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12355 W. 51st Avenue
From: no-reolv(alci.wheatridae.m. us To: CommDev Farm is Subject: Online Form Submittal: New Single -Family TOWNHOME UNIT Date: Wednesday, January 27, 20214:19:32 PM New Single -Family TOWNHOME UNIT THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Has the Master Plan Yes been approved for this project? Name of Project Ridge at ward Station PROPERTY INFORMATION Property Address - 12355 W 51st Ave Only enter one unit on this application Property Owner Name Toll Southwest, LLC Property Owner Phone 720-537-4011 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email cferguson@tollbrothers.com Address PLAN REVIEW CONTACT INFORMATION What Is your role? Owner, General Contractor Business Name Toll Southwest, LLC Main Contact Name for Andrea Brandow Plan Review Contact Phone Number (enter WITH dashes, eg 303-123-4567) Contact Email Address for Questions/Comments 303-941-6640 abrandow@tollbrothers.com Retype Contact Email abrandow@tollbrothers.com Address DESCRIPTION OF WORK Detailed Scope of Work - Example: New single family townhome with 2 car garage - 1,525 sq ft total (Bldg 1, B -unit) Ridge at Ward Station -New single family townhome with 2 car garage -1,772 sq ft total (Bldg 10, Unit 2) Square Footage of 1772 New Construction Foundation Plans for 4284-RAWS-Buildina 10 -Structurals REV 1.27.21.odf Specific Building Elevations of Building 4284-RAWS-Buildina 10 -Permit Set REV 1.26.21 (12355 W 51st Site Plan showing Unit 42154-KAW5-t3u I Ina 1U+901 Han KCV 111 21 (12jnn W n St Highlighted Ave) ndf Floor plan of Unit 4284-RAWS-Building 10 -Truss Packaae ndf Construction Plans Field not completed. scanned on 11'x17" or larger Project Value (contract 197,269.00 Finished: 1,743sf x $122.46 = $213,448 value or cost of ALL Garage: 487sf x $48.30 = $23,522 materials and labor) Total: $236,970 SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work may not begin on this property until a permit has been issued and posted on the property. Yes Yes I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Andrea Brandow Permit Email not displaying correctly? View it in your browser. Reviewed for Zoning Compliance by the �► City of Wheat Ridge Planning Division APPROVED BY: DATE: February 25, 2021 COMMENTS: Approved with conditions per redlines No C.O. may be issued until public improvements are complete as identified in the Subdivision Improvement Agreement. All landscaping shall be installed in accordance with the approved landscape plan (Case No. WSP-18-07) prior to C.O. and pursuant to the phasing identified in the Subdivision Improvement Agreement. Per the SIA, installation of landscaping, street trees, and irrigation is not required prior to Certificate of Occupancy if issuance of the C.O. occurs outside of the planting season, generally October to June. Final acceptance of public improvements is required prior to issuance of CO. Adjacent sidewalks, pocket park, and landscaping is required prior to any CO in Phase 2 per the Subdivision Improvement Agreement. X N m U 'p z ml (D co W U) n F2 o UU> ry W U) 0 it o o (7 m v ry 'gyp N J a U�aa= 6Fy �:5tna-> o - - D - Mm Wwo JJJ U GENERAL NOTES 1 . Contractor shall be governed by the currently adopted edition of ABBREVIATIONS Vent all exhaust fans to exterior. Provide rain caps and ACOUST acoustic(al) MAS masonry ACT acoustic ceiling tile MAX maximum ADJ adjacent MBR member A.F.F. above finish floor MECH mechanic(al) ALT alternate MFG(R) manufacture(r)(d) ALUM aluminum MH manhole APPROX approximate MIN minimum ARCH architectur(al) MISC miscellaneous ASPH asphalt MLD molding/moulding of the Architect and shall not be used on any other work except UNIT DEMISING WALL GRID MPTN movable partition system BD board MS metal stud BITUM bituminous MTD mount(ed) BK brick MTG meeting BLDG building MATL material(s) BLK block MTL metal BLKG blocking IRC R310.2. made by the GC without the consent of the Architect are unauthorized, and shall relieve the Architect of responsibility for BM beam N/A not applicable BO by others NTS not to scale B.O. bottom of NIC not in contract BOT bottom NO number BRIG bearing BSMT basement o/ over BTWN between O.C. on center(s) end result building operative and occupiable. If equipment, encountered and make logical adjustments in fit, form, OCL occupant load C/PV concrete pavers OD outside diameter CAB cabinet OFF office CHNL channel OH overhang CJ control joint OPNG opening CLG ceiling OPP opposite CL centerline OVHD overhead CLR clear(ance) CMU concrete masonry unit PARTBD particle board COL column PC precast CONIC concrete PC/TL porcelain ceramic tile CONN connection PERP perpendicular CONST construction PF prefinished CONT continuous PFAB prefabricate(d) COORD coordinate/coordination PL plate CPT carpet PL property line CT ceramic tile PLAM plastic laminate CTSK countersink PLUMB plumbing CUFT cubic foot PLYWD plywood PR pair DBL double PT paint DEPT department PTN partition DF drinking fountain DIA diameter QT quarry tile DIAG diagonal QTR quarter DIM dimension DN down R radius or riser DR drain/door RB rubber base DS downspout RE reference DTL detail REC recommend(ations) DWG (S) drawing(s) REINF reinforced(ing) RQD required EA each RET retaining EIFS exterior insulation finish system RFG roofing EJ expansion joint RM room ELEC electrical RO rough opening ELEV/EL elevation ROW right of way ENCL enclosure RT rubber tile ENGR engineer(ed) RTG rating EQ equal EQUIP equipment S4S sawn four sides EXH exhaust SAP suspended acoustical panel EXP expansion SAT suspended acoustical tile EXPSD exposed SC solid core EXIST existing SCHED schedule EXT exterior SEC section SF square foot/feet FBGL fiberglass SHT sheet FC fiber cement SIM similar FCU fan coil unit SPDRL spandrel FD floor drain SPEC specification(s) FDN foundation SQ square FF finish floor SS stainless steel FGRG fiberglass -reinforced gypsum SS solid surface FIN finish(ed) STA station FIXT fixture STD standard FLR floor(ing) ST/PT stone pavers FLSH flush ST/TL stone tiles F.O. face of STL steel F.O.S. face of structure STN stain FR fire resistive STOR storage FRR fire resistive rating STRUCT structure(al) FRMG frame(ing) SUPPL supplied(er) FRP fiber -reinforced plastic SUSP suspended FT foot/feet SYM symmetrical FTG footing SYST system FLIT future FWC fabric wall covering T tread T&B top and bottom GA gage/gauge T&G tongue and grove GAL gallon T.O. top of GALV galvanized TEL telephone GC general contractor TEMP tempered/temporary GCT glazed ceramic tile THK thickness GEN general THLD threshold GL glass/glazing TS tube steel GYP BD gypsum board TV television TYP typical HDWD hardwood HB hose bib UNF unfinished HC handicapped LINO unless noted otherwise HC hollow core LION unless otherwise noted HDBD hardboard HDR header VAR varies HORIZ horizontal VCT vinyl composition tile HT height VERT vertical HTG heating VEST vestibule HTR heater VIF verify in field VWC vinyl wall covering ID inside diameter INCL include(d)(ing) W wide flange beam INSUL insulate(d)(ion) w/ with INT interior/intermediate w/o without WC water closet JST(s) joists WD wood JT(s) joint(s) WH water heater WSCT wainscot KIT kitchen WT weight WWF welded wire fabric LAM laminated WWM welded wire mesh LAT lateral LAV lavatory LAUN laundry LOC location LT light LTWT light weight GENERAL NOTES 1 . Contractor shall be governed by the currently adopted edition of 11. Vent all exhaust fans to exterior. Provide rain caps and all codes and regulations of the City of Wheat Ridge, having ROUGH WOOD flashing as required. jurisdiction over aspects of this construction project. 12. Center water closets in the space provided, or in location 2. Written dimensions and existing conditions shall be verified in the A700 indicated. Maintain a minimum of 15" from vertical spaces to field by the Contractor and/or their Sub -Contractors. Do not scale PLYWOOD center of water closet. drawings. If further clarification is required, contact Architect and 13. Dwelling/Garage separation shall meet the requirements of provide them with field dimensions as required to assist with clarification. POROUS FILL 2018 IRC R302.6 with opening protection per R302.5.1 3. Any unsatisfactory or questionable conditions or discrepancy in 14. Specified walls in garage to be insulated and finished with 1/2" dimensions and/or drawings and/or field measurements shall be gypsum board on each side. All beams, columns and brought to the attention of the Architect at the time that they are ROOM NAME OR ROOM NAME structural members to be covered with 1/2" gypsum board. identified. Garage ceilings beneath habitable rooms to be covered with CEILING HEIGHT 5/8" Type 'X' gypsum board. Mud and tape all joints. 4. These drawings and specifications are the property and copyright 15. All exterior doors leading to unheated areas to be Weather- of the Architect and shall not be used on any other work except UNIT DEMISING WALL GRID stripped and have thresholds. by agreement with the Architect and Toll Brothers. SHEET NUMBERA101 5. Duty of Cooperation: Release of these plans anticipates further 16. Flash all exterior openings, wood trim members, roof/wall cooperation among the Owner, Contractor, and Architect. intersections, and material transitions with approved corrosion Although the Architect and consultants have performed their resistant flashing material, per IRC R703.4 and R903.2. services with due care and diligence, they cannot guarantee 17. Egress windows to have a maximum sill height of 44", a perfection. Any ambiguity or discrepancy discovered shall be reported immediately to the Architect. Failure to cooperate by a A101 minimum vertical opening of 24", a minimum horizontal simple notice to the Architect shall not relieve the Contractor from opening of 20", and a minimum of 5.7 sq. ft. of open area per responsibility for all consequences. Changes from the plans IRC R310.2. made by the GC without the consent of the Architect are unauthorized, and shall relieve the Architect of responsibility for 18. Glazing in hazardous locations as defined by the code shall all consequences arriving out of such changes. ELEVATION TAG O meet the requirements of IRC R308.3 and R308.4. 6. "Builder's Plans": The Contractor warrants to the Architect that 19. Provide cement board adjacent to plumbing fixtures, walls in they possess the particular competence and skill in construction 100-0" utility rooms and bathrooms, and at all walls finished with necessary to build this project without full engineering and WALL SECTION TAG T.O. SLAB ceramic tile. architectural services, and, for the reason that the Contractor 20. All angles are to be 45° unless noted otherwise. wishes to rely upon their own competence, the Contractor or Owner has restricted the Architect's scope of professional services. The construction documents provided by the limited 21. All products shall be installed per manufacturer's instructions. services shall be termed "Builder's Plans" in recognition of the Contractor's sophistication. Construction will require that the 22 The Contractor shall include any work required to make the Contractor adapt the "Builder's Plans" to the field conditions REFER TO DRAWING 2 ON SHEET A200 end result building operative and occupiable. If equipment, encountered and make logical adjustments in fit, form, '2660" SH' BY A WINDOW material and/or intent are not detailed in drawings or dimension, and quantity that are treated only generally by the specifications but are obviously required as industry standard "Builder's Plans". In the event additional detail or guidance is for operative conditions, this work shall be included in base bid. needed by the Contractor or Owner for construction of an aspect of the project, they shall immediately notify the Architect. Failure 23. Do not use cadmium or cadmium plated products or products to give a simple notice shall relieve the Architect of responsibility containing cadmium for work in place. for the consequences. 7. The contractor shall provide the original occupant with a list of the heating, cooling, water heating, and lighting systems and conservation or solar devices installed in the building and instructions on how to use and maintain them efficiently. All warranties of all materials and equipment are to be delivered to the original occupant at completion of construction. 8. The details shown are intended to further illustrate the visual design concept and the minimum weather protection for this project. The general contractor shall incorporate the requirements of the local building codes, structural considerations, trade association manuals, publications and recommendations, and the manufacturer's written instructions for complete construction of details. All possible filled conditions which may be encountered are not necessarily described. Field conditions encountered which require clarification shall be brought to the Architects attention. 9. Mechanical ventilation for toilet compartment, bathrooms, and laundry rooms shall be capable of providing the required ventiliation per IRC - M1507. 10. Exhaust vent for clothes dryer to be vented to the outside. The duct is to be smooth metal and have a backdraft damper. The duct shall be provided with an in-line blower capable of discharging to the exterior, if required per IRC - M1507. 24. Do not use asbestos or asbestos containing products for work in place. Contractor shall not cut, drill, remove, or otherwise disturb any material, equipment, construction, etc., if it is thought to contain any hazardous material. If material, equipment, construction, etc., is encountered which appears to, or is likely to contain hazardous materials, notify Owner immediately. 25. Electrical equipment shall be certified as containing no PCB's. 26. Typographical errors or errors of spelling shall be brought to the Architect's attention for clarification. Interpretation of the meaning of mistyped or misspelled words without clarification from the Architect will be done by the Contractor with acceptance of responsibility for that interpretation and all consequences arriving therefrom. 27. Note: All dimensions to face of foundation or face of stud, typ. u.n.o. - All masonry dimensions indicated are nominal dimensions. 28. The term "provide" as used herein shall mean that Contractor shall furnish and install said item, construction, equipment, materials, etc., for a complete, finished installation. GRAPHICS STANDARDS Unit 1 SQ FT 1st Floor 69 CONCRETE BATT INSULATION ROUGH WOOD 794 Total (Finished) 1,669 A009 ENERGY CODE REQUIREMENTS & RADON SYSTEM DETAILS A700 OUNDISTRIBUTED EARTH OR RIGID INSULATION PLYWOOD A705 BUILDING 10 - ROOF PLAN COMPACTED FILL BUILDING 10 - ELEVATIONS A711 POROUS FILL METAL GYP BOARD BRICK OR STONE MASONRY WOOD FINISH GLASS (IN ELEVATION) ROOM NAME OR ROOM NAME ROOM NAME/NUMBER XXX CLG. CEILING HEIGHT CENTERLINE OF UNIT DEMISING WALL DRAWING NUMBER 2 UNIT DEMISING WALL GRID ENLARGED DETAIL SHEET NUMBERA101 DRAWINGIL 2 SHEETEETNU NUMBERBER DETAIL TAG O KEYNOTE A101 XX)CX WINDOW TYPE DRAWING NUMBER 2 1 11A DOOR NUMBER SHEETNUMBER A101 ELEVATION TAG O PARTITION TYPE 100-0" ELEVATION SYMBOL DRAWING NUMBER 2 WALL SECTION TAG T.O. SLAB SHEETNUMBER A101 2 DRAWING NUMBER 2 BUILDING SECTION TAG A101 SHEET NUMBER A101 DRAWING REFERENCE: SEE 2/A200 INDICATES REFER TO DRAWING 2 ON SHEET A200 WINDOW / DOOR REFERENCE:'3068' BY A DOOR INDICATES A 3'-0" WIDE BY 6-8" HIGH DOOR. '2660" SH' BY A WINDOW INDICATES A 2'-6" WIDE BY 6-0" HIGH WINDOW THAT IS A SINGLE HUNG. SH = SINGLE HUNG FX = FIXED GLASS SL = SLIDER MULLED = MULLED WINDOW PACKAGE, SEE ELEVATIONS (OG) = OBSCURE/FROSTED GLAZING (T) = TEMPERED GLAZING Unit 1 SQ FT 1st Floor 69 2nd Floor 806 3rd Floor 794 Total (Finished) 1,669 Patios, Balcony 275 Garage 487 Unit 2 SQ FT 1st Floor 214 2nd Floor 771 3rd Floor 758 Total (Finished) 1,743 Patios, Balcony 188 Garage 487 THE RIDGE AT WARD STATION TOWNHOMES PERMIT SET BUILDING TEN ON SITE PLANS MUST BE ON SITE FOR INSPECTION ALL Projects are Subject to Field Inspections UNIT AREAS Unit 3 CODE SUMMARY City of Wheat Ridge Adopted Codes: 2018 International Building Code & Amendments 2018 International Mechanical Code & Amendments 2018 International Plumbing Code & Amendments 2018 International Energy Conservation Code& & Amendments 2018 International Residential Code & Amendments 2018 International Fire Code & Amendments 2018 International Fuel Gas Code & Amendments State of Colorado Fuel Gas Code 2018 National Electrical Code & Amendments 2018 International Property Maintenance Code & Amendments Colorado Revised Statutes Title 9 Safety, Industrial and Commercial; Section 9-5-105 APPENDIX'F' AND APPENDIX'T' OF THE 2018 INTERNATIONAL RESIDENTIAL CODE R302 - Fire -Resistant Construction - Townhomes R302.1 - Exterior Walls - No fire -resistance rating is required when exterior walls have a fire separation distance greater than 5 feet. 1 hour fire -resistance rating required when exterior walls have a fire separation distance less than 5 feet. R302.2 - Townhouses - Common walls separating Townhouses on this project shall be not less than 2 -hour fire -resistance -rated wall assembly. R302.2.3 - Continuity - The Fire resistance rated wall or assembly separating townhouses shall be continuous from the foundation to the underside of the roof sheathing, deck, or slab. The fire -resistance rating shall extend the full length of the wall or assembly, including wall extensions through and separating attached enclosed accessory structures. R311.3.2 - Floor Elevations for Exterior Doors - Doors other than the required egress door shall be provided with landings or floors not more than 7 3/4" below the top of the threshold. Exception: A landing is not required where a stairway of two or fewer risers is located on the exterior side of the door, provided the door does not swing over the stairway. R320 - Accessibility R320.1 - Scope - Where there are four or more dwelling units or sleeping units in a single structure, the provisions of Chapter 11 of International Building Code for group R-3 shall apply; however: Per IBC Chapter 11: A multistory dwelling or sleeping unit which is not provided with an elevator service is not required to be a type B unit. Colorado Title 9 - Sections 9-5-105 & 9-5-106; Accessible Dwelling Units Total Unit count for Project: 200 Townhomes Required Accessibility Points for Project: 90 Type B Visitable Ground Floor Units: 1 Accessibilty Point each; 90 Visitable units provided. Visitable units shall be timely and evenly delivered throughout the Project construction phases per the approved implementation plan. ACCESSIBILITY POINTS PROVIDED IN PHASE 2 = 20. SQ FT 1 st Floor 309 2nd Floor 804 3rd Floor 684 Total (Finished) 1,797 Patios, Balcony 169 Garage 481 Unit 4 SQ FT 1 st Floor 203 2nd Floor 833 3rd Floor 908 Total (Finished) 1,944 Patios, Balcony 294 Garage 532 Unit 5 SQ FT 1st Floor 319 2nd Floor 905 3rd Floor 891 Total (Finished) 2,115 Patios, Balcony 265 Garage 573 SHEET INDEX SHEET NUMBER SHEET NAME BLDG 10 A000 COVER A001 ARCHITECTURAL SITE PLAN A002 ARCHITECTURAL SITE PLAN - PHASE 2 A005 ARCHITECTURAL SITE PLAN - BLDG 10 A009 ENERGY CODE REQUIREMENTS & RADON SYSTEM DETAILS A700 BUILDING 10 - FLOOR PLANS A701 BUILDING 10 - FLOOR PLANS A705 BUILDING 10 - ROOF PLAN A710 BUILDING 10 - ELEVATIONS A711 BUILDING 10 - ELEVATIONS A720 BUILDING 10 - SECTIONS Reviewed by the City of Wheat Ridge Engineering Division APPROVED Jordan Jefferies BY: DATE: 2/17/2021 COMMENTS: A grading certification with ILC is required prior to CO Reserved space in main electrical panel required for future solar installation per 2018 IRC Appendix T Section T103.9 Project must comply with 2018 IRC Appendix F for Radon Control Methods City of oMMUNI'1Y [)EVELC�1'MENT APPROVED Reviewgd for Code Compliance, Randy Slusser 2/18/2021 Plans Examiner Date VaNity of permit: fie i nome of o paMit a gpprovd of plans spec4ko tora and computahans shop not be a permit fa, or art approval of any aolobon to any of the provislom of ft butding code or of OV My OrOx races. Permits presuming to give outhortty to violoft or eanal the prwisba of tfW OW &V Coda or othn ordinWM of the City shell not be MIA ■ (I DESIGN DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER, CO 80303 P 303.443.7533 F 303.443.7534 WWW.DTJ DESIGN.COM W U) O U W UJV 1 0 Z 0� W Q V W Z _ J_ m DRAWN BY: MB, NR, DPB CHECKED BY: DR, DP, DW PROJECT NO: 2018009.00 ISSUE DATE: 09/04/2020 REVISIONS: SHEET TITLE: COVER SHEET NUMBER /i[lI11A SITE PLAN NOTES 1. CONTRACTOR TO CONFIRM FINAL F.F.E. FOR EACH BUILDING WITH CIVIL PRIOR TO CONSTRUCTION. 2. ALL DIMENSIONS ARE TO EXTERIOR FACE OF FINISH U.N.O. dt 3. VERIFY VISITABLE LOCATION w/ CIVIL DESIGN DTJ DESIGN, INC 4. PROVIDE SOLID DRAINAGE DIVERTER BELOW DOWNSPOUTS 3101 IRIS AVE, SUITE 130 WHERE THEY OCCUR BOULDER, CO 80303 P 303.443.7533 5. " INDICATES VISITABLE UNIT LOCATION F 303.443.7534 W W W.DTJ DESIGN.COM 6. B#, L# REFERS TO THE BLOCK AND LOT NUMBER SL# REFERS TO THE SALE LOT NUMBER EXISTING ADJACENT IMPROVEMENTS, SEE SITE APPLICATION SUBMITTAL FOR MORE INFORMATION PROJECT BOUNDARY BLDG 22 a * * * * * I NOR�ONIESALUO�RHERE LOT LINE oR� PRIVATE ALLEY A 5' SEOTBACK— PROJECT BOUNDARY EXISTING ADJACENT IMPROVEMENTS, BLDG 20 BLDG 21 SEE SITE APPLICATION SUBMITTAL ' ^ I * * * * FOR MORE INFORMATION v J * W PASEO w C U)7 4. PHASE 4 O z BLDG 17 BLDG 18 BLDG 19 Q EXISTING ADJACENT IMPROVEMENTS, * * * * * * SEE SITE APPLICATION SUBMITTAL FOR MORE INFORMATION 7 BLDG 12 PRIVATE APRIVATE ALLEY B p BLDG 14 BLDG 16 J LU * J Z J W EXISTING ADJACENT IMPROVEMENTS, W LU BLDG 13 POCKET PARK �-LO Q SEE SITE APPLICATION SUBMITTAL O � O � �, I FOR MORE INFORMATION U Q LOT LINE PHASE 2 Q� I FEISTING ADJACENT IMPROVEMENTS, — R.O.W. `� CL E SITE APPLICATION SUBMITTAL W uj 5'SETBACJP I R MORE INFORMATION Nil�� Q� * I O W Q cf) BLDG 11 �� BLDG 15 Z Q m~ Q p BLDG 1 J — Q � Z IIII-- - - - - --PASEO ---, Q ° PHASE 4 LOT LINE W. 51st AVENUEI } * LU E. I PROJECT BOUNDARY POCKETPARK I * * * LU * * J * ° J — I w * * O J * Q * * Q W LU LU LU (n w R.O.W. I * d * Q * d * > * d BLDG. 5 �5' SETBACK I * CL * * CL R.O. W Ly w ♦ UNIT 5_ENDRNT BLDG. 4 ♦♦♦ BLDG 6 * ♦ �_ LOT LINE 01 * o W. 51stAVENUE p/ R.O.W. ''• p LOT LINE L W PHASE 1 -• ,.. BLDG.7 Q BLDG. 9-- 5' SETBACK 9�< * W LU *BLDG. * J BLDG 29 BLDG 28 BLDG 27 8 Q CL * W * H °11 ,MIXED-USE BLDG. 3— Q o DEVELOPMENT * w BLDG 23 PHASE 3 PRIVATE ALLEY K BY OTHERS' PRIVATE ALLEY F W a * z I * ❑ 6LDG.1 Q ' 2 BLDG. > 25 * * * BLDG 26 ' & BLDG 24 * -.. �. BLDG DRAWN BY: CHECKED BY DR, DP, DW PROJECT NO: 2018009.00 ISSUE DATE: R.O.W. 10/05/2020 PROJECT BOUNDARY REVISIONS: RIDGE ROAD A W a ,EEZ SHEET TITLE: 1 OVERALL PROJECT SITE PLAN N o A001 SCALE: 1"=50'-O" o ARCHITECTURAL SITE PLAN W A City of � rc 9 i Wheat Ridge � o O y SHEET NUMBER: ry North Building Division ° A001 U 2 v=� rn�aia> fl moi; Phase 2 Visitable Units Provided (out of 90): 39 Total Potential Balconies: Building 10 Total Balconies Selected: 4 Balcony options Required per Phase 2: is Building 11 I Options: 0 Roll -up Garage Doors Selected: Building 12 Roll -up Garage Doors Required per L3 Phase 2: Building 13 SL54 B5, L3 Building 14 B5, L5 ALT. UNITS UNIT 4 Building 15 dd' ' SL78 Building 16 SL53 Building 17 I ALT. UNITS UNIT4 Building 18 B2, L4 I Building 19 SL52 - a ° Building 20 ALT. UNITS B3 L6 Building 21 N/A UNIT 1 SL51 � d Building 22 E � Unit 1 2 3 1 2 1 1 4 4 1 4 1 1 4 4 1 4 1 5 4 4 5 2 5 5 2 2 5 5 2 1 5 1 4 5 5 2 5 3 2 2 5 3 2 2 5 5 2 2 5 5 2 1 2 1 2 1 2 Name Baker Hale Highland Baker Hale Baker Baker Rosedale Rosedale Baker Rosedale Baker Baker Rosedale Rosedale Baker Rosedale Baker Wellshire Rosedale Rosedale Wellshire Hale Wellshire Wellshire Hale Hale Wellshire Wellshire Hale Baker Wellshire Baker Rosedale Wellshire Wellshire Hale Wellshire Highland Hale Hale Wellshire Highland Hale Hale Wellshire Wellshire Hale Hale Wellshire Wellshire Hale Baker Hale Baker Hale Baker Hale Visitable Proposed LT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS 1 1 1 N/A 2 4 N/A N/A 2 4 N/A UNIT2 UNIT3 UNIT5 UNIT2 UNIT2 UNIT3 UNIT5 UNIT2 �c �k BLDG 1 22 1 1 1 1 -HOUR RATED WALLS a 1 1 1 1 1 1 1 1 1 1 1 1 1 Visitable Built Balcony Option Proposed 1 1 1 1 1 1 1 N/A N/A 1 N/A 1 1 N/A N/A 1 N/A 1 1 N/A N/A 1 1 1 1 1 1 1 1 1 1 1 1 N/A 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Balcony Option Selected 1 1 1 1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Roll -up Garage Door Proposed: Roll -up Garage Door Selected: 1A 1A Current End Unit Option Alternative Unit Options (See attached 2 3 2 2,3 3 2 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 4 5 5 4 N/A 4 4 N/A N/A 4 4 N/A 2 4 2 5 4 4 N/A 4 2 N/A N/A 4 2 N/A N/A 4 4 N/A N/A 4 4 N/A N/A N/A 2 N/A 2 N/A phase plan) TOTALS: Visitable Units: 3 0 0 0 2 2 0 0 3 3 2 2 3 Visitable Units Built: 3 0 0 0 0 0 0 0 0 Balcony Options: 6 3 2 2 4 4 3 2 4 4 4 4 6 Balcony Opt. Select: 4 0 0 0 0 0 0 0 0 Roll -up Garage Doors: 0 0 0 0 0 0 0 0 0 0 0 0 0 Roll -up Garage Doors Selected: 0 0 0 0 0 0 0 0 0 Visitable Units Provided (out of 90): 39 Total Potential Balconies: ao Total Balconies Selected: 4 Balcony options Required per Phase 2: is Total Potential o - p Garage Door I Options: 0 Roll -up Garage Doors Selected: 0 Roll -up Garage Doors Required per L3 Phase 2: 0 i W_ C Q �I O 0 N � U o Z m z 0 O W y w U o o� o N W W E LU � � � a U W Q N ~ o 0 � c � -SO N J i Q N N I OU 0 m�6Fy P Cna } EXTENT OF PHASE 2 CONSTRUCTION EXISTING GAS STATION BY OTHERS ----- -- -- -- B2, L9 B2, L10 B2, L11 SL57 SL58 SL59 ALT. UNITS UNIT 1 B3 L1 N/A SL56 ALT. UNITS ALT. UNITS ALT. UNITS 4 4 5 UNIT5 I UNIT5 UNIT4 I� B4, L3 B4, L2 ALT. UNITS B4, L7 B4, L4 ° 4 S L82 ALT. UNITS B3, L2 �1 I N/A SL55 Q B2, L7 B2, L6 ALT. UNITSB3, UNIT 1 L3 N/A B5, L7 N/A SL54 B5, L3 BLDG 12 B5, L5 ALT. UNITS UNIT 4 B3, L4 dd' ' SL78 N/A SL53 ° I ALT. UNITS UNIT4 B3, L5 B2, L4 I N/A SL52 - a ° I ALT. UNITS B3 L6 d.. N/A UNIT 1 SL51 � d E � ALT. UNITS ALT. UNITS B3 L7 SL99 N/A UNIT 1 SL50 I ALT. UNITS B3, L8 A- N/A S L49 a 7ALT. UNITS UNIT 1 B3, L9 N/A SL48 BLDG 11 d POCKET B3, L10 3, L1 ALT. UNITS UNIT4 47 c, N/A UNIT2 ALT. UNITS B3, L11 N/A SL46 a� ° ALT. UNITS B3, L12 N/A UNIT 1 SL45 I� B4, L3 B4, L2 ALT. UNITS B4, L7 B4, L4 1IjI- I\ 4 S L82 Uj ALT. UNITS �1 ALT. UNITS N/A 4 4 Q B2, L7 B2, L6 �I UNIT2 N/A B5, L7 BLDG 17 1 -HOUR RATED WALLS ON THESE UNITS ALT. UNITS UNIT4 B4, L5 5 S L84 ALT. UNITS B4, L6 4 S L83 J BLDG 13 J Q B4, L3 B4, L2 ALT. UNITS B4, L7 B4, L4 C � d� d 4 S L82 Uj ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS N/A 4 4 Q B2, L7 B2, L6 UNIT5 UNIT5 UNIT2 N/A B5, L7 B2, L3 B2, L2 B5, L2 B5, L3 B5, L4 B5, L5 B5, L6 ALT. UNITS UNIT4 B4, L8 SL79 SL78 5 S L81 SITE PLAN - PHASE 2 SCALE: 1" = 30'-0" FLUSH ENTRY VISITABLE B4, L3 B4, L2 FROM FRONT B4, L4 C � d� d A SL88 ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS N/A 4 4 I B2, L8 B2, L7 B2, L6 UNIT5 UNIT5 UNIT2 N/A B5, L7 B2, L3 B2, L2 B5, L2 B5, L3 B5, L4 B5, L5 B5, L6 SL80 SL79 SL78 SL77 B2, L1 " SL74 B2, L5 ALT. UNITS B2, L4 I SL96 B1, L6 SL93 B1, L1 B1, L2 SL89 B1, L4 B1, L5 B1, L3 ALT. UNITS ALT. UNITS ALT. UNITS SL97 SL98 SL99 ALT. UNITS SL100 POCKET PARK SL101 2 SL102 N/A <a N/A rM N/A 4 4 N/A POCKET UNIT2 UNIT5 UNIT5 UNIT2 UNIT2 UNIT5 UNIT5 UNIT2 PARK ALT. UNITS ALT. UNITS ALT. UNITS * ALT. UNITS d ALT. UNITS ALT. UNITS a 2 2 N/A N/A N/A 2 d ° ° ° a.d. IU UNIT2 UNIT 1 UNIT 2 NIT 1 UNIT 2 UNIT 1 B2, L12 B2, L13 B2, L14 B2, L15 B2, L16 B2, L17 B2, L18 B2, L19 ° ° LT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS N/A 2 4 N/A N/A 2 4 N/A UNIT2 UNIT3 UNIT5 UNIT2 UNIT2 UNIT3 UNIT5 UNIT2 �c �k BLDG 22 BLDG 18 BLDG 19 ° 1 -HOUR RATED WALLS a PRIVATE ALLEY B ON THESE UNITS ° NO BALCONIES ALLOWED HERE POCKET PARK PHASE a -SIDE LK UNIT 1 g5, L13 ALT. UNITS SL68 a� 2 BLDG 16 UNIT5 ALT. UNITS B51 L1 4 SL69 °a d 4 UNIT 1 ALT. UNITS B5, L11 d 2 SL70 / JNIT2 da / ALT. UNITS , N/A UNIT5 B5, L c° , / \\ ALT. UNITS S 1 d / BLDG 15 a / UNIT 5 B5, L9 SL7 / ALT. UNITS 4 , B5, L8 ° UNIT 2 SL73 B4, L3 B4, L2 PRIVATE B4, L4 ALLEY A SL88 ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS N/A 4 4 I B2, L8 B2, L7 B2, L6 UNIT5 UNIT5 UNIT2 N/A B5, L7 B2, L3 B2, L2 B5, L2 B5, L3 B5, L4 B5, L5 B5, L6 SL80 SL79 SL78 SL77 B2, L1 " SL74 B2, L5 ALT. UNITS B2, L4 I SL96 SL95 SL94 SL93 SL92 SL91 SL90 SL89 LT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS POCKET PARK 2 N/A 4 4 N/A rM N/A 4 4 N/A UNIT2 UNIT5 UNIT5 UNIT2 UNIT2 UNIT5 UNIT5 UNIT2 * E d a BLDG 20 BLDG 21 d ° ° ° a.d. PASEO B2, L12 B2, L13 B2, L14 B2, L15 B2, L16 B2, L17 B2, L18 B2, L19 ° SL60 SL61 SL62 SL63 SL64 SL65 SL66 SL67 LT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS N/A 2 4 N/A N/A 2 4 N/A UNIT2 UNIT3 UNIT5 UNIT2 UNIT2 UNIT3 UNIT5 UNIT2 BLDG 18 BLDG 19 ° 1 -HOUR RATED WALLS a PRIVATE ALLEY B ON THESE UNITS ° POCKET PARK PHASE a -SIDE LK UNIT 1 g5, L13 ALT. UNITS SL68 a� 2 BLDG 16 UNIT5 ALT. UNITS B51 L1 4 SL69 °a d 4 UNIT 1 ALT. UNITS B5, L11 d 2 SL70 / JNIT2 da / ALT. UNITS , N/A UNIT5 B5, L c° , / \\ ALT. UNITS S 1 d / BLDG 15 a / UNIT 5 B5, L9 SL7 / ALT. UNITS 4 , B5, L8 ° UNIT 2 SL73 B4, L3 B4, L2 B4, L1 B4, L4 SL85 SL86 SL87 SL88 ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS N/A 4 4 N/A UNIT2 UNIT5 UNIT5 UNIT2 N/A B5, L7 BLDG 14 B5, L2 B5, L3 B5, L4 B5, L5 POCKET PARK PHASE a -SIDE LK UNIT 1 g5, L13 ALT. UNITS SL68 a� 2 BLDG 16 UNIT5 ALT. UNITS B51 L1 4 SL69 °a d 4 UNIT 1 ALT. UNITS B5, L11 d 2 SL70 / JNIT2 da / ALT. UNITS , N/A UNIT5 B5, L c° , / \\ ALT. UNITS S 1 d / BLDG 15 a / UNIT 5 B5, L9 SL7 / ALT. UNITS 4 , B5, L8 ° UNIT 2 SL73 W. W. 51 st AVENUE Ell i > d . EXTENT OF PHASE 1 CONSTRUCTION SITE PLAN NOTES 1. CONTRACTOR TO CONFIRM FINAL F.F.E. FOR EACH BUILDING WITH CIVIL PRIOR TO CONSTRUCTION. 2. ALL DIMENSIONS ARE TO EXTERIOR FACE OF FINISH U.N.O. 3. VERIFY VISITABLE LOCATION w/ CIVIL 4. *VISITABLE UNIT 5. PROVIDE SOLID DRAINAGE DIVERTER BELOW DOWNSPOUTS WHERE THEY OCCUR 6. B#, L# = BLOCK NUMBER, LOT NUMBER. SEE CIVIL PLANS SL# = SALES LOT NUMBER, PER TOLL BROTHERS North City of Wheat Ridge Building Division ■ cit DESIGN DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER, CO 80303 P 303.443.7533 F 303.443.7534 WWW.DTJ DESIGN.COM DRAWN BY: MB, NR, DPB CHECKED BY: DR, DP, DW PROJECT NO: 2018009.00 ALT. UNITS _ REVISIONS: _ N/A B5, L7 B5, L1 B5, L2 B5, L3 B5, L4 B5, L5 B5, L6 SL80 SL79 SL78 SL77 SL76 SL75 SL74 ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITS 2,3 ALT. UNITS 3 ALT. UNITS 2 2 3 2 UNIT 1 UNIT 1UNIT l 3 UNIT 1 UNIT2 POCKET PARK 2 A �,..a. W. W. 51 st AVENUE Ell i > d . EXTENT OF PHASE 1 CONSTRUCTION SITE PLAN NOTES 1. CONTRACTOR TO CONFIRM FINAL F.F.E. FOR EACH BUILDING WITH CIVIL PRIOR TO CONSTRUCTION. 2. ALL DIMENSIONS ARE TO EXTERIOR FACE OF FINISH U.N.O. 3. VERIFY VISITABLE LOCATION w/ CIVIL 4. *VISITABLE UNIT 5. PROVIDE SOLID DRAINAGE DIVERTER BELOW DOWNSPOUTS WHERE THEY OCCUR 6. B#, L# = BLOCK NUMBER, LOT NUMBER. SEE CIVIL PLANS SL# = SALES LOT NUMBER, PER TOLL BROTHERS North City of Wheat Ridge Building Division ■ cit DESIGN DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER, CO 80303 P 303.443.7533 F 303.443.7534 WWW.DTJ DESIGN.COM DRAWN BY: MB, NR, DPB CHECKED BY: DR, DP, DW PROJECT NO: 2018009.00 ISSUE DATE: 10/05/2020 REVISIONS: SHEET TITLE: ARCHITECTURAL SITE PLAN - PHASE 2 SHEET NUMBER: ELECTRICAL METERS FOR TOWNHOME UNITS FUTURE OR EXISTING ADJACENT TOWNHOME BUILDING �A/C CONDENSER l LINES 5' 0.' MIN. DRIVE APRONS, TYP.– LOT 1 I I I (SALES LOT 80) L - - - - - - � UNIT 1A INTERIOR. EXTERIO __— ST FLOOR BEDRM OPTION END UNIT ( -- OPEN STAIR RAIL 2ND FLOOR REAR BALGOA r.� LOT 2 (SALES LOT 79) UNIT 2 J NTERIOR. EXTERIOR. ST FLOOR BATH OPTIONSTANDARD INTERIOR l --— VISITABLE =-OPEIJ41 STAIR RAIL PRIVATE ALLEY C LOT 3 (SALES LOT 78) L— — — — — — — UNIT 3 INTERIOR. EXTERIOR. VISITABLE 2ND FLOOR REAR BALCONY OPEN STAIR RAIL F--- r--- 2018009.00 L—__ L___ 10/05/2020 2 Z J O I I I J CONDENSER i-0" MIN. DRIVE APRONS. TYP.– LOT 4 I I (SALES LOT 77) I I L - _UNIT 1-_j INTERIOR. EXTERIOR. OFFICE OPT. STANDARD INTERIOR OPEN STAIR RAIL __J ___T ---y I FIA'dj] Nil—J! �d d 4 a 4 a In d d° SIDEWALK a 4 d SITE PLAN - BUILDING 10 SCALE: 1/8" = T-0" PLANTING W. 51 st AVE. L 1 L LOT 5 I I (SALES LOT 76) I I L- - _UNIT2 - _ j INTERIOR. EXTERIOR. 1st FLOOR BEDROOM OPT. 2ND FLOOR BALCC VISITABLE — —OPEN STAIR RAIL ---JI II ---7 I A a rn 0 CONDENSER UN LOT 6 (SALES LOT 75) L - -UNIT 1A - INTERIOR. EXTERIOR. st FLOOR BEDROOM OPT. END UNIT (1A) --OPEN STAIR RAIL 2ND FLOOR REAR BA LSI II FUTURE OR EXISTING ADJACENT TOWNHOME BUILDING GAS METERS FOR TOWNHOME UNITS POCKETPARK SITE PLAN NOTES 1. CONTRACTOR TO CONFIRM FINAL F.F.E. FOR EACH BUILDING WITH CIVIL PRIOR TO CONSTRUCTION. 2. ALL DIMENSIONS ARE TO EXTERIOR FACE OF FINISH U.N.O. 3. VERIFY VISITABLE LOCATION w/ CIVIL 4. PROVIDE SOLID DRAINAGE DIVERTER BELOW DOWNSPOUTS WHERE THEY OCCUR 5. * INDICATES VISITABLE UNIT LOCATION 6. B#, L# REFERS TO THE BLOCK AND LOT NUMBER SL# REFERS TO THE SALE LOT NUMBER North City of Wheat Ridge Building Division DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER, CO 80303 P 303.443.7533 F 303.443.7534 W W W.DTJ DESIGN.COM U) Author w Checker 2 2018009.00 O 10/05/2020 2 Z O I— Z w 0 Q LU = LU 0 0 D_ 0 Q/ 0 Ljj � m �w V N� L.L w 2 I— DRAWN BY: Author CHECKED BY: Checker PROJECT NO: 2018009.00 ISSUE DATE: 10/05/2020 REVISIONS: SHEETTITLE: ARCHITECTURAL SITE PLAN - BLDG 10 SHEET NUMBER: A005 ENERGY CODE REQUIREMENTS • R-5 Slab1" Foam Board Rigid Insulation -to helpmeet compliance for 2018 IECC UA path • R-38 Frame Floor and Cantilevers • R-23 Above Grade Walls • R-21 Rim -Band Joist • .30 U- Factor /.29 SHGC • R-38 Blown -In Ceiling Attic • 92.1 AFUE Furnace • 13 Seer A/C • 0.63 Energy Factor Water Heater • CFL's 90% CL F.O.S. 1. A UNIFORM LAYER OF CLEAN AGGREGATE, NOT LESS THAN 4 INCHES THICK. THE AGGREGATE SHALL CONSIST OF MATERIAL THAT WILL PASS THROUGH A 2 -INCH SIEVE AND BE RETAINED BY A 1/4 -INCH SIEVE LL W 2. A UNIFORM LAYER OF SAND (NATIVE OR FILL), NOT LESS THAN 4 INCHES THICK, OVERLAIN BY A LAYER OR STRIPS OF GEOTEXTILE DRAINAGE MATTING DESIGNED TO ALLOW THE LATERAL FLOW OF SOIL GASES. - z 3. OTHER MATERIALS, SYSTEMS OR FLOOR DESIGNS WITH DEMONSTRATED CAPABILITY TO PERMIT DEPRESSURIZATION ACROSS M z THE ENTIRE SUBFLOOR AREA. 0 N W 0 o W wTYPICAL UNIT RADON VENTILATION SYSTEM DETAILS N 12 � W a � r 9 x tt U v=� Etna Y �°mmmU RMINATE NO ✓E THE SURFACE LESS THAN 10 WINDOW OR rO THE E OF THE DINING BUILDING SHALL BE JTURE FAN )UGH THE JD VISIBLE SHALL BE )T LESS THAN i FLOOR AND CS. THE LABEL JN REDUCTION TICAL CIRCUIT IN SSIBLE BOX IN -ONSTRUCTION ISTALLATION. L VENT PIPE D UP THROUGH RS 1ALL BE MATERIAL ALANT. PE SHALL BE \LLY INTO THE TE USING A ENSURESTHE %INS WITHIN =R S LS LL FFE 9 5488.75 City of Wheat Ridge Building Division it ■ DESIGN DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER, CO 80303 P 303.443.7533 F 303.443.7534 mnunm�.t en» -1 LH a cK.� m LU O z z 3:O Z 0 CHECKED BY: LU I— L.I W m 2018009.00 I— U) O LLI / REVISIONS: 7LU I— W 0 ry W 2 I— LU v L.I. LU T_ g DRAWN BY: Q CHECKED BY: J Checker PROJECT NO: m W 0 ry W 2 I— LU v L.I. LU T_ g DRAWN BY: Author CHECKED BY: Checker PROJECT NO: 2018009.00 ISSUE DATE: 10/05/2020 REVISIONS: SHEET TITLE: ENERGY CODE REQUIREMENTS & RADON SYSTEM DETAILS SHEET NUMBER: A009 < Flo U = v=� rn�a 0 x H moi; F.O.S. CL CL A710 (L (L F.O.S. 1 A130 A230 A330A230 1 A1130 X U- 0 o UL GAR UL o L J L m m L I L J J GARAGE GARAGE GARAGE GARAGE GARAGE CLG. VARIES = _ —y CLG. VARIES CLG. VARIES r _ ___� CLG. VARIES CLG. VARIES _ _� CLG. VARIES —1 I OOYE nnMECH QCT = r MECHIMECH z BATH 3 O TH 3® J c o„ c BATH 3 J zoOY ___ a ___OFFICE BEDoROOM 3 TOR GE OFFICE J 9 -o cl G. BEDROOM 3U 9'-a' CLG. BEDROOM 3 U) � 6060 FX -.: - ' . ' o ---- 3060 SH 5060 FX 15_060 FX_ 3060 SH' 3060 SH•5060 FX 6060 FX.' I_ I L- I 1 505 FX- ..3050 SH :-PATIO- -XI ONCRETE PATIO• ' 'CONCRETE CONCRETE PATIO CONCRETE PATIO,CONCRETE PATIO',`. CONCRETE PATIO -; :-.;• . L_I. .I• z�i I I I� I I A710 F.O.S. LOT 1 CL LOT 2 CL LOT 3 CL LOT 4 LOT 5 CL LOT 6 F.O.S. (SALES LOT 80) (SALES LOT 79) (SALES LOT 78) (SALES LOT 77) (SALES LOT 76) (SALES LOT 75) UNIT 1A UNIT 2 UNIT 3 UNIT 1 UNIT 2 UNIT 1A INTERIOR: EXTERIOR: INTERIOR: EXTERIOR: INTERIOR: EXTERIOR: INTERIOR: EXTERIOR: INTERIOR: EXTERIOR: INTERIOR: EXTERIOR: 1ST FLOOR BATH OPTION STANDARD INTERIOR UNIT 1ST FLOOR BEDRM OPTION END UNIT (1 A) VISITABLE 2ND FLOOR REAR BALCONY OFFICE OPT. STANDARD INTERIOR U IT 1st FLOOR BEDROOM OPT. 2ND FLOOR BALCONY 1st FLOOR BEDROOM OPT. END UNIT (1A) OPEN STAIR RAIL 2ND FLOOR REAR BALCONY VISITABLE OPEN STAIR RAIL OPEN STAIR RAILOPEN STAIR RAIL 2ND FLOOR REAR BALCONY OPEN STAIR RAIL VISITABLE OPEN STAIR RAIL BUILDING 10 - 1st FLOOR PLAN A700 J SCALE: 1/8" = 1'-0" F.O.S. LOT 1 `- LOT 2 `- LOT 3 `- LOT 4 CL LOT 5 CE LOT 6 F.O.S. (SALES LOT 80) (SALES LOT 79) (SALES LOT 78) (SALES LOT 77) 2018009.00 (SALES LOT 76) (SALES LOT 75) UNIT 1A UNIT 2 UNIT 3 UNIT 1 UNIT 2 UNIT 1A INTERIOR: EXTERIOR: 1ST FLOOR BEDRM OPTION END UNIT (1 A) INTERIOR: EXTERIOR: 1ST FLOOR BATH OPTION STANDARD INTERIOR UNIT INTERIOR: EXTERIOR: VISITABLE 2ND FLOOR REAR BALCONY INTERIOR: EXTERIOR: OFFICE OPT. STANDARD INTERIOR INTERIOR: EXTERIOR: 1st FLOOR BEDROOM OPT. 2ND FLOOR BALCONY INTERIOR: EXTERIOR: 1st FLOOR BEDROOM OPT. END UNIT (1A) OPEN STAIR RAIL 2ND FLOOR REAR BALCONY VISITABLE OPEN STAIR RAIL OPEN STAIR RAIL OPEN STAIR RAILOPEN INIT VISITABLE STAIR RAIL 2ND FLOOR REAR BALCONY Z OPEN STAIR RAIL BUILDING 10 - FOUNDATION PROFILE PLAN SCALE: 1/8" = 1'-0" 2 A711 PLAN NOTES 1 ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING, STRUCTURE, OR CENTERLINE OF UNIT DEMISING WALLS UNO. 2 REFER TO STRUCTURAL DRAWINGS FOR ALL FOUNDATION AND CONCRETE SLAB SPECIFICATIONS. 3 EXTENTS OF CONCRETE FOUNDATION WALLS WILL VARY PER INDIVIDUAL SITE GRADING. REFER TO SITE SPECIFIC FOUNDATION PLANS. 4 ALL WINDOW AND DOOR DIMENSIONS ARE SHOWN TO CENTERLINE OF ROUGH OPENING. 5 ALL INTERIOR PARTITIONS TO BE 2X4, UNO. 6 ALL EXTERIOR WALLS TO BE 2X6, UNO. 7 FINISH FLOOR ELEVATIONS TO BE COORDINATED WITH FINAL CIVIL DRAWINGS 8 VISITABLE UNITS SHALL PROVIDE ONE ACCESSIBLE ENTRANCE AND A TOILET FACILITY DESIGNED IN ACCORDANCE WITH 2009 ICC/ANSI A117.1 SECTION 1004 INCLUDING ACCESSIBLE DOORS AND THRESHOLDS, REINFORCEMENT/BLOCKING FOR FUTURE INSALLATION OF GRAB BARS AT WATER CLOSETS. City of Wheat Ridge Building Division DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER, CO 80303 P 303.443.7533 F 303.443.7534 W W W.DTJ DESIGN.COM VJ MB, NR, DPB W DR, DP, DW 2 2018009.00 O 10/05/2020 2 Z O Z O�� Oil, o U Q ~O = � W C� � 6J - M I..I.J 7 L w � O O1: Q I--- Z m rW V 0 ry W 2 DRAWN BY: MB, NR, DPB CHECKED BY DR, DP, DW PROJECT NO: 2018009.00 ISSUE DATE: 10/05/2020 REVISIONS: SHEETTITLE: BUILDING 10 - FLOOR PLANS SHEET NUMBER: A700 z m' Z w A V w F.O.S. CL 1 1 A130 A230 6050 SL W BEDROOM 2 O W N J O 9' - 0" CLG. x 0 N O M 0 A711 O- LAUN N_ BEDROOM 9'- 0" CLG. 0 MASTER BEDROOM 9'- 0" CLG. 8CLA33030 MULLED 1050 FX=6050 SL MASTER BEDROOM 11-1Ibi1I.91 BEDROOM 2 9'- 0" CLG. 0 I MASTER W 1. C. BEDROOM 9'- 0" CLG. 2046 FX, SH i ■ 1 6050S L I N�6050 SL F.O.S. f1 FA411AN,mmLIhr• •� i - i —lig• ' - - en I �rel� II gNlfi 1 1 Iliin uil nlnnlnnnnniiiliiii— UNIONS — — -- i — • 1 ullnnunlll•Illllllllm Im nn-nn-nnnnnnl IIIILIIIILIIIILIIIILIIIII. IIII Illlllallllallllallll. .IIIILIIIILIIIILIIIILIIIII 1111 I•IIIII111111•IIIILIIIII ILI1111•IIIII•IIIII•IIIII•Illi Ipl :�:.:�lill.:l:�l.:l:�:.:1,� 1.IIIILLLLLIILLLIILII - L 1 Lim F.O.S. LOT 1 F.O.S. LOT 1 LOT 2 BEDROOM 9'- 0" CLG. 0 MASTER BEDROOM 9'- 0" CLG. 8CLA33030 MULLED 1050 FX=6050 SL MASTER BEDROOM 11-1Ibi1I.91 BEDROOM 2 9'- 0" CLG. 0 I MASTER W 1. C. BEDROOM 9'- 0" CLG. 2046 FX, SH i ■ 1 6050S L I N�6050 SL F.O.S. f1 FA411AN,mmLIhr• •� i - i —lig• ' - - en I �rel� II gNlfi 1 1 Iliin uil nlnnlnnnnniiiliiii— UNIONS — — -- i — • 1 ullnnunlll•Illllllllm Im nn-nn-nnnnnnl IIIILIIIILIIIILIIIILIIIII. IIII Illlllallllallllallll. .IIIILIIIILIIIILIIIILIIIII 1111 I•IIIII111111•IIIILIIIII ILI1111•IIIII•IIIII•IIIII•Illi Ipl :�:.:�lill.:l:�l.:l:�:.:1,� 1.IIIILLLLLIILLLIILII - SCALE: 1/8" = 1'-0" • .1.1 111 11�I� ISI ISI ISI 1 1 - II 1 1 • • 1 1 •t�. M11� ® •li - p �•• 1 �� II�� ' � ��II IIS I\loll �� ��I I�� 1 1 �Gll IIIA lllllllllll�ll�f � - -- • III•II,II•Illl�i, II�• Y J ,,. ■mnnmm�nnnnn 111 L� IIIIIIII•IIIIIIIIIII•IIIII II 111.11 r_ J l� iililiiiiniinniniiliil � � In 1 1 inial �I�11 •1.1 nm nnunm nm• n Inm nnnnmmnnnnnnnnnnnnnnnnnnnnnnnnnnnm 1.1 unnnnnnnnnnnnnnnnnlmlllllnnnnnnnnnnnmi 1.1 iiil 1.1 ����� mllnnllnnpnnllnnllnnll-LIIIIIIII•Illlllllllnnllnnlll n'ul •II 11•llllllll•LLI•ILLIILL .Illnallillallnalllalllallnalllallnalllalllallnall I jlllulll.lllulll.nllulllulllallulln.nllullnlllllalll Llllnalllalllalalllallnalllalllallnalllallnal I,.Lllulll.nllulln.all.11lulll.nllulllulll.11llulll.,l liill iiliiuiliiliiil ........ I liillplilllnillipillplilppillplilllnillipillplilllpillplilli -- IL:IILILLLIIILILLpllllll•LLI•LLILILLIILL111111LILLfI a' DINING 10'- 0" CLG. LIVING 10'- 0" CLG. i:Ili:I1I.i1 LIVING 10'- 0" CLG. DINING 10'- 0" CLG. KITCH 10'-0" C L . DINING 10'- 0" CLG. KI CH N 10' 0" C G. LIVING 10'- 0" CLG. F.O.S. .—. T 0 0 0 0 0 m J L 1 F.O.S. LOT 1 F.O.S. LOT 1 LOT 2 LOT 3 LOT 4 CL LOT 5 LOT 6 F.o.s. LOT 6 F.U.S. (SALES LOT 80) (SALES LOT 79) (SALES LOT 78) (SALES LOT 77) (SALES LOT 76) (SALES LOT 75) (SALES LOT 75) UNIT 1A UNIT 2 UNIT 3 UNIT 1 UNIT 2 UNIT 1A UNIT 1A INTERIOR: EXTERIOR: 1ST FLOOR RM OPTION END UNIT (1A) INTERIOR: 1ST FLOOR BATH OPTION VISITABLE EXTERIOR: STANDARD INTERIOR INTERIOR: EXTERIOR: UNIT VISITABLE 2ND FLOOR REAR BALCONY INTERIOR: EXTERIOR: OFFICE OPT. STANDARD INTERIOR UNIT INTERIOR: EXTERIOR: 1st FLOOR BEDROOM OPT. 2ND FLOOR BALCONY OPEN STAIR RAIL 2ND FLOOR REAR BALCONY INTERIOR: EXTERIOR: 1st FLOOR BEDROOM OPT. END UNIT (1A) OPEN STAITAIR RAIL 2ND FLOOR REAR BALCONY OPEN STAIR RAIL OPEN STAIR RAIL OPEN STAIR RAILOPEN VISITABLE STAIR RAIL 2ND FLOOR REAR BALCONY C/) ~ OPEN STAIR RAIL OPEN STAIR RAIL BUILDING 10 - 2nd FLOOR PLAN BUILDING 10 - 3rd FLOOR PLAN ON L.I. O �N DE SCALE: 1/8" = 1'-0" • .1.1 111 11�I� ISI ISI ISI 1 1 - II 1 1 • • 1 1 •t�. M11� ® •li - p �•• 1 �� II�� ' � ��II IIS I\loll �� ��I I�� 1 1 �Gll IIIA lllllllllll�ll�f � - -- • III•II,II•Illl�i, II�• Y J ,,. ■mnnmm�nnnnn 111 L� IIIIIIII•IIIIIIIIIII•IIIII II 111.11 r_ J l� iililiiiiniinniniiliil � � In 1 1 inial �I�11 •1.1 nm nnunm nm• n Inm nnnnmmnnnnnnnnnnnnnnnnnnnnnnnnnnnm 1.1 unnnnnnnnnnnnnnnnnlmlllllnnnnnnnnnnnmi 1.1 iiil 1.1 ����� mllnnllnnpnnllnnllnnll-LIIIIIIII•Illlllllllnnllnnlll n'ul •II 11•llllllll•LLI•ILLIILL .Illnallillallnalllalllallnalllallnalllalllallnall I jlllulll.lllulll.nllulllulllallulln.nllullnlllllalll Llllnalllalllalalllallnalllalllallnalllallnal I,.Lllulll.nllulln.all.11lulll.nllulllulll.11llulll.,l liill iiliiuiliiliiil ........ I liillplilllnillipillplilppillplilllnillipillplilllpillplilli -- IL:IILILLLIIILILLpllllll•LLI•LLILILLIILL111111LILLfI a' DINING 10'- 0" CLG. LIVING 10'- 0" CLG. i:Ili:I1I.i1 LIVING 10'- 0" CLG. DINING 10'- 0" CLG. KITCH 10'-0" C L . DINING 10'- 0" CLG. KI CH N 10' 0" C G. LIVING 10'- 0" CLG. F.O.S. .—. T 0 0 0 0 0 m J L 1 F.O.S. LOT 1 A710 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 F.o.s. (SALES LOT 80) (SALES LOT 79) (SALES LOT 78) (SALES LOT 77) (SALES LOT 76) (SALES LOT 75) UNIT 1A UNIT 2 UNIT 3 UNIT 1 UNIT 2 UNIT 1A INTERIOR: EXTERIOR: 1ST FLOOR BEDRM OPTION END UNIT (1A) INTERIOR: EXTERIOR: 1ST FLOOR BATH OPTION STANDARD INTERIOR UNIT VISITABLE INTERIOR: EXTERIOR: VISITABLE 2ND FLOOR REAR BALCONY INTERIOR: EXTERIOR: OFFICE OPT. STANDARD INTERIOR I NIT INTERIOR: EXTERIOR: 1St FLOOR BEDROOM OPT. 2ND FLOOR BALCONY INTERIOR: EXTERIOR: 1st FLOOR BEDROOM OPT. END UNIT (1A) OPEN STAIR RAIL 2ND FLOOR REAR BALCONY OPEN STAIR RAIL OPEN STAIR RAIL OPEN STAIR RAILOPEN VISITABLE STAIR RAIL 2ND FLOOR REAR BALCONY O C/) ~ OPEN STAIR RAIL Q BUILDING 10 - 2nd FLOOR PLAN W C~//�) C/ / ON L.I. O �N DE SCALE: 1/8" = 1'-0" 2 A711 PLAN NOTES 1 ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING, STRUCTURE, OR CENTERLINE OF UNIT DEMISING WALLS UNO. 2 REFER TO STRUCTURAL DRAWINGS FOR ALL FOUNDATION AND CONCRETE SLAB SPECIFICATIONS. 3 EXTENTS OF CONCRETE FOUNDATION WALLS WILL VARY PER INDIVIDUAL SITE GRADING. REFER TO SITE SPECIFIC FOUNDATION PLANS. 4 ALL WINDOW AND DOOR DIMENSIONS ARE SHOWN TO CENTERLINE OF ROUGH OPENING. 5 ALL INTERIOR PARTITIONS TO BE 2X4, UNO. 6 ALL EXTERIOR WALLS TO BE 2X6, UNO. 7 FINISH FLOOR ELEVATIONS TO BE COORDINATED WITH FINAL CIVIL DRAWINGS 8 VISITABLE UNITS SHALL PROVIDE ONE ACCESSIBLE ENTRANCE AND A TOILET FACILITY DESIGNED IN ACCORDANCE WITH 2009 ICC/ANSI A117.1 SECTION 1004 INCLUDING ACCESSIBLE DOORS AND THRESHOLDS, REINFORCEMENT/BLOCKING FOR FUTURE INSALLATION OF GRAB BARS AT WATER CLOSETS. City of Wheat Ridge Building Division dtj■ DESIGN DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER, CO 80303 P 303.443.7533 F 303.443.7534 W W W.DTJ DESIGN.COM DRAWN BY: Author CHECKED BY: Checker PROJECT NO: 2018009.00 ISSUE DATE: 10/05/2020 REVISIONS: SHEET TITLE: BUILDING 10 - FLOOR PLANS SHEET NUMBER: A701 CW G O 2 z O Z w O C/) ~ U Q = W C~//�) C/ / ON L.I. O �N DE W O O = Q I— Z m rwn V �o L.L W 2 DRAWN BY: Author CHECKED BY: Checker PROJECT NO: 2018009.00 ISSUE DATE: 10/05/2020 REVISIONS: SHEET TITLE: BUILDING 10 - FLOOR PLANS SHEET NUMBER: A701 DUILUIINIU IU — muur rL/11V SCALE: 1/8" = 1'-0" o U = v=� rn�aia> H moi; ROOF PLAN NOTES 1 DRAWINGS DEPICT DESIGN INTENT ONLY. SEE STRUCTURAL DRAWINGS FOR ROOF FRAMING PLANS AND TRUSS INFORMATION. 2 PROVIDE ATTIC DRAFT STOPS AS REQUIRED BY APPLICABLE CODES. 3 PROVIDE ATTIC ACCESS PANELS AS REQUIRED BY APPLICABLE CODES, 22 X 34" MIN. SEE FLOOR PLANS. 4 INSTALL ICE AND WATER SHIELD AT ROOF PERIMETER AND VALLEYS. EXTEND AT LEAST 24" INSIDE THE EXTERIOR WALL LINE OF THE BUILDING. 5 ALL ROOF PENETRATIONS SHALL BE FLASHED AND SEALED PER MANUFACTURER'S RECOMMENDATIONS. 6 VERIFY ALL GUTTER AND DOWNSPOUT LOCATIONS IN THE FIELD WITH BUILDER. DOWNSPOUTS SHOULD BE PROVIDED EVERY 25' TO 30' MAX, AND AT LEAST ONE (1) PER SIDE OF THE GUTTER. OUTLET TO SPLASH BLOCKS OR CONNECT TO SOLID SUBSURFACE PIPING PER CIVIL ENGINEER. PROTECT LOWER ROOF AT DOWNSPOUT OUTLET WITH A SPLASH PAN. 7 PROVIDE UNDERLAYMENT PER MANUFACTURER'S LOW SLOPE SPECIFICATIONS AT SHINGLES ON ROOFS LESS THAN 4:12. 8 ALL ROOFING IS ASPHALT SHINGLES PER BUILDER'S SPECIFICATIONS 9 ATTIC VENT LAYOUT IS SCHEMATIC, BUILDER TO VERIFY FINAL LOCATIONS. 10 WHERE ATTIC VENTS ARE LOCATED IN OVER -FRAMED AREA, PROVIDE EQUIVALENT OPENINGS IN SHEATHING BELOW TO ALLOW REQUIRED VENTILATION. ROOF KEYNOTES R01 GUTTER AND DOWNSPOUTS R02 1/4" WIRE MESH ROOF VENT PER BUILDER SPEC, TYP. R03 ROOF BELOW R04 BALCONY BELOW ATTIC VENTILATION - BUILDING 2 VENT TYPE & LOCATION I QTY Location 75 3 UNIT 1 - END UNIT - LOWER VENT UNIT 1 - END UNIT - LOWER VENT: 3 4 UNIT 1 - END UNIT - UPPER VENT UNIT 1 - END UNIT - UPPER VENT: 4 76 3 UNIT 2 - INTERIOR UNIT - LOWER VENT UNIT 2 - INTERIOR UNIT - LOWER VENT: 3 1 14 1 UNIT 2 - INTERIOR UNIT - UPPER VENT 77 4 VENTILATION REQUIRED - END UNIT - UPPER VENT UNIT 1 78 ATTIC ZONE ATTIC AREA REQUIRED VENTILATION PER ZONE REQUIRED HIGH VENTILATION REQUIRED LOW VENTILATION UNIT 1 -ATTIC 899 SF 432 int 237 int 194 int UNIT 1 - ATTIC (END UNIT) 902 SF 433 int 238 int 195 int UNIT 1 - ATTIC (END UNIT) 898 SF 431 int 237 int 194 int UNIT 1 -ATTIC (INTERIOR) 849 SF 407 int 224 int 183 int UNIT 2 - ATTIC 871 SF 418 int 230 int 188 int UNIT 2 - ATTIC 839 SF 403 int 222 int 181 int UNIT 2 - ATTIC (END UNIT) 867 SF 416 int 229 int 187 int UNIT 3 - ATTIC 774 SF 372 int 204 int 167 int UNIT 4 - ATTIC (END UNIT) 916 SF 440 int 242 int 198 int UNIT 4 - ATTIC (END UNIT) 916 SF 440 int 242 int 198 int UNIT 5 -ATTIC (INTERIOR) 966 SF 464 int 255 int 209 int UNIT 5 - ATTIC (INTERIOR) 910 SF 437 ins 240 ins 1197 in UNIT 5 - ATTIC (INTERIOR) 1910 SF 437 ins 240 ins 1197 int DUILUIINIU IU — muur rL/11V SCALE: 1/8" = 1'-0" o U = v=� rn�aia> H moi; ROOF PLAN NOTES 1 DRAWINGS DEPICT DESIGN INTENT ONLY. SEE STRUCTURAL DRAWINGS FOR ROOF FRAMING PLANS AND TRUSS INFORMATION. 2 PROVIDE ATTIC DRAFT STOPS AS REQUIRED BY APPLICABLE CODES. 3 PROVIDE ATTIC ACCESS PANELS AS REQUIRED BY APPLICABLE CODES, 22 X 34" MIN. SEE FLOOR PLANS. 4 INSTALL ICE AND WATER SHIELD AT ROOF PERIMETER AND VALLEYS. EXTEND AT LEAST 24" INSIDE THE EXTERIOR WALL LINE OF THE BUILDING. 5 ALL ROOF PENETRATIONS SHALL BE FLASHED AND SEALED PER MANUFACTURER'S RECOMMENDATIONS. 6 VERIFY ALL GUTTER AND DOWNSPOUT LOCATIONS IN THE FIELD WITH BUILDER. DOWNSPOUTS SHOULD BE PROVIDED EVERY 25' TO 30' MAX, AND AT LEAST ONE (1) PER SIDE OF THE GUTTER. OUTLET TO SPLASH BLOCKS OR CONNECT TO SOLID SUBSURFACE PIPING PER CIVIL ENGINEER. PROTECT LOWER ROOF AT DOWNSPOUT OUTLET WITH A SPLASH PAN. 7 PROVIDE UNDERLAYMENT PER MANUFACTURER'S LOW SLOPE SPECIFICATIONS AT SHINGLES ON ROOFS LESS THAN 4:12. 8 ALL ROOFING IS ASPHALT SHINGLES PER BUILDER'S SPECIFICATIONS 9 ATTIC VENT LAYOUT IS SCHEMATIC, BUILDER TO VERIFY FINAL LOCATIONS. 10 WHERE ATTIC VENTS ARE LOCATED IN OVER -FRAMED AREA, PROVIDE EQUIVALENT OPENINGS IN SHEATHING BELOW TO ALLOW REQUIRED VENTILATION. ROOF KEYNOTES R01 GUTTER AND DOWNSPOUTS R02 1/4" WIRE MESH ROOF VENT PER BUILDER SPEC, TYP. R03 ROOF BELOW R04 BALCONY BELOW ATTIC VENTILATION - BUILDING 2 VENT TYPE & LOCATION I QTY Location 75 3 UNIT 1 - END UNIT - LOWER VENT UNIT 1 - END UNIT - LOWER VENT: 3 4 UNIT 1 - END UNIT - UPPER VENT UNIT 1 - END UNIT - UPPER VENT: 4 76 3 UNIT 2 - INTERIOR UNIT - LOWER VENT UNIT 2 - INTERIOR UNIT - LOWER VENT: 3 1 14 1 UNIT 2 - INTERIOR UNIT - UPPER VENT 77 UNIT 1 - END UNIT - UPPER VENT: 4 City of Wheat Ridge Building Division DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER, CO 80303 P 303.443.7533 F 303.443.7534 W W W.DTJ DESIGN.COM w 75O 2 Z O H Z 4 UNIT 1 - END UNIT - UPPER VENT UNIT 1 78 - END UNIT - UPPER VENT: 4 ry1 PROJECT NO: 1r 2018009.00 3 UNIT 3 - INTERIOR UNIT - UPPER VENT UNIT 3 - INTERIOR UNIT - UPPER VENT: 3 3 UNIT 3 -INTERIOR UNIT - LOWER VENT UNIT 3 79 -INTERIOR UNIT - LOWER VENT: 3 3 UNIT 2 - INTERIOR UNIT - LOWER VENT UNIT 2 - INTERIOR UNIT - LOWER VENT: 3 4 UNIT 2 - INTERIOR UNIT - UPPER VENT UNIT 2 80 - INTERIOR UNIT - UPPER VENT: 4 3 UNIT 1 - END UNIT - LOWER VENT UNIT 1 - END UNIT - LOWER VENT: 3 1/4" WIRE MESH ROOF VENT 14 1 UNIT 1 - END UNIT - UPPER VENT UNIT 1 - END UNIT - UPPER VENT: 4 City of Wheat Ridge Building Division DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER, CO 80303 P 303.443.7533 F 303.443.7534 W W W.DTJ DESIGN.COM w 75O 2 Z O H Z 0 CHECKED BY: LU C/) ry1 PROJECT NO: 1r 2018009.00 n V ry W `2 1 w 0 m J J 0 Z LU i DRAWN BY: MB, NR, DPB CHECKED BY: DR, DP, DW PROJECT NO: 2018009.00 ISSUE DATE: 10/05/2020 REVISIONS: SHEET TITLE: BUILDING 10 - ROOF PLAN SHEET NUMBER: A705 m' Z w w w SCALE: 1/8" = 1'-0" (SALES LOT 80) UNIT 1A INTERIOR: EXTERIOR: 1ST FLOOR BEDRM OPTION END UNIT (1A) OPEN STAIR RAIL 2ND FLOOR REAR BALCONY (SALES LOT 79) UNIT 2 INTERIOR: EXTERIOR: 1ST FLOOR BATH OPTION STANDARD INTERIOR UNIT VISITABLE OPEN STAIR RAIL BUILDING 10 — FRONT ELEVATION SCALE: 1/8" = 1'-0" (SALES LOT 78) UNIT 3 EXTERIOR: 2ND FLOOR REAR BALCONY (SALES LOT 77) UNIT 1 INTERIOR: OFFICE OPT. STAP OPEN STAIR RAIL (SALES LOT 75) UNIT 1A INTERIOR: EXTERIOR: 1st FLOOR BEDROOM OPT. END UNIT (1A) OPEN STAIR RAIL 2ND FLOOR REAR BALCONY Block 5 - Lots 549 53. ELEVATION NOTES 1 ELEVATION DRAWINGS DEPICT DESIGN INTENT ONLY. SEE STRUCTURAL DRAWINGS FOR FOUNDATION AND FRAMING SPECIFICATIONS. 2 GRADE LINES INDICATED ARE APPROXIMATE. BUILDER TO COORDINATE SITE SPECIFIC GRADING AT EACH LOT. 3 PROVIDE POSITIVE SLOPE GRADING AWAY FROM STRUCTURE AT EACH LOT. 4 REFER TO ROOF PLANS FOR ROOFING MATERIAL, SLOPE AND BEARING INFO. 5 TYPICAL WINDOW HEAD HEIGHT TO BE 8'-1" ABOVE FINISH FLOOR, REFER TO ELEVATIONS FOR NON -TYPICAL CONDITIONS. 6 ALL MANUFACTURED TRIM AND SIDING MATERIALS SHALL BE PAINTED. 7 ALL EXPOSED WOOD POSTS, BEAMS, AND TRIM SHALL BE PAINTED PER BUILDER'S SPECIFICATIONS. 8 GUTTERS AND DOWNSPOUTS SHALL BE INSTALLED AT ALL ROOF DRAINAGE CONDITIONS. COORDINATE LOCATIONS WITH BUILDER. City of Wheat Ridge Building Division it ■ DESIGN DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER. CO 80303 P 303.443.7533 F 303.443.7534 OODUUOI 011m.]*] LH a W-1 A w 75O 2 Z O H Z w O CHECKED BY: c/) DR, DP, DW PROJECT NO: m LU 2018009.00 C/) 10/05/2020 REVISIONS: 0 O C� fy W 2 LU0 Q LU 2 DRAWN BY: D CHECKED BY: J_ DR, DP, DW PROJECT NO: m fy W 2 LU0 Q LU 2 DRAWN BY: MB, NR, DPB CHECKED BY: DR, DP, DW PROJECT NO: 2018009.00 ISSUE DATE: 10/05/2020 REVISIONS: SHEET TITLE: BUILDING 10 - ELEVATIONS SHEET NUMBER: A710 ■ ELEVATION NOTES 1 ELEVATION DRAWINGS DEPICT DESIGN INTENT ONLY. SEE dt STRUCTURAL DRAWINGS FOR FOUNDATION AND FRAMING SPECIFICATIONS. 2 GRADE LINES INDICATED ARE APPROXIMATE. BUILDER TO DESIGN COORDINATE SITE SPECIFIC GRADING AT EACH LOT. 3 PROVIDE POSITIVE SLOPE GRADING AWAY FROM STRUCTURE AT DTJ DESIGN, INC AVE, ao EACH LOT. BOULDER,, 80303 4 REFER TO ROOF PLANS FOR ROOFING MATERIAL, SLOPE AND P 303.443.7533 BEARING INFO. Faoa.aaa.75aa 5 TYPICAL WINDOW HEAD HEIGHT TO BE 8'-1" ABOVE FINISH FLOOR, REFER TO ELEVATIONS FOR NON -TYPICAL CONDITIONS. WWW.DTJ DESIGN.COM 6 ALL MANUFACTURED TRIM AND SIDING MATERIALS SHALL BE PAINTED. 7 ALL EXPOSED WOOD POSTS, BEAMS, AND TRIM SHALL BE PAINTED PER BUILDER'S SPECIFICATIONS. 8 GUTTERS AND DOWNSPOUTS SHALL BE INSTALLED AT ALL ROOF DRAINAGE CONDITIONS. COORDINATE LOCATIONS WITH BUILDER. VJ W 5 G O 2 Z O Z w C/)O Q = LLI C/) 0 O m � w O O 2 3020 FX 3020 FX ❑ ❑ 3050 SH ❑ � � 2030 SH 2030 SH � m ❑ ❑ 2030 SH 2030 SH 3020 FX --3020 FX 3050 u Sill H W 3060 FX 3060 FX 3060 SH n ❑ 3060 SH 3060 SH 3060 SH u p H �� �� i"�I 0 0 3060 SH - w 3020 F 3020 FX 3060 SH Block 5 - Lot 1 09L 5496.15 Block 5 - Lot 1 OIL 5496.15 LJ 3020 FX 3020 FX Block 5 - Lot 2 Block5 - Lot 2 — — — 5495.15 — — — — 5495.15 Block 5 -Lots 3 Block 5 - Lots3 _ 5494.15 _ _ _ _ _ _ _ _ _ _ _ _ 5494.15 Block 5 -Lots 5 4 Block 5- Lots 5 4 5493.15 5493.15 Block 5 - Lot 6 Block 5 - Lot 6 5492.15 5492.15 2 BUILDING 10 - RIGHT ELEVATION 1 BUILDING 10- LEFT ELEVATION A711 SCALE: 1/8" = 1'-0" A711 SCALE: 1/8" = 1'-0" CHECKEDRAWN : Author CHECKED BV: Checker PROJECT NO: 2018009.00 ISSUE DATE: 10/05/2020 REVISIONS: LL W a U - Z SHEET TITLE: m' Z y V w o BUILDING 10 - ELEVATIONS W E W In 9 N City of O Wheat Ridge SHEET NUMBER: " < o U = v=� Building Division A711 rn�aia> fl mo F.O.S. 1130 A2 130 A1130 1 1 130 MASTER IVIAST�:D ■ -- 01110] U9 11 01 MI .� MIA 4 Ell ME ME Pii 1 MI 'it riffiffiII I! _� i� u : •i iters: • - iii WE 11 ME NIIIIIIIIIIIIIIIII ME SECTION NOTES 1 ALL INTERIOR FLOORS ABOVE THE 1st FLOOR ARE TO BE TYPE "J" ASSEMBLY U.N.O. 2 ALL EXTERIOR PATIOS ON 1st FLOOR ARE TO BE TYPE "H" ASSEMBLY U.N.O. 3. TRUSS HEEL HEIGHTS AND ROOF SLOPES VARY, SEE COMPOSITE BUILDING SUBMITTALS F.O.S. I I Block 5 - Lot 1 III -111 1I IIp--- - - III II �I 111 111-1 I�IIIIS I � III I1��-111-111 - - - - - 1 -hi 1 1 I1IIS II��I X11 � i -iii -iii -iii iii -iii -iii -iiia+ iiiiiiiiiiiiiiiiiiii - iii-iii-viii—iiiiiiiii—iiia i-�iiiii-iii-iii-ii �iii-iii-iiiiiiiiiiii i ii I i iIi i I i i1-11:-11-11 1iI—T I iii�iii iii iii iii iii iii iii iii 11h 11h iii iii iii iii -iii iii iii iii iii i ff II III Ll II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II II I II I II I II I II I I I II I II I II I II I II I II I II I b F.O.S. Ct F.O.S. LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 (SALES LOT 80) (SALES LOT 79) (SALES LOT 78) (SALES LOT 77) (SALES LOT 6) (SALES LOT 75) UNIT 1A UNIT 2 UNIT 3 UNIT 1 UNIT 2 UNIT 1A : INTERIOR: EXTERIOR: INTERIOREXTERIOR: INTERIOR: EXTERIOR: INTERIOR: EXTERIOR: INTERIOR: E ERIOR: INTERIOR: EXTERIOR: 1ST FLOOR BEDRM OPTION END UNIT (1A) 1ST FLOOR BATH OPTION STANDARD INTERIOR UNIT VISITABLE 2ND FLOOR REAR BALCONY OFFICE OPT. STANDARD INTERIOI UNIT 1st FLOOR BEDROOM OPT. 2ND FL R BALCONY 1st FLOOR BEDROOM OPT. END UNIT (1A) OPEN STAIR RAIL 2ND FLOOR REAR BALCONY VISITABLE OPEN STAIR RAIL OPEN STAIR RAIL VISITABLE OPEN STAIR RAIL 2ND FLOOR REAR BALCONY OPEN STAIR RAIL OPEN STAIR RAIL BUILDING 2 - SECTION - LONGITUDINAL A720 / SCALE: 1/8" = T-0" m' Z w w w r 5496.1 `. Block 5 - Lot 5495.1 `. Block 5 - Lots 5494.1 `. City of Wheat Ridge Building Division DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER, CO 80303 P 303.443.7533 F 303.443.7534 W W W.DTJ DESIGN.COM U) DPB CHECKED BY: DR, DP, DW 5W 2018009.00 O 10/05/2020 2 Z O F— Z w C/)O Q ~ = � ED W CD O 0- O 0 m w O J m rW V 0 W 2 DRAWN BY: DPB CHECKED BY: DR, DP, DW PROJECT NO: 2018009.00 ISSUE DATE: 10/05/2020 REVISIONS: SHEETTITLE: BUILDING 10 - SECTIONS SHEET NUMBER: A720 PLOT PLAN ON SITE PLANS MUST BE ON SITE FOR INSPECTION LOTS 1 THROUGH 6, BLOCK 5 ALL Projects are THE RIDGE AT WARD STATION Subject to Field Inspections CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO Reviewed by the City of Wheat Ridge ,L l� Engineering Division /may NO EXCEPTIONS TAKEN ----- — BY: Jordan Jefferies $ DATE: 2/17/2021 I I m mw COMMENTS: A grading certification with ILC required I I a prior to CO. PRIMATE ALLEY D m City of m �' WheatR�dge s�+ 4l`'s w�� COMMnNIIY nfVEIVI`MFNT.�/' .MV fi APPROVED m; �A# Fpa Reviewed for Code Complumee !^ m i C I Mom PI 0 O,� Irl moi mm Randy Slusser 2/18/2021 LEL R<D Plans Examiner Dale F 1 z ,� Cys ± I� aemer.waanow.'•w..Nu".n awwiagaib.P\awnab m P� R 2N ,�, OONix IV and,'bMbihoMMleaLewM wm apYUMa/. w`/mMMnb 41 V mr9tre powwb Osa. pwn9mbaWudmvaewuv. n.wnx .<'. I� 5�u �mE geuumpbpiwaue5ariryte Mw'MwbweltMwmYonf 9tMYUNIYy JL�° md.wwnnwaibru.Muearmaxmerbxn • 'lj I^ lOS mlyd�,£ N �� I B m_rR B I z�. jwE 0487 L � GW I�IJY w 4T•!Y 1513x. 1 otk N Se m .071 m , •6 I4.]li QtBpm� 1 RX X447� fjT> '• N I� D� myi m� I I m ` m C` • ' m01N � U`Fn i� —1 •'m IIt� C V v1�1 A m La p .. [ls 8•Cgt Lit 9CALS r 27pB.zt to G AYl ��^w yy 1.L,1. mw SEMCK& m s. mDF om • 0100 FRONT. 10' j IED m qa w;y A a REAR: 5' oz - $ o" mm l i SIDE: 0' d� YI m m y?� yelp j'u Reviewed for Zoning Compliance by the aLAe m •'_�,,�' • ZN�,I "Le IQ CDZe S City of Wheat Ridge Planning Division e Nm �.T cP APPROVED m a Oto 1 A05 C � BY: qT1 DATE: February 25, 2021 Nm c6 y 18 ex p5 97.98 lime COMMENTS: Approved with conditions m Sq,te A� eL'Le mo per red lines rn .oyL �-• myy ,LyI '• ss 7A $ No C.O. maybe issued until pi impxowineats anceomplese I$ � N m m n' � b�oe es idwlilledthlhc Subdivisionlmpmcevmm AeJxcvtene z •- !w q�5m+D �. G do !,[1 All Imdscapmg shall be mslalled in aeeordanpc wiW the .R.'DE •� Z D F m v yy appmmd landscape plan (Ca- No. WSP-I8-0�Prior n CO. -� Ipws lW lh PI 9n, d til'W the S-11,111— bd i pn tAwe tr t STA xrnb f w SW r d.eap s t to :,ad se -notry dn-erto .• c the t fo p ,, If f ne co : ul,Ide m� $ I 7$ tPeA z ofthepl-rue ou gonera11y0rtoberto dans W z J Final acceptance ofpublic niprovanmts is required prior t0 I 4 m 0 issuance of CO. RRA y+ N, NN Adjacentsidewalks,pocketpark, andlandscaping isrequired prior to any CO in Phase 2 perthe Subdivision lmprovanent N A,eemmt. - Call beton, you dig. DEEPEN FOOTING FOR FROST PROTECTION NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT, MAY ANY ACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS AFTER THE DATE OF THE CERTIFICATION SHOWN HEREON IEZIE 00M LCTA 49 LOTS 1 THRU 6e BLOCK 5 ENGINEERING a PLANNING a EURVIMMG a EIMRONNENrAL. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON ESE CalwMalb, Inc to Invrrl•a om. me • sie. tas • BglwoaA m eotR TOLL r. aw-7oe-mao me WARD STATION C BWN: OHAECKED: DATE 2021 1"D 20' ORDER F UMBER: FILE NAME LOTS-75-80 NOES 1 OF City of COMMER CIA LIMUL TI- FA MIL Y �7�ThDEeatVELOPMENT dge BUILDING PERMIT APPLICATION REVIEW COMMUNITY Date: 2/17/2021 Location: 12355 W 51 st Ave ATTENTION: BUILDING DEPARTMENT I have reviewed the submitted application documents to construct a Townhome located at the above referenced address. Please note the comments checked below. 1. ✓ Site Survey: ✓ OK Not OK; refer to stipulations. 2. ✓ Drainage: a. Final Drainage Report and Plan required ✓ Yes No b. Drainage Letter and Plan required ✓ Yes No C. Site drainage/grading have been reviewed and are: ✓ OK Not OK; see stipulations 3. ✓ CDPS Permit & SWNIP Approved: ✓ Yes No _ N/A 4. ✓ Public Improvements to be comnleted: a. street paving/patching: ✓ Yes No b. curb & gutter/drivecut ✓ Yes No C. sidewalk: ✓ Yes No d. standard street lights: ✓ Yes _ No e. pedestrian lights: ✓ Yes _ No f. storm sewer: ✓ Yes No g. Letter of Credit (LOC) required: ✓ Yes No h. Funds in lieu of construction: TT Yes ✓ No If an LOC or funds in lieu of are required, has it been received? V/Yes No 5. ✓ SIA/PIA required and received 6. ✓ Traffic impact analysis required & approved: ✓ Yes No ✓ Yes No 7. ✓ If yes, was it approved by the Director of Public Works? ✓ Yes No 8. ✓ Does all existing roadway/alley R.O.W. meet the standards of the City: ✓ Yes No If not, what is required: N/A If R.O.W. is required, has the deed been received? ✓ Yes No (See Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 9. ✓ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated or attached stipulations. L� 2/17/2021 Signature Date 10._a Stipulations: A Grading Certification accompanied by an ILC or updated CCP w/ spot elevations shall be required prior to issuance of the final C.O. for the building. 11. ✓ NOTE: Any damage to the existing Public Improvements resulting from this construction shall be repaired to City standards prior to the issuance of the Certificate of Occupancy (C.O.). A Drainage/Grading Certification Letter with by As -Built plans or updated CCP shall be required prior to the issuance of the Certificate of Occupancy. Rev 04/2020 V 1( City of Wheat,p COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 ENGINEERING DEVELOPMENT REVIEW FEES Date: 2/17/2021 Location of Construction: 12355 W 51st Ave Purpose of Construction: Single Family El Townhome Commercial El Multi -Family _a Sitework El Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ..................................... $50.00 Commercial/Multii-Family Review Fees: (Fees include reviews of the l't and 2nd submittals) • Review of existing or minimal technical documents: ........................ $200.00 • Initial review' of technical civil engineering documents: ................ $600.00 • Traffic Impact Study Review Fee :.................................................... $600.00 • Trip Generation Study Review Fee :................................................... $200.00 • Stormwater Management Plan (SWMP) Review Fee :....................... $200.00 • O & M Schedule Review & SMA Recording Fee ............................. $100.00 • Construction Control Plan.................................................................. $100.00 $ 100.00 'Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes requested by staff have not been fully made to the civil/slormwater/traffic documents, further reviews will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3`d submittal ('h initial review fee): .................................................... $300.00 $ 4' submittal (full initial review fee): ................................................. $600.00 $ All subsequent submittals:................................................................. $600.00 X = $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Pennit issuance): $100.00 PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE LICENSING AND PERMITTING FEES REQUIRED TO CONSTRUCT IMPROVEMENTS AND UTILITIES WITHIN THE PUBLIC RIGHT-OF-WAY. www.ci.wheatridge.co.us Rev 04/20 V 1( City of Wheat,p COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATE: 2/17/2021 ADDRESS: 12355 W 51 st Ave Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 720-429-6051 Sincerely, Signature CC: File w .ci.wheatridgexo.us Rev 0420 ON SITE PLANS MUST BE ON SITE FOR INSPECTION ALL Projects are Subject to Field Inspections June 11, 2020 Toll Brothers 10 Inverness Drive East, Suite 125 Englewood, Colorado 80112 Subject: Soils and Foundation Summary Letter The Ridge at Ward Station 12351-12377 West 516t Avenue Wheat Ridge, Colorado Project No. DN49,189-120-R1 I NCO RPORATED HOME BUYER ADVISORY Expansive and compressible soils are present at this subdi- vision, which is a geologic hazard. Shallow groundwater is also considered a hazard. This letter describes the soil con- ditions on this lot more specifically. Prospective home buyers are strongly advised to read this letter and the refer- enced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. prepared a Soils and Foundation Investigation for The Ridge at Ward Station and presented results in a report dated February 26, 2020. This letter presents a summary of our findings and recommendations for the subject townhome building. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineer- ing. The climate is relatively dry, and the near -surface soils are typically dry and comparatively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils swell as they in- crease in moisture and are referred to as expansive soils. Other soils can com- press significantly upon wetting and are identified as compressible soils. Much of the land available for development east of the Front Range is underlain by ex- pansive clay or claystone bedrock near the surface. The soils that exhibit com- pressible behavior are more likely west of the Continental Divide; however, both types of soils occur throughout the state. Covering the ground with buildings, streets, driveways, patios, etc., cou- pled with landscape irrigation and changing drainage patterns, leads to an in- crease in subsurface moisture conditions. As a result. some soil movement due to heave or settlement is inevitable. It is critical th b A referenced report are followed to increase the ch : City of .r W �leatd e slabs -on -grade will perform satisfactorily. Atter cc 9 P y COMMUNITY DEVELOPMENT the HOA/property manager must assume respon APPROVED and use appropriate practices regarding drainage Reviewed for Code Comollance In summary, the strata encountered in the ing consisted of nil to 16 feet of silty gravel, nil to Randy Slusser 2/18/2021 5 feet of weathered bedrock underlain by claystoi Plane Examiner Date depth explored of 25 feet. Groundwater was enc( HdIdWALUeftwwkwe— 01EPe+R•agoWftW41P6=4W*CfiftN depths of 3 and 6.5 feet. The clayey soils are exF DRaD�Ir.�EER.taDnr�IR..Rwe+E.+E> «yrrP�PDDD.E p+Y Rl Mr yowfkHN aJ Rk MEA7lg saka MW'CMI'adUmar. rkrDYq P gbCA*arthvrtPu RbIRtorad MrPrDME1Rlh 4 ft NYnO cOn aodora Aw n of&A aP 00 net M aft 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 slab-on�rade foundation is suitable. Further details are described in following paragraphs. Expansive and compressible soils are present at this site, which consti- tutes ageologic hazard. There is risk that foundations and slabson�rade will ex- perienceground heave or settlement, and subsequent damage. The risk of foun- dation and slab movements can be mitigated, but not eliminated, by careful de- sign, construction, and maintenance procedures. We believe the recommenda- tions in this letter and the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs-on�rade and, in some instances, foundations may be affected by the subsoils. Maintenance will be required to reduce risk. We neo- ommend you provide a booklet to home buyers that describes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publication 43t was de- signed to provide this information. Laboratory tests were performed on samples from this building and nearby buildings. A sample from this building swelled 2.7 percent when wetted. Based an the test results and our experience, we estimated the potential heave for this building may range from 1.1 to 1.3 inches at the proposed ground surface. Slabs may settle if loose or soft soils are present and/or excessive wetting and soften- ing of subsoils occurs. Considering the subsurface conditions at this building, we judge the pro- posed building can be supported on apost-tensioned, slab -on -grade foundation. The foundation should be designed for an allowable soil pressure of 2,000 psf. For the Post -Tensioning Institute (PTI) design method we recommend a different movement (ym) of 0.75 inches for center lift and 1.0 inch for edge lift conditions. We recommend an edge moisture variation distance (em) of 7 feet for edge lift and 4 feet for center lift conditions. The structural engineer should evaluate the merits of reinforcing of stiffening beams and other potential attematives to enhance performance. Exterior stiffening beams must be protected from frost action. Normally 36 inches of frost cover is assumed in the Denver metropolitan area. Below -grade areas are not planned. A foundation drain is generalty not merited for residences with no belowyrade areas. Performance of foundations, floor slabs, concrete flatwork and pavements will be influenced by subsoil moistureconditions. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs-on�rade, and other improvements. Landscaping and irriga- tion practices will also affect performance. Exhibit A contains our recommends- ❑�y of tions for surface drainage, irrigation, and maintenance. Wheat Ridge �"A Guitleb Snelling Soils for Cobredo Hamebuyeis end Hameovmen, Secorul EtliOon Revisetl eM Uptlatetl by Devitl Building Division C. Nae, Cob�ada Geobgkal Sunrey, Oepadment of Natural Resources, Denver, Colorado, 2007. THE RIGGE AT WARG STRTION 12351-19T NE6T 51^ FVENUE The concept of risk is an important aspect with any geotechnical evalua- tion, primarily because the methods used to develop geotechnical recommenda- tions do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judg- ment and experience. Therefore, the recommendations presented in any ge- otechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recom- mendations in the referenced report are followed. Home owners must assume re- sponsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommen- dations for the subject lot, we recommend home buyers review the Soils and Foundation Investigation from which this summary is taken. CTL I THOMPSON, INC. �1 ,1 d4��O201 X. R -i� � r SNA% David Allen Glater Jun 11 2020 THE RIDGE AT WARD STATION 12351-12377 WEST 51 ST AVENUE City of Wheat Ridge Building Division 3 EXHIBIT A SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils and bedrock, samples were tested in the labora- tory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on -grade and the risk of poor slab performance. The results of a swell test on an individ- ual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and other tests. This judgment has been described by the Colorado Association of Ge- otechnical Engineers (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, drive- ways, and sidewalks. CTL Thompson also performs potential heave calculations to aid in our judgment. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab performance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk Category Representative Percent Swell* (500 psf Surcharge) Representative Percent Swell* (1000 psf Surcharge) Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 *Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Over- all, the severity and frequency of slab damage usually is greater in high and very high rated ar- eas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 3 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance; more heave can occur. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and gar- age floors and exterior flatwork. City of The homebuyer should be advised the garage floor slab may move and crack due to Wheat Ridge heave or settlement and that there may be maintenance costs associated during and after th%ilding Division builder warranty period. Heave or settlement may require maintenance of finish details to control THE RIDGE AT WARD STATION Exhibit A-1 12351-12377 WEST 51W AVENUE damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flatwork, coupled with the introduction of land- scape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heav- ing; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages where slab movement and cracking are acceptable to the builder and home- buyer. 2. The International Residential Code (IRC R506) states that a 4 -inch base course layer consisting of clean graded sand, gravel, crushed stone or crushed blast fur- nace slag shall be placed beneath below grade floors (unless the underlying soils are free -draining), along with a vapor retarder. Installation of the base course and vapor retarder is not common in this area. Historically, there has been some con- cern that installation of clean base course could allow wetting of expansive soils to spread from an isolated source. IRC states that the vapor retarder can be omitted where approved by the building official. The merits of installation of a vapor retarder below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the va- por retarder and the floor slab. Placement of concrete on the vapor retarder may increase the risk of shrinkage cracking and curling. Use of concrete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders below concrete slabs are outlined in Section 5.2.3.2 of the 2015 American Concrete Institute (ACI) Committee 302, "Guide to Concrete Floor and Slab Construction (ACI 302.1 R-15)°. 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the homebuyer to avoid transfer of movement. 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Use of slab bearing partitions should be minimized. Where such partitions are necessary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow verticarity of movement of slabs. To limit damage in the event of movement, sheetrockould not extend to the floor. The homebuyer should monitor partition voids and 6f' Ridge connections and re-establish the voids before they close to less than''Yringblding Division THE RIDGE AT WARD STATION Exhibit A-2 12351-12377 WEST 51W AVENUE 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems constructed on slabs should be provided with flexible connections capable of at least 2 inches of vertical movement so slab movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We suggest an additional joint about 3 feet away from and parallel to foundation walls. THE RIDGE AT WARD STATION 12351-12377 WEST 51W AVENUE City of Wheat Ridge Building Division Exhibit A-3 EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and wncrete flatwork is influenced by the moisture wndi- tions existing within the foundation soils. Surface dreinage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabson- grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher laterel earth pressures, due to increased weight and reduced strength of the ball. CTL � Thompson, Inc. recommends the following precautions. The homebuyer should maintain surface dreinage and, if an inigation system is installed, it should substantially conform to these recommendations. Wetting or drying of the open foundation, utility and earthwork excavations should be avoided. 2. The ground surtace surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum cen- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where prectical. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with sufi- cient slope, positive dreinage can be maintained for most settlement conditions. There are many situatiana around a residence where a 10 percent slope cannot be achieved precticelly, such as around patios, at inside foundation comers, and between a house and nearby sidewalk. In these areas, we believe itis desirable to establish as much slope as practical and to avoid irrigation. We believe it is so- ceptable to use a slope on the order of 5 percent perpendiwlar to the foundation in these limited areas. For lots greded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe fi is so- ceptable to use a slope of about 8 inches in the first 10 feet (5 percent) at this lo- cation. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe d is acceptable to install a slope of 5 to 8 percent at the high point (aka °break point") between houses. City of 3. Swalea used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended pedod�l�at Ridge time. We suggest minimum slopes of about 2 to 2.5 percent in grassed a�amguiviSioN about 2 percent where landscaping rock or other materials are present. If s apes THE NiocEAT waxo srnnox Exhibit B-1 12951-129T] WEST 51°*AVENUE less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. 4. Backfill around the foundation walls should be moistened and compacted. 5. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the homeowner. 6. The importance of Droner homeowner irrigation practices cannot be overempha- sized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation: application of more water will increase likelihood of slab and founda- tion movements. Landscaping should be carefully designed and maintained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. City of Wheat Ridge Building Division THE RIDGE AT WARD STATION Exhibit B-2 12351-12377 WEST 51W AVENUE E N 0 N N O N L N C cu 0 0 cq 3 cu E ON SITE PLANS MUST BE ON SITE FOR INSPECTION ALL Projects are Subject to Field Inspections WOOD I -JOISTS 1. MANUFACTURER SHALL FURNISH I -JOIST PLACEMENT PLANS AND I -JOIST DESIGN INFORMATION SEALED AND SIGNED BY A REGISTERED ENGINEER LICENSED IN THE STATE OF COLORADO. PLACEMENT PLANS AND DESIGN INFORMATION SHALL BE REVIEWED BY THE ARCHITECT OR ENGINEER OF RECORD PRIOR TO SHIPPING. 2. I -JOISTS SHALL BE DESIGNED FOR MAXIMUM TOTAL LOADS SHOWN UNDER DESIGN LOADS, CONCENTRATED LOADS FROM AIR HANDLER UNITS AND ANY OTHER CONCENTRATED LOADS. 3. I -JOISTS SHALL BE HANDLED DURING MANUFACTURING, DELIVERY AND AT THE JOBSITE SO AS NOT TO BE SUBJECTED TO ANY DAMAGE. 4. I -JOISTS SHALL BE INSTALLED WITH PROPER BRACING DURING CONSTRUCTION TO PREVENT TOPPLING OR DOMINOING. INSTALL ALL BRACING BEFORE PLACING CONCENTRATED LOADS ATOP I -JOISTS. THE INSTALLATION OF TEMPORARY/ERECTION BRACING IS SOLELY THE RESPONSIBILITY OF THE FRAMING TRADE PARTNER. 5. NOTCHING OR CUTTING OF I -JOIST FLANGES IS PROHIBITED. 6. HOLES MAY BE CUT IN I -JOIST WEBS PER MANUFACTURER'S RECOMMENDATIONS. 7. FLOOR JOIST ALTERNATES MAY BE SELECTED PER DETAIL 815. WOOD TRUSSES 1. ALL TRUSSES SHALL BE SUPPLIED BY A CITY OR COUNTY APPROVED FABRICATOR (WHICHEVER HAS JURISDICTION). TRUSSES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH ANSI/TPI 1 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION AND APPLICABLE BUILDING CODE. 2. MANUFACTURER SHALL FURNISH TRUSS PLACEMENT PLANS AND TRUSS DESIGN DRAWINGS. THE TRUSS DESIGN DRAWINGS SHALL BE SEALED AND SIGNED BY A REGISTERED ENGINEER LICENSED IN THE STATE OF COLORADO. TRUSS DRAWINGS SHALL BE REVIEWED BY THE ARCHITECT OR ENGINEER OF RECORD PRIOR TO MANUFACTURE OR FRAMING INSPECTION. 3. TRUSSES SHALL BE DESIGNED FOR MAXIMUM TOTAL LOADS SHOWN UNDER DESIGN LOADS, CONCENTRATED LOADS FROM AIR HANDLER UNITS AND ANY OTHER CONCENTRATED LOADS. 4. TRUSSES SHALL BE DESIGNED FOR THE LARGER OF UNIFORM ROOF SNOW LOADS STIPULATED BY THE JURISDICTION HAVING AUTHORITY OR ROOF SNOW LOADS CALCULATED BY ASCE7 INCLUDING UNBALANCED SNOW LOAD, DRIFT AND/OR SLIDING SNOW. 5. LUMBER USED SHALL BE IDENTIFIED BY GRADE MARK OF A LUMBER INSPECTION BUREAU OR AGENCY APPROVED BY BOARD OR REVIEW OF AMERICAN LUMBER STANDARDS COMMITTEE, AND SHALL BE THE SIZE, SPECIES, AND GRADE IN ACCORDANCE WITH THE TRUSS DESIGN DRAWINGS. 6. CONNECTOR PLATES SHALL BE MANUFACTURED BY A TPI MEMBER PLATE SUPPLIER AND SHALL MEET OR EXCEED ASTM A653/A653M REQUIREMENTS FOR STRUCTURAL STEEL. 7. HANDLING, INSTALLING, RESTRAINING & BRACING SHALL BE IN ACCORDANCE WITH "GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES", BCSI LATEST EDITION BY WTCA AND TPI. 8. TRUSSES SHALL BE SET AND SECURED LEVEL AND PLUMB, AND IN CORRECT LOCATION. 9. TRUSSES SHALL BE SUFFICIENTLY BRACED DURING ERECTION TO PREVENT TOPPLING OR DOMINOING. INSTALL ALL BRACING BEFORE PLACING CONCENTRATED LOADS ATOP TRUSSES. THE INSTALLATION OF TEMPORARY/ERECTION BRACING IS SOLELY THE RESPONSIBILITY OF THE FRAMING TRADE PARTNER. 10. PERMANENT RESTRAINT/ BRACING OF CHORDS AND WEB MEMBERS SHALL BE INSTALLED IN ACCORDANCE WITH BCSI-133 U.N.O. 11. WHERE PERMANENT BRACING OF TRUSS WEB MEMBERS IS REQUIRED ON THE TRUSS DESIGN DRAWINGS, IT SHALL BE ACCOMPLISHED BY ONE OF THE FOLLOWING METHODS: 1. THE TRUSSES SHALL BE DESIGNED SO THAT THE BUCKLING OF ANY INDIVIDUAL TRUSS MEMBER IS RESISTED INTERNALLY BY MEMBER T -BRACING, L -BRACING, ETC. OF THE INDIVIDUAL TRUSS. THE BUCKLING REINFORCEMENT OF THE TRUSS INDIVIDUAL MEMBER SHALL BE INSTALLED AS SHOWN ON THE TRUSS DESIGN DRAWING OR ON SUPPLEMENTAL TRUSS MEMBER BUCKLING REINFORCEMENT DIAGRAMS PROVIDED BY THE TRUSS DESIGNER. 2. CONTINUOUS LATERAL RESTRAINT (CLR) CONSISTING OF MINIMUM 2x4 STRESS -GRADED DIMENSION LUMBER ATTACHED AT RIGHT ANGLES TO THE WEBS WITH A MINIMUM OF (2) 10d NAILS PER TRUSS. LAP BRACING A MINIMUM OF ONE TRUSS BAY. PROVIDE DIAGONAL BRACE AT ANGLE OF APPROXIMATELY 45° TO THE CLR, ATTACH AS CLOSE AS POSSIBLE TO THE TOP AND BOTTOM CHORD PLANE WITH (2) 10d NAILS. REPEAT DIAGONAL BRACE EVERY 20 FEET U.N.O. 12. GABLE END TRUSS PERMANENT BRACING SHALL BE PROVIDED AS SHOWN IN DETAIL 408. 13. NOTCHING OF TOP CHORD OF GABLE END TRUSS FOR LOOKOUTS SHALL BE ACCOUNTED FOR IN DESIGN BY TRUSS MANUFACTURER. 14. CUTTING AND ALTERING OF TRUSSES IS NOT PERMITTED. TRUSS REPAIRS SHALL BE SEALED AND SIGNED BY A REGISTERED ENGINEER LICENSED IN THE STATE OF COLORADO. 15. ATTICS ARE DESIGNED WITHOUT STORAGE, THEREFORE THERE SHALL NOT BE TWO OR MORE ADJACENT TRUSSES WITH THE SAME WEB CONFIGURATION CAPABLE OF CONTAINING A RECTANGLE 42 INCHES HIGH BY 2 FEET WIDE LOCATED WITHIN THE PLANE OF THE TRUSS. THE RECTANGLE SHALL BE MEASURED FROM THE TOP OF THE BOTTOM CHORD AND THE BOTTOM OF ANY OTHER TRUSS MEMBER. THIS REQUIREMENT DOES NOT APPLY IF THE REQUIRED INSULATION DEPTH IS MORE THAN THE BOTTOM CHORD MEASURE DEPTH. 16. WHEN PIGGYBACK ROOF TRUSS SYSTEM IS USED, FULLY SHEATH LOWER TRUSSES OR PROVIDE CONTINUOUS LATERAL RESTRAINT (CLR) AT SPACING SPECIFIED ON THE TRUSS DESIGN DRAWING AND DIAGONAL BRACING EVERY 10 FEET U.N.O. IN THE DRAWINGS. ALL BRACING TO BE INSTALLED PER LATEST EDITION OF BCSI-133. DIAGONAL BRACING TO HAVE (2) 1 O AT EACH INTERMEDIATE TRUSS AND (3) 1 Od AT EACH END. 17. TRUSSES ARE NOT REQUIRED TO BE DESIGNED FOR DRAG LOADS SHOWN ON FRAMING PLAN IF FULLY SHEATHED. 18. FELTEN GROUP DESIGNS INCLUDE MWFRS LOADS AND ARE BASED ON RATIONAL ANALYSIS. FELTEN GROUP'S CALCULATED TRUSS REACTIONS AND/OR CONNECTIONS SHALL SUPERSEDE ALL REACTIONS AND/OR CONNECTIONS LISTED IN THE TRUSS SHOP DRAWINGS. DESIGN LOADS 2012 INTERNATIONAL BUILDING AND RESIDENTIAL CODES (IBC/IRC) ROOF DEAD LOAD = 15 psf. SHINGLE ROOF LIVE LOAD = 16 psf. 4:12 SLOPE AND GREATER 20 psf. LESS THAN 4:12 SLOPE ROOF SNOW LOAD = 30 psf. BALANCED ATTIC LIVE LOAD = 10 psf. WITHOUT STORAGE NON -CONCURRENT FLOOR DEAD LOAD = 18 psf. FLOOR LIVE LOAD = 40 psf. DECK LIVE LC 1*6 44 EXT. WALL DEP W,/ City of INT. WALL DEAI �rpcomV�hcat �d MUNI IY UEVElC [ MENT WIND SPEED = APPROVED EXPOSURE AT EXPOSURE AT Reviewed for Code Comaliance RISK CATEGOF SEISMIC DESK Randy Slusser 2/18/2021 LATERAL EART Plans Examiner" ~ Date Valifty of oemnd: Me issuaom of o pam it or gpprovW of pkns spec4koffta and compatohons shag not be a permit for, or an approvol of, ony viclobon 0 any of rhe provisions of the burdddag code or of oW City ordinances. Plermdta prasuMA9 to gdve outhordty to womw or cancel the provisions of the OWMUv coda or other ordtnoom of the City shall not be vg" W L V_ O V_ ti V_ O �zOZwOpZW0 mZ�om. z a�Nc,�Qoozz Qzzzo� p wao�iiV�Z¢� U OW ��Wo�mQ�mZ o z z >�Z>�� gH WZOm�- JD >_0 J JUpLLt�n J JmaZO W Lj o�ZLL¢�FFM QQpLL00� LL Z��WZma'��M . fn 0, N U�yWO Z LLHZ Z)w�=MwQOW¢§Wa O-OaZC 2 ui�U����� ~mU'Oin0 C7 zww;z_- ZQ�C�7 �Z�C�7WV >- z 0-w �z p�z� Q_ Hw,�,,=,<=) �W ZatFoc O ww�owwo¢=a„ OWO„== U ��o0ac�c� 6LLUL Uitc)�FH O I a (D U :2E cn o 2_7 C) Lu [I: CE =) Q o w CE cl) - z U F_ F_ rmg = I Lu w LL_ M w § z_ 3:Zz� Lu w L0 cf) 111110IIIIIIIIIIIIIIIIIIII L co L0 11 D 00 JF__ CDLu 1p U �" ti Lu..- LLI = 0 z U LL< a_ M Q I 11 L.I- .. %I lu (U It z vq &I e 4 .0 M: ;; t�6 0 - i% "" 43 0�;z I rk" -Z - I cn Lu O z I V Lu w J H H _/0,1/ �M 42501 tiN PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 E I SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER GSN GENERAL 1. SOIL AND SITE PREPARATION - CONT. FRAMING - GENERAL FRAMING - HARDWARE 1. ALL WORK SHALL COMPLY WITH THE GENERAL NOTES, DRAWINGS, STANDARD PS -1, VOLUNTARY PRODUCT STANDARD PS -2 OR A.P.A. 3.6 IT IS RECOMMENDED THAT TREES BE KEPT AWAY FROM THE 1. ALL WALLS SHALL HAVE DOUBLE TOP PLATES NAILED TOGETHER WITH 2. ALL HANGERS, STRAPS, HOLDOWNS AND OTHER METAL CONNECTORS APPLICABLE BUILDING CODES AND ALL LOCAL ORDINANCES, LAWS, STRUCTURE SUCH THAT THE DRIP LINE OF THE MATURE TREE (2) 1 Od AT 24" O.C. SHALL BE INSTALLED WITH THE MANUFACTURER'S RECOMMENDED WALL: 7/16" MIN., 24/0, EXPOSURE 1. IF PLYWOOD IS USED, REGULATIONS, AND PROTECTIVE COVENANTS GOVERNING THE SITE OF THREE-PLY PLYWOOD PANELS SHALL BE APPLIED WITH DOES NOT OVERLAP THE FOUNDATION. 2. END JOINTS IN TOP PLATES SHALL BE OFFSET AT LEAST 24". FASTEN FASTENERS U.N.O. WORK. WITH (12) 10d NAILS EACH SIDE OF SPLICE U.N.O. 3. WHERE HUS/LUS HANGERS ARE CONNECTED TO A 1 -PLY GIRDER EPDXY 2. IN CASE OF CONFLICT, THE MORE STRINGENT REQUIREMENTS SHALL PANEL ACROSS SUPPORTS, EXCEPT WALL PANELS MAY HAVE LONG 3. WHERE DOUBLE TOP PLATES OF NON -SHEAR WALLS ARE NOTCHED TRUSS, VALUES ARE BASED ON THE MANUFACTURER'S REDUCTION 1. EPDXY TO BE SIMPSON SET 3G EPDXY ESR -4057 OR HILTI "HIT -RE 500 GOVERN MORE THAN 25 PERCENT, ADD A 16 GAUGE BY 1-1/2 INCH WIDE STRAP FACTOR U.N.O. 3. TYPICAL DETAILS SHALL APPLY UNLESS SHOWN OTHERWISE IN THE PANEL END JOINTS SHALL OCCUR OVER FRAMING PANEL END JOINTS V3" ESR -3814 U.N.O. SHALL AND BE STAGGERED, NOT REQUIRED AT WALL SHEATHING. TO NOTCH SIDE OF EACH PLATE. FASTEN WITH NOT LESS THAN (8) 16d MINIMUM SPACING OF 1/8" IS RECOMMENDED AT ALL PANEL ENDS AND DRAWINGS. 2. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 8. OR (12) 10d NAILS AT EACH END OF EACH STRAP. WHERE TOP PLATES FRAMING -LEDGERS 4. NO STRUCTURAL MEMBERS SHALL BE CUT, NOTCHED OR OTHERWISE FOR REGIONS HAVING BASIC WIND SPEED OF 140 MPH OR GREATER, ARE NOTCHED MORE THAN 50 PERCENT, ADD A 16 GAUGE BY 1-1/2 FOUNDATION - BASEMENTS WOOD STRUCTURAL PANEL ROOF SHEATHING TO FRAMING WITHIN PENETRATED UNLESS SPECIFICALLY APPROVED BY FELTEN GROUP IN MINIMUM 48" DISTANCE FROM GABLE END WALLS. 10. WHEN THE BASIC WIND SPEED IS GREATER THAN 130 MPH BUT LESS INCH WIDE STRAP TO BOTH SIDE OF EACH PLATE. FASTEN WITH NOT 1. WHERE THE DRAWINGS CALL FOR CONTINUOUS WOOD LEDGERS, 1. BASEMENT WALLS ARE DESIGNED WITH COUNTERFORT SUPPORTS. THE ADVANCE OR AS SHOWN ON THESE DRAWINGS. 48" DISTANCE FROM RIDGES, EAVES AND GABLE END WALLS; AND 4" LESS THAN 8 16d OR 12 10d NAILS AT EACH END OF EACH STRAP. () ( ) LEDGERS SHALL BE INSTALLED WITH AS LONG OF LENGTHS AS 5. THE STANDARD OF CARE FOR ALL PROFESSIONAL ENGINEERING, AND DESIGN AND INSTALLATION OF ANY TEMPORARY SHORING IS SOLELY 4. OVERLAP DOUBLE TOP PLATES AT ALL CORNERS AND INTERSECTIONS POSSIBLE. THE MINIMUM LEDGER LENGTH ALLOWED SHALL BE 4 FEET. 12" O.C. AT INTERMEDIATE SUPPORTS U.N.O. IN THE BRACED/SHEAR RELATED SERVICES PERFORMED OR FURNISHED BY FELTEN GROUP WALL SCHEDULE. USE 2 1/2 INCHES LONG x.131 INCHES DIAMETER THE RESPONSIBILITY OF THE CONTRACTOR. NAILS U.N.O. IN THE BRACED/SHEAR WALL SCHEDULE. WITH (2) 10d FACE NAILS. WHERE OVERLAP CANNOT BE THE MINIMUM NUMBER OF SUPPORTS PER LEDGER SHALL BE THREE. WILL BE THE CARE AND SKILL ORDINARILY USED BY MEMBERS OF THE 2. DO NOT BACKFILL UNTIL CONCRETE HAS REACHED 75% OF SPECIFIED 15. CONSTRUCTED, USE LSTA24 STRAP WITH (18) 10d NAILS. 2. LEDGER SPLICES REQUIRE A MINIMUM OF A 3 INCH WIDE SUPPORT FOR FASTEN 6" O.C. ALONG SUPPORTED PANEL EDGES AND 12" O.C. AT SUBJECT PROFESSION PRACTICING UNDER SIMILAR CIRCUMSTANCES INTERMEDIATE SUPPORTS. DESIGN STRENGTH. 5. WHERE INTERIOR WALLS MEET EXTERIOR WALLS - SEE DETAIL 533. NAILING, SUCH AS DOUBLE STUDS. AT THE SAME TIME AND IN THE SAME LOCALITY. FELTEN GROUP MAKES 3. INSTALL DRAIN PER SOILS REPORT. 6. BUILT-UP CORNER STUDS SHALL BE NAILED TOGETHER WITH 10d AT 8" 3. LEDGER SPLICES NEED NOT BE STRAPPED U.N.O. IN THE DRAWINGS TO BE FULLY FASTENED PRIOR TO SETTING TIME OF ADHESIVE. NO WARRANTIES, EXPRESS OR IMPLIED, OR OTHERWISE, IN ROOF SHEATHING SHALL BE INSTALLED WITH A 24" MINIMUM PANEL WIDTH WHEREVER POSSIBLE. FOR PANEL WIDTHS GREATER THAN 16" O.C. U.N.O. FOR ADVANCED FRAMING CORNERS - SEE DETAIL 534. 4. LEDGER SPLICES SHALL BE LOCATED SO THAT RAFTER, TRUSS OR FOUNDATION - CONCRETE CONNECTION WITH FELTEN GROUP'S SERVICES. FELTEN GROUP AND ITS JOINT BETWEEN THE NARROW -WIDTH PANEL AND AN ADJACENT MAY NOT BE USED AT CORNERS WHERE DETAIL 531 IS SPECIFIED ON JOIST HANGERS DO NOT FALL ON A SPLICE. CONSULTANTS MAY USE OR RELY UPON THE DESIGN SERVICES OF BRACED WALL PLAN. 5. LEDGERS AT NON -TYPICAL LOADS FROM ROOF GIRDERS AND BEAMS 1. ALL MATERIALS, PROCEDURES, PLACEMENT, FORMWORK, LAPS, ETC. OTHERS, INCLUDING, BUT NOT LIMITED TO, ENGINEERS, ARCHITECTS, TO CONFORM TO THE LATEST ACI STANDARDS: 7. ALL SILL OR BOTTOM PLATES AND SLEEPERS IN CONTACT WITH THE SHALL BE NAILED TO A MINIMUM OF A 3 -INCH WIDE SUPPORT ON EACH ATTACHED TO ROOF FRAMING. FOR PANEL WIDTHS GREATER THAN 12" DESIGNERS, CONTRACTORS, MANUFACTURERS, AND SUPPLIERS. BUT LESS THAN OR EQUAL TO 16", ONLY LUMBER BLOCKING AS A. ACI 305 "RECOMMENDED PRACTICE FOR HOT WEATHER DESCRIBED ABOVE IS RECOMMENDED. FOR PANEL WIDTHS OF 12" OR CONCRETE SLAB SHALL BE PRESERVATIVE TREATED WITH SODIUM SIDE OF THE NON -TYPICAL LOAD WITH DOUBLE THE TYPICAL NAILING 6. ALL DESIGN DOCUMENTS PREPARED OR FURNISHED BY FELTEN GROUP CONCRETING" 18. BORATE (SBX). FIELD CUT ENDS, NOTCHES AND DRILLED HOLES MAY U.N.O. ON FRAMING PLAN. TYPICAL. THIS APPLIES TO ALL OVERFRAMING AREAS. SHEATHING MAY ARE INSTRUMENTS OF SERVICE, AND FELTEN GROUP RETAINS BE OMITTED FOR VENTILATION PURPOSES ONLY AS SHOWN IN THE B. ACI 306 "RECOMMENDED PRACTICE FOR COLD WEATHER DETAIL 451. NEED TO BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA 6. LEDGERS IN CONTACT WITH CONCRETE OR MASONRY SHALL BE OWNERSHIP AND PROPERTY INTEREST (INCLUDING THE COPYRIGHT) IN CONCRETING" M4. PRESSURE TREATED WITH SODIUM BORATE (SBX). FIELD CUT ENDS, SUCH DOCUMENTS, WHETHER OR NOT THE PROJECT IS COMPLETED. C. ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" 8. TRIMMER STUDS SHALL BE NAILED TO KING STUDS WITH (2) 10d NAILS NOTCHES AND DRILLED HOLES MAY NEED TO BE RETREATED IN THE POUND CONCENTRATED LOAD APPLIED IN ANY DIRECTION AT ANY CLIENT SHALL NOT REUSE THE DOCUMENTS WITHOUT WRITTEN POINT ALONG THE TOP. D. ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED THE DESIGN OF GUARDRAIL WALLS CONSTRUCTED OF WOOD STUD AT 12" O.C. FIELD IN ACCORDANCE WITH AWPA M4. PERMISSION FROM FELTEN GROUP. 3. CONCRETE" 9. STUDS AND MULTI -STUD POSTS MAY BE BORED OR NOTCHED TO THE FRAMING - POWDER ACTUATED PINS 7. THE CONTRACTOR, NOT FELTEN GROUP, IS RESPONSIBLE FOR THE 1. E. ACI 332 "GUIDE TO RESIDENTIAL CAST -IN-PLACE CONCRETE" PRESCRIPTIVE LIMITS IN THE CONVENTIONAL CONSTRUCTION CODE IN CONCRETE CONSTRUCTION OF THE PROJECT, AND FELTEN GROUP IS NOT F. ACI 613 "RECOMMENDED PRACTICE FOR SELECTING PROPORTIONS PROVISIONS. IN ORDER TO REDUCE THE RISK OF GYPSUM BOARD WALL CRACKS, FG RESPONSIBLE FOR THE ACTS OR OMISSIONS OF ANY CONTRACTOR, SUGGESTS THAT VERTICAL CONTROL JOINTS BE PLACED IN WALLS FOR CONCRETE" 10. PROVIDE SOLID BLOCKING THROUGH FLOOR JOIST DEPTH FOR ALL 1. ALL PINS TO BE HILTI X -CP 72, ESR -2379, OR SIMPSON STRONG -TIE SUBCONTRACTOR OR MATERIAL SUPPLIER: FOR SAFETY PRECAUTIONS, 2. CEMENT - TYPE II: ASTM C150 - SPECIFICATIONS FOR PORTLAND MULTIPLE STUD INCLUDING DOUBLE TRIMMERS OR 4x OR GREATER PDPWL-300MG, PDPWLS-300MG, ESR -2138. PIPE COLUMNS: ASTM A53, GRADE B, Fy = 46 KSI PROGRAMS OR ENFORCEMENT; OR FOR CONSTRUCTION MEANS, OTHER: ASTM A36, Fy = 36 KSI CEMENT. CONNECTIONS: ASTM A325 POSTS. BLOCKING SHALL BE SAME SIZE AS POST ABOVE, U.N.O. 2. MINIMUM EDGE DISTANCE TO BE 3 INCHES. METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES EMPLOYED BY 3. MINIMUM STRENGTHS AT 28 DAYS PER IRC TABLE R402.2 - SEE 1. POSTS SHALL BE CONTINUOUS TO STRUCTURAL ELEMENT, CARRYING 3. MINIMUM SPACING TO BE 4 INCHES. D1.1 THE CONTRACTOR. FELTEN GROUP SHALL NOT AT ANY TIME USE E70XX LOW HYDROGEN RODS FOUNDATION PLAN FOR ADDITIONAL REQUIREMENTS. STRUCTURAL COMPOSITE LUMBER SCL MEMBER OR FOUNDATION. 4. THE FASTENERS SHALL NOT BE DRIVEN UNTIL THE CONCRETE HAS SUPERVISE, DIRECT, OR HAVE CONTROL OVER ANY CONTRACTOR'S 4. MAXIMUM SIZE OF AGGREGATE SHALL BE 1 INCH. AGGREGATE PER 11. WHEN THE DRAWINGS CALL FOR 4x OR 6x POSTS OR HEADERS, THESE REACHED A COMPRESSIVE STRENGTH OF 2000 PSI. LVL (LAMINATED VENEER LUMBER) BEAMS SHALL BE MINIMUM 2600 Fb - WORK 2.OE. ASTM C33. PSL (PARALLEL STRAND LUMBER) BEAMS SHALL BE MINIMUM 2900 Fb - ARE TO BE SOLID SAWN MEMBERS, NOT BUILT -UPS. 2.OE. 8. FELTEN GROUP NEITHER GUARANTEES THE PERFORMANCE OF ANY 5. MAXIMUM SLUMP TO BE 8 INCHES. 12. ALL BEAMS AND GIRDERS TO HAVE FULL WIDTH BEARING, U.N.O. IN STEEL 4 PLY BEAMS SHALL BE CONNECTED W/ (2) ROWS OF SDS 1/4" x 6" CONTRACTOR NOR ASSUMES RESPONSIBILITY FOR ANY CONTRACTOR'S 6. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CALCIUM CHLORIDE 13. COLUMNS AND POSTS LOCATED DIRECTLY ON CONCRETE (NOT ON A 1. ALL PINS TO BE HILTI XDS, ESR -1663 OR SIMPSON STRONG TIE PDPA, FAILURE TO FURNISH AND PERFORM ITS WORK IN ACCORDANCE WITH SHALL MEET ALL REQUIREMENTS PER ACI 318 AND ASTM C494. WOOD SILL) SHALL BE SUPPORTED BY CONCRETE PIERS OR METAL ESR -2138 THE CONTRACT BETWEEN CLIENT AND SUCH CONTRACTOR. 7. CONCRETE THAT IS IN DIRECT CONTACT WITH NATIVE SOILS CONNECTORS PROJECTING ABOVE THE SLAB (UNLESS THE POST IS AN 2. MINIMUM EDGE DISTANCE TO BE 1/2 INCH. 9. FELTEN GROUP WILL NOT HAVE CONTROL OVER NOR BE RESPONSIBLE CONTAINING WATER-SOLUBLE SULFATES SHALL CONFORM TO THE APPROVED WOOD SPECIES OF NATURAL RESISTANCE TO DECAY OR 3. MINIMUM SPACING TO BE 1 INCH. FOR NOR BE LIABLE IN ANY WAY FOR SAFETY PROCEDURES, SAFETY FOLLOWING: FOR SULFATE CONCENTRATIONS GREATER THAN OR TREATED WOOD). THE PIERS OR BASES SHALL PROJECT AT LEAST 6 4. THE ENTIRE POINTED PORTION OF THE FASTENER MUST PENETRATE TRAINING AND PROGRAMS OR OTHER SAFETY RELATED ASPECTS OF EQUAL TO 0.1% BUT LESS THAN 0.2% BY WEIGHT CONCRETE SHALL BE INCHES ABOVE EXPOSED EARTH AND AT LEAST 1 INCH ABOVE THE THROUGH THE STEEL THE WORK OF THE PROJECT SINCE THESE ARE THE SOLE MADE WITH ASTM C 150 TYPE II CEMENT, OR AN ASTM C 595 OR C 1157 CONCRETE SLAB. 5. PINS TO BE SELECTED BASED ON SUBSTRATE THICKNESS RESPONSIBILITY OF THE CONTRACTOR. HYDRAULIC CEMENT MEETING MODERATE SULFATE -RESISTANT 14. AT ALL GABLE WALLS ADJACENT TO SCISSOR TRUSSES, STUDS TO BE FRAMING - SAWN LUMBER 10. ALL INTERIOR BUILDING MATERIALS SHALL BE STOCKED INSIDE THE HYDRAULIC CEMENT (MS) DESIGNATION. FOR SULFATE BALLOON FRAMED FROM BOTTOM PLATE TO UNDERSIDE OF GABLE 1. SAWN LUMBER SHALL COMPLY WITH THE LATEST GRADING RULES OF BUILDING (OR IN CONDITIONS IDENTICAL TO BUILDING INTERIOR) FOR A CONCENTRATIONS EQUAL TO OR GREATER THAN 0.2% BY WEIGHT, END TRUSS. MINIMUM OF 48 HOURS PRIOR TO INSTALLATION. IF A PRODUCT CONCRETE SHALL BE MADE WITH ASTM C 150 TYPE V CEMENT OR AN 15. AT ALL GABLE WALLS ADJACENT TO PARALLEL CHORD TRUSSES, THE AMERICAN LUMBER STANDARDS COMMITTEE, WESTERN WOOD MANUFACTURER RECOMMENDS A LONGER PERIOD OF TIME THAN 48 ASTM C 595 OR C 1157 HYDRAULIC CEMENT MEETING HIGH STUDS TO BE BALLOON FRAMED FROM BOTTOM PLATE TO UNDER SIDE PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION HOURS, THEN THAT TIME PERIOD SHALL BE USED. SULFATE -RESISTANT HYDRAULIC CEMENT (HS) DESIGNATION AND OF ROOF SHEATHING. GRADING AGENCY. ALL LUMBER SHALL BEAR AN APPROVED GRADING 8. SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3500 PSI AT 28 DAYS. CONCRETE THAT IS EXPOSED TO FREEZING TEMPERATURES OR 16. TEMPORARY OR ERECTION BRACING IS SOLELY THE RESPONSIBILITY OF THE FRAMING CONTRACTOR. THE DEPTH OF NOTCHES FOR LET -IN BRACES SHALL NOT EXCEED THE PRESCRIPTIVE CODE LIMITS FOR STAMP. SAWN LUMBER SHALL BE PROVIDED WITH THE SPECIES AND MINIMUM GRADES SHOWN BELOW, U.N.O. ON THE DRAWINGS. HEADERS/BEAMS, 2x .................... HEM -FIR NO. 2 -ATTACH PER DETAIL 604 GENERAL -DISCREPANCIES 1. ALL SUBCONTRACTORS SHALL BE SOLELY RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS AND CONDITIONS WITH THE SUBJECT TO SEVERE WEATHERING AS DEFINED BY IRC SHALL HAVE 6% NOTCHES. ALLOWABLE SUBSTITUTIONS PER DRAWINGS PRIOR TO START OF CONSTRUCTION. THE CONTRACTOR f 1% AIR ENTRAINMENT. 17. BOWED STUD REPAIRS SHALL BE COMPLETED PER DETAIL 811. DETAIL 611 SHALL INFORM FELTEN GROUP OF ANY DISCREPANCIES OR OMISSIONS 9. FLYASH MAY BE USED PROVIDED IT MEETS ASTM C618 TYPE F AND 18. SLOPE DECKS A MINIMUM OF 1/4 INCH PER FOOT. BEAMS, 4x, 6x, 8x, 10x, 12x........... DOUG -FIR NO. 2 NOTED ON THE DRAWINGS. ANY SUCH DISCREPANCIES, OMISSIONS, OR DOES NOT EXCEED 20% OF THE WEIGHT OF TOTAL CEMENTITIOUS 19. 2x BLOCKING SHALL BE NAILED WITH (2) 10d TOENAILS OR END NAILS RAFTERS ........................................ HEM -FIR NO. 2 OR S -P -F NO. 2 VARIATION NOT REPORTED SHALL BE THE RESPONSIBILITY OF THE MATERIAL FOR CONCRETE STRENGTH UP TO AND INCLUDING 3000 PSI, AT EACH END U.N.O. CEILING JOISTS ............................ HEM -FIR NO. 2 OR S -P -F NO. 2 CONTRACTOR. AND 25% OF THE WEIGHT OF TOTAL CEMENTITIOUS MATERIAL FOR 20. 2x NAILERS SHALL BE NAILED WITH (2) 1 O NAILS TO EVERY FRAMING STUDS - UNDER 9' TALL ............... HEM -FIR OR S -P -F STUD GRADE 2. NOTED DIMENSIONS TAKE PRECEDENT OVER SCALED. CONCRETE STRENGTH UP TO 4000 PSI MEMBER CROSSED. STUDS - 9' AND TALLER ............... HEM -FIR OR S -P -F NO. 2 10. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT 21. BOX HEADERS SHALL BE NAILED TOGETHER PER DETAIL 605. POSTS, 2x ...................................... SAME AS WALL STUDS 11. SLABS ON GRADE NEED ONLY BE VIBRATED AROUND PENETRATIONS, EDGES, AND HOLDOWNS. HOT WEATHER CONSTRUCTION SHALL COMPLY WITH ACI 305. 22. TOP PLATE AND BOTTOM PLATE TO STUD SHALL BE NAILED AS LISTED BELOW: 2x4 STUD = (2) 10d END NAILS OR (3) 10d TOENAILS POSTS, 4x4, 4x6, 6x6, 8x8 ............. DOUG FIR NO. 2 STRUCTURAL BLOCKING ............ HEM -FIR OR S -P -F STUD GRADE LEDGERS ....................................... HEM. -FIR NO. 2 OR S -P -F NO. 2 GENERAL - METHOD OF CONSTRUCTION 1. ALL SUBCONTRACTORS SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND 12. COLD WEATHER CONSTRUCTION SHALL COMPLY WITH ACI 306. 2x6 STUD = (3) 10d END NAILS OR (4) 10d TOENAILS TOP PLATES .................................. S -P -F OR HEM -FIR STANDARD U.N.O. PROCEDURE. 13. THE CONTRACTOR SHALL PROVIDE PROPER CURING TO MINIMIZE 23. FIRE -BLOCKING AND DRAFT -STOPPING SHALL BE INSTALLED AS .................................. S -P -F OR HEM -FIR CONSTRUCTION 2. THE SUBCONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF SHRINKAGE CRACKING AND ENSURE PROPER STRENGTH GAIN. SHOWN OR SPECIFIED IN THE ARCHITECTURAL DRAWINGS AND WHEN ROOF TRUSS CLEAR SPAN THE BUILDING DURING CONSTRUCTION AND SHALL PROVIDE 14. UNLESS NOTED ON FOUNDATION PLANS, THE CONTRACTOR SHALL APPLICABLE BUILDING CODE. EXCEEDS 40 FT. OR WHEN FLOOR JOIST ADEQUATE SHORING AND BRACING DURING CONSTRUCTION. SELECT THE LOCATIONS AND PROVIDE CRACK CONTROL JOINTS IN 24. END NOTCHES, LOCATED AT THE ENDS OF SAWN LUMBER BENDING CLEAR SPAN EXCEEDS 16 FT. SUBCONTRACTOR SHALL COMPLY WITH ALL APPLICABLE SAFETY CONVENTIONAL SLABS TO MINIMIZE RANDOM SHRINKAGE CRACKING MEMBERS FOR BEARING OVER A SUPPORT, SHALL BE PERMITTED, AND BOTTOM/SILL PLATES .................. HEM -FIR OR S -P -F STANDARD EXCEPT REGULATIONS. UNLESS THE JOINT LAYOUT IS SHOWN IN THE DRAWINGS. JOINTS SHALL NOT EXCEED 1/4 THE BEAM DEPTH. WHEN IN CONTACT WITH CONCRETE OR 3. THE SUBCONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES SHALL BE A MINIMUM DEPTH OF 1/4 OF THE SLAB THICKNESS FOR 25. INTERIOR NOTCHES, LOCATED IN THE OUTER THIRDS OF THE SPAN OF MASONRY THEN HEM -FIR OR S -P -F AND SHALL CHECK ALL DIMENSIONS. ANY DISCREPANCIES SHALL BE CONVENTIONAL SLABS. A SINGLE SPAN SAWN LUMBER BENDING MEMBER, SHALL BE STANDARD PRESERVATIVE TREATED CALLED TO THE ATTENTION OF FELTEN GROUP AND SHALL BE 15. EVALUATION AND ACCEPTANCE OF CONCRETE SHALL BE BASED ON PERMITTED, AND SHALL NOT EXCEED 1/6 THE DEPTH OF THE MEMBER. 2. FINGER JOINTED MATERIAL STAMPED "VERTICAL USE ONLY" OF THE RESOLVED BEFORE PROCEEDING WITH THE WORK AFFECTED. CYLINDER STRENGTH TESTS AS OUTLINED IN THE APPLICABLE INTERIOR NOTCHES ON THE TENSION SIDE OF 3 1/2" OR GREATER SAME SPECIES AND MINIMUM GRADE SHOWN ABOVE OR IN THE 4. BUILDING MATERIALS SHALL BE PLACED ON FLOORS AND ROOFS SO BUILDING CODE. THICKNESS (4" NOMINAL THICKNESS) SAWN LUMBER BENDING DRAWINGS MAY BE USED FOR STUDS AND BLOCKING IN UNRATED AS NOT TO EXCEED THE DESIGN LOADS. MEMBERS ARE NOT PERMITTED. CONSTRUCTION. FINGER JOINTED MATERIAL IN FIRE -RATED FOUNDATION - HOLDOWNS 26. EXCEPT AS NOTED ON BRACED WALL PLAN, ALL INTERIOR WALL FACES SHALL BE SHEATHED WITH GYPSUM BOARD, UNBLOCKED, AS CONSTRUCTION REQUIRES A HEAT RESISTANT ADHESIVE (HRA) STAMP. FINGER JOINTED MATERIAL STAMPED "CERT EXT. JNTS" OF THE SAME GENERAL - SPECIAL INSPECTIONS 1. ALL HOLDOWNS TO BE SIMPSON STRONG -TIE PRODUCTS OR APPROVED SUBSTITUTION, U.N.O. INSTALL PER MANUFACTURER'S REQUIRED BY THE APPLICABLE BUILDING CODE. SPECIES AND MINIMUM GRADE SHOWN ABOVE OR IN THE DRAWINGS 1. SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED BY THE IBC RECOMMENDATIONS. 27. ALL TRIMMERS, POSTS, CRIPPLE POSTS OR OTHER CUT STUDS SHALL MAY BE USED FOR ANY SAWN LUMBER APPLICATION IN UNRATED AND LOCAL BUILDING OFFICIAL. THE TYPES OF WORK TO BE INSPECTED 2 ALL HOEDOWNS SHALL BE SECURELY TIED TO REINFORCING BEFORE BE SHIMMED AS NECESSARY TO BE IN FULL CONTACT WITH HEADERS, CONSTRUCTION. FINGER JOINTED MATERIAL IN FIRE -RATED ARE: . PLACING CONCRETE. BEAMS AND PLATES. CONSTRUCTION REQUIRES A HEAT RESISTANT ADHESIVE (HRA) STAMP. 1.1 EPDXY ANCHORS AND OTHER CONCRETE ANCHORS AS OUTLINED IN 3. BENDING STHD STRAPS MAY CAUSE SPALLING. 3. ANY SAWN LUMBER THAT FORMS THE STRUCTURAL SUPPORT OF A FRAMING -CONNECTORS EVALUATION REPORTS. 4. FOR STHD HOEDOWNS, IF SPALLING IS 1 INCH OR LESS, MEASURED BUILDING OR OTHER STRUCTURE AND IS EXPOSED TO WEATHER AND 1.2 GEOTECHNICAL INSPECTION OF SITE PREPARATION. FROM EMBEDMENT LINE TTHE BOTTOM OF THE SPALL NO NOT PROPERLY PROTECTED BY ROOF, EAVE OR SIMILAR COVERING 1.3CONCRETE OR MASONRY BASEMENT WALLS. STRUCTURAL REPAIR IS REQUIRED. NAILS: SHALL BE PRESERVATIVE TREATED OR BE MANUFACTURED FROM 1.4CONCRETE OR MASONRY RETAINING WALLS OVER 4'-0" IN HEIGHT. 1. WHERE DETAILS OR PLANS CALL FOR NAILS, USE THE FOLLOWING: NATURALLY DURABLE WOOD. 1.5FIELD WELDING. 5. FOR STHD HOEDOWNS, IF SPALLING IS BETWEEN 1 INCH AND 4 INCHES, �� 10d:.131 DIA. x 3 LONG CONTACT PECTEN GROUP FOR STRUCTURAL ASSESSMENT. 16d:.162" DIA. x 3 1/2" LONG - NO SUBSTITUTIONS OR ALTERNATE FRAMING - BOTTOM/SILL PLATE ANCHORS 6. FOR STHD HOEDOWNS, IF SPALLING IS 4 INCHES OR MORE CONTACT 8d:.131" DIA. x 2 1/2" LONG GENERAL -SUBSTITUTIONS 7. PECTEN GROUP FOR STRUCTURAL REPAIR. HOLDOWN STRAPS ARE TYPICALLY NAILED TO 2 FULL HEIGHT STUDS, 2 ................................................................ WITH WOOD MEMBER AND STARTED APPROXIMATELY 1/3 THE LENGTH RING..aAl�1D.WASHERS, AND CONNECTORS IN ...FAST�<�IERSr1l�lCJ.0NIJ.ti CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE IN 1. APPROVED SUBSTITUTIONS ARE PROVIDED IN DETAILS 611, 612, AND 815. HOWEVER HOLDOWN STRAPS MAY BE NAILED TO 1 KING STUD AND 1 OF THE NAIL FROM THE MEMBER END. ACCORDANCE WITH THE MATERIAL AND CORROSION PROTECTION 2. ALL PRODUCT SUBSTITUTIONS SHALL BE SUBMITTED TO FELTEN TRIMMER STUD AT WINDOW AND DOOR OPENINGS. PROVIDED 3. NAILS FOR FLOOR AND DECK SHEATHING SHALL BE 8d RING -SHANK (2 REQUIREMENTS IN THE IRC. GROUP FOR REVIEW PRIOR TO CONSTRUCTION. SUBCONTRACTOR TO TRIMMER STUD IS NAILED TO KING STUD WITH A MINIMUM OF (20) 10d 1/2 INCHES LONG x.131 -INCH DIAMETER). 2. MASA ANCHORS MAY BE USED N LIEU OF 1/2" DIA. ANCHOR BOLTS AT SUBMIT DOCUMENTATION TO DEMONSTRATE THAT THE PROPOSED NAILS. SAME SPACING SHOWN IN THE DRAWINGS. SUBSTITUTION IS EQUAL TO THE SPECIFIED PRODUCT. PRODUCT 8. HOLDOWN LOCATIONS SHOWN ARE TO CENTERLINE OF HOLDOWN AND SCREWS: 3. AT SPALLING, FULL PUBLISHED CAPACITY IS ACHIEVED SO LONG AS A SUBSTITUTIONS MAY BE USED PROVIDED THEY ARE APPROVED BY ARE BASED ON WINDOW AND SLIDING GLASS DOOR ROUGH OPENINGS 4. SCREWS FOR FLOOR AND DECK SHEATHING SHALL BE EITHER MAXIMUM HEIGHT OF 1 1/4" AND A MAXIMUM DEPTH OF 7/8" IS NOT FELTEN GROUP IN WRITING. 1/2 INCH OVER CALLOUT, AND SWINGING DOOR ROUGH OPENINGS 2 1/2 GRABBER BY JOHN WAGNER ASSOCIATES, INC., ER -5280 OR QUICK EXCEEDED. ANY EXPOSED PORTION OF THE MUDSILL ANCHOR MUST BE INCHES OVER CALLOUT. IF DIFFERENT ROUGH OPENINGS ARE DRIVE BY QUICK DRIVE, INC., ESR -1472 PROTECTED AGAINST POSSIBLE CORROSION. SOIL AND SITE PREPARATION REQUIRED, CONTRACTOR SHALL BE SOLELY RESPONSIBLE TO ADJUST HOLDOWN LOCATIONS. 5. SCREWS FOR FLOOR AND DECK SHEATHING SHALL BE NO.8 x 2 INCHES LONG 4. IF SPALLING IS MORE THAN LISTED ABOVE CONTACT FELTEN GROUP FOR STRUCTURAL ASSESSMENT. 1. ALL EXCAVATION, FILL (INCLUDING BASEMENT SLAB, BASEMENT WALL AND RETAINING WALL BACKFILL), COMPACTION, AND SOIL RELATED 9. WHEN SWINGING DOOR OPTIONS ARE PROVIDED FOR SLIDING GLASS 6. SCREWS FOR GYPSUM WALL BOARD SHALL BE NO. 6 x 1 1/4 INCHES 5. WHEN USED AT WOOD PANEL BRACED OR SHEAR WALLS, USE 4 -HOLE OPERATIONS SHALL BE PERFORMED ACCORDING TO SOILS DOORS, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE TO LONG, TYPE W OR S AND SHALL MEET THE REQUIREMENTS OF ASTM MASA PLACED BEHIND WOOD PANEL AND NAILED TO BOTTOM/SILL CONSULTANT'S RECOMMENDATIONS. SEE SOILS REPORT AND ADJUST HOLDOWN LOCATIONS. C954 AND C1002 PLATE OR ADD 2x4 EDGEWISE BLOCKING BETWEEN STUDS FOR MASA ADDENDUMS BY THE GEOTECHNICAL ENGINEER FOR 10. MINIMUM END DISTANCE FOR ANY STHD HOLDOWN SHALL BE 1 1/2 NAILING OVER WOOD PANEL. FRAMING -GLU-LAM BEAMS RECOMMENDATIONS ON THE CONSTRUCTION OF THE FOUNDATION INCHES. 1. FABRICATION AND HANDLING OF ALL GLU-LAM BEAMS SHALL BE PER SYSTEM. 11. NOTIFY FELTEN GROUP FOR MISPLACED OR MISSED HOLDOWNS. SCREW ANCHORS: 2. SOME SOIL REPORTS REFERENCE FOUNDATION DEPTH FROM APA-EWS/ANSI A 190.1, AMERICAN NATIONAL STANDARD FOR 6. SCREW ANCHORS MAY BE USED IN LIEU OF ANCHOR BOLTS FOR STEEL REINFORCEMENT "LOWEST ADJACENT GRADE WITHIN 5 FEET OF THE FOUNDATION" STRUCTURAL GLUED LAMINATED TIMBER. MISSING, MIS -LOCATED OR DAMAGED ANCHOR BOLTS OR MASA WHILE OTHER SOIL REPORTS USE "ADJACENT GRADE". SEE SITE 2. BEAMS TO BEAR APA-EWS CERTIFICATE AND GRADE STAMP. ANCHORS. SCREW ANCHORS MAY NOT BE USED TO REPLACE MASA SPECIFIC SOILS REPORT FOR PROPER DATUM FOR THIS PROJECT. 1. REINFORCEMENT SHALL BE SUPPLIED AND INSTALLED PER THE LATEST 3. GLU-LAM BEAMS, OF WIDTHS 3 1/8", 3 1/2", 5 1/8", 5 1/2", 6 3/4". 8 3/4" AND ANCHORS USED AS HOLDOWNS. 3. AI GRADING AND DRAINAGE SHALL BE CONSTRUCTED TO THE STRICTER ACI STANDARDS. 10 3/4" U.N.O. SHALL HAVE THE FOLLOWING PROPERTIES OR BETTER: 7. ALL SCREW ANCHORS TO BE TITEN HD. SEE ESR -2713 FOR CONCRETE REQUIREMENTS THE SITE SPECIFIC SOILS REPORT OR THOSE 2. USE ASTM A615 GRADE 60 FOR ALL REINFORCEMENT. SIMPLE SPAN AND CONTINUOUS SPANS AND CANTILEVERS AND ESR -1056 FOR MASONRY. DIAMETER TO BE 1/2 -INCH. LISTED BELOW: 3. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR APA-EWS 24F -V4 E= 1,800,000 PSI 8. MINIMUM EMBEDMENT TO BE 3 1/4 INCHES U.N.O. IN DRAWINGS. 3.1. THE GRADE AWAY FROM FOUNDATION WALLS SHALL FALL A REINFORCEMENT: DF/DF UNBALANCED LAYUP Fc PERP. 650 PSI ( ) 9. MINIMUM EDGE DISTANCE TO BE 1 3/4 INCHES U.N.O. IN DRAWINGS MINIMUM OF 6 INCHES WITHIN THE FIRST 10 FEET. WHERE LOT CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ...... 3" Fb = 2400 PSI Fv = 265 PSI (19OPS1)* 10. MINIMUM CONCRETE DEPTH IS 1 1/2 TIMES THE EMBEDMENT DEPTH. LINES, WALLS, SLOPES OR OTHER PHYSICAL BARRIERS PROHIBIT 6 EXPOSED TO EARTH OR WEATHER ............................................. 1 1/2" Fb' = 1850 PSI *Fv AT SLOPED END CUT. 11. SPECIAL INSPECTION IS REQUIRED FOR ALL TITEN HD ANCHORS INCHES OF FALL WITHIN 10 FEET, DRAINS OR SWALES SHALL BE NOT EXPOSED TO WEATHER OR IN CONTACT WITH 4. ALL BEAMS SHALL BE FABRICATED USING WATERPROOF GLUE. INSTALLED IN CONCRETE. PROVIDED TO ENSURE DRAINAGE AWAY FROM THE STRUCTURE. GROUND............................................................................................ 3/4" 5. APPEARANCE TO BE INDUSTRIAL GRADE U.N.O. 12. SPECIAL INSPECTION SHALL BE PROVIDED WHEN REQUIRED IN 3.2. IT IS RECOMMENDED THAT ROOF RUNOFF BE COLLECTED AND 4. U.N.O., LAP SPLICES SHALL BE 48 BAR DIAMETERS MINIMUM. STAGGER 6. BEAMS SHALL HAVE STANDARD CAMBER (BASED ON 5000 FT. RADIUS) ESR -1056 FOR ALL TITEN HD ANCHORS INSTALLED IN MASONRY. DISCHARGED AWAY FROM THE STRUCTURE. ALTERNATE SPLICES A MINIMUM OF 1 LAP LENGTH. PROVIDE BENT U.N.O. 13. USE SCREW ANCHORS IN DRY AND NON -CORROSIVE ENVIRONMENTS. 3.3. IN AREAS WHERE EXPANSIVE OR COLLAPSIBLE SOILS ARE KNOWN CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT 7. BEAMS HAVE A TOP AND BOTTOM AND NEED TO BE INSTALLED RIGHT TO EXIST, ALL DWELLINGS SHALL HAVE A CONTROLLED METHOD CORNERS AND INTERSECTIONS OF FOOTINGS AND WALLS. SIDE UP WEDGE ANCHORS: OF WATER DISPOSAL FROM ROOFS THAT WILL COLLECT AND 5. SECURELY TIE ALL BARS AND ANCHOR BOLTS IN LOCATION BEFORE 8. ALL EXPOSED BEAMS TO BE ROUGH SAWN (R.S.) 14. WEDGE ANCHORS MAY BE USED IN LIEU OF ANCHOR BOLTS FOR DISCHARGE ALL ROOF DRAINAGE TO THE GROUND SURFACE AT PLACING CONCRETE. 9. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE MISSING, MIS -LOCATED OR DAMAGED ANCHOR BOLTS, MAS OR MASA. LEAST 5 FEET FROM FOUNDATION WALLS OR TO AN APPROVED 6. ALL ANCHORS AND ANCHOR BOLTS SHALL BE ASTM A-307 OR ASTM STRUCTURAL SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND WEDGE ANCHORS MAY NOT BE USED TO REPLACE MAS OR MASA USED DRAINAGE SYSTEM. A-36. ARE EXPOSED TO WEATHER AND NOT PROPERLY PROTECTED BY A AS HOLDOWNS. (2) POWERS WEDGE -BOLT+ MAY BE USED TO REPLACE 3.4. PROPER GRADING SHALL BE PROVIDED DURING CONSTRUCTION 7. MINIMUM EMBEDMENT OF ALL BOLTS IN MASONRY, GROUT OR ROOF, EAVE OR SIMILAR COVERING SHALL BE PRESSURE TREATED (1) ANCHOR BOLT. AS WELL AS THROUGHOUT THE LIFE OF THE STRUCTURE. CONCRETE TO BE 7 INCHES U.N.O. ON PLANS. WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY 15. ALL WEDGE ANCHORS TO BE SIMPSON STRONG -TIE STRONG BOLT, 3.5. LANDSCAPE WATERING SHOULD NOT LEAD TO MOISTURE 8. ALL BOLTS SHALL BE INSTALLED WITH PROPERLY SIZED NUTS AND DURABLE OR PRESERVATIVE -TREATED WOOD. ESR -1771, STRONG BOLT 2, ESR -3037, OR POWERS WEDGE -BOLT+, INFILTRATION OR MOISTURE CONTENT FLUCTUATION IN THE SOILS WASHERS. WASHERS AT BOTTOM/SILL PLATE ANCHOR BOLTS SHALL ESR -2526, DIAMETER TO BE 1/2". FRAMING - HARDWARE UNDER THE FOUNDATION. IT IS RECOMMENDED THAT VEGETATION BE A MINIMUM 2" DIAMETER. 16. MINIMUM EMBEDMENT TO BE 3 1/4" FOR SIMPSON PRODUCTS OR 4" 1. ALL METAL HARDWARE AND SDS SCREWS TO BE SIMPSON STRONG -TIE BE KEPT A MINIMUM OF 3 FEET FROM THE STRUCTURE AND THAT FOR POWERS WEDGE -BOLT+, U.N.O. IN DRAWINGS. THE VEGETATION BE DESERT TYPE. (SHALLOW WATERING, PRODUCTS OR APPROVED SUBSTITUTE, U.N.O. USP PRODUCTS MAY BE 17. MINIMUM EDGE DISTANCE TO BE 4" FOR SIMPSON PRODUCTS OR MOISTURE NOT TO PENETRATE INTO THE SOIL MORE THAN 8 USED AS ALTERNATES FOR SOME CONNECTORS PER CONNECTOR 1 3/4 FOR POWER WEDGE -BOLT+, U.N.O. IN DRAWINGS. INCHES). CONVERSION CHART. SEE DETAIL 612. 18. MINIMUM CONCRETE THICKNESS IS 6" U.N.O. IN DRAWINGS. ON SITE PLANS MUST BE ON SITE FOR INSPECTION ALL Projects are Subject to Field Inspections WOOD I -JOISTS 1. MANUFACTURER SHALL FURNISH I -JOIST PLACEMENT PLANS AND I -JOIST DESIGN INFORMATION SEALED AND SIGNED BY A REGISTERED ENGINEER LICENSED IN THE STATE OF COLORADO. PLACEMENT PLANS AND DESIGN INFORMATION SHALL BE REVIEWED BY THE ARCHITECT OR ENGINEER OF RECORD PRIOR TO SHIPPING. 2. I -JOISTS SHALL BE DESIGNED FOR MAXIMUM TOTAL LOADS SHOWN UNDER DESIGN LOADS, CONCENTRATED LOADS FROM AIR HANDLER UNITS AND ANY OTHER CONCENTRATED LOADS. 3. I -JOISTS SHALL BE HANDLED DURING MANUFACTURING, DELIVERY AND AT THE JOBSITE SO AS NOT TO BE SUBJECTED TO ANY DAMAGE. 4. I -JOISTS SHALL BE INSTALLED WITH PROPER BRACING DURING CONSTRUCTION TO PREVENT TOPPLING OR DOMINOING. INSTALL ALL BRACING BEFORE PLACING CONCENTRATED LOADS ATOP I -JOISTS. THE INSTALLATION OF TEMPORARY/ERECTION BRACING IS SOLELY THE RESPONSIBILITY OF THE FRAMING TRADE PARTNER. 5. NOTCHING OR CUTTING OF I -JOIST FLANGES IS PROHIBITED. 6. HOLES MAY BE CUT IN I -JOIST WEBS PER MANUFACTURER'S RECOMMENDATIONS. 7. FLOOR JOIST ALTERNATES MAY BE SELECTED PER DETAIL 815. WOOD TRUSSES 1. ALL TRUSSES SHALL BE SUPPLIED BY A CITY OR COUNTY APPROVED FABRICATOR (WHICHEVER HAS JURISDICTION). TRUSSES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH ANSI/TPI 1 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION AND APPLICABLE BUILDING CODE. 2. MANUFACTURER SHALL FURNISH TRUSS PLACEMENT PLANS AND TRUSS DESIGN DRAWINGS. THE TRUSS DESIGN DRAWINGS SHALL BE SEALED AND SIGNED BY A REGISTERED ENGINEER LICENSED IN THE STATE OF COLORADO. TRUSS DRAWINGS SHALL BE REVIEWED BY THE ARCHITECT OR ENGINEER OF RECORD PRIOR TO MANUFACTURE OR FRAMING INSPECTION. 3. TRUSSES SHALL BE DESIGNED FOR MAXIMUM TOTAL LOADS SHOWN UNDER DESIGN LOADS, CONCENTRATED LOADS FROM AIR HANDLER UNITS AND ANY OTHER CONCENTRATED LOADS. 4. TRUSSES SHALL BE DESIGNED FOR THE LARGER OF UNIFORM ROOF SNOW LOADS STIPULATED BY THE JURISDICTION HAVING AUTHORITY OR ROOF SNOW LOADS CALCULATED BY ASCE7 INCLUDING UNBALANCED SNOW LOAD, DRIFT AND/OR SLIDING SNOW. 5. LUMBER USED SHALL BE IDENTIFIED BY GRADE MARK OF A LUMBER INSPECTION BUREAU OR AGENCY APPROVED BY BOARD OR REVIEW OF AMERICAN LUMBER STANDARDS COMMITTEE, AND SHALL BE THE SIZE, SPECIES, AND GRADE IN ACCORDANCE WITH THE TRUSS DESIGN DRAWINGS. 6. CONNECTOR PLATES SHALL BE MANUFACTURED BY A TPI MEMBER PLATE SUPPLIER AND SHALL MEET OR EXCEED ASTM A653/A653M REQUIREMENTS FOR STRUCTURAL STEEL. 7. HANDLING, INSTALLING, RESTRAINING & BRACING SHALL BE IN ACCORDANCE WITH "GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES", BCSI LATEST EDITION BY WTCA AND TPI. 8. TRUSSES SHALL BE SET AND SECURED LEVEL AND PLUMB, AND IN CORRECT LOCATION. 9. TRUSSES SHALL BE SUFFICIENTLY BRACED DURING ERECTION TO PREVENT TOPPLING OR DOMINOING. INSTALL ALL BRACING BEFORE PLACING CONCENTRATED LOADS ATOP TRUSSES. THE INSTALLATION OF TEMPORARY/ERECTION BRACING IS SOLELY THE RESPONSIBILITY OF THE FRAMING TRADE PARTNER. 10. PERMANENT RESTRAINT/ BRACING OF CHORDS AND WEB MEMBERS SHALL BE INSTALLED IN ACCORDANCE WITH BCSI-133 U.N.O. 11. WHERE PERMANENT BRACING OF TRUSS WEB MEMBERS IS REQUIRED ON THE TRUSS DESIGN DRAWINGS, IT SHALL BE ACCOMPLISHED BY ONE OF THE FOLLOWING METHODS: 1. THE TRUSSES SHALL BE DESIGNED SO THAT THE BUCKLING OF ANY INDIVIDUAL TRUSS MEMBER IS RESISTED INTERNALLY BY MEMBER T -BRACING, L -BRACING, ETC. OF THE INDIVIDUAL TRUSS. THE BUCKLING REINFORCEMENT OF THE TRUSS INDIVIDUAL MEMBER SHALL BE INSTALLED AS SHOWN ON THE TRUSS DESIGN DRAWING OR ON SUPPLEMENTAL TRUSS MEMBER BUCKLING REINFORCEMENT DIAGRAMS PROVIDED BY THE TRUSS DESIGNER. 2. CONTINUOUS LATERAL RESTRAINT (CLR) CONSISTING OF MINIMUM 2x4 STRESS -GRADED DIMENSION LUMBER ATTACHED AT RIGHT ANGLES TO THE WEBS WITH A MINIMUM OF (2) 10d NAILS PER TRUSS. LAP BRACING A MINIMUM OF ONE TRUSS BAY. PROVIDE DIAGONAL BRACE AT ANGLE OF APPROXIMATELY 45° TO THE CLR, ATTACH AS CLOSE AS POSSIBLE TO THE TOP AND BOTTOM CHORD PLANE WITH (2) 10d NAILS. REPEAT DIAGONAL BRACE EVERY 20 FEET U.N.O. 12. GABLE END TRUSS PERMANENT BRACING SHALL BE PROVIDED AS SHOWN IN DETAIL 408. 13. NOTCHING OF TOP CHORD OF GABLE END TRUSS FOR LOOKOUTS SHALL BE ACCOUNTED FOR IN DESIGN BY TRUSS MANUFACTURER. 14. CUTTING AND ALTERING OF TRUSSES IS NOT PERMITTED. TRUSS REPAIRS SHALL BE SEALED AND SIGNED BY A REGISTERED ENGINEER LICENSED IN THE STATE OF COLORADO. 15. ATTICS ARE DESIGNED WITHOUT STORAGE, THEREFORE THERE SHALL NOT BE TWO OR MORE ADJACENT TRUSSES WITH THE SAME WEB CONFIGURATION CAPABLE OF CONTAINING A RECTANGLE 42 INCHES HIGH BY 2 FEET WIDE LOCATED WITHIN THE PLANE OF THE TRUSS. THE RECTANGLE SHALL BE MEASURED FROM THE TOP OF THE BOTTOM CHORD AND THE BOTTOM OF ANY OTHER TRUSS MEMBER. THIS REQUIREMENT DOES NOT APPLY IF THE REQUIRED INSULATION DEPTH IS MORE THAN THE BOTTOM CHORD MEASURE DEPTH. 16. WHEN PIGGYBACK ROOF TRUSS SYSTEM IS USED, FULLY SHEATH LOWER TRUSSES OR PROVIDE CONTINUOUS LATERAL RESTRAINT (CLR) AT SPACING SPECIFIED ON THE TRUSS DESIGN DRAWING AND DIAGONAL BRACING EVERY 10 FEET U.N.O. IN THE DRAWINGS. ALL BRACING TO BE INSTALLED PER LATEST EDITION OF BCSI-133. DIAGONAL BRACING TO HAVE (2) 1 O AT EACH INTERMEDIATE TRUSS AND (3) 1 Od AT EACH END. 17. TRUSSES ARE NOT REQUIRED TO BE DESIGNED FOR DRAG LOADS SHOWN ON FRAMING PLAN IF FULLY SHEATHED. 18. FELTEN GROUP DESIGNS INCLUDE MWFRS LOADS AND ARE BASED ON RATIONAL ANALYSIS. FELTEN GROUP'S CALCULATED TRUSS REACTIONS AND/OR CONNECTIONS SHALL SUPERSEDE ALL REACTIONS AND/OR CONNECTIONS LISTED IN THE TRUSS SHOP DRAWINGS. DESIGN LOADS 2012 INTERNATIONAL BUILDING AND RESIDENTIAL CODES (IBC/IRC) ROOF DEAD LOAD = 15 psf. SHINGLE ROOF LIVE LOAD = 16 psf. 4:12 SLOPE AND GREATER 20 psf. LESS THAN 4:12 SLOPE ROOF SNOW LOAD = 30 psf. BALANCED ATTIC LIVE LOAD = 10 psf. WITHOUT STORAGE NON -CONCURRENT FLOOR DEAD LOAD = 18 psf. FLOOR LIVE LOAD = 40 psf. DECK LIVE LC 1*6 44 EXT. WALL DEP W,/ City of INT. WALL DEAI �rpcomV�hcat �d MUNI IY UEVElC [ MENT WIND SPEED = APPROVED EXPOSURE AT EXPOSURE AT Reviewed for Code Comaliance RISK CATEGOF SEISMIC DESK Randy Slusser 2/18/2021 LATERAL EART Plans Examiner" ~ Date Valifty of oemnd: Me issuaom of o pam it or gpprovW of pkns spec4koffta and compatohons shag not be a permit for, or an approvol of, ony viclobon 0 any of rhe provisions of the burdddag code or of oW City ordinances. Plermdta prasuMA9 to gdve outhordty to womw or cancel the provisions of the OWMUv coda or other ordtnoom of the City shall not be vg" W L V_ O V_ ti V_ O �zOZwOpZW0 mZ�om. z a�Nc,�Qoozz Qzzzo� p wao�iiV�Z¢� U OW ��Wo�mQ�mZ o z z >�Z>�� gH WZOm�- JD >_0 J JUpLLt�n J JmaZO W Lj o�ZLL¢�FFM QQpLL00� LL Z��WZma'��M . fn 0, N U�yWO Z LLHZ Z)w�=MwQOW¢§Wa O-OaZC 2 ui�U����� ~mU'Oin0 C7 zww;z_- ZQ�C�7 �Z�C�7WV >- z 0-w �z p�z� Q_ Hw,�,,=,<=) �W ZatFoc O ww�owwo¢=a„ OWO„== U ��o0ac�c� 6LLUL Uitc)�FH O I a (D U :2E cn o 2_7 C) Lu [I: CE =) Q o w CE cl) - z U F_ F_ rmg = I Lu w LL_ M w § z_ 3:Zz� Lu w L0 cf) 111110IIIIIIIIIIIIIIIIIIII L co L0 11 D 00 JF__ CDLu 1p U �" ti Lu..- LLI = 0 z U LL< a_ M Q I 11 L.I- .. %I lu (U It z vq &I e 4 .0 M: ;; t�6 0 - i% "" 43 0�;z I rk" -Z - I cn Lu O z I V Lu w J H H _/0,1/ �M 42501 tiN PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 E I SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER GSN FRAMING - WOOD SHEATHING 1. EACH PANEL SHALL BE IDENTIFIED WITH THE APPROPRIATE TRADEMARK OF A.P.A. OR APPROVED SUBSTITUTE, AND SHALL MEET THE REQUIREMENTS OF THE LATEST EDITION OF VOLUNTARY PRODUCT STANDARD PS -1, VOLUNTARY PRODUCT STANDARD PS -2 OR A.P.A. PRP -108 PERFORMANCE STANDARDS. 2. ALL SHEATHING TO BE APA RATED, TO SPECIFICATIONS AS FOLLOWS: ROOF: 15/32" MIN., 32/16, EXPOSURE 1, ROOF SHEATHING SHALL BE ALLOWED TO SPAN 28" AS AN ALTERNATE TONGUE & GROOVE 1x6 MAY BE USED AT OVERHANGS. WALL: 7/16" MIN., 24/0, EXPOSURE 1. IF PLYWOOD IS USED, THREE-PLY PLYWOOD PANELS SHALL BE APPLIED WITH LONG DIMENSION ACROSS STUDS. FLOOR: 23/32 MIN. STURD-I-FLOOR 24 O.C. SPAN RATING EXPOSURE 1, TONGUE AND GROOVE. DECK SHEATHING SHALL BE PLYWOOD OR OSB. SEE DETAIL 812 FOR FLOOR SHEATHING OVERSPAN. 3. INSTALL PANELS WITH LONG DIMENSION OR STRENGTH AXIS OF THE PANEL ACROSS SUPPORTS, EXCEPT WALL PANELS MAY HAVE LONG DIMENSION PARALLEL TO SUPPORTS. 4. INSTALL PANELS CONTINUOUS OVER TWO OR MORE SPANS. 5. PLACE ROOF SHEATHING WITH SIDE WITH SKID -RESISTANT COATING UP. KEEP ROOF DECK FREE OF DIRT, DEBRIS AND SAWDUST DURING CONSTRUCTION. 6. PANEL END JOINTS SHALL OCCUR OVER FRAMING PANEL END JOINTS SHALL AND BE STAGGERED, NOT REQUIRED AT WALL SHEATHING. MINIMUM SPACING OF 1/8" IS RECOMMENDED AT ALL PANEL ENDS AND EDGES. PANEL SPACING SHALL NOT EXCEED 1/4 INCH. 7. ROOF SHEATHING IS UNBLOCKED U.N.O. 8. NAIL ROOF SHEATHING 6" O.C. ALONG SUPPORTED PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. USE 8d COMMON NAILS. 9. FOR REGIONS HAVING BASIC WIND SPEED OF 140 MPH OR GREATER, USE 8d DEFORMED (2 1/2" x 0.120) NAILS FOR ATTACHING PLYWOOD AND WOOD STRUCTURAL PANEL ROOF SHEATHING TO FRAMING WITHIN MINIMUM 48" DISTANCE FROM GABLE END WALLS. 10. WHEN THE BASIC WIND SPEED IS GREATER THAN 130 MPH BUT LESS THAN 140 MPH NAILS FOR ATTACHING PANEL ROOF SHEATHING TO INTERMEDIATE SUPPORTS SHALL BE SPACED AT 6" O.C. FOR MINIMUM 48" DISTANCE FROM RIDGES, EAVES AND GABLE END WALLS; AND 4" O.C. TO GABLE END WALL FRAMING. 11. WALL SHEATHING IS TO BE BLOCKED WHEN USED AS BRACED WALL OR SHEAR WALL. 12. NAIL WALL SHEATHING 6" O.C. ALONG SUPPORTED PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS U.N.O. IN THE BRACED/SHEAR WALL SCHEDULE. USE 2 1/2 INCHES LONG x.131 INCHES DIAMETER NAILS U.N.O. IN THE BRACED/SHEAR WALL SCHEDULE. 13. PROVIDE H -CLIPS FOR ROOF SHEATHING BETWEEN SUPPORTS (RAFTERS/TRUSSES) FOR ALL ROOFS LESS THAN 3:12 SLOPE. 14. FLOOR SHEATHING IS UNBLOCKED U.N.O. 15. FLOOR AND DECK SHEATHING SHALL BE NAILED OR SCREWED. FASTEN 6" O.C. ALONG SUPPORTED PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. 16. ADHESIVES MAY BE USED FOR FLOOR AND DECK SHEATHING. ADHESIVES SHALL MEET A.P.A. SPECIFICATION AFG-01 OR ASTM D3498, APPLIED IN ACCORDANCE WITH THE MANUFACTURES RECOMMENDATIONS. SHEATHING ADHESIVE SHALL BE APPLIED TO FRAMING MEMBERS PRIOR TO PLACEMENT OF SHEATHING. SHEATHING TO BE FULLY FASTENED PRIOR TO SETTING TIME OF ADHESIVE. 17. ROOF SHEATHING SHALL BE INSTALLED WITH A 24" MINIMUM PANEL WIDTH WHEREVER POSSIBLE. FOR PANEL WIDTHS GREATER THAN 16" BUT LESS THAN 24", USE PANEL EDGE CLIPS OR LUMBER BLOCKING AT UNSUPPORTED EDGES. THE EDGE SUPPORT IS TO BE PLACED AT THE JOINT BETWEEN THE NARROW -WIDTH PANEL AND AN ADJACENT FULL -WIDTH PANEL. UNLESS OTHERWISE REQUIRED BY THE BUILDING CODE, THE SUPPORT MAY BE OMITTED AT THE EDGE ADJACENT TO A RIDGE OR VALLEY WHEN THE OPPOSITE EDGE OF THE NARROW -WIDTH PANEL IS THUS SUPPORTED. WHEN USED, TWO PANEL EDGE CLIPS, EQUALLY SPACED, SHOULD BE PLACED BETWEEN EACH PAIR OF SUPPORTS. AS AN ALTERNATIVE, TWO-BY-FOUR BLOCKING MAY BE USED FLATWISE OR EDGEWISE AND SHOULD BE ADEQUATELY ATTACHED TO ROOF FRAMING. FOR PANEL WIDTHS GREATER THAN 12" BUT LESS THAN OR EQUAL TO 16", ONLY LUMBER BLOCKING AS DESCRIBED ABOVE IS RECOMMENDED. FOR PANEL WIDTHS OF 12" OR LESS, LUMBER BLOCKING APPLIED TO BOTH NARROW -WIDTH PANEL EDGES IS RECOMMENDED REGARDLESS OF ADJACENT RIDGE OR VALLEY. 18. ROOF SHEATHING ON TRUSSES TO CONTINUE TO ENDS OF TRUSSES TYPICAL. THIS APPLIES TO ALL OVERFRAMING AREAS. SHEATHING MAY BE OMITTED FOR VENTILATION PURPOSES ONLY AS SHOWN IN THE DETAIL 451. 19. BASED ON THE FLOOR SHEATHING SPECIFIED ABOVE, THE MAXIMUM DEFLECTION LIMIT OF FLOOR FRAMING MEMBERS SHALL BE L/360 IN AREAS TO RECEIVE CERAMIC FLOOR TILE AND L/720 IN AREAS TO RECEIVE NATURAL STONE TILE. 20. REFER TO APA FORM NO. Q370 FOR RECOMMENDATIONS WHEN STUCCO EXTERIOR IS USED. GUARDRAILS AND HANDRAILS 1. GUARDRAILS AND HANDRAILS SHALL BE DESIGNED FOR A SINGLE 200 POUND CONCENTRATED LOAD APPLIED IN ANY DIRECTION AT ANY POINT ALONG THE TOP. 2. THE DESIGN OF GUARDRAIL WALLS CONSTRUCTED OF WOOD STUD FRAMING, PER DETAILS 372 AND 373, SHALL BE THE RESPONSIBILITY OF FELTEN GROUP. 3. THE DESIGN OF GUARDRAILS AND HANDRAILS CONSTRUCTED OF FINISH WOOD, STEEL OR OTHER MATERIALS INSTALLED AFTER ROUGH FRAMING SHALL BE THE RESPONSIBILITY OF THE PRODUCT SUPPLIER. GYPSUM BOARD 1. IN ORDER TO REDUCE THE RISK OF GYPSUM BOARD CEILING CRACKS, FG SUGGESTS THAT RC -1 BE INSTALLED ON ALL CEILINGS WITH A DIMENSION GREATER THAN 20 FEET. AS AN ALTERNATE IN GARAGE CEILINGS, A CONTROL JOINT(S) MAY BE USED. 2. IN ORDER TO REDUCE THE RISK OF GYPSUM BOARD WALL CRACKS, FG SUGGESTS THAT VERTICAL CONTROL JOINTS BE PLACED IN WALLS WITH AN UNINTERRUPTED DIMENSION LONGER THAN 30 FEET. THIS WILL TYPICALLY OCCUR IN RV GARAGES. STEEL - STRUCTURAL STEEL 1. WIDE FLANGE BEAMS: ASTM A992, Fy = 50 KSI STRUCTURAL TUBES: ASTM A500, Fy = 50 KSI PIPE COLUMNS: ASTM A53, GRADE B, Fy = 46 KSI OTHER: ASTM A36, Fy = 36 KSI CONNECTIONS: ASTM A325 2. LATEST AISC AND AWS CODE APPLY. ALL CONSTRUCTION PER LATEST AISC HANDBOOK. STEEL - WELDING 1. ALL WELDING TO BE IN CONFORMANCE WITH LATEST EDITION OF AWS D1.1 2. USE E70XX LOW HYDROGEN RODS STRUCTURAL COMPOSITE LUMBER SCL 1. LSL BEAM NOTED AS 3 1/2" WIDE SHALL BE TRUS JOIST 1.3.E TIMBERSTRAND WINDOW OR DOOR HEADER. 2. LSL BEAM NOTED AS SINGLE OR MULTIPLE PLY 1 3/4" WIDE SHALL BE TRUS JOIST 1.55E TIMBERSTRAND LSL. 3. LVL (LAMINATED VENEER LUMBER) BEAMS SHALL BE MINIMUM 2600 Fb - 2.OE. 4. PSL (PARALLEL STRAND LUMBER) BEAMS SHALL BE MINIMUM 2900 Fb - 2.OE. 5. SEE DETAIL 815 FOR ALLOWABLE ALTERNATES. 6. 2 AND 3 PLY BEAMS SHALL BE CONNECTED W/ (3) ROWS OF 10d NAILS AT 12" O.C. U.N.O. DRIVE NAILS FROM BOTH SIDES FOR (3) PLY BEAMS. 7. 4 PLY BEAMS SHALL BE CONNECTED W/ (2) ROWS OF SDS 1/4" x 6" SCREWS AT 16" O.C. OR (2) ROWS OF 1/2" DIAMETER THROUGH BOLTS AT 24" O.C. U.N.O. ON SITE PLANS MUST BE ON SITE FOR INSPECTION ALL Projects are Subject to Field Inspections WOOD I -JOISTS 1. MANUFACTURER SHALL FURNISH I -JOIST PLACEMENT PLANS AND I -JOIST DESIGN INFORMATION SEALED AND SIGNED BY A REGISTERED ENGINEER LICENSED IN THE STATE OF COLORADO. PLACEMENT PLANS AND DESIGN INFORMATION SHALL BE REVIEWED BY THE ARCHITECT OR ENGINEER OF RECORD PRIOR TO SHIPPING. 2. I -JOISTS SHALL BE DESIGNED FOR MAXIMUM TOTAL LOADS SHOWN UNDER DESIGN LOADS, CONCENTRATED LOADS FROM AIR HANDLER UNITS AND ANY OTHER CONCENTRATED LOADS. 3. I -JOISTS SHALL BE HANDLED DURING MANUFACTURING, DELIVERY AND AT THE JOBSITE SO AS NOT TO BE SUBJECTED TO ANY DAMAGE. 4. I -JOISTS SHALL BE INSTALLED WITH PROPER BRACING DURING CONSTRUCTION TO PREVENT TOPPLING OR DOMINOING. INSTALL ALL BRACING BEFORE PLACING CONCENTRATED LOADS ATOP I -JOISTS. THE INSTALLATION OF TEMPORARY/ERECTION BRACING IS SOLELY THE RESPONSIBILITY OF THE FRAMING TRADE PARTNER. 5. NOTCHING OR CUTTING OF I -JOIST FLANGES IS PROHIBITED. 6. HOLES MAY BE CUT IN I -JOIST WEBS PER MANUFACTURER'S RECOMMENDATIONS. 7. FLOOR JOIST ALTERNATES MAY BE SELECTED PER DETAIL 815. WOOD TRUSSES 1. ALL TRUSSES SHALL BE SUPPLIED BY A CITY OR COUNTY APPROVED FABRICATOR (WHICHEVER HAS JURISDICTION). TRUSSES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH ANSI/TPI 1 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION AND APPLICABLE BUILDING CODE. 2. MANUFACTURER SHALL FURNISH TRUSS PLACEMENT PLANS AND TRUSS DESIGN DRAWINGS. THE TRUSS DESIGN DRAWINGS SHALL BE SEALED AND SIGNED BY A REGISTERED ENGINEER LICENSED IN THE STATE OF COLORADO. TRUSS DRAWINGS SHALL BE REVIEWED BY THE ARCHITECT OR ENGINEER OF RECORD PRIOR TO MANUFACTURE OR FRAMING INSPECTION. 3. TRUSSES SHALL BE DESIGNED FOR MAXIMUM TOTAL LOADS SHOWN UNDER DESIGN LOADS, CONCENTRATED LOADS FROM AIR HANDLER UNITS AND ANY OTHER CONCENTRATED LOADS. 4. TRUSSES SHALL BE DESIGNED FOR THE LARGER OF UNIFORM ROOF SNOW LOADS STIPULATED BY THE JURISDICTION HAVING AUTHORITY OR ROOF SNOW LOADS CALCULATED BY ASCE7 INCLUDING UNBALANCED SNOW LOAD, DRIFT AND/OR SLIDING SNOW. 5. LUMBER USED SHALL BE IDENTIFIED BY GRADE MARK OF A LUMBER INSPECTION BUREAU OR AGENCY APPROVED BY BOARD OR REVIEW OF AMERICAN LUMBER STANDARDS COMMITTEE, AND SHALL BE THE SIZE, SPECIES, AND GRADE IN ACCORDANCE WITH THE TRUSS DESIGN DRAWINGS. 6. CONNECTOR PLATES SHALL BE MANUFACTURED BY A TPI MEMBER PLATE SUPPLIER AND SHALL MEET OR EXCEED ASTM A653/A653M REQUIREMENTS FOR STRUCTURAL STEEL. 7. HANDLING, INSTALLING, RESTRAINING & BRACING SHALL BE IN ACCORDANCE WITH "GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES", BCSI LATEST EDITION BY WTCA AND TPI. 8. TRUSSES SHALL BE SET AND SECURED LEVEL AND PLUMB, AND IN CORRECT LOCATION. 9. TRUSSES SHALL BE SUFFICIENTLY BRACED DURING ERECTION TO PREVENT TOPPLING OR DOMINOING. INSTALL ALL BRACING BEFORE PLACING CONCENTRATED LOADS ATOP TRUSSES. THE INSTALLATION OF TEMPORARY/ERECTION BRACING IS SOLELY THE RESPONSIBILITY OF THE FRAMING TRADE PARTNER. 10. PERMANENT RESTRAINT/ BRACING OF CHORDS AND WEB MEMBERS SHALL BE INSTALLED IN ACCORDANCE WITH BCSI-133 U.N.O. 11. WHERE PERMANENT BRACING OF TRUSS WEB MEMBERS IS REQUIRED ON THE TRUSS DESIGN DRAWINGS, IT SHALL BE ACCOMPLISHED BY ONE OF THE FOLLOWING METHODS: 1. THE TRUSSES SHALL BE DESIGNED SO THAT THE BUCKLING OF ANY INDIVIDUAL TRUSS MEMBER IS RESISTED INTERNALLY BY MEMBER T -BRACING, L -BRACING, ETC. OF THE INDIVIDUAL TRUSS. THE BUCKLING REINFORCEMENT OF THE TRUSS INDIVIDUAL MEMBER SHALL BE INSTALLED AS SHOWN ON THE TRUSS DESIGN DRAWING OR ON SUPPLEMENTAL TRUSS MEMBER BUCKLING REINFORCEMENT DIAGRAMS PROVIDED BY THE TRUSS DESIGNER. 2. CONTINUOUS LATERAL RESTRAINT (CLR) CONSISTING OF MINIMUM 2x4 STRESS -GRADED DIMENSION LUMBER ATTACHED AT RIGHT ANGLES TO THE WEBS WITH A MINIMUM OF (2) 10d NAILS PER TRUSS. LAP BRACING A MINIMUM OF ONE TRUSS BAY. PROVIDE DIAGONAL BRACE AT ANGLE OF APPROXIMATELY 45° TO THE CLR, ATTACH AS CLOSE AS POSSIBLE TO THE TOP AND BOTTOM CHORD PLANE WITH (2) 10d NAILS. REPEAT DIAGONAL BRACE EVERY 20 FEET U.N.O. 12. GABLE END TRUSS PERMANENT BRACING SHALL BE PROVIDED AS SHOWN IN DETAIL 408. 13. NOTCHING OF TOP CHORD OF GABLE END TRUSS FOR LOOKOUTS SHALL BE ACCOUNTED FOR IN DESIGN BY TRUSS MANUFACTURER. 14. CUTTING AND ALTERING OF TRUSSES IS NOT PERMITTED. TRUSS REPAIRS SHALL BE SEALED AND SIGNED BY A REGISTERED ENGINEER LICENSED IN THE STATE OF COLORADO. 15. ATTICS ARE DESIGNED WITHOUT STORAGE, THEREFORE THERE SHALL NOT BE TWO OR MORE ADJACENT TRUSSES WITH THE SAME WEB CONFIGURATION CAPABLE OF CONTAINING A RECTANGLE 42 INCHES HIGH BY 2 FEET WIDE LOCATED WITHIN THE PLANE OF THE TRUSS. THE RECTANGLE SHALL BE MEASURED FROM THE TOP OF THE BOTTOM CHORD AND THE BOTTOM OF ANY OTHER TRUSS MEMBER. THIS REQUIREMENT DOES NOT APPLY IF THE REQUIRED INSULATION DEPTH IS MORE THAN THE BOTTOM CHORD MEASURE DEPTH. 16. WHEN PIGGYBACK ROOF TRUSS SYSTEM IS USED, FULLY SHEATH LOWER TRUSSES OR PROVIDE CONTINUOUS LATERAL RESTRAINT (CLR) AT SPACING SPECIFIED ON THE TRUSS DESIGN DRAWING AND DIAGONAL BRACING EVERY 10 FEET U.N.O. IN THE DRAWINGS. ALL BRACING TO BE INSTALLED PER LATEST EDITION OF BCSI-133. DIAGONAL BRACING TO HAVE (2) 1 O AT EACH INTERMEDIATE TRUSS AND (3) 1 Od AT EACH END. 17. TRUSSES ARE NOT REQUIRED TO BE DESIGNED FOR DRAG LOADS SHOWN ON FRAMING PLAN IF FULLY SHEATHED. 18. FELTEN GROUP DESIGNS INCLUDE MWFRS LOADS AND ARE BASED ON RATIONAL ANALYSIS. FELTEN GROUP'S CALCULATED TRUSS REACTIONS AND/OR CONNECTIONS SHALL SUPERSEDE ALL REACTIONS AND/OR CONNECTIONS LISTED IN THE TRUSS SHOP DRAWINGS. DESIGN LOADS 2012 INTERNATIONAL BUILDING AND RESIDENTIAL CODES (IBC/IRC) ROOF DEAD LOAD = 15 psf. SHINGLE ROOF LIVE LOAD = 16 psf. 4:12 SLOPE AND GREATER 20 psf. LESS THAN 4:12 SLOPE ROOF SNOW LOAD = 30 psf. BALANCED ATTIC LIVE LOAD = 10 psf. WITHOUT STORAGE NON -CONCURRENT FLOOR DEAD LOAD = 18 psf. FLOOR LIVE LOAD = 40 psf. DECK LIVE LC 1*6 44 EXT. WALL DEP W,/ City of INT. WALL DEAI �rpcomV�hcat �d MUNI IY UEVElC [ MENT WIND SPEED = APPROVED EXPOSURE AT EXPOSURE AT Reviewed for Code Comaliance RISK CATEGOF SEISMIC DESK Randy Slusser 2/18/2021 LATERAL EART Plans Examiner" ~ Date Valifty of oemnd: Me issuaom of o pam it or gpprovW of pkns spec4koffta and compatohons shag not be a permit for, or an approvol of, ony viclobon 0 any of rhe provisions of the burdddag code or of oW City ordinances. Plermdta prasuMA9 to gdve outhordty to womw or cancel the provisions of the OWMUv coda or other ordtnoom of the City shall not be vg" W L V_ O V_ ti V_ O �zOZwOpZW0 mZ�om. z a�Nc,�Qoozz Qzzzo� p wao�iiV�Z¢� U OW ��Wo�mQ�mZ o z z >�Z>�� gH WZOm�- JD >_0 J JUpLLt�n J JmaZO W Lj o�ZLL¢�FFM QQpLL00� LL Z��WZma'��M . fn 0, N U�yWO Z LLHZ Z)w�=MwQOW¢§Wa O-OaZC 2 ui�U����� ~mU'Oin0 C7 zww;z_- ZQ�C�7 �Z�C�7WV >- z 0-w �z p�z� Q_ Hw,�,,=,<=) �W ZatFoc O ww�owwo¢=a„ OWO„== U ��o0ac�c� 6LLUL Uitc)�FH O I a (D U :2E cn o 2_7 C) Lu [I: CE =) Q o w CE cl) - z U F_ F_ rmg = I Lu w LL_ M w § z_ 3:Zz� Lu w L0 cf) 111110IIIIIIIIIIIIIIIIIIII L co L0 11 D 00 JF__ CDLu 1p U �" ti Lu..- LLI = 0 z U LL< a_ M Q I 11 L.I- .. %I lu (U It z vq &I e 4 .0 M: ;; t�6 0 - i% "" 43 0�;z I rk" -Z - I cn Lu O z I V Lu w J H H _/0,1/ �M 42501 tiN PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 E I SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER GSN E m N LC) N O N ti N c m O vq 3 ai m E SOIL 1. ALL EXCAVATION, FILL (INCLUDING BASEMENT WALL AND RETAINING WALL BACKFILL), COMPACTION, AND SOIL RELATED OPERATIONS SHALL BE PERFORMED ACCORDING TO SOILS CONSULTANT'S RECOMMENDATIONS. SEE SOILS REPORT AND ADDENDUMS BY THE GEOTECHNICAL ENGINEER FOR RECOMMENDATIONS ON THE CONSTRUCTION OF THE FOUNDATION SYSTEM. 2. SOME SOIL REPORTS REFERENCE FOUNDATION DEPTH FROM "LOWEST ADJACENT GRADE WITHIN 5 FEET OF THE FOUNDATION" WHILE OTHER SOIL REPORTS USE "ADJACENT GRADE". SEE SITE SPECIFIC SOILS REPORT FOR PROPER DATUM FOR THIS PROJECT. SOILS REPORT INFORMATION GEOTECHNICAL REPORT BY: CTL THOMPSON GEOTECHNICAL REPORT #: DN49,189-120-R1 GEOTECHNICAL REPORT DATE: 06/11/20 ALLOWABLE BEARING PRESSURE 2000 sf. ALL EXCAVATION, FILL, COMPACTION AND SOIL RELATED OPERATIONS SHALL BE PERFORMED ACCORDING TO GEOTECHNICAL REPORT RECOMMENDATIONS. FOUNDATION INFORMATION STRENGTH AT TIME OF STRESSING = 2000 psi STRENGTH AT 28 DAYS = 3000 psi MINIMUM SLAB THICKNESS = 4" MIN. PLATE COMPACTED A.B.C. THICKNESS = 2" FOR STRUCTURAL REQUIREMENTS THE BASE COURSE SHALL BE COMPACTED TO ACHIEVE THE COEFFICIENT OF FRICTION USED IN THE DESIGN. SEE GEOTECHNICAL REPORT FOR ADDITIONAL REQUIREMENTS. NOMINAL SLAB THICKNESS AT NON -POST TENSIONED PORCHES & PATIOS = 4" (ON SUBGRADE PER GEOTECHNICAL REPORT) BOTTOM OF EDGE TURNDOWNS TO BEAR A MINIMUM OF 0" BELOW ENGINEERED CERTIFIED COMPACTED PAD AND 6" BELOW FINISHED GRADE. INTERIOR FOOTING DEPTH MEASURED FROM TOP OF SLAB. P.T. SLAB DESIGN INFORMATION THE SLAB FOR THIS STRUCTURE HAS BEEN DESIGNED AS A BRAB TYPE III SLAB IN ACCORDANCE WITH THE "DESIGN AND CONSTRUCTION OF POST -TENSIONED SLABS -ON -GROUND", BY THE POST -TENSIONING INSTITUTE. AS A PREFERABLE ALTERNATIVE TO DESIGNING FOR THE LARGE C..VALUES FOR PREFABRICATED ROOF TRUSSES, JOINERY DETAILS (SUCH AS PREFORMED METAL CLIPS) SHALL BE PROVIDED BETWEEN THE TRUSSES AND THE INTERSECTING NON-BEARING PARTITIONS WHICH PERMIT RELATIVE VERTICAL MOVEMENT WITHOUT INDUCING STRESS INTO THE PARTITIONS, WHILE PROVIDING THE REQUIRED LATERAL BRACING. IN ADDITION, SPECIAL GYPSUM DETAILS (FLOATING ANGLES, RESILIENT CHANNEL, FLEXIBLE JOINT COMPOUND, ETC) SHALL BE CONSIDERED TO MINIMIZE THE RISK OF COSMETIC CRACKS. THEREFORE, C.. USED FOR DESIGN OF SUBJECT SLAB IS BASED ON EXTERIOR WALL MATERIAL. EXPANSIVE SOIL CONDITIONS EDGE MOISTURE VARIATION DISTANCE, CENTER LIFT (Em) : 4.0 FT. EDGE LIFT (Em) : 7.0 FT. MAXIMUM DIFFERENTIAL SOIL MOVEMENT: CENTER LIFT (Ym) : 0.75 IN. EDGE LIFT (Ym) : 1.0 IN. SLAB TO SUBGRADE FRICTION COEFFICIENT= 1.0 SUBGRADE FRICTION 2.0 SOIL MODULUS 90 pci SULFATES SULFATE EXPOSURE = SEE SOILS REPORT CONCRETE THAT IS IN DIRECT CONTACT WITH NATIVE SOILS CONTAINING WATER-SOLUBLE SULFATES SHALL CONFORM TO THE FOLLOWING: NEGLIGIBLE: SO4 < 0.10% NO SPECIAL REQUIREMENTS. MODERATE: 0.10% < SO4 < 0.20% CONCRETE SHALL BE MADE WITH ASTM C 150 TYPE II CEMENT, OR AN ASTM C 595 OR C 1157 HYDRAULIC CEMENT MEETING MODERATE SULFATE -RESISTANT HYDRAULIC CEMENT (MS) DESIGNATION. SEVERE: 0.20% < SO4 < 2.00% CONCRETE SHALL BE MADE WITH ASTM C 150 TYPE V CEMENT, OR AN ASTM C 595 OR C 1157 HYDRAULIC CEMENT MEETING HIGH SULFATE -RESISTANT HYDRAULIC CEMENT (HS) DESIGNATION. VERY SEVERE: SO4 > 2.00% CONCRETE SHALL BE MADE WITH ASTM C 150 TYPE V CEMENT, OR AN ASTM C 595 OR C 1157 HYDRAULIC CEMENT MEETING HIGH SULFATE -RESISTANT HYDRAULIC CEMENT (HS) DESIGNATION AND POZZOLAN OR SLAG DETERMINED BY SERVICE RECORD. CHLORIDES CHLORIDE CONCENTRATION SEE SOILS REPORT IF SOILS CONTAIN CONCENTRATION OF CHLORIDE IONS IN EXCESS OF LOCAL INDUSTRY STANDARDS KNOWN TO HAVE CAUSED CORROSION, USE ENCAPSULATED TENDONS IN CONFORMANCE WITH "SPECIFICATIONS FOR SINGLE STRAND UNBONDED TENDONS", POST TENSIONING INSTITUTE. ENCAPSULATION REQUIREMENT SEE SOILS REPORT 7 7 7 1 F 7 1711 LOT 1 12377 W. 51ST. AVE. UNIT 1A V4' Z T-0" LOT 2 12371 W. 51ST. AVE. UNIT 2 V4" = T -W LOT 3 12367 W. 51ST. AVE. UNIT 3 V4' Z T -W LOT 4 12363 W. 51ST. AVE. UNIT 1 V4' Z T-0" LOT 5 12355 W. 51ST. AVE. UNIT 2 V4" = T -W LOT 6 12351 W. 51ST. AVE. UNIT 1A. City of Wheat Ridge Building Division V4'=14r �<F=2,w Zw0 mZL8., WUzmow¢�¢wLLin3W6wsoOn ZWOOW.w 0-F _< <ZZz02 O w-z8�Jg"Uao>- �ZZnzv)F[EwmEzo z wOE0w0>-ZEH LWZw�o >z =gH ZJD>-0O J LLn JJJzWaw<<OLLUO¢2~1 om Zg6wZwWF—=md mo=o¢l N UFWWW0 Z LLHZ F- mwxJ¢� <wwa O-paZ� 2 ��au~iMU����� ~mv�pc�–n OZ C7 C9cnoZZ?Oz��� �inoafzy lY wW<cnc7 cz ow �wawZ u)z Oma- a wm<xwZc-w Za�F0� O WwF-OWWO.<y OWpw=2 U LLWO0<(7Um�L�iLL OHLLFH O cn C-) u:) O z v LU a. O o O Ir C15 — z U w z_ J LU LL w w � z_ Z� z W w L0 w o J � CPo U ti LU Wt= LIJ = z U LL< w M Q �L- 4 a ■ J, 9 z Q z 0 Q 0 z w J H H P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/27/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S1.01 TENDON SYMBOL LEGEND 4. ANCHORS SHALL BE HSM POST TENSIONING ANCHORS ESR -1356, INSTALLED PER MANUFACTURERS RECOMMENDATIONS. BACK-UP BARS ARE NOT REQUIRED. Q 14. TENDONS SHALL BE HELD A MINIMUM OF 6 INCHES AND A MAXIMUM OF 24 INCHES FROM ALL SLAB EDGES. 27. VERIFY UNDERSLAB MECHANICAL REG AND PLUMBING BOX -OUTS PRIOR TO POUR. PLUMBING LINES SHALL BE PLACED BELOW SLAB AND ALL TURNDOWNS. * MAIN WATER SHUT-OFF VALVE TO HAVE METAL TAG WITH NOTE: n n - - POST TENSION SLAB DO NOT CUT OR DRILL. MIN. TENDON LENGTH FIXED -END ANCHORAGE (ADDED LENGTH FOR PER DETAIL INDICATED AS AN ALTERNATE, PRECISION SURE -LOCK ESR -2381 MAY BE USED INSTALLED PER 15. PLACE ALL OF THE SLAB TENDONS IN ONE DIRECTION FIRST AND THEN 28. VERIFY UNDERSLAB ELECTRICAL AND PANEL RISER LOCATIONS PRIOR TO POUR. 37. ALL TENDONS SHALL BE STRESSED BY MEANS OF A HYDRAULIC JACK EQUIPPED ON PLANS MANUFACTURER'S RECOMMENDATIONS. BACK-UP BARS ARE NOT REQUIRED. THOSE IN THE OPPOSITE DIRECTION. ELECTRICAL CONDUIT SHALL BE PLACED BELOW SLAB BUT MAY OCCUR IN EDGE WITH A CALIBRATED PRESSURE GAUGE. EACH JACK SHALL BE ACCOMPANIED BY STRESSING TO BE 5. ALL FIXED -END ANCHORAGES SHALL BE SHOP FABRICATED, PRESEATED 16. THE FIXED -END SHOULD NOT BE ATTACHED TO A FLOATING FORM, BUT HELD TURNDOWN. A CURRENT CALIBRATION CHART. IF THE MEASURED ELONGATION DOES NOT DETERMINED BY WEDGES. SECURELY IN PLACE BY OTHER MEANS, E.G. REBAR. 29. VERIFY ALL CAST IN PLACE HOLDOWN LOCATIONS PRIOR TO POUR. CORRESPOND TO THE CALCULATED ELONGATION BY PLUS OR MINUS 10% STOP CONTRACTOR) 6. ALL MATERIAL SHALL BE CLEAN AND FREE FROM RUST. 17. NO MORE THAN 12 INCHES OF BARE STRAND SHALL BE EXPOSED AT FIXED -ENDS. 30. PROVIDE FOR ELECTRICAL UFER AT REQUIRED LOCATION PER LOCAL CODE. STRESSING OPERATIONS AND DETERMINE THE CAUSE OF THE DISCREPANCY. ON z TENDON NUMBER 7. BOX AND WRAP PLUMBING PRIOR TO SETTING TENDONS. 18. NO MORE THAN 1 INCH OF BARE STRAND SHALL BE EXPOSED AT STRESSING UFFER CONDUCTOR TO BE 6" MIN. FROM TENDONS. THE TENDONS 25'-0" OR LESS, GAUGE PRESSURE GOVERNS OVER ELONGATION. Q AT STRESSING END a 8. THE AREA IMMEDIATELY BEHIND THE ANCHORS SHALL BE FREE OF SLEEVES, ENDS. 31. PRIOR TO PLACEMENT OF CONCRETE CONTRACTOR SHALL CHECK ALL 38. STRESS ALL TENDONS BEFORE LOADING CONCRETE ROOF TILE OR GYPSUM W BLOCKOUTS, LARGE CONDUITS OR OTHER VOIDS OR CONGESTION THAT WOULD 19. IF SHEATHING IS DAMAGED AND MORE THAN 1 INCH OF STRAND EXPOSED, THE DIMENSIONS AND LOCATIONS OF TENDONS, REINFORCEMENT, HOLDOWNS AND BOARDS OR PLACING ANY MASONRY WALLS. PARTIAL STRESSING (25% OF TOTAL LU 34'-0° CAUSE THE CONCRETE TO FAIL IN THIS HIGH STRESS ZONE. THIS "ZONE" IS DEFINED SHEATHING SHALL BE REPAIRED TO PREVENT BONDING OF THE CONCRETE TO OTHER EMBEDS AND VERIFY THAT THE PRE -POUR SPECIAL INSPECTION WAS FORCE) THE DAY AFTER POURING CONCRETE IS RECOMMENDED FOR ALL AS THE REGION 18" BEHIND THE ANCHOR AND AT 45 DEGREES ON EACH SIDE FROM THE STRAND. COMPLETED. CABLES WHEN THE STRUCTURES LENGTH EXCEEDS 100'-0". g 2118" 2112" THE BACK OF THE ANCHOR AS SHOWN IN DETAIL 291, CONDITION 2. 20. TENDONS SHALL BE INSTALLED AS STRAIGHT AS POSSIBLE. 32. MINIMUM COMPRESSIVE STRENGTH AT TIME OF STRESSING = 2000 PSI 39. PROJECTING ENDS OF TENDONS SHALL BE CUT OFF ONLY AFTER STRESSING a ]A 9. REUSABLE POCKET FORMERS ARE TO BE USED ON ALL STRESSING ENDS. THE 21. PLACEMENT OF THE FIXED -ENDS AND THE STRESSING ENDS MAY BE REVERSED 33. CONSTRUCTION JOINTS ARE NOT ALLOWED IN THE CONCRETE UNLESS HAS BEEN PROPERLY COMPLETED AND APPROVED. STRESSING REQUIRED w POCKET FORMER SHALL PROVIDE ADEQUATE CONCRETE COVERAGE FOR THE AT THE CONTRACTOR'S OPTION FOR ANY TENDON(S). SPECIFICALLY SHOWN IN THE DRAWINGS OR DETAILS. SLABS SHALL BE FORMED 40. THE TENDONS SHALL BE CUT WITH AN ABRASIVE WHEEL CUT OFF SAW. IT IS AT BOTH ENDSANCHOR AS REQUIRED. DIPPING POCKET FORMERS IN OIL OR OTHER MATERIALS, 22. ALL TENDONS OVER 120'-0" IN LENGTH SHALL HAVE TWO STRESSING ENDS AND AND POURED AS MONOLITHIC SLABS. IF A COLD JOINT OCCURS WITHIN A SLAB, PERMISSIBLE TO REDUCE THE GROUT COVER TO THE TENDON TAIL TO 1/8 INCH SLAB TENDON FOR EASE OF REMOVAL, IS ACCEPTABLE. USE 45 DEGREE POCKET FORMERS AT BAY BE PULLED FROM BOTH ENDS. CONTACT FELTEN GROUP PRIOR TO PROCEEDING WITH SUBSEQUENT POUR. PROVIDED THAT THE TENDON TAIL IS COVERED WITH A PROTECTION CAP OR MAXIMUM ELONGATION WINDOWS AND SKEWED WALLS. 23. TENDON PLACEMENT SHALL CONFORM TO THE FOLLOWING TOLERANCES. 34. FELTEN GROUP DOES NOT SHOW CRACK CONTROL JOINTS ON THE STRUCTURAL EQUIVALENT DEVICE THAT WILL RESULT IN A MINIMUM COVER OF 1 INCH FROM MINIMUM ELONGATION 10. TENDON SUPPORTS SHALL BE PLACED AT EACH TENDON INTERSECTION AND VERTICAL PLACEMENT: +/-1/2 INCH FOR SLABS LESS THAN DRAWINGS. iF THE BUILDER CHOOSES TO INSTALL CRACK CONTROL JOINTS, THE FACE OF THE CONCRETE TO THE END OF THE EXPOSED STRAND AND SHOULD NOT BE SPACED MORE THAN 4 FEET 6 INCHES ON CENTER IN BOTH DIRECTIONS. 71/2" THICK. +/-1 INCH FOR SLABS 71/2" THICK THEY SHALL NOTIFY FELTEN GROUP OF THE LOCATION AND DEPTH. CRACK CONTROL JOINTS SHALL ONLY BE INSTALLED IN NON -LIVABLE SPACES. PROVIDED THAT THE CONTRACTOR CAN ENSURE THE INTEGRITY OF THE GROUT. 41. THE POCKET FORMER RECESSES SHALL BE FILLED WITH GROUT IMMEDIATELY 1. ALL WORK SHALL CONFORM TO THE POST -TENSIONING INSTITUTE SPECIFICATIONS. 11. SUPPORTS FOR ALL REINFORCING SHALL HAVE ADEQUATE BEARING SURFACE OR THICKER. 35. SLAB THICKNESS SHALL BE AS SHOWN ON THE FOUNDATION PLAN. SLAB AFTER THE TENDON TAILS HAVE BEEN CUT. THE GROUT MATERIAL SHALL BE 2. ALL STRAND PLACEMENT AND STRESSING SHALL BE PERFORMED UNDER THE TO MAINTAIN POSITION DURING CONCRETE PLACEMENT. HORIZONTAL PLACEMENT: +/-12 INCHES THICKNESS MAY BE -1/2 INCH TO + 1 INCH AT INDIVIDUAL LOCATIONS BUT THE NON -SHRINK GROUT AND SHALL ATTAIN THE SAME MINIMUM COMPRESSIVE SUPERVISION OF AN INDIVIDUAL EXPERIENCED IN POST -TENSIONED 12. ALL TENDON INTERSECTIONS SHALL BE SECURED WITH TIE WIRE UNLESS A 24. TENDONS SHALL BE LOCATED AT THE CENTER OF THE SLAB THICKNESS, UNLESS AVERAGE SHALL BE NO MORE THAN -1/4 INCH TO +3/4 INCH. STRENGTH AS THE CONCRETE SLAB. SLAB -ON -GROUND CONSTRUCTION AND CERTIFIED BY PTI. SNAP CHAIR IS USED. TIE WIRE SHALL WRAP BOTH TENDONS AND THE SUPPORT NOTED OTHERWISE. 36. POST -TENSIONED SLAB TO BE LABELED IN TWO PLACES: 42. CERTAIN SLAB REPAIRS FOR PLUMBING PENETRATIONS MAY BE COMPLETED 3. TENDONS SHALL BE 1/2 INCH DIAMETER, 270 KSI, SEVEN WIRE LOW RELAXATION CHAIR. 25. WHEN TENDONS ARE SHOWN WITH A HORIZONTAL TRANSITION, TENDONS SHALL * CONCRETE SLAB IN GARAGE TO BE STAMPED WITH THE FOLLOWING NOTE: PER DETAIL 801. STRAND, ASTM A-416. STRAND SHALL BE FREE OF CORROSION AND COATED 13. MINIMUM COVER FOR ANCHORAGES SHALL BE 2 INCHES. MINIMUM COVER NOT TRANSITION MORE THAN ONE FOOT FOR EVERY 12 FEET OF LENGTH (1:12 "POST- TENSION SLAB - DO NOT CUT OR DRILL." THE STAMP SHALL BE PLACED IN 43. SEE DETAIL 804 FOR NON POST -TENSIONED POPOUT. WITH GREASE. STRAND SHALL BE SHEATHED IN HIGH DENSITY POLYETHYLENE FOR TENDONS SHALL BE 1 INCH TO TOP AND 1 1/2 INCH TO BOTTOM OF UNIFORM RATIO). A CONSPICUOUS LOCATION. (CENTER OF GARAGE DOOR OPENING). OR POLYPROPYLENE WITH A MINIMUM THICKNESS OF 0.025 INCHES. TENDONS THICKNESS SLABS. 26. PROVIDE A MINIMUM 3 INCH CLEARANCE TO TENDONS AT PLUMBING STACKS, TO BE SUPPLIED BY A PTI CERTIFIED PLANT OR APPROVED SUBSTITUTION. BLOCKOUTS, ETC. - 121'-6" - 8 314" 10 314" 121'-6" 8 314" 10 314" 8 314" 10 314" co co 121'-6" 8 314" 103/411 121'-6" 8 3/4" 10 3/4" 0 <ry Q SIL 04 QryW E CL co0 N N 0 N L N c c 0 c cq 3 ai ca E S,' 2 1/0" LOT 1 12377 W. 51ST. AVE. V-1 1/2" -71 -1nII LOT 2 12371 W. 51ST. AVE. qn', '.) , I I" .), r" LOT 3 12367 W. 51 ST. AVE. 7, r-" F' n Ile)" LOT 4 12363 W. 51ST. AVE. V-4 1/2" LOT 5 12355 W. 51ST. AVE. n', '.) , I I" .), r -n 01 *1 Ile)" LOT 6 12351 W. 51 ST. AVE. City of Wheat Ridge Building Division UNIT 1A UNIT 2 UNIT 3 UNIT 1 UNIT 2 UNIT 1A. V4" = T -w V4" = T -w V4'=14r M cxq NO z U o W J z -� 0 �nzOZwOpzw mZL � Z W=ir�Tzwpown zwo, W d a�Nc,�¢oozz ¢zzgf�zo2 p >1Hm20>-z¢� ��nILD�U wowo>�ZQoz wmoQoo w p- >- >� �gH=WZEm�6 JAZ - J =Zz�Uw 00-t�n J JmaZO W pu,zLL¢2~F� ¢¢pLLOH li Z��Wz����aci cA0=o¢l N UOrunW0 Z LLHZ 0wW=wWF7w¢Df¢�wa O�OazZ 2 ��LU F-dOfW�RO HmUoco-n0 C9 6 ,oZZ?pZw�w gwowzo w ww ¢a,c� z -caw >_ Z aWZ wm O�z� a - W > �o�a �wwn<mWZo-w zm5woco O wwF-oafzoa=a„ Ow0„=2 U LLW00< �Um��u UwUui-H O cn C-) u:) o z U LU a. LIL :mmm) 000 LL_ Ir CD - z C'3 w z J w U_ w w � z_ Z� z W w L0 M �mmwcp cfl JF__ C) U ti w W LU = z U LL< w E Q h 4 .'J, q O 06 z 0 0 z LU w J H H �M 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S1.02 LEGEND #4 U -BAR AT 8" O.C. EXTEND MIN. 4" ABOVE EXTERIOR GRADE BEAM INTO SLAB #4 U -BAR AT 8" O.C. EXTEND MIN. 4" ABOVE INTERIOR GRADE BEAM INTO SLAB #4 U -BAR AT 16" O.C. EXTEND MIN. 4" ABOVE INTERIOR/EXTERIOR GRADE BEAM INTO SLAB A = CONCRETE WALL STEP UN = PLUMBING PENETRATION 01 *1 Ile)" LOT 6 12351 W. 51 ST. AVE. City of Wheat Ridge Building Division UNIT 1A UNIT 2 UNIT 3 UNIT 1 UNIT 2 UNIT 1A. V4" = T -w V4" = T -w V4'=14r M cxq NO z U o W J z -� 0 �nzOZwOpzw mZL � Z W=ir�Tzwpown zwo, W d a�Nc,�¢oozz ¢zzgf�zo2 p >1Hm20>-z¢� ��nILD�U wowo>�ZQoz wmoQoo w p- >- >� �gH=WZEm�6 JAZ - J =Zz�Uw 00-t�n J JmaZO W pu,zLL¢2~F� ¢¢pLLOH li Z��Wz����aci cA0=o¢l N UOrunW0 Z LLHZ 0wW=wWF7w¢Df¢�wa O�OazZ 2 ��LU F-dOfW�RO HmUoco-n0 C9 6 ,oZZ?pZw�w gwowzo w ww ¢a,c� z -caw >_ Z aWZ wm O�z� a - W > �o�a �wwn<mWZo-w zm5woco O wwF-oafzoa=a„ Ow0„=2 U LLW00< �Um��u UwUui-H O cn C-) u:) o z U LU a. LIL :mmm) 000 LL_ Ir CD - z C'3 w z J w U_ w w � z_ Z� z W w L0 M �mmwcp cfl JF__ C) U ti w W LU = z U LL< w E Q h 4 .'J, q O 06 z 0 0 z LU w J H H �M 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S1.02 0 N E CL co0 N N 0 N Ln N C 0 cq 3 ai ca E 6'-0" 20'-0" 69'-5 1/2" 20'-0" 6'-0" LOT 1 12377 W. 51ST. AVE. LOT 2 12371 W. 51ST. AVE. LOT 3 12367 W. 51ST. AVE. LOT 4 12363 W. 51ST. AVE. LOT 5 12355 W. 51ST. AVE. LOT 6 City of 12351 W. 51ST. AVE. Wheat Ridge Building Division UNIT 1A UNIT 2 UNIT 3 UNIT 1 UNIT 2 UNIT 1A. V4" = T -w V4' = T -w V4" = T -w V4' = T -w 0 zo O O N O N �zoZWooZWO mZomc Z ¢� �w ¢2� =�m�Z���� °z'oEZw M—8w'<0¢zzc) p wao825L>L � LL�nJ�oU >- wWZMW Z< �wai�z0 z Z=Z(AJVOotn PW�=oZW�>E>z Z =LLUJD >-0 JJaZg JW LL UCnZLL¢�~F� QQpLL ZOqWZma'MW 0aU fn0 C-) N U�yWO Z LL =OQ�¢�wa O-Zo(L 2 ~mmOmo C7 OcnOZZ?Oz<�( ��no�zU wWc ' .9 Z_06 > F-0-wz 05z p�zg a mm<mWZoww zm0woco O Ww�0�w0-M6,w OWpw=2 U L�W00<00m�- LL OWOLLFZH O CLU -) U_ :2E cn o z v LU a: LL- Q o w CE c') — z U � z J F- LU LL - LU Z� z LU w L!i L0 M W co Ir o6 D J � o U c" LU ti LULU z LLM U � < a_ Q CD z U Q C/3 DC Q w m J H H -Aj I / P M 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S1.03 LEGEND #4 U -BAR AT 8" O.C. EXTEND MIN. 4" ABOVE EXTERIOR GRADE BEAM INTO SLAB #4 U -BAR AT 8" O.C. EXTEND MIN. 4" ABOVE INTERIOR GRADE BEAM INTO SLAB #4 U -BAR AT 16" O.C. EXTEND MIN. 4" ABOVE INTERIOR/EXTERIOR GRADE BEAM INTO SLAB A = CONCRETE WALL STEP ® = PLUMBING PENETRATION 6'-0" 20'-0" 69'-5 1/2" 20'-0" 6'-0" LOT 1 12377 W. 51ST. AVE. LOT 2 12371 W. 51ST. AVE. LOT 3 12367 W. 51ST. AVE. LOT 4 12363 W. 51ST. AVE. LOT 5 12355 W. 51ST. AVE. LOT 6 City of 12351 W. 51ST. AVE. Wheat Ridge Building Division UNIT 1A UNIT 2 UNIT 3 UNIT 1 UNIT 2 UNIT 1A. V4" = T -w V4' = T -w V4" = T -w V4' = T -w 0 zo O O N O N �zoZWooZWO mZomc Z ¢� �w ¢2� =�m�Z���� °z'oEZw M—8w'<0¢zzc) p wao825L>L � LL�nJ�oU >- wWZMW Z< �wai�z0 z Z=Z(AJVOotn PW�=oZW�>E>z Z =LLUJD >-0 JJaZg JW LL UCnZLL¢�~F� QQpLL ZOqWZma'MW 0aU fn0 C-) N U�yWO Z LL =OQ�¢�wa O-Zo(L 2 ~mmOmo C7 OcnOZZ?Oz<�( ��no�zU wWc ' .9 Z_06 > F-0-wz 05z p�zg a mm<mWZoww zm0woco O Ww�0�w0-M6,w OWpw=2 U L�W00<00m�- LL OWOLLFZH O CLU -) U_ :2E cn o z v LU a: LL- Q o w CE c') — z U � z J F- LU LL - LU Z� z LU w L!i L0 M W co Ir o6 D J � o U c" LU ti LULU z LLM U � < a_ Q CD z U Q C/3 DC Q w m J H H -Aj I / P M 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S1.03 TENDON SYMBOL LEGEND 4. ANCHORS SHALL BE HSM POST TENSIONING ANCHORS ESR -1356, INSTALLED PER MANUFACTURERS RECOMMENDATIONS. BACK-UP BARS ARE NOT REQUIRED. Q 14. TENDONS SHALL BE HELD A MINIMUM OF 6 INCHES AND A MAXIMUM OF 24 INCHES FROM ALL SLAB EDGES. 27. VERIFY UNDERSLAB MECHANICAL REG AND PLUMBING BOX -OUTS PRIOR TO POUR. PLUMBING LINES SHALL BE PLACED BELOW SLAB AND ALL TURNDOWNS. * MAIN WATER SHUT-OFF VALVE TO HAVE METAL TAG WITH NOTE: n n - - POST TENSION SLAB DO NOT CUT OR DRILL. MIN. TENDON LENGTH FIXED -END ANCHORAGE (ADDED LENGTH FOR PER DETAIL INDICATED AS AN ALTERNATE, PRECISION SURE -LOCK ESR -2381 MAY BE USED INSTALLED PER 15. PLACE ALL OF THE SLAB TENDONS IN ONE DIRECTION FIRST AND THEN 28. VERIFY UNDERSLAB ELECTRICAL AND PANEL RISER LOCATIONS PRIOR TO POUR. 37. ALL TENDONS SHALL BE STRESSED BY MEANS OF A HYDRAULIC JACK EQUIPPED ON PLANS MANUFACTURER'S RECOMMENDATIONS. BACK-UP BARS ARE NOT REQUIRED. THOSE IN THE OPPOSITE DIRECTION. ELECTRICAL CONDUIT SHALL BE PLACED BELOW SLAB BUT MAY OCCUR IN EDGE WITH A CALIBRATED PRESSURE GAUGE. EACH JACK SHALL BE ACCOMPANIED BY STRESSING TO BE 5. ALL FIXED -END ANCHORAGES SHALL BE SHOP FABRICATED, PRESEATED 16. THE FIXED -END SHOULD NOT BE ATTACHED TO A FLOATING FORM, BUT HELD TURNDOWN. A CURRENT CALIBRATION CHART. IF THE MEASURED ELONGATION DOES NOT DETERMINED BY WEDGES. SECURELY IN PLACE BY OTHER MEANS, E.G. REBAR. 29. VERIFY ALL CAST IN PLACE HOLDOWN LOCATIONS PRIOR TO POUR. CORRESPOND TO THE CALCULATED ELONGATION BY PLUS OR MINUS 10% STOP CONTRACTOR) I 6. ALL MATERIAL SHALL BE CLEAN AND FREE FROM RUST. 17. NO MORE THAN 12 INCHES OF BARE STRAND SHALL BE EXPOSED AT FIXED -ENDS. 30. PROVIDE FOR ELECTRICAL UFER AT REQUIRED LOCATION PER LOCAL CODE. STRESSING OPERATIONS AND DETERMINE THE CAUSE OF THE DISCREPANCY. ON z TENDON NUMBER 7. BOX AND WRAP PLUMBING PRIOR TO SETTING TENDONS. 18. NO MORE THAN 1 INCH OF BARE STRAND SHALL BE EXPOSED AT STRESSING UFFER CONDUCTOR TO BE 6" MIN. FROM TENDONS. THE TENDONS 25'-0" OR LESS, GAUGE PRESSURE GOVERNS OVER ELONGATION. Q AT STRESSING a 8. THE AREA IMMEDIATELY BEHIND THE ANCHORS SHALL BE FREE OF SLEEVES, ENDS. 31. PRIOR TO PLACEMENT OF CONCRETE CONTRACTOR SHALL CHECK ALL 38. STRESS ALL TENDONS BEFORE LOADING CONCRETE ROOF TILE OR GYPSUM -END LU BLOCKOUTS, LARGE CONDUITS OR OTHER VOIDS OR CONGESTION THAT WOULD 19. IF SHEATHING IS DAMAGED AND MORE THAN 1 INCH OF STRAND EXPOSED, THE DIMENSIONS AND LOCATIONS OF TENDONS, REINFORCEMENT, HOLDOWNS AND BOARDS OR PLACING ANY MASONRY WALLS. PARTIAL STRESSING (25% OF TOTAL LU 34'-0° CAUSE THE CONCRETE TO FAIL IN THIS HIGH STRESS ZONE. THIS "ZONE" IS DEFINED SHEATHING SHALL BE REPAIRED TO PREVENT BONDING OF THE CONCRETE TO OTHER EMBEDS AND VERIFY THAT THE PRE -POUR SPECIAL INSPECTION WAS FORCE) THE DAY AFTER POURING CONCRETE IS RECOMMENDED FOR ALL AS THE REGION 18" BEHIND THE ANCHOR AND AT 45 DEGREES ON EACH SIDE FROM THE STRAND. COMPLETED. CABLES WHEN THE STRUCTURES LENGTH EXCEEDS 100'-0". g 2118" 2112" THE BACK OF THE ANCHOR AS SHOWN IN DETAIL 291, CONDITION 2. 20. TENDONS SHALL BE INSTALLED AS STRAIGHT AS POSSIBLE. 32. MINIMUM COMPRESSIVE STRENGTH AT TIME OF STRESSING = 2000 PSI 39. PROJECTING ENDS OF TENDONS SHALL BE CUT OFF ONLY AFTER STRESSING a11A \I 9. REUSABLE POCKET FORMERS ARE TO BE USED ON ALL STRESSING ENDS. THE 21. PLACEMENT OF THE FIXED -ENDS AND THE STRESSING ENDS MAY BE REVERSED 33. CONSTRUCTION JOINTS ARE NOT ALLOWED IN THE CONCRETE UNLESS HAS BEEN PROPERLY COMPLETED AND APPROVED. STRESSING REQUIRED w POCKET FORMER SHALL PROVIDE ADEQUATE CONCRETE COVERAGE FOR THE AT THE CONTRACTOR'S OPTION FOR ANY TENDON(S). SPECIFICALLY SHOWN IN THE DRAWINGS OR DETAILS. SLABS SHALL BE FORMED 40. THE TENDONS SHALL BE CUT WITH AN ABRASIVE WHEEL CUT OFF SAW. IT IS AT BOTH ENDSANCHOR AS REQUIRED. DIPPING POCKET FORMERS IN OIL OR OTHER MATERIALS, 22. ALL TENDONS OVER 120'-0" IN LENGTH SHALL HAVE TWO STRESSING ENDS AND AND POURED AS MONOLITHIC SLABS. IF A COLD JOINT OCCURS WITHIN A SLAB, PERMISSIBLE TO REDUCE THE GROUT COVER TO THE TENDON TAIL TO 1/8 INCH SLAB TENDON FOR EASE OF REMOVAL, IS ACCEPTABLE. USE 45 DEGREE POCKET FORMERS AT BAY BE PULLED FROM BOTH ENDS. CONTACT FELTEN GROUP PRIOR TO PROCEEDING WITH SUBSEQUENT POUR. PROVIDED THAT THE TENDON TAIL IS COVERED WITH A PROTECTION CAP OR MAXIMUM ELONGATION WINDOWS AND SKEWED WALLS. 23. TENDON PLACEMENT SHALL CONFORM TO THE FOLLOWING TOLERANCES. 34. FELTEN GROUP DOES NOT SHOW CRACK CONTROL JOINTS ON THE STRUCTURAL EQUIVALENT DEVICE THAT WILL RESULT IN A MINIMUM COVER OF 1 INCH FROM MINIMUM ELONGATION 10. TENDON SUPPORTS SHALL BE PLACED AT EACH TENDON INTERSECTION AND VERTICAL PLACEMENT: +/-1/2 INCH FOR SLABS LESS THAN DRAWINGS. iF THE BUILDER CHOOSES TO INSTALL CRACK CONTROL JOINTS, THE FACE OF THE CONCRETE TO THE END OF THE EXPOSED STRAND AND SHOULD NOT BE SPACED MORE THAN 4 FEET 6 INCHES ON CENTER IN BOTH DIRECTIONS. 71/2" THICK. +/-1 INCH FOR SLABS 71/2" THICK THEY SHALL NOTIFY FELTEN GROUP OF THE LOCATION AND DEPTH. CRACK CONTROL JOINTS SHALL ONLY BE INSTALLED IN NON -LIVABLE SPACES. PROVIDED THAT THE CONTRACTOR CAN ENSURE THE INTEGRITY OF THE GROUT. 41. THE POCKET FORMER RECESSES SHALL BE FILLED WITH GROUT IMMEDIATELY 1. ALL WORK SHALL CONFORM TO THE POST -TENSIONING INSTITUTE SPECIFICATIONS. 11. SUPPORTS FOR ALL REINFORCING SHALL HAVE ADEQUATE BEARING SURFACE OR THICKER. 35. SLAB THICKNESS SHALL BE AS SHOWN ON THE FOUNDATION PLAN. SLAB AFTER THE TENDON TAILS HAVE BEEN CUT. THE GROUT MATERIAL SHALL BE 2. ALL STRAND PLACEMENT AND STRESSING SHALL BE PERFORMED UNDER THE TO MAINTAIN POSITION DURING CONCRETE PLACEMENT. HORIZONTAL PLACEMENT: +/-12 INCHES THICKNESS MAY BE -1/2 INCH TO + 1 INCH AT INDIVIDUAL LOCATIONS BUT THE NON -SHRINK GROUT AND SHALL ATTAIN THE SAME MINIMUM COMPRESSIVE SUPERVISION OF AN INDIVIDUAL EXPERIENCED IN POST -TENSIONED 12. ALL TENDON INTERSECTIONS SHALL BE SECURED WITH TIE WIRE UNLESS A 24. TENDONS SHALL BE LOCATED AT THE CENTER OF THE SLAB THICKNESS, UNLESS AVERAGE SHALL BE NO MORE THAN -1/4 INCH TO +3/4 INCH. STRENGTH AS THE CONCRETE SLAB. SLAB -ON -GROUND CONSTRUCTION AND CERTIFIED BY PTI. SNAP CHAIR IS USED. TIE WIRE SHALL WRAP BOTH TENDONS AND THE SUPPORT NOTED OTHERWISE. 36. POST -TENSIONED SLAB TO BE LABELED IN TWO PLACES: 42. CERTAIN SLAB REPAIRS FOR PLUMBING PENETRATIONS MAY BE COMPLETED 3. TENDONS SHALL BE 1/2 INCH DIAMETER, 270 KSI, SEVEN WIRE LOW RELAXATION CHAIR. 25. WHEN TENDONS ARE SHOWN WITH A HORIZONTAL TRANSITION, TENDONS SHALL * CONCRETE SLAB IN GARAGE TO BE STAMPED WITH THE FOLLOWING NOTE: PER DETAIL 801. STRAND, ASTM A-416. STRAND SHALL BE FREE OF CORROSION AND COATED 13. MINIMUM COVER FOR ANCHORAGES SHALL BE 2 INCHES. MINIMUM COVER NOT TRANSITION MORE THAN ONE FOOT FOR EVERY 12 FEET OF LENGTH (1:12 "POST- TENSION SLAB - DO NOT CUT OR DRILL." THE STAMP SHALL BE PLACED IN 43. SEE DETAIL 804 FOR NON POST -TENSIONED POPOUT. WITH GREASE. STRAND SHALL BE SHEATHED IN HIGH DENSITY POLYETHYLENE FOR TENDONS SHALL BE 1 INCH TO TOP AND 1 1/2 INCH TO BOTTOM OF UNIFORM RATIO). A CONSPICUOUS LOCATION. (CENTER OF GARAGE DOOR OPENING). OR POLYPROPYLENE WITH A MINIMUM THICKNESS OF 0.025 INCHES. TENDONS THICKNESS SLABS. 26. PROVIDE A MINIMUM 3 INCH CLEARANCE TO TENDONS AT PLUMBING STACKS, TO BE SUPPLIED BY A PTI CERTIFIED PLANT OR APPROVED SUBSTITUTION. BLOCKOUTS, ETC. 121'-6" _83/4' 10 314" 9 N 121'-6" 8 314" 10 314" 9 N 3 121'-6" 8 314" 10 314" 121'-6" 4 8 3/4" 10 3/4" N 5 121'-6" 8 3/4" 10 3/4" 9 N 6 121'-6" 8 314" 10 314" 9 N 7 121'-6" 8 3/4" 10 3/4" N 8 121'-6" 8 3/4" 10 3/4" N 9 121'-6" 8 3/4" 10 3/4" N 10 121'-6" 8 3/4" 10 3/4" 0 N 11 121'-6" 8 3/4" 10 3/4" 0 i� 12 121'-6" 8 3/4" 10 3/4" N 13 121'-6" 8 3/4" 10 3/4" N 14 121'-6" 8 3/4" 10 3/4" N 15 121'-6" 8 3/4" 10 3/4" 0 N 16 121'-6" 8 3/4" 10 3/4" 0 i� 36'-4" 17 2 3/8" 2 7/8" M 36'-4" 18 0 2 3/8" 2 7/8" E CL co0 N N O N L N c c 0 c cq 3 ai ca E 11-011,4'-2" 4'-2" 4'-2" ib m ib l,()Lf) Lf) Cfl M Cfl M CO M Q? 49 48 47 46 45 44 43 4'-2" 4'-2" 4'-2" 4'-2" 4'-2" 3'-2" 5'-2" co co co co co co E0_ co Lf) Lf) LC) Lf) Lf) LC) M M = m = M = m O m = M = m O m L1") M N N 42 41 4'-2" 3'-6" 4'-9" M M ? O M O M t0 cm a0 cm a0 M M 4'-1 " M M O 0 M 2'-8" 4'-1 " 4'-1 " 4'-1 " 4'-1 " 4'-1" I. 4'-1" I. 4'-1" I. 4'-1" M Lf) Lf) Ln Lf) 4'-1 " O 07 M 4'-1 " io M t0 22 L. N 4'-1 " ib M 9 ch = PLUMBING PENETRATION UN 4'-1 " CC) Ln M Cfl CM 4'-1 " 4'-1 1/2" co M 9 ch M LOT 1 12377 W. 51ST. AVE. LOT 2 12371 W. 51ST. AVE. LOT 3 12367 W. 51ST. AVE. LOT 4 12363 W. 51ST. AVE. LOT 5 12355 W. 51ST. AVE. LOT 6 12351 W. 51ST. AVE. UNIT 1A UNIT 2 UNIT 3 UNIT 1 UNIT 2 UNIT 1A. V4" = 1r4r V4'a14r V4' z 14r V4" = 1r4r V4'a14r City of Wheat Ridge Building Division 0 i� z U o w 0 J E -� �zoZw00zw mz� Z a� �w ¢_� ooOH w=irzmwzw�_0wn ZWO"3-W j m2P0waoozz ¢ZZZ02 0 wao80V>of z¢8 �nJ�wU w�w0VOca< z it TOOED z w�=��OZW�zz >�W>Ez wwoo H gH WZO W9 JD �0 J =Zz�tL JVpLL2 J JmaZO W o�zLLa���� Zo�wzw�MOM cn0=o¢� 0 URWWO Z LLHZ 5w�:Tzm two O�pazSO Z 2 WFiiui'U����� Hm2oco_n0 C9 c7a,oZZ?oZ��� 0zU iY wR <w z_c7w Z awzo_O�a U)z Ot=zF_>W�a�wZOa�Fo� wW O2�OZW==Ua„wwO¢ Owpwa w�ooac�U���w U�Uw�H O cn U_ 2i 00 o z v w a. LL_ :mD 000 U_ Ir cl) - z C'3 w z J w U_ w w � z_ Z� z W w L0 M �mmwcp cfl JF__ C) U ti w W LU = z U LL< a M Q h 4 9 LU U w J F_ 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S1.04 HOLDOWN SCHEDULE MARK TYPE LABEL LOCATION ANCHOR MINIMUM EMBED. OA POST -SET LTT20B STD. SLAB 1/2" DIA. TITEN HD 34" + CH STEP STD. SLAB 3/4" DIA. F1554 GR 36 + CH OB POST -SET HTT5-3/4 THREADED ROD W/d�� STEP SET -3G EPDXY STD. SLAB 3/4" DIA. TITEN HD 64" + CH © POST -SET HDU8- SDS2.5 7/8" DIA. F1554 GR 36 STEP THREADED ROD W/ 6" + CH 2 SET -3G EPDXY OD CAST -IN- PLACE LSTHD8 N/A 8" LOCAL ONS OE CAST -IN- PLACE STHD10 N/A 10" LOCAL ONS OF CAST -IN- PLACE STHD14 N/A 14" LOCAL ONS CLEAR SPAN + 28" (14" ABOVE & BELOW) W/ © VERTICAL COIL STRAP CS16 (26) 8d NAILS CLEAR SPAN + 28" (14" ABOVE & BELOW) W/ (26) OH VERTICAL COIL STRAP (2) CS16 OR 8d NAILS AT CS16 CLEAR SPAN + 38" (19" ABOVE CMSTC16 & BELOW) W/ (44) 10d NAILS AT CMSTC16 OI CAST -IN- PLACE MASA MIN. (1) LEG ATTACHED TO STUD 1. TYPE A, B, D, E, & H HOLDOWNS SHALL BE ATTACHED TO (2) 2x POST MIN. AND - TYPE C & F HOLDOWNS SHALL BE ATTACHED TO (3) 2x POST MIN. 2. SEE DETAIL 146. 3. EMBEDMENT DEPTH TO INCLUDE CURB HEIGHT (CH), WHERE APPLICABLE STD. SLAB STEP a N y E a CD0 N N O N L N 0 U) 3 v� 3 a) L m E 1/2" DIA. ANCHOR BOLTS AT 4'-0" 0. C. U.N. 0. (2) 1/2" (2) 1/2" (2) 1/2" (2) 1/2" (2) 1/2" r1I A r1I A r1I A r1I A r1I A r1I A r1I A r1I A r1I A r1I A r1I A r1I A LOT 1 LOT 2 12377 W. 51ST. AVE. 12371 W. 51ST. AVE. UNIT 1A UNIT 2 V4' Z T-0" V4" = T -w LOT 3 12367 W. 51ST. AVE. UNIT 3 V4' = T-0' LOT 4 12363 W. 51ST. AVE. UNIT 1 V4' Z T-0" LOT 5 12355 W. 51ST. AVE. UNIT 2 V4" = T -w LOT 6 12351 W. 51 ST. AVE. city of Wheat Ridge Building Division UNIT 1A V4' = T-0' o� zcn a9LoHU ZU QQZmz WcWQzw �� it xZoaoo WDZoZHl — '8. QU0m -R2wm"Z`1pu¢oi� W Wgx��0 wiz >�Q>� H =Z�UZ��d'WZQQ�OxFOU�N JJQJOZm_O O¢OZ LJoLUW-%pWpcnNz&Q=) ¢=?-8Z=upU�pU 0 02z¢ N W¢W¢OHO?'0Z 2 o� o U— C7 OwRZZZpzQ�� �7wO 22 Z awZ vi O�z�U d F-wLU=3 Zo�w ZCLoFQW O ww�owwo¢=Xw OwoZw== U LL QQc�U�HWLL U=ULLFH OO cn U:) O z U LU � O O O LL. Ir c� — z U w z J LU L LULU z_ � U z W w L0 co W co 06 ~N U ti =mj LU W = z LLIU LLEIr o_ a+ Q t, O O O U Z Q 06 Cl3 z O 0 w J P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S1.05 FLOOR SYSTEM--, FI FLOOR SYSTEM � ATTACH DECK TO RIM W/ 1/2" DIA. LAG SCREWS AT 16" O.C. LAG SCREWS TO HAVE MIN. 2" EMBEDMENT INTO RIM. ATTACH LSL TO POSTS W/ (2) CS 16x23" E CL M O N N O N L N 0 0 cq 3 ai ca E WALL ELEVATION STEEL DECK BY OTHERS. SEE FABRICATION DRAWINGS STRAP ACROSS BLOCKING`------------ AND ONTO TOP PLATE STEEL DECK BY OTHERS. SEE FABRICATION DRAWINGS UNIT 1A V4' Z T-0" V4' Z T -W bo bo 0 co 0 co UNIT 2 V4" = T -W 379 ����� ISD L26 r .JIIL II_ JL L -, % 375 SD , - % STAIR FRAMING UNIT 1 VC =14r UNIT 3 V4' Z T -W ROOF TRUSS TYPE G1 GIRDER TRUSS R6 MONO TRUSS HF OR SPF STUD GRADE Z x 11 7/8" X -BEAM Z = 3 = 3 1/2" WIDE AT 24" O.C. G2 MONO GIRDER R7 JACK TRUSS OF PLIES, USE (1) PLY FOR ALL JOISTS/BEAMS FLOOR SUPPORT INTERIOR WALLS AT 24" O.C. G3 BOX GIRDER FLOOR SYiTEM FLOOR SUPPORT 2x6 RAFTER 2x6 STUDS-TYP. .00R SUPPORT SPECIFICATIONS El= IUS/ITS CONTINUOUS (2) 2x6 TOP PLATE - DO NOT SPLICE IN VOLUME AREA FLOOR SYSTEM FLOOR SUPPORT CONTINUOUS (2) 2x6 TOP PLATE - DO NOT SPLICE IN VOLUME AREA COMMON TRUSS TRIMMER AND KING STUD SCHEDULE TYPICAL R1 AT 24" O.C. R9 INTERIOR R2 SCISSOR TRUSS R10 PARTIAL GABLE STAIR AT 24" O.C. T.O.B. = TOP OF BEAM EI = CRIPPLE WALL WALL ELEVATION STEEL DECK BY OTHERS. SEE FABRICATION DRAWINGS STRAP ACROSS BLOCKING`------------ AND ONTO TOP PLATE STEEL DECK BY OTHERS. SEE FABRICATION DRAWINGS UNIT 1A V4' Z T-0" V4' Z T -W bo bo 0 co 0 co UNIT 2 V4" = T -W 379 ����� ISD L26 r .JIIL II_ JL L -, % 375 SD , - % STAIR FRAMING UNIT 1 VC =14r UNIT 3 V4' Z T -W UNIT 1 FLOOR SCHEDULE JOISTS = 11 7/8" BCI 5000 SERIES JOISTS FLUSH BEAMS (Y) LSL-XX ROOF TRUSS TYPE G1 GIRDER TRUSS R6 MONO TRUSS HF OR SPF STUD GRADE Z x 11 7/8" X -BEAM Z = 3 = 3 1/2" WIDE AT 24" O.C. G2 MONO GIRDER R7 JACK TRUSS OF PLIES, USE (1) PLY FOR ALL JOISTS/BEAMS WHEN PLY IS NOT SPECIFIED INTERIOR WALLS AT 24" O.C. G3 BOX GIRDER R8 2x6 RAFTER JOIST HANGERS SIZED TO MATCH JOISTS PER MANUFACTURER SPECIFICATIONS El= IUS/ITS AT 24" O.C. V❑=IUS COMMON TRUSS TRIMMER AND KING STUD SCHEDULE STRUCTURAL GABLE R1 AT 24" O.C. R9 ENDWALL TRUSS R2 SCISSOR TRUSS R10 PARTIAL GABLE AT 24" O.C. T.O.B. = TOP OF BEAM EI = CRIPPLE WALL ENDWALL TRUSS R3 PARALLEL CHORD R11 PARTIAL (2) TRIMMER STUDS (2) TRIMMER STUDS, (2) KING TRUSS AT 24" O.C. (1) KING STUD - STUDS, AND (2) TRIMMER STUDS SCISSOR TRUSS R4 TAPERED TOP CHORD R12 2x6 RAFTER _ (2) TRIMMER STUDS (4) TRIMMER STUDS AND KING STUDS _ KING STUDS TRUSS AT 24" O.C. (3) (3) AT 16" O.C. R5 TAPERED TOP CHORD R13 2x8 RAFTER TRUSS AT 16" O.C. AT 24" O.C. ROOF TRUSS VARIATIONS OCLIPPED, STEP DOWN, O MINIMUM 2x6 AND FLAT TOP BOTTOM CHORD O STUBBED AT O MINIMUM 2x8 ONE END BOTTOM CHORD OC STUBBED AT L O 2x6 KING POST BOTH ENDS O CANTILEVERED O DESIGN FOR LOADS AT ONE END FROM ABOVE O CANTILEVERED AT BOTH ENDS O TOP CHORD BEARING OF 3 -POINT BEARING O MINIMUM DOUBLE MEMBER AT BEARING GO 4 -POINT BEARING Op MINIMUM TRIPLE MEMBER AT BEARING OSTEPPED BOTTOM O MINIMUM QUADRUPLE CHORD MEMBER AT BEARING lO OFFSET BEARING OR SPECIAL TRUSS UNIT 1 FLOOR SCHEDULE JOISTS = 11 7/8" BCI 5000 SERIES JOISTS FLUSH BEAMS (Y) LSL-XX = (Y) 1 3/4" x 11 7/8" LSL (Y) LVL -XX = (Y) 1 3/4" x 11 7/8" LVL (Y) PSL -XX = (Y) 1 3/4" x 11 7/8" PSL HF OR SPF STUD GRADE Z x 11 7/8" X -BEAM Z = 3 = 3 1/2" WIDE =5=51/2"WIDE RB -XX = 1 1/8" x 11 7/8" RIM BOARD XX = LENGTH, IN FEET (ROUNDED UP TO THE NEAREST FOOT) Y = NUMBER OF PLIES, USE (1) PLY FOR ALL JOISTS/BEAMS WHEN PLY IS NOT SPECIFIED INTERIOR WALLS HANGER SCHEDULE E1= LUS24 �C = HUS26 �E = HHUS26-2 IB = LUS26 �D = HGUS26 �F = HGUS26-2 JOIST HANGERS SIZED TO MATCH JOISTS PER MANUFACTURER SPECIFICATIONS El= IUS/ITS 1E = ITS Y❑ = MIU V❑=IUS X❑=MIT EZ =HU V4' Z T-0" UNIT 2 HEADER SCHEDULE STUD SCHEDULE # = NUMBER OF PLIES WALL WIDTH - PER ARCH.: 2x6 2x4 # A = (#) 2x4 HF #2 # F = (#) 1 3/4"x9 1/2" LSL # L = (#) 1 3/4"x11 7/8" LVL ALL BEARING AND/OR HF OR SPF STUD GRADE HF OR SPF STUD GRADE EXTERIOR WALLS STUDS AT 24"O.C., U.N.O. STUDS AT 16" O.C., U.N.O. # B = (#) 2x6 HF #2 # G = (#) 1 3/4"x11 7/8" LSL # M = (#) 1 3/4"x14" LVL NON-BEARING INTERIOR WALLS HF OR SPF STUD GRADE AT 24 O.C., U.N.O. # C = (#) 2x8 HF #2 # H = (#) 1 3/4"x14" LSL # N = (#) 1 3/4"x16" LVL 2x4 HEM -FIR OR S.P.F. STUD 2x6 HEM -FIR OR S.P.F. STUD W1 GRADE STUDS AT 16" O.C. W4 GRADE STUDS AT 16" O.C. # D = (#) 2x10 HF #2 # J = (#) 1 3/4"x16" LSL # P = (#) 1 3/4"x18" LVL 2x4 HEM -FIR OR S.P.F.2x6 HEM -FIR OR S.P.F. = No. 2 STUDS AT 16" O.C. W5 No. 2 STUDS AT 16" O.C. 2x12 HF #2 # K = (#) 1 3/4"x9 1/2" LVL # R = (#) 1 3/4"x20" LVL 2x4 HEM -FIR OR S.P.F. 2x6 HEM -FIR OR S.P.F. No. 2 STUDS AT 12" O.C. W6 No. 2 STUDS AT 12" O.C. TRIMMER AND KING STUD SCHEDULE LEGEND USE (1) TRIMMER STUD AND (1) KING STUD FOR ALL OPENINGS, UNLESS NOTED OTHERWISE. B.O.B. = BOTTOM OF BEAM = INTERIOR BEARING WALL (1) TRIMMER STUD (1) TRIMMER STUD, (1) KING (2) KING STUDS - STUD, AND (1) TRIMMER STUD T.O.B. = TOP OF BEAM EI = CRIPPLE WALL (2) TRIMMER STUDS (1) TRIMMER STUD, (2) KING KING STUDS - STUDS, AND TRIMMER STUD (2) (1) N.L.B. = NON LOAD BEARING (2) TRIMMER STUDS (2) TRIMMER STUDS, (2) KING (1) KING STUD - STUDS, AND (2) TRIMMER STUDS (1) TRIMMER STUD (3) TRIMMER STUDS AND - (3) KING STUDS (3) KING STUDS _ (2) TRIMMER STUDS (4) TRIMMER STUDS AND KING STUDS _ KING STUDS (3) (3) POST SCHEDULE OO = NO POST REQUIRED 10 = (1) 2x STUD 40 = (4) 2x STUDS O7 = (7) 2x STUDS 10 = 6x6 20= (2) 2x STUDS O5 = (5) 2x STUDS O8 = 4x4 11 = 6x8 Q= (3) 2x STUDS Q= (6) 2x STUDS Q= 4x6 12 = 8x8 V4" = T -W ------------'STRAP ACROSS BLOCKING AND ONTO TOP PLATE STEEL DECK BY OTHERS. SEE FABRICATION DRAWINGS UNIT 1A BACKER BLOCK SCHEDULE BACKER BLOCK THICKNESS 3/4" LENGTH 1 12" NAIL SIZE 10d (0.128"x3") NAIL QUANTITY 1 10 ATTACH DECK TO RIM W/ 1/2" DIA. LAG SCREWS AT 16" O.C. LAG SCREWS TO HAVE MIN. 2" EMBEDMENT INTO 1RIM. 1 V4' Z T -W ATTACH LSL TO W/ (2) CS 16x23" City of Wheat Ridge Building Division �ZOZWooZWo mZ�om� z Q� FW ¢2� =���Z���� °z�oLLH 0 ,2fl-a ¢oozz Qzzw Lu p wao80 L>L_ � �inJ�C"U w }C)wL3L5mQUU'mz nwvi<RZ0 z Oz j�o<oo W gH WZ�mJAZ}OZ J =ZZ�(n Jw 2LLu) J JmaZO W o�„z&¢O�F� ¢QoLLoH L ZO�Wz����aci cnp=o¢� N U�yWp Z 2FM- zQ�¢�waTWF O�paoz z� 2 ui�UWoER 0- ~mU'OinO C7 C7cnoZZ?Oz<�w �inoafzy of w� ¢cn .9 c CD LU >- �wa_wz wz p�zg a WmQ�WZo-w ZaoFo� O WwF-Owafo¢=aW OWzOw=2 U ��o0<00��'�� U�c�L'L O cn U:) O z c) LU CL: O Q O LL. Cc C -9 z Q w z J w LU LL_ w w � Z� w Uj - L0 w o Ir o0 JU c" w I,- W= z UjU Q h 4 Le .w z Q CD z w J H H P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S2.01 STAIR FRAMING UNIT I VC z 14r ' 2 375 ----- S D J N III I I 2 r 2B 371 LUS26-2 , 2 i, SD I I 2B 3 I 2 371 SD 375 SD m I I -ill I I r I 2 ftwid, =00 STAIR FRAMING UNIT 2 V4' = TI OE ROOF TRUSS TYPE NO FLOOR SCHEDULE HEADER SCHEDULE STUD SCHEDULE G1 GIRDER TRUSS R6 MONO TRUSS AT 24" O.C. MINIMUM DOUBLE OF 3 -POINT BEARING O MEMBER AT BEARING JOISTS # = NUMBER OF PLIES WALL WIDTH -PER ARCH.: 2x6 2x4 # A = (#) 2x4 HF #2 # F = (#) 1 3/4"x9 1/2" LSL # L = (#) 1 3/4"x11 7/8" LVL ALL BEARING AND/OR EXTERIOR WALLS HF OR SPF STUD GRADE STUDS AT 24"O.C., U.N.O. HF OR SPF STUD GRADE STUDS AT 16" O.C., U.N.O. JACK TRUSS G2 MONO GIRDER R7 AT T O.C. 11 7/8" BCI 5000 SERIES JOISTS # B = (#) 2x6 HF #2 # G = (#) 1 3/4"x11 7/8" LSL # M = (#) 1 3/4"x14" LVL G3 BOX GIRDER R8 2x6 RAFTER AT 24" O.C. ATTACH DECK TO 604 301 PLATE & SILL PLATE FLUSH BEAMS NON-BEARING INTERIOR WALLS HF OR SPF STUD GRADE AT 24" O.C., U.N.O. # C = (#) 2x8 HF #2 # H = (#) 1 3/4"x14" LSL # N = (#) 1 3/4"x16" LVL R1 COMMON TRUSS AT 24" O.C. R9 STRUCTURAL GABLE ENDWALL TRUSS (Y) LSL-XX = (Y) 1 3/4" x 11 7/8" LSL 2x4 HEM -FIR OR S.P.F. STUD 2x6 HEM -FIR OR S.P.F. STUD W1 GRADE STUDS AT 16" O.C. W4 GRADE STUDS AT 16" O.C. # D = (#) 2x10 HF #2 # J = (#) 1 3/4"x16" LSL # P = (#) 1 3/4"x18" LVL R2 SCISSOR TRUSS AT 24" O.C. R10 PARTIAL GABLE ENDWALL TRUSS (Y) LVL -XX = (Y) 1 3/4" x 11 7/8" LVL 2x4 HEM -FIR OR S.P.F. 2x6 HEM -FIR OR S.P.F. No. 2 STUDS AT 16" O.C. W5 No. 2 STUDS AT 16" O.C. 2x12 HF #2 # K = (#) 1 3/4"x9 1/2" LVL # R = (#) 1 3/4"x20" LVL R3 TRUSS AT 4PARALLEL O CHORD R11 SCISSOR PARTITRUSS AL 301 (Y) 1 3/4" x 11 7/8" PSL 2x4 HEM -FIR OR S.P.F.2x6 HEM -FIR OR S.P.F. No. 2 STUDS AT 12" O.C. W6 No. 2 STUDS AT 12" O.C. TRIMMER AND KING STUD SCHEDULE R4 TAPERED TOP CHORD TRUSS AT 24" O.C. R12 2x6 RAFTER AT 16" O.C. (Z) XB- Z = 3 = 3 1/2" WIDE BEAM = Z x 11 7/8" X- = 5 = 5 1/2" WIDE LEGEND USE (1) TRIMMER STUD AND (1) KING STUD FOR ALL OPENINGS, UNLESS NOTED OTHERWISE. B.O.B. =BOTTOM OF BEAM ®=INTERIOR BEARING WALL R5 O TAPERED TOP CHORD TRUSS AT 16" O.C. R13 O 2x8 RAFTER AT 24" O.C. RB -XX D = 1 1/8" x 11 7/8" RIM BOARD (1) TRIMMER STUD (1) TRIMMER STUD, (1) KING KING STUDS - STUD, AND (1) TRIMMER STUD T.O.B. =TOP OF BEAM P��'1,77LTLTG� =CRIPPLE WALL ROOF TRUSS VARIATIONS XX =LENGTH, IN FEET ROUNDED UP TO THE NEAREST FOOT)(2) ( Y = NUMBER OF PLIES, USE (1) PLY FOR ALL JOISTS/BEAMS WHEN PLY IS NOT SPECIFIED (2) TRIMMER STUDS (1) TRIMMER STUD, (2) KING (2) KING STUDS - STUDS, AND (1) TRIMMER STUD OCLIPPED, STEP DOWN, AND FLAT TOP O MINIMUM 2x6 BOTTOM CHORD N.L.B. =NON LOAD BEARING HANGER SCHEDULE C (2) TRIMMER STUDS (2) TRIMMER STUDS, (2) KING (1) KING STUD - STUDS, AND (2) TRIMMER STUDS B STUBBED AT K MINIMUM 2x8 O ONE END O BOTTOM CHORD = LUS24 ❑= HUS26 ❑E = HHUS26-2 El Q __ (1) TRIMMER STUD Q _ (3) TRIMMER STUDS AND (3) KING STUDS J - (3) KING STUDS STUBBED AT O BOTH ENDS O 2x6 KING POST B = LUS26 E = HGUS26 F = HGUS26-2 ❑ ❑ E (2) TRIMMER STUDS (4) TRIMMER STUDS AND _ (3) KING STUDS - (3) KING STUDS D CANTILEVERED M DESIGN FOR LOADS O AT ONE END O FROM ABOVE JOIST HANGERS SIZED TO MATCH JOISTS PER MANUFACTURER POST SCHEDULE CANTILEVERED OE AT BOTH ENDS NO TOP CHORD BEARING SPECIFICATIONS 0= NO POST REQUIRED 10 4.8 T1 11 1 1 11 11 11 11 11 11 11 11 11 11 ❑ = IUS/ITS ❑ = ITS ❑ = MIU MINIMUM DOUBLE OF 3 -POINT BEARING O MEMBER AT BEARING El= IUS ❑ = MIT ❑= HU 0= (1) 2x STUD 40= (4) 2x STUDS O7 = (7) 2x STUDS 10 = 6x6 GO 4 -POINT BEARING Op MINIMUM TRIPLE MEMBER AT BEARING 20= (2) 2x STUDS O5 = (5) 2x STUDS 0= 4x4 0= 6x8 STEPPED BOTTOM MINIMUM QUADRUPLE CHORD O MEMBER AT BEARING O O3 = (3) 2x STUDS 60 = (6) 2x STUDS 0= 4x6 12 = 8x8 lO OFFSET BEARING OR SPECIAL TRUSS BACKER BLOCK SCHEDULE BACKER BLOCK THICKNESS 1 3/4" LENGTH 1 12" NAIL SIZE 10d (0.128"x3") NAIL QUANTITY 10 START LAYOUT 19.2 19.2-19.2-19.2-19.2-19.2-19.2-19.2 19.2 19.2 19.2 24.0 16.0 0 2.8 Id 19.2 Id 19.2 Id 19.2 Id 19.2 Id 19.2 START LAYOUT Id 19.2 Id 19.2 19.2 19.2 19.2 19.2 0. START LAYOUT .0 11119.2 22.3 23.8 111.6 19.2 19.2 19.2 19.2 21.2Id 23.8 12.7Id 19.2 19.6Id START LAYOUT START LAYOUT START LAYOUT JI 4.8 T1 11 1 1 11 11 11 11 11 11 11 11 11 11 LOCATE POSTS AT E Mimi I ISI mi- 'Iffilro! SD 24.0 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 16.0 2.8 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 24.0 19.2 19.2 19.2 19.2-19.2-19.2-19.2-19.2-19.2-19.2 19.2 DECKATTACHMENT. ATTACH TO TOP PLATE W/ (1) A35 II 4 4.8 L_ 4.8 ATTACH DECK TO 604 301 PLATE & SILL PLATE TYP. U) ' ' H (3) LSL-15 r LOCATE POSTS AT POST W/ (4) 1/2" DIA. x 6" TYP. W/ (1) A35-TYP. 604 301 �Cl > o- I I 0 = ATTACH TO TOP DECKATTACHMENT. SD SD LAG SCREW - TYP. g g TYP. SD SD FLUSH (3) 2x6 TRIMMERS 301 604 TYP. PLATE &SILL PLATE 301 604 ATTACH DECK TO 2 D 301 301 301 (2) 2x6 KING STUDS SD SD TYP. 604 301 W/ (1) A35-TYP. SD SD TYP. POST W/ (4) 1/2" DIA. x 6" ATTACH TO TOP SD SD 2 D SD AT EACH END 4 TYP. SD SD 9 9 LAG SCREW -TYP. PLATE & SILLF - J W10x17 SHOWN 301 2 D 301 301 2 D PLATE W/ (1) A35 9 9 F2 A 2 B 3 K I SD SD 2 D SD ATTACH TO TOP TYP. I I I I _ 'i r I 9 9 PLATE &SILL FROM 2 4 2 FROM 9 9 \ 9 9 2 A 2 B 2 A PLATE W/ (1) A35 ABOVEFll ABOVE O 304 \ Q�04 u 1 SEE STAIR TYP. 907 SD E a M O N V111N 0 N 1.15N C cc c 0 0 v� 3 a� c� E 302 SD TYP. 397 SD C4 W4 (1) J-09 u (1)J-10 (1)J-11 II 311.1 W TYP. FLUSH SD 365 k3l1 2 W10x17 2 SD 2 TYP. U SD 2A (3) LSL-15 _ W TYP. SEE STAIR ' SD FRAMING SEE STAIR I ; HUCQ1.81/11-SDS TYP. U FOR INFO NOT FRAMING (1)J-04 SHOWN FOR INFO NOT 24.0 14.4 SHOWN in 371 SD U -1Q o 0U) w aww 0 U) ~ J W O (1) J-17 O J O= U) ZOo O ALIGN JOIST W/ o EDGE OF OPENING 311.1 (1) J-14 I I I I 11 11 ___j (1) J-13 w Q o W c.; 1 QU Q W ww Oi ~ J W D O -:i- 0 = D_ 0=a Z D 7 O O ZZ o (1) J-17 22.2 1114.41 L 24.0 (2) 2x6 S.P.F. No. 2 STUDS AT 16" O.C. T c 2x6 LEDGER 301 ATTACH W/ (2) 10d SD FROM NAILS AT 16" O.C. 2 ABOVE 2C 335 FROM \ ABOVE 2 2 2F 2D Er _ E AI - A A (1) 2x6 TRIMMERS 4 TYP. 301 301 (4) 2x6 KING STUDS _ SD SD , RIS ATTACH BEAM TO STEEL- POST. TEEL POST. SEE FABRICATION DRAWINGS-TYP. 401 SD LOT 1 12377 W. 51ST. AVE. LOT 2 12371 W. 51ST. AVE. 397 SD SD i l 2 P�' 365 [twd I vim LOCATE POSTS AT \14 E Mimi I ISI mi- 'Iffilro! SD A (1) J-14 I I I I 11 11 ___j (1) J-13 w Q o W c.; 1 QU Q W ww Oi ~ J W D O -:i- 0 = D_ 0=a Z D 7 O O ZZ o (1) J-17 22.2 1114.41 L 24.0 (2) 2x6 S.P.F. No. 2 STUDS AT 16" O.C. T c 2x6 LEDGER 301 ATTACH W/ (2) 10d SD FROM NAILS AT 16" O.C. 2 ABOVE 2C 335 FROM \ ABOVE 2 2 2F 2D Er _ E AI - A A (1) 2x6 TRIMMERS 4 TYP. 301 301 (4) 2x6 KING STUDS _ SD SD , RIS ATTACH BEAM TO STEEL- POST. TEEL POST. SEE FABRICATION DRAWINGS-TYP. 401 SD LOT 1 12377 W. 51ST. AVE. LOT 2 12371 W. 51ST. AVE. 397 SD FROM ABOVE (1)J-11 SD i ATTACH POSTS TO 2 P�' 365 SEE STAIR 371 LOCATE POSTS AT \14 TOP PLATE & SILL FOR INFO NOT SD A 4 DECKATTACHMENT. 311.1 PLATE W/ (1) A35 II 4 L_ ATTACH DECK TO TYP. U) ' ' H (3) LSL-15 r POST W/ (4) 1/2" DIA. x 6" W �Cl > o- I I 0 = LAG SCREW - TYP. SD FLUSH SEE STAIR I ; HUCQ1.81/11-SDS TYP. (1) J-09 ALIGN JOIST W/ FRAMING 2 FOR INFO NOT; 4 (2) J-15 (1) J-15 - J W10x17 SHOWN FROM ABOVE (1)J-11 TYP. �B.O.B AT 315 U B.O. JOISTS SD (2) 1 3/4" x 14" LVL -15'1 RL ==!q- B TYP. ■ W-1• �1�1�11©p••io�l� ,,,moi ui� �■ ice,,, (1) J-13 (1) J-14 1111111 F11 670.1 7 FOR SD #2 STUDS STRAPS 4 1111 (2) 2x6 S.P.F. No. 2 STUDS AT 16" O.C. (1)J-18 2x6 LEDGER ATTACH W/ (2) 10d NAILS AT 16" O.C. 335 SD FROM 2 C 2 ABOVE 2B E - '1 E 3D 301 FOR TYP. 4 SD STRAPS r - R6 ATTACH BEAII TO STEEL B D2 ,!!UPOST. SEE FABRICATION DRAWINGS-TYP. FROM ABOVE u (1)J-10 (1) J-11 TYP. W 2 _ W10x17 365 SEE STAIR 371 \14 2 FOR INFO NOT SD A TYP. U (1) J-04 311.1 I I I I � w Q o II A L_ aQW W W '12 U) ' ' H (3) LSL-15 r TYP. W �Cl > o- I I 0 = SD FLUSH SEE STAIR I ; HUCQ1.81/11-SDS TYP. �v o ALIGN JOIST W/ FRAMING 2 FOR INFO NOT; 11U - J W10x17 SHOWN I 371 I I I I I I I 'i r I O I I I I I I c W Q O I Q�04 u 1 SEE STAIR 371 E.J Q W � W W TYP. 311 O I O � U) FRAMING SD U) O U SD TYP. D > J I FOR INFO NOT 0=a U U cn 4 i SHOWN (1)J-04 Z11 U IFOI= 0-] lima (2) LSL-12 (1) LSL-04 U EXTEND BEAM 1 1 4" TO CARRY 311 TYP. DOUBLE JOIST SD I w Q o k Of LU 04 Of 371 I 0 Q w / \ \ SD wQo H W c,4 I i a 0 w <0 (U) �JW www I D>J (1)J-17 0�� 0�U) 22.741 I I U) O U 0 0 > J Z°° 0 OU 0 i ~ ALIGN JOIST W/ (1)J-18901 0 O i EDGE OF OPENING SD O =Ll O I U o 311 SD 311.1 SD FLUSH (1) LSL-04 L J _ J W10�22 J LLL 1 U 1 , TYP. 4 7 7 TYP. �B.O.B AT 315 U B.O. JOISTS SD (2) 1 3/4" x 14" LVL -15'1 RL ==!q- B TYP. ■ W-1• �1�1�11©p••io�l� ,,,moi ui� �■ ice,,, (1) J-13 (1) J-14 1111111 F11 670.1 7 FOR SD #2 STUDS STRAPS 4 1111 (2) 2x6 S.P.F. No. 2 STUDS AT 16" O.C. (1)J-18 2x6 LEDGER ATTACH W/ (2) 10d NAILS AT 16" O.C. 335 SD FROM 2 C 2 ABOVE 2B E - '1 E 3D 301 FOR TYP. 4 SD STRAPS r - R6 ATTACH BEAII TO STEEL B D2 ,!!UPOST. SEE FABRICATION DRAWINGS-TYP. FROM ABOVE u (1)J-10 (1) J-11 TYP. W 2 _ W10x17 365 SEE STAIR 371 \14 2 FOR INFO NOT SD A TYP. U (1) J-04 - I I I I � w Q o A L_ aQW W W '12 U) ' ' H (3) LSL-15 r TYP. W �Cl > o- I I 0 = SEE STAIR I ; HUCQ1.81/11-SDS TYP. �v o ALIGN JOIST W/ FRAMING FOR INFO NOT; 14.4 1 24.0 SHOWN I 371 I I I I I I I SD O I I I I I I c W Q O I Q�04 u 1 E.J Q W � W W O I O � U) ~ J W U) O U D > J 0=a Z c� cn cn (1) J-17 X00 Z11 IFOI= 0-] lima P.TY SD 401 SD LOT 3 LOT 4 12367 W. 51ST. AVE. 12363 W. 51ST. AVE. 3 22.2 1114.41L 24.0 I TYP TYP. ?311.1 W W FLUSH SD L _ JIL W8x28 _ J r-� -� W 3 TYP. (1) J-13 BEAM TO BEAR= ON W6x9 COLUMN 401 TYP. SD LOT 5 12355 W. 51 ST. AVE. 397 SD (1) J-09 611 FROM ABOVE W4 4 EDGE OF OPENING 11.1 SD FLUSH W10x22 (1)J-13 (1)J-14 (2) 2x6 S. P. F. No. 2 STUDS AT 16" O.C. col 2x6 LEDGER ATTACH W/ (2) 10d NAILS AT 16" O.C. 335 SD FROM 2 C 2 ABOVE E E A A 301 TYP. 4 (1) 2x6 TRIMMERS SD (4) - (4) 2x6 KING STUDS - R6 W4 - 2 B - ATTACH BEAM TO STEEL POST. SEE FABRICATION- DRAWINGS-TYP. 401 SD TYPj4LfN TYP. W TY TYP. W LOT 6 12351 W. 51ST. AVE. UNIT 1A UNIT 2 UNIT 3 UNIT 1 UNIT 2 UNIT 1A V4' =14r V4! 14r V4' =14r VI TI o: 14.4 LL 24.0 301 SD 302 SD TYP. 397 SD City of Wheat Ridge Building Division 907 SD �zOZW�OZWU Mw >- i z �omH oz,W zz aw01�"aoozz Qzzzo2w W�pZ'�V2 ao0of 0_i52 licAQF} oUZ wwwmZ¢ozwwwwo tcwn >pO - =0Zw"JUOL9 LJL,�Jp Z0�o<= =01 _ O zO��=aci tA0=o¢� N U�yWp Z ILHZ =pw���¢�Q�a OWO0oz = LU 0f;z L'L"�OOQU' OUZ�FdxWii U�f-m�(9~IzW.�U�IiFOci0IZw3HR Z- w��gZWwawzOnz� a O �wwMQ?pwz wp JlAUw0Mzw-J ZWW OOJU @ U3 E U_ :�E co O z c� EL co � Ir::D ® O O LL_ Cc CD z U w C z -' LU cc: w LULU z LU w LU o Cc 00 co =DIII J C U N LU ti W21 = z U ccQ 0 cz z z LU J 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01 /25/2021 SERIES TOWNHOMES SUBDIVISION RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S2.02 SD FLUSH 2 _ W10x17 SEE STAIR 371 FRAMING FOR INFO NOT SD SHOWN I � I I (1) J-04 I I I I � w Q o ~ W N Q E u) aQW W W U) ' H �Cl > o- I 0 = ~� O 0 Z OV �v o ALIGN JOIST W/ 4 EDGE OF OPENING 11.1 SD FLUSH W10x22 (1)J-13 (1)J-14 (2) 2x6 S. P. F. No. 2 STUDS AT 16" O.C. col 2x6 LEDGER ATTACH W/ (2) 10d NAILS AT 16" O.C. 335 SD FROM 2 C 2 ABOVE E E A A 301 TYP. 4 (1) 2x6 TRIMMERS SD (4) - (4) 2x6 KING STUDS - R6 W4 - 2 B - ATTACH BEAM TO STEEL POST. SEE FABRICATION- DRAWINGS-TYP. 401 SD TYPj4LfN TYP. W TY TYP. W LOT 6 12351 W. 51ST. AVE. UNIT 1A UNIT 2 UNIT 3 UNIT 1 UNIT 2 UNIT 1A V4' =14r V4! 14r V4' =14r VI TI o: 14.4 LL 24.0 301 SD 302 SD TYP. 397 SD City of Wheat Ridge Building Division 907 SD �zOZW�OZWU Mw >- i z �omH oz,W zz aw01�"aoozz Qzzzo2w W�pZ'�V2 ao0of 0_i52 licAQF} oUZ wwwmZ¢ozwwwwo tcwn >pO - =0Zw"JUOL9 LJL,�Jp Z0�o<= =01 _ O zO��=aci tA0=o¢� N U�yWp Z ILHZ =pw���¢�Q�a OWO0oz = LU 0f;z L'L"�OOQU' OUZ�FdxWii U�f-m�(9~IzW.�U�IiFOci0IZw3HR Z- w��gZWwawzOnz� a O �wwMQ?pwz wp JlAUw0Mzw-J ZWW OOJU @ U3 E U_ :�E co O z c� EL co � Ir::D ® O O LL_ Cc CD z U w C z -' LU cc: w LULU z LU w LU o Cc 00 co =DIII J C U N LU ti W21 = z U ccQ 0 cz z z LU J 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01 /25/2021 SERIES TOWNHOMES SUBDIVISION RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S2.02 E CL M O N N O N Ln N C 0 0 cq 3 ai ca E LOT 1 12377 W. 51ST. AVE. UNIT 1A V4' Z T -V LOT 2 12371 W. 51ST. AVE. UNIT 2 V4" Z T -W LOT 3 12367 W. 51ST. AVE. UNIT 3 V4' Z T -W LOT 4 12363 W. 51ST. AVE. UNIT 1 V4' Z T-0" LOT 5 12355 W. 51ST. AVE. UNIT 2 V4" = T -W LOT 6 12351 W. 51ST. AVE. UNIT 1A. City of Wheat Ridge Building Division V4'a14r wzOZw@0-TO mZLomP z ¢� FW ¢2' m=w'8w-Z0-.22 °z2o28w 05 a>WyVp0=�WZZp ¢pZZp=j O wao�0V>Z¢v L�LinJ��"U � }owgcW 'U')M<z �wviEz0 z ��=='�oZ0 w WN >-Z>�z gH WZpmp— JD �0 J =ZZ'(n J0 J JmaZg W OPZLL¢2 ¢¢pLLo�LL Z0�Wzm0L=Lj0aci =o 00 Qly N U�yWp Z LLHZ Omw�:=Z¢�,<= O-pazz 2 ~mU'Oin0 L C7cnoZZ?Oz��z �inoafzy of w� ¢cnC7 Z_C LU >- 0-wz �z Oma- a �wLLI=)<m�w F_ F_ O Ww�0Qfw0¢=aW OWzOw=2 U LL�o0<00mF-�LL U�c�LL�-H O CL (3 U_ � cn o z v LU a: C o 0 w CE CD — z LU U z J LU LL_ rn� Lu w Z� w LU — `0 Ln LU 00 J � o U c" LU ti LULU = z U LLM Q Lei z Q c� z Q O w J H H P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S2.03 ROOF TRUSS TYPE FLOOR SCHEDULE HEADER SCHEDULE STUD SCHEDULE G1 GIRDER TRUSS R6 MONO TRUSS AT 24" O.C. JOISTS # = NUMBER OF PLIES WALL WIDTH -PER ARCH.: 2x6 2x4 # A = (#) 2x4 HF #2 # F = (#) 1 3/4"x9 1/2" LSL # L = (#) 1 3/4"x11 7/8" LVL ALL BEARING AND/OR EXTERIOR WALLS HF OR SPF STUD GRADE STUDS AT 24"O.C., U.N.O. HF OR SPF STUD GRADE STUDS AT 16" O.C., U.N.O. JACK TRUSS G2 MONO GIRDER R7 AT T O.C. (Y) J -XX = 11 7/8" BCI 5000 SERIES JOISTS # B = (#) 2x6 HF #2 # G = (#) 1 3/4"x11 7/8" LSL # M = (#) 1 3/4"x14" LVL G3 BOX GIRDER R8 2x6 RAFTER AT 24" O.C. FLUSH BEAMS NON-BEARING INTERIOR WALLS HF OR SPF STUD GRADE AT 24" O.C., U.N.O. # H = (#) x14" LSL 1 3/4" # C = (#) x8 HF #2 1 3/4" # N = (#) x16" LVL 2 R1 COMMON TRUSS AT 24" O.C. R9 STRUCTURAL GABLE ENDWALL TRUSS (Y) LSL-XX = (Y) 1 3/4" x 11 7/8" LSL 2x4 HEM -FIR OR S.P.F. STUD 2x6 HEM -FIR OR S.P.F. STUD W1 GRADE STUDS AT 16" O.C. W4 GRADE STUDS AT 16" O.C. # D = (#) 2x10 HF #2 # J = (#) 1 3/4"x16" LSL # P = (#) 1 3/4"x18" LVL R2 SCISSOR TRUSS AT 24" O.C. R10 PARTIAL GABLE ENDWALL TRUSS (Y) LVL -XX = (Y) 1 3/4" x 11 7/8" LVL 2x4 HEM -FIR OR S.P.F. 2x6 HEM -FIR OR S.P.F. � No. 2 STUDS AT 16" O.C. W5 No. 2 STUDS AT 16" O.C. 2x12 HF #2 # K = (#) 1 3/4"x9 1/2" LVL # R = (#) 1 3/4"x20" LVL R3 ORD TRUSS AT 24PARALLEL H O.C. R11 PARTIAL SCISSOR TRUSS (Y) PSL -XX = (Y) 1 3/4" x 11 7/8" PSL 2x4 HEM -FIR OR S.P.F. 2x6 HEM -FIR OR S.P.F. � No. 2 STUDS AT 12" O.C. W6 No. 2 STUDS AT 12" O.C. TRIMMER AND KING STUD SCHEDULE R4 TAPERED TOP CHORD TRUSS AT 24" O.C. R12 2x6 RAFTER AT 16" O.C. (Z) XB- Z = 3 = 3 1/2" WIDE BEAM = Z x 11 7/8" X- = 5 = 5 1/2" WIDE LEGEND USE (1) TRIMMER STUD AND (1) KING STUD FOR ALL OPENINGS, UNLESS NOTED OTHERWISE. B.O.B. = BOTTOM OF BEAM ®= INTERIOR BEARING WALL R5 O TAPERED TOP CHORD TRUSS AT 16" O.C. R13 O 2x8 RAFTER AT 24" O.C. RB -XX D = 1 1/8" x 11 7/8" RIM BOARD (1) TRIMMER STUD (1) TRIMMER STUD, (1) KING (2) KING STUDS - STUD, AND (1) TRIMMER STUD T.O.B. =TOP OF BEAM CRIPPLE WALL ROOF TRUSS VARIATIONS XX = LENGTH, IN FEET ROUNDED UP TO THE NEAREST FOOT ( ) Y = NUMBER OF PLIES, USE (1) PLY FOR ALL JOISTS/BEAMS WHEN PLY IS NOT SPECIFIED (2) TRIMMER STUDS (1) TRIMMER STUD, (2) KING (2) KING STUDS - STUDS, AND (1) TRIMMER STUD A O CLIPPED, STEP DOWN, AND FLAT TOP J O MINIMUM 2x6 BOTTOM CHORD N.L.B. - NON LOAD BEARING HANGER SCHEDULE Q __ (2) TRIMMER STUDS Q _ TRIMMER STUDS, (2) KING S (1) KING STUD H - STUDS, AND (2) TRIMMER STUDS STUBBED AT B K MINIMUM 2x8 O ONE END O BOTTOM CHORD A❑ = LUS24 ❑C = HUS26 ❑E = HHUS26-2 Q _ (1) TRIMMER STUD Q _ (3) TRIMMER STUDS AND - (3) KING STUDS J - (3) KING STUDS STUBBED AT OBOTH ENDS O 2x6 KING POST =LUS26 D =HGUS26 F =HGUS26-2 ❑ ❑ E (2) TRIMMER STUDS (4) TRIMMER STUDS AND _ (3) KING STUDS _ (3) KING STUDS CANTILEVERED DESIGN FOR LOADSIfl D M O AT ONE END O FROM ABOVE JOIST HANGERS SIZED TO MATCH JOISTS PER MANUFACTURER SPECIFICATIONS POST SCHEDULE O CANTILEVERED O TOP CHORD BEARING AT BOTH ENDS U❑ = IUS/ITS 1E= ITS Z= MIU 0= NO POST REQUIRED OF 3 -POINT BEARING O MINIMUM DOUBLE MEMBER AT BEARING V❑ =IUS ❑ =MIT ❑= HU 10=(1) 2x STUD 40= (4) 2x STUDS O7 = (7) 2x STUDS 10 = 6x6 MINIMUM TRIPLE GO 4 -POINT BEARING O MEMBER AT BEARING 20= (2) 2x STUDS O5 = (5) 2x STUDS O8 = 4x4 11 = 6x8 OSTEPPED BOTTOM MINIMUM QUADRUPLE CHORD O MEMBER AT BEARING O3 = (3) 2x STUDS 60 = (6) 2x STUDS O9 = 4x6 12 = 8x8 lO OFFSET BEARING OR SPECIAL TRUSS LOT 1 12377 W. 51ST. AVE. UNIT 1A V4' Z T -V LOT 2 12371 W. 51ST. AVE. UNIT 2 V4" Z T -W LOT 3 12367 W. 51ST. AVE. UNIT 3 V4' Z T -W LOT 4 12363 W. 51ST. AVE. UNIT 1 V4' Z T-0" LOT 5 12355 W. 51ST. AVE. UNIT 2 V4" = T -W LOT 6 12351 W. 51ST. AVE. UNIT 1A. City of Wheat Ridge Building Division V4'a14r wzOZw@0-TO mZLomP z ¢� FW ¢2' m=w'8w-Z0-.22 °z2o28w 05 a>WyVp0=�WZZp ¢pZZp=j O wao�0V>Z¢v L�LinJ��"U � }owgcW 'U')M<z �wviEz0 z ��=='�oZ0 w WN >-Z>�z gH WZpmp— JD �0 J =ZZ'(n J0 J JmaZg W OPZLL¢2 ¢¢pLLo�LL Z0�Wzm0L=Lj0aci =o 00 Qly N U�yWp Z LLHZ Omw�:=Z¢�,<= O-pazz 2 ~mU'Oin0 L C7cnoZZ?Oz��z �inoafzy of w� ¢cnC7 Z_C LU >- 0-wz �z Oma- a �wLLI=)<m�w F_ F_ O Ww�0Qfw0¢=aW OWzOw=2 U LL�o0<00mF-�LL U�c�LL�-H O CL (3 U_ � cn o z v LU a: C o 0 w CE CD — z LU U z J LU LL_ rn� Lu w Z� w LU — `0 Ln LU 00 J � o U c" LU ti LULU = z U LLM Q Lei z Q c� z Q O w J H H P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S2.03 E CL M O N N O N L N C 0 0 cq 3 ai ca E (3) CS16x38" 0 HDU14-SDS2.5 W/ SB1x30" MIN. EMBEDMENT LENGTH IN GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED ROD AS NECESSARY LOT 1 12377 W. 51ST. AVE. UNIT 1A V4' Z T-0" LOT 2 12371 W. 51ST. AVE. UNIT 2 V4" = T -W LOT 3 12367 W. 51ST. AVE. UNIT 3 V4' Z T-0' BRACED/SHEAR WALL SCHEDULE MATERIAL: MATERIAL: 1/2" GYPSUM WALL BOARD 15/8" GYPSUM WALL BOARD UNBLOCKED TITEN HD. MIN. EMBED. = 3 1/4" + 5d NAILS 6d NAILS ONAILS: 1 NAIL SPACING: EDGE FIELD EDGE FIELD 7" O.C. 7" O.C. 7" O.C. 7" O.C. EDGE BOTTOM PLATE: 1 O NAILS AT 6" O.C. FIELD MATERIAL: 1/2" GYPSUM WALL BOARD 5/8" GYPSUM WALL BOARD UNBLOCKED LSTHD8 NAILS: 5d NAILS 6d NAILS 2O NAIL SPACING: EDGE FIELD EDGE FIELD 4" O.C. 4" O.C. 4" O.C. 4" O.C. STUDS AT 24" O.C. BOTTOM PLATE: 1 O NAILS AT 6" O.C. 3820 LBS. 3820 LBS. 2050 LBS. MATERIAL: 7/16" MIN. RATED SHEATHING NAILS: .131" X 2 1/2" NAILS OSTUDS 3 NAIL SPACING: AT 16 O.C. STUDS AT 24 O.C. EDGE FIELD EDGE FIELD 6" O.C. 12" O.C. 6" O.C. 12" O.C. LBS.) BOTTOM PLATE: 1 O NAILS AT 4" O.C. JO MATERIAL: 7/16" MIN. RATED SHEATHING 2. SEE DETAIL 611 FOR HEADED STUD DETAILING REQUIREMENTS NAILS: .131" X 2 1/2" NAILS O NAIL SPACING: STUDS AT 16" O.C. STUDS AT 24" O.C. EDGE FIELD EDGE FIELD 4" O.C. 12" O.C. 4" O.C. 6" O.C. BOTTOM PLATE: 10d NAILS AT 3" O.C. LOT 4 12363 W. 51ST. AVE. UNIT 1 V4' Z T-0" LOT 5 12355 W. 51ST. AVE. UNIT 2 V4" = T -w HOLDOWN SCHEDULE MATERIAL: 7/16" MIN. RATED SHEATHING NAILS: .131" X 2 1/2" NAILS TITEN HD. MIN. EMBED. = 3 1/4" + AT 16" O.C. STUDS AT 24" O.C. OSTUDS 5 NAIL TITEN HD. MIN. EMBED. = 4" + CURB HEIGHT (3580 LBS.) HDU8-SDS2.5 W/ 3/4" DIA. SIMPSON OC TITEN HD. MIN. EMBED. = 51/2" + SPACING: EDGE FIELD EDGE FIELD 3" O.C. 12" O.C. 3" O.C. 6" O.C. LSTHD8 12" E.D. 1.5" E.D. 1.5" E.D. BOTTOM PLATE: 1 O NAILS AT 2" O.C. 3115 LBS. 2700 LBS. 1690 LBS. MATERIAL: 7/16" MIN. RATED SHEATHING NAILS: .131" X 2 1/2" NAILS NOT APPLICABLE STHD10 AT 16" O.C. STUDS AT 24" O.C. OSTUDS 6 NAIL 3820 LBS. 3820 LBS. 2050 LBS. MIDWALL CORNER ENDWALL OF NOT APPLICABLE SPACING: EDGE FIELD EDGE FIELD 2" O.C. 12" O.C. 2" O.C. 6" O.C. CMSTC16 STRAP CLEAR SPAN + 38" W/ (44) 10d NAILS (3410 LBS.) OR (2) CS16 STRAPS CLEAR SPAN + 28" W/ (26) 8d NAILS EACH STRAP (3410 LBS.) [BOTTOM PLATE: 16d NAILS AT 2" O.C. JO MATERIAL: 15/32 MIN. RATED SHEATHING 2. SEE DETAIL 611 FOR HEADED STUD DETAILING REQUIREMENTS NAILS: .148" X 3" NAILS 4. MTT28B MAY BE USED I.L.O. HTT22 OR HTT5 5. TYPE A, B, D & E HOLDOWNS SHALL BE ATTACHED TO (2) 2x POST MIN. AND - AT 16" O.C. STUDS AT 24" O.C. OSTUDS 7 NAIL SPACING: EDGE FIELD EDGE FIELD 2" O.C. 12" O.C. 2" O.C. 6" O.C. BOTTOM PLATE: 1/4" X 3 1/2" WOOD SCREWS AT 2" O.C. STAGGERED TYPICAL ADJOINING PANEL EDGES -6O AND 07 WALLS DOUBLE 2x STUDS (2) 10d NAILS AT ALL ADJOINING AT 6" O.C. - PANELEDGES STAGGERED PANEL EDGE NAILING PER SCHEDULE ABOVE PANEL EDGE NOTES: - NO. 6 x 1 1/4" SCREWS MAY BE SUBSTITUTED FOR NAILS IN GYPSUM WALL BOARD PANELS AS FOLLOWS: 05d OR 6d AT 7" O.C. = NO. 6 x 1 1/4" AT 5" AT EDGE AND 12" IN FIELD 2O5d OR 6d AT 4" O.C. = NO. 6 x 1 1/4" AT 4" AT EDGE AND 12" IN FIELD - BRACED/SHEAR WALL SHALL HAVE DOUBLE TOP PLATES EXCEPT THAT INTERIOR SHEAR WALLS MAY HAVE SINGLE TOP PLATE SO LONG AS IT IS CONTINUOUS FOR THE LENGTH OF THE WALL. WHEN DOUBLE TOP PLATES AT BRACED/SHEAR WALLS ARE CUT, ADD A MSTC52 STRAP ON EACH SIDE OF WALL WITH (48) 16d SINKERS. LOT 5 12355 W. 51ST. AVE. UNIT 2 V4" = T -w HOLDOWN SCHEDULE MARK POST SET LTT20B W/ 1/2" DIA. SIMPSON OA TITEN HD. MIN. EMBED. = 3 1/4" + CURB HEIGHT (1290 LBS.) HTT5 W/ 1/2" DIA. SIMPSON OB TITEN HD. MIN. EMBED. = 4" + CURB HEIGHT (3580 LBS.) HDU8-SDS2.5 W/ 3/4" DIA. SIMPSON OC TITEN HD. MIN. EMBED. = 51/2" + CURB HEIGHT (5665 LBS.) CAST -IN-PLACE MIDWALL CORNER ENDWALL OD NOT APPLICABLE LSTHD8 12" E.D. 1.5" E.D. 1.5" E.D. 3115 LBS. 2700 LBS. 1690 LBS. MIDWALL CORNER ENDWALL OE NOT APPLICABLE STHD10 15" E.D. 1.5" E.D. 1.5" E.D. 3820 LBS. 3820 LBS. 2050 LBS. MIDWALL CORNER ENDWALL OF NOT APPLICABLE STHD14 21" E.D. 1.5" E.D. 1.5" E.D. 5150 LBS. 5150 LBS. 3200 LBS. O CS16 STRAP CLEAR SPAN + 28" W/ (26) 8d NAILS (1705 LBS.) O CMSTC16 STRAP CLEAR SPAN + 38" W/ (44) 10d NAILS (3410 LBS.) OR (2) CS16 STRAPS CLEAR SPAN + 28" W/ (26) 8d NAILS EACH STRAP (3410 LBS.) OI MASA W/ MINIMUM (1) LEG ATTACHED TO STUD (675 LBS.) JO (3) CS16 STRAP CLEAR SPAN + 28" W/ (26) 8d NAILS (5115 LBS.) 1. SEE GSN FOR HEADED STUD MATERIAL SPECIFICATIONS 2. SEE DETAIL 611 FOR HEADED STUD DETAILING REQUIREMENTS 3. HEADED STUDS MAY ONLY BE USED IN POST -TENSIONED FOUNDATION SYSTEMS 4. MTT28B MAY BE USED I.L.O. HTT22 OR HTT5 5. TYPE A, B, D & E HOLDOWNS SHALL BE ATTACHED TO (2) 2x POST MIN. AND - TYPE C & F HOLDOWNS SHALL BE ATTACHED TO (3) 2x POST MIN. LOT 6 12351 W. 51ST. AVE. UNIT 1A. 0 MIN. EMBEDMENT LENGTH IN GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED ROD AS NECESSARY City of Wheat Ridge Building Division V4'a14r �zOZwOpZwO mZ�om� z =���Z���� °z�o��w a�Nc,waoozz ¢zzzo2 O wao00VX: LL�Z¢� �inJ��U of }0 ,W.<z z 'wvi_Z0 z w�=��oZW�z >�_o�oo w gH WZsm�o JAZ}OZ J =ZZ�(n JUpLLt�n J Jmazg W o�zLLaO��� ¢¢oLLo� w Zg6Zw��8aci fnO=o¢� N URww O Z LLHZ xa�¢§wa OW Z"Cn 2 2�au~iFUWg�RaOZ C7 OcnoZZ?Oz��� >- ginowzy of wWacnez_c7w F-wawZ �Z Oma- a W=a�WZOc, ZaEiFo� O Ww�0�W Cc OWpw=2 U w�ooac�c���'�w (3 U_ � cn O z v LU a: LIL p o w CE CD — z p � z_ J LU LL_LU Z� LU LU - `0 L=L, '0 Ir o6 J � o U c" LU ti W21 = z 0U Ir 0LLM Q z Q Q Q LU z cn 0 LU U Q w J H H �M 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S3.01 BRACED/SHEAR WALL SCHEDULE MATERIAL: MATERIAL: 1/2" GYPSUM WALL BOARD 15/8" GYPSUM WALL BOARD UNBLOCKED TITEN HD. MIN. EMBED. = 3 1/4" + 5d NAILS 6d NAILS ONAILS: 1 NAIL SPACING: EDGE FIELD EDGE FIELD 7" O.C. 7" O.C. 7" O.C. 7" O.C. EDGE BOTTOM PLATE: 1 O NAILS AT 6" O.C. FIELD MATERIAL: 1/2" GYPSUM WALL BOARD 5/8" GYPSUM WALL BOARD UNBLOCKED LSTHD8 NAILS: 5d NAILS 6d NAILS 2O NAIL SPACING: EDGE FIELD EDGE FIELD 4" O.C. 4" O.C. 4" O.C. 4" O.C. STUDS AT 24" O.C. BOTTOM PLATE: 1 O NAILS AT 6" O.C. 3820 LBS. 3820 LBS. 2050 LBS. MATERIAL: 7/16" MIN. RATED SHEATHING NAILS: .131" X 2 1/2" NAILS OSTUDS 3 NAIL SPACING: AT 16 O.C. STUDS AT 24 O.C. EDGE FIELD EDGE FIELD 6" O.C. 12" O.C. 6" O.C. 12" O.C. LBS.) BOTTOM PLATE: 1 O NAILS AT 4" O.C. JO MATERIAL: 7/16" MIN. RATED SHEATHING 2. SEE DETAIL 611 FOR HEADED STUD DETAILING REQUIREMENTS NAILS: .131" X 2 1/2" NAILS O NAIL SPACING: STUDS AT 16" O.C. STUDS AT 24" O.C. EDGE FIELD EDGE FIELD 4" O.C. 12" O.C. 4" O.C. 6" O.C. BOTTOM PLATE: 10d NAILS AT 3" O.C. HOLDOWN SCHEDULE MATERIAL: 7/16" MIN. RATED SHEATHING NAILS: .131" X 2 1/2" NAILS TITEN HD. MIN. EMBED. = 3 1/4" + AT 16" O.C. STUDS AT 24" O.C. OSTUDS 5 NAIL TITEN HD. MIN. EMBED. = 4" + CURB HEIGHT (3580 LBS.) HDU8-SDS2.5 W/ 3/4" DIA. SIMPSON OC TITEN HD. MIN. EMBED. = 51/2" + SPACING: EDGE FIELD EDGE FIELD 3" O.C. 12" O.C. 3" O.C. 6" O.C. LSTHD8 12" E.D. 1.5" E.D. 1.5" E.D. BOTTOM PLATE: 1 O NAILS AT 2" O.C. 3115 LBS. 2700 LBS. 1690 LBS. MATERIAL: 7/16" MIN. RATED SHEATHING NAILS: .131" X 2 1/2" NAILS NOT APPLICABLE STHD10 AT 16" O.C. STUDS AT 24" O.C. OSTUDS 6 NAIL 3820 LBS. 3820 LBS. 2050 LBS. MIDWALL CORNER ENDWALL OF NOT APPLICABLE SPACING: EDGE FIELD EDGE FIELD 2" O.C. 12" O.C. 2" O.C. 6" O.C. CMSTC16 STRAP CLEAR SPAN + 38" W/ (44) 10d NAILS (3410 LBS.) OR (2) CS16 STRAPS CLEAR SPAN + 28" W/ (26) 8d NAILS EACH STRAP (3410 LBS.) [BOTTOM PLATE: 16d NAILS AT 2" O.C. JO MATERIAL: 15/32 MIN. RATED SHEATHING 2. SEE DETAIL 611 FOR HEADED STUD DETAILING REQUIREMENTS NAILS: .148" X 3" NAILS 4. MTT28B MAY BE USED I.L.O. HTT22 OR HTT5 5. TYPE A, B, D & E HOLDOWNS SHALL BE ATTACHED TO (2) 2x POST MIN. AND - AT 16" O.C. STUDS AT 24" O.C. OSTUDS 7 NAIL SPACING: EDGE FIELD EDGE FIELD 2" O.C. 12" O.C. 2" O.C. 6" O.C. BOTTOM PLATE: 1/4" X 3 1/2" WOOD SCREWS AT 2" O.C. STAGGERED TYPICAL ADJOINING PANEL EDGES -6O AND 07 WALLS DOUBLE 2x STUDS (2) 10d NAILS AT ALL ADJOINING AT 6" O.C. - PANELEDGES STAGGERED PANEL EDGE NAILING PER SCHEDULE ABOVE PANEL EDGE NOTES: - NO. 6 x 1 1/4" SCREWS MAY BE SUBSTITUTED FOR NAILS IN GYPSUM WALL BOARD PANELS AS FOLLOWS: 05d OR 6d AT 7" O.C. = NO. 6 x 1 1/4" AT 5" AT EDGE AND 12" IN FIELD 2O5d OR 6d AT 4" O.C. = NO. 6 x 1 1/4" AT 4" AT EDGE AND 12" IN FIELD - BRACED/SHEAR WALL SHALL HAVE DOUBLE TOP PLATES EXCEPT THAT INTERIOR SHEAR WALLS MAY HAVE SINGLE TOP PLATE SO LONG AS IT IS CONTINUOUS FOR THE LENGTH OF THE WALL. WHEN DOUBLE TOP PLATES AT BRACED/SHEAR WALLS ARE CUT, ADD A MSTC52 STRAP ON EACH SIDE OF WALL WITH (48) 16d SINKERS. HOLDOWN SCHEDULE MARK POST SET LTT20B W/ 1/2" DIA. SIMPSON OA TITEN HD. MIN. EMBED. = 3 1/4" + CURB HEIGHT (1290 LBS.) HTT5 W/ 1/2" DIA. SIMPSON OB TITEN HD. MIN. EMBED. = 4" + CURB HEIGHT (3580 LBS.) HDU8-SDS2.5 W/ 3/4" DIA. SIMPSON OC TITEN HD. MIN. EMBED. = 51/2" + CURB HEIGHT (5665 LBS.) CAST -IN-PLACE MIDWALL CORNER ENDWALL OD NOT APPLICABLE LSTHD8 12" E.D. 1.5" E.D. 1.5" E.D. 3115 LBS. 2700 LBS. 1690 LBS. MIDWALL CORNER ENDWALL OE NOT APPLICABLE STHD10 15" E.D. 1.5" E.D. 1.5" E.D. 3820 LBS. 3820 LBS. 2050 LBS. MIDWALL CORNER ENDWALL OF NOT APPLICABLE STHD14 21" E.D. 1.5" E.D. 1.5" E.D. 5150 LBS. 5150 LBS. 3200 LBS. O CS16 STRAP CLEAR SPAN + 28" W/ (26) 8d NAILS (1705 LBS.) O CMSTC16 STRAP CLEAR SPAN + 38" W/ (44) 10d NAILS (3410 LBS.) OR (2) CS16 STRAPS CLEAR SPAN + 28" W/ (26) 8d NAILS EACH STRAP (3410 LBS.) OI MASA W/ MINIMUM (1) LEG ATTACHED TO STUD (675 LBS.) JO (3) CS16 STRAP CLEAR SPAN + 28" W/ (26) 8d NAILS (5115 LBS.) 1. SEE GSN FOR HEADED STUD MATERIAL SPECIFICATIONS 2. SEE DETAIL 611 FOR HEADED STUD DETAILING REQUIREMENTS 3. HEADED STUDS MAY ONLY BE USED IN POST -TENSIONED FOUNDATION SYSTEMS 4. MTT28B MAY BE USED I.L.O. HTT22 OR HTT5 5. TYPE A, B, D & E HOLDOWNS SHALL BE ATTACHED TO (2) 2x POST MIN. AND - TYPE C & F HOLDOWNS SHALL BE ATTACHED TO (3) 2x POST MIN. LOT 1 12377 W. 51ST. AVE. UNIT 1A V4' Z T-0" LOT 2 12371 W. 51ST. AVE. UNIT 2 V4" = T -W LOT 3 12367 W. 51ST. AVE. UNIT 3 V4' Z T-0' LOT 4 12363 W. 51ST. AVE. UNIT 1 V4' Z T-0" LOT 5 12355 W. 51ST. AVE. UNIT 2 V4" = T -w LOT 6 12351 W. 51ST. AVE. UNIT 1A. City of Wheat Ridge Building Division V4'a14r �zOZwOpZwO mZ�om� z =���Z���� °z�o��w a�Nc,waoozz ¢zzzo2 O wao00VX: LL�Z¢� �inJ��U of }0 ,W.<z z 'wvi_Z0 z w�=��oZW�z >�_o�oo w gH WZsm�o JAZ}OZ J =ZZ�(n JUpLLt�n J Jmazg W o�„zwa��F� ¢QoLLOH w Zg6Zw��8aci fnO=o¢� N URww O Z LLHZ xa�W§wa OW Z"Cn 2 2�au~iFUWg�RaOZ C7 OcnoZZ?Oz��� �inowzy of wWacne z_c7w F-wawZ �Z Oma- a W=a�WZOc, ZaEiFo� O Ww�0�W Cc OWpw=2 U w�ooac�c���'�w (3 U_ � cn O z v LU a: LIL p o w CE CD — z p � z_ J LU LL_LU Z� LU LU- `Ir o60 L=L, '0 J � o U c" LU ti W21 = z 0U Ir 0LLM Q z Q Q Q LU z cn 0 LU U Q w J H H P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S3.02 0 E CL M O N N O N L N C 0 cq 3 ai ca E BRACED/SHEAR WALL SCHEDULE MATERIAL: MATERIAL: 1/2" GYPSUM WALL BOARD 15/8" GYPSUM WALL BOARD UNBLOCKED TITEN HD. MIN. EMBED. = 3 1/4" + 5d NAILS 6d NAILS ONAILS: 1 NAIL SPACING: EDGE FIELD EDGE FIELD 7" O.C. 7" O.C. 7" O.C. 7" O.C. EDGE BOTTOM PLATE: 1 O NAILS AT 6" O.C. FIELD MATERIAL: 1/2" GYPSUM WALL BOARD 5/8" GYPSUM WALL BOARD UNBLOCKED LSTHD8 NAILS: 5d NAILS 6d NAILS 2O NAIL SPACING: EDGE FIELD EDGE FIELD 4" O.C. 4" O.C. 4" O.C. 4" O.C. STUDS AT 24" O.C. BOTTOM PLATE: 1 O NAILS AT 6" O.C. 3820 LBS. 3820 LBS. 2050 LBS. MATERIAL: 7/16" MIN. RATED SHEATHING NAILS: .131" X 2 1/2" NAILS OSTUDS 3 NAIL SPACING: AT 16 O.C. STUDS AT 24 O.C. EDGE FIELD EDGE FIELD 6" O.C. 12" O.C. 6" O.C. 12" O.C. LBS.) BOTTOM PLATE: 1 O NAILS AT 4" O.C. JO MATERIAL: 7/16" MIN. RATED SHEATHING 2. SEE DETAIL 611 FOR HEADED STUD DETAILING REQUIREMENTS NAILS: .131" X 2 1/2" NAILS O NAIL SPACING: STUDS AT 16" O.C. STUDS AT 24" O.C. EDGE FIELD EDGE FIELD 4" O.C. 12" O.C. 4" O.C. 6" O.C. BOTTOM PLATE: 10d NAILS AT 3" O.C. HOLDOWN SCHEDULE MATERIAL: 7/16" MIN. RATED SHEATHING NAILS: .131" X 2 1/2" NAILS TITEN HD. MIN. EMBED. = 3 1/4" + AT 16" O.C. STUDS AT 24" O.C. OSTUDS 5 NAIL TITEN HD. MIN. EMBED. = 4" + CURB HEIGHT (3580 LBS.) HDU8-SDS2.5 W/ 3/4" DIA. SIMPSON OC TITEN HD. MIN. EMBED. = 51/2" + SPACING: EDGE FIELD EDGE FIELD 3" O.C. 12" O.C. 3" O.C. 6" O.C. LSTHD8 12" E.D. 1.5" E.D. 1.5" E.D. BOTTOM PLATE: 1 O NAILS AT 2" O.C. 3115 LBS. 2700 LBS. 1690 LBS. MATERIAL: 7/16" MIN. RATED SHEATHING NAILS: .131" X 2 1/2" NAILS NOT APPLICABLE STHD10 AT 16" O.C. STUDS AT 24" O.C. OSTUDS 6 NAIL 3820 LBS. 3820 LBS. 2050 LBS. MIDWALL CORNER ENDWALL OF NOT APPLICABLE SPACING: EDGE FIELD EDGE FIELD 2" O.C. 12" O.C. 2" O.C. 6" O.C. CMSTC16 STRAP CLEAR SPAN + 38" W/ (44) 10d NAILS (3410 LBS.) OR (2) CS16 STRAPS CLEAR SPAN + 28" W/ (26) 8d NAILS EACH STRAP (3410 LBS.) [BOTTOM PLATE: 16d NAILS AT 2" O.C. JO MATERIAL: 15/32 MIN. RATED SHEATHING 2. SEE DETAIL 611 FOR HEADED STUD DETAILING REQUIREMENTS NAILS: .148" X 3" NAILS 4. MTT28B MAY BE USED I.L.O. HTT22 OR HTT5 5. TYPE A, B, D & E HOLDOWNS SHALL BE ATTACHED TO (2) 2x POST MIN. AND - AT 16" O.C. STUDS AT 24" O.C. OSTUDS 7 NAIL SPACING: EDGE FIELD EDGE FIELD 2" O.C. 12" O.C. 2" O.C. 6" O.C. BOTTOM PLATE: 1/4" X 3 1/2" WOOD SCREWS AT 2" O.C. STAGGERED TYPICAL ADJOINING PANEL EDGES -6O AND 07 WALLS DOUBLE 2x STUDS (2) 10d NAILS AT ALL ADJOINING AT 6" O.C. - PANELEDGES STAGGERED PANEL EDGE NAILING PER SCHEDULE ABOVE PANEL EDGE NOTES: - NO. 6 x 1 1/4" SCREWS MAY BE SUBSTITUTED FOR NAILS IN GYPSUM WALL BOARD PANELS AS FOLLOWS: 05d OR 6d AT 7" O.C. = NO. 6 x 1 1/4" AT 5" AT EDGE AND 12" IN FIELD 2O5d OR 6d AT 4" O.C. = NO. 6 x 1 1/4" AT 4" AT EDGE AND 12" IN FIELD - BRACED/SHEAR WALL SHALL HAVE DOUBLE TOP PLATES EXCEPT THAT INTERIOR SHEAR WALLS MAY HAVE SINGLE TOP PLATE SO LONG AS IT IS CONTINUOUS FOR THE LENGTH OF THE WALL. WHEN DOUBLE TOP PLATES AT BRACED/SHEAR WALLS ARE CUT, ADD A MSTC52 STRAP ON EACH SIDE OF WALL WITH (48) 16d SINKERS. HOLDOWN SCHEDULE MARK POST SET LTT20B W/ 1/2" DIA. SIMPSON OA TITEN HD. MIN. EMBED. = 3 1/4" + CURB HEIGHT (1290 LBS.) HTT5 W/ 1/2" DIA. SIMPSON OB TITEN HD. MIN. EMBED. = 4" + CURB HEIGHT (3580 LBS.) HDU8-SDS2.5 W/ 3/4" DIA. SIMPSON OC TITEN HD. MIN. EMBED. = 51/2" + CURB HEIGHT (5665 LBS.) CAST -IN-PLACE MIDWALL CORNER ENDWALL OD NOT APPLICABLE LSTHD8 12" E.D. 1.5" E.D. 1.5" E.D. 3115 LBS. 2700 LBS. 1690 LBS. MIDWALL CORNER ENDWALL OE NOT APPLICABLE STHD10 15" E.D. 1.5" E.D. 1.5" E.D. 3820 LBS. 3820 LBS. 2050 LBS. MIDWALL CORNER ENDWALL OF NOT APPLICABLE STHD14 21" E.D. 1.5" E.D. 1.5" E.D. 5150 LBS. 5150 LBS. 3200 LBS. O CS16 STRAP CLEAR SPAN + 28" W/ (26) 8d NAILS (1705 LBS.) O CMSTC16 STRAP CLEAR SPAN + 38" W/ (44) 10d NAILS (3410 LBS.) OR (2) CS16 STRAPS CLEAR SPAN + 28" W/ (26) 8d NAILS EACH STRAP (3410 LBS.) OI MASA W/ MINIMUM (1) LEG ATTACHED TO STUD (675 LBS.) JO (3) CS16 STRAP CLEAR SPAN + 28" W/ (26) 8d NAILS (5115 LBS.) 1. SEE GSN FOR HEADED STUD MATERIAL SPECIFICATIONS 2. SEE DETAIL 611 FOR HEADED STUD DETAILING REQUIREMENTS 3. HEADED STUDS MAY ONLY BE USED IN POST -TENSIONED FOUNDATION SYSTEMS 4. MTT28B MAY BE USED I.L.O. HTT22 OR HTT5 5. TYPE A, B, D & E HOLDOWNS SHALL BE ATTACHED TO (2) 2x POST MIN. AND - TYPE C & F HOLDOWNS SHALL BE ATTACHED TO (3) 2x POST MIN. LOT 1 12377 W. 51ST. AVE. UNIT 1A V4' Z T-0" LOT 2 12371 W. 51ST. AVE. UNIT 2 V4" = T -W LOT 3 12367 W. 51ST. AVE. UNIT 3 V4' Z T-0' LOT 4 12363 W. 51ST. AVE. UNIT 1 V4' Z T-0" LOT 5 12355 W. 51ST. AVE. UNIT 2 V4" = T -w LOT 6 12351 W. 51ST. AVE. UNIT 1A V4' a T-0' 0 City of Wheat Ridge Building Division �zOZwOpZwO mZ�om� z =���Z���� °z�o��w a�Nc,waoozz ¢zzzo2 O wao00VX: LL�Z¢� �inJ��U of }0 ,W.<z z 'wvi_Z0 z w�=��oZW�z >�_o�oo w gH WZsm�o JAZ}OZ J =ZZ�(n JUpLLt�n J Jmazg W o�„zwa��F� ¢QoLLOH w Zg6Zw��8aci fnO=o¢� N URww O Z LLHZ xa�W§wa OW Z"Cn 2 2�au~iFUWg�RaOZ C7 OcnoZZ?Oz��� >- ginowzy of wWacnez_c7w F-wawZ �Z Oma- a W=a�WZOc, ZaEiFo� O Ww�0�W Cc OWpw=2 U w�ooac�c���'�w (3 U_ � cn O z v LU a: LIL p o w CE CD — z p � z_ J LU LL_LU Z� LU LU- `Ir o60 L=L, '0 J � o U c" LU ti W21 = z 0U Ir 0LLM Q z Q Q Q LU z cn 0 LU U Q w J H H P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER S3.03 Ln N City of seat Ridge Building Division LL izoZWooZw0 mZ�om� z ¢� P ¢=� =WZ)LLLz�P�cco z(noc)3.Lu :3 a2DNc)w¢oozz QZZz02 0 waomoV>_Z¢o >___j mc)WOVppQv)mz IXwc=n-ZO z W�xc)>OZW�p >6Z>OZ H gH wZWmW— _j �0 J =0—MILL 00LL --U) J JmazO W o�zw¢��F- <_j 0<0F_ ZCn0f=0¢NO0_wZ�aci 00=- U0fywpZ m Ir LLHZ =wW==QW¢�wa O_jpaZ- 2 WFaOF-dWW�R- ~MQ:30O C7 c7a,oZZ?0 WR:w �i CD rn a`) 0 m 0 rn c Ea M 0 N Ln N SEE PLAN ty of do (1) #4 CONTINUOUS REBAR 2x WOOD STUDS - SEE FRAMING PLAN HOLDOWN POST AT EACH SIDE OF CURB A VA 2x PRESSURE TREATED PLATE W/ 112" DIA. x 10" LONG ANCHOR BOL PER PLAN PER PLAN 3" TO CENTER EMBED 7" MIN. AT 6'-0" O.C. MAX. W/ PROPERLY SIZED NUT AND LINE OF HOEDOWN w WASHER. MIN. (2) BOLTS PER PIECE AND 12" MAX. FROM EACH END SLAB TENDONS -SEE PLAN v d cv o L �, SWAY TENDON AT ADDITIONAL REINFORCEMENT U.N.O. #4 x 48" LONG REBAR 301 PLAN VIEW AT HOLDOWN LOCATION hef v . d PENETRATION TO OF (1) #4 BAR x 6-0" MAINTAIN 3" MIN. CENTERED ON SLAB PENETRATION 11/2" a EQ ON PLAN v d IN HIGH STRESS ZONE ji/ 11 5„ TYP3011 ° 30 t VARIES -12" MAX °p d v 1 d SEE U.N.O. I ° REBAR CORNER L a PLAN v ODOWN LOCAON IN BEAM 18SQ. Q U.N.O. 1. v A° v a � 3" EDGE DISTANCE ATVZZZ,4Z 3„ v d ° REBAR IN EDGE BEAM INTERIOR HOLDOWN MIN. q 6 MIL POLY VAPOR BARRIER PERPENDICULAR TO ............. -Z-4 o SLAB COLD JOINT HOLD-DOWN /. \ 1 CV d . . . . . . . . . . . . d 10" AT LSTHD8 d c d • c • U -BAR REINFORCEMENT v 12" AT STHD10 ° L J NO PENETRATIONS ALLOWED HIGH STRESS c d EXTENDED MINIMUM OF 4 ABOVE COLD JOINT " 16" AT STHD14 a. 10" AT LSTHD8 In.v PER v .. IN THIS AREA, WITHOUT ZONE K 6 SEE FOUNDATION PLAN 12 AT STHD10L HOLDOWNr__ 16" AT STHD14 C PLAN ADDITIONAL REINFORCEMENT SLAB PENETRATION IN SEE FOUNDATION PLAN HATCHING AND SPACE 18" a v . PER PLAN hef ° 4 HIGH STRESS ZONE FOR REINFORCEMENT U -BARS AS SHOWN: p v OR TENDON d v t (1 1211 NOTE: NO REINFORCEMENT REQUIRED FOR SEE DETAIL 201 FOR INFORMATION INTERIOR GARAGE EDGE SLAB PENETRATIONS OUTSIDE OF HIGH NOT SHOWN HERE SIDE VIEW ° ' STRESS ZONE, 6" DIA. MAX. NOTE: v HOLDOWN do (IN.) hef (IN.) t (IN.) SILL PLATE ANCHORAGE MAY VARY NOTE: NOTE: REPLACED AT SHEAR/BRACED WALL LOCATIONS SLAB THICKNESS AND/OR SLAB SEE DETAIL 201 LTT20B 112 2 314 7/16 NOTE: SEE SILL PLATE ANCHORAGE ON ELEVATION MAY VARY FROM ONE FOR INFORMATION CORNER CONDITION HTT5 518 3112 35/64 SEE DETAIL 232 FOR INFORMATION SHEAR WALL SCHEDULE SIDE OF CURB TO THE OTHER. NOT SHOWN HERE HDU8-SDS2.5 1 718 1 5 1 3/4 NOT SHOWN HERE CONCRETE CURB AT INTERIOR SLAB INTERIOR RIB HOLDOWN AT EXTERIOR WALL HEADED STUD HIGH STRESS ZONE 233.1 234 241 242'W 291 SCALE. 314 -1-0 SCALE. 3/4"-1-0 SCALE: 314" =1'-0" WIND SCALE. 3/4"-1-0 SCALE: 314" =1'-0" 2x FRAME WALL W/ PIPE PENETRATION LOCATED OUTSIDE OF HIGH STRESS ZONE 3" 1 1/2" MIN. SWAY TENDON AT PENETRATION TO MIN. x WOOD STUDS _ SEE FRAMING PLAN 1 1/2" MAINTAIN 3" MIN. CLEARANCE / \ MIN. CONTINUOUS WOOD PANEL / \ PLUMBING SLEEVE, VENT OR DRAIN (2" MAX. WALL SHEATHING / \ 9 DIA. IN 2x4 WALL, 4" MAX. DIA. IN 2x6 WALL) SQUASH BLOCKING - SEE FRAMING PLAN (4) #5 x T-0" LONG \\ AND NOTE BELOW HORIZONTAL REBAR- / MID DEPTH IN SLAB/ \ 10d NAILS AT 12 O.C. - MATCH FLOOR SHEATHING - SEE GSN / \ bo 3„IZZZ,z c v BRACED/SHEAR WALL SCHEDULE FOR FASTENER REQUIREMENTS MIN. BOTTOM PLATE NAILING AT PLUMBING PENETRATION a BRACED/SHEAR WALL LOCATIONS REBAR TO BE A MINIMUM /. v OF 3" ABOVE SUBGRADE / \ / \ v . . . . . . . . . . . . . — — — — — — — — ADDITIONAL REINFORCEMENT OF (1) #4 BAR x 5-0" CENTERED ON SLAB (1) 10d NAIL TOP AND BOTTOM HIGH STRESS PENETRATION IN HIGH STRESS ZONE INTO I -JOIST FLANGE SEE FOUNDATION PLAN FOR ZONE REINFORCEMENT OR TENDON CONTINUOUS RIM BOARD y NJ / M PER MANUFACTURER'S SPEC'S I JOIST - SEE v SLAB FRAMING PLAN \ / PENETRATION IN 10d TOE -NAIL AT 12" O.C. AT THICKEN SLAB TO\ / HIGH STRESS 1 RIM JOIST TO TOP PLATE (1) 8d BOX NAIL EACH SIDE 710AROUND \ / ZONE 6" DIA. MAX. 1 1/2" MIN. EDGE DISTANCE PENETRATION \ / m CONTINUOUS DOUBLE TOP PLATE \ / co \ / ALTERNATE BEAM LOCATION - 2x WOOD STUDS - SEE FRAMING PLAN z NO REINFORCEMENT REQUIRED FOR SEE FRAMING PLAN \ / - v SLAB PENETRATIONS OUTSIDE OF HIGH \ / STRESS ZONE, 6" DIA. MAX. \ / v PLUMBING BLOCKOUT 5" x 8" MAX. NOTE: 10'-0" MINIMUM SPACING BETWEEN " BLOCKOUTS M PROVIDE 2x SQUASH BLOCKING BETWEEN FLOOR NOTE: PLUMBING VOID BOXES NOT TO NOTE: PLAN VIEW SIDE VIEW SHEATHING AND DOUBLE TOP PLATE AT ALL POST LOCATIONS FROM WALL ABOVE AND ALL EXCEED 12"X12" AND SHALL NOT BE SEE DETAIL 201 FOR LOCATIONS OF 2 OR MORE TRIMMERS ABOVE LOCATED IN BEAM/ RIB. INFORMATION NOT SHOWN MATCH POST/TRIMMER COUNT ABOVE TYPICAL PLUMBING PENETRATION AT INTERIOR TYPICAL PLUMBING PENETRATION AT GRADE BEAM PLUMBING PENETRATIONS AT SLAB EDGE PERPENDICULAR JOIST AT EXTERIOR WALL 292 294 301 SCALE. 314 -1-0 SCALE. 314 -1-0 _ SCALE. 3/4„ - V-0” SCALE: 3/4" = 1'-0" 2x WOOD STUDS - SEE FRAMING PLAN 2x WOOD STUDS - SEE INVERTED I -JOIST HANGER - FRAMING PLAN NOT REQUIRED IF NOT SHOWN CONTINUOUS WOOD PANEL ON FRAMING PLAN WALL SHEATHING SQUASH BLOCKING - SEE FRAMING PLAN AND NOTE CONTINUOUS WOOD PANEL 8d NAILS AT 6" O.C. BELOW WALL SHEATHING` I -JOIST OR RIM BOARD BLOCKING - 10d NAILS AT 12" O.C. -MATCH FLOOR SHEATHING -SEE 8" DIA. HOLE ALLOWABLE IN EACH 10d NAILS AT 12" O.C. -MATCH BLOCK WALLAS OCCURS 10d NAILS AT 16" O.C. 10d NAILS AT 16" O.C. WALLAS OCCURS BRACED/SHEAR WALL SCHEDULE GSN FOR FASTENER BRACED/SHEAR WALL SCHEDULE FLOOR SHEATHING BOTTOM PLATE NAILING AT R QUIREMENTS BOTTOM PLATE NAILING AT FLOOR SHEATHING FLOOR SHEATHING 2x PLATE W/ CONSTRUCTION BRACED/SHEAR WALL LOCATIONS BRACED/SHEAR WALL LOCATIONS 2x FILLER BLOCKING AS REQUIRED NAIL BLOCKING TO BEAM W/ MINIMUM I I I I ADHESIVE TO BEAM FLANGE - (1) 10d NAIL TOP AND BOTTOM 10d AT 6" O.C. STAGGERED PLATE SHALL OVERHANG BEAM WEB STIFFENER FROM RIM JOIST TO I -JOIST FLANGE MINIMUM 1/8", MAXIMUM 1/4" (1) 10d NAIL TOP AND BOTTOM LOCATION AS REQUIRED BY ====/2-„-n =7====/2-„-n INTO I -JOIST FLANGE I JOIST - SEE FRAMING PLAN RIM BOARD PER — — — — — — — — — — — — MANUFACTURER'S SPEC'S MANUFACTURER RIM BOARD OR I -JOIST PER �• �•NIu ulu MANUFACTURER'S SPEC'S I -JOIST BLOCKING PANELS AT I� 10d TOE -NAIL AT 12" O.C. AT RIM 48" O.C. - 8" DIA. HOLE 8d TOE -NAILS AT 6" O.C. AT MAXIMUM PER\,I JOIST TO DOUBLE TOP PLATE ALLOWABLE IN EACH BLOCK JOIST - SEE JOIST BLOCKING TO TOP PLATE MANUFACTURER FRAMING PLAN I JOIST - SEE BEAM -SEE FRAMING PLAN I -JOIST - SEE FRAMING PLAN ALTERNATE BEAM LOCATION - H2.5 AT EACH JOIST TO PLATE - FRAMING PLAN STEEL BEAM -SEE FRAMING PLAN 1/8" OPTIONAL: PACK BEAM TIGHT AT JOIST CONTINUOUS DOUBLE TOP ALTERNATE BEAM LOCATION - PLATE SEE FRAMING PLAN USE H3 AT STEEL BEAM BELOW HANGER -SEE TOP FLANGE HANGER HANGER LOCATIONS. PACKING SHALL SEE FRAMING PLAN CONTINUOUS DOUBLE FRAMING PLAN - SEE FRAMING PLAN BE WIDER THAN BEAM FLANGES BY 1/8" 2x WOOD STUDS - SEE TOP PLATE FRAMING PLAN 2x WOOD STUDS SEE FRAMING PLAN NOTE: PROVIDE 2x SQUASH BLOCKING BETWEEN FLOOR SHEATHING AND DOUBLE TOP PLATE AT ALL POST LOCATIONS FROM WALL ABOVE AND ALL LOCATIONS OF 2 OR MORE TRIMMERS ABOVE MATCH POST/TRIMMER COUNT ABOVE PARALLEL JOIST AT EXTERIOR WALL CANTILEVERED JOIST AT WALL JOIST AT FLUSH BEAM AT INTERIOR JOIST AT FLUSH STEEL BEAM AT INTERIOR 302 304 311 311.1 SCALE. 3/4 - 1 -0 SCALE. 3/4 - V-011 SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" BOUNDARY NAILING BOUNDARY NAILING BOUNDARY NAILING 2x BLOCKING BETWEEN STUDS RAKED 2x BLOCKING BETWEEN TRUSSES ROOF SHEATHING TO MATCH TOP CHORD OF TRUSS OR 2x BLOCKING BETWEEN STUDS ROOF SHEATHING 2x BLOCKING BETWEEN STUDS 8d NAILS AT NAILER. (4) 10d NAILS FROM TOP (4) 10d NAILS FROM BLOCK TO BLOCK RAKED TO MATCH TOP CHORD OF O.C. CHORD OR NAILER TO BLOCKING VERTICAL WEB AS OCCURSWALL SHEATHING TRUSS OR NAILER. (4) 10d NAILS FROM TOP CHORD OR NAILER TO 2x BLOCKING 2x WOOD STUDS - SEE BETWEEN TRUSSES (4) 10d NAILS FROM BLOCK TO BLOCK ROOF TRUSS OR NAILER AT FRAMING PLAN BLOCKING ROOF SHEATHING TOP AND BOTTOM -SEE FRAMING PLAN 2x WOOD STUDS - SEE FRAMING PLAN ROOF TRUSS OR NAILER AT WALL SHEATHING 2x BLOCKING TOP AND BOTTOM - SEE FRAMING PLAN BETWEEN STUDS WALL SHEATHING I 2x WOOD STUDS - SEE FRAMING 2x WOOD STUDS - SEE FRAMING PLAN 10d NAILS AT 12" O.C. -U.N.O. -MAY PLAN VARY AT BRACED/SHEAR WALLWALL SHEATHING 10d NAILS AT 12" O.C. -U.N.O. -MAY LOCATIONS 2x CONTINUOUS PLATE VARY AT BRACED/SHEAR WALL 2x WOOD STUDS - SEE FRAMING PLAN LOCATIONS FLOOR SHEATHING 2x CONTINUOUS PLATE 2x CONTINUOUS PLATE 2x CONTINUOUS PLATE FLOOR SHEATHING — — — — — FLOOR SYSTEM - SEE FRAMING PLAN — — — — — — ROOF TRUSS - SEE FOR ORIENTATION -- ------ — — I 10d NAILS FRAMING PLAN ___= I AT 12 O.C. ROOF TRUSS - SEE FRAMING PLAN II 10d NAILS I II 4— AT12" O.C. _ _ 2x BLOCKING AT ALL HANGER LOCATIONS -BLOCK FULL DEPTH FLOOR SYSTEM -SEE FRAMING PLAN NOTE: OF HANGER - NOT REQUIRED AT FOR ORIENTATION HANGER - SEE FRAMING PLAN FLOOR SYSTEM - SEE FRAMING PLAN FLOOR SYSTEM - SEE FRAMING SEE DETAIL 301 OR 302 HANGER -SEE 1 3/4" RIM BOARD ATTACH DIRECTLY TO BEAM, FOR ORIENTATION BEAM - SEE FRAMING PLAN PLAN FOR ORIENTATION FOR INFORMATION NOT FRAMING PLAN NO LEDGER REQUIRED HANGER AS REQUIRED - SEE FRAMING PLAN HANGER AS REQUIRED SHOWN HERE. RIM PER MANUFACTURER'S RIM PER MANUFACTURER'S BEAM -SEE FRAMING PLAN -SEE FRAMING PLAN NOTE: SPECIFICATIONS SPECIFICATIONS BOTTOM OF TRUSS AT OR PERPENDICULAR ROOF PARALLEL ROOF PERPENDICULAR ROOF PARALLEL ROOF BOTTOMGOATORB TABOVE OP OF LOW TOP OF RIM BOARD ROOF TRUSS AND I -JOIST AT FLUSH BEAM ROOF TRUSS AT RIM JOIST AT WALL ci 315 335 _ SCALE. 3/4„ = 1 -0 SCALE: 3/4” = 1'-0" \A/ L. eat Ridge Building Division W¢OZHWo<=O mZLL_Um� Z cnFUwJOm¢~z 0 P:WzZ d 0_9PQw<0mzm QZzzom 0 Wamm 0>_=-O }OJ0mz) W }�W-)mQcomz OfW�wzO Z W3,Lub> zwOZ ;2p>OD W gH WzowwwmmFno JAZ}pZOJ =O-J�F--mWw"¢Q<OLL ¢ oF dU�w WpawHzz WILHZ¢� N 0la <of¢��a O_1pazZ 2 ofm- J-dwW ED ~0au)oo0 o� o U -Z OwoO _Z?Oz��� ��ZWZO Ix Zjawza�wacnZ O�z� d wW ¢pWwoww ZdpWp O J�=UW�a E wt OWQJW2 U LLWoo¢Obmi- 5LL U�U��H O cn U � U:) O z c) LU 11� Cc ::::) O OO Ir CD z C'3 w z_ J w con LU LU_ � Z� z LULU Ln LC) M W co 00 JCDC-4 U ti LU LULU z U � LLM Q L tdd i d?6� Y t }b" - 1 U 6i J H H 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER SID L N City of Wheat Ridge Building Division o� LOmF- z cn U OZO—Lu omLU mZ }U Z wm�mwO0fo~w OQt=LLZZ a a2wvw¢Oozz QzzZpg X>_zoOV'lZzp }OJOm= wo0ZwwZO¢o O=� 0C7 �UwOUm¢cnmz wwcn-ZO z Mw W:5mQ 0—w _z j 3 v� ca L6 0 a) CL H L N City of Wheat Ridge Building Division izoZWooZwLL 0 mZ�om� z ¢� F -w ¢=� W WZ)LWLz�P0cco Z�0cLLa3.W 5 OPU <O0zz <ZZopj waomOV>_Z¢0 >___jF�U moWgL)m<rnmz ofwai-z0 Z w�=0>wp_OZwOp ��Z�OZ H gH WZOmU- _j �0 J =O- LL JUOLL --U) JJmaOO LL OWMO<D~ _m <<OLLU zOcq zc0O=oW cn0=�z� o �OUFWWOdWFZZ �LLHZ<� N omwFR<w¢�K� OWzOmzz = ft'iiai�-ULYw�:R0- ~OmUocO—n0 O C7cnOZz?Ozo R: �inoafzU of 06 w�(LWz00ofmW HOEZ�Lu a F-WW�< Z��w ZdpFp O ww�Oafafo<y w OWOOw== U LLWOM<00mm _LLL OWOL.LPH O cn U 2i U:) O zv LU a. O o O LL. Ir c') — z C'3 w z J LU U_ w � w � Z� z W w L0 w o m cp J � o U ti w WUj = z U LL< w E Q I" : i LU U LU J H H �M 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER SID SEE CHART SEE CHART 8d NAILS AT 6" O.C. 2x BLOCKING BETWEEN 8d NAIL AT BELOW 8d NAILS AT 6" O.C. BELOW ROOF SHEATHING TOP CHORDS OF TRUSSES AT 2x6 DIAGONAL BRACING O.C. SPACING 6" O.C. TO TOP TO BLOCKING BETWEEN 4x2 LOOKOUT W/ (2) 10d (8) 10d NAILS FROM 2x6 BRACE LOCATIONS CHORD OF TRUSS LOOKOUTS NAILS TO GABLE TRUSS - DIAGONAL BRACE TO ROOF PITCH OF GABLE TRUSS 2x4 LOOKOUT 2x4 LOOKOUT W/ ROOF SEE TABLE BELOW FOR , BLOCKING BOUNDARY NAILING FROM <4:12 5:12 6:12 7:12:5 AT 4' O.C. ROOF (2) 10d NAILS SHEATHING SPACING , SHEATHING TO BLOCKING - - SHEATHING TO GABLE TRUSS (2) 10d NAILS REFER TO LOOKOUT < 30' 10' 10' 9' 8' SEE TABLE PER LOOKOUT INFORMATION AT RIGHT SIDE GABLE 31'-40' 10' 10' 9' 8' BELOW FOR OF THIS DETAIL ° ° TRUSS SPACING 2x WOOD RAFTER - SEE FRAMING PLAN ADD 2x6 FLAT WHEN 2x6 ° ° ° LENGTH 41'-50' 10' 10' 9' 7' (2) 10d NAILS (2) 10d NAILS NOTCHED TOP CHORD H2.5A AT EACH HANGER -SEE FRAMING PLAN RAFTER TO BEAM DIAGONAL BRACING LENGTH o 50'< 10' 9' 9' 7' (3) 10d NAILS AT DROPPED TOP CHORD TO BE DESIGNED BY PER LOOKOUT PER LOOKOUT BEAM - SEE FRAMING PLAN EXCEEDS 6'-0". NAIL W/ 10d AT 12" O.C. o EACH END OF 2x4 TO BE DESIGNED BY (3) 10d TOE NAILS � TRUSS MANUFACTURER (3) 10d TOE NAILS FROM TRUSS MANUFACTURER CONDITION 2 v MIN. BLOCKING STRUCTURAL GABLE / FOR LOOKOUTS WHERE FROM LOOKOUT BLOCK TO TOP CHORD FOR LOOKOUTS REQUIRED AND ARE ENDWALL TRUSS - SEE A35 AT 2x6 BRACE TO GABLE TRUSS — ONLY ALLOWED WHEN ROOF SHEATHING AT COVERED RIGHT FOR REINFORCEMENT TO 2x4 GABLE TIE AND TOP CHORD GABLE ENDWALL TRUSS PATIO OR FLOOR SHEATHING AT REQUIREMENTS (4) 10d NAILS FROM STRUCTURAL GABLE STRUCTURAL GABLE BEARS CONTINUOUSLY DECK (3) 10d TOENAILS =NT BRACE TO GABLE TIE 2x6 DIAGONAL BRACE AT ENDWALL TRUSS ENDWALL TRUSS ON WALL BELOW SEE GSN FOR FASTENING AT BLOCK TO BEAM RE RIDGE AND AT SPACING PER — J STRUCTURAL GABLE EAVE BOARD AT ROOF CONDITION CHART (SEE RIGHT). ENDWALL TRUSS ORIENTATION OF DIAGONAL - 2'-0" MAX. ADD 2x4 CONTINUOUS NAILER OR 2x SOLID BLOCKING W/ OPTIONAL ALTERNATE MAY BE AS SHOWN OR EACH END EXTEND GABLE TIES TRUSS WHERE GABLE END DOES NOT REVERSED (SEE RIGHT) 2x6 BLOCK TO EXTERIOR WALL HAVE WALL BELOW W/ 10d NAILS AT 4" END NAILED INTO RAFTER AT EACH (3) 10d NAILS FROM 2x4 2x BLOCKING AT PATIOS AND OTHER O.C. -DON'T OVERCUT NOTCH END OF BLOCK AND (4) 10d FACE NAILED AT BLOCKING TO BEAM GABLE TIE TO BOTTOM (5) 10d NAILS FROM EXPOSED CONDITIONS. CHORD OF TRUSS GABLE TIE TO 2x ALTERNATE DIAGONAL POSITION LOOKOUT -ON EDGE ORIENTATION LOOKOUT -ON EDGE ORIENTATION FLAT LOOKOUT -FLAT ORIENTATION 2x4 GABLE TIE AT EACH BLOCKING (ALL CONNECTION REQUIREMENTS TO OVERHANG 0-12" OVERHANG GREATER THAN 12" OVERHANG GREATER THAN 12" BEAM - SEE FRAMING PLAN RAFTER OR JOIST - (4) 10d TOE NAILS AT EACH 10d NAILS AT 6" O.C. DIAGONAL BRACE W/ (2) 10d SEE FRAMING PLAN END OF 2x6 BLOCK TO 2x FROM 2x6 BLOCK TO NAILS AT EACH TRUSS BOTTOM MATCH STANDARD ORIENTATION) OVERHANG DIMENSION ALTERNATE WALL LOCATION - BLOCKING DOUBLE TOP PLATE CHORD. 6'-0" MINIMUM LENGTH - NOTE: 13"-17" 18"-24" SEE FRAMING PLAN EXTEND ONE TRUSS PAST 2x6 SEE TRUSS MANUFACTURER'S NOTE: 2x6 DIAGONAL BRACING BRACE STANDARD GABLE END DETAIL FOR 2x4, ON EDGE 4' 3' LOOKOUT 1. I DIAGONAL BRACE NOT REQUIRED AT (APPLIES TO ALL GABLES) TRUSS WEB BRACING REQUIREMENTS ORIENTATION CONDITION 1 TRUSS LENGTH LESS THAN 10'-0" FOR OUT -OF -PLANE WIND LOADS 2x4, FLAT 2' 1' GABLE ENDWALL BRACING RAFTERS OR JOISTS AT BEAM 408 4 09 110/140 MPH WIND SPEED SCALE. 3/4 - 1 -0 SCALE: 3/4" = 1'-0" NOTCH ROOF SEE DETAIL 404 FOR SEE DETAIL 404 FOR SHEATHING AROUND GIRDER TRUSS TO GIRDER TRUSS TO HANGER OR HOLD PERPENDICULAR WALL PERPENDICULAR WALL PROVIDE EITHER END NAILS SHEATHING BACK OR TOE NAILS AT TOP AND ----- BOTTOM CHORDS OF EACH ------ GIRDER TRUSS HIP JACK OR TRUSS PER SCHEDULE (5) 10d TOE -NAILS FROM TOP CORNER JACK BELOW SEE SECTION A GIRDER TRUSS TRUSS (COMMON OR SCISSOR) HTS16 TWIST STRAP CHORD TO GIRDER - (3) FROM USE BEARING BLOCK AT B_ - SEE FRAMING PLAN TOP PLATE/ GIRDER ONE SIDE (2) FROM OPPOSITE SETBACK HANGER - SEE FRAMING PLAN SIDE (NOT SHOWN) I NOTE: (5) 10d TOENAILS NOTE: GIRDER TRUSS - SEE I 2x BLOCKING BETWEEN EVERY OTHER JACK TRUSS REQUIRED AT EVERY JACK TRUSS BOTTOM CHORD OF FRAMING PLAN DIAGONAL WEB I I TOP CHORD TO GIRDER TOP CHORD JACK TRUSS GIRDER TO BE DEEP STANDARD HEEL WHERE OCCURS / ENOUGH SO THAT SIDE VA FLANGES OF HANGER I / CORNER JACK ARE NOT BENT OR HIP JACK 8d AT6"O.C. SECTION A HIP FRAMING PLAN VERTICAL LEG OF JACK TRUSS WHERE OCCURS ° 2x BLOCKING BETWEEN =__= LUS24 HANGER -SEE TRUSSES W/ (2) 10d NAILS AT EACH END ATERNATE NAIL CONNECTION SEE SCHEDULE BELOW FOR -/ BOTTOM CHORD OF BOTTOM CHORD OF AND TABLE IN LIEU OF HANGER JACK TRUSS BOTTOM CHORD GIRDER TRUSS JACK TRUSS NOTE: CONNECTION TO BLOCKING ________ SEE HIP JACK OR CORNER MAX. 12'-0" SETBACK HANGER -SEE WITH PARALLEL WALL WITHOUT PARALLEL WALL JACK CONNECTIONS ON RIGHT (4) 10d NAILS FROM BLOCKING TO GIRDER TRUSS CONDITION HANGER OPTION NAIL OPTION SINGLE PLY GIRDER LTHJA26 (4) 10d NAILS AT TOP AND BOTTOM CHORDS OF CORNER JACK FRAMING PLAN SIDE OF THIS DETAIL STANDARD CONNECTION TRUSS TO BOTTOM CHORD ALTERNATE CONNECTION TRUSS (COMMON OR SCISSOR) 0 - 6'-0" SETBACK (2) 10d NAILS AT TOP AT BOTTOM CHORD OF JACK TRUSS - SEE FRAMING PLAN TRUSS CONDITION BOTTOM CHORD END NAILS BOTTOM CHORD TOE -NAILS TOP CHORD TOE -NAILS DOUBLE PLY GIRDER LTHJA26 (7) 10d NAILS AT TOP AND BOTTOM CHORDS OF CORNER JACK GIRDER TRUSS - SEE 0 - 6'-0" SETBACK NOT REQUIRED NOT REQUIRED (5) 10d TOE -NAILS 0 - 8'-0" SETBACK (2) 10d NAILS AT TOP AT BOTTOM CHORD OF JACK TRUSS FRAMING PLAN DOUBLE PLY GIRDER THJA26 NOT AVAILABLE NOTE: NOTE: 6'-0" - 10'-0" SETBACK (3) 10d END NAILS NOT REQUIRED (5) 10d TOE -NAILS STUBBED HEEL UP TO 12'-0" SETBACK DIAGONAL WEB REQUIRED FOR JACK TRUSS SPANS GREATER THAN 6'-0" MAX. 12'-0" SETBACK 10'-0" - 12'-0" SETBACK (3) 10d END NAILS (2) 10d TOE -NAILS (5) 10d TOE -NAILS TRUSS AT GIRDER TRUSS K.- HIP FRAMING HIP JACK OR CORNER JACK CONNECTIONS 441 43 _ SCALE. 3/4„ - 1 -0 SCALE: NO SCALE SCALE: NO SCALE PROVIDE 2x BLOCKING BETWEEN (2) 10d NAILS AT EACH PROVIDE 2x BLOCKING BETWEEN (2) 10d NAILS AT EACH TOP CHORDS IF RIDGE BOARD LOCATION WHERE 2x VALLEY TOP CHORDS IF RIDGE BLOCK LOCATION WHERE VALLEY LANDS BETWEEN TRUSSES / PLATES CROSS A TRUSS PLATE CROSSES TRUSS LANDS BETWEEN TRUSSES / / 8d NAILS AT 6" O.C. 8d NAILS AT 6” O.C. AT 2 2x4 VALLEY PLATES: ALIGN AT SHEATHING TO 2x VALLEY PLATE AT SHEATHING. TO FRONT AND REAR OF RAFTER OR // / / DRAG LOAD AT SHEAR WALL VALLEY PLATE /��/ (1) 2x10: ALIGN AT FRONT OF / �5� / 2x VALLEY PLATE / ��/ VALLEY SET TRUSSES W/ A // / LOCATION SEE FRAMING PLAN. / RAFTER / MAX. OF 4'-0" O.C. SPACING �� TOP 2x BLOCK OF - DRAG LOAD NOT REQUIRED �// OF THE VERTICAL WEBS. / /�// �� �•' / � �// SHEAR PANEL BOX TO BE FLAT OR AT AT BRACED WALL LOCATION (2) 10d NAILS AT RAFTER / \ \._� TO VALLEY PLATE // / \ / / �' STUB CUT ENDS / / / - \ OVER -FRAMING --\ROOF PITCH -SEE DETAIL 451 8d AT 3" O.C. FROM WEB AT TOP OF STUBBED HEEL ROOF SHEATHING TO SHEAR PANEL (2) 10d NAILS AT EACH TRUSS BOX AND 10d NAILS AT 6" O.C. =;= 2x BLOCKING 2x BLOCKING SHEAR BOXES FROM TRUSS TO 2x BLOCKING =__- W/ (2) 10d NAILS == _= W/ (2) 10d NAILS =- BETWEEN EACF, AT EACH END-== -- AT EACH END =- TRUSS 10d NAILS AT 3" O.C. BEVEL CUT BOTTOM CHORD /G/ /// I OF TR-""**\ USS OR PROVIDE VTC2 //Gj CONTINUOUS 2x8 (3) 10d j/ ;, / AT VALLEY TRUSS TO TRUSS i�i�i� ____= i�i�i� _____ iii ----- ----- ----- l I ----- _ _-_ � RIDGE BOARD TOE NAILS / / LOCATION OR PROVIDE 2x-- NOTE: (2) 10d FACE NAILED TO RA ER / WEDGE AT VALLEY TRUSS TO 2x4 RIDGE BLOCKS / //�j TRUSS // / 2x BLOCKING W/ HOLD TRUSS 3/8" WALL SHEATHING PANEL BOXES OVERFRAMING SPANS OF 8'-0" OR 2x4 KICKERS AT 48" O.C. STAGGERED AND /z j(2) z 10d NAILS L2 SHORT TO ALLOW BETWEEN TRUSSES NAIL SHEATHING TO AT EACH END FRAMED LESS DO NOT REQUIRE THIS SPECIAL ALIGNED WITH TRUSSES BELOW, KICKERS SHEATHING TO TYPE OF FRAMING EXCEEDING 6'-0" IN HEIGHT REQUIRE FLUSH W/ WALL PANELS PER BRACED/ SHEAR WALL BRACING AT MID -POINT BELOW. ATTACH PANEL FRAMES TO TOP IDTH OF OVERFRAME # OF 2x4 HOLES ALLOWED IDTH OF OVERFRAME # OF 2x4 HOLES ALLOWED (2) 10d TOE -NAILS TO AND BOTTOM CHORDS WITH (3) 10d TO 0 TO 8'-0" 1 (3) 10d TOE -NAILS TO 0 TO 8'-0" 1 EVERY TRUSS TOP CHORD STANDARD HEEL STUBBED HEEL CONDITION 1 STUBBED HEEL CONDITION 2 DOUBLE TOP PLATE WITH (8) 10d AND TO STUBBED HEEL CONDITION 3 STUBBED HEEL CONDITION 4 TRUSS TOP CHORD 2x VERTICAL BLOCKING OR WEB WITH 10d 8'-1" TO 16'-0" 2 8'-1" TO 16'-0" 2 AT 3" O.C. 2x6 RAFTERS AT 24" O.C. 16'-1" TO 24'-0" 3 16'-1" TO 24'-0" 3 NOTE: WALL SHEATHING MAY BE APPLIED 24'-1" TO 32'-0" 4 DETAIL NOT REQUIRED WHEN THE 24'-1" TO 32'-0" 4 DETAIL NOT REQUIRED WHEN THE TO EITHER SIDE OF SHEAR BOXES TRUSS MANUFACTURER CHOOSES TO TRUSS MANUFACTURER CHOOSES TO NOTE: NOTE: 32'-1" TO 40'-0" 5 USE A SPECIALLY SHAPED TRUSS 32'-1" TO 40'-0" 5 USE A SPECIALLY SHAPED TRUSS SEE DETAIL 401 FOR SEE DETAIL 405 AT CONDITION 1-4 40'-1" TO 48'-0" 6 THAT ELIMINATES THE OVERFRAMING 40'-1" TO 48'-0" 6 THAT ELIMINATES THE OVERFRAMING INFORMATION NOT SHOWN HERE FOR INFORMATION NOT SHOWN HERE SUPPORT OF VALLEY RAFTERS AT SUPPORT OF VALLEY SET TRUSS AT RUSS AT BEARING WALL - NO TAIL 451 a OVE R F RAM E D ROOF OVE R F RAM E D ROOF SCALE. 3/4 - 1 -0 „ SCALE: 3/4" = 1'-0" 8d NAILS AT 6" O.C. - TYP. NOTE: 8d NAILS AT 6" O.C. - TYP. HOLDOWN 10d NAIL SPACING FIRST AND LAST LADDER BLOCK SHALL LSTHD8 OR LTT20B 8" GYPSUM BE LOCATED NO MORE THAN 12" BRACED/SHEAR FROM THE BEGINNING AND THE ROOF SHEATHING STHD10 OR HTT5 6" WALL PER PLAN 10d AT 12" 2x6 LADDER BLOCKS ATO.C. BETWEEN ROOF TRUSSESS W/ (5) END OF THE BRACED OR SHEAR WALL STHD14 OR HDU8 4" EDGE NAILING (SEE O.C. - TYP. 10d NAIL TO TOP PLATE BRACED/SHEAR WALL PLAN) MIN. 2x4 - ATTACH BOTTOM CHORD TO NAIL TRUSS INTO TOP PLATE W/ (5) 10d NAILS (5) 10d NAILS BLOCK AND BLOCK TO TOP PLATE W/ EXTERIOR SHEAR WALL INTERIOR SHEAR WALL 40 AT EACH END 10d NAILS AT 6" O.C. FOR LENGTH OF SHEAR WALL BELOW CONTINUOUS DOUBLE TOP PLATE HOEDOWN PER PLAN HOEDOWN PER PLAN 2x6 WOOD EDGE NAILING (SEE STUD BRACED/SHEAR WALL PER PLAN (2) 10d AT EXTERIOR SHEAR WALL (2) INTERIOR SHEAR WALL SPACING BRACED/SHEAR CONDITION 2 ROOF SHEATHING 2x WOOD STUDS - SEE FRAMING PLAN AC G SPACING PER TABLE PER TABLE GYPSUM WALL PLAN) GYPSUM CONDITION 2 BRACED/SHEAR BRACED/SHEAR ROOF SHEATHING 8d NAILS AT 6" O.C. - TYP. ° WALL PER PLAN WALL PER PLAN 10d AT 12" 8d NAILS AT - TRUSS (COMMON OR SCISSOR 6" O.C. TYP. EDGE NAILING (SEE 10d AT 12" EDGE NAILING (SEE O.C. - . EDGE NAILING (SEE 10d AT 12" U.N.O.) -SEE ROOF FRAMING PLAN (2) 10d AT (2) 10d AT SPACING (2) 10d AT (2) 10d AT SPACING BRACED/SHEAR O.C. -TYP. GYPSUM BRACED/SHEAR BRACED/SHEAR O.C. - TYP. TRUSS (COMMON OR SCISSOR - SPACING PER TABLE SPACING PER TABLE WALL PLAN) BRACED/SHEAR WALL PLAN) WALL PLAN) U.N.O.) - SEE ROOF FRAMING PLAN PER TABLE (2) 10d AT SPACING PER TABLE (2) 10d AT SPACING 2x WOOD WALL PER PLAN 2x WOOD PER TABLE PER TABLE STUD EDGE NAILING (SEE 10d AT 12" STUD40 10d NAILS SEE SCHEDULE AT EACH ( ) CONDITION 2 CONDITION 3 BRACED/SHEAR O.C. - TYP. NAIL TRUSS INTO TOP END OR A35 CLIP AT MULTI -PLY 2x LADDER BLOCKS (SEE WALL PLAN) PLATE W/ (5) 10d NAILS TRUSSES � SCHEDULE) AT 24 O.C. EXTERIOR WALL EDGE NAILING (SEE 2x6 WOOD EDGE NAILING (SEE 10d 12" (5) 10d NAILS AT EACH END CONDITION 1 BETWEEN ROOF TRUSSES INTERIOR SHEAR WALL BRACED/SHEAR STUD BRACED/SHEAR EDGE NAILING (SEE O.C.T -TYP. ATTACH TO TOP PLATE PER WALL PLAN) WALL PLAN) BRACED/SHEAR . OSINGLE O DOUBLE SIDED SIDED CONTINUOUS SCHEDULE LADDER BLOCKS HOLDOWN PER PLAN PROVIDE (1) STUD WALL PLAN) 2x6 LADDER BLOCKS AT 12" O.C. BETWEEN ROOF TRUSSES MAY BE SPACED AT 48" O.C. DOUBLE DOUBLE TE FOR SINGLE SIDED TYPEO O O EDGE NAILING (SEE EACH SIDE OF BRACED/SHEAR WALL INTERSECTION CONTINUOUS DOUBLE TOP PLATE SIDED SIDED WALLS. WALL PLAN) BRACED/SHEAR WALL PER PLAN O BRACED/SHEAR WALL PER PLAN (2) 10d AT MIN. OF (2) 2x FULL NOTE: 2x WOOD STUDS - SEE FRAMING 2x4 LADDER 2x6 LADDER 2x WOOD STUDS - SEE FRAMING HEIGHT STUDS FOR SPACING HOLDOWN NAILING DETAIL 501 MAY BE SUBSTITUTED FOR PLAN CONDITION 1 BLOCKS BLOCKS PLAN PER TABLE ALTERNATE 1 ALTERNATE 2 ALTERNATE 3 ALTERNATE 4 DETAIL 502 AT ANY LOCATION. (3) 10d NAILS 1 (4) 10d NAILS CONDITION 1 CONDITION 1 SHEAR TRANSFER FROM ROOF AT INTERIOR SHEAR TRANSFER FROM ROOF AT INT. BRACED/ HOLDOWN AT SHEAR WALL TO INTERSECTING/CORNER WALL CONNECTION BRACED/SHEAR WALL/INTERSECTING CONNECTION 501 502 531 ��� BRACED/SHEAR WALL SCALE: 3/4" = 1'-0" SHEAR WALL SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" City of Wheat Ridge Building Division izoZWooZwLL 0 mZ�om� z ¢� F -w ¢=� W WZ)LWLz�P0cco Z�0cLLa3.W 5 OPU <O0zz <ZZopj waomOV>_Z¢0 >___jF�U moWgL)m<rnmz ofwai-z0 Z w�=0>wp_OZwOp ��Z�OZ H gH WZOmU- _j �0 J =O- LL JUOLL --U) JJmaOO LL OWMO<D~ _m <<OLLU zOcq zc0O=oW cn0=�z� o �OUFWWOdWFZZ �LLHZ<� N omwFR<w¢�K� OWzOmzz = ft'iiai�-ULYw�:R0- ~OmUocO—n0 O C7cnOZz?Ozo R: �inoafzU of 06 w�(LWz00ofmW HOEZ�Lu a F-WW�< Z��w ZdpFp O ww�Oafafo<y w OWOOw== U LLWOM<00mm _LLL OWOL.LPH O cn U 2i U:) O zv LU a. O o O LL. Ir c') — z C'3 w z J LU U_ w � w � Z� z W w L0 w o m cp J � o U ti w WUj = z U LL< w E Q I" : i LU U LU J H H �M 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER SID E M O N N 0 N L N 0 0 0 cq 3 E NOTE: WALL SHEATHING PANELS TO BE NOTE: HEADER MAY BE HELD UP AT TOP PLATE AS NOTCHED AS SHOWN WITH 12" MIN. SHOWN IN 'ALTERNATE CONDITION' IN DETAIL 604. EXTENSION EACH SIDE OF JAMB. IT SHALL BE REPLACED WITH A CONTINUOUS, FLAT 2x, (2) 10d NAILS AT EXTERIOR WALL ALTERNATE: USE CS20x24" STRAP WITH WIDTH TO MATCH WALL WIDTH, ACROSS THE OPENING. EACH BLOCK 10111NI:7[6]:a1J/_1II 2x4 LADDER BLOCKS AT 2'-0" O.C. NON-STRUCTURAL DS CLIPS AT 8" O.C. BETWEEN LADDER BLOCKS EXTERIOR WALL `-SINGLE OR SIDE BY SIDE (2) 10d NAILS AT 2X VERTICAL STUDS 24" O.C. INTERIOR WALL NOTE: THIS DETAIL APPLIES UNLESS DETAIL 531 IS SPECIFIED Q INTERIOR WALL TO EXTERIOR WALL INTERSECTION 533 w SCALE: 3/4" = 1'-0" C� LU LU J d PLACE HOLDOWN OR VERTICAL STRAP AT THIS SIDE OF CORNER - SEE BRACED WALL PLAN 10d NAILS AT 12" O.C. FROM CORNER STUD TO NAILER 10d NAILS AT 12" O.C. FROM STUD TO CORNER STUD NAILER MAY BE REPLACED BY DRYWALL CLIP 10d NAILS AT 12" O.C. FROM STUD TO NAILER 01 534 EXTERIOR WALL CORNER FRAMING ADVANCED FRAMING CS20 STRAP AT BEAM TO BEAM CONNECTION EACH W/ (10) 8d NAILS - NOT REQUIRED WHEN BEAM IS CONTINUOUS zx rULL Mr- W/ tW/ BOUT NUMBER PEF CONTI 2x BLOCKING MIN. 12" LONG W/ BOUNDARY NAILING - TYP. WALL SHEATHING PER BRACED/SHEAR WALL PLAN 2x BLOCKING MIN. 12" LONG W/ BOUNDARY NAILING - TYP. STRAP SIZE OF NAIL APPLICATION `"' " AT FN 0.131 x 1 1/2" INTO FRAME CS20 10 0.131 x 2 1/2" INTO SHTG 10.131 x 1 1/2" 1 INTO FRAME CS16 15 0.131 x 2 1/2" 1 INTO SHTG CMSTC16 2x FULL HEIGHT KING STUD W/ BOUNDARY NAILING - NUMBER PER FRAMING PLAN 131110 Q J d SINGLE, DOUBLE, OR FLAT 2x BLOCKING. NOTE: IF STRAP IS APPLIED TO INTERIOR SIDE OF WALL BLOCKS REQUIRE BOUNDARY NAILS THROUGH SHEATHING PER BRACED/SHEAR WALL PLAN SINGLE OR DOUBLE STRAP PLACED OVER OR BEHIND WALL SHEATHING ON OUTSIDE OR DIRECTLY TO FRAMING ON INSIDE - SEE PLAN WALL SHEATHING PER BRACED/SHEAR WALL PLAN SINGLE, DOUBLE, OR FLAT 2x BLOCKING. NOTE: IF STRAP IS APPLIED TO INTERIOR SIDE OF WALL BLOCKS REQUIRE BOUNDARY NAILS THROUGH SHEATHING PER BRACED/SHEAR WALL PLAN SINGLE OR DOUBLE STRAP PLACED OVER OR BEHIND WALL SHEATHING ON OUTSIDE OR DIRECTLY TO FRAMING ON INSIDE - SEE PLAN JI n H I NOTE: HEADER MAY BE HELD UP AT TOP JDOW PLATE AS SHOWN IN 'ALTERNATE 12" CONDITION' IN DETAIL 604. IT SHALL BE REPLACED WITH A CONTINUOUS, FLAT SINGLE 2x WITH WIDTH TO MATCH WALL 16" WIDTH, ACROSS THE OPENING. IF PLANS SPECIFY DOUBLE STRAPS, THEN A DOUBLE 32" CONTINUOUS, FLAT 2x SHALL BE USED ACROSS OPENING. CONTINUOUS DOUBLE TOP PLATE HEADER BEAM OR CONTINUOUS UNDER -FRAMING PER FRAMING PLAN ALX JILL FL/ -\I t VV/ JILL " STRAP TO BELOW PER ANCHORAGE PER PLAN 2x SILL PLATE W/ SILL BRACED/SHEAR WALL PLAN ANCHORAGE PER PLAN NAILS TO BE SPREAD OUT NOTCHED PANEL I. EVENLY ALONG BLOCKING 541.W0 FORCE TRANSFER AROUND OPENING SCALE: 3/4" = 1'-0" NO STRAP BEAM - SEE CS20x12" FRAMING PLAN LONG STRAP H2.5A AT INSIDE OF BEAM TO POST N LENGTH PER ;HART ABOVE 2x TRIMMER-\ NUMBER PER FRAMING PLAN (2) 2x CONTINUOUS SILL PLATE LENGTH PER ;HART ABOVE NOTE: STRAP LENGTH PER PLAN DISCONTINUOUS HEADER FRAMING OR (NOT TO EXCEED FULL WALL LENGT SILL FRAMING REQUIRES CONTINUOUS STRAP(S) ABOVE AND/OR BELOW SINGLE OR MULTIPLE WINDOWS ;A1,W FORCE TRANSFER AROUND OPENING SCALE. 3/4 = 1 -0 CS20x12" (2) CS16 STRAP x 2'-8" LONG LONG STRAP AT BEAM AND TOP PLATE W/ (16) 10d NAILS IN TOP PLATE AND BEAM z J w C� w O 0 z CONTINUOUS EXTERIOR SHEATHING SHEAR WALL PER OVER REMAINDER OF WALL BRACED/SHEAR WALL PLAN CONTINUOUS DOUBLE TOP PLATE STRAP OVER BLOCKING, STUDS, AND HEADER AT EACH END AND CENTER PIER AT 3 CAR GARAGE FLAT 2x BLOCKING BETWEEN STUDS AT EACH END AND CENTER PIER AT 3 CAR GARAGE WALL SHEATHING W/ 8d NAILS - SEE BRACED/SHEAR WALL PLAN FOR NAIL SPACING 2x TRIMMERS AND KING STUDS - SEE FRAMING PLAN 2x CRIPPLE STUDS STRAP LENGTH TRUSS, HEADER, OR BEAM PER PLAN /Ir SEE FRAMING PLAN 12" TYP. AT CS20 STRAP 16" TYP. AT CS16 STRAP STRAP I NUMBER OF NAILS AT EACH END ALLOWABLE LOAD CS20 (10) - 0.131 x 1 1/2" 10301f CS16 (15) - 0.131 x 1 1/2" 1705# 574 SHEAR WALL HOLDOWN FLOOR TO FLOOR 542 DOUBLE -SIDED DRAG STRUT SCALE. 3/4 = 11-01,SCALE. 3/4 = 1 -0 CONTINUOUS DOUBLE TOP PLATE CS20x12" LONG STRAP A BEAM -0 r_ r_ ON EACH SIDE OF BEAM FRAMING PLANBEAM L POST - SEE POST - SEE I MINIMUM (6) 10d NAILS AT PAN -SEE FRAMING CS20x12" LONG STRAP ON FRAMING PLAN FRAMING PLAN KING STUD TO END OF BEAM CONTINUOUS OR EACH SIDE OF BEAM OR POST - SEE BUILT-UP OR SOLID WOOD POST BEAM TO BEAM CONNECTION -SEE (1) AC POST CAP SIZED FRAMING PLAN A BEAM MAY EXTEND UP TO - - SEE FRAMING PLAN 2'-0" PAST POST AT PATIO SEE FRAMING PLAN FRAMING PLAN PER POST ON EACH SIDE B B FRAME COLUMNS MINIMUM (6) 10d NAILS AT POST - SEE FRAMING PLAN PLAN SECTION A -A SECTION B -B (2) CS16 STRAPS x 3'-0" LONG KING STUD TO END OF BEAM CENTERED ON BEAM (16) 10d NAILS POST CAP STRAP ALTERNATE FROM STRAP TO TOP PLATE ON r CONDITION 1 CONDITION 3 EACH SIDE OF BEAM CONTINUOUS DOUBLE BEAM - SEECS20x12" CONCEALED FLANGE o TOP PLATE CS20x12" H2.5A AT INSIDE OF FRAMING PLAN LONG STRAP HANGER -SEE LONG STRAP BEAM TO POST CS20x12" LONG FRAMING PLAN BEAM - SEE CS16 STRAP x 1'-2" LONG FRAMING PLAN A STRAP AT INSIDE AT BEAM AND TOP PLATE fl OF BEAM TO POST ° A B All ° ° BUILT-UP OR SOLID POST -SEE POST -SEE q FRAMING PLAN POST - SEE POST -SEE WOOD POST -SEE FRAMING PLAN FRAMING PLAN BEAM -SEE FRAMING PLAN FRAMING PLAN FRAMING PLAN A B BUILT-UP OR SOLID B g ALT. STRAP LOCATION MINIMUM (6) 10d BUILT-UP OR SOLID (6) 10d NAILS AT KING WOOD POST -SEE ALT. STRAP LOCATION NAILS AT KING WOOD POST -SEE PLAN SECTION A -A SECTION B -B STUD TO BEAM FRAMING PLAN STUD TO HEADER FRAMING PLAN PLAN SECTION A -A SECTION B -B CONDITION 2 CONDITION 4 BROKEN TOP PLATE ABOVE TOP PLATE BELOW TOP PLATE 601 BEAM AT POST CONNECTION 602 BEAM AT WALL CONNECTION SCALE. 3/4 - 1 -0 SCALE: 3/4" = 1'-0" BOX HEADER SPAN 6'-0" OR LESS 10d NAILS AT 10d NAILS AT CONTINUOUS 2x TOP AND BOTTOM 16" O.C., TYP. 16" O.C., TYP. 1/2" 1/2" TOP OF HEADER AT BOTTOM OF TOP PLATE MIN. (2) 10d NAILS CONNECTING ORKING STUD TO EACH 2x VERTICAL HEADER SECTION AT 2x4 WALLS MEMBER 2x BOX HEADER TO BE LEVEL AND SQUARE 2x BOX HEADER TO BE LEVEL AND SQUARE ° 51/2" L 51/2" LBOX HEADER SPAN GREATER THAN 6'-0" 10d NAILS AT 10d NAILS AT ° HEADER SECTION AT 2x6 WALLS CONTINUOUS I DOUBLE TOP 16" O.C., TYP. 16" O.C., TYP. PLATE I 10d NAILS AT 3" O.C. INTO ° 2x WOOD STUDS -SEE 2x WOOD CRIPPLE INTERMEDIATE CRIPPLE - TYP. � OR MIN. (2) 10d NAILS CONNECTING ° FRAMING PLAN STUDS AS REQUIRED PER I KING STUD TO EACH 2x VERTICAL (6) 10d NAILS AT KING HEADER SIZE - OR FLAT BLOCKING I MEMBER STUD TO HEADER � ° HEADER - SEE FRAMING 2x BOX HEADER 2x BOX HEADER KING STUDS - SEE FRAMING PLAN PLANTO BE LEVEL TO BE LEVEL NON-BEARING 2x PLATE AT 2x CRIPPLE STUDS AT STANDARD CS20 OR LSTA21 STRAP ON EACH SIDE OF I TOP OF WINDOW OPENING STUD SPACING AND SQUARE AND SQUARE INTERMEDIATE CRIPPLE BLOCKING HEADER TO TRIMMER OR POST EACH W/ (8) � SEE HEADER SECTION AT 16" O.C. AT SPANS GREATER 8d NAILS - ONLY REQUIRED AT BEAM ABOVE ADVANCED FRAMING HEADER THAN 6'-0" ° SPANS 10'-0" OR GREATER TRIMMER OR POST - () MIN. 2 10d NAILS 10d NAILS AT 16" O.C., TYP. SEE FRAMING PLAN CONNECTING KING CONT. 2x TOP & BOTTOM 10d NAILS AT 3" O.C. INTO HEADER SIZE # OF NAILS AT 16" O.C. PER SIDE NAIL TRIMMER STUD TO KING STUD ALTERNATE CONDITION STUD TO EACH 2x ° INTERMEDIATE CRIPPLE - TYP. 2x4 2 WITH (2) 10d NAILS AT 12" O.C. VERTICAL MEMBER NOTE: 2x6 3 NOTE: INTERMEDIATE CRIPPLE BLOCKING AT REFER TO DETAIL 611 SID 2x8 4 NOTE: CROWN BOTH VERTICAL 16" O.C. AT (2) 2x8 OR DEEPER HEADER FOR ALTERNATE 2x10 5 SEE STANDARD CONDITION MEMBERS TO KEEP TOP 2x ADVANCED FRAMING HEADER HEADER SIZES. 2x12 6 FOR INFORMATION NOT SHOWN OF HEADER LEVEL. TO BE LEVEL & SQUARE 604 TYPICAL WINDOW OR DOOR HEADER 605 ALTERNATE HEADERS SCALE. 3/4 - 1 -0 SCALE: 3/4" = 1'-0" Rley14=111*3 1911 City of Wheat Ridge Building Division LL i20Z-LuooZWo mZ�om� z ¢� F -w ¢=� W=irZ)wz�P0cco Zcn~0�3-LU 5 UPU <00zz QZZZ02 waom0V>_Z¢0 >___j U m0w0L)mQcnmZ ofwai-z0 Z w�=0>wp_0ZwOp >FnZ�OZ H gH WZ�mU- _j �o J =zzNU J(.)0 _j _j zz= W �p6o<22 _Fm QQ03L�U LL zm=U�l=O==) c=wwooj - �OU�WWodWFZZ OOHZ¢� N OwWF-�QLL¢§K� OWzpaZz = wj�:aaiF-Uwg�Rd ~EW5c,n0 Li owbf-wzo WR:� �inoafzU 06 of W�wgz�wwawz HOHz�� a F_WW�a zoww -MOWO O ww�Owwo¢=aW Owo j_= U LLWooac 0mm -n_ UWUU_PH O cn *No U_ 2i U:) O :z: C) LU a. LIL O o O U_ Ir CD — z C'3 w z J w LL LU LU � z_ Z� z W w Lu o m J � o U ti LU WUj = z U U < w Q p 3� I" : "mw* - i LU U w J H H �M 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER SID VERTICAL COIL STRAP HOLDOWN PER BRACED/SHEAR WALL PLAN WHERE STUD OR STUDS AT END OF BRACED/SHEAR WALL ABOVE DO NOT ALIGN WITH STUDS BELOW, STUDS SHOULD BE ADDED AT VERTICAL COIL STRAP LOCATIONS. NUMBER OF STUDS TO BE DETERMINED BY TYPE OF VERTICAL COIL STRAP CALLED OUT ON BRACED/SHEAR WALL PLAN HOLDOWN - VERTICAL COIL STRAP OR CAST -IN-PLACE AS REQUIRED PER BRACED/SHEAR WALL PLAN IL CONTINUOUS DOUBLE TOP PLATE STRAP OVER BLOCKING, STUDS, AND HEADER AT EACH END AND CENTER PIER AT 3 CAR GARAGE FLAT 2x BLOCKING BETWEEN STUDS AT EACH END AND CENTER PIER AT 3 CAR GARAGE WALL SHEATHING W/ 8d NAILS - SEE BRACED/SHEAR WALL PLAN FOR NAIL SPACING 2x TRIMMERS AND KING STUDS - SEE FRAMING PLAN 2x CRIPPLE STUDS STRAP LENGTH TRUSS, HEADER, OR BEAM PER PLAN /Ir SEE FRAMING PLAN 12" TYP. AT CS20 STRAP 16" TYP. AT CS16 STRAP STRAP I NUMBER OF NAILS AT EACH END ALLOWABLE LOAD CS20 (10) - 0.131 x 1 1/2" 10301f CS16 (15) - 0.131 x 1 1/2" 1705# 574 SHEAR WALL HOLDOWN FLOOR TO FLOOR 542 DOUBLE -SIDED DRAG STRUT SCALE. 3/4 = 11-01,SCALE. 3/4 = 1 -0 CONTINUOUS DOUBLE TOP PLATE CS20x12" LONG STRAP A BEAM -0 r_ r_ ON EACH SIDE OF BEAM FRAMING PLANBEAM L POST - SEE POST - SEE I MINIMUM (6) 10d NAILS AT PAN -SEE FRAMING CS20x12" LONG STRAP ON FRAMING PLAN FRAMING PLAN KING STUD TO END OF BEAM CONTINUOUS OR EACH SIDE OF BEAM OR POST - SEE BUILT-UP OR SOLID WOOD POST BEAM TO BEAM CONNECTION -SEE (1) AC POST CAP SIZED FRAMING PLAN A BEAM MAY EXTEND UP TO - - SEE FRAMING PLAN 2'-0" PAST POST AT PATIO SEE FRAMING PLAN FRAMING PLAN PER POST ON EACH SIDE B B FRAME COLUMNS MINIMUM (6) 10d NAILS AT POST - SEE FRAMING PLAN PLAN SECTION A -A SECTION B -B (2) CS16 STRAPS x 3'-0" LONG KING STUD TO END OF BEAM CENTERED ON BEAM (16) 10d NAILS POST CAP STRAP ALTERNATE FROM STRAP TO TOP PLATE ON r CONDITION 1 CONDITION 3 EACH SIDE OF BEAM CONTINUOUS DOUBLE BEAM - SEECS20x12" CONCEALED FLANGE o TOP PLATE CS20x12" H2.5A AT INSIDE OF FRAMING PLAN LONG STRAP HANGER -SEE LONG STRAP BEAM TO POST CS20x12" LONG FRAMING PLAN BEAM - SEE CS16 STRAP x 1'-2" LONG FRAMING PLAN A STRAP AT INSIDE AT BEAM AND TOP PLATE fl OF BEAM TO POST ° A B All ° ° BUILT-UP OR SOLID POST -SEE POST -SEE q FRAMING PLAN POST - SEE POST -SEE WOOD POST -SEE FRAMING PLAN FRAMING PLAN BEAM -SEE FRAMING PLAN FRAMING PLAN FRAMING PLAN A B BUILT-UP OR SOLID B g ALT. STRAP LOCATION MINIMUM (6) 10d BUILT-UP OR SOLID (6) 10d NAILS AT KING WOOD POST -SEE ALT. STRAP LOCATION NAILS AT KING WOOD POST -SEE PLAN SECTION A -A SECTION B -B STUD TO BEAM FRAMING PLAN STUD TO HEADER FRAMING PLAN PLAN SECTION A -A SECTION B -B CONDITION 2 CONDITION 4 BROKEN TOP PLATE ABOVE TOP PLATE BELOW TOP PLATE 601 BEAM AT POST CONNECTION 602 BEAM AT WALL CONNECTION SCALE. 3/4 - 1 -0 SCALE: 3/4" = 1'-0" BOX HEADER SPAN 6'-0" OR LESS 10d NAILS AT 10d NAILS AT CONTINUOUS 2x TOP AND BOTTOM 16" O.C., TYP. 16" O.C., TYP. 1/2" 1/2" TOP OF HEADER AT BOTTOM OF TOP PLATE MIN. (2) 10d NAILS CONNECTING ORKING STUD TO EACH 2x VERTICAL HEADER SECTION AT 2x4 WALLS MEMBER 2x BOX HEADER TO BE LEVEL AND SQUARE 2x BOX HEADER TO BE LEVEL AND SQUARE ° 51/2" L 51/2" LBOX HEADER SPAN GREATER THAN 6'-0" 10d NAILS AT 10d NAILS AT ° HEADER SECTION AT 2x6 WALLS CONTINUOUS I DOUBLE TOP 16" O.C., TYP. 16" O.C., TYP. PLATE I 10d NAILS AT 3" O.C. INTO ° 2x WOOD STUDS -SEE 2x WOOD CRIPPLE INTERMEDIATE CRIPPLE - TYP. � OR MIN. (2) 10d NAILS CONNECTING ° FRAMING PLAN STUDS AS REQUIRED PER I KING STUD TO EACH 2x VERTICAL (6) 10d NAILS AT KING HEADER SIZE - OR FLAT BLOCKING I MEMBER STUD TO HEADER � ° HEADER - SEE FRAMING 2x BOX HEADER 2x BOX HEADER KING STUDS - SEE FRAMING PLAN PLANTO BE LEVEL TO BE LEVEL NON-BEARING 2x PLATE AT 2x CRIPPLE STUDS AT STANDARD CS20 OR LSTA21 STRAP ON EACH SIDE OF I TOP OF WINDOW OPENING STUD SPACING AND SQUARE AND SQUARE INTERMEDIATE CRIPPLE BLOCKING HEADER TO TRIMMER OR POST EACH W/ (8) � SEE HEADER SECTION AT 16" O.C. AT SPANS GREATER 8d NAILS - ONLY REQUIRED AT BEAM ABOVE ADVANCED FRAMING HEADER THAN 6'-0" ° SPANS 10'-0" OR GREATER TRIMMER OR POST - () MIN. 2 10d NAILS 10d NAILS AT 16" O.C., TYP. SEE FRAMING PLAN CONNECTING KING CONT. 2x TOP & BOTTOM 10d NAILS AT 3" O.C. INTO HEADER SIZE # OF NAILS AT 16" O.C. PER SIDE NAIL TRIMMER STUD TO KING STUD ALTERNATE CONDITION STUD TO EACH 2x ° INTERMEDIATE CRIPPLE - TYP. 2x4 2 WITH (2) 10d NAILS AT 12" O.C. VERTICAL MEMBER NOTE: 2x6 3 NOTE: INTERMEDIATE CRIPPLE BLOCKING AT REFER TO DETAIL 611 SID 2x8 4 NOTE: CROWN BOTH VERTICAL 16" O.C. AT (2) 2x8 OR DEEPER HEADER FOR ALTERNATE 2x10 5 SEE STANDARD CONDITION MEMBERS TO KEEP TOP 2x ADVANCED FRAMING HEADER HEADER SIZES. 2x12 6 FOR INFORMATION NOT SHOWN OF HEADER LEVEL. TO BE LEVEL & SQUARE 604 TYPICAL WINDOW OR DOOR HEADER 605 ALTERNATE HEADERS SCALE. 3/4 - 1 -0 SCALE: 3/4" = 1'-0" Rley14=111*3 1911 City of Wheat Ridge Building Division LL i20Z-LuooZWo mZ�om� z ¢� F -w ¢=� W=irZ)wz�P0cco Zcn~0�3-LU 5 UPU <00zz QZZZ02 waom0V>_Z¢0 >___j U m0w0L)mQcnmZ ofwai-z0 Z w�=0>wp_0ZwOp >FnZ�OZ H gH WZ�mU- _j �o J =zzNU J(.)0 _j _j zz= W �p6o<22 _Fm QQ03L�U LL zm=U�l=O==) c=wwooj - �OU�WWodWFZZ OOHZ¢� N OwWF-�QLL¢§K� OWzpaZz = wj�:aaiF-Uwg�Rd ~EW5c,n0 Li owbf-wzo WR:� �inoafzU 06 of W�wgz�wwawz HOHz�� a F_WW�a zoww -MOWO O ww�Owwo¢=aW Owo j_= U LLWooac 0mm -n_ UWUU_PH O cn *No U_ 2i U:) O :z: C) LU a. LIL O o O U_ Ir CD — z C'3 w z J w LL LU LU � z_ Z� z W w Lu o m J � o U ti LU WUj = z U U < w Q p 3� I" : "mw* - i LU U w J H H �M 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER SID E M O N N O N Ln N c c 0 c m cq 3 cu E REV. 03/04/08 SIMPSON STRONG -TIE (2) 2x HEM -FIR #2 TO 24F -V4 GLB, PARALLAM (PSL), GANG LAM (LVL), OR TIMBERSTRAND (LSL) CONVERSION CHART SPAN (2) 2x4 (2) 2x6 (2) 2x8 (2) 2x10 (2) 2x12 SPAN (2) 2x4 (2) 2x6 (2) 2x8 (2) 2x10 (2) 2x12 1' -3 " 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 7 1/2" GLB 11' -3 " - - - 3 1/8" x 7 1/2" GLB 3 1/8" x 9" GLB 3 1/2 x 9 1/4 PSL 3 1/2 x 9 1/4 PSL 3 1/2 x 9 1/4 PSL 3 1/2 x 9 1/4 PSL 3 1/2 x 9 1/4 PSL - - - 31/2 x 9 1/4 PSL 3 1/2 x 9 1/4 PSL 3 1/2" x 3 1/2" LVL 3 1/2" x 4 3/8" LVL 3 1/2" x 5 1/2" LVL 3 1/2" x 5 1/2" LVL 3 1/2" x 7 1/4" LVL - - - 3 1/2" x 9 1/2" LVL 3 1/2" x 9 1/2" LVL 3 1/2" x 3 1/2" LSL 3 1/2" x 4 3/8" LSL 3 1/2" x 5 1/2" LSL 3 1/2" x 7 1/4" LSL 3 1/2" x 7 1/4" LSL - - - 3 1/2" x 8 5/8" LSL 3 1/2" x 8 5/8" LSL 2' If -3 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 7 1/2" GLB 12' -3" - - - 3 1/8" x 7 1/2" GLB 3 1/8" x 9" GLB 3 1/21,x 9 1/4 PSL 3 1/2 x 9 1/4 PSL 3 1/2 x 9 1/4 PSL 3 1/2 x 9 1/4 PSL 3 1/2 x 9 1/4 PSL - - - 3 1/2 x 9 1/4 PSL 3 1/2 x 9 1/4 PSL 3 1/2" x 3 1/2" LVL 3 1/2" x 3 1/2" LVL 3 1/2" x 4 3/8" LVL 3 1/2" x 5 1/2" LVL 3 1/2" x 7 1/4" LVL - - - 3 1/2" x 9 1/2" LVL 3 1/2" x 9 1/2" LVL 3 1/2" x 3 1/2" LSL 3 1/2" x 4 3/8" LSL 3 1/2" x 5 1/2" LSL 3 1/2" x 7 1/4" LSL 3 1/2" x 7 1/4" LSL - - - 3 1/2" x 8 5/8" LSL 3 1/2" x 9 1/4" LSL 3'-3" 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 7 1/2" GLB 13'-3" - - - 3 1/8" x 7 1/2" GLB 3 1/8" x 9" GLB 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL - - - 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 3 1/2" LVL 3 1/2" x 3 1/2" LVL 3 1/2" x 4 3/8" LVL 3 1/2" x 5 1/2" LVL 3 1/2" x 7 1/4" LVL - - - 3 1/2" x 9 1/2" LVL 3 1/2" x 9 1/2" LVL 3 1/2" x 3 1/2" LSL 3 1/2" x 4 3/8" LSL 3 1/2" x 5 1/2" LSL 3 1/2" x 7 1/4" LSL 3 1/2" x 7 1/4" LSL - - - 3 1/2" x 8 5/8" LSL 3 1/2" x 9 1/4" LSL 4'-3" 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 7 1/2" GLB 14'-3" - - - 3 1/8" x 9" GLB 3 1/8" x 9" GLB 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL - - - 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 3 1/2" LVL 3 1/2" x 4 3/8" LVL 3 1/2" x 4 3/8" LVL 3 1/2" x 5 1/2" LVL 3 1/2" x 7 1/4" LVL - - - 3 1/2" x 9 1/2" LVL 3 1/2" x 9 1/2" LVL 3 1/2" x 3 1/2" LSL 3 1/2" x 4 3/8" LSL 3 1/2" x 5 1/2" LSL 3 1/2" x 7 1/4" LSL 3 1/2" x 7 1/4" LSL - - - 3 1/2" x 8 5/8" LSL 3 1/2" x 9 1/4" LSL 5'-3" 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 7 1/2" GLB 15'-3" - - - - 3 1/8" x 9" GLB - 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL - - - - 3 1/2" x 9 1/4" PSL 3 1/2" x 4 3/8" LVL 3 1/2" x 5 1/2" LVL 3 1/2" x 5 1/2" LVL 3 1/2" x 7 1/4" LVL - - - - 3 1/2" x 9 1/2" LVL 3 1/2" x 4 3/8" LSL 3 1/2" x 5 1/2" LSL 3 1/2" x 7 1/4" LSL 3 1/2" x 7 1/4" LSL - - - - 3 1/2" x 11 1/4" LSL 6'-3" 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 7 1/2" GLB 16'-3" - - - - 3 1/8" x 9" GLB 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL - - - - 3 1/2" x 9 1/4" PSL 3 1/2" x 4 3/8" LVL 3 1/2" x 5 1/2" LVL 3 1/2" x 7 1/4" LVL 3 1/2" x 7 1/4" LVL - - - - 3 1/2" x 9 1/2" LVL 3 1/2" x 4 3/8" LSL 3 1/2" x 5 1/2" LSL 3 1/2" x 7 1/4" LSL 3 1/2" x 7 1/4" LSL - - - - 3 1/2" x 11 1/4" LSL 7'-3" 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 7 1/2" GLB 17'-3" - - - - 3 1/8" x 9" GLB 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL - - - - 3 1/2" x 9 1/4" PSL - 3 1/2" x 5 1/2" LVL 3 1/2" x 5 1/2" LVL 3 1/2" x 7 1/4" LVL 3 1/2" x 7 1/4" LVL - - - - 3 1/2" x 9 1/2" LVL 3 1/2" x 5 1/2" LSL 3 1/2" x 7 1/4" LSL 3 1/2" x 7 1/4" LSL 3 1/2" x 7 1/4" LSL - - - - 3 1/2" x 11 1/4" LSL 8'-3" 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 6" GLB 3 1/8" x 7 1/2" GLB 181-311 - - - - 3 1/8" x 10 1/2" GLB 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL - - - - 3 1/2" x 9 1/4" PSL - 3 1/2" x 5 1/2" LVL 3 1/2" x 7 1/4" LVL 3 1/2" x 7 1/4" LVL 3 1/2" x 9 1/2" LVL - - - - 3 1/2" x 9 1/2" LVL - 3 1/2" x 5 1/2" LSL 3 1/2" x 7 1/4" LSL 3 1/2" x 7 1/4" LSL 3 1/2" x 8 5/8" LSL - - - - 3 1/2" x 11 1/4" LSL ' -3" 91-311 3 1/8" x 6" GLB 3 1/8" x 7 1/2" GLB 3 1/8" x 7 1/2" GLB 191-311 -3" - - - - 3 1/8" x 10 1/2" GLB - - 3 1/2 x 9 1/4 PSL 3 1/2 x 9 1/4 PSL 3 1/2 x 9 1/4 PSL - - - - 31/2 x 9 1/4 PSL 3 1/2" x 7 1/4" LVL 3 1/2" x 7 1/4" LVL 3 1/2" x 9 1/2" LVL - - - - 3 1/2" x 9 119" LVL 3 1/2" x 7 1/4" LSL 3 1/2" x 8 5/8" LSL 3 1/2" x 8 5/8" LSL - - - - 3 1/2" x 11 1/4" LSL 101-311 3 1/8" x 6" GLB 3 1/8" x 7 1/2" GLB 3 1/8" x 7 1/2" GLB 20'-3" - - - - 3 1/8" x 10 1/2" GLB - - 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL 3 1/2" x 9 1/4" PSL - - - - 3 1/2" x 9 1/4" PSL 3 1/2" x 7 1/4" LVL 3 1/2" x 9 1/2" LVL 3 1/2" x 9 1/2" LVL - - - - 3 1/2" x 9 1/2" LVL 3 1/2" x 7 1/4" LSL 3 1/2" x 8 5/8" LSL 3 1/2" x 8 5/8" LSL - I - I - I - 3 1/2" x 11 1 REV. 03/04/08 SIMPSON STRONG -TIE USP A34 MP34 A35 MPA1 ABU44 PAU44 ABU66 PAU66 AC4 P BS44 ACE4 PBES44 CMSTCI6 CMSTCI6 CS16 RS150 CS20 RS250 DTC TR2 EPCZ (44) EPCM44-T2 H1 RT15 H2.5A RT7A H2.5T RT7AT HDQ8-SDS3 PHD8 HDU8-SDS2.5 PHD8 HGUS26 THDH26 HGUS26-2 THDH26-2 HGUS26-3 THDH26-3 HGUS28-2 THDH28-2 HGUS28-3 THDH28-3 HGUS210-3 THDH210-3 HHUS210-2 THD210-2 HTS16 HTW16 HTC4 HTC4(60% O.C. SPACING) HTT4 HTT45 (MIN.) HTT5 HTT45 (MAX.) HUS 26 H US26 ITS TFL LS50 IMP5 SIMPSON STRONG -TIE USP LS70 MP7 LSSU210 LSSH210 LSTA 12 LSTA 12 LSTA 18 LSTA 18 LSTA24 LSTA24 LSTH D8 STAD8 LTHJA26 HHC26/ HJC26 LTP4 MP4F LTT20B DTB-TZ LUS24 JUS24 LUS26 JUS26 LUS28 JUS28 MASA FA4 (75% O.C. SPACING AT SILL ANCHORAGE) MSTC28 MSTC28 MTHMQ-SDS HJHC28 RSP4 RSPT4 SSP RSPT6 ST12 ST12 ST6224 KST224 STHD10 STAD10 STHD14 STAD14 SUR/L26 SKH26 R/L TBE4 SBP4 THA29 MSH29 THA213 MSH213 (USE 16d COMMON NAILS) THA413 MSH413 THA418 MSH418 (USE 16d COMMON NAILS) THA422 MSH4221 F THJA26 HHC26/ HJC26 TS22 IKTS24 EXTERIOR FACE OF CONNECTOR CONVERSION CHART NOTE: 612 TO BE 15'-0" MAXIMUM LENGTH. AT POCKET FORMER AT ISOMETRIC SEE FRAMING PLAN NOTE: FOR PARTY WALL THIS DETAIL DOES NOT APPLY FOR DETAILING SEE DETAIL 201 FOR ALL BOUNDARY EACH END NAILING FROM INSTALL WEB STIFFENER PER SHEATHING TO POPOUT DIMENSIONS GREATER THAN 36" BLOCK - =_ COUPLER OR AN ADDITIONAL JOIST SHALL BE INSTALLED. MANUFACTURER'S DETAILS. H2.5A OR H2.5T AT L J POST -SET POPOUT TO BOUNDARY _N� EVERY TRUSS TO -N� NAILING FROM TOP PLATE I SHEATHING OVERSPAN SHEATHING TO SILL ANCHORAGE RETROFIT AT EXTERIOR SILL PLATE SPLICE 804 BLOCK 805 (2) 1 Od TOE -NAILS SHEATHING FLUSH W/ AT EVERY TRUSS 812 SCALE: N.T.S. TRUSS AT PARTY WALL - DESIGN FOR 2000# DRAG LOAD (U.N.O. ON ROOF SHEATHING - SEE GSN ROOF TRUSS -SEE FRAMING PLANS) FOR FASTENING REQUIREMENTS FRAMING PLAN ROOF SHEATHING -SEE GSN FOR FASTENING REQUIREMENTS FRAM NG PLAN `-OVER-FRAMING AS REQUIRED _SE E DETAIL 451 I 10d TOE -NAILS AT12" O.C. I CONTINUOUS DOUBLE TOP PLATE CONTINUOUS DOUBLE TOP PLATE 10d TOE -NAILS AT12" O.C. I I I SHEAR WALL SHEAR WALL - WHERE OCCURS - WHERE OCCURS CONTINUOUS DOUBLE TOP PLATE 2x WOOD STUDS - 2x WOOD STUDS - SHEAR WALL SEE FRAMING PLAN SEE FRAMING PLAN 2x WOOD STUDS - WHERE OCCURS - SEE FRAMING PLAN FIRE RATED ASSEMBLY PER ARCHITECTURAL DETAILS NOTE: FIRE RATED ASSEMBLY NOTE: NOTE: NOTE: FIRE RATING PER PER ARCHITECTURAL SEE DETAIL 661 FOR ALL FIRE RATING PER SEE DETAIL 666 FOR ARCHITECTURAL DETAILS DETAILS INFORMATION NOT SHOWN ARCHITECTURAL DETAILS ALTERNATE CONDITIONS 660 PARALLEL TRUSS AT PARTY WALL 662 PERP. AND PARALLEL ROOF TRUSSES AT PARTY WALL SCALE. 3/4 - 1 -0 SCALE. 3/4 - V-0" 2x WOOD STUDS - SEE 2x WOOD STUDS - SEE FRAMING PLAN FRAMING PLAN A 10d NAILS AT 12" O.C. - U.N.O. 10d NAILS AT 12" O.C. - U.N.O. RIM BOARD OR I -JOIST PERRIM BOARD OR I -JOIST PER 2x WOOD STUDS - SEE MANUFACTURER'S SPEC'S MANUFACTURER'S SPEC'S FRAMING PLAN SQUASH BLOCKING - SEE SQUASH BLOCKING - SEE j/.,,t FRAMING PLAN FRAMING PLAN SQUASH BLOCKING -SEE FRAMING PLAN I FLOOR SHEATHING - SEE GSN FLOOR SHEATHING - SEE GSN FLOOR SHEATHING -SEE GSN I 10d NAILS AT 12" O.C. FOR FASTENER REQUIREMENTS FOR FASTENER REQUIREMENTS FOR FASTENER REQUIREMENTS STANDARD HEEL I JOIST - SEEJ \-I JOIST - SEE (1) 1 O NAIL TOP AND BOTTOM TO TOP PLATE WALL AND TRUSS I 2x BLOCKING I JOIST - SEE INTO I -JOIST FLANGE __ == W/ (2) 1 O NAILS FRAMING PLAN FRAMING PLAN FRAMING PLAN SEE FRAMING PLAN I -___= AT EACH END I -JOIST BLOCKING PANELS AT I -JOIST BLOCKING PANELS AT RIM BOARD OR I -JOIST PER FOR PARTY WALL I 48" O.C. - 8" DIA. HOLE 48" O.C. - 8" DIA. HOLE I -JOIST BLOCKING MANUFACTURER'S SPEC'S DETAILING ALLOWABLE IN EACH BLOCK ALLOWABLE IN EACH BLOCK PANELS AT 48" O.C. - 10d TOE -NAIL AT 12" O.C. AT RIM (3) 10d NAILS FROM _____ (1) 1Od NAIL TOP AND BOTTOM (1) 1 O NAIL TOP AND BOTTOM 8" DIA. HOLE JOIST TO DOUBLE TOP PLATE BLOCK TO TOP ''�' ----- INTO I -JOIST FLANGE INTO I -JOIST FLANGE ALLOWABLE IN PLATE 10d TOE -NAIL AT 12" O.C. AT RIM VA 10d TOE -NAIL AT 12" O.C. AT RIM EACH BLOCK JOIST TO DOUBLE TOP PLATE L L JOIST TO DOUBLE TOP PLATE CONTINUOUS DOUBLE H2.5A OR H2.5T AT CONTINUOUS DOUBLE TOP CONTINUOUS DOUBLE TOP TOP PLATE -BEARING 2x WOOD STUDS NOTES: L J EVERY TRUSS TO PLATE PLATE 2x WOOD STUDS - SEE - SEE FRAMING PLAN 1. ALL RMT DEPTHS ARE BASED ON DOUG -FIR SELECT STRUCTURAL PROPERTIES. I I TOP PLATE 2x WOOD STUDS - SEE FRAMING AIRSPACE AND FIRE 2x WOOD STUDS - SEE FRAMING FRAMING PLAN RATED ASSEMBLY PER GYPSUM PER ARCHITECTURE 2. GLU-LAM BEAMS ARE BASED ON THE FOLLOWING PROPERTIES FOR 24F -V4: L 2 1 Od TO PLAN PLAN Fb = 2400 psi, Fv = 240 psi, AND E = 1,800,000 psi. A ARCHITECTURAL DETAILS 3. PARALLAM (PSL) BEAMS ARE BASED ON 2.OE. AT EVERY TRUSS NOTE: AIRSPACE PER 4. GANG LAM (LVL) BEAMS ARE BASED ON 1.5E. NOTE: TO TOP PLATE PROVIDE 2x SQUASH BLOCKING BETWEEN FLOOR SHEATHING AND DOUBLE NOTE: ARCHITECTURALS 5. TIMBERSTRAND (LSL) ARE BASED ON 1.3E. SEE DETAIL 661 FOR STUBBED HEEL CONDITION TOP PLATE AT ALL POST LOCATIONS FROM WALL ABOVE AND ALL LOCATIONS FIRE RATING PER 6. 5 1/2" x 3 1/2" "PLANK" LSL MAY BE USED I.L.O. 3 1/2" x 3 1/2" LSL. INFORMATION NOT SHOWN HERE OF 2 OR MORE TRIMMERS ABOVE; MATCH POST/TRIMMER COUNT ABOVE ARCHITECTURAL DETAILS 7 HEADER CONVERSION CHART 666 PERPENDICULAR TRUSS AT PARTY WALL GPARALLEL FLOOR JOIST AT PARTY WALL PARTY WALL PARALLEL FLOOR JOIST AT WALL 611 SCALE. 3/4 - 1 -0 SCALE: 3/4" = 1'-0" V 10. SCALE: 3/4" = 1'-0" 673. SCALE. 3/4 = 1 -0 NOTES: WALL WIDTH EDGE DISTANCE(S) END DISTANCE EMBED DEPTH(D) NOTES: WALL WIDTH EDGE DISTANCE(S) END DISTANCE EMBED DEPTH(D) NOTES: WALL WIDTH EDGE DISTANCE(S)END DISTANCE EMBED DEPTH(D) S EDGE DISTANCE (S) EMBED DEPTH (D) • SAME REQUIREMENTS APPLY AT 6" • SAME REQUIREMENTS APPLY AT 6" • SAME REQUIREMENTS APPLY AT 6" BUILT-UP OR SOLID 2x4 WALL 1 3/4" MIN. 4" MIN. MIN. WIDE CONCRETE CURB. ADD 6" 2x4 2" MIN. WIDE CONCRETE CURB. ADD 6" 2x4 2" MIN. WIDE CONCRETE CURB. ADD 6" 2x4 2" > 8 1/2" WOOD POST AT 2x6 WALL 2 3/4" 4" MIN. \\- TO EMBED DEPTH AT 4" WIDE CURB. ? 6 3/8" 5" TO EMBED DEPTH AT 4" WIDE CURB. ? 7 7/8" 5 1/2" TO EMBED DEPTH AT 4" WIDE CURB. 7 1/2" DO NOT EXCEED EMBEDMENT DEPTH • DO NOT EXCEED EMBEDMENT DEPTH SHEAR WALL END ANCHOR TYPE SIMPSON TITEN HD THD50600H REMOVE AND REPLACE CONCRETE 2x6 2 3/4 2x6 2 3/4 DO NOT EXCEED EMBEDMENT DEPTH 2x6 2 3/4 >__ 7 7/8 W/ SIKACRETE 211 SCC PLUS ORADD (O RSP4 /S EACH SHOWN SHOWN SHOWN SIMPSON TITEN HD 3000 PSI CONCRETE • SPECIAL INSPECTION REQUIRED ANCHOR TYPE 5/8" DIA. THREADED ROD W/ SIMPSON SET -3G EPDXY. SPECIAL INSPECTION REQUIRED ANCHOR TYPE 3/4" DIA. THREADED ROD W/ SIMPSON SET -3G EPDXY. SPECIAL INSPECTION REQUIRED rA_NCHORTYPEi 1" DIA. THREADED ROD W/ SIMPSON SET -3G EPDXY SIDE OF POST/SILL AT 1/2x6" W/ BP U.N.O. ON PLAN SHEAR WALL END 1/2-3 (OR BPS 1/2-3) RETROFIT BOLT TO S EDGE DISTANCE S EDGE DISTANCE S EDGE DISTANCE SILL PLATE BUILT-UP OR ANCHOR PER SCHEDULE BUILT-UP OR ANCHOR PER SCHEDULE BUILT-UP OR ANCHOR PER SCHEDULE BEARING PLATE BE LOCATED 2 1/2" 2'-6" 10'-0" MIN. SOLID WOOD HTT5 LOCATION SOLID WOOD HTT5-3/4 W/ (26) 16d NAILS LOCATION SOLID WOOD HDU11-SDS2.5 LOCATION MAX. FROM STUD MAX. POST POST POST o d Lu w z CHEMICAL ANCHOR • CHEMICAL ANCHOR • CHEMICAL ANCHOR w J SILL PLATE PER SCHEDULE SILL PLATE PER SCHEDULE SILL PLATE PER SCHEDULE U ? U.N.O. ON ND DISTANCE U.N.O. ON ND DISTANCE U.N.O. ON ND DISTANCE p ZBUILT UP PLAN PLAN PLAN POST -TENSION WOOD POST SOLID PER SCHEDULE PER SCHEDULE PER SCHEDULE 0 SLAB TENDON SHEAR WALL END o - z d .. d �vu)w Q PLAN VIEW z p d d uivu) w Q PLAN VIEW z o d d � w Q PLAN VIEW d C d C o- d Cy U) o- SIMPSON TITEN HD . , ADD (1) RSP4 AT EACH c a w _ c a w _ c a w 2x4 WALL 1/2x6" W/ BP ii i� ti SIDE OF POST/SILL AT BUILT-UP OR HTT5 BUILT-UP OR o HTT5-3/4 W/ BUILT-UP OR o HDU11-SDS2.5 BUILT-UP OR SOLID S SHEAR WALL END 1/2-3 (OR BPS 1/2-3) SOLID WOOD SOLID WOOD (26) 16d NAILS SOLID WOOD BEARING PLATE 2x4 WALL POST 2x4 WALL POST 2x4 WALL POST WOOD POST AT SILL PLATE S CHEMICAL S CHEMICAL S CHEMICAL SHEAR WALL END D� SILL PLATE ANCHOR PER SILL PLATE ANCHOR PER SILL PLATE ANCHOR PER ADD (1) RSP4 AT SCHEDULE SCHEDULE SCHEDULE d REPAIR TO BE DONE BY ORIGINAL CONCRETE CONTRACTORS OR THEIR DESIGNATE BUILT-UP OR HTT5 BUILT-UP OR HTT5-3/4 W/ (26) 16d NAILS BUILT-UP OR HDU11-SDS2.5 EACH SIDE OF POST SIMPSON TITEN HD SOLID WOOD SOLID WOOD SOLID WOOD /SILL AT SHEAR 1/2x6" W/ BP d ZA NOTE: PRIOR TO CUTTING AND/OR DRILLING SLAB POST POST POST WALL END 1/2-3 (OR BPS 1/2-3) CHEMICAL ANCHOR d q CHEMICAL ANCHOR d q CHEMICAL ANCHOR d q U.N.O. ON . 1. VERIFY LOCATION OF ALL TENDONS. SILL PLATE PER SCHEDULE SILL PLATE • PER SCHEDULE SILL PLATE • PER SCHEDULE SILL PLATE BEARING PLATE PLAN 2. HOLE SIDES MUST BE PARALLEL TO TENDONS WITH 3" MIN. CLEARANCE U.N.O. ON U.N.O. ON U.N.O. ON 3. ALL TENDONS MUST BE 3" MIN. CLEAR FROM PIPE PENETRATIONS PLAN PLAN PLAN p �v z SIDE VIEW 4. SLAB PENETRATION TO BE A MINIMUM OF 12" FROM ANY LOAD BEARING POST OR WALL% ° a. w w < NOTE: 5. TEMPORARY SHORING SHALL BE PLACED TO SUPPORT ANY BEARING ELEMENTS WITHIN 2 FEET OF C� z z z Cy d w w p a. d' w w p a. d w w a. d 4 w LTT20B MAY BE USED I.L.O. PENETRATION. SHORING SHALL BE MAINTAINED UNTIL PATCH HAS REACHED A STRENGTH OF 2000 psi. z_ w Q SIDE VIEW z w Q SIDE VIEW z w Q SIDE VIEW N z NOTE: PRIOR TO PATCHING CONCRETE p C cj U) 0- o ° (2) RSP4 AND BP 1/2-3 w w w POST -TENSION 1. ROUGHEN ANY SMOOTH EDGES OF PENETRATION TO PROVIDE A MINIMUM SURFACE PROFILE OF +\- 1/8 04 c NOTE: c� c NOTE: ti c NOTE: SLAB TENDON NOTE: IN. a CHEMICAL ANCHOR SHOULD HAVE a CHEMICAL ANCHOR SHOULD HAVE a CHEMICAL ANCHOR SHOULD HAVE RETROFIT ANCHOR SHOULD HAVE A 2. PRE -WET SURFACE TO SSD (SATURATED SURFACE DRY). NO BONDING AGENT REQUIRED. 2x6 WALL A MIN. OF 4" EDGE DISTANCE FROM 2x6 WALL A MIN. OF 4" EDGE DISTANCE FROM 2x6 WALL A MIN. OF 4" EDGE DISTANCE FROM MINIMUM OF 3" EDGE DISTANCE 3. INSTALL SIKACRETE 211 SCC PLUS PER MANUFACTURER'S RECOMMENDATIONS. ANY POST -TENSIONED CABLE ANY POST -TENSIONED CABLE ANY POST -TENSIONED CABLE 2x6 WALL FROM ANY POST -TENSIONED CABLE 801 STANDARD POST -TENSIONED REPAIR 802 SUBSTITUTE HTT5 FOR LSTHD8 SUBSTITUTE HTT5-3/4 FOR STHD10 SUBSTITUTE HDU11-SDS2.5 FOR STHD14 803 RETROFIT FOR MASA HOLD-DOWN POPOUT FRAMING FINISH GRADE z z 0 00 �k N 3" CLR. POST -TENSION FOUNDATION SCALE: 3/4" = 1'-0" POST -TENSIONED FOUNDATION SCALE: 3/4" = 1'-0" IF A CUT OR DAMAGED TENDON CANNOT BE REPLACED, A TENDON COUPLER MAYBE USED. FOLLOW THE NOTES: PROCEDURE SPECIFIED SPACING 1. SPLICE MUST BE LOCATED BETWEEN PROPERLY BELOW BEFORE CONCRETE PLACEMENT. CENTER TO CENTER SPACED SILL PLATE ANCHORS. 5-0" MIN. FROM 1. COUPLERS SHOULD BE CENTERED IN THE SLAB. = 24„ 2. THE PINS ARE NOT INTENDED TO REPLACE ANY SLAB EDGE 2. IF MORE THAN ONE TENDON IS SHORT, COUPLERS SHOULD NOT BE LOCATED SIDE BY SIDE. THEY MISSING SILL PLATE ANCHORS. SHOULD BE STAGGERED AT 24" INCREMENTS. 3. SILL PLATE SPLICE CAN NOT BE AT A CORNER. 3. A'PVC' PIPE OF SUFFICIENT INSIDE DIAMETER TO HOLD THE COUPLER AND OF SUFFICIENT LENGTH TO 4.12'-l" MAX. PLATE HEIGHT. ALLOW FOR SUBSEQUENT ELONGATION MOVEMENT DURING STRESSING SHALL BE USED. ALSO, AN 1 77 - ADDITIONAL PIECE OF SHEATHED STRAND OF SUFFICIENT LENGTH TO REACH THE EDGE FORM IS 1 3/4" REQUIRED ALONG WITH TWO POCKET FORMERS. CORROSION INHIBITING COATING SHALL BE USED TO MIN. CONC. SLAB - SEE FOUNDATION SAWCUT, CHIP AND REMOVE CONCRETE FOR FILL THE VOID IN THE'PVC' PIPE. I JOIST - SEE 1 O NAILS DRILL AND EPDXY (1) #5 REBAR WITH PLAN FOR SIZE -U.N.O. O/ 3/4" MAX DIA. CONDUIT AS SHOWN. REPLACE 4. THE TAPERED TIP OF THE POCKET FORMER THAT NORMALLY FITS INSIDE THE WEDGE CAVITY CAN BE FRAMING PLAN AT 12" O.C. ADD 2x4 MINIMUM NAILER ON 1 90 DEGREE HOOK- TOP AND BOTTOM SUBGRADE PER SOILS REPORT W/ SIKACRETE 211 SCC PLUS SIDE FOR SPACING > 24 AND d� a 2.. MAX CUT OFF WHEN BEING USED FOR SPLICING THEREBY REDUCING THE LENGTH OF THE 'PVC' PIPE NEEDED. ° v a. AT 16" O.C. W/ MINIMUM 6" EMBED SLAB TENDON,,\ STIFFENER AS REQUIRED 3/4" DIAMETER CONDUIT 5. THE ORIGINAL STRAND IS FIRST CUT WITH AN ABRASIVE WHEEL SAWAT THE COUPLER LOCATION AND FOR NAILS FROM NAILER < 25 1/2" AND BOTH SIDES FOR USING S.E.T. 3G EPDXY, ONE POCKET FORMER IS PLACED ON THE STRAND. MARK THE STRAND BEFORE COUPLING TO MAKE TO WEB OF JOIST SPACING > 25 1/2" AND < 27" MIN. (4) BARS TOTAL FINISH CERTAIN THAT THE PROPER LENGTH OF STRAND HAS BEEN FULLY INSERTED INTO THE COUPLER. THE a n Q n C z FLOOR COUPLER IS THEN COUPLED TO THE ORIGINAL STRAND. THE'PVC' PIPE IS PLACED OVER THE COUPLER. ° ° w w Q 6. THE SECOND POCKET FORMER IS PLACED OVER THE NEW STRAND (THE STRAND IS MARKED) AND THE IF OVERSPAN 27" J IS <- CONVENTIONAL FOUNDATION v c d c Cl U STRAND IS INSERTED INTO THE COUPLER. w 7. A POCKET FORMER IS TAPED TO ONE END OF THE 'PVC' PIPE WHICH IS THEN PACKED TIGHTLY WITH CORROSION INHIBITING -COATING ALLOWING NO AIR VOIDS. THE SECOND POCKET FORMER IS AFFIXED I U 1 nr_ rVl-, r1rr_ l.U1V1rLC I H 1 lk. Prl I LY JCl1LCU l.UUrLr_M. 8. THE TENDON COUPLERS LOCATION WITHIN THE'PVC' PIPE MUST PERMIT THE COUPLER TO MOVE THE 77 77 77 77 77777 REQUIRED ELONGATION AMOUNT IN THE DIRECTION OF THE STRESSING. ALLOWANCE FOR MOVEMENT 1 3/4" IN BOTH DIRECTIONS MUST BE PROVIDED WHEN THE TENDON IS TO BE STRESSED FROM BOTH ENDS. I JOIST - SEE MIN. ENG. CERT. COMPACTED SOIL OR 9. A DARK CRAYON OR PAINT MARK ON THE DECK WILL FACILITATE LOCATING THE COUPLER AFTER THE FRAMING PLAN 4" MIN. UNDISTURBED SOIL -REFER TO POUR SHOULD THAT BECOME NECESSARY. CONC. SLAB -SEE FOUNDATION SILL PLATE ]MIN] SILL PLATE VARIES - SEE PLAN EXISTING SLAB ALLOWANCE FOR MOVEMENT: STIFFENER AS REQUIRED LUS24 HANGER AT EACH END SPLICE a PROJECT SOILS REPORT 1 1/2 x EXPECTED ELONGATION PLAN FOR SIZE - U.N.O. O/ FOR NAILS FROM HANGER NAILED TO FILLER AND JOIST WEB 'PVC' PIPE SUBGRADE PER SOILS REPORT TO WEB OF JOIST d NOTE: J 2x4 MINIMUM LADDER° aQ 1. SLAB THICKNESS TO BE 7 1/2" d z d w w BLOCKS AT 24" O.C. a d v NOTE: MINIMUM. AT SLABS THINNER THAN 7 a d U IF OVERSPAN IS > 27" AND < 30" c a DO NOT DRILL INTO TENDON 1/2 CONTACT THE ENGINEER. a w - (2) HILTI X -CP 72 2. CONCRETE GROOVE FOR CONDUIT ON EACH SIDE OF NOTE: NOTE: TO BE 15'-0" MAXIMUM LENGTH. AT POCKET FORMER AT ISOMETRIC NOTE: NOTE: SILL PLATE SPLICE POST -TENSIONED FOUNDATION THIS DETAIL DOES NOT APPLY FOR SEE DETAIL 201 FOR ALL GROOVES LONGER THAN 15-0" EACH END IF OVERSPAN EXCEEDS 30" JOISTS SHALL BE MOVED INSTALL WEB STIFFENER PER SIDE VIEW POPOUT DIMENSIONS GREATER THAN 36" INFORMATION NOT SHOWN CONTACT THE ENGINEER COUPLER OR AN ADDITIONAL JOIST SHALL BE INSTALLED. MANUFACTURER'S DETAILS. POST -SET POPOUT TO POST -TENSIONED SLAB _N� MISSED ELECTRICAL CONDUIT IN POST -TENSIONED SLAB -N� TENDON COUPLER SHEATHING OVERSPAN _N� SILL ANCHORAGE RETROFIT AT EXTERIOR SILL PLATE SPLICE 804 805 806 812 -FLOOR 813 SCALE. 3/4 = 1 -0 SCALE. 3/4 = 1 -0 SCALE. 3/4 - 1 -0 SCALE. 3/4 - 1 -0 SCALE: 3/4" = 1'-0" u_ �ZOZw0�Zw0 mZLOmH Z ¢� P ¢_� m=WZ)LwLz�P�cco z(nou)3.W 5 a2DNUw<Oozz QZZZ02 0 waomoV>_Z¢o >___j��U mc)WOVc0<u)mz IXWU)-ZO z m�wc)>o-¢uop >6Z; E CL M O N N O N L N c c 0 0 c m cq 3 ca E 1'-0" MAX ADD 2x FLAT RIPPED BLOCKING BETWEEN LSL RIPPED BLOCKS IaXiZ0]:6y,011NI A I 90�J FLOOR SHEATHING SUPPORT SDS 1/4" x 3 1/2" SCREWS FROM FLOOR SHEATHING TO BEAM (3) 2x6 AT 6" O.C. RSDS 1/4" x 3 1/2" bo z TOE SCREW i — 1 3/4" x 11 7/8" LSL RIPPED BLOCK AT 12" O.C. �(4) 10d TOENAILS FROM BLOCK TO TOP HALF OF LSL BEAM - SEE FRAMING PLAN �(1) 10d TOENAIL FROM BLOCK TO LSL BEAM - SEE FRAMING PLAN (4) PLY LVL (1) HST6 ON EACH SEE FRAMING PLAN FULL HEIGHT SIDE OF LVL TO (4) PLY LVL (1) HST6 ON EACH STUDS POSTS BELOW. SEE FRAMING PLAN SIDE OF LVL TO ATTACH TO LVL W/ POSTS BELOW. FULL HEIGHT (6) 5/8" DIA. (2) CS16x48" STRAPS ATTACH TO LVL W/ 2x6 STUDS - THROUGH BOLTS o ACROSS SPLICE OF (6) 5/8" DIA. SEE FRAMING o DOUBLE TOP PLATE THROUGH BOLTS 0 o PLAN o DOUBLE TOP ° o (4) PLY LVL PLATE TO STOP ° o DOUBLE TOP PLATE ° SEE FRAMING BEFORE POSTS TO STOP BEFORE ° o PLAN (4) PLY LVL 6x POST • SEE FRAMING ' PLAN (1) HST6 ON EACH SIDE o ° OF LVL TO POSTS BLBOLTS ° o (1) HST6 ON EACH SIDE ATTACH TO o OF LVL TO POSTS BELOW. ° o (6) 5/8" DIA. THR F ATTACH TO LVL W/ o (6) 5/8" DIA. THROUGH DOUBLE TOP PLA ATTACH HST6 TO BOLTS STOP BEFORE 6 POSTS W/ (6) 5/8" DIA. ATTACH HST6 THROUGH BOLTS DOUBLE TOP PLATE TO POSTS W/ (6) 5/8" DIA. STOP BEFORE POSTS THROUGH BOLTS 6x POST -SEE FRAMING PLAN. EXTEND POST TO 6x POST -SEE FRAMING NOTCH BOTTOM OF LVL BEAMS PLAN. EXTEND POST TO INTERIOR BOTTOM OF LVL BEAMS 6x POST -SEE FRAMING 2x STUD 2x POST. EXTEND POSTS (2) CS16x48" STRAPS PLAN. EXTEND POST TO FOR BOLTS TO BOTTOM OF LVL BEAMS ACROSS SPLICE OF 2x POST. EXTEND POSTS BOTTOM OF LVL BEAMS DOUBLE TOP PLATE TO BOTTOM OF LVL BEAMS 6x POST -SEE FRAMING JEXTEND PLAN. EXTEND POST TO 2x POST. BOTTOM OF LVL BEAMS ATTACH HST6 POSTS W/ POSTS ATTACH HST6 TO POSTS W/ (6) 5/8" DIA. THROUGH BOLTS TO BOTTOM (6) 5/8" DIA. THROUGH BOLTS OF LVL BEAMS Rfeyl4=1z, iBi1911 NOTCH INTERIOR 2x STUD FOR BOLTS 2x POST. EXTEND POSTS TO BOTTOM OF LVL BEAMS I906 SHEAR CONNECTION AT K, 906.1 SHEAR CONNECTION AT 063]CANTILEVERED BEAM SCALE: 3/4"=1'-0" CANTILEVERED BEAM SCALE: 3/4"=1'-0" (3)10d TOE NAILS FROM RAFTER TO LEDGER ROOF SHEATHING 2x10 RAFTERS AT 24" O.C. (3)10d TOE NAILS FROM RAFTER TO EAVE BOARD 2x8 EAVE BOARD 4x RAFTER PER ARCHITECTURALS BC6 POST CAP 4x KICKER PER ARCHITECTURALS 907 EYE BROW R00 F ninr 1 nrAA► 2x8 LEDGER ATTACH TO STUDS W/ (3)10d NAILS AT EACH STUD (2) SDWS2260ODB TOE SCREWS FROM 4x RAFTER TO (2) 2x BLOCKING (2) 2x6 BLOCKING W/ (3)10d END NAILS TO STUD AT EACH END AT EACH BLOCK (2) 2x6 BLOCKING W/ (3)10d END NAILS TO STUD AT EACH END AT EACH BLOCK (2) SDWS2260ODB FROM 4x KICKER TO (2) 2x BLOCKING. STAGGER HORIZONTALLY AND VERTICALLY 5/8" MIN. 2x10 R/ (3)10m , w" ,.",", , 11, 1 RAFTER TO EAVE BOARD 2x8 LEDGER ATTACH TO STUDS W/ (3)10d NAILS AT EACH STUD 4x RAFTER PER ARCHITECTURALS ALIGN RAFTER W/ EDGE OF 4x RAFTER ATTACH EDGE RAFTER TO EAVE BOARD W/ (1) A35 ni AkI1nrle► SCALE: 3/4" =1'-0" City of Wheat Ridge Building Division LL izoZWooZw0 mZ�om� z ¢� P ¢=� cn =WZ)LL P�cco zcnoc)3.w :3 ac3NUw¢00zz QZZZ02 0 waoOoV>_Z¢o >___j mc)WgUmQv)mz IXwvi-z0 z W�xc)>OZW�p >6Z>OZ H gH wZOmU- _j �0 J =O-WLL 00LL --U) J JmaZ� W OWMO<DFFm QQ0 LL ZO0wzU�-OaU 00=OQly N U0fywp Z 1F- Dw�xOQw¢�wa O�paz� 2 W�auiF-UOflt�22- ~0°U'OU50 C7 c7cnOZZ?OzW�w 0(z1xz0 of ww<cnc7 Z—c)w >- awZ wz 0tzg a >- w 0-w ZaOFoLU O ww�-O W <y OWpw=2 U wWOM<00m�u�a UitUx�H OO C13 U 2i cn o :z: C) LU a. LIL 000 HIr _z oC w z J w U_ w w � z_ Z� z W w LO M W ()6o CD J � o U ti w WUj = z U U< Q p 3� I"C) : i Uj U w J �M 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 01/25/2021 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 10 SHEET NUMBER SID 7A1G— jjnDOWN 11 11 AlG.,, 00OWN 0ow ON SITE PLANS MUST BE ON SITE FOR INSPECTION ALL Projects are Subject to Field Inspections - - oEo 03 I E n o _ O m 0 O A J o N Q N O N U K C) T 0 m 0 t O N ? > � a IQ A 0 O N O o o Q E Z Q I 616 A1� A1G_ �b c� Al B9 Al Al tis > I ___ _ _ _ _ _ __ _____ o o -- o2 c om s S o� mm� U U o 2 m S m O o e T O a > n Q m > Sim Q.. >: G o h o o.� Eo O B1(2 1(2� _ O .� o in W mm SEg z y y > oo om o W – d F o� 6 n I _ oo, O oom m s E oe W U oe W 3:_ llJ M �3)M3 ]) M33) � t4 _ m mcg ovm m S F r CD 4 O Aa kl o » m a m � O N A1G B1 Al E m Q z A1G M(3) I B1G ,{11G A1G m2 O J 30 M (3) IM](6 M 3 m o O F-- N >I > m M 3) 194Q 3 M](6 M 3) o m 3 _ � m Z `o I -- o m E 2 2mm MNRRORE NIT 2 NIT3 > o m W NIT1 MIRRORED NIT2 u, ca UNIT 1A Wheat z�_ o °' m o Cow++uein ueveiurmerrrm td o APPROVED RevimMm cede eemranee z m s m Randy Slusser 2/05/2021 wad w `. m�Eo Plans Examine Date a o mYmnwroMm NaN mf4aVnmiNv appnso/xry mbM'�b �mm o_ x+ra.K xawwa�anr wdx9mxm axb rnraehv¢ea nmwa `o `o a•+�m�reroM*eunxmrroww.a��x�n<eroxn..•9�rwmv � " rod.naer.wdwn.au.en+�wxmw�wn ¢ � E rm �a MiTek MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 70066280 TOLL BROTHERS -Ridge , Ward Station The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Alpine Truss -Brighton, CO. Pages or sheets covered by this seal: R65126606 thru R65126658 My license renewal date for the state of Colorado is October 31, 2021. ��� **** LIC� �. ,G�L D k -..o PE.0055362 January 21,2021 Dyer, Cecil IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, City of the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Wheat Ridge Building Division Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station R65126606 70066280 Al COMMON 7 1 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:U1 2U21 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-y5vU8_Yi7mNl_a0Blm8gzP09kS2VmJCSMYx51 DztR9u F1-0-01 7-3-0 14-6-0 15-6-01 1-0-0 7-3-0 7-3-0 1-0-0 6x 8 x 8 /i 3 Scale = 1:52.7 8 7 6 4x6 3x9 4x6 7-3-0 14-6-0 7-3-0 7-3-0 Plate Offsets (X,Y)-- [2:0-3-8,0-2-0], [4:0-3-8,0-2-0], [6:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.04 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(TL) -0.10 7-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.01 7-8 >999 240 Weight: 86 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-8,4-6: 2x4 HF Stud REACTIONS. (size) 8=0-5-8, 6=Mechanical Max Horz 8=-366(LC 10) Max Uplift 8=-147(LC 12), 6=-147(LC 13) Max Grav 8=802(LC 1), 6=802(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-638/316, 3-4=-638/316, 2-8=-731/436, 4-6=-731/437 BOT CHORD 7-8=-332/420 WEBS 2-7=-120/375, 4-7=-126/379 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-3-0, Exterior(2) 7-3-0 to 10-3-0, Interior(1) 10-3-0 to 15-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.,' 6) Refer to girder(s) for truss to truss connections. \,� ��.� * • �..�' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) yQ�•` - ' � 8=147,6=147. PE -0055362 i January 21 &2Y of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek= Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the g fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.00 13 n/r 120 MT20 185/144 (Roof Snow=30.0) R65126607 70066280 Al G Common Supported Gable 8 1 WB 0.14 Horz(TL) 0.01 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:U2 2U21 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-QITtLKZKu4V9bkbOJTfvWcYU9rS1 VIBcaCgeZfztR9t 1-1-0-01 7-3-0 14-6-0 115-6-01 1-0-0 7-3-0 7-3-0 1-0-0 4x6 7 24 23 22 21 20 19 18 17 16 15 14 2x4 3x4 = 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 3x4 2x4 14-6-0 14-6-0 3 0 co N Scale = 1:51.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.00 13 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) 0.00 13 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 110 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud *Except* WEBS 1 Row at midpt 7-19 7-19: 2x4 SPF No.2 REACTIONS. All bearings 14-6-0. (lb) - Max Horz 24=-466(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 20, 18 except 24=-308(LC 10), 14=-202(LC 11), 21=-144(LC 12), 22=-128(LC 12), 23=-403(LC 12), 17=-144(LC 13), 16=-128(LC 13), 15=-393(LC 13) Max Grav All reactions 250 Ib or less at joint(s) 19, 20, 21, 22, 18, 17, 16 except 24=413(LC 9), 14=319(LC 20), 23=427(LC 10), 15=361 (LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-384/303, 5-6=-224/279, 6-7=-270/337, 7-8=-270/337, 8-9=-224/279, 12-14=-297/201 BOT CHORD 23-24=-433/400, 22-23=-262/315, 21-22=-262/315, 20-21=-262/315, 19-20=-262/315, 18-19=-262/315, 17-18=-262/315, 16-17=-262/315, 15-16=-262/315 WEBS 7-19=-291/189, 2-23=-359/397, 12-15=-299/355 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) -1-0-0 to 1-11-0, Exterior(2) 1-11-0 to 7-3-0, Corner(3) 7-3-0 to 10-3-0, Exterior(2) 10-3-0 to 15-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 18 except (jt=1b) 24=308, 14=202, 21=144, 22=128, 23=403, 17=144, 16=128, 15=393. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 p,D 0 L/C n��6 PE -0055362 i � s • • r * �Cr N Al*� January 21,2021 City of Wheat Ridgc MiTek Building Divisio MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 7-3-0 7-3-0 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [3:0-3-8,0-1-12], [5:Edge,0-3-8] LOADING (psf) R65126608 70066280 A2 Common 39 1 TC 0.79 Vert(LL) -0.04 6-7 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:U3 2U21 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-vU1 FYgayfOdODtAatAA82g5VNFkyECYlprQB56ztR9s 7-3-0 14-6-0 15-6-01 7-3-0 7-3-0 1-0-0 6x6 2 Scale = 1:52.7 7 6 5 4x6 3x9 4x6 7-3-0 14-6-0 7-3-0 7-3-0 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [3:0-3-8,0-1-12], [5:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.04 6-7 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.10 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) -0.01 6-7 >999 240 Weight: 83 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7,3-5: 2x4 HF Stud REACTIONS. (size) 7=Mechanical, 5=0-5-8 Max Horz 7=-355(LC 10) Max Uplift 7=-120(LC 13), 5=-145(LC 13) Max Grav 7=707(LC 1), 5=806(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-640/306, 2-3=-643/312, 1-7=-635/344, 3-5=-734/433 BOT CHORD 6-7=-314/415 WEBS 1-6=-136/356, 3-6=-124/383 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-3-0, Exterior(2) 7-3-0 to 10-3-0, Interior(1) 10-3-0 to 15-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.,' 6) Refer to girder(s) for truss to truss connections. \,� ��.� * • �..�' ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) yQ�•` - � 7=120,5=145. PE -0055362 i 000 ` DNAI January 21,2021 A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat Ridge a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Building Divisiol fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station LOADING (psf) SPACING- 2-0-0 R65126609 70066280 A3 Common 32 1 L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:U4 2U21 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-NgbdmObbQhltr1 ImRuiNb1 egof4Bzfkv2V9leYztR9r 7-3-0 14-6-0 7-3-0 7-3-0 6x6 2 6 5 4 4x6 3x9 4x6 7-3-0 14-6-0 7-3-0 7-3-0 Scale = 1:52.7 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [3:Edge,0-1-12], [4:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.04 4-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(TL) -0.10 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) -0.01 4-5 >999 240 Weight: 81 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* BOT CHORD 1-6,3-4: 2x4 HF Stud REACTIONS. (size) 6=0-5-8, 4=Mechanical Max Horz 6=-332(LC 10) Max Uplift 6=-117(LC 13), 4=-117(LC 12) Max Grav 6=710(LC 1), 4=710(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-645/302, 2-3=-645/302, 1-6=-638/340, 3-4=-638/341 BOT CHORD 5-6=-335/392 WEBS 1-5=-134/360, 3-5=-140/364 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-3-0, Exterior(2) 7-3-0 to 10-3-0, Interior(1) 10-3-0 to 14-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=117,4=117. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 PE -0055362 i .• r NA. January 21,202&y of ME--� Wheat Ridg MiTek Building Divisi n MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 9-5-12 6-7-10 7-10-8 Plate Offsets (X,Y)-- [2:0-6-4,Edge], [14:0-6-4,Edge] R65126610 70066280 AA1 Common 4 1 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:Ub 2U21 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-rt9?zLbDB?tkSBKz_bDc7FAvg3Ifi102G9vlA_ztR9q 1-0- 5-0-6 9-9-4 14-6-2 19-3-0 23-11-14 28-8-12 33-5-10 38-6-0 9-6- -0-0 5-0-6 4-8-14 4-8-14 4-8-14 4-8-14 4-8-14 4-8-14 5-0-6 -0-0 3.50 12 6x6 = 8 Scale = 1:65.3 6x10 Z 1 20 1 V L° Z 10 17 1" 6x10 3x4 5x8 4x6 = 4x6 = 5x8 3x4 5 0 0 7-10-8 14-6-2 23-11-14 30-7-8 38-6-0 7-10-8 6-7-10 9-5-12 6-7-10 7-10-8 Plate Offsets (X,Y)-- [2:0-6-4,Edge], [14:0-6-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.42 17-20 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.83 Vert(TL) -0.96 17-20 >480 240 TCDL 10.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.26 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.23 20 >999 240 Weight: 186 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-8 oc bracing. WEBS 2x4 HF Stud *Except* 8-17,8-20: 2x4 SPF No.2 SLIDER Left 2x6 SPF 1650F 1.5E -t 2-7-0, Right 2x6 SPF 1650F 1.5E -t 2-7-0 REACTIONS. (size) 2=0-5-8, 14=0-5-8 Max Horz 2=108(LC 14) Max Uplift 2=-483(LC 10), 14=-483(LC 11) Max Grav 2=2005(LC 1), 14=2005(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4189/1509, 4-6=-4236/1524, 6-7=-3832/1444, 7-8=-3812/1528, 8-9=-3812/1528, 9-10=-3832/1444, 10-12=-4236/1524, 12-14=-4189/1509 BOT CHORD 2-21=-1322/3774, 20-21=-1384/4091, 17-20=-952/2986, 16-17=-1367/4091, 14-16=-1324/3774 WEBS 8-17=-372/1322, 9-17=-504/244, 10-17=-633/274, 12-16=-13/397, 8-20=-372/1322, 7-20=-504/244, 6-20=-633/274, 4-21=-14/397 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-10-3, Interior(1) 2-10-3 to 19-3-0, Exterior(2) 19-3-0 to 23-1-3, Interior(1) 23-1-3 to 39-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=483,14=483. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Cya.•• G1L D �' `�.�'� PE -0055362 i January 21,2021 w • Wheat Ridg MiTek .. . MiTek USA, Inc. Building Division 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.00 32 n/r 120 MT20 185/144 (Roof Snow=30.0) R65126611 70066280 AA1 G COMMON SUPPORTED GAB 2 1 WB 0.12 Horz(TL) 0.01 34 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:U3 2U21 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-FSr8cNe5UwGJKf2XgkmJltoVwGVIvU?Uz77ynJztR9n 1-0- 19-3-0 38-6-0 9-6- -0-0 19-3-0 19-3-0 -0-0 Scale = 1:65.5 3.50 12 5x6 16 17 18 19 64 63 62 61 60 59 58 57 56 55 54 53 5251 50 49 48 4746 45 44 43 42 41 40 39 38 37 36 35 34 3x4 11 3x6 3x6 3x4 38-6-0 38-6-0 13 0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.00 32 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) 0.00 32 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 34 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 202 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 38-6-0. (lb) - Max Horz 64=-138(LC 19) Max Uplift All uplift 100 Ib or less at joint(s) 64, 34, 50, 51, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 48, 47, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36 except 63=-183(LC 14), 35=-155(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 64, 34, 49, 50, 51, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 48, 47, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-64=-178/256, 11-12=-93/267, 12-13=-104/299, 13-14=-115/331, 14-15=-126/362, 15-16=-138/396, 16-17=-146/419, 17-18=-146/411, 18-19=-138/380, 19-20=-126/346, 20-21=-115/314, 21-22=-104/282, 22-23=-93/250 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) -1-0-0 to 2-10-3, Exterior(2) 2-10-3 to 19-3-0, Corner(3) 19-3-0 to 23-3-0, Exterior(2) 23-3-0 to 39-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 64, 34, 50, 51, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 48, 47, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36 except (jt=1b) 63=183, 35=155. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un PE -0055362 i r •#i % VAI. January 21,2021 Wheat Ridg MiTek .. . MiTek USA, Inc. Building Division 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station WEBS SPACING- 2-0-0 CSI. DEFL. in (loc) R65126612 70066280 AA1 R COMMON GIRDER 2 3 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.62 17-20 >750 1 1 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:11 2021 Page 1 ID:9rg2glbNSeOBC110gdFCegyeiDY-g1 WGEPg_mreuB6n6LsKONWQr9UJ16knxf5McNeztR9k 1-0- 5-0-6 9-9-4 14-6-2 19-3-0 23-11-14 28-8-12 33-5-10 38-6-0 9-6- -0-0 5-0-6 4-8-14 4-8-14 4-8-14 4-8-14 4-8-14 4-8-14 5-0-6 -0-0 W b 3.50 12 6x10 = 8 Scale = 1:66.6 L_1+ Lo Zu If L I Lo Ly 3u 20 3 I I tl 3L 33 3'+ 00 00 Of 10 17 00 .3y _1+u 10 _1+ I _1+L 4%) 44 8x12 = 6x6 = 6x10 8x8 6x6 = 8x12 8x8 6x10 7-10-8 14-6-2 23-11-14 30-7-8 38-6-0 7-10-8 6-7-10 9-5-12 6-7-10 7-10-8 5 Plate Offsets (X,Y)-- [2:0-0-0,0-5-0], [14:0-0-0,0-5-0], [16:0-3-0,0-4-0], [17:0-2-12,0-4-12], [20:0-1-12,0-4-12], [21:0-3-0,0-4-0] TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD LOADING (psf) WEBS SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.62 17-20 >750 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.96 Vert(TL) -1.18 17-20 >392 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.23 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.41 17-20 >999 240 Weight: 619 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 HF Stud *Except* 8-17,8-20: 2x4 SPF No.2 SLIDER Left 2x4 HF Stud -t 2-6-7, Right 2x4 HF Stud -t 2-6-7 REACTIONS. (size) 2=0-5-8, 14=0-5-8 Max Horz 2=-108(LC 33) Max Uplift 2=-2036(LC 6), 14=-2075(LC 7) Max Grav 2=9756(LC 1), 14=9966(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-20858/4278, 4-6=-22470/4553, 6-7=-20091/4073, 7-8=-19986/4125, 8-9=-20010/4129, 9-10=-20115/4078, 10-12=-22481/4555, 12-14=-20866/4279 BOT CHORD 2-21=-4017/19441, 20-21=-4251/21044, 17-20=-2938/15193, 16-17=-4182/21061, 14-16=-3946/19446 WEBS 8-17=-1397/6866, 9-17=-241/308, 10-17=-2316/581, 10-16=-220/1197, 12-16=-451/2678, 8-20=-1390/6827, 7-20=-241/308, 6-20=-2324/583, 6-21=-222/1209, 4-21=-448/2671 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131 11x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=2036,14=2075. Continued on page 2 A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un Ca.•` G- D' '. PE -0055362 i % kN Ak January 21,2021 Wheat Ridge MiTek MiTek USA Inc.u1 e,1�111g DIVISI h 400 Sunrise Avenue Roseville. CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station R65126612 70066280 AA1 R COMMON GIRDER 2 3 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:31:11 2021 Page 2 ID:9rg2glbNSeOBC110gdFCegyeiDY-g1 WGEPg_mreuB6n6LsKONWQr9UJ16knxf5McNeztR9k NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 782 Ib down and 167 Ib up at 1-0-12, 786 Ib down and 165 Ib up at 3-0-12, 786 Ib down and 165 Ib up at 5-0-12, 786 Ib down and 165 Ib up at 7-0-12, 786 Ib down and 165 Ib up at 9-0-12, 786 Ib down and 165 Ib up at 11-0-12, 786 Ib down and 165 Ib up at 13-0-12, 786 Ib down and 165 Ib up at 15-0-12, 786 Ib down and 165 Ib up at 17-0-12, 786 Ib down and 165 Ib up at 19-0-12, 786 Ib down and 165 Ib up at 19-11-4, 786 Ib down and 165 Ib up at 21-11-4, 786 Ib down and 165 Ib up at 23-11-4, 786 Ib down and 165 Ib up at 25-11-4, 786 Ib down and 165 Ib up at 27-11-4, 786 Ib down and 165 Ib up at 29-11-4, 786 Ib down and 165 Ib up at 31-11-4, 786 Ib down and 165 Ib up at 33-11-4, and 786 Ib down and 165 Ib up at 35-11-4, and 786 Ib down and 163 Ib up at 37-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-80, 8-15=-80, 2-14=-20 Concentrated Loads (lb) Vert: 17=-786 24=-782(8) 25=-786 26=-786 27=-786 28=-786 29=-786 30=-786 31=-786 32=-786 34=-786 35=-786 37=-786 38=-786 39=-786 40=-786 41=-786 42=-786 43=-786 44=-786(8) A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 City of Wheat Ridge MiTek Building Divisi n MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station BOT CHORD LOADING (psf) SPACING- 2-0-0 CSI. R65126613 70066280 B1 COMMON 2 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.04 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:12 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-8D4fRlhcX8mkoGMJvZrFwjz47to?gHh4tl5Aw4ztR9j Ti -0-q 7-3-0 14-6-0 15-6-9 1-0-0 7-3-0 7-3-0 1-0-0 6A 6x10 //, 3 8 7 6 4x6 3x9 4x6 7-3-0 14-6-0 7-3-0 7-3-0 Scale = 1:58.8 Plate Offsets (X,Y)-- [2:0-3-8,0-2-0], [3:0-5-4,0-4-0], [4:0-3-8,0-2-0], [6:Edge,0-3-8] BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.04 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Lumber DOL 1.15 BC 0.33 Vert(TL) -0.11 7-8 >999 240 WEBS TCDL 10.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.02 7-8 >999 240 Weight: 90 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* BOT CHORD 2-8,4-6: 2x4 HF Stud WEBS REACTIONS. (size) 8=0-5-8, 6=Mechanical Max Horz 8=-419(LC 10) Max Uplift 8=-146(LC 12), 6=-146(LC 13) Max Grav 8=802(LC 1), 6=802(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-585/321, 3-4=-585/321, 2-8=-732/451, 4-6=-732/451 BOT CHORD 7-8=-389/416 WEBS 2-7=-127/394, 4-7=-130/397 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-3-6 oc bracing. 1 Row at midpt 3-7 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-3-0, Exterior(2) 7-3-0 to 10-3-0, Interior(1) 10-3-0 to 15-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=146,6=146. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un Cya.•• G1L D �' `�.�'� PE -0055362 i % • .,'� Lr iVA' January 21,2021City of —' Wheat Ridie MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.00 13 n/r 120 MT20 185/144 R65126614 70066280 B1G COMMON SUPPORTED GAB 2 1 Rep Stress Incr YES WB 0.17 Horz(TL) -0.01 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:13 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-cPe1f5hEISubQQxVSHMUSxVLbHBsZkOD6PrjSXztR9i 11-0-Q 7-3-0 14-6-0 15-6-Q 1-0-0 7-3-0 7-3-0 1-0-0 4) 4x6 7 24 23 22 21 20 19 18 17 16 15 14 3x6 3x4 2x4 112x4 112x4 112x4 112x4 112x4 112x4 11 3x4 3x6 14-6-0 14-6-0 3- C) co A Scale = 1:61.3 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8],[12:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.00 13 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.17 Vert(TL) 0.00 12-13 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.01 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 124 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD OTHERS 2x4 HF Stud *Except* WEBS 7-19,6-20,8-18: 2x4 SPF No.2 REACTIONS. All bearings 14-6-0. (lb) - Max Horz 24=-533(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 20, 18 except 24=-454(LC 10), 14=-354(LC 11), 21=-144(LC 12), 22=-133(LC 12), 23=-535(LC 9), 17=-144(LC 13), 16=-133(LC 13), 15=-470(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=539(LC 9), 14=445(LC 8), 19=277(LC 13), 23=584(LC 10), 15=514(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-498/432, 5-6=-256/346, 6-7=-299/395, 7-8=-299/395, 8-9=-257/346, 12-14=-406/335 BOT CHORD 23-24=-495/450, 22-23=-296/338, 21-22=-296/338, 20-21=-296/338, 19-20=-296/338, 18-19=-296/338, 17-18=-296/338, 16-17=-296/338, 15-16=-296/338 WEBS 7-19=-354/220, 2-23=-494/516, 12-15=-420/446 Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 7-19 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) -1-0-0 to 1-11-0, Exterior(2) 1-11-0 to 7-3-0, Corner(3) 7-3-0 to 10-3-0, Exterior(2) 10-3-0 to 15-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 18 except (jt=1b) 24=454, 14=354, 21=144, 22=133, 23=535, 17=144, 16=133, 15=470. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Cya.•• G1L D �' `�.�'� PE -0055362 i � s • �Cr �D�VA41.r January 21,2021 City of -- Wheat Ridie MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R65126615 70066280 B2 Common 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.37 Vert(TL) -0.12 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:14 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-4bCPsQis3mOS2aWhO_tj?82T5hUul4LNL3aH_zztR9h r1-0-01 3-9-4 7-3-0 10-8-12 14-6-0 1-0-0 3-9-4 3-5-12 3-5-12 3-9-4 3x 4x6 4 9 8 7 6x6 3x9 = 6x6 7-3-0 14-6-0 7-3-0 7-3-0 Scale = 1:56.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.05 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.37 Vert(TL) -0.12 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.02 8-9 >999 240 Weight: 89 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud *Except* BOT CHORD 4-8: 2x4 SPF No.2 REACTIONS. (size) 9=0-5-8, 7=Mechanical Max Horz 9=414(LC 9) Max Uplift 9=-142(LC 12), 7=-123(LC 12) Max Grav 9=806(LC 1), 7=737(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-367/317, 3-4=-594/390, 4-5=-597/390, 5-6=-321/266, 2-9=-439/315, 6-7=-327/238 BOT CHORD 8-9=-261/469, 7-8=-215/399 WEBS 4-8=-286/457, 5-8=-218/250, 3-8=-221/266, 3-9=-619/171, 5-7=-594/285 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-3-0, Exterior(2) 7-3-0 to 10-3-0, Interior(1) 10-3-0 to 14-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 9=142,7=123. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un Q.••,1L D' �. PE -0055362 i • January 21,202tity of wl--Wheat Rid e MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station BOT CHORD LOADING (psf) SPACING- 2-0-0 CSI. R65126616 70066280 B3 COMMON 16 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.04 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:14 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-4bCPsQis3mOS2aWhO_tj?820dhUTIBxNL3aH_zztR9h 7-3-0 14-6-0 7-3-0 7-3-0 6x6 = 6x10 2 6 5 4 4x6 3x9 4x6 7-3-0 14-6-0 7-3-0 7-3-0 Scale = 1:59.3 Plate Offsets (X,Y)-- [1:Edge, 0-1-12], [2:0-5-4,0-4-0], [3:Edge, 0-1-12], [4:Edge, 0-3-8] BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.04 4-5 >999 360 MT20 185/144 (Roof Snow=30.0) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Lumber DOL 1.15 BC 0.33 Vert(TL) -0.11 4-5 >999 240 WEBS TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) -0.02 5-6 >999 240 Weight: 85 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* BOT CHORD 1-6,3-4: 2x4 HF Stud WEBS REACTIONS. (size) 6=0-5-8, 4=Mechanical Max Horz 6=-385(LC 8) Max Uplift 6=-117(LC 13), 4=-117(LC 12) Max Grav 6=710(LC 1), 4=710(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-590/297, 2-3=-590/297, 1-6=-649/358, 3-4=-650/358 BOT CHORD 5-6=-358/385 WEBS 1-5=-142/380, 3-5=-145/383 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-8-1 oc bracing. 1 Row at midpt 2-5 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-3-0, Exterior(2) 7-3-0 to 10-3-0, Interior(1) 10-3-0 to 14-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=117,4=117. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 PE -0055362 i C• �Cr N Al January 21,2021 City of -- Wheat Ridie MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station Building Division MiTek USA, Inc. 400 Sunrise Avenue, 7-10-8 7-2-6 Roseville, CA 95661 9-5-12 R65126617 70066280 BB1 Common 2 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:16 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-0_J9H6k6bNGAHtf48PvB4Z719V0emy?goN3N3sztR9f 1-1-6-01 5-2-10 , 10-1-12 15-0-14 20-0-0 24-6-10 29-1-4 33-7-14 38-6-0 40-6-0 1-6-0 5-2-10 14-11-2 4-11-2 4-11-2 4-6-10 4-6-10 4-6-10 4-10-2 2-0-0 3.50 12 5x6 = 7 Scale = 1:69.9 20 -i y 18 i -it 16 _10 14 10x10 MT20HS 3x4 5x10 4x6 4x8 3x5 10x10 MT20HS 3 0 ti N FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-2971/1104, 5-6=-2978/1167, 6-7=-2976/1258, 7-8=-2820/1218, 8-9=-2826/1131, 9-10=-2687/1032, 2-20=-384/362, 12-14=-398/405 BOT CHORD 19-20=-916/2458, 18-19=-1026/2935, 16-18=-767/2361, 15-16=-877/2660, 14-15=-697/2065 WEBS 3-19=-86/538, 5-19=-314/173, 6-18=-585/279, 7-18=-314/1086, 7-16=-235/881, 8-16=-548/258, 9-15=-444/223, 10-15=-178/717, 3-20=-2816/1026, 10-14=-2569/940 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-6-0 to 2-4-3, Interior(1) 2-4-3 to 20-0-0, Exterior(2) 20-0-0 to 23-10-3, Interior(1) 23-10-3 to 40-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 20=524,14=547. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Cya.•• G1L D �' `�.�'� PE -0055362 i NAI. January 21,2026ty of 7-10-8 15-0-14 24-6-10 30-7-8 38-6-0 Building Division MiTek USA, Inc. 400 Sunrise Avenue, 7-10-8 7-2-6 Roseville, CA 95661 9-5-12 6-0-14 7-10-8 Plate Offsets (X,Y)-- [14:Edge,0-3-8], [18:0-5-0,0-3-0], [20:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.39 16-18 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.99 Vert(TL) -0.83 16-18 >550 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.18 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.16 18 >999 240 Weight: 182 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E *Except* except end verticals. 18-20: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 3-20,10-14 7-187-16: 2x4 SPF No.2 REACTIONS. (size) 20=0-5-8, 14=0-5-8 Max Horz 20=41 (LC 13) Max Uplift 20=-524(LC 10), 14=-547(LC 11) Max Grav 20=2040(LC 1), 14=2084(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-2971/1104, 5-6=-2978/1167, 6-7=-2976/1258, 7-8=-2820/1218, 8-9=-2826/1131, 9-10=-2687/1032, 2-20=-384/362, 12-14=-398/405 BOT CHORD 19-20=-916/2458, 18-19=-1026/2935, 16-18=-767/2361, 15-16=-877/2660, 14-15=-697/2065 WEBS 3-19=-86/538, 5-19=-314/173, 6-18=-585/279, 7-18=-314/1086, 7-16=-235/881, 8-16=-548/258, 9-15=-444/223, 10-15=-178/717, 3-20=-2816/1026, 10-14=-2569/940 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-6-0 to 2-4-3, Interior(1) 2-4-3 to 20-0-0, Exterior(2) 20-0-0 to 23-10-3, Interior(1) 23-10-3 to 40-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 20=524,14=547. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Cya.•• G1L D �' `�.�'� PE -0055362 i NAI. January 21,2026ty of —' Wheat Ridg MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station in (loc) I/defl L/d PLATES GRIP TCLL (Roof Snow=30.0) 30.0 Plate Grip DOL 1.15 R65126618 70066280 BB1 G Common Supported Gable 1 1 Lumber DOL 1.15 BC 0.20 Vert(TL) 0.00 33 n/r 120 BCLL Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:19 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-RZ?Iv8m?ulel8LOfpXTuiBIIBiDkzR86UL12gAztR9c 1-1-6-01 20-0-0 38-6-0 40-6-0 1-6-0 1 20-0-0 18-6-0 2-0-0 Scale = 1:67.3 3.50 12 5x6 17 18 19 20 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 4746 45 44 43 42 41 40 39 38 37 36 35 4x6 11 5x6 5x6 3x6 11 38-6-0 38-6-0 •4 0 ti N Plate Offsets (X,Y)-- [53:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL (Roof Snow=30.0) 30.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) 0.02 34 n/r 120 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) 0.00 33 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 35 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Weight: 251 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud *Except* 18-50,17-51,19-49: 2x4 SPF No.2 REACTIONS. All bearings 38-6-0. (lb) - Max Horz 65=41 (LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 65, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 49, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36 except 35=-186(LC 11), 64=-149(LC 14) Max Grav All reactions 250 Ib or less at joint(s) 65, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 49, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36 except 35=343(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-65=-240/422, 9-10=-84/260, 10-11=-95/292, 11-12=-106/324, 12-13=-117/356, 13-14=-128/388, 14-15=-139/420, 15-16=-150/452, 16-17=-162/486, 17-18=-170/507, 18-19=-170/499, 19-20=-162/458, 20-21=-150/407, 21-22=-139/375, 22-23=-128/343, 23-24=-117/311, 24-25=-106/279, 33-35=-345/600 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Corner(3) -1-6-0 to 2-4-3, Exterior(2) 2-4-3 to 20-0-0, Corner(3) 20-0-0 to 24-0-0, Exterior(2) 24-0-0 to 40-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 65, 51, 52, 53, 11�0 0 L/ Cya.•• G1L D � % PE -0055362 i 19NAI, January 21,2061y of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridg( Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"' Building Divisio is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station TCLL 30.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.54 16-19 >855 360 MT20 185/144 R65126619 70066280 BB1 R COMMON GIRDER 1 3 Rep Stress Incr NO WB 0.51 Horz(TL) 0.21 14 n/a n/a BCLL 0.0 1 1 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:23 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-JKFplVpVyXBBdyiQ2NXgs1ww5JRRvAbiPzGFpyztR9Y 1-0- 5-0-6 9-9-4 14-6-2 19-3-0 23-11-14 28-8-12 33-5-10 38-6-0 -0-0 5-0-6 14-8-14 4-8-14 4-8-14 4-8-14 4-8-14 4-8-14 5-0-6 3.50 12 5x10 8 Scale = 1:65.1 Zo L4 Lo Ltd LV L / La Ly 19 3U 10 3 1 3L 33 34 00 00 It 16 of Ja Jy 10 4U 4 I 4L 43 8x12 4x6 6x10 = 8x8 4x6 8x12 8x8 6x10 7-10-8 14-6-2 23-11-14 30-7-8 38-6-0 7-10-8 6-7-10 9-5-12 6-7-10 7-10-8 4 Plate Offsets (X,Y)-- [2:0-0-0,0-4-12], [14:0-0-0,0-4-12], [16:0-2-8,0-4-12], [19:0-2-0,0-4-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.54 16-19 >855 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.86 Vert(TL) -1.06 16-19 >434 240 TCDL 10.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.21 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.37 16-19 >999 240 Weight: 614 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 HF Stud *Except* 8-16,8-19: 2x4 SPF No.2 SLIDER Left 2x4 HF Stud -t 2-6-7, Right 2x4 HF Stud -t 2-6-7 REACTIONS. (size) 2=0-5-8, 14=0-5-8 Max Horz 2=-117(LC 15) Max Uplift 2=-1799(LC 6), 14=-1760(LC 7) Max Grav 2=8904(LC 1), 14=9016(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-18892/3724, 4-6=-20302/3941, 6-7=-18144/3513, 7-8=-18049/3568, 8-9=-18072/3572, 9-10=-18167/3518, 10-12=-20319/3936, 12-14=-18907/3721 BOT CHORD 2-20=-3494/17603, 19-20=-3669/19021, 16-19=-2510/13731, 15-16=-3585/19040, 14-15=-3409/17617 WEBS 8-16=-1205/6203, 9-16=-236/314, 10-16=-2125/525, 10-15=-180/1063, 12-15=-365/2376, 8-19=-1202/6151, 7-19=-235/314, 6-19=-2122/534, 6-20=-191/1074, 4-20=-361/2372 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131 11x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=1799, 14=1760. Continued on page 2 A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 P0 L/C n��6 PE -0055362 i C_NA14C • �Cr January 21,206Y of —' Wheat RidgE MiTek= Building Divisio MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station R65126619 70066280 BB1 R COMMON GIRDER 1 3 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:31:23 2021 Page 2 ID:9rg2glbNSe0BC110gdFCegyeiDY-JKFplVpVyX8BdyiQ2NXgs1ww5JRRvAbiPzGFpyztR9Y NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 782 Ib down and 166 Ib up at 1-0-12, 687 Ib down and 143 Ib up at 3-0-12, 687 Ib down and 143 Ib up at 5-0-12, 690 Ib down and 137 Ib up at 7-0-12, 690 Ib down and 137 Ib up at 9-0-12, 690 Ib down and 137 Ib up at 11-0-12, 690 Ib down and 137 Ib up at 13-0-12, 690 Ib down and 137 Ib up at 15-0-12, 690 Ib down and 137 Ib up at 17-0-12, 690 Ib down and 137 Ib up at 19-0-12, 690 Ib down and 137 Ib up at 19-11-4, 690 Ib down and 137 Ib up at 21-11-4, 690 Ib down and 137 Ib up at 23-11-4, 690 Ib down and 137 Ib up at 25-11-4, 690 Ib down and 137 Ib up at 27-11-4, 690 Ib down and 137 Ib up at 29-11-4, 690 Ib down and 137 Ib up at 31-11-4, 690 Ib down and 137 Ib up at 33-11-4, and 690 Ib down and 137 Ib up at 35-11-4, and 786 Ib down and 161 Ib up at 37-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-80, 8-14=-80, 2-14=-20 Concentrated Loads (lb) Vert: 16=-690(F) 23=-782(F) 24=-687(F) 25=-687(F) 26=-690(F) 27=-690(F) 28=-690(F) 29=-690(F) 30=-690(F) 31=-690(F) 33=-690(F) 34=-690(F) 36=-690(F) 37=-690(F) 38=-690(F) 39=-690(F) 40=-690(F) 41=-690(F) 42=-690(F) 43=-786(F) City of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 5x8 4x6 = 3x4 6x6 = 8-1-8 16-10-2 R65126620 70066280 C1 Common 1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:24 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-nXoByrg7igH1 E6Hcc533PFT92jmleb3red?oLOztR9X F1-0-01 4-2-8 8-1-8 12-0-8 16-10-2 21-7-12 26-5-6 31-6-8 X32-6-1 1-0-0 4-2-8 3-11-0 3-11-0 4-9-10 4-9-10 4-9-10 5-1-2 1-0-0 3.50 12 5x6 = 5 Scale = 1:53.8 1 00 M 18 17 "' ,„ 15 ,� ,„ 12 5x6 3x9 4x6 5x8 4x6 = 3x4 6x6 = 8-1-8 16-10-2 23-6-2 31-6-8 8-1-8 8-8-10 6-8-0 8-0-6 Plate Offsets (X,Y)-- [18:0-2-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL (Roof Snow=30.0) 30.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.26 15-17 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.85 Vert(TL) -0.54 15-17 >692 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.12 12 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.13 13-15 >999 240 Weight: 145 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-3-2 oc bracing. 5-17,5-15: 2x4 SPF No.2, 10-12: 2x6 SPF 1650F 1.5E WEBS 1 Row at midpt 3-18,8-12 REACTIONS. (size) 18=0-5-8, 12=0-5-8 Max Horz 18=-130(LC 12) Max Uplift 18=-390(LC 10), 12=-436(LC 11) Max Grav 18=1650(LC 1), 12=1657(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1814/755, 4-5=-1808/830, 5-6=-2472/1045, 6-7=-2474/965, 7-8=-2864/1029, 8-10=-380/135, 2-18=-267/253, 10-12=-405/316 BOT CHORD 17-18=-392/1229, 15-17=-499/1717, 13-15=-870/2697, 12-13=-872/2552 WEBS 3-17=-171/691, 4-17=-477/220, 5-17=-249/252, 5-15=-382/1170, 6-15=-488/260, 7-15=-482/222, 3-18=-1764/693, 8-12=-2528/958 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-1-14, Interior(1) 2-1-14 to 12-0-8, Exterior(2) 12-0-8 to 15-2-6, Interior(1) 15-2-6 to 32-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads.,' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \��.� *•000 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wideyQ�•` (D\L D will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others of truss to bearing late capable of withstanding 100 Ib uplift at joint(s) except t -Ib 18=390,12=436. ; PE -0055362 i � �Cr N A. January 21,2026ty of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridg Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station LOADING (psf) SPACING- 2-0-0 CSI. DEFL. R65126621 70066280 C1 G Common Supported Gable 1 1 TC 0.35 Vert(LL) 0.00 27 n/r 120 MT20 185/144 (Roof Snow=30.0) Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:26 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-jvwxNXsOESXIUQQ?jW5XUgYYQXcd6cE85xUvPGztR9V F1-0-01 12-0-8 31-6-8 X32 -6-q, 1-0-0 12-0-8 19-6-0 1-0-0 Scale = 1:54.3 4x6 3.50 12 10 11 12 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 3x4 11 5x6 4x6 31-6-8 31-6-8 8 00 M Plate Offsets (X,Y)-- [29:Edge, 0-3-8], [41:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) 0.00 27 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.25 Vert(TL) -0.00 27 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 29 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 189 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 31-6-8. (lb) - Max Horz 53=-129(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 45, 46, 47, 48, 49, 50, 51, 52, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 53=-117(LC 10), 30=-224(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 53, 29, 44, 45, 46, 47, 48, 49, 50, 51, 52, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-53=-166/279, 6-7=-132/253, 7-8=-143/284, 8-9=-154/318, 9-10=-166/367, 10-11=-173/409, 11-12=-173/417, 12-13=-166/394, 13-14=-154/361, 14-15=-144/329, 15-16=-132/298, 16-17=-121/266 BOT CHORD 52-53=-171/268, 51-52=-171/268, 50-51=-171/268, 49-50=-171/268, 48-49=-171/268, 47-48=-171/268, 46-47=-171/268, 45-46=-171/268, 44-45=-171/268, 43-44=-171/268, 42-43=-171/268, 41-42=-171/268, 40-41=-170/267, 39-40=-170/267, 38-39=-170/267, 37-38=-170/267, 36-37=-170/267, 35-36=-170/267, 34-35=-170/267, 33-34=-170/267, 32-33=-170/267, 31-32=-170/267, 30-31=-170/267, 29-30=-170/267 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Corner(3) -1-0-0 to 2-1-14, Exterior(2) 2-1-14 to 12-0-8, Corner(3) 12-0-8 to 15-2-6, Exterior(2) 15-2-6 to 32-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. C A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 PO L/ Cya.•• G1L D �' `�.�'� PE -0055362 i � s • .0 0 • r 0609 SVA January 21,2061y of -- Wheat Ridge MiTek= Building Divisioi MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station R65126621 70066280 C1 G Common Supported Gable 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:31:27 2021 Page 2 ID:9rg2glbNSeOBC110gdFCegyeiDY-C6UKbtsO?Ifc5Z?BHDcm1 t5jAwysr3UHKaETyjztR9U NOTES - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 45, 46, 47, 48, 49, 50, 51, 52, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except (jt=lb) 53=117, 30=224. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 City of Wheat Rid e MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 6-4-11 5-6-3 1-2-0 Plate Offsets (X,Y)-- [10:Edge,0-3-8], [20:0-2-12,0-3-0] R65126622 70066280 C2 Common 1 1 TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.22 14-16 >999 360 MT20 185/144 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:2b 2U21 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-gl2ioDtem3nTjjaNrw7?Z5do8K8WaNgRZEz0U9ztR9T r1-0-01 4-2-8 , 8-1-8 12-0-8 17-1-2 22-1-12 27-2-6 32-6-8 y 3-6- 11-0-01 4-2-8 13-11-0 3-11-0 5-0-10 5-0-10 5-0-10 5-4-2 1-0-0 Scale = 1:55.4 5x6 3.50 12 5 20 1. 18 , , 1W— — 13 12 5x6 3x5 3x9 = 4x6 3x4 = 3x4 4x6 1 0 0 6-8-3 12-0-8 19-5-10 25-10-5 31-4-8 ,32-6-81 6-8-3 5-4-5 7-5-2 6-4-11 5-6-3 1-2-0 Plate Offsets (X,Y)-- [10:Edge,0-3-8], [20:0-2-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.22 14-16 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.86 Vert(TL) -0.45 14-16 >820 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.14 12 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.17 14-16 >999 240 Weight: 150 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-2 oc purlins, BOT CHORD 2x4 SPF No.2 *Except* except end verticals. 12-15: 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 5-11-10 oc bracing. WEBS 2x4 HF Stud WEBS 1 Row at midpt 6-18, 3-20, 9-12 REACTIONS. (size) 20=0-5-8, 12=1-5-8, 13=0-3-8 Max Horz 20=-130(LC 12) Max Uplift 20=-398(LC 10), 12=-450(LC 11) Max Grav 20=1693(LC 1), 12=1395(LC 1), 13=334(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1727/744, 4-5=-1931/852, 5-6=-1949/860, 6-7=-2876/1113, 7-9=-3168/1178, 9-10=-304/208, 2-20=-267/258, 10-12=-396/344 BOT CHORD 19-20=-384/1277, 18-19=-515/1736, 16-18=-761/2466, 14-16=-968/2967, 13-14=-1023/2970, 12-13=-1023/2970 WEBS 3-19=-163/669, 4-19=-482/225, 4-18=-132/325, 5-18=-225/684, 6-18=-1047/416, 6-16=-139/579, 7-16=-448/256, 3-20=-1834/708, 9-12=-2994/1012 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-3-1, Interior(1) 2-3-1 to 12-0-8, Exterior(2) 12-0-8 to 15-3-9, Interior(1) 15-3-9 to 33-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 20=398,12=450. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un eel, 0 C.,00 PE -0055362 i % iVA' 6 January 21,202hty of --� Wheat Ridg MiTek Building Divisi n MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 6-4-11 6-8-3 Plate Offsets (X,Y)-- [9:0-3-0,0-2-4], [10:0-2-12,0-2-2], [18:0-2-12,0-3-0] LOADING (psf) R65126623 70066280 C3 Common 5 1 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.20 12-14 >999 360 MT20 185/144 (Roof Snow=30.0) Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:3U 2U21 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-cgASDvvulg1 By1 kmyL9TeWiBh8p_2Lbj0YS7Y2ztR9R r1-0-01 4-2-8 , 8-1-8 12-0-8 17-1-2 22-1-12 27-2-6 32-6-8 y 3-6- 11-0-01 4-2-8 13-11-0 3-11-0 5-0-10 5-0-10 5-0-10 5-4-2 1-0-0 Scale = 1:55.4 5x6 3.50 12 5 18 1/ 16 I V I T I V I L 6x10 5x6 3x5 3x9 = 4x6 3x4 = 3x4 4x6 1 0 0 6-8-3 12-0-8 19-5-10 25-10-5 32-6-8 6-8-3 5-4-5 7-5-2 6-4-11 6-8-3 Plate Offsets (X,Y)-- [9:0-3-0,0-2-4], [10:0-2-12,0-2-2], [18:0-2-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.20 12-14 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.86 Vert(TL) -0.45 14-16 >872 240 TCDL 10.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.15 10 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.15 12-14 >999 240 Weight: 157 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 5-7-11 oc bracing. SLIDER Right 2x8 SPF 1950F 1.7E -t 5-8-11 WEBS 1 Row at midpt 6-16,3-18 REACTIONS. (size) 18=0-5-8, 10=0-5-8 Max Horz 18=-115(LC 12) Max Uplift 18=-398(LC 10), 10=-438(LC 11) Max Grav 18=1712(LC 1), 10=1699(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1753/749, 4-5=-1967/859, 5-6=-1986/867, 6-7=-2957/1128, 7-9=-3396/1222, 9-10=-3543/1229, 2-18=-268/258 BOT CHORD 17-18=-408/1294, 16-17=-541/1763, 14-16=-793/2527, 12-14=-1012/3085, 10-12=-1089/3211 WEBS 3-17=-165/682, 4-17=-496/227, 4-16=-123/338, 5-16=-229/704, 6-16=-1083/421, 6-14=-147/621, 7-14=-517/270, 3-18=-1859/712 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-3-1, Interior(1) 2-3-1 to 12-0-8, Exterior(2) 12-0-8 to 15-3-9, Interior(1) 15-3-9 to 33-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 18=398,10=438. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un PE -0055362 i C* see • N Al January 21,2021 City of wl--Wheat Ridge MiTek Building Divis on MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station SPACING- 2-0-0 CSI. R65126624 70066280 C4 Common 1 1 MT20 185/144 Lumber DOL 1.15 BC 0.89 Vert(TL) -0.45 15-16 >857 240 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:31 2021 Page 1 I D:9rg2glbNSe0BC110gdFCegyeiDY-4tjgQEvW3_92aBJyW3hiBjFENY9gnmrtFCCg5UztR9Q -1-0- 5-4-2 1 10-4-12 15-5-6 20-6-0 25-6-10 30-7-4 35-7-14 41-0-0 2-0- -0- 5-4-2 15-0-10 5-0-10 5-0-10 5-0-10 5-0-10 5-0-10 5-4-2 1 -0- 3.50 12 5x6 = 8 Scale = 1:69.6 3x12 II 6x6 = Lu Iy 18 it 10 10 6x10 II 22 21 4x6 3x6 4x6 3x4 3x4 3x9 14 7-0-5 8-7-8 13-9-3 20-6-0 27-2-13 33-11-11 41-0-0 7-0-5 1-7-3 5-1-11 6-8-13 6-8-13 6-8-13 7-0-5 Plate Offsets (X,Y)-- [2:0-8-6,Edge], [11:0-3-0,Edge], [12:0-3-0,0-2-4], [13:0-2-12,0-2-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.22 15-16 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.89 Vert(TL) -0.45 15-16 >857 240 TCDL 10.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.14 13 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.16 15-16 >999 240 Weight: 183 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing. WEBS 2x4 HF Stud WEBS 1 Row at midpt 9-18,6-22 SLIDER Left 2x8 SPF 1950F 1.7E -t 2-9-13, Right 2x8 SPF 1950F 1.7E -t 5-9-8 REACTIONS. All bearings 8-11-0 except (jt=length) 13=0-5-8, 21=0-3-8. (lb) - Max Horz 2=-114(LC 15) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-185(LC 22), 22=-544(LC 10), 13=-436(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 2, 21 except 22=2485(LC 1), 13=1738(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-268/909, 4-6=-365/1172, 6-7=-1545/664, 7-8=-1945/882, 8-9=-1944/869, 9-10=-2987/1118, 10-12=-3494/1227, 12-13=-3634/1249 BOT CHORD 2-22=-805/260, 21-22=-190/756, 20-21=-190/756, 18-20=-515/1630, 16-18=-799/2622, 15-16=-1014/3194, 13-15=-1104/3294 WEBS 8-18=-197/646, 9-18=-1218/429, 9-16=-136/593, 10-16=-581/283, 7-18=-66/532, 7-20=-765/346, 6-20=-327/1112, 6-22=-2575/975, 4-22=-620/334 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 3-1-3, Interior(1) 3-1-3 to 20-6-0, Exterior(2) 20-6-0 to 24-7-3, Interior(1) 24-7-3 to 42-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 Ib uplift at joint 2, 544 Ib uplift at joint 22 and 436 Ib uplift at joint 13. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un PE -0055362 i � s • .0 0 • r •.0• iVA January 21,2021City of wl—'Wheat Ridge MiTek Building Divis on MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 7-0-5 6-8-13 6-8-13 6-8-13 6-8-13 7-0-5 R65126625 70066280 C5 Common 2 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:32 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-Y3HCeaw9glHvCLu94mCxkxoULxTYWEKOUsxEdwztR9P -1-0- 5-4-2 1 10-4-12 15-5-6 20-6-0 25-6-10 30-7-4 35-7-14 41-0-0 2-0- -0- 5-4-2 15-0-10 5-0-10 5-0-10 5-0-10 5-0-10 5-0-10 5-4-2 1 -0- 3.50 12 6x6 = 7 Scale = 1:69.6 8x12 Zu ly 10 17 1b 10 14 8x12 3x4 3x4 = 5x8 WB 4x8 5x8 WB = 3x4 3x4 3 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4629/1643, 3-5=-4529/1639, 5-6=-4186/1579, 6-7=-3365/1367, 7-8=-3365/1367, 8-9=-4186/1579, 9-11=-4529/1638, 11-12=-4629/1643 BOT CHORD 2-20=-1470/4208, 19-20=-1464/4279, 17-19=-1278/3805, 15-17=-1248/3805, 14-15=-1447/4279, 12-14=-1466/4208 WEBS 7-17=-465/1431, 8-17=-1161/404, 8-15=-113/539, 9-15=-508/252, 6-17=-1161/404, 6-19=-113/539, 5-19=-508/252 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 3-1-3, Interior(1) 3-1-3 to 20-6-0, Exterior(2) 20-6-0 to 24-7-3, Interior(1) 24-7-3 to 42-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 510 Ib uplift at joint 2 and 510 Ib uplift at joint 12. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Cya.•• G1L D �' `�.�'� PE -0055362 i 0% January 21,2021 City of —' Wheat Rid;e MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 7-0-5 13-9-3 20-6-0 27-2-13 33-11-11 41-0-0 7-0-5 6-8-13 6-8-13 6-8-13 6-8-13 7-0-5 Plate Offsets (X,Y)-- [3:0-3-0,0-2-4],[11:0-3-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.42 17 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.98 Vert(TL) -0.87 17-19 >567 240 TCDL 10.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.31 12 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.30 17-19 >999 240 Weight: 192 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 16-18: 2x4 SPF No.2 WEBS 1 Row at midpt 8-17,6-17 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud SLIDER Left 2x8 SPF 1950F 1.7E -t 5-9-8, Right 2x8 SPF 1950F 1.7E -t 5-9-8 REACTIONS. (size) 2=0-5-8, 12=0-5-8 Max Horz 2=-114(LC 19) Max Uplift 2=-510(LC 10), 12=-510(LC 11) Max Grav 2=2130(LC 1), 12=2130(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4629/1643, 3-5=-4529/1639, 5-6=-4186/1579, 6-7=-3365/1367, 7-8=-3365/1367, 8-9=-4186/1579, 9-11=-4529/1638, 11-12=-4629/1643 BOT CHORD 2-20=-1470/4208, 19-20=-1464/4279, 17-19=-1278/3805, 15-17=-1248/3805, 14-15=-1447/4279, 12-14=-1466/4208 WEBS 7-17=-465/1431, 8-17=-1161/404, 8-15=-113/539, 9-15=-508/252, 6-17=-1161/404, 6-19=-113/539, 5-19=-508/252 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 3-1-3, Interior(1) 3-1-3 to 20-6-0, Exterior(2) 20-6-0 to 24-7-3, Interior(1) 24-7-3 to 42-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 510 Ib uplift at joint 2 and 510 Ib uplift at joint 12. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Cya.•• G1L D �' `�.�'� PE -0055362 i 0% January 21,2021 City of —' Wheat Rid;e MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station Plate Grip DOL 1.15 TC 0.24 Vert(LL) 0.00 35 n/r 120 MT20 185/144 (Roof Snow=30.0) R65126626 70066280 C6G Common Supported Gable 1 1 WB 0.13 Horz(TL) 0.01 36 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:3b 2U21 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-zezLGcz17DfU3ocklvleLZQ6t9jtjhSTAgAuEFztR9M 1-0- 20-6-0 40-0-0 1-0- -0- 20-6-0 19-6-0 1 -0- Scale = 1:68.0 3.50 12 5x6 17 18 19 20 68 67 66 65 64 63 62 61 60 59 58 57 56 5554 53 52 51 50 49 4847 46 45 44 43 42 41 40 39 38 37 36 3x6 3x6 3x4 II 40-0-0 40-0-0 15 00 A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) 0.00 35 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(TL) 0.00 34 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 36 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 219 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 40-0-0. (lb) - Max Horz 68=86(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 68, 36, 53, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 51, 50, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38 except 67=-118(LC 14), 37=-138(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 68, 36, 52, 53, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 51, 50, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-12=-90/257, 12-13=-101/289, 13-14=-112/321, 14-15=-123/352, 15-16=-134/384, 16-17=-146/418, 17-18=-154/440, 18-19=-154/432, 19-20=-146/392,20-21=-134/358, 21-22=-123/326, 22-23=-112/294, 23-24=-101 /262 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Corner(3) -1-0-0 to 3-2-0, Exterior(2) 3-2-0 to 20-6-0, Corner(3) 20-6-0 to 24-6-0, Exterior(2) 24-6-0 to 41-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 68, 36, 53, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 51, 50, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38 except (jt=1b) 67=118, 37=138. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un PE -0055362 i � �Cr NA. January 21,20Ut Y of -- Wheat RidgE MiTek Building Divisio MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 8-5-15 7-10-10 8-2-2 Plate Offsets (X,Y)-- [3:0-3-0,0-2-4], [14:0-4-0,0-3-0], [16:0-5-0,0-3-0], [17:0-1-12,0-1-12] R65126627 70066280 C7 Common 1 1 in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:36 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-RgXjUyzfuWnLgyBwJcGtunyBiZupSydcPUvRmhztR9L 1-0- 5-4-2 10-4-12 15-5-6 20-6-0 25-3-10 30-1-4 34-10-14 40-0-0 j 1-0- -0- 5-4-2 5-0-10 5-0-10 5-0-10 4-9-10 4-9-10 4-9-10 5-1-2 1 -0- 3.50 12 6x6 7 Scale = 1:67.8 8x12 1 1e 17 «' 10 10 14 3x4 10x10 MT20HS = 5x10 3x4 5x8 = 4x8 3 8-2-2 15-5-6 23-11-5 31-9-14 40-0-0 8-2-2 7-3-4 8-5-15 7-10-10 8-2-2 Plate Offsets (X,Y)-- [3:0-3-0,0-2-4], [14:0-4-0,0-3-0], [16:0-5-0,0-3-0], [17:0-1-12,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.43 16-17 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.77 Vert(TL) -0.91 16-17 >522 240 MT20HS 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.26 14 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.27 17 >999 240 Weight: 180 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 5-11-12 oc bracing. 7-17,7-16: 2x4 SPF No.2, 12-14: 2x6 SPF 1650F 1.5E WEBS 1 Row at midpt 10-14 SLIDER Left 2x8 SPF 1950F 1.7E -t 5-11-12 REACTIONS. (size) 2=0-5-8, 14=0-5-8 Max Horz 2=103(LC 18) Max Uplift 2=-501 (LC 10), 14=-507(LC 11) Max Grav 2=2068(LC 1), 14=2087(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4451/1598, 3-5=-4379/1571, 5-6=-3854/1462, 6-7=-3851/1559, 7-8=-3538/1430, 8-9=-3632/1404, 9-10=-3920/1416, 10-12=-427/155, 12-14=-428/342 BOT CHORD 2-19=-1431/4046, 17-19=-1402/4112, 16-17=-944/2966, 15-16=-1255/3766, 14-15=-1181 /3379 WEBS 5-17=-615/270, 6-17=-594/285, 7-17=-425/1403, 7-16=-278/1078, 8-16=-555/262, 9-16=-452/194, 10-15=-35/463, 10-14=-3411/1271 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 20-6-0, Exterior(2) 20-6-0 to 24-6-0, Interior(1) 24-6-0 to 41-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=501,14=507. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Cya.•• G1L D �' `�.�'� PE -0055362 i C • N Al January 21,202&Y of ME--� Wheat Ridg MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station Plate Offsets (X,Y)-- [2:0-6-4,Edge], [4:0-4-0,0-4-8], [6:0-4-0,0-4-8], [8:0-6-4,Edge], [11:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. R65126628 70066280 D1 Common 2 1 TC 0.49 Vert(LL) -0.30 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:33 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-NDfUue?vP812wGLIQ1 JLzC2ZCMY5wxCvsoOYraztR9J 11-0-q 9-3-4 18-3-0 27-2-12 36-6-0 q7-6-9 1-0-0 9-3-4 8-11-12 8-11-12 9-3-4 1-0-0 Scale = 1:62.0 3.50 12 6x10 5 6x10 12 11 10 6x10 2x4 5x10 2x4 9-3-4 18-3-0 27-2-12 36-6-0 9-3-4 8-11-12 8-11-12 9-3-4 Plate Offsets (X,Y)-- [2:0-6-4,Edge], [4:0-4-0,0-4-8], [6:0-4-0,0-4-8], [8:0-6-4,Edge], [11:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.30 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.85 Vert(TL) -0.72 10-11 >608 240 TCDL 10.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.26 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.22 11-12 >999 240 Weight: 166 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-2-8 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 6-11,4-11 6-11,4-11: 2x4 SPF No.2 SLIDER Left 2x6 SPF 1650F 1.5E -t 4-9-13, Right 2x6 SPF 1650F 1.5E -t 4-9-13 REACTIONS. (size) 2=0-5-8, 8=0-5-8 Max Horz 2=102(LC 14) Max Uplift 2=-461 (LC 10), 8=-461 (LC 11) Max Grav 2=1905(LC 1), 8=1905(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4180/1469, 4-5=-3130/1231, 5-6=-3130/1231, 6-8=-4180/1469 BOT CHORD 2-12=-1304/3841, 11-12=-1306/3837, 10-11=-1282/3837, 8-10=-1280/3841 WEBS 5-11=-169/862, 6-11=-1207/401, 6-10=0/354, 4-11=-1207/401, 4-12=0/354 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-7-13, Interior(1) 2-7-13 to 18-3-0, Exterior(2) 18-3-0 to 21-10-13, Interior(1) 21-10-13 to 37-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads.,' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \��.� *•000 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q�•. (D\L D '•� will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others of truss to bearing late capable of withstanding 100 Ib uplift at joint(s) except t -Ib 2=461,8=461. PE -0055362. DNA A. January 21,2021 Citv of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat Ridg a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�Tek Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the g fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 5-8-15 6-0-12 6-5-5 6-5-5 6-0-12 5-8-15 R65126629 70066280 D1 R Common Girder 1 2 CSI. DEFL. in (loc) I/defl L/d PLATES 1 1 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31 AU 2021 Page 1 I D:9rg2glbNSeOBC110gdFCegyeiDY-JcmEJJOAxIlm9ZVhYSLp2d7toAGIOmSCJ6tfvTztR9H 5-8-15 11-9-11 18-3-0 24-8-5 30-9-1 36-6-0 5-8-15 6-0-12 6-5-5 6-5-5 6-0-12 5-8-15 3.50 12 4 Scale: 3/16"=1' 10 I O 12 11 I LV 41 10 LL LJ 41+ 9 LJ LO L/ 8 JV 10x16 MT20HS 3x9 10x12 MT20HS 10x10 10x12 MT20HS 3x9 10x16 MT20HS FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-20193/3905, 2-3=-17631/3418, 3-4=-13752/2673, 4-5=-13752/2673, 5-6=-17618/3415, 6-7=-20202/3906 BOT CHORD 1-12=-3708/19005, 11-12=-3706/18989, 10-11=-3193/16800, 9-1 0=-3113/16788, 8-9=-3631/18999, 7-8=-3633/19015 WEBS 4-10=-1244/6920, 5-10=-4421/937, 5-9=-512/3078, 6-9=-2319/548, 6-8=-244/1753, 3-10=-4435/940, 3-11=-514/3090, 2-11=-2295/542, 2-12=-245/1742 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=1569,7=1605. Continued on page 2 A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un Cya.•• G1L 0), PE-0055362 i � s • .• r �•. .••* NA. January 21,202bt Y of -- Wheat Rid;e MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5-8-15 11-9-11 18-3-0 24-8-5 30-9-1 36-6-0 5-8-15 6-0-12 6-5-5 6-5-5 6-0-12 5-8-15 Plate Offsets (X,Y)-- [1:0-7-12,0-5-0], [2:0-5-8,0-6-0], [6:0-5-8,0-6-0], [7:0-7-12,0-5-0], [9:0-4-12, Edge], [10:0-5-0,0-6-0], [11:0-4-12, Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.39 10-11 >999 360 MT20 137/130 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.74 Vert(TL) -0.75 10-11 >574 240 MT20HS 110/93 TCDL 10.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.23 7 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.27 10-11 >999 240 Weight: 491 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x8 SPF 1950F 1.7E TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-11: 2x8 SPF 1950F 1.7E WEBS 1 Row at midpt 5-10,3-10 WEBS 2x4 HF Stud *Except* 4-10: 2x4 SPF No.2 SLIDER Left 2x4 HF Stud -t 5-0-0, Right 2x4 HF Stud -t 5-0-0 REACTIONS. (size) 1=0-5-8, 7=0-5-8 Max Horz 1=104(LC 14) Max Uplift 1=-1569(LC 6), 7=-1605(LC 7) Max Grav 1=8013(LC 1), 7=8205(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-20193/3905, 2-3=-17631/3418, 3-4=-13752/2673, 4-5=-13752/2673, 5-6=-17618/3415, 6-7=-20202/3906 BOT CHORD 1-12=-3708/19005, 11-12=-3706/18989, 10-11=-3193/16800, 9-1 0=-3113/16788, 8-9=-3631/18999, 7-8=-3633/19015 WEBS 4-10=-1244/6920, 5-10=-4421/937, 5-9=-512/3078, 6-9=-2319/548, 6-8=-244/1753, 3-10=-4435/940, 3-11=-514/3090, 2-11=-2295/542, 2-12=-245/1742 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=1569,7=1605. Continued on page 2 A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un Cya.•• G1L 0), PE-0055362 i � s • .• r �•. .••* NA. January 21,202bt Y of -- Wheat Rid;e MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station R65126629 70066280 D1 R Common Girder 1 2 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:31:40 2021 Page 2 I D:9rg2glbNSeOBC110gdFCegyeiDY-JcmEJJOAxIlm9ZVhYSLp2d7toAGIOmSCJ6tfvTztR9H NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 782 Ib down and 167 Ib up at 1-6-12, 690 Ib down and 137 Ib up at 3-6-12, 690 Ib down and 137 Ib up at 5-6-12, 690 Ib down and 137 Ib up at 7-6-12, 690 Ib down and 137 Ib up at 9-6-12, 690 Ib down and 137 Ib up at 11-6-12, 690 Ib down and 137 Ib up at 13-6-12, 690 Ib down and 137 Ib up at 15-6-12, 690 Ib down and 137 Ib up at 17-6-12, 690 Ib down and 137 Ib up at 19-5-4, 690 Ib down and 137 Ib up at 21-5-4, 690 Ib down and 137 Ib up at 23-5-4, 690 Ib down and 137 Ib up at 25-5-4, 690 Ib down and 137 Ib up at 27-5-4, 690 Ib down and 137 Ib up at 29-5-4, 690 Ib down and 137 Ib up at 31-5-4, and 690 Ib down and 137 Ib up at 33-5-4, and 784 Ib down and 165 Ib up at 35-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-7=-80, 1-7=-20 Concentrated Loads (lb) Vert: 11=-690(F) 12=-690(F) 15=-782(F) 16=-690(F) 17=-690(F) 18=-690(F) 19=-690(F) 20=-690(F) 21=-690(F) 22=-690(F) 23=-690(F) 24=-690(F) 25=-690(F) 26=-690(F) 27=-690(F) 28=-690(F) 29=-690(F) 30=-784(F) A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 City of —' Wheat Ridg MiTek Building Divish MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP R65126630 70066280 D2 Common 2 1 Lumber DOL 1.15 BC 0.85 Vert(TL) -0.68 11-12 >640 240 MT20HS 148/108 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:31:41 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-noKcXf1 oi3Qdnj4t59s2bgg3daai7GALYmdCRvztR9G 1-0- 9-6-4 18-9-0 27-11-12 36-6-0 7-6- -0-0 9-6-4 9-2-12 9-2-12 8-6-4 -0-0 Scale = 1:65.5 3.50 12 6x10 = 6x10 II 12 11 10 9 2x4 5x10 5x8 5x10 9-6-4 18-9-0 27-11-12 36-6-0 9-6-4 9-2-12 9-2-12 8-6-4 Plate Offsets (X,Y)-- [2:0-6-4,Edge], [4:0-4-0,0-4-8], [10:0-3-8,0-2-8], [11:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.28 11-12 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.85 Vert(TL) -0.68 11-12 >640 240 MT20HS 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.20 9 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.20 11-12 >999 240 Weight: 168 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing. 4-11,6-11,7-10: 2x4 SPF No.2, 7-9: 2x6 SPF 1650F 1.5E WEBS 1 Row at midpt 4-11, 6-11, 7-10 SLIDER Left 2x6 SPF 1650F 1.5E -t 4-11-6 REACTIONS. (size) 2=0-5-8, 9=0-5-8 Max Horz 2=95(LC 18) Max Uplift 2=-462(LC 10), 9=-469(LC 11) Max Grav 2=1893(LC 1), 9=1912(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4144/1451, 4-5=-3041/1195, 5-6=-3047/1193, 6-7=-3768/1345, 7-9=-1816/857 BOT CHORD 2-12=-1294/3808, 11-12=-1297/3804, 10-11=-1163/3517, 9-10=-267/794 WEBS 4-12=0/363, 4-11=-1273/429, 5-11=-146/812, 6-11=-1002/331, 7-10=-919/2818 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-7-13, Interior(1) 2-7-13 to 18-9-0, Exterior(2) 18-9-0 to 22-4-13, Interior(1) 22-4-13 to 37-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated.,' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \��.� *•000 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wideyQ�•`- will fit between the bottom chord and any other members. 8 Bearing at Joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ; PE -00553629) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b). 2=462,9=469. N A. January 21,2026ty of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridg Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl R65126631 70066280 D2G GABLE 1 1 Vert(LL) 0.00 30 n/r 120 MT20 185/144 (Roof Snow=30.0) 6) All plates are 2x4 MT20 unless otherwise indicated. Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:44 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-CN019h4g?_oCeBoSnHPIDTIfMnnEKm?nEkrs2EztR9D 11-0-q 18-9-0 36-6-0 q7 -6-Q 1-0-0 18-9-0 17-9-0 1-0-0 Scale = 1:62.1 3.50 12 59 5x6 16 17 18 3x9 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 5x6 = 36-6-0 36-6-0 �1 00 A i Plate Offsets (X,Y)-- [2:0-1-8,0-0-2], [3:0-2-3,0-2-4], [10:0-3-0, Edge], [45:0-3-0,0-3-0] 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Corner(3) -1-0-0 to 2-9-0, Exterior(2) 2-9-0 to 18-9-0, Corner(3) 18-9-0 to 22-4-13, Exterior(2) 22-4-13 to 37-6-0 LOADING (psf) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.00 30 n/r 120 MT20 185/144 (Roof Snow=30.0) 6) All plates are 2x4 MT20 unless otherwise indicated. Lumber DOL 1.15 BC 0.09 Vert(TL) -0.00 31 n/r 120 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. TCDL 10.0 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 32 n/a n/a 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33. BCLL 0.0 Code IRC2012/TP12007 Matrix -R January 21,2ei1 of Y Weight: 194 Ib FT = 20% BCDL 10.0 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek= Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud SLIDER Left 2x8 SPF 1950F 1.7E -t 1-5-4 REACTIONS. All bearings 36-6-0. (lb) - Max Horz 2=94(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 2, 32, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 Max Grav All reactions 250 Ib or less at joint(s) 2, 32, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-12=-94/262, 12-13=-106/294, 13-14=-117/325, 14-15=-128/357, 15-16=-140/391, 16-17=-148/414, 17-18=-148/406, 18-19=-140/364, 19-20=-128/311, 20-21=-117/275 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Corner(3) -1-0-0 to 2-9-0, Exterior(2) 2-9-0 to 18-9-0, Corner(3) 18-9-0 to 22-4-13, Exterior(2) 22-4-13 to 37-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design.,' 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs \ **.000•000 non -concurrent with other live loads.yQ�*`- 6) All plates are 2x4 MT20 unless otherwise indicated. 7 Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. PE -00553629) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. •: *: 11 Provide mechanical connection (by others of truss to bearing late capable of withstanding 100 Ib uplift at joint(s) 2, 32, 46, 47, 48, # • •• • �Cr 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33. DIVA January 21,2ei1 of Y A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek= Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station WEBS LOADING (psf) SPACING- 2-0-0 CSI. R65126632 70066280 D2R COMMON GIRDER 1 3 TCLL 30.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) 1 1 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:46 2021 Page 1 I D:9rg2glbNSeOBC110gdFCegyeiDY-817VaN5xXb2wtUyruiSDluNwObFooUh4i2Kz76ztR9B 5-5-3 12-6-2 18-9-0 24-11-14 32-0-13 36-6-0 5-5-3 7-0-14 6-2-14 6-2-14 7-0-14 4-5-3 Scale = 1:60.9 6x6 3.50 12 4 12 1 V 11 LV L 1 LL 10 LJ Lir -%) 9 LU 8 L� JV 8x12 3x9 10x12 MT20HS = 8x8 10x12 MT20HS 2x4 10x14 5-5-3 12-6-2 18-9-0 24-11-14 32-0-13 36-6-0 5-5-3 7-0-14 6-2-14 6-2-14 7-0-14 4-5-3 Plate Offsets (X,Y)-- [1:0-0-0,0-3-12], [2:0-3-0,0-4-8], [6:0-4-8,0-5-0], [10:0-4-0,0-4-4], [11:0-5-12,0-5-0] TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 1650F 1.5E WEBS LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.37 11-12 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.98 Vert(TL) -0.73 11-12 >602 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.25 7 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.26 11-12 >999 240 Weight: 608 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud *Except* 3-10,5-10: 2x4 SPF No.2 SLIDER Left 2x4 HF Stud -t 5-6-5, Right 2x8 SPF 1950F 1.7E -t 4-6-13 REACTIONS. (size) 1=0-5-8, 7=0-5-8 Max Horz 1=-110(LC 28) Max Uplift 1=-1603(LC 6), 7=-1577(LC 7) Max Grav 1=8140(LC 1), 7=8130(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-20654/4028, 2-3=-17412/3385, 3-4=-13313/2592, 4-5=-13314/2602, 5-6=-16790/3247, 6-7=-18979/3677 BOT CHORD 1-12=-3818/19375, 11-12=-3822/19403, 10-11=-3135/16468, 9-10=-2907/15779, 8-9=-3365/17556, 7-8=-3362/17529 WEBS 2-12=-325/2214, 2-11=-2928/699, 3-11=-563/3360, 3-10=-4723/1004, 4-10=-1259/6897, 5-10=-3916/842, 5-9=-496/3032, 6-9=-1727/464, 6-8=-262/1913 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131 11x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=1603,7=1577. Continued on page 2 A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 P0 L/C n��6 PE -0055362 4W0iNAk--1W19 4- 0609 i 0 �Cr January 21,2021 City of Wheat Rid e MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station R65126632 70066280 D2R COMMON GIRDER 1 3 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:31:46 2021 Page 2 I D:9rg2glbNSeOBC110gdFCegyeiDY-817VaN5xXb2wtUyruiSDluNwObFooUh4i2Kz76ztR9B NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 786 Ib down and 165 Ib up at 1-6-12, 786 Ib down and 165 Ib up at 3-6-12, 690 Ib down and 137 Ib up at 5-6-12, 690 Ib down and 137 Ib up at 7-6-12, 690 Ib down and 137 Ib up at 9-6-12, 690 Ib down and 137 Ib up at 11-6-12, 690 Ib down and 137 Ib up at 13-6-12, 690 Ib down and 137 Ib up at 15-6-12, 690 Ib down and 137 Ib up at 17-6-12, 690 Ib down and 137 Ib up at 19-5-4, 690 Ib down and 137 Ib up at 21-5-4, 690 Ib down and 137 Ib up at 23-5-4, 690 Ib down and 137 Ib up at 25-5-4, 690 Ib down and 137 Ib up at 27-5-4, 690 Ib down and 137 Ib up at 29-5-4, 690 Ib down and 137 Ib up at 31-5-4, and 690 Ib down and 137 Ib up at 33-5-4, and 690 Ib down and 137 Ib up at 35-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-7=-80, 1-7=-20 Concentrated Loads (lb) Vert: 12=-690(F) 9=-690(F) 15=-786 16=-786 17=-690(F) 18=-690(F) 19=-690(F) 20=-690(F) 21=-690(F) 22=-690(F) 23=-690(F) 24=-690(F) 25=-690(F) 26=-690(F) 27=-690(F) 28=-690(F) 29=-690(F) 30=-690(F) City of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.00 1 n/r 120 MT20 185/144 (Roof Snow=30.0) R65126633 70066280 GE12 Monopitch Supported Gable 1 1 WB 0.08 Horz(TL) -0.01 10 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:4/ 2021 Page 1 I D:9rg2glbNSe0BC110gdFCegyeiDY-cyhtnj6ZlvAnVeX1 SQzSg5w6a_ncX78Ewi4WfZztR9A -1-0-0 9-5-8 1-0-0 9-5-8 1 9 10 18 17 16 15 14 13 12 11 4x12 2x4 11 2x4 I I 2x4 11 2x4 11 2x4 11 2x4 I I 3x4 Scale = 1:24.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.00 1 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 Vert(TL) -0.01 1 n/r 120 4) Unbalanced snow loads have been considered for this design. TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.01 10 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 42 Ib FT = 20% BCDL 10.0 truss a psf chord nonconcurrent with any other (D\L ),� 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 9-5-8. (lb) - Max Horz 18=303(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 18, 10, 12, 13, 14, 15, 16 except 11=-126(LC 13), 17=-224(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 18, 10, 11, 12, 13, 14, 15, 16, 17 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-396/241, 3-4=-309/200, 4-5=-274/189 WEBS 3-17=-157/260 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 9-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. L/ 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This has been designed for 10.0 bottom live load live loads.yQ�•` \0*00 0 * • 0..0' 0 truss a psf chord nonconcurrent with any other (D\L ),� 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 18, 10, 12, 13, PE i 14, 15, 16 except (jt=1b) 11=126, 17=224. -0055362 � �Cr •.... N A. January 21,20ilty of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat RidgE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek= Building Divisio is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 1-0-0 Plate Offsets (X,Y)-- [5:0-6-6,0-1-8] LOADING (psf) TCLL 30.0 R65126634 70066280 GE13 Monopitch Supported Gable 1 1 TC 0.29 Vert(LL) 0.00 5 >999 240 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:31:48 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-48FG?27B3Cle7o6D07UiNJSJpOAuGbiN9Mp4B?ztR99 -1-0-0 1-0-0 1-0-0 1-0-0 Scale = 1:9.6 4.00 12 2x4 3x12 11 1-0-0 1-0-0 Plate Offsets (X,Y)-- [5:0-6-6,0-1-8] LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.00 5 >999 240 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Weight: 5 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 5=0-5-8, 4=Mechanical Max Horz 5=107(LC 13) Max Uplift 5=-180(LC 10), 4=-66(LC 25) Max Grav 5=201 (LC 1), 4=52(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-178/419 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide,' will fit between the bottom chord and any other members. 10) Refer for \,� ��.� * • �..�' 0 to girder(s) truss to truss connections. yQ�•` (D\L 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 5=180. • • PE -0055362 i see NA A. January 21,20ilty of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat RidgE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Building Divisio is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station LOADING (psf) SPACING- 2-0-0 R65126635 70066280 M3 Monopitch 7 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:49 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-YKpeCO7pgWQUkyhQZr?xwW?MzoNW?_6WOOZdjRztR98 -1-0-0 4-8-12 9-5-8 1-0-0 4-8-12 4-8-12 Scale = 1:23.4 5 4Xb 5x10 9-5-8 9-5-8 Plate Offsets (X,Y)-- [2:0-8-5, Edge], [5:0-3-8, Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.13 2-6 >843 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.60 Vert(TL) -0.33 2-6 >341 240 TCDL 10.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) -0.02 2-6 >999 240 Weight: 39 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x8 SPF 1950F 1.7E -t 2-6-2 REACTIONS. (size) 6=Mechanical, 2=0-5-8 Max Horz 2=213(LC 11) Max Uplift 6=-135(LC 14), 2=-170(LC 10) Max Grav 6=544(LC 21), 2=579(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-678/305 BOT CHORD 2-6=-451/569 WEBS 4-6=-550/398 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-6-2 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.,' 7) Refer to girder(s) for truss to truss connections. \,� ��.� * • �..�' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) yQ�•` - ' � 6=135,2=170. PE -0055362 i DIVA January 21,20261 Y of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Rid Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Divisi in is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 5-11-0 LOADING (psf) SPACING- 2-0-0 CSI. R65126636 70066280 M4 Monopitch 6 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(TL) -0.14 2-6 >478 240 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:bU 2U21 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-1XNOQk8RbgYLM6Gc7YWASkYYoCm4kVBgdflBGtztR97 -1-0-0 5-11-0 1-0-0 5-11-0 2x4 11 Scale = 1:15.6 3 4 2x4 5 2x4 5-11-0 5-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.06 2-6 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(TL) -0.14 2-6 >478 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 6=Mechanical, 2=0-3-0 Max Horz 2=128(LC 11) Max Uplift 6=-82(LC 14), 2=-138(LC 10) Max Grav 6=335(LC 21), 2=388(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-274/310 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, 1nterior(1) 2-0-0 to 5-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=138. D `�.�'� Cya.•• G1L �' PE -0055362 i DNA A. January 21,2021itY of CC A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the a Building Division fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.06 2-6 >999 360 R65126637 70066280 M5 Monopitch 3 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:31:50 2021 Page 1 ID:9rg2glbNSeOBC110gdFCegyeiDY-1XNOQk8RbgYLM6Gc7YWASkYYoCm4kVBgdflBGtztR97 -1-0-0 5-11-0 1-0-0 5-11-0 2x4 3 Scale = 1:15.6 2x4 5-11-0 5-11-0 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.06 2-6 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(TL) -0.14 2-6 >478 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 6=Mechanical, 2=0-3-0 Max Horz 2=128(LC 11) Max Uplift 6=-82(LC 14), 2=-138(LC 10) Max Grav 6=335(LC 21), 2=388(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-274/310 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, 1nterior(1) 2-0-0 to 5-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=138. D `�.�'� Cya.•• G1L �' PE -0055362 i !DNA A. January 21,2021City of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Rid e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.02 2-6 >999 360 R65126638 70066280 M6 GABLE 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:31:51 2021 Page 1 I D:9rg2glbNSe0BC110gdFCegyeiDY-VjxOd493M7gC_GrohG2P?x4opc85TyRprJ2koKztR96 -1-0-0 4-11-0 1-0-0 4-11-0 Scale = 1:13.5 2x4 2x4 11 ' 4-11-0 4-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.02 2-6 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.06 2-6 >874 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 16 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. (size) 6=Mechanical, 2=0-3-0 Max Horz 2=145(LC 11) Max Uplift 6=-125(LC 14), 2=-198(LC 10) Max Grav 6=271 (LC 21), 2=336(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-220/266 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide,' will fit between the bottom chord and any other members. \,� ��.� * • �..�' 0 9) Refer to girder(s) for truss to truss connections.yQ�•` (D\L 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=125,2=198. • • PE -0055362 i !D�VAI January 21,202.1 Y of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek Building Division fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.02 2-6 >999 360 R65126639 70066280 M7 GABLE 14 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:31:52 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-zvVmrQAi6Ro3bPQ?FzZeX9dzs?UQCPhz4znHKmztR95 -1-0-0 4-11-0 1-0-0 4-11-0 Scale = 1:13.5 2x4 2x4 11 ' 4-11-0 4-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.02 2-6 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.06 2-6 >911 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 16 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. (size) 6=Mechanical, 2=0-4-8 Max Horz 2=145(LC 11) Max Uplift 6=-123(LC 14), 2=-203(LC 10) Max Grav 6=267(LC 21), 2=339(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-216/264 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide,' will fit between the bottom chord and any other members. 9) Refer for \,� ��.� * • �..�' 0 to girder(s) truss to truss connections.yQ�•` (D\L 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=123,2=203. • • PE -0055362 i .0 0 0609 SVA January 21,2021 City of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Rid e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.14 2-4 >603 360 R65126640 70066280 M8 Monopitch 6 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:31:52 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-zvVmrQAi6Ro3bPQ?FzZeX9d_M?RhCPhz4znHKmztR95 -1-0-0 7-5-0 1-0-0 7-5-0 Scale = 1:17.6 3x4 2x4 7-5-0 7-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.14 2-4 >603 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.35 2-4 >241 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 27 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=Mechanical, 2=0-4-8 Max Horz 2=155(LC 11) Max Uplift 4=-98(LC 14), 2=-162(LC 10) Max Grav 4=401 (LC 21), 2=478(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-330/320 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=162. PE -0055362 i .0 0 0609 SVA January 21,20:dty of WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. — Wheat Ridgc Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Dlvlslo is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.03 2-6 >999 360 R65126641 70066280 M9 Monopitch 6 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:31:53 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-R6392mAKtlwwDZ_Bog4t4M97?PgRxsx6JdXrsCztR94 -1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:13.6 2x4 2x4 11 0 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.03 2-6 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.07 2-6 >827 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 6=Mechanical, 2=0-3-0 Max Horz 2=110(LC 11) Max Uplift 6=-69(LC 14), 2=-129(LC 10) Max Grav 6=277(LC 21), 2=340(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-225/270 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=129. PE -0055362 i !DNA A. January 21,2026ty of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridg Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Divisil is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.06 2-6 >999 360 R65126642 70066280 M10 Monopitch 4 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:31:48 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-48FG?27B3Cle7o6D07UiNJSCvO5SGbiN9Mp4B?ztR99 -1-0-0 6-0-0 1-0-0 6-0-0 2x4 3 Scale = 1:15.7 2x4 6-0-0 6-0-0 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.06 2-6 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.15 2-6 >457 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 6=Mechanical, 2=0-3-0 Max Horz 2=130(LC 11) Max Uplift 6=-83(LC 14), 2=-139(LC 10) Max Grav 6=340(LC 21), 2=392(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-278/305 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=139. D `�.�'� Cya.•• G1L �' PE -0055362 i .0 0 0609 SVA January 21,2021 City of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Rid e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Divis on is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) 0.00 7 n/r 120 MT20 185/144 R65126643 70066280 V1 VALLEY 2 1 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:b4 2U21 Page 1 I D:9rg2glbNSe0BC110gdFCegyeiDY-vlcXF6Bye22nrjZNMOb6daiLepCXgHrGYHGOPfztR93 -1-0-0 4-11-0 9-10-0 110-10-0 1-0-0 4-11-0 4-11-0 1 1-0-0 4x8 4 12 11 10 9 8 3x9 I 12x4 2x4 11 2x4 9-10-0 9-10-0 Scale = 1:35.0 Plate Offsets (X,Y)-- [4:0-4-13,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) 0.00 7 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) 0.00 6 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 38 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 9-10-0. (lb) - Max Horz 12=216(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) except 12=-207(LC 8), 8=-165(LC 9), 11=-276(LC 12), 9=-268(LC 13) Max Grav All reactions 250 Ib or less at joint(s) 12, 8 except 10=411(LC 1), 11=444(LC 20), 9=424(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-10=-325/51, 3-11=-464/386, 5-9=-473/387 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-0, Exterior(2) 4-11-0 to 7-11-0, Interior(1) 7-11-0 to 10-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 Ib uplift at joint 12, 165 Ib uplift at joint 8, 276 Ib uplift at joint 11 and 268 Ib uplift at joint 9. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un Q.••,1L D' �. PE -0055362 i NA. i*" January 21,2021City of —' Wheat Ridie MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station Plate Grip DOL 1.15 TC 0.36 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) R65126644 70066280 V2 Valley 2 1 WB 0.05 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31'bU 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-GGQQJpF5Tbh4xUSL9xBHKdPBsgvVLZd?hZ_94sztR9_ 3-11-14 7-11-13 3-11-14 3-11-14 Scale = 1:22.6 4x6 2 4 2x4 2x4 11 2x4 7-11-13 7-11-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Weight: 23 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (size) 1=7-11-13, 3=7-11-13, 4=7-11-13 Max Horz 1=-109(LC 8) Max Uplift 1=-61(LC 12), 3=-71 (LC 13), 4=-6(LC 12) Max Grav 1=213(LC 1), 3=213(LC 1), 4=292(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-4-13 to 3-4-13, Interior(1) 3-4-13 to 3-11-14, Exterior(2) 3-11-14 to 6-11-14, Interior(1) 6-11-14 to 7-6-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. 0 Un Cya.•• 10 PE -0055362 i 0 -4N A January 21,202tity of WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Wheat Rid e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) R65126645 70066280 V3 Valley 2 1 WB 0.02 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:32:UU 2U21 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-kS_oW9GjEupxZe1XjfiWsryQCEG64008wDjiblztR8z 1-11-14 3-11-13 1-11-14 1-11-14 4x6 2 4 2 x 4 //, 2x4 11 2x4 �� 3-11-13 3-11-13 Scale = 1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Weight: 11 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (size) 1=3-11-13, 3=3-11-13, 4=3-11-13 Max Horz 1=-48(LC 8) Max Uplift 1=-27(LC 12), 3=-32(LC 13), 4=-3(LC 12) Max Grav 1=94(LC 1), 3=94(LC 1), 4=129(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. Cya.•• G1L D �' `�.�'� PE -0055362 i % • .,'� Lr D�VAIl January 21,2q% of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek= Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a - n/a 999 R65126646 70066280 V4 Valley 2 1 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:32:U1 2U21 Page 1 I D:9rg2glbNSe0BC110gdFCegyeiDY-CeXAjVHL?CxnAocjGMDIP2VY8eaDpSY19tTG81ztR8y 9-7-12 19-3-7 9-7-12 9-7-12 Scale = 1:30.4 4x6 3 3x4 g g 7 6 3x4 2x4 2x4 3x4 2x4 19-3-7 19-3-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 48 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 19-3-7. (lb) - Max Horz 1=46(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 8 except 9=-155(LC 14), 6=-155(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 8=331(LC 1), 9=561(LC 20), 6=561(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-277/151, 2-9=-439/257, 4-6=-440/257 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 9-7-12, Exterior(2) 9-7-12 to 12-7-12, Interior(1) 12-7-12 to 18-3-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 8 except (jt=1b) 9=155, 6=155. 0 Un 10 0 PE -0055362 i NA. i*" January 21,2I&Y of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek= Building Divisiol is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) n/a - n/a 999 MT20 197/144 R65126647 70066280 V5 Valley 1 1 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:32:U1 2U21 Page 1 I D:9rg2glbNSe0BC110gdFCegyeiDY-CeXAjVHL?CxnAocjGMDIP2VY_eXjpTwl9tTG81ztR8y 3-11-3 7-10-5 3-11-3 3-11-3 3.50 12 3x4 2 5 2x4 7-10-5 7-10-5 2x4 Scale = 1:14.3 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Weight: 16 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (size) 1=7-10-5, 3=7-10-5 Max Horz 1=15(LC 18) Max Uplift 1=-64(LC 10), 3=-64(LC 11) Max Grav 1=291(LC 1), 3=291 (LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-442/452, 2-3=-442/452 BOT CHORD 1-3=-389/399 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un Cya.•• 10 PE -0055362 i % • . ,'� Lr January 21,202tity of -- Wheat Rid7e MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station Plate Grip DOL 1.15 TC 0.58 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) R65126648 70066280 V6 Valley 1 1 WB 0.12 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:32:U2 2U21 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-gg5YxrHzmW3eoyAwg3k_xG1 dg1 saYvERNXCpgBztR8x 11-6-14 23-1-11 11-6-14 11-6-14 tin 4x6 3 Scale = 1:36.5 4x6 g g 7 6 4x6 2x4 2x4 3x4 2x4 23-1-11 23-1-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.34 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 59 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 23-1-11. (lb) - Max Horz 1=56(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 9=-206(LC 10), 6=-206(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 8 except 1=267(LC 1), 5=267(LC 1), 9=765(LC 20), 6=765(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-588/326, 4-6=-588/326 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 11-6-14, Exterior(2) 11-6-14 to 14-6-14, Interior(1) 14-6-14 to 22-1-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (jt=1b) 9=206,6=206. Cya.•• G1L D �' `�.�'� PE -0055362 i DIVA January 21,2021�lty of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 11-8-9 LOADING (psf) SPACING- 2-0-0 R65126649 70066280 V7 Valley 1 1 TC 0.36 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 20 14:32:03 2021 Page 1 I D:9rg2glbNSe0BC110gdFCegyeiDY-81 fx8BIbXpBVQ6l6OnFDUTasuRFBHMmacByNCdztR8w 5-10-5 11-8-9 5-10-5 5-10-5 5x8 3.50 12 Scale = 1:18.5 3x5 4 2x4 3x5 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 5-10-5, Exterior(2) 5-10-5 to 8-10-5, Interior(1) 8-10-5 to 10-8-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3 except (jt=1b) 4=108. 0 Un Cya.•• G1L 0), PE-0055362 .0 i • r 0 •.0• iVA January 21,20ZJty of WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Wheat Ridgc Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Building Dlvlslo is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 11-8-9 11-8-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 26 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. (size) 1=11-8-9,3=11-8-9,4=11-8-9 Max Horz 1=26(LC 14) Max Uplift 1=-52(LC 14), 3=-56(LC 15), 4=-108(LC 10) Max Grav 1=204(LC 20), 3=204(LC 21), 4=590(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-431/324 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 5-10-5, Exterior(2) 5-10-5 to 8-10-5, Interior(1) 8-10-5 to 10-8-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3 except (jt=1b) 4=108. 0 Un Cya.•• G1L 0), PE-0055362 .0 i • r 0 •.0• iVA January 21,20ZJty of WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Wheat Ridgc Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Building Dlvlslo is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 11-8-9 LOADING (psf) SPACING- 2-0-0 R65126650 70066280 V8 Valley 1 1 TC 0.36 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:32:U4 2U21 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-cDDJMXJD17JM1 FKlyUmS1 h71 erbQOpOkrrhwk3ztR8v 5-10-5 11-8-9 5-10-5 5-10-5 Scale = 1:18.5 5x8 3.50 12 2 3x5 4 2x4 3x5 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 5-10-5, Exterior(2) 5-10-5 to 8-10-5, Interior(1) 8-10-5 to 10-8-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3 except (jt=1b) 4=108. 0 Un Cya.•• 10 PE -0055362 i NA. i*" January 21,2021 City of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat 7-1e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 11-8-9 11-8-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 26 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. (size) 1=11-8-9,3=11-8-9,4=11-8-9 Max Horz 1=26(LC 14) Max Uplift 1=-52(LC 14), 3=-56(LC 15), 4=-108(LC 10) Max Grav 1=204(LC 20), 3=204(LC 21), 4=590(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-431/324 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 5-10-5, Exterior(2) 5-10-5 to 8-10-5, Interior(1) 8-10-5 to 10-8-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3 except (jt=1b) 4=108. 0 Un Cya.•• 10 PE -0055362 i NA. i*" January 21,2021 City of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat 7-1e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a - n/a 999 R65126651 70066280 V9 Valley 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:32:U4 2U21 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-cDDJMXJD17JM1 FKlyUmS1 h72prbJOpMkrrhwk3ztR8v 9-3-14 18-7-11 9-3-14 9-3-14 3.50 4x6 3 Scale = 1:29.4 3x4 9 8 7 6 3x4 2x4 2x4 3x4 2x4 18-7-11 18-7-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 46 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 18-7-11. (lb) - Max Horz 1=44(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 8 except 9=-147(LC 14), 6=-147(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 8=348(LC 1), 9=528(LC 20), 6=528(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-288/160, 2-9=-414/247, 4-6=-414/247 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 9-3-14, Exterior(2) 9-3-14 to 12-3-14, Interior(1) 12-3-14 to 17-7-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 8 except (jt=1b) 9=147, 6=147. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un PE -0055362 i ,00 .see • NA. January January 21,2021 City of -- Wheat Rid;e MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) n/a - n/a 999 MT20 197/144 R65126652 70066280 V10 Valley 1 1 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:b4 2U21 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-vlcXF6Bye22nrjZNMOb6daiMRp9NgJBGYHGOPfztR93 3-7-5 7-2-9 3-7-5 3-7-5 1 2x4 3x4 3.50 12 4 2 5 7-2-9 7-2-9 2x4 3 Scale = 1:13.2 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.30 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Weight: 14 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (size) 1=7-2-9, 3=7-2-9 Max Horz 1=-14(LC 15) Max Uplift 1=-57(LC 10), 3=-57(LC 11) Max Grav 1=259(LC 1), 3=259(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-393/412, 2-3=-393/412 BOT CHORD 1-3=-354/355 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-8-11 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint 1 and 57 Ib uplift at joint 3. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un Cya.•• G1L 0), PE-0055362 i .• r •.,00,9' "@* NA. January 21,2021City of -- Wheat Ridie MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) n/a - n/a 999 MT20 197/144 R65126653 70066280 V11 Valley 1 1 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14-31 -bb 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-NUAvTSCaPMAeSt8aw56L9nFWUDUJPIRPmxOxx5ztR92 3-11-3 7-10-5 3-11-3 3-11-3 3.50 12 3x4 2 5 2x4 7-10-5 7-10-5 2x4 Scale = 1:14.3 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Weight: 16 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (size) 1=7-10-5, 3=7-10-5 Max Horz 1=15(LC 18) Max Uplift 1=-64(LC 10), 3=-64(LC 11) Max Grav 1=291(LC 1), 3=291 (LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-442/452, 2-3=-442/452 BOT CHORD 1-3=-389/399 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint 1 and 64 Ib uplift at joint 3. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un Cya.•• 10 PE -0055362 i .• r NA. January 21,2021City of -- Wheat Ridge MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station Plate Grip DOL 1.15 TC 0.38 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) R65126654 70066280 V12 Valley 1 1 WB 0.10 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:b6 2U21 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-rhkHgoDCAgJV41 jmUpdai?ngldr98B8Y?bIVTXztR91 10-3-14 20-7-11 10-3-14 10-3-14 Scale = 1:32.6 4x6 3 3x5 9 g 7 6 3x5 2x4 2x4 3x4 2x4 20-7-11 20-7-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 52 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 20-7-11. (lb) - Max Horz 1=50(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 8 except 9=-172(LC 14), 6=-172(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 8=289(LC 1), 9=628(LC 20), 6=628(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-488/279, 4-6=-488/279 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 10-3-14, Exterior(2) 10-3-14 to 13-3-14, Interior(1) 13-3-14 to 19-7-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 8 except (jt=1b) 9=172, 6=172. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un PE -0055362 i .o0 go's 0�VAI� January 21,202tity of —' Wheat Rid;e MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) R65126655 70066280 V13 Valley 1 1 WB 0.09 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:b6 2U21 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-rhkHgoDCAgJV41 jmUpdai?niAdty8BFY?bIVTXztR91 4-7-5 9-2-9 4-7-5 4-7-5 Scale = 1:16.6 5x6 3.50 12 7 2 8 3x4 4 2x4 9-2-9 9-2-9 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 20 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (size) 1=9-2-9, 3=9-2-9, 4=9-2-9 Max Horz 1=19(LC 14) Max Uplift 1=-39(LC 14), 3=-41 (LC 15), 4=-80(LC 10) Max Grav 1=149(LC 20), 3=149(LC 21), 4=438(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-320/285 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 4-7-5, Exterior(2) 4-7-5 to 7-7-5, Interior(1) 7-7-5 to 8-2-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un Cya.•• 10 PE -0055362 i % • . ,'� Lr January 21,202titY of wl--Wheat Rid e MiTek Building Division MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) R65126656 70066280 V14 Valley 1 1 WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31:b/ 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-Jtlfu7EgxzRMiBly1 W8pECKtVODLteniEFV20zztR90 8-4-11 16-9-7 8-4-11 8-4-11 3.50 12 5x6 3 Scale = 1:26.5 3x4 9 8 7 6 3x4 2x4 2x4 3x4 2x4 16-9-7 16-9-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 41 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 16-9-7. (lb) - Max Horz 1=39(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 8 except 9=-128(LC 14), 6=-128(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 8=387(LC 1), 9=459(LC 20), 6=459(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-313/182, 2-9=-367/225, 4-6=-367/225 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 8-4-11, Exterior(2) 8-4-11 to 11-4-11, Interior(1) 11-4-11 to 15-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 8 except (jt=1b) 9=128, 6=128. 0 Un Cya.•• 10 PE -0055362 i NA. i*" January 21,2021�lty of A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Wheat Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building Division is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a - n/a 999 R65126657 70066280 V15 Valley 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14-31 -bb 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-o3s25TESiHZDJKt8bEg2nQt2FQZac51 rSvEcYQztR9? 8-4-11 16-9-7 8-4-11 8-4-11 3.50 12 5x6 3 Scale = 1:26.5 3x4 9 8 7 6 3x4 2x4 2x4 3x4 2x4 16-9-7 16-9-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 41 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 16-9-7. (lb) - Max Horz 1=39(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 8 except 9=-128(LC 14), 6=-128(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 8=387(LC 1), 9=459(LC 20), 6=459(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-313/182, 2-9=-367/225, 4-6=-367/225 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 8-4-11, Exterior(2) 8-4-11 to 11-4-11, Interior(1) 11-4-11 to 15-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 8 except (jt=1b) 9=128, 6=128. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un Cya.•• G1L 0), PE-0055362 .0 i • r 0 •.0• iVA January 21,2021 City of Wheat Rid e MiTek Building Divis on MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) n/a - n/a 999 R65126658 70066280 V16 Valley 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s Nov 3U 2U2U IVII I eK Inaustrles, Inc. vvea Jan 2U 14:31'bU 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-GGQQJpF5Tbh4xUSL9xBHKdPBYgtsLYt?hZ_94sztR9_ 10-3-14 20-7-11 10-3-14 10-3-14 Scale = 1:32.6 4x6 3 3x5 9 g 7 6 3x5 2x4 2x4 3x4 2x4 20-7-11 20-7-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 52 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 20-7-11. (lb) - Max Horz 1=50(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 8 except 9=-172(LC 14), 6=-172(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 8=289(LC 1), 9=628(LC 20), 6=628(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-488/279, 4-6=-488/279 NOTES - 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 10-3-14, Exterior(2) 10-3-14 to 13-3-14, Interior(1) 13-3-14 to 19-7-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 8 except (jt=1b) 9=172, 6=172. A\ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 0 Un PE -0055362 i NA. January 21,2021 City of —' Wheat Rid e MiTek Building Divi ion MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 3 N W O O W � D m W W O W n 0 0 N O 0 v s o' (D �' l D 0 o m o m o m < W 0 �.9 (SD 0 S O ..(O � m v D m N m W -° m Q m O W w A O O X N C O m m =W O O= °- D Qo W m D 0 ( -`G (D D W (D o.0 W D O N N (D 9 Q O 0 Do0 (D x (D a> W W. m W X W o D W W X m W m v D m m r O n D O z D z v O m z D 1 O z cn cr cn N m c C, m m n z n D c TOP CHORD cm m m 0 0) �� N W &) (7 0 go M O z 0' ca5 SO 0- W (WOE m p cam rc- Z (� c W mo mz(a m �a W v �' � 0 u,D ��A is W W m, W a Q. W (D (nm o f7 mo mm v` a 3(a o WQ. z7 0 �� -4m N O a (D W 5 N 0 m MZ W /Vr N W(O 0)W m Apmp Cm W W r.c U) (D N� ND ND �� O N N N N (D �� m �{ O 5 n �, �■ © 0, (n ( j 0 p mz O _m o N W O �. w (o D z z 3 = (Wn y.to ' N N Q �a co T ym ,-I�7 �' w W cn o o m m � m 1 W o o o o N `<� W w < mm o N L ® z D 0 00 z �� O 3 O ;0 3 W c -4 m °) W3-6 w a m P4: z mo DO w ;0 G Z W 2 0 " ms's .{� v mo > m (/� o, (a W (D -4 5, Ol C45 A W a W W m TOP CHORD O N N (O W V T N A W N O (O W V T N A O Q ss D o �n m c o n W 0 > > (� c c 30 00 (� m z 3E2 nD m m z m 0¢_ �. 5.m a o o m -0o 0 w 3 ¢ m p 3 �� - 0 m m 0^ m 0 0< m m 0:0 dam- C (- o 00 m o m 0 0- 3 0 3 a 3 m - m �-^ m 0 0 . G o G .� m 0 0 �- o am' o - o o �; Q mm QoQ 0 m mm 3 so xm o m m 0 0� m 3 m m m 5> 0 m 0 o m Q (D o. (Q mw m �^ 3 0 d 0 f. _. _. ° n n a '-". 3 0 o o . m n- 3 _ m m m x a m (Q m- m m n o o n �- m m m '" M mx x 0 m m m m m o 0 0, -'0 �. O O mom 3 �Q�. m o n m 0¢ plc ¢ 3m moo mm m m `^ n cg n EF mo QQ T (� ^ o og o 2 �' 0 m GD o -m2 °o'0 0 mm 7s m m0 m on gQ Q O g� 2 cc s mon m 00 > >0 ms o0 3d n-0 ...n mo- 0m nod �m f, n� �on�^ _.� (n G 00 �m �m m and in.m Q a �Q$ -o" om Qoo m'=2 �0 0:m<� mo' O 0 d A n m m 3 0 m m m � g Q m �' m m m 3 3 3 a:E:E m o m m D O m a �, m o 7 n mo �m �,Q 3 mp1 m �m ,0�m0 00 mo �.- Dino Dn and m �� �o O x m G.m om m Q 3 nQ n m o0 00� 2n o 3Q Z� a0 m o 0 o m n � mm c m (n n2 m a�. mn �, — m 0 m � an d . 0 m m g n o G) <G m^ Z m 5 m ` Q 0 C o n ', 0, -gyp m o' a d m a o N 0 o Q o (n _. M N w a m S m `� n o < o 'O 0 a 0 a 0 0 O = 5 0 m^ ' d " in n 0 - d � � � 0 0 0 0- d �� i �m n o m m �d 3� 3o mo m� mm �°: W d Q x N ¢ N Q S "�O N n N N] O p m m 0 0 �D� n m n in 0 m o f. in. �a a ? o.m ? o 'p `o_.s o `C� m� 3 (n m 0 m o m m n n o a m ¢ m a 3 'm m (D m p@ m m m m m 0 n n 3 3' o. -moo a s m m ¢ m 3 m p1 ¢ Ln 0 0 m 0 c o 3 0 (D Q l City of Wheat Ridge Building Division �I RJ r D m� m� o �0 II W o o a a� 0 N MOU E z G) !v O Q�Do r W W Q� (D av =sem 'W (D �. Q Q m0�_. m 3 m< m. W Q,G W C n cQ (D �,W-. O 3 O- 6 W Co Q C 6 n O o p 0 v°m° N (D 0 p z Q Zt O O �. o v W ° °(D m m (D o -- � o m F No ° D (o O w 0 (D W - O� O D Zt N O O Q Y' N N O O W W v D m N m W -° m Q m O W w A O O X N C O m m =W O O= °- D Qo W m D 0 ( -`G (D D W (D o.0 W D O N N (D 9 Q O 0 Do0 (D x (D a> W W. m W X W o D W W X m W m v D m m r O n D O z D z v O m z D 1 O z cn cr cn N m c C, m m n z n D c TOP CHORD cm m m 0 0) �� N W &) (7 0 go M O z 0' ca5 SO 0- W (WOE m p cam rc- Z (� c W mo mz(a m �a W v �' � 0 u,D ��A is W W m, W a Q. W (D (nm o f7 mo mm v` a 3(a o WQ. z7 0 �� -4m N O a (D W 5 N 0 m MZ W /Vr N W(O 0)W m Apmp Cm W W r.c U) (D N� ND ND �� O N N N N (D �� m �{ O 5 n �, �■ © 0, (n ( j 0 p mz O _m o N W O �. w (o D z z 3 = (Wn y.to ' N N Q �a co T ym ,-I�7 �' w W cn o o m m � m 1 W o o o o N `<� W w < mm o N L ® z D 0 00 z �� O 3 O ;0 3 W c -4 m °) W3-6 w a m P4: z mo DO w ;0 G Z W 2 0 " ms's .{� v mo > m (/� o, (a W (D -4 5, Ol C45 A W a W W m TOP CHORD O N N (O W V T N A W N O (O W V T N A O Q ss D o �n m c o n W 0 > > (� c c 30 00 (� m z 3E2 nD m m z m 0¢_ �. 5.m a o o m -0o 0 w 3 ¢ m p 3 �� - 0 m m 0^ m 0 0< m m 0:0 dam- C (- o 00 m o m 0 0- 3 0 3 a 3 m - m �-^ m 0 0 . G o G .� m 0 0 �- o am' o - o o �; Q mm QoQ 0 m mm 3 so xm o m m 0 0� m 3 m m m 5> 0 m 0 o m Q (D o. (Q mw m �^ 3 0 d 0 f. _. _. ° n n a '-". 3 0 o o . m n- 3 _ m m m x a m (Q m- m m n o o n �- m m m '" M mx x 0 m m m m m o 0 0, -'0 �. O O mom 3 �Q�. m o n m 0¢ plc ¢ 3m moo mm m m `^ n cg n EF mo QQ T (� ^ o og o 2 �' 0 m GD o -m2 °o'0 0 mm 7s m m0 m on gQ Q O g� 2 cc s mon m 00 > >0 ms o0 3d n-0 ...n mo- 0m nod �m f, n� �on�^ _.� (n G 00 �m �m m and in.m Q a �Q$ -o" om Qoo m'=2 �0 0:m<� mo' O 0 d A n m m 3 0 m m m � g Q m �' m m m 3 3 3 a:E:E m o m m D O m a �, m o 7 n mo �m �,Q 3 mp1 m �m ,0�m0 00 mo �.- Dino Dn and m �� �o O x m G.m om m Q 3 nQ n m o0 00� 2n o 3Q Z� a0 m o 0 o m n � mm c m (n n2 m a�. mn �, — m 0 m � an d . 0 m m g n o G) <G m^ Z m 5 m ` Q 0 C o n ', 0, -gyp m o' a d m a o N 0 o Q o (n _. M N w a m S m `� n o < o 'O 0 a 0 a 0 0 O = 5 0 m^ ' d " in n 0 - d � � � 0 0 0 0- d �� i �m n o m m �d 3� 3o mo m� mm �°: W d Q x N ¢ N Q S "�O N n N N] O p m m 0 0 �D� n m n in 0 m o f. in. �a a ? o.m ? o 'p `o_.s o `C� m� 3 (n m 0 m o m m n n o a m ¢ m a 3 'm m (D m p@ m m m m m 0 n n 3 3' o. -moo a s m m ¢ m 3 m p1 ¢ Ln 0 0 m 0 c o 3 0 (D Q l City of Wheat Ridge Building Division �I RJ � ► � i City of Wheat Ridge Single Family - New PERMIT - 202100169 J PERMIT NO: 202100169 ISSUED: 03/31/2021 JOB ADDRESS: 12355 W 51st Ave EXPIRES: 03/31/2022 JOB DESCRIPTION: Ridge at Ward Station -New single family townhome with 2 car garage -1,772 sq ft total (Bldg 10, Unit 2) *** CONTACTS *** OWNER (303)233-7424 TOLL SOUTHWEST LLC GC (720)537-4011 CHRIS FERGUSON 190246 TOLL BROTHERS SUB (303)307-4949 MIKE WALES/JERARDO RAMIREZ 021693 IDEAL ELECTRIC INC SUB (720)341-7312 CEFERINO RAMOS 190314 CHR PLUMBING SUB (303)423-1982 BERNIE ALGARD 017790 FOUR SEASONS HEATING, INC. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2927 / PARK MEADOWS BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 236,970.00 FEES Total Valuation 0.00 Plan Review Fee 120.00 Use Tax 41976.37 Permit Fee 21015.70 Engin. Review Fee 100.00 ** TOTAL ** 71212.07 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2018 IRC, 2020 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. No C.O. may be issued until public improvements are complete as identified in the Subdivision Improvement Agreement. Final acceptance of public improvements is required prior to issuance of CO. All landscaping shall be installed in accordance with the approved landscape plan (Case No. WSP-18-07) prior to C.O. and pursuant to the phasing identified in the Subdivision Improvement Agreement. Per the SIA, installation of landscaping, street trees, and irrigation is not required prior to Certificate of Occupancy if issuance of the C.O. occurs outside of the planting season, generally October to June. Adjacent sidewalks, pocket park, and landscaping is required prior to any CO in Phase 2 per the Subdivision Improvement Agreement. A grading certification with ILC is required prior to CO. 1* ► � i City of Wheat Ridge / � Single Family - New PERMIT - 202100169 J PERMIT NO: 202100169 ISSUED: 03/31/2021 JOB ADDRESS: 12355 W 51st Ave EXPIRES: 03/31/2022 JOB DESCRIPTION: Ridge at Ward Station -New single family townhome with 2 car garage -1,772 sq ft total (Bldg 10, Unit 2) I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this�permrt. I further attest that I am leg ally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180, days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and��procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all requ�ired inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any �pplicabje code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 03/31/2021 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.