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HomeMy WebLinkAbout5116 Ward RoadPLOT PLAN LOTS 7 THROUGH 12, BLOCK 3 THE RIDGE AT WARD STATION CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO KCAL& -MY o� W heal FRONT: 10' REAR: 5' SIDE: 0' e de a ,' ,g ampllam Wo, ,l pn'sf Wheat nia¢enannme amnion =/ry APPROVED l� anae. MaY21,M21 COMMENTS •PPMved Woh COnda OnS per redlines No C.O. any be issued until public improvements are complete as identified in the Subdivision Improvement Agreement. NI landscaping shall be installed in ..,do,. With the approved landscape plan (Case No. WSP-18-07) prior to C.O. and pursuant to the phasing identified in the Subdivision Improv racnt Agreement Per the SIA, installation of landscaping, street Incas, and irrigation is not required prior to Certificate of Occupancy ifissuance of the C.O. occurs outside of the planting season, generally October to June. b. - •keo 55.88' S 89'41'28" W • TRACT N T� 14 — Ir.9N w19r9 � C811691ore 9re you x911 dig. 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 IME 00MULCTA M RNGINRRRING " PLANNING " SURVEYING " RNYIR.ONNUffAL ESECanwlm,b, Inc 101. 0m. Emt • s1ate. GS • BglwoaA Co ll T. 9W409I r29 Reviewed by the City of Wheat Ridge Engineering Division NO EXCEPTIONS TAKEN BY: Jordan Jefferies DATE: 5/27/2021 COMMENTS: A grading certificatin with ILC or updated CCP required prior to CO LOTS 4 THRU 12, BLOCK 3 CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON TOLL 1= CHECKED DA242 2021 1 C 20' B DDG011NUMBER: 4284NLOTS-45-50 NOES 1 OF .a I g TRACT M[BUILDING SETBACK g I I 9" RET. WALLe'ci I ca N 89'41'28" E 1 57.00'?e $ 1. 7p r P� t6 EDN 9�'� I 8. 1 029 • a aP� s S 00'18'34" E y 23.47 . I ��� w� $ Q AP S1T c V 0 .mNi . 07'Z 90.69 99.34 lox AO 9&95 N 9. e. 'i to I A •.yI . ' iom ,cn � ,,, m :;F,* OD ...I S 00'18'34" E a -•�� r I mso mi . k, 22.29' g w ��A mei 18 < oy 30' V.W.D. U.E. N 61 12 C.0 es 4.-d0'2. 96-34S 00'18'34"E °2q� m 9957 I x 3. I 20.29' N moo •am �� �• i tilxom JAR ..0\ 270111 0, z99.19111 N AN I �I S� e. Ao 01 o' CONIC DRIVE I N (TYP,) I ..�q c m PDI ' I� m N01 i �sA • y N : 0091 I G 9Qy2 rr i.>51p.gT S 00'18'34"E •! 00L12.0X 99A5 22.29' �� a 9&25 4 • N•00'18'34" m E mo 0. ' I' 22.29' & � jo 'Q $r) I 0 99A 3. air, .. I ?im I g .mimo N� IED I �gm m� tlg S 00'18'34" E 23.40' 'SPI ILII ase � s all 1 1 b. - •keo 55.88' S 89'41'28" W • TRACT N T� 14 — Ir.9N w19r9 � C811691ore 9re you x911 dig. 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 IME 00MULCTA M RNGINRRRING " PLANNING " SURVEYING " RNYIR.ONNUffAL ESECanwlm,b, Inc 101. 0m. Emt • s1ate. GS • BglwoaA Co ll T. 9W409I r29 Reviewed by the City of Wheat Ridge Engineering Division NO EXCEPTIONS TAKEN BY: Jordan Jefferies DATE: 5/27/2021 COMMENTS: A grading certificatin with ILC or updated CCP required prior to CO LOTS 4 THRU 12, BLOCK 3 CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON TOLL 1= CHECKED DA242 2021 1 C 20' B DDG011NUMBER: 4284NLOTS-45-50 NOES 1 OF _,r 1 1�� -1 M APPROVED wig tock COiSMAM.r Mike Theisen 06/04/2021 Plans Exan r» aoat �arKntit oe 0 ^," srffiv, 0.00 ^Wgvm Vf o.r t kk" fr y.,�. oats. p.n�rra,. � nbAa�d►p :u�no. s� a!r�aryr o�.v+v.- +..,se, _p.�r..f�ra,�►s,acltsi'rimc.�alo4� nr e�,pC?�rt�.s � rwr,��y, r�1As ��'�k>ai� q Ur qty NUY+opi qt pu5i Reviewed by the City of Wheat Ridge �► Engineering Division r��r J APPROVED Jordan Jefferies BY: DATE: 5/27/2021 COMMENTS: A grading certification with ILC or updated CCP required prior to CO Reviewed for Zoning Compliance by the City of Wheat Ridge Planning Division r APPROVED BY: �)' DATE: May 21, 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. X 0 N m U 'p z mI Cz_`J U) W U F2 o o W > ry W U) Q ry 0 N F- 0 m it 'gyp N J O Q � i Q c) y �:5tna> o-- a m Wwo �JJJ 0 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 provide them with field dimensions as required to assist with 13. Dwelling/Garage separation shall meet the requirements of 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 NUMBER A101 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 10O.-O.-OLELEVATION utility rooms and bathrooms, and at all walls finished with necessary to build this project without full engineering and WALL SECTION TAG T.O. SLABLAB 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 O UNDISTRIBUTED EARTH OR RIGID INSULATION PLYWOOD A705 BUILDING 11 - ROOF PLAN COMPACTED FILL BUILDING 11 - 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 NUMBER A101 DRAWING NUMBER 2 SHEETNUMBER DETAIL TAG O KEYNOTE A101 XX)CX WINDOW TYPE DRAWING NUMBER 2 101A DOOR NUMBER SHEETNUMBER A101 ELEVATION TAG O PARTITION TYPE 10O.-O.-OLELEVATION SYMBOL DRAWING NUMBER 2 WALL SECTION TAG T.O. SLABLAB 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 TOWNHOME BUILDING PERMIT SET BUILDING ELEVEN 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 11 A000 COVER A001 ARCHITECTURAL SITE PLAN A002 ARCHITECTURAL SITE PLAN - PHASE 2 A005 ARCHITECTURAL SITE PLAN - BLDG 11 A009 ENERGY CODE REQUIREMENTS & RADON SYSTEM DETAILS A700 BUILDING 11 - FLOOR PLANS A701 BUILDING 11 - FLOOR PLANS A705 BUILDING 11 - ROOF PLAN A710 BUILDING 11 - ELEVATIONS A711 BUILDING 11 - ELEVATIONS A720 BUILDING 11 -SECTIONS ■ DESIGN DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER, CO 80303 P 303.443.7533 F 303.443.7534 WWW.DTJ DESIGN.COM o�Wbeat V �i :2�0000 CiO W U) p � U W W i V Z 0 W J Q !Wn W V Z J_ m DRAWN BY: DPB CHECKED BY: DR, DP PROJECT NO: 2018009.00 ISSUE DATE: 02/08/2021 REVISIONS: SHEET TITLE: COVER SHEET NUMBER /i[lI11A EXISTING ADJACENT IMPROVEMENTS, SEE SITE APPLICATION SUBMITTAL FOR MORE INFORMA PROJECTBOUNDARI R.O. W.—/ 331 15 A 6 I PASEO NO E�CONI PRIVATE ALLEY A PRIVATE APRIVATE ALLEY B 7 BLDG 14 POCKET PARK QAC) � '�LOTLINEPHASE R.O.W. 5'SETBACK/ P * I BLDG 15 51st AVENUE BLDG.5 ♦ BLDG.6 A �2 LOT LINE '9 PHASE 1 �F 5' SETBACK 9BLDG. 7 * PRIVATE ALLEY F 77 rLDG. 1 a H"1111 11 oil 11 W w PHASE 4 LOT LINES I POCKETPARK I R.O.W. I SETBACK H - w Lu H- U) } Lu J J Q Lu of d BOUNDARY EXISTING ADJACENT IMPROVEMENTS, SEE SITE APPLICATION SUBMITTAL FOR MORE INFORMATION EXISTING ADJACENT IMPROVEMENTS, SEE SITE APPLICATION SUBMITTAL FOR MORE INFORMATION III111-------------PASEO---n PHAI d EXISTING ADJACENT IMPROVEMENTS, SEE SITE APPLICATION SUBMITTAL FOR MORE INFORMATION EXISTING ADJACENT IMPROVEMENTS, SEE SITE APPLICATION SUBMITTAL FOR MORE INFORMATION =20 DR, DP, DW CW G PRIVATE APRIVATE ALLEY B 7 BLDG 14 POCKET PARK QAC) � '�LOTLINEPHASE R.O.W. 5'SETBACK/ P * I BLDG 15 51st AVENUE BLDG.5 ♦ BLDG.6 A �2 LOT LINE '9 PHASE 1 �F 5' SETBACK 9BLDG. 7 * PRIVATE ALLEY F 77 rLDG. 1 a H"1111 11 oil 11 W w PHASE 4 LOT LINES I POCKETPARK I R.O.W. I SETBACK H - w Lu H- U) } Lu J J Q Lu of d BOUNDARY EXISTING ADJACENT IMPROVEMENTS, SEE SITE APPLICATION SUBMITTAL FOR MORE INFORMATION EXISTING ADJACENT IMPROVEMENTS, SEE SITE APPLICATION SUBMITTAL FOR MORE INFORMATION III111-------------PASEO---n PHAI d EXISTING ADJACENT IMPROVEMENTS, SEE SITE APPLICATION SUBMITTAL FOR MORE INFORMATION EXISTING ADJACENT IMPROVEMENTS, SEE SITE APPLICATION SUBMITTAL FOR MORE INFORMATION 1 OVERALL PROJECT SITE PLAN A001 SCALE: 1"= 50'-0" 00 —PROJECT BOUNDARY n e 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 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 L CHECKED BY: DR, DP, DW CW G 2018009.00 O 02/15/2021 — Z O Z Lu Lu O � Lu r O w 0 Lu J Q vJ m W J � Q J O J J Lu 2 O � Z J J * O m J Q O * Q * LL * Q * Lu * * 2 Lu W I— U) d W Q H- Q * Q > * " Q > * d * > * d UNIT 5 END UNIT LOT LINE W. 51stAVENUE R.O.W. 1 � 5'SETBAC .Kt •: * } t. t. t. t. t. W Q BLDG 29 BLDG 28 BLDG 27 * w H ° MIXED -1 Q o DEVELOF BLDG 23 PHASE 3 PRIVATE ALLEY K BY OTH a * BLDG 24 BLDG 25 * * BLDG 26 a * * * — — — — — — — — — — — PROJECT BOUNDARY R.O.W. RIDGE ROAD 1 OVERALL PROJECT SITE PLAN A001 SCALE: 1"= 50'-0" 00 —PROJECT BOUNDARY n e 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 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 CHECKED BY: DR, DP, DW CW G 2018009.00 O 02/15/2021 REVISIONS: Z O Z Lu O � r O w 0 Z Lu Q vJ m W J � Q J O UJ O Lu 2 Q � Z � m /W W 2 I— DRAWN BY: MB, NR, DPB CHECKED BY: DR, DP, DW PROJECT NO: 2018009.00 ISSUE DATE: 02/15/2021 REVISIONS: SHEET TITLE: ARCHITECTURAL SITE PLAN SHEET NUMBER: A001 x5 Q W m n �I 0 N 0 U o z m z C1 0 o cn W U o � o w N W EU) � a LU 0 U) 0 x Sp N J n Q N I O U a o x 0 mm�Fy U)EL r Phase 2 Visitable Units Provided (out of 90): 39 °< Building 10 B3, L1 B2, L11 d I N/A SL56 Building 11 a ALT. UNITSUNIT 4 B3 L2 ALT. UNITS 5 d Building 12 Total Potential Balconies: Total Balconies Selected: 7 Building 13 a ALT. UNITSI iNIT 1 B3, L3 Building 14 w Balcony options Required per Phase 2: Building 15 dQ N/A SL54 Building 16 Q Building 17 Total Potential o - p Garage Door Building 18 ALT. UNITSUNIT4 B3, L4 Building 19 Options: Building 20 9d: Building 21 01-81 Roll -up Garage Doors Selected: Building 22 ALT. UNITSUNIT 4 B3 L5 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 1 1 1 POCKET as 1 1 1 1 PARK ALT. UNITS 1 1 1 1 1 1 1 1 1 1 1 1 1 Visitable Built N/A 2 N/A 2 N/A 2 I 1 UNIT UNIT2 UNIT UNIT2 UNIT 1A a, 1 1 1 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 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 1A 1c 1A 1c 4A sc 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 3 Balcony Options: 6 3 2 2 4 4 3 2 4 4 4 4 6 Balcony Opt. Select: 4 2 0 1 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 °< ALT. UNITS, SNIT 1C B3, L1 B3, L1 B2, L11 d I N/A SL56 ao a ALT. UNITSUNIT 4 B3 L2 ALT. UNITS 5 d LT. UNITS UNIT B3 L11 Total Potential Balconies: Total Balconies Selected: 7 N/A SL55 a ALT. UNITSI iNIT 1 B3, L3 B4, L7 w Balcony options Required per Phase 2: is dQ N/A SL54 UNIT2 Q UNIT 1 Total Potential o - p Garage Door ALT. UNITSUNIT4 B3, L4 BLDG 10 Options: 0 9d: 5 01-81 Roll -up Garage Doors Selected: 0 ALT. UNITSUNIT 4 B3 L5 °.. I FLUSH ENTRY VISITABLE Roll -up Garage Doors Required per a ALT. UNITS UNIT 1A B3 L6 FROM FRONT Phase 2: 0 N/A SL51 4P b. d Q.B" ° I a < ALT. UNITS B3 L UNIT 1C 0 I N/A SL50 4 ° LTN/ NITS UNIT 4 B3 L8 S L49 a EXTENT OF PHASE 2 CONSTRUCTION ALT. UNITS B3, L� d.a B1, L1 B1, L2 B1, L3 B1, L4 B1, L5 B1, L6 SL97 SL98 SL99 SL100 SL101 SL102 POCKET as PARK ALT. UNITS ALT. UNITS ALT. UNITS ALT. UNITE ALT. UNITS ALT. UNITS e N/A 2 N/A 2 N/A 2 UNIT2A UNIT UNIT2 UNIT UNIT2 UNIT 1A a, L DG 22 EXISTING GAS STATION BY OTHERS J a. ALT. UNITSUNIT5 °< ALT. UNITS, SNIT 1C B3, L1 B3, L1 B2, L11 d I N/A SL56 aI a ALT. UNITSUNIT 4 B3 L2 ALT. UNITS 5 d LT. UNITS UNIT B3 L11 UNIT5 ° I a N/A SL46 N/A SL55 a ALT. UNITSI iNIT 1 B3, L3 B4, L7 w IT 1A N/A SL4 S L82 dQ N/A SL54 UNIT2 Q UNIT 1 BLDG 12 ALT. UNITSUNIT4 B3, L4 BLDG 10 N/A SL53 9d: 5 01-81 a< I ALT. UNITSUNIT 4 B3 L5 °.. I N/A SL52 a ALT. UNITS UNIT 1A B3 L6 d.. N/A SL51 E ° I < ALT. UNITS B3 L UNIT 1C 0 I N/A SL50 4 ° LTN/ NITS UNIT 4 B3 L8 S L49 a ALT. UNITS B3, L� d.a N/A SL48 a. ALT. UNITSUNIT5 B4, L6 B2, L9 B3, L1 B2, L11 SL57 1-T. UNITS S L47 SL59 a N/A ALT. UNITS 5 d LT. UNITS UNIT B3 L11 UNIT5 UNIT4A N/A SL46 * a ALT. UNITSU B3, L1 B4, L7 w IT 1A N/A SL4 S L82 dQ UNIT 1A UNIT2 Q UNIT 1 1 -HOUR RATED WALLS ON THESE UNITS ALT. UNITS UNIT 4A B4, L5 5 S L84 ALT. UNITSUNIT5 B4, L6 B2, L9 B2, L10 B2, L11 SL57 SL58 SL59 ALT. UNITS ALT. UNITS 4 ALT. UNITS 5 4 UNIT5C UNIT5 UNIT4A 1 -HOUR RATED WALLS ON THESE UNITS ALT. UNITS UNIT 4A B4, L5 5 S L84 1 SITE PLAN - PHASE 2 A002 SCALE: 1"=30'-O" I I I I I PRIVATE ALLEY A B2, L8 ALT. UNITSUNIT5 B4, L6 S L96 4 S L83 ALT. UNITS ALT. UNITS ALT. UNITS 4 4 ALT. UNITS N/A J BLDG 13 - UNIT2C * UNIT3 J UNIT2C * Q ALT. UNITSUNIT5 B4, L7 w 4 S L82 SNIT 1A UNIT 1A UNIT2 Q UNIT 1 - BLDG 10 ALT. UNITS UNIT4A B41 L8 5 01-81 1 SITE PLAN - PHASE 2 A002 SCALE: 1"=30'-O" I I I I I PRIVATE ALLEY A B2, L8 B2, L7 B2, L6 B2, L5 S L96 S L95 S L94 S L93 ALT. UNITS ALT. UNITS ALT. UNITS 4 4 ALT. UNITS N/A N/A UNIT2C UNIT5 UNIT5 UNIT2C * UNIT3 * BLDG 20 B2, L12 B2, L13 B2, L14 B2, L15 SL60 SL61 SL62 SL63 T. UNITS ALT. UNITS 2 ALT. UNITS 4 ALT. UNITS N/A N/A UNIT2C UNIT3 UNIT5 UNIT2C * * * PRIVATE ALLEY B POCKET PARK PHASE B5, L1 M LA B5, L3 B4, L4 B4, L3 B4, L2 B4, L1 SL85 SL86 SL87 SL88 ALT. UNITS ALT. UNITS ALT. UNITS 4 4 ALT. UNITS N/A N/A UNIT2A UNIT5 UNIT5 UNIT 2A ALT. UNITS 3 BLDG 14 2 POCKET PARK PHASE B5, L1 B5, L2 B5, L3 B5, L4 B5, L5 B5, L6 SL80 SL79 SL78 SL77 SL76 SL75 ALT. UNITS ALT. UNITS 3 ALT. UNITS 2 ALT. UNITS 2,3 ALT. UNITS 3 ALT. UNITS 2 2 * SNIT 1A UNIT 1A UNIT2 UNIT 3 UNIT 1 UNIT2 BLDG 10 W. 51 st AVENUE NO BALCONIES ALLOWED HERE B2, L4 SL92 ALT. UNITS N/A B2, L3 B2, L2 SL91 SL90 ALT. UNITS ALT. UNITS 4 4 B2, L1 SL89 ALT. UNITS N/A UNIT 2A UNIT5 UNIT5 UNIT2A SL67 ALT. UNITS * * ALT. UNITS N/A N/A UNIT 2A BLDG 21 UNIT5 PASEO B2, L16 B2, L17 B2, L18 B2, L19 SL64 SL65 SL66 SL67 ALT. UNITS ALT. UNITS 2 ALT. UNITS 4 ALT. UNITS N/A N/A UNIT 2A UNIT3 UNIT5 UNIT2A * * * 1 -HOUR RATED WALLS ON THESE UNITS UNIT 1A B5, L1 ALT. UNITS SL68 2 BLDG 16--__ UNIT 5 ALT. UNITS B5, L 2 4 SL69 UNIT 1A ALT. UNITS B5, L11 2 SL70 Q` VIT2A ALT. UNITS N/A UNIT 5 B5, 0 ALT. UNITS 1 BLDG 15 a UNIT5 05, L9 SL7 ALT. UNITS 4 * B5, L8 d JNIT2A SL73 ALT. UNITS N/A B5, L7 e Al SL74 Co POCKET PARK d EXTENT OF PHASE 1 CONSTRUCTION a. 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 ■ 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 �Nlheat r CN fng j)x4x w G 0 z 3:0 W z w 0 0 O� LL1 w 0- w � w p 0 �0�w � � m J w W QRZ � J m Q LU V 0 LU DRAWN BY: MB, NR, DPB CHECKED BY: DR, DP, DW PROJECT NO: 2018009.00 ISSUE DATE: 02/15/2021 REVISIONS: /3\ 05/17/2021 SHEET TITLE: ARCHITECTURAL SITE PLAN - PHASE 2 SHEET NUMBER: A002 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 \N heal Q. V =L� ido l 0 mg p�\y\c VJ W 75 O E ALLEY D = A/C CONDENSER UNITS Z A/C CONDENSER UNITS PROPERTY LINES 5'-0"MIN . DRIVE PROPERTY LINES 5'-0" MIN. DRIVE A/C CONDENSER UNITS APRONS, TYP. O PROPERTY LINES APRONS, TYP. o .....W o Z C/) v Op 0 7' - 611 15'- o" 7 - 6" LOT 7 LOT 8 LOT 9 LOT 10 LOT 11 LOT 12 ~ W W U SALES LOT 50 L (SALES LOT 49)_ J (SALES LOT 48) j L(SALES LOT 47)— J L (SALES LOT 46)- J ° Q = W W IL(-----� J L—— — — — — —J J~ Z Q i(SALES LOT 45) — LU W UNIT 1C UNIT 4 UNIT 1 UNIT 4 UNIT 4 J (f� INTERIOR. EXTERIOR. _- L _- _ INTERIOR. EXTERIOR. _ INTERIOR. EXTERIOR. = UNI 1 lA'---z& z m W TERIOR. EXTERIOR. p --� ELECTRICAL METERS FOR NTERIOR EXTERIOR--- - ST OORPOWDEROPT STANDARD INTERIOR O NSTAIRRAIL STANDARD INTERIOR-auFA'OORPOWDEROPT STANDARD INTERIOR --OPEN STAIR RAIL STANDARD INTERIOR - TOWNHOME UNITS T FLOOR OFFICE OPTION ENDUNIT( ----=i�jPENSTAIRRAIL 1sLFl OR OFFICE OPT --J ---OPEN STAIR RAIL OPEN STAIR RAIL 2ND FLOOR REAF�-BALD -- I __ -__ --MT RIOR. END UNIT w J Q FFICE Uj -, _ _ -_ y -- 7 - 7 -OPEN STAIRtst-FRAIL2ND FLOOR REAR IBALCONY �_ J rWn W -__ _-J in FUTURE OR EXISTING Cl)J ADJACENT TOWNHOME W L L L F- GAS METERS FOR z VJ _ BUILDING J L TOWNHOME UNITS z r L Q U m J d -- -- U D w z z z z g f •I "I. •I ,I I.I .I l I I, _ I •I I I I ".I I'I .I •I' ' I •I I: I•i i , 02 a SIDEWALK p p v p D v p g 00000000 000000 ° p Q ° p p ° p Q v ° p ° p. Q. v 00 ...... .... ° PLANTING v WARD ROAD DRAWN BY: Author CHECKED BY: Checker PROJECT NO: 2018009.00 ISSUE DATE: 02/15/2021 REVISIONS: 05/17/2021 LL W_ a, 1 SITE PLAN— BUILDING 11 A 05 SCALE: 1/8"=1'-0" - z SHEET TITLE: m' Z y w 0 ARCHITECTURAL �I w SITE PLAN - N W(Aht ? LL A BLDG 11 a 9 i s O SHEET NUMBER: A005 U a2 a=� rn�aia> fl mo 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% F. 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. 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. 3. OTHER MATERIALS, SYSTEMS OR FLOOR DESIGNS WITH DEMONSTRATED CAPABILITY TO PERMIT DEPRESSURIZATION ACROSS THE ENTIRE SUBFLOOR AREA. TYPICAL UNIT RADON VENTILATION SYSTEM DETAILS 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 it ■ DESIGN DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER, CO 80303 P 303.443.7533 F 303.443.7534 nnnnnn�.>ten»yLHecK.�m LU O z z 3:O Z 0 W 0 ry W 2 I— LU I— LU Z LU LU J LU 0 J_ m R, LU 0 L.I. I— Q W _ g 57 DRAWN BY: Author CHECKED BY: Checker PROJECT NO: 2018009.00 ISSUE DATE: 02/15/2021 REVISIONS: SHEET TITLE: ENERGY CODE REQUIREMENTS & RADON SYSTEM DETAILS SHEET NUMBER: A009 L s, m' Z w w w r .@ U a2 a=� rn�aia> n mo (SALES LOT 50) UNIT 1C INTERIOR: EXTERIOR: 1ST FLOOR OFFICE OPTION END UNIT (1C) OPEN STAIR RAIL 2ND FLOOR REAR BALCONY (SALES LOT 49) UNIT 4 INTERIOR: EXTERIOR: 1ST FLOOR POWDER OPT. STANDARD INTERIOR OPEN STAIR RAIL BUILDING 11 - 1st FLOOR PLAN SCALE: 1/8" = T-0" (SALES LOT 47) UNIT 4 INTERIOR: EXTERIOR: OPEN STAIR RAIL STANDARD INTERIOR (SALES LOT 46) UNIT 4 INTERIOR. EXTERIOR: 1st FLOOR POWDER OPT. STANDARD INTERIOR OPEN STAIR RAIL (SALES LOT 45) 2ND FLOOR REAR BALCONY 1 ) BUILDING 11 -FOUNDATION PROFILE PLAN SCALE: 1/8" = T-0" MIL PLAN NOTES 1 ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING, STRUCTURE, OR CENTERLINE OF UNIT DEMISING WALLS LINO. 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, LINO. 6 ALL EXTERIOR WALLS TO BE 2X6, LINO. 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. it ■ DESIGN DTJ DESIGN, INC 3101 IRIS AVE, SUITE 130 BOULDER. CO 80303 P 303.443.7533 F 303.443.7534 OODUUOI O sl.] *9 LH a W-1 A of W heal 111 . V=.4ell, do 0 mg cfvOo w 75O 2 Z O H me ry W 2 Lu Lu0- z Lu J Lu 0 0 J_ m � �R�,�,,�� , Lu0 �0 LL I— Q Lu T- DRAWN BY: MB, NR, DPB CHECKED BY: DR, DP, DW PROJECT NO: 2018009.00 ISSUE DATE: 02/15/2021 REVISIONS: 03/22/2021 3 05/17/2021 SHEET TITLE: BUILDING 11 - FLOOR PLANS SHEET NUMBER: A700 L M, w • ©F.O.S. o a a o 1 sW, A430 o� ..-.. pl� ■■I �il �I�:�� �_�I ,III _■� ��� gill wME MIN ME ME ME mm ME mm � - Vr ��' III _�I _■ � �� I_■ II dl -_ �� �■ �= i■■ ® MASTER BEDROOMII ■tel II � � I� �1 II ' ' ■�.l II � �I ��II!� F.O.S. LOT 7 CL LOT 8 (SALES LOT 50) (SALES LOT 4 UNIT 1C UNIT 4 INTERIOR: EXTERIOR: INTERIOR: EX' 1 ST FLOOR OFFICE OPTION END UNIT (1C) 1 ST FLOOR POW DER OPTI STANDA OPEN STAIR RAIL 2ND FLOOR REAR BALCONY OPEN STAIR RAIL BUILDING 11 - 3rd FLOOR PLAN SCALE: 1/8" = 1'-0" Sim 9 A904 ■ LOT 9 1 LOT 10 CL LOT 11 CL SALES LOT 8 A710 SALES LOT 47 ( ) ( ) (SALES LOT 46) UNIT 1 UNIT 4 UNIT 4 INTERIOR: EXTE IOR: INTERIOR: EXTERIOR: INTERIOR: EXTERIOR: OPEN STAIR RAIL STANDAR NTERIOR OPEN STAIR RAIL STANDARD INTERIOR 1st FLOOR POWDER OPT. STANDARD INTERIOR 1st FLOOR OFFICE OPT. OPEN STAIR RAIL LOT 12 F.O.S. (SALES LOT 45) UNIT1A 0 INTERIOR: XTERIOR: 1st FLOOR OFFICE END UNIT (1C) OPEN STAIR RAIL 2ND FLOOR REAR BALCONY F.O.S. 3 CL CK F.O.S. 1 A710 1 1 1 Sim 1 1 A130 A430 A130 A430 A904 A430 A130 Sim 12 2ND=FLOOR A904 BALCONY 2OR ND=FLO DINING DINING LIVING ROOM 10'-O"CLG 10'-O"CLG.LIVING ROOM KITCHEN KITCHEN a ■� -- LIVING I DINON o ROOM 10'- 0" CLG. BALCONY F.O.S. LOT 7 LOT 8 (SALES LOT 50) (SALES LOT 49) UNIT 1C UNIT 4 INTERIOR: EXTERIOR: INTERIOR: EXTERI R: 1ST FLOOR OFFICE OPTION END UNIT (1C) 1ST FLOOR POWDER OPT. STANDARD TERIOR OPEN STAIR RAIL 2ND FLOOR REAR BALCONY OPEN STAIR RAIL BUILDING 11 - 2nd FLOOR PLAN SCALE: 1/8" = 1'-0" LIVING 10'- 0" CLG. DINING ROOM 10'- 0" CLG. LIVING ROOM 10'- 0" CLG. I I I I I I I I I I I KITCHEN 10'-0"CL . Ej DINING ROOM 10'- 0" CLG. I& D DINING 10'- 0" " CLG. CLG 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. 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) LU I 'IU ` 1 LOT 11 ` LU I I L I .v. W (SALES LOT 4 8) A710 (SALES LOT 47) (SALES LOT 46) 2 O 0 BUILDING 11 - UNIT 1 UNIT 4 UNIT 4 UNIT 1A FLOOR PLANS z R: INTERIOR: EXTERIOR: INTERIOR: EXTERIOR: INTERIOR: XTERIOR: OPEN STAIR RAIL STANDARD TERIOR OPEN STAIR RAIL STANDARD INTERIOR 1st FLOOR POWDER OPT. STANDARD INTERIOR O 1st FLOOR OFFICE OPT. OPEN STAIR RAIL OPEN STAIR RAIL 2ND FLOOR REAR BALCONY I -- Z Lu O H W OU Q 2 Z �0 W J 6J— � N I..L J Q wn ry W Q I— Z m rW V 0 ry W I— rr I I I I I I °o o0 2 A711 KITCHEN 10'- 0" CLG. LIVING 10' - 0" CLG. 3 DRAWN BY: DPB CHECKED BY: DR PROJECT NO: 2018009.00 ISSUE DATE: 02/15/2021 REVISIONS: 3 05/17/2021 LU I `.1 LU I 'IU ` 1 LOT 11 ` LU I I L I .v. SHEET TITLE: (SALES LOT 4 8) A710 (SALES LOT 47) (SALES LOT 46) (SALES LOT 45) 0 BUILDING 11 - UNIT 1 UNIT 4 UNIT 4 UNIT 1A FLOOR PLANS INTERIOR: EXTE R: INTERIOR: EXTERIOR: INTERIOR: EXTERIOR: INTERIOR: XTERIOR: OPEN STAIR RAIL STANDARD TERIOR OPEN STAIR RAIL STANDARD INTERIOR 1st FLOOR POWDER OPT. STANDARD INTERIOR 1st FLOOR OFFICE END UNIT (1C) 1st FLOOR OFFICE OPT. OPEN STAIR RAIL OPEN STAIR RAIL 2ND FLOOR REAR BALCONY SHEET NUMBER: A701 bUILUINU 11 - KUUI- FLAN SCALE: 1/8" = 1'-0" L s, 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 11 VENT TYPE & LOCATION QTY 75 1/4" MESH WIRE, LOW PROFILE ROOF VENT 13 UNIT 1 - END UNIT - LOWER VENT: 3 1/4" MESH WIRE, LOW PROFILE ROOF VENT 14 UNIT 1 - END UNIT - UPPER VENT: 4 76 1/4" MESH WIRE, LOW PROFILE ROOF VENT 13 UNIT 4 - INTERIOR UNIT - LOWER VENT: 3 11/4" MESH WIRE, LOW PROFILE ROOF VENT 14 1 77 1/4" MESH WIRE, LOW PROFILE ROOF VENT 13 UNIT 4 -INTERIOR UNIT - LOWER VENT: 3 78 VENTILATION REQUIRED 1/4" MESH WIRE, LOW PROFILE ROOF VENT 13 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 bUILUINU 11 - KUUI- FLAN SCALE: 1/8" = 1'-0" L s, 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 11 VENT TYPE & LOCATION QTY 75 1/4" MESH WIRE, LOW PROFILE ROOF VENT 13 UNIT 1 - END UNIT - LOWER VENT: 3 1/4" MESH WIRE, LOW PROFILE ROOF VENT 14 UNIT 1 - END UNIT - UPPER VENT: 4 76 1/4" MESH WIRE, LOW PROFILE ROOF VENT 13 UNIT 4 - INTERIOR UNIT - LOWER VENT: 3 11/4" MESH WIRE, LOW PROFILE ROOF VENT 14 1 77 1/4" MESH WIRE, LOW PROFILE ROOF VENT 13 UNIT 4 -INTERIOR UNIT - LOWER VENT: 3 78 MB, NR, DPB 1/4" MESH WIRE, LOW PROFILE ROOF VENT 13 UNIT 1 - INTERIOR UNIT - LOWER VENT: 3 DR, DP, DW 1/4" MESH WIRE, LOW PROFILE ROOF VENT 14 UNIT 1 - INTERIOR UNIT - UPPER VENT: 4 79 2018009.00 1/4" MESH WIRE, LOW PROFILE ROOF VENT 13 11 UNIT 4 - INTERIOR UNIT - LOWER VENT: 3 02/15/2021 1/4" MESH WIRE, LOW PROFILE ROOF VENT 14 UNIT 4 - INTERIOR UNIT - UPPER VENT: 4 80 1/4" MESH WIRE, LOW PROFILE ROOF VENT 13 UNIT 1 - END UNIT - LOWER VENT: 3 1/4" MESH WIRE, LOW PROFILE ROOF VENT 14 UNIT 1 - END UNIT - UPPER VENT: 4 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 me 011-1 Lu 0 m J J 0 ry W `2 1 Lu C� Lu G 0— w Lu J Lu � .,�� �R, i DRAWN BY: MB, NR, DPB CHECKED BY: DR, DP, DW PROJECT NO: 2018009.00 ISSUE DATE: 02/15/2021 REVISIONS: 3 05/17/2021 SHEET TITLE: BUILDING 11 - ROOF PLAN SHEET NUMBER: A705 ■ 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 WWW.DTJ DESIGN.COM 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. \N heal Q. io V =L4, 0 mg VVO" VJ W 75 O 2 Z O Lu Z C/) O Lu0 Lu 0— Lu 33 Z LLJ0 VJ � � m w J � Q LJJ J Lu MULLED ❑ ❑ 3050 SH 3050 SH LJ EI J > 0 2030 SH 2030 3020 FX=3020 FX 3020 FX=3020 FX 2030 SH 2030 SH \ J m 306 SO H ❑ ❑ 306II SH 3060 SH 3I W MULLED MULLED TTT 3060 SH 3060 SH MULLED MU MULLED 30 63 SH -91 3056 SH u 3020 F 3020 F 3020 F 3020 F w Block 3 Lots 7-8 5498.45 Block 3, Lots 9-12 5497.45 Block 3 Lots 7-8 5498.45 Block 3 Lots 9-12 5497.45 2 BUILDING 11 -RIGHT ELEVATION 1 BUILDING 11 -LEFT ELEVATION A711 SCALE: 1/8" = 1'-0" A711 SCALE: 1/8" = 1'-0" CHECKEDRAWN : DPB CHECKED BV: DR PROJECT NO: 2018009.00 ISSUE DATE: 02/15/2021 REVISIONS: 3 05/17/2021 LL W a U - Z SHEET TITLE: m' Z y V w o BUILDING 11 - ELEVATIONS w w E a w N 12 s SHEET NUMBER: ° U a2 v=� A711 rn�aia> fl mo F.O.S. li- q- q - l i � I I I11 111 I ISI 111 111 111 111 - II I II I VIIII- 1111/11111 IIIISII�IFo ��I I11ISI1�1—ISI IIIII 111 I1I M I I 1�1 II1-111 I I I I II I II I I I I UI EL -i 1111I11I II I I LOT 7 (SALES LOT 50) UNIT 1C INTERIOR: EXTERIOR: 1ST FLOOR OFFICE OPTION END UNIT (1C) OPEN STAIR RAIL 2ND FLOOR REAR BALCONY I I I1 I I1 I I1 I I1 11 =1 � II � IIIIIIII I I IIIIIIIIIIIII I 1 =1 I IIIIIIIIIII I � 1111 I � 1111 I � 1111 I I 11111 �, LOT 8 (SALES LOT 49) UNIT 4 INTERIOR: EXTERIOR: 1ST FLOOR POWDER OPT. STANDARD INTERIOR OPEN STAIR RAIL BUILDING 11 - SECTION - LONGITUDINAL SCALE: 1/8" = T -0 -- z -0" Z w w w r .@ U a2 a a0 rn�ai> n mo KITCHEN \ dii I I ILII IIII I I1 I II I II I II I II I II I I1 I I1 I I1 I I1 I I1 I LOT 9 LOT 10 (SALES LOT 48) (SALES LOT 47) UNIT 1 UNIT 4 INTERIOR: EXTERIOR: INTERIOR: EXTERIOR: OPEN STAIR RAIL STANDARD INTERIOR OPEN STAIR RAIL STANDARD INTERIOR 1st FLOOR OFFICE OPT. KITCHEN F.O.S. 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 =1 I I1 11=1 11=1 I 1=1 11=1 � 1=1 �1II I I1=111iih— =N=N=IIIIIIIII� IIIIII-III —1111 I I1 111 111 I II I III I II 1 S_I�1 111 I � IIIIIIIIIII I`'l�l I VIII � I—III IFIL IIIIII—III. 1 111 1 111 1 111 1 1 111 1 1 111 1 I1 I1 I1 I1 I1 1 11.11 11 1 1I11 1 I. LOT 11 LOT 12 (SALES LOT 46) (SALES LOT 45) 3 UNIT 4 UNIT 1A INTERIOR: EXTERIOR: INTERIOR: XTERIOR: 1st FLOOR POWDER OPT. STANDARD INTERIOR 1st FLOOR OFFICE END UNIT (1C) OPEN STAIR RAIL OPEN STAIR RAIL 2ND FLOOR REAR BALCONY 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 of W heal 11 . V =L4, io 0 mg p�\y\c VJ DPB W DR, DP, DW 75 2018009.00 O 02/15/2021 2 3 05/17/2021 Z O I -- Z Lu H O - w° < 0- Lu F..m °w Z m J � Q J o LL] Lu Q Z J m Q W CD 0 ry W DRAWN BY: DPB CHECKED BY: DR, DP, DW PROJECT NO: 2018009.00 ISSUE DATE: 02/15/2021 REVISIONS: 3 05/17/2021 SHEETTITLE: BUILDING 11 - SECTIONS SHEET NUMBER: A720 1/2" FURRING I GYP BD, PERo z BUILDER SPEC 1 I PT SILL PLATE I z 1 1/2" FURRING RIPS - L ? 2 4. z. ° LU KEYSTOP r CONC. SLAB PER STRUCTURALS i m� w w 6 ❑ 2x6 WALL LAP WEATHER BARRIER o/FLASHING METAL R-5, 1" CONT. RIGID INSULATION FOUN DATION EDATIONI WATERPROOFING CONC. STEM WALL, PER STRUCTURAL AGGREGATE TO BELOW FLOOR LINE 4" PERFORATED DRAIN PIPE, WRAP IN FILTER FABRIC, SLOPE 1/8" PER FOOT MINIMUM DETAIL - CURB STEM WALL A906 SCALE: 1 1/2" = 1'-0" CONT. RIDGE VENT W/ SNOW BUILDE ASPHA ROOF[ o/ "ICE MEMB. SHEAT lo) DETAIL - TYP. RIDGE A906 SCALE: 1 1/2" = 1'-0" SHEATH STRUCT PRE -FIN w/ DRIP 2X FRAN PER STF 8" FASC SEALAN SOFFIT 1 PER BUI 4X8 RAF STEEL CONNE( 4X6 KICF COUNTE CONECI RIDGE OPENING �H PERM WRB SHEATHING BACK ;OOFVENT FACTURER'S 'UCTIONS 9 DETAIL - AWNING BRACKET A906 SCALE: 1 1/2" = 1'-0" CONT. METAL VALLEY FLASHING w/ 1" "V" CRIMP ATTACH PER MANF. ASPHALT ROOF SHINGLE o/ ROOF UNDERLAYMENT o/36" W "ICE & WATER SHIELD" MEMB. ON ROOF SHEATHING FLEXIBLE MEMBRANE FLASHING 8 ) DETAIL - TYP. VALLEY A906 / SCALE: 1 1/2" = 1'-0" 7 DETAIL - RAKE TYP A906 / SCALE: 1 1/2" = 1'-0" STEM 2.0 10 AS REQ'D, F. JT FINISH 'EMBLY BARRIER E o/MTL WALL 'Z' @ TRIM _OCK @ AS REQ'D 5/4 TRIM Pn noir CUT/RIP FLEX FLA SEALANT WEATHEI CEMENTI 6 DETAIL - CORNER TRIM TYP. - INTERIOR A906 SCALE: 3" = 1'-0" _ _► i PER ROOFING MANF. FLEX FLA 5/4 TRIM I CUT/RIP ROOF UNDERLAMENT LAPS OVER MTL. VALLEY FLASHING FRAMING STRUCT � 18„ MW MEMBRANE FVpSN�Nc' ROOF SYSTEM 1.0 PER ASSEMBLIES ROOF UNDERLAYMENT, LAP OVER EDGE FLASHING PREFINISHED METAL FLASHING WRAP SUBFASCIA WITH SELFADHERED FLEXIBLE FLASHING 7T5/4 x 8 FASCIA BOARD, PAINT VENTED SOFFIT BOARD PER BUILDER'S SPEC TAPE TOP EDGE OF WEATHER BARRIER TO WALL SHEATHING V- 0" MAX SEALANT 5/4x4 FRIEZE BOARD FRAMING PER STRUCTURAL —SHEATHING PER STRUCTURAL WEATHER BARRIER —SIDING PER ELEVATIONS SEALANT CEMENTI 5 ) DETAIL - CORNER TRIM TYP A906 SCALE: 3"=T -O" F -A a6111911►[5 BOARD AND BATTEN SIDING', BARRIER OVER CHECKED BY: WALL SYSTEM 2.0 LAP WEATHER BARRIER I SEE B/A010 OVER FLEXIBLE. 2018009.00 MEMBRANE FLASHING ASSEMBLY 2.0, AND MTL FLASHING 2 3/A010 COVER W/FLEX Z Q SEE B/A010 MEMBRANE FL C7 I O PREFIN MTL'Z' FLASHING, n COVER W/FLEXIBLE INTERIOR DRAWINGS INTERIOR FINISH PER MEMBRANE FLASHING INTERIOR DRAWINGS ING PER 5/4 X 10" TRIM BD PNT O CT BRICK ROWLOCK COURSE O CO Lij BRICK ROWLOREFER 3D REFER TO ELEVATION m +I Q BRICK VENEER J � (2) LAYERS CONT. J Q rWn v WEATHER BARRIER @ BRICK VENEER WALL SYSTEM 1.0 SEE A/A010 SD, PNT, -O FIT PER TIOUS PANEL FINISH PER ;DRAWINGS WEATHER BARRIER, LAP ROOF FLASHINGS ICE BARRIER MEMBRANE/ROOF UNDERLAYMENT, RUN UP WALL 6" MTL STEP FLASHING w/ PRE -FORMED KICKOUT FLASHING @ ROOF EDGE ASPHALT SHINGLES 4 ) DETAIL - ROOF SIDEWALL DETAIL A906 SCALE: 3"=T -O" 3 DETAIL - SIDING TRANS - BRICK TO VERT. SIDING A906 / SCALE: 1 1/2" = 1'-0" LAP WEATHER BARRIER OVER CHECKED BY: FLEXIBLE MEMBRANE Checker 5W G FLASHING AND MTL 2018009.00 FLASHING PREFIN MTL'Z' 2 WALL SYSTEM 2.0 COVER W/FLEX Z SEE B/A010 MEMBRANE FL O INTERIOR FINISH PER INTERIOR DRAWINGS Z W H O � O Lij BRICK ROWLOREFER JASHING[ Z Q �W M J � TO ELEVATBRICKVENEER J Q rWn v W Z (2) LAYERS COWEATHER m BAR WALL SYSTEM 1.0 BRICK VENE rW V SEE A/A010 2 ) DETAIL - SIDING TRANS - BRICK TO HORIZ. SIDING A906 / SCALE: 1 1/2" = 1'-0" LAP SIDING LAP WEATHER BARRIER OVER FLEXIBLE MEMBRANE FLASHING AND MTL FLASHING PREFIN MTL'Z' FLASHING COVER W/ FLEXIBLE MEMBRANE FLASHING— 5/4 X 10" TRIM BD PNT REFER TO ELEVATION - — — — — — SEALANT BOARD AND BATTEN SI CONT. WEATHER BARR WALL SYSTEM 2.0 SEE B/A010 INTERIOR FINISH PER INTERIOR DRAWINGS WALL SYSTEM 2.0 SEE B/A010 1 DETAIL - SIDING TRANS. - VERT. TO HORIZ. SIDING A906) SCALE: 1 1/2" = 1'-0" 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 0\N heal Q. V =L� ido l 0 VV00 VJ Author CHECKED BY: Checker 5W G 2018009.00 O 02/15/2021 2 2 03/22/2021 Z O Z W H O � O Lij W Z Q �W M J � Q N I..L J Q rWn v W Z m rW V 0 ry W 2 DRAWN BY: Author CHECKED BY: Checker PROJECT NO: 2018009.00 ISSUE DATE: 02/15/2021 REVISIONS: 2 03/22/2021 SHEETTITLE: DETAILS SHEET NUMBER: A906 E co N O N 1 0 c c 0 N c cq 3 E 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 2018 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 LOAD = 40 psf. EXT. WALL DEAD LOAD = 12 psf. INT. WALL DEAD LOAD = 7 psf. IBC IRC WIND SPEED = 105 mph. EXPOSURE AT M.W.F.R.S = C EXPOSURE AT C & C = C RISK CATEGORY II SEISMIC DESIGN CATEGORY = B SITE CLASS = D LATERAL EARTH PRESSURE; EFP = 65 pcf. w V_ O V_ V_ ti V_ O izOZwOpZwLL O oWOz�om� Z ¢� P ¢2� Wcn =WZ)wz�P�cco z(nou)3.w � a�NU�Qoozz Qzzzo2 0 O-Jwao�V�Z¢0 LL�nJP�U �c)wOUm¢v)mz IXWU)-ZO z W�xc)>OZW�p >6Z>OZ H gH wZ�mU- -i �0 J =ZZ�(A J00 -U) J JmazO W O�ZLL¢�FF� QQ0LL�� LL ZOo zcf) -OaU 00=OQly N U�yWp Z LLHZ �w�=�Qw¢�waWF-M O�paZ� 2 W=W-F-UOflt�22- ~0°U'OU50 - OwwZz�OZQ�c�7 �Z�CDwV z wz �z o�z� >- - Hw,W,,MQ�wz��w Za�FoLu O ww�owofo¢=aw Owow=2 U LLWOM< omm -u_ wF-H O cn *No U :�E u:) o Z: C) Lu a: CE =) O p o LL_ Cc CD z CDw z J w cr U- ol w w � z_ � =CD z z uj " w IIIo Ir co Jcp U "' w ti Lu= z U Q- um < Q P I i2 I un Im Wq- 16 e C) "' qov� ti. 0 .4 D Tnum�� 0;z I rk" -Z - I �A /. C) 0 //, , i\- 0 i D cn uj O z I �__V �__ C/3 uj w J H H _/0,1/ �M 42501 tiN 6 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA i SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 1 1 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 PECTEN 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 ...FASTE<�IERSr1l�lCJ.URING.N.IJ.tiaAl�1D.WASHERS, AND CONNECTORS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE IN 1. APPROVED SUBSTITUTIONS ARE PROVIDED IN DETAILS 611, 6127 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"7 3 1/2"7 5 1/8"7 5 1/2"7 6 3/4". 8 3/4" AND ANCHORS USED AS HOLDOWNS. 3. GRADING AND DRAINAGE SHALL BE CONSTRUCTED TO THE STRICTER AI 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 (190PS1)* 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. 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 2018 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 LOAD = 40 psf. EXT. WALL DEAD LOAD = 12 psf. INT. WALL DEAD LOAD = 7 psf. IBC IRC WIND SPEED = 105 mph. EXPOSURE AT M.W.F.R.S = C EXPOSURE AT C & C = C RISK CATEGORY II SEISMIC DESIGN CATEGORY = B SITE CLASS = D LATERAL EARTH PRESSURE; EFP = 65 pcf. w V_ O V_ V_ ti V_ O izOZwOpZwLL O oWOz�om� Z ¢� P ¢2� Wcn =WZ)wz�P�cco z(nou)3.w � a�NU�Qoozz Qzzzo2 0 O-Jwao�V�Z¢0 LL�nJP�U �c)wOUm¢v)mz IXWU)-ZO z W�xc)>OZW�p >6Z>OZ H gH wZ�mU- -i �0 J =ZZ�(A J00 -U) J JmazO W O�ZLL¢�FF� QQ0LL�� LL ZOo zcf) -OaU 00=OQly N U�yWp Z LLHZ �w�=�Qw¢�waWF-M O�paZ� 2 W=W-F-UOflt�22- ~0°U'OU50 - OwwZz�OZQ�c�7 �Z�CDwV z wz �z o�z� >- - Hw,W,,MQ�wz��w Za�FoLu O ww�owofo¢=aw Owow=2 U LLWOM< omm -u_ wF-H O cn *No U :�E u:) o Z: C) Lu a: CE =) O p o LL_ Cc CD z CDw z J w cr U- ol w w � z_ � =CD z z uj " w IIIo Ir co Jcp U "' w ti Lu= z U Q- um < Q P I i2 I un Im Wq- 16 e C) "' qov� ti. 0 .4 D Tnum�� 0;z I rk" -Z - I �A /. C) 0 //, , i\- 0 i D cn uj O z I �__V �__ C/3 uj w J H H _/0,1/ �M 42501 tiN 6 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA i SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 1 1 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. 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 2018 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 LOAD = 40 psf. EXT. WALL DEAD LOAD = 12 psf. INT. WALL DEAD LOAD = 7 psf. IBC IRC WIND SPEED = 105 mph. EXPOSURE AT M.W.F.R.S = C EXPOSURE AT C & C = C RISK CATEGORY II SEISMIC DESIGN CATEGORY = B SITE CLASS = D LATERAL EARTH PRESSURE; EFP = 65 pcf. w V_ O V_ V_ ti V_ O izOZwOpZwLL O oWOz�om� Z ¢� P ¢2� Wcn =WZ)wz�P�cco z(nou)3.w � a�NU�Qoozz Qzzzo2 0 O-Jwao�V�Z¢0 LL�nJP�U �c)wOUm¢v)mz IXWU)-ZO z W�xc)>OZW�p >6Z>OZ H gH wZ�mU- -i �0 J =ZZ�(A J00 -U) J JmazO W O�ZLL¢�FF� QQ0LL�� LL ZOo zcf) -OaU 00=OQly N U�yWp Z LLHZ �w�=�Qw¢�waWF-M O�paZ� 2 W=W-F-UOflt�22- ~0°U'OU50 - OwwZz�OZQ�c�7 �Z�CDwV z wz �z o�z� >- - Hw,W,,MQ�wz��w Za�FoLu O ww�owofo¢=aw Owow=2 U LLWOM< omm -u_ wF-H O cn *No U :�E u:) o Z: C) Lu a: CE =) O p o LL_ Cc CD z CDw z J w cr U- ol w w � z_ � =CD z z uj " w IIIo Ir co Jcp U "' w ti Lu= z U Q- um < Q P I i2 I un Im Wq- 16 e C) "' qov� ti. 0 .4 D Tnum�� 0;z I rk" -Z - I �A /. C) 0 //, , i\- 0 i D cn uj O z I �__V �__ C/3 uj w J H H _/0,1/ �M 42501 tiN 6 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA i SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 1 1 SHEET NUMBER GSN E m Lo LP N O N r N m 0 rn 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 MafArw LOT 7 5128 WARD RD. UNIT 1C VC z 14r LOT 8 5124 WARD RD. UNIT 4 Vv=t-w LOT 9 5116 WARD RD. UNIT 1 V4' = T -w LOT 10 5112 WARD RD. UNIT 4 V4' ml -0" LOT 11 5104 WARD RD. UNIT 4 Vv=t-w LOT 12 5100 WARD RD. UNIT 1A V4' = T -w �J �<F=2,wo-TO mZL8., ¢� Fw ¢_, Wcl)=�RLWLzow�ocwn zwow3-w D aFNc��<oozz <ZZz02 O wao,-V>- z¢8 L�L�nJgwU ��wgUm¢v)mZ 1EwaiRz0 z W3:00­589<0 LOEZ0w0o >-Z>Ez H �F WZwm�— JD >-o J =ZZ�(A JUpLLt�n J JmazO W �CnZLLo ¢2FF1 <<OLLUO w Zg6wZwwf—=md momd<zl N UFWWW0 Z LLFZ IX F- Omw�xJ<zww< O-oaZ� 2 ��auFiMU����� ~mu)oE,no C7 C7cnoZZ?Oz��w �inorrzV tY wW<c' .9 Z_c7w >_ �wawZ u)z OF- a WM<xwZo-w ZaoF0� O WwF-Owzo.<y OWow=2 U LLWO0<(7UmFL�iLL OHLLFF 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 Ir QLLM Q 4 �4 �,I i ..teat .,A r I Q4" In 1 z Q z O Q 0 z w J F- F P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S1.01 HAT, OV E m Lo Ln N O N r N m 0 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 LOT 7 5128 WARD RD. UNIT 1C VC z 14r LOT 8 5124 WARD RD. UNIT 4 Vv=t-w LOT 9 5116 WARD RD. UNIT 1 V4' z T -w LOT 10 5112 WARD RD. UNIT 4 V4' ml -0" LOT 11 5104 WARD RD. UNIT 4 Vv=t-w LOT 12 5100 WARD RD. UNIT 1A V4' z T -w �<F=2,w -w0 mZL8., ¢� Fw ¢_, Wcl)=�RLWLzow�ocwn zwow3-w D aFNc��<oozz <ZZz02 O wao,-V>- z¢8 L�L�nJgwU ��wgUm¢v)mZ 1EwaiRz0 z W3:00­589<0 LOEZ0w0o >-Z>Ez H �F WZwm�— JD >-o J =ZZ�(A JUpLLt�n J JmazO W �CnZLLo ¢2FF1 <<OLLUO w Zg6wZwwf—=md momd<zl N UFWWW0 Z LLFZ IX F- Omw�xJ<zww< O-oaZ� 2 ��auFiMU����� ~mu)oE,no C7 C7cnoZZinz ?Oz��� �tY wW<c' .9 Z_c7w >_ �wawZ u)z OF- a WM<xwZo-w ZaoF0� O WwF-Owzo.<y OWow=2 U LLWO0<(9 mFL�iLL OHLLFF O au:) U_ :2E cn O z v t w a: CE O o CE CD — z U Lu z J Lu Lu Z� z WI L0 Lii co00Lu CP J � o N Lu ti WLLJ 0 = z U LL< a_ M Q r 4 Lz 1 a�\p4 heat o. � r z Q z 0 Q 0 z w J F- F P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S1.02 TENDON SYMBOL LEGEND 4. ANCHORS SHALL BE HSM POST TENSIONING ANCHORS ESR -1356, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. BACK-UP BARS ARE NOT REQUIRED. 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: "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 7 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) vaWEDGES. 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 LIFER 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 w 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 34'-0° 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". Q 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 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 ENDS ANCHOR 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. 7m 0 I 1 � I I co I I I I zo I I I I I I I I I I I I I I I I I I I, I I I I I I I I I o I I . v E Lo N O CV N cc 0 U) 3 v� 3 a) L m E L`_ WEN 8'-5" 9'-9 1/2" 10" co f0I M w I M CV 11 LOT 7 5128 WARD RD. UNIT 1C 8'-3 3/4" 2'-6" 1. 3'-6 1/4" 110111. 7'-2" 110111. 7'-5 1/4" 1. 2'-6" 8'-7 3/4" 110111. 8'-3 3/4" 2'-6" 1. 3'-6 1/4" 110111. 7'-2" 110111, 7'-5 1/4" 1. 2'-6" 1, 3'-6 1/4" 110111, 7'-2" 110111, 7'-5 1/4" 1. 2'-6" 8'-3 3/4" 110111, 8'-5" `mElb 9'-7 1/2" 1 V',, 1 5-0 1/2" 1 111 8'-0" 1 111 8'-11 1/2" 1 61. 1 9'-11 1/2" 1 111 9'-7 1/2" 1 V' 1, 1 5-0 1/2" 1 111 8'-0" 1 111 9'-5 1/2" 1 I. 1 4'-10" 1 111 8'-0" 1 111 8'-11 1/2" 1 61. 1 9'-7 1/2" 1 I. 1 9'-6" 1 18" I v I VC z 14r LOT 8 5124 WARD RD. LOT 9 5116 WARD RD. LOT 10 5112 WARD RD. LOT 11 5104 WARD RD. LOT 12 5100 WARD RD. UNIT 4 UNIT 1 UNIT 4 UNIT 4 UNIT 1A Vv=t-w Vv=t-w Gaff "m HIM I11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 I II I I� 0 r co 11 zo 11 11 11 11 11 11 11 11 11 I 11 11 11 I � 1 0 11 I 11 11 11 11 11 11 I� r co I; 11 o� zcn U tw2¢�Z mQ�wmH Z W=Rm,wzwpo n zzwoWzw j IgPow<Oozz Qzzzom it W8�VZQOoIOVao}mZ !LvW,o >-8vft, m<zFW&Ug) 0 ZW w=ZOHZNwUJ�-%O�WNaci OQZ y�S�o =J-3¢OO LJL dmpo¢=��m ¢WUU 0)Z60E-Wo=zNAo=o¢� U W ❑ 0W rem_=¢�Q�1-a O_1o?oZ 2 U- O Uw�ZZZ�zQ�� �z06CO7wO z It"Iz vi O�z�U d �WWm¢�wZoww Z(LoFoW O ww�0�WO<TXw OWow== U IL�oo¢c�U��w1L U�UILF� O u:) u:) 0 z U Lu � O p p LL- Ir CD - z p w z J LL] L w z_ � z Lu w L0 L") M W co cr 00 ~N U I` MMJLu 1wLu = z U rz LLOQ rl C 1 f. R eat r I 1 O uj C46 O C) z w w J P 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S1.03 co I I eo- w I I w I I w I w I co CO CO CO CO CO CO f0 f0 T T CO f0 7 CO M N N I I M M N N M- N N I M- N I N I M- N N I I � - - co M N N - M N I I M M N N M-- N N I N N I M- N N VC z 14r LOT 8 5124 WARD RD. LOT 9 5116 WARD RD. LOT 10 5112 WARD RD. LOT 11 5104 WARD RD. LOT 12 5100 WARD RD. UNIT 4 UNIT 1 UNIT 4 UNIT 4 UNIT 1A Vv=t-w Vv=t-w Gaff "m HIM I11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 I II I I� 0 r co 11 zo 11 11 11 11 11 11 11 11 11 I 11 11 11 I � 1 0 11 I 11 11 11 11 11 11 I� r co I; 11 o� zcn U tw2¢�Z mQ�wmH Z W=Rm,wzwpo n zzwoWzw j IgPow<Oozz Qzzzom it W8�VZQOoIOVao}mZ !LvW,o >-8vft, m<zFW&Ug) 0 ZW w=ZOHZNwUJ�-%O�WNaci OQZ y�S�o =J-3¢OO LJL dmpo¢=��m ¢WUU 0)Z60E-Wo=zNAo=o¢� U W ❑ 0W rem_=¢�Q�1-a O_1o?oZ 2 U- O Uw�ZZZ�zQ�� �z06CO7wO z It"Iz vi O�z�U d �WWm¢�wZoww Z(LoFoW O ww�0�WO<TXw OWow== U IL�oo¢c�U��w1L U�UILF� O u:) u:) 0 z U Lu � O p p LL- Ir CD - z p w z J LL] L w z_ � z Lu w L0 L") M W co cr 00 ~N U I` MMJLu 1wLu = z U rz LLOQ rl C 1 f. R eat r I 1 O uj C46 O C) z w w J P 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S1.03 r II II l zo I N II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II _ II O ,I co II II II II II II I II II II I' L E m Lo Ln N O N N m 0 vq 3 ai m E 6'-0" Lo 20'-0" Lo 76-0 1/2" v 20'-0" v 6'-0" LOT 7 5128 WARD RD. UNIT 1C VC z T-0" LOT 8 5124 WARD RD. UNIT 4 V4" = T -W LOT 9 5116 WARD RD. UNIT 1 V4' = T -W LOT 10 5112 WARD RD. UNIT 4 V4' Z T-0" LOT 11 5104 WARD RD. UNIT 4 V4" = T -W LOT 12 5100 WARD RD. UNIT 1A V4' = T -W 0 zo rl I I� Ic� I� I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, '-1 I, I, I, I, I, I, IC I cf I� I, I, I, I, I, �J �zoZWooZWO MW omc Z Q� FW ¢2� =�Z���� z�oE 13:M—BW'<ooZZ ¢zzc) p waoO25L>L — LLLLF ==, >- wWZM< °~°Z Rwai�zp z P>E>zZ =gH WZOWmLLUUJD >-0 JZ� JW UZW'Wj JODpa8� LL QLL Wo� ZO�WZma'=WoaU fn0 C) N U�yWO Z LL =OQ�¢�wa O-Zo(L 2 ~mmOmo C7 OcnOZZ?Oz<�w ��no�zU wWl 5 Z_c7w F-wawZ 05z p�zg a WmQOWZoww zmowoco O ww�o�wo-M6w' Owp ;=2 U LLWOC3<00mF— LL OWOLL�—H O CLU -) U_ :2E cn o z v Lu a: LL- Q o LL � cr) — z U � z J Lu LL - Lu Z� z Lu w LCA L0 M W D co Ir o6 1p J � o U c" Lu ti LuLu z LLM U � < a_ Q Lei a�\p4 heat � r z U Q to DC Q m w J H H 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S1.04 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" Lo 20'-0" Lo 76-0 1/2" v 20'-0" v 6'-0" LOT 7 5128 WARD RD. UNIT 1C VC z T-0" LOT 8 5124 WARD RD. UNIT 4 V4" = T -W LOT 9 5116 WARD RD. UNIT 1 V4' = T -W LOT 10 5112 WARD RD. UNIT 4 V4' Z T-0" LOT 11 5104 WARD RD. UNIT 4 V4" = T -W LOT 12 5100 WARD RD. UNIT 1A V4' = T -W 0 zo rl I I� Ic� I� I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, I, '-1 I, I, I, I, I, I, IC I cf I� I, I, I, I, I, �J �zoZWooZWO MW omc Z Q� FW ¢2� =�Z���� z�oE 13:M—BW'<ooZZ ¢zzc) p waoO25L>L — LLLLF ==, >- wWZM< °~°Z Rwai�zp z P>E>zZ =gH WZOWmLLUUJD >-0 JZ� JW UZW'Wj JODpa8� LL QLL Wo� ZO�WZma'=WoaU fn0 C) N U�yWO Z LL =OQ�¢�wa O-Zo(L 2 ~mmOmo C7 OcnOZZ?Oz<�w ��no�zU wWl 5 Z_c7w F-wawZ 05z p�zg a WmQOWZoww zmowoco O ww�o�wo-M6w' Owp ;=2 U LLWOC3<00mF— LL OWOLL�—H O CLU -) U_ :2E cn o z v Lu a: LL- Q o LL � cr) — z U � z J Lu LL - Lu Z� z Lu w LCA L0 M W D co Ir o6 1p J � o U c" Lu ti LuLu z LLM U � < a_ Q Lei a�\p4 heat � r z U Q to DC Q m w J H H 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S1.04 Lf ) N Lf ) N Lf ) N Lf ) N L) N L? N L? N L? N E m Lo Lp N O N r N m 0 rn 3 ai m E 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. = PLUMBING PENETRATION Uni LOT 7 5128 WARD RD. UNIT 1C VC z 14r LOT 8 5124 WARD RD. UNIT 4 Vv=t-w LOT 9 5116 WARD RD. UNIT 1 V4' al -0' LOT 10 5112 WARD RD. UNIT 4 V4' ml -0" LOT 11 5104 WARD RD. UNIT 4 Vv=t-w LOT 12 5100 WARD RD. UNIT 1A V4' al -0' zU o w J z -rr 0 Mo �zOZw00zw mZ � Z a� �w ¢_� mH w=Rz,wzw�_own Zmol`3-W j MgPow¢oozz ¢Zzzo2 0 wao8�V>z¢8 ��nJWU of }ow0 co<�'mz �wai�ZOca z w�=��oZW�o >�W>Ez gH WZO W9 JD �0 J =Zz�tL JVpLL2 J JmaZO W op6op, `� Zo�wzm�To cn0=o¢� N URWWO Z LLHZ SO 5w�:Tzm two O�pazz 2 ��iiui�U����� Hmmoco_n0 C9 o ZcnoZZ?Oz<�� �ino�zU iY cn ¢cnc� z_c7w Z awZ u)z O� 1 a > o_O�a W F_WLLIM Zo�w ZaoFow O ww�owzoa=a„ Owolmm U 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 Ir QLLM Q h 4 ..teat r I wl Q� cn uj U m Q Cl.) w J H H P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S1.05 0 io N E m coN O N r N m 0 vq 3 ai m E 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-41 STRAND HALL BE FREE FCORROSIONAND ATED S S 6 S S 0 CO 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. r I I I I I I I I I r I I I I I I r I I I I I I I I I I I I I I I I I I r I I I r I I I I = PLUMBING PENETRATION Uni LOT 7 5128 WARD RD. UNIT 1C VC z 14r LOT 8 5124 WARD RD. UNIT 4 Vv=t-w LOT 9 5116 WARD RD. UNIT 1 V4' z T-0' LOT 10 5112 WARD RD. UNIT 4 V4' ml -0" LOT 11 5104 WARD RD. UNIT 4 Vv=t-w LOT 12 5100 WARD RD. UNIT 1A V4' z T-0' zU o w J z -� 0 Mo �zOZw00zw mZ � Z a� �w ¢_� mH w=Rz,wzw�_own Zmo"3-W j MgPow¢oozz ¢Zzzo2 0 wao8�V>z¢8 ��nJWU of }ow0 co<�'mz IYwai�z0co z w�=��oZW�o >�W>Ez gH WZO W9 JD �0 J =Zz�tL JVpLL2 J JmaZO W op6op, `� Zo�wzm�To cn0=o¢� N URWWO Z LLHZ SO 5w�:Tzm two O�pazz 2 ��iiui�U����� Hmmoco_n0 C9 o ZcnoZZ?Oz<�� �ino�zU iY cn ¢cnc� z_c7w Z awZ u)z O� 1 a > o_O�a W F_wW�aowZo�w ZaoFow O ww�owzoa=a„ Owolmm U w�ooac�U���w U�Uw�H O CL (3 U_ � cn O z v Lu a: p O w CE c� Lu - z p z J Lu LL_Lu � Z� z Lu w L0 co W co Ir 00 J � o c U " w ti Lu0 = z U LL< a_ M Q Lei kLb a�\p4 heat C� c� � r of cn Lu U w J H H 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S1.06 E m coN O N r N m 0 vq 3 ai m E HOLDOWN SCHEDULE MARK TYPE LABEL LOCATION ANCHOR MINIMUM EMBED. OA POST -SET LTT20B STD. SLAB 1/2" DIA. TITEN HD 34" + CH STEP m z N IN GRADE BEAM = 30". USE CNW1 0Y m COUPLE NUT & 1" DIA. THREADED 00 o STD. SLAB 3/4" DIA. F1554 GR 36 0'+ CH OB POST -SET HTT5-3/4 THREADED ROD W/ STEP HDU11-SDS2.5 W/ SB1x30"- Q Q SET -3G EPDXY MIN. EMBEDMENT LENGTH IN GRADE BEAM = 30". USE CNW1 N STD. SLAB 3/4" DIA. TITEN HD 64" + CH © POST -SET HDU8- SDS2.5 THREADED ROD AS NECESSARY 7/8" DIA. F1554 GR 36 IT STEP THREADED ROD W/ 6" + CH 2 o ROD AS NECESSARY - SET -3G EPDXY OD CAST -IN- PLACE LSTHD8 N/A 8" 00 r - LOCAL ONS M 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 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" (2) 1/2" (2) 1/2" (2) 1/2" (2) 1/2" (2) 1/2" (2) 1/2" (2) 1/2" DIA. DIA. DIA. DIA. DIA. DIA. DIA. DIA. DIA. DIA. J# DIA. DIA. 1.# ANCHOR ANCHOR ANCHOR ANCHOR ANCHOR ANCHOR ANCHOR ANCHOR ANCHOR ANCHOR ANCHOR ANCHOR BOLTS BOLTS BOLTS BOLTS BOLTS BOLTS BOLTS BOLTS BOLTS BOLTS BOLTS BOLTS 'i.1'-6" i 16'-6" i, 2'-0 1/2" , 2'-9" i 16'-6" 2'-9" , 2'-0 1/2" i 16'-6" i, 1'-6" 6 1 / " 2'-9" i 16'-6" i. 5A 1/2" li 16'-6" i. 2'-9" , 2'-0 1/2" 16'-6" 1 i.1'-6" 3 , ===�_' _=_______=====--L M HDU11-SDS2.5 W/ SB1x30" MIN. EMBEDMENT LENGTH IN GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED cn ROD AS NECESSARY 0 LOT 10 CS MIN. EMBEDMENT LENGTH IN m cn o HDU14-SDS2.5 W/ SB1x30" 00 HDU11-SDS2.5 W/ SB1x30" MIN. EMBEDMENT LENGTH m z N IN GRADE BEAM = 30". USE CNW1 0Y m COUPLE NUT & 1" DIA. THREADED 00 o ROD AS NECESSARY - U o Q U 0 iio HDU11-SDS2.5 W/ SB1x30"- Q Q MIN. EMBEDMENT LENGTH MIN. EMBEDMENT LENGTH IN GRADE BEAM = 30". USE CNW1 N (o COUPLE NUT & 1" DIA. THREADED MMIN. EMBEDMENT LENGTH IN CNW1 COUPLE NUT & 1" DIA. (.0N ROD AS NECESSARY THREADED ROD AS NECESSARY Q Q IT zo ===�_' _=_______=====--L M HDU11-SDS2.5 W/ SB1x30" MIN. EMBEDMENT LENGTH IN GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED cn ROD AS NECESSARY 0 LOT 10 MIN. EMBEDMENT LENGTH IN m HDU14-SDS2.5 W/ SB1x30" � U GRADE BEAM = 30". USE CNW1 00 HDU11-SDS2.5 W/ SB1x30" =o MMIN. EMBEDMENT LENGTH IN z N GRADE BEAM = 30". USE CNW1 Q m Q COUPLE NUT & 1" DIA. THREADED o ROD AS NECESSARY - - zo r N r co U 0 iio Q 00 ti M O N r M HDU11-SDS2.5 W/ SB1x30" MIN. EMBEDMENT LENGTH IN GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED cn ROD AS NECESSARY 0 LOT 10 MIN. EMBEDMENT LENGTH IN m HDU14-SDS2.5 W/ SB1x30" � U GRADE BEAM = 30". USE CNW1 MIN. EMBEDMENT LENGTH o U) = o IN GRADE BEAM = 30". USE CNW1 J GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED m 0 ROD AS NECESSARY o �? 00 C%4 N r co U 0 iio Q -HDU11-SDS2.5 W/ SB1x30" 00 MIN. EMBEDMENT LENGTH Q Q IN GRADE BEAM = 30". USE MMIN. EMBEDMENT LENGTH IN CNW1 COUPLE NUT & 1" DIA. (.0N THREADED ROD AS NECESSARY Q Q IT zo COUPLE NUT & 1" DIA. THREADED r M HDU11-SDS2.5 W/ SB1x30" MIN. EMBEDMENT LENGTH IN GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED cn ROD AS NECESSARY 0 LOT 10 MIN. EMBEDMENT LENGTH IN m MIN. EMBEDMENT LENGTH � U GRADE BEAM = 30". USE CNW1 00 HDU11-SDS2.5 W/ SB1x30" = o MMIN. EMBEDMENT LENGTH IN z GRADE BEAM = 30". USE CNW1 Q Q ROD AS NECESSARY 0 COUPLE NUT & 1" DIA. THREADED o ROD AS NECESSARY - (.0 r C%4 N r co m 0 iio Q O N co rn �HDU11-SDS2.5 W/ SB1x30" LOT 10 MIN. EMBEDMENT LENGTH IN HDU14-SDS2.5 W/ SB1x30" MIN. EMBEDMENT LENGTH 5116 WARD RD. GRADE BEAM = 30". USE CNW1 IN GRADE BEAM = 30". USE CNW1 0 U) co COUPLE NUT & 1" DIA. THREADED cn '� ROD AS NECESSARY ROD AS NECESSARY 0 U 00 m R U Q -HDU11-SDS2.5 W/ SB1x30" 00 MIN. EMBEDMENT LENGTH HDU11-SDS2.5 W/ SB1x30" = o IN GRADE BEAM = 30". USE MMIN. EMBEDMENT LENGTH IN z GRADE BEAM = 30". USE CNW1 Q Q O COUPLE NUT & 1" DIA. THREADED o ROD AS NECESSARY - (.0 r 04 N r M 00 r - o M Oo O N co rn CO CO CO CO CO r co in M o o io I I I I I co co co o I 1'-1 7/ 7'-8 1/8" 9 5/8" 9" II � B II 9"2'-10 1/8" 5'-7 5/8" 1'-1 7/8" C) II II I II 04 I I HDU8-SDS2.5 W/ SB7/8x24" I I I MIN. EMBEDMENT LENGTH IN GRADE BEAM = 24". USE CNW7/8 HDU8-SDS2.5 W/ SB7/8x24" I Mi COUPLE NUT & 7/8" DIA. THREADED 2 3/4" 9.. 2 3/4" 2 3/4" 9.. 2 3/4" 2 3/4" 9 9 9LENGTH ce I ROD AS NECESSARY 2 3/4 2 3/4 2 3/4 2 3/4 2 3/4 IN GRADE I BEAM B 2D4". USE CNW7/8 = I COUPLE NUT & 7/8" DIA. THREADEDco I ROD AS NECESSARY M I M A I I II co I II A N I I I HDU8-SDS2.5 W/ SB7/8x24" I I l i MIN. EMBEDMENT LENGTH A I I IN GRADE BEAM = 24". USE CNW7/8 HDU8-SDS2.5 W/ SB7/8x24" I I I COUPLE NUT & 7/8" DIA. THREADEDMIN. EMBEDMENT LENGTH I I ROD AS NECESSARY I IN GRADE BEAM = 24". USE CNW7/8 I I COUPLE NUT & 7/8" DIA. THREADED I I ROD AS NECESSARY I II II 3"3'-0" 12'-10" 2 1/2" 3" 15'-10" 2 1/2" 6'-0" 3„ 3'-0" 12'-10" 2 1/2" II II II II D I 11 I II I I I I I D I II I HDU14-SDS2.5 W/ SB1x30" I I MIN. EMBEDMENT LENGTH I I I I IN GRADE BEAM = 30". USE CNW1--------------------------------------------�----------------------� HDU14-SDS2.5 W/ SB1x30" I I II,�--------------------�♦ ,�----------------------�♦ ,---------------------�♦ II I I COUPLE NUT & 1 DIA. THREADED E E ♦♦ E E ♦♦ E E E ♦♦ (ED MIN. EMBEDMENT LENGTH o I I I I ROD AS NECESSARY ii' ♦� ♦ ii' ♦� ♦ ii' ♦� ♦ IN GRADE BEAM = 30". USE CNW1 I I i , ;' ♦� ♦ , ;' ♦� ♦ , ;' ♦� ♦ COUPLE NUT & 1" DIA. THREADED I I I I , , ♦ ♦ , , ♦ ♦ , , ♦ ♦ ROD AS NECESSARY I I i i ♦♦ i i ♦♦ i i I i i ♦♦ i i ♦♦ i i ♦♦ I II D wll E .� ♦♦ E E .� ♦♦ .� ♦♦ 11 �- - HDU14-SDS2.5W/SB1x30"------------41 ----------�77---� `--------------------------------------------------------------------------------- ---------------- - - ----- - - -------------- -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J ` - - - - - - - - - - - - - - J ` - - - - - - - - - - - - - - - - - - - - - - - J MIN. EMBEDMENT LENGTH E D E D IN GRADE BEAM = 30". USE CNW1 D D D D D D D D D D D D HDU14-SDS2.5 W/ SB1x30" COUPLE NUT & 1" DIA. THREADED MIN. EMBEDMENT LENGTH ROD AS NECESSARY IN GRADE BEAM = 30". USE CNW1 COUPLE NUT & V DIA. THREADED ROD AS NECESSARY iQi 1�►�LIN'i!I[•3i■�•i�i�i/f►�iifi�7h LOT 7 5128 WARD RD. UNIT 1C ❑■ 3'-11" 61/2" 2'-0" 2'-0" 6-0 1/2" 14'-0" 6 1/2" 2'-0" 2'-0" 2'-0" lt� ;'It 1'-1" 71 71 3" 3" 3" 3" 3" 3" 3" 3" 3" 3" V4' z 14r LOT 8 LOT 9 LOT 10 LOT 11 HDU14-SDS2.5 W/ SB1x30" MIN. EMBEDMENT LENGTH 5116 WARD RD. IN GRADE BEAM = 30". USE CNW1 0 U) co COUPLE NUT & 1" DIA. THREADED J '� ROD AS NECESSARY m U 00 U R Q -HDU11-SDS2.5 W/ SB1x30" MIN. EMBEDMENT LENGTH Q Q IN GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. (.0N THREADED ROD AS NECESSARY O CO CO CO CO CO r co in M o o io I I I I I co co co o I 1'-1 7/ 7'-8 1/8" 9 5/8" 9" II � B II 9"2'-10 1/8" 5'-7 5/8" 1'-1 7/8" C) II II I II 04 I I HDU8-SDS2.5 W/ SB7/8x24" I I I MIN. EMBEDMENT LENGTH IN GRADE BEAM = 24". USE CNW7/8 HDU8-SDS2.5 W/ SB7/8x24" I Mi COUPLE NUT & 7/8" DIA. THREADED 2 3/4" 9.. 2 3/4" 2 3/4" 9.. 2 3/4" 2 3/4" 9 9 9LENGTH ce I ROD AS NECESSARY 2 3/4 2 3/4 2 3/4 2 3/4 2 3/4 IN GRADE I BEAM B 2D4". USE CNW7/8 = I COUPLE NUT & 7/8" DIA. THREADEDco I ROD AS NECESSARY M I M A I I II co I II A N I I I HDU8-SDS2.5 W/ SB7/8x24" I I l i MIN. EMBEDMENT LENGTH A I I IN GRADE BEAM = 24". USE CNW7/8 HDU8-SDS2.5 W/ SB7/8x24" I I I COUPLE NUT & 7/8" DIA. THREADEDMIN. EMBEDMENT LENGTH I I ROD AS NECESSARY I IN GRADE BEAM = 24". USE CNW7/8 I I COUPLE NUT & 7/8" DIA. THREADED I I ROD AS NECESSARY I II II 3"3'-0" 12'-10" 2 1/2" 3" 15'-10" 2 1/2" 6'-0" 3„ 3'-0" 12'-10" 2 1/2" II II II II D I 11 I II I I I I I D I II I HDU14-SDS2.5 W/ SB1x30" I I MIN. EMBEDMENT LENGTH I I I I IN GRADE BEAM = 30". USE CNW1--------------------------------------------�----------------------� HDU14-SDS2.5 W/ SB1x30" I I II,�--------------------�♦ ,�----------------------�♦ ,---------------------�♦ II I I COUPLE NUT & 1 DIA. THREADED E E ♦♦ E E ♦♦ E E E ♦♦ (ED MIN. EMBEDMENT LENGTH o I I I I ROD AS NECESSARY ii' ♦� ♦ ii' ♦� ♦ ii' ♦� ♦ IN GRADE BEAM = 30". USE CNW1 I I i , ;' ♦� ♦ , ;' ♦� ♦ , ;' ♦� ♦ COUPLE NUT & 1" DIA. THREADED I I I I , , ♦ ♦ , , ♦ ♦ , , ♦ ♦ ROD AS NECESSARY I I i i ♦♦ i i ♦♦ i i I i i ♦♦ i i ♦♦ i i ♦♦ I II D wll E .� ♦♦ E E .� ♦♦ .� ♦♦ 11 �- - HDU14-SDS2.5W/SB1x30"------------41 ----------�77---� `--------------------------------------------------------------------------------- ---------------- - - ----- - - -------------- -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J ` - - - - - - - - - - - - - - J ` - - - - - - - - - - - - - - - - - - - - - - - J MIN. EMBEDMENT LENGTH E D E D IN GRADE BEAM = 30". USE CNW1 D D D D D D D D D D D D HDU14-SDS2.5 W/ SB1x30" COUPLE NUT & 1" DIA. THREADED MIN. EMBEDMENT LENGTH ROD AS NECESSARY IN GRADE BEAM = 30". USE CNW1 COUPLE NUT & V DIA. THREADED ROD AS NECESSARY iQi 1�►�LIN'i!I[•3i■�•i�i�i/f►�iifi�7h LOT 7 5128 WARD RD. UNIT 1C ❑■ 3'-11" 61/2" 2'-0" 2'-0" 6-0 1/2" 14'-0" 6 1/2" 2'-0" 2'-0" 2'-0" lt� ;'It 1'-1" 71 71 3" 3" 3" 3" 3" 3" 3" 3" 3" 3" V4' z 14r LOT 8 LOT 9 LOT 10 LOT 11 5124 WARD RD. 5116 WARD RD. 5112 WARD RD. 5104 WARD RD. UNIT 4 UNIT 1 UNIT 4 UNIT 4 V4" = T -w V4' a T -w V4' = T-0" V4" = lr4r 2'-0" 6 1/2" 3'-11 " 3" 3" 115/1 5-1 1/2" �2'-715/16" � 6-0" 1'-0 15/16" LOT 12 5100 WARD RD. UNIT 1A V4' a T -w �zoZwooZwomw omc Z al= �w ¢_�o a�Nc,�aoozz aZZzo� p waE V�Z¢o L�L�nJ��U � }oLVLwoom<-Wz w<Fl �z w =gH wzow 069- JD �0 J ZZ�(A JUpLLt�n J JmaZOw o�zLLa���� aao-opLL ZomswZmoww-8aci cAp=o¢w o Uofywp Z LLHZ w�=Zam¢�wo O-zo -cnc Z FM - Z, WMauiF-dW-ot R0 ~mUZ) C7 zLuW;zZZOz��� �ino2z0 of wO acnC7 z-C7w Fw�wz �Z p�Zg a LL,:D<m�w Z252wa O ww�oofwo.ccy Owzowmm U LL�ooac�U��L'L L Ud'ULLFH O cn U 2i cn o Z: U Lu a. 000 LL. Ir _z oC �_ w z J w U- W z_ � Z� z W w M W m o6 cp JF__ C) U ti w W= z U LLM Q h 4 a r i eat ,.A r CDF)'Nilo 1 O co O C.3 z 06 C/3 R�: O Lli J H H �M 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S1.07 E m coN O N r N m 0 rn 3 ai m E 5-10" 1'-10" 0" . 4'-5" N O L? O N M i r I II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II 4'-10" rn � O O O L? 0 � >N O p � m 3'-5" lm� LOT 7 5128 WARD RD. UNIT 1C VC z 14r LOT 8 5124 WARD RD. LOT 9 5116 WARD RD. LOT 10 5112 WARD RD. LOT 11 5104 WARD RD. LOT 12 5100 WARD RD. UNIT 4 UNIT 1 UNIT 4 UNIT 4 UNIT 1A. V4" = 'r -W V4'a14r VC z 14r V4'a14r u- �ZOZwtj�Zwo mZLomP Z ¢� P ¢2� m=WZ)wz�P�cco z(noc)3-w 5 MgPow<oozz <ZZZ02 p WWOoaoOoVZ¢>---wi U mc)wgUm¢v)mz IXwai-ZO z m�xc)>OZW�p >FnZ>OZ H gH wZOmW- JD �o J =O-WLL 00LL --U) J JmaZ� W OWMO<D FFA QQ0LL�� LL ZOowzc') -Oa. fn0=o¢lx N Uofwwp Z LLHZ Dw�=OQ�¢�wa O�paz� 2 W�auiF-UOflt�22- ~0°U'Oio C7 OcnOZZ?OZW�w oczrrzo of ww<cno zpoW >- F-wawz wz otzg a w=)Mywoww Zm0woLu O ww�-O W -<=aw OWpw=2 U wWOM<Oom�u�IL UitUa�H OO Ci3 C-) U:) O Z: U wa. 000 L- Ir _z oC w z J I_I_I u— uj w � Z� z uj w M W o6 CD J � o U ti w W= z U Q- um < Q h 4 a ,i i..eat -A . r I .Q 1 O uj uj w J H H P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S1.08 FLOOR SYSTEM--, FI FLOOR SYSTEM � E m coN O N r N m 0 vq 3 ai m E WALL ELEVATION V4' Z T -W bo bo 0 co 0 co 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" '^ ^� I379 SD 2B 2 IF MEMOD" SD STAIR FRAMING UNIT 1 V4• m 14r STEEL DECK BY OTHERS. SEE FABRICATION DRAWINGS STRAP ACROSS BLOCKING AND ONTO TOP PLATE I STEEL DECK BY OTHERS. J SEE FABRICATION DRAWINGS LOT 7 5128 WARD RD. UNIT 1C V4" = 14r 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 FLOOR SYiTEM FLOOR SUPPORT JOIST HANGERS SIZED TO MATCH JOISTS PER MANUFACTURER SPECIFICATIONS El= IUS/ITS AT 24" O.C. FLOOR SUPPORT COMMON TRUSS R9 STRUCTURAL GABLE CONTINUOUS (2) 2x6 TOP PLATE - DO AT 24" O.C. LEGEND ENDWALL TRUSS NOT SPLICE IN VOLUME AREA. FIRST SCISSOR TRUSS R10 PARTIAL GABLE SPLICES TO BE MIN. 2'-0" INTO FLOOR AT 24" O.C. (2) (1) ENDWALL TRUSS SYSTEM PAST VOLUME WALL 2x6 STUDS-TYP. R11 PARTIAL N.L.B. = NON LOAD BEARING .00R SUPPORT SCISSOR TRUSS FLIT OR SYSTEM TAPERED TOP CHORD R12 2x6 RAFTER FLOOR SUPPORT 2'-0" MIN. CONTINUOUS (2) 2x6 TOP PLATE - DO TYP. NOT SPLICE IN VOLUME AREA. FIRST SPLICES TO BE MIN. 2'-0" INTO FLOOR SYSTEM PAST VOLUME WALL TAPERED TOP CHORD R13 TYPICAL TRUSS AT 16" O.C. INTERIOR ROOF TRUSS VARIATIONS OCLIPPED, STEP DOWN, STAIR MINIMUM 2x6 WALL ELEVATION V4' Z T -W bo bo 0 co 0 co 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" '^ ^� I379 SD 2B 2 IF MEMOD" SD STAIR FRAMING UNIT 1 V4• m 14r STEEL DECK BY OTHERS. SEE FABRICATION DRAWINGS STRAP ACROSS BLOCKING AND ONTO TOP PLATE I STEEL DECK BY OTHERS. J SEE FABRICATION DRAWINGS LOT 7 5128 WARD RD. UNIT 1C V4" = 14r START LAYOUT 14.4 ,, 19.2 ,,17.2 ,, 21.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,,17.6 ,. 22.8 1.17.2 STEEL DECK BY OTHERS. SEE FABRICATION DRAWINGS LOT 8 5124 WARD RD. UNIT 4 V4' a T -w 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. R1 COMMON TRUSS R9 STRUCTURAL GABLE AT 24" O.C. LEGEND ENDWALL TRUSS R2 SCISSOR TRUSS R10 PARTIAL GABLE AT 24" O.C. (2) (1) ENDWALL TRUSS R3 PARALLEL CHORD R11 PARTIAL N.L.B. = NON LOAD BEARING TRUSS AT 24" O.C. SCISSOR TRUSS R4 TAPERED TOP CHORD R12 2x6 RAFTER TRUSS AT 24" O.C. 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 OSTUBBED 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 START LAYOUT 14.4 ,, 19.2 ,,17.2 ,, 21.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,,17.6 ,. 22.8 1.17.2 STEEL DECK BY OTHERS. SEE FABRICATION DRAWINGS LOT 8 5124 WARD RD. UNIT 4 V4' a T -w 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 El= 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 STEEL DECK BY OTHERS. SEE FABRICATION DRAWINGS LOT 9 5116 WARD RD. UNIT 1 V4' z T -W 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 KING STUDS - STUD, AND TRIMMER STUD (2) (1) T.O.B. = TOP OF BEAM E I = 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 BACKER BLOCK SCHEDULE BACKER BLOCK THICKNESS 3/4" LENGTH 1 12" NAIL SIZE 10d (0.128"x3") NAIL QUANTITY 10 �ZOZwOQZl1J0 mZ�om� z ¢� FW ¢2� =���Z���� °z�oLLH 0 ,2fl-a ¢oozz ¢zzw Lu O wao80 L>L_ � ,�i�J�C2U w m0wL30MQ,'mz nwvi<RZ0 z Oz j�o<oo W gH WZ�m�� JAZ}OZ J JUpEDJ JmazO W ¢QoLLoH � zacicA0=o¢ly N U�yWp Z LLHZ 5w�HD<zw � ,, O�paz� 2 ��aui�Uww<��0 ~mU'OinO C7 C7cnoZZ?ozW�� �inz ww ¢cnc7 z_c7w >- Ww0-wz �z Oma- a W�¢�WZo�w Za�Fo� O ww�Owofo¢=a, � OWpw=2 U cn U:) O z v Lu a: O O O LL. Ir c� z U w z_ J w U_ LU Lu � Z� Lu w o � o0 J C3CD U c" ti Lu W= z U Ir QLLM Q h 4 LQ ti t t� c z Q z w J H H P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S2.01 E m coN O N r N m 0 vq 3 (D m E START LAYOUT START LAYOUT 14.4 1, 19.2 ,,17.2 ,, 21.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,,17.6 ,, 22.8 ,,17.2 ,,14.4 1, 19.2 ,.17.2 ,. 21.2 ,. 19.2 ,. 19.2 ,. 19.2 ,. 19.2 ,. 19.2 ,. 19.2 ,. 19.2 ,.17.6 ,. 22.8 ,.17.2 I W4 I FROM(5) 2x6 TRIMMERS ABOVE (2) 2x6 KING STUDS ,� AT EACH END FROM u / u ABOVE JOIST OFFSET FOR PLUMBING ABOVE (1)J-15 I I (1)J-14 (1) J-37 670.1 L- --- -- -- --- -- -- - --� SD (6) 10d FROM NAILS ABOVE395 04 p SD DROPPED SD W12x30 301 SD �1! STEEL DECK BY OTHERS. SEE FABRICATION DRAWINGS I W4 I HEADER SCHEDULE ROOF TRUSS TYPE # = NUMBER OF PLIES FLOOR SCHEDULE G1 GIRDER TRUSS R6 MONO TRUSS AT 24" O.C. ATTACH DECK TO RIM W/ 1/2" DIA. LAG SCREWS AT 16" O.C. LAG SCREWS TO HAVE MIN. 2" EMBEDMENT INTO RIM. JOISTS G2 MONO GIRDER R7 TRUS JACKAT24" O CS (Y) J -XX = 11 7/8" BCI 5000 SERIES JOISTS G3 BOX GIRDER R8 2x6 RAFTER AT 24" O.C. (1) FLUSH BEAMS R1 COMMON TRUSS R9 STRUCTURAL GABLE (Y) LSL-XX = (Y) 1 3/4" x 11 7/8" LSL TRIMMER AND KING STUD SCHEDULE AT 24 O.C. TYP. Sp ENDWALL TRUSS LEGEND USE (1) TRIMMER STUD AND (1) KING STUD FOR ALL R2 SCISSOR TRUSS R10 PARTIAL GABLE (Y) LVL -XX = (Y) 1 3/4" x 11 7/8" LVL T.O.B. = TOP OF BEAM EI = CRIPPLE WALL AT 24 O.C. -- 3 ENDWALL TRUSS N.L.B. = NON LOAD BEARING (2) TRIMMER STUDS (2) TRIMMER STUDS, (2) KING R3 PARALLEL CHORD R11 PARTIAL (Y) PSL -XX = (Y) 1 3/4" x 11 7/8" PSL TRUSS AT 24 O.C. S D SCISSOR TRUSS I POST SCHEDULE R4 TAPERED DA R12 (Z) XB- Z = Z x 11 7/8" X -BEAM „ TRUSS O4CO.C. 1 (2) 2x6 KING STUDS AT 11AFTER 6" O C 304 1 W/ (2) CS16x23" (2) 2x6 KING STUDS 1 = 5 = 5 1/2 WIDE R5 T DAO6" R13 2x8 RAFTER RB -XX = 1 1/8" x 11 7/8" RIM BOARD 10 ATTACH HEADER TO TRUSO.C. SD II I I AT 24" O C 10 I I ROOF TRUSS VARIATIONS XX = LENGTH, IN FEET (ROUNDED UP TO THE NEAREST FOOT) O CLIPPED, STEP DOWN, O MINIMUM 2x6 Y = NUMBER OF PLIES, USE (1) PLY FOR ALL JOISTS/BEAMS WHEN PLY IS NOT SPECIFIED AND FLAT TOP BOTTOM CHORD - O STUBBED AT O MINIMUM 2x8 HANGER SCHEDULE ONE END BOTTOM CHORD A❑ = LUS24 �C = HUS26 �E = HHUS26-2 OBOTH STUBBED AT ENDS O 2x6 KING POST M I 1 1 I N ❑B = LUS26 �D = HGUS26 �F = HGUS26-2 D O CANTILEVERED AT ONE END M O DESIGN FOR LOADS FROM ABOVE 1 (1)J-13 (1)J-41 4 JOIST HANGERS SIZED TO MATCH JOISTS PER MANUFACTURER O CANTILEVERED AT BOTH ENDS O TOP CHORD BEARING SPECIFICATIONS I I FROM (1)J-06 W/ (1) CS16x20 U❑ = IUS/ITS 1W = ITS Z= MIU OF 3 -POINT BEARING O MINIMUM DOUBLE 10 I (3) 10d NAILS I MEMBER AT BEARING El= IUS El= MIT EZ = HU GO 4 -POINT BEARING O MINIMUM TRIPLE 1 (1) LSL-11 (1) LSL-11 (1) LSL-11 1 (2) LSL-11 MEMBER AT BEARING L - - -- -- I -- - -- -- -- -- OSTEPPED BOTTOM O MINIMUM QUADRUPLE 395 1 TYP. SD I CHORD MEMBER AT BEARING (6) 10d SD lO OFFSET BEARING OR SPECIAL TRUSS F 670.1 START LAYOUT START LAYOUT 14.4 1, 19.2 ,,17.2 ,, 21.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,, 19.2 ,,17.6 ,, 22.8 ,,17.2 ,,14.4 1, 19.2 ,.17.2 ,. 21.2 ,. 19.2 ,. 19.2 ,. 19.2 ,. 19.2 ,. 19.2 ,. 19.2 ,. 19.2 ,.17.6 ,. 22.8 ,.17.2 I W4 I FROM(5) 2x6 TRIMMERS ABOVE (2) 2x6 KING STUDS ,� AT EACH END FROM u / u ABOVE JOIST OFFSET FOR PLUMBING ABOVE (1)J-15 I I (1)J-14 (1) J-37 670.1 L- --- -- -- --- -- -- - --� SD (6) 10d FROM NAILS ABOVE395 04 p SD DROPPED SD W12x30 301 SD �1! STEEL DECK BY OTHERS. SEE FABRICATION DRAWINGS I W4 I 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 ATTACH DECK TO RIM W/ 1/2" DIA. LAG SCREWS AT 16" O.C. LAG SCREWS TO HAVE MIN. 2" EMBEDMENT INTO RIM. 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 i 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 - l ATTACH LSL (1) 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 1 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 I 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 U TO HEADER 2 TYP. Sp LEGEND USE (1) TRIMMER STUD AND (1) KING STUD FOR ALL i OPENINGS, UNLESS NOTED OTHERWISE. B.O.B. = BOTTOM OF BEAM = INTERIOR BEARING WALL (1) TRIMMER STUD (1) TRIMMER STUD, (1) KING 3 P - (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 -- 3 - (2) KING STUDS - STUDS, AND (1) TRIMMER STUD N.L.B. = NON LOAD BEARING (2) TRIMMER STUDS (2) TRIMMER STUDS, (2) KING I - (1) KING STUD - STUDS, AND (2) TRIMMER STUDS 4 (1) LSL-08 (1) TRIMMER STUD (3) TRIMMER STUDS AND - (3) KING STUDS - (3) KING STUDS _ (2) TRIMMER STUDS (4) TRIMMER STUDS AND KING STUDS _ KING STUDS S D (3) (3) I POST SCHEDULE 2 C 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 3 l = (3) 2x STUDS n6= (6) 2x STUDS \ 9 l = 4x6 12 = 8x8 _ FROM ABOVE 2 In (5) 2x6 TRIMMERS (2) 2x6 KING STUDS AT EACH END 2 11 m I301 FROM ABOVE 3 P _ 301 SD 10d (0.128"x3") ATTACH LSL TO HEADER W/ (2) HTS20 531 SD FROM W4 ATTACH DECK TO RIM W/ 1/2" DIA. LAG SCREWS AT 16" O.C. LAG SCREWS TO HAVE MIN. 2" EMBEDMENT INTO RIM. ------- ' - I i 1 � SD ABOVE ATTACH LSL - l ATTACH LSL (1) LSL-04 371 U 1 I 2 TO HEADER ABOVE 1 U TO HEADER 2 TYP. Sp 10 (1) J-02 i � W/ (1) HTS20 3 P W/ (1) HTS20 TYP. SD -- 3 I -- S D I -I-INVERTED 4 (1) LSL-08 I JOIST OFFSET S D W1 I 1 (6) 2x6 TRIMMERS 2 C (3) 2x6 TRIMMERS ATTACH LSL TO POSTS 1 FOR PLUMBING ABOVE 1 1 (2) 2x6 KING STUDS 304 1 W/ (2) CS16x23" (2) 2x6 KING STUDS 1 L. 10 ATTACH HEADER TO SD II I I 10 I I I I I I TRIMMER W/ (2) CS16x32"II --- S D S D START LAYOUT ADD BACKER - 9.6 19.2 16.2 22.0 19.4 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 -------- ADD BACKER ----- --------- ---------- I M I 1 1 I N KING STUD ------- -------- BLOCK 1 (1)J-13 (1)J-41 4 (1) LSL-04 (1) LSL-12 (1) J-15 (1) J-14 (1) J-37 I I FROM (1)J-06 W/ (1) CS16x20 U 311 U I 1 10 I (3) 10d NAILS I U 311 U I -WQJ H W 1 J-17 Q I 1 (1) LSL-11 (1) LSL-11 (1) LSL-11 1 (2) LSL-11 TYP. SD I L - - -- -- I -- - -- -- -- -- -- - 670.1 1 395 1 TYP. SD I (6) 10d SD 2 I FROM DROPPED SD FROM 1 2 TYP. FROM F 670.1 NAILS OM 1ABOVE W12x22 ABOVEI 397 %BOVE A SD 395 ABOVE - O 0 SD 4 4 304 DROPPED SD 4 - -- -- --- -- -- - -- --- - �u)z SD v\ 5 5 D 00 ' LL UZ 0D ,0 H J W W12x30 SD SD U U 0D H ,0 J W Tull D>-0 0= O J F-11 .. _ II THICKNESS 3/4" LENGTH 1 12" NAIL SIZE 10d (0.128"x3") i 1 10 397 ------- ' - I i 1 � 397 (1) LSL-04 371 U (1) J-02 ABOVE 1 1 CRIPPLE TYP. Sp 371 U (1) J-02 i � (1) LSL-04 TYP. SD -- 3 - --- -- S D I W1 4 (1) LSL-08 ------- S D W1 2 C 311 371 L. U TYP. ----- --- S D S D -- -------- ADD BACKER - ------- -------- ADD BACKER ----- --------- ---------- W BLOCK 4 1 A TO KING STUD ------- -------- BLOCK 4 (1) LSL-04 (1) LSL-12 4�� FROM (1)J-06 W/ (1) CS16x20 U 311 U FROM U 311 U -WQJ H W 1 J-17 Q -- -- J --- W QJ co � Q> FROM ABOVE TYP. SD I ------- W ----- Q -------- J QJ co ABOVE TYP. SD I Q Q' -JQ w J Q- W � (1) LVL -17 J Q> (/� W 311 371 TYP. ,III) J Q (n W O 0 (n Q^ d - 0- �u)Z 311 371 TYP. d �u)z SD SD /F-ulll U D 00 ' LL UZ 0D ,0 H J W SD SD U U 0D H ,0 J W D>-0 0= O J o O J (1) LSL-06 (1) LSL-05 Z> OU' (nW 2x8 LEDGER W/ (4) (1) LSL-05 OU' Lu (A j 2x8 LEDGER W/ (4) 1 r Z0OZW W zD� 10d NAILS AT 24" O.C. 1 Y I ZDV 1 0� O Z° Z 0 0 2 FROM ABOVE 361 SD I 1 1 331 SD ® Z 0 O Oz 0 2 FROM ABOVE 361 SD I 1 1 ® o 2B � __ 2B � __ 311 2BIH 2B SD1-11 FROM II THICKNESS 3/4" LENGTH 1 12" NAIL SIZE 10d (0.128"x3") i 1 10 FROM II i 1 � ABOVE 1 1 CRIPPLE ABOVE 1 1 CRIPPLE i � (1) LSL-04 4 (1) LSL-08 I W1 4 (1) LSL-08 ; W1 2 C L. U TYP. - ----- ----- ---------------- - ATTACH LVL 4 1 A TO KING STUD (1) LSL-04 (1) LSL-12 4 (1) LSL-04 (1) LSL-12 4�� FROM (1)J-06 W/ (1) CS16x20 U 311 U FROM U 311 U FROM ABOVE TYP. SD I ABOVE TYP. SD I ABOVE 311 371 TYP. ,III) 311 371 TYP. 311 371 TYP. SD SD /F-ulll U SD SD U U SD SD U U o (1) LSL-06 (1) LSL-05 2x8 LEDGER W/ (4) (1) LSL-05 2x8 LEDGER W/ (4) 1 1 Y 10d NAILS AT 24" O.C. 1 Y 10d NAILS AT 24" O.C. 331 SD 331 SD (4) LVL -14 ril FULL DEPTH BLOCKING BETWEEN JOISTS W4 0 361 SD ATTACH LVL TO POSTS W/ (1) CS16x22" (4) LVL -14 FROM ABOVE (1) J-15 1 C 2 D C 11N B CC y I (2) 2x6 S.P.F. No. 2 7'-5 1/2" 7'-0 1/2" _IC-L2 k- STUDS AT 16" O.C. (2)2x6 S.P.F. OR H.F.lr -111F r - "Ir r ir-1 r "Ir lr rir, (2)2x6 S.P.F. OR H.F. '1 -11 IF ,r lF/ lr lr' lr lr 'lr nr #2 STUDS AT 16" O.C. - - ' - ' #2 STUDS AT 16" O.C. 1 906 EXTEND EXTEND 906.1 LUS26Z, ' LUS26Z SD POST POST SD 304 04m - TYP. - - - - - , TYP. r - - - TO B.O.B. TO B.O.B. SD x x �I CANTILEVERED °x °X° II E 1 10 10 N N- - N N N - CANTILEVERED C'4 3 D FROM FROM FROM FROM ' 1 2x8 AT 16 O.C. 1 1 2x8 AT 16 O.C. 1 ABOVE 3D ABOVE - ABOVE- - 3D ABOVE - -x LATTACH DECK 2 2 2 2 W/ 1 1/2 DIA. 0000 DOUBLE TOP PLATE - 2 DOUBLE TOP PLATE 8.5 LAGS SCREWS TO STOP AT LVL TO STOP AT LVL 602 602 ATTACH DECK W/ 1/2 DIA. ATTACH DECK W/ 1/2 DIA. AT EACH STUD 621 304.2 621 304.2 TYP. TYP. - SD SD LAG SCREWS AT EACH STUD. ,LAG SCREWS AT EACH STUD. , SD SD SD SD 4-01/2 LAG SCREWS TO HAVE MIN. �, LAG SCREWS TO HAVE MIN. DOUBLE 2x BLOCKING 2 EMBEDMENT INTO STUDS - - 120 - - 2 EMBEDMENT INTO STUDS - - 120 I � TYP. � � � � TYP. � BETWEEN STUDS AT - - - - ALL FULL HEIGHT STUDS AT - SD ALL FULL HEIGHT STUDS AT - SD - - - - DOUBLE TOP PLATE = DECK ARE TO BE - - - - - DECK ARE TO BE - - - - HEIGHT. (2) CS16x36" - - 2x6 SPF/HF AT 12" O.C. - 2x6 SPF/HF AT 12" O.C.--------------JSTRAP ACROSS BLOCKING AND ONTO TOP PLATE STEEL DECK BY OTHERS. STEEL DECK BY OTHERS. STEEL DECK BY OTHERS. SEE FABRICATION DRAWINGS SEE FABRICATION DRAWINGS SEE FABRICATION DRAWINGS LOT 10 LOT 11 LOT 12 5112 WARD RD. 5104 WARD RD. 5100 WARD RD. UNIT 4 UNIT 4 UNIT 1A. V4' a T -w V4' Z T -V 302 SD BACKER BLOCK SCHEDULE BACKER BLOCK THICKNESS 3/4" LENGTH 1 12" NAIL SIZE 10d (0.128"x3") NAIL QUANTITY 1 10 wZOZw@0-T' mZLom� z ¢� FW ¢2� LL ag"sw'<oozz ¢zzzH p wao80V>Z¢8 >-9_of }O,�gUm¢v�mZ �wai�Z0z Lu�=c)�oZW�z >�_o�oo W gH Wzsm�� JAZ}OZ J =ZZ�dJ JUpLLt�n J JmaZO W pcnzLL¢�~F� ¢¢pLLOH li ?9=ooaio=0'w w0=�z� o �O�WW�aWF_ZZ WRT'2¢0 N w���QZ w�¢��a OIX �OaZZ Fl - 5 �o auiHC.iW��Q'� ~0°ZOinO C7 OcnoZZ?OZ<w�� �inp�zV wW ¢cn(w z_c7w of jw�WZ �z p�zg a u E2'-oww Za�Fo� O Ww�owwo¢=aw Owpw=2 U w�o0<00��- LL U�c���H O cn U:) O z c) Lu CL: O O O LL. Cc c') z U w F_ z_ J w Lu Lu_ � Z� Lu Lu - L0 Lu o co co JU c" Lu ti Lu0 = z U Ir QLLM Q h 4 LQ t !Ll 0 i c/,,f, .1 z z w J t= F_ �M 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21 /21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S2.02 i I I I I I I I I I I I I I I I I STAIR FRAMING UNIT I VC = 14r E m coN O N r N m 0 rn 3 ai m E L L J _ 375 SD II 4.1 2 211 2 B FmII STAIR FRAMING UNIT 4 VC m 14r START LAYOUT START LAYOUT START LAYOUT 19.2 719.2-19.2-19.2-19.2-19.2-19.2-19.2 19.2 19.2 19.2 24.0 24.0 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 10 4.8 14.4 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 16.2 22.2 22.2 16.2 4.8 (2) FLAT 1 3/4" THICK 2.1 E 2800 VERSA -LAM LVL POSTS. MIN. 11 7/8" WIDE. ATTACH DECK 604 301 301 604 TO POSTS W/ (4) 1/2" DIA. THROUGH TYP. SD SD 301 SD SD TYP. BOLTS & SQUARE WASHERS.3 SD ATTACH POSTS TO TOP PLATE 2 p 301 301 2 D & SILL PLATE W/ (2) HGA10KT - TYP. SD 2 A 2 D SD 907 SD 302 SD TYP. P-1 397 SD 24.0 1,114.4 W4 (1) J-17 (1) J-14 FROM \BOVE FLUSH W10x17 -A (1)J-09 371 SEE STAIR SD FRAMING FOR INFO NOT (1) J-04 SHOWN I I ALIGN JOIST W- EDGE OF OPENING 311. FLUSH SD W10x22 (1) J-13 w Q o UJ 04 JQU) Q w � ww O �U) ~ J W =)O J 0 = Z 5 O 00 U � 0 (2) 2x6 S.P.F. No. 2 STUDS AT 16" O.C. 2x6 LEDGER ATTACH W/ (2) 10d is NAILS AT 16" O.C. r335 FROM SD ABOVE 2 2 C _ j 3D E - E A1' (1) 2x6 TRIMMERS - 4 TYP. - 301 '(4) 2x6 KING STUDS - L - SD ' W4 ATTACH BEAM TO STEELE =3 MB - - - POST. SEE FABRICATION DRAWINGS-TYP. LOT 7 5128 WARD RD. UNIT 1C VC = 14r 401 SD FROM ABOVE 670.1 SD D �I (1) J-13 371 I SD I < w Q 1 J cl� www o-�U)z O O Jw� =)O J 0=�J O0 w (1) LSL-15 0=z U � 0 311 SD 1 q2i II F -07 03 2 1 FROM ABOVE SD 1 (1)J-09 r FROM ABOVE (1)J-11 ROOF TRUSS TYPE # = NUMBER OF PLIES FLOOR SCHEDULE G1 GIRDER TRUSS R6 MONO TRUSS AT 24" O.C. (1) J-27 JOISTS G2 MONO GIRDER R7 TRUS JACKAT24" O CS (Y) J -XX = 11 7/8" BCI 5000 SERIES JOISTS G3 BOX GIRDER R8 2x6 RAFTER AT 24" O.C. FLUSH BEAMS R1 COMMON TRUSS R9 STRUCTURAL GABLE (Y) LSL-XX = (Y) 1 3/4" x 11 7/8" LSL TRIMMER AND KING STUD SCHEDULE AT 24 O.C. ENDWALL TRUSS LEGEND USE (1) TRIMMER STUD AND (1) KING STUD FOR ALL R2 SCISSOR TRUSS R10 PARTIAL GABLE (Y) LVL -XX = (Y) 1 3/4" x 11 7/8" LVL (2) (1) AT 24 O.C. W10x26 ENDWALL TRUSS - (2) KING STUDS - STUDS, AND (1) TRIMMER STUD N.L.B. - NON LOAD BEARING R3 PARALLEL CHORD R11 PARTIAL (Y) PSL -XX = (Y) 1 3/4" x 11 7/8" PSL (3) KING STUDS (3) KING STUDS TRUSS AT 24 O.C. _ (2) TRIMMER STUDS (4) TRIMMER STUDS AND KING STUDS _ KING STUDS SCISSOR TRUSS 4 R4 TAPERED DA R12 JOIST OFFSET (Z) XB- Z = Z x 11 7/8" X -BEAM „ TRUSS O4CO.C. AT 11AFTER 6" O C = 5 = 5 1/2 WIDE R5 TAPERED DA".C.O6O R13 RB -XX = 1 1/8" x 11 7/8" RIM BOARD TRUSS AT 24" O.C. No ROOF TRUSS VARIATIONS XX = LENGTH, IN FEET (ROUNDED UP TO THE NEAREST FOOT) F_OR PLUMBING ABOVE Y = NUMBER OF PLIES, USE (1) PLY FOR ALL JOISTS/BEAMS WHEN PLY IS NOT SPECIFIED O CLIPPED, STEP DOWN, O MINIMUM 2x6 AND FLAT TOP BOTTOM CHORD O STUBBED AT O MINIMUM 2x8 HANGER SCHEDULE ONE END BOTTOM CHORD A❑ = LUS24 �C = HUS26 �E = HHUS26-2 OBOTH STUBBED AT ENDS O 2x6 KING POST D �- ❑B = LUS26 �D = HGUS26 �F = HGUS26-2 D O CANTILEVERED M O DESIGN FOR LOADS AT ONE END FROM ABOVE JOIST HANGERS SIZED TO MATCH JOISTS PER MANUFACTURER O CANTILEVERED AT BOTH ENDS O TOP CHORD BEARING SPECIFICATIONS U❑ = IUS/ITS 1W = ITS Z= MIU OF 3 -POINT BEARING O MINIMUM DOUBLE ii EDGE OF OPENING MEMBER AT BEARING El= IUS El= MIT EZ = HU GO 4 -POINT BEARING O MINIMUM TRIPLE 311.1 BLOCKL MEMBER AT BEARING OSTEPPED BOTTOM O MINIMUM QUADRUPLE U W1022 L L AL CHORD FLUSH REQ'D AT THIS JOIST ONLY x - 1 1w.46r � MEMBER AT BEARING I lO OFFSET BEARING OR SPECIAL TRUSS START LAYOUT START LAYOUT START LAYOUT 19.2 719.2-19.2-19.2-19.2-19.2-19.2-19.2 19.2 19.2 19.2 24.0 24.0 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 10 4.8 14.4 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 16.2 22.2 22.2 16.2 4.8 (2) FLAT 1 3/4" THICK 2.1 E 2800 VERSA -LAM LVL POSTS. MIN. 11 7/8" WIDE. ATTACH DECK 604 301 301 604 TO POSTS W/ (4) 1/2" DIA. THROUGH TYP. SD SD 301 SD SD TYP. BOLTS & SQUARE WASHERS.3 SD ATTACH POSTS TO TOP PLATE 2 p 301 301 2 D & SILL PLATE W/ (2) HGA10KT - TYP. SD 2 A 2 D SD 907 SD 302 SD TYP. P-1 397 SD 24.0 1,114.4 W4 (1) J-17 (1) J-14 FROM \BOVE FLUSH W10x17 -A (1)J-09 371 SEE STAIR SD FRAMING FOR INFO NOT (1) J-04 SHOWN I I ALIGN JOIST W- EDGE OF OPENING 311. FLUSH SD W10x22 (1) J-13 w Q o UJ 04 JQU) Q w � ww O �U) ~ J W =)O J 0 = Z 5 O 00 U � 0 (2) 2x6 S.P.F. No. 2 STUDS AT 16" O.C. 2x6 LEDGER ATTACH W/ (2) 10d is NAILS AT 16" O.C. r335 FROM SD ABOVE 2 2 C _ j 3D E - E A1' (1) 2x6 TRIMMERS - 4 TYP. - 301 '(4) 2x6 KING STUDS - L - SD ' W4 ATTACH BEAM TO STEELE =3 MB - - - POST. SEE FABRICATION DRAWINGS-TYP. LOT 7 5128 WARD RD. UNIT 1C VC = 14r 401 SD FROM ABOVE 670.1 SD D �I (1) J-13 371 I SD I < w Q 1 J cl� www o-�U)z O O Jw� =)O J 0=�J O0 w (1) LSL-15 0=z U � 0 311 SD 1 q2i II F -07 03 2 1 FROM ABOVE SD 1 (1)J-09 r FROM ABOVE (1)J-11 rr 11r IF I JOIST OFFSET FOR PLUMBING ABOVE f J-13 (1)J-14 KJOIST OFFSET FOR PLUMBING ABOVE 12.4 21.2 H(2) 2x6 S.P.F. OR H.F.- #2 STUDS AT 16" O.C. (1) J-14 (1) J-15 602 (2) 2x6 S.P.F. No. 2 TYP.SD STUDS AT 16" O.C. 365 SD 2x6 LEDGER 2 D ATTACH W/ (2) 10d NAILS AT 16" O.C. 11 11 1 JOIST FLUSH 335 II (1) J-07 AGAINST CANTILEVER Nj 1 WEJAB OM I FROM 18.6 22.8 2 C OVE 2 C 3 ABOVE 304 - 3 D ATTACH BEAM TO SD E POSTW/ (1) CS16x18" 2 K 1 A - D ' D AT EACH END - TYP. - 431 A - SD SD TYP. R6 - - - - 2x6 LEDGER _ 301 W/ (3) 10d NAILS - - - - - - SD - - - - - - - - - AT 16" O.C. - - - - - - - - - - FULL DEPTH BLOCKING - BETWEEN JOISTS - ATTACH BEAM TO STEEL - - R8 - - - - - - B 2 POST. SEE FABRICATIONf7777 - - DRAWINGS-TYP. ATTACH BEAM TO STEEL 401 POST. SEE FABRICATION SD 409 DRAWINGS-TYP. SD LOT 8 LOT 9 5124 WARD RD. 5116 WARD RD. TY�L r TYP. W TYP. W L r- TYP. W 14.4 N 397 P. SD UNIT 4 UNIT 1 VC z T -w 70.1 SD 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 -1 HF OR SPF STUD GRADE (1) J-28 (1) J-27 EXTERIOR WALLS STUDS AT 24"O.C., U.N.O. 311.1 # B = (#) 2x6 HF #2 # G = (#) 1 3/4"x11 7/8" LSL # M = (#) 1 3/4"x14" LVL NON-BEARING INTERIOR WALLS SD FLUSH # 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 2 L _ W10x17 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. (5) 10d NAILS TYP. Sp TRIMMER AND KING STUD SCHEDULE 1 r r r r 311.1 LEGEND USE (1) TRIMMER STUD AND (1) KING STUD FOR ALL SEE STAIR 371 DROPPED SD (2) (1) FRAMING SD W10x26 - (2) KING STUDS - STUDS, AND (1) TRIMMER STUD N.L.B. - NON LOAD BEARING (2) TRIMMER STUDS (2) TRIMMER STUDS, (2) KING FOR INFO NOT - (1) KING STUD - STUDS, AND (2) TRIMMER STUDS - (1) TRIMMER STUD (3) TRIMMER STUDS AND - (3) KING STUDS (3) KING STUDS SHOWN (1) J-04 _ (2) TRIMMER STUDS (4) TRIMMER STUDS AND KING STUDS _ KING STUDS 4 POST SCHEDULE I I I N JOIST OFFSET ii II wQo I / II w N \ / FOR PLUMBING ABOVE Q U)/ \ w01\ II w JOIST OFFSET No F_OR PLUMBING ABOVE II 0 00 \ I O=� O II =7 D �- II X00 II 0 Z = ii U ~ ALIGN JOIST W/ 14. ii EDGE OF OPENING 11 ADD BACKER M 311.1 BLOCKL SD FLUSHx TYP. WEB STIFFENER U W1022 L L AL LlW10x22 FLUSH REQ'D AT THIS JOIST ONLY x - 1 1w.46r � L U I ry 4 jr- T r 1j- rr 11r IF I JOIST OFFSET FOR PLUMBING ABOVE f J-13 (1)J-14 KJOIST OFFSET FOR PLUMBING ABOVE 12.4 21.2 H(2) 2x6 S.P.F. OR H.F.- #2 STUDS AT 16" O.C. (1) J-14 (1) J-15 602 (2) 2x6 S.P.F. No. 2 TYP.SD STUDS AT 16" O.C. 365 SD 2x6 LEDGER 2 D ATTACH W/ (2) 10d NAILS AT 16" O.C. 11 11 1 JOIST FLUSH 335 II (1) J-07 AGAINST CANTILEVER Nj 1 WEJAB OM I FROM 18.6 22.8 2 C OVE 2 C 3 ABOVE 304 - 3 D ATTACH BEAM TO SD E POSTW/ (1) CS16x18" 2 K 1 A - D ' D AT EACH END - TYP. - 431 A - SD SD TYP. R6 - - - - 2x6 LEDGER _ 301 W/ (3) 10d NAILS - - - - - - SD - - - - - - - - - AT 16" O.C. - - - - - - - - - - FULL DEPTH BLOCKING - BETWEEN JOISTS - ATTACH BEAM TO STEEL - - R8 - - - - - - B 2 POST. SEE FABRICATIONf7777 - - DRAWINGS-TYP. ATTACH BEAM TO STEEL 401 POST. SEE FABRICATION SD 409 DRAWINGS-TYP. SD LOT 8 LOT 9 5124 WARD RD. 5116 WARD RD. TY�L r TYP. W TYP. W L r- TYP. W 14.4 N 397 P. SD UNIT 4 UNIT 1 VC z T -w 70.1 SD 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 KING STUDS - STUD, AND TRIMMER STUD (2) (1) T.O.B. = TOP OF BEAM lx71/LTGi = CRIPPLE WALL (2) TRIMMER STUDS (1) TRIMMER STUD, (2) KING - (2) KING STUDS - STUDS, AND (1) TRIMMER STUD 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 3 l = (3) 2x STUDS n6= (6) 2x STUDS \ 9 l = 4x6 12 = 8x8 BACKER BLOCK SCHEDULE BACKER BLOCK THICKNESS 3/4" LENGTH 1 12" NAIL SIZE 10d (0.128"x3") NAIL QUANTITY 1 10 wZOZw00ZWp mZLom� z ¢� FW ¢2� =���Z���� °z<o�-w z) ag"sw'<oozz ¢zZZH p wao80V>Z¢� 1�i�J�w }0,�ovm¢v�mZ �wai�Z0z Lu�=c)�oZW�z >�_o�oo w gH Wzsm�� JAZ}OZ J =ZZ�dJ JUpLLt�n J JmaZO W o�Zll¢�FF� ¢¢pLLOH 11, ?9=0owow=o)w w0=�z� o �O�WW�dWF_ZZ WRT'2¢0 N w���QZ w�¢��a OIX �OaZZ Fl - 5 �o arri�o�W�- ~0°�0�,0 � o� o U -Z ZLuWZZ?Cz-r<w gcnpcDzU tY w� ¢cnc7 O-- �LaWZ �Z 2506 a uLL,m Zo�w ZazFoLu O Ww�0ofw0¢<z1 OWzO-J X U 1�Woo¢c�c ml.-�6 L 0woL'L�H O CL U-) U_ :2E cn o z v Lu a: C o 0 w CE c� - z U � z J Lu LuLE Z� Lu Lu - `0 Lu 00 J � o U c`1 Lu ti W0 = z U Q a�\p4 heat C� c� yr Q:Q1 z z Iii J 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21 /21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S2.03 ly.. E m coN O N r N m 0 rn 3 (D m E START LAYOUT START LAYOUT 14.41, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 ..16.2 1, 22.2 1, 22.2 ..16.2 .1.14.4 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 19.2 .A6.2 22.2 22.2 .A6.2 FROM ABOVE (1) J-13 ROOF TRUSS TYPE # = NUMBER OF PLIES FLOOR SCHEDULE G1 GIRDER TRUSS R6 MONO TRUSS AT 24" O.C. E JOISTS G2 MONO GIRDER R7 JAT 24" O CACK S 11 7/8" BCI 5000 SERIES JOISTS G3 BOX GIRDER R8 2x6 RAFTER AT 24" O.C. 0 FLUSH BEAMS R1 COMMON TRUSS R9 STRUCTURAL GABLE (Y) LSL-XX = (Y) 1 3/4" x 11 7/8" LSL TRIMMER AND KING STUD SCHEDULE AT 24 O.C. ENDWALL TRUSS LEGEND O J R2 SCISSOR TRUSS R10 PARTIAL GABLE SD TYP._ (Y) 1 3/4" x 11 7/8" LVL z AT 24 O.C. ENDWALL TRUSS 0 � O R3 PARALLEL CHORD R11 PARTIAL (Y) PSL -XX = (Y) 1 3/4" x 11 7/8" PSL U TRUSS AT 24 O.C. 301 SCISSOR TRUSS 311 R4 TAPERED "O.C. R12 SD (Z) XB- = Z x 11 7/8" X -BEAM „ Z=5=51/2 1 24 AT 11AFTER 6"OC Ir WIDE R5 T DAO 6COORD R13 2x8 RAFTER RB -XX = 1 1/8" x 11 7/8" RIM BOARD - W/ (3) 10d NAILS - TRUS AT 24" O C R6 ROOF TRUSS VARIATIONS XX = LENGTH, IN FEET (ROUNDED UP TO THE NEAREST FOOT) OCLIPPED, STEP DOWN, O MINIMUM 2x6 Y = NUMBER OF PLIES, USE (1) PLY FOR ALL JOISTS/BEAMS WHEN PLY IS NOT SPECIFIED - AND FLAT TOP - - K - BOTTOM CHORD - O STUBBED AT ONE END O MINIMUM 2x8 BOTTOM CHORD HANGER SCHEDULE _7F LUS24 A❑ = �C = HUS26 �E = HHUS26-2 OBOTH STUBBED AT ENDS O 2x6 KING POST - FULL DEPTH BLOCKING - - - - Ifl= LUS26 �D =HGUS26 1HGUS26-2 D OAT CANTILEVERED M O DESIGN FOR LOADS - ONE END - FROM ABOVE JOIST HANGERS SIZED TO MATCH JOISTS PER MANUFACTURER O CANTILEVERED AT BOTH ENDS O TOP CHORD BEARING SPECIFICATIONS R 8 - - - BETWEEN JOISTS U❑ =IUS/ITS 1W =ITS Y❑ = MIU OF 3 -POINT BEARING O MINIMUM DOUBLE E BETWEEN JOISTS MEMBER AT BEARING V❑ =IUS ❑ =MIT �Z = HU GO 4 -POINT BEARING O MINIMUM TRIPLE MEMBER AT BEARING r OSTEPPED BOTTOM O MINIMUM QUADRUPLE STEEL - - - - - CHORD - B 2 MEMBER AT BEARING ATTACH BEAM TO STEEL lO OFFSET BEARING OR SPECIAL TRUSS 2 B POST. SEE FABRICATION START LAYOUT START LAYOUT 14.41, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 ..16.2 1, 22.2 1, 22.2 ..16.2 .1.14.4 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 1, 19.2 19.2 .A6.2 22.2 22.2 .A6.2 FROM ABOVE (1) J-13 301 SD FROM ABOVE DROPPED W10x26 rr 11r IF 1' JOIST OFFSET FOR PLUMBING ABOVE (1)J-13 II (1)J-14 JOIST OFFSET FOR PLUMBING ABOVE 365 12.4 21.2 SD 4 (2) 2x6 S.P.F. OR H.F.- #2 STUDS AT 16" O.C. FORI (1) J-28 I I I 11 I I 1 (1) J-27 (5)'l Od NAILS TYP 397 SD 3SID JOIST OFFSET 'LUMBING ABOVE 11 L JOIST OFFSET FOR PLUMBING ABOVE 11 O FLUSH W10x22 ADD BACKER - BLOCK II II WEB STIFFENER REQ'D AT THIS JOIST ONLY =vv�- ���„`Ili D; 371 � SD III I J � Li Q J I I Q 0�J d W W 0 �wz J uJ O=)J O=� J z O 0 W_ (1) LSL-15 0 =z U �_ 0 311 SD 1 U (1) LSL-07 U (1) J-03 TYP. 21.2 17.2 DROPPED W10x26 1109 rr 11r IF JOIST OFFSET FOR PLUMBING ABO\ (1) J-14 (1) J-15 (1) J-13 (1) J-14 JOIST OFFSET 602 FOR PLUMBING ABOVE TYP. SD 365 12.4 21.2 SD 4 D (2) 2x6 S.P.F. OR H.F. #2 114 STUDS AT 16" O.C. JOIST FLUSH NST CANTILEVER U 18.6 22.8 N 304 FOR HEADER SCHEDULE STUD SCHEDULE # = NUMBER OF PLIES 371 SD � I # A = (#) 2x4 HF #2 # F = (#) 1 3/4"x9 1/2" LSL # L = (#) 1 3/4"x11 7/8" LVL ui J Q J HF OR SPF STUD GRADE E EXTERIOR WALLS I STUDS AT 16" O.C., U.N.O. Q��J NON-BEARING INTERIOR WALLS W WW0- # C = (#) 2x8 HF #2 # H = (#) 1 3/4"x14" LSL # N = (#) 1 3/4"x16" LVL 0 �U)z # D = (#) 2x10 HF #2 # J = (#) 1 3/4"x16" LSL # P = (#) 1 3/4"x18" LVL 0�,0 2x12 HF #2 # K = (#) 1 3/4"x9 1/2" LVL # R = (#) 1 3/4"x20" LVL A 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 J uJ LEGEND O J SD TYP. OPENINGS, UNLESS NOTED OTHERWISE. 0=0-J (1) TRIMMER STUD (1) TRIMMER STUD, (1) KING SD TYP._ - (2) KING STUDS - STUD, AND (1) TRIMMER STUD z OU)w - (2) KING STUDS - STUDS, AND (1) TRIMMER STUD 0 � O (1) KING STUD STUDS, AND (2) TRIMMER STUDS 0 - (3) KING STUDS - (3) KING STUDS U �- 301 (3) (3) 311 301 SD 1 301 Ir (1) LSL-07 U (1) J-03 TYP. 21.2 17.2 301 SD FROM ABOVE DROPPED W10x26 rr 11r IF 1' JOIST OFFSET FOR PLUMBING ABOVE (1)J-13 II (1)J-14 JOIST OFFSET FOR PLUMBING ABOVE 365 12.4 21.2 SD 4 (2) 2x6 S.P.F. OR H.F.- #2 STUDS AT 16" O.C. FORI (1) J-28 I I I 11 I I 1 (1) J-27 (5)'l Od NAILS TYP 397 SD 3SID JOIST OFFSET 'LUMBING ABOVE 11 L JOIST OFFSET FOR PLUMBING ABOVE 11 O FLUSH W10x22 ADD BACKER - BLOCK II II WEB STIFFENER REQ'D AT THIS JOIST ONLY =vv�- ���„`Ili D; 371 � SD III I J � Li Q J I I Q 0�J d W W 0 �wz J uJ O=)J O=� J z O 0 W_ (1) LSL-15 0 =z U �_ 0 311 SD 1 U (1) LSL-07 U (1) J-03 TYP. 21.2 17.2 DROPPED W10x26 1109 rr 11r IF JOIST OFFSET FOR PLUMBING ABO\ (1) J-14 (1) J-15 (1) J-13 (1) J-14 JOIST OFFSET 602 FOR PLUMBING ABOVE TYP. SD 365 12.4 21.2 SD 4 D (2) 2x6 S.P.F. OR H.F. #2 114 STUDS AT 16" O.C. JOIST FLUSH NST CANTILEVER U 18.6 22.8 N 304 FOR 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 E 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 A 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 A 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 SD TYP. OPENINGS, UNLESS NOTED OTHERWISE. B.O.B. = BOTTOM OF BEAM ®= INTERIOR BEARING WALL (1) TRIMMER STUD (1) TRIMMER STUD, (1) KING SD TYP._ - (2) KING STUDS - STUD, AND (1) TRIMMER STUD T.O.B. = TOP OF BEAM �T� _ CRIPPLE WALL (2) TRIMMER STUDS (1) TRIMMER STUD, (2) KING - (2) KING STUDS - STUDS, AND (1) TRIMMER STUD 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 2x6 LEDGER _ (2) TRIMMER STUDS (4) TRIMMER STUDS AND KING STUDS _ KING STUDS 301 (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 3 l = (3) 2x STUDS n6= (6) 2x STUDS \ 9 l = 4x6 12 = 8x8 START LAYOUT 24.0 19.2 19.2 19.219.2-19.2-19.2-19.2-19.2-19.2-19.2 19.2 4.8 F(2) FLAT 1 3/4" THICK 2.1 E 2800 VERSA -LAM LVL POSTS. MIN. 11 7/8" WIDE. ATTACH DECK TO POSTS W/ (4) 1/2" DIA. THROUGH BOLTS & SQUARE WASHERS. ATTACH POSTS TO TOP PLATE & SILL PLATE W/ (2) HGA10KT - TYP. 1 SD � SID TY1 . SID 6( (1) J-28 F 11 11 11 1 (1) J-27 I ill. i 1111 (5)'l Od NAILS TYP 397 SD 3SID JOIST OFFSET 'LUMBING ABOVE 11 L JOIST OFFSET FOR PLUMBING ABOVE O ADD BACKER 11 BLOCK WEB STIFFENER FLUSH REQ'D AT THIS W! 0122 FOIST ONLY U r r- r r r r W 4 311.1 TYP. SD (1) J-14 (1) J-15 Q0 2 TYP ik SD HERE wl�lr I� ,I Im© 1�.�I�I�I�IwA :. A © i-01. �1�1�1�1�1�11�11�11� (1)J-09 301 SD 311.1 II SD LW SH TYP. W x17 SEE STAIR 371 FRAMING SD FOR INFO NOT SHOWN (1)J-04 w Q o i Q�� J W W \ �U) i U) OU (1)J-17 J O =0- 00 z � z K 11 p ALIGN JOIST W/ EDGE OF OPENING 311.1 TYP. SD FLUSH TYP. W � W10x22 TYP. W (1) J-13 (1) J-14 (2) 2x6 S.P.F. No. 2 STUDS AT 16" O.C. " 2x6 LEDGER ATTACH W/ (2) 10d NAILS AT 16" O.C. 335 SD m `�I�©P�I■� �� �11�©P■!= ■ IMP �lLFMI1�1� �1�1� I �I�II 1�1� �1�1� I - FROM 2 ABOVE 14.4111. 24.0 ■ O D D AT EACH END 2 K LENGTH 1 12" NAIL SIZE D -x D AT EACH END 2 K 10 E E 3 D AV A A SD TYP. SD TYP._ TYP. 4 (1) 2x6 TRIMMERS 2x6 LEDGER _ 301 2x6 LEDGER 301 301 (3) 2x6 KING STUDS - W/ (3) 10d NAILS - - SD - - W/ (3) 10d NAILS - R6 - SD - - - - AT 16" O.C. - - - - K - - - -AT 16" O.C. - - - - - - _7F - - - - FULL DEPTH BLOCKING - - - - - FULL DEPTH BLOCKING - - - - - - - -- - R 8 - - - BETWEEN JOISTS R8 E BETWEEN JOISTS ' ATTACH BEAM TO STEEL- r - - ATTACH BEAM TO STEEL - - - - - - B 2 - ATTACH BEAM TO STEEL 2 g POST. SEE FABRICATION _ _ 2 B POST. SEE FABRICATION POST. SEE FABRICATION DRAWINGS-TYP. DRAWINGS-TYP. DRAWINGS-TYP. 409 LOT 10 409 LOT 11 sp LOT 12 sD 5112 WARD RD. sD 5104 WARD RD. 5100 WARD RD. UNIT 4 UNIT 4 UNIT 1A V4' = T -W V4' =14r V4'=14r 302 SD TMJ 397 SD 907 SD BACKER BLOCK SCHEDULE BACKER BLOCK THICKNESS 3/4" LENGTH 1 12" NAIL SIZE 10d (0.128"x3") NAIL QUANTITY 10 wZOZWooZwo mZ�om� z ¢� ww ¢_, LL a�Nc�,¢oozz ¢zZZH p Wao05L>L I�ipJ��U of }�,�gUm¢ )-z �wu)Rzo z W�=�5oZW-z >�_o>oo W gH Wzam�� C, > - J =ZZ�dJ JUpLLt�n J JmaZO W o�Z0 LL ¢¢pLLo0 w gg6ut- OWBW wwwc�q: o �yRwWpaWF_ZZ wI1HZ¢� N Ow25 ���<Zw 0 Oof -jpaZZ 2 �o ��aui _dW6�:Ra ~0°ZOinO C7 0cnoZZ?Oz<wc � �inpOWU iY ww ¢cnc� z_wz of jw�wz �z p�Zg a u E2'-oww Za�Fo� O WLU 0_ 0¢=aw OWpw=2 U I��om<oom�'I,Su- U�UI��H O C3 U_ � cn o z v Lu a: o 0 w cr_ m z U Lu z J Lu LU Lu z_ CD 2-7 w uj Lu co co co J � o U c" Lu ti W2121 U um< Q Lei a�\p4 heat C� c� yr z Q CD z 6i J H �7 �M 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S2.04 E m coN O N r N m 0 vq 3 ai m E LOT 7 5128 WARD RD. UNIT 1C VC z 14r B.O. LEDGER AT B.O. GABLE TRUSS LOT 8 5124 WARD RD. UNIT 4 V4" = t -w LOT 9 5116 WARD RD. UNIT 1 V4' = T -W B.O. LEDGER AT B.O. LEDGER AT B.O. GABLE TRUSS B.O. GABLE TRUSS LOT 10 5112 WARD RD. UNIT 4 V4' ml -0" LOT 11 5104 WARD RD. UNIT 4 V4" = t -w LOT 12 5100 WARD RD. UNIT 1A V4' = T -W wzOZw@0-TO mZLomP z ¢� FW ¢2� m=w'sw-Z0-.22 °z2o28w 05 X>WT80=�WZZp ¢pZZp=j O wao��V>Z¢v L�LinJU � }owgcW 'u')M<z �wviEz0 z ��=='�oZ0 w WN >-Z>�z gH WZpmp— JD �0 J =ZZ'(n JUpLLt�n J JmaZg W p�Zw¢��F� ¢¢pLLo�LL Z0�Wzm0L=Lj0aci =0 00 ¢ly 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_Lu Z� LL] Lu - `0 Ln Lu 00 J � o U c" Lu ti Lu0 = z U Ir 0LLM Q Lei a�\p4 heat C� c� � r z Q c� z Q O w J H H P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S2.05 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 7 5128 WARD RD. UNIT 1C VC z 14r B.O. LEDGER AT B.O. GABLE TRUSS LOT 8 5124 WARD RD. UNIT 4 V4" = t -w LOT 9 5116 WARD RD. UNIT 1 V4' = T -W B.O. LEDGER AT B.O. LEDGER AT B.O. GABLE TRUSS B.O. GABLE TRUSS LOT 10 5112 WARD RD. UNIT 4 V4' ml -0" LOT 11 5104 WARD RD. UNIT 4 V4" = t -w LOT 12 5100 WARD RD. UNIT 1A V4' = T -W wzOZw@0-TO mZLomP z ¢� FW ¢2� m=w'sw-Z0-.22 °z2o28w 05 X>WT80=�WZZp ¢pZZp=j O wao��V>Z¢v L�LinJU � }owgcW 'u')M<z �wviEz0 z ��=='�oZ0 w WN >-Z>�z gH WZpmp— JD �0 J =ZZ'(n JUpLLt�n J JmaZg W p�Zw¢��F� ¢¢pLLo�LL Z0�Wzm0L=Lj0aci =0 00 ¢ly 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_Lu Z� LL] Lu - `0 Ln Lu 00 J � o U c" Lu ti Lu0 = z U Ir 0LLM Q Lei a�\p4 heat C� c� � r z Q c� z Q O w J H H P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S2.05 E m co 1p N O N r N m 0 rn 3 ai m E (3) CS16x38" 542 SD O SD 1 r 1 I I ' K542 1 I � (3) CS16x38" SD ' 1 I HDU14-SDS2.5 W/ SB1x30"-4 MIN. EMBEDMENT LENGTH I IN GRADE BEAM = 30". USE CNW1 1 I COUPLE NUT & 1" DIA. THREADED I ROD AS NECESSARY 1 I I I HDU11-SDS2.5 W/ SB1x30"J' I MIN. EMBEDMENT LENGTH 1 I IN GRADE BEAM = 30". USE CNW1 I COUPLE NUT & 1" DIA. THREADED 1 I ROD AS NECESSARY ' 1 L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J 1 OI 1 1 c 1 1 1 I 1 r ---------------f I ' II--------------- II---------------- --------------- --------------- 1 I ' I I 1 n 1 0 HDU8-SDS2.5 W/ SB7/8x24" MIN. EMBEDMENT LENGTH IN GRADE BEAM = 24". USE CNW7/8 COUPLE NUT & 7/8" DIA. THREADED RODASNECESSARY VAI ° ------------------- --- - - - - - - - --------------- -------------- - O HDU8-SDS2.5 W/ SB7/8x24" MIN. EMBEDMENT LENGTH IN GRADE BEAM = 24". USE CNW7/8 COUPLE NUT & 7/8" DIA. THREADED ROD AS NECESSARY 531 SD ' I I 1 ' 542 (2) CS16x44" (2) CS16x44" 542 1 SD SD I 1 HDU11-SDS2.5 W/ SB1x30" MIN. EMBEDMENT LENGTH IN 1 GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED ROD AS NECESSARY j\ HDU11-SDS2.5 W/ SB1x30" ' MMIN. EMBEDMENT LENGTH IN GRADE BEAM = 30". USE CNW1 1 COUPLE NUT & 1" DIA. THREADED j ROD AS NECESSARY lO L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 4 0 CS16x44" SD r - - - - I o I ° I L- - - - CS 16x44" SD 1 1 B 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3O1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 N, 1 1 1 HDU14-SDS2.5 W/ SB1x30" - MIN.EMBEDMENTLENGTH - ----------------�----_-----_--T- IN GRADE BEAM = 30". USE CNW1 4 COUPLE NUT & 1" DIA. THREADED E EE ROD AS NECESSARY - 531 531 SD ---------------------------------------- I I 542 (2) CS16x38" 542 SD (2) CS16x38" SD -HDU14-SDS2.5 W/ SB1x30" MIN. EMBEDMENT LENGTH IN GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED ROD AS NECESSARY I I HDU11-SDS2.5 W/ SB1x30" MIN. EMBEDMENT LENGTH IN GRADE BEAM = 30". USE CNW1 I COUPLE NUT & 1" DIA. THREADED I ROD AS NECESSARY I L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J O u 531 SD 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 12" E.D. 1.5" E.D. 1.5" E.D. 5d NAILS 6d NAILS ONAILS: 2 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: 10d 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. %J6O ----------------------------------------- � r ' I I 1 542 (2) CS16x44" (2) CS16x44" 542 1 SD SD I I HDU11-SDS2.5 W/ SB1x30" I ' MIN. EMBEDMENT LENGTH IN I 1 GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED ROD AS NECESSARY I I i� HDU11-SDS2.5 W/ SB1x30" I ' MMIN. EMBEDMENT LENGTH IN I GRADE BEAM = 30". USE CNW1 I COUPLE NUT & 1" DIA. THREADED I ROD AS NECESSARY lO L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J 1 4 531 531 SD SD O 1 ' I I 1 � B ' 1 4 (2) CS16x44" (2) CS16x44" 542 SD 1 1 HDU11-SDS2.5 W/ SB1x30" 1 ' MIN. EMBEDMENT LENGTH IN 1 1 GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED 1 1 ROD AS NECESSARY 1 I 1 1 HDU11-SDS2.5 W/ SBI x30" MMIN. EMBEDMENT LENGTH IN i GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED 1 1 ROD AS NECESSARY 1 1 L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ' 'O1 1 1 1 OI 1 1 1 1 1 1 1(� 691 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 O1 3 1 1 r - - - - r - - - - I I r - - -- o I ° I I o0 IL - - - - LN -N I IL ° I I I 0 I I L - - - - I I I I q 0 CS16x44" CS16x44" CS16x44" CS16x44" r54 1. r54 1. 41.WS 541.WS SD SD SD SD CS16x44" CS16x44" ri 541.WS r54 1. E SD SD ----------------------- E - - 4 - - - - - 4 - E- - E - E 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 531 SD 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 I- PIK "*7 PANEL EDGE NAILING -///PANEL EDGE PER SCHEDULE ABOVE 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. O 1 ' I I 1 � B ' 1 4 (2) CS16x44" (2) CS16x44" 542 SD 1 1 HDU11-SDS2.5 W/ SB1x30" 1 ' MIN. EMBEDMENT LENGTH IN 1 1 GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED 1 1 ROD AS NECESSARY 1 I 1 1 HDU11-SDS2.5 W/ SBI x30" MMIN. EMBEDMENT LENGTH IN i GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED 1 1 ROD AS NECESSARY 1 1 L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ' 'O1 1 1 1 OI 1 1 1 1 1 1 1(� 691 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 O1 3 1 1 r - - - - r - - - - I I r - - -- o I ° I I o0 IL - - - - LN -N I IL ° I I I 0 I I L - - - - I I I I q 0 CS16x44" CS16x44" CS16x44" CS16x44" r54 1. r54 1. 41.WS 541.WS SD SD SD SD CS16x44" CS16x44" ri 541.WS r54 1. E SD SD ----------------------- E - - 4 - - - - - 4 - E- - E - E 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 531 SD 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. (3) CS16x38" 531 542 SD SD F O --------------------------------------------- - ' I 1 I 1 I542 SD (3) CS16x38" 1 1 HDU14-SDS2.5 W/ SB1x30" MIN. EMBEDMENT LENGTH 1 IN GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED 1 ROD AS NECESSARY ' `HDU11-SDS2.5 W/ SB1x30" 1 MIN. EMBEDMENT LENGTH ' IN GRADE BEAM = 30". USE CNW1 I 1 COUPLE NUT & 1" DIA. THREADED I ' ROD AS NECESSARY I 1 1 L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J l 4 1 1 1 C 1 1 1 -------------- ---------------- L --------------- 1 I 1 ' 1 I 1 --------------- --------------- r- I 1 ' t------------- �j 1 � I 1 1 HDU8-SDS2.5 W/ SB7/8x24" MIN. EMBEDMENT LENGTH IN GRADE BEAM = 24". USE CNW7/8 COUPLE NUT & 7/8" DIA. THREADED ROD AS NECESSARY o ILEI - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - O HDU8-SDS2.5 W/ SB7/8x24" MIN. EMBEDMENT LENGTH IN GRADE BEAM = 24". USE CNW7/8 COUPLE NUT & 7/8" DIA. THREADED ROD AS NECESSARY HDU14-SDS2.5 W/ SIB 1x30" MIN. EMBEDMENT LENGTH IN GRADE BEAM = 30". USE CNW1 COUPLE NUT & 1" DIA. THREADED ROD AS NECESSARY ;- - - - - - - - - - - - �n - - - - - - - - - - - - - - - - - - --- D E D E ijl E E HDU14-SDS2.5 W/ SB1x30" 6 - - - \ L. � y E D E MIN. EMBEDMENT LENGTH , II , , '�' ---- - ` - - - ' - - ' - - - ' - - ' -' - I' ,- - - - ' - - - ' / , " IN GRADE BEAM = 30". USE CNW1 - � - - � �� �' - � � � '- � - - - - - - - - - - � - - HDU14-SDS2.5 W/ SB1x30 � D D---- D D' D D D D D D D D COUPLE NUT & 1" DIA. THREADED ` - - - - - ' MIN. EMBEDMENT LENGTH ` , , , . - " ROD AS NECESSARY � � � � � I � ' � I � � � � � � � IN GRADE BEAM - 30". USE CNW1 COUPLE NUT 1 DIA. THREADED COU U & ROD AS NECESSARY - ------------ _/___Ar ----------- - ---- LOT 7 5128 WARD RD. UNIT 1C V4' = T-0" LOT 8 5124 WARD RD. UNIT 4 V4" = lr4r --- - - --- --- ■--- UNIT 1 LOT 9 5116 WARD RD. V4' = T-0' LOT 10 5112 WARD RD. UNIT 4 V4' = T-0" LOT 11 5104 WARD RD. UNIT 4 V4" = lr4r - ---------------------J-I LOT 12 5100 WARD RD. UNIT 1A V4' = T-0' O wZOZw@o-T' mZLi mH Z a� ww ¢_� 0 =gf' ��� n °z�o��w a�Nc,�aoozz azzzo2 p wao0oVX: LL>_Z¢I, I�LcJ�wU 0 w'ow6Um2'.m, I,wai-z0 z ��=��oZW�z j�o�oo w gH wzm�� JAZ}OZ J =ZZ�u_ JUpLLt�n J JmaZO w o„ZI�a��F� ¢apLLo1 LL Zg6wzw��8aci cAp=o¢wo:oN URywp Z LLHZ �w�xxa�¢�wli OWpaz Z 2 C7cn0 CZ ;2<w�� �ino�zV o wO acne O_ -OW >- �wawZ �Z p�zg a W:3<Ww �w Za�Fo� O ww�oo�0¢=aw OWpw=2 U cn U u:) O Z: U Lu CIL I O Q O U- 2: Q w z_ J w w Lu Lu Z: _ CD -Z w Lucow 00 Ir J C3 co U c" Lu ti W21 = z U Q- um < Q h 4 �r �r Ii I I 1 z Lu cn 0 UJ U Iii J H H �M 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S3.01 E CDN O N r N m 0 v� 3 a� m 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 CSI 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 7 5128 WARD RD. UNIT 1C VC z T-0" LOT 8 5124 WARD RD. UNIT 4 V4" = T -w UNIT 1 LOT 9 5116 WARD RD. V4' z T-0' LOT 10 5112 WARD RD. UNIT 4 V4' Z T-0" LOT 11 5104 WARD RD. UNIT 4 V4" = T -w LOT 12 5100 WARD RD. UNIT 1A V4' = T-0' o� z cnwoU z om� W (7� D zZ ���U"QOpzz �g=H=d''�WoZZ�WOOmNo- �OQZZZ = -28 zg ��Uwao00 >_¢o w�a W�gUppQi8_zoai�z >E>F- EZZ J }0 J =Zz�fnJVoLL(�n J JmazO W pcnzLLQ�~F� QQpLLoH L Zp6WZWMOTBW. az i wwwcWWRFZOWI N 0:0 R0 mQW'<If OwOazZ 2 Hm�ovpO C9 °WWZZ�OZa�� �zoCDwv Hww�QowzwwW Zaowow o LLIwF-01xofo¢=Xw OWOw=2 U W(too<00mm-WW UWUW�-H O CL3 cn O z v Lu a: LIL p O w CE CD — z U� z_ J Lu � w Lu Z� Lu Lu - `L0 0 Ir o6 L=L, � J � o Lu ti W21 = z 0U Ir 0LLM Q lz a�\p4 heat � r Lu Lu U w J F_ P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S3.02 O E m coN O N r N m 0 vq 3 ai m 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 3O NAIL SPACING: STUDS 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. O 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. CS16x36" CS16x36" CS16x36" CS16x36" 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. 1.511 E.D. 1.511 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. O 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. 1.511 E.D. 1.511 E.D. 3115 LBS. 2700 LBS. 1690 LBS. MIDWALL CORNER ENDWALL OE NOT APPLICABLE STHD10 15" E.D. 1.511 E.D. 1.511 E.D. 3820 LBS. 3820 LBS. 2050 LBS. MIDWALL CORNER ENDWALL OF NOT APPLICABLE STHD14 2111 E.D. 1.511 E.D. 1.511 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.) O (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 7 5128 WARD RD. UNIT 1C VC z T-0" v v v LOT 8 5124 WARD RD. UNIT 4 V4" = T -w UNIT 1 LOT 9 5116 WARD RD. V4' al -0' LOT 10 5112 WARD RD. UNIT 4 V4' Z T-0" LOT 11 5104 WARD RD. UNIT 4 V4" = T -w LOT 12 5100 WARD RD. UNIT 1A V4' a T-0' O �zOZwOpZwO mZ�om� z a F W a 2 °z�o��w a�Nc,�aoozz ¢zzzo2 p wa0oVX: LL�Z¢� �nJ��U W -86,g, �wvi-Zo z w�=��oZW�z >�o�oo w gH WZsm�o JAZ}OZ J =ZZ�(A JUpLLt�n J JmaZO W ol„zwa��F� ¢QoLLOH w Zg6Zw��8aci fnO=o¢� N URww O Z LLHZ xa�W§wa OW Z"Cn 2 2�au~iFUWg�Ra ~928@0 2 OcnoZZ?Oz��� � )gwzo of wWacne z_c7w awZ �Z 0�- a F-wW=a�WZ�cw ZaEiFO Ww�0�W Cc OWpw=2 U w�ooac�c���'�1� cn u:) O Z: c) Lu CL: O Q O LL. Cc cD z Q w F_ z_ J w LL_ Lu Lu_ � Z� Lu W - Lu o co co J C3 U c" Lu ti W0 = z U Ir QLLM Q h Q% tz4 t r. tr c 1 z Q Q Q w z cn 0 w U Q w J H H P 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 IA SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S3.03 a N ca 2 FRAMING ABOVE 2x PRESSURE TREATED PLATES 0 0 2x PRESSURE TREATED PLATES ON (2) OPPOSING SIDES OF COLUMN REQUIRED AT ALL POST LOCATIONS SQUARE COLUMN OR W/ (2) TITEN HD 1/2" DIA. CONCRETE ROUND CONSTRUCTION SCREW ANCHORS PER PLATE, 2 3/4" TUBE PER FOUNDATION PLAN MIN. EMBEDMENT AND 1 3/4" MIN. 0 0 POST -SET HOLDOWN • c 2x PRESSURE TREATED PLATE W/ dd EDGE DISTANCE. PER PLAN 1/2" DIA. x 10" LONG ANCHOR BOLTS ANCHOR PER HOEDOWN SPACED PER FOUNDATION PLAN W/7 v GRADE SECTION A -A SPECIFICATIONS �r EMBEDMENT DEPTH. USE PROPERLY .a SIZED NUT AND WASHER. MIN. (2) BOLTS 6" PER PLATE AND 12" MAX FROM END OF Z SEE EMBEDMENT �.. d:r d . SEE SILL PLATE LAYOUT I I PLATE AND WITHIN THE MIDDLE THIRD OF J PLAN PLAN FOR SIZE AND PLACEMENT THE PLATE Z d . v ° ° . v 'd d O a. 11/4" MIN. AT 2x4 PLATE Q v 2X FRAMED COLUMN v z0 718" MIN. AT 2x6 PLATE • o a v d° 2x PRESSURE TREATED PLATES, ON (2) 1/2 DIA. TITEN HD CONCRETE SCREW c c. C° (2) OPPOSING SIDES OF COLUMN ANCHORS PER PLATE, 2 3/4" MIN. d 18" SQ. AT v. EMBEDMENT TYPE OA HOEDOWN 7" SLAB THICKNESS CONCRETE SLAB OR PIER - AT TYPE OHOLDOWN TYPE C HOLDOWN d SEE FOUNDATION PLAN 24" SQ. AT EMBEDMENT AT STEP d v TYPE Q HOLDOWN 16" SLABTHICKNESS AT TYPE B HOEDOWN NOTE: 30" SQ. AT FOR ANCHOR BOLTS CLOSER THAN TYPE O HOLDOWN 28" SLAB HICKNESS SPECIFIED EDGE DISTANCE USE SEE AT TYPEC HOLDOWN SIMPSON TITEN-HD SCREWANCHOR FOUNDATION NOTE: DIMENSIONS PER THE GSN PLAN ON FOUNDATION NOTE: SEE FOUNDATION PLAN PLAN ARE TO CENTER FOR WALL REINFORCEMENT DETAIL OF THICKENED SLAB 040 SILL PLATE CONNECTION TO FOUNDATION WALL 071 COLUMN FOOTING FRAMED COLUMN FOUNDATION CONNECTION INTERIOR HOLDOWN AT NON-BEARING AT STANDARD WALL SCALE. 3/4 = 1'-0" SCALE: 3/4" = 1'-01, 1 20 SCALE: 3/4" = 1'-0" 146 SHEAR WALL SCALE: 3/4" = 1'-0" 2x PRESSURE TREATED PLATE W/ 1/2" DIA. x 10" LONG ANCHOR BOLTS SPACED PER EDGE NAILING FROM FOUNDATION PLAN W/ 7" EMBEDMENT DEPTH. USE PROPERLY SIZED NUT AND WASHER. MIN. (2) TENDON AT INTERIOR BEAM SLAB DRAPE SLAB TENDONS AT SLAB STEP PLYWOOD TO SOLE PLATE BOLTS PER PLATE AND 12" MAX FROM END OF PLATE. 1 #4 CONTINUOUS REBAR STEP W/ MAXIMUM 1:6 SLOPE W/ MAXIMUM 1:6 SLOPE REUSABLE POCKET FORMER AT POST -TENSION SLAB - SEE FOUNDATION PLAN FOR ( ) STRESSING -END ANCHOR ONLY THICKNESS AND SUBGRADE AT RAISED CURB ONLY 31/8" MIN. POST -TENSION SLAB TENDON 211 4" MAX. FINISH GRADE EQ. SLAB TENDON - SEE FOUNDATION PLAN v v ° c–d 4 v d v v d i v SEE o z °. v 3" CLR TYP. Q' PLAN m �' SEE FOUNDATION PLAN v d d o d ° v v d v d v d m FOR REINFORCEMENT OR DRAPED d d v 4r d NAIL ANCHOR SIDEWAYS TO U.N.O. COLD JOINT POST -TENSION TENDON d c'Al FORMBOARD - EXTEND TENDON ON PLAN STRESSED AT EACH END OF BEAM SEE FOUNDATION PLAN FOR ° v ° d d v v d v . 12" MIN. AT STRESSING -END ONLY W/ MAXIMUM 1:6 SLOPE REINFORCEMENT OR TENDON .4. v d d dv. d d d v TENDON SUPPORT AT ALL COLD JOINT INTERSECTING TENDONS a Q v 6 MIL POLY VAPOR BARRIER UNDER SLAB a d v—_ = Q d d . Q d a. .1 o Z a. _ a c e d.. v v A. d v d n c_ Si — 7 U -BAR REINFORCEMENT 6 N ' a d° d v d. d v Q d d d d d v. d d. v s► .. . SEE FOUNDATION PLAN FOR 181 a v Lu M n q e d v d d v d d v HATCHING SPACE U -BARS ° d d d v d �, v v d d VERTICAL RIGID BOARD PER a. d v d c RESCHECK REPORT (2" XPS R10) d AS SHOWN d m v °4 ° °v . d. d dv 4. v ° a mand d v v d INSTALLED IN TWO SEPARATE v °� ev �: ° d v PIECES v° SEE FOUNDATION PLAN FOR v° 4 d .d a a d d. dQ d dv c d v ° v d M d d d v d v d 3n c REINFORCEMENT OR TENDON c v d v ° ° ddA d TYP. BEND REBAR AT SLAB STEP M SEE DETAIL 201 OR 234 21-011 NOTE: SEE SEE FOR U -BAR REINFORCEMENT SILL PLATE ANCHORAGE MAY VARY FOUNDATION FOUNDATION AT SHEAR/BRACED WALL LOCATIONS PLAN PLAN NOTE: SEE SILL PLATE ANCHORAGE ON CONTACT ENGINEER FOR SLAB STEPS SHEAR/BRACED WALL SCHEDULE W/O CURB W/ CURB GREATER THAN 12" 201 TYPICAL GRADE BEAM AT EXTERIOR WALL 11 _ 1-011 203 TYPICAL BEAM 205 BEAM AT SLAB STEP SCALE. 3/4 -1SCALE: 3/4 – 1-0 SCALE: 3/4" =1'-0" TOOLED EDGE I I I TOOLED EDGE 112" EXPANSION JOINT I I I I I I DRIVEWAY BY OTHERS d v . I I I dv 13/4" FROM EDGE OF STEM WALL TO CENTER OF ANCHOR BOLT 2x PRESSURE TREATED PLATE W11/2" DIA. x 10" LONG ANCHOR BOLTS I I I v SPACED PER FOUNDATION PLAN W/ 7" EMBEDMENT DEPTH. USE PROPERLY SIZED NUT AND WASHER. MIN. (2) BOLTS PER PLATE AND 12" MAX FROM END OF PLATE. I 36" I 136" v 31/2° 41/2" I 3611 I I 12" a M FINISH GRADE I I I dd v SEE FOUNDATION PLAN L---------- --J L-- v .. ° FOR REINFORCEMENT 1" MAX PLATE OVERHANG dd d OR TENDON 18" _ = SEE FOUNDATION PLAN d J (1) #4 CONTINUOUS HORIZONTAL d FOR REINFORCEMENT d v M REBAR AT TOP OF WALL 6" v OR TENDON c • . `o ° (1) #4 J -BAR AT 24" O.C. d ° v #4 REBAR CENTERED IN #4 REBAR CENTERED IN v • d . v (1) #4 CONTINUOUS HORIZONTAL BEAM W16" COVER FROM v REBAR AT BOTTOM OF J -BAR BEAM W/ 6" COVER FROM 11/2" CLR. d BOTTOM OF BEAM BOTTOM OF BEAM 8" CONCRETE WALL, U.N.O. v #4 J -BARS AT 2'-0" O.C. ON THE FOUNDATION PLAN 9 (1) #4 CONTINUOUS REBAR o W/ DAMP PROOFING d AT BOTTOM OF WALL COLD JOIST BETWEEN 1" WIDE x 1" DEEP KEYSTOP CORNER nTo NOTE: NOTE: SLAB & CONCRETE WALL PLAN VIEW PLAN IVI EW SEE DETAIL 201 FOR INFORMATION SEE DETAIL 201 FOR INFORMATION NOT SHOWN HERE NOT SHOWN HERE REUSABLE POCKET FORMER AT 3112" POST -TENSION SLAB- SEE FOUNDATION PLAN FOR REINFORCEMENT AT CORNERS AND "T" INTERSECTIONS SLAB EDGE AT GARAGE OVERHEAD DOOR OPENING SLAB EDGE AT PATIO AND PORCH STRESSING -END ANCHOR ONLY a a THICKNESS AND SUBGRADE - 211 206 „ _ -0" 222 3118" MIN. POST -TENSION SLAB TENDON SCALE: 314 -1-0 SCALE: 3/4 -1 0 SCALE: 3/4" =1'-0" 4" MAX. EQ. NOTE: GARAGE DOOR DOOR BUCK BLOCK BUCK BLOCKOUT GARAGE DOOR GARAGE DOOR OUT NOT REQUIRED BUCK BLOCKOUT BUCK BLOCKOUT o z SEE o ---------- --- 51/2„ 3"CLR TYP. Q' PLAN -------- ---- 5 1/2" N NAIL ANCHOR SIDEWAYS TO U.N.O. -6" -6 1/2" ON PLAN -6 1 /2" w w� FORMBOARD -EXTEND TENDON � O N 12" MIN. AT STRESSING -END ONLY 6] TENDON SUPPORT AT ALL SLOPE 1/2":V-0" _ INTERSECTING TENDONS COLD JOINT BETWEEN o GRADE BEAM & SLAB 6 MIL POLY VAPOR BARRIER UNDER SLAB N 4 Lu v d MATCH WALL o = 6" o Z PLAN VIEW WIDTH ABOVE CONCRETE SLAB EDGE CONCRETE SLAB EDGE d U -BAR REINFORCEMENT 2x WALL 2x WALL N PLAN VIEW PLAN VIEW U_ ��„ EXTEND MINIMUM 4 18.1 N v a ABOVE COLD JOINT TOOLED EDGE TOOLED EDGE TOOLED EDGE #3 REBAR AT 22"O.C.OR 1/2" EXPANSION 1/2" VARIES v #4 REBAR AT 32" O.C. MATERIAL 1/2" EXPANSION JOINT DEPRESS SLAB AT GARAGE 1/2" EXPANSION JOINT DEPRESS SLAB AT GARAGE v .d U.N.O. U.N.O. dd DRIVEWAY BY OTHERS DRIVEWAY BY OTHERS DOOR LOCATION DRIVEWAY BY OTHERS DOOR LOCATION • — � � ON PLAN ON PLAN v — .] e 4 d d v v. w Q v. v ad. d Lu w Q w SEE FOUNDATION PLAN FOR � J W J M �' REINFORCEMENT OR TENDON 3" CLR TYP. d . v ° w0 v. w7C'1 SEE v FOUNDATION ° NOTE: EXTERIOR PERIMETER SCHEDULE v' v DRAIN REQUIRED AT STEM WALLS - PROVIDE CONTINUOUS SLOPE TO SUMP PIT COLD JOINT NOTE: SILL PLATE ANCHORAGE MAY VARY NOTE: AT SHEAR/BRACED WALL LOCATIONS NOTE: THIS DETAIL IS REQUIRED WHEN LSTHD OR STHD SEE SILL PLATE ANCHORAGE ON SEE DETAIL 201 FOR INFORMATION CONDITION 1 HOLDOWNS AT FRONT OF GARAGE ARE SPECIFIED CONDITION 2 CONDITION 3 SHEAR/BRACED WALL SCHEDULE NOT SHOWN HERE ON PLANS AS PART OF A MOMENT FRAME SYSTEM 201,R TYPICAL GRADE BEAM AT EXTERIOR WALL WI STEM WALL SLAB EDGE AT GARAGE DOOR FRAMES SCALE: 3/4" =1'-0" 2115 F SCALE: 3/4" = 1'-0" LL izoZWoomw0 mZ�om� z ¢� P ¢2� cn =WZ)wz�P�cco zcnOc)3.w � 2D aNUwQoozz Qzzz02 p oaomoVZ¢>--wi "U mc)WgUmQcnmz IXwvi-zO z w�xc)>wp_O_w�_ >�Z>P: H gH Wzo U)0 JD >— J =O—WLL JUpLLw J JmazO w oWMO<DFFm QQ0LL�� LL z" 0of 2a0 �OSOUQ� N URw Z m ofLLHZ oww=JQW¢�wli O�Oaz_ 2 WX:W 'F-CUOflt�ir� ~0ou):30OFDO C7 OcnoZZ_o WR:w �inOixzV of wwQcno z_o w >- amz wz otzg a �wWM¢mwZoww ZaoFoLU O ww�0wft0¢=aW OwOw=2 U wWooao omm _,SIL Uit0w�H O cn ' *No C-) U:) O :z: C) Lu a. O o O LL. Ir C15 z C'3 w z_ J w U - w z_ Z� w uj —Lo o CD ui CD J F__ o U ti w W= z U um< Q ta 0011 CN .Q 1 uj U w J H �M 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER SID 3 iu a� A 0 (D CL p a N m 2 LL izoZWoomw0 mZ�om� z ¢� P ¢=� cn =WZ)LWLz�P�cco z(noc)3.W � ac3Nc5w¢Oozz QZZz02 0 waomoV>_Z¢o >---i��U mowgUmQv)mz IXwvi-z0 z W�xc)>wp_o–<¢ _z >6Z>OZ H gH WZ�m�— -i �o J =O—WLL 00LL --U) J JmazO W o�zw<-i 0<0F_ Z0:0�0O0wzmFoa-0=¢ly N OryWpZc0LLHZ OWWF-W ¢��a O�p�oz 2 W�aujHUOflt�an ~mZZ390 C7 OcnoZZ_o WR:w �inpixzV of ww¢cna) Z-c)w >- F -awZ wZ Otzg a W M<DwZoww zm0woc O ww�o�W0¢=aW OWpw=m U LLW00<00mF-�LL 0it0LLFH O cn U 2i U:) O z U Lu a. O o O LL. Ir C15 — z U w z J Lu LL. W Lu � z_ ZCD Lu Lu —LDLO M W co o6 C -q J � o U ti Lu W0= z U LLE I w Q p irT 1 uj U Lu J H H �M 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER SID 2x PRESSURE TREATED PLATE W/ 1/2" TOOL JOINT DIA. x 10" LONG ANCHOR BOLT EMBED INTERIOR BEARING OR 1" MAX DEPTH SLAB TENDON 2x WOOD STUDS -SEE 7" MIN. AT 6'-0" O.C. MAX. W/ NON-BEARING WALL SLOPE AS U.N.O. FRAMING PLAN PROPERLY SIZED NUT AND WASHER. REQUIRED EQ. ON PLAN MIN. (2) BOLTS PER PIECE AND 12" SLOPE AS TOOL JOINT U.N.O. (1) #4 CONTINUOUS REBAR MAX. FROM EACH END REQUIRED 1"MAX DEPTH EQ. ON PLAN ° ° d SEE SLAB TENDON OR TRANSVERSE SLAB TENDON v SEE v. v d PLAN _ • Q. o CONVENTIONAL REINFORCEMENT - SEE SLAB TENDON d PLAN d FOUNDATION PLAN U.N.O. Q d 2x PRESSURE TREATED PLATE W/ 1/2" DIA. x 10" LONG ANCHOR BOLT EMBED EQON PLAN fj SLAB TENDON v 7" MIN. AT 6'-0" O.C. MAX. Wt vI SEE . d PROPERLY SIZED NUT AND WASHER. PLAN d MIN. (2) BOLTS PER PIECE AND 12" Zd Q. . SEE FOUNDATION PLAN MAX. FROM EACH END Q TENDON OR CONVENTIONAL ° v d J d FOR REINFORCEMENT TRANSVERSE SLAB TENDON w REINFORCEMENT -SEE a. v OR TENDON dd w FOUNDATION PLAN d SLAB TENDON COLD JOINT EQ. v 2x WOOD STUDS - SEE SEE d FRAMING PLAN PLANAz ° (1) #4 CONTINUOUS REBAR E TENDON DEAD -END --,,,,,,EQ Jj ON PLAN v SEE PLAN #4 BARS AT 24" O.C. BENT Q. NOTE: INTO UPPER SLAB ACROSS Q TRANSVERSE SLAB TENDON d d v d SEE DETAIL 232 FOR INFORMATION NECK TRANSITION FROM NOT SHOWN HERE TURNDOWN TO SLAB w SLAB TENDON ° U NOTE: SLOPE AS v .. COLD JOINT SILL PLATE ANCHORAGE MAY VARY EQ. REQUIRED AT SHEAR/BRACED WALL LOCATIONS SLOPE BREAK NO GRADE BEAM SLOPE BREAK AT GRADE BEAM SEE v SEE SILL PLATE ANCHORAGE ON PLAN SHEAR WALL SCHEDULE SLAB OVERLAP AT ELEVATION tE a d 230.1 CHANGE > 12 INCHES SCALE: 3/4" = 1'-0" . d TENDON DEAD-END 2x PRESSURE TREATED PLATE W/ 2x PRESSURE TREATED PLATE W11/2" DIA. x 10" d 2x WOOD STUDS - SEE FRAMING PLAN LONG ANCHOR BOLT EMBED 7" MIN. AT 6'-0" O.C. ° a 2x PRESSURE TREATED PLATE W/ 112" DIA. x 10" LONG ANCHOR BOLT TOOL JOINT PINS AT 16" O.C. MAXIMUM. MINIMUM INTERIOR BEARING OR (2) PINS PER PIECE AND 6" MAXIMUM MAX. WI PROPERLY SIZED NUT AND WASHER. MIN. (2) #4 BARS AT 24" O.C. BENT (1) #4 CONTINUOUS REBAR EMBED 7" MIN. AT 6'-0" O.C. MAX. W/ PROPERLY SIZED NUT AND 1" MAX. DEPTH NON-BEARING WALL FROM EACH END - TYP. 2x WOOD STUDS- EE FRAMINGPLAN BOLTS PER PIECE AND 12" MAX. FROM EACH END COLD JOINT INTO UPPER SLAB ACROSS AT RAISED CURB ONLY WASHER. MIN. (2) BOLTS PER PIECE AND 12" MAX. FROM EACH END. Q a v d NECK TRANSITION FROM TURNDOWN TO SLAB ALTERNATE, MAS AT 4'-0" MAX. MAY BE USED IN LIEU OF ANCHOR SLOPE AS VARIES -12" MAX REQUIRED w U -BAR REINFORCEMENT - SEE FOUNDATION PLAN CONCRETE SLAB 1 112" BOLTS EQ VARIES-12"MAX EQ 1:6 SLOPE MAX. U.N.O. VARIES -12" MAX. EQ ON PLAN SLOPE AS VARIES -12" MAX. SLOPE AS 1:6 SLOPE MAX. U.N.O. EQ ON PLAN d ' d ° d SEE ° ° SEE d SEE EQ. REQUIRED d EQ. REQUIRED ° EE d.° d v. c d PLAN AQ d c PLA E ° d PLAN SEE a d' Lu. PLAN d aPLAN SEE v PLAN a ° Q v d v U.N.O. v U.N.O. o tE c d Id ON PLAN 3x STEP OR ON PLAN E CONVENTIONAL o z ° 12" MIN. o z d d REINFORCEMENT OR N ° d v N SLAB TENDON 3x STEP SLAB TENDON v TENDON - SEE FOUNDATION PLAN d d 12" MIN. ° v SEE FOUNDATION PLAN SEE FOUNDATION PLAN d a d • FOR REINFORCEMENT FOR REINFORCEMENT • d OR TENDON OR TENDON v. d ° ... SEE FOUNDATION PLAN dd FOR REINFORCEMENT d OR TENDON NOTE: NOTE: NOTE: v d v SEE DETAIL 232 FOR INFORMATION SEE DETAIL 201 FOR INFORMATION SEE DETAIL 201 FOR INFORMATION d NOT SHOWN HERE NOT SHOWN HERE NOT SHOWN HERE ° • NOTE: NOTE: NOTE: dv SILL PLATE ANCHORAGE MAY VARY SILL PLATE ANCHORAGE MAY VARY NOTE: NO STEP ON ONE SIDE SILL PLATE ANCHORAGE MAY VARY AT SHEAR/BRACED WALL LOCATIONS AT SHEAR/BRACED WALL LOCATIONS SLAB THICKNESS AND/OR SLAB AT SHEAR/BRACED WALL LOCATIONS SEE SILL PLATE ANCHORAGE ON SEE SILL PLATE ANCHORAGE ON ELEVATION MAY VARY FROM ONE INTERIOR WALL NO GRADE BEAM SEE SILL PLATE ANCHORAGE ON EXTERIOR WALL AT GRADE BEAM SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE SIDE OF CURB TO THE OTHER. SHEAR WALL SCHEDULE SLAB ELEVATION CHANGE > 12 INCHES CONCRETE CURB AT INTERIOR SLAB SLAB ELEVATION CHANGE AT WALL 230 233 232 SCALE. 3/4 - 1'-0" SCALE. 3/4"-1-0 SCALE: 3/4" =1'-0" SEE PLAN (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 HOLDOWN w WASHER. MIN. (2) BOLTS PER PIECE AND 12" MAX. FROM EACH END SLAB TENDONS - SEE PLAN L v d 08 M U SWAY TENDON AT ADDITIONAL U.N.O. #4 x 48" LONG REBAR PLAN VIEW AT HOLDOWN LOCATION 30 hef ° . d PENETRATION TO OF (1) #4 AR x 5NF0,ORCEMENT MAINTAIN 3" MIN. CENTERED ON SLAB PENETRATION 11/2" EQ. ON PLAN ° d v IN HIGH STRESS ZONE d 5" TYP. q . g0" t VARIES -12" MAX dv d v d SEE I U.N.O. #4 REBAR AT CORNER"7 cj d v ° c PLAN ° HOEDOWN LOCATION IN BEAM 18" SQ. U.N.O. a I 3" EDGE DISTANCE AT 3„ v d REBAR IN EDGE BEAM INTERIOR HOLDOWN MIN N 6 MIL POLY VAPOR BARRIER PERPENDICULAR TO COLD JOINT UNDER SLAB v d HOLD-DOWN 1 1 / . . . . . . . 1 . .. . . 1 ° \' d d • ° • U -BAR REINFORCEMENT 10" AT LSTHD8 d ° 12" AT STHD10 d ° . L J NO PENETRATIONS ALLOWED HIGH STRESS v d EXTENDED MINIMUM OF 4" ABOVE COLD JOINT 16" AT STHD14 a: 10" AT LSTHD8 PER v .. IN THIS AREA, WITHOUT ZONE ° 6„ SEE FOUNDATION PLAN 12" AT STHD10 HOLDOWN o L PLAN ADDITIONAL REINFORCEMENT SLAB PENETRATION IN SEE FOUNDATION PLAN HATCHING AND SPACE 18" d v . 0 16 AT STHD14 PER PLAN hef d' `� HIGH STRESS ZONE FOR REINFORCEMENT U -BARS AS SHOWN: p ° OR TENDON d D t (1 v' d • D 12" NOTE: NO REINFORCEMENT REQUIRED FOR SEE DETAIL 201 FOR INFORMATION SLAB PENETRATIONS OUTSIDE OF HIGH NOT SHOWN HERE ° .D SIDE VIEW INTERIOR GARAGE EDGE STRESS ZONE, 6" DIA. MAX. NOTE: v HOLDOWN SILL PLATE ANCHORAGE MAY VARY NOTE: NOTE: REPLACED do (IN.) hef (IN.) t (IN.) AT SHEAR/BRACED WALL LOCATIONS SLAB THICKNESS AND/OR SLAB SEE DETAIL 201 LTT20B 112 23/4 7/16 NOTE: SEE SILL PLATE ANCHORAGE ON ELEVATION MAY VARY FROM ONE FOR INFORMATION CORNER CONDITION HTT5 518 31/2 35164 SEE DETAIL 232 FOR INFORMATION SHEAR WALL SCHEDULE SIDE OF CURB TO THE OTHER. NOT SHOWN HERE HDU8-SDS2.5 718 5 314 NOT SHOWN HERE CONCRETE CURB AT INTERIOR SLAB INTERIOR RIB -_ _ HOLDOWN AT EXTERIOR WALL HEADED STUD HIGH STRESS ZONE 233.1 234 242'W 291 3/4 -1-0 SCALE. 3/4 -1-0 SCALE: 3/4" =1'-0" WIND SCALE. 3/4 -1-0 SCALE: 3/4" =1'-0" 171�SCALE. 2x FRAME WALL W/ PIPE PENETRATION LOCATED OUTSIDE OF HIGH STRESS ZONE 3" 1 1/2" / \ MIN. SWAY TENDON AT PENETRATION TO MIN. 2x WOOD STUDS -SEE FRAMING PLAN / \ 1 1/2" MAINTAIN 3" MIN. CLEARANCE CONTINUOUS WOOD PANEL MIN. / \ PLUMBING SLEEVE, VENT OR DRAIN (2" MAX. WALL SHEATHING / \ ' DIA. IN 2x4 WALL, 4" MAX. DIA. IN 2x6 WALL) SQUASH BLOCKING - SEE FRAMING PLAN (4) #5 x 3'-0" LONG AND NOTE BELOW HORIZONTAL REBAR- MID DEPTH IN SLAB/ \ 10d NAILS AT 12 O.C. - MATCH FLOOR SHEATHING - SEE GSN / \ 0 Z o ° BRACED/SHEAR WALL SCHEDULE FOR FASTENER REQUIREMENTS MIN. BOTTOM PLATE NAILING AT PLUMBING PENETRATION \ _ _ _ _ _ _ _ _ d d d BRACED/SHEAR WALL LOCATIONS REBAR TO BE A MINIMUM \ 1 (.1 : 1 /r N OF 3" ABOVE SUBGRADE / \ / \ ° — — — — — — — — ADDITIONAL REINFORCEMENT OF (1) 7 #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 / M PER MANUFACTURERS SPECS I JOIST -SEE v SLAB FRAMING PLAN \ / PENETRATION IN 10d TOE -NAIL AT 12" O.C. AT THICKEN SLAB TO \ / HIGH STRESS i RIM JOIST TO TOP PLATE (1) 8d BOX NAIL EACH SIDE 71/2"AROUND \ / ZONE 6" DIA. MAX. 1 1/2" MIN. EDGE DISTANCE PENETRATION \ / m CONTINUOUS DOUBLE TOP PLATE \ / ALTERNATE BEAM LOCATION - 2x WOOD STUDS - SEE FRAMING PLAN z NO REINFORCEMENT REQUIRED FOR SEE FRAMING PLAN \ / ° SLAB PENETRATIONS OUTSIDE OF HIGH \ / STRESS ZONE, 6" DIA. MAX. \ / PLUMBING BLOCKOUT 5" x 8" MAX. " NOTE: 10'-0" MINIMUM SPACING BETWEEN M PROVIDE 2x SQUASH BLOCKING BETWEEN FLOOR NOTE: PLUMBING VOID BOXES NOT TO BLOCKOUTS 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. 3/4 -1-0 SCALE. 3/4"-1-0 „_ SCALE. 3/4 - 1 -0 SCALE: 3/4" = 1'-0" LL izoZWoomw0 mZ�om� z ¢� P ¢=� cn =WZ)LWLz�P�cco z(noc)3.W � ac3Nc5w¢Oozz QZZz02 0 waomoV>_Z¢o >---i��U mowgUmQv)mz IXwvi-z0 z W�xc)>wp_o–<¢ _z >6Z>OZ H gH WZ�m�— -i �o J =O—WLL 00LL --U) J JmazO W o�zw<-i 0<0F_ Z0:0�0O0wzmFoa-0=¢ly N OryWpZc0LLHZ OWWF-W ¢��a O�p�oz 2 W�aujHUOflt�an ~mZZ390 C7 OcnoZZ_o WR:w �inpixzV of ww¢cna) Z-c)w >- F -awZ wZ Otzg a W M<DwZoww zm0woc O ww�o�W0¢=aW OWpw=m U LLW00<00mF-�LL 0it0LLFH O cn U 2i U:) O z U Lu a. O o O LL. Ir C15 — z U w z J Lu LL. W Lu � z_ ZCD Lu Lu —LDLO M W co o6 C -q J � o U ti Lu W0= z U LLE I w Q p irT 1 uj U Lu J H H �M 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER SID 3 ai iu In 0 (D CL p a N fu 2 LL �zOZwOpZwO mzLomP Z a� P a=te m=WZ)LwLz�P�cco z(nou)3.w 5 2DP a5w<0ozz QZZZ02 p WWOwaomoV>-Z¢o >---i�c"U mc)WgUmav)mz IXwai-z0 z m�wc)>o-<u -z >6Z>OZ H gH wZ�m�— -i �0 J =O—WLL 00LL --U) J JmazO W oWmo<=)��m aQoLLoH w mo Dw Z 00 Oowz��Foaci cn0=o¢l N UOru) Z LLHZ =�aww¢�wli O�paz� 2 W=W-F-U0flt�irn ~0°U'OinO C7 OwoZZ?OMWR: �ino2zV -ow z U) O�zg a F-WLLIM Zo�w ZaoFoLu O ww�Owwo'<M Owow=2 U LL�ooac�c���'LSw UO'c�LLFH O cn U 2i u:) O z U Lu a. LL - O o O LL. Ir C15 — z U w z_ J w w w � z_ Z� z W w L0 wCDo CD J � o U ti w WLU = z U Ir QLLM Q 1 uj U 6i J H H �M 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER SD 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 SHEATHINGI-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 FULL DEPTH 2x BLOCKING 10d NAILS AT 16" O.C. 1 O NAILS AT 16" O.C. BRACED/SHEAR WALL SCHEDULE GSN FOR FASTENER BOTTOM PLATE NAILING AT R QUIREMENTS BRACED/SHEAR WALL SCHEDULE BOTTOM PLATE NAILING AT FLOOR SHEATHING OPEN 2x DECKING OR FLOOR WALL AS OCCURS � FLOOR SHEATHING WALL AS OCCURS FLOOR SHEATHING SEE GSN FOR FASTENING SHEATHING WITH COVERING PER 2x FILLER BLOCKING AS REQUIREDIL 2x PLATE W/ CONSTRUCTION BRACED/SHEAR WALL LOCATIONS BRACED/SHEAR WALL LOCATIONS ARCHITECTURAL SPECIFICATIONS NAIL BLOCKING TO BEAM W/ MINIMUM I I I I ADHESIVE TO BEAM FLANGE - (1) 1 Od NAIL TOP AND BOTTOM (1) 1 Od NAIL TOP AND 10d AT 6" O.C. STAGGERED PLATE SHALL OVERHANG BEAM WEB STIFFENER FROM RIM JOIST TO I -JOIST BOTTOM INTO JOIST FLANGE MINIMUM 1/8", MAXIMUM 1/4" (1) 10d NAIL TOP AND BOTTOM I LOCATION AS REQUIRED BY r= =�aT.-rte ,� � =�aT.-rte ,� INTO I -JOIST FLANGE\ -I JOIST - SEE FRAMING PLAN RIM BOARD PER RIM BOARD - MATCH JOIST — — — — — — — — — — — — MANUFACTURER'S SPEC'S MANUFACTURER MATERIAL & DEPTH RIM BOARD OR I -JOIST PER I• I•NIV VIV 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 (3) 1 Od TOENAILS, LS70 OR JOIST TO DOUBLE TOP PLATE ALLOWABLE IN EACH BLOCK I JOIST - SEE JOIST BLOCKING TO TOP PLATE MANUFACTURER JOIST - SEE FRAMING PLAN RBC AT BLOCK TO BEAM PER PLAN FRAMING PLAN I JOIST -SEE BEAM -SEE FRAMING PLAN I -JOIST -SEE FRAMING PLAN ALTERNATE BEAM LOCATION - H2.5 AT EACH JOIST TO PLATE - H2.5 OR H2.5A AT EACH FRAMING PLAN STEEL BEAM - SEE FRAMING PLAN 1/8" OPTIONAL: PACK BEAM TIGHT AT JOIST CONTINUOUS DOUBLE TOP SEE FRAMING PLAN USE H3 AT STEEL BEAM BELOW TRUSS TO PLATE HANGER -SEE TOP FLANGE HANGER HANGER LOCATIONS. PACKING SHALL ALTERNATE BEAM LOCATION - PLATE 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 CANTILEVERED JOIST AT BEAM JOIST AT FLUSH BEAM AT INTERIOR JOIST AT FLUSH STEEL BEAM AT INTERIOR 302 304 304. 311 311.1 SCALE. 3/4 - 1'-0" SCALE: 3/4" = 1'-01, SCALE. 3/4 - 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" BOUNDARY NAILING 2x BLOCKING BETWEEN STUDS RAKED ROOF SHEATHING TO MATCH TOP CHORD OF TRUSS OR 8d NAILS AT NAILER. (4) 10d NAILS FROM TOP 6" O.C. CHORD OR NAILER TO BLOCKING 2x BLOCKING RIM BOARD PER BETWEEN TRUSSES 2x WOOD STUDS - SEE MANUFACTURER'S SPEC'S (4) 10d NAILS FROM BLOCK TO BLOCK ROOF TRUSS OR NAILER AT FRAMING PLAN ROOF SHEATHING TOP AND BOTTOM - SEE FRAMING PLAN (1) 1/4" x 4 1/2" SIDS DOUBLE RIM BOARD OR FULL DEPTH BLOCKING. 2x BLOCKING SCREW AT 24 O.C. BLOCKING MINIMUM 1 1/2 WIDE TIGHT BETWEEN STUDSWALL SHEATHING ....................................................................... AGAINST RIM BOARD AT ALL HANGER ............................................................................. ................................................................................ .................................................................................. .................................................................................... 7 Q COVERING PE LOCATIONS. BLOCKING NOT REQUIRED AT �� _ 2x WOOD STUDS SEE FRAMING PLAN .................................................................... . . .............................................. .. ARCHITECTURAL SPECIFICATIONS DOUBLE RIM BO RD WALL SHEATHING y :...::::::::: /................ /. ... ............. ...................... .................................................................... — — — — — 2x WOOD STUDS - SEE FRAMING PLAN ........... O.............. w 2x CONTINUOUS PLATE 2x CONTINUOUS PLATE /:..... U I U)--- --- \ \ \ \ \ ............. . .... .............. ............. \ \ ...... ............... ............. \ �\ — — — — — FLOOR SYSTEM - SEE FRAMING PLAN I \ \ 2x JOIST - — — — \\\ \ \ \ \ SEE FRAMING PLAN ROOF TRUSS - SEE FOR ORIENTATION I I \ \\ ol \\\ \ I \ HANGER -SEE FLOOR SYSTEM - SEE FRAMING PLAN FRAMING PLAN __-- II 10d NAILS II I AT 12 O.C. \\ \\ \ \ \ FRAMING PLAN ____- \ \ \ \\ ALTERNATE BEAM LOCATION ---- _ _ _4 \\ \\ 2x LEDGER - MATCH DEPTH OF JOIST -SEE FRAMING PLAN -SEE FRAMING PLAN DOUBLE RIM BOARD OR 2x BLOCKING AT ALL HANGER \ I \ \ \\ I \ \\ FOR CONNECTION REQUIREMENTS LOCATIONS. BLOCKING TIGHT AGAINST RIM BOARD FLOOR SYSTEM -SEE FRAMING PLAN \ \ \ NOTE: AT ALL HANGER LOCATIONS. BLOCKING TO BE MIN.\ FOR ORIENTATION \\ \ I \ SEE DETAIL 301 OR 302 HANGER -SEE 1 1/2" WIDE AND MATCH DEPTH OF HANGER. BLOCKING \ \ \ \ CONTINUOUS WOOD PANEL FOR INFORMATION NOT FRAMING PLAN NOT REQUIRED AT DOUBLE RIM BOARD \\ II \\ II WALL SHEATHING SHOWN HERE. \ \ RIM PER MANUFACTURER'S RIM PER MANUFACTURER'S \\ \\ SPECIFICATIONS SPECIFICATIONS NOTE: BOTTOM OF TRUSS AT OR NOTE: ABOVE BOTTOM OF RIM BOARD. PERPENDICULAR ROOF PARALLEL ROOF SEE DETAIL 301 OR 302 FOR TOP OF HANGER AT OR BELOW INFORMATION NOT SHOWN HERE TOP OF RIM BOARD 3D VIEW - CONTINUOUS 3D VIEW - BUTT JOINT 3D VIEW - LAPPED JOIST OR RAFTER AT RIM JOIST AT WALL ROOF TRUSS AT RIM JOIST AT WALL 331 335 SCALE. 3/4 - 1'-0" SCALE. 3/4 - 1'-0" SCALE: NO SCALE SCALE. NO SCALE SCALE: NO SCALE CS20 STRAP - (14) 1 Od NAILS TO 1/2" 1/2" STRINGER AND (14) 1 O NAILS MAX. NOTCH MAX. NOTCH TO FRAMING ABOVE I I � I WALL AS OCCURS, NON-BEARING OR BEARING WALL AS OCCURS, NON-BEARING OR BEARING WALL AS OCCURS, NON-BEARING OR BEARING 1 O NAILS AT 16" O.C. - U.N.O. MAY VARY r I (2) 1 Od TOE NAILS - AT BRACED/ SHEAR WALL LOCATIONS WALL AS OCCURS _ — OMIT AT NON-STRUCTURAL 1 O NAILS AT 12" O.C. FLOOR SHEATHING U.N.O. -MAY VARY AT 1 O NAILS AT 12" O.C. FLOOR SHEATHING U.N.O. - MAY VARY AT 1 O NAILS AT 12" O.C. FLOOR SHEATHING U.N.O. - MAY VARY AT BASEMENT BRACED/ SHEAR WEB STIFFENER AS REQUIRED I WEB STIFFENER AS REQUIRED I WEB STIFFENER AS REQUIRED RIM BOARD OR I -JOIST BLOCKING FLOOR SHEATHING I I I _ I I I WALL LOCATIONS PER MANUFACTURER'S WALL LOCATIONS PER MANUFACTURER'S WALL LOCATIONS PER MANUFACTURER'S PER MANUFACTURER'S SPEC'S = — 2x BLOCKING SPECIFICATIONS SPECIFICATIONS SPECIFICATIONS (1) 1 Od NAIL AT TOP AND I I BETWEEN STRINGERS BOTTOM INTO I -JOIST FLANGE CS20 STRAP AT 48" O.C. MAX. W/ STRINGER - SEE CHART I I (4) 8d NAILS INTO STUDS WHEN FOR MATERIAL I JOIST - SEE I JOIST - SEE I JOIST - SEE WALL ABOVE IS BEARING. FRAMING PLAN FRAMING PLAN FRAMING PLAN STRAP NOT REQUIRED AT VA i WOOD PANEL WALL SHEATHING SIDE VIEW PLAN VIEW FRAMING OR CONCRETE SLAB BLOCKING ONLY (1) 8d BOX NAIL EACH SIDE BLOCKING ONLY (1) 8d BOX NAIL EACH SIDE BLOCKING ONLY (1) 8d BOX NAIL EACH SIDE \-I-JOIST BELOW REQUIRED WHEN OF JOIST TO TOP PLATE REQUIRED WHEN OF JOIST TO TOP PLATE REQUIRED WHEN OF JOIST TO TOP PLATE 1 O TOE -NAILS AT 6" O.C. - SEE NOTED ON FRAMING NOTED ON FRAMING NOTED ON FRAMING RIM BOARD TO TOP PLATE FRAMING PLAN TOP OF STRINGER BOTTOM OF STRINGER PLAN - 8" DIA. HOLE 1 O TOENAILS AT 8" O.C. PLAN - 8" DIA. HOLE 1 O TOENAILS AT 8" O.C. PLAN - 8" DIA. HOLE 1 O TOENAILS AT 8" O.C. CONTINUOUS DOUBLE TOP STRINGER MATERIAL AND SIZE WIDTH OF STAIRS MAX. # OF RISERS PER STRINGER ALLOWABLE IN EACH ALLOWABLE IN EACH ALLOWABLE IN EACH LTP4 AT 12" O.C. WHEN WALL PLATE - BEARING (HORIZONTAL LENGTH OF RUN BETWEEN STRINGER SUPPORTS) BLOCK CONTINUOUS DOUBLE BLOCK CONTINUOUS DOUBLE BLOCK CONTINUOUS DOUBLE BELOW IS BRACED/ SHEAR AT 2x12 HF #2 4'-0" 11 RISERS (9'-2") ALTERNATE BEAM TOP PLATE ALTERNATE BEAM TOP PLATE ALTERNATE BEAM TOP PLATE 2x WOOD STUDS -SEE LOCATION -SEE 2x WOOD STUDS - SEE LOCATION - SEE 2x WOOD STUDS - SEE LOCATION - SEE 2x WOOD STUDS -SEE O,O,O0P< % FRAMING PLAN 2x12 HF #2 3'-6" 12 RISERS (10'-0") NOTE: FRAMING PLAN FRAMING PLAN FRAMING PLAN FRAMING PLAN FRAMING PLAN FRAMING PLAN ALTERNATE BEAM LOCATION - 2x12 HF #2 3'-0" 13 RISERS (10'-10") FOR OPEN STRINGER - SEE DETAIL 371.1FOR CONTINUOUS BUTT JOINT LAPPED SEE FRAMING PLAN SPECIFICATIONS 1 3/4" x 11 7/8" LSL 4'-0" 17 RISERS (14'-2") NOTE: 1 3/4" x 11 7/8" LSL 3'-6" 18 RISERS (15-0") NOTE: WHERE STRINGER BASE BEARS ON NON-STRUCTURAL FOR STAIR WIDTHS BETWEEN LISTED SIZES, SLAB, STRINGER SHALL BE CONSTRUCTED TO ALLOW PRE -MANUFACTURED STAIR PER MANUFACTURER PER MANUFACTURER ROUND UP TO CLOSEST WIDTH SHOWN FOR UNRESTRICTED VERTICAL MOVEMENT JOIST AT INTERIOR BEARING WALL STAIR FRAMING - 2 STRINGER STAIR JOIST AT INTERIOR BEARING WALL 365 371 361 SCALE. 3/4 - 1'-0" „_ CLOSED BOX STRINGER SCALE. 3/4 - 1 -0 SCALE: 3/4" = 1'-0" NOTE: MAXIMUM LENGTH OF 2x JOISTS IS 9'-0". FOR LENGTHS EXCEEDING 9'-0" CONTACT (2) 2x TOP PLATE CONTINUOUS (2) 2x TOP PLATE CONTINUOUS (2) 2x TOP PLATE CONTINUOUS ENGINEER OF RECORD LAP AT CORNERS AND SPLICES LAP AT CORNERS AND SPLICES LAP AT CORNERS AND SPLICES (2) 2x TOP PLATE CONTINUOUS LAP (2) 2x TOP PLATE CONTINUOUS LAP 2x JOISTS AT 16" O.C. AT CORNERS AND SPLICES AT CORNERS AND SPLICES 2x WOOD STUDS AT EACH JOIST LAP 2x WOOD STUDS AT EACH JOIST 2x WOOD STUDS AT SAME SPACING , TO BOTTOM OF I -JOIST BELOW AND ALIGNED W/ I -JOISTS LAP TO BOTTOM OF I -JOIST 2x WOOD STUDS AT 24" O.C. 2x WOOD STUDS - ALIGN WITH BELOW WALL STUDS BELOW X X X Z) Z) j X X BEAM - < < 2x JOISTS AT 16" O.C. LUS26 HANGER - TYP. SEE FRAMING PL FLOOR SHEATHING - TO H2.5 AT EACH STUD MAYBE FASTENED PER GSN LUS26 HANGER - TYP. BE PLACED ABOVE OR FLOOR I -JOIST OR RIM ``' 2x BLOCKING BELOW FLOOR SHEATHING 2x BLOCKING BOARD - SEE FRAMING PLAN FLOOR I -JOIST OR RIM 2x CONTINUOUS LEDGER - FLOOR SHEATHING TO FLOOR SHEATHING BOARD- SEE FRAMING PLAN ATTACH TO WALL PER CHART DEPTH TO MATCH JOIST PER CHART BEAM CONDITION FLOOR SHEATHING TO FLOOR SHEATHING TO NOTCH AROUND STUDS NOTCH AROUND STUDS NOTCH AROUND STUDS H2.5 AT EACH STUD EDGE FASTENING AT SHEATHING/ H2.5 AT EACH STUD EDGE FASTENING AT SHEATHING/ WOOD OR CONCRETE WALL MAY BE PLACED ABOVE MAY BE PLACED ABOVE BLOCKING PER GSN OR BELOW FLOOR BLOCKING PER GSN OR BELOW FLOOR I -JOIST OR RIM BOARD BLOCKING I -JOIST OR RIM BOARD .I .I SHEATHING SHEATHING WALL CONDITION BLOCKING BETWEEN BETWEEN JOIST AND PROVIDE FULL HEIGHT I -JOIST PROVIDE FULL HEIGHT I -JOIST STUDS I JOIST AND STUDS I (2) 1 Od TOE NAILS AT EACH BLOCKING FOR ONE BAY BLOCKING FOR ONE BAY- LINE STUD TO I -JOIST FLANGE AT"O.C.- LINE UP W/ GUARDRAIL WALL STUDS PROVIDE 4" WIDE .I .I PROVIDE 4" WIDE GUARDRAILWALL STUDS MAXIMUM JOIST WEB STIFFENER ON WEB STIFFENER ON PR BOTH SIDES OF PROVIDE 4" WIDE WEB STIFFENER I -JOISTS FLOOR I -JOIST - SEE BOTH SIDES OF JOISTS. BOTH SIDES OF FLOOR I -JOIST - SEE CS20x24" W/ (4) OIST LENGTH SIZE WALL CONSTRUCTION EDGER ATTACHMENT I -JOISTS FRAMING PLAN FRAMING PLAN (4) 1 Od NAILS TOP 8d AT EACH END FLOOR I -JOIST - SEE FRAMING PLAN CONTINUOUS DOUBLE CONCRETE (1) 1/2" DIA x 5 1/2" LONG SIMPSON WEDGE ALL AT 16" O.C. 2x STUDS AT 16" O.C. (3) 10d NAILS AT 16" O.C. AND BOTTOM STUD\'—BEAMAT EACH I -JOIST (4) 1 O NAILS TOP -SEE BEAM -SEE FRAMING PLAN 2x WOOD STUDS CS20x24" W/ (4) 8d AT 2x BLOCKING OR CONTINUOUS SILL STRAP/STUD AND (4) 8d AT CS20x24" W/ (4) 8d AT STRAP/STUD AND (4) 8d AT TOP PLATE 4'-6" 2x6 2x STUDS AT 24" O.C. (3) 1 Od NAILS AT 24" O.C. AND BOTTOM STUD TO I-JOIST/WEB FRAMING PLAN STIFFENER 2x BLOCKING OR CONTINUOUS SILL TO I-JOIST/WEB STRAP/JOIST BLOCKING STRAP/JOIST BLOCKING 2x WOOD STUDS - SEE NOTE: CONCRETE 1 10d DIA. x 5 LONG SIMPSON WEDGE ALL AT 16" O.C. STIFFENER FRAMING PLAN IF WALL IS BALLOON TO 1 2x STUDS AT 16 O.C. (4) 10d NAILS AT 16 O.C. W/O WALL BELOW DROPPED BEAM W/O WALL BELOW OFFSET FLUSH BEAM W/ WALL BELOW TOP OF GUARDRAIL. C 20xD 9-0 2x8 W/O WALL BELOW W/ W LL BELOW 2x STUDS AT 24" O.C. 4 1 Od NAILS AT 24" O.C. AND 1 A35 AT 24" O.C. STRAPS CAN BE OMITTED GUARDRAIL WALL PERPENDICULAR TO JOIST GUARDRAIL WALL PARALLEL TO JOIST STAIR LANDING FRAMING 372 373 375 „_ SCALE. 3/4 - 1 -0 „_ SCALE. 3/4 - 1'-0" SCALE: 3/4" = 1'-0" LL �zOZwOpZwO mzLomP Z a� P a=te m=WZ)LwLz�P�cco z(nou)3.w 5 2DP a5w<0ozz QZZZ02 p WWOwaomoV>-Z¢o >---i�c"U mc)WgUmav)mz IXwai-z0 z m�wc)>o-<u -z >6Z>OZ H gH wZ�m�— -i �0 J =O—WLL 00LL --U) J JmazO W oWmo<=)��m aQoLLoH w mo Dw Z 00 Oowz��Foaci cn0=o¢l N UOru) Z LLHZ =�aww¢�wli O�paz� 2 W=W-F-U0flt�irn ~0°U'OinO C7 OwoZZ?OMWR: �ino2zV -ow z U) O�zg a F-WLLIM Zo�w ZaoFoLu O ww�Owwo'<M Owow=2 U LL�ooac�c���'LSw UO'c�LLFH O cn U 2i u:) O z U Lu a. LL - O o O LL. Ir C15 — z U w z_ J w w w � z_ Z� z W w L0 wCDo CD J � o U ti w WLU = z U Ir QLLM Q 1 uj U 6i J H H �M 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER SD E m coN O N r N m c 0 m c m cq 3 m E BEAM - SEE FRAMING PLAN SIDE VIEW FRONT VIEW 379 FLOOR SUPPORT UNDER STAIR BOUNDARY NAILING FROM NOTE: ROOF SHEATHING TO 2x SUB SEE ARCHITECTURAL DRAWINGS FASCIA NOT SHOWN BELOW FOR FASCIA CONDITIONS 2x SOLID BLOCKING W/ (2) 10d END OR TOE NAILS INTO TRUSS TAIL AT EACH END OF BLOCK J W __ Un X w WOOD PANEL WALL SHEATHING W/ 8d - NAILS AT 6" O.C. TO 2x BLOCK AND TOP PLATE CONTINUOUS DOUBLE TOP PLATE - FLOOR SHEATHING AT LOAD BEARING WALL ALIGN STUDS BEAM - SEE FRAMING PLANI I W/ JOISTS BELOW, OR PROVIDE BLOCKING PANELS BETWEEN JOISTS BLOCKING ONLY REQUIRED I WHEN NOTED ON FRAMING PLAN I I FLOOR SHEATHING I (2) CS20 COIL STRAPS CONTINUOUS 2Z /- � 5- - _�i L =22=z= AND CUT TO LENGTH. WRAP UP AND — — — — — OVER TOP OF BEAM ABOVE AND WRAP UNDERNEATH BEAM BELOW. USE MINIMUM (4) NAILS PER STRAP INTO CS20 x 36" - (14) 10d NAILS INTO CS20 x 36" - (14) 10d NAILS WOOD PLATE ON STEEL BEAM INTO WOOD PLATE ON AND (14) 10d NAILS INTO STUDS STEEL BEAM AND (14) 10d NAILS INTO STUDS RIM BOARD 2x WOOD PLATE ON BEAM CONTINUOUS TOP PLATE SIDE VIEW OVER BEAM POCKET TO SIDE VIEW EXTEND AT LEAST 48" EACH WAY PLACE BEAM TO PROVIDE A MINIMUM LENGTH OF TOP OF BEAM AND INTO BOTTOM OF LSL. I CUT OUT LOWER PLATE -/BEARING OF 2 1/4" AT 2x4 FILL SOME HOLES AT STUDS BEHIND I4 1/4" AT 2x6 WALL STRAPS TO KEEP STRAP FLAT. _ _ _ _ _ PLACE BEAM TO PROVIDE A MINIMUM LENGTH OF (2)2xSTUDS BEHIND STRAP — — — — — OR PERPENDICULAR WALL I JOIST - SEE BEARING OF 2 AT 2x4 AND 4 1/2" AT 2x 2x6 WALL FRAMING PLAN 10d NAILS FROM EVERY SHIM TO PROVIDE FULL SHIM TO PROVIDE JOIST TO PLATE - (2) NAILS BEARING FULL BEARING BEAM PER FRAMING PLAN U.N.O. ON FRAMING PLAN FILLER AS NEEDED ---'2x WOOD STUD MIN. 2x4 PLATE W/ 1/4" CONTINUOUS BEAD POSTS PER PLAN GAP BETWEEN WALL AND PLATE OF CONSTRUCTION ADHESIVE ALONG 2x WOOD STUD POST PER LENGTH OF BEAM AND POWDER ACTUATED PLAN W/ (2) 10d NAILS AT PINS (SUCH AS HILTI X -U PINS OR EQUAL) 24" O.C. AT EACH PLY AT 2'-0" O.C. STAGGERED FROM PLATE TO MIN. OF 1 FULL HEIGHT SUSPENDED WALL FROM BEAM ABOVE BEAM FLANGE STUD EACH SIDE OF BEAM CONCRETE SLAB BELOW STEEL BEAM - SEE FRAMING PLAN BEAM POCKET BEAM ON WALL 395 JOIST AT DROPPED STEEL BEAM 397 STEEL BEAM AT WOOD FRAMED WALL SCALE. 3/8 - V-10", SCALE. 3/4 - 1 -01,SCALE: 3/4" = 1'-0" BOUNDARY NAILING FROM NOTE: BOUNDARY NAILING FROM NOTE: ROOF SHEATHING TO 2x SUB SEE ARCHITECTURAL DRAWINGS ROOF SHEATHING TO 2x SUB SEE ARCHITECTURAL DRAWINGS FASCIA NOT SHOWN BELOW FOR FASCIA CONDITIONS FASCIA NOT SHOWN BELOW FOR FASCIA CONDITIONS ROOF SHEATHING - /-**,-SEE GSN FOR FASTENING REQUIREMENTS ROOF SHEATHING - SEE GSN FOR FASTENING REQUIREMENTS (3) 10d TOE -NAILS AT EVERY TRUSS N CD OPTION 1 - BLOCK EVERY BAY TRUSS (COMMON OR SCISSOR) - SEE FRAMING PLAN H2.5A OR H2.5T AT EVERY TRUSS TO TOP PLATE BEAM - WHERE OCCURS 2x WOOD STUDS - SEE FRAMING PLAN NOTE: NOTE: USE SAME ANCHORAGE AT TRUSS ALL SCISSOR TRUSS LOCATIONS ALLOW FOR FREE HORIZONTAL TO BEAM CONNECTION - U.N.O. MOVEMENT AT ONE SUPPORT. INSTALL NAILS IN H2.5A TO TRUSS 401 TRUSS AT WALL ROOF SHEATHING - SEE GSN FOR FASTENING REQUIREMENTS (3) 10d TOE -NAILS AT EVERY TRUSS 0 - TRUSS (COMMON OR SCISSOR) WOOD PANEL WALL SHEATHING W/ 8d - SEE FRAMING PLAN NAILS AT 6" O.C. TO 2x BLOCK AND TOP PLATE H2.5A OR H2.5T AT EVERY TRUSS TO TOP PLATE CONTINUOUS DOUBLE TOP PLATE BEAM - WHERE OCCURS 2x WOOD STUDS - SEE FRAMING PLAN OPTION 2 - INTERMITTENT FULL HEIGHT BLOCKING NOTE: EAVE BLOCKING MAY BE OMITTED FOR VENTING AS FOLLOWS: (1) BLOCK EVERY 8' 2x4 FLAT BLOCKING W/ (2) 10d NAILS AT EACH END TRUSS (COMMON OR SCISSOR) - SEE FRAMING WOOD PANEL WALL SHEATHING W/ PLAN 8d NAILS AT 6" O.C. TO 2x BLOCK AND TOP PLATE H2.5A OR H2.5T AT EVERY TRUSS TO TOP PLATE (3) 10d TOE -NAILS AT EVERY TRUSS CONTINUOUS DOUBLE TOP PLATE NOTE: 2x WOOD STUDS - SEE FRAMING PLAN SHOWN AT STANDARD HEEL CONDITION SIMILAR AT RAISED HEEL CONDITIONS OPTION 3 - 2x4 BLOCKING BETWEEN TRUSSES NOTE: -GIRDER (COMMON OR SCISSOR) - SEE FRAMING PLAN •(1) H2.5A OR H2.5T AT SINGLE GIRDER OR (2) H2.5A OR H2.5T AT MULTIPLE PLY GIRDERS TO DOUBLE TOP PLATE U.N.O. - SEE FRAMING PLAN AND TRUSS LAYOUT FOR ADDITIONAL REQUIREMENTS POST WHERE REQUIRED - SEE FRAMING PLAN SEE DETAIL 401 FOR INFORMATION NOT SHOWN HERE NOTE: NOTE: RAISED HEEL CONDITION SHOWN - MAY BE USED (1) H1 MAY BE USED I.L.O. AT ALL HEEL CONDITIONS (1) H2.5A AT SINGLE MEMBER GIRDER K.- GIRDER TRUSS AT WALL SCALE. 3/4 = V-011 NOTE: AT MULTI SPAN GIRDERS - ATTACH INTERIOR BEARING POINTS TO TOP PLATE WITH: (2) H2.5A OR H2.5T AT SINGLE GIRDER (4) H2.5A OR H2.5T AT MULTIPLE PLY U.N.O. NOTE: H2.5A/H2.5T SHOWN ABOVE MAY BE REPLACED WITH MTS/HTS STRAPPING SEE ROOF TRUSS LAYOUT AND FRAMING PLANS FOR ADDITIONAL INFORMATION. l,Y�L'1 � �[c�LliBi I�ilY NOTCH ROOF SEE DETAIL 404 FOR SHEATHING AROUND GIRDER TRUSS TO HANGER OR HOLD PERPENDICULAR WALL SHEATHING BACK I /\ TRUSS (COMMON OR SCISSOR) HTS16 TWIST STRAP - SEE FRAMING PLAN TOP PLATE/ GIRDER HANGER - SEE FRAMING PLAN NOTE: GIRDER TRUSS - SEE BOTTOM CHORD OF FRAMING PLAN GIRDER TO BE DEEP STANDARD HEEL ENOUGH SO THAT SIDE FLANGES OF HANGER ARE NOT BENT 8d AT6"O.C.� 2x BLOCKING BETWEEN TRUSSES W/ (2) 10d NAILS AT EACH END L I _2�hE� HANGER -SEE ' FRAMING PLAN TRUSS (COMMON OR SCISSOR) - SEE FRAMING PLAN GIRDER TRUSS -SEE :: FRAMING PLAN STUBBED HEEL 441 TRUSS AT GIRDER TRUSS WITH PARALLEL WALL SEE DETAIL 41 GIRDER TRl PERPENDICULAF WITHOUT PARALLEL WALL hIr%ur_ C (5) 10d TOE -NAILS FROM TOP CHORD TO GIRDER - (3) FROM ONE SIDE (2) FROM OPPOSITE SIDE (NOT SHOWN) DIAGONAL WEB WHERE OCCURS VERTICAL LEG OF JACK TRUSS WHERE OCCURS LUS24 HANGER - SEE ATERNATE NAIL CONNECTION AND TABLE IN LIEU OF HANGER SEE HIP JACK OR CORNER JACK CONNECTIONS ON RIGHT SIDE OF THIS DETAIL STANDARD CONNECTION 2x BLOCKING BETWEENNOTE: (5) 10d TOENAILS REQUIRED AT EVERY JACK TRUSS EVERY OTHER JACK TRUSS TOP CHORD TO GIRDER TOP CHORD PROVIDE EITHER END NAILS OR TOE NAILS AT TOP AND BOTTOM CHORDS OF EACH TRUSS PER SCHEDULE BELOW 1L'��7:��:i�LY• SCORNER JACK OR HIP JACK SECTION A SEE SECTION A GIRDER TRUSS USE BEARING BLOCK AT 8'-0" SETBACK HIP FRAMING PLAN SEE SCHEDULE BELOW FORS BOTTOM CHORD OF-/ BOTTOM CHORD OF SEE CHART SEE CHART 8d NAILS AT 6" O.C. 2 1/2"x0.131" NAILS NOTE: AT 6" O.C. SEE DETAIL 408 FOR GIRDER TRUSS 2x BLOCKING BETWEEN NOTE: 8d NAIL AT BELOW gd NAILS AT 6" O.C. BELOW ROOF SHEATHING MAX. 12'-0" SETBACK No. 10 SCREW 3" LONG INFORMATION NOT TOP CHORDS OF TRUSSES AT 2x6 DIAGONAL BRACING O.C. SPACING HANGER OPTION 6" O.C. TO TOP TO BLOCKING BETWEEN 4x2 LOOKOUT W/ (2) 10d SINGLE PLY GIRDER GABLE ROOF TRUSS BOTTOM CHORD W/ 2 DIA. WASHER AT SHOWN (8) 10d NAILS FROM 2x6 BRACE LOCATIONS 0 - 6'-0" SETBACK CHORD OF TRUSS LOOKOUTS NAILS TO GABLE TRUSS - LTHJA26 (7) 10d NAILS AT TOP AND BOTTOM CHORDS OF CORNER JACK TRUSS CONDITION BOTTOM CHORD END NAILS BOTTOM CHORD TOE -NAILS TOP CHORD TOE -NAILS 0 - 6'-0" SETBACK 16" O.C. AT TOP OF DIAGONAL BRACE TO 0 - 8'-0" SETBACK ROOF PITCH OF GABLE TRUSS 2x4 LOOKOUT THJA26 2x4 LOOKOUT W/ ROOF SEE TABLE BELOW FOR 2x4 MINIMUM CONTINUOUS NAILER LEDGER BLOCKING BOUNDARY NAILING FROM <4:12 5:12 6:12 7:12:5 AT 4' O.C. ROOF (2) 10d NAILS SHEATHING SPACING W/ 3"x0.131" TOE -NAILS AT 6" O.C. SHEATHING TO BLOCKING - - SHEATHING L TO GABLE TRUSS (2) 10d NAILS CONTINUOUS DOUBLE TOP PLATE 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' I NOTCHED TOP CHORD HANGER -SEE FRAMING PLAN H2.5A AT EACH RAFTER TO BEAM 2x WOOD STUDS -SEE FRAMING PLAN HANGER -SEE FRAMING PLAN DIAGONAL BRACING LENGTH o o (3) 10d NAILS AT 10' 9' 9' 7' (2) 10d NAILS PER LOOKOUT (2) 10d NAILS PER LOOKOUT DROPPED TOP CHORD TO BE DESIGNED BY BEAM - SEE FRAMING PLAN 2x CONTINUOUS LEDGER - TO MATCH EXCEEDS 6-10". NAIL W/ 10d \ o EACH END OF 2x4 (3) 10d TOE NAILS 10d TOE NAILS FROM TO BE DESIGNED BY TRUSS MANUFACTURER CONDITION 2 RAFTER SIZE - SEE FRAMING PLAN FOR AT 12" O.C. v MIN. BLOCKING FROM LOOKOUT (3) TRUSS MANUFACTURER // FOR LOOKOUTS WHERE SIZE AND FASTENER REQUIREMENTS STRUCTURAL GABLE BLOCK TO TOP CHORD FOR LOOKOUTS REQUIRED AND ARE (LEDGER MUST BE SCREWED) ENDWALL TRUSS - SEE A35 AT 2x6 BRACE TO GABLE TRUSS TOP CHORD — ONLY ALLOWED WHEN ROOF SHEATHING AT COVERED AT GABLE END TRUSS RIGHT FOR REINFORCEMENT TO 2x4 GABLE TIE AND GABLE ENDWALL TRUSS PATIO OR FLOOR SHEATHING AT NOTE: REQUIREMENTS (4) 10d NAILS FROM STRUCTURAL GABLE STRUCTURAL GABLE BEARS CONTINUOUSLY DECK (3) 10d TOENAILS SEE CONDITION 1 FOR 2x6 DIAGONAL BRACE AT \ BRACE TO GABLE TIE ENDWALL TRUSS ENDWALL TRUSS I I ON WALL BELOW AT BLOCK TO BEAM SEE GSN FOR FASTENING NOTES NOT SHOWN HERE H3 AT 48" O.C. WHEN RIDGE AND AT SPACING PER ° ° ° ° 11 1J — STRUCTURAL GABLE EAVE BOARD AT ROOF CONDITION LEDGER IS NAILED „ 2 1/2 x0.131 NAILS AT 6 O.C. CHART SEE RIGHT). ( ) ENDWALL TRUSS 2x WOOD STUDS ORIENTATION OF DIAGONAL - 2'-0" MAX. ADD 2x4 CONTINUOUS NAILER OR 2x SOLID BLOCKING W/ OPTIONAL ALTERNATE -SEE FRAMING PLAN ROOF OR DECK SHEATHING MAY BE AS SHOWN OR EACH END EXTEND GABLE TIES TRUSS WHERE GABLE END DOES NOT REVERSED (SEE RIGHT)\ -2x6 BLOCK TO EXTERIOR WALL WALL AT 4" END NAILED INTO RAFTER AT EACH (3) 10d NAILS FROM 2x4 2x BLOCKING AT PATIOS AND OTHER OAC.E DON'T OVORCUT/ NOTCHES END OF BLOCK AND (4) 10d FACE NAILED AT BLOCKING TO BEAM _(FROM GABLE TIE TO BOTTOM (5) 10d NAILS FROM EXPOSED CONDITIONS. 2x BLOCKING BETWEEN STUDS CHORD OF TRUSS GABLE TIE TO 2x ALTERNATE DIAGONAL POSITION LOOKOUT -ON EDGE ORIENTATION LOOKOUT -ON EDGE ORIENTATION FLAT LOOKOUT -FLAT ORIENTATION BEAM SEE FRAMING PLAN W/ 2 3"x0.131" TOE -NAILS () BLOCKING 2x4 GABLE TIE AT EACH (ALL CONNECTION REQUIREMENTS TO OVERHANG 0-12" OVERHANG GREATER THAN 12" OVERHANG GREATER THAN 12" - RAFTER OR JOIST - AT EACH END (4) 10d TOE NAILS AT EACH 10d NAILS AT 6" O.C. DIAGONAL BRACE W/ (2) 10d SEE FRAMING PLAN 3"x0.131" NAILS AT 6" O.C. END OF 2x6 BLOCK TO 2x FROM 2x6 BLOCK TO NAILS AT EACH TRUSS BOTTOM MATCH STANDARD ORIENTATION) OVERHANG DIMENSION ALTERNATE WALL LOCATION - 2x CONTINUOUS LEDGER - TO MATCH LEDGER TO 2x BLOCKING BLOCKING DOUBLE TOP PLATE CHORD. 6'-0" MINIMUM LENGTH - NOTE: 13"-17" 18"-24" SEE FRAMING PLAN RAFTER/JOIST SIZE - SEE FRAMING EXTEND ONE TRUSS PAST 2x6 SEE TRUSS MANUFACTURER'S PLAN FOR SIZE AND FASTENER HANGER - SEE FRAMING PLAN NOTE: 2x6 DIAGONAL BRACING BRACE STANDARD GABLE END DETAIL FOR 2x4, ON EDGE 4' 3' REQUIREMENTS DIAGONAL BRACE NOT REQUIRED AT (APPLIES TO ALL GABLES) TRUSS WEB BRACING REQUIREMENTS LOOKOUT ORIENTATION CONDITION 1 AT BALLOON FRAMED WALL TRUSS LENGTH LESS THAN 10'-0" FOR OUT -OF -PLANE WIND LOADS 2x4, FLAT 2' 1' GABLE ENDWALL BRACING OR JOISTS AT BEAM PATIO RAFTER TO LEDGER AT WALL 408 L409 431 110/140 MPH WIND SPEED SCALE. 3/4 = 1 -0 -RAFTERS _ SCALE. 3/4 - 1 -0 SCALE: 3/4" = 1'-0" NOTCH ROOF SEE DETAIL 404 FOR SHEATHING AROUND GIRDER TRUSS TO HANGER OR HOLD PERPENDICULAR WALL SHEATHING BACK I /\ TRUSS (COMMON OR SCISSOR) HTS16 TWIST STRAP - SEE FRAMING PLAN TOP PLATE/ GIRDER HANGER - SEE FRAMING PLAN NOTE: GIRDER TRUSS - SEE BOTTOM CHORD OF FRAMING PLAN GIRDER TO BE DEEP STANDARD HEEL ENOUGH SO THAT SIDE FLANGES OF HANGER ARE NOT BENT 8d AT6"O.C.� 2x BLOCKING BETWEEN TRUSSES W/ (2) 10d NAILS AT EACH END L I _2�hE� HANGER -SEE ' FRAMING PLAN TRUSS (COMMON OR SCISSOR) - SEE FRAMING PLAN GIRDER TRUSS -SEE :: FRAMING PLAN STUBBED HEEL 441 TRUSS AT GIRDER TRUSS WITH PARALLEL WALL SEE DETAIL 41 GIRDER TRl PERPENDICULAF WITHOUT PARALLEL WALL hIr%ur_ C (5) 10d TOE -NAILS FROM TOP CHORD TO GIRDER - (3) FROM ONE SIDE (2) FROM OPPOSITE SIDE (NOT SHOWN) DIAGONAL WEB WHERE OCCURS VERTICAL LEG OF JACK TRUSS WHERE OCCURS LUS24 HANGER - SEE ATERNATE NAIL CONNECTION AND TABLE IN LIEU OF HANGER SEE HIP JACK OR CORNER JACK CONNECTIONS ON RIGHT SIDE OF THIS DETAIL STANDARD CONNECTION 2x BLOCKING BETWEENNOTE: (5) 10d TOENAILS REQUIRED AT EVERY JACK TRUSS EVERY OTHER JACK TRUSS TOP CHORD TO GIRDER TOP CHORD PROVIDE EITHER END NAILS OR TOE NAILS AT TOP AND BOTTOM CHORDS OF EACH TRUSS PER SCHEDULE BELOW 1L'��7:��:i�LY• SCORNER JACK OR HIP JACK SECTION A SEE SECTION A GIRDER TRUSS USE BEARING BLOCK AT 8'-0" SETBACK HIP FRAMING PLAN SEE SCHEDULE BELOW FORS BOTTOM CHORD OF-/ BOTTOM CHORD OF JACK TRUSS BOTTOM CHORD CONNECTION TO BLOCKING GIRDER TRUSS JACK TRUSS NOTE: MAX. 12'-0" SETBACK (4) 10d NAILS FROM TRUSS CONDITION HANGER OPTION NAIL OPTION BLOCKING TO GIRDER SINGLE PLY GIRDER LTHJA26 (4) 10d NAILS AT TOP AND BOTTOM CHORDS OF CORNER JACK TRUSS TO BOTTOM CHORD ALTERNATE CONNECTION 0 - 6'-0" SETBACK (2) 10d NAILS AT TOP AT BOTTOM CHORD OF JACK TRUSS DOUBLE PLY GIRDER LTHJA26 (7) 10d NAILS AT TOP AND BOTTOM CHORDS OF CORNER JACK TRUSS CONDITION BOTTOM CHORD END NAILS BOTTOM CHORD TOE -NAILS TOP CHORD TOE -NAILS 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 DOUBLE PLY GIRDER THJA26 NOT AVAILABLE 6' 0" 10' 0" SETBACK 3 10d END NAILS NOT REQUIRED 5 10d TOE NAILS NOTE: I NOTE: - - - ( ) () 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 , HIP FRAMING HIP JACK OR CORNER JACK CONNECTIONS SCALE.. 3/4„ _ - 1 -0„ 4 43 SCALE: NO SCALE SCALE: NO SCALE U- �ZOZw0oZw0 mZLOmH Z ¢� P ¢_� m=WZ)�z�P�cco zp0cLLi)3.W 5 m2P0w<OoZZ QZZZ02 O WWOwaomoV>_Z¢O >---i��U mOwgUmQv)mZ IXwvi-ZO z m�xc)>OZW�p >6Z>OZ H gH WZpmp— -i �0 J =O—WLL J00LL --U) J JmazO W OcnZLL¢O~F- QQpLLOH li ZO0wZ�wr—= 00=0¢Ir N UOryW0 Z m ofIF-Z OwW=RQW¢�EL -wli O-jOaZZ 2 ft=W 'F-UOflt�22n ~mcnpcp—n Oz C7 C7cnoZZ?OZW�w �inZRFZ of n ww¢cnc7 Z—CDW >- dwZ wZ Off- a FwWmQ�wZoww Zao�oc O wwF-OW(to¢=aW Ow0w== U ILWOM<00m�_'6 L UitUw�H O cn ' U 2i u:) O z U Lu a. O o O LL. Ir C'S — Z W H Z -i W LL W W z_ Z� w W CD CD J � o U ti Lu W= z U LL< o_ M Q ta InP 1 U Iii J H �M 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER SID a N ca 2 PROVIDE 2x BLOCKING BETWEEN (2) 10d NAILS AT EACH PROVIDE 2x BLOCKING BETWEEN 2x CRIPPLE STUDS 0.131 x 1 1/2" INTO FRAME TRUSS, HEADER, OR BEAM TOP PLATE (2) 10d NAILS AT EACH TOP CHORDS IF RIDGE BOARD LOCATION WHERE 2x VALLEY TOP CHORDS IF RIDGE BLOCK AND HEADER AT EACH END AND GE CENTER PIER AT 3 CAR GARAol LOCATION WHERE VALLEY LANDS BETWEEN TRUSSES// PLATES CROSS A TRUSS PLATE CROSSES TRUSS LANDS BETWEEN TRUSSES Z WIDTH, ACROSS THE OPENING. IF PLANS STUDS AT EACH END AND CENTER 0.131 x2 1/2" INTO SHTG 16" TYP. AT CS16 STRAP PIER AT 3 CAR GARAGE 8d NAILS AT 6" O.C. SEE BRACED/SHEAR WALL PLAN FOR NAIL SPACING 8d NAILS AT 6" O.C. AT F SPECIFY DOUBLE STRAPS, THEN A DOUBLE STUDS - SEE FRAMING PLAN STRAP NUMBER OF NAILS AT EACH END (2) 2x4 VALLEY PLATES: ALIGN AT SHEATHING TO FRONT AND REAR OF RAFTER OR // / 2x VALLEY PLATE AT SHEATHING. TO // / % / CS16 (15) - 0.131 x 1 1/2" CMSTC16 0.148" x 3 1/4" BOTH 30 32" VALLEY PLATE (1) 2x10: ALIGN AT FRONT OF �5� / VALLEY SET TRUSSES W/ A 2x VALLEY PLATE 2x4 LADDER BLOCKS 2x FULL HEIGHT KING STUD DRAG LOAD AT SHEAR WALL LOCATION FRAMING PLAN. / RAFTER ��� '� `/ MAX. OF 4'-0" O.C. SPACING �� % / TOP 2x BLOCK OF -SEE DRAG LOAD NOT REQUIRED / //,/ ,� �. NUMBER PER FRAMING PLAN SHEAR PANEL BOX CONTINUOUS DOUBLE (2) 10d NAILS AT RAFTER / j ��/ \ \.:� OF THE VERTICAL WEBS. j INTERIOR WALL NON-STRUCTURAL DS CLIPS TO BE FLAT OR AT AT BRACED WALL LOCATION / TO VALLEY PLATE \ STUB CUT ENDS // / \�/ / ,_ \ OVER -FRAMING --\ROOF PITCH z w SEE DETAIL 451 AT 8" O.C. BETWEEN LADDER 8d AT 3" O.C. FROM WEB AT TOP OF STUBBED HEEL O J BLOCKS CONTINUOUS DOUBLE ROOF SHEATHING 2x FULL HEIGHT KING STUD HEADER BEAM OR o p TOP PLATE TO SHEAR PANEL (2) 10d NAILS AT EACH TRUSS CONTINUOUS UNDER -FRAMING _ 2x BLOCKING BOX 2x BLOCKING SHEAR BOXES AND 10d NAILS AT 6" O.C. PER FRAMING PLAN Lu W/ (2) 10d NAILS ____ =_ -- W/ (2) 10d NAILS =- BETWEEN FROM TRUSS TO 2x BLOCKING EACh x AT EACH END -== -- AT EACH END =- TRUSS // / / I 011llllli /�/ / /�/ Q LONG W/ BOUNDARY 10d NAILS AT 311 O.C. BEVEL CUT BOTTOM CHORD OF TRUSS OR PROVIDE VTC2 //Gj �; U) EXTERIOR WALL NAILING - TYP. / 0000 / LLLL —___- CONTINUOUS 2x8 (3) 10d j/ AT VALLEY TRUSS TO TRUSS - --- ----- ----- ----- RIDGE BOARD TOE NAILS / / LOCATION OR PROVIDE 2x / /G/ J (2) 10d FACE NAILED TO RA ER / NOTE: ///zz WEDGE AT VALLEY TRUSS TO TRUSS 2x4 RIDGE BLOCKS //�j 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 (2) 10d NAILS AT EACH END SHORT TO ALLOW BETWEEN TRUSSES NAIL SHEATHING TO FRAMED LESS DO NOT REQUIRE THIS SPECIAL ALIGNED WITH TRUSSES BELOW, KICKERS Z SHEATHING TO TYPE OF FRAMING EXCEEDING 6'-0" IN HEIGHT REQUIRE 3: w FLUSH W/ WALL PANELS PER BRACED/ SHEAR WALL SN. BRACING AT MID -POINT o 0 (2) 10d NAILS AT BELOW. ATTACH PANEL FRAMES TO TOP IDTH OF OVERFRAME # OF 2x4 HOLES ALLOWED l\tIDTH OF OVERFRAME # OF 2x4 HOLES ALLOWED (2) 10d TOE -NAILS TO 24" O.C. 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 WALL PLAN 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. SINGLE OR DOUBLE 00 LENGTH PER 16'-1" TO 24'-0" 3 16'-1" TO 24'-0" 3 Z STRAP PLACED OVER OR CHART ABOVE NOTE: WALL SHEATHING MAY BE APPLIED NOTE: THIS DETAIL APPLIES UNLESS 24'-1" TO 32'-0" 4 DETAIL NOT REQUIRED WHEN THE 24'-1" TO 32'-0" 4 DETAIL NOT REQUIRED WHEN THE BEHIND WALL SHEATHING TO EITHER SIDE OF SHEAR BOXES DETAIL 531 IS SPECIFIED' TRUSS MANUFACTURER CHOOSES TO 12" MIN. LAP TRUSS MANUFACTURER CHOOSES TO NOTE: Z 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 Q INTERIOR WALL TO EXTERIOR 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 w PLAN WALLSCALE: SUPPORT OF VALLEY RAFTERS AT SUPPORT OF VALLEY SET TRUSS AT - TRUSS AT BEARING WALL - NO TAIL 533 451 = C� OVE R F RAM E D ROOF OVE R F RAM E D ROOF _ SCALE. 3/4 - 1 -0 NUMBER PER FRAMING PLAN = O SCALE: 3/4" = 1'-0" = 8d NAILS AT 6" O.C. - TYP. NOTE: 8d NAILS AT 6" O.C. - TYP. HOLDOWN 10d NAIL SPACING ui o FIRST AND LAST LADDER BLOCK SHALL LSTHD8 OR LTT20B 8" GYPSUM BE LOCATED NO MORE THAN 12" BRACED/SHEAR J 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" EDGENAILINGO.C. - TYP. 10d NAIL TO TOP PLATE J HEAR SINGLE, DOUBLE, OR (2) 2x CONTINUOUS WALL PLAN) SN'2x SILL FLAT 2x BLOCKING. NOTE: MIN. 2x4 - ATTACH BOTTOM CHORD TO NAILER MAY BE REPLACED PLATE NAIL TRUSS INTO TOP PLATE W/ (5) 10d NAILS (5) 10d NAILS IF STRAP IS APPLIED TO BLOCK AND BLOCK TO TOP PLATE W/ EXTERIOR SHEAR WALL INTERIOR SHEAR WALL PLACE HOEDOWN OR VERTICAL STRAP BY DRYWALL CLIP AT EACH END INTERIOR SIDE OF WALL 10d NAILS AT 6" O.C. FOR LENGTH OF AT THIS SIDE OF CORNER -SEE BLOCKS REQUIRE SHEAR WALL BELOW BRACED WALL PLAN BOUNDARY NAILS CONTINUOUS DOUBLE TOP PLATE HOEDOWN PER PLAN HOEDOWN PER PLAN 2x6 WOOD THROUGH SHEATHING EDGE NAILING (SEE STUD PER BRACED/SHEAR BRACED/SHEAR WALL PER PLAN (2) 10d AT EXTERIOR SHEAR WALL SPACING (2) INTERIOR SHEAR WALL BRACED/SHEAR CONDITION 2 ROOF SHEATHING 2x WOOD STUDS - SEE FRAMING PLAN PER TABLE AC G SPACING PER TABLE GYPSUM WALL PLAN) GYPSUM SINGLE OR DOUBLE CONDITION 2 BRACED/SHEAR BRACED/SHEAR ROOF SHEATHING 8d NAILS AT 6" O.C. - TYP. ° WALL PER PLAN 10d NAILS AT 12" O.C. WALL PER PLAN 10d AT 12" 8d NAILS AT TRUSS (COMMON OR SCISSOR - 6" O.C. TYP. BEHIND WALL SHEATHING EDGE NAILING (SEE 10d AT 12" EDGE NAILING (SEE O.C. - TYP. EDGE NAILING (SEE 10d AT 12" U.N.O.) -SEE ROOF FRAMING PLAN ON OUTSIDE OR (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 IN PER TABLE PER TABLE STUD EDGE NAILING (SEE 10d AT 12" STUD 10d NAILS SEE SCHEDULE AT EACH ( ) CONDITION 2 CONDITION 3 BRACED/SHEAR O.C. -TYP. STRAP TO BELOW PER NAIL TRUSS INTO TOP END OR A35 CLIP AT MULTI -PLY 2x LADDER BLOCKS (SEE WALL PLAN ) BRACED/SHEAR WALL PLAN PLATE W/ (5) 10d NAILS TRUSSES SCHEDULE) AT 24 O.C. EXTERIOR WALL EDGE NAILING (SEE x EDGE NAILING SEE 10d AT 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. - TYP. NOTE: ATTACH TO TOP PLATE PER WALL PLAN) WALL PLAN) BRACED/SHEAR SINGLE DOUBLE 1 1 SIDED SIDED CONTINUOUS SCHEDULE LADDER BLOCKS HOEDOWN PER PLAN PROVIDE (1) STUD WALL PLAN) 2x6 LADDER BLOCKS AT 12" O.C. BETWEEN ROOF TRUSSES DOUBLE DOUBLE O O MAY BE SPACED AT 48" O.C. OE FOR SINGLE SIDED TYPEO EDGE NAILING (SEE BRACED/SHEAR EACH SIDE OF WALL INTERSECTION CONTINUOUS DOUBLE TOP PLATE SINGLE 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 2z6 LADDER 2x WOOD STUDS - SEE FRAMING SPACING HEIGHT STUDS FOR 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 (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 501 502 531 532 BRACED/SHEAR WALL SCALE: 3/4" = 1'-01, SHEAR WALL SCALE: 3/4" = 1'-0" SCALE: 3/4" - 1'-0" SCALE: 3/4" = 1'-0" NOTE: WALL SHEATHING PANELS TO BE NOTE: HEADER MAY BE HELD UP AT TOP PLATE AS STRAP SIZE OF NAIL APPLICATION # OF NAILS LENGTH AT NOTE: HEADER MAY BE HELD UP AT TOP NOTCHED AS SHOWN WITH 12" MIN. EXTENSION EACH SIDE OF JAMB. SHOWN IN 'ALTERNATE CONDITION' IN DETAIL 604. IT SHALL BE REPLACED WITH A CONTINUOUS, FLAT 2x, AT ENDS WINDOW PLATE AS SHOWN IN 'ALTERNATE CONDITION' IN DETAIL 604. IT SHALL BE CONTINUOUS EXTERIOR SHEATHING SHEAR WALL PER OVER REMAINDER OF WALL BRACED/SHEAR WALL PLAN CS20 0.131 x 1 1/2" INTO FRAME 10 12" 0.131 x 2 1/2" INTO SHTG (2) 10d NAILS AT EXTERIOR WALL ALTERNATE: USE CS20x24" STRAP WITH WIDTH TO MATCH WALL WIDTH ACROSS THE OPENING REPLACED WITH A CONTINUOUS, FLAT EACH BLOCKSINGLE ol 2x CRIPPLE STUDS 0.131 x 1 1/2" INTO FRAME TRUSS, HEADER, OR BEAM TOP PLATE WITH WIDTH TO MATCH WALL STRAP OVER BLOCKING, STUDS, AND HEADER AT EACH END AND GE CENTER PIER AT 3 CAR GARAol CS16 15 16"x WIDTH, ACROSS THE OPENING. IF PLANS STUDS AT EACH END AND CENTER 0.131 x2 1/2" INTO SHTG 16" TYP. AT CS16 STRAP PIER AT 3 CAR GARAGE . SEE BRACED/SHEAR WALL PLAN FOR NAIL SPACING —7 F SPECIFY DOUBLE STRAPS, THEN A DOUBLE STUDS - SEE FRAMING PLAN STRAP NUMBER OF NAILS AT EACH END ALLOWABLE LOAD CS20 (10) - 0.131 x 1 1/2" 1030# CS16 (15) - 0.131 x 1 1/2" CMSTC16 0.148" x 3 1/4" BOTH 30 32" CONTINUOUS, FLAT 2x SHALL BE USED 2x4 LADDER BLOCKS 2x FULL HEIGHT KING STUD ACROSS OPENING. AT 2'-0" O.C. W/ BOUNDARY NAILING - NUMBER PER FRAMING PLAN CONTINUOUS DOUBLE INTERIOR WALL NON-STRUCTURAL DS CLIPS PLATE HEADER BEAM PER—)TOP z w AT 8" O.C. BETWEEN LADDER FRAMING PLAN O J BLOCKS CONTINUOUS DOUBLE 2x FULL HEIGHT KING STUD HEADER BEAM OR o p TOP PLATE W/ BOUNDARY NAILING - CONTINUOUS UNDER -FRAMING _ NUMBER PER FRAMING PLAN PER FRAMING PLAN Lu NS x 2x BLOCKING MIN. 12" Q LONG W/ BOUNDARY U) EXTERIOR WALL NAILING - TYP. 0000 Q SINGLE, DOUBLE, OR J FLAT 2x BLOCKING. NOTE: U IF STRAP IS APPLIED TO INTERIOR SIDE OF WALL Z SINGLE OR SIDE BY SIDE BLOCKS REQUIRE 3: w 2X VERTICAL STUDS SN. BOUNDARY NAILS o 0 (2) 10d NAILS AT THROUGH SHEATHING 24" O.C. PER BRACED/SHEAR w Oz _ INTERIOR WALL WALL PLAN w SINGLE OR DOUBLE 00 LENGTH PER Z STRAP PLACED OVER OR CHART ABOVE NOTE: THIS DETAIL APPLIES UNLESS Q BEHIND WALL SHEATHING DETAIL 531 IS SPECIFIED' 12" MIN. LAP 0- ON OUTSIDE OR Z J WALL SHEATHING DIRECTLY TO FRAMING Q INTERIOR WALL TO EXTERIOR WALL INTERSECTION PER BRA ED/S ON INSIDE - SEE PLAN w PLAN WALLSCALE: 2x TRIMMER - J 2x TRIMMER- 0- 533 3/4" - 1'-0" = C� NUMBER PER FRAMING PLAN w = w WALL SHEATHING NUMBER PER FRAMING PLAN = O = O = PER BRACED/SHEAR w ui o w WALL PLAN ooO J = Q z J SINGLE, DOUBLE, OR (2) 2x CONTINUOUS SN'2x SILL FLAT 2x BLOCKING. NOTE: SILL PLATE NAILER MAY BE REPLACED PLATE IF STRAP IS APPLIED TO LENGTH PER PLACE HOEDOWN OR VERTICAL STRAP BY DRYWALL CLIP INTERIOR SIDE OF WALL AT THIS SIDE OF CORNER -SEE BLOCKS REQUIRE CHART ABOVE BRACED WALL PLAN BOUNDARY NAILS THROUGH SHEATHING PER BRACED/SHEAR ol WALL PLAN 10d NAILS AT 12" O.C. 2x BLOCKING MIN. 12" SINGLE OR DOUBLE 00 FROM CORNER STUD TO NAILER LONG W/ BOUNDARY STRAP PLACED OVER OR 10d NAILS AT 12" O.C. NAILING - TYP. BEHIND WALL SHEATHING 10d NAILS AT 12" O.C. FROM STUD TO NAILER ON OUTSIDE OR FROM STUD TO CORNER STUD DIRECTLY TO FRAMING ON INSIDE - SEE PLAN �2xSILL PLATE W/ SILL IN ANCHORAGE PER PLAN STRAP TO BELOW PER 2x SILL PLATE W/ SILL BRACED/SHEAR WALL PLAN ANCHORAGE PER PLAN NAILS TO BE SPREAD OUT NOTCHED PANEL EVENLY ALONG BLOCKING NOTE: STRAP LENGTH PER PLAN DISCONTINUOUS HEADER FRAMING OR (NOT TO EXCEED FULL WALL LENGTH) SILL FRAMING REQUIRES CONTINUOUS STRAP(S) ABOVE AND/OR BELOW SINGLE OR MULTIPLE WINDOWS 534 EXTERIOR WALL CORNER FRAMING FORCE TRANSFER AROUND OPENING FORCE TRANSFER AROUND OPENING SHEAR WALL HOLDOWN FLOOR TO FLOOR DOUBLE -SIDED DRAG STRUT ADVANCED FRAMING „ 541.W0 41.W SCALE: 3/4 = 1 -0 NO STRAP SCALE: 3/4 = l' -O" SCALE: 3/4" = 1'-0" 574 SCALE: 3/4" = 1'-0" 542 SCALE: 3/8" = 1'-0" U- >zOZwOpZwOMw mzLomP Z a=Pw a=te m=WZ)LwLzmPco zcn0c)3.w 5 2D aNc�wa0ozz QZZz02 p waomoV>_Z¢O >---i��U mOwgUmav)mz IXwvi-zO z m�wc)>o—<u _z >6Z>OZ H gH wZ�m�- -i �o J =O-WLL 00LL --U) J JmazO W pcnzLLa�~F- QapLLoH LL —00wZc�F-Yaci woo 'z� N Uofywp Z LL F- Ow�:F-Wa�a��a O�p�oz 2 D'�aUjHUd'��a� ~mZomo C7 ocnOPZ?oZ��� gzgwzV m ww<U)o Z—c9w >- �WawZ wZ o�zg a w=) Zo�w ZaoFoc O wwF-OWmU =aw OWp„=2 U LL�ooac�c���'LSIL UO'c�LLFH O cn U 2i U:) O zv Lu a. LIL O o O U -Ir z U w z_ J w w w w � z_ Z� w uj — ui o CD CD J F__ o U ti w W= z U um< w Q eat t 1 uj U 6i J MAI AV AF Ar API AN H �M 42501 \`L�\�o h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21 /21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER SID ol 2x CRIPPLE STUDS CONTINUOUS DOUBLE STRAP LENGTH TRUSS, HEADER, OR BEAM TOP PLATE PER PLAN VERTICAL COIL STRAP HOLDOWN PER BRACED/SHEAR WALL PLAN STRAP OVER BLOCKING, STUDS, AND HEADER AT EACH END AND GE CENTER PIER AT 3 CAR GARAol FLAT 2x BLOCKING BETWEEN --'12" 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 STUDS AT EACH END AND CENTER 16" TYP. AT CS16 STRAP PIER AT 3 CAR GARAGE . SEE BRACED/SHEAR WALL PLAN FOR NAIL SPACING —7 F SINGLE OR MULTIPLE WINDOWS 534 EXTERIOR WALL CORNER FRAMING FORCE TRANSFER AROUND OPENING FORCE TRANSFER AROUND OPENING SHEAR WALL HOLDOWN FLOOR TO FLOOR DOUBLE -SIDED DRAG STRUT ADVANCED FRAMING „ 541.W0 41.W SCALE: 3/4 = 1 -0 NO STRAP SCALE: 3/4 = l' -O" SCALE: 3/4" = 1'-0" 574 SCALE: 3/4" = 1'-0" 542 SCALE: 3/8" = 1'-0" U- >zOZwOpZwOMw mzLomP Z a=Pw a=te m=WZ)LwLzmPco zcn0c)3.w 5 2D aNc�wa0ozz QZZz02 p waomoV>_Z¢O >---i��U mOwgUmav)mz IXwvi-zO z m�wc)>o—<u _z >6Z>OZ H gH wZ�m�- -i �o J =O-WLL 00LL --U) J JmazO W pcnzLLa�~F- QapLLoH LL —00wZc�F-Yaci woo 'z� N Uofywp Z LL F- Ow�:F-Wa�a��a O�p�oz 2 D'�aUjHUd'��a� ~mZomo C7 ocnOPZ?oZ��� gzgwzV m ww<U)o Z—c9w >- �WawZ wZ o�zg a w=) Zo�w ZaoFoc O wwF-OWmU =aw OWp„=2 U LL�ooac�c���'LSIL UO'c�LLFH O cn U 2i U:) O zv Lu a. LIL O o O U -Ir z U w z_ J w w w w � z_ Z� w uj — ui o CD CD J F__ o U ti w W= z U um< w Q eat t 1 uj U 6i J MAI AV AF Ar API AN H �M 42501 \`L�\�o h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21 /21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER SID 2x CRIPPLE STUDS CONTINUOUS DOUBLE STRAP LENGTH TRUSS, HEADER, OR BEAM TOP PLATE PER PLAN - SEE FRAMING PLAN STRAP OVER BLOCKING, STUDS, AND HEADER AT EACH END AND GE CENTER PIER AT 3 CAR GARAol FLAT 2x BLOCKING BETWEEN --'12" TYP. AT CS20 STRAP STUDS AT EACH END AND CENTER 16" TYP. AT CS16 STRAP 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 STRAP NUMBER OF NAILS AT EACH END ALLOWABLE LOAD CS20 (10) - 0.131 x 1 1/2" 1030# CS16 (15) - 0.131 x 1 1/2" 1705# SINGLE OR MULTIPLE WINDOWS 534 EXTERIOR WALL CORNER FRAMING FORCE TRANSFER AROUND OPENING FORCE TRANSFER AROUND OPENING SHEAR WALL HOLDOWN FLOOR TO FLOOR DOUBLE -SIDED DRAG STRUT ADVANCED FRAMING „ 541.W0 41.W SCALE: 3/4 = 1 -0 NO STRAP SCALE: 3/4 = l' -O" SCALE: 3/4" = 1'-0" 574 SCALE: 3/4" = 1'-0" 542 SCALE: 3/8" = 1'-0" U- >zOZwOpZwOMw mzLomP Z a=Pw a=te m=WZ)LwLzmPco zcn0c)3.w 5 2D aNc�wa0ozz QZZz02 p waomoV>_Z¢O >---i��U mOwgUmav)mz IXwvi-zO z m�wc)>o—<u _z >6Z>OZ H gH wZ�m�- -i �o J =O-WLL 00LL --U) J JmazO W pcnzLLa�~F- QapLLoH LL —00wZc�F-Yaci woo 'z� N Uofywp Z LL F- Ow�:F-Wa�a��a O�p�oz 2 D'�aUjHUd'��a� ~mZomo C7 ocnOPZ?oZ��� gzgwzV m ww<U)o Z—c9w >- �WawZ wZ o�zg a w=) Zo�w ZaoFoc O wwF-OWmU =aw OWp„=2 U LL�ooac�c���'LSIL UO'c�LLFH O cn U 2i U:) O zv Lu a. LIL O o O U -Ir z U w z_ J w w w w � z_ Z� w uj — ui o CD CD J F__ o U ti w W= z U um< w Q eat t 1 uj U 6i J MAI AV AF Ar API AN H �M 42501 \`L�\�o h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21 /21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER SID E m coN 0 N r N m c 0 m c m cq 3 m CS20 STRAP AT BEAM TO BEAM CONNECTION EACH W/ (10) 8d NAILS - NOT REQUIRED WHEN BEAM IS CONTINUOUS BEAM - SEE FRAMING PLAN H2.5A AT INSIDE OF BEAM TO POST ^ ^__n n11 CS20xl2" LONG STRAP (2) CS16 STRAP x 2'-8" LONG AT BEAM AND TOP PLATE W/ (16) 10d NAILS IN TOP PLATE AND BEAM ^"ITINUOUS DOUBLE 'PLATE CS20xl2" LONG STRAP A BEAM - SEE ON EACH SIDE OF BEAM FRAMING PLAN BEAM -SEE FRAMING POST -SEE POST -SEE I MINIMUM (6) 1 O NAILS AT PLAN CS20xl2" LONG STRAP ON FRAMING PLAN FRAMING PLAN KING STUD TO END OF BEAM CONTINUOUS OR EACH SIDE OF BEAM OR POST - SEE BEAM TO BEAM BUILT-UP OR SOLID WOOD POST (1) AC POST CAP SIZED FRAMING PLAN A -SEE FRAMING PLAN BEAM MAY EXTEND UP TO TRIMMER OR POST - CONNECTION - SEE PER POST ON EACH SIDE g g 2'-0" PAST POST AT PATIO SEE FRAMING PLAN FRAMING PLAN PLAN SECTION A -A SECTION B -B FRAME COLUMNS MINIMUM (6) 10d NAILS AT POST - SEE FRAMING PLAN (2) CS16 STRAPS x 3'-0" LONG KING STUD TO END OF BEAM POST CAP STRAP ALTERNATE CENTERED ON BEAM (16) 1 Od NAILS CONDITION 1 CONDITION 3 FROM STRAP TO TOP PLATE ON EACH SIDE OF BEAM CONTINUOUS DOUBLE BEAM - SEE CS20xl2" CONCEALED FLANGE o TOP PLATE CS20xl2" H2.5A AT INSIDE OF FRAMING PLAN LONG STRAP HANGER - SEE LONG STRAP BEAM TO POST CS20xl2" LONG FRAMING PLAN CS16 STRAP x 1'-2" LONG BEAM - SEE FRAMING PLAN A STRAP AT INSIDE ° AT BEAM AND TOP PLATE IF-] OF BEAM TO POST ° ----- A B ° BUILT-UP OR SOLID ° POST -SEE POST -SEE q POST -SEE POST -SEE WOOD POST - SEE FRAMING PLAN FRAMING PLAN BEAM -SEE FRAMING PLAN FRAMING PLAN FRAMING PLAN FRAMING PLAN A B BUILT-UP OR SOLID B g ALT. STRAP LOCATION MINIMUM (6) 10d BUILT-UP OR SOLID ALT. STRAP LOCATION NAILS AT KING WOOD POST - SEE (6) 10d 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 1 O NAILS AT 1 O NAILS AT CONTINUOUS 2x TOP AND BOTTOM 16" O.C., TYP. 16" O.C. TYP. �3 1/2" �, �,3 1/2" TOP OF HEADER AT BOTTOM OF TOP PLATE MIN. (2) 10d NAILS CONNECTING OR KING STUD TO EACH 2x VERTICAL HEADER SECTION AT 2x4 WALLS MEMBER 2x BOX HEADER TO BE LEVEL AND SQUARE 72x BOX HEADER TO BE LEVEL AND SQUARE ° L5 1/2" L L5 1/2" L BOX HEADER SPAN GREATER THAN 6'-0" ° HEADER SECTION AT 2x6 WALLS CONTINUOUS 10d NAILS AT 10d NAILS AT 16" O.C., TYP. 16" O.C., TYP. DOUBLE TOP PLATE I 10d NAILS AT 3" O.C. INTO ° INTERMEDIATE CRIPPLE - TYP. 2x WOOD STUDS -SEE 2x WOOD CRIPPLE � OR MIN. (2) 10d NAILS CONNECTING ° FRAMING PLAN STUDS AS REQUIRED PER (6) 1 Od NAILS AT KING I HEADER SIZE - OR FLAT BLOCKING I KING STUD TO EACH 2x VERTICAL STUD TO HEADER MEMBER ° 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 AND SQUARE AND SQUARE INTERMEDIATE CRIPPLE BLOCKING CS20 OR LSTA21 STRAP ON EACH SIDE OF I TOP OF WINDOW OPENING STUD SPACING AT 16" O.C. AT SPANS GREATER HEADER TO TRIMMER OR POST EACH W/ (8) SEE HEADER SECTION 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 1 O 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) 1 O 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 r6 0ALTERNATE HEADERS SCALE. 3/4 - 1 -0 SCALE: 3/4" = 1'-0" NOTES: 1. ALL RMT DEPTHS ARE BASED ON DOUG -FIR SELECT STRUCTURAL PROPERTIES 2. GLU-LAM BEAMS ARE BASED ON THE FOLLOWING PROPERTIES FOR 24F -V4: Fb = 2400 psi, Fv = 240 psi, AND E = 1,800,000 psi. 3. PARALLAM (PSL) BEAMS ARE BASED ON 2.OE. 4. GANG LAM (LVL) BEAMS ARE BASED ON 1.5E. 5. TIMBERSTRAND (LSL) ARE BASED ON 1.3E. 6. 5 1/2" x 3 1/2" "PLANK" LSL MAY BE USED I.L.O. 3 1/2" x 3 1/2" LSL. 00, 61 �; � HEADER CONVERSION CHART 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 - - - 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 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'-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 1/2 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 3' 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 13' -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 - - - 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 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 81-311 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 -311 181-311 - - - - 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 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 - - - - 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 - - - - 13 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 - - - - 13 1/2" x 11 1/4" LSL NOTES: 1. ALL RMT DEPTHS ARE BASED ON DOUG -FIR SELECT STRUCTURAL PROPERTIES 2. GLU-LAM BEAMS ARE BASED ON THE FOLLOWING PROPERTIES FOR 24F -V4: Fb = 2400 psi, Fv = 240 psi, AND E = 1,800,000 psi. 3. PARALLAM (PSL) BEAMS ARE BASED ON 2.OE. 4. GANG LAM (LVL) BEAMS ARE BASED ON 1.5E. 5. TIMBERSTRAND (LSL) ARE BASED ON 1.3E. 6. 5 1/2" x 3 1/2" "PLANK" LSL MAY BE USED I.L.O. 3 1/2" x 3 1/2" LSL. 00, 61 �; � HEADER CONVERSION CHART 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 Hl RT15 H2.5A RT7A H 2.5T 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 01, 61 CONNECTOR CONVERSION CHART PRESERVATIVE TREATED SIDE BEAM - SEE FRAMING PLAN 4x4 OR 6x6 PRESERVAI SOLID RAILIf `4x4 OR 6x6 PRESERVATIVI SOLID RAILING SUPPORT 1/2" DIA. x 8" LONG LAG SCREW FROM 4x OR 1/2" C 10" LONG LAG SCREW FRC INTO SIDE BEAM. MIN. 2 1) - PENETRATION INTO BEAM z 4x4 OR 6x6 PRESERVATIVE Y TREATED SOLID oRAILING SUPPORTS - SEE DETAIL 451 ui 0 (1) 1/4" x 3 1/2" SCREW - 00SHIM TIGHT REQUIRED AT NOTCH BETWEEN BLOCK 1/2" DIA. x 8" LONG LAG AND POST AT SCREW FROM 4x INTO BEAM r_q(-_PPW DROPPED BEAM OR 1/2" DIA. x 10" LONG LAG co CONDITION PPMA Av INITn PPARA RATION / I I INTO BEAM USE PROPERLY ROPERLY %_j = SIZED WASHER. w = J 2x BLOCK AT DROPPED BEAM CONDITION - SEE C%4 DETAIL 404-D o z 1" MAX. NOTCH AT 4x4 OR 1 1/2" MAX. NOTCH AT 6x6 POST CUT TO FIT TIGHT AGAINST BEAM BEAM - SEE FRAMING PLAN SIDE VIEW 6001, 2- SUPPORT TO BEAM ROOF SHEATHING - SEE GSN FOR FASTENING REQUIREMENTS 10d TOE -NAILS AT12" O.C. CONTINUOUS DOUBLE TOP PLATE 4x4 OR 6x6 PRESERVATIVE TREATED SOLID RAILING SUPPORTS 1/2" DIA. x 8" LONG LAG SCREW FROM 4x INTO BEAM. OR 1/2" DIA. x 10" LONG LAG SCREW FROM 6x INTO BEAM. MIN. 2 3/4" PENETRATION INTO BEAM. USE PROPERLY SIZED WASHER. N co Z INSIDE ELEVATION VIEW BEAM - SEE FRAMING PLAN TRUSS AT PARTY WALL - DESIGN FOR 2000# DRAG LOAD (U.N.O. ON ROOF SHEATHING - SEE GSN FRAMING PLANS) FOR FASTENING REQUIREMENTS TRUSS -SEE FRAMING PLAN PLAN VIEW 2x FLOOR JOIST - SEE FRAMING PLAN 2x BLOCK AT DROPPED BEAM CONDITION - SEE DETAIL 404-D 4x4 OR 6x6 PRESERVATIVE TREATED SOLID RAILING SUPPORTS 1/2" DIA. x 8" LONG LAG SCREW FROM 4x INTO BEAM. OR 1/2" DIA. x 10" LONG LAG SCREW FROM 6x INTO BEAM. MIN. 2 3/4" PENETRATION INTO BEAM. USE PROPERLY SIZED WASHER. l,Y�L'1 � �[c�LliBi I�ilY ROOF TRUSS -SEE FRAMING PLAN 1/2" DIA. x 8" LONG LAG SCREW -/SHEAR WALL IN - SEE FRAMING PLAN FROM 4x INTO BEAM OR 1/2" DIA. x 10" 2x WOO)/D STUDS - WHERE OCCURS SEE FRAMING PLAN LONG LAG SCREW FROM 6x INTO BEAM - SEE FRAMING PLAN MIN. 2 1/2" PENETRATION INTO BEAM. INSIDE ELEVATION NOTE: FIRE RATED ASSEMBLY SIDE VIEW 622 RAILING SUPPORT AT SIDE SCALE. 3/4 - 1 -0 VIEW FIRE RATING PER PER ARCHITECTURAL ARCHITECTURAL DETAILS DETAILS 660 PARALLEL TRUSS AT PARTY WALL SCALE. 3/4 = 1 -0 FIRE RATED ASSEMBLY PER ARCHITECTURAL DETAILS NOTE: NOTE: NOTE: SEE DETAIL 661 FOR ALL FIRE RATING PER SEE DETAIL 666 FOR INFORMATION NOT SHOWN ARCHITECTURAL DETAILS ALTERNATE CONDITIONS 662 PERP. AND PARALLEL ROOF TRUSSES AT PARTY WALL SCALE. 3/4 = V-0" SCALE. 3/4 = V-0" U- �zOZwOpZwO mzLomP Z ¢� P ¢_� m=WZ)LL P�cco z(nou)3.W 5 2DP a5w<0ozz QZZz02 0 WwowaomoV>_Z¢o >___j mc)wgUmQv)mz IXwvi-z0 z m�xc)>oZW�O >6Z>OZ H =gH wZ�m _j �0 J O—WLL 00LL --U) J JmazO W O�zLL¢0�LL- ¢QoLLoF_ w ZO0wz��-0aci W, C14 N UFWWWp Z LLHZ OwW=RQW¢�wli O�Oaz- 2 WFaoF-dWW�R- ~mW=Oc00Oz C7 C7cnoZZ?Ozw�w ew00 V tY ww<U)o Z—C7W >- HwawZ wZ 0-zg a wM<mm yzoww Zao�oLU O ww�owwo¢2aw owowz2 U wWooac oma _nL cn *No U 2i u:) O z U Lu a. O o O ILL. Ir C15 — z U w I -- _j ILI u_ w z_ � Z� w uj — LuCPo CP J � o U ti w W LU = z U Ir QLLM Q s eat t 1/21 Q 1 uj U w J i= �M 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S D `OVER -FRAMING AS REQUIRED - SEE DETAIL 451 10d TOE -NAILS AT12" O.C. CONTINUOUS DOUBLE TOP PLATE CONTINUOUS DOUBLE TOP PLATE SHEAR WALL SHEAR WALL - WHERE OCCURS -WHERE OCCURS 2 WOOD STUDS 2x WOOD STUDS - 1/2" DIA. x 8" LONG LAG SCREW -/SHEAR WALL IN - SEE FRAMING PLAN FROM 4x INTO BEAM OR 1/2" DIA. x 10" 2x WOO)/D STUDS - WHERE OCCURS SEE FRAMING PLAN LONG LAG SCREW FROM 6x INTO BEAM - SEE FRAMING PLAN MIN. 2 1/2" PENETRATION INTO BEAM. INSIDE ELEVATION NOTE: FIRE RATED ASSEMBLY SIDE VIEW 622 RAILING SUPPORT AT SIDE SCALE. 3/4 - 1 -0 VIEW FIRE RATING PER PER ARCHITECTURAL ARCHITECTURAL DETAILS DETAILS 660 PARALLEL TRUSS AT PARTY WALL SCALE. 3/4 = 1 -0 FIRE RATED ASSEMBLY PER ARCHITECTURAL DETAILS NOTE: NOTE: NOTE: SEE DETAIL 661 FOR ALL FIRE RATING PER SEE DETAIL 666 FOR INFORMATION NOT SHOWN ARCHITECTURAL DETAILS ALTERNATE CONDITIONS 662 PERP. AND PARALLEL ROOF TRUSSES AT PARTY WALL SCALE. 3/4 = V-0" SCALE. 3/4 = V-0" U- �zOZwOpZwO mzLomP Z ¢� P ¢_� m=WZ)LL P�cco z(nou)3.W 5 2DP a5w<0ozz QZZz02 0 WwowaomoV>_Z¢o >___j mc)wgUmQv)mz IXwvi-z0 z m�xc)>oZW�O >6Z>OZ H =gH wZ�m _j �0 J O—WLL 00LL --U) J JmazO W O�zLL¢0�LL- ¢QoLLoF_ w ZO0wz��-0aci W, C14 N UFWWWp Z LLHZ OwW=RQW¢�wli O�Oaz- 2 WFaoF-dWW�R- ~mW=Oc00Oz C7 C7cnoZZ?Ozw�w ew00 V tY ww<U)o Z—C7W >- HwawZ wZ 0-zg a wM<mm yzoww Zao�oLU O ww�owwo¢2aw owowz2 U wWooac oma _nL cn *No U 2i u:) O z U Lu a. O o O ILL. Ir C15 — z U w I -- _j ILI u_ w z_ � Z� w uj — LuCPo CP J � o U ti w W LU = z U Ir QLLM Q s eat t 1/21 Q 1 uj U w J i= �M 42501 h PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER S D 3 iu A 0 (D CL P a N 00 2 I 2x WOOD STUDS - SEE 2x WOOD STUDS - SEE SEE FRAMING PLAN FRAMING PLAN FRAMING PLAN FOR PARTY WALL DETAILING 10d NAILS AT 12" O.C. - U.N.O. 10d NAILS AT 12" O.C. - U.N.O. BOUNDARY RIM BOARD OR I -JOIST PER RIM BOARD OR I -JOIST PER 2x WOOD STUDS - SEE I I REMOVE AND REPLACE CONCRETE W/ SIKACRETE 211 SCC PLUS OR NAILING FROM MANUFACTURER'S SPEC'S MANUFACTURER'S SPEC'S FRAMING PLAN 3000PSICONCRETE SQUASH BLOCKING - SEE SQUASH BLOCKING - SEE SHEATHING TO FRAMING PLAN FRAMING PLAN SQUASH BLOCKING - SEE FRAMING PLAN BLOCK - == 1 - --- FLOOR SHEATHING - SEE GSN FLOOR SHEATHING - SEE GSN FLOOR SHEATHING - SEE GSN 10d NAILS AT 12" O.C. 2'-6" 10'-0" MIN. FOR FASTENER REQUIREMENTS FOR FASTENER REQUIREMENTS FOR FASTENER REQUIREMENTS I I MAX. H2.5A OR H2.5T AT L _j BOUNDARY EVERY TRUSS TO NAILING FROMz TOP PLATE SHEATHING TO BLOCK oo (2) 10d TOE -NAILS SHEATHING FLUSH W/ 0 AT EVERY TRUSS STANDARD HEEL EXTERIOR FACE OF (1) 10d NAIL TOP AND BOTTOM TO TOP PLATE WALL AND TRUSS I 2x BLOCKING I JOIST - SEE\,I JOIST - SEE I JOIST - SEE INTO I -JOIST FLANGE =__= W/ (2) 10d NAILS FRAMING PLAN FRAMING PLAN FRAMING PLAN SEE FRAMING PLAN -___= 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) 10d NAIL TOP AND BOTTOM (1) 10d NAIL TOP AND BOTTOM 8" DIA. HOLE JOIST TO DOUBLE TOP PLATE REPAIR TO BE DONE BY ORIGINAL CONCRETE CONTRACTORS OR THEIR DESIGNATE BLOCK TO TOP ' '�' ----- INTO I -JOIST FLANGE INTO I -JOIST FLANGE ALLOWABLE IN PLATE 10d TOE -NAIL AT 12" O.C. AT RIM 10d TOE -NAIL AT 12" O.C. AT RIM EACH BLOCK NOTE: PRIOR TO CUTTING AND/OR DRILLING SLAB JOIST TO DOUBLE TOP PLATE JOIST TO DOUBLE TOP PLATE CONTINUOUS DOUBLE 1. VERIFY LOCATION OF ALL TENDONS. H2.5A OR H2.5T AT L J CONTINUOUS DOUBLE TOP CONTINUOUS DOUBLE TOP TOP PLATE - BEARING 2x WOOD STUDS 2. HOLE SIDES MUST BE PARALLEL TO TENDONS WITH 3" MIN. CLEARANCE 3. ALL TENDONS MUST BE 3" MIN. CLEAR FROM PIPE PENETRATIONS EVERY TRUSS TO PLATE PLATE 2x WOOD STUDS - SEE - SEE FRAMING PLAN TOP PLATE AIRSPACE AND FIRE FRAMING PLAN 4. SLAB PENETRATION TO BE A MINIMUM OF 12" FROM ANY LOAD BEARING POST OR WALL 2x WOOD STUDS - SEE FRAMING 2x WOOD STUDS - SEE FRAMING GYPSUM PER ARCHITECTURE 5. TEMPORARY SHORING SHALL BE PLACED TO SUPPORT ANY BEARING ELEMENTS WITHIN 2 FEET OF L (2) 10d TOE -NAILS PLAN RATED ASSEMBLY PER PLAN PENETRATION. SHORING SHALL BE MAINTAINED UNTIL PATCH HAS REACHED A STRENGTH OF 2000 psi. ARCHITECTURAL DETAILS NOTE: PRIOR TO PATCHING CONCRETE AT EVERY TRUSS TO TOP PLATE NOTE: AIRSPACE PER 1. ROUGHEN ANY SMOOTH EDGES OF PENETRATION TO PROVIDE A MINIMUM SURFACE PROFILE OF +\- 1/8 NOTE: PROVIDE 2x SQUASH BLOCKING BETWEEN FLOOR SHEATHING AND DOUBLE NOTE: ARCHITECTURALS IN. SEE DETAIL 661 FOR STUBBED HEEL CONDITION TOP PLATE AT ALL POST LOCATIONS FROM WALL ABOVE AND ALL LOCATIONS FIRE RATING PER 2. PRE -WET SURFACE TO SSD (SATURATED SURFACE DRY). NO BONDING AGENT REQUIRED. INFORMATION NOT SHOWN HERE OF 2 OR MORE TRIMMERS ABOVE; MATCH POST/TRIMMER COUNT ABOVE ARCHITECTURAL DETAILS 3. INSTALL SIKACRETE 211 SCC PLUS PER MANUFACTURER'S RECOMMENDATIONS. PERPENDICULAR TRUSS AT PARTY WALL PARALLEL FLOOR JOIST AT PARTY WALL PARTY WALL PARALLEL FLOOR JOIST AT WALL STANDARD POST -TENSIONED REPAIR 666 G7 V 10.1 673.1 801 SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" 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. 2x4 2" 2x4 2" 2x4 2" > 8 1/2" MIN. WIDE CONCRETE CURB. ADD 6" MIN. WIDE CONCRETE CURB. ADD 6" MIN. WIDE CONCRETE CURB. ADD 6" 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" SHEAR WALL END 2x6 2x6 2x6 • DO NOT EXCEED EMBEDMENT DEPTH 2 3/4 " • DO NOT EXCEED EMBEDMENT DEPTH 2 3/4 " DO NOT EXCEED EMBEDMENT DEPTH 2 3/4 >_ 7 7/8 ANCHOR TYPE SIMPSON TITEN HD THD50600H SHOWN SHOWN SHOWN - ADD (O RSP4 EACH SIMPSON TITEN HD • SPECIAL INSPECTION REQUIRED SPECIAL INSPECTION REQUIRED SPECIAL INSPECTION REQUIRED /S 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 SILL PLATE BEARING PLATE BE LOCATED 2 1/2" ANCHOR TYPE 5/8" DIA. THREADED ROD W/ SIMPSON SET -3G EPDXY• ANCHOR TYPE 3/4" DIA. THREADED ROD W/ SIMPSON SET -3G EPDXY• ANCHOR TYPE 1" DIA. THREADED ROD W/ SIMPSON SET -3G EPDXY S � EDGE DISTANCE BUILT-UP OR ANCHOR PER SCHEDULE S � EDGE DISTANCE BUILT-UP OR ANCHOR PER SCHEDULE S EDGE DISTANCE BUILT-UP OR ANCHOR PER SCHEDULE SOLID WOOD HTT5 LOCATION SOLID WOOD HTT5-3/4 W/ (26) 16d NAILS LOCATION SOLID WOOD HDU11-SDS2.5 LOCATION MAX. FROM STUD POST CHEMICAL ANCHOR POST CHEMICAL ANCHOR POST CHEMICAL ANCHOR o d w w z ° w w J POPOUT DRILL AND EPDXY (1) #5 REBAR WITH SILL PLATE PER SCHEDULE • SILL PLATE PER SCHEDULE • SILL PLATE PER SCHEDULE v C w FRAMING 90 DEGREE HOOK - TOP AND BOTTOM U.N.O. ON ND DISTANCE U.N.O. ON ND DISTANCE U.N.O. ON ND DISTANCE �' z v BUILT-UP OR SOLID o AT 16" O.C. W/ MINIMUM 6" EMBED PLAN PER SCHEDULE PLAN PER SCHEDULE PLAN PER SCHEDULE POST -TENSION WOOD POST AT USING S.E.T. 3G EPDXY, d d dcy SLAB TENDON SHEAR WALL END FINISH GRADE MIN. (4) BARS TOTAL z o d w w Q PLAN VIEW z o d w w Q PLAN VIEW z o d w w Q PLAN VIEW a Cy a d 0- a ' ADD (1) RSP4 AT EACH SIMPSON TITEN HD z i� v v w co v a w 2x4 WALL 1/2x6" W/ BP SIDE OF POST/SILL AT z_ v BUILT-UP OR HTT5 BUILT-UP OR HTT5-3/4 W/ BUILT-UP OR HDU11-SDS2.5 S SHEAR WALL END 1/2-3 (OR BPS 1/2-3) ° v. a d SOLID WOOD o SOLID WOOD (26) 16d NAILS o SOLID WOOD BUILT-UP OR SOLID BEARING PLATE N 2x4 WALL POST 2x4 WALL POST 2x4 WALL POST WOOD POST AT SILL PLATE a v d S CHEMICAL SILL PLATE ANCHOR PER S CHEMICAL SILL PLATE ANCHOR PER S CHEMICAL SILL PLATE ANCHOR PER SHEAR WALL END D� 3 ADD (1) RSP4 AT BUILT-UP OR HTT5 SCHEDULE BUILT-UP OR HTT5-3/4 W/ (26) 16d NAILS SCHEDULE BUILT-UP OR HDU11-SDS2.5 SCHEDULE EACH SIDE OF POST SIMPSON TITEN HD d CLR. 3" SOLID WOODloo SOLID WOOD SOLID WOOD /SILL AT SHEAR 1/2x6" W/ BP v d CLR. SEE PLAN 6" POST CHEMICAL ANCHOR d q v POST CHEMICAL ANCHOR d q v POST CHEMICAL ANCHOR d q v WALL END 1/2-3 (OR BPS 1/2-3) U.N.O. ON v SILL PLATE- -,PER SCHEDULE U.N.O. ON PLAN a • SILL PLATE PER SCHEDULE U.N.O. ON PLAN a • SILL PLATE PER SCHEDULE U.N.O. ON PLAN n SILL PLATE BEARING PLATE PLAN p v °v w zQ SIDE VIEW VARIES -SEE PLAN EXISTING SLAB v v v u a. w z z a w w J SIDE VIEW a. w z z a w w J SIDE VIEW a. w z z a w w J SIDE VIEW a. LTOT20B MAY BE USED I.L.O. N z Q 4. cj cn cj cn � CCS o (2) RSP4 AND BP 1/2-3 NOTE: w WN w POST -TENSION DO NOT DRILL INTO TENDON i i 4 NOTE: I NOTE: i� c ti c NOTE: SLAB TENDON NOTE: a CHEMICAL ANCHOR SHOULD HAVE a CHEMICAL ANCHOR SHOULD HAVE a CHEMICAL ANCHOR SHOULD HAVE RETROFIT ANCHOR SHOULD HAVE A NOTE: NOTE: 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 THIS DETAIL DOES NOT APPLY FOR SEE DETAIL 201 FOR ALL ANY POST -TENSIONED CABLE ANY POST -TENSIONED CABLE ANY POST -TENSIONED CABLE 2x6 WALL FROM ANY POST -TENSIONED CABLE POPOUT DIMENSIONS GREATER THAN 36" INFORMATION NOT SHOWN SUBSTITUTE HTT5 FOR LSTHD8 SUBSTITUTE HTT5-3/4 FOR STHD10 SUBSTITUTE HDU11-SDS2.5 FOR STHD14 RETROFIT FOR MASA HOLD-DOWN POST -SET POPOUT TO POST -TENSIONED SLAB 802 803 Q 804 POST -TENSION FOUNDATION SCALE: 3/4" = 1'-0" POST -TENSIONED FOUNDATION SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" IF A CUT OR DAMAGED TENDON CANNOT BE REPLACED, A TENDON COUPLER MAYBE USED. FOLLOWTHE NOTES: ENGINEERED WOOD PRODUCT ALTERNATIVES 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 MANUFACTURER ANY SLAB EDGE 2. IF MORE THAN ONE TENDON IS SHORT, COUPLERS SHOULD NOT BE LOCATED SIDE BY SIDE. THEY MISSING SILL PLATE ANCHORS. PRODUCT TRUSS JOIST BOISE CASCADE LOUISIANA PACIFIC ROSEBURG GEORGIA PACIFIC 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 I -JOIST 110 SERIES 5000 SERIES LPI 20PLUS SERIES RFPI 40 GPI 40 SERIES 1 - JOIST 210 SERIES 6000 SERIES LPI 20PLUS SERIES RFPI 40 GPI 65 SERIES ADDITIONAL PIECE OF SHEATHED STRAND OF SUFFICIENT LENGTH TO REACH THE EDGE FORM IS 1 3/4" CONC. SLAB - SEE FOUNDATION SAWCUT, CHIP AND REMOVE CONCRETE FOR REQUIRED ALONG WITH TWO POCKET FORMERS. CORROSION INHIBITING COATING SHALL BE USED TO I JOIST - SEE 10d NAILS MIN. I - JOIST 360 SERIES 6500 SERIES LPI 32PLUS SERIES RFPI 50 GPI 90 SERIES PLAN FOR SIZE -U.N.O. O/ 3/4" MAX DIA. CONDUIT AS SHOWN. REPLACE FILL THE VOID IN THE PVC PIPE. 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 szl LSL 1.55E TIMBERSTRAND 1.7E VERSA -LAM 2.0E SOLIDSTART 2.0E RIGIDLAM 2.0E BROADSPAN SUBGRADE PER SOILS REPORT W/ SIKACRETE 211 SCC PLUS 2" MAX. CUT OFF WHEN BEING USED FOR SPLICING THEREBY REDUCING THE LENGTH OF THE 'PVC' PIPE NEEDED. � STIFFENER AS REQUIRED SIDE FOR SPACING > 24 AND ° c a. a LVL 1.9E MICROLLAM 2.0E VERSA -LAM 2.0E SOLIDSTART 2.0E RIGIDLAM 2.0E BROADSPAN SLAB TENDON -,,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 .40. 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" PSL 2.0E PARALLAM FINISH CERTAIN THAT THE PROPER LENGTH OF STRAND HAS BEEN FULLY INSERTED INTO THE COUPLER. THE v a v n C FLOOR COUPLER IS THEN COUPLED TO THE ORIGINAL STRAND. THE'PVC' PIPE IS PLACED OVER THE COUPLER. a c z w w Q `" 6. THE SECOND POCKET FORMER IS PLACED OVER THE NEW STRAND (THE STRAND IS MARKED) AND THE IF OVERSPAN IS <_ 27" CONVENTIONAL FOUNDATION v a v 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 TO THE'PVC' PIPE COMPLETING A TIGHTLY SEALED COUPLER. 8. THE TENDON COUPLERS LOCATION WITHIN THE'PVC' PIPE MUST PERMIT THE COUPLER TO MOVE THE AV AV 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. 1 3/4" 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 PROJECT SOILS REPORT POUR SHOULD THAT BECOME NECESSARY. CONC. SLAB -SEE FOUNDATION ALLOWANCE FOR MOVEMENT: PLAN FOR SIZE - U.N.O. O/ 1 1/2 x EXPECTED ELONGATION 'PVC' PIPE SUBGRADE PER SOILS REPORT STIFFENER AS REQUIRED LUS24 HANGER AT EACH END FOR NAILS FROM HANGER NAILED TO FILLER AND JOIST WEB TO WEB OF JOIST SILL PLATE ]MIN. SILL PLATE SPLICE a d NOTE: MATERIALS LISTED LOWER IN THE CHART MAY BE NOTE: 2x4 MINIMUM LADDER ° aQ SUBSTITUTED FOR MATERIALS LISTED ABOVE THEM 1. SLAB THICKNESS TO BE 7 1/2" d z w w BLOCKS AT 24 O.C. d v IN THE CHART. MINIMUM. AT SLABS THINNER THAN 7 LLJ Q a . d C IF OVERSPAN IS > 27" AND < 30" a. d v v 4 NOTE: 1/2 CONTACT THE ENGINEER. . a w - (2) HILTI X -CP 72 ANY SUBSTITUTION CAN BE MADE WITHIN EACH ROW. 2. CONCRETE GROOVE FOR CONDUIT ON EACH SIDE OF TO BE 15'-0" MAXIMUM LENGTH. AT POCKET FORMER AT ISOMETRIC NOTE: NOTE: SILL PLATE SPLICE POST -TENSIONED FOUNDATION NOTE: GROOVES LONGER THAN 15'-0" EACH END IF OVERSPAN EXCEEDS 30" JOISTS SHALL BE MOVED INSTALL WEB STIFFENER PER SIDE VIEW FOR ALL ALTERNATES, DEPTH, SPACING, AND PLY COUNT CONTACT THE ENGINEER COUPLER OR AN ADDITIONAL JOIST SHALL BE INSTALLED. MANUFACTURER'S DETAILS. SHALL MATCH THE SPECIFICATIONS ON PLANS. MISSED ELECTRICAL CONDUIT IN POST -TENSIONED SLAB TENDON COUPLER FLOOR SHEATHING OVERSPAN SILL ANCHORAGE RETROFIT AT EXTERIOR SILL PLATE SPLICE ALLOWABLE FLOOR JOIST SUBSTITUTIONS 805 806 812 813 815 SCALE. 3/4 = 1'-0" SCALE. 3/4 - 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: NTS LL izoZ-Lu omwo mZ�om� z ¢� P ¢=� W=WZDwz�Powi� zcnocLLi�3.w � a2DP0w<oozz Qzzz02 0 WWOoaomoVz¢>__wj "U mowOVoO<cnmz IXwai-z0 z w�w0>wp_0-w�_ >�Z>P: H gH wzomco- JD >L] J =O-WLL 00LL --co J JmaZO w o�zw¢��F� m<'-00 cn w Zc0Oowzn-Oa-0=¢ly Nc0LZU0fywpZ H =wW==QW¢�wa 0�0azZ 2 OfX:W 'F-CUWW�220 O-WOU5O (� ocnoZZ_o WR:w �inoixzo lY ww Qcno 2pow >- F-wawZ u3z 0�zg a W�Q=wZo�w ZaoFoLu O ww�owofo¢=aW Ow0„== U wWooac 0C_ 6a Uit0LFH OO C/n U_ 2i C/3 O z v w a. tr O o O LL. Cr CD - z C'3 w z_ J w U - w w � z_ Z� z W w Lo w o com CP J � o U ti w WLU = z U Q InP uj1 U w J H pm 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER SID (4) PLY LVL SEE FRAMING PLAN (2) CS16x48" STRAPS ACROSS SPLICE OF DOUBLE TOP PLATE 6x POST -SEE FRAMING PLAN. EXTEND POST TO BOTTOM OF LVL BEAMS (2) MST60 ATTACH TO LVLs & POST W/ 16d NAILS DOUBLE TOP PLATE TO STOP BEFORE POSTS DOUBLE TOP PLATE TO STOP BEFORE 6x6 POST (2) CS16x36" STRAPS - 18" ON VOLUME WALL STUDS & BLOCKING AND 18" ON 6x POST & DOUBLE TOP PLATE 6x POST -SEE FRAMING PLAN. EXTEND POST TO BOTTOM OF LVL BEAMS nn-ISHEAR CONNECTION AT �CANTILEVERED BEAM (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 nn'7 `I EYE BROW ROOF E m co1 N O N r N m c 0 m c m cq 3 m E SIDE VIEW (4) PLY LVL - SEE FRAMING PLAN DO NOT NAIL STRAP TO TOP OF LVLs (2) MST60 ATTACH TO LVLs & POST W/ 16d NAILS MST60 STRAP TO BEGIN AT B.O. BEAM SCALE: 3/4" = 1'-0" 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 U- �zOZw[]pZwO mzLomP Z ¢� P ¢_� m=WZ)wz�P�cco z(noc)3.w 5 a2DNUw¢oozz QZZz02 0 waoOoV>_Z¢o >---i U mc)WgUmQv)mz IXwvi-z0 z m�xc)>OZW�p >6Z>OZ H gH wZOmU- -i �o J =ZZWUJV0 LL --U) J JmaZ� W OWMO<DFFm QQ0LL�� LL ZOowzO�-OaU Cn0=OQly N U0fywo Z IF- Dw�xOQw¢�wa O�paz� 2 W�auiF-UOflt�22- ~0°U'OU50 C7 OcnOZZ_o WR:w ocnzixzo o: ww¢cno zpow >- awz wz otzg a >- w 0-w Zm0woLu O ww�0�f0¢y OWpw=2 U wWOM<Oom�u6IL UitUx�H OO C13 C-) u:) O zv Lu a. O o O LL. Ir _z oC �_ w z J w U - w w � Z� z W w M w co CD J F__ o U ti w WLU = z U Ir QLLM Q 1 uj U Lu J H H �M 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER SID MAX SDS 1/4" x 3 1/2" ADD 2x FLAT RIPPED BLOCKING SCREWS FROM BETWEEN LSL RIPPED BLOCKS FLOOR SHEATHING TO BEAM (3) 2x6 AT 6" O.C. SDS 1/4" x 3 1/2" bo z TOE SCREW 1 3/4" x 11 7/8" LSL RIPPED BLOCK AT 12" O.C. FLOOR SYSTEM (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 FLOOR SHEATHING SUPPORT 901 SCALE: 3/4" = 1'-0" (2) MST60 (4) PLY LVL ATTACH TO LVLs SEE FRAMING PLAN & POST W/ 16d NAILS (2) CS16x48" STRAPS ACROSS SPLICE OF DOUBLE TOP PLATE DOUBLE TOP DOUBLE TOP PLATE TO PLATE TO STOP STOP BEFORE 6x6 POST BEFORE 6x6 POST (4) PLY LVL DO NOT NAIL SEE FRAMING STRAP TO PLAN TOP OF LVLs (2) MST60 ATTACH TO LVLs & POST W/ 16d NAILS MST60 STRAP DOUBLE TOP PLATE TO TO BEGIN AT STOP BEFORE 6x6 POST B.O. BEAM 6x POST -SEE FRAMING PLAN. EXTEND POST TO BOTTOM OF LVL BEAMS 2x TRIMMER - SEE (2) CS16x48" STRAPS FRAMING PLAN ACROSS SPLICE OF DOUBLE TOP PLATE 6x6 POST -SEE FRAMING PLAN. EXTEND POST TO BOTTOM OF LVL BEAMS 2x TRIMMER - SEE FRAMING PLAN HEADER - SEE FRAMING PLAN SHEAR CONNECTION AT 906.1 CANTILEVERED BEAM SCALE: 3/4"=1'-0" 2x8 LEDGER ATTACH TO STUDS W/ (3)10d NAILS AT EACH STUD ki A I 1A 11 4x RAFTER PER 2x10 EAVE BOARD ARCHITECTURALS 2x10 RAFTERS AT 24" O.C. ALIGN RAFTER W/ EDGE OF 4x RAFTER (3)10d TOE NAILS FROM RAFTER TO EAVE BOARD ATTACH EDGE RAFTER TO EAVE BOARD W/ (1) A35 PLAN VIEW SCALE: 3/4" =1'-0" SHEAR WALL - SEE BRACED/SHEAR WALL PLAN 10d NAILS AT 12" O.C. FROM STUD TO 4x OR 6x POST 10d NAILS AT 12" O.C. FROM STUD TO CORNER STUD 4x OR 6x POST - SEE FRAMING PLAN 10d NAILS AT 12" O.C. FROM STUD TO 4x OR 6x POST 0 HOLDOWN PER PLAN SHEAR WALL - SEE BRACED/SHEAR WALL PLAN HOLDOWN AT SHEAR WALL TO INTERSECTING/CORNER WALL CONNECTION 908 SCALE. 3/4 = 1'-0" U- �zOZw[]pZwO mzLomP Z ¢� P ¢_� m=WZ)wz�P�cco z(noc)3.w 5 a2DNUw¢oozz QZZz02 0 waoOoV>_Z¢o >---i U mc)WgUmQv)mz IXwvi-z0 z m�xc)>OZW�p >6Z>OZ H gH wZOmU- -i �o J =ZZWUJV0 LL --U) J JmaZ� W OWMO<DFFm QQ0LL�� LL ZOowzO�-OaU Cn0=OQly N U0fywo Z IF- Dw�xOQw¢�wa O�paz� 2 W�auiF-UOflt�22- ~0°U'OU50 C7 OcnOZZ_o WR:w ocnzixzo o: ww¢cno zpow >- awz wz otzg a >- w 0-w Zm0woLu O ww�0�f0¢y OWpw=2 U wWOM<Oom�u6IL UitUx�H OO C13 C-) u:) O zv Lu a. O o O LL. Ir _z oC �_ w z J w U - w w � Z� z W w M w co CD J F__ o U ti w WLU = z U Ir QLLM Q 1 uj U Lu J H H �M 42501 PROJECT MANAGER: M. SWENSON JOB NUMBER: DATE: 05/21/21 SERIES TOWNHOMES SUBDIVISON RIDGE AT WARD STATION PLAN NUMBER BUILDING 11 SHEET NUMBER SID 20 00 00 22 00 00 DOWN - N N � N � 4' » Arc m s I I C4 m 3 M U T E LL7 E J _ _ ___ — — — j m m C J 0 m D g m _ c� �2 D2[2 D2[2 D2(2j: mo So U Ijl N" a� I ti N Q > m> O m�a �2�I nHm jl m0 j � 0 mE0 O I eom U) oc g oma A1G A1G �d N � 0 P H(54 C C 00 m0� U a s E p U -�1 III � . o o Of W � � V _ m N N d' U` Z _ c_ IQ E m in Q D 7T7m€? 30 O S % NIT 1A ao OF m 0 2�m k�1 heat z a d m O 02 �m CD H m Zcm y m O C Wow �m din,q poll _ _ a g m o �m Q� �m �a MiTek MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 70066846 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: R65705519 thru R65705554 My license renewal date for the state of Colorado is October 31, 2021. ��� **** LIC� �. ,G�L o k -..o PE.0055362 - ' V March 11,2021 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 k W heal 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 �� V applicability of the design parameters or the designs for any particular building. Before use, CD 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. c O i170 O' J�y� Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 7-3-0 6-9-8 LOADING (psf) SPACING- 2-0-0 CSI. R65705519 70066846 Al Common 1 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.11 9-10 >999 240 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:U3:43 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-_TKXZ_26COZ5_WbR5g9nuA?Ovd9CiLRJ3uihNxzbyeT 1-1-0-0, 3-9-4 , 7-3-0 , 10-6-0 14-0-8 15-6-0 1-0-0 3-9-4 3-5-12 3-3-0 3-6-8 1-5-8 3: 4x6 4 13 Scale = 1:50.6 10 9 8 6x6 = 3x9 = 6x6 7-3-0 14-0-8 7-3-0 6-9-8 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 0.44 Vert(LL) -0.04 9-10 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.11 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) -0.01 9-10 >999 240 Weight: 83 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 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-9: 2x4 SPF No.2 REACTIONS. (size) 10=0-5-8, 8=Mechanical Max Horz 10=384(LC 11) Max Uplift 10=-144(LC 12), 8=-154(LC 13) Max Grav 10=775(LC 1), 8=820(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-350/266, 3-4=-592/379, 4-5=-590/370, 5-6=-346/294, 2-10=-424/315, 6-8=-454/368 BOT CHORD 9-10=-189/513, 8-9=-74/440 WEBS 3-9=-243/251, 4-9=-276/457, 3-10=-538/151, 5-8=-589/129 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�•` - � 10=144,8=154. \N heal PE -0055362 i Ok LAS *•• .. :. 0, 0000••0 DIVA kc 9- March 11,2021 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 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 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) R65705520 70066846 A1G COMMON SUPPORTED GAB 6 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, uorrimerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:U3:bU 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-xsSH_g4MkepoDglgD5BFzb5nZRv5AKDcXCBnSgzbyeR F1-0-01 7-3-0 14-6-0 15-6-q 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 = 1:53.7 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 0.18 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 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS 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 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 \ **00000000 '*. 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 yQ�*`- 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. L/ 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 \ **00000000 '*. 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 yQ�*`- non -concurrent with other live loads. 5 Gable requires continuous bottom chord bearing.` 6) Try$ Opq illy sheathed from one face or securely braced against lateral movement (i.e. diagonal web). ; PE-00553627able studs spud at 1-4-0 oc.. ,) This truss has bi designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' ••• (39) * This t,� lss has b re 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 • • * •: ; wilt fit b n the bottom chord and any other members. Q ` � �• ' 10) Pro echanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 18 except 4=308,14=202,21=144,22=128,23=403,17=144,16=128,15=393. NA rx� ..� 17 9 March 11,2021 A\ NARNING - 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 M iTe k 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 I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R65705521 70066846 A2 Common 40 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.11 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:U3:b1 2021 Page 1 ID:9rg2glbNSeOBC11OgdFCegyeiDY-P2OgCO5_Vxxfr KOmoiUWpdu7rBvviglmswL_GzbyeQ 1-1-0-01 3-9-4 , 7-3-0 10-6-0 14-0-8 1-0-0 3-9-4 13-5-12 3-3-0 3-6-8 3: 4x6 4 12 9 8 7 6x6 3x9 = 3x6 7-3-0 14-0-8 7-3-0 6-9-8 Scale = 1:50.6 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 0.45 Vert(LL) -0.04 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.11 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.01 8-9 >999 240 Weight: 81 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 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-8: 2x4 SPF No.2 REACTIONS. (size) 9=0-5-8, 7=Mechanical Max Horz 9=368(LC 9) Max Uplift 9=-140(LC 12), 7=-122(LC 12) Max Grav 9=783(LC 1), 7=684(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-349/267, 3-4=-588/372, 4-5=-589/370, 5-6=-296/234, 2-9=-424/315, 6-7=-303/212 BOT CHORD 8-9=-253/460, 7-8=-198/389 WEBS 3-8=-240/255, 4-8=-270/458, 3-9=-543/143, 5-7=-536/253 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 13-10-12 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) 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) \0*0000•000 9=140,7=122. Cya.•` C,1L 1) \N heal PE -0055362 Ok i LA4f I� • • �/ _ ONAk, March 11,2021 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 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 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 I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R65705522 70066846 A3 Common 21 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.11 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:U3:b2 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-tEa2PM5cGF3WT8vCKWDj20A2pFX9e93v WguWjzbyeP 3-9-4 7-3-0 10-6-0 14-0-8 3-9-4 3-5-12 3-3-0 3-6-8 3x5 4x6 3 11 8 7 6 3x6 3x9 = 3x6 7-3-0 14-0-8 7-3-0 6-9-8 Scale = 1:50.6 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 0.45 Vert(LL) -0.04 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.11 7-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.43 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: 80 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 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-7: 2x4 SPF No.2 REACTIONS. (size) 8=0-5-8, 6=Mechanical Max Horz 8=345(LC 9) Max Uplift 8=-113(LC 12), 6=-118(LC 12) Max Grav 8=687(LC 1), 6=687(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-314/224, 2-3=-593/371, 3-4=-594/366, 4-5=-296/234, 1-8=-320/208, 5-6=-303/212 BOT CHORD 7-8=-246/466, 6-7=-195/387 WEBS 3-7=-272/463, 2-8=-517/228, 4-6=-538/247 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) 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 13-10-12 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) 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) 8=113,6=118. L/ Cya.•• G1L D �' `�.�'� \N heal PE -0055362 Ok i LA4f I. • • �I _ ONAk, March 11,2021 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 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 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 9-5-12 6-7-10 7-10-8 Plate Offsets (X,Y)-- [2:0-6-4,Edge], [14:0-6-4,Edge] R65705523 70066846 AA1 Common 4 1 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 IVII I eK Inaustrles, Inc. I flu IVlar 11 1 b:U3:b4 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-pdiog17tosKEiR3bSxFB8RF062A062JCSg9?bbzbyeN 1-0- 5-0-6 9-9-4 14-6-2 19-3-0 23-11-14 28-8-12 33-5-10 1 38-6-0 9-6- -0-0 5-0-6 14-8-14 4-8-14 4-8-14 4-8-14 4-8-14 4-8-14 15-0-6 -0-0 3.50 12 6x6 8 Scale = 1:65.2 6x10 Z 1 20 1 ZI L° ZZI 10 17 10 6x10 4x6 5x8 4x8 = 4x8 = 5x8 4x6 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 0.46 Vert(LL) -0.27 17-20 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.50 Vert(TL) -0.60 17-20 >774 240 TCDL 10.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.17 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.20 20 >999 240 Weight: 206 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 7-6-15 oc bracing. 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 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=-4340/1568, 4-6=-4335/1554, 6-7=-3895/1464, 7-8=-3874/1548, 8-9=-3874/1548, 9-10=-3895/1464, 10-12=-4335/1554, 12-14=-4340/1568 BOT CHORD 2-21=-1381 /3951, 20-21=-1406/4171, 17-20=-961/3029, 16-17=-1392/4171, 14-16=-1384/3951 WEBS 8-17=-379/1343, 9-17=-496/241, 10-17=-653/279, 12-16=0/320, 8-20=-379/1343, 7-20=-496/241, 6-20=-653/280, 4-21=0/320 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 2-10-3, 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 wiR[fil: 9 n the bottom chord and any other members, with BCDL = 10.Opsf. 7`-rovide meci cal connection (b others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) Y g g J U ,'04 2=483, 14=483.'U CD - A\ NARNING - 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.•• PE -0055362 i 6 N M-1 March 11,2021 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 6-2-8 0- -0 6-3-8 6-7-0 Plate Offsets (X,Y)-- [2:0-3-12,0-0-7], [6:0-1-12,0-6-0], [11:0-4-0,0-4-8], [14:0-3-12,0-0-7], [52:0-1-13,0-1-0] R65705524 70066846 AA1 G Common Structural Gable 2 1 SPACING- 2-0-0 CSI. Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU'U6 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-TxQLL8GOzYgX8Hzu9ST?dzlW_uMHwUOzCi3eOvzbyeB 1-0- 5-0-6 9-9-4 14-6-2 19-3-0 23-11-14 28-8-12 33-5-10 38-6-09-6- -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 Scale = 1:65.4 5x6 3.50 12 8 4x6 II 4x6 26 Zo 24 Z3 4x6 = 4x6 = 4x6 32 31 30 2928 27 4x6 = 4x8 4x8 4x8 22 21 20 19 18 17 16 5 5-0-6 8-11-11 9-9-8 14-6-2 19-3-0 25-5-8 2577-8 31-11-0 38-6-0 5-0-6 3-11-5 0-0-13 5-5-10 4-8-14 6-2-8 0- -0 6-3-8 6-7-0 Plate Offsets (X,Y)-- [2:0-3-12,0-0-7], [6:0-1-12,0-6-0], [11:0-4-0,0-4-8], [14:0-3-12,0-0-7], [52:0-1-13,0-1-0] 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 0.15 Vert(LL) -0.02 24-26 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.03 24-26 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.01 14 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.01 24-26 >999 240 Weight: 293 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 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud OTHERS 2x4 HF Stud SLIDER Left 2x4 HF Stud -t 2-6-12, Right 2x4 HF Stud -t 2-6-11 REACTIONS. All bearings 13-0-8 except (jt=length) 2=9-0-8, 30=9-0-8, 27=9-0-8, 27=9-0-8, 28=9-0-8, 29=9-0-8, 31=9-0-8, 32=9-0-8. (lb) - Max Horz 2=108(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 28, 31, 32, 21, 17 except 2=-123(LC 10), 30=-153(LC 14), 27=-263(LC 10), 22=-274(LC 11), 19=-219(LC 15), 14=-151(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 28, 29, 31, 32, 21, 20, 18, 17, 16 except 2=309(LC 21), 30=313(LC 1), 27=1248(LC 21), 27=1104(LC 1), 22=1311(LC 22), 22=1232(LC 1), 19=501 (LC 22), 14=352(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-817/356, 7-8=-619/368, 8-9=-565/370, 12-14=-303/149 BOT CHORD 24-26=-131/723 WEBS 4-30=-281/156, 6-27=-1051/391, 6-26=-160/647, 7-26=-295/158, 7-24=-292/124, 9-24=-123/539, 9-22=-989/416, 10-22=-311/196, 10-19=-263/104, 12-19=-405/267 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 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) 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) ygpp lopea4 p now loads have been considered for this design. 51.'I -his truss hasen 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 � other live loads. 6) All platt5 are 2x41-20 unless otherwise indicated. 7) Gaiple ks pace'U at 1-4-0 oc. 8) This been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * T 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 t e- bottom chord and any other members. r,14�ovide med*i:;al connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 28, 31, 32, 21, "c61\bN=1b) 2=123 30=153 27=263 22=274 19=219 14=151. A\ NARNING - 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 �' `�.�'� 10 . PE -0055362 i � s • �Cr DIVA March 11,2021 MiTek 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 0.80 Vert(LL) -0.53 15-18 >871 360 MT20 185/144 R65705525 70066846 AA1 R Common Girder 2 3 Rep Stress Incr NO WB 0.50 Horz(TL) 0.21 13 n/a n/a 5) Unbalanced snow loads have been considered for this design. BCLL 0.0 1 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:UM U 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-LigrBVJv1 nLzdvHgOlYxnpw2rVXWsHWY7K1 r9gzbye7 5-0-6 9-9-4 14-6-2 19-3-0 23-11-14 28-8-12 33-5-10 38-6-0 5-0-6 4-8-14 4-8-14 4-8-14 4-8-14 4-8-14 4-8-14 5-0-6 Scale: 3/16"=1' 5x10 3.50 12 7 22 LJ L'+ LJ 1Z? LO L/ LO 18 It L� JV J I JL JJ J'F IO 00 15 JO J/ JO 1,+ J� 'FV 'F I 'FL 1+0 8x12 4x6 U 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 3 Plate Offsets (X,Y)-- [1:0-0-0,0-4-12], [13:Edge, 0-4-12], [15:0-2-8,0-4-12], [18:0-2-0,0-4-12] 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) -0.53 15-18 >871 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.90 Vert(TL) -1.04 15-18 >443 240 \��.••••000 '•• TCDL 10.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.21 13 n/a n/a 5) Unbalanced snow loads have been considered for this design. BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.37 15-18 >999 240 Weight: 608 Ib FT = 20% BCDL 10.0 � 8) Providu m, echanica connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) � •: # . • ; �� 1= 1 744 = 1 829. LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 HF Stud *Except* Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 7-157-18: 2x4 SPF No.2 SLIDER Left 2x4 HF Stud -t 2-6-7, Right 2x4 HF Stud -t 2-6-7 REACTIONS. (size) 1=0-5-8, 13=0-5-8 Max Horz 1=-112(LC 28) Max Uplift 1=-1744(LC 6), 13=-1829(LC 7) Max Grav 1=8728(LC 1), 13=9144(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-4 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 1-3=-18490/3742, 3-5=-19869/3962, 5-6=-17799/3548, 6-7=-17705/3602, 7-8=-17748/3611, 8-9=-17840/3556, 9-11=-20235/4035, 11-13=-1 8928/3834 BOT CHORD 1-19=-3510/17221, 18-19=-3695/18635, 15-18=-2538/13479, 14-15=-3654/18848, 13-14=-3521/17692 WEBS 7-15=-1222/6091, 8-15=-243/303, 9-15=-2264/565, 9-14=-233/1281, 11-14=-343/2185, 7-18=-1209/6024, 6-18=-236/307, 5-18=-2053/523, 5-19=-175/1008, 3-19=-371/2331 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 0-7-0 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 \��.••••000 '•• (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33Q••• (D\L 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) TN!a;1:rp1 , been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. ' ' PE i 7 This truss h' � een designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall b 2-0-0 wide g p g Y -0055362 A will fit betweenottom chord and any other members, with BCDL = 10.Opsf. � 8) Providu m, echanica connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) � •: # . • ; �� 1= 1 744 = 1 829. Q •�Cr _ `DIVA . 5\%4\CO March 11,2021 inuU o�""i pie A\ NARNING - 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 M iTe k 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 R65705525 70066846 AA1 R Common Girder 2 3 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Mar 4 2021 MiTek Industries, Inc. Thu Mar 11 15:09:10 2021 Page 2 ID:9rg2glbNSe0BC110gdFCegyeiDY-LigrBVJv1 nLzdvHgOlYxnpw2rVXWsHWY7K1 r9gzbye7 NOTES - 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 672 Ib down and 134 Ib up at 0-6-12, 668 Ib down and 138 Ib up at 2-6-12, 668 Ib down and 138 Ib up at 4-6-12, 668 Ib down and 138 Ib up at 6-6-12, 668 Ib down and 138 Ib up at 8-6-12, 668 Ib down and 138 Ib up at 10-6-12, 668 Ib down and 138 Ib up at 12-6-12, 668 Ib down and 138 Ib up at 14-6-12, 668 Ib down and 138 Ib up at 16-6-12, 668 Ib down and 138 Ib up at 18-6-12, 668 Ib down and 138 Ib up at 19-5-4, 668 Ib down and 138 Ib up at 21-5-4, 668 Ib down and 138 Ib up at 23-5-4, 668 Ib down and 138 Ib up at 25-5-4, 668 Ib down and 138 Ib up at 27-5-4, 668 Ib down and 138 Ib up at 29-5-4, 668 Ib down and 138 Ib up at 31-5-4, 668 Ib down and 138 Ib up at 33-5-4, 668 Ib down and 138 Ib up at 35-5-4, and 668 Ib down and 138 Ib up at 36-5-4, and 668 Ib down and 138 Ib up at 37-5-4 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: 1-7=-80, 7-13=-80, 1-13=-20 Concentrated Loads (lb) Vert: 18=-668(B) 22=-672(B) 23=-668(B) 24=-668(B) 25=-668(B) 26=-668(B) 27=-668(B) 28=-668(B) 29=-668(B) 31=-668(B) 32=-668(B) 34=-668(B) 35=-668(B) 36=-668(B) 37=-668(B) 38=-668(B) 39=-668(B) 40=-668(B) 41=-668(B) 42=-668(B) 43=-668(B) 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 MiTek 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 7-10-8 6-7-10 9-5-12 R65705526 70066846 AA2 Common 2 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 IVII I eK Inaustrles, Inc. I flu IVlar 11 1 b:UM i 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-puDEOrKXn5TgF3ssx?3AK1 SFkv_QblWiMznPh6zbye6 1-0- 5-0-6 9-9-4 14-6-2 19-3-0 23-11-14 28-8-12 33-5-10 38-6-09-6- -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 1 -0-0 3.50 12 6x6 8 Scale = 1:65.6 6x12 Z 1 20 1 ZI L° ZZI 10 17 10 6x12 4x6 5x8 4x8 = 4x8 = 5x8 4x6 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3851/1387, 4-6=-3928/1423, 6-7=-3676/1394, 7-8=-3653/1477, 8-9=-3653/1477, 9-10=-3676/1394, 10-12=-3928/1423, 12-14=-3851/1387 BOT CHORD 2-21=-1209/3418, 20-21=-1312/3849, 17-20=-931/2891, 16-17=-1295/3849, 14-16=-1209/3418 WEBS 8-17=-348/1246, 9-17=-491/239, 10-17=-532/237, 12-16=-46/457, 8-20=-348/1246, 7-20=-491/240, 6-20=-532/237, 4-21=-46/457 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 wiR[fil: 9 n the bottom chord and any other members, with BCDL = 10.Opsf. 7`-rovide meci cal connection (b others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 2=483, 14=483.b - Y g g J UU CD A\ NARNING - 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 ISION . March 11,2021 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 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)-- [2:0-9-12, Edge], [14:0-9-12, 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 0.66 Vert(LL) -0.23 17-20 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.52 17-20 >881 240 TCDL 10.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.15 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.17 20 >999 240 Weight: 215 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing. WEBS 2x4 HF Stud *Except* 8-17,8-20: 2x4 SPF No.2 SLIDER Left 2x8 SPF 1950F 1.7E -t 2-7-8, Right 2x8 SPF 1950F 1.7E -t 2-7-8 REACTIONS. (size) 2=0-5-8, 14=0-5-8 Max Horz 2=-108(LC 15) 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=-3851/1387, 4-6=-3928/1423, 6-7=-3676/1394, 7-8=-3653/1477, 8-9=-3653/1477, 9-10=-3676/1394, 10-12=-3928/1423, 12-14=-3851/1387 BOT CHORD 2-21=-1209/3418, 20-21=-1312/3849, 17-20=-931/2891, 16-17=-1295/3849, 14-16=-1209/3418 WEBS 8-17=-348/1246, 9-17=-491/239, 10-17=-532/237, 12-16=-46/457, 8-20=-348/1246, 7-20=-491/240, 6-20=-532/237, 4-21=-46/457 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 wiR[fil: 9 n the bottom chord and any other members, with BCDL = 10.Opsf. 7`-rovide meci cal connection (b others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 2=483, 14=483.b - Y g g J UU CD A\ NARNING - 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 ISION . March 11,2021 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 0-11-8 6-3-12 6-7-4 Plate Offsets (X,Y)-- [2:0-9-12, Edge], [8:0-4-8,0-2-8], [11:0-4-0,0-4-8], [14:0-9-12, Edge], [53:0-1-14,0-1-0] R65705527 70066846 AA2G Common Structural Gable 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.02 22-24 >999 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 IVII I eK Inaustrles, Inc. I flu IVlar 11 1 b:U9.1 b 2021 Page 1 I D:9rg2glbNSe0BC110gdFCegyeiDY-6E8tsEQw8ELga7uCszhp6VFaOjSDkoxkzZzGRCzbye? 1-0- 5-0-6 9-9-4 14-6-2 19-3-0 23-11-14 28-8-12 33-5-10 1 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 15-0-6 -0-0 3.50 12 5x10 8 Scale = 1:65.7 4x12 II 4x8 Zo L4 L3 4x6 = 4x6 = 4x12 30 29 28 27 26 4x8 = 4x8 4x8 22 21 20 19 18 17 16 15 9-3-2 9-1-0 17-5-1 25-5-8 2577-0 31-10-12 38-6-0 9-3-2 0-011 -14 8-1-1 8-0-7 0-11-8 6-3-12 6-7-4 Plate Offsets (X,Y)-- [2:0-9-12, Edge], [8:0-4-8,0-2-8], [11:0-4-0,0-4-8], [14:0-9-12, Edge], [53:0-1-14,0-1-0] 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 0.14 Vert(LL) -0.02 22-24 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.15 Vert(TL) -0.05 22-24 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.01 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.01 24 >999 240 Weight: 308 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 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 9-24: 2x4 SPF No.2 OTHERS 2x4 HF Stud SLIDER Left 2x6 SPF 1650F 1.5E -t 2-7-5, Right 2x6 SPF 1650F 1.5E -t 2-7-11 REACTIONS. All bearings 13-0-8 except (jt=length) 2=9-4-0, 26=9-4-0, 26=9-4-0, 27=9-4-0, 28=9-4-0, 29=9-4-0, 30=9-4-0. (lb) - Max Horz 2=-108(LC 19) Max Uplift All uplift 100 Ib or less at joint(s) 29, 21, 17 except 2=-160(LC 10), 26=-378(LC 10), 22=-231(LC 11), 19=-225(LC 15), 14=-156(LC 11), 27=-105(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 28, 29, 30, 20, 18, 17, 16 except 2=420(LC 21), 26=1469(LC 21), 26=1339(LC 1), 22=1291(LC 22), 22=1193(LC 1), 19=504(LC 22), 14=370(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-435/206, 7-8=-643/351, 8-9=-598/380, 12-14=-319/154 BOT CHORD 2-30=-153/307, 29-30=-153/307, 28-29=-153/307, 27-28=-153/307, 26-27=-153/307, 24-26=-101/603 WEBS 4-26=-467/325, 6-26=-498/268, 7-26=-865/306, 9-24=-105/522, 9-22=-932/376, 10-22=-297/188, 10-19=-261/109, 12-19=-381/253 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gal 0f g.Ed.tails as applicable, or consult qualified building designer as per ANSI/TPI 1. 3CLL: ASC 70, Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 AA) Unbalanced sna�Wads have been considered for this design. 5) Thi* kus*s has be i 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-coUp%W,nit witRother live loads. 6) Al pl e 2x4 MT,20 unless otherwise indicated. 7) Ga studs spaced at 1-4-0 oc. This truss has ben designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Tois truss h een 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 "n the bottom chord and any other members. nt A\ NARNING - 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 • .0 0 • r 0609 March 11,2021 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station R65705527 70066846 AA2G Common Structural Gable 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Mar 4 2021 MiTek Industries, Inc. Thu Mar 11 15:09:18 2021 Page 2 I D:9rg2glbNSe0BC110gdFCegyeiDY-6E8tsEQw8ELga7uCszhp6VFaOjSDkoxkzZzGRCzbye? NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 29, 21, 17 except (jt=lb) 2=160, 26=378, 22=231, 19=225, 14=156, 27=105. 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 MiTek 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 0.86 Vert(LL) -0.48 15-18 >961 360 MT20 185/144 R65705528 70066846 AA2R COMMON GIRDER 1 3 Rep Stress Incr NO WB 0.46 Horz(TL) 0.19 13 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 IVII I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU-22 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-?000icTRCTrG3lCz5pmlGLQ4uKcOgj9JuBxUZzzbydx 5-0-6 9-9-4 14-6-2 19-3-0 23-11-14 28-8-12 33-5-10 38-6-0 5-0-6 4-8-14 4-8-14 4-8-14 4-8-14 4-8-14 4-8-14 5-0-6 Scale: 3/16"=1' 6x6 3.50 12 7 22 LJ L'+ LJ I V 40 L/ LO 18 1 / LZ7 JV 01 JL JJ 10- • 15 -- 00 of JO 114 JV '+V 1+ 1 1-+/- 8x12 -+L8x12 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 3 Plate Offsets (X,Y)-- [1:0-9-12, Edge], [13:0-9-12,Edge], [15:0-2-8,0-4-12], [18:0-2-0,0-4-12] 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 0.86 Vert(LL) -0.48 15-18 >961 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.99 Vert(TL) -0.95 15-18 >486 240 Left 2x8 SPF 1950F 1.7E -t 2-7-8, Right 2x8 SPF 1950F 1.7E -t 2-7-8 TCDL 10.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.19 13 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.34 15-18 >999 240 Weight: 635 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E *Except* 1-4,10-13: 2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 2100F 1.8E *Except* 16-17: 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud *Except* 7-157-18: 2x4 SPF No.2 SLIDER Left 2x8 SPF 1950F 1.7E -t 2-7-8, Right 2x8 SPF 1950F 1.7E -t 2-7-8 REACTIONS. (size) 1=0-5-8, 13=0-5-8 Max Horz 1=117(LC 10) Max Uplift 1=-1774(LC 6), 13=-1741(LC 7) Max Grav 1=8653(LC 1), 13=8475(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 1-3=-16142/3352, 3-5=-17808/3657, 5-6=-16629/3410, 6-7=-16529/3464, 7-8=-16509/3460, 8-9=-16608/3406, 9-11=-17799/3656, 11-13=-1 61 35/3353 BOT CHORD 1-19=-3090/14783, 18-19=-3458/17021, 15-18=-2451/12724, 14-15=-3368/17008, 13-14=-3003/14780 WEBS 7-15=-1144/5532, 8-15=-235/310, 9-15=-1509/424, 9-14=-217/349, 11-14=-514/2961, 7-18=-1151 /5564, 6-18=-236/311, 5-18=-1501 /422, 5-19=-215/344, 3-19=-515/2967 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) Tg!q.:�A, 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 5nbalance sla, loads have been considered for this design. ,) This truss has bi designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This t�lss has b re 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 wilt fit b n the bottom chord and any other members, with BCDL = 10.Opsf. 8) Prov, chanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1= , 13=1741. rx/a' CON Inu U oma"" i pie AM A\ NARNING - 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 pNA. March 11,2021 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station R65705528 70066846 AA2R COMMON GIRDER 1 3 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Mar 4 2021 MiTek Industries, Inc. Thu Mar 11 15:09:22 2021 Page 2 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-?000icTRCTrG3lCz5pmlGLQ4uKcOgj9JuBxUZzzbydx NOTES - 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 668 Ib down and 137 Ib up at 0-6-12, 664 Ib down and 142 Ib up at 2-6-12, 664 Ib down and 142 Ib up at 4-6-12, 664 Ib down and 142 Ib up at 6-6-12, 664 Ib down and 142 Ib up at 8-6-12, 664 Ib down and 142 Ib up at 10-6-12, 664 Ib down and 142 Ib up at 12-6-12, 664 Ib down and 142 Ib up at 14-6-12, 664 Ib down and 142 Ib up at 16-6-12, 664 Ib down and 142 Ib up at 18-6-12, 664 Ib down and 142 Ib up at 19-5-4, 664 Ib down and 142 Ib up at 21-5-4, 664 Ib down and 142 Ib up at 23-5-4, 664 Ib down and 142 Ib up at 25-5-4, 664 Ib down and 142 Ib up at 27-5-4, 664 Ib down and 142 Ib up at 29-5-4, 664 Ib down and 142 Ib up at 31-5-4, 664 Ib down and 142 Ib up at 33-5-4, and 664 Ib down and 142 Ib up at 35-5-4, and 664 Ib down and 142 Ib up at 37-5-4 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: 1-7=-80, 7-13=-80, 1-13=-20 Concentrated Loads (lb) Vert: 18=-664(F) 22=-668(F) 23=-664(F) 24=-664(F) 25=-664(F) 26=-664(F) 27=-664(F) 28=-664(F) 29=-664(F) 31=-664(F) 32=-664(F) 34=-664(F) 35=-664(F) 36=-664(F) 37=-664(F) 38=-664(F) 39=-664(F) 40=-664(F) 41=-664(F) 42=-664(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 MiTek 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 BOT CHORD 2x4 SPF No.2 LOADING (psf) WEBS SPACING- 2-0-0 R65705529 70066846 C1 Common 56 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) Job Reference (optional) Alpine I russ, commerce Lity, uo - tsUU2z, 5x6 �i 3.43U s iviar 4 2021 ivii I eK Inaustries, Inc. I flu iviar 11 1 b:UU-23 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-TCymwyT3znz7hvnAeWH_pYyLSk5eP61T7rh15Qzbydw 4-2-0 8-0-8 12-1-12 16-6-8 4-2-0 3-10-8 4-1-4 4-4-12 4x6 3 10 9 8 1 6 2x4 3x4 5x10 = 3x4 2x4 4-2-0 12-1-12 16-6-8 4-2-0 7-11-12 4-4-12 Scale = 1:57.0 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [8:0-4-8,0-2-8] BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 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 0.48 Vert(LL) -0.08 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.39 Vert(TL) -0.22 8-9 >890 240 TCDL 10.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.02 8-9 >999 240 Weight: 95 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 2-8,3-8: 2x4 SPF No.2 WEBS REACTIONS. (size) 10=Mechanical, 6=0-5-8 Max Horz 10=-383(LC 8) Max Uplift 10=-138(LC 13), 6=-134(LC 13) Max Grav 10=813(LC 1), 6=813(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-671/300, 2-3=-582/374, 3-4=-943/567, 4-5=-720/296, 1-10=-788/337, 5-6=-782/335 BOT CHORD 9-10=-356/356, 8-9=-206/614 WEBS 2-8=-326/212, 3-8=-420/698, 4-8=-491/378, 1-9=-116/550, 5-8=-92/516 Structural wood sheathing directly applied or 5-10-14 oc purlins, except end verticals. Rigid ceiling directly applied or 9-7-6 oc bracing. 1 Row at midpt 2-8 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 8-0-8, Exterior(2) 8-0-8 to 11-0-8, Interior(1) 11-0-8 to 16-4-12 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) 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, with BCDL = 10.Opsf. 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) 10=138,6=134. 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 NA. March March 11,2021 ME MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station CSI. DEFL. in (loc) I/defl L/d PLATES GRIP R65705530 70066846 C2 COMMON SUPPORTED GAB 3 1 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Vert(TL) -0.00 15-16 n/r 120 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Mar 4 2021 MiTek Industries, Inc. Thu Mar 11 15:09:24 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-xOW871Uhk45_12MMCEoDLmVPW8Pf8hFcLVQbdszbydv 1-1-5-8 , 8-0-8 16-6-8 7-6-� 1-5-8 8-0-8 8-6-0 1-0-0 4x6 30 29 28 27 26 25 24 23 22 21 20 1918 17 10x10 MT20HS 11 4x6 = 5x6 16-6-8 16-6-8 15 6 0 co N Scale = 1:59.6 Plate Offsets (X,Y)-- [2:0-4-9,Edge], [17:0-1-14,0-1-12], [19:0-3-0,0-1-4] p,D 0 Un 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS \,� ��.��*•�..� D 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 0.91 Vert(LL) -0.00 15-16 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Vert(TL) -0.00 15-16 n/r 120 MT20HS 148/108 TCDL 10.0 Rep Stress Incr YES WB 0.23 Horz(TL) -0.01 17 n/a n/a 41111WO) BCLL 0.0 Code IRC2012/TP12007 Matrix -R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Weight: 132 Ib FT = 20% BCDL 10.0 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 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 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 15-17: 2x4 HF Stud WEBS 1 Row at midpt 8-24 OTHERS 2x4 HF Stud *Except* 8-24,7-25,9-23: 2x4 SPF No.2 REACTIONS. All bearings 16-6-8. (lb) - Max Horz 30=-529(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 24, 25, 28, 23 except 30=-597(LC 8), 17=-571 (LC 9), 26=-150(LC 12), 27=-140(LC 12), 29=-650(LC 9), 22=-150(LC 13), 21=-141(LC 13), 20=-101(LC 12), 18=-622(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 25, 26, 27, 28, 23, 22, 21, 20 except 30=600(LC 11), 17=599(LC 10), 24=451 (LC 12), 29=71 O(LC 10), 18=704(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-30=-358/375, 2-3=-308/341, 3-4=-155/253, 4-5=-234/340, 5-6=-315/438, 6-7=-411/555, 7-8=-436/580, 8-9=-436/580, 9-10=-411/554, 10-11=-315/438, 11-12=-235/341, 12-13=-164/258, 13-14=-393/402, 15-17=-411/372 BOT CHORD 29-30=-298/275, 28-29=-298/275, 27-28=-298/275, 26-27=-298/275, 25-26=-298/275, 24-25=-298/275, 23-24=-298/275, 22-23=-298/275, 21-22=-298/275, 20-21=-298/275, 18-20=-298/275, 17-18=-298/275 WEBS 8-24=-562/373, 3-29=-295/292, 13-18=-395/378, 14-17=-707/692 NOTES- p,D 0 Un 1) Wind: ASCE 7-10; Vult=152mph V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS \,� ��.��*•�..� D (envelope) gable end zone and C -C Corner(3) -1-5-8 to 1-4-8, Exterior(2) 1-4-8 to 8-0-8, Corner(3) 8-0-8 to 11-0-8, Exterior(2) 11-0-8yQ 0•0 (D\L to 17-6-8 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) Trq�,$ 0,1sid for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ; PE i Cable Endre s. as applicable, or consult qualified building designer ner as per ANSI/TPI 1. -0055362 ; "5) TCLL: ASCE 7-1b.,Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 : 4) Thi* kus*s has be i 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 . • • ; nor -co r . t wit" other live loads. Q `• !�Cr 5) All�pl e MT20 plates unless otherwise indicated. `•' 6) All yes are 2x4 MT20 unless otherwise indicated. NA. ) The Fabrication olcrance at joint 2 = 8% W7 Ne require" oritinuous bottom chord bearing. March 11 2021 9 .0 064 y sheathed from one face or securely braced against lateral movement i.e. diagonal web). 41111WO) Co i PR(Rc39 .i3 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 MiTek 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 R65705530 70066846 C2 COMMON SUPPORTED GAB 3 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Mar 4 2021 MiTek Industries, Inc. Thu Mar 11 15:09:25 2021 Page 2 ID:9rg2glbNSe0BC110gdFCegyeiDY-Pb4WKeVJUOErwCwYmxJSuz2aGYkut8Vma9A8Alzbydu NOTES - 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) * 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. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 24, 25, 28, 23 except (jt=lb) 30=597, 17=571, 26=150, 27=140,29=650,22=150,21=141,20=101,18=622. 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 MiTek 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 R65705531 70066846 C3 Common Girder 3 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Mar 4 2021 MiTek Industries, Inc. Thu Mar 11 15:09:27 2021 Page 1 ID:9rg2glbNSeOBC110gdFCegyeiDY-LzBHIJXaO?UY9W4xtMLwzO74zLVgL_E21 TfFEBzbyds 11-0-Q 4-4-12 8-6-0 12-7-4 17-0-0�8-0-Q 1-0-0 4-4-12 4-1-4 4-1-4 4-4-12 1-0-0 4) 4x6 3x4 13 &+U &+ 1 &+< &+0 &+&+ &+�J &+U 12 Scale = 1:61.7 16 15 14 3x9 3x9 = 161 9 8 4x6 = 3-6-0 -4-1 12-7-4 3-8- 17-0-0 3-6-0 0-10-12 8-2-8 -0-1 3-4-0 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [4:0-1-2,0-1-8], [6:0-3-0,0-1-12], [26:0-1-14,0-1-0], [28:0-1-8,0-1-0], [38:0-1-14,0-1-0], [39:0-1-8,0-1-0] 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 0.26 Vert(LL) -0.05 12-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.25 Vert(TL) -0.11 12-13 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.05 12-13 >999 240 Weight: 171 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 2x6 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-12,4-13: 2x4 SPF No.2 10-0-0 oc bracing: 12-13. OTHERS 2x4 HF Stud *Except* 4-17: 2x4 SPF No.2 REACTIONS. All bearings 3-9-8 except (jt=length) 8=3-7-8, 9=3-7-8, 14=0-3-8, 11=0-3-8. (lb) - Max Horz 16=406(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 16=-180(LC 9), 8=-185(LC 9), 15=-309(LC 30), 9=-295(LC 31), 14=-341 (LC 8), 11=-285(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 15, 9 except 16=707(LC 31), 8=721 (LC 30), 14=635(LC 30), 11=521(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-516/185, 3-4=-500/345, 4-5=-556/360, 5-6=-538/188, 2-16=-620/163, 6-8=-644/166 BOT C H ORD 15-16=-380/376, 14-15=-380/376, 13-14=-380/376, 12-13=-191/373 WEBS 4-12=-232/281, 5-12=-404/315, 3-13=-406/316, 2-13=-145/381, 6-12=-115/404 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); cantilever left and right exposed ; end vertical left and right exposed; 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 \��.��*•000 non -concurrent with other live loads. yQ�*` OL 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7 T N;a;1:r � , been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. ' 8) 7. his truss ch een designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall b 2-0-0 wide ' PE -0055362 i A will fit between �ottom chord and any other members, with BCDL = 10.Opsf. 9) Prod i�deechani connection (by others) of truss to bearing plate capable of withstanding 180 Ib uplift at joint 16, 185 Ib uplift at • #.• • •; joint 8, uplift �t point 15, 295 Ib uplift at joint 9, 341 Ib uplift at joint 14 and 285 Ib uplift at joint 11. Q • • �Cr 10) Ha or other c)nnection device(s) shall be provided sufficient to support concentrated load(s) 12 Ib down and 42 Ib up at *'*' 5- , 12 Ib down and 42 Ib up at 5-9-4, 12 Ib down and 42 Ib up at 7-9-4, and 12 Ib down and 42 Ib up at 9-9-4, and 12 Ib down NA and 42 Ib up atc 11 -9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 1n the LOA�SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). March 11 ,2021 rT,%-Wm- A\ NARNING - 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 MiTek 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 R65705531 70066846 C3 Common Girder 3 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-4=-80, 4-6=-80, 6-7=-80, 8-16=-20 Concentrated Loads (lb) Vert: 40=-12(F) 41=-12(F) 43=-12(F) 44=-12(F) 46=-12(F) IMS&N- 8.430 s Mar 4 2021 MiTek Industries, Inc. Thu Mar 11 15:09:27 2021 Page 2 ID:9rg2glbNSeOBC110gdFCegyeiDY-LzBHIJXaO?UY9W4xtMLwzO74zLVgL_E21 TfFEBzbyds 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 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station 4-2-8 8-0-4 4-4-12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [5:0-2-12,0-1-8], [9:0-4-8,0-2-8] LOADING (psf) R65705532 70066846 C4 Common 4 1 TC 0.51 Vert(LL) -0.09 9-10 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Job Reference (optional) Alpine I russ, commerce Lity, uo - tsUU2z, 5 x 6 //, 3.43U s iviar 4 2021 ivii I eK Inaustries, Inc. I flu iviar 11 1 b:UU'23 2021 Page 1 I D:9rg2glbNSe0BC110gdFCegyeiDY-pAlfzfXCnJcPngf7R4s9WcgCrlok4MmCG70omdzbydr 4-2-8 8-1-8 12-2-12 , 16-7-8 17-7-� 4-2-8 3-11-0 4-1-4 14-4-12 1-0-0 4x6 3 Scale = 1:57.0 11 10 " 9 7 2x4 3x4 5x10 = 3x4 = 3x6 4-2-8 12-2-12 16-7-8 4-2-8 8-0-4 4-4-12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [5:0-2-12,0-1-8], [9:0-4-8,0-2-8] 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 0.51 Vert(LL) -0.09 9-10 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.22 9-10 >878 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) -0.02 9-10 >999 240 Weight: 97 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-9,3-9: 2x4 SPF No.2 WEBS 1 Row at midpt 2-9 REACTIONS. (size) 11 =Mechanical, 7=0-5-8 Max Horz 11=-405(LC 8) Max Uplift 11=-141(LC 13), 7=-163(LC 13) Max Grav 11=813(LC 1), 7=912(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-680/303, 2-3=-587/379, 3-4=-951/576, 4-5=-718/314, 1-11=-788/340, 5-7=-883/429 BOT CHORD 10-11=-368/379, 9-10=-187/638 WEBS 2-9=-336/212, 3-9=-428/704, 4-9=-495/372, 1-10=-115/550, 5-9=-44/538 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 8-1-8, Exterior(2) 8-1-8 to 11-1-8, Interior(1) 11-1-8 to 17-7-8 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) 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.yQ�•`- 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 Ib uplift at joint 11 and 163 Ib uplift at joint 7. • \N heal PE -0055362 i Ok LAS *•• .. 0. :. , • 0060.•# DIVA � March 11,2021 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 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 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 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl R65705533 70066846 D1 Common Girder 3 3 TC 0.86 Vert(LL) -0.49 15-17 >983 360 1 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 IVII I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU-32 2021 Page 1 ID:9rg2glbNSeOBC110gdFCegyeiDY-ix?Ao1 airY6rGHzugvx5gSgoMM1 sOAioBIMOwOzbydn 5-3-6 10-3-4 15-3-2 20-3-0 25-2-14 30-2-12 35-2-10 40-6-0 5-3-6 4-11-14 4-11-14 4-11-14 4-11-14 4-11-14 4-11-14 5-3-6 3.50 12 5x10 11 7 Scale = 1:69.3 8x12 = L3 L4 Lo LU Zu L / Zo "I y Ly "10 .SU 17 .5"1 "1 U "10 "" 34 .50 .Sb "14 151 .50 .Sy 4U 6x6 = 10x12 MT20HS = 8x8 8x8 6x6 = 8x12 8x8 10x12 MT20HS 6-11-5 13-7-3 20-3-0 26-10-13 33-6-11 40-6-0 6-11-5 6-7-13 6-7-13 6-7-13 6-7-13 6-11-5 3 Plate Offsets (X,Y)-- [1:0-0-0,0-4-12], [13:0-0-0,0-4-12], [14:0-3-0,0-4-0], [15:0-4-0,0-4-4], [17:0-4-0,0-4-8], [19:0-4-0,0-4-4], [20:0-3-0,0-4-0] TOP CHORD 2x6 SPF 1650F 1.5E *Except* LOADING (psf) 1-4,10-13: 2x6 SPF 2100F 1.8E SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Left 2x4 HF Stud -t 2-8-3, Right 2x4 HF Stud -t 2-8-3 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.49 15-17 >983 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.96 Vert(TL) -0.97 15-17 >503 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.28 13 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.34 15-17 >999 240 Weight: 645 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E *Except* 1-4,10-13: 2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 2100F 1.8E *Except* 16-18: 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud *Except* 7-17: 2x4 SPF No.2 SLIDER Left 2x4 HF Stud -t 2-8-3, Right 2x4 HF Stud -t 2-8-3 REACTIONS. (size) 1=0-5-8, 13=0-5-8 Max Horz 1=117(LC 31) Max Uplift 1=-1886(LC 6), 13=-2010(LC 7) Max Grav 1=9642(LC 1), 13=10261(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-13 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 1-3=-22247/4362, 3-5=-23151/4522, 5-6=-21382/4178, 6-7=-16830/3296, 7-8=-16830/3296, 8-9=-21453/4193, 9-11=-23379/4573, 11-13=-22492/4420 BOT CHORD 1-20=-4091/20695, 19-20=-4191/21611, 17-19=-3614/19061, 15-17=-3537/19108, 14-15=-4129/21727, 13-14=-4062/20958 WEBS 7-17=-1618/8649, 8-17=-4417/943, 8-15=-831/4411, 9-15=-1821/484, 9-14=-241/1167, 11-14=-371/2401, 6-17=-4350/928, 6-19=-817/4344, 5-19=-1753/469, 5-20=-207/1021, 3-20=-384/2470 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 (eft-"�l ),-,c�:ntilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4CLL: ASC 70, Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 , N Unbalanced snP�ikads have been considered for this design. 6) All plate.5 are MT2;9 plates unless otherwise indicated. - 7) Thi's tr s bee ijdesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * Thi Kh 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 wit!4 between the bcttom chord and any other members. <9 Provide mechanal connection (by others) of truss to bearing plate capable of withstanding 1886 Ib uplift at joint 1 and 2010 Ib uplift Pint 13;Z I 1 Con Inu .T 5M A\ NARNING - 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 ONAI,. March 11,2021 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station R65705533 70066846 D1 Common Girder 3 3 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.430 s Mar 4 2021 MiTek Industries, Inc. Thu Mar 11 15:09:32 2021 Page 2 ID:9rg2glbNSeOBC110gdFCegyeiDY-ix?Ao1 airY6rGHzugvx5gSgoMM1 sOAioBIMOwOzbydn NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 793 Ib down and 158 Ib up at 2-0-12, 793 Ib down and 158 Ib up at 4-0-12, 793 Ib down and 158 Ib up at 6-0-12, 793 Ib down and 158 Ib up at 8-0-12, 793 Ib down and 158 Ib up at 10-0-12, 793 Ib down and 158 Ib up at 12-0-12, 793 Ib down and 158 Ib up at 14-0-12, 793 Ib down and 158 Ib up at 16-0-12, 793 Ib down and 158 Ib up at 18-0-12, 793 Ib down and 158 Ib up at 20-0-12, 793 Ib down and 158 Ib up at 22-0-12, 793 Ib down and 158 Ib up at 24-0-12, 793 Ib down and 158 Ib up at 26-0-12, 793 Ib down and 158 Ib up at 28-0-12, 793 Ib down and 158 Ib up at 30-0-12, 793 Ib down and 158 Ib up at 32-0-12, 793 Ib down and 158 Ib up at 34-0-12, 793 Ib down and 161 Ib up at 36-0-12, and 793 Ib down and 161 Ib up at 38-0-12, and 793 Ib down and 161 Ib up at 39-5-4 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: 1-7=-80, 7-13=-80, 1-13=-20 Concentrated Loads (lb) Vert: 18=-793(8) 17=-793(8) 23=-793(8) 24=-793(8) 25=-793(8) 26=-793(8) 27=-793(8) 28=-793(8) 29=-793(8) 30=-793(8) 31=-793(8) 32=-793(8) 33=-793(8) 34=-793(8) 35=-793(8) 36=-793(8) 37=-793(8) 38=-793(8) 39=-793(8) 40=-793(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 MiTek 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 6-11-5 6-7-13 6-7-13 6-7-13 6-7-13 6-11-5 R65705534 70066846 D2 Common 6 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU'33 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-A7YYONbKcrEitRY5EdSKDfN3emTVlglxQP6ZSgzbydm 1-0- 5-3-6 10-3-4 15-3-2 20-3-0 25-2-14 30-2-12 35-2-10 40-6-0 J 1-6- -0- 5-3-6 4-11-14 4-11-14 4-11-14 4-11-14 4-11-14 4-11-14 5-3-6 1 -0- 3.50 12 6x6 = 8 Scale = 1:68.4 8x8 LL Z Zu 19 10 It 10 8x8 4x6 4x6 5x8 4x8 5x8 4x6 4x6 5 ICD 0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4645/1660, 4-6=-4556/1647, 6-7=-4281/1608, 7-8=-3408/1377, 8-9=-3408/1377, 9-10=-4281 /1608, 10-12=-4556/1647, 12-14=-4645/1660 BOT CHORD 2-22=-1465/4242, 21-22=-1498/4419, 19-21=-1282/3863, 17-19=-1268/3863, 16-17=-1484/4419, 14-16=-1471/4242 WEBS 8-19=-454/1404, 9-19=-1156/401, 9-17=-137/606, 10-17=-579/276, 12-16=0/263, 7-19=-1156/401, 7-21=-137/606, 6-21=-579/276, 4-22=0/263 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 3-0-10, Interior(1) 3-0-10 to 20-3-0, Exterior(2) 20-3-0 to 24-3-10, Interior(1) 24-3-10 to 41-6-0 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. 7) Pr%6A OUhanical connection (by others) of truss to bearing plate capable of withstanding 505 Ib uplift at joint 2 and 505 Ib uplift at 66ht 14. 16a U CD 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 0 i 4 00 �Cr iV - March 11,2021 ME MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 6-11-5 13-7-3 20-3-0 26-10-13 33-6-11 40-6-0 6-11-5 6-7-13 6-7-13 6-7-13 6-7-13 6-11-5 Plate Offsets (X,Y)-- [2:0-5-4,0-1-0], [14:0-5-4,0-1-0] 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 0.50 Vert(LL) -0.31 19 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.62 17-19 >788 240 TCDL 10.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.20 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.22 19-21 >999 240 Weight: 219 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 7-4-1 oc bracing. WEBS 2x4 HF Stud WEBS 1 Row at midpt 9-19,7-19 SLIDER Left 2x4 HF Stud -t 2-8-3, Right 2x4 HF Stud -t 2-8-3 REACTIONS. (size) 2=0-5-8, 14=0-5-8 Max Horz 2=113(LC 18) Max Uplift 2=-505(LC 10), 14=-505(LC 11) Max Grav 2=2105(LC 1), 14=2105(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4645/1660, 4-6=-4556/1647, 6-7=-4281/1608, 7-8=-3408/1377, 8-9=-3408/1377, 9-10=-4281 /1608, 10-12=-4556/1647, 12-14=-4645/1660 BOT CHORD 2-22=-1465/4242, 21-22=-1498/4419, 19-21=-1282/3863, 17-19=-1268/3863, 16-17=-1484/4419, 14-16=-1471/4242 WEBS 8-19=-454/1404, 9-19=-1156/401, 9-17=-137/606, 10-17=-579/276, 12-16=0/263, 7-19=-1156/401, 7-21=-137/606, 6-21=-579/276, 4-22=0/263 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 3-0-10, Interior(1) 3-0-10 to 20-3-0, Exterior(2) 20-3-0 to 24-3-10, Interior(1) 24-3-10 to 41-6-0 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. 7) Pr%6A OUhanical connection (by others) of truss to bearing plate capable of withstanding 505 Ib uplift at joint 2 and 505 Ib uplift at 66ht 14. 16a U CD 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 0 i 4 00 �Cr iV - March 11,2021 ME MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station Rep Stress I ncr YES Code IRC2012/TP12007 2x4 HF Stud SLIDER R65705535 70066846 D2G GABLE 3 1 Job Reference (optional) Alpine Lumaer uo., commerce uity,uu.uuu«, iviiteK b.43U s iNov 3U LULU IVII I eK inaustries, Inc. I nu iviar "i "i "io:ou:oti LUL"i rage .i ID:9rg2glbNSe0BC110gdFCegyeiDY-ZBZ07holaAMnQ7MIO?K_QvMWRXMK_02zfiU8rgzbw8? -1-0- 5-3-6 1 10-3-4 15-3-2 20-3-0 25-2-14 30-2-12 35-2-10 40-6-0 1-6- -0- 5-3-6 4-11-14 4-11-14 4-11-14 4-11-14 4-11-14 4-11-14 5-3-6 -0- 3.50 12 5x6 8 Scale = 1:68.7 4x6 II 4x8 = Ze 25 L4 4x6 = 4x6 = 4x6 34 33 32 31 30 29 28 27 4x8 4x8 6x10 23 22 21 20 19 18 17 16 10-3-4 14-9-0 20-3-0 27-9-0 27-11-9 34-1-0 10-3-4 4-5-12 5-6-0 7-6-0 0- -9 6-1-8 Plate Offsets (X,Y)-- [2:0-3-12,0-0-7], [5:0-4-0,0-4-8], [11:0-4-0,0-4-8], [14:0-3-12,0-0-7], [24:0-5-0,0-1-4], [26:0-2-0,0-2-0], [55:0-1-11,0-1-0 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress I ncr YES Code IRC2012/TP12007 LUMBER - DEFL. TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud OTHERS 2x4 HF Stud SLIDER Left 2x4 HF Stud -< 2-7-11, Right 2x4 HF Stud -< 2-8-5 CSI. DEFL. TC 0.17 Vert(LL) BC 0.12 Vert(TL) WB 0.98 Horz(TL) Matrix -R Wind(LL) BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 12-9-0 except (jt=length) 2=15-0-8, 30=15-0-8, 28=15-0-8, 29=15-0-8, 31=15-0-8, 32=15-0-8, 33=15-0-8, 34=15-0-8, 27=0-3-8, 27=0-3-8. (lb) - Max Horz 2=-113(LC 15) Max Uplift All uplift 100 Ib or less at joint(s) 28, 33, 34, 17, 16 except 2=-171(LC 10), 30=-480(LC 10), 23=-271 (LC 11), 19=-201 (LC 15), 14=-147(LC 11), 22=-145(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 28, 29, 31, 32, 33, 34, 21, 20, 18, 17, 16, 27, 27 except 2=424(LC 21), 30=1434(LC 21), 23=1395(LC 22), 23=1273(LC 1), 19=471 (LC 22), 14=341 (LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-503/253, 3-83=-401/257, 4-83=-400/265, 7-85=-605/371, 8-85=-520/386, 8-86=-505/387, 9-86=-582/372, 13-14=-281/122 BOT CHORD 2-34=-194/385, 33-34=-194/385, 32-33=-194/385, 31-32=-194/385, 30-31=-194/385, 29-30=-102/567, 28-29=-102/567, 27-28=-102/567, 26-27=-102/567, 25-26=-102/567, 24-25=-19/368, 23-24=-19/368 WEBS 4-30=-560/382, 6-30=-490/270, 7-30=-983/402, 9-25=-55/397, 9-23=-1004/407, 10-23=-374/226, 12-19=-403/267 in (loc) I/defl L/d -0.02 23-25 >999 360 -0.05 23-25 >999 240 0.01 14 n/a n/a 0.01 25 >999 240 40-6-0 6-5-0 PLATES GRIP MT20 185/144 Weight: 310 Ib FT = 20% Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 22-23,21-22,20-21,19-20. 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 3-0-10, Interior(1) 3-0-10 to 20-3-0, Exterior(2) 20-3-0 to 24-3-10, Interior(1) 24-3-10 to 41-6-0 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 1P411aE l pptails as applicable, or consult qualified building designer as per ANSI/TPI 1. 3TCLL: ASCE ; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 Unbalanced sno4lrbads have been considered for this design. 5) This trds6 has be -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 sr nofiRs�tuds t with other live loads. 6) All re 2x4 MT20 unless otherwise indicated. 7) Ga spaced at 1-4-0 oc. This truss has y#en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. )' is tr s een 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 3�n I deer, rhe bottom chord and anV other members. Conti A\ NARNING - 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 � s • 0 Sip N - . March 11,2021 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5 Io 0 Job Truss Truss Type Qty Ply TOLL BROTHERS - Ridge @ Ward Station R65705535 70066846 D2G GABLE 3 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022, Mitek 8.430 s Nov 30 2020 MiTek Industries, Inc. Thu Mar 11 15:59:58 2021 Page 2 ID:9rg2glbNSe0BC110gdFCegyeiDY-ZBZ07holaAMnQ7MIO?K QVMWRXMK 02zfiU8rgzbw8? NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 28, 33, 34, 17, 16 except (jt=lb) 2=171, 30=480, 23=271 , 19=201, 14=147, 22=145. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 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 MiTek 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 0.70 Vert(LL) -0.06 2-6 >999 360 R65705536 70066846 M4 Monopitch 9 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 I russ, uorrimerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU'41 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-xg1 Zh6hMjJFZrg9dilbCXLiMT?FsdQz6Fe2_kNzbyde -1-0-0 5-11-0 1-0-0 5-11-0 2x4 11 3 4 2x4 5 2x4 Scale = 1:16.4 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 �' \N heal PE -0055362 i Ok L A •, .. ..... ONAI, March 11,2021 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 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 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 R65705537 70066846 M6 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 Mar 4 2021 MiTek Industries, Inc. Thu Mar 11 15:09:42 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-PsbyvSi_UcNQTgkpG07R4ZFcTOdtMtDGUInYGpzbydd -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. • • \N heal PE -0055362 i Ok ., _ NAI . March 11,2021 I OA* 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 MiTek 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 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. R65705538 70066846 M8 Monopitch Supported Gable 6 1 Max Grav 5=196(LC 1), 4=25(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-174/388 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 IVII I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU'43 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-t29K6ojcFwVH4zJOpjegdmnpLoON5KTPjyX5oFzbydc -1-0-0 1-6-0 1-0-0 1-6-0 Scale = 1:10.4 4.00 F12 3 5 4 2x4 I I 2x4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.30 BC 0.06 WB 0.00 Matrix -R DEFL. in (loc) I/defl L/d Vert(LL) 0.00 1 n/r 120 Vert(TL) -0.00 1 n/r 120 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 185/144 Weight: 6 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 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=1-6-0, 4=1-6-0 Max Horz 5=74(LC 11) Max Uplift 5=-113(LC 10), 4=-35(LC 11) Max Grav 5=196(LC 1), 4=25(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-174/388 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) 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. 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 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 bearing 100 Ib 4 \,� ��.� * • �..�' mechanical connection (by others) of truss to plate capable of withstanding uplift at joint(s) except (jt=lb) 5=113. yQ�•` - : ; \N heal PE -0055362 i Ok ., _ NA. k March 11,2021 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 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 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 I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R65705539 70066846 M9 Jack -Closed 15 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 Job Reference (optional) Alpine I russ, uommerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU'44 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-LFjiK7kEOEd8i7tCNR9v9_KOcCLmgntZycGeLizbydb -1-0-0 1-6-0 1-0-0 1-6-0 1 4.00 12 3 4 7 5 2x4 1-6-0 1-6-0 Scale = 1:10.4 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 0.13 Vert(LL) 0.00 7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 7 >999 240 Weight: 7 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 REACTIONS. (size) 7=0-5-8, 5=Mechanical Max Horz 7=74(LC 11) Max Uplift 7=-109(LC 10), 5=-31 (LC 11) Max Grav 7=198(LC 21), 5=31 (LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-6-0 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) 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) 5 except (jt=1b) 7=109. C n��6 \N heal PE -0055362 Ok i L A •, •...• _ NA. March 11,2021 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 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 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) R65705540 70066846 M10 Monopitch 9 1 I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:U9'4U 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-TTUBUmhjy?6iDWaR8b4z?89Jsbuvuyuz1_IRCwzbydf -1-0-0 3-2-4 6-4-8 1-0-0 3-2-4 3-2-4 1 2x4 5 3x9 11 3x4 6-4-8 6-4-8 Scale = 1:19.2 Plate Offsets (X,Y)-- [2:0-7-5,0-0-4] 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 0.25 Vert(LL) -0.09 2-6 >828 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.23 2-6 >331 240 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 27 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 9-2-3 oc bracing. SLIDER Left 2x8 SPF 1950F 1.7E -t 1-8-7 REACTIONS. (size) 6=Mechanical, 2=0-3-8 Max Horz 2=153(LC 11) Max Uplift 6=-91(LC 14), 2=-135(LC 10) Max Grav 6=345(LC 21), 2=412(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-384/238 BOT CHORD 2-6=-384/303 WEBS 4-6=-311/363 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 6-2-12 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) 6 except (jt=lb) yQ�•` - ' � 2=135. \N heal PE -0055362 Ok i March 11,2021 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 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 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) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP R65705541 70066846 Mil Monopitch 3 1 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.11 2-5 >560 240 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU'41 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-xg1 Zh6hMjJFZrg9dilbCXLiMd?GPdQz6Fe2_kNzbyde -1-0-0 5-4-8 1-0-0 5-4-8 1 2x4 4 3x9 11 2x4 Scale = 1:17.6 5-4-8 5-4-8 Plate Offsets (X,Y)-- [2:0-7-5,0-0-4] 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 0.76 Vert(LL) -0.04 2-5 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.11 2-5 >560 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 23 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-8 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. SLIDER Left 2x8 SPF 1950F 1.7E -t 2-9-11 REACTIONS. (size) 5=Mechanical, 2=0-3-8 Max Horz 2=134(LC 11) Max Uplift 5=-77(LC 14), 2=-125(LC 10) Max Grav 5=283(LC 21), 2=359(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-231/306 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 5-2-12 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) 5 except (jt=lb) 2=125. \N heal PE -0055362 i Ok LAS •, DNAI. March 11,2021 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 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 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 0.29 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) R65705542 70066846 V1 Valley 1 1 WB 0.08 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 IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU'4b 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-gRH4XTIsnXI?KHSOx8g8iBt9vcfgZDfiAGOCt8zbyda 9-4-11 18-9-7 9-4-11 9-4-11 Scale = 1:29.6 4x6 3 3.50 F19 3x4 9 2x4 8 7 6 2x4 3x4 2x4 18-9-7 18-9-7 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 0.29 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.14 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 18-9-7. (lb) - Max Horz 1=45(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 8 except 9=-149(LC 14), 6=-149(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 8=345(LC 1), 9=534(LC 20), 6=534(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-286/158, 2-9=-418/249, 4-6=-418/249 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 9-4-11, Exterior(2) 9-4-11 to 12-4-11, Interior(1) 12-4-11 to 17-9-3 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=149, 6=149. 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 c March 11,2021 ME MiTek 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 0.23 Vert(LL) n/a - n/a 999 MT20 197/144 R65705543 70066846 V2 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 IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:U9'b3 2021 Page 1 I D:9rg2glbNSeOBC11 OgdFCegyeiDY-bzm6DCrtu?IsHW3xPgp01 tCYwgMlRrytOWyd9gzbydS 3-8-2 7-4-5 3-8-2 3-8-2 3.50 12 3x4 4 2 5 2x4 7-4-5 7-4-5 2x4 Scale = 1:13.5 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 0.23 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.32 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: 15 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (size) 1=7-4-5, 3=7-4-5 Max Horz 1=14(LC 14) Max Uplift 1=-58(LC 10), 3=-58(LC 11) Max Grav 1=266(LC 1), 3=266(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-403/421, 2-3=-403/421 BOT CHORD 1-3=-362/364 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-7-4 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. 0 Un Q.••,1L D' �. \N heal PE -0055362 Ok i LA *�*10 + / • ••� _ NA. March 11,2021 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 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 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 0.38 Vert(LL) n/a - n/a 999 R65705544 70066846 V3 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 IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:U9'b4 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-3AKUQYsVfltjvge7zXKFZ5kgCEjZAHe1 FAhAh7zbydR 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 15) 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 PE -0055362 i • r 0 •.0• iVA March 11,2021 ME MiTek 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 0.25 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) R65705545 70066846 V4 Valley 2 1 WB 0.08 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 IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:U9'b4 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-3AKUQYsVfltjvge7zXKFZ5kilEILAH_1 FAhAh7zbydR 8-9-9 17-7-2 8-9-9 8-9-9 3.50 F1 2 5x6 = 3 Scale = 1:27.8 3x4 9 8 7 6 3x4 2x4 2x4 3x4 2x4 17-7-2 17-7-2 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 0.25 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 0.08 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 43 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 17-7-2. (lb) - Max Horz 1=-41(LC 15) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 8 except 9=-136(LC 14), 6=-136(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 8=372(LC 1), 9=487(LC 20), 6=487(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-303/172, 2-9=-386/233, 4-6=-386/233 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(l) 4-0-4 to 8-9-9, Exterior(2) 8-9-9 to 11-9-9, Interior(l) 11-9-9 to 16-6-14 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=136, 6=136. 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.•• 10 PE -0055362 i •k-NAk--i 0 0 March 11,2021 ME MiTek 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 0.15 Vert(LL) n/a - n/a 999 MT20 197/144 R65705546 70066846 V5 Valley 2 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 IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU'bb 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-XMusdus8Qc?aWpDJWErU6IHuXe4FvIRATgRkEZzbydQ 3-1-0 6-2-0 3-1-0 3-1-0 1 2x4 3.50 12 2 3x4 6-2-0 6-2-0 2x4 3 Scale = 1:11.4 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 0.15 Vert(LL) n/a - n/a 999 MT20 197/144 (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 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Weight: 12 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (size) 1=6-2-0, 3=6-2-0 Max Horz 1=11(LC 18) Max Uplift 1=-45(LC 10), 3=-45(LC 11) Max Grav 1=206(LC 1), 3=206(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-313/343, 2-3=-313/343 BOT CHORD 1-3=-295/283 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) 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. 0 Un Q.••,1L D' �. \N heal PE -0055362 Ok i L A •, •l!��.• _ ��iV�� March 11,2021 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 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 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 0.20 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) R65705547 70066846 V6 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 IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU'bb 2021 Page 1 I D:9rg2glbNSe0BC110gdFCegyeiDY-?YRErEtmBw7R8zoV4yNjeWg2Z2RgeBFKiUAHm?zbydP 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 18) 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=437(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-319/285 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 M iTe k 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 0 Un Q.••,1L D' �. Ok \N heal PE -0055362 i LAS ,. . ., .. ,. SVA March 11,2021 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 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 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 0.26 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) R65705548 70066846 V7 Valley 3 1 WB 0.08 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 IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU-bt 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-TI?c2auOyDGIm7NiefuyBjMCIRmsNehTx8wglRzbydO 9-0-7 18-0-14 9-0-7 9-0-7 3.50 F1 2 5x6 3 Scale = 1:28.5 3x4 9 8 7 6 3x4 2x4 2x4 3x4 2x4 18-0-14 18-0-14 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 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 0.08 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 44 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 18-0-14. (lb) - Max Horz 1=-43(LC 15) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 8 except 9=-141(LC 14), 6=-141(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 8=362(LC 1), 9=505(LC 20), 6=505(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-297/167, 2-9=-399/239, 4-6=-399/239 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 9-0-7, Exterior(2) 9-0-7 to 12-0-7, Interior(1) 12-0-7 to 17-0-10 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=141, 6=141. 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 10 i .o 19 •00 0 • • *. •.0.• �iVA� March 11,2021 ME MiTek 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 0.18 Vert(LL) n/a - n/a 999 MT20 197/144 R65705549 70066846 V8 Valley 3 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 IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU-bb 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-xxZ?GwvOjXO9NHyuCNPBkxvPMr4C66BdAnfOquzbydN 3-3-14 6-7-11 3-3-14 3-3-14 1 2x4 3.50 12 2 3x4 6-7-11 6-7-11 2x4 3 Scale = 1:12.2 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 0.18 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 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: 13 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (size) 1=6-7-11, 3=6-7-11 Max Horz 1=12(LC 14) Max Uplift 1=-50(LC 10), 3=-50(LC 11) Max Grav 1=230(LC 1), 3=230(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-349/375, 2-3=-349/375 BOT CHORD 1-3=-322/316 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) 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. 0 Un Q.••,1L D' �. \N heal PE -0055362 Ok i LAS *•• .. 0. U*CD • :. 0 •.0000# _ DNAI . � March 11,2021 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 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 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 0.30 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) R65705550 70066846 V9 GABLE 2 1 WB 0.09 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 IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU'bU 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-P77NTGveUrWO?RX414wQG8SYGFRNrYOmORPxNKzbydM 7-9-9 15-7-2 7-9-9 7-9-9 Scale = 1:24.6 4x6 3.50 12 3 3x5 8 7 6 2x4 2x4 2x4 15-7-2 15-7-2 3x5 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 0.30 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.17 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: 39 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 15-7-2. (lb) - Max Horz 1=36(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 8=-153(LC 10), 6=-153(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 7 except 8=558(LC 20), 6=558(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-415/280, 4-6=-415/280 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 7-9-9, Exterior(2) 7-9-9 to 10-9-9, Interior(1) 10-9-9 to 14-6-14 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, 7 except (jt=1b) 8=153, 6=153. 0 Un Q.••,1L D' �. \N heal PE -0055362 Ok i L A •, •l!��.• _ ��iV�� March 11,2021 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 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 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) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP R65705551 70066846 V11 GABLE 2 1 Lumber DOL 1.15 BC 0.14 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:U9.4/ 2021 Page 1 ID:9rg2glbNSeOBC11 OgdFCegyeiDY-mpPry9m6J9?jZbcn2ZicncyWCPL216C?eaVlxOzbydY 14-9-0 29-6-0 14-9-0 14-9-0 ,� cn 4x6 8 9 10 Scale = 1:46.6 3x4 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4 5x6 = 29-6-0 29-6-0 Plate Offsets (X,Y)-- [24:0-3-0,0-3-0] 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 0.24 Vert(LL) n/a - n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 17 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Weight: 106 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 29-6-0. (lb) - Max Horz 1=73(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 1, 17, 26, 27, 28, 29, 30, 31, 24, 23, 22, 21, 20, 19 except 32=-146(LC 14), 18=-146(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 1, 17, 25, 26, 27, 28, 29, 30, 31, 24, 23, 22, 21, 20, 19 except 32=493(LC 20), 18=493(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-32=-354/250, 16-18=-354/250 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) and C -C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 14-9-0, Exterior(2) 14-9-0 to 17-9-0, Interior(1) 17-9-0 to 28-5-12 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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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.,' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 17, 26, 27, 28, \,� ��.��*•�..�' 29, 30, 31, 24, 23, 22, 21, 20, 19 except (jt=1b) 32=146, 18=146.yQ�•`- \N heal PE -0055362 i Ok LA4f I� • • �/ _ ONAk, March 11,2021 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 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 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 0.14 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) R65705552 70066846 V12 GABLE 1 1 WB 0.07 Horz(TL) 0.00 17 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 IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:U9.49 2021 Page 1 I D:9rg2glbNSe0BC110gdFCegyeiDY-iCWbNroNrmFRoum9A_I4s11 tl D2PV0xl5u_P0vzbydW 13-9-0 27-6-0 13-9-0 13-9-0 -� r,n 4x6 8 9 10 Scale = 1:43.4 3x4 33 32 31 30 29 28 27 26 25 2423 22 21 20 19 18 3x4 3x4 27-6-0 27-6-0 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 0.14 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 4) All plates are 2x4 MT20 unless otherwise indicated. TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 17 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 97 Ib FT = 20% BCDL 10.0 30, 31, 32, 25, 23, 22, 21, 20, 19 except (jt=1b) 33=106, 18=106. \0*00 0 * • 000!' D `�.�'� Cya.•• G1L �' LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud 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. REACTIONS. All bearings 27-6-0. (lb) - Max Horz 1=68(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 1, 17, 27, 28, 29, 30, 31, 32, 25, 23, 22, 21, 20, 19 except 33=-106(LC 14), 18=-106(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 1, 17, 26, 27, 28, 29, 30, 31, 32, 25, 23, 22, 21, 20, 19 except 33=357(LC 20), 18=357(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-33=-258/200, 16-18=-258/200 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 13-9-0, Exterior(2) 13-9-0 to 16-9-0, Interior(1) 16-9-0 to 26-5-12 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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 17, 27, 28, 29,�,' 30, 31, 32, 25, 23, 22, 21, 20, 19 except (jt=1b) 33=106, 18=106. \0*00 0 * • 000!' D `�.�'� Cya.•• G1L �' \N heal PE -0055362 i Ok LA �/ I� • • _ ONAk, March 11,2021 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 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 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 0.33 Vert(LL) n/a - n/a 999 MT20 185/144 R65705553 70066846 V13 GABLE 1 1 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BCLL 0.0 Code IRC2012/TP12007 Job Reference (optional) Alpine I russ, uorrimerce uity, uo - 3UU22, 3.43U s IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:UU'bl 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-ebeLoXpdNNV92CwYHPnYxS6Aj1 hBzw_bZCTWSozbydU 8-0-7 16-0-14 8-0-7 8-0-7 3.50 12 4x6 3 Scale = 1:25.4 3x5 8 7 6 3x5 2x4 5x6 2x4 16-0-14 16-0-14 Plate Offsets (X,Y)-- [7:0-3-0,0-3-0] 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 0.33 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 0.09 Horz(TL) 0.00 5 n/a n/a 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BCLL 0.0 Code IRC2012/TP12007 Matrix -R will fit between the bottom chord and any other members. Weight: 40 Ib FT = 20% BCDL 10.0 7=114,8=162,6=162. 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 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 16-0-14. (lb) - Max Horz 1=37(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 7=-114(LC 1), 8=-162(LC 10), 6=-162(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 7 except 8=593(LC 20), 6=593(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-441/291, 4-6=-441/291 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(l) 4-0-4 to 8-0-7, Exterior(2) 8-0-7 to 11-0-7, Interior(l) 11-0-7 to 15-0-10 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) 7=114,8=162,6=162. \N heal PE -0055362 i Ok LA4f �I I. • • _ ONAk, March 11,2021 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 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 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 0.08 Vert(LL) n/a - n/a 999 MT20 197/144 R65705554 70066846 V14 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 IVlar 4 2021 ivii I eK Inaustrles, Inc. I flu IVlar 11 1 b:U9'b2 2021 Page 1 ID:9rg2glbNSe0BC110gdFCegyeiDY-6nCk?tgF8hd?fMVkr6lnUgfPWQ3liOiknsC3dEzbydT 2-3-14 4-7-11 2-3-14 2-3-14 1 3.50 12 2x4 2 3x4 4-7-11 4-7-11 2x4 3 Scale = 1:8.6 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 0.08 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.07 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: 8 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (size) 1=4-7-11, 3=4-7-11 Max Horz 1=7(LC 18) Max Uplift 1=-29(LC 10), 3=-29(LC 11) Max Grav 1=130(LC 1), 3=130(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 4-7-11 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) 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. Cya.•• G1L D Cn��6 \N heal PE -0055362 Ok i LAS •• • `V /(� • ' • _ NA. March 11,2021 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 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 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. 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R R G R a '-". � 3� o o . m te a- 3 - m m m x 0 a 0 m� (Q � � Wim = � m m a o � � o nom- m � m m 0 �'-xoao 0- x � .0 m m m m Amo � m -'� �. ° � O 0am ,♦ „O(�1 Ummap-...m ��mm`� a -^=ag'� a� `(— /1 rG 03 EF YI0-.- 0-0 . 0 3oD o nmoo m onw 0O o 02 u) 0 mm �0 ooomm -0 mo"m n�on^nn mm Q Q _ ^ m 0 QTo O EF � _ �ma m¢ mm3 Q0�o aQ 3 m0 3�Dno 0 0 9Dm¢'o :E 00 mm xom m , O W-- m o t 0d od0 0mm 0. z 0 W hpa0 . z.am0 � OOm w0 (-m N ^o m O m m� =d � Qm 0 n w0s - cn dsm m0 -o 0a 0 3 ( mam -W 0'oou o 05 0�m(D0 : o 0 0 0 0m �0 m m 0 0�0 3 moo' !nm mm �� j S N d Q O. O.O n I/i N ry ry 0 0 ^Q 0O p 0 < N _0 a� C o 3 m (D ,ng -pyo s O r -r (D N From: no-reolv(alci.wheatridae.m. us To: CommDev Farm is Subject: Online Form Submittal: New Single -Family TOWNHOME UNIT Date: Friday, April 16, 20219:58:32 AM 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 - 5116 Ward Road 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? General Contractor Business Name Toll Southwest, LLC Main Contact Name for Andrea Brandow Plan Review Contact Phone Number 303-941-6640 (enter WITH dashes, eg 303-123-4567) Contact Email Address abrandow@tollbrothers.com for Questions/Comments Retype Contact Email abrandow@tollbrothers.com Address DESCRIPTION OF WORK Detailed Scope of New single family townhome with 2 car garage - 1672 sq ft total Work - Example: New (Bldg 11, Unit 1) single family townhome with 2 car garage - 1,525 sq ft total (Bldg 1, B -unit) Square Footage of 1672 New Construction Foundation Plans for Specific Building Elevations of Building Site Plan showing Unit Highlighted Floor plan of Unit 4284-RAWS-Buildina 11 -Structurals REV 4.15.21.Ddf Construction Plans Field not completed. scanned on 11'x17" or larger Project Value (contract 187,167.00 u'95pao leas $180.58 $217,938.02 value or cost of ALL Garage 487 $51.28 $24,973.38 porch. dock, pa50� 275 $17.58 $4,849.00 materials and labor) $247,740.38 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. City of COMMER CIA LIMUL TI- FA MIL Y �7�ThDEeatVELOPMENT dge BUILDING PERMIT APPLICATION REVIEW COMMUNITY Date: 4/28/2021 Location: 5116 Ward Rd 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� 4/28/201 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: 4/23/2021 Location of Construction: 5116 Ward Rd 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 Permit 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: 4/23/2021 ADDRESS: 5116 Ward Rd 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 City of Wheat Ridge Single Family - New PERMIT - 202100747 PERMIT NO: 202100747 ISSUED: 06/08/2021 JOB ADDRESS: 5116 Ward Rd EXPIRES: 06/08/2022 JOB DESCRIPTION: Ridge at Ward Station -New single family townhome with 2 car garage - 1672 sq ft total (Bldg 11, Unit 1) *** CONTACTS *** OWNER (720)333-3537 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 TOM LAUHON 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: 247,740.38 FEES Total Valuation 0.00 Plan Review Fee 120.00 Use Tax 51202.55 Permit Fee 21086.65 Engin. Review Fee 0.00 ** TOTAL ** 71409.20 *** 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. 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. 1* � � i City of Wheat Ridge Single Family - New PERMIT - 202100747 PERMIT NO: 202100747 ISSUED: 06/08/2021 JOB ADDRESS: 5116 Ward Rd EXPIRES: 06/08/2022 JOB DESCRIPTION: Ridge at Ward Station -New single family townhome with 2 car garage - 1672 sq ft total (Bldg 11, Unit 1) 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. 06/08/2021 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.