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BLD2017-0550- ENTIRE PERMIT FILEM RIF D CITY OF EDMONDS 1215TH AVENUENORTH-EDMONTDS,WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 07/18/2017 Perniit#: BLD20170550, Expiration Date: 8 Project Address: 1140 7TH AVE S, EDMONDS' -7 41 (Q Parcel No: 00619400800300 cv— PROPERT11OWNER APPLICANT CONTRACTOR TYLER& CAT HERINE KIMBROUGH SHAWN SULLIVAN PEDERSEN CONSTRUCTION 1] 40 7TH AVE S 4402 242ND PL SW 1274 HILLCREST DR EDMONDS, WA 98020-6601 MOUNTLAKE TERRACE, WA 98043 BURLINGTON, WA 98233 (65 1) 210-8687 (425) 870-0383 (360) 424-4192 LICENSE #: PEDLRC*O 16KM EXP: 10/09/2017 JOB DESCRIPTION NEW 2 STORY230 SF DININGROOM, BEDROOM, COVERED PATIO AND UPPER FLOOR COVERED DECK, NEW ROOFTOP DECK. EXTEND MASTER AND FOYER. INTERIOR AND EXTERIOR UPGRADES. *** PLUMBINGAND MECHANICAL INCLUDED VALUATION: $300,000.00 PERMIT TYPE: Residential PERMIT GROUP: 02 - Addition GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: OCCUPANT GROUP: OCCUPANT LOAD: FENCE: 0 X 0 FT.) CODE: 2015 IOTHER: ------- OTHER DESC: IZONE: RS-6 INUMBER OF S ORIES: 0 IVESTED DATE: INUMBER OF DWELLING UNITS: 0 ILOT #: E-MSTING ARE% BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 PRO POSFD AREA BASEMENT: 0 1 ST FLOOR: 2 5 7 2ND FLOOR: I 15 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 RD FLOOR: 0 GARAGE: 0 DECK: 971 OTHER: 0 _+3 BEDROOMS: 0 BATHROOMS: 0 BEDROOMS- 0 BATHROOMS: 0 FRONTSETBACK SIDESETBACK REARSETBACK REQUIRED: 20'E PROPOSED: 20'-4"E 7-M-RED: 5'N PROPOSED: 3'- 1 1 RED: 15'W PROPOSED: 54'W HEIGHT ALLOWED:O PROPOSED:O IREQUIRED: 5"S PROPOSED: 4'- 1 "S SETBACK NOTES: Side setbacks are measured to existing non-conformhig building. X61 I AGREE TO COMPLY WITH CITY AND STATE LAWSREGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATINGTO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APYLICATION�ISNOT APERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. o -7 i'-7 22LW4a4�& 71le Az, 0 �7— Print Narne Date ATTENTION Released By bate ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR SIRUCTURE UNT11- A FINAL INSPEC'110N HAS BEEN MADE AND APPROVAL ORA CERnFlCATE OF OCCUPANCY HAS BEEN GRANMD. UBC] 09/ IBCI 10/ IRCI 10. ONLINE APPLICANT ASSESSOR OTHER 0� STATUS: ISSUED BLD20170550 • Final approval on a projector final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request foralternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00arn to 6:00prn on weekdays and 10:00arn and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold hannIess the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMITTIME LIMIT: SEE ECDC 19.00.005(A)(6) CALL FOR INSPECTIONS BULDING (425) 771-0220 EXT. 1333 ENGINEERING (425) 771-0220 EXT. 1326 RRE (425) 775-7720 I PUBLIC WORKS (425) 771-0235 1 PRETREATNIENT (425) 672-5755 1 RECYCLING (425) 275-4801 When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon. • E-Eros ion Control/Mobilization • E-Engineering Final • B-Preconstruction meeting • B-Setbacks • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-Plumb Rough In • B-Gas Test/Pipe • B-MechanicalRough In • B-Exterior Wall Sheathing • 13-Roof Sheathing • B-Window Flashing • B-Shear"Nailing • B-Height Verification • B-Framing • B-Wall Insulation/Caulk • B-Insulation/Energy 9 1 B-Sheetrock Nail • B-Building Final City of Edmonds DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION 121 5h Avenue N, Edmonds, WA 98020 Phone 425.771.0220 2 Fax 425.771.0221 PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDVS� (Street, Suite #, City State, Zip): I —71� AVC IAIA CIA 10 3 Parcel #: 0000N 9008CO-3m L01- Project Valuation: $ :W0, ow APPLICANT: 5"kvJQ e��ULLIVMJ Phone: L4 25 - " -039331 Fax: ddress (Street, City, State, Zip): qo-z ZqZ1,iop=�5Lj ML-rWA98645 E-Mail Address: 5V4P,\,s00)LU 0SCLU1110,05011 PRQPERT'K OWNER: T-/LeZ Ki m0yoQ4 Phone- U51 , 21 o - �3 &S -71 Fax: Address (Street E4y, State, Zip): 11 '4 0 -7 `1W Au tF - i!�. r5VMwP-;�-, WA 9 � I 0,� E-Mail Address: Vi mBygoC 4 1 oL4 0:) � MA IL COM LENDING AGENCY: I I ow �,J e_--1Z 10AIXET2 Phone: Fax: I Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR-* - ovr -Folz 'alp Phone: TTaa�_ Address (Street, City, State, Zip): E-Mail Address: *Contractor must have a valid City of Edmonds business license prior to doing work in the City. Contact the City Clerk's Office at 425.775.2525 WA State License #/Exp. Date: City Business License #/Exp. Date: ,W DETAIL THE SCOPE OF WORK: 41e U J. PROPOSED NEW SQUARE FOOTAGV VOR THIS PROJECT: Lo we iZ F1_ Basement: sq. ft. Select Basement Type: Finished Unfinished — T7-- I" Floor: LOwt�� sq. ft. Garage/Carport: sq. ft. 2 n' Floor: U 'PPEZ- V57 sq. ft. Deck/Cvrd Porch/Patio: —sq. ft. Bedrooms # Full-3/4 Bath # Half -Bath # Other: sq. ft. Fire Sprinklers: Yes No Wall: Yes L] NoN _::ERetaining Grading: Cut JV_4_Zcu. yds. Fill —cu.yds. I Cut/Fill in Critical Area: Yes LJ No'JKL 19=14C45 .1% I declare under penalty ofperjury laws that the information I have provided on this formlapplication is true, correct and complete, and that I am the propeny owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. ri &A 0,< Print Name: Owne gentlOth *Specify): Signature: _zt/�W141 Date: ..."000" 1 1 FORM A LABuilding New Fole,-2010\DONE & x-ferred to L-Building-New driveTorm A2014,docx Updated: 1/17/2014 of ED 0 A, 16 DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION FORM A S : t. 121 5h Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771.0220 9 Fax 425.771.0221 MECHANICAL Equipment Type Appliance/Equipment Information (new and relocated) Total # 1 Furnace 77 Gas #TElec #—Other:— # BTUs: <100k— >100k— Location(s) Air Handier / VAV Gas #—Elec #—Other:— #_CFM: <10k— >10k— Location(s) (circle selected) AC / Compressor Boiler / Heat Pump Gas #)�Elec #—Other:— #_ BTUs:—<100k, _100k-500k, —500k-IMil Roof Top Unit HP: <3,3-15,15-30 Location(s) (circle selected) Hydronic Heating Gas #—Elec #—In-Floor —Wall Radiant— Boiler BTUs: Location Exhaust Fans (single Bath #.X—Kitchen #X-Laundry # -Z—Other: # duct) Fireplace Gas #—Elec #—Other:— # Location(s) Dryer Duct Appliance Type Appliance/Equipment Information (new and relocated) Total # AC Unit BTUs: Location(s): 4�4w 9ul-nv:�� 00'T '5�ve 44Y�iA Furnace BTUs: i7T?T1> Location(s): hWfl ZOO rYA Water Heater BTUs: Location(s): 1'2% 0 0 ryl Boiler BTUs: Location(s): Other: BTUs: Location(s): Fireplace/Insert BTUs: Location(s): Stove/Range/Oven Dryer Outdoor BBQ TOTAL OUTLETS PLUMBING FIXTURE COUNT Fixture Type (new and relocated) Total # Fixture Type (new and relocated) Total # Water Closet (Toilet) -T7 Pressure Reduction Valve/Pressure Regulator Sink (kitchen, laundry, lavatory, bar, eye wash, etc.) Water Service Line Tub/Shower Drinking Fountain Dishwasher Clothes Washer Hose Bib Backflow Prevention Device (e.g. RBPA, DCDA, AVH) Water Heater Tankless? Yes V� NoEj Hydronic Heat in: Floor Wall Floor Drain/Floor Sink Other: Refrigerator water supply (for water/ice dispenser) Other: FORM A L:\Building New Folder 20 10\DONE & x-ferred to L-Building-New drive\Form A2014.docx Updated: 1/17/2014 ................................................. 11.11.1 PreScripti v- - -E ........ C de � CoMpliante for All Washlhgton ......... 9�: , pe MY � 0 ........... ..... . .............. Additions less than 500 square feet: .5 credits ........... ............................. ..................................................... ..::::.::::.:TableR 06.2:mSummar ....... ......................................................................... ............ �.4 ................ y. ................. ....... ............................... .. ............................ .......... ... 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I ......... ......... ........ .. ....... P Mwl.me 'SERVICES CTR. . . I Structural Calculations Cover Sheet I Project Number: 2016.121 Project Name: Kimbrough t5 Date: March 02, 2017 Architect: Shawn Sullivan Structural Design For: Structural design for additions to an existing residence. Construction Type: Conventional wood framing with conventional concrete foundation. CODES CITY COPY 2015 International Building Code (IBC) 2015 NDS ASCE 7-10 2 '44 r �43 11 t LOADS J UN Z 9 2017 Dead Loads As required BUILM,,10 DEPARI 7iMNT Roof snow Load 25 psf CITY 6V ED�74�OkDS Floor Load 40 psf. 60 psf Deck Wind I 10 mph, Exposure B, Per ASCE 7-10 Section 28, Kzt = 1.0 Seismic Per ASCE 7-10 Section 12 Peak Ground Accelerations (PGA) based on USGS Hazards Program 2003.. by LatLon. PGA I sec = .495 PGA.2sec=1.264 %V=.I')O*,DL Material Design Values Soils (assumed) Minimum 2.000 psf allowed bearing (subject to field verification) Concrete fc=2,500 psi; 5-1,12 sack mix, or alternate mix pre-appToved by bldg. dept. Reinforcing Grade 40 or 60; Fy=40,000 psi minimum Sawn Lumber Joists, Rafters: Hem -Fir #2 and better Beams: 4x—: DF-L #2 6x—: DF-L 42 Posts: DF-L #2 Studs & Plates: Hem -Fir Standard Glu-Larn Beams 24F-V4 for simple span beams, 24F-V8 for cantilevered beams Parallam Beams 2.OE PSL, Fb=2.900 psi, Fv=-290 psi, E=2.0* 10A 6 psi (minimum) Microllarn Beams 1.9E LVL, Fb=2,600 psi, FNr--285 psi,. E=l .9*10A 6 psi (minimum) Timberstrand Bnis 1.7E LSL, Fb=2.600 psi, F,.=400 psi. E=1.7* I OA6 psi (minimum) Anchor Bolts F 15 54 Anchor Bolts, A3 07 other bolts CONSULTING STRUCTURAL ENGINEERING SERVICES, INC. 6311 - l7th Avenue NE, Seattle WA 98115 (206) 527-1288 email john@cses-engincering.com Structural Engineering CDnsulting and Design �k John S. Apolis, P.E. CSES, Inc. PROJECT: ARCHITECT: Kimbrough Shawn Sullivan Job Number: 2016.121 Designer: JSA Date: 02/17/17 Page Number: f� I IWOOD JOIST DESIGN -- 2012/1 5.111C AND NDS = Xrz�RIW TkU55 Calculate the maximum span for joists under the foRowing conditions: Simple Span, Uniform Load Visually Graded Sawn Lumber Moisture Content < 19% Normal Temperature Range C, 2". 3", or 4" thickjoists only Normal Deflection Requirements Snow Load9 O=no.l=yes I Enter T for incised PT lumber: Repetive Use9 0 = no, I = yes Wet Use? 0 = no, I = yes Nominal Joist Size and Spacing ==> 2 x 12 24 inches o.c. Actual Dimensions 1.50 x 11.25 inches Section Properties (Calculated): A = 16.88 in^2 - S = 31.64 in^3 I = 177.98 ie4 Allowable Stress Values: Base Values: Fb= 850 psi Fv= 150 psi E= 1' )00 ksi Loads: Dead load 15 psf Live load 25 psf Total Load factor: L / 240 Live Load factor: L / _3 60 Forces at governing joist length: Species and Grade: Hem -Fir #2 Design Values: Fb = 1124 psi Fv = 173 psi E= 1300 ksi Wdl = 30.0 lb/ft Wil = 50.0 lb/ft Wti = 80.0 lb/ft Reaction at the ends of the joist: 688.65 lb Reaction at distance d from the ends of the joist: 613.65 lb Joist forces and deflections: Maximum allowed joist length: Maximum bending moment 2964 ft-lb L = 17.22 ft <� governs Maximum shear at d 614 lb L = 50.39 ft Total Load Deflection 0.683 in L = 18.59 ft Live Load Deflection 0,427 in L = 19.00 ft 11 MAXIMUM CLEAR SPAN: 17 feet 3 inches 11 k K. John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 17-Feb-17 Architect: Shawn Sullivan Page number: 11BEAM DESIGN (Uniform Load, SimDle Swn) 2015 International Building Code (IBC) Beam Description: Lf WAA9 9-OOM -FXV�5 swo/-T Enter'l' for incised PT lumber: Enter 'Y for snow load: Enter'l' for fully su2ported: 1 Geometry and Loads: Span: 19 ft DL unit load: 15 psf AddI unif DL: lb/fi Enter'l' for repetitive member: Enter'l'for wet use: Enter'Y for reduced live load: Tributary Width: 2 ft LL unit load: 25 psf Add'1 unif. LL: I b/ft NDS K11 * At: 76 ft/12 Reduced LL: 25 psf DL uniform load: 3 0 lb/ft Max DL reaction: 285 lbs LL uniform load: 50 lb/ft Max LL reaction: 475 lbs Total load: 80 lb/ft Max Total reaction: 760 lbs Material Properties: E 1.9 x 10/16 psi E' 1.9 x 10^6 psi Fb 2600 psi Fb' 3-016 psi Fv 285 psi FV 327.75 psi Fc perp 750 psi Fc perp' 750 psi (Allowable desigm values include modificaiton factors per TJ-9000 and NDS 2012) Deflection analvsis: For total load: Allowed deflection criteria, span/ 240 For LL only: Aliowed deflection criteria, span/ 360 Mm allowed total defl: 0.950 in Max LL defl: 0.633 in Total defl. * 1: 1231.5 Reqtdred 1: 130 jn14 LL def.l. * 1: 77.2 Required L 122 in^4 Actual deflections: TOTAL: 0.595 inches LL: 0.372 inches Force analvsis: Max Shear: 760 lbs Max. moment: 3610 ft-lb Shear @ d 685 lbs IlSelected Member: LVL.1.9E 1.750 x jK.:2:5:]l Member properties: Provided: Required: Moment of inertia: 207.6 in^4 130.0 in"4 Section Modulus: 36.9 in^3 14.4 in^3 Section Area: 19.7 in/�2 3.1 in^2 Bearing Area: g 1.0 in,'12 Minimum bearing dimensions: 1.8 X 0.6 inches 'k John S. Apolis, P.E. CSES, Inc. PROJECT: ARCHITECT: Kimbrough Shawn Sullivan Job Number: 2016.121 Designer: JSA Date: 02/17/17 Page Number: F, 5 IWOOD JOIST DESIGN -- 2012/15 IBC AND NDS = Calculate the maximum span for joists under the following conditions: Simple Span, Uniform Lead Visually Graded SaAm Lumber Moisture Content < 19% Normal Temperature Ranize 2". 3 ", or 4" thick joists oaly Normal Deflection Requirements Snow Load? O=no.l=ves EnterT for incised PT iumber: RepetiveUse? O=no.l=yes I Wet Use? 0 = no, I = yes Nominal Joist Size and Spacing 2 x 10 24 inches o.c. 77 Actual Dimensions 1.50 x 9.25 inches Section Properties (Calculated): A = 13.88 in^2 S = 21_39 in^3 I = 98.93 inN4 Allowable Stress Values: Base Values: Fb-- 850 psi Fv= 150 psi E= 1300 ksi Loads: Dead load 15 psf Live load 60 psf Total Load factor: L / 240 Live Load factor: L / 360 Forces at governing joist length: Species and Grade: Hem -Fir #2 Design Values: Fb = 1075 psi Fv = 150 psi E, = 1300 ksi Wdl = 30.0 lb/ft W11 = 120.0 lb/ft Wtl = 150.0 lb/ft Reaction at the ends of the joist: 758.29 lb Reaction at distance d from the ends of the joist: 642.67 lb Joist forces and deflections: Maximum allowed joist length: Maximum bending moment 1917 ft-lb L = 10.11 ft <=== governs Maximum shear at d 643 lb L= 20.04 ft Total Load Deflection 0.274 in L = 12.40 ft Live Load Deflection 0.219 in L = 11.67 ft 11 MAXIMUM CLEAR SPAN: 10 feet I inches 11 John S. Apolis, P.E. CSES, Inc. PROJECT: ARCHITECT: Kimbrough Shawn Sullivan WOOD JOIST DESIGN -- 2012/15 IBC AND NDS N0977�4�-V ,�1_14A41�7 j-Qi5�r5 Job Number: 2016.121 Designer: JSA Date: 02/17/17 Page Number: g � Calculate the maximum span for joists under the following conditions: Simple Span, Uniform Load Visually Graded SaAm Lumber Moisture Content < 19% Normal Temperature RakQe 2". 3 ", or 4" thick joists only Normal Deflection Requirements �;now Load? 0 = no, I = yes Enter T for incised PT lumber: Repetive Use? 0 = no, I = yes Wet Use) 0 =no, I =yes Nominal Joist Size and Spacing ==>JE�_.- 2 x 12 24 inches o.c, _3 Actual Dimensions 1.50 x 11.25 inches Section Properties (Calculated): A 16.88 inA2 S .3 .31.64 in' 1 177.98 in^4 Allowable Stress Values: Base Values: Fb-- 850 psi Fv= 150 psi E= 1300 ksi Loads.- Dead load 12 psf Live load 25 psf Total Load factor: L / 240 Live Load factor: L / 360 Forces at governing joist length: Species and Grade: Hem -Fir #2 Design Values: Fb = 1124 psi Fv = 173 psi E= 1300 ksi �> Wdl = 24.0 lb/ft Wll = 50.0 lb/ft Wtl = 74.0 lb/ft Reaction at the ends of the joist: 662.32 lb Reaction at distance d from the ends of the joist: 592.95 lb Joist forces and deflections: Maximum allowed joist length: Maximum bending -moment 2964 ft-lb L = 17.90 ft <=� governs Maximum. shear at d 5 9_3 1 b L = 54.32 ft Total Load Deflection 0.739 in L = 19.08 ft Live Load Deflection 0.499 in L = 19.00 ft MAXIMUM CLEAR SPAN: 17 feet 11 inches 11 John S. Apolis, P.E. CSES, Inc. PROJECT: ARCHITECT: Kimbrough Shawn Sullivan OOD JOIST DESIGN -- 2012/15 IBC AND NDS /VF' �'/ 400r- J2� 1 �75 Job Number: 2016.121 Designer: JSA Date: 02/17/17 Page Number: � 5 Calculate the maximum span for joists under the following conditions: Simple Span, Uniform Load Visually Graded Sawn Lumber Moisture Content < 19% Normal Temperature Range 211, 3 ", or 4" thick joists on1v Normal Deflection Requirements Enter T for incised PT lumber: Snow Load" O= no, I =ves Repetive Use? 0 = no, I es Wet Use? O= no, I =yes Nominal Joist Size and Spacing 2 x 8 24 inches o.c. Actual Dimensions 1.50 x 7.25 inches Section Properties (Calculated): A = 10.88 in^2 S = 13.14 in^3 I = 47.63 in^4 Allowable Stress Values: Base Values: Fb= 850 psi Fv-- 150 psi E= 1300 ksi Loads: Dead load 12 psf Live load 25 psf Total Load factor: L / 240 Live Load factor: L / 360 Forces at governing joist length: Species and Grade: Hem -Fir #2 Design Values: Fb = 1349 psi Fv = 173 psi E = 1300 ksi Wdl = 24.0 lb/ft W11 = 50.0 lb/ft Wtl = 74.0 lb/ft Reaction at the ends of the joist: 452.97 lb Reaction at distance d from the ends of the joist: 408.26 lb Joist forces and deflections: Maximum allowed joist length: Maximum bending moment 1386 ft-lb L= 12.64 ft Maximum shear at d 408 lb L = 35.01 ft Total Load Deflection 0.604 in L = 12.30 ft Live Load Deflection 0.408 in L = 12.24 ft <� governs I MAXIMUM CLEAR SPAN: 12 feet 3 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 20-Feb-17 Architect: Shawn Sullivan Pagge number: !.BEAM DESIGN (Uniform Load, Simple Span) _77 2015 lnternation�i Building Code (IBC) 1!� 2015 NDS Beam Description: A[Ofi46KV _r PJ'_ (4 � (f (3 i'/< Z 4 4 Enter-'r for incised PT lumber: Enter'l'for snow load: Enter'Yforret)etitive me ber: Enter T for "ut Enter'l'for wet use: Y supported: Enter'I'forreduced live load - Geometry and Loads: Span: 14.5 ft Tributany Width: 6 ft DL unit load: 9 psf LL unit load: 60 psf Add'l unif DL: lb/ft Add'I unif. LL: lb/ft K11 * At: 174 ft,',-) Reduced LL: 60 psf DL uniform load: 54 lb/ft Max DL reaction: 392 lbs LL uniform load: 360 lb/ft Max LL reaction: 2.610 lbs Total load: 414 lb/fl Max Total reaction: 3.002 lbs Material Properties: E 1.33 x 10`6 psi E, 1.3 x 10^6 psi Fb 875 psi Fb' 875 psi Fv 170 psi Fv' 170 psi Fc perp 625 psi Fc perp' 625 psi (Allowable design values include modification factors per NDS 2012) Deflection an Ivsis: _Ioad: For toW Allowed deflection criteria, span/ 240 For LL onl�y: Allowed deflection criteria span/ 360 Max. allowed total defl: 0.725 in Max LL' defl: 0.483 in Total defl. * 1: 316.7 Required 1: 437 in"4 LL defl. * 1: 275�4 Required 1: 570 in'14 Actual deflections: TOTAL: 0.381 inches LL: 0.331 inches Force analvsis: Max Shear: 3002 lbs Max. moment: 10880 ft-lb Shear @ d 2622 lbs Selected Member: Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearing dimensions: DF/L #2 7.500 x Provided: Required: 831.9 in1^14 569,9 in,'14 151.3 in-3 149.2 in"3 82.5 inA2 2" ). I in'2 4.8 in`�2 7.5 x 0.6 inches 11 John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 20-Feb-17 Architect: Shawn Sullivan Page number: �BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 2015 NDS Beam Description: F�A� (�g To Enter'l' for incised PT lumber: Enter'l'for snow load: Enter'l'for repetitive member: Enter'V for wet use: Enter'I'for fully supported: Enter'l'for reduced live load: Geometry and Loads: Span: 5.5 ft Tributary Width.: 9 ft DL unit load: 12 psf LL unit load: 60 psf Add'l unif. DL. lb/ft Add'l unif LL: lb/ft K11 * At: 99 ftA 2 Reduced LL: 60 psf DL uniform load: 108 lb/ft Max DL reaction: 297 lbs LL uniform load: 540 lb/fi Max LL reaction: 1,485 lbs Total load: 648 lb/ft Max Total reaction: 1.782 lbs Material Properties: E 1.6 x 10`16 psi El .1.6 x 1016 psi Fb 900 psi Fb' 1170 psi Fv 180 psi FV 180 psi Fc perp 625 psi Fc perp' 625 psi (Allowable design values include modification factors per NDS 2012) Deflection anaksis: For total load: Allowed deflection criteria- span/ 240 For LL onlv: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.275 in Max LL defl: 0.183 in Total defl. * 8.3 Required 1: 30 in-'14 LL defl. * 6.9 Required 1: 38 in"4 Actual deflections: TOTAL: 0.075 inches LL: 0.063 inches Force analvsis: Max Shear: 1782 lbs Max. moment: 2450 ft-lb Shear @ d 1391 lbs Member: DF/L #2 3.500 x 7.25] Member properties: Provided: Required: Moment of inertia: 111.1 inA4 ' ) 7.9 in,`4 Section Modulus: '30.7 in",33 25.1 in A 3 Section Area: 25.4 inA2 11.6 inA2 Bearing ., Area: 2.9 in'�2 Minimum bearing dimensions: 3.5 x 0.8 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 21-Feb-17 Architect: Shawn Sullivan T�E �number: 0 BEAM DESIGN (Cantilever, Uniform Load+Concentrated Lo4#) 2015 International Building Code (IBC)(concentrated load at tip of cantilever 2015 NDS Beam Description: FA57— CA�V7,Wao, p Enter'I'for snow load: Enter'Vfor repetitive member: Enter '1' for wet use: Geometry and Loads: Span: 10 ft Tributary Width: 8 ft DL unit load: 15 psf LL unit load: 25 psf Add'1 unif. DL: lb/ft Add'1 unif. LL: lb/ft Concentrated DL: lbs Concentrated LL: lbs Cantilever a: 4.25 ft Total pointload: 0 lbs DL uniform load: 120 lb/ft Max DL reaction: 1.218 lbs LL uniform load: 200 lb/ft Max LL reaction: 2,031 lbs Total load: 320 lb/ft Max Total reaction: 3.'249 lbs Material Properties: E 1.6 x 1016 psi E' 1.6 x 1 O"�6 psi Fb 900 psi Fb' 1217 psi U I V 180 psi FV 207 psi Fc perp 625 psi Fc perp' 718.75 psi Emin 0.58 x 10"16 psi Emin' 0.58 x 10"16 psi Deflection analysis: For total load: Allowed deflection criteria. span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.5 in Max LL defl: 0.3333333 in Cantilever Deflections, TL: 0.425 in LL: 0.2833333 in Total Required 1: 101 in A 4 LL Required 1: 129 inA4 Actual midspan 6: TOTAL: 0.216 inches LL 0.122 inches Actual, Cantilever 6: TOTAL: 0.186 inches LL 0.158 inches Force anslysis: Max Shear: 1889 lbs Max. moment: 3639 ft-lb Shear @ d = 1642 lbs Selected Member:_ — (1) DF #2 3.5 x 9.25 Member properties: Provided: Required: Moment of inertia: 230.8 in'14 128.6 in,,4 Section Modulus: 49.9 in,,3 35.9 in,'13 Section Area: 32.4 in/12 11.9 in'12 Beating Area: 4.5 inA2 Minimum bearina dimensions: 3.5 x 1.3 inches N John S. Apolis, P.E. CSES, Inc. Job number: QOI�)A I Project: K //A 31Z C/C/6 // Date: 21-Feb-17 Architect: 54AWIV 5,,z�&IVAA/ Pa�-,e number: f,' , cf 11BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code B 01V 2015 NDS Beam Description: 6-71ZID 9 r-Wm TOO, 50AA45 .Enter '1' for incised PT lumber: Enter 'V for fully supported: 1 Geometry and Loads: Span: 10 ft DL unit load: 15 psf Add'l unif. DL: lb/ft Enter'l' for snow load: Enter'l'for repe itive member: Enter'V for wet use: Enter'I'for reduced live load: Tributary Width: 6 ft LL unit load: 25 psf AddI unif. LL: lb/ft K11 * At: 120 ftA2 Reduced LL: 25 psf DL uniform load:. 90 lb/ft Max DL reaction: 450 lbs LL uniform load: 150 lb/ft Max LL reaction: 750 lbs Total load: 240 lb/,ft Max Total reaction: 1,200 lbs Material Properties: I E 1.6 x 10116 psi Ef 1.6 x 10/16 psi Fb 900 psi Fb' 1346 psi Fv 180 psi FV 207 psi Fc przrp 625 psi Fe perp' 718.75 psi (Allowable design values include modification factors per NDS 2012) Deflection analvsis: For total load: For LL only: Max. allowed total defl: Total defl. * 1: LL defl. * 1: Actual deflections: Force analvsis: Max. moment: Member: Allowed deflection criteria. span/ Allowed deflection criteria, span/ 0.506 in Max LL defl: .33.8 Required 1: 21.1 Required 1: TOTAL: 0304 inches LL: 3000 ft-lb Member properties. Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearing dimensions: Max Shear: Shear @ d, = DF/L #2 3.500 Provided: I IL I in,-4 30.7 in"-3 25.4 in,^,—) 3.5 x 240 360 0.333 in 68 in,^,4 63 in,4 0.190 inches 1200 lbs 1055 lbs X 7.25 Required: 67.5 in^4 26.8 i n '13 7.6 in^2 1.7 in'12 0.5 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 2 1 -Feb- 17 Architect: Shawn Sullivan Page number: BEAM DESIGN (Uniform Load+Concentrated Load) 2015 International Building Code (IBC) 2015 NTS Beam Description: -Fo 9 Enter '1' for snow load: Enter '1' for repetitive member: Enter 'I' for wet use: Geometry and Loads: Span: 16 ft Tributary Width: 2 ft DL unit load: 12 psf LL unit load: 25 psf Add'l unif. DL: lb/ft Addl unif. LL: lb/ft Concentrated DL: 1218 lbs Concentrated LL: 2031 lbs @X > (L-x)= 8 ft Total point load: 3249 lbs DL unifonn load: 24 lb/ft Max DL reaction: 801 lbs, LL uniform load: 50 lb/ft Max LL reaction: 1.416 lbs Total load: 74 lb/ft Max Total reaction: 2,217 lbs Material Properties: E 1.6 x 10`6 psi Ef 1.6 x JOA6 psi Fb 900 psi Fb' 1132 psi Fv 180 psi FV 207 psi Fc perp 625 psi Fc perp' 718,75 psi Ernin 0.58 x 10'16 psi Emin' 0.58 x 10,'�6 psi Deflection analvsis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.8 in Max LL defl: 0.53333'13 in Total defl, * 1: 367.6 Required 1: 460 in,,4 LL defl. * 1: 233.3 Required l: 417 in'14 Actual deflections: TOTAL: 0.387 inches LL 0.246 inches Force anaivsis: Max Shear. 2217 lbs Max. moment: 15364 ft-lb Shear @ d = 2147 lbs Selected Member: (1) DF #2 8 X 11.25 Member properties: Provided: Required: Moment of inertia: 949.2 in1\4 459.5 in,4 Section Modulus: 168.8 in,",3 162.8 inA3 Section Area: 90.0 inA2 15.6 in12 Bearina Area: 3.1 inA2 Minimum bearing dimensions: 8.0 X 0.4 inches N John S. Apolis, P.E. Project: Architect: CSES, Inc. Kimbrough Shawn Sullivan Job number: 2016.121 Date: 21-Feb-17 Page number: BEAM DESIGN (Uniform Load+Concentrated Load) 2015 International Building Code (113C) 2015 NDS Beam Description: 6-7tZ1f)' 7 a e?i��Vlvl Enter '1' for snow load: Enter '1' for repetitive member: Enter'Y for wet use: Geometry and Loads: Span: 12.5 ft Tributary Width: 2 ft DL unit load: 122 psf LL unit load: 25 psf Add'l unif. DL: lb/ft Add'l unif. LL: lb/ft Concentrated DL; 480 lbs Concentrated LL: 1000 lbs @x > (L-x)= 6.25 ft Total point load: 1480 lbs DL uniform load: 24 lb/ft Max DL reaction: 390 lbs LL uniform load: 50 lb/ft Max LL reaction: 813 lbs Total load: 74 lb/ft Max Total reaction: 1.203 lbs Material ProDerties: E 1 2 x 10/16 psi E' 2 x 10116 psi Fb 2900 psi Fb, 3423 psi Fv 290 psi FV 334 psi Fc perp 750 psi Fe perp' 750 psi Emin 0 x 1016 psi Emin' 0 x 1016 psi Deflection analysis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 600 Max. allowed total defl: 0.625 in Max LL defl: 0.25 in Total defl, * 1: 72.4 Required 1: 116 in'14 LL defl. * 1: 48.9 Required 1: 196 in14 Actual deflections: TOTAL: 0.289 inches LL 0.196 inches Force analvsis: Max Shear: 1203 lbs Max. moment: 6070 ft-lb Shear @ d 1144 lbs Selected Member: (1) PSL 3.5 x Member properties: Provided: Required: Moment of inertia: 250.1 in,'14 195.6 in",4 Section Modulus: 52.6 in"13 21.3 in`3 Section Area: 3 3. 3 in/12 5.1 in/12 Bearing Area: 1.6 in,2 Minimum bearina dimensions: 15 -1 x 0.5 inches 9.5 I John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 21-Feb-17 Architect: Shawn Sullivan Page number: 11BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 2015 NDS Beam Description: �;�Z)�IIILL f)jC,,41Vt1(V-F(7(5 Enter'l' for incised PT lumber: Enter'Vfor snow load: Enter'Vfor fully supported: 1 Geometry and Loads: Span: 16.5 ft DL unit load: 15 psf AddI unif DL: lb/ft Enter'l' for.repetitive member. Enter'I'for wet use: Enter '1' for reduced live load: Tributary Width: 11.5 ft LL unit load: 25 psf Add'] unif. LL: lb/ft Kil * At: 379.5 ftA2 Reduced LL: 25 psf DL uniform load: 173 lb/ft Max DL reaction: 1.423 lbs LL uniform load: 288 lb/ft Max LL reaction: 2,3 72 lbs Total load: 460 lb/ft Max Total reaction: 3,795 lbs Material Proverties: E 2.0 x 1016 psi E! 2.0 x 10A6 psi Fb 2900 psi Fb' 3359 psi Fv 290 psi FV 3331.5 psi Fe perp 750 psi Fc perp' 750 psi (Allowable design values include modificaiton factors per TJ-9000 and NDS 2012) Deflection analvsis: For total load: For LL oniy: Max. allowed total defl: Total defl. * 1: LL defl, * 1: Actual deflections: Force analvsis: Max. moment: Selected Member: Allowed deflection criteria, span/ Allowed deflection criteria, span/ 0.825 in Max LL defl: 3 8 16 Required 1: 239.7 Required 1: TOTAL: 0.616 inches LL: 15654 ft-lb Member properties: Moment of inertia: Section Modulus: Section Area: BearinQ Area: Minimum bearing dimensions: PSL 2.OE Provided: 622.9 in"4 110.7 in13 59.1 in A 2 5.3 240 360 0.550 in 465 inA4 436 in14 0385 inches Max Shear: 3795 lbs Shear @ d = 3364 lbs 5.250 x 11.25 X Required: 464.9 in,4 55.9 in^3 15.1 inl�'-? 5.1 in A 2 1.0 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 21 -Feb- 17 Architect: Shawn Sullivan P�,Qe number: ... R_13 11BEAM DESIGN (Uniform Load+Concentrated Load) 2015 International Building Code (IBC) 2015 NDS Beam Description: 14/ 0�-J -/O(p Enter '1' for snow load: Enter'l'for repetitive member: Enter '1' for wet use: Geometry and Loads: Span: 8 ft DL unit load: 12 psf Add') unif. DL: lb/ft Concentrated DL: 1423 lbs @X > (L_X)� 6 ft Tributary Width: 9 ft LL unit load: 25 psf Add'l unif. LL- lb/ft Concentrated LL: 2372 lbs Total point load: DL uniform load: 108 lb/ft Max DL reaction; LL un-iform load: 225 lb/ft Max LL reaction: Total load: 333 lb/ft Max Total reaction: Material Pronerties: 3795 lbs 1,499 lbs 2,679 lbs 4,178 lbs E 2 x 10/16 psi E' 2 x 1,0^6 psi Fb 2900 psi Fb' 3423 psi Fv 290 psi FV 3' )4 psi Fc perp 750 psi Fc perp' 750 psi Ennin 0 x 10/16 psi Emin' 0 �x 10'6 psi Deflection anaivsis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 600 Max. allowed total defl: 0.4 in Max LL defl: 0,16 in Total defl. * 1. 39.8 Required 1: 99 in14 LL deft. * 1: 25.6 Required 1: 160 i.nA4 Actual deflections: TOTAL: 0.159 inches LL 0.103 inches Force analysis: Max Shear: 4178 lbs Max. moment: 7691 ft-lb Shear @ d = 3915 lbs IlSelected Member: (1) PSL 3.5 x 9.511 Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area - Minimum bearina dimensions: t, Provided: Required: 250� 1 in,'14 160.3 in"14 52.6 in'13 27.0 in'13 33_3 in"12 17.6 in^2 5.6 in",2 3.5 x 1.6 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 21-Feb-17 Architect: Shawn Sullivan Page number: Z-Lf— BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 2015 NDS Beam Description: 6,1�1f) ' I�C-Al,� CU) / /711) e 70V Enter'l' for incised PT lumber: Enter'Ffor snow load: Enter 1' for repetitive member: Enter'l'for wet use: EnterTfor fully supported: 1 Enter'I'for reduced live load: Geometry and Loads: Span: 13.5 ft Tributary Width: 2 ft DL unit load: 15 psf LL unit load: 25 psf Add'l unif. DL: lb/ft Add'! unif. LL: lb/ft K11 * At: 54 ft/1-2 Reduced LL: 25 psf DL uniform load: 3 0 lb/f, Max DL reaction: 203 lbs L.L uniform load: 50 lb/ft Max LL reaction: 338 lbs Total load: 80 lb/ft Max Total reaction: 540 lbs Material Properties, E 2.0 x 10^6 psi E' 2.0 x 10116 psi Fb 2900 psi FU 3423 psi Fv 290 psi Fv' 333.5 psi Fc perp 750 psi Fe perp' 750 psi (Allowable design values include modificaiton factors per TJ-9000 and NDS 2012) Deflection analvsis: For total load: For LL only Max. allowed total defl: Total defl. * 1: LL defl. * 1: Actual deflections: Force analvsis: Max. moment: Selected Member: Allowed deflection criteria, span/ Allowed deflection criteria, span/ 0.675 in Max LL defl: 29.9 Required 1: 18.7 Required 1: TOTAL: 0.120 inches LL: 1823 ft-lb Member properties: Moment of inertia: Section Modulus: Section Area: Bearina Area: Minimum bearing dimensions: PSL 2.OE Provided: 250.1 in"\4 52.6 in",3 33.3 in"12 240 360 0,450 in 44 inA4 42 in'14 0.075 inches Max Shear: 540 lbs Shear @ d = 477 lbs 3.500 x 9.5 Required: 44.' ) in^4 6.4 iff3 2.1 in^2 0.7 inA2 0.2 inches N John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 21-Feb-17 Architect: Shawn Sullivan Page number: 11BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 7-015 NDS Beam Description: 6p,)gg AZEA,�I, OB —/()g Enter '1' for incised PT lumber: Enter '1' for fully supported: 1 Geometrv- and Loads: Span: 14.5 ft .DL unit load: 15 psf Add'1 unif DL: 120 lb/ft Enter'l' for snow load: Enter'l' for ret)etitive member: Enter'Ffor wet use: Enter'l'for reduced live load: Tributai), Width: 4 ft LL unit load: 45 psf Add'I unif, LL: 150 lb/ft K11 * At: 116 ft%) Reduced LL: 45 psf DL uniform. load: 180 lb/ft Max DL reaction: 1,305 lbs LL uniform load: 330 lb/ft Max LL reaction: 2 '.' :)93 lbs Total load: 5 10 lb/ft Max Total reaction: 3,698 lbs Material ProDerties: 1 E 2.0 x 101,6 psi E' 2.0 x 10A6 psi Fb 2900 psi Fb' 3423 psi Fv 290 psi FV 333.5 psi Fc parp 750 psi Fc perp' 750 psi (Allowable design values include modificaiton factors per TJ-9000 and NDS 2012) Deflection analvsis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.725 in Max LL defl: 0.48' ) in Total defl. *1 1: 253.6 Required 1: 350 in A4 LL defl. * 1: 164.1 Required 1: 340 in',4 Actual deflections: TOTAL: 0.676 inches LL: 0.438 inches Force analwis: Max. moment: 13403 ft-lb Max Shear: 3698 lbs Shear @ d = 3294 lbs i IlSelected Member: PSL 2.OE 5.250 x 9.511 Member properties: Provided: Required: Moment of inertia: 375.1 in/4 349.8 in"4 Section Modulus: 79.0 in^3 47.0 inA3 Section Area: 49.9 in"'2 14.8 in"2 Bearina, Area: 4.9 in'�?- Minimum bearing dimensions: -5. 3 x 0.9 inches ,Ivlv-hn S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: I-Mar-17 Architect: Shawn Sullivan Page number: DESIGN (Uniform Load, Simple Span) 2UIS International Building Code (IBC) Beam Description: �,),120T �5r5' A �, 0 7 (e) 2015 NDS Enter 'V for incised PT lumber: Enter' V for snow load: Enter'V for rei)etitive member: Enter'V for wet use: Enter'Vfor fully supported: 1 Enter'l1or reduced live load: Geometry and Loads: Span: 8.5 ft Tributary Width: 15 ft DL unit load: 12 psf LL unit load: 25 psf AddI unif. DL: lb/ft Add'l unif, LL: lb/ft K11 * At: 255 ft`2 Reduced LL: 25 psf DL uniform load: 180 lb/ft Max DL reaction: 765 lbs LL uniform load: 375 lb/ft Max LL reaction: 1 �594 lbs Total load: 555 lb/ft Max Total reaction: 2,359 lbs Material Properties-, E 1.6 x 10A6 psi E' 1.6 x 1016 psi Fb 900 psi Fb' 11242 psi Fv 180 psi Fv' 207 psi Fc perp 625 psi Fc perp' 718.75 psi (Allowable design values include modification factors per NDS 2012) Deflection analvsis: For total load: Allowed deflection criteria, span! 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.425 in Max LL defl: 0.283 in Total defl. * 1: 40.7 Required 1: 96 inA4 LL defl, * 1: 27.5 Required 1: 97 in/14 Actual deflections: TOTAL: 0.176 inches LL: 0.119 inches Force ansivsis: Max Shear: 2359 lbs Max. moment: 5012 ft-lb Shear @ d = 1931 lbs Member: DF/L #2 3.500 x Member properties: Provided: Required: Moment of inertia: 230.8 in,'14 97.2 in'14 Section Modulus: 49.9 in'13 48A in"3 Section Area: '02.4 inA2 14.0 in'�-' Bearin ' - Area: 3.3 in'�2 Minimum bearina dimensions: 3.5 N 0.9 inches 9.25 John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 21-Feb-17 Architect: Shawn Sullivan Page number: BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 2015 NDS Beam Description: Enter'l' for incised PT lumber: Enter'l' for snow load: Enter'l' for fully supported: I Geometry and Loads: Span: 7 ft DL unit load: 15 psf Add'1 unif. DL: lb/ft Enter']'for repetitive member: Enter'Vfor wet use: Enter'l'for reduced live load: Tributan, Width: 15 ft LL unit load: 25 psf Add'I unif. LL: lb/ft K11 * At: 210 ftA2 Reduced LL: 25 psf DL uniform load: 225 lb/ft Max DL reaction: 788 lbs LL uniform load: 375 lb/ft Max LL reaction: 1,313) lbs Total load: 600 lb/ft Max Total reaction: 2,100 lbs Material ProF)erties: E 1.6 x 10^6 psi E' 1.6 x 10116 psi Fb 900 psi Fb' 1242 psi Fv 180 psi FV 207 psi Fc perp 625 psi Fe perp' 718.75 psi (Allowable design values include modification factors per NDS 2012) Deflection analvsis: For total load: For LL only: Max. allowed total defl: Total defl. " 1: LL defl. * 1: Actual deflections: Force analysis: Max. moment: Allowed deflection criteria, span/ Allowed deflection criteria, span/ 0.350 in Max LL defl: 20.3 Required 1: 12.7 Required 1: TOTAL: 0.088 Inches LL: 3675 ft-lb 240 360 0.233 in 58 in4 54 ie4 0.055 inches Max Shear: 2 100 lbs Shear @ d = 1638 lbs IlSelected Member: DFIL #2 3.500 x 9.2511 Member properties: Moment of inertia: Section Modulus: Section Area: Bearina Area: Minimum. bearing dimensions: Provided: Required: 230.8 in'14 57.9 in14 49.9 i n,,'3 35.5 in-13 32.4 inA2 11.9 in^2 2.9 in/2 3.5 X 0.8 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 2 1 -Feb- 17 Architect- Shawn Sullivan Page number: BEAM DESIGN (Cantilever, Uniform Load+Concentrated L2A!11_ 2015 International Building Code (IBC)(concentrated load at tip of cantilever, 2015 NDS Beam Description: 5t,/ Enter'V for snow load: Enter'l' for repetitive member: Enter '1' for wet use: Geometry and Loads: Span: 1.75 ft Tributary Width: 4�5 ft DL unit load: 15 psf LL unit load: 25 psf AddI unif. DL: lb/ft Add'I unif. LL: lb/ft Concentrated DL: lbs Concentrated LL: lbs Cantilever a: 1.5 ft Total point load: 0 lbs DL uniform load: 68 lb/ft Max DL reaction: 204 lbs LL uniform load: 113 lb/ft Max LL reaction: 340 lbs Total load: 180 lb/ft Max Total reaction: 543 lbs Material Proverties: E 1.3 x 10"16 psi E' 1.3 ) x 10/16 psi Fb 850 psi Fb' 1365 psi Fv 150 psi Fv' 173 psi Fc perp 405 psi Fc perp' 465.75 psi Ernin 0.47 x 1016 psi Emin' 0.47 x 10,16 psi Deflection analy,,,is- For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.0875 in Max LL defl: 0.0583333 in Cantilever Deflections, TL: 0. 15 in LL: 0. 1 in Total Required 1: 2 inA4 LL Required 1: 2 in/14 Actual midspan 6: TOTAL: 0.001 inches LL 0.000 inches Actual Cantilever 6: TOTAL: 0.008 inches LL 0.005 inches Force analvsis: Max. moment: 203 ft-lb Max Shear: 273 lbs Shear @ d = 191 lbs .qember: (1) HF#2 3.5 x 5.5� Member properties: Provided: Required: Moment of inertia: 48.5 inA4 2.4 in,14 Section Modulus: 17.6 inA3 1.8 in",3 Section Area: 19.3 in^2 1.7 in,`2 Bearing Area: 1.2 in'2) Minimum bearincy dimensions: 33. 5 x 03 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 21 -Feb- 17 Architect: Shawn Sullivan Page number: i'\J I BEAM DESIGN (Cantilever, Uniform Load+Concentrated Load) 2015 International Building Code (IBC)(concentrated load at tip of cantilever, 2015 NDS Beam Description: Enter'V for snow load: Enter'V for repetitive member: Enter '1' for wet use: Geornetry and Loads - Span: 7.5 ft Tributary Width: 4 ft DL unit load: 15 psf LL unit load: 25 psf Add'I unif. DL: lblft Add'l unif LL: lb/ft Concentrated DL: lbs Concentrated LL: lbs Cantilever a: 2 ft Total point load: 0 lbs DL uniform load: 60 lb/ft Max DL reaction: 361 lbs LL uniform load: 100 lb/ft Max LL reaction: 602 lbs Total load: 160 lb/ft Max Total. reaction: 963 lbs Material Properties: E 1 .6 x 1 V6 psi E' 1.6 x 1016 psi Fb 900 psi Fb' 1330 psi Fv 180 psi Fv' 207 psi Fc perp 625 psi Fc perp' 718,75 psi Emin 0.58 x 101,6 psi Emin' 0.58 x 10`16 psi Deflection analvsis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria. span/ 360 Max. allowed total defl: 0.375 in Max LL defl: 0.25 in Cantilever Deflections. TL: 0.2 in LL: 0.1333333 in Total Required 1: 20 in14 LL Required 1: 18 in"\4 Actual midspan 6: TOTAL: 0.067 inches LL 0.040 inches Actual Cantilever 6: TOTAL: 0.005 inches LL 0.01.2 inches Force analysis: Max. moment: 1085 ft-lb Max Shear: 643 lbs Shear @ d = 546 lbs IlSelected Member: (1) DF #2 3.5 x 7.2511 Member properties: Pro-vided: Required: 1�4oment of inertia: 111.1 in`4 19.8 in'14 Section Modulus: 30.7 in ',3 9.8 in,'S Section Area: 25.4 in^2 4.0 in^2 Bearin g Area; 1.3 in"2 Minimum bearing dimensions: 3.5 x 0.4 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 21 -Feb- 17 Architect: Shawn Sullivan Page number: R,� BEAM DESIGN (Uniform Load+Concentrated Load) 2015 International Building Code (IBC) 2015 NDS Beam Description: Enter'V for snow load: Enter '1' for repetitive member: Enter '1' for wet use: Geometry and Loads: Span: 7.5 ft Tributary Width: 2 ft DL unit load: 12 psf LL unitload: 25 psf Add'I uDif. DL: lb/ft Add'1 unif. LL, lb/ft Concentrated DL: 361 lbs Concentrated LL-, 602 lbs @x > (L-Y)= 3.75 ft Total point load: 963 lbs DL uniform load: 24 lb�ft Max DL reaction: 271 lbs LL uniform load. 50 lb/ft Max LL reaction: 489 lbs Total load: 74 lb/ft Max Total reaction: 759 lbs Material Proverties� E 1.6 x 1016 psi E' 1.6 x 10",6 psi Fb 900 psi Fb' 1330 psi Fv 180 psi FV 207 psi Fc perp 625 psi Fc perp' 718.75 psi Emin 0.58 x 101,6 psi Emin' 0.58 x 10^6 psi Deflection anaivsis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.375 in Max LL defl-. 0.25 in Total defl, * 1: 12.4 Required 1- 33 inA4 LL defl. * 1: 7.9 Required 1: 32 in^4 Actual deflections: TOTAL: 0. 112 inches LL 0,071 inches Force analvsis: Max. moment: 2326 ft-lb, Max Shear: 759 lbs Shear @ d = 7 14 lbs I �4ember: (1) DF#2 3.5 x =-25 1 Member properties: Provided: Required: Moment of inertia: 111.1 in`4 33.2 in"4 Section Modulus: 30.7 in,`3 21.0 in,13 Section Area: 25.4 in12 5.2 inl�'-) Bearina Area: 1.1 in,'12 Minimum bearinc, dimensions: 3.5 x 0.3 inches John S. Apolis, P.E. CSES, Inc. Job number: Project: Kimbrough Date: Architect: Shawn Sullivan Page number: BEAM DESIGN (Uniform Load+Concentrated Loadj_ 2015 International Building Code (IBC) 1 7. — 4- Beam Description: `�/ lk/� . ",/- Tol�*-I� rl Enter']' for snow load: Enter 'Y for repetitive member: Enter 1' for wet use: Geometry and Loads: Span: 7.5, ft DL unit load: 12 psf AddI unif. DL: lb/ft Concentrated DL: 361 lbs @X > (L-x)= 3.75 ft 2016.121 21-Feb-17 Tributary Width: 15 ft LL unit load: 25 psf Add'I unif. LL: lb/ft Concentrated LL: 602 lbs Total point load: DL uniform load: 180 lb/ft Max DL reaction: LL uniform load: 375 lb/ft Max LL reaction: Total load: 555 lb/ft Max Total reaction: Material Properties: E 2 x 10^6 psi Fb 2900 psi Fv 290 psi Fc perp 750 psi Emin 0 x 10^6 psi 96' ) lbs 856 lbs 1,707 lbs 2,563 lbs 2015 NDS .E' 2 x 10`6 psi Fb' 3423 psi Fv' 3334 psi Fe perp' 750 psi Emin, 0 x 1016 psi Deflection anaivsis: For total load: Allowed deflection criteria, spaa! 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.375 in Max LL defl: Total defl. * 1: 27.1 Required 1: LL defl. * 1: 17.9 Required 1: Actual deflections: TOTAL: 0.108 inches LL Force analvsis: Max. moment: 5708 ft-lb Selected Member: (1) PSL Member properties: Provided: Moment of inertia: 250.1 inA4 Section Modulus: 52.6 inA3 Section Area: 33.3 in'12 Bearing Area: Minimum bearing dimensions: 3.5 Z, 0.25 in 72 inA4 72 in-14 0.072 inches Max Shear: 2563 lbs Shear @ d = 2123 lbs 3.5 x Required: 72.2 in/14 20.0 in/,.) 9.6 inA2 3.4 in,'12 X LO inches 9.5 I John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 2 1 -Feb- 17 Architect.- Shawn Sullivan Page number: K,--Z 2, 11BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 2015 NDS Beam Description: 'TY111Y4fX,1 Enter '1' for incised PT lumber: Enter'Vfor fully supported: 1 Geometry and Loads: Span: 4 ft DL unit load: 15 psf Add!l unif. DL: lb/ft Enter 'Ffor snow load: Enter'l'for rei)etitive member: Enter'V for wet use: Enter'l ' for reduced live load: Tributar,y Width: 15 ft LL unit load: 25 psf Add'l unif. LL: lb/ft K11 * At: 120 ftA2 Reduced LL: 25 psf DL uniform load: 225 lb/ft Max DL reaction: 450 lbs LL unifonn load: 375 lb/ft Max LL reaction: 750 lbs Total load: 600 lb/ft Max Total reaction: 1,200 lbs Material Proi)erties- I E 1.3 x 10A6 psi E' 1.3 x 10A6 psi Fb 850 psi Fb' 1173 psi Fv 150 psi FV 172.5 psi Fc perp 405 psi Fc perp' 465.75 psi (Allowable design values include modification factors per NDS 2012) Deflection anaivsis: For total load: Allowed deflection criteria, span/ 240 . For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.200 in Max LL defl: 0.133 in Total defl. * 1: 2.7 Required 1: 13 inA4 LL defl. * 1: 1.7 Required 1: 12 inA4 Actual deflections: TOTAL: 0.028 inches LL: 0.017 inches Force analvsis: Max Shear: 1200 lbs Max. moment: 1200 ft-lb Shear @ d 838 lbs IlSelected Member: HF #2 3.000 x 7.25 Member properties: Provided: Required - Moment of inertia: 95.3 in,4 13.3 in^4 Section Modulus: 26.3 in13 12.3 in,13 Section Area: 21.8 in A 2 7.3 in^2 Bearin ' - Area: 2.6 in"2 Minimum bearing dimensions: 3.0 X 0.9 inches John S. Apolis, P.E. CSES, Inc. Job number: Project: Kimbrough Date: Architect: Shawn Sullivan Page number: �BEAM DESIGN (Uniform Load,- Simple Span) 2015 International Building Code (IBC) Beam Description: A14-� 6�,rt5,Pjok P-z�,qf:� er-Atj Enter 'V for incised PT lumber: Enter'l'for fully supported: 1 Geometry and Loads: Span, 15.5 ft DL unit load: 12 psf Add'l unif. DL: lb/ft 2016.121 1 -Mar- 17 Enter '1' for snow load: Enter'l'for repetitive member: Enter '1' for wet use: Enter 'I' for reduced live load: Tributary Width: 3 ft LL unit load: 25 psf Add'1 unif LL: lb/ft K11 * At: 93 ftA2 Reduced LL: 25 psf DL uniform load: 36 lb/ft Max DL reaction: 279 lbs LL unifon-n load: 75 lb/ft Max LL reaction: 581 lbs Total load: I I I lb!ft Max Total reaction: 860 lbs Material Pronerties: 2015 NDS I E 1.6 x 10A6 psi El 1.6 x 10`16 psi Fb 900 psi Fb' 1242 psi Fv 180 psi Fv' 207 psi Fc: perp 625 psi Fc perp' 718.75 psi (Allowable design values include modification factors per NDS 2012) Deflection analvsis: For total load. For LL only: Max. allowed total deft: Total defl. * 1: LL defl. * 1: Actual deflections: Force analysis: Max. moment: Allowed deflection criteria, span/ 240 Allowed deflection criteria. span/ 360 0.775 in Max LL defl: 0.517 in 90.1 Required 1: 116 jnA 4 60.9 Required 1: 118 in A 4 TOTAL: 0.390 inches LL: 0.264 inches Max Shear: 860 lbs 333-31 -ft-lb Shear @ d = 775 lbs ILSelected Member: DF/L #2 3.500 x Member properties: Moment of inertia: Section Modulus: Section Area: Bearine Area: Minimum bearing dimensions: Provided: Required: 230.8 in'14 117.8 in-4 49.9 in'13 32.2 in"3 32.4 in,12 5.6 in^2 1.2 inA2 3.5 x 0.3 inches R T I E MEMBER REPORT Level, Grd�93bearrl 1 piece(s) 5 1/4" x 14" 2.OE Parallam@ PSL r Overall Length: 17'7" 17' f 11 9 All locations are measured from the outside face of left support (or left canti *-er end).All dimensions are horizontal, I Design Resuft Actual (b Location Allowed Result LDF Load; Combination (Pattern) i 'Member Reaction (lbs) 7819 @ 2" 11484 (3.50") Passed (68%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All SDans) Shear (lbs) 7008 C5 V 5 1/2" 22736 Passed (31%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs) 21,510 @ 8'9 1/2" 40743 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) 1 Live Load Defl. (in) 0.418 9) 8'3/8" 0.431 Passed (Li495) -- 1.0 D + 0.45 W + 0.75 L + 0.75 5 (A.11 Spans) 1 1 otal Load Defl. (in 0,534 @ 8'2 1/4" 0.863 I Passed (L/388) 1 1.0 D + 0.45 W + 0.75 L + 0.75 5 (All i Spans) L-erlecoon criteria: LL �Lj4ttu) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required t� achieve member stability. System : Floor Member Type: Flush Beam Building Use: Residential Building Code: ISC 2015 Design Methodology: ASD i Supports ring Length Loads to Supports (lbs) Accessories Tab] Available Required Dead floor Live Snow Wind--[ Total I - Column - SPF 3.5T 3.5T 2.38' 1152 3956 1029 6508 1 12645 None 2 - Column - SPF 3.50- 3.50s' 1152 3956 1029 -6508 E61:37/1-_650�_j None Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1-00) Snow Wind (1-60) Comments I 0 -Self Weight (PLF) 0 to 17' 7" N/A 23.0 I - Uniform (PSF) 0 to 17'7" (Front) 91 12.0 50.0 13.0 Residential - Uving Areas 2 - Point Vb) Y(Front) N/A 9164 3 - Point (lb , I is, 3" (Front) N/A -9164 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design critena and published design values, Weyerhaeuser expressly disclaims any other war-anbes related to the software. Refer to current Weyerhaeuser literature for Installation details. (w,.vw.woDc1bywy.com) Accessories (Rim Board, Blocking Panels and Squash Stocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to zassure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser Wc litles are th:rd-party certified to sustainable iforesby standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1367 and/or tested jin accordance with applicable ASrM standards. For current code evaluation reports refer to http://%vww�woodbywy.coii/servi--es/�-CodeRepoM.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software ODerator Forte Software operator Eva- Ap- :s ^SES �-- 21�F, 524' , -255 Jot., Note-� im 6/"- 06/ _Cz SUSTAINABLE FORESTRY INIM47,IVE 1 2/21/2017 4:28:56 PfVI Fo�,e v5. 1. Design Engine: V6.5. 1. It Page 1 of I John S. Apolis, P.E. CSES, Inc. PROJECT: ARCHITECT: Kimbrough Shawn Sullivan WOOD JOIST DESIGN -- 2012/15 IBC AND NDS PELI� Tal�_F5 Job Number: 2016.121 Designer: JSA Date: 02/28/17 Page Number: Calculate the maximum span for joists under the following conditions: Simple Span, Uniform Load Visually Graded SaAm Lumber Moisture Content < 19% Normal Temperature Range 2". 3 ", or 4" thick joists only Normal Deflection Requirements Snow Load? 0 =no, I =yes EnterT for incised PT lumber: Repetive Use? 0 = no, I = yes Wet Use" O=no,l=yes Nominal Joist Size and Spacing �> 2 x 10 16 inches o.c. Actual Dimensions 1.50 x 9.25 inches Section Properties (Calculated): A = 13.88 in^2 A" S = 21.39 in ) I = 98.93 in^4 Allowable Stress Values: Base Values: Fb= 850 psi Fv= 150 psi E= 1300 ksi Loads: Dead load 12 psf Live load 60 psf Total Load factor: L / 240 Live Load factor: L / 360 Forces at governing joist length: Species and Grade: Hem -Fir #2 Design Values: Fb = 1075 psi Fv = 150 psi E = 1300 ksi Wdl = 16.0 lb/ft Wil = 80.0 lb/ft Wtl = 96.0 lb/ft Reaction at the ends of the joist: 606.631 lb Reaction at distance d from the ends of the joist: 532.63 lb Joist forces and deflections: Maximum allowed joist length: Maximum bending moment 1917 ft-lb L = 12.64 ft <=� governs Maximum shear at d 531 3 1 b L = 30.45 ft Total Load Deflection 0.428 in L = 14.39 ft Live Load Deflection 0_357 in L= 13.35 ft 11 MAXIMUM CLEAR SPAN: 12 feet 8 inches' 11 John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: I I -Apr- 17 Architect: Shawn Sullivan Page number: U jIBEAM DESIGN (Uniform.Load, Simple Span) 2015 International Building Code (IBC) 2015 NDS Beam Description: C,�100 JMA� (Ale<-H) Enter'l' for incised PT lumber: I Enter'l'for snow load: Enter'Vfor fullV supported: Geometry and Loads: Span: 14.331 ft DL unit load: 12 psf Add'1 unif. DL: lb/ft Enter'V for repetitive member: Enter']' for wet use: Enter'l'for reduced live load: Tributary Width: 5 ft LL unit load: 60 psf Add'l unif. LL: lb/ft K11 * At: 143.3 ftA2 Reduced LL: 60 psf DL uniform load: 60 lb/ft Max DL reaction: 430 lbs LL uniform load: 300 lb/ft Max LL reaction: 2,150 lbs Total load: 360 lb/ft Max Total reaction: 2,579 lbs Material Properties: E 1.6 x 10,',6 psi Et 1.6 x 10/16 psi Fb 1200 psi Fb' 960 psi Fv 170 psi Fv' 136 psi Fc perp 625 psi Fc perp' 500 psi (Allowable design values include modification factors per NDS 2012) Deflection analvsh: For total load: Allowed deflection criteria, span/ 180 For LL only: Allowed deflection criteria, span/ 240 Max. allowed total defl: 0.955 in Max LL defl: 0.717 in Total defl. * 1: 213.5 Required 1: 223 in14 LL defl, * 1: 177.9 Required 1: 248 in`4 Actual deflections: TOTAL: 0.327 inches LL: 0.273 inches Force analvsis: Max Shear: 2579 lbs Max. momen-,.: 9241 ft-lb Shear @ 2242 lbs IlSelected Member: DF/L #1 & Befter 5.500 x 11,25] Member properties: Provided: Required: Moment of inertia: 652.6 inA4 2483 in"4 Section Modulus: 116.0 in"13 115.5 inA3 Section Ai -ea: 61.9 inA2 24,7 in^2 Bearina Area: 5.2 iff-2 Minimum bearincr dimensions: 5,5 x 0.9 inches L 13'- 11" John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: I I -Apr- 17 Architect: Shawn Sullivan Page number: (j I 11BEAM DESIGN (Uniform Load, Simple Span) :3 2015 International Building Code (IBC) 2015 NDS Beam Description: 6,jUPCJ)Pi�Ot6,�AM (,5al&) Enter'l' for incised PT lumber: I Enter'Vfor fully supported: 1 Geometry and Loads: Span: 15.75 ft DL unit load: 12 psf Add'] unif DL: lb/ft Enter'l'for snow load: Enter'l' for repetitive member: Enter '1' for wet use: F-nter'l'for reduced live load: Tributary Width: 6.5 ft LL unit load: 60 psf Add'l unif. LL-. lb/ft K11 * At: 204.75 ft/�'—) Reduced L.L: 60 psf DL uniform load: 78 lb/ft Max DL reaction: 614 lbs LL uniform load: 390 lb/ft Max LL reaction: 3,071 lbs Total load: 468 lb/ft Max Total reaction: 3,686 lbs Material Proverties: E 1.6 x 10116 psi El 1.6 x 10/16 psi Fb 1200 psi Fb1 960 psi Fv 170 psi Fv' 1 33 6 psi Fc perp 625 psi Fc perp' 500 psi (Allowable design values include modification factors per NDS 2012) Deflection analvsis: For total load: Allowed deflection criteria, span/ 180 For LL only: Allowed deflection criteria, span/ 240 Max. allowed total defl: 1.050 in Max LL defl: 0,788 in Total defl, * 1: 405.0 Required 1: 386 inA4 LL defl, * 1: 337.5 Required 1: 429 in^4 Actual deflections: TOTAL: 03 )69 inches LL: 0.307 inches Force analysis: Max. momen-L: 14512 ft-lb Max Shear: 3686 lbs Shear @ d = 3247 lbs IlSelected Member: DF/L #1 & Befter 9.250 x 11.25 Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearinc, dimensions: Provided: 1,097.5 in-4 195,1 in`3 104.1 in,"12 9.1 .3 x Required: 428.5 in^4 181.4 in^3 35.8 in"2 7.4 in"2 0.8 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 11-Apr-17 Architect: Shawn Sullivan lage-number: V �BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 2015 ND9 Beam Description: 6�AAA C,0 FAf— V../, OF 01�6q Enter'l' for incised PT lumber: 1 Enter ' V for snow load, Enter'Vfor repetitive member: Enter'V for wet use: Enter'Vfor fully supported: 1 Enter'I'for reduced live load: Geometry and Loads: Span: 16 ft Tributary Width: 1.5 ft DL unit load: 12 psf LL unit load: 60 psf Add'I unif. DL: lb/ft Add'] unif. LL: lb/ft KII * At: 48 ftA22 Reduced LL: 60 psf DL uniform load: IS lb/ft Max DL reaction: 144 lbs LL uniform load: 90 lb/ft Max LL reaction: 720 lbs Total load: 108 lb/ft Max Total reaction: 864 lbs Material Pi-werties: E, 1.6 x IV6 psi E? 1.6 x 10^6 psi Fb 900 psi Fb, 792 psi Fv 180 psi Fv' 144 psi Fc perp 625 psi Fc perp' 500 psi (Allowable design values include modification factors per NDS 2012) Deflection analysis: For total load: Allowed deflection criteria, span/ 180 For LL only: Allowed deflection criteria, span/ 240 Max. allowed total defl: 1.067 in Max LL defl: 0.800 in Total defl. * 1: 99.5 Required 1: 93 in^4 LL defl. * 1: 82.9 Required 1: 104 in,4 Actual deflections: TOTAL: 0.240 inches LL: 0.200 inches Force analvsis: Max Shear: 864 lbs Max. moment: 3456 ft-lb Shear @ d = 763 lbs Selected Member: DF/L #2 3.500 x 11.25 Member properties: Provided: Required: Moment of inertia: 415.3 in'14 103.7 in"4 Section Modulus: 73.8 in",3 52.4 in^,3 Section Area: 39.4 in^2 7.9 in^2 Bearing Area: 1.7 in,�?- Minimum bearing dimensions: 3.5 0.5 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 11-Apr-17 Architect: Shawn Sullivan Page number: U 6 BEAM DESIGN (Cantilever, Uniform Load+Concentrated L2�i�d 2015 International Building Code (IBC)(concentrated load at tip of cantilever 2015 NDS Beam Description: /-(- �;eAM5 Enter'l ' for snow load: Enter'l' for repetitive member: Enter'l' for wet use: Geornetry and Loads: Span: 10 ft Tributary Width: 1.31) ft DL unit load: 12 psf LL unit load: 60 psf Add'l unif. DL: lb/ft Add'l unif LL: lb/ft Concentrated DL: 240 lbs Concentrated LL: 1200 lbs Cantilever a: 3 ft Total point load: 1440 lbs DL uniform load: 16 lb/ft Max DL reaction: 447 lbs LL uniforrn load: 80 lb/fT Max LL reaction: 2.234 lbs Total load: 96 lb/ft Max Total. reaction: 2,681 lbs Material ProDerties: E 1.6 x 10`6 psi E' 1.6 x 10,16 psi Fb 900 psi Fb' 792 psi Fv 180 psi Fv' ISO psi Fc p-,rp 625 psi Fc perp' 625 psi Emin 0.58 x 10'6 psi Emin' 0.58 x 10`16 psi Deflection analvsis: For total load: Allowed deflection criteria, span/ For LL only: Allowed deflection criteria, span/ Max. allowed total defl: 0.5 in Max LL defl: Cantilever Deflections, TL: 0.3 in LL: Total Required 1: 132 inA4 LL Required 1: Actual midspar, 5: TOTAL: 0.041 inches LL Actual Cantilever 5: TOTAL: 0.095. inches LL Force analysis: Max. moment: 4751 ft-lb Selected Member: (1) DF #2 Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearincy dimensions: Provided: 415.3 in'14 73.8 in'13 39.4 in',2 3.5 240 360 0.3333333 in 0.2 in 276 in\4 0.027 inches 0.133 inches Max Shear: 1727 lbs Shear @ d 1638 lbs 3.5 X 11.25 x Required: 276.5 in,,4 72.0 in,,,) 13.6 in,12 43 in,,2 1.2 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 28-Feb- 17 Architect: Shawn Sullivan Page number: �j 77 11BEAM DESIGN (Uniform Load+Concentrated Load) 11 2015 International Building Cod C) 2015 NDS Beam Description: 6.7,Vl)�Y IvaloW Vi1Vt)0w_5fA1,t Enter'Ffor snow load: Enter'l' for repetitive member: Enter 1' for wet use: Geometry and Loads: Span: 6 ft Tributan,, Width: 9 ft DL unit load: 12 psf LL unit load: 60 psf AddI unif. DL: lb/ft Add'l unif. LL: lb/ft Concentrated DL: 432 lbs Concentrated LL: 2160 lbs @x > (L-X)= 4.25 ft Total point load: 2592 lbs DL uniform load: 108 lb/ft Max DL reaction: 630 lbs LL uniform load: 540 lb/ft Max LL reaction: 3,150 lbs Total load: 648 lb/ft Max Total reaction: 3,780 lbs Material Pronerties: E 2 x 10^6 psi E' 2 x 10^6 psi Fb 2900 psi Fb' 2976 psi Fv 290 psi Fv' 290 psi Fc perp 750 psi Fc perp' 750 psi Emin 0 x 10^6 psi Emin' 0 x 10`16 psi Deflection analvsis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total de-fl: 0.3 in Max LL defl: 0.2 in Total defl, 1: 17.4 Required 1: 58 in"4 LL defl. 1: 14.5 Required 1: 72 inA4 Actual deflections: TOTAL: 0.069 inches LL 0.058 inches Force analvsis: Max. moment: 5625 ft-lb Max Shear: 3780 lbs Shear @ d = 3267 lbs IlSelected Member: (1) PSL 3.5 x 9.51 Member properties: Provided: Required: Moment of inertia: 250.1 in"14 72.4 in14 Section Modulus: 52.6 in'") 22.7 in,`3 Section Area: 33.3 in'22 16.9 in12 Bearing Area: 5.0 in'2 Minimum bearing dimensions: 3. 5 x 1.4 inches John S. Apolis, P.E. CSES, Inc. Project; Kimbrough Job number: 2016.121 Date: 24-May- 17 1 - krchitect: Shawn Sullivan Page number: U* BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (18C) Beam Description: Grid 4 beam, C to D Enter'l' for incised PT lumber: Enter'Vfor fully supported: 1 Geometry and Loads: Span: 12 ft DL unit load: 12 psf Add'l unif. DL: lb/ft Enter 'Y for snow load: Enter']' for rmetifive member: EnteT'I'for wet use : Enter'Yfor reduced live load: Tributary, Width: 10 ft LL unit load: 40 psf Add'l unif. LL: lb/ft Zul:) INIE!0 K11 * At: 240 ft,^'2 Reduced LL: 40 psf DL uniform load: 120 lb/ft Max DL reaction: 720 lbs LL uniform load: 400 lb/ft Max LL reaction: 2,400 lbs Total load: 520 lb/ft Max Total reaction: 3,120 lbs Material Properties: E 2,2 x 10^6 psi F 2.2 x 1 0/\6 psi Fb 2900 psi Fb' 2985 psi Fv 290 psi Fv' 290 psi Fc perp 750 psi Fc perp' 750 psi (Allowable design values include modificaiton factors per TJ-9000 and NDS 2012) Deflection analysis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.600 in Max LL defl: 0.400 in Total defl. * 1: 110.11 Required 1: 184 in/4 LL defl. * 1: 84.8 Required 1: 212 in A 4 Actual deflections: TOTAL: 0.478 inches LL: 0.367 inches Force analysis: Max Shear. 3120 lbs Max. momen: 9360 ft-lb Shear @ d = 2719 lbs IlSelected Member: PSL 2.2E 3.500 x 9.2511 Member properties: Provided: Required, Moment of inertia: 230.8 in,'14 212.1 in"4 Section Modulus: 49.9 in13 37.6 in"13 Section Area: 32.4 in^2 14.1 ie2 Bearine Area: 4.2 inA2 Minimum bearine dimensions: 3.5 x 1.2 inches John S. Apolis, P.E. CSES, Inc. Job number: Project: Kimbrough Date: Architect: Shawn Sullivan Page number: BEAM DESIGN (Uniform Load+Concentrated LoadL_ 2015 International Building Code (IBC) Beam Description: Enter '1' for snow load: Enter'l' for repetitive member: Enter '1' for wet use: Geometry and Loads: Span: DL unit load: Add'1 unif DL: 9��O ;��Concentrated DL: X 91 @x > (L-X)= DL uniform load: LL uniform load: Total load - Material Proi)erties: 2016.121 28-Feb-17 U C( 2015 NDS S tV H a C- 0 120i.�� 14 ft Tributary Width: 1.33 ft 12 psf LL unit load: 40 psf lb/ft Add'l unif. LL- lbt'ft 2878 lbs Concentrated LL: lbs 10 ft Total point load: 2878 lbs 16 lb/ft Max DL reaction: 2,167 lbs 53) lb/ft Max LL reaction: 372 lbs 69 lb/ft Max Total reaction: 2,540 lbs E 2 x 10116 psi E' 2 x 10`16 psi Fb 2900 psi Fb' 2976 psi FY 290 psi Fv? 290 psi Fc perp 750 psi Fc perp' 750 psi Emin 0 x 10A6 psi Emin' 0 x 10^6 psi Deflection analvsis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.7 in Max LL defl: 0.4666667 in Total defl, * 1: 140.0 Required 1: 200 in/14 LL defl, * 1: 23.0 Required 1: 49 in,�4 Actual deflections: TOTAL: 0.560 inches LL 0.092 inches Force annivsis: Max. moment: 9606 ft-lb Max Shear: 2540 lbs Shear @ d = 2485 lbs ISelected Member: (1) PSL 3.5 x 9.5 � Member properties: Moment of inertia: Section Modulus: Section Area: BearinQ Area: Minimum bearing dimensions: Provided: Required: 250.1 in"14 199.9 in,4 52.6 inAl .3 inA' 38.7 .1 333 in'12 12.9 inA2 3.4 in,12 3.5 x 1.0 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.122 Project: Peper Date: I -Mar- 17 Architect: Page number: 11BEAM DESIGN (Uniform Load+Concentrated L-oad) 2015 International Building Code (111C) 2015 ND9_ Beam Description: 644P Cl)� 6AMZ�eaj�7AM Enter'l'for snow load: Enter 'F for repetitive member: Enter'F for wet use: Geometry and Loads: Span: 21 ft DL unit load: 12 psf Add'l unif DL: lb/ft Concentrated DL: 1302 lbs @x > (L-x)= 12.5 ft Tributan, Width: 10 ft LL unit load: 30 psf Add'l unif, LL: lb/ft Concentrated LL: 2363 lbs Total point load: DL uniform load: 120 lb/ft Max DL reaction: LL uniform load: 3 300 lb/ft Max LL.reaction: Total load: 420 lb/ft Max Total reaction: Material Proverties: 3665 lbs 2,035 lbs 4,557 lbs 6,592 lbs E 2 x 1016 psi E' 2 x 10^6 psi Fb 2900 psi Fb' 3278 psi Fv 290 psi Fv' 334 psi Fc perp 750 psi Fc perp' 750 psi Ernin 0 x 10/16 psi Emin' 0 x 10^6 psi Deflection analvsis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 1.05 in Max LL defl: 0.7 in Total defl, * 1: 1501.1 Required 1: 1,430 in1\4 LL-defl, * 1: 103 1.8 Required 1: 1,474 in1\4 Actual deflections: TOTAL: 0.938 inches LL 0.645 inches Force analvsis: Max Shear: 6592 lbs Max. moment: 40856 ft-lb Shear @ d = 6102 lbs Member: (1) PSL 7 x Member properties: Provided: Required: Moment of inertia: 1,600.7 in,,4 1.473.9 inA4 Section Modulus: 228.7 in/13 149.5 in,'13 Section Area: 98.0 in/12 27.4 inA2 Bearing Area: 1� 8.8 inIN2 Minimum bearin- dimensions: =I 7.0 x 1.3 inches 14 John S. Apolis, P.E. CSES, Inc. Project: Kimbrough Job number: 2016.121 Date: I -Mar- 17 Architect: Shawn Sullivan Page number: (-/I( 11BEAM DESIGN (Uniform Load, Simple Span) =1 2015 International Building Code (IBC) Beam Description: e-� - 6-100 CF) Enter '1' for incised PT lumber: Enter'l' for fully supeorted: 1 Geornetry and Loads: Span: 14 ft DL unit load: 12 psf ,Add'I unif DL: lb/ft 5 FAAA En ter'l'for snow load: Enter'Yfor repetitive member: Enter'V for wet use: Enter'I'for reduced live load: Tributary Width: 7.5 ft LL unit load: 25 psf Add'l unif. LL: lb/ft all][30M Kil * At: 2 10 Reduced LL: 25 psf DL uniform load: 90 lb/ft Max DL reaction: 630 lbs LL uniform load: 188 lb/ft Max LL reaction: 1,313 lbs Total load: 278 lb/ft Max Total reaction: 1,943 lbs Material Properties: Z7 2.0 x 10/16 psi E, 2.0 x 10`�6 psi Fb 2900 psi Fb' 3433 psi Fv 290 psi FV 333.5 psi Fc perp 750 psi Fc perp' 750 psi (Allo,wable design values include modificaiton factors per TJ-9000 and NDS 2012) Deflection analysis: For total load: Allowed deflection criteria, spm' 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.700 in Max LL defl: 0.467 in Total defl. * 1: 119.9 Required 1: 171 inA4 LL defl. * 1: 81.0 Required 1: 174 in A 4 Actual deflections: TOTAL: 0.520 inches LL: 0.351 inches Force analvsis: Max. moment: 6799 ft-lb Max Shear: 1943 lbs Shear @ d = 1729 lbs IlSelected Member: PSL ME 3.500 x 9.25 Member properties: Provided: Required: Moment of inertia: 230.8 in,'14 1,73.6 in'14 Section Modulus: 49.9 in1,3 23.8 inA3 Section Area: '12.4 inA 2 7.8 in"2 Bearina Area: 2.6 in/'-) Minimum bearincy dimensions: 3,5 X 0.7 inches Im John S. Apolis, P.E. CSES, Inc. Job number: 2016.122 Project: Peper Date: I -Mar- 17 Architect: Page number: U i,� 11BEAM DK� �GN Uniform Load+Concentrated Load) 2015 International Building Code (IBQ 2015 NDS Beam- Description: (,2AjW7A-p0,-14 Enter'Ffor snow load: Enter '1' for repetitive member: Enter'Y for wet use: Geometry and Loads: Span: 17.5 ft DL unit load: 12 psf _1z Add'l unif, DL: lb/ft Concentrated DL: 1456 lbs @X > (L-X)= 9.75 ft Tributary Width: 4 ft LL unit load: 40 psf AddI unif. LL: lb/ft Concentrated LL: lbs Total point load: DL uniform load: 48 lb/ft Max DL reaction. LL uniform load: 160 lb/ft Max LL reaction: Total load. 208 lb/ft Max Total reaction: Material Prouerties: E 2 x 10`6 psi Fb 2900 psi Fv 290 psi Fc perp 750 psi Emin 0 x 10^6 psi 1456 lbs 1,231 lbs 1,400 lbs 2.63 1. lbs E' 2 x 1016 psi Fb' 2921 psi FV 290 psi Fc perp' 750 psi Emirf 0 x 10116 psi Deflection analvsis: For total load: Allowed deflection criteria, span/ For LL only: Allowed deflection criteria, span/ Max. allowed total defl: 0.875 in Max LL defl: Total defl. * 1: 357.5 Required 1: LL defl. * 1: 168.8 Required L Actual deflections: TOTAL: 0.861 inches LL Force analysis: Max. moment: 14145 ft-lb 240 360 0.5833333 in 409 in"4 289 in^4 0.407 inches Max Shear: 2631 lbs Shear @ d = 2436 lbs Member: (1) PSL 3.5 x 11.25 Member properties: Provided: Required: Moment of inertia: 415.3 in'14 408.6 in'14 S.-ction Modulus: 7' ).8 in'13 58.1 in,'13 Section Area: 39A inA2 12.6 inA2 Bearing Area: 3.5 in^2 Minimum bearing dimensions: 3.5 X 1.0 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: I -Mar- 17 Architect: Shawn Sullivan Page number: 11BEAM DESIGN (Uniform Load, Simple Span) 2015 Internati Building Code (IBC) 2015 NDS Beam Description: �7-,tjg L3j5A/v\ Enter 'V for incised PT lumber: EnterT for fully supported: I Geometry and Loads: Span: -7 ft DL unit load: 12 psf Add'I unif. DL: lb/ft EnterTfor snow load: Enter'V for repetitive member: Enter'I'for wet use: Enter'I'for reduced live load, Tributary Width: 5 ft LL unit load: 40 psf Add'l uni.f. LL: lb/ft K11 * At: 70 ftA 2 Reduced LL: 40 psf DL uniform load: 60 lb/ft Max DL reaction: 210 lbs LL uniforrn load: 200 lb/ft Max LL reaction: 700 lbs Total load: 260 lb/ft Max Total reaction: 910 lbs Material Properties: E 1.6 x 1016 psi Ey 1.6 x 1016 psi Fb 900 psi Fb1 1080 psi Fv 180 psi Fv1 180 psi Fc perp 625 psi Fc perp' 625 psi (Allowable design values include modification factors per NDS 2012) Deflection analvsis: For total load: For LL only: Max. allowed total defl: Total defl, * 1: LL defl, * 1: Actual deflections: Force analvsis: Max. moment: Allowed deflection criteria, span/ 240 Allowed deflection criteria, span/ 360 0.350 in Max LL defl: 0.233 in 8.8 Required 1: 25 in^4 6.8 Required 1: 29 in A 4 TOTAL: 0.038 inches LL: 0.029 inches Max Shear: 910 lbs 1593 ft-lb Shear @ d = 710 lbs IlSelected Member: DF/L #2 3.500 x 9.2511 Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearing dimensions: Provided: Required: 230.8 inA4 28.9 inN 49.9 1 in A- 17.7 inA3 3 )2.4 inA2 5.9 in"2 1.5 in"2 3.5 x 0.4 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: I -Mar- 17 Architect: Shawn Sullivan Page number: 4 PEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 2015 NDS Beam Description: NA � 6 - A C,///A 4001"t 131�,41v� Enter'l' for incised PT lumber: Enter 'V for fully supported: 1 Geometry and Loads: Span: 5.5 ft DL unit load: 12 psf AddI unif DL: lb/ft Enter'l'for snow load: Enter'V for repetitive member: Enter'l' for wet use: Enter 'F for reduced live load: Tri butar), Width: 9 ft LL unit load: 40 psf AddI unif. LL: lb/ft K11 * At: 99 ft"12 Reduced LL: 40 psf DL uniform load: 108 lb/ft Max DL reaction: 297 lbs LL uniform load: 360 lb/ft Max LL reaction: 990 lbs Total load: 468 lb/ft Max Total reaction- 1.287 lbs Material Proverties: E 1.3 x 1 0,'�6 psi E' 1.3 x 10/16 psi Fb 850 psi Fb- 1020 psi Fv 150 psi FV 150 psi Fc pe.rp 405 psi Fc perp' 405 psi (Allowable design values include modification factors per NDS 2012) Deflection analvsis: For total load: For L.L only: Max. allowed total defl. Total defl, * 1: LL defl, * 1: Actual deflections: Force analvsis: Max. moment: Member: Allowed deflection criteria, span/ Allowed deflection criteria, span/ 0.275 in Max LL defl: 7.4 Required 1: 5.7 Required 1: TOTAL: 0.078 inches LL: 1770 ft-lb Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearing dimensions: Max Shear-. Shear @ d = HF #2 3.000 Provided: 95.3 in^4 26.3 in,,3 21.8 in^2 3.0 x 240 360 0.183 in 27 in'14 31 in^4 0.060 inches 1287 lbs 1004 lbs X 7.25 Required: 31.1 inA4 20.8 in"3 10.0 in A 2 3.2 in�`2 1.1 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 24-May- 17 Architect: Shawn Sullivan Page number: (5- JPost Design (Combined Axial and Moment Loading) 2015 International Building Code (IBC) 2015 NDS Beam Description: 9 — 4 Geometry and loads: Height Le(d) Material Properties: Fbi Fb-1 Fc E Ernin DF #2 EnterT for wind load: EnterTfor repetitive member: EnterT for wet use: 8 ft w(d) 0 Plf 13850 lbs w(b) 0 plf I ft LeO) 8 ft 900 psi 900 psi 1350 psi 1.6 xlO^6psi 0. 5 8 x I 0^6psi Member properties: Section Modulus (d): 30.7 in^3 Section Modulus (b): 14.8 in,*,33 Section Area: 25.4 in^2 Member stresses. Provided FcE(d) 174026 psi FcE(b) 6' )4 psi FbE 12250 psi FbE 12250 psi BendinZ and Axial Cornvression Check: NDS 2010 EQ 3.9-3 Fb(d)' 900 psi Fb(b)' 900 psi Fc' 556 psi F 1.6 x1016psi Ernin' 0.58 xIO",6psi 3.5 x 7.2E] b d Variables: Cqx to v5eo) Rb(d) 0.89 Rb(b) 7.54 c 0.8 Required > fc 546 psi > fe 546 psi > fb(d) 0 psi > fb(b) 0 psi 0.96 < 1.0 Address Verified WS U More Data About this Address (I'limate Contribu-11ors income —lax Home Sales Nearest Mailina House Nqnprpfits Propertv Info 5treat Detail Emaiis Address 1140 7th Ave S Edmonds WA L8_020-66QLI Melissa Address Key (MAK) 5139135091 Address Type Residential Area Code 425 Carrier Route - DPC C012 - 404 Time Zone (Local time) Pacific Time (2113/2017 3:49:55 PM ) Representative, Party & District Pramilla Jayapal (D! (07) Carrier Routes in a Radius CarrierfRoute Radius Latitude & Longitude 47.80049 Degrees North -122.37263 Degrees West (GSOO) Census Entities City or Town Edmonds 5320750 Mar, County Snohomish 53061 Ma2 County Subdivision Edmonds I'Viap Tract 0505.00 M�jp Block 2013 tkji?�p Unified School District 5302400 EDMONDS Map State Upper District 021 ME-�p State Lower District 021 rvla-p Delivery Post Office Perrinville 7601 Olympic View Dr Edmonds WA 98026 hLap Phone: 425-672-4437 -!v-- USGS Design Maps Summary Report User -Specified Input Building Code Reference Document 2012/2013 international Building Code ,which ut'lizes USGS 11-lazard date available in 2008) Site Coordinates 47.800491N, 122.37263OW Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/H/H! f- —7 7 rT �7�.= A -PIE, L od Mourittakee. errace PW� �7 Suquamish USGS—Provided Output Ss = 1.264 g Sms = 1.264g Sos = 0.843 g S, = 0.495 g Smi = 0,745 g SDI'= 0.497 a For information on how the SS and S! values above have been calculated from probabilistic (risk-taroeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building --ode reference document. 1.42 1.04-- 0.9i .- V M Q.52 0. 1 9 0.2c D.00 0.20 0�40 O'so 0.80 1.00 i.20 1.4o 1,G0 I.So 2.0o Period, T (sec) MCER Response Spectrum Design Response Spectrum 0.90.- 0.72-- 0.6? - 0.5a.- 0.45- 0.1p. :-Oo: L i - 4 t 0.00 0.20 0,40 0,60 0,90 1.00 1,20 I.ALE, i.Go 1.80 2.00 Period, T (sec) Altnough this information is a product cfthe U.S. Geological Survey, we povidenovmrranty, expressed or implied, as to the accuracy of the data contained therem,Thls toot is not a subsuitute for technica I subject—rnafterknowledge. John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Residence Date: 21-Feb-17 Architect: Shawn Sullivan Page number: L 1 IlLateral Loads Design per ASCE 7-10, Wind: Section 28 Seismic: Section 12 taimplified Envelope irroceaurerart 2) 2015 International Building Code (IBC) WIND LOADS 110 mph Basic Wind Speed 2015 NDS Ps = lambda * Kzt * Ps(30) * 0.6 Exposure B Roof Slope: 7.00 :12 3 )0.3 Least Horizontal Dimension, feet: 45 Mean Roof Ht. Peet: 24 (degrees) lambda = 1.00 a = 4.5 ft. 2a 9.0 ft 1 -,A, = 1.00 KzT = 1.00 (By Inspection) Tabulated Ps(30): Zone (Refer to ASCE 7-10, Figure 28.6-1) (horizontal) A it B it C T1 D (vertical) E It F G H (uplift on overhangs) E(oh) it G(oh) Tabulated Calc'd Wind Design Pressure Pressure (*Iambda*KzT*0.6) 21.6 psf 13.0 14.8 psf 8.9 17.2 psf 10.3 11.8 psf 7.1 8.3 psf 5.0 -13.1 psf -7.9 7.2 psf 4.3 -11.3 psf -6.8 -7.6 psf -4.6 -8.7 psf -5.2 (Equivalent Lateral Force Procedure, Section 12.8) Min (Per section 28.6.4 Design minimum wind pressure Pressure is 16 PSF for zones A.C. and 8 PSF for 13.0 zones B, D) 8.9 10.3 7.1 .SEISMIC LOADS le 1.0 R = 6.5 ASCE 7-1.0. Table 12.2.1 Seismic Parameters Group I Site Class: D per ASCE 7-10) PGA (.2 sec) 1.2640 Fa = 1.00 ASCE 7-10 Table 11.4-1 PGA (I sec) 0.4950 Fv = 1,60 ASCE 7- 10 Table 11.4-2 Seismic Design Categories per ASCE 7-10 Tables 11.6-1,11.6-2 Based on Sds: D Based on Sd]: D PGA's based on peak ground accelerations per latest USGS Hazards Program (based on lat/lon). Ss = 1.2640 Sms = Fa * Ss = 1.26 Equation 11.4-1 S1 = 0.4950 Sml=Fv*S] = 0.79 Equation 11.4-2 Equations 11.4-3.11.4-4 Sds = 2/3 * Sms = 0.84 Sdl = 2/3 * Sm] 0.51 1 Equation 12.14-11 s (or %V) = (Sds / (R/1) ) = 0.130 Building period <0.5 s per IBC eq 12.8-7 Base Shear = %V * W * 0.7 = 4.54 psf, uniformly distributed over floor area (0.7 reduction factor per ASCE 7-10. Section 2.4. 3. Eq (seismic vertical distribution per IBC eqs 12.8-11 & 12) Floor DL Wall DL (Dsf) Story Height Lateral Base = top of foundation (Psf) dist. over floor aref Above Base (ft) Load (PsO Roof 12 6 18 2.40 Upper Floor 12 0,20 9 2.14 x_ 0.00 Total Seismic DL: 50 Sum 4.54 CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structurai Design 6311 17th Avenue NE, Seattle, WA 98115 Phone: (206)527-1288 Email: john(el,cses-engineering.com Project No. Date Project Name Comments Revision Page CO.N-SULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Phone: (206)527-1288 Email: johnOkses-engineering.com Project No.,2d/0/. 12 1 Date Project Name X//K C/� Comments Revision Page CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Phone: (206)527-1288 Email: johnC(rcses-engineering.com 0 Project No. 1242 — Date JU Project Name hIM-641, 64 Comments Revision Page M CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Phone: (206)527-1288 Email: johnCacses-en-ineering.com Project No. -ROI� Date Project Name Comments Revision Page L 57 CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 P1 ione: (206)527-1288 Email: john6 cses-engineering.com Project No. c2 0 1�o. /,2 1 Date Project Name - VIM16417611�# Comments Revision Page L CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Phone: (206)527-1288 Email: jol-in@cses-engineering.com Project No. 2!2161F I — Date '5z/z/ Project Name - 9 1A M=W�c * --- Comments Revision Page L Wi V a Anchor DesignerTm o, are Version 2.4.6025.40 I.Proiect information Customer company: Customer contact name., Customer e-mail: Comment 2. Inout Data 4 Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Informabon: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 5.000 Effective Embedment depth, ho (inch): 3.820 Code report: ICC-ES ESR-2713 Anchor category: I Anchor ductility: No h.�,m (inch): 7,67 c.- (inch): 5.75 Cmm (inch): 1.75 Sm�,, (inch)� 3.00 Load and Geometry Load factor source: ACI 318 Appendix C Load combination: not set Seismic design: Yes Anchors subjected to sustaineditension: Not applicable Ductility section for tension: D.3.3.4.2 no', applicable Ductility section for shear. D.3.3.5.2 not applicable .0c, factor: not set Apply entire shear load Anchors only resisting i <Figure 1> Company: Date- 2/91/2017 1 Engineer: Page: 1114 1 Project: Address: Phone: _E%mail: Project description: Location: Fastening description: Base Material Concrete: Normal-weiaht Concrete thickness, h (inch): 8.00 State: Cracked Compressive strength, N (psi): 2500 4JC'V: 1.0 Reinforcement condition: A tension, A shear Supplemental reinforcement: Not applicable Reinforcement provided at comers: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 18.00 x 3.00 x 0.19 00 0 g 6, it 00 4- 51e -S 5 OL 7- AZ 1- �,/OOV COMA16C T79AI; 1,, q to Ot )( 1.6g- 0 lb lb Q ,5 A-,-/ ( <' 7 rZ.,.. / -r C, 7 12-L I , Input data and results rnus� be cheicke, for ao-reerneent with the e)dsbrg drournstancez, the standards and guidelines Must be Checked for plausini fty. S,r- ,,p,-, S� 5955 W. Las PQsU.s Soulev�rd Pieasanton, CA 945SS Phone: 925.560.e.000 Pax 925.847.3871 vAw�.sttrongtie.00rn .rc' - - - �.. I H 1) 1� Anchor Designer TM Software V -aba Version 1.4.6025.40 5 5. 1P ?I I �,6S <Figure 2> Date: 2/912017 Engineer: Page: 2/4 Project Address. - Phone: E-mail: Recommended Anchor Anchor Name: Titen. HM - 5/6"0 Titen HO (THDB model), hnom:5" (1 27mm) Code Report, ICC-ES ESR-2713 In put data and results mustbee checked for agreement Mth the wdsting circumstances, the standards and guidelines must bas checked for plausibility. sn"Pst� C---mj:an�' I i-c� $956 W. Las Plositas SOUIMrd Pleasanton. CA 94588 Phone: 925.560.9000 Fax- 925.8-47.3871 vmw.strongtie.corn ME Anchor DesignerTm Softwar Version 2.4.6025.40 3. Resulting Anchor Forces Company: Date: 12/9/2017 Engineer Page: 13/4 Address. Phone: E-mail: Anchor Tenslon load, Shear load x, Shear load yt Shear load combined. N. (lb) V�. (lb) V�y (lb) 4(V-)II-(W.y)I (1b) 1 0.0 4666�7 0.0 4656�7 2 0.0 4666.7 0.0 4666.7 3 0.0 4666.7 0.0 4666.7 Sum M 14000.0 0.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resuftant compression force (loy 0 Eccentricity of resultant tension forces in x-axis, e'ti. (inch): 0.00 Eccentricity of resultant tension forces in y-exis, e'Ny (inch): 0.00 Eccentricity of resultant shear fcrces in x-axis, e',,,, (inch): 0.00 Eccentric4 of resultant shear forces in y-axis, e'vy (inch): 0.00 B. Steel Strength of - chor in -Shear U-Sec. 0.6;1) V. (lb) ow.,eoV�a (lb) 8000 1.0 0.65 5200 <Figure 3> 9. Concrete Breakout Strength of Anchor in Shear fSec. D.6.2 Shear perpendicular to edge in x-directfon: Vb� = min 1 7(1� / Cfa)10.2�dtj�, fC,, I -r,; 9.;,�4foce"I (Eq. D-33 & Eq. D-34) I" (in) d� (in) ;4 f� (psi) cs'� (in) Vz. (lb) 3.82 0.63 1.00 2500 6.00 5841 14000.0 YI + I da ovcb. =6 (Avt!lAyco) (Sec. 0.4.1 & Eq. D-30) Av, (in� Av. (W) Y/e d, V YjC' V Y'a V Vbx (lb) OVb. (lb) 144.00 162.00 1.000 1.000 1.061 5841 0.85 4681 10. Concrete Pryout Strength of Anchor in Shear (See. D.6.3 0m. Ok,-PtVcti� = KC.N Te�-,hf T-,N Wcp�N& (Ec. D-41) k�� AAt (in2) Amw (i n2) S%C'n V'ed' tv Kli V�p�N Nb (lb) Wqpp (I b) 2.0 268.85 131.33 1.000 t000 1.000 1.000 6345 0.75 1 . 9487 11, Ptesuft 11 - Out data and results must be checked for agreement with the existing circ�jmstancqs, the standards and guidelines must be checked for plausibility. &71..� �r' --'; -- 1-. 5956 W. Las Positas Boulevard Pleasanton, CA 945se Phone: 925.560.9000 Fax: 925.847,3871 vmw.strongtie.com H 0 Lt 11� Anchor Designer" Software V e r s i o r 12. 4 � 6 0 2 5. 4 0 Company: Date: 12/912017 Engineer: Project Address: Phone: E-mail: Interaction of Tensile and Shear Forces (See. D.7) Shear Factored Load, Vua (lb) Design Strength, OVn (lb) Ratio Status Steel 4567 5200 0-90 Pass T Concrete.breakout x+ 4667 4681 11.00 Pass (Govems) Pryout 14000 19487 0.72 Pass 5/8"0 Titan HD (THDB model), hnom:6" (127mm) meets the selected design criteria, 12. Warnincts - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of 'the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of D.3.3.4.3 fortension need noi be satisfied — designer to verify. - Per designer input, the shear c,:;mponent oil the strength -level earthquake force applied to ancriors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination, Therefore the ductility requirements ol D.3.3.5.3 for shear need not be satisfied — designer to verify, - Designer must exercise own judgement to determine if this design is suitable, - Refer to manufacturer's Product literature for hole cleaning and installation instructions, InPut dMa and results Must , be --hecked for agreement Wfth tie eyistinG c1roumstancess, the standzrds and guidelines must, be- cher—ked for piauvibilfty. 1,956 W. Las Positas Boulevard Reasanton. CA 94588 Pho.ie: 925.560.9000 Fax., 925.847.3871 vmv.strongbe.co, n GENERAL NOTES LIVE SAYETY NOTES (continued FRAMING NOTES (confinuedl Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming, or unpermitted building, structure, or site condition which is outside the scope of the pen -nit application, regardless of whether such building, structure, or condition is shown on the site plan or drawing. Such building, structure, or 1condition may be the subject of a separate enforcement action. Sound/noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits, unless a variance has been granted. ECC Chapter 5.30 All changes in plans and field modifications shall be approved by the local jurisdiction. The design professional shall prepare drawings as required for approval. IBC 107.4 Temporary address shall be clearly visible from street during all phases of construction. Failure to properly post house/building numbers may result in no inspection by the City Inspector. Curb signage is not acceptable. Address numbers (4" min. ht. & 1/2" min. stroke width) shall be posted to be plainly visible from the street or road fronting the property. IRC R319 LIFE SAFETY NOTES Smoke alarms shall be installed in each sleeping room, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and on each level (including basements and habitable attics) in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur. Smoke alarms shall be hard -wired with battery backup, and when more than one smoke alarm is required within an individual dwelling unit, they shall be interconnected. Discuss exceptions to the power source requirements with the Building Inspector. IRC R314 IBC 907.2.11.2 Carbon monoxide alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur, or lwhen one or more sleeping rooms are added or created. IRC R3151 Handrails and guards must be capable of resisting a concentrated load of 200 pounds per square foot applied in any direction at any point along the top. Guard in -fill components must be capable of resisting 50 pounds per square foot. IRC Table R301.5 IBC 1607.8 Handrails shall be continuous through stair flights of four or more risers, without interruption by newel posts (unless at a turn) or other obstructions, and return to a wall, newel post, or safety terminal. The grip -size shall be Type I or 11 or of equivalent graspablity. IRC 311.7.8 Provide one operable escape window in the basement, habitable attic and in each sleeping room meeting all of the following requirements: -An operable area of not less than 5.7 sq. ft. (5 sq. ft. for grade floor opening) -A minimum clear opening height of 24 inches -A minimum clear opening width of 20 inches -Not more than 44 inches. between the finished floor and the bottom of the clear opening. Escape windows located under decks or porches must have a path 36 inches in height to a yard or court. R310 IBC 1029 The greatest riser height within any flight of stairs or the greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. IRC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4 FOOTINGS/FOUNDATIONS Footing drains are required around concrete/masonry foundations that retain earth and enclose habitable or usable spaces located below grade, or for crawl spaces when a minimum 6 inch slope within the first 10 feet of the foundation wall is not achieved. A separate footing drain inspection by the Building Inspector is required. IRC R401.3 IRC R405.1 Slab -on -grade floors shall be a minimum 3.5-inch thick concrete over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc. There shall be a thermal -break for slabs inside a foundation wall, and if the slab is less than 24" below the exterior grade, 24" wide R-10 perimeter insulation must be provided. Slabs used as part of a hydronic heating system shall have R- 10 insulation provided throughout the entire slab area. 'IRC R506 WSEC R402.2.9 WSEC Table R402.1.1 Vertical rebar must be hooked and tied in place at time of footing inspection. Maintain minimum 3" clearance to earth, 1-1/2" to form -work for reinforcement. R403.1.3 R404.1.2.3.7.4 Anchor bolts shall be at least 1/2 -inch in diameter and extend 7 inches into concrete. There shall be a minimum of two bolts per plate, with one bolt within 12 inches but not closer than seven bolt diameters from the end of the plate. The bolt spacing shall not exceed 6 feet o.c. and shall have a nut and 3"x3"xO.229" washers unless engineered. IRC R403.1.6 FRAMING NOTES Hardware and fasteners in contact with preservative -treated wood shall be of hot -dipped zinc galvanized steel, stainless steel, silicon bronze or copper. IRC R317.3.1 IBC 2304.9.5.1 oists less than 18" and beams less than 12" to grade and all wood xposed to weather shall be preservative -treated or naturally esistant to decay. IRC R317 IBC 2304.11 oists shall have not less than 1.5 inches bearing on wood or metal nd 3 inches on concrete. Joists shall be prevented from rotating t the ends and at intermediate support by approved hangers, 2 h nominal blocking, or attachment to a rim board. C 502.6/502.7 IBC 2308.8 Foundation cripple walls shall be framed of studs not less in size than the studs above. Walls over 4 feet in height shall be framed of studs having the size required for an additional story. Cripple walls studs less than 14 inches in height shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(l), or cripple walls shall be constructed of solid blocking. Cripple walls Ishall be supported on continuous foundations. IRC R602.9 Prior to the framing inspection, the building must be dried in with a minimum of roofing, windows, and siding paper installed. Truss layouts showing girder truss/hip-master locations are not permitted to change and must be followed correctly. If the truss manufacturer requests to change, in part or in whole, the layout shown, they must contact the architect/designer to ensure that the structural design of the building is maintained. If the layout shown is changed, in part or in whole, the Building Division requires new engineering calculations and must approve the changes prior to the installation of the roof sheathing. Exterior and bearing wall studs may be notched <25% and bored <40% of the stud width. Non -bearing wall studs may be notched <40% and bored <60% of the stud width. Any bore located <5/8" from the stud face is considered a notch. Rafters and joists may be notched in the outer thirds of the span with a maximum notch depth 1/6th and a notch width 1/3rd the depth of the member. Rafters and joists may be bored up to 1/3rd the depth of the member no closer than 2" to each edge or to another bore. Top plates notched or bored >50% of the width must have a l6ga. strap, 6 inches past and fastened with 8- 1 Od nails at each side of ,the opening. IRC R502.8 IRC R602.6 IBC 2308 Attic access openings are required for buildings with combustible ceiling or roof construction over an area >30 sq. ft. and with a 30" vertical space between ceiling and roof framing members. The rough -framed opening shall be 22"00" and located in a hallway or other readily accessible location. The access cover shall be weather- stripped and insulated to a level equal to the surrounding isurfaces. IRC R807.1 WSEC 402.2.4 Attic ventilation openings shall not be less than 1/150 of the area of the space ventilated. It may be reduced to 1/300 if at least 50 percent and not more than 80 percent of the required openings are at least 3 feet above the eave vents with the balance provided by the eave vents. The net free cross -ventilation area may also be reduced to 1/300 when a Class I or II vapor barrier is installed on the warm -in -winter side of the ceiling. IRC R806.2 ADDITIONAL REQUIREMENTS A survey may be required prior to the foundation wall inspection if the Building Inspector is unable to verify setbacks. Lot line stakes should be in place at the time of the foundation inspection and established property pins should be made visible. Z 00 C'4 rq E 7�, U Z E C) 0� ,2.E (U U C) Z U �D 4 0 0 U 0.1 0 W Z C_� U CN MECHANICAL N MEN PLUMBID4U INU'IhN PIKL-KAIED UUNNTKUUT1UN P70��door air inlets in all habitable spaces.IRC 1507.3.4.4 A 30"00" level working space shall be provided in front of the control side to service appliances. In attics and underfloor areas, a passageway a minimum of 30 inches high and 20 inches wide traveling not more than 20 feet from the access shall be provided. A 24 inch wide solid pathway shall be provided in attics. A switch -controlled luminaire is required at the passageway opening and a receptacle outlet at or near the appliance. A means of electrical disconnect is required within sight of the appliance or the breaker is to be capable of being locked in the open position. IRC M1305 IMC 306 NEC 422.31(B) Provide the combustion air required for the proper operation of the appliance(s). The minimum required volume per the standard method is 50 cubic feet per 1000 BTU/hr. Where exhaust fans, clothes dryers, and kitchen ventilation systems interfere with the operation of appliances, makeup air shall be provided. Fuel -fired appliances shall not be located in sleeping rooms, bathrooms, toilet rooms, or storage closets unless specific installation requirements are met. IRC G 2406.2 G2407.4 G2407.5.1 1FGC 303.3 304.4 304.5 An exhaust hood/system of >400cfm installed or required by the range or cooktop manufacturer must be provided with makeup air equal to the exhaust air rate. IRC M1503.4 IMC 505.2 Provide required makeup air in the laundry room. Louvered doors or openings/grilles into other spaces may be used to meet the requirements. Other limitations may arise if a gas dryer is installed. IMC 504.5 G2407.4 G2407.9.1 Dryer ducts shall terminate outside of the building, 3 ft. from any openings into the building. The termination shall have a backdraft damper and no screen. The dryer duct shall be a minimum .016-in. (27 ga.) thick, a minimum 4 inches in diameter, have a smooth interior finish, have sections joined with the insert end in the direction of airflow without the use of fasteners, be supported at 4 ft. intervals, and secured in place and protected by nail plates that extend 2" aboveibelow bottomAoP plates. The joints shall be sealed with UL 18 1 A listed mastic or tape. Dryer duct maximum lengths are 25 ft. for electric and 35 ft. for gas with deductions for fittings (or sized/length per manufacturer). If concealed, the equivalent length of the duct shall be permanently labeled or tagged within 6 ft. of the dryer connection. ,IRC M1502 M1601.4.1 G2439 IMC 504 IFGC 614 Hydronic heating system piping shall be tested at 100 psi water pressure or 1 1/2 times the operating pressure, whichever is greater, for a minimum of 15 minutes. Piping embedded in concrete shall be pressure tested prior to the placing of concrete and be maintained at operating pressure during concrete placement. The test must be observed by the Building Inspector prior to concrete placement. Note: a means of providing outdoor air per IRC R303.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209 Refrigerant circuit access ports located outdoors shall be fitted with locking -type tamper- resistant caps. IRC M1411.6 IMC 1101.10 installed on a floor level that is lower than the next upstream manhole cover of the public or private sewer shall be protected from backflow of sewage by installing an approved type of backwater valve. Fixtures on floor levels above such elevation shall not discharge through the backwater valve. UPC 710.1 Vent all plumbing fixtures through the roof per UPC 906.0 or with a loop vent per UPC 909.0. Air admittance valves are not permitted unless first approved by the Building Inspector on a case by case basis. Water heaters installed in attics, attic -ceiling assemblies, floor -ceiling assemblies or a floor/sub-floor assembly, where damage may occur from a leak, shall be installed in a watertight pan made of corrosion -resistant materials. The pan shall have a minimum 3/4" drain and the drain shall terminate in a visible location. The drain cannot empty into the crawlspace beneath a building. Discharge from a relief valve into a water heater pan shall be prohibited. UPC 507.4 UPC 507.5 Access will be required for the whirlpool/jetted tub pump and the tempering valve for all tubs. The tempering valve may also be installed at the water heater. UPC 409 Showers shall be a minimum of 900 square inches and be capable of encompassing a 30 inch circle. The shower receptor shall have a finished dam, curb, or threshold between 2" and 9" above the top of the drain. The floor of the shower shall slope a minimum ol 1/4" and a maximum of 1/2". Lining materials for built-up showers and shower seats shall be sloped, extend upward 3" above the horizontal surface, and over the top of the dam or threshold. Shower receptors shall be tested by filling with water to the top of the rough threshold while plugged at the drain. Protect the weep holes in the sub -drain clamping ring from clogging. UPC 408.5 - 408.7 [Kfaa�ing shut-off required on water supply line. UPC 606.2 Pressure reduction valve on main water supply line required by City code. Vent hot water tank relief valve directly to the outside. UPC 608.5 lot water heater must be seismically anchored or strapped at oints within the upper one-third and lower one-third of its ertical dimensions. At the lower point, a minimum distance of 4" iust be maintained above the controls with the strapping. 507.2 All pressure absorbing devices (e.g. air chambers, mechanical devices, hammer arrestors) shall be accessible or installed per manufacturer. UPC 609.10 JMinimum I" air -gap required at dishwasher. UPC 414.3 Hose bibs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. UPC 603.5.7 Soaker and jetted tubs shall be installed and supported per the manufacturer's installation specifications. UPC 409.6 Dwelling/garage separation shall be maintained by installing 1/2" gypsum wallboard on the garage side ftom the foundation to the underside of the roof sheathing. Ceiling of garages with habitable space above shall have 5/8-inch Type X gypsum wallboard attached with 1-7/8 inch 6d coated nails or equivalent drywall screws and the structural elements supporting the ceiling protected with 1/2 gypsum wallboard. Enclosed accessible space under stairs shall have walls, under -stair surface and any soffits protected on the enclosed side with 1/2" gypsum wallboard. Water resistant gypsum shall not be used as a tile backing board where there will be direct exposure to water, or in areas subject to continuous high humidity (showers, etc.). IRC R302 IRC R702.3.8.1 Fireblocking shall be provided to cut off all concealed draft openings (both vertical and horizontal) and to forrn an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -frame construction in the following locations: 1) In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs as follows: 1. 1 Vertically at the ceiling and floor levels. 1.2 Horizontally at intervals not exceeding 10 feet. 2) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3) In concealed spaces between stair stringers at top and bottom of the run. 4) At openings around vent, pipes, and ducts at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. For additional requirements see IRC 302.11 Draftstops shall be installed in combustible construction where there is usable space both above and below the concealed space of a floor/ceiling assembly, so that the area of the concealed space does not exceed 1000 sq. ft. and shall divide the space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in floor/ceiling assemblies under the following circumstances: I.Ceiling is suspended under the floor framing. 2.Floor framing is constructed of truss -type open -web or perforated members. -Istopping materials shall not be less than 1/2 inch gypsum board, 3/8 wood structural panels or other approved materials adequately Drted and installed parallel to the floor framing membersIRC R302.12 ADDITIONAL REQUIREMENTS Height verification shall be done by the applicant's agent/contractor and observed by the Building Inspector on site. The agent/contractor shall set up the equipment (transit/builders level), establish the datum point, and the point of average grade. These items must be consistent with the approved plans. If the proposed height of a building (as shown on the plans) is within 12 inches of the maximum height pennitted for the zone, an elevation survey is required. An elevation survey consists of three components to be conducted by a licensed surveyor. 1) Prior to construction, the surveyor shall establish average grade as specified in ECDC 21.40.030, and shall establish a reference datum point that will be undisturbed and can be freely accessed. 2) The surveyor shall locate the elevation of the first floor prior to the City under -floor inspection. 3) A final letter of height confirmation shall be provided upon completion of the structure. = 0 �, CA CC cc", C., Cq C'Q E (U 0 V) -,7 C) ,2 > U C� OV E04, Poo' U Z Z 0 U �T. Z 0 U CN 2 U, w >1 134.9G' l�: 944'44" W PPOPERTY LINE E-�AI�D-5ffll-A POB PRO T ED, 5TIMATEV 2" STAIR' C NTOUR5 NEW 5TUNI: STEPS TO SPADE, / I -AWN BELOW C) 0 NEWIMPERV US 'uj SUR PAC E (64 sr) LLJ I U) LAND5CIPED 4 I`I'W.T'U' D- ABOVI z TERRA ED A =EAP RD < EXISTING I& CM /5". If RffAINING WALL 5TON lu� STEPS. ADJUST X� RE 2 DE T MKMAENMDFENCING OV� 0 COS. RO EPP 5 N9N PROTECT 0151ING TREES. 5M;6135 AND NG WITHIN CON TRUCTION ARFAWA5 RECXD VE PYWIOWNER Z��jl EYAPD5FTBACK Del 9141 SITE PLAN PARCEL# 00619400800300 12' PROP05ED NEW EXISTING FENCE > LL EXISTING FE!NCE EXISTING STONE RETAJNING. GATE AND FI!NC2 ADJUST AS RECID. FKOPOSED NEW HEAT PUMP gt IN PROPOSED 5rIML Al STAIR CASE _--? TBM-A C15CArING ELEV: 201.30 SET NAIL IN PAVEMENT DO" 1:� , Ire 21'-8" PROPOSED 2 SIND U-1 BEDROOM AND DINING L'j i; 3: ROOM VITION (115 5F EACH) NEW IMFEPIVIOU5 -1 -� PROF05EO MASTER SURFACE (217 5P) -0 > BATH ADDrTON ABOVE EX15TING EX15TING GARAACar EX15TING L' i DO CONCRETE < 0 IG SO DRIVEWAY HOME 2(y F RONT 2 z FOOTPRINT po,,,,, YARD SETBACK Z 0 NEW FOYER PROPOSED COVERED ADDITION DECK PATIO ADDITION (15 5r) PARCEL # D E 0" 500300 OVERHANG 20'-4" PROPOSED NEW BAY COVERED 11011T LEW ILZT R BEI W DOW (I I SF) ENTRY PORCH 51DEAA� I AND 15TER5 5TEF/ rLANTE in 1 (53 5F) (1 17 SF) - - - - - - - - - - - - - - - - - OO"5rOUT5 'PROPERTY LINE� -j — . .-I- 11 IN *5 N 88*44*5 W - — - — - — - — - )* 30.00' 134-94' ELMC MrrM GAS METER EXISTING DOWN5POUT t FENCE ON PROPERTY UNE HATCH REPRESENTS AREA 12' Of NEW IMPERVIOUS SURFACE N.qh HATCH REPRESENTS AREA A A Of NEW CONSTRUCTION ENGINEERING FILTEIt ""' --- �E RREIT IT.% . E'\ E I -A 27,0"', A - T "'C" Or ILI. r- C. RUITRCE, -R. 1. WIRE 4T� XF-ROT u '0' R EADDIRLE.1 RICTER111-111 -L RAINTAII A A-AX S'AA' RALES TO NR-A EACRITY CC.-U IEI 'F ... R C.-EIR". '..'E E".. G ED DARIN -1 ""U"IT" C. ITT t1%, -I-TION PER- -1 - DE -D III A REGULAR PASUE TO HADINTAIN F311RAIDIN CITY TNSP IT5,11 REQUIRED DEN ALL ERRISM C ROOM 'EASUEER 2-RE VCRK CAN BEGIK -1-FAIIIII-1011 A �_o A A ENGINEEERON. ENGINEERING ZL ENGINEERING ENGINEERING A .(ONIEFUNG GENERAL NOTES NOTE 1, ALL THE D15TURBED SURFACE A?EAS WILL BE COMP05T AMENDED PEP 5MP DOE T5.13 2. PROVIDE EROSION CONTROL FILTER SOCKS TO ANY CATCH BASINS DOWIN15TRZAM FROM PROPERTY. 3. ORANGE PROTECTIVE BARRIER fENCING WILL BE PLACED AT OFIF LINE Of TREES TO REMAIN 4. SEE DETAIL E 1. 1 / A 1. 1 FOR CITY STANDARD SILT FENCE DETAILS 5. INSTALL AND MAINTAIN ALL'TE5C" MEASUREMENTS ACCORDING TO APPROVE[) PLANS, CITY OF EDMONDS STANDARD DETAJI-5, AND ALL OTHER MEASUREMENTS THAT MAY BE REQ'D DURING CONSTRUCTION G. THE! EX15TING DRIVEWAY MLL BE USED AS THE CONSTRUCTION ACCE55 FOP THE PROPERTY. PLEA5E PROVIDED FENCING AND FILTER 50CK5 TO ENSURE CONSTRUCTION 5TOPMWATEP 15 CONTAINED VICINITY MAP PROJECT SITE: 7�7- 5 ". Y -F-y N, 7,ElmWy �M Liz �A A, NA, PROJECT PARTICIPANTS PROJECT DATA OWNER: TYLER KIMBROUGH JURISDICTION ........ CITY OF EDMONDS, 1140 7TH AVE. S. SNOHOMISH COUNTY EDMONDS, WA 98103 PH: 651-210-8687 PROJECT 11407TH AVE S. CONTRACTOR: TBD ADDRESS .......... EDMONDS, WA 98020 TAX ACCOUNT NOS - .. - #00619400800300 ENGINEERING: CSES ZONING .... RS-6 6311 17TH. AVE NE SEATTLE, WA 98115 LOT SIZE ........ .. 55'X135' = 7425 SF PH: 206-527-1288 . 17 ACRES OCCUPANCY GROUP R DESIGNER / DRAFTSMAN: SHAWN SULLIVAN 4402 242ND PLACE SW CONSTRUCTION TYPE . . . TYPE V—NR MOUNT LAKE TERRACE, WA 98042 PH: (425) 870-0383 LEGAL DESCRIPTION SECTION 25 TOWNSHIP 27 RANGE 3 QUARTER NW YOSTS IST ADD TO EDMONDS PLAT OF BLK 008 D-00-LOT 3 LESS S 1OFT THOF PLUS PTN OF VAC ALLEY LESS 55FT OF LOT 3 TGW Ej VAC ALLEY ADNI THIRTO AKA LOT 3 CITY OF ED SP S-37-76 REC AFN 7610050117 IMPERVIOUS SURFACES SQUARE FOOTAGE BREAKDOWN NEW / EXISTING SQUARE FOOTAGE - LIVING NEW/ REPLACED IMPERVIOUS SURFACES EXISTING LOWER FLOOR 985 SF NEW BEDROOM/ DINING ADDITION EXISTING MAIN FLOOR 1288 SF 135SF (INCLUDING OVERHANGS) EXISTING STAIR I ENTRY 80 SF NEW COVERED REAR DECK / PATIO STRUCTURE NEW FOYER EXPANSION 15SF (INCLUDING OVERHANGS) 465 SF NEW LOWER FLOOR BEDROOM EXPANSION 115SF NEW SPIRAL STAIR 44 SF NEW MA N FLOOR DINING ROOM 115SF NEW M= FLOOR M. BEDROOM EXPANSION 116 SF NEW COVERED FRONT PORCH /STEPS NEW MAIN FLOOR BEDROOM BAY WINDOW 11 SIF (INCLUDING OVERHANGS) 73 SIF TOTAL LIVING 2725 SF NEW FOYER EXPANSION 15SF NEW MAIN FLOOR BEDROOM BAY WINDOW EXISTING GARAGE 440 SF (INCLUDING OVERHANGS) 29 SIF EXISTING PROTABLE SHED 8X8 64 SF NEW ROOF OVERHANG AT M. BEDROOM EXPANSION 100 SF NEW FOOTAGE -CITHEIR NEW FRONT SIDEWALK /STEPS 117 SF TOTAL NEW IMPERVIOUS SURFACE 978 SF NEW FRONT PORCH /STEPS 53 SF NEW LOWER FLOOR CONCRETE REAR PATIO 322 SF 978 SF � 2000 SIF NEW ALLOWED THUS NO DRAINAGE PLANS REDD NEW MAIN FLOOR COVERED REAR DECK 368 SF NEW ROOF TOP DECK 228 SF NEW FRONT SIDEWALK /STEPS LOT COVERAGE JUL I BUILDING FOOT PRINT (INCLUDING GARAGE)- 1621 SF LOT SIZE- 7425 SF FRONT PORCH /STEPS - 53 SF 322 SF 2060 / 7425 =.27 OR 27 % LOT COVERAGE APPROVED BY PLANN 64 SF 27% < 35% ALLOWABLE THUS OK 2060 SF zone &S Comer v I Flag EJ ACCEPTABLE TIGHTLINE MATERIAL REAR CONCRETE COVERED PATIO - $DR 35 PORTABLE SHED - SCH 40 "- 12 TOTAL LOT COVERAGE F810 HANCOF Applicant shall repair/replace all dam to OWNERCONTRACTOR IS RESPONSI BLE '990 utilities orfrontage improvements in City MH LWXM ALL 1*411 MMM FOR EROSION CONTROL AND DA MAGE right-olf-wary per city standards that . Is caused KILWATOPWAMN 70 ANY Vill" _or occurs during the permitted project 111w KWW NPAPM ~ REVISIONS: 1. CD SET �UBMITTAL 04-204017 2. RESUBMITTIED06-26-207 3. 4. 5. LU Uj a- (3) L) C: (3) 0::) .00 (D 0 E ry a) UO) z 0 CD 0 E �e im z D LU 017 W G -14 DATE: 02-2016 DESIGNED: SLS DRAWN: SILS APPROVED BY ENGINEERING Setbnks Reguired Actugl R 2,21 U 3 JOB Na 2016-04 Front Sides -741e— JUN Z 9 2017 SHEE Rear is, vj 5'r, �R'l Date: _2Z Other — BUILDING DEPARTNIFENT CITY OF EDMONDS eight -- 'L5 f5Lb2,L�ij-b650 FOUND 4"X4"CONCRETE MONUMENT WIr BRASS DISC WIPUNCH, IN CASE, DOWN 0.2- F 1p: -3D- ei T! 8 ;z zi ""'o BASIS OF BEARING --_.!N!8S'43';t77 W FIRST 330.11' 269.72' S 88-'IV31- E 329.70'—ELMST FOUND IRREGULAR SHAPED CONC ETEMONUMIENTW/LEADAND TACK, IN CASE, DOWN 1.0- SAW FOUND IRR83ULAR SHAPED CONCRETE MONUME W/2' DOMED BRASS DISC W/PUNCH, IN CASE, DOWN 0.9' 1140 7TH AVE S EUEV:. 201.30 SET NAIL IN PAVEMENT 20 0 40 66 Scale 1" 2 0) MERIDIAN ASSUMED DATUM NAVD 88 LEGAL DESCRIPTION FROM STATUTORY WARRANTY DEED RECORDING NUMBER 201206120683 LOT 3 OF CITY OF EDMONDS SHORT PLAT NO. S-37-76' RECORDED OCTOBER 5. 1976 UNDER RECORDING NO. 7610050117. RECORDS OF SNOHOMISH COUNTY. WASHINGTON; SITUATE IN THE CITY OF EDMONDS. COUNTY OF SNOHOMISH. STATE OF WASHINGTON. LEA3END EFNC BOARD FENCE 0 SET 112- X 24- REBAR WITH 1 314- PLAS77C CAP STAMPED "TYEE LS 29276' X SET LEAD AND TACK WIWASHER STAMPED -rfEE LS 29276" FOUND MONUMENT AS DESCRIBED BLDG HATCH F T-I CONCRETE HATCH GRAVEL HATCH Li m EQUIPMENT & PROCEDURES FIELD SURVEY CONDUCTED USING A COMBINATION OF GPS USING A REFERENCE NETWORK AND A 5* ELECTRONIC TOTAL STATION WAS USED FOR THIS FIELD TRAVERSE SURVEY. SURVEY PROCEDURES MEET OR EXCEED STATE STANDARDS AS SPECIFIED BY WA.C. 332-1130 WITH REGARD TO LINEAR AND ANGULAR CLOSURES. ALL MEASURING NSTRUMENTS FOR THIS SURVEY HAVE SEEN MAINTAINED ACCORDING To MANUFACTURES SPECIFICATIONS AND HAVE BEEN COMPARED WITH A NATIONAL GEODETIC SURVEY CALIBRATED BASELINE WITHIN THE LAST 12 MOMS. GENERAL NOTES 1. THIS MAP DOES NOT PURPORT TO SHOW EASEMENTS OF RECORD, IF ANY. 2. MONUMENTS VISITED IN APRIL 2016 3. SEE RECORD OF SURVEY FOR ADDITIONAL SURVEY DATA. PARCEL NUMBER 00619400800300 SW1/4, NW1/4, SEC. 25, T. 27 N., R. 3 E., W.M. CITY OF EDMONDS, WASHINGTON SITE PLAN for TYLER KIMBROUGH DRAWN DWL -CHKD B Fnmnmn.q wARmimnTom a— TG Tyee Surveyors PROFESSIONAL LAND SURVEYORS 10007 GREENWOOD AV NE, SEATTLE, WA. 98133 (206) 525-3M DATE: JOB NO.: 4-27-2016 16069 SCALE: SHEET". 11. = 20' 1 REVISIONS: 1. CDS -SUBMITTAL 04-20-2017 2. RESUBMITTEI)0�2-017 3. 4. Uj 0. (D 0 C: p C\I (3) 0 Z:) 0 Cf) C> Do (m ry E a) Uj C 0 r C6 0 z 0 0 E V w ry D co CITYCOPY DATE: 02-2016 DESIGNED: SLS DRAWN: SLS 73U'� JOB NO: 2016-04 JUN 2 9 2117 SHEET: BUILDfN1DEP—,n Iff ITYOFE§ C "�:%, I A1.2-- REVISIONS: 1, CD SET �SUBM17llAL 04-20-2017 2, RESUBMIWED08-26,2017 At 3. Kimbrough Residence VV, S CO SID 70 C71 4. 5. CO Remodel / Addition W LU LU 0 1140 7th Ave. South 0- Edmonds, WA 98020 Nis ABBREVIATIONS PROJECT PARTICIPANTS PROJECT DATA DRAWING INDEX 21 EXISTING L LENGTH BCD SEE CIVIL DRAWINGS OWNER: TYLER KiMBROUGH PROJECT 1140 7TH AVE. SOUTH ADDRESS EDMONDS, WA 98020 ARCHITECTURAL V & AND ANGLE (E) EA EACH LAV LAVATORY SCH SCHEDULE PH: 651-210-8687 .......... A COVER @ AT ECS EROSION CONTROL BARRIER UP LINEAL FOOT SO SMOKE DETECTOR JURISDICTION ............ CITY OF EDMONDS, Go NSTRUCTION AND SEQUENCING NOTES D AMETER ELEC ELECTRICAL LPG L QUID PROPANE GAS K SECT SECTION SNOHOMISH COUNTY OA S ITE PLAN DEGREE ENG NGINEER(ING) EQUAL LVL M AX LAMINATED VENEER LUMBER MAXIMUM S S ED EE ELECTRICAL DRAWINGS SF SQUAREFEET CONTRACTOR: TO BE DETERMINED TAX ID NOS ......... #00619400800300 1 SURVEY # POUND OR NUMBER SQUAREFOOT EQ EXT E EXTERIOR MB MACHINE SOLT SH SINGLE HUNG LOT SIZE A1.3 AVERAGE GRADE I BUILDING HEIGHT AB ANCHOR BOLT FAU FORCED AIR UNIT MECH MFR MECHANICAL MANUFACTURER SHT SHEET Sim SIMILAR ........... 7425 SF OCCUPANCY A2'O A2.1 LOWER I MAIN FLOOR -ASSUILT-DEMO PLAN EXISTING EXTERIOR ELEVATIONS ABV ABOVE FD FLOOR DRAIN MINIMUM SL SLIDER ENGINEERING: CSES GROUP ........ R LOWER FLOOR PLAN ACOUS ACOUSTIC ACT ACOUSTIC CEILING TILE FE FF FIRE EXTINGUISHER FINISH FLOOR MIN 'E MSC MISCELLANEOUS SMD SEE MECHANICAL DRAWINGS 6311 17TH AVE NE ZONING RS-6 f UPPER FLOOR PLAN AFF ABOVE FINISH FLOOR FG FULL GLASS M813 MODULAR SMS HEET METAL SCREW S SEATTLE,'WA98115 PH: 206-627-1288 ........ EXTERIOR ELEVATIONS ALUM ALUMINUM FHWS FLAT HEAD WOOD SCREW MTD MOUNTED SPD SEE PLUMBING DRAWINGS CONSTRUCTION TYPE TYPE V-NR A3.2 EXTERIOR ELEVATIONS ARCH ARCHITECTURAL FIN FINISH MTL METAL SPEC SPECIFICATIONS ....... A4.1 BUILDING SECTIONS AWN AWNING FLR FLOOR MUL MULLEDWINDOW SS STAINLESS STEEL STD STANDARD DESIGNER DRAFTSMAN: SHAWN SULLIVAN WATER .............. IN ROAD A4*2 A5.1 WALL SECTIONS WINDOW SCHEDULE BD BOARD SIP BIFOLD FOC POP FACE OF CONCRETE/COLUMN FACE OF FRAMINGIFINiSH (N) NG NEW NATURAL GAS STK SELECT TIGHT KNOT 4402 242ND PLACE SW SEWER ............... IN ROAD p BLDG BLKG BUILDING BLOCKING FOIC FURNISHED BY OWNER, INSTALLED NIC NOT IN CONTRACT STL STEEL MOUNT LAKE TERRACE, WA 98042 GAS IN ROAD a) :0) BLW BELOW BEAM FOS BY CONTRACTOR FACE OF STRUCTUREISTUDISTEEL NOM NITS NOMINAL NOT TO SCALE STRUC STRUCTURAL STS SELF ING SCREW PH: (425) 870-0383 ............... STRUCTURAL Cn OCO, 0 M BM BTM BOTTOM FT FO OR FEET OT OC ON CENTER SV SHEETTAVPINPYL DRAJNAGE SYSTEM ......... EXISTING SPLASH BLOCK (j) E BUR BU LT -UP ROOFING FTG FOOTING 0 D OPH OUTSIDE DIAMETER OPPOSITE HAND T PERED (T) EM T&G TONGUE & GROOVE S1 ROOF FRAMING / UPPER SHEAR WALL PLAN Lj CENTERLINE FX FIXED GLASS OS ORIENTED STRAND BOARD TBD TO BE DETERMINED PROJECT DESCRIPTION S2 UPPER FLOOR FRAMING / LOWER FLOOR SHEAR WALL PLAN CLG CEILING C UR CLEAR GA G LV A GA GE U GALVANIZED PH H DWARE PANIC AR OF TOO Top CONCRETE S3 FOUNDATION PLAN (6 AN INTERIOR AND EXTERIOR REMODEL OF AN EXISTING (2) STORY CMU CONCRETE MASONRY UNIT GLB GLULAM BEAM P PLATE TOp TOP OF PLATE GSM GALVANI ED SHEET METAL PLAM PLASTIC LAMINATE TOF TOP OF FLOOR Z S4 BE STIR CTURAL DETAILS U STRUCTURAL NOTES /SHEAR WALL SCHEDULE 0 COL COLUMN COMP COMPOSITE GWB GYPSUM WALLBOARD PLWD PLYWOOD TOS TO OF SLABISTEEL P RESIDENCE TOINCLUDE THE FOLLOWING: z CONIC CONCRETE CONT CONTINUOUS GY HC GYPSUM HOLLOW CORE FIR PSF PAIR TOW TOP OF WALL POUNDS PER SQUARE FOOT TS TUBESTEEL NEW UPPER FLOOR MASTER SUITE ADDITION / EXTENSION OVER GARAGE 0 C) CS CASEMENT HDR HEADER PT PRESSURE (PRESERVATIVE) TYP TYPICAL W/ NEW GABLE ROOF STRUCTURE. 0 4 CPT CARPET HHS HEX HEAD SCREW TREATED UNO UNLESS NOTED OTHERWISE NEW FOYER ADDITION /EXTENSION W/ NEW FRONT PORCH, SIDEWALK DEL DOUBLE HKII HOLLOW METAL REINF REINFORCING VERT VERTICAL AND COVERED ROOF STRUCTURE. w DEMO DEMOLISH HORIZ HORIZONTAL RET RETAINING VIF VERIFY IN FIELD A LOWER FLOOR REMODEL TO INCLUDE A NEW BEDROOM SUITE LEGAL DESCRIPTION DET DETAIL HVAC HEATINGNENTILAT ON/ RHWS ROUND HEAD WOOD SCREW VPF VEGETATION PROTECTION FENCE W WIDTH ADDITION, MECHANICAL ROOM AND MISC. FRAMING ALTERATION TO THE DH DOUBLE HUNG DIM D MENSION AIRCONDITIONINGI INSIDE DIAMETER RM RO ROOM ROUGH OPENING w/ WITH REMAINING BEDROOM, BATHROOM AND ENTRY HALL. (FINISH UPGRADES). NEW LOWER FLOOR REAR PATIO ADDITION. �D RWL RAINWATER LEADER WD WOOD CWG DIRAWING NEW UPPER FLOOR DINING ROOM ADDITION AND KITCHEN REMODEL INSUL NT :NSULATION NTERIOR SC SOLID CORE WT WEIGHT (FINISH UPGRADES) SECTION 25 TOWNSHIP 27 RANGE 3 QUARTER NWYOSTS ISTAOD NEW UPPER FLOOR REAR COVERED DECK ADDITION TO EDMONDS PLAT OF BILK 008 D-00-LOT 3 LESS S 1OFT THOF PLUS NEW ROOF TOP DECK W1 CUSTOM SPIRAL STAIR CASE ACCESS PTN OF VAC ALLEY LESS 55FT OF LOT 3 TGW Ej VAC ALLEY ADJ THR NEW WINDOW UPGRADES TO AKA LOT 3 CITY OF ED SP S-37-76 REC AFN 7610050117 NEW EXTERIOR MATERIAL UPGRADES VICINITY MAP SYMBOLS DRAWING NUMBER REVISION REFERENCE A— REVISION NUMBER B L.,.. SECTION UI I OR WALL SECTION SHEET NUMBER MASONRY REFERENCE Dw'� N.d- FFP1- STRUCTURA L CONCRETE i Li� L DRAWING NUMBER REFERENCE fk F I is -f CITY COPY EXTERIOR ELEVATION GRIDS T INSULATION (LOOSE OR BATT) REFERENCE SHEET NUMBER INSULATION (RIGID) CITY OF EDMONDS GRID LINES LOCATE FACE OF FRAMING AND/OR CI BUILDING DEP MENT G I DRAWIN NUMBER AT FOU )ON STEM WALLS UNO NO Effl-M EARTH El. w-y WORK ADDRESS vt::: <- ClEA—VE INTERIOR ELEVATION 4 A 5:1 2/ REFERENCE TRUE NORTH U lh M, OWNER I Z Uj SHEET NUMBER SAND/ PLASTER/ MORTAR �-Z APPROVED DATE: DRAWING NUMBER NORTH ARROW NORTH ROCK FILL BLDG. OFFICIAL: L IC U) DETAIL REFERENCE SHEET NUMBER METAL (LARGE SCALE) El. 8, El�Sl El. 31 PERIM11' R NUMBE UP 7R STAIR DIRECTION, # RISERS & TREADS 11T GYPSUM WALLBOARD 2 1 4' > Ell" pi 0 ROOM NAME & NUMBER ROOM FINISHED WOOD DOOR REFERENCE REFERENCE LETTER 101 STRUCTURAL WOOD EIMPI PROJECT LOCATION EQUIPMENT NUMBER (CONTINUOUS MEMBER) WINDOW REFERENCE REFERENCE NUMBER rz<Z::] STRUCTURAL WOOD CENTER LINES, FLOOR LINES (NON -CONTINUOUS MEMBER) AT EXTERIOR ELEVATIONS, DATE: 02-2016 WALL TYPE WALL TYPE PROJECTED LINES PLYWOOD PROPERTY LINES, BOUNDARY LINES IM TILE (CERAMIC) DESIGNED: SLS DRAWN: SLS KEY NOTE REFERENCE REFERENCE NUMBER JOB NO: 2016-04 HIDDEN LINES - - - - - - - - - Z� PIZ El: a U B EET wo JUN Z 9 �jfllf CASEWORK REFERENCE SCHEDULE NUM13ER BREAK LINES BUNLIDNG DEPAR;IAENT 0 Ck WINDOWTYPE Ty F EDMO S 1. cosu�uamirrAL04-20.2017 2. RESUBMI�ED 0�26-2W A ENGINEERING GENERAL (4 CONSTRUCTION SEQUENCE NOTES CONSTRUCTIONSEQUENCE NOTES 1. SCHEDULE A PRF-CONSTRINTION MEETING WITH CITY ENGMEERING DIVISION AT 425-771-0226, Exr. 1326. TWO DAY (49 HRI NOTICE 13 REQLTMED- 2. REVIEW TEMIPORARY EROSION AND SEDIMENT CONTROLNOTES. 3. CAM FORUT= LOCATES. 4. INSTALL TESC N[EASURES AND MAINTAIN DUST CONTROL WHME PREVENTING DISTURBANCE OF ANY AREAS OFF. THE CONSTRUCTION* ZONE. 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY.4 EDMONDS cny ENGINEERING INSPECTOR- Am TEMPORARY SEDDAENTATIONAND EROSION CONTROL NIEASURES MUST BE IN PLACE AND INSPECTED PRioRro ANY CONSTRUCI"IONCIR-SITE CLEARING RROSIONANDSEDIMENTATION coNmoLPRAcrwmAN)YORDMcEssiLULBF.MAMTAUiMU,nM,. PER2vLkNENTVEGErATICNISESTABLL9BM. &DEMOLISHEMSTINGSTRUCTURES 7 ROUGRGRADE,SIMASREQUEEDTO,INSTA.LLII)RAMAGEFFATURES- .9. CLEAK.CRUB & ROUGH GRADE SITE. REVESETATE, DISTURBED AREAS NOT SUEUECT.TO ADDITIONAL SURFACE DISTURBANCE MUDIAT&Y AFTERROUGH GRMINGT (OUIER EXPOSED AREAL SHALL. BE STABILIZED PER EROSION CONTROL NOTES BELOV) 9. INSTALL mim AND OTHER sm wwvEmmrs, iNcLuviNqFRonAuE MMOVENIENTS. 13. STABILIZE AND CONTOST AMENDAIL EXPOSEDSOILIS PRIORTO: REVEGETATION OF ENTIRE SITE. 14 ESTABLISH LANDSCAPING AND PERN[ANENT VEGETA-RON All, TEMPORARY EROSIONcoNTROLMEASUREs sHAiLBEREmovEDuPoNFTNALsrrE sTABiLizAnoNANDArpRovALBycrryiNs=oiL GENERAL CONSTRUCTION NOTES GE%T,RALN'OIES 1. ALLMATERIALS AND WORK SHOWN ONTHESE PLANS SHALL CONFORM TO THE CITY OF. EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING spEcmcATjoNs AND CODES, AND ALL oTHERAPIucABlElOcAL M[MCIPAL, STATE, AND FEDERAL CODES. RULES AND REGULATIONS: CURRENT INTERNATIONAL BUILDING CODE (IBC) 2016 WSDOTIAFWA STANDARD SPE CIFICATTONS FOR ROADi BRIDGE AND MUNICIPAL CONSTRIXITON WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWAMM MANAGEIAMU MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD pLANAND TypENUMBERS MICATED ONnEsEDRAwjNGs REFERTO CITY OF EDMONDS STA24DARD DETAILS, UNLESS NOTED OTHEPVME 3..ACOPYOFTBESEAPPROVF2DPLAM=T.B.EoNVMIOBSTMSI.MCM OONSTR.ucnON IS IN PROGRESS. 4. DEVIATIONS, FROM THESE PLANS MUST BE APPROVED BYTHE ENGRWIEROF RECORDAND THE LOCAL GOVERNING AUTHORITY 5. CONTRACTOR SMALL RECORD ALL APPROVED DEVIATIONS FROM THESE FIANS ON A SET OF 'AS -BUILT! DRAWINGS AND SHALL SUZ&AARRE AIL AS - BUILT C ONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR suBmrrTAL To THE OWNER PRIOR FRojEcr commEnom AND ACCEPTANCE A SET OF AS-BUMT DRAWINGS SHALL BE suBNn= To THE CITY OF EDMONDS PRIOR TO FINALL APPROVAL OF TEE BUILDING OCCUPANCY/PINAL PROJECTAPPROVAL 6. ELEVATIONS SHOWN ARE INFEET. SEE SURVEY FORBENCHMIARK INFORMATION. T THE LOCATIONS OFEXISTINGUTELITTES AND SUE FEATURES SHOWNHEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY 01 OBTAR14ED FROM ----vD=rnunqA QT.TnTTnTRPR=ni?y;nT7r.cw.qTnPRTzn VERIFY I OCATION, DEEM SIZE, TYPE AND CONDITION OF EXLSTING UTILITY LINES AT CONNECTION 0 R CROSSING POINTS BEFORE TRENCHING FORNEW UTTTITTE& ENIGHqEERASS=SXORESPONSE3RXlYFORTIHE FEATURES PRESENTED ON THESE DRAWINGS. ]ENGINEER SHALL BE NOTIPII MWEDIATELY OF CONFLICTS THAT AME. S. CONTRACTORSHAIL LOCATE AM PROTECTALLUT311TIES DURING� CONSTRUCTION AM SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (I MO-424-5555) AT LRAST 48 HOURS PRIOR TO CCNSMUCllON- 9. CONTRACTORSHALLVERIFYALL CONDITIONS AND DZMNSIONSATTHE PRojEcTsrmBEFoREsTARTiNGivoRKANDsKA.LLNo=owNEP,s REP'RESENTATIVEOFANYDISCREPANCIES 10 PIPELENGTHS WHERE SHOWAREAPIPROXIMATEANDMAYCHANGE DUE TO I= CONDITIONS. 11; CONTRACTOR SHALT. OBTAIN A COPY OF THE GEOTE=CAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF V,11171 THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT, COIRMIMCE WITH THERECONUvMNI)ATIONS OF THIS REPORT 12. STRUCTURAL FILL MATERLAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECTGEOTECHNICAL REPORT. .13. SUBGRADE SOIE A IN AIL AREASWHERE RAIN GARDENS, INFU-TRATION OR PEFLVIOlUSPAVE]vffiNT IS T0.13E PLACED SHALL BE DELINEATED AND PROTECTED AT ALL TIMES FROM CONIPACTTVE ACTIVITIES (i.e. HEAVY EQUIPMENT, STOCKPILJNG). MANHOLES, CATCH BASINS, U=EES AND PAVEMENT SHALLBEARON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OIL COMPACTED STRUCTURAL FELL. IF SOIL IS DISTURBED, S0Fr, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION REMOVE AND RBPLACE WITH CONTACTED STRUCTURALFILL PER GEOTFCkMCAL REPORT 15. SEE SURVEY AND ARCHITECTURAL DRAVMGS FORDIMENSIONS AM LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER:PROPOSED OR EMTING SITE, FEATURES. a SEE ARc=cTuRALDRAwjNGs FORPERSETERFOUNDATION DRAINS. FOUNDATIONDRAINS SHALLBE IISIDEPENIDENT OF OTHER SITE DRAIN I S AND SHALL BE TIGHILINED TO TIE STORMDRAIN SYSTEMWEERE INDICATED ONTHEPLANS. 17. ALL REQUIRED STORMWATERFACZXIIES MUST 13E CONSTRUCTED AM IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEM[ENT UNLESS OTHERWISE APPROVED BY THE ENGITiEER. 19. ALL ROOF DRAMS, PERIMEMYOUNDATION DRAINS, CATCRTIASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYS Mi. UNLESS NOTED OTHERWISE. 19 ALL FOOTING DRAINS SMVINGBUILDINGS, WALLS, ROCKERIES, ETC SHALL CONNECT TO THE DRAINAGE SYS112el DOWNSTREAM OF THE SITE STORWATER DETENTION SYSTEML 20 CONTRAC17OR SHALL OBTAINAND PAYFOKAILL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMFR0VM4ENTS INDICATED ON THEM DRAWNGS. 21. ASEPAP-ATEMMGATIONPERbUrW=BECOTAMM;FROMTHECrrypLIBUC. WGRKsDEPARTMENT PRIORToFiNALcoNsTRucnoNAccEprANcy, PROVIDE TO TEE CITY wATERQUALITY TECHNICIAN, ACOPY OF THE BACEFLOW TEST REPORT TEST REPORTS CANSE FAXIED70425-744-&570R MLULMTO=XQR�LM0NDSWA-G0V RACKFILOWTESTINGSHAIL BE, COMPLETED BY TIM OWNER ANNUALLY THEREAFTER. 22 ASAAMMAUN[REQUIREMENT, ALLDISTURBEDAREASONAND OFF SITE� SHALLBERETURNEDTO THE EQUIVALENT OF-THEIRPRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATIE REQUIREZYMNTS AND STANDARDS. 23. AILDISTURIKED SOIL AREAS SHALL BE CONRIOST AMENDED AND SEEDED OR STABILL7ED By OTHER ACCEPTABLE YTETHODS FOR TEE PREVENTION OF ON - SITE EROSION AFTER. Tim coNEPLETION oF coNSTELuCTION. SEE. EROSION CONTROL PLANS FOP, SPECIFIC GRADING AND EROSION CONTROL REQUIREMEMS. 24 THIRCONTRACTOISHAIL CFF-SrrE STREEM'S CLEAN AT ALL TD&S BY SWEEPING WASEING OF THESE STRIMTS WILL NOT BE AILOWEDaMOUT PRICRAPPROVAL. 25. THIS PROJECT ISNOTA BALANCED EARTHWORK11ROJECT BOTHEXPORT AND IMPORT OF SOIL AND ROCKMATERIALS AREREQUIRED. 26 SLOPE OF FINISHED GRADE SHALLBE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 2.7 FRUMMGRADF-SHALLSLOPEAWAYFROMBUaDIKGWALISATNUNDEM 5%SLOPEFORANIDMIUMINSTANCEOF 10FEET, 28. CONrRACMRSM4.LLBEREOONSMLEFOP.ANDSHAUINSTALLAND MAINTAIN SHORINGAND BRACING AS MCESMY TO PROTECr WORKERS EXISTINGHURDINGS, STREEM, WALKWAYS, UTILITIES AND OIHEREMTJNG AND PROPOSED MiPROVENCENTS AND EXCAVATIONS AGAINST LOSS OF GROUND ORCATING ENSANfUdEN17S. 0ONTRACTORSHALLAISOBF RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 29. CONTRACTOR SHALL OBTAINAPPROVALMMTHE CITYAND FOLLOW CITY PROCEDURES FORALL WATER SERVICE INTERRUPIIONS� HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER-ACCESSRESTPICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMIINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FRml TIM FIRE MARSHAL 30. COORDINATEAND ARRANGE FOR AT L DTILITV CONNECIIONS, unirlY RELOCA-71ONS AND,'OR SERVICE INTERRUPTIONS WITH THE AMCTED OWNERS AND APPROPRIATE UTILITY CONWANIES. CONNECTIONS TO 'q44 4. 0 '*9t/ mv. "o P, 9&& -4'D ""z'D 44,62- "o"Z. C, �/o� op ---_�Okp 'V POy P41% C EmTlgGura=ssRALLBEmADEoNLywniiADvANcEvauTTEN APPROVAL OF THE AumoRrIms GovERNjmG SAID urnmEs. 31. ALLvrmnm sHALLBEPLAcmumERGRoum. 3Z EXESTIMr.UMMLUiM]NSMVICEIVIECHAREDAMArMMETO� OONSTRUCnONWORKSHALLMEmAmmArcoNTBAcrowsEmmEAND mPEcrfmANDAocEnmByaryoFEDmomsANDomqms REPRESENTATIVE PRIOR TO BACKFRLING- I � 31 NEW UTILITY LO CATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENWNS ARE INDICATED. LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNERS REPRESENTATIVE AND CITY- 34. FIELD sTAxE ALL urmny STUBS AT THE ERopzavLm� 35., TRENCH RACK1111. OF LTITTITIEs LOCATED WITHIN THE CITY RIGHT-OF-WAY SHALL ]BE coymcm To 95%. coNpAcmN TEST REPORTS SHALL BE PROVIDED TO THE CITYTRIOR TO PAVING. 36 tvmnNEwpeEciRARsANExEgrjmGoRmEwurz=BY6,,oRLEss, PLACEPOLYMnIZM.PLASTTCFOAMAS,ACUSMCNBPTWPMMM UTxrrlmlg- 37. SEE MECHANICALDRAWINGS CkVHERE APPUCABLE)FoRCONTINUAnDNOF srrEuTrLrrTE&wnmvTHBBuu-DiNG-, 38. SEE RIJECTRICAL DRAWINGS (WHERE APPLIcABLE)mItExrEnoR FTE TRICALWORK 39. SEE LANDSCAPEDRAWINGS I W I HEREA . PF , LI I C . ABLE . FORSITE . 1WRICIATION SYSTEYL 40 PIPE MATERIAL AND SIGNAGE SLTMMALS SHALL BE pRovIDED To Crry I ENGDUKMVGDIVISIONFOR-APPROVALPMORTOINSTALLAlTON uj UJ 0. rZ U) CD o 00 (3) 0 U) (3) E < (D Ld Zl> > < T Z r-- 0 0 o :E 0 < .4 E �e z 0 U) z 0 C) -1: uj (D U) LLJ 0 z (D z C) z w cl) DATE: 02-2016 DESIGNED: SLS DRAWN: SLS JOB NO: 2016-04 JUN z 9 'ING Mac;�m"envx 1 . 0 KIMBROUGH REMODEL AVERAGE GRADE / MAX BUILDING HEIGHT STUDY PARCEL# 00619400800300 uj IZ 00 0 �' L6 r— Lr) � 0 EL FCIkT�A '�M]� TBM-B ELEV: 201.09 SET HUB 134.00 N 89*44'44" W PROPERTY LINE 201.4 ----------- 5 203.3 p P05ED 2 SFOKY BEDROOM AND D NING ROOM ADDITION PROPOSED MASTER LJNCON�EUD DECK BATh ADDITION ABOVE AND �0" OVERHANG REMAINING OPERTY LINE N 88*44'59" W 134.94' EXISTING GARAre I I �1111NG DNIIWAY ff OA51VIENT 203.3 ri EX15TING r POSED L HOME A'0Drf'10N F`OOTPPINT 67M9N—d'— PARCEL# 00 #00GI9400500300 :— U-i Ln (Li 01 z 7VFZ7AW7 — — — — — C - — - — - — - — - — - — - — - — - — - — - — - RECTANGLE CONTAINING PPOP05ED AREA BUILDING OUTLINE TO INCLUDE ADDITION5, COVERED DECK5 AND ROOF OV`fRHANG5 NOT EXCEED 30' C R�� ---SITE PLAN Scale: 1 1 0�4' North 1� i u- 30.00' TBM-� ELE1. 201.30 SET NAIL IN PAVEMENT AVERAGE BUILDING ELEVATION CALCULATIONS A = 201.40 B = 203.30 C = 205.80 D = 205.00 TOTAL: 815.5 815.5 4 AVERAGE GRADE= 203.87' BUILIING HEIGHT MAX.— 25 FT ABOVE AVERAGE GRADE MAXIMUM BUILDING HT= 228.87' PROPOSED BUILDING HT= 227.0' -144 4, 01 4"q '-0 "�40 o PR 2 1131 u B) JUN 2 9 2017 BUILDING DEPARTMENT CrFYOFEMMONDS REVISIONS: 1 . CD SET �SIJBMITTAL �20-2017 2. RESUMTTED06.264017 3. 4. 5. uj Lu 0. C cc,:4, 75 :D C� 0 0 00 (D 0 E Uj C6 0) F— Z :3 0 0 < E v w z U) w z (n Q 0 w :D 0 z < < L) DATE: 02-2016 DESIGNED: SLS DRAWN: SLS JOB NO: 2016-04 SHEET: A1.3 DEMO EXISTING CONCRETE PATIO. ROCKERY, AND DECK STRUCTURE AS RECeD TO ACCOMMODATE NEW CONSTRUCTION. - REMOVE rXI5T HOT TUB ' T I I T I I L DEMO FX15TING EXTERIOR �R WALLS AS "M TO ACCO�'�66TTI! FROF06121) NEW CONSTRUCTION. - TIE NEW SEWER INTO EX15T. SEWER LINE AS RECID TO ACCOMMODATE NEW BATH. /-D'\ IV - STORAGE -n L- — — — — — — — DEMO WAL AS REC`D FOP NEW MECH ROOM ACCESS FAMILY ROOM REMOVE FX15TING 1URNACE AND DUCTING AS REQT) REMOVE EXISTING WINDOWS WALLS AND SAW CUT FOUNDATIOZIN 41 11 e - - -1 HALL WALL AS RECID TO INSTALL NEW WINDOW5 AND FRENCH DOOR. RJRN L F — fl — — — 1 - � -1 - - FRMC CLO ET - �7 ANTE - r� ROOM IN '-L DEMO EX NG RPLC INSERT HEARTH ANDL,:�� I SURROUND WALLS GARAGE LINEN 13ATH F4iv"� F7)) \ 11: / X \ TT 11111 F� 7 iFOYER r ' 17 LAUNDRY ROOM DEMO EX15-11NG EXTERJORA M NTERIOP REMOVE ALL PLUMBING WALL5 AS REO'D TO ACCO MODATE PPOP05ED NEW CONSTRUCTION. FIXTURES AND FIN15HE5. PREP SPACE FOP NEW UPGRADES " i vi 11 OWER FLOOR- ASBUILT-DEMO Kimbrough Residence Scale: 1/4" = V-0" North STP DEMO EXISTING DECK STRUCTURE AND EXT ERJOP WALLS AS REQ'D REMOVE! UPPER WALLS AS REOD TO ACCOMMODATE NEW FULL LENGTH SIDE. SEE STFUC. REMOVE EXIST. GARAGE DOORS REMOVE EX15TING COLUMNS AND SUPPORT BEAMS. PROVIDE SHORING AS RECrD. SEE 5TRUC. nqw DEMO EX15T FRONT PORCH, STEPS. 51DEWALK AND ROOF 5TPUCTURE TO ACCOMMODATE NEW FOYER AND FRONT PORCH EXPANSION / ADDITION F—TER, REMOVE EXIST WINDOW, DOOR AND FRAMING TO ACCOMMODATE PROPOSED FOYER EXPANSION DEMO LOWER STEPS AND WALL TO ACCOMMODATE NEW EXPANDED FLOOR PLAN LAYOUT C �Sr DEMOLITION NOTES. 1. REMOVE ALL EXISTING SIDING TO ACCOMMODATE NEW INSTALLTIONS.SEE EXTERIORELEVAT(ONS FOR DETAILS. 2. REMOVE ALL EXTERIOR WINDOWS TO BE REPLACED WITH NEW. SEE PLANS IWINDOW SCHEDULE FOR LOCATIONS. 3. REMOVE ALL INTERI R ANDEXTERIOR DOORS TO BE REPLACED WITH NEW. SEE PLANS FOR LOCATIONS. 4. REMOVE ALL EXISTING COMPOSITION ROOFING MATERIAL. S.. REMOVE EXISTING FURNACE AND HVAC DUCTING AS REQUIRED TO ACCOMMODATE NEW 6. SEE DEM DEMO PLANS FOR OTHER MISC. ITEMS TO REMOVED. I.DASH LINES INDICATE ITEMS TO ---- DEMOUSHEDIREMOVED. G. PROVIDE SHORING METHODS AS NECESSARY PRIOR TO REMOVAL OF STRUCTURAL WALLS IBEAMS. 9. REMOVE ALL ELECTRICAL. PLUMBING, CARPET, DOOR TRIM, BASE MOLDING AND DRYWALL AS REQUIRED TO ACCOMMODATE THE NEW CONSTRUCTION. COORDINATE W1 ELECTRICAL AND PLUMBING CONTRACTOR. 10. REMOVE ALL EXISTING ROOF GUTTER AND DOWNSPOUT SYSTEM. REMOVE ALL EXIT. KITCHEN cAmwom APPLIANCES AND FINISHES. o DII \�111 RC LIVING ROOM TO INSTALL NEW NANA-WALL REMOVE WINDOWS AS REQ'D DOOR SYSTEM N 0 "'�19�tJ4 1%, �t 4 0? GARAGE WALLS BELOW TO REMAIN DEMO EXISTING EXTERIOR/ INTERIOR WALLS AS RECID TO ACCOMMODATE PROPOSED NEW CONSTRUCTION, ER BEDROO u- -1 F-= MASTER CLO5. L! 4 -E`p I 11 11 IL -J-�T I BATH REMOVE ALL PWMbING FIXTURES AND FINISHES REMOVE EX15T WINDOW, DOOR OPEN TO BELOW AND FRAMING TO ACCOMMODATE PROPOSED FOYER EXPAN51ON HALL umN 13EDROOM BATH X/ REMOVE ALL PLUMBING FIXTURES AND FINISHES. PREP SPACE FOR NEW UPGRADES MAIN FLOOR- ASBUILT-DEMO �JL.) Kimbrough Residence Scale: 1/4"= 1�0" North REMOVE EX15T VONDOW AND FRAMING TO ACCOMMODATE PPOP05ED BAYMONDOW Piz r-- 1, j-'U, E-:; JUN 2 9 2011 13UILDING DEPARTME141 .,T,.,.D,,ONDS 1. CDSE—USMITTALQ�2�017 2. RESURMITTED06-26-2017 4. 5. uj UJ 0. Z 81 Oil 'M C: a) -0 — �- cli U) Z) 00 0 0 U) ry E > 0 Z 0 C) 0 < L- w -0 E �e W, [If z C) < 0 n -i u- 0 z :5; w 06 F-- O� -J Lu 0 DATE: 02-2016 DESIGNED: SLS DRAWN: SLS JOB NO: 2016-04 SHEET: A2.0 � EXTERIOR ELEVATION- ASBUILT(EAST) X K!.Tbough Residence Scale: 114- V-X EXTERIOR ELEVATION- ASBUILT(WEST) Kimbough Residence Scale: 114" = V-0" EXTERIOR ELEVATION- ASBUILT(SOUTH) Kimbough Residence Scale: 114-1-.0- M M �Lm M M =j (�--) EXTERIOR ELEVATION- ASBUILT(NORTH) Kimbough Residence S-1. 1/4-1--0- 1 . CD SET -SUWI�AL C4�20.2017 )10 841&j, 2. RESUOMI=064.2017 3. 4. 0 01) ;11 5. LU UJ 0- IN 0 U) (Z) 00 cj� E uj 3: O)o Z 0 w E Ile z 0 U) Cn < DATE: 02-201 DESIGNED: SLS DRAWN: SLS ,z::� UP 3? joB No: 2016-04 SHEET: I A2. JUN 2 9 2017 .U.I.I... r 5LTRT.11IT ,oN Ds GENERAL NOTES. 1. PROVIDE ROOF GUTTERS DOWNSPOUTS AS REOID 2. PROVIDE SPLASH BLOCKS AT ALL DOWN SPOUT LOCATIONS 3. SLOPE GRADE AWAY FROM FOUNDATION 4. PROVIDE WATERPROOF MEMBRANE AT ALL FLAPLOW SLOPE ROOF CONDITIONS. CONSULT ROOFING CONTRACTOR/ WATERPROOFING CONSULTANT FOR WATERPROOF SYSTEMS 5.. WRAP CONTINUOUS WATERPROOF MEMBRANE UP ALL VERTICAL SURFACES A MIN'OF 12". PROVIDE CONTINUOUS WRAP UP AND OVER TOP OF ALL CURB LOCATIONS 6. PROVIDE METAL FLASHING CAPS AT ALL EXPOSED BEAM LOCATIONS 7. PROVIDE ICE AND WATER -SHIELD MEMBRANE AT SLOPES 2/12 OR LESS. S' ALL OVERHANG DIM. ARE FROM FACE OF EXTERIOR STUD WALL OR EDGE OF BEAM TO EXTERIOR EDGE OR RAFTER TAIL 9. ROOF MATERIAL TO BE COMPOSITION SHINGLE UNLESS NOTED OTHERWISE - (OPTIONAL MEMBRANE ROOFING) 10. PROVIDE SPRAY FOAM INSULATION AT RAFTERS OF NEW ROOF 111. ALL TOP PLATE HEIGHTS ARE NOTED BY[ 1 12. COORDINATE WITH CONTRACTOR FOR PROPER FLASHING AND WATERPROOF METHODS AT NEW ROOF COVERED DECK AND ACCENT CANOPY 13. SEE EXTERIOR ELEVATIONS FOR GENERAL EXTERIOR MATERIAL TYPE 14. DRAWING REVISIONS ARE INDICATED BYA 15' CENTER DOORS IN ROOMS OR PROVIDE 4"MIN. WALL RETURN UNLESS OTHERWISE NOTED 16. SMOKE DETECTOR (PLACED IN EVERY BEDROOM AND IN HALLWAY OUTSIDE OF BEDROOM DOOR) SIGNIFIED BYO 17. CARBON MONOXIDE DETECTORS PLACED IN HALLWAY OUTSIDE OF BEDROOM DOOR) SIGNIFIED BY 0:0 3. TNG "R� "' �' N" I S_ 5..' . . "". B 1:47.4 AXDR.1M gl, 2,0" 1_4"' "" RM1.1, 20. STAIRWAY REQUIREMENTS (INTERIOR AND EXTERIOR) MAX. 7-3/,V'RISE AND MIN. IQ " RUN MIN. 6'-B" HEADROOM CLEARANCE HANDRAIL$ AT 34-38" ABOVE THE STAIR NOSING HANDRAIL GRASP DIMENSIONS BETWEEN 1-114" -2" PROVIDE CONTINUOUS HANDRAIL OR TERMINATE AT NEWEL POSTS OR SAFETY TERMINAL WHERE HANDRAIL IS USED AS GUARDRAIL, A MAX. OPENING OF 4". ALL GUARDRAIL TO BE A MIN OF 3WHT. 2I.DUCT TESTING: CONTRACTOR TO PROVIDE A COPY OF THE "DUCT LEAKAGE AFFIDAVIT FOR NEW CONSTRUCTION" TO THE BUILDING INSPECTOR, PRIOR TO APPROVED FINAL INSPECTION. 22. SLOWER DOOR TESTING: AIR LEAKAGE SHALL NOT EXCEED 6 AIR CHANGES/ HOUR, AND SHALL BE TESTED PER R402A.1.2. PROVIDE A WRITTEN REPORT OF THE TEST RESULTS, SIGNED BY THE TESTING PARTY, TO THE BUILDING INSPECTOR, PRIOR TO APPROVED FINAL INSPECTION. 23. INSULATION CERTIFICATE: CONTRACTOR SHALL COMPLETE AND POST A "INSULATION CERTIFICATE FOR RESIDENTIAL CONSTRUCTION" WITHIN & OF THE ELECTRICAL PANEL PRIOR TO FINAL INSPECTION. 24. PROVIDE A PROGRAMMA13LE THERMOSTAT FOR THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT PER SEC R403.1.1 25. A MIN. OF 75% OF PERMANENTLY INSTALLED LAMPS IN LIGHT FIXTURES SHALL BE HIGH EFFICACY LAMPS. 26. ALL EXHAUST FANS TO VENT DIRECTLY TO THE EXTERIOR OF THE BUILDING PER MI 501A 27. P OVIDE WHOLE HOUSE FAN EOUiPPED WITH THE OPTION TO OPERATE INTERMITTENT / CONTINUOUSLY WITH AUTO MANUAL TIMER CONTROLS CONTINOUS PROVIDE FAN SIZE PER TABLE M1507.3.3(l) DWELLING UNIT 1501-3000$F WITH 4-5 BEDROOMS = 75 CFM MIN. INTERM117ENT PROVIDE FAN SIZE PER TABLE M1507.3.3(2) (25% MIN. RUN -TIME EA. 4 HR SEGMENT) 75 CFM X 4 = 300 CFM MIN REVISIONS: 1. CBS �UBMITTAL��017 2. RESUamirreDO.2�2017 t-D 3. 4. 5. STONE VENEER ACCENT COLUMNS - NEW CONCRETE PUNTH5 FIN15HED @ 81 ABOVE LANDING. 2X FRAMING FOP I REMAINING COLUMN BA5E.PROVIDE I TIE NEW 5EWEP INTO EXIST CHAMFERED CONCRETE CAP. SEWER LINE AS RffQ'D TO W uj 1Y-0 ACCOMMODATE NEW 13ATH. LLJ NEW CUSTOM METAL 5PIPAL STAIR kl TANKLE55 1 HOT WATER CASE ACCE55ING LOWER PATIO, MAIN DECK AND ROOF TOP DECK. COOPD. 2 W1 SPIRAL STAIR FABRICATOR FOR DESIGN PROVIDE HIGH EFFICIENT WATER 9 HEATING: GA5 WATER HEATER DETAILS. WITH A MIN F . OF O.G2 .15-12" RETAINED. (5ffE f!NeRGYCMDIT5 R40G.2) CONCRETE ------ ------ -91DFWALL 42- TANM55 PROVIDE 1116M EFFICANCAIR 5OURCF NEW ACCENT ENTRY 5HWR iHOT WATER HEAT PUMP WITH MIN. H5PF OF 8.5 '9 rA (SEE ENERGY CREDIT R40G.2) ROOF ABOVE - - - - - - - - - - ECH 2 C-ONCRETE FOOT-ING I SLA1 .5 - < r - - - - - - - - - - FOR SPIRAL STAIR ACHORJNG CF. r -COORDINATE W1 SPIRAL STAIR ;r _ FABRICATOR POP DEI5fGN BENCH 51PIRATI.N Yx 6, EGRE55 2) 2X G' i -6 11 k.. FULL LITE DOOR 11r, NEW O.H. FRENCH u 'e"Icy PROVIDE 112 GWD AT WA115 -11 r -t t q FURN. 5/8'TYrE W AT CftUNG51BTM Or GARAGE DOOR GwING 6 i A W11�5 5UPPORT MEMBER5 4 WARM WALLS PROVIDE 2X fUR1NG AS REQ'D TO ZD sm 2 1.. 3'-G" L OFG E 5TA R BEAM PEP ACCOMMODATE NEW GARAGE DOOR EDPOOM 5TRUC. 3 2' MECH NEW BEAM ABOVE GARAGE ZPX d, I X4 T*G NEW BEAMS A50VE DOOR PER STPUC. TTAAIRI SOFFIT INFILL WINDOW b NICHE LINEN �:4 PEP STRUC. L ACCEE5 ABOVE PENING t 9 BUILDING 5ECTION mlw,.G (:�D G" G - - - - - - - - 7 F_ CLOSET ADDITION WAIL 5"T'C' (�O:go GARAGE OFFSET ABOVE ANTE f - - - - - - - - - - - P= - - - - - - ........ - - - - - - - - - - - - - - - - 441 Room - - - - - - - - . . . . . . T T NEW ACCENT ENTRY ROOF CD PROVIDE 1-3/8"50LID A50VE CANTILEVIRED 11f C"I Nr CORE OR HONEY COM13 J' A�\ 7T) C) rc - _ _Z _W EX15T BEAM STEEL DOOR POP REQUIRED -0 0 00 PEP 5TPUC - l'UPRING WA KTF If COVERED @ EXP05ED I TO REMAIN FIRE SEPARATION /'-2'\ NT) (3) 0 u) CONCRETE FNDTN WALL I E < (]� a) pj RI WALL 5-1- PATIO u I 1 3" SLOPING 51DE > MEDIA SEWER CLEAN OUT 7--41- ROOM NEW WALL 20" HT RETAINING WALL U) DECK SEE 51' �IETNIIN zo TE PLAN FOP 3: 0) 2 z 13EAM PER 5TRUC. CANTILIN NEW 51DEWALK ABOVI! CENTER VIDOI! t- 0 (9) 3,X d, I I c) SCREEN WALL E'l 8 I X4 T*G ON BEAM H 1 1 5� 0 < FRENCH r Lu it SOFFIT FULL LITE T TUP 8X8 R 5. SUPPORT COLUMN- 5X& R5 COLUMN ABOVE u HALL PROVIDE CLEARANCE FOR 0 "U"r""' dd I� I V=t 'X' "OVI DE PEP 5TRU OVERHANG Of ACCENT ROOF 3 C (TYP.) 3 1/2' 3 1/2' 3 1/2" 5TfP EAPETY W/ NEW 3u HALF ROUND GUTTER NEW CO uF jt7NCRETff ENTRY �rl FOYER 5IDfLITE LA . 1 3-1- LANDING AND STEPS NICHE VW�R.BEMNI) 505.UKLIT�'�'Ll LINEN CANTILEVERED BEAM 5D 3�80 CO ANTE 3XG PER 5TFILIC < STONE VENEER ACCENT COLUMNS - ROOM z 2-0 Zx e LAUNDRY I NEW CONCRETE PLINT115 FIN15HED @ ROOM &ABOVE LANDING. 2X FRAMING FOP 3--l' DEDROOM REMAJNING COLUMN BA5E.PROVIDr (0 CHAMFERED CONCRETE CAP. FACE OF nc FRAMING NOT TO EXTEND PAST 20' (2) �X FRONT YARD SETBACK. 103 EGRE55 fRENCH WINDOW BAT NEW BEDROOM BAY NEW ACCENT ROOF @ 3 0 WINDOW W1 KNEEBRACE ROOF W1 KNEEBRACE 50 CF M H PAN SUPPORTS ABOVE 5UPPORT5 ABOVE CD . . . . . . . . . . . . . Q ----- - - - ----- --- ------ PROVIDE CONTROL5 rOR "OLE FAN 7-0 EXTERIOR SIDING MATERIALS PURRING WALL OPERATION N-�SEE-RIOREL-I.t4.(A3.IANDA3.2)FOR PROPOSED SIDING MATERIALS AND STONE VENEER LOCATIONS z, I i 2- 0' 1 E ENERGY CODE COMPLIANCE PRESCRIPTIVE ENERGY CODE COMPLIANCE FOR ALL CLIMATES IN �9) 8 WASHINGTON (ADDITIONS LESS THAN 500 SF) PROPOSED ADDITION- 372 SF THUS.5 ENERGY CREDITS REQ`D PER TABLE R406.2 SUMMARY SELECTION: OPTION 3A -HIGH EFFICIENCY GAS FURNACE- I CREDIT OPTION 3B -HIGH EFFICIENCY GAS HEAT -PUMP- I CREDIT OPTION 6A -HIGH EFFICIENCY WATER HEATER- .5 CREDIT S CREDITS REOD- 2.5 CREDITS SELECTED THUS OK LOWER FLOOR- PROPOSED REMODEL ,][,) Kimbrough Residence North Scale: 1/4" = 1'-0" NEW /EXISTING SQUARE FOOTAGE - LIVING EXISTING LOWER FLOOR 985 SF EXISTING MAIN FLOOR 1288 SIF EXISTING STAIR / ENTRY 80 SF NEW FOYER EXPANSION 15 SF NEW LOWER FLOOR BEDROOM EXPANSION 115SIF NEW MAIN FLOOR DINING ROOM 115 SF NEW MASTER BEROOM EXOPANSION 116 SF NEW MAIN FLOOR BEDROOM BAY WINDOW 19 SF TOTAL LIVING 2733 SF EXISTING GARAGE 440 SF NEW FOOTAGE -OTHER NEW FRONT PORCH /STEPS 53 SF NEW LOWER FLOOR CONCRETE REAR PATIO 322 SF NEW MAIN FLOOR COVERED REAR DECK 368 SF NEW ROOF TOP DECK 228 SIF I NEW FRONT SIDEWALK /STEPS z 0 00 J LL] Lj_ W re 0 LU [�_ �: 0 0 C� _j 0- DATE: 02-2016 DESIGNED: SLS DRAWN: SLs JOB NO: 2016-04 SH T. JUN 2 9 2011 A2.2 -DING DEPARTI immomm" 11 _j GENERAL NOTES. 1. PROVIDE ROOF GUTTERS DOWNSPOUTS AS REaD 2. PROVIDE SPLASH BLOCKS AT ALL DOWN SPOUT LOCATIONS 3. SLOPE GRADE AWAY FROM FOUNDATION 4. PROVIDE WATERPROOF MEMBRANE AT ALL FLATILOW SLOPE ROOF CONDITIONS. CONSULT ROOFING CONTRACTOR/ WATERPROOFING CONSULTANT FOR WATERPROOF SYSTEMS 5.. WRAP CONTINUOUS WATERPROOF MEMBRANE UP ALL VERTICAL SURFACES A MIKOF 12". PROVIDE CONTINUOUS WRAP UP AND OVER TOP OF ALL CURB LOCATIONS 6. PROVIDE METAL FLASHING CAPS AT ALL EXPOSED BEAM LOCATIONS 7. PROVIDE ICE AND WATER -SHIELD MEMBRANE AT SLOPES 2/12 OR LESS. 8. ALL OVERHANG DIM. ARE FROM FACE OF EXTER:OR STUD WALL OR EDGE OF BEAM TO EXTER OR EDGE OR RAFTER TAIL 9. ROOF MATERIAL TO BE COMPOSITION SHINGLE UNLESS NOTED OTHERWISE - (OPTIONAL MEMBRANE ROOFING) 10. PROVIDE SPRAY FOAM INSULATION AT RAFTERS OF NEW ROOF 11. ALL TOP PLATE HEIGHTS ARE NOTED BY 12. COORDINATE WITH CONTRACTOR FOR PROPER FLASHING AND WATERPROOF METHODS AT NEW ROOF COVERED DECK AND ACCENT CANOPY 13. SEE EXTERIOR ELEVATIONS FOR GENERAL EXTERIOR MATERIAL TYPE 14. DRAWING REVISIONS ARE INDICATED BYA 15* CENTER DOORS IN ROOMS OR PROVIDE 4"MIN. WALL RETURN UNLESS OTHERWISE NOTED 16. SMOKE DETECTOR (PLACED IN EVERY BEDROOM AND IN HALLWAY OUTSIDE OF BEDROOM DOOR) SIGNIFIED By(�) 5D 17. CARBON MONOXIDE DETECTORS PLACED IN HALLWAY OUTSIDE OF BEDROOM DOOR) SIGNIFIED BY 0. 1: D_-?111)1,,.11"0DPI IN �,4 A FFGRESS/IRC-R310 rB-,ft-0-111644 �-ht, I """' ' ' """ 37". I�I�Ift-h MD1.1-, 20. STAIRWAY REQUIREMENTS (INTERIOR AND EXTERIOR) MAX. 7-314!'RISE AND MIN. 10"RUN MIN. V-8" HEADROOM CLEARANCE HANDRAtLS AT 34-38" A80VE THE STAIR NOSING HANDRAIL GRASP DIMENSIONS BETWEEN 1-114" 1" PROVIDE CONTINUOUS HANDRAIL OR TERMINATE AT NEWEL POSTS OR SAFETY TERMINAL WHERE 14ANDRAIL IS USED AS GUARDRAIL, A MAX. OPENING OF IV. ALL GUARDRAIL TO BE A MIN OF 36- HT. 21.DUCT TESTING: CONTRACTOR TO PROVIDE A COPY OF THE "DUCT LEAKAGE AFFIDAVIT FOR NEW CONSTRUCTION" TO THE BUILDING INSPECTOR, PRIOR TO APPROVED FINAL INSPECTION. 22. BLOWER DOOR TESTING: AIR LEAKAGE SHALL NOT EXCEED 5 AIR CHANGES/ HOUR, AND SHALL BE TESTED PER R402.4.1.2. PROVIDE A WRITTEN REPORT OF THE TEST RESULTS , SIGNED BY THE TESTING PARTY, TO THE BUILDING INSPECTOR, PRIOR TO APPROVED FINAL INSPECTION. 23. INSULATION CERTIFICATE: CONTRACTOR SHALL COMPLETE AND POST A "INSULATION CERTIFICATE FOR RESIDENTIAL CONSTRUCTION" WITHIN 3- OF THE ELECTRICAL PANEL PRIOR TO FINAL INSPECTION. 24. PROVIDE A PROGRAMMABLE THERMOSTAT FOR THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT PER SEC R403.1.1 25. A MIN. OF 75% OF PERMANENTLY INSTALLED LAMPS IN LIGHT FIXTURES SHALL BE HIGH EFFICACY LAMPS. 26. ALL EXHAUST FANS TO VENT DIRECTLY TO THE EXTERIOR OF THE BUILDING PER M1501.1 - PROVIDE WHOLE HOUS FAN EQUIPPED WITH THE OPTION TO OPERATE INTERMITTENT / CONTINUOUSLY WITH AUTO MANUAL TIM R CONTROLS CONTINOUS PROVIDE FAN SIZE PER TABLE M1607.3.3(l) DWELLING UNIT 1501-3000SF WITH 4-5 BEDROOMS = 75 CFM MIN. INTERMITTENT PROVIDE FAN SIZE PER TABLE M1507.3.3(2) (25% MIN. RUN -TIME EA. 4 HR SEGMENT) 76 CFM X 4 = 300 CFM MIN r-C'11. �Sr D H -- 9 EXTENDED BEAM W1 GX 10 R5. KNEE BRACE W GENTLE CURVE CUT TO DTM EDGE! (SEE 5TRUC.) NEW CUSTOM METAL SPIRAL STAIR CASE ACCE55ING LOWER PATIO, MAIN DECK AND POOP TOP DECK. COORD. W/ SPIRAL STAIR FABRICATOR FOR DE51GN DETAILS, 5UIUXNG 5e7IIDN BUIMING 55710N b CUSTOM 30 HT. RAILING: GXG R5 NEWEL POSTS W1 CUSTOM WROUGHT IRON RAILING W1 2X4 CAP. NO OPENINGS TO EXCEED 4" OW.) 8X8 R5 COLUMN PER 5TPUC. UYP.) -4- T4 (�5, F I 3�0 rD r- - - - - - - - - - - - - - - - - - - - - - - - - - - - 8X8 R5 COLLIMN PEP, 5TPUG. (TYP-) - - - - - - - - - - - - - - - - - o 5- 4 KITCHEN I CA r7T mmimr NEW fP AMING 4�-O- mr PROVIDE FURRING NEW DINING 0 I AND NEW R-2 I BATT INSULATION EGRE55 WINDOW �,A ROOM 0 C'M looc M 2X MA5TFR ADDITION j4'-O (1) FRFNCHG 13EDROOM (1 15 5f) '-T'y -T1Y 2'1 I-L.1' (VAULTED CfIUNG) AIR LA'-T' NG IARTY D (:o 1 LL LI GU2 NG (io ZX e ZX e ----------- ------ -- ------------ NEW N EW C COVERED 0 V E p 'E BUILDING DECK D K E C 5 G (3G8 5F) (3 NEW COLUMN ANt _C (TREX DECKING) K1)NG)O 5EAM SUPPORT P p 5TRUC. PROVIDE IX -DA 50 FIT (I X4 T4-G CEDAR 500FIT) X4 T C WPAPWD WRAP .j LIVING ROOM L(TD 12X 6, ACCORDION 02 DOOR SYSTEM HALL AA. . . . . . . . . . BUILDING co COPPER ACCENT ROOF W1 5TUDY BATH KNEE BRACE 5UPPOPT5 AND CEDAR T*G SOFFIT @ 50 CFM CID )c 70 --0 BUILDING �10N �G -I VIDIING INMIOR WX1 Z-A L MASTER MA5TEP 5HM ATI1 CL CL05. PAN 50 CFM CL05, 'T" DN FOYER. OPEN TO BELOW . . . . . . Kwn� wxL �D CL05ET EGRE55 WINI)OW t --------- t. - -1 1 - - L- --- - - - - - - - - - - - - - -- - - - - - - - - EXTERIOR SIDING MATERIALS NOTE: SEE EXTERIOR ELEVATIONS (A3.1 AND A3.2) FOR PROPOSED SIDING MATERIALS AND STONE VENEER LOC ATIONS North BEDROOM ------------- j ol " E MAIN FLOOR- PROPOSED REMODEL Kimbrough Residence Scale: 1/4" = 1�0" NEW/EXISTING SQUARE FOOTAGE - LIVING EX�ST:NG LOWER FLOOR 985 SF EX ST NG MAIN FLOOR 1288 SF EXISTING STAIR / ENTRY 80 SF NEW FOYER EXPANSION 15SF NEW LOWER FLOOR BEDROOM EXPANSION 115SF NEW MAIN FLOOR DINING ROOM 115SF NEW MASTER BEROOM EXOPANSION 116 SFI NEW MAIN FLOOR BEDROOM BAY WINDOW 19 SF TOTAL LIVING 2733 SF EXISTING GARAGE 440 SF NEW FOOTAGE -OTHER NEW FRONT PORCH /STEPS 53 SF NEW LOWER FLOOR CONCRETE REAR PATIO 322 SF NEW MAIN FLOOR COVERED REAR DECK 368 SF NEW ROOF TOP DECK 228 SIF NEW FRONT SIDEWALK /STEPS 11�! REVISIONS: 1 . CD SET -SUBMITTAL M-20-2017 2. RESUBMI77ED 06-2f-2017 3. 4. 5. LU UJ 0- C CD 0 0 DO 0 U) m E .< a) W > u� 0) 0 z 0 C) 0 < w E 2 0 cj� 00 0 uj _j co u- 0 z a_ 0 ry DATE: 02-2016 DESIGNED: SLS_ DRAWN: SLS JOB NO: 2016-04 SH T: A111 2 LA23 j CUSTOM CUSTOM WROUGHT IRON RAILING ACCENT INSERT - NO OPENINGS TO EXCEED 4" NEW 2 X STRUCTURAL FLOOR MEMBERS W1 WATERPROOF MEMBRANE FLOOR SYSTEM. SLOPE CRICKET SURFACE TO INTERNAL DRAINS / EXTERNAL SCUPPERS. PROVIDE FLOATING TILE OR TREX DECK SURFACE ON STANDOFF SYSTEM. —INTERNALFL-00RD—RAIN AND PIPE TIGHTLINED TO COLLECTOR DOWNSPOUTS EACH 51DE —EEIOW�--N� SCUPPER TO DRAIN u DRAIN ON ACCENT ROOF OVEER FLOW EACH 51DE SLOPE NEW CUSTOM METAL 5PIFAL STAIR 7u CASE ACCESSING LOWER PATIO. MAJN SLOPE NEW ROOF DECK AND ROOF TOP DECK, COORD. TOP W1 SPIRAL STAR FABRICATOR FOR DECK DESIGN DETAILS. SrIF AL IF, (228 5F) STAR G' SLOPE SLOPE i -30—PE BUILDING 5S-ON ACCESS C - - m z DRk ROOF CRICKET - FF H NEI NEW STANDING --xOP SEAM EI SECTION I / COPPER ROOFING NEW PRESIDENTIAL COMP051TION ROOFING NEW RIDGE ", / PR NEW PRESIDENTIAL COMP051TION ROOFING kkk " 7 - - - - - - - - -- - - -- ---------- L24 . Nf.WFOOFSY5TEM (D - - - - - - - - - - NOTE: RIDGE HEIGHT CAN NOT EXCEED 25 FT A15OVE AVERAGE GRADE (CIVIL 203.87) THUS MAXIMUM HT. ALLOWED (CIVIL 228.57)- SEE SHT A 1.3 FOR ABE CALCS 3G HT FRAMED WALLS OF RIDGE MUST BE SURVEYED If WITHIN I �-O" Poor TOP DECK W1 CEDAR Of MAX HT. ALLOWED SHINGLE 51DING AND 2X IND CHAMrERED CAP . . . . . . . . . . . . �%�76TJJ' EXI SLOPE - - - - - - - - - - - - - - - - //=PC -/ - - - - - - - - - - - - - - - - -- SLOPE lf� /NEW/, -9 1 1/17/ RE51DENTI 4PRE51DENtl g 1 - - - - - - - - - --- - — - — - — - — - — - — - — - — - 0 /o6MFo N '694 4/ -- - - Ll R2 141 X, - - - - - - 7 /1 NEW ROOF SYSTEM: PROVIDE PREMANF. TRU55 PEP STRUCTURE. NEW NEW PRESIDENT] V. RDGf I? AL COMP051TION ROOFING DULOING SECTION NEW RIDGE -9 Ti — — --- — — — — E NEW 11 ANDING PRE51DENTIAL 11 140 COMPOSITION I I ROOFING 11 -'\ -'\ rB r2 2--O� 5-ION v --Gi +/-j L --JL -T- -11 A L M fX15T T. 4� L7 W� GO /Al/Z MW POYER WALI- BEYOND L J7/ Z/Yl u Z NEW CURVED COPPER L ACCENT ENTRY Poor STRUCTURE W/ CEDAR T*G SOFFIT RE51P /FRESIDENTI L CoMf"05 ROOFING EXIST. NEW ARCHED ACCENT Poor SLOPE/ OVER PPOP05ED 13AY WINDOW. PROVIDE CUSTOM COPPER ROOFING 7 - - - - - - - - - - - - - - - - - RAIN GUTTER SYSTEMS NOTE: REMOVE ALL BUILT-IN RAIN GUTTER SYSTEMS FROM EXISTING OVERHANGS AND REPAIR AS REaD. INSTALL NEW COPPER HALF ROUND UTTERS W1 T ROUND COPPER DOWNSPOUTS AS NEED TO PROPERLY DRAIN ENTIRE ROOF STRUCTURE. ROOF PLAN- PROPOSED REMODEL ,J[.,) Kimbrough Residence North Scale: 1/4" = T-0" 1444 //V'9'4�b uls� '/��4 '�'C;' COD Cl-/, 0 0/v P0,9 j( A NT) HATCH AREA INDICATED AREA OF EX15TING ROOF STRUCTURE TO REMAIN. REMOVE EX15TING COMPO51TION ROOF AND IN5TALL NEW PRESIDENTIAL. COMPOSITION ROOFING. ALL OTHER AREAS CONTAIN PROPOSED ROOF STRUCTURE ADDITIONS / REV15ION5. REVISIONS: 1. CD SET -SUBMI�A. 04�2O�17 2. RESUBMITTED 06-26,M17 3. 4. 5. uj Lu (L (3) 0 C: (3) CD 0i C) a 0 00 0 U) 17, ry E LLi < (D > 3; < U) 0) .2 z :3 0 0 :2 < 0 w E �e z u- 0 0 w DATE: 02-2016 DESIGNED: SILS DRAWN: SILS RES U JOB NO.' 2016-04 JUN 2 9 nil SHEET. BUILDING DEPARTMENT CITY OF EDMONDS I A2.41 NEW ARCHED ACCENT POOP OVER PROP05EO 13AY WINDOW. NEW CHIMNEY W1 DECORATIVE PROVIDE CUSTOM COPPER ROOFING T� GLE METAL CAP AND CEDAR SHIN Mr ""L' 51DING I X ACCENT TRIM W1 HARDI-PANEIL INSERT ff.AX �LLDWAIBLE BUILDING HT - - - - - - - - - - - - - - - - - - ---------------- - -------------- E_ t�ll..E E C __ E-V NEW CERTAINTEED PRE51DENTIAL COMPOSITION PoorING NEW HALF ROUND GUTTER SYSTEM W1 3" DIA DOWNSPOUTS AND BOW TIE FASTENERS NEW CEDAR SHINGLE 51DING WIAVRAPPED CORNERS b NEW 2X CORNER TRIM TO WRAP SIDES NEW X ACCENT TRIM W/ V 0 HAPD�-PANEL INSERT P NEW 2X BELLY BAND mu E:1 NEW CONCRETE CAP W/ CHAMFERED TOP 111 F_77___1 NEW 5TONE VENEER WAIN5COT — NEW 2X 51DE TRIM TO WRAP SIDES NEW WINDOW SILL W1 APRON CUSTOM 4X KNEE BRACE W1 COPPER FLASHING CAP NEW 8X8 R5. COLUMN AND GX 10 KNEE BRACE W/ GENTLE CURVE CUT TO 13TM EDGE (SEE 5TRUC.) NEW LARGE COLUMN BASE W1 STONE VENEER AND CONCRETE CAP NEW FOYER EXPANSION W1 NEW DOOR / 51DEUTE / AND ARCHED UPPER WINDOW 3G HT. FRAMED WALLS Of Roof TOP DECK W1 CEDAR SHINGLE SIDING AND 2X WD CHAMFERED CAP ACCENT LIGHT fMURE NEW CERTA NTEED PRE51DENTIAL IN COMPOSITION ROOFING NEW &X 2 R5.BEAM W1 COPPER FLA5HINI� CAP (SEE 5TRUC.) — NEW GX 10 P5. KNEE BRACE W1 GENTLE CURVE CUT TO BTM EDGE (SEE 5TPUC.) NEW &X8 R5. COLUMN (SEE 5TPUC.) NEW CUSTOM WROUGHT IRON 5FIPAL STAIR CASE ACCE55ING LOWER PATIO, MAIN DECK AND ROOFTOP DECK. COORD. W1 SPIRAL STAIR FABRICATOR POP DE51GN — NEW 2X LAYERED BELLY 15AND WRAPPING RIM J015T Of DECK NEW 8X8 R5. COLUMN (3EE 5TRUC.) NEW LARGE COLUMN BASE W1 STONE VENEER AND CONCRETE CAP — TG) T r N TRIM: 3XG WINDOW FW WINDOW *N DE. TP EADII W1 .4 VERTICAL 5 ,M C IT NOTE: RIDGE MIGHT CAN NOT EXCEED 25 FT ABOVE AVERAGE GRADE 203.87) REVISIONS: 1. CDSETSUBMITtAL�2�2017 2. RESUBMITTED 06��2017 i 2 X SILL WITH CHAMFERED TOP AND (CIVIL 15. 3. 2X4 APRON (TYPICAL) THUS MAXIMUM HT. ALLOWED (CIVIL 228.87)- SEE SHT A 1.3 FOP A15E CALC5 4. jig NEW CEDAR SHINGLE SIDING RIDGE MUST BE SURVEYED IF WITHIN 1 '-0' OF MAX HT. ALLOWED GA13LE ACCENT - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2X TRIM PERIMETER GABLE ACCENT WRAP ALL yV01?K SUB --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - NEW OPTIONAL DENTAL TRIM ACCENT W1 2X 51LL AND BELLY BAND F/'�t Cr P cr, L aj EXISTING RIDGE H ELEV 225. C C PLIA LU 1 11 NG Roof BEYOND CS EY15TING Poor BEYOND ! I " , - -1 UJ !A. L 0, f NEW CEDAR SHINGLE SIDING W / WRAPPED CORNERS u it I NEW COPPER ACCENT Roof F_7_� WITH KNEE 13RACE SUPPORTS NEW HALF: ROUND GUTTER SYSTEM LI WT3'DIA DOWNSPOUTS AND 210 to BOWTE FASTENERS NEW LARGE R5 KNEE BRACE SUPPORTING R5 BEAM / ROOF _IL 11 LLJt EXTENTION NEW CURVED COPPER ACCENT "Ill it III! III Mlflftflih Poor 15EYOND NEW 2X WINDOW TRIM it IMP!" L ` ---------- 7-7--7 -------- 7 --- T__ I T- =f CUSTOM 30 MT. RAILING: GXG R5 NEWEL POSTS W1 CUSTOM WROUGHT IRON RAILING W1 2X4 CAP. NO OPENINGS TO EXCEED 4" NEW HARDI-BOARD PANELS W1 IX3 BATTENS NEW CEDAR SHINGLE 51DING NEW CURVED COPPER ACCENT Poor NEW R5 HEAVY TIMBER TRUSS A55EMBLY W1 KNIVE PLATES AND CARRIAGE BOLTS. PROVIDE GENTLE CURVE TO BTM Of HORJZ. TRU55 MEMBER. (SEE 5TRUC.) NEW CURVED COPPER ACCENT ENTRY ROOF STRUCTURE W/ CEDAR T*G SOFFIT NEW CONCRETE PORCH A TO SIDEWALK / GRADE A PROPOSED EXTERIOR ELEVATION- (EAST) (�) Kimbough Residence SaMe: 1/4' = 1W ?2o T T Poor MCKET W/ COPPER ROOFING ------------ ---------------------------- - NEW COVERED Roof OVER NEW DECK ADDITION NEW CHIMNEY W1 DECORATIVE METAL CAP AND CEDAR SHINGLE SIDING T7 T8 T_ T9 191 NEW ARCHED ACCENT ROOF OVER PROP05ED BAY WINDOW. PROVIDE CUSTOM COPPER POOVING F. N 1� --------------------- ------------ - NEW GABLE Poor ADDITION "It IL 11. L 202 I WN It u It 11 I i ILI �Ll 11 I kit 1- 11 t 11 1 111 HI 111 11 ly III t III III ii III GWF NEW WINDOW TRIM: 3Yr. WIND OW — NEW STONE VENEER WAINSCOT W1 HEADER W1 2X4 VERTICAL SIDE COPPER ACCENT ROOF W1 . TRIM CHAMFERED CONCRETE CAP KNEE 15RACE 5UPPORT5 2 X SILL WITH CHAMFERED TOP AND AND CEDAR T*G SOFFIT 2X4 APRON \-�]EW CEDAR, SHINGLE 51DING GA13LE ACCENT PROPOSED EXTERIOR ELEVATION- (SOUTH) Kimbough Residence S�.I.: 114- V-0" NEW GATE / PENCE W1 CEDAR 5HINLGIf AND STONE VENEM PROVIDE CURVED TOP PLATE W1 COPPER FLASHING CAP TOP OF CONCRETE LGA!�GE) eLr zV 203.7 NEW I X ACCENT TRIM W1 HAPDI-rANEL IN5EPT NEW HALF POUND GUTTER SYSTEM W/ 3" DIA DOWNSPOUTS AND 13OW TIE FASTENERS NEW STONE VENEER WAINSCOT W1 CHAMfrRED CONCRETE CAP NEW LIGHT FIXTURES FLANKING WINDOW. PROVIDE CEDAR MOUNTING BASE NEW NARDI-BOARD PANELS W1 IX3 BATTENS NEW CEPTAINTrED PRESIDENTIAL COMP051TION POOPING NEW 8' DECORATIVE Poor EMN51ON MAX.AULOWABUIE BUILDING HT ELEV 228,87 NEW RID E ELEV 227.62 NEW CURVED COPPER ACCENT ENTRY Poor STRUCTURE W/ CEDAR T*G SOFFIT NEW 8X 10 R5. BEAMS wl COPPER FLASHING CAP (SEE 5TRLIC.) NEW HAPDI-130APD PANELS W1 9 1 X3 BATTENS NEW GX 10 R5. KNEE BRACE W1 GENTLE CURVE CUT TO EITM EDGE (SEE 5TPUC.) NEW CURVED COPPER ACCENT Poor BEYOND NEW 80 R3. COLUMN (SEE STPUC.) NEW 2X CORNER TRIM W/ HARDI-PANEL INSERT CUSTOM GX KNEE BRACE W1 COPPER FLASHING CAP _T_NEW LARGE COLUMN BASE W1 STONE VENr1EK IN140 CONCRETE CAly, CUSTOM 3G" HT. RAILING: GXG R5 NEWEL POSTS W/ CUSTOM WROUGHT IRON RAILING W1 2X4 WD CAP. NO OPENINGS TO EXCEED 4" C: a) M p C) 0 CO a) 0u)m E < > < 0 z 0 0 < E v z 0 0 E 0 UJ 0- F- 0 x APPROVED BY PLANNING ' IQ Z, I A P-11 SUNE3 JUN 2 9 21117 BUILDING DEPTP� RNT DATE: 02-2016 DESIGNED: SLS DRAWN: SLS JOB NO: 2016-04 SHEET: A3. CUSTOM CUSTOM WROUGHT IRON PALING ACCENT INSERT - NO OPENINGS TO EXCEED 4' ACCENT LIGHT FIXTURE 3G HT. FRAMED WALL5 Of Roof TOP DECK W1 CEDAR SHINGLE 51DING AND 2X WD CHAMFERED CAP NEW COPPER ROOFING E XS NG RIDGE HT E L —.ITI'2 S. 5 W NEW 8Y 12 R5.15EAM W1 COPPER FLASHING CAP (SEE 5TRUC.) NEW HALF ROUND GUTTER SYSTEM W1 3" DIA DOWNSPOUTS AND 13OW TIE FA5TENER5 NEW GX 10 R5. KNEE DPACr W1 GENTLE CURVE CUT TO BTM EDGE (SEE 5TRUC.) NEW 8X8 IRS. COLUMN (SEE 5TPUC.) NEW I X ACCENT TRIM W HARDI-PANEL INSERT CUSTOM SG"HT. RAIUNG: GXG R5 NEWEL POSTS W1 CUSTOM WROUGHT IRON RAILING W1 2X4 CAP. NO OPENINGS TO EXCEED 4" NEW 2X LAYERED BELLY BAND WRAPPING RIM J015T OF DECK NEW CEDAR SHINGLE 51DING NEW 8X8 R5. COLUMN (SEE 5TRUC.) NEW LARGE COLUMN BASE W1 STONE VENEER AND CONCRETE CAP NEW CUSTOM WROUGHT IRON SPIRAL STAIR CASE ACCE55ING LOWER PATIO, MAIN DECK AND POOF TOP DECK. COORD. W1 SPIRAL 5TAIP FABRICATOR FOR DE51GN CONCRETE FOOTING/ SLAB FOR SPIRAL STAR. ACHORING -COORDINATE W1 SPIRAL 5TAIP FABRICATOR FOR DE15IGN NEW CERTAINTEED PRE51DENTIAL COMP051TION ROOFING NEW &DECORATIVE ROOF FXTEN51ON NG RIDGE HT ;N111—S2125.50' NEW CURVED COPPER ACCENT ENTRY ROOF 5TPUCTURE W1 CEDAR T*G SOFFIT NEW LARGE R5 KNEE BRACE SUPPORTING R5 BEAM / POOF EXTENTION — NEW CURVED COPPER ACCENT ROOF BEYOND — 1� T EXISTING POOF BEYOND NEW CHIMNEY W/ DECORATIVE METAL CAP AND CEDAR SHINGLE SIDING- PROVIDE 5"5LOPE TO SIDE NEW CERTAINTEED PRESIDENTIAL COMP051TION ROOFING MAXALLOWABLE BUILDING HT ELEV 228.87 NE DGE VRL— ELEV 227 62 -/- NEW CEDAR SHINGLE 51DING AT REAP WALL GABLE NEW HARDI-BOAPD PANELS W1 I X3 BATTENS IL LIE, I! Pi I NEW HALF POUND GUTTER SYSTEM W1 3" DIA DOWNSPOUTS AND BOW TIE FA5TENER5 NEW CEDAR SHINGLE SIDING COPPER ACCENT ROOF W1 KNEE BRACE! SUPPORTS AND CEDAR T*G SOFFIT 7 NEW 0011 0 N Sk", I - 9 — - - - - - - - - - I on N 7—�� P5111Y�TIIIIPTPIJ�55A5511�lff W1 KNIVE PLATES AND CARRIAGE BOLTS. NEW I X ACCENT TRIM W1 PROVIDE GENTLE CURVE TO BTM Of HORIZ. MARDI-PANEL INSERT TRUSS MEMBER. (SEE 5TRUC.) PROPOSED EXTERIOR ELEVATION -(WEST) S.I.: 1w = 1--o" Kimbough Residence TNEWCEDAR SHINGLE SIDING NEI W / WRAPPED CORNERS POOF CRICKET W/ ROOFTOP DECK ACCENT LIGHT COPPER ROOFING DRAIN 45CUPPER. FIXTURE — — -- ------------------- - — - - — - — - — - — - — - — — NEW LARGE COLUMN BASE W1 STONE VENEER AND CONCRETE CAP TOP OF CONCRETE (ENTRY) ELEV2D8.3 NEW CEDAR SHINGLE SIDIN W I WPAPPED CORNER5 TOP OF CONCRETE (GARAGE) ELEV203.7 NEW GATE /FENCE PROFILE NEW HARDI-BOAPD PANELS W1 I X3 BATTENS �_x NEW STONE VENEER WAINSCOT W1 CHAMfEPED CONCRETE CAP — NEW WINDOW TRIM: 3XG WINDOW HEADER W/ 2X4 VERTICAL SIDE TRIM 2 X SILL WITH CHAMFEPED TOP AND ?X4 APRON NEW HARDI-50APD PANELS W1 I X3 BATTENS PROPOSED EXTERIOR ELEVATION -(NORTH) Kimbough Residence S.1c 1/4' = T-W NEW STONE VENEER WAINSCOT W/ CHAMFERED CONCPETE CAP NEW WINDOW TRIM: 2X5 VERTICAL 51DE TRIM 2X SILL WITH CHAMrERED TOP AND 2X4 APRON NEW LIGHT fIXTUPE5 FLANKING DOOR /WINDOWS. PROVIDE CEDAR MOUNTING EASE CUSTOM CUSTOM WROUGHT IRON RAILING ACCENT INSERT - NO OPENINGS TO EXCEED 4' 3G HT. FRAMED WALLS Of FOOf TOP DECK W1 CEDAR SHINGLE 51DING AND 2X WD CHAMFERED CAP NEW ELDGE rLFV227.62-1. NEW 8X 10 R5.15EAM W1 COPPER FLASHING CAP (SEE 5TPUC.) NEW CUSTOM WROUGHT IRON 5PIPAL STAIR CASE ACCE55ING LOWER PATIO, MAIN DECK AND N\ I ROOF TOP DECK. COORD. W1 SPIRAL W STAIR FABRICATOR FOR DESIGN NEW GX 10 R5. KNEE BRACE W/ GENTLE CURVE CUT TO 4 oil I LI — BTM EDGE (SEE 5TRUC.) NEW 8X8 R5. COLUMN (SEE 5TRUC.) I CUSTOM 36" HT. RAILING: GXG R5 NEWEL I r I POSTS W1 CUSTOM WROUGHT IRON RAILING L W1 2X4 CAP. NO OPENINGS TO EXCEED 4' NEW 2X LAYERED BELLY BAND WRAPPING RIM J015T Of DECK NEW 5X8 R5. COLUMN I - F. FT (SEE 5TRUC.) NEW LARGE COLUMN BASE W/ STONE VENEER AND CONCRETE CAP L AVERAGE GRADE 4� ELEV203.87 CONCRETE FOOTING / SLAB FOR SPIRAL STAIR ACHORING -COORDINATE W/ 5PIFAL STAR FABRICATOR FOP, DEISIGN NEW I X ACCENT TRIM W1 HAPDI-PANEL INSERT NEW HALF ROUND GUTTER 5Y5TEM W1 3- D(A DOWNSPOUTS AND NEW CEDAR SHINGLE 51DING BOW TIE FASTENERS W / WRAPPED CORNERS 1 MSET�UM77TAL - cD sET �uomiTTAL RESUBMITTED2�DV _2. 3. -144 ?"o 4. 5. C;r� 0�"P4 Ao 0 LU UJ Cl) 0- g glE a) 0 U) Z :D C:) 0 0 00 0 US E uj 4) 13� > U) C: Q z 0 CD 0 < "T E �e z 0 LL] _j w Q� 0 LLJ 0 u) APP PMG F�; LLI x U, 0 0- 0 0� Q_ DATE: 02-2016 DESIGNED: SLS DRAWN: SLS JOB NO: 2016-04 JUN 2 9 2C117 — SHEET: BUILDING DEPARTMFNT WYOFEDMONDS A3.2-4 NEW ROOF TPU55E5 MAX.,BLI.IGHT. Fr T.O. RIDGE -(TRUSS) NEW ARCHED ACCENT ROOf �F TO �M�AT Nw �r 5�� D(15TING TRU55 CUT / REMOVED TO ACCOMMODATE NEW ROOF rz-AiE TRU55 SY5TEM MA5TER KITCHEN BEDROOM NEW ARCHED ACCENT ROOF 0 L .0 PL .(MAIN FLOOR�) I I ELEVZ GARAGE MECH. CLO5. 0. CON.. -(GARAGE) E�E� --.. — o,- EX15TING TKU55 CUT/ TO ACCOMMODATE N TRU55 5Y5TEM NEW ARCHED ACCENT T.0 PLYWD-(MA ELEV 21-2 7 (� T.O. CON . -(GAI r ELEV 203.7 r,-\ BUILDING SECTIONS '-��Ki.b�lough Residence Scale: 1/4" = V-01. BUILDING SECTIONS \-�K,.�bmgh R�esidence� �Sc-le. �5 4 NEW ACCENT POOf W1 ROOF CRJCKET ROOFTOP DECK DINING COVERED DECK 15EDROOM �5 T4 COVERED DECK NEW ROOF TRU55 5Y5TEM OVER MA5TT!P BEDROOM 5UITE NEW 2 X 5TRUCTURAL FLOOR MEMBER5 W1 WATERPROOF MEMBRANE FLOOR SY5TFM. 5LOPE CRICKET 5URFACE TO INTERNAL DRAIN5 / EXTERNAL 5CUPPER5. PROVIDE FLOATING TILE OR TREX DECK SURFACE ON 5TANDOFF 5Y5TEM. NEW ACCENT ROOF OVERfPAMING PER 5TRUC. NEW ARCHED ROOF RAFTER 5Y5TEM PEP 5TRUC NEW P.5 DIFAM5 NEW R.5 BEAM5 5CI55OR -OFT. VAULT I VAU LT OFT. FLAT UNDEP FRAMING MA5TEP I MA5TER BATH BEDROOM GARAGE BUILDING SECTIONS '-��Kmb�mgh Residenc.� LALLWOT, Stiejecr 7-00 � E) I I IEFLI) r Pon Co. C_r1o1V Fon Tl cor)e COA4pj LIAMcE MAX - BLDG HT. ELEV 228.84 Alm 2 q Et REVISIONS: 1. CDSU�UBMI�ALN201 2. RESUBM17ED 08-26-2017 3. 4. 5. 1 uJ W CL M Z) CD U) a o Cc 0 U) m E < a) uj > < C: 0 Z 0 0 < w E �e Cn z 0 w Co (D z 0 DATE: 02-2017 DESIGNED: SLS DRAWN: SILS JOB NO: 2016-04 SHEET: A4.1--i PRE MANF. TRUSSES @ 24�' O.0 �/ R-49 BATT INSUL, 11Z' CDX PLYWD, RIDGE VENT AND ROOFING MATERIAL OVER 15# BLD FELT — BLOCKING 2X LOOKOUTS CEDAR SOFFIT — DOUBLE 2X6 TOP PLATE 2 X 6 #2 D.F. STUDS @ iv, O.C. W/ � COX PLYWD IOS13 AND MIN. R-21 BATT INSUL. — COPPER ACCENT ROOF: 2X 12 RAFTERS Wl GENTLE SLOPE, j PLYWD, COPPER ROOFING, IX FASCIA, AND CEDAR SOFFIT. KNEE BRACE BEYOND WINDOW HEADER PER STRUCTURE NEW WINDOW- SEE SCHEDULE — IX ACCENT TRIM W/ HAROI-PANEL INSERT OVER AIR INFILTRATION BARRIER 2 X 6 #2 D.F. STUDS @ 16'O.C. W/J'CDX PLYWD /OSB AND MIN. R-21 BATT INSUL. COPPER ACCENT ROOF: 2X RAFTER CUT W/ GENTLE CURVE, I PLYWD, COPPER ROOFING, 1X FASCIA, AND CEDAR SOFFIT CEDAR SHINGLE SIDING OVER AIR INFILTRATION BARRIER -SEE EXTERIOR ELEVATIONS — NEW BEAM ABOVE GARAGE DOOR PER STRUC. EXISTING FOUNDATION /FOOTER TO REMAIN (SEE STRUCT. FOR INFO) OVERHANG 5EE ROOF PLAN 518" GWB (VAULTED CEILING) IIZ'GWB 14 1 MASTER BEDROOM — R-30 BATT INSULLATION FLOOR STRUCTURE (SEE STRUCT . FOR INFO.) GARAGE SfPERATION FRO 11V - AT "�ATr "'U'IGwTm Of Surrow MEMBERS $ WARM WALLS Of GARAGE I W'EXISTING CONCRETE FLOOR SLAB. (NO CHANGE) WALL SECTION Kimbrough Residence Sc.le: 11T � V-0- 1. CDSET�UBMI�ALN. RESUBMInED QB-2&201 A 2. 7 4. 5. -ro jj :AQ 0 J'E�tt jvsp'� 4EZD I /JVSP _C 'C7-/OJv CO 'D Poo OR Colo cojopt/') qjVC LU Lu PRE MANE TRUSSES @ 24' O.C. 0. w/ R-49 BATT INSUL, lir COX PLYWD, RIDGE VENT AND ROOFING MATERIAL OVER 15# BLD FELT OVERHANG 5EE P'OOF PLAN BLOCKING 2X LOOKOUTS CEDAR SOFFIT DOUBLE 2X6 TOP PLATE 2X GABLE PERIMETER ACCENT TRIM OPTIONAL DENTAL TRIM 21 ACCENT W1 SILL AND 2X BELLY BAND 5/&'GWI3 2 X 6 #2 D.F. STUDS (VAULTED CEILING) @ 16" O.C. W1 �'CDX 1/2.. GWB PLYIND JOSB AND MIN. MASTER R-21 BATT INSUL. CLOSET WINDOW HEADER PER STRUCTURE NEW WINDOW. SEE C SCHEDULE 1XACCENTTRIM W1 p HARDI-PANEL INSERT 4714 OVE R AIR INFILTRATION C:) BARRIER -0 0 00 2 X 6 #2 D.F. STUDS CY) 0 (j) E < @ 16, O.C. wl �' COX PLYND l0SB AND a) LLj MIN. R-21 BATT INSUL. COPPER ACCENT ROOF: 0 Z 2X RAFTER CUT W/ GENTLE CURVE, I PLYWD, COPPER 0 ROOFING, iX FASCIA, AND LATT o Z> < CEDAR SOFFIT "t 0 CEDAR SHINGLE SIDING LLJ OVER AIR INFILTRATION BARRIER -SEE EXTE ELEVATIONS R410 INSULLATION FLOOR STRUCTURE NEW BEAM ABOVE GARAGE (SEE STRUCT. FOR INFO.) DOOR PER STRUC. GARAGE 512PERATION rROVIDE 1/2' GM AT WAL� AND 50 TYPE -X AfCElUNG5,5Tll 01 5UF?ORT MEM5EP5 * WAM WALL5 OF GARAGE EXISTING FOUNDATION /FOOTER TO REMAIN (SEE STRUCT. FOR INFO) 4"EXISTING CONCRETE FLOOR SLAB. (NO CHANGE) EXITING GRADE U) z r,_� WALL SECTION 0 ��Kim�brough Riesiden W DATE: 02-2016 DESIGNED: SLS DRAWN: SLS �2 S L PI JOB NO: 2016-04 juw 2 9 2017 SHEET: Bu "'A""'T CITY E "I-N--- A4.2-A *SUDEP *CASEMENT *WD 51M. DIV. LlTff5 *WD SIM. DIV. UTES TYPE A TYPE B EQ D � w � w I *51NGLE HUNG :WD SIM, DIV. UTE5 MULLED TYPE C *FICTURE *FICTURL 51M. DIV. UTff5 *WD SIM. DIV. UTE5 *WD SIM. DIV. UTE5 TYPE G TYPE H TYPE J W *PICTUPE *WD SIM. DIV. LITES TYPE K PROPOSED WINDOW TYPES KIMBROUGH RESIDENCE WINDOW SCHEDULE WNDW NO. ROOM NAME SIZE W X H MATERIAL TYPE OPERATION EGRESS NOTES 101 LAUNDRY IN 3' ALUM. / WD CLAD A SLIDER WOOD SIM. DIV. LITES 102 BATH YX 2' ALUM. I WD CLAD B CASEMENT WOOD SIM. DIV. LITES 103 BEDROOM IN 3' ALUM. WD CLAD A SLIDER EGRESS WOOD SIM. DIV. LITES 104 MEDIA ROOM (2) 2�X 5' MULLED ALUM. WD CLAD C S.HUNG WOOD SIM. DIV. LITES 105 BEDROOM (2) 2�X 5o MULLED ALUM. WD CLAD C S.HUNG WOOD SIM. DIV. LITES 106 BEDROOM 4�X 20 ALUM. WD CLAD A SLIDER WOOD SIM. DIV. LITES 107 BATH 2'X 2' ALUM. WD CLAD B CASEMENT WOOD SIM. DIV. LITES 108 GARAGE �X 2' ALUM. WD CLAD A SLIDER WOOD SIM. DIV. LITES 201 BEDROOM dX 4' ALUM. WD CLAD D SLIDER EGRESS WOOD SIM. DIV. LITES TEMP. 202 BATH 2X 3' ALUM. WD CLAD E S.HUNG WOOD SIM. DIV. LITES 203 DINING ROOM 4X 4' ALUM. WD CLAD F SLIDER WOOD SIM. DIV. LITES 204 DINING ROOM A 4' ALUM. WD CLAD F SLIDER WOOD SIM. DIV. LITES 205 DINING ROOM eX 4' ALUM. WD CLAD G PICTURE WOOD SIM. DIV. LITES 206 KITCHEN 1 10 X4' ALUM. WD CLAD H PICTURE WOOD SIM. DIV. LITES 207 KITCHEN YX 4' ALUM. WD CLAD i PICTURE WOOD SIM. DIV. LITES 208 M. BEDROOM (2) 3N 56 MULLED ALUM. WD CLAD C S. HUNG WOOD SIM. DIV. LITES 209 M.CLOSET YX 4' ALUM. I WD CLAD E S.HUNG WOOD SIM. DIV. LITES 210 FOYER 5X 4' ARCHEDI ALUM. / WD CLAD K PICTURE WOOD SIM. DIV. LITES *CONTRACTOR TO VERIFY ALL R.O. FOR WINDOWS SIZE PRIOR TO MANUFACTURING • SEE PLANS AND ELEVATIONS FOR WINDOW TAG LOCATION • SAFTEY GLAZING TO BE PROVIDE PER LOCAL CODE REQUIREMENTS PROPOSED WINDOW SCHEDULE KIMBROUGH RESIDENCE 444 1 . CD SET -SUBMI�AL N-20-2 2. RMSM$�ED 0-017 3. Ab (Ik' Cp 4. CO 5. I q ,q LU Lu 0. c a) 70 04 c� V) 0 00 E 0 U) a) uj > < C;) 0 = Z 0 < 0 w E v Lu ui 0 n z 9 DATE: 02-2016 DESIGNED: SLS DRAWN: SILS JOB NO: 2016-04 :5 SHEET: JUN 2 3 �!q/ -01i'InDIEPAnnif, 17 A5.1 j7yG�2a17(lND"3 — Cantilever beam Atk per plan r U&, Framing on top of f&S 0 41��Cr Connect beam to -C P" 0 beam not shown 7*/()/V S post with knife plate P0 %P4 R per detail FD73 HDR denotes (2) 2x8 HF#2 header z Denotes (2) stud: post, typical, unless: Perpendicular beam, Sister new 2xi 2 H F#2 to existing otherwise noted ' p hang with CJT5 truss bottom chord @ 24" o.c., with Existing trusses to remain a concealed hanger 6x6 architectural 1ANT SD.S screws @ 12" o.c. a diagonal brace CS16 SW1 (14.67') 2x12 HF#2 @ 24" o.c SW11 (8) 2A HF#2 @ 24" o.c. Counter -sink Post per plan HUC410 to 4X6 a 1/2"x6" lag screw 2x10 HF#2 @ 24" o.c. C—S 1 6--\ HDR post in wall 4xl 0 DF#2, each end of brace .......... ......... .. . .... ......... ............. ............ ....IF cantilevered 3' ............... D2: . . .... . ..... ... ... .... WWI rough sawn post, F F� 1-7'1 typical of (3) Cantilever with Brace Detail HnR..... ............ ... CS.16 ....... ..77.7 .......... .......... ............................................. /2 PSL 1/2" 1 I -Off 8x12 DF#2 . .......... ...... ........ ............. ......... .............. ............. ....... ..... .... .... .... . ..... 8x8 DF rough SW1 (16.5') SWI (3.5') Framing on top of Rough -sawn DF beam, min. 8" sawn beam beam not shown -116 wide x 11.25" deep New scissor manufacture HDR Manufactured spiral N I trusses @ 24" o.c. staircase by others Line of ridge CJT5 concealed 4x8 DF#2 hanger g to beam architectural Overframe per note "OF" in the CS16 6x6 A Plow structural notes at shaded areas — — — — - — — SWI (3 5) diagonal brace 8x12 DF#2.— HDR �HD r-sink ....... S1.6 ................ Counte Post in wall per . ........ .. 1/2"x6" lag screw ]an, provide 2x8 HF#2 @ 24" o.c. each end of brace (2) A35 to plate top and bottom W fro 8x8 rough sawn lumber post -idg post HqR. W post from ridge beam to b p rough sawn beam :header A OS16 Rough sawn DF beam, min. 8x10. hitectural Brace Detail Arc Rini W 2x8 HF#2 @ 24" o.c. .......... ... ... ........... ........ ...... . ............ .......... ........ 1/2" V-1)" -7. D1 8x10 DF#2 ridge beam, 3-1/2x9- _,#'I CS161 (16') 8x12 DF#2 ridge beam, Existing trusses cantilever 2' 1/2 SL I Beam 18"x3"xl/4" cantilever 4.25' 2x6 min. HF#2 @ 24" o.c., cut per plan A36 steel 4x4 post from Rough -sawn DF beam, min. 8" CMSTC16 to ridge to beam 1: larger joists to curve 5" knife plate beam below 5... wide x 11.25" deep W post from ridge to beam ............. ................ ........ ....... .......... NA .. .... (4) 112" 5" bolts total R o ugh sawn DF beam, min. 8x10. Post per 4 ;S1 SW1 (T) W1 (3.33') L 2x6 HF#2 @ 24" o.c. plan E 8x12 DF#2 a S16 HDR Z5.. S 5') Knife Plate Detail -011 .4x6 HF#2, cantilever 11.5% 1/2" CMSTC16 HDR Existing trusses to re ain CS16.to post at backspan T,�b 1 Contractor to verify or insi 2 LU F, 0 1/4xi 1-1 A PSL or girder truss 2 g 0C SW1 (3 0_.. S T) 4X10 DF#2 W! HDR S16 ... . ......... .. . .... .. . . ... ......... ........ . ... ....... ...... ........ ........ ........ ......... ............ CS16 CS16 4) 0 00 U) PO 6 6- d d N 0 0 E LU E Roof Framing and Upper Floor Shear Wall Plan 1/4" = 1 1-011 1/17 �h�eet: JUN Z 9 zjv S1 BU'LDIN(�D S CITYO P.T. 2XII 2 DF ledger w/ Rough sawn 8x8 DF P.T. (2)1/4"k3_11/2" SDS post, typical of (3) a crews:@ 16" o.c. ... .......... ...... ... ............ ......................... ... .... . . Fl. u-s h -f r-amed P.T... :DTT2z Pair per 6x12 D Detail D5/S1O4 q HDR ........... a ... .......... ............. . . ............. .. ......... ......... .. ....... W& (3.25') HDU5 w/ 4A DF pos Manufactured spiral 193 SW3x (5.33') HDU5 Hold down per detail' HD1 HD�R �X� 61'120 st0' �' 11 "X'3'j .... .... ..... ..... 3-1/2x9-1/4 PSL t2.2E staircase by others /2 2xIO HF#2 @ 16" o,.c. 3- X9-1 Existing joists - L PS 4x12 P.T. DF#2, cantilevered 3' S 3x (4.75') (3) stud post w/ CS16 to beam ........... ...... ..... ........ .. .......... ... ... ......... HUC410 (3) stud post Flush framed P.T. 4xI 0 a DF post 1 Ox1 2 DF#1 Hold do n er HDU5, align w de ii HD1 ith hold down above Flush framedP.T. ,Ji ............ ...... ............... 4xl2.DF#2.. ........... ... ....... .......... .......... ........... . ... ... — Existing I Y 4x12 P.T. DF#2, joist$ I Existin beam cantilevered 3' HDR U3-17110 HDR denotes (2) 2AVI I HF#2 hPqdqr 0 Denotes (2) stud post, typical, unless otherwise noted 6x6 post ............... ](9/.5'): .... ........ ....................... a HDU5 SW2 (2'-2') HDU5 -J HDIL15 Existing p Is a header 7x14 PSL 3-1/2x9- 114 PSIL 3-1/2xl 1-1 /4 PSL, 21'4" long, with CS 16 strap to HHUS410 i: post each end ......... .. a n . ...... .... ... .. . ........................... j: with hold HDU5 down above SW1 (16.5') HDU5 4x6 DF post SW2 (2 -2' .. .. .... . .... ... .... ........ . .. .... . ....... HDU5 4x1 P.T. 2xI2 Hrg2 10 O.G. Existing p st S 3x (25) w/ U212 hangers .......... .... ... .............. ...... ........ ...... . — ................... I. ................. I .... I.. . - --- : ...... HUCOO ...... . ..... .................... ........................................... ...... . ..... .............. ...... .. W3 (3 5-1/4x14 PSL, 18'long, with H 2 (3.33') Hold d Existi g joists CMSTC16 strap to post each end 0 Jpe TT2z air D P 11 10 r' Existing tdetail ID5/S104. header SWI ............... ........ .. ... ... .... .. .. ...... H D U75 SW1 HDU5 Existing header SW2 (3.33') OR N Upper Floor Framing and Lower Floor Shear Wall Plan 1/4" = 1 1-011 Nail end joist to wall plate with 16d nails @ 6" o.c. joists per plan sli, I'V&Pp Pkz4j) C7. C 100� _,Crlo� 01) P1019 EPC66 --��4"%q& post cap 0 0, t3x6 DF #2 42" 5/8"A" lag screw, counter -sink to allow min. 2" of wood to remain 6x6 DF #2 brace 6x6 DF #2 post in wall Diagonal Brace Detail 1/2" = 1 1-011 2" 6x6 min. DF Post o (5) 5/8"xT lag -'screws Plate and Yt YL : rim joist as applicable 3/16" thick 3" wide A36 steel strap (galvanized) t-!n Concrete stem wall (3) 5/8"x5" Titen HD anchors Diagonal Brace Detail 3/4" = 1 1-011 WA. 23434 NAL RI 2 3 U 13) JUN 2 9 2017 BU"D'N'3 C 0 E.%ARNIII�E .. �.T ;I: E A A L ,00 U Ld Z @ 2.� o 6, r IL .17 E 0 0 C14, U) 0 CD < CD 0 E E 2 Revisions: ,105/25/17 1 / 17 Sheet: S2 EG 8 OEM-] 24Vx24��xl 2" deep .... . ........... .......... I ......... . . .............. ...... ....... ........................................ foundation with (2) # r --- - - - - - - - - - - - - - 4 bars each way. . .............. ............ ........ 1E] - - - - - - - --- . ............ - ........... ................................................. ................................... ...................................... ..................... . ........ ............... . ..... .... .. ..... L - - - - - - - - - - - - --- - --- ........................... ........... Spiral staircase footing per q manufacturer's New foundation 2xI 0 H F#2 @ 16" o.c. specificaions per. Contractor to verify F1 existing interior S'S I foundation is minimum 12"xI2" 4" concrete 30"x30"x12" deep patio� Contractor.. to verify foundation with (3) # existing footin 4 bars each way. continuous at garage ........... .............. - - - - ................... ..... - - .. ........ .......... ........... . . .......................... . ..... ** ....... ...... Aoor: lQcati.Q.n ...... ... ... ...................... ......... ............... F- Existing slab on Connect new foundation to grade existing jer note "NP in the Existing structural notes. crawlspace -:J ......................................................... .. .......................... .......... ....... -ProVide new 3'x3'xl 2"... Er T ........ ......................... deep footing with (4) #4 2xIO HF#2 16" o.c. I a bars each way, under existing interior to Connect new foundation 24"x24"x12" deep foundation corner t existing per note "NF in he�Z I I foundation with (2) # structural not es. 4 bars each way. ............. ......... .................. .................. ... ........... ....... .. ..... ........... .......................................................... .......... ..... .............. ......................... ................... .................. ......... ............... .... .... : ....... ... :New porch and stair Contractor to verify existing Ioundation per F2 foundation is in:good condition, New foundation with a minimum 8� thick stem wall per F1 and 12" wide footing,, with a total height of 24" minimum a - - - - - - - - --- - - - - - - --- - - - - - - - - -- .......... - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - �j ..... a I& N Fooundation Plan 1/4" = 1 1-011 itQ, st/,q, .0 New framing per pla n PI -C/ 8VSPIIO P/st (2) bars at top S C 7'/OAf CODS p, 0:�" /OAf, C Of, 04IP4/ Pot? Exterior grade /IqAfc,- 18" min, 36" max 30" 6" #4 @12" o.c. min. horizontal Crawlspace 10 #4 @ 18" o.c. vertical, grade .... .... hook into footing 8" P'i (3) #4 bars continuous New Foundation Detail 1/2" 1 1-011 #4 @ 18" o.c. horizontal bars #4 @ 18" o.c. vertical bars, hook into footing Upper slab on grade, 4" thick E with #3 bars @ 18" o.c. each Lower slab on CO way grade 6-7 A� 1 0..j�17 � �6"�V-16--j Entry Foundation Detail 1/211 = 1 0-011 , Ok S. P WA 4 - 2304 AL N A I P, 2 -. 11 ,P9 jul;�I Z I k�vW WIMIT"Irp Cily img r= 2 LLI a Z L -2� ZZ E 0 cc, 00 U) a) 4) U) 0 2 E E 2 Revisions: 2105/25117 Ute: D4/11/17 Sheet: S3 Ventilation opening, refer to architect's requirements for size and position Solid blocking between joists or rim joist, as applicable. No gap permitted between the blocking and the roof sheathing Exterior wall ; Diaphragm edge nailing, refer to diaphragm schedule and diaphragm notes on framing plans, as applicable. Diaphragm nail spacing may be adjusted to account for holes in the blocking, provided the same number of nails are used. Nail spacing may not be less than 3" o.c. Roof diaphragm sheathing Roof framing members Refer t) plans for member sizes.. L- Wall top plate / A35 per shear wall schedule Roof framing, flat or W1 sloped per plan A35 per shear wall schedule Roof Ventilation Typical Detail 11V = 1 1-011 At roof framing, roof vent block per vent block typical detail Edge nailing per shear wall schedule Plate nailing per Diaphragm edge nailing per shear wall schedule diaphragm schedule Rim joist, provide Diaphragm sheathing per hangers to match joist diaphragm schedule size where rim joist is used as a header Where joists are parallel to wall, 1� 11 Edge nailing per provide I bay of 1, shear wall schedule solid wood blocking @ 4'0" A35 per shear wall o.c. attached with schedule A35 both ends Joists perpendicular Shear wall sheathing per - to wall, where shear wall schedule applicable Edge nailing per shear Anchor bolt per wall schedule shear wall schedule Concrete foundation 2" clear, minimum Edge nailing per shear --A wall schedule v A35 per shear wall schedule. Anchor bolt per shear wall schedule 4�; Concrete foundation V�ET clear, minimum Alternate Condition Exterior Shear Wall Framing Typical Detail Iif = I I -Off Existing wall studs Existing double top plate No. 1 OxY screws, spaced to match shear wall edge nailing spacing New 2x— bottom plate Existing P.T. bottom plate New wall stud at panel edges, sister to existing wall stud with No. 10xY screws to match shear wall edge nailing spacing Sheathing and nailing per shear wall shedule, cut away to show framing Existing foundation Retrofit High Shear wall end post Strap hold down, wrapped around beam below as needed to meet minimum length requirements Strap hold down, wrapped around beam above as needed to meet minimum length requirements Post per plan, hold down per plan at base of post (not shown) New anchor bolts per shear wall schedule. Washer edge shall be no more than 1/2" from the sheathing side of the plate Ith Shear Wall Detail 1/2" = V-0" Bottom plate Shear wall sheathing with edge nailing . Edge nailing I 1� Finto stud post I --�_ Strap hold down (3) 2x4 stud post with 1/4"xY per plan SIDS screws @ 6" o.c. to tie posts together as shown StraQ Hold Down Configuratio!1 Bottom plate HDLI hold down w/ 5/8" anchor bolt both sides of post Hold down per plan, refer to current simpson ----catalogue for connection requirements 2" clear Shear wall minimum anchor bolt Hold down bolt as close as possible to center of concrete concrete wall Studs @ 16" o.c. max End stud min. double stud Hold down bolt Concrete foundation Retrofit HDU Hold Down Typical Detail 3/4" = 1 1-011 Shear wall sheathing 2x4 railing connected to Provide 2x2 railings with edge nailing post with A34 each end @ 4" o.c. Shear wall Sheathing or decking, above 4x4 post @ 4'o.c. A— 42" per plan Beam below (3) 2x4 stud post with 1/4"xY Edge nailing 2" Joists per plan shear wall SIDS screws @ 6" o.c. to tie into stud post 6 1/4" posts together as shown 2" Joist hangers 1/2" bolt with 3" Beam per HQU Configuration washers each end plan Simpson A35 unless a Corner Hold Down Detail post cap is specified 1 1/2"= V-0" Typical Railing Details 2x— ledger to match 3/4" = 11-011 Exterior wall of house —rvF- r deck framing Discontinuous Hold Down Detail 3/4" = 11-011 Wood framed Sheathing per shear wall per framing wall schedule plan Floor framing Vertical strap hold down per plan Strap end length, nailing per Wood post per structural notes plan Strap Hold Down Detail 3/4" = 19-011 Note: Contractor to verify that existing foundation is sound and in good condition. Contact the engineer of record for clarfication, or if the existing foundation does not meet the minimum requirements of this detail. 6" min, 12" max Existing foundation, verify existing wall thickness, minimum 5-1/2" 4" mini Floor framing per plan Decking per plan Dock framing per plan 1/4" /2" x 3 1 U-series exterior stainless steel �DS I joist hanger screws per plan New or existing wall (Minimum 3) #4112" r str ctural plan dowels, epoxy grouted into 5" deep holes drilled into existing foundation. Dowels shall be spaced minimum 6" apart, and no less than 4" from top and bottom of footing. For taller walls, provide dowels at 12" o-c- vertically, for the full height of the wall New reinforced concrete foundation, refer to new foundation detail New Foundation Connection to Existing Detail "W" 3/4" = 1 1-011 Deck Ledger Typical Detail 3/411 = 1 1-011 Ledger per plan 1/2" threaded rod Decking per plan Deck framing ner plan At parallel joists, provide (2) bays of blocking with A35 each end. Simpson DTT2z Connect DTT2z to blocking connector At perpendicular joists, connect DTT2z to joist. Deck End Connection Typical Detail 15 1- 3/411 = 1 1-011 Exterior wall of house Floor diaphragm, per diaphragm schedule CS 16 x 32" at blocking, where applicable /-A, won,� ,,, PO decr IN �c F14 C SP r/olvl) ODE C FOR OAIPL ANce WAs NAL LU Z E E C4 0 — 0 co (n 00 e E E Lu gr-- 05/25117 1/117 r— 01 1 U T) — eet JUN Z2� 21,ill BUILDN3 DEPA MPENT S4 C1 ry CF ED�'�K�Zs Structural Notes: Applicable Codes and Standards: 2015 International Building Code (IBC) and other applicable local building codes. ASCE/SEI 7-10 - "Minimum Design Loads for Buildings and Other Structures" 2015 NDS for wood structures. American Wood Preservers Bureau - AWPB Standards for Pressure Treated Material. American Concrete Institute - ACI 315, ACI 318, ACI 301, ACI 307. Structural design shall be in accordance with the latest edition of above codes and standards. Contractor shall comply with the latest edition of all applicable codes and standards. Design Loads: Live load: roof 25 par (snow) floors 40 par floor live load Decks 60 psf floor live load Wind load: Basic mind speed 110 mph, exposure B, KzT=1.0 Building Category: Enclosed, Wind Important Factor lw = 1.0 Refer to calculation page Ll for design wind forces. Internal pressure 5 psf, Components and cladding design per 1609.6.1.2 Seismic loading per HIC Sections 1603 and 1613 through 1622, Site Class D. The basic structural type is a bearing wall system with light framed walls with shear panels. Rw = 6.5 (wood structural panels), soil type D. Seismic importance factor 1.0, Seismic Use Group I Design and Analysis by Simplified Design Procedure Peak Ground Accelerations (PGA) based on USGS Hazards Program, by tattling. PGA I see =.495 PGA.2 see = 1.264 Seismic base shear = 0.130 - Dead Load Foundations: Soil parameters (assumed): Vertical allowable soil pressure: 2,000 psf All soil conditions are to be field verified during construction. Footings shall bear on firm natmrah� soils or on structural fill placed over firm natural soils, and inspected In place. Footings shall extend 18 inches minimum below adjacent exterior finished grade and shall extend 12 inches minimum below existing Interior grade unless otherwise noted on plans. Structural fill shall bei- placed in 12-inch maximum horizontal lifts (loose thickness) and compacted to 90 percentof maximum dry density in accordance with ASTM D-1557. Imported structural rill Shan be granular material containing no more than 5 percent flnes, passing no. 200 sieve. Structural fill In place shall be tested by a licensed soil engineer or approved by the building inspector. Cast in Place Concrete: Concrete shall attain a minimum compressive strength of2,500 psi at 28 days (5-1/2 sack,mix)..$ n alternate mix provided by the concrete supplier and pre -approved by the building department is acceptable. Reinforcing steel shall conform to ASTM A-615, Grade 40 (FY=40,000 psi) for all bars except retaining wall vertical bars, which shall be Grade 60 (Fy=60,000 psi). Provide all Wall and footing horizontal bars with 2'-0" x 2'-011 corner bars ofthe same size at all corners and wall Intersections. Minimum lap splice 32 bar diameters for Grade 40 bars, and 48 bar diameters for Grade 60 bars. Concrete protection for reinforcement shall be: Concrete exposed to earth or weather 1.511 (#5 & smaller) 2" (#6 & larger) Concrete cast against earth 3" slabs 0.75" Bolts: Anchor bolts shall conform to F1554. All other bolts shall conform to ASTNI A307. Minimum anchor bolt size and spacing shall be %" diameter bolts @ 6' o.c. Shear wall anchor bolts per the shear wall schedule. For cast -in -place anchors, provide 711 minimum embedment into the new concrete foundation. For retrofitted anchors, provide 5" minimum embedment into the existing concrete foundation. Epoxy grout with Simpson SET epoxy. Provide 3"x311 square x 0.229" thick bolt washers where anchor bolts connect the sill plate to the concrete foundation. Wood Framing Specifications: All sill plates and other wood framing which is in contact with concrete or masonry must be pressure treated. For anchor bolts connecting wood sill plates to concrete or masonry, provide galvanized steel washers on top of the sill, minimum size 31, x 311 x 1/411 thick. Where toenails are used for stud wall construction, a minimum of (2) toenails at top and bottom of each stud shall be provided. Toenails shall be 16d nails driven at approximately a 45 degree angle, with a minimum of 1-1/21' of the nail shank shall be embedded in both the stud and the plate. End nails driven through the plate and into the stud end grain are not permitted. Simpson A34 clips at top and bottom of each stud are permitted where correct tocnailing is not provided. Wherever joists bear on a wall or beam, either a continuous rim joist or solid wood blocking must be provided. Blocking shall be connected to the joists with A35 angles at each end. Unless noted otherwise, the following grades and species shall be used for Structural lumber: ZX joists Hem -Fir #2 2x, 3x, and 4x studs DF/L standard for plywood or WSP shear walls Hem -Fir standard for other walls 4x and 6x beams DF-L #1 Microllarn LVLlumber LVL 1.9E, Fb = 2600 psi, Fv = 285 psi (minimums) Paraflant lumber 2.0 WS, Fb = 2900 psi, Fv = 290 psi (minimums) Glu4am lumber 24F-V4 or 24F-V8 as applicable All framing connections shall be per Table 2304.9.1 of the HIC, unless otherwise noted. Pl3Xood Thickness. Grade, and Nailing: Install plywood sheets with face grain perpendicular to framing. Stagger joints in adjacent sheets. If not otherwise noted, use nailing schedule, Table 2304.9.1 of the IBC. Existing sheathing may be used if it is free of damage. Nail holes may not be closer than 1-1/2" o.c., existing nails must be free of rust and in good condition. Manufactured Trusses: Manufactured Trusses specified on the plans are prefabricated products manufactured by a truss manufacturer. The contractor shall submit shop drawings and stamped structural design calculations for review. Truss design and shop drawings shall include location and weight of all equipment being supported by these trusses. Metal Frantintz Connectors: Unless ntherwise notedi Metal framing connectors shall be manufactured by the Simpson company, or approved equal. Unless noted otherwise, use U-series joist hangers to match joist size (e.g., U210 for 2xI0 joist). Provide III or H2.5 hurricane ties, or other connectors with similar capacity, at every roofjoist, and H6 or H7 at ends of roofbeams and girder trusses. Where supported by wood posts, wood beams shall be connected to the tops of the posts using Simpson AC, PC or PCC post caps, and to the bottoms of the posts bearing on wood framing using Simpson AC connectors. Where supported by perpendicular beams, wood beams shall be connected by HU-series face mount beam hangers. Provide Simpson PB post bases to connect posts to concrete foundations. Roof Over Framing Note. Note OF: The new roof area shown hatched consists of new roof framing constructed over the existing roof framing below. The over built framing shall be constructed in such a way as to distribute the roof loads from the new framing uniformly to the existing roof structure (for example, no new concentrated loads, such as from a beam, shall be added to the existing roof structure). This equal distribution may be accomplished by constructing the new overbuild roof using framed 2x4 cripple walls spaced at 2 feet on center, located on top of and perpendicular to the existing roof sheathing supported by the existing roof framing. No sheathing is required for these cripple walls. The new cripple walls and roof rafters (spanning 2 feet, perpendicular to the cripple walls) may be constructed using 2x4 lumber, stud grade at minimum. The new plates shall be nailed to each existing rafter with (2) 16d nails minimum. New roof sheathing shall be per the diaphragm schedule. A new 2x— plate shall be constructed along the new valley lines, and nailed to each existing rafter, along its entire length, with (2) 16d nalls per existing rafter. If desired, an alternate method for distributing the loads may be submitted to the structural engineer of record, for review and approval prior to construction. Connection of New Foundation to Existing, Note NF: At each location where the new concrete foundation abuts the existing foundation, connect the new to the existing using minimum (3) #4 by 18" long rebar dowels, epoxy grouted into 5/8" diameter by 5" deep holes drilled Into the existing foundation. Each dowel shall be no closer than 311 to any edge or corner of concrete. Minimum spacing between dowels shall be 6". For concrete wall intersections longer than 31-0" in any direction, additional dowels shall be located at 1211 o.c. for the full height or length of the new foundation concrete. Contact the engineer (prior to construction) for evaluation and approval of the existing foundation system, if there are any significant cracks In the existing foundation within 6 feet of the new foundation, or if there Is any indication that the existing foundation is in poor condition, including visible rock pockets, non -uniform concrete, spalling, noticeable settlement of the existing footing, or other distress. Hold Down Notes Convention for showing shear walls and hold downs: Shear walls are shown on the framing plan for the floor above. (For example, first floor shear walls will be shown on the second floor framing plan, and the shear walls for the topmost floor will be shown on the roof framing plan.) Hold downs are located at the bottom of that shear wall, and connect the end of the shear wall to wall framing or a structural beam located in the floor below the shear wall. Contact the engineer of record for clarification if needed. Hold downs for each floor must be continuously connected to hold downs on the floor below (or to other intermediate wood framing where so indicated), until they are finally connected to the concrete foundation. Hold downs shall be installed so as to be as far apart as is reasonable. Hold downs may be located on either the near side or the far side of the post or double stud to which they are attached. In no case shall a hold down bolt be located farther than 611 from the end of the shear wall, except with prior written approval of the engineer. Refer to the latest edition of the Simpson Catalog for details. Where multiple studs are called out at a hold down, nail studs together with (2) 16d nails at 811 o.c. or 1/4" x 3" Simpson SDS Screws at 12" ii.c. Stran Hold Downs: Provide a vertically oriented strap hold down consisting of one or two of the Simpson vertical strap ties listed below, connecting the end stud or post of the shear wall indicated to new or existing studs in the wall framing below, or to a wood beam supporting the shear wall, where a pplicable. Stiiaps shall be installed so that the minimum end length is provided to both connected posts or studs. Where a strap is connected to a below below, the strap shall be wrapped around the beam until the minimum end length is reached. CS16 denotes a Simpson CS16 strap, with a minim end length of14", and (13) 8d nails each end. CMSTC16 denotes a Simpson CMSTC16 strap, with a minim end length of2511, and (29)16d sinker nails each end. CMST14 denotes a Simpson CMST14 strap, with a minim end length of 3411, and (38) 10d nails each end. Rod Hold Downs: HDUX denotes a Simpson HDU(2,4,5,8,or ll)-SDS2.5 hold down. For hold down bolts at existing concrete foundations, use the following bolts: For HDU2.4.5: 5/811 diameter A307 threaded steel rod may be used, which shall be epoxy grouted into a 3/4" diameter hole with a minimum embedment of 10". For hold downs at new concrete foundations, provide the following bolts. For HDIJ2.4.5: 5/8" diameter A307 threaded steel rod may be used, which shall be cast In place with a minimum embedment of 10". Special Note: Ali holes for hold down bolts which are installed into existing foundations must be inspected during the installation of the hold down. Either the building inspector, the structural engineer of record, or the special Inspection agency must perform the inspection and approve it before the bolts may be epoxy grouted into the holes. The epoxy grout used must be Simpson SET-XP unless otherwise noted by the engineer of record. For drilled holes into existing concrete, no less than 211 must be provided between the edge of the hole and the face of concrete. The Engineer of Record or Special Inspector must witness the installation of hold down bolts, including cleaning the holes with compressed air and a wire brush before the anchor is installed. The hole shall be filled with enough epoxy that when the anchor is inserted, the epoxy rises to the top of the concrete. Care shall be taken that no air bubbles persist in the epoxy. The contractor must verify that the existing foundation stem wall is uncracked and continuous, and is sound and in good condition, within 5 feet of any retrofitted shear wall or hold down, in any direction, except with prior written approval of the engineer. The existing concrete foundation stem wall shall be at least 6" thick and 21-611 in height. The concrete shall be of good quality, hard and uniform, with appropriate aggregate type, size and distribution, and with no visible rock pockets or other similar deficiencies. Any existing cracks located within 10' of any hold down must be completely filled with an appropriate epoxy based concrete repair product. The product to be used shall be approved in writing by the engineer prior to filling the cracks. Contact the engineer of record prior to proceeding if any of these requirements are not met, or if the installation of the hold downs results in any visible damage to the existing foundation. SHEAR WALL SCHEDULE for shear walls is 11F#2 or better, unless otherwise g2LE!L_ — ----- +(Lumber _TMe_ Material Edge 1 Nailing Field Nailing A.B. Size/Spacing Plate Plates A35 Spadng_i Shear Capacity- SWI SW2 15/32" WSP one side 15/32" one side 8d @ 6" 41' I 8d @ 12" 8d @ 12- 1/2"0 @ 48" 1/2"0 @ 32" (2) 16d @ 911 (2),16d @ 6" 2x- 2x 241- 161# 230 plf 350 plf SW3 15/321- WSP one side 10d @ 3" 10d @ 1211 518"0 @ 2411 (2) 16d @ 4" 3x- 12" 550 plf SW3X , 15/32" WSP one side 10d @ 2 @ 121- I 5/81-0 @ 24" I 518"0 x 8" Lag ra) 24" 3x- i 91, 710 plf For shear wall callouts on the Structural Framing Plans* SW x (yl) denotes a shear wall type 11V with a minimum length of 11y" feet. - For SW3 and studs. plates, and blocking where two WSP panels abut shall hme a minimum 3- nominal thickness. Double 2x_ Imembers may be usedfor Studs ifthe members are connected by plate failing. Note 10d nods at WSP panel edges. • "WSP" refers to "Wood Structmal Panel", either plywood or other Wood materials. • "SIS" refers to "Structural I Sheathing". either pl)7,vood or other wood materials. Apply any "WSP"notes to "SIS" as wel • Provide double stud mininflura at both ends of all shear walls. • At the roof or top level of any shear wall, "A35 spacing7, and all other relevant connector specifications, apply to assemblies at both the top and bottom of the shear wall. At lower levels, apply to the bottom of the wall only. Provide floor diaphragm edge nailing per diaphragm schedule through floor plywood into blodking, parallel joist framing, or top plates (wilkliever applies) of all shear walls. • Provide 3x- plates, and 4x rim joists. minimum, where tag screws are specified for plate failing. • Where shear wall edge nails are spaced closer than 3" o.c., or spaced 3" o.c. with I Od nods, foundation Sill plates and an framing members Kepq�iilg edge ng comabuttigg nds s4gnqbe less than a singJe 3x member. -Pro,vide4x ordouble2x framingwhere A35 angles are used on both sides of one piece of wood. - Where a shearwall terminates above the foundation level (no shear wall below). provide ininimurn 4x I blocking or double joist framing (as applicable) below the shear wall."W' Plate nailing per this schedule shall be naded into this blocking at the bottom of the shear wall. • Shear wall naRs shall b e placed no closer than, 3/8" from a panel edge or perpendicular face of Stud. • iNtwLimum Spac between nags shall not exceed ir. • Shear wall nailing shall be common or galvanized box nods, unless tag screws are noted. Gah-anized nags shall not be hot dipped or tumbled. • Lag screw plate connectors shall penetrate 3.5" mbhmm� and plates or beams receiving lag screws shall have a minimum width of 3.5". • Where hold downs are specified, the shear wan bolt shall be located within 6 inches of the end of the shear wall, unless otherwise approved by the engineer of record- Mininuturt end studs shall be as specified in the most recent Simpson catalog. Shear wall edge nailing through shear wall sheathing shall be p�TLde#Liwnto_Sll studs attached to a hold down- -Retrofit anchor b. t� s�have a minimum, embedment of 5" into the concrete foundation- • Cast in place anchor bolts shall have a minimum embedment of 7" into the concrete foundation. • Plate nails shall be nailed into a sold wood rim joist. • 2x- plates may be substited for 3x- plates if paiiels aie nailed with edge nailing directly to the rim joist - Where 3x- plates are used, (2) 20d common nails umst be used instead of (2) 16d common nails to connect studs to the bottom plate. - Where Reof'ventilation is req*ed over a shear wall, see roofvenblation detail Diaphra= Schedule for di rasm construction is 11IFF42 or efter. unless otherwise noted.) T— .L,bar Time Material Edge Nailing leld NaffinU Edge Blocicing Remarks Roof 15/32" CDX 24/0 8d @ 6" ox, 8 -" 1211 o.c. no Minimum Standard Floor 23/32" CDX 48/24 8d g-1—r o.c. no Minimum Standard • "WST refers to "Wood Structural Paner, either plywood or other wood materials. • Rim ioists at exteriorwalls shall be continuous for tension. At tin joist sl�h:ce locations, pnide (2) CS 16 horizontal qr�s, minimma ZV • Where TdcLljoor fm*g Lisc �tgeve�ed -S - exteri5xr wall b�!o!��, pr i e solid �LoqFj!�g with Diaphragm edge naMng between ts- jois • This is the minimurn required diaphragm construction. Where othenvise noted on the plials. additional blocking or nailing may be required. ; 4Q K,01?k Wojqk IAISp$C Q) 110 710 fV J Co D V J�rop COD poi? /,J�JC,�r ,IS. WA ONAL E LLI n Z V (L _O E C14 V Q — = 00 U) 0 M CD 00 E -0 W Z!� Z:L 05/25/17 ate: D4/11/17 nuou 31 Sheet: JU�J 2 9 20V S5 BUILDING DEPARTMIF"T cITY or 031110NDS