304 608 lbf *ELECTRICAL 304 lbf 194 lbf POWER SUPPLY- (SEE SPECIFICATIONS) LOCKABLE FUSED DISCONNECT RAIL WEIGHT . a0 lbs / ft WITH AUXILIARY CONTACT TO BRAKE THE BATTERY FEED, OR CIRCUIT BREAKERS WITH A 3-POLE BREAKER FOR BATTERY FEED REQUIRED, IN COMPLIANCE WITH ELECTRICAL CODE, AS FOLLOWS: (LOCATED ON WALL ON LOCK JAMB SIDE OF MACHINE ROOM DOOR) FIRST DOOR BY LANDING CHART PERMANENT POWER- BEFORE INSTALLATION CAN BEGIN, PERMANENT LANDING 1_ LANDING LANDING 3 LANDING 4 POWER MUST BE SUPPLIED. DOOR TYPE Doors By Others Doors By Others LIGHTING- OWNER/AGENT TO ENSURE AT LEAST 9.3 FTC OR 100 LUX ENTRANCE SIDE Side C Side C AMBIENT LIGHTING OVER LIFT AREA, DOOR SWING Left Hand Swing Left Hand Swing - OFFICE USE ONL Yl Part No. LOCK TYPE Snarttock-Doors by Others Snartlock-Doors by_Others C@ffIGURATIDN VERSION STAMP 20 AUTO DOOR OPENER *ENTRANCES DILE VERSO STAMP I-S-3.3 Variant No... r--� FASCIA PANEL BELOW UPPER LEVEL ENTRANCE- WHERE REQUIRED, CUSTOMER, DATE FASCIA PANEL MUST BE FASTENED TO A S❑LID WALL AND BE MOBILITY CONCEPTS ❑E IDAHO 5/1/06 PERPENDICULAR TO THE FLOOR AND WALLS, H❑ISTWAY _ _ PROJECT REvrsBw � FASCIA IS NOT SELF-SUPPORTING FOR LONG, CONTINUOUS Dn T s _ _ = T FG IN D SN/ p i`, E RESIDENCE 5/1/06 L@IPLETED BYi CONCORD �`RUNS VOID OF ENTRANCES. ADEQUATE SUPPORT FOR THEI(-�' II ND.ORL..°w /U\ FASCIA MUST BE PROVIDED . fes! O . —b r— -- J _ I - ,/ Auto JOB No. SHEET No. 1 I I-- ISI H-- _ w A 3 OF 3