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BLD2017-0550• ; IIIIIIII RIF D G�O�E �Orn CITY OF EDMONDS 121 5TH AVENUENORTH - EDMONDS, WA 98020 Inc 1 g90 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 07/18/2017 Permit #: BLD20170550; Expiration Date: 8 �� Project Address: 1140 7TH AVE S, EDMONDS' (Q Parcel No: 00619400800300 cv— PROPERT11OWNER APPLICANT CONTRACTOR TYLER & CAT HERINE KIMBROUGH SHAWN SULLIVAN PEDERSEN CONSTRUCTION 1 140 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 #: PEDL-RC'016KM EXP:10/09/2017 O: DESCRIPTION NEW 2 STORY 230 SF DINING ROOM, BEDROOM, COVERED PATIO AND UPPER FLOOR COVERED DECK, NEW ROOFTOP DECK. EXTEND MASTER AND FOYER. INTERIOR AND EXTERIOR UPGRADES. * * * PLUMBING AND 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 OTHER: ------- OTHER DESC: ZONE: RS-6 NUMBER OF STORIES: 0 IVESTED DATE-: NUMBER OF DWELLING UNITS: 0 ILOT #: BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1ST FLOOR: 257 2ND FLOOR: 115 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 971 OTHER: 0 BEDROOMS: 0 BATHROOMS: 0 BEDROOMS- 0 BATHROOMS: 0 FRONTSETBACK SIDESETBACK; REQUIRED:20'E PROPOSED:20'-4"E 7-QUIRED:5'N PROPOSED: 3'-II"N REQUIRED:15'W PROPOSED:54'W HEIGHT ALLOWED:O PROPOSED:O REQUIRED: 5"S PROPOSED: 4'-1 "S SETBACK NOTES: Side setbacks are measured to existing non -conforming building. ,.. 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 AP LICATION ISNOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. / 4a4�& ? le Az, D/ Signatur Print Name Date Released By Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF L OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 10/ IRCI 10. ONLINE APPLICANT ASSESSOR OTHER �� (V�►, V' a CJ ��1i9X� 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 far alternate 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 7:00am 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 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 harmless 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 1' INSPECTIONS BUILDING 425 771-0220 EXT. 1333 ENGINEERING 425 771-0220 EXT. 1326 FIRE 425 775-7720 PUBLIC WORKS 425 771-0235 1 PRE TREATNIFNT 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-Gras Test/Pipe • B-Mechanical Rough In • B-Exterior Wall Sheathing • B-Roof Sheathing • B-Window Flashing • B-Shear Nailing • B-Height Verification • B-Framing • B-WallInsulation/Caulk • B-Insulation/Energy B-Sheetrock Nail • B-Building Final C City of Edmonds DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION 121 5"' Avenue N, Edmonds, WA 98020 Phone 425.771.0220 Q Fax 425.771.0221 PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDVS (Street, Suite #, City State, Zip): r IAIA CIA 10 3 Parcel #: 0000 9 008 O3m PL01-roject Valuation: $W0 OG► APPLICANT: / Q � LLi `Vtf� N Phone: LZi • Q3933 Fax: ddress (Street, City, State, Zip): yo-Z ZgZ,.in L wA Boy E-Mail Address: 5V4P,\,s00)LU 0SCLU1110,05011 PR PERTY OWNER: L Kim Phone: (5I, 21d • �&S-7 Fax: Address (Street City, State, Zip): 1 0 IN AutF. 7. i� wP-;i - WA 9 �I0 E-Mail Address: m U oL4 � MAIL CO�'►�1 LENDING AGENCY: ow ►,J -I CIA Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR:*� c,�rr -Foe 'alp Phone: TFax: 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: DETAIL THE SCOPE OF WORK: 4) 6 ►.) , U �OG�F� 1C , T'l. 1"L,P�iO ►1'1 �X fi1J'Si0 J. N PROPOSED NEW SQUARE FOOTAGV FOR THIS PROJECT: Lowe fZ FL. Basement: s . ft. Select Basement T e: Finished Unfinished 1" Floor: s . ft. Garage/Carport: s . ft. 2"' Floor: s . ft. Deck/Cvrd Porch/Patio: -sq. ft. Bedrooms # Full-3/4 Bath # Half -Bath # Other: sq. ft. Fire Sprinklers: Yes No Retainin Wall: Yes No Grading: Cu[ cu. yds. Fill cu.yds. I Cut/Fill in Critical Area: Yes LJ No I declare under penalty of perjury laws that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. JV Print Name: Owner genUOth *Specify): �N Signature: Date: FORM A L:\Building New Fol r 2010\DONE & x-ferred to L-Building-New driveTorm A2014.docx Updated: 1/17/2014 of EDM O AA , F -✓ 16 v� DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION FORM A Fst 121 5 h Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771.0220 4 Fax 425.771.0221 MECHANICAL Equipment Type Appliance/Equipment Information (new and relocated) Total # Furnace Gas # Elec #_Other: # BTUs: <100k_ >100k_ Location(s) Air Handler / VA V Gas #_Elec #_Other: # CFM: <10k_ >10k_ Location(s) \!'f (circle selected) AC / Compressor / Boiler / Heat Pump / Gas #)�Elec #_Other: # BTUs: <100k, 100k-500k, 500k-1Mil �r r 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 #Kitchen #Laundry # Other: # \ 1 duct) Fireplace Gas #_Elec #_Other: #_ Location(s) Dryer Duct Appliance Type Appliance/Equipment Information (new and relocated) Total # AC Unit BTUs: Location(s): U l-n 00'T 5�ve 4Y�iA �` ) Furnace BTUs: i7T?T1> Location(s): mWfl ZOO rYA Water Heater BTUs: Location(s): 1'2%00 ryl Boiler BTUs: Location(s): a Other: BTUs: Location(s): (j Fireplace/Insert BTUs: Location(s): Stove/Range/Oven G Dryer G Outdoor BBQ (r TOTAL OUTLETS PLUMBING FIXTURE COUNT Fixture Type (new and relocated) Total # Fixture Type (new and relocated) Total # Water Closet (Toilet) % Pressure Reduction Valve/Pressure Regulator U Sink (kitchen, laundry, lavatory, bar, eye wash, etc.) ��. Water Service Line Tub/Shower Drinking Fountain Dishwasher Clothes Washer Hose Bib C Backflow Prevention Device (e.g. RBPA, DCDA, AVB) j Water Heater Tankless? Yes NoEj Hydronic Heat in: Floor Wall Floor Drain/Floor Sink /'L/0 Other: Refrigerator water supply (for water/ice dispenser) Other: FORM A L:\Building New Folder 2010\DONE & x-ferred to L-Building-New drive\Form A2014.docx Updated: 1/17/2014 Rre..... tine Energy C:ode Gorr pl ance:for ALI:CLim to Zones:in:Wa hin ton 9 Additions less than 500 square feet: .5 credits --� I.. .. .:T b e 2: m a 4 ... 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R ANT 'SERVICES iit° r . 4 Structural Calculations Cover Sheet Project Number: 2016.121 Project Name: Kimbrough 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. ODES CITY COPY 2015 International Building Code IBC 2015 NDS�t G' ASCE 7-10~ 11 t LOADS JUN 2017 Dead Loads As required Roof snow Load 25 psf BUILI7I D° PARI" MNT p CITY 6V ED?74iOkDS Floor Load 40 psf. 60 psf Deck Wind 110 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 Lat'Lon. PGA I sec = .495 PGA .2 sec = 1.264 %V = .130 * 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 -approved 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-Lam Beams 24F-V4 for simple span beams.. 24F-V8 for cantilevered beams Parallam Beams 2.0E PSL, Fb=2,900 psi. Fv=290 psi, E=2.0* 10^6 psi (minimum) Microllam Beams 1.9E LVL, Fb=2,600 psi, Fv---285 psi. E=1.9*10^6 psi (minimum) Timberstrand Bms 1.7E LSL, Fb=2,600 psi, F,.=400 psi. E=1.7*IO^6 psi (minimum) Anchor Bolts F 1554 Anchor Bolts. A307 other bolts CONSULTING STRUCTURAL ENGINEERING SERVICES, INC. 6311 - l7th Avenue NE, Seattle WA 98115 (206) 527-1288 email john@cses-engincering.com Structural Engineering Consulting and Design l John S. Apolis, P.E. CSES, Inc. PROJECT: ARCHITECT: Kimbrough Shawn Sullivan WOOD JOIST DESIGN -- 2012/15 IBC AND NDS Job Number: 201.6.121 Designer: JSA Date: 02/17/17 Page Number: f{ I Calculate the maximum span for joists under the following conditions: Simple Span; Uniform Load Visually Graded Sawn Lumber Moisture Content < 19% Normal Temperature Range 2". 3", or 4" thick joists only Normal Deflection Requirements Snow Load? 0 = no. 1 = yes => 1 Enter T for incised PT lumber: Repetive Use? 0 = no, 1 = yes => 1 Wet Use? 0 = no, 1 = yes => Nominal Joist Size and Spacing =_> 1 - 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= 1300 ksi Loads: Dead load 15 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 = 30.0 lb/ft => Wll = 50.0 lb/ft Wtl = 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: }Z � BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) Beam Description: Lf t/ AA9 9-OOM -FXV55 Swo/-T Enter'l' for incised PT lumber: Enter'1' for snow load: Enter'l' for fully supported: 1 Geometry and Loads: Span: 19 ft DL unit load: 15 psf Add'1 uni.f.. DL: lb/ft Enter'l' for repetitive member: Enter'l' for wet use: Enter'1' for reduced live load: Tributary Width: 2 ft LL unit load: 25 psf Add'1 unif. LL: Ib/ft 1 1 NDS Kll * At: 76 ft^2 Reduced LL: 25 psf DL uniform load: 30 lb/ft Max DL reaction: 285 Ibs 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' 3016 psi Fv 285 psi Fv' 327.75 psi Fc perp 750 psi Fc perp' 750 psi (Allowable design values include modi.ficaiton 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 deft: 0.950 in Max LL defl: 0.633 in Total defl. * I: 123.5 Required I: 130 in14 LL defl. * 1: 77.2 Required I: 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 Selected 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: 1.0 in'12 Minimum bearing dimensions: 1.8 x 0.6 inches John S. Apolis, P.E. CSES, Inc. PROJECT: ARCHITECT: Kimbrough Shawn Sullivan WOOD JOIST DESIGN -- 2012/15 IBC AND NDS Job Number: 2016.121 Designer: JSA Date: 02/17/17 Page Number: F, 3 Calculate the maximum span for joists under the following conditions: Simple Span, Uniform Load Visually Graded Sawn Lumber Moisture Content < 19% Normal Temperature Range 2". 3", or 4" thick joists only Normal Deflection Requirements Snow Load? 0 = no. 1 =ves => Enter T for incised PT lumber: Repetive Use? 0 = no. 1 = yes => I Wet Use? 0 = no, 1 = yes => Nominal Joist Size and Spacing => 1 - 2 x 10 24 inches o.c Actual Dimensions => 1.50 x 9.25 inches Section Properties (Calculated): A = 13.88 in^2 S = 21.39 in^3 I = 98.93 in^4 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 1 inches 11 John S. Apolis, P.E. CSES, Inc. PROJECT: ARCHITECT: Kimbrough Shawn Sullivan WOOD JOIST DESIGN -- 2012/15 IBC AND NDS N0�V ,�1_14A41l 7 ®ism 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 Saum Lumber Moisture Content < 19% Normal Temperature Rance 2", 3", or 4" thick joists only Normal Deflection Requirements Jnow Load? 0 = no, 1 = yes Enter T for incised PT ]umber: Repetive Use? 0 = no, I = yes => 1 Wet Use? 0 = no, 1 = yes => Nominal Joist Size and Spacing ==> 1 - 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' I = 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 593 lb 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 y John S. Apolis, P.E. CSES, Inc. PROJECT: ARCHITECT: Kimbrough Shawn Sullivan OOD JOIST DESIGN -- 2012/15 IBC AND NDS /VF' G'/ 400r— J 2r 1 �75 Job Number: 2016.121 Designer: JSA Date: 02/17/17 Page Number: t 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 only Normal Deflection. Requirements Enter T for incised PT lumber: Snow Load? 0 = no, 1 = yes Repetive Use? 0 = no, 1 =yes Wet Use? 0 = no, 1 = yes Nominal Joist Size and Spacing => 1 - 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 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 Page number: !.BEAM DESIGN (Uniform Load, Simple Span) _77 2015 International wilding Code (IBC) 2015 NI}S Beare Description: /[ fi46' w _r Enter'r for incised PT lumber: Enter'l' for snow load: Enter ' 1' for repetitive member: D Enter T for futE_y Enter'/'for wet use: supported: 1 Enter'I' for reduced live load: Geometry and Loads: Span: 14.5 ft Tributary Width: 6 ft DL unit load: 9 psf LL unit load: 60 psf Add'I unif DL: lb/ft Add'I unif. LL: lb/ft KIl * At: 174 ft'`2 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/ft Max Total reaction: 3.002 lbs Material Properties: E 1.3 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 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: 0.483 in Total defl. * 1: 316.7 Required I: 437 in^4 LL defl. * I: 275.4 Required 1: 570 in^4 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: DF1L ##2 7.500 x Provided: Required: 8319 in1^14 569:9 in"4 151.3 in-3 149.2 in^3 82.5 in^2 23.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: SEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 2015 NDS Beam Description:�� F�A� (l'To Enter'l' for incised PT lumber: Enter'l' ffor snow load: Enter'l' for repetitive member: Enter'1' for wet use: Enter'i' for fully supported: 1 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'1 un.if. DL: Ib/ft Add'1 unif. LL: lb/ft K11 * At: 99 ft^2 Reduced LL: 60 psf DL uniform load: 108 Ib/ft Max DL reaction: 297 lbs LL uniform load: 540 lb/ft 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 E' .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 analysis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total deft: 0.275 in Max LL defl: 0.183 in Total defl. * l: 8.3 Required 1: 30 in^4 LL defl. * L 6.9 Required 1: 38 in^4 Actual deflections: TOTAL: 0.075 inches LL: 0.063 inches Force analysis: Max Shear: 1782 lbs Max. moment: 2450 ft-lb Shear @ d = 1391 lbs Selected Member: DF/L #2 3.500 x 7.25 Member properties: Provided: Required: Moment of inertia: 111.1 in^4 37.9 in,`4 Section Modulus: 30.7 in"3 25.1 inA3 Section Area: 25.4 in^2 11.6 in^2 Bearing Area: 29 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 Page number° 0 BEAM DESIGN (Cantilever, Uniform Load+Concentrated Load) 2015 International Building Code (IBC){concentrated load at tip of cantilever 2015 NDS Beam Description: FA57- C A�V7,Wav, Enter'1' far snow load: 1 Enter'1' for 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 point load: 0 lbs DL uniform Ioad: 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 10"6 psi Fb 900 psi Fb' 1217 psi Fv 180 psi Fv' 207 psi Fc perp 625 psi Fc perp' 718.75 psi Emin 0.58 x 10"6 psi Emin' 0.58 x 10^6 psi Deflection analysis: For total load: Allowed deflection criteria; span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total deal: 0.5 in Max LL defl: 0.3333333 in Cantilever Deflections, TL: 0.425 in LL: 0.2833333 in Total Required 1: 101 in4 LL Required 1: 129 in^4 Actual midspan b: TOTAL: 0.216 inches LL 0.122 inches Actual Cantilever 6: TOTAL: 0.186 inches LL 0.158 inches Force analysis: 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^4 128.6 in,,4 Section Modulus: 49.9 in,,3 35.9 in^3 Section Area: 32.4 in"2 11.9 in^2 Bearing Area: 4.5 in^2 Minimum bearing dimensions: 3.5 x 1.3 inches John S. Apoiis, P.E. CSES, Inc. Job number: QOIl A I Project: K i/A 61Z C/C/( // Date: 21-Feb-17 Architect: 54AWIV 5✓z�&I VAA/ Page number: f2 c' BEAM DESIGN (Uniform Load, Simple Span) 2015 international Building Code (IBC 2015 �1DS Beam Description: 6-7 �1D 9 r-Wm � TOO 50AA t5 .Enter '1' for incised PT lumber: Enter'1' 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 repetitive member: Enter'i' for wet use: Enter'.I' for reduced live load: Tributary Width: 6 ft LL unit load: 25 psf Add? unif. LL: lb/ft Kll * At: I20 ft^2 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: 1 E 1.6 x 10116 psi E' 1.6 x 10^6 psi Fb 900 psi. Fb' 1346 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) De€Iection_analvsis: For total load: For LL only: Max. allowed total deft: Total defl. * I: LL deft. * l: Actual deflections: Force analysis: Max. moment: Member: Allowed deflection criteria. span/ Allowed deflection criteria, span/ 0.506 in Max LL defl: 33.8 Required I: 21.1 Required 1: TOTAL: 0.304 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^2 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 in" 3 7.6 in^2 1.7 in^2 0.5 inches 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+Concentrated Load) 2015 International Building Code (IBC) 2015NTS Beam Description: G-��r� 7 -Fo 9 Enter '1' for snow load: 1 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'1 unif. DL: lb/ft Add'1 unif. LL: lb/ft Concentrated DL: 1218 lbs Concentrated LL: 2031 lbs @x > (L-x)= 8 ft Total point load: 3249 lbs DL uniform 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 E' 1.6 x l 0^6 psi Fb 900 psi Fb' 1132 psi Fv 180 psi Fv' 207 psi Fc perp 625 psi Fc perp' 718.75 psi £min 0.58 x 10"6 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: 0.5333333 in Total defl, * I: 367.6 Required 1: 460 in,,4 LL defl. * l: 233.3 Required .I: 437 in^4 Actual deflections: TOTAL: 0.387 inches LL 0.246 inches Force analvsis: 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 inM Section Modulus: 168.8 in'`3 162.8 in^3 Section Area: 90.0 in^2 15.6 in12 Bearing Area: 3.1 in^2 Minimum bearing dimensions: 8.0 x 0.4 inches Jahn S. Apolis, P.E. Project: Architect: CSES, Inc. Kimbrough Sham Sullivan Job number: 2016.121 Date: 21-Feb-17 Page number: BEAM DESIGN (Uniform Load+Concentrated Load) 2015 International Building Code (IBC) 2015 NIBS Beare Description: 6-721 f)' ?a ei�f'Vlv( Enter '1' for snow load: 1 Enter '1' for repetitive member: Enter'1' for wet use: Geometry and Loads: Span: 12.5 ft Tributary Width: 2 ft DL unit load: 12 psf LL unit load: 25 psf Add'l un'tf. DL: lb/ft Add'l unif. LL: lb/ft Concentrated DL: 480 lbs Concentrated LL: 1.000 lbs @x > (L- )= 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 Proaerties: E 1 2 x 10^6 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 deft. * I: 72.4 Required 1: 116 in^4 LL defl. * 1: 489 Required 1: 196 in14 Actual deflections: TOTAL: 0.289 inches LL 0.196 inches Force analysis: 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"2 5.1 in'12 Bearing Area: 1.6 in"2 Minimum bearing dimensions: 3.5 x 0.5 inches 9.5 John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 21-Feb-17 Architect: Shawn Sullivan Page number: tv BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 2015 NDS Beam Description: �;�Z)�IIILL f)jC,,41VtOT(7O Enter'1' for incised PT lumber: Enter'l' for snow load: 1 Enter'1' far fully supported: 1 Geometry and Loads: Span: 16.5 ft DL unit load: 15 psf Add'1 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'] uni.f. LL: lb/ft K1l * At: 379.5 ft^2 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: 2,372 lbs Total load: 460 lb./ft Max Total reaction: 3,795 lbs Material Properties: E 2.0 x 1016 psi E' 2.0 x 10^6 psi Fb 2900 psi Fb' 3359 psi Fv 290 psi FV 333.5 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. * I: LL defl. * I: Actual deflections: Force analvsis: Max. moment: Selected Member: Allowed deflection criteria, span/ Allowed deflection criteria, span/ 0.825 in Max LL defl: 3816 Required 1: 239.7 Required I: TOTAL: 0.616 inches LL: 15654 ft-lb Member properties: Moment of inertia: Section Modulus: Section Area: Bearins Area: Minimum bearing dimensions: PSL 2.0E Provided: 622.9 in^4 110.7 in� �3 59.1 inA2 5.3 240 360 0.550 in 465 in^4 436 in^4 0:385 inches Max Shear: 3795 lbs Shear C d = 3364 lbs 5.250 x 11.25 x Required: 464.9 in ,4 55.9 in" 3 15.1 in"'-? 5.1 inA2 1.0 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 21-Feb-17 Architect: Shawn Sullivan Pa,Qe number: 13 BEAM DESIGN Uniform Load+Concentrated Load 2015 International Building Code (IBC) 2015 NDS Beam Description: 14/ Cr/ —/O(p Enter '1' for snow load: 1 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 uniform Ioad: 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"6 psi E' 2 x 1.0^6 psi Fb 2900 psi Fb' 3423 psi Fv 290 psi Fv' 334 psi Fc perp 750 psi Fc perp' 750 psi Emin 0 x 10^6 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 I: 99 in14 LL deft. * 1: 25.6 Required 1: 160 in^4 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 IjSelected Member: (1) PSL 3.5 x 9.511 Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearing dimensions: Provided: Required: 250.1 in"4 160.3 in'14 52.6 in" 3 27.0 in^3 33.3 in^2 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 1 f BEAM DESIGN (Uniform Load, Simple Span) 2015 International Budding Code {IBC} 2015 NDS Beam Description: 6,1�1 t)' I� CAl e Enter'1' for incised PT lumber: Enter'F for snow load: 1 Enter 1' for repetitive member: Enter'l' for wet use: Enter'1' for 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 Kll * At: 54 ft^2 Reduced LL: 25 psf DL uniform load: 30 Ib/f, Max DL reaction: 203 lbs L.L uniform load: 50 1b/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 Fb' 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. * I: 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 I: 18.7 Required 1: TOTAL: 0.120 inches LL: 1823 ft-lb Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearing dimensions: PSL 2.0E Provided: 250.1 in"4 52.6 in" 3 33.3 in^2 3.5 240 360 0.450 in 44 in^4 42 in^4 0.075 inches Max Shear: 540 lbs Shear C d = 477 lbs 3.500 x 9.5 M Required: 44.3 in^4 6.4 in^3 2.1 in^2 0.7 in^2 0.2 inches 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: 6 p,1 gg AZEA Nl, OBi ()g Enter '1' for incised PT lumber: Enter '1' for fully supported: 1 Geometry 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 repetitive member: Enter ' F far wet use: Enter'l' for reduced live load: Tributary Width: 4 ft LL unit load: 45 psf Add'I un.if.. LL: 150 lb/ft K11 * At: 116 ft^2 Reduced LL: 45 psf DL uniform. load: 180 lb/ft Max DL reaction: 1305 lbs LL uniform load: 330 lb/ft Max LL reaction: 2,393 ibs Total load: 510 lb/ft Max Total reaction: 3,698 ibs Material Properties: 1 E 2.0 x 101,6 psi E' 2.0 x 1.0^6 psi Fb 2900 psi Fb' 3423 psi Fv 290 psi FV 333.5 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 deft: 0.725 in Max LL defl: 0.483 in Total defl. « I: 253.6 Required I: 350 in^4 LL defl. « I: 164.1 Required L- 340 in" 4 Actual deflections: TOTAL: 0.676 inches LL: 0.438 inches Force analysis: Max. moment: 13403 ft-lb Max Shear: 3698 ibs Shear u d = 3294 Ibs Selected 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 in^3 Section Area: 49.9 in" 2 14.8 in^2 Bearing Area: 4.9 in^2 Minimum bearing dimensions: 5.3 x 0.9 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 1-Mar-17 Architect: Shawn Sullivan Page number: BEAM DESIGN (Uniform Load, Simple Span) 2tlIS International Building Code (IBC) Beam Description: C�,21 ±%0T 5=A• , 0(e) 2015 NDS Enter'V for incised PT lumber: Enter'1' for snow load: 1 Enter'1' for repetitive member: Enter'V for wet use: Enter'1' €or€ully supported: 1 Enter'1' for 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 uni.f. DL: lb/ft Add'1 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 10^6: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 in^4 LL defl, * I: 27.5 Required I: 97 in"4 Actual deflections: TOTAL: 0.176 inches LL: 0.119 inches Force analvsis: 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"4 97.2 in^4 Section Modulus: 49.9 1n'13 48A in^3 Section Area: 32.4 in^2 14.0 in 2 Bearin'- Area: 3.3 in^2 Minimum bearina dimensions: 3.5 x 0.9 inches 9.25 John S. Apolis, P.E. CSES, Inc. Job number: 201 b.121 Project: Kimbrough Date: 21-Feb-17 Architect: Shawn Sullivan Page number: BEAM DESIGN (Uniform Load, Simple Span) 2015 International wilding Corte (IBC) 2015 NDS Beam Description: Enter']' for incised PT lumber: Enter']' for snow load: 1 Enter'l' for fully supported: 1 Geometry and Loads: Span: 7 ft DL unit load: 15 psf Add'1 unif. DL: lb/ft Enter']' for repetitive member: Enter']' for wet use: Enter']' for reduced live load: Tributan Width: 15 ft LL unit load: 25 psf Add'I unif.. LL: lb/ft Kll * At: 210 ft^2 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 Properties: 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 pezp' 718.75 psi (Allowable design values include modification factors per NDS 2012). Deflection analysis: For total load: For LL only: Max. allowed total defl: Total defl. * I: 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 in^4 54 ie4 0.055 inches Max Shear: 2100 lbs Shear @ d = 1638 lbs IlSelected Member: DFIL #2 3.500 x 9.2511 Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum. bearing dimensions: Provided: Required: 230.8 in^4 57.9 in14 49.9 in^3 35.5 in^3 32.4 in^2 119 in^2 2.9 in/2 3.5 x 0.8 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: 1Kimbrough Date: 21-Feb-17 Architect: Shawn Sullivan Page number: BEAM DESIGN (Cantilever, Uniform Load+Concentrated Load 2015 International Building Code (IBC)(concentrated load at tip of cantilever, 2015 NDS Beam Description: 5 t ✓ Enter'l' for snow load: 1 Enter'1' 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 Add'1 unif. DL: lb/ft Add'1 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 Properties: E 1.3 x 10 6 psi E' 1.3 x 10"6 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"6 psi Deflection analysis: 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 in^4 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 Selected Member: (1) H F#2 3.5 x 5.5 Member properties: Provided: Required: Moment of inertia: 48.5 in^4 2.4 in^4 Section Modulus: 17.6 in^3 1.8 in^3 Section Area: 19.3 in^2 1.7 in^2 Bearing Area: 1.2 in^2 Minimum bearing dimensions: 3.5 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: \ s I BEAM DESIGN (Cantilever, Uniform Load+Concentrated Load) 2015 International Building Code (IDC)(concentrated load at tip of cantilever: 2015 NDS Beam Description: Enter'1' for snow load: 1 Enter ' 1' 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'1 unif. DL: Ib.'ft 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 10^6 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 1016 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: 0.375 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 b: TOTAL: 0.005 inches LL 0.01.2 inches Force analysis: Max. moment: 1085 ft-lb Max Shear: 643 lbs Shear @ d = 546 lbs ((Selected Member: (1) DF #2 3.5 x 7.2511 Member properties: Provided: Required: Moment of inertia: 111.1 in^4 19.8 in^4 Section Modulus: 30.7 in^3 9.8 in,'S Section Area: 25.4 in^2 4.0 in^2 Bearing.Area; 1.3 in^2 Minimum bearing dimensions: 3.5 x 0.4 inches John S. Apolis, P.E. CSES, Inc. Job number: 201.6.121 Project: Kimbrough Date: 21-Feb-17 Architect: Shawn Sullivan Page number: R. �} BEAM DESIGN (Uniform Load+Concentrated Load) 2015 International Building Cade (IBC) 2015 NDS Beam Description: Enter']' for snow load: 1 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 unit load: 25 psf Add'] unif. DL: lb/ft Add'1 unif. LL: lb/ft Concentrated DL: 361 lbs Concentrated LL: 602 lbs @x > (L-x)= 3.75 ft Total point load: 963 lbs DL uniform load: 24 lblft 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 Prouertiess 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, * I: 12.4 Required 1: 33 in^4 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 = 714 lbs Selected Member: (1) DF#2 3.5 x 7.25 Member properties: Provided: Required: Moment of inertia: 111.1 in^4 33.2 in^4 Section Modulus: 30.7 in,`3 21.0 in^3 Section Area: 25.4 in12 5.2 in^2 Bearing Area: 1.1 in^2 Minimum bearing dimensions: 3.5 x 0.3 inches John S. Apoiis, P.E. CSES, Inc. Job number: Project: Kimbrough Date: Architect: Shawn Sullivan Page number: BEAM DESIGN (Uniform Load+Concentrated road} 2015 International Building Code (IBC) - . Beam Description: :�rtrk' C! ' ./_ Tolt * �. Enter']' for snow load: Enter ' 1' for repetitive member: Enter 1' for wet use: Geometry and Loads: Span: 7.5.ft DL unit load: 1.2 psf Add'1 unif. DL: lb/ft Concentrated DL: 361 lbs @x > (L-x)= 3.75 ft 2016.121 21-Feb-17 11 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 963 lbs 856 lbs 1,707 lbs 2,563 lbs 2015 NDS .E' 2 x 10`6 psi Fb' 3423 psi Fv' 334 psi Fe perp' 750 psi Emin' 0 x 1016 psi Deflection analysis: For total load: Allowed deflection criteria, span! 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total deft: 0.375 in Max LL defl: Total defl. * I: 27.1 Required 1: LL defl. * I: 17.9 Required I: Actual deflections: TOTAL: 0.108 inches LL Force analysis: Max. moment: 5708 ft-lb Selected Member: (1) PSL Member properties: Provided: Moment of inertia: 250.1 in^4 Section Modulus: 52.6 in^3 Section Area: 33.3 in^2 Bearing Area: Minimum bearing dimensions: 3.5 0.25 in 72 in^4 72 in-14 0.072 inches Max Shear: 2563 lbs Shear @ d = 2123 lbs 3.5 x Required: 72.2 in"4 20.0 in^3 9.6 in^2 3.4 in" 2 x 1.0 inches 9.5 1 John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrou;h Date: 21-Feb-17 Architect: Shawn Sullivan Page number: K©2 2; BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 2015 NDS Beam Description: f y111tCXf_ f�=L Enter '1' for incised PT lumber: Enter'1' for fully supported: 1 Geometry and Loads: Span: 4 ft DL unit load: 15 psf Add'1 unif. DL: lb/ft Enter 'F for snow load: Enter'1' for repetitive member: Enter'1' for wet use: Enter'1' for reduced live load: Tributary Width: 15 ft LL unit load: 25 psf Add'l uni£ LL: lb/ft KIl * At: 120 ft^2 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 Properties: 1 E 1.3 x 10^6 psi E' 1.3 x 10^6 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 analvsis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total deft: 0.200 in Max LL defl: 0.133 in Total defl, * I: 2.7 Required I: 13 in^4 LL defl. * I: 1.7 Required 1: 12 in^4 Actual deflections: TOTAL: 0.028 inches LL: 0.017 inches Force analvsis: Max Shear: 1200 lbs Max. moment: 1200 ft-lb Shear C d = 838 lbs Selected 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 1.2.3 in^3 Section Area: 21.8 in^2 7.3 in^2 Bearing 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: Shaven Sullivan Page number: BEAM DESIGN (Uniform Load,- Simple Span) 2015 International Building Code (IBC) Beam Description: A j4-� 6�,� �,PjQk P-z�,qf:� er-A,tj Enter'1' for incised PT lumber: Enter'1' 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 ft^2 Reduced LL: 25 psf DL uniform load: 36 lb/ft Max DL reaction: 279 lbs LL uniform load: 75 lb/ft Max LL reaction: 581 lbs Total load: 11 I lb!ft Max Total reaction: 860 Ibs Material Properties: 2015 NDS I E 1.6 x 10^6 psi E' 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 analysis: 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 in^4 60.9 Required I: 118 in^4 TOTAL: 0.390 inches LL: 0.264 inches Max Shear: 860 lbs 3333 .ft-lb Shear @ d = 775 lbs Selected Member: DF/L #2 3.500 x 9.25 Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearing dimensions: Provided: Required: 230.8 in"4 117.8 in-4 49.9 in^3 32.2 in^3 32.4 in,12 5.6 in^2 1.2 in^2 3.5 x 0.3 inches G" t�.' MEMBER REPORT Level, Gritlt�beam L L:• 1 piece(s) 5 1/4" x 14" 2.0E Parallamp PSL j2 %. Overall Length: 17'7" } � r 17' D p All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design ResuitS Actual (b Location Allowed Result LDF Load; Combination (Pattern) I Member Reaction (Ibs) 7819 @ 2" 11484 (3.50") Passed (68%) 1 1.0 D + 0.45 W + 0.75 L + 0.75 S (All 5 ns ! Shear (Ibs) 7008 Ca 1' 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) 21610 @ 8' 9 1/2" 40743 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) 1 Live Load Defl. (in) 0.418 @ 8' 3/8" 0.431 Passed (Li495) -- I1.0D+0.45W+0.75L+0.755(A!1 I S ns Total Load Defl. (in) 0,534 @ 8' 2 1/4" 0.863 Passed (L/388) 1,0 D + 0.45 IN + 0.75 L + 0.75 S (All i Spans) uenecoon criteria: LL (L,14ttu) and TL (1./240). 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 to achieve member stability. System : Floor Member Type: Flush Beam Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD j a SupportsTotal Bearing Length Loads to Supports (lbs) Accessories Available Required Dead F� Snow Wind Total I - Column - SPF 3.5T + 3.50" 2.38" 1152 3956 1029 6508 1 12645 None 2 - Column - SPF 3.50- 3.50" 1.56" 1152 3956 1029 -6508 6137/-6508 I None j Loads Location (Side) Tributary Width i Dead (0.90) Floor Live (1.00) Snow (1.35) Wind (1-60) Comments I ! 0 -Self Weight (PLF) 0 to 17' 7" N/A 23.0 t - Uniform (PSF) 0 to 17' 7" (Front) 9' 12.0 50.0 13.0 Residential - Uving Areas 12 - Point (Ib) 3' (Front) N/A 9164 _ I 1 3 - Point (lb) is, 3" (Front) N/A 1 ! -9164 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other war-anties related to the software. Refer to current Weyerhaeuser literature for Installation details. (w,.vw.woodbywy.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 tassure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser fadlities are third -party certified to sustainable i forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1367 and/or tested tin accordance with applicable ASrM standards. For current code evaluation reports refer to http://www,woodbywy.com/services/s_CodeRepoM.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Eva- A.pc :s 25� Ssa > - 2ss episoen",rr sr ; , Jot., Notei its 6/"- 06/ 7 SUSTAINABLE FORESTRY INm47,IVE 1 2/21/2017 4:28:56 PfVI i Fot,e v5.1. Design Engine: V6.5.1.1 Page 1 of 1 John S. Apolis, P.E. CSES, Inc. PROJECT: ARCHITECT: Kimbrough Shaven Sullivan WOOD JOIST DESIGN -- 2012/15 IBC AND NDS Job Number: 2016.121 Designer: JSA Date: 02/28/17 Page Number: v e{ Calculate the maximum span for joists under the following conditions: Simple Span; Uniform Load Visually Graded Sawn Lumber Moisture Content < 19% Normal Temperature Range 2", 3", or 4" thick joists only Normal Deflection Requirements Snow Load? 0 = no, 1 = yes => Enter T for incised PT lumber: Repetive Use? 0 = no, 1 = yes Wet Use? 0 = no, 1 = yes => Nominal Joist Size and Spacing => 1 - 2 x 10 16 inches o.c. Actual Dimensions => 1.50 x 9.25 inches Section Properties (Calculated): A = 13.88 in^2 S = 21.39 in^3 1= 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 => W1l = 80.0 lb/ft Wtl = 96.0 lb/ft Reaction at the ends of the joist: 606.63 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 533 lb 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: 11-Apr-17 Architect: Shawn Sullivan Page number: U BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 2015 NDS Beam Description: C.�100 JMA� (NON) Enter']' for incised PT lumber: 1 Enter']' for snow load: Enter']' for fully supported: 1 Geometry and Loads: Span: 14.33 ft DL unit load: 12 psf Add'1 unif. DL: lb/ft Enter']' for repetitive member: Enter']' for wet use: Enter']' for reduced live load: Tributary Width: 5 ft LL unit load: 60 psf Add'] unif. LL: lb/ft K11 * At: 143.3 ft^2 Reduced LL: 60 psf DL uniform load: 60 lb/ft Max DL reaction: 430 lbs LL uniform Ioad: 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 E' 1.6 x I0`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 analvsis: 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. * I: 213.5 Required I: 223 in14 LL defl. * 1: 1779 Required 1: 248 in^4 Actual deflections: TOTAL: 0.327 inches LL: 0.273 inches Force analvsis: Max Shear: 2579 lbs Max. moment: 9241 ft-lb Shear @ d = 2242 lbs Selected Member: DFIL #1 & Better 5.500 x 11,25 Member properties: Provided: Required: Moment of inertia: 652.6 in^4 248.3 in^4 Section Modulus: 116.0 in 3 115.5 in^3 Section Area: 61.9 in^2 24.7 in^2 Bearing Area: 5.2 in" 2 Minimum bearin' dimensions: 5.5 x 0.9 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 11 .Apr-17 Architect: Shawn Sullivan Page number: BEAM DESIGN (Uniform Load, Simple Span) :3 2015 International Building Code (IBC) 2015 NDS Beam Description: 6,,jP CJ) Pi C t 6,�AM (,5al&) Enter'i' for incised PT lumber: t Enter'1' for fully supported: 1 Oeometry 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: Enter'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^2 Reduced LL: 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 Properties: E 1.6 x 10116 psi E' 1.6 x 10^6 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 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 I: 386 in^4 LL defl. * 1: 337.5 Required 1: 429 in^4 Actual deflections: TOTAL: 0.369 inches LL: 0.307 inches Force analysis: Max. moment: 14512 ft-lb Max Shear: 3686 lbs Shear @ d = 3247 lbs Selected Member: DF/L #1 & Better 9.250 x 11.25 Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearing dimensions: Provided: 1,097.5 in-4 1.95.1 in^3 104.1 in" 2 9.3 x Required: 428.5 in^4 1.81.4 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 Page number: V BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 2015 NDS Beam Description: 6AivtC,0 Fes- V./• OF 01 6q Enter'l' for incised PT lumber: 1 Enter '1' for snow load: Enter'1' for repetitive member: Enter'1' for wet use: Enter'1' for 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'1 unif. DL: lb/ft Add'] unif. LL: lb/ft KIl * At: 48 ft^2 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 Properties: E 1.6 x l0^6 psi E' 1.6 x 10^6 psi Fb 900 psi Fb' 792 psi Fv 1.80 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 deft: 1.067 in Max LL defl: 0.800 in Total defl. * 1: 99.5 Required 1: 93 i.n^4 LL defl. * 1: 82.9 Required I: 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"4 103.7 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^2 Minimum bearing dimensions: 3.5 x 0.5 inches John S. ApoIis, P.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 11-Apr-17 Architect: Shawn Sullivan Page number: U b BEAM DESIGN (Cantilever, Uniform Load+Concentrated Load 2015 International Building Code (IBC)(concentrated load at tip of cantilever 2015 NDS Beam Description: /-(- �;eAM5 Enter'l' for snow load: Enter'1' for repetitive member: Enter ' l' for wet use: Geometry and Loads: Span: 10 ft Tributary Width: 1.33 ft DL unit load: 12 psf LL unit load: 60 psf Add'1 unif. DL: lb/ft Add'l tmif. 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 uniform load: 80 lb/fr Max LL reaction: 2.234 lbs Total load: 96 lb/ft Max Total. reaction: 2,681 lbs Material Properties: E 1.6 x 10^6 psi E' 1.6 x 10,16 psi Fb 900 psi Fb' 792 psi Fv 180 psi. Fv' 180 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 I: 132 in^4 LL Required 1: Actual midspan b: 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 bearine dimensions: Provided: 4153 in'14 73.8 in"3 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"2 4.3 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 BEAM DESIGN Uniform Load+Concentrated Load 2015 International Building Cod C) 2015 NDS Beare Description: 6.7,V l)e II3Ival W Vi1Vt)0w j fA 1,t Enter'F far snow load: Enter'I' 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 Add? 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 defl: 0.3 in Max LL defl: 0.2 in Total defl, * 1: 17.4 Required 1: 58 in^4 LL defl. I: 14.5 Required 1: 72 in^4 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 Selected Member: (1) PSL 3.5 x 9.5 Member properties: Provided: Required: Moment of inertia: 250.1 in^4 72.4 in14 Section Modulus: 52.6 in'") 22.7 in^3 Section Area: 33.3 in^2 16.9 in12 Bearing Area: 5.0 in^2 Minimum bearing dimensions: 3.5 x 1.4 inches John S. Apolis, F.E. CSES, Inc. Project: Kimbrough Job number: 2016.121 Date: 24-May-17 . ,. krchitect: Shawn Sullivan Page slumber: V BEAM DESIGN (Uniform Load, Simple Span) 2015.International Building Code (113C) Beam Description: Grid 4 beam, C to D Enter']' for incised PT lumber: Enter']' far fully supported: 1 Geometry and Loads: Span: 12 fft DL unit load: 12 psf Add'I uni£ DL: lb/ft Enter']' for snow load: Enter']' for repetitive member: Enter']' for wet use: Enter' 1' for reduced live load: Tributary Width: 10 ft LL unit load: 40 psf Add'l unif. LL: lb/ft 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 £' 2.2 x 10^6 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 modi.ficaiton 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. * I: 110.3 Required 1: 184 in/4 LL defl. * 1: 84.8 Required I: 212 in^4 Actual deflections: TOTAL: 0.478 inches LL: 0.367 inches Force analysis: Max Shear. 3120 lbs Max. moment: 9360 ft-lb Shear @ d = 2719 lbs IISelected Member: PSL 2.2E 3.500 x 9.2511 Member properties: Provided: Required: Moment of inertia: 230.8 in^4 212.1 in"4 Section Modulus: 49.9 in13 37.6 in 3 Section Area: 32.4 in^2 .1.4.1 ie2 Bearine Area: 4.2 in^2 Minimum bearing 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 Load) 2015 International Building Code (IBC) Beam Description: ��✓G�Gj�,4,vt 5�/�%jo�'J��? Enter '1' for snow load: Enter ' 1' 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 Properties: 2016.121 28-Feb-17 vC( 2015.NDS S t V HaC- 0 liyf✓N 14 ft Tributary Width: 1.33 ft 12 psf LL unit load: 40 psf lb/ft Add'1 unif. LL: lb/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 l 0^6 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 10^6 psi Deflection analysis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, spare' 360 Max. allowed total defl: 0.7 in Max LL defl: 0.4666667 in Total defl, * 1: 140.0 Required I: 200 in'14 LL deft, * 1: 23.0 Required I: 49 in^4 Actual deflections: TOTAL: 0.560 inches LL 0.092 inches Force analysis: Max. moment: 9606 ft-lb Max Shear: 2540 lbs Shear @ d = 2485 lbs Selected Member: (1) PSL 3.5 x 9.5 Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearing dimensions: Provided: Required: 250.1 in"4 1999 in, 4 52.6 in^3 38.7 in^3 33.3 in^2 12.9 in^2 3.4 in^2 3.5 x 1.0 inches John S. Apoiis, P.E. CSES, Inc. Job number: 2016.122 Project: Peper Date: 1-Mar-17 Architect: Page number: BEAM DESIGN Uniform Load+Concentrated Load 2015 International Building Code (IBC) 2015 NDS Beam Description: 644P Cl)� 6AMZ�e ag,AM Enter'l' for snow load: 1 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 Tributary 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: 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 Ibs E 2 x I016 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 Ervin 0 x 10^6 psi Emin' 0 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 deft: 1.05 in Max LL defl: 0.7 in Total defl. * 1: 1501.1 Required 1: 1,430 in1\4 LL-defl. * I: 1031.8 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 in^4 Section Modulus: 228.7 in^3 149.5 in^3 Section Area: 98.0 in^2 27.4 in^2 Bearing Area: 8.8 in'`2 Minimum bearing dimensions: 7.0 x 1.3 inches 14 John S. Apolis, P.E. CSES, Inc. Project: Kimbr®ugh Job number: 2016.121 Date: 1-Mar-17 Architect: Shawn Sullivan Page number: {J( BEAM DESIGN (Uniform Load, Simple Span) =1 2015 International Building Code (IBC) Seam Description: C,1�}� � Enter '1' for incised PT lumber: Enter'l' for fully supported: 1 Geometry and Loads: Span: 14 ft DL unit Load: 12 psf Add'1 uni.f. DL: lb/ft all][3 M 5 F4AA Enter'l' for snow load: 1 Enter'1' for repetitive member: Enter'l' for wet use: Enter'1' for reduced live load: Tributary Width: 7.5 ft LL unit load: 25 psf Add'l unif. LL: lb/ft KIl * At: 210 ft'2 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: E 2.0 x 10^6 psi E' 2.0 x 10`6 psi Fb 2900 psi Fb' 3433 psi Fv 290 psi Fv' 333.5 psi Fc peip 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, spare' 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 I: 171 in^4 LL defl. * 1: 81.0 Required 1: 174 inA4 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 2,0E 3.500 x 9.25 II Member properties: Provided: Required: Moment of inertia: 230.8 in'14 1.73.6 in^4 Section Modulus: 49.9 in1`3 23.8 in^3 Section Area: 32.4 in^2 7.8 in^2 Bearina Area: 2.6 in 2 Minimum bearing dimensions: 3.5 x 0.7 inches John S. Apolis, P.E. CSES, Inc. Job number: 2016.122 Project: Peper Date: 1-Mar-17 Architect: Page number: U I BEAM DESIGN Uniform Load+Concentrated Load 2015 International Building Code (IBC`) 2015.NDS Beam Description: C,2,q 7A- p0,-14 � Enter ' F for snow load: Enter '1' for repetitive member: Enter ' 1' for wet use: Geometry and Loads: Span: 17.5 ft DL unit load: 12 psf -1z Add'1 unif. DL: lb/ft Concentrated DL: 1456 lbs @x > (Lrx)= 9.75 ft Tributary Width: 4 ft LL unit load: 40 psf Add'I 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 Properties: 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 2.631. lbs E' 2 x 1016 psi Fb' 2921 psi FV 290 psi Fc perp' 750 psi Emin' 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. * I: 357.5 Required 1: LL defl. * I: 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 Selected Member: (1) PSL 3.5 x 11.25 Member properties: Provided: Required: Moment of .inertia: 415.3 in 4 408.6 in'11 Section Modulus: 73.8 in 3 58.1 in^3 Section Area: 39A in^2 12.6 in^2 Bearing Area: 3.5 in^2 Minimum bearing dimensions: 3.5 x 1.0 inches John S. Apolis, F.E. CSES, Inc. Job number: 2016.121 Project: Kimbrough Date: 1-Mar-17 Architect: Shawn Sullivan Page number: BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) 2015 NDS Beam Description: � ,t jg L3j5A/v\ Enter'V for incised PT lumber: Enter'1' for fully supported: 1 Geometry and Loads: Span: 7 ft DL unit load: 12 psf Add'I uni.f. DL: lb/ft Enter']' for snow load: Enter'l' for repetitive member: Enter'I' for wet use: Enter'I' for reduced five load: Tributary Width: 5 ft LL unit load: 40 psf Add'l uni.f. LL: lb/ft Kll * At: 70 ft^2 Reduced LL: 40 psf DL uniform load: 60 lb/ft Max DL reaction: 210 lbs LL uniform 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 E' 1.6 x 1016 psi Fb 900 psi Fb' 1080 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 analvsis: For total Ioad: For LL only: Max. allowed total defl: Total defl. * I: 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^4 TOTAL: 0.038 inches LL: 0.029 inches Max Shear: 910 lbs 1593 ft-lb Shear @ d = 710 lbs 1lSelected 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 in^4 28.9 in^4 49.9 in^s 17.7 in^3 32.4 in^2 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: 1-Mar-17 Architect: Shawn Sullivan Page number: (/d 4 BEAM DESIGN (Uniform Load, Simple Span) 2015 International Building Code (IBC) - 2015 NDS Beam Description: NA G C - A C,//A 4001"t 131�,41v� Enter'1' for incised PT lumber: Enter'1' for fully supported: 1 Geometry and Loads: Span: 5.5 ft DL unit load: 12 psf Add'1 unif. DL: lb/ft Enter'.l' for snow load: Enter'1' for repetitive member: Enter' l' for wet use: Enter'F for reduced live load: Tributar , Width: 9 ft LL unit load: 40 psf Add'I unif. LL: lb/ft Kll x At: 99 ft^2 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 Properties: E 1.3 x 10'`6 psi E' 1.3 x 10^6 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 LL only: Max. allowed total deft: 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 I: 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 = H F #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^4 31 in^4 0.060 inches 1287 lbs 1004 lbs X 7.25 Required: 31.1 in^4 20.8 in^3 10.0 in^2 3.2 in``2 1.1 inches John S. Apolis, P.E. USES, Inc. Job number: 2016.121 Project: Kimbrough Date: 24-May-17 Architect: Shawn Sullivan Page number: (f Post Design (Combined Axial and Moment Loading) 2015 International Building Code (IBC) 2015 ItDS Beam Description: 9 — 4 Geometry and loads: Height P Le(d) Material Properties: Fb 1 Fb2 Fc E Ervin DF #2 Enter'l' for wind load: Enter'1' for repetitive member: Enter' 1' for wet use: 8 ft w(d) 0 plf 13850 lbs w(b) 0 plf 1 ft LeO) 8 ft 900 psi 900 psi 1350 psi 1.6 xlO^6psi 0.58 x 10^6psi Member properties: Section Modulus (d): 30.7 in^3 Section Modulus (b): 14.8 in^3 Section Area: 25.4 in^2 Member stresses: Provided FcE(d) 174026 psi FcE(b) 634 psi FbE 12250 psi FbE 12250 psi Bending and Axial Compression Check: N'DS 201.0 EQ 3.9-3 Fb(d)' 900 psi Fb(b)' 900 psi Fc' 556 psi F 1.6 x1016psi Ervin' 0.58 xl0^6psi 3.5 x 7.25 b d Variables; Cgxly U5ro) Rb(d) 0.89 Rb(b) 7.54 c 0.8 Required > fc 546 psi > fc 546 psi > fb(d) 0 psi > fb(b) 0 psi 0.96 < 1.0 Address Verified WS U More Data About this Address Climate Contributors 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 CarrierRouteRadius 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 [.Lac Phone: 425-672-4437 -!v--SGS Design Maps Summary Report User -Specified Input Building Code Reference Document 2012/2013 international Building Code ,which utilizes JSGS hazard data available in 2008) Site Coordinates 47.800491N, 122.37263OW Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/iI/iIi - - --.. -rT A L D 4tr �;. � tea-; � � t"i C.�t�"t3D�!� , ' �.; ��.�• �� O>�'+�'�tt��' Suquamish r t ram- ' • %:' ,,.-,_•,�.�r, , USGS-Provided Output Ss = 1.264 g Sr„s = 1.264 g Sos = 0.843 g S1 = 0.495 g SNi = 0,745 g SDi = 0.497 a For information on how the SS and Si 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 1.30 1.1 i 1.04 0.9i y 0.55 Q.52 0.39 0.25 - 0.13 n.00 0.00 0.20 0.40 0.50 0.80 1.00 i.20 1.4o 1.b0 1.£o 2.00 Period, T(sec) MCER Response Spectrum aQ9 0.90 0.£1 0.7 0.6? `v Q.se to 0.45 0.35 0.27 0.1 £ O.OQL0.00 I f 0.00 0.20 0,40 0,60 0,90 1.00 1.20 1.4o i.60 1.50 2.00 Period, T (sec) Design Response Spectrum Altnough this 'information is a product of the J.S. Geological Survey, we provide no vmrranty, expressed or implied, as to the accuracy of the data contained therein. T hls toot i5 not a sl bsuitute for technical subject-rnatter knowledge. 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 Lateral Loads Design per ASCE 7-10, Wind: Section 28 Seismic: Section 12 {Simplified Envelope Procedure Part 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 = 30.3 Least Horizontal Dimension. feet: 45 Mean Roof Ht. feet: 24 (degrees) lambda = 1.00 a = 4.5 ft. 2a = 9.0 ft 1.w = 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 " D (vertical) E It F G " H (uplift on overhangs) E(oh) it G(oh) Tabulated Calc'd Wind Design Pressure Pressure (*lambda*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 (1 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 Sd1: 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 S 1 = 0.4950 Sm 1 = Fv * S 1 = 0.79 Equation 1.1.4-2 Equations 11.4-3. 11.4-4 Sds = 2/3 * Sms = 0.84 Shc = 2/3 * Sml = 0.53 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 2.4.1. Eq (seismic vertical distribution per IBC eqs 12.8-11 & 12) Floor DL Wall DL (€psf) Story Height Lateral Base = top of foundation psf dist. over floor area Above Base (ft) Load s Roof 12 6 18 2.40 Upper Floor 12 „20 9 2.14 ► a �ts� � �s�¢ �tr< t�rdE� 0.00 Total Seismic DL: 50 Sum 4.54 CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design ' 6311 17th Avenue NE, Seattle, TVA 98115 Phone: (206)527-1288 Email: john(t,cses-engineering.com Project No.Date Project Name Comments Revision Page L- °� CO'1SULTING 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.,2l /6. % 1 Date Project Name //K( Dl/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'cses-engineering.com Project No. 1242 j� �� Date % Project Name M— UGC 4 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: johnCcses-engineering.com Project No. ROI6 /a2 Date Project Name Comments Revision Page L57 CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98118 Phone: (206)527-1288 Email: john «cses-engineering.com Project No. a J Date az� Project Name _ VIM16417611# Comments Revision Page L r CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Phone: (206)527-1288 Email: johnccses-engineering.com Project No. 2!21 la t Date '>/ / / Project Name l % 1M $ =W, c * ----- Comments Revision Page L r ° '�� ' anchor QesignerTm Software F Version 2.4.6025.40 fl 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Inout Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: 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: 1 Anchor ductility: No hm,, (inch): 7,67 c.- (inch): 5.75 Cmm (inch): 1.75 STD; (inch)' 3.00 Load and Geometry Load factor source: ACE 318 Appendix C Load combination: not set Seismic design: Yes Anchors subjected to sustains v tension: Not applicable Ductility section for tension: D.3.3.4.2 not applicable Ductility section for shear. D.3.3.5.2 not applicable f2o factor: not set Apply entire shear load Anchors only resisting i <Figure 1> Company: Date: 2I9l2017 Engineer: Page: 1114 1 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 8.00 State: Cracked Compressive strength, N (psi): 2500 W-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 Edo requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 18.00 x 3.00 x 0.19 000 g { 6,it004- Ste- FjrxT AZ 1- waoV COMA16GT79AI; t, d to #)( J 6= [. a lb �iGU�j �3 Lf tf lb Q s7 12-L I s Input data and results nsus� be checked for agreement with the existing drournstances, the standards and guidelines must be checked for plausibility. v'r, �,p,-, :S:ri:` i -. _ �. ;par,., ;�.,,.. 5955 W. Las PosU. s Boulevard Pieasanton, CA 9458R Phone: 525.560.e.000 Pax: 925.847.3871 vAw� .stronaae.com Anchor Designer TM Software ,6S 6 S,-�c,' Version 2.4.$425.40 d <Figure 2> Company: { Date: 2/912017 Engineer: Page: 2/4 Project: Address. - Phone: E-mail: j Recommended Anchor Anchor Name: Titen. HM - 5/6" 0 Titen HD (THDB model), hnom:5" (1.27mm) Cade Report, ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. s rs r ;ror. , C:mj:an i- cc $956 W. Las Pcsitas Souievard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.corn ME ��il1i:��'�►`� Anchor DesignerTm Software Version 2.4.6025.40 3. Resulting Anchor Forces Company: Date: 2/9/2017 Engineer. Page: 3/4 Project: 1 Address: Phone: ! E-mail: Anchor i ensson load, Shear load x, Shear load y, Shear load combined; N. (lb) Vv. (lb) Vu y (lb) � l�(V-)II-(r uax)I (Ib) 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 Resultant compression force (loy 0 Eccentricity of resultant tension forces in x-axis, e'ti. (inch): 0.00 Eccentricity of resultant tension forces in y-axis: e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'ex (inch): 0.00 Eccentricity of resultant shear fortes in y-axis, e'vy (inch): 0.00 B. Steel Strength of Anchor in Shear tSec. D 6 1# Via (lb) ow.,eoVsa (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-direction: Vbz = min 17(1e/da)''2tidtja ,f C,,I-5; 9%e�4foce"I (Eq. D-33 & Eq. D-34) /e (in) de (in) ;,e fc (psi) cer (in) Vb: (lb) 3.82 0.63 1.00 2500 6.00 5841 14000.0 l Y t i c� 6Vcb. =d (Avd/Avco)V'ewrV'd,vV'a:vVb> (Sec. 0.4.1 & Eq. D-30) Avo (in2) Av. (in) Yed.V Y'o,v Y'aV Vox (lb) ¢V b. (lb) 144.00 162.00 1.000 1.000 1.061 5841 0.85 4681 110. Concrete Pryout Strength of Anchor in Shear (Sec D 6 3} 0m. = Ok,-Pt%tn_ = KC.N Y'e:N To,N V'cp.N&(Eq. D-41) k� Arc (in2) Amw (in2) S%C'n V'egrt Yc,N V'p-N Nn (lb) m r qpp (lb) 2.0 268.85 131.33 1.000 1.000 1.000 1.000 6345 0.75 19487 11, Results Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. c-r l 595E W. Las Positas Boulevard Pleasanton, CA 945se Phone: 925.560.9000 fax 925.847,3871 vmr.strongtie.com H0it c Anchor Designer" s e=es, Software - r Version 2.4.6025.40 Company: Date: 2/9/2017 Engineer: Page: 4/4 Project Address Phone: E-mail: Interaction of Tensile and Shear Forces (Sec. D.7) Shear Factored Load, Via (lb) Design Strength, eVn (lb) Ratio Status Steel 4567 5200 0.90 Pass T Concrete breakout x+ 4667 4681 1.00 Pass (Governs) Pryout 14000 19487 0.72 Pass 5/8" o Titan HD (THDS model), hnom:6" (127rnm) meets the selected design criteria, 12. Warnings - 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 for tension need not be satisfied — designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of 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 data and results must be checked for agreement with the existing ciroumstances, the standards and guidelines must be checked for piausjbility. 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wvve:stra+gtie.COm GENERAL NOTES LIVE SAYET Y NOTES ( continued FRAMING NOTES (continued) 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 permit application, regardless of whether such building, structure, or condition is shown on the site plan or drawing. Such building, structure, or condition 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:OOam to 6:OOpm on weekdays and 10:00am and 6:OOpm 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/z" 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 when one or more sleeping rooms are added or created. IRC R315 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 II 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/z -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"x0.229" 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(1), or cripple walls shall be constructed of solid blocking. Cripple walls shall 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 16ga. 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 surfaces. 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. CN MECHANICAL N MEN PLUMBID4U 1NU'IhN r1KL-KA 1 D UUN N 1 K U U 1UN Provide outdoor 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 IFGC 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 bottom/top plates. The joints shall be sealed with UL181A 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/a" 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 of 1/a" and a maximum of 1/z". 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 Main building 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" lust 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 Minimum 1" 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 from 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 form 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: l.Ceiling is suspended under the floor framing. 2.Floor framing is constructed of truss -type open -web or perforated members. .stopping 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 permitted 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. =o �, N O C Z CC N Q C v� O Cq N E H °z O H U Q zo OQ W W WO z� 0 U CN 2 �I JI I Q, I U Q Q > I >1 U 134.9G' N 8944'44" W / PROPERTY LINE K 5' S1 E YARD 5tTBA ESTIMATED 2' PROPOSED PIRAI STAIR'— W I C NTOUR5 NEW STONE STEPS W p _Z JJ O TO GRADE / IAWN BELOW C) O NEW IMPERV US l� ^ . W Q SURFACE (64 SF) w I� I LAND5C PED 4 NEWCANTILE DECK ABOVE Z Q Q I > TERRA ED REAR ARD I > I Q EXISTING I B' CM U / 5T0 E . RETAINING WALL, 5TON O STEPS. ADJUST AS RE I I I PROVIDE 51I{.T SOCK AND FENCING EROSION GANTROL METHODS I I I PROTECT I51ING TREES. 5ry AND PlA NG WITHIN CON '(RUCTION PORTA6LE $HED I AREA A5 RECXD. VE PYW/OWNER I 8Xb Z5' SIDE/YARD SETBACK _ I I SITE PLAN PARCEL# 00619400800300 12' U PROPOSED NEW EXISTING FENCE > LL EXISTING FENCE EXISTING STONE RETAINING. GATE AND FENCE ADJUST AS READ. PROPOSED NEW HEAT PUMP ATER �� Fes. •1�T. VERHAN rENc "� 2D Sr �iW x� —�' ----- -------- VPRHANCi X20AB ER. NE IN PROPOSED 5PIRAL z Al �•�t STAIR CASE ® I (�NDSCAPING ELEV: ELEV: 201.30 o SET NAIL IN PAVEMENT DOWNSPOUTS L 21'-8" PROPOSED 2 STORY Q W BEDROOM AND DINING Z W W Q - (1R1 15 5F EAC„)N NEW IMPERVIOU5 —1 I :_ >_ Z W PROPOSED MASTER SURFACE (217 5F) O - O O F > BATH ADDITION ABOVE EXISTING EXISTING GARAGE IXISTING CONCRETE W 1DO (9 O F Q (I IG SO 1— DRIVEWAY HOME 2a FRONT O' o N _ QFOOTPRINT NPROPOSED YARD SETBACK I 9'$ 2 Z o U ® �— PROPOSED COVERED NEW FOYER ADDITION DECK / PATIO ADDITION (15 9F) PARCEL # �z ,n I 0�005- C #OOG 19400800300 OVERHANG 20'-4" EXIST R PROPOSED W BA COVERED FROM / 8Ep 1 DOWNSPOUTS OW (IISF) I I �D/STENTRY PEOPSH NEW 5IDEWAIK/ STEP/ rLANTEV in ro I� ExcwEENiNc 53 SF) (117SF) ` DOWNSPOUTS . LjL i 'PROPERTY LINE --- ovERnANc — _ —^ -� _�—GAS uNE IN E"° N 88'44*59" W \\\ — - — - — - — — 30.00' 134.94' � ELEC METER GAS METER EXISTING DOWN5POUT FENCE ON PROPERTY UNE I ( I� ySITE PLAN � V V scale: 1"= tD'-D^ HATCH REPRESENTS AREA 12' NGtlh - - Of NEW IMPERVIOUS SURFACE ^ ^ HATCH REPRESENTS AREA / \/� OF NEW CONSTRUCTION ENGINEERING SECBraR.ED IT .% X e• e•- Ir 0•I` fIL `ER FnCxiC NAiERRL Ix ra•-LY Vwb emu,ii¢s u!' 1 R. o �'9c "o" .,crev FA9Ra AEa "Orate _I WIRE n4T"EaiCA F^1Nlc. I II 11 II II p - X------- 7i - 141 O l D \c oR r CI BERC IE BN P' EROSION CBNSRR NETn US BETCRE Or1ER 410Po< CBN BEG. 'C:ET*r d �, :.''E•C31v1>`7t�1 L?S. `,'; srA D D M1imlARILQ RMOYI111®! IB90- 090 ED e e uucx BASIN pRING —IC. PER- ANEIkN�E1 AR �DTO E 7lpD.NON F311RAIIRI EFTECtSVENESS CEAS ]NEC 2-RERVCRK CAN HEGIN.EROSNS C NiROL STANDARD DETAIL Te00fl{A]—FAPrIXIdi 1011 e E© ERING ENGINEERING ENGINEERING ENGINEERING A ENGINEERING � vw GENERAL NOTES NOTE 1, ALL THE D15TURBED SURFACE AZEAS WILL BE COMPOST AMENDED PER BMP DOE T5.13 2. PROVIDE EROSION CONTROL FILTER SOCKS TO ANY CATCH BASINS DOWN5TREAM FROM PROPERTY. 3. ORANGE PROTECTIVE BARRIER FENCING WILL BE PLACED AT DRIP 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 APPROVED PLANS, CITY OF EDMONDS STANDARD DETAILS, AND ALL OTHER MEASUREMENTS THAT MAY BE REQ'D DURING CONSTRUCTION G. THE EXISTING DRIVEWAY WILL BE USED AS THE CONSTRUCTION ACCE55 FOR THE PROPERTY. PLEA5E PROVIDED FENCING AND FILTER SOCKS TO ENSURE CONSTRUCTION 5TORMWATER 15 CONTAINED VICINITY MAP li 'I { _ PROJECT SITE: tL II ral� F Ir i I.I .a I I N . �� Bm WaY I � 1 i 3 •. I I I teOZN (ve3 � r i .Elm l )y N... St r� m, �3 1 1 1 ry pl ,Elm Woy $ 1' V - Erm vl Liz { `. } 1 3 PROJECT PARTICIPANTS PROJECT DATA OWNER: TYLERKIMBROUGH JURISDICTION ........ CITY OF EDMONDS, 1140 7TH AVE. S. - SNOHOMISH COUNTY EDMONDS, WA 98103 PH: 651-210-8687 PROJECT 1140 7TH AVE S. CONTRACTOR: TBD ADDRESS EDMONDS, WA 98020 TAX ACCOUNT NOS ... #00619400800300 ENGINEERING: CSES ZONING - .... RS-6 6311 17TH. AVE NE , SEATTLE, WA98115 LOT SIZE ........ ... 55'X135' = 7425 SF PH: 206-527-1288-- 17 ACRES OCCUPANCY GROUP R DESIGNER /DRAFTSMAN: SHAWN SULLIVAN - 4402242NDPLACE 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 1ST 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 E} VAC ALLEY ADJ THRTO 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 135 SF (INCLUDING OVERHANGS) EXISTING STAIR / ENTRY 60 SF NEW COVERED REAR DECK / PATIO STRUCTURE NEW FOYER EXPANSION 15 SF (INCLUDING OVERHANGS) 465 SF NEW LOWER FLOOR BEDROOM EXPANSION 115 SF NEW SPIRAL STAIR 44 SF NEW MAIN FLOOR DINING ROOM 115 SF NEW MAIN FLOOR M. BEDROOM EXPANSION 116 SF NEW COVERED FRONT PORCH /STEPS NEW MAIN FLOOR BEDROOM BAY WINDOW 11 SF (INCLUDING OVERHANGS) 73 SIF TOTAL LIVING - 2725SF NEW FOYER EXPANSION 15 SF NEW MAIN FLOOR BEDROOM BAY WINDOW EXISTING GARAGE 440 SF (INCLUDING OVERHANGS) 29 SF EXISTING PRRTABLE SHED 8X8 64 SF NEW ROOF OVERHANG AT M. BEDROOM EXPANSION 100 SF. NEW FOOTAGE -OTHER 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 SF NEW ALLOWED THUS NO DRAINAGE PLANS RED D NEW MAIN FLOOR COVERED REAR DECK 368 SF NEW ROOF TOP DECK 228 SF NEW FRONT SIDEWALK /STEPS 117 SF LOT COVERAGE JUL 1a BUILDING FOOT PRINT (INCLUDING GARAGE)- 1621 SF LOT SIZE- 7425 SF FRONT PORCH /STEPS - 53 SF REAR CONCRETEIJOVEREDPATlO- 322SF 2060 / 7425 =.27 OR27 %LOT COVERAGE APPROVED BY PLANN PORTABLE SHED - - 64 SF 27 % < 35%ALLOWABLE THUS OK TOTAL LOT COVERAGE 2060 SF Lone $- Comer v I Flag EJ ACCEPTABLE TIGHTLINE MATERIAL SDR 35 SCH 40 "-12 F810 HANCOF Applicant shall repair/replace all dam age to OWNER/CONTRACTORISRESPONSIBLE utilities orfrontageimprovements inCity MH1AG1 MALL 1] UtrlllM FOR EROSION CONTROL AND DAMAGE right-of-way per city standards that Is caused KIWOATN)IPWAMN TO ANY Vill l� or occurs during the permitted project � N i REVISIONS: 1. CD SET - SUBMITTAL 04-202017 2. RESUBMITTED06-26.2017 3. 4. 5. W W a- im z Q J D 017 `�^^ W G -t DATE: 02-2016 DESIGNED: SLS DRAWN: SLS APPROVEDENGINEERING Actual o JOB Na 2016-04 Front Sides -' 741eReguired _ �$ u I S -li 0 S JUN 5 2017 SHEE Rear � 5'r k1 Date: _2/�/®1a Other - BUILDING DEPAFITPAENT D CITY OF EDMONDS A 1 1 eight ZS 8 L_DZt7Ij _ p65 v FOUND 4"X4' CONCRETE MONUMENT WIr BRASS DISC WIPUNCH, IN CASE, DOWN 0.2- r-- , 3D- L J Q C I � i T! S o r . � olro N S BF oana BASIS OF BEARING N 88'43'27' W FIRST 330.11' I I i U 269.72' I S 88'40'31- E 329.70' ELM ST FOUND IRREGULAR SHAPED CONCRETE MONUMENT W/LEAD AND TACK, INCASE, DOWN 1.0- SAW FOUND IRREGULAR SHAPED CONCRETE MONUMEM WY2" DOMED BRASS DISC W/PUNCH, IN CASE, DOWN 0.9' 1140 7TH AVE S ELEV: 201.30 SET NAIL IN PAVEMENT 4 N 20 0 20 40 60 Scale 1" = 20' 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. BFNC� BOARD FENCE • SET 1/2- X 24- REBAR WITH 1 3/4- PLASTIC CAP I STAMPED 'TYEE LS 29276' X SET LEAD AND TACK W/WASHER STAMPED 'TYEE LS 29276' FOUND MONUMENT AS DESCRIBED ASPHALT HATCH ® BLDG HATCH i 'S 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. 332-130 WITH REGARD TO LINEAR AND ANGULAR CLOSURES. ALL MEASURING INSTRUMENTS FOR THIS SURVEY HAVE BEEN MAINTAINED ACCORDING TO MANUFACTURES SPECIFICATIONS AND HAVE BEEN COMPARED WITH A NATIONAL GEODETIC SURVEY CALIBRATED BASELINE WITHIN THE LAST 12 MONTHS. 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 Tt for SuaL TYLER KIMBROUGH DRAWN DWL CHKD B FDMONDS. WACNIN(STON a- TG Tyee Surveyors PROFESSIONAL LAND SURVEYORS 10007 GREENWOOD AV NE, SEATTLE, WA. 98133 (206) 525-3660 DATE: - JOB NO.: 4-27-2016 16069 SCALE: SHEET: 1"=20' 1 _ 1 REVISIONS: 1. CDSE -SUBMITTAL 04-20.2017 2. RESUBMITTED062B-2017 3. 4. 5. W 0. U ^C^,, W F— N ♦�/1 O O CO (m Il 0) � Uj W Q C 0 O Q O o L � W `yE i \W N/ l.f... 'D'^ VJ CITYCOPY DATE: 02-2016 DESIGNED: SLS DRAWN: SLS �7 q'_. S�, JOB NO: 2016-04 JUN 2,9 217 SHEET: BUI I3ER..:.",?l'•;Y;:.{L P-,nIC 'CLDfN1 :E ITYO A 1. 2 REVISIONS: 1, CD SET SUBMITTAL 04-20.2017 2, RESUBMIWEU08-26-2017 At 3. Kimbrough Residence VV, � r°FS�BCT COIF COM 5. FOA Remodel / Addition w �c w � 1140 7th Ave. South 0- Edmonds, WA 98020 0 21 ABBREVIATIONS PROJECT PARTICIPANTS PROJECT DATA DRAWING INDEX = € 9 =a8� EXISTING L LENGTH BCD SEE CIVIL DRAWINGS OWNER: TYLER KIMBROUGH PROJECT ADDRESS 11407TH AVE. SOUTH EDMONDS, WA 98020 ARCHITECTURAL Nis V & AND ANGLE - (E) EA EACH LAV LAVATORY SCH SCHEDULE PH: 651-210-8687 COVER @ AT ECB EROSION CONTROL BARRIER LF LINEAL FOOT SO SMOKE DETECTOR JURISDICTION , , , , , , , , , , . . CITY OF EDMONDS, CONSTRUCTION AND SEQUENCING NOTES fd DIAMETER ELEC ELECTRICAL - LPG LIQUID PROPANE GAS SECT SECTION SNOHOMISH COUNTY OA SITE PLAN# DEGREE ENG ENGINEERING) - LVL MAX LAMINATED VENEER LUMBER MAXIMUM SED SEE ELECTRICAL DRAWINGS SF SQUAREFEET CONTRACTOR:TO BE DETERMINEDTAX ID NOs .. #Op619400800300 SURVEY POUND OR NUMBER SQUARE FOOT EQ EXT EQUAL EXTERIOR MB MACHINE BOLT SH SINGLE HUNG LOT SIZE A1.3 AVERAGE GRADE / BUILDING HEIGHT AB ANCHOR BOLT FAU FORCED AIR UNIT MECH MFR MECHANICAL MANUFACTURER SHT SHEET SIM SIMILAR . • ........ . 7425 SF OCCUPANCY A2.0 A2.1 LOWER / MAIN FLOOR-ASSUILT-DEMO PLAN EXISTING EXTERIOR ELEVATIONS (�1 ABV ABOVE FD FLOOR DRAIN MINIMUM SL SLIDER ENGINEERING: CSES GROUP , _ R A2.2 LOWER FLOOR PLAN W ACOUS ACOUSTIC ACT ACOUSTIC CEILING TILE FE FF FIRE EXTINGUISHER FINISH FLOOR MIN MSC MISCELLANEOUS SMD SEE MECHANICAL DRAWINGS 6311 17TH. AVE NE ZONING RS-6 A2: UPPER FLOOR PLAN U AFF ABOVE FINISH FLOOR FG FULL GLASS MOD MODULAR SMS SHEET METAL SCREW SEATTLE, WA 98115 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 L ARCH ARCHITECTURAL FIN FINISH MTL METAL SPEC SPECIFICATIONS , A4.1 SECTIONS ^, AWN AWNING FLR FLOOR MUL MULLEDWINDOW SS STAINLESS STEEL STD STANDARD DESIGNER DRAFTSMAN: SHAWN SULLIVAN WATER IN ROAD A4.2 A5.1 WALLS SECTIONS WALL SECTIONS WINDOW SCHEDULE W T[ BD BOARD SIP BIFOLD FOC FOP FACE OF CONCRETE/COLUMN FACE OF FRAMING/FINISH (N) NG NEW NATURAL GAS STK SELECT TIGHT KNOT 4402242ND PLACE SW SEWER , IN ROAD BLDG BLKG BUILDING BLOCKING FOIC FURNISHED BY OWNER, INSTALLED NIC NOT IN CONTRACT STL STEEL MOUNT LAKE TERRACE, WA 98042 GAS IN ROAD. • 0) : BLW BELOW BEAM FOS BY CONTRACTOR FACE OF STRUCTURE/STUD/STEEL NOM NITS NOMINAL NOT TO SCALE STRUC STRUCTURAL STS SELF TAPPING SCREW - PH: (425) 870.0383 , , , , , , , , , , , , , , , - STRUCTURAL Cn � Q M p BM BTM BOTTOM FT FOOT OR FEET OC ON CENTER SV SHEET VINYL DRAINAGE SYSTEM , , , , , , , , , EXISTING SPLASH BLOCK � E Q BUR BUILT-UP ROOFING FTG FOOTING _ - OD OPH OUTSIDE DIAMETER OPPOSITE HAND (T) TEMPERED T&G TONGUE & GROOVE S1 ROOF FRAMING / UPPER SHEAR WALL PLAN N c CENTERLINE FX FIXED GLASS OS B ORIENTED STRAND BOARD TBD TO BE DETERMINED PROJECT DESCRIPTION S2 UPPER FLOOR FRAMING / LOWER FLOOR SHEAR WALL PLAN >> R� CLG CEILING CUR CLEAR GA GALV GAUGE GALVANIZED — PH PANIC HARDWARE TOO TOP OF CONCRETE S3 FOUNDATION PLAN 'STRUCTURAL \ Q AN INTERIOR AND EXTERIOR REMODEL OF AN EXISTING (2) STORY CMU CONCRETE MASONRY UNIT GA GALVAM BEAM -� -- p PLATE TOp TOP OF PLATE GSM GALVANIZED SHEET METAL PLAM PLASTIC LAMINATE TOF TOP OF FLOOR S4 B5 DETAILS STRUCTURAL NOTES /SHEAR WALL SCHEDULE p = Q COL COLUMN COMP COMPOSITE GWB GYPSUM WALLBOARD - PLWD PLYWOOD TOS TOP OF SLAB/STEEL RESIDENCE TOINCLUDE THE FOLLOWING: z CONIC CONCRETE CONT CONTINUOUS GYP HC GYPSUM HOLLOW CORE PR PSF PAIR TOW TOP OF WALL POUNDS PER SQUARE FOOT TS TUBE STEEL - NEW UPPER FLOOR MASTER SUITE ADDITION / EXTENSION OVER GARAGE r. O CS CASEMENT HDR HEADER PT PRESSURE (PRESERVATIVE) TYP TYPICAL W/ NEW GABLE ROOF STRUCTURE. Q 4 CPT CARPET HHS HEX HEAD SCREW TREATED UNO UNLESS NOTED OTHERWISE - NEW FOYER ADDITION /EXTENSION W/ NEW FRONT PORCH, SIDEWALK DEL DOUBLE HM HOLLOW METAL REINF REINFORCING VERT VERTICAL AND COVERED ROOF STRUCTURE. DEMODEMOL RET VIF VERIFY IN FIELDHEAD -A LOWER FLOOR REMODEL TO INCLUDE A NEW BEDROOM SUITE r1 LEGAL DESCRIPTION INGNENTILATION/ RHWS ROUNIDING DETAILISH HVORIZAC HEATHORIZONTAL WOOD SCREW VPF VEGETATION PROTECTION FENCE W WIDTH ADDITION, MECHANICAL ROOM AND MISC. FRAMING ALTERATION TO THE �L DH DOUBLE HUNG DIM DIMENSION ID AIRCONDITIONING INSIDE DIAMETER RM RO ROOM ROUGH OPENING w/ WITH REMAINING BEDROOM, BATHROOM AND ENTRY HALL. (FINISH UPGRADES). - NEW LOWER FLOOR REAR PATIO ADDITION. DWG DRAWING INSUL INSULATION - RWL RAINWATER LEADER WD WOOD - NEW UPPER FLOOR DINING ROOM ADDITION AND KITCHEN REMODEL INT INTERIOR SC SOLID CORE WT WEIGHT (FINISH UPGRADES) SECTION 25 TOWNSHIP 27 RANGE 3 QUARTER NW YOSTS 1ST ADD - NEW UPPER FLOOR REAR COVERED DECK ADDITION TO EDMONDS PLAT OF BILK 008 D-00-LOT 3 LESS S 10FT THOF PLUS - - NEW ROOF TOP DECK Wl CUSTOM SPIRAL STAIR CASE ACCESS PTN OF VAC ALLEY LESS 55FT OF LOT 3 TGW E} 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 �X — REVISION NUMBER 3 - Forsyih t" ' I Fo Nlt Ln I m BUILDING SECTION OR WALL SECTION A4.1 SHEET NUMBER MASONRY REFERENCE r Donsrmdace �I Fr PI _� r STRUCTURALDRAW(NG 0 CONCRETE m � ( Li LT- NUMBER o:FrS CITY COPYREFERENCE EXTERIOR ELEVATION GRIDS T INSULATION (LOOSE ) } s, � REFERENCE A3.1 SHEET NUMBER NOTE: I INSULATION (RIGID) . BhemruckPla7eCnnEu �' 1 '(n+ #J t CITY OF EDMONDS - GRID LINES LOCATE FACE OF FRAMING AND/OR f CI I 1 aaaa BUILDING DEPAR MENT t DRAWING NUMBER FOUNDATION STEM WALLS UNO EARTH ,..." _ Um way- ' j " a 1 WORKnTjL j, p ADDRESS VC INTERIOR ELEVATION 4 A5.1 2 REFERENCE TRUE NORTH Tn y �N n4 moves.,' 4 ` OWNER �[�' 'Q 1IZ ��-- 'M W SHEET NUMBER SAND/PLASTER/MORTAR = z CPyeB, —"- W r _. APPROVED DATE: O( DRAWING NUMBER NORTH ARROW [vim ` NORTH ROCK FILL m m,r BLDG.OFFICIAL: X DETAIL REFERENCE AX.1 SHEET NUMBER - ® METAL LARGE SCALE ( ) Elm s1 _. a I N EIm Sr EIm St -. - Im St - p-�r ry ,N R9, �AI '' qp qq pp CC® PERIVl�1 INVIVI®ILR If- G Yi L"1 U) UP 7R } STAIR DIRECTION, # RISERS & TREADS — 11T GYPSUM WALLBOARD o, \I > (� -"EIm P1 EIm WeY, ROOM NAME & NUMBER RGGH ® FINISHED WOOD O DOOR REFERENCE O" REFERENCE LETTER 101 ®(STRUCTURAL WOOD 1 al EIm PI PROJECT LOCATION EQUIPMENT NUMBER 101 CONTINUOUS MEMBER) Qm /� �� h I WINDOW REFERENCE 101 REFERENCE NUMBER STRUCTURAL WOOD CENTER LINES, FLOOR LINES — (NON -CONTINUOUS MEMBER) plFoh PI AT EXTERIOR ELEVATIONS, DATE: 02-2016 PROJECTED LINES PLYWOOD WALL TYPE WALL TYPE I PROPERTY LINES, BOUNDARY — LINES — — — ® TILE (CERAMIC) DESIGN�X SLS DRAWNED. SLS. KEY NOTE REFERENCE 17L} v REFERENCE NUMBER �� } ,� _ 4 ' Ev e,v,� " JOB NO: 2016-04 HIDDEN LINES - — — — — — — — - Ii Baas mPIZ S' sr� �. '.",. SHEET: J �— _! J _ rw'v', �5� 9 "4F Tays<Cepe1 r4 u'. �°' v s I f' - .IUN L9 LUll CASEWORK REFERENCE 101 SCHEDULE NUMBER BREAK LINES .r� ..-� BUILDING DEPARITAENT /� O - C %ice— WINDOW TYPE - CITY OF EDMONDS 1. CDSETSUBMITfAL04-20.2017 2, RESUBMIT E00&26.201T 0 ENGINEERING GENERAL CONSTRUCTION SEQUENCE NOTES CONSTRUCTION SEQUENCE NOTES 1. SCHEDULE APR&CONSTRUCTIONMEETING ;WITH CITY ENG]NEERINGDIVISION i AT 425-771-0226, EXT. 1326 TWO DAY (49 HR) NOTICE 13 REQLTMED. 2.REVIEWTEMIPORARYEROSIONANDSEDIMENTCONTROLNOTES -. 3. CAM FORUT= LOCATES. 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHME PREVENTING DISTURBANCE OF ANY AREAS OFF. THE CONSTRUCTION' ZONE. 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR Am TEMPORARY SEDDAENTATION.AND: EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR Tt0 ANY CONSTRUCTION ORSITE CLEARING. EROSIONANDSEDIMENTATION+ CONTROL PRACTICES AND/ORDEVTCES SHALL:BEMAIIVTAUiM UNTIL . PERMANENTVEGETATIONISESTABLSSHED.... .. 6. DEMOLISH EXISTING STRUCTURES; 7. ROUGR GRADE SIM AS REQUEED TOINSTALL3)RA MAGE FEATURES- S. CLEAK.GRUB & ROUGH GRADE SITE. REVEGETATE , DISTURBED AREAS NOT SUBIECT.TO ADDITIONAL SURFACE DISTURBANCE EDT UDIATELYAFTERROUGHGRADING.(OUIEREXPOSEDAREALSHALL.BE STABILIZED PER EROSION CONTROL NOTES BELOV) 9. INSTALL UTIITITESAND OTHER SITEIMPwvEm2TIS,INCLUDINGFRONTAGE IMPROVEMENTS: 13.STABILIZE AND CONT OSTAIh ENDAILEXPOSEDSOESPRIORTO REVEGETATION.OF ENTIRE SITE: 14: ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSIONcoNTROLMEASURES $HALLBEREIv10VEDUPONFINALSLTE. STABILIZATIONANDAPPROVALBYCTGSiINSPECTOR GENERAL CONSTRUCTION NOTES GE%T,RALNOTES 1. ALLMATERIALS AND WORK SHOWN ONTHESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING $PECIFLCATIGNS AND CODES, AND ALL OTHERAPPI.ICABLELOCAL MUNICIPAL STATE, AND FEDERAL. CODES. RULES AND REGULATIONS: CURRENT INTERNATIONAL BUILDING CODE (IBC) 2016 WSDOTIAFWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION WASHINGTON STATE DEPARTMENT. OF ECOLOGY STORMWAMM MANAGE2IAMU MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLANANDTYPENUMSERSENDICATEDONnEsEDRAWII$GS REFERTO CITY OF EDMONDS STANIDARD DETAILS, UNLESS NOTED OTHERWISE - - 3. ; A COPY OF THESE APPROVED PLANS MUST BE AN IIM JOBSTM CONSTRUCTION IS IN PROGRESS. . 4. DEVIATIONS, FROM THESE PLANS MUST BE'APPROVED BYTHEENGBVEEROF: -.RECORD AND THE LOCAL GOVERNING AUTHORITY 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS BUILT' DRAWINGS AND SHALL SUZ&AARR E AIL AS - BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIORFROJECT COMPLETIONAND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUIIAINGOCCUPANCY/PINAL PROJEC'TAPPROVAL... 6. 'ELEVATIONS SHOWN ARE INFEST: SEE SURVEY FORBENCHMARK INFORMATION.. .. '. T THE LOCATIONS OFEXLSTINGUTELITIESAND SUE FEATURES SHOWNHEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM e[16--v D=rnRTQ ATYn QTInT T n TRFRFFnRS1 RF C.(1NCTnPRFO VERIFY LOCATION; DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY .LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FORNEW - UTTLITIES: ENGINEERASSUMESNORESPONSE3RiTYFORTHE _ FEATURES PRESENTED ON THESE DRAWINGS ENGINEER SHALL BE NOTTFII MWEDIATELYOFCONFLICTS THAT ARISE. - - S. CONTRACTORSHAILLOCATE AMPROTECTALLTTTnmF'SDURING. :: CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (I O-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORKAND SHALL NOTIFY OWNERS REPRESENTATIVE OF ANYDLSCREPANCIES: 10. PIPE LENGTHS WHERE SHOWNARE APPROXIMATE AND MAY CHANGE DUE TO FTE[.D CONDITIONS. 11: CONTRACTOR SHALT. OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED I N STRICT, COIRMI MCE WITH THE:RECONUv NI)ATIONS OF THIS REPORT: 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TOTHE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAI:_:REPOR:T. .13.. SUBGRADE SOILS IN ALL AREAS WHERE RAIN GARDENS; INFILTRATION OR PEFLVIOUS PAVEMENT IS TO.BE PLACED SHALL BE DELINEATED AND PROTECTED AT ALL TIMES FROM COMPACTTVE ACTIVITIES (i.e. HEAVY. EQUIPMENT, STOCKPILJNG). , 14. MANHOLES„ CATCH BASINS, UTILTTIES AND PAVEMENT SHALL.BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OILCOMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF. ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION; REMOVE AND REPLACE WITH CONTACt'ED. STRUCSURALFBZ PER GEOTECHNICAL REPORT. 15. SEE SURVEY AND ARCHITECTURAL DRAWINGS FORDIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHERPROPOSED OR EXLSTING;SITE, FEATURES. a SEE ARCHITECTURALDRAWTNGSFORPERSETfRFOUNDATIONDRAINS. FOUNDATIONDRAI NS SHALL BE EmEPEFIDENT OF OTHER SITE DRAIN LS AND SHALL BE TIGHTLTNED TO THE STORMDRAIN SYSTEM WHERE INDICATED ONTBE PLANS. 17.E ALL REQUIRED STORMWATERFACZXII iS MUST BE CONSTRUCTED AM IN - OPERATION PRIOR TO INSTALLATION OF ANY PAVEM[E NT UNLESS OTHERWISE APPROVED BY THE ENGINEER: 19. ALL ROOF DRAINS, P'ERIMEMYOUNDATION DRAINS, CATCHBASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSMi. UNLESS NOTED OTHERWISE. 19: ALL FOOTING DRAINS SERVI NGBUILDINGS, WALLS, ROCKERIES, ETC. SHALL CONNECT TO THE DRAINAGE SYS112el DOWNSTREAM OF THE SITE STORMWATERDETENTION SYSTE L 20 CONTRACTOR SHALL OBTAiNAND PAYFOKALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMFR0VM4EN•TS INDICATED ON THESE DRAWINGS. - 21. ASEPARATEMMG'ATIONPERbUrW TBEOBTAMM;FROMTHE.CiTYPUBUC. WGRKSDEPARTMENT. PRIORTOFTNALCONSTRUCTIONACCtPPANCE, PROVIDE TO THE CITY WATERQUAIITYTECHNICIAN, ACOPY OF THE BACKFLOWTEST REPORT : TEST REPORTS CANSEFAXIDT0425-744-&570R raLULMTOJEFFXQRLYKn1EP�MONDSWAGOV. BACKFLOWTESTINGSHALL BE COMPLETED BY TIM OWNER ANNUALLY THEREAFTER. REAFI'FR 22 AS A AM A4UM REQUREMINT, ALL DISTURBED AREAS ON AND OFF SITE. SHALL:BERETURNED TO THE EQUIVALENT OF THEIRPRECONSTRUCTION CONDITION ION IN ACCORDANCE WITH APPROPRIATIE REQUIREZYMN'IS AND..: STANDARDS; 23. ALLDISTURBED SOIL AREAS SHALL BE COMPOST AMENDED AND SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR TEE PREVENTION OFON- SITE EROSION AFTER THE CObIPLEPION OF CONSTRUCTION. SEE. EROSION CONTROL PLANS FOP, SPECIFIC GRADING AND EROSION CONTROL REQUI REMEMS. 24. THECONTBACI'ORSHAILRf EPOFFSTTESTREETSCLEAN ATALL TD&SBY SWEEPING WASEINGOFTHESE STREETS WILL NOT BE ALLOWEDLVTITiOUT PRIORAPPROVAL. 25. THIS PROJECT ISNOTA,BALANCED EARTHWORKPROJECT: BOTHEXPORT AND IMPORT OF SOIL AND ROCKMATERIALS AREREQUIRED. 26. SLOPE OF FINISHED GRADE SHALLBE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN.. 2.7 FINISHED GRADE SHALL. SLOPE AWAY FROMBUTLDING WALLSAT NU NDE M 5%SLOPE.FORANIIIMIUMINSTANCEOF IOFEET. 28. CONTRACTOR SHALLBE RESPONSMLEFORAND SHAU INSTALLAND MAINTAIN SHORA°GANDBRACING AS NECESSARY TO PROTECT WORKERS,. EXISTINGBUIRDINGS,STREETS,WALKWAYS, UTILITIES AND OIHEREMTJNG AND PROPOSED INIPROVENCENTS AND EXCAVATIONS AGAINST LOSS OF GROUND ORCAVING.IMBANKWIENTS. CONTRACTORSHALLALSOBE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 29. CONTRACTOR SHALL OBTAINAPPROVALMMTHECTTYANDFOLLOW CITY PROCEDURES FORALL WATER SERVICE INTERRUPTIONS, HYDRANT. SHUTOFFS, STREET CLOSURES OR OTHERACCISSRESTRICTIONS CONTRACTOR SHALL RELOCATE OR ELI II HATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FRONITIMFIRE MARSHAL 30. COORDINATE AND ARRANGE FOR AT LUTB3IY CONNECTIONS, I7ni rlY RELOCATIONSAND,'OR.SERVICE INTERRUPTIONS WITHTHEA'FFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES: CONNECTIONS TO .cjEg * 4. 0 5. T S c�Q.A oP"4'D 4,62- - COkp % E EmTING urR TT` s SHALL BEMADE ONLY:WITIL ADVANCE WRITTEN APPROVAL OF THEAUTI30RTIms GOVERNING SAID UTIImEs..... 31. ALLi7TmSTlF'SSHALLBEPLACEDUNDERGROUm 3Z EXISTING UTRM LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALLBE mAIRFD AT CONTRACTORS EXPENSE AND INSPECTED AND ACCEPIEDBY LTTY OF EDMONDS AND OWNER.'S REPRESENTATIVE PRIOR TO BACKFO r ING- 33:NEW UTILITY LOCATIONS ARE GENERALLY SHOWNBYDIMENSION,WHERE NODIMEI+WNSARE INDICATED. LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BEAPPROVEDBYOWNER'S REPRESENTATIVE AND CITY: 34. FIELD STA%EALL UTILITYSTUBS ATTHE PROPIItTYLm 35, TRENCH RACK 111.OFiTITTITIEsLOCATEDWITHINTHECITYRIGHT-OFWAY SHALL BE COMPACTED T095°1. COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITYTRIOR TO PAVING, 36 WH10TE NEW PIPE CLEARS ANEXISTING ORNEW UITLI BY 6,,ORLESS;' PLACE POLYETHYIZM.PLASTIC FOAMAS:A CUSHION BBTWFENTME UTxrrl ml S. 37. SEE MECHANICAL DRAWINGS CWFBERRE APPUCABLE).FORCONIINUATION OF SITE UTILITIES WnmvTHB BUIIDING 38. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE)FOREXTERIOR' ELECTRICAL WORK 39. SEE LANDSCAPE DRAWINGS INHERE APFLICABLE)FOR SITE IRRIGATION SYSTEM_ 40. PIPE MATERIAL AND.SIGNAGE SUBMITTALS SHALL BE PROVIDED TOCrTY ENGINEERINGDIVLSIONFORAPPROVAL PMORTO INSTALLATION- W U ^rZ W CD o 00 O) LdZW a o ti Q O Q .4 L � W E z O LL U) Z O U Z (W V W rO V _Z U z W DATE: 02-2016 DESIGNED: SLS DRAWN: SLS JOB NO: 2016-04 "F:.,.aJ J•;:y Mac;Ren x v W I W Z 00 d- J O 1nI� LO " 0EL �O Z•� IFPORTABLE ISNED l axa KIMBROUGH REMODEL AVERAGE GRADE / MAX BUILDING HEIGHT STUDY PARCEL# 00619400800300 TBM-B ELEV:201.09 SET HUB 134.00 N 89°44'44 W PROPERTY LINE201.4 A - I -----------I B 203.3 PROPOSED 2 STORY BEDROOM AND DINING ROOM ADDITION l I \�" i X PROPOSED MASTER O UNCONgERED DECK I BATNADDITION ABOVE AND 0" OVERHANG REMAINING — — �R'OPERTY LINE N 88'44'59" W 134.94' 11 EXISTING GARAGE I ( DP.IVEWAY / ff BA51VIENT r 203.3 I i EX15TING PROPOSED L- NEW FOYER HOME ADDITION w FOOTPRINT I� z I 67M9N-G ---I PARCEL# 00 #00G19400500300 W ' :- �Ln 0o I 1I Z 20 O — — — L--_ _ — _ — �J _ C OVFZAW — — RECTANGLE CONTAINING PPOP05ED AREA BUILDING OUTLINE TO INCLUDE ADDITIONS, COVERED DECKS AND ROOF OVERHANGS NOT EXCEED 30" C� SITE PLAN -0 �I / Scale: 1"=10'" North I ELE1. ELEV: 201.30 SET NAIL IN PAVEMENT V / I LLI Q I AVERAGE BUILDING ELEVATION CALCULATIONS A = 201.40 B = 203.30 C = 205.80 D = 205.00 TOTAL: 815.5 815.5 = 203.87.'ABE 4 AVERAGE GRADE= 203.87' BUILTING HEIGHT MAX.- 25 FT ABOVE AVERAGE GRADE MAXIMUM BUILDING HT= 228.87' PROPOSED BUILDING HT= 227.0' - -1<< 4,o1 �4✓so T0� nab FC®F4®6✓F�i c"Ti�o � 9 �e JUN 2 9 2017 BUILDING DEPARTMENT CITY OF EGMdONDS REVISIONS: 1, CD SET SUBMITTAL 0 20-2017 2• RESUBMITTED08-262017 3. 4. 5. C� G W W 0. W U ^C W 5 � O QD ° Ew� C ¢ C 0 F- Z O Q L � W E v H = W U' Q z rQnn V m Q z � w Q Q Q U Q U DATE: 02-2016 DESIGNED: SLS DRAWN: SLS JOB NO: 2016-04 SHEET: A1.3 DEMO EXISTING CONCRETE PATIO. ROCKERY, AND DECK STRUCTURE AS REQ'D TO ACCOMMODATE NEW CONSTRUCTION. REMOVE EXIST HOT TUB Ilr III I III T III III T III III III I I I I DECK II II COVERED LL_____ I II DEMO EXISTING EXTERIOR/ INTERIOATE R - I WALLS AS REQ'D TO ACCOMMOD PROPOSED NEW CONSTRUCTION. III - TIE NEW SEWER INTO EX15T. SEWER LINE AS RECID TO ACCOMMODATE NEW BATH. i STORAGE L—_--_-----� — DEMO WAL AS REQ'D FOR NEW MECH ROOM ACCESS FAMILY II ROOM I I II II II � II I I \\ I REMOVE EXISTING II I FURNACE AND I I DUCTING A5 REQT) II III I I - L REMOVE EXISTING WINDOWS III WALLS AND SAW CUT FOUNDATION 11 r� _ rI HALL WALL AS REQ'D TO INSTALL NEW I WINDOWS AND FRENCH DOOR. i i I �RJRN �L — — 1 r--ll---- 1 L _T 1 _ --- FRMC ` CLO ET — — / — �7 ANTE — ROOM DEMO EXISTING FRPLC \ INSERT HEARTH AND II SURROUND WALLS II GARAGE LINEN 1 J BATH F7))\III II / X \ I FOYER III LAUNDRY ROOM slxR w D — DEMO EXI5TING EXTERIORA NTERIOR REMOVE ALL PLUMBING eB WALLS A5 REQ'D TO ACCOMMODATE A3.1 PPOP05ED NEW CONSTRUCTION. FIXTURES AND FINISHES. - PREP SPACE FOR NEW UPGRADES " I I I I I I' STP I I I I I I —) sL 1OWER FLOOR-ASBUILT-DEMO imbrough Residence Scale: 1/4"=V-0" North DEMO EXISTING DECK STRUCTURE AND EXTERIOR WALLS AS REQ'D — REMOVE UPPER WALLS AS REOD TO ACCOMMODATE NEW FULL LENGTH GARAf�E DOOR HEADER/BEAM EACH SIDE. SEE STRUC. REMOVE EXIST. GARAGE DOORS REMOVE EX15TING COLUMNS AND SUPPORT BEAMS. PROVIDE SHORING A5 REQ'D. SEE STRUC. n DEMO EX15T FROM PORCH, STEPS, PLANTER, SIDEWALK AND ROOF STRUCTURE TO ACCOMMODATE NEW FOYER AND FRONT PORCH EXPANSION / ADDITION sr�s REMOVE EXIST WINDOW, DOOR AND FRAMING TO ACCOMMODATE PROPOSED FOYER EXPANSION DEMO LOWER STEPS AND WALL TO ACCOMMODATE NEW EXPANDED FLOOR PLAN LAYOUT DEMOLITION NOTES. 1. REMOVE ALL EXISTING SIDING TO ACCOMMODATE NEW INSTALLTIONS.SEE EXTERIORELEVATIONS FOR DETAILS. 2. REMOVE ALL EXTERIOR WINDOWS TO BE REPLACED WITH NEW. SEE PLANS / WINDOW SCHEDULE FOR LOCATIONS. 3. REMOVE ALL INTERIOR 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 S. SEE DEMO DEMO PLANS FOR OTHER MISC. ITEMS TO REMOVED. T. DASHED LINES INDICATE ITEMS TO DEMOLISHED /REMOVED. — — — — G.PROVIDE SHORING METHODS AS NECESSARY PRIOR TO REMOVAL OF STRUCTURAL WALLS /BEAMS. 9. REMOVE ALL ELECTRICAL, PLUMBING, CARPET, DOOR TRIM, BASE MOLDING AND DRYWALL AS REQUIRED TO ACCOMMODATE THE NEW CONSTRUCTION. COORDINATE WI ELECTRICAL AND PLUMBING CONTRACTOR. 10. REMOVE ALL EXISTING ROOF GUTTER AND DOWNSPOUT SYSTEM. REMOVE ALL EXIT. KITCHEN CASEWORK, APPLIANCES AND FINISHES. II \111 RC II lu II II II II I I I I h J III III LIVING II ROOM III REMOVE WINDOWS AS REQ'D III— TO INSTALL NEW NANA-WALL III DOOR SYSTEM III N IIII GARAGE WALLS BELOW TO REMAIN — II N . II II III - DEMO EXISTING EXTERIOR/ INTERIOR WALLS AS REQ'D TO ACCOMMODATE I I - ER Iy PROPOSED NEW CONSTRUCTION, BEDROOM M I I ll. I I III I I u- �\ II II \ II II _ II �r-1 F--T�\ I II II MASTER II Imo, \ I I. II CLO5. II IL J I ll I I A II - II IL — � MASTER B II I I BATH II II� II i i< is Iz u I s a REMOVE ALL PLUMBING srEFs - FIXTURES AND FINISHES DN III III OPEN TO III REMOVE EX15T WINDOW, DOOR BELOW AND FRAMING TO ACCOMMODATE .. _ PROPOSED FOYER EXPAN5ION HALL umN_ BEDROOM ITI BATH II \ / X REMOVE ALL PLUMBING FIXTURES AND FINISHES. PREP SPACE FOR NEW . UPGRADES (Q� MAIN FLOOR- ASBUILT-DEMO JL. Kimbrough Residence Scale: 1/4"=1-0" North REMOVE EX15T WINDOW AND FRAMING TO ACCOMMODATE PROPOSED BAYWINDOW JUN 2 9 2011 BUILDINGCITYO DED,,O DSIVT 1, CDSE—USMITALQ420.2017 2. RESUBMITTED06-26-2011 4. 5. U W = cli U O O ry w 0 0 Q d o L W E vJ O J a iL pp Z G W 06 F-- O� J L 1 0Q DATE: 02-2016 DESIGNED: SLS DRAWN: SLS JOB NO: 2016-04 SHEET: A2.0 A EXTERIOR ELEVATION- ASBUILT EAST Kimbough Residence Some: 114- V-X EXTERIOR ELEVATION- ASBUILT(WEST) V Scale: 114" = 1'-0" Kimbough Residence EXTERIOR ELEVATION- ASBUILT(SOUTH) Kimbough Residence Scale: 114"=1--0- (�--) EXTERIOR ELEVATION- ASBUILT(NORTH) Kimbough Residence Sale: 1/4-1'-0- 1. CD SET SUBMITTAL 04-20.2017 )10 S(B� 2. RESUSMI=064&2017 3. 4. BeysA �� c0 FC}<b �ci 5. W OC W 0- Q� U = H O N 0) O 00 cjd uj a O L W E \ Ile z O w J W O U) W � X cn w Q DATE: 02-2016 DESIGNED: SLS DRAWN: SLS '" "F3? JOB No: 2016-04 SHEET: /\ �- / L ■ 1UN 2 9 2017 BUILD!NGDERITds CITY OF EU PA,oND GENERAL NOTES. 1. PROVIDE ROOF GUTTERS DOWNSPOUTS AS REO'D 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 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 AA'' 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 SD 17. CARBON MONOXIDE DETECTORS PLACED IN HALLWAY OUTSIDE OF BEDROOM DOOR) SIGNIFIED BY OCO 18 LANDINGS / IRC R311.4.3 • DOOr Wltl,hx36"D MIN "7.3/4"MAX DROP EGRESS/IRC -R310 19 Bedraamsns 4a^max bt min 20" w x 24" NI a"" 5 ]sqk min. RM11: S% lavn 4%o enable 20. STAIRWAY REQUIREMENTS (INTERIOR AND EXTERIOR) • MAX. 7-3/4"RISE AND MIN. 10"RUN • MIN. 6'-B" HEADROOM CLEARANCE • HANDRAILS 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 3W 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 6 AIR CHANGES/ HOUR, AND SHALL BE TESTED PER R402A.12. 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 "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 M1501A 27. PROVIDE WHOLE HOUSE FAN EQUIPPED WITH THE OPTION TO OPERATE INTERMITTENT/ CONTINUOUSLY WITH AUTO/ MANUAL TIMER CONTROLS CONTINOUS PROVIDE FAN SIZE PER TABLE M1507.3.3(1) DWELLING UNIT 1501-3000$F WITH 45 BEDROOMS = 75 CFM MIN. INTERMITTENT 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 ET SUBMITTAL04 017 2, RESUBMITTEDO.262017 D 3. A31 4. 5. STONE VENEER ACCENT COLUMNS- NEW CONCRETE PLINTHS FIN15HED @ 7 T 8" ABOVE LANDING. 2X FRAMING FOR I IS'-0"' REMAINING COLUMN BASE.PROVIDE TIE NEW SEWER INTO EXIST. CHAMFERED CONCRETE CAP. ro �� N W SEWER LINE AS REO'D TO li IY I 1Y-6" I I ACCOMMODATE NEW BATH.LLJ Ii 7 NEW CUSTOM METAL SPIRAL STAIR l I TANKLE55 w I HR CASE ACCESSING LOWER PATIO, MAIN I Io I I `o HOT WATER DECK AND ROOF TOP DECK. COOPD. . a PROVIDE HIGH EFFICIENT WATER 9 W/ SPIRAL STAIR FABRICATOR FOR DESIGN I I HEATING: GA5 WATER HEATER DETAILS. WITH A MIN EF. OF O.G2 18-12" RETAINED. I o 107 (5EE ENERGY CREDIT5 R40G2) CONCRETE I VEM VEN ------ ------ _ SIDFWALL I JLLL _ A 42x Go PROVIDE HIGH EFFICANCAIR SOURCE /1 5HWR I I TANNLETE nEAr HEAT PUMP WITH MIN. H5PF OF 8.5 I NEW ACCENT ENTRY `v '9 tOB Pq I IHOT WATER PUMP (SEE ENERGY CREDIT R40G2) I I ROOF ABOVE rn N BATH f v ECH 2 0 CONCRETE FOOTING / SLAB N •�< me - FOR SPIRAL STAIR ACHORING 50 CFM 1 r -COORDINATE W/ SPIRAL STAIR - I C FABRICATOR POP DEI5IGN T BENCH II _5_EPE_RAT_IONX a EGRESS 2) 2X 6 1 OOII FULL LITE DOOR HIH NEWO.HFRENCH NEENPROVIDE 112GWB AT WA15 AD -It 15/8TYPE W AT CEIUNG5/BTM OF GARAGE -DO-OGAIwG 6 I A SUPPORT MEMBERS 4 WARM WALLS - 1IIIII1I(IILIIIIII(IiIII PROVIDE Z 2 1" 3'-G" OFGAE 5r R BEAM PER ACCOMMODATE pNEW G- AR1A GE DOOR EDOOMSTRUC. 3 2• MECH NEW BEAM ABOVE GARAGE3xs I X4 TEG NEW BEAMS ABOVE DOOR PER STRUC. SRAsL SOFFIT INFILL WINDOW O NICHE LINEN PER STRUC. L ACCEs ABOVE PENING9 BUIIDING5EC710NBIDING SD s" e_CLOSET ADDITION waLsrnow00 o GARAGE OFFSET ABOVEANTE - - - - - - - -F_ _ _ _ _ - _ ROOM - - - - - - - - 3��8F• g< I II I rTI I NEW ACCENT ENTRY ROOF �/ = O e - CANTILEVERED BEAM I I I PROVIDE I-3/8" SOLID I I I 11 _ 0 CORE OR HONEY COMB I I I I III I / ABOVE '/� i- N A3.1 PER STRUC / I NEW FURRING WAIIIJ EXIST BEAM [ STEEL DOOR FOR REQUIRED I I I I I I I If A3.1 =v, O Q 00 / COVERED F EXPOSED I I TO REMAIN I FIRE SEPARATION I 11 I I III BUIIDINGSEC110N B 2 BUILDING SEcnoN I I CONCRETE FNDTN WALL IIAI/ [ I II II III I A.4. I I PATIO I NI I II 11 III � a) W o "LOPING 51DE (368 5F) 1oa I �I WALL sEcrlou MEDIA SEWER CLEAN OUT I--I'�-----1�- I I I ROOM a1 ax NEW WALL I I I i 20" HT. RETAINING WALL Q Q DECK >° '°a I I I SEE SITE PLAN FOR [] _ b BEAM PER 5TRUC. I I B I [I ExlsrmG eu Rr caucGE z CANTLE I I I NEW SIDEWALK wALLBerouD F 0) 2 ti O - ABOV D B CENTER VIDOE o i o D 5 e - - -'- I (2) 3 X G I I SCREEN WALL �I - I slceuTE O I X4 T6G FRENCF I I i 8 1 5APEIY O a �[ 1 I SOFFIT FULL LITE 1 ON BEAM �I A I srePe GLAZING Ijt7NCRETff S. SUPPORT COLUMN- W 8X8 RS COLUMN I I ABOVE sAmr I I iB I 3 X G E CLEARANCE FOR PER 5TRUC. (TYP.) 1 I I I - I HALL r N IN Au ANG OF ACCENT ROOF 3 1/2' 3 1/2' 3 1/2" sTEPs ��. 3" HALF ROUND GUTTER uF GAZING�rlFOYER sloEure ONCRETE ENTRY LAND ND ST3�-3"INGA EPS NICHE BUILT-INBOO SHELF NEWFOYERWALLBEYONDLINEN CANTILEVERED BEAM SD 3'-8" O' OD CO ANTE 3 X G - PER 5TRUC rF= ROOM Z I STONE VENEER ACCENT COLUMNS- i 2-0 - Zx s LAUNDRY I O NEW CONCRETE PLINTHS FINISHED @ 3'-0" I BEDROOM ROOM I G I 8" ABOVE LANDING. 2X FRAMING FOR I I (w I REMAINING COLUMN BA5E.PROVIDE I I CHAMFERED CONCRETE CAP. FACE OF N, c OF FRAMING NOT TO EXTEND PAST 20' X WHOLE HOUSE FAN I (2) 2X 6 I n Ol6 NICHE 75CFMMIN.(CONT.) 1p1 I FRONT YARD SETBACK. 300 CFM MIN. (INT) 103 EGRESS FRENCH I N WINDOW I 0 BATH _ I NEW BEDROOM BAY NEW ACCENT ROOF C- d 3 D s Nx w D I WINDOW W/ KNEEBRACE ROOF W/ KNEEBRACE 50 CCFM H I ELLc b 1' PAN -- -- I I SUPPORTS ABOVE : °0 SUPPORTS ABOVE PANeI N J_ _ _ _ _ _ _ _ --- I._._._._._I._.- eFc. D2 t METER I PROVIDE CONTROLS FOR WHOLE FAN 7-0 . PROVIDE FULL HT. EXTERIOR SIDING MATERIALS I I PURRING OPERATION Q NOTE: SEE EXTERIOR ELEVATIONS (A3.1 AND A32) FOR I PROPOSED SIDING MATERIALS AND STONE VENEER LOCATIONS I o 2 I I I I 0 � I� I 1 a-o• I z'-d I � ENERGY CODE COMPLIANCE \ U U g I �l 1 8PRESCRIPTIVE ENERGY CODE COMPLIANCE FOR ALL CLIMATES IN WASHINGTON (ADDITIONS LESS THAN 500 SF) PROPOSED ADDITION- 372 SF THUS .5 ENERGY CREDITS REQ'D PER TABLE R4062 SUMMARY SELECTION: OPTION 3A-HIGH EFFICIENCY GAS FURNACE- i CREDIT OPTION 3B-HIGH EFFICIENCY GAS HEAT-PUMP-1 CREDIT OPTION 6A -HIGH EFFICIENCY WATER HEATER- .5 CREDIT .5 CREDITS REO'D- 2.5 CREDITS SELECTED THUS OK B A3.1 LOWER FLOOR- PROPOSED REMODEL Jv Kimbrough Residence North Scale: 1/4" = 1'-0" NEW /EXISTING SQUARE FOOTAGE - LIVING EXISTING LOWER FLOOR 985 SF EXISTING MAIN FLOOR 1288 SF EXISTING STAIR / ENTRY 80 SF NEW FOYER EXPANSION 15 SF NEW LOWER FLOOR BEDROOM EXPANSION 115 SF 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 SF NEW FRONT SIDEWALK /STEPS 11bF. Z Q O� 0 0 L_ W re 0 O0- DATE: 02-2016 DESIGNED: SLS DRAWN: SLS JOB No: 2016-04 SHEET: JUN 2 9 2011 A2 . 2 -DING DEPARTMENT GENERAL NOTES. 1. PROVIDE ROOF GUTTERS DOWNSPOUTS AS REQ'D 2. PROVIDE SPLASH BLOCKS AT ALL DOWN SPOUT LOCATIONS 3. SLOPE GRADE AWAY FROM FOUNDATION 4. PROVIDE WATERPROOF MEMBRANE AT ALL FLAT/LOW 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. 8. 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 11. ALL TOP PLATE HEIGHTS ARE NOTED BY [ j 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 5D 17. CARBON MONOXIDE DETECTORS PLACED IN HALLWAY OUTSIDE OF BEDROOM DOOR) SIGNIFIED BY OCO 18. LANDINGS IRC R311.4.3 • D_- 111)x36"D MIN • 7-3/4" MAX DROP EGRESS/ IRC -R310 19 B-,ft 111644-hq ml""'Wx""M37" 5.7aIBmM-MD3.1: 8% lazin -4%o enable 20. STAIRWAY REQUIREMENTS (INTERIOR AND EXTERIOR) • MAX. 7-3/4" RISE AND MIN. 10"RUN • MIN. V-8" HEADROOM CLEARANCE • HANDRAILS AT 34.38" ABOVE THE STAIR NOSING • HANDRAIL GRASP DIMENSIONS BETWEEN I-114"1" • PROVIDE CONTINUOUS HANDRAIL OR TERMINATE AT NEWEL POSTS OR SAFETY TERMINAL • WHERE HANDRAIL 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 2T. PROVIDE WHOLE HOUSE FAN EQUIPPED WITH THE OPTION TO OPERATE INTERMITTENT/ CONTINUOUSLY WITH AUTO! MANUAL TIMER CONTROLS CONTINOUS PROVIDE FAN SIZE PER TABLE M1507.3.3(1) 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) 75 CFM X 4 = 300 CFM MIN 9 v EXTENDED BEAM W/ GX 10 R5. KNEE BRACE W/ GENTLE CURVE CUT TO BTM EDGE (SEE 5TRUC.) NEW CUSTOM METAL SPIRAL STAIR CASE ACCESSING LOWER PATIO, MAIN DECK AND POOP TOP DECK. COORD. W/ SPIRAL STAIR FABRICATOR FOR DESIGN DETAILS, BUILDING 5e7IIDN N iV BUIMING 55710N o CUSTOM 36" HT. RAILING: GXG R5 NEWEL POSTS W/CUSTOM WROUGHT IRON RAILING W/ 2X4 CAP. NO OPENINGS TO EXCEED 4" OW.) 8X8 R5 COLUMN PER 5TRUC. UYP.) I I I 5 I a -a' . a o• -F r -- � II II to I< I to I I I II I = 9 r - - - - - - - - - - - - - - - - - - - - - m 8X8 R5 COLUMN -PEP, STRUC.(jYP.) -----------------I-- ------- I II I--------- o I II slyer I I I 4 KITCHEN I I I CAI I I EXIST FRAMING NEW FRAMING IIIIII I(IIII I I IIII I'IIIII �iL RQO1 VDIIDE~FURRING PROVIDE vb '��2z0o4a NEW DINING INSULATION AND NEW R-2 I BAT_ wlNDow ROOM 10(2zF MASTER ADDITION j4'-O BEDROOMR FNc+(1 15 5F) (VAULTED CEIUNG)N9CCNG -EGRE55 __ XoT 8IfN E5 a\)C Y G 2FsUX 6' SArTYLL N LIGUSG m� - -- ------------- -- - -B ----- ---------- - - ---- -EJ III��IIIIIIIr NEW COVERED BUILDING DECK 5F) NEW COLUMN ANDR(G8 (RX DECKING) BEAM SUPPORT P 5TRUC. PROVIDE IX (I X4 TCEDAR 500FIT) R WRAPWD WRAP .j }i LIVING ROOM 12X6, ACCORDION DOOR SYSTEM HALL AA PP�p� BUILDING co I I I I BUILDIN 9D OD I COPPER ACCENT ROOF W/ I xa STUDY 6" BATH I KNEE BRACE SUPPORTS - AND CEDAR T*G SOFFIT OF I I . 50 CFM O I .I I I I II 1 i I I� W I I I II Oqh' A�Sp )c �P �UdS✓ Cp�F F�p�m7 F<® FcT NcF --0 BUILDING -SECTION =GN -I V ISTING INTERIOR WALL I. store J A <oOzsG MASTER I MASTER L A3.1 PAVN BATH i CL05. I eulmlNc sealoN B 2 a O I r I WALLSEGTION CL05, 50 CFM GSPf - ---T-T -- -- EIGSTING EMRY/GARAG� WAIT BEYOND r r IS 14 13 1 II I � STEPS DN I T FOYER 210- I I I I OPENTO BELOW IIJII' I ----- Iq - NEWFOYER WALL BEYOND . CL05ET sx2 (2)2X6 I O BY-PASS I � I iew BuaowG � N I � IWR EGRE55 y WINDOW 2 I 202 IL---- - - - - - - - - - - - - - ---------- EXTERIOR SIDING MATERIALS NOTE: SEE EXTERIOR ELEVATIONS (A3.1 AND A3.2) FOR PROPOSED SIDING MATERIALS AND STONE VENEER LOCATIONS North ING I I BEDROOM 0 J I i I ------------- I I I Is 3 I= I I� I �g 7� 8b 9� 11 B A3.1 MAIN FLOOR- PROPOSED REMODEL Kimbrough Residence Scale: 1/4" = 1'-0" NEW /EXISTING SQUARE FOOTAGE - LIVING EXISTING LOWER FLOOR 985 SF EXISTING MAIN FLOOR 1288 SF EXISTING STAIR / ENTRY 80 SF NEW FOYER EXPANSION 15 SF NEW LOWER FLOOR BEDROOM EXPANSION 115 SF 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 SF NEW FRONT SIDEWALK /STEPS 11 .. ,F. REVISIONS: 1. CD SET -SUBMITTAL M-20.2017 2. RESUBMITTED 06-26-2017 3. 4. 5. U C DO W O O m N IY LLI c Q p S 0)� O O Q d o w E 2 DATE: 02-2016 DESIGNED: $L$ DRAWN: SLS JOB NO: 2016-04 ap SH T: z LA23 �eelr,! � �w�/ CUSTOM CUSTOM WROUGHT IRON Q - RAILING ACCENT INSERT - NO OPENINGS TO EXCEED 4" NEW 2 X STRUCTURAL FLOOR MEMBERS W/ WATERPROOF MEMBRANE FLOOR SYSTEM. SLOPE CRICKET SURFACE TO INTERNAL DRAINS / EXTERNAL SCUPPERS. PROVIDE FLOATING TILE OR TREX DECK SURFACE ON STANDOFF SYSTEM. I I I A INTERNAL FLOOR DRAIN AND PIPE TIGHTLINED TO I I - COLLECTOR DOWNSPOUTS EACH 51DE -- EEI' SCUPPER TO DRAIN — — — — u— ON ACCENT ROOF_- — o I I OUDRA NLOW EACH 51DE SLOPE NEW CUSTOM METAL SPIRAL STAIR 7u �- -- -- I CASE ACCESSING LOWER PATIO. MAIN I SLOPE I NEW ROOF DECK AND ROOF TOP DECK. COORD. _ __ I TOP STAR W/ SPIRAL FABRICATOR FOR — { I I DECK DESIGN DETAILS. s:' A sAupER I (228 5F) II II STAR DRAIfr I SLOPE SLOPE b i_ C I m E I I SLOPE BUILDING SECTION ACCESS DRa I I ROOF CRICKET - I �J III II:_ H NEI A3,1 NEW STANDING /// I 1 T _— -COP BUILDING SECTION SEAM /II 1 } I j COPPER ROOFING 111 I Ig NEW _- II I PRESIDENTIAL i.• j i - III COMPOSITION II I ROOFING i•'/y//' / I I I NEW RIDGE / /PR( VIDE'R NEW III I PRESIDENTIAL I/ 11 \ I COMPOSITION / 111 I g ROOFING ( / 111 I / H - - - - - -- ___________ -J 1 3'-O" ! NEW ROOF SYSTEM (J —.—.— —.—.— — —.——.—.�.—. /•/L D A3.1 I �bJ �10 11 NOTE: RIDGE HEIGHT CAN NOT EXCEED 25 FT ABOVE AVERAGE GRADE (CIVIL 203.87) i THUS MAXIMUM HT. ALLOWED 36 HT. FRAMED WALLS OF (CIVIL 228.87)- SEE SHT A 1.3 FOR ABE CALCS ROOF TOP DECK W/ CEDAR RIDGE MUST BE SURVEYED IF WITHIN I'-O" SHINGLE 51DING AND 2X WD - OF MAX HT. ALLOWED CHAMFERED CAP Ex sr. I SLOPE LOPE ,-- --- //AS —— ---------------- SLOPE � l'T5j/ RE5IDENEDENtl Fl---- M— — — — _ . _ . — .o /o6ModN '694 / ll RSG -- ---- j NEW ROOF SYSTEM: I 1 _ PROVIDE PREMANF. TRU55 I PER STRUCTURE. III NEW W III NEW PRESIDENTIAL V. RIDG I? COMPOSITION I I ROOFING I I III DU1LowG SECTION A 1 _ NEW RIDGE 0 0 � - � wuLSEcnoN Ti Ig s I I J I — — — — — — — — _ II II ANDING -- - —/ I I NEW 11 NEW II I �_ W" I I COMPOSITION I I g ROOFING — SLOPE _ / a�1� // I I ROOFING 1 B 2 2-_O�� SEcrlou J L — R.P. a'-G9 +I-J L — I WALLIBEVONDY/GPRAGC EX15T: EY/ST./ r/i- / j l// NE�IY SrAl GO 1 MWPOYERwAUBEYOND� ��, - w>�i NEW CURVED COPPER /' � I I u� ACCENT ENTRY ROOF STRUCTURE �`r�//' Wl CEDAR T#G SOFFIT CoMPO5IT ON ////I/ /C.CSMPOSN�IOAN/ � EXIST. ROOFING` 1 li _ I I NEW ARCHED ACCENT ROOF SLOPE/ 'I,I / / / OVER PROPOSED BAY WINDOW. PROVIDE CUSTOM COPPER ROOFING ;; 7'=T , 1� �' = �-r —,ram-� =-� �J / — — — — — — — — J I I I I RAIN GUTTER SYSTEMS NOTE: REMOVE ALL BUILT-IN RAIN GUTTER SYSTEMS FROM EXISTING OVERHANGS AND REPAIR AS REO'D. INSTALL NEW COPPER HALF ROUND GUTTERS W1 T ROUND COPPER DOWNSPOUTS AS NEED TO PROPERLY DRAIN ENTIRE ROOF STRUCTURE. 7 8 9 11 B A3.1 ROOF PLAN- PROPOSED REMODEL Jv Kimbrough Residence North Scale: 1/4" = T-0" HATCH AREA INDICATED AREA OF EX15TING ROOF STRUCTURE TO REMAIN. REMOVE EXISTING COMPOSITION ROOF AND INSTALL NEW PRESIDENTIAL COMPOSITION ROOFING. ALL OTHER AREAS CONTAIN PROPOSED ROOF STRUCTURE ADDITIONS / REVISIONS. REVISIONS: 1. CD SET SUBMITTAL 04-20-2017 2. RESUBMITTED 08-26,M17 3. 4. 5. W CD V! 00 C) a O rn ry E � < 111 .� Q p 0). ti O Q o L r W E Z Q J LL O O w DATE: 02-2016 DESIGNED: SLS DRAWN: - SLS l"'3ES �y1 OUtJ JOB NO: 2016-04 J'L 9 2Ji7 SHEET: BUILDING DEPARTMENT CITY OF EDMOND3 2■4 A2.41 NEW ARCHED ACCENT ROOF tJ OVER PROPOSED BAY WINDOW. NEW CHIMNEY W/ DECORATIVE PROVIDE CUSTOM COPPER ROOFING METAL CAP AND CEDAR SHINGLE I X ACCENT TRIM W/ I SIDING HARDI-PANEL-INSERT MAX ALLOWABLE BUILDING HT _____-____ I ____________ ELEV 228.87 --------------------------- NEW RIDGE ELEV 227.62+/- NEW CERTAINTEED PRESIDENTIAL COMPOSITION ROOFING NEW HALF ROUND GUTTER SYSTEM _ W/ 3" DIA DOWNSPOUTS AND BOW TIE FASTENERS 1 I II NEW CEDAR SHINGLE SIDING WI/WRAPPED CORNERS b J. NEW 2X CORNER TRIM TO WRAP SIDES - NEW I X ACCENT TRIM W/ IL HARDI-PANEL INSERT 11 NEW 2X BELLY BAND II 1 NEW CONCRETE CAP W/ CHAMFERED TOP NEW STONE VENEER WAINSCOT NEW 2X SIDE TRIM TO WRAP SIDES 101 NEW WINDOW SILL W/ APRON CUSTOM 4X KNEE BRACE _ W/ COPPER FLASHING CAP NEW 8X8 R5. COLUMN AND GX 10 KNEE BRACE W/ GENTLE CURVE CUT TO BTM EDGE (SEE 5TRUC.) NEW LARGE COLUMN BASE W/ STONE VENEER AND CONCRETE CAP NEW FOYER EXPANSION W/ NEW DOOR / 51DEUTE / AND ARCHED UPPER WINDOW 3G HT. FRAMED WALLS OF ROOF TOP DECK W/ CEDAR SHINGLE SIDING AND 2X WD CHAMFERED CAP ACCENT LIGHT FIXTURE — NEW CERTAINTEED PRESIDENTIAL COMPOSITION ROOFING NEW 8X12 R5.BEAM W/COPPER FLASHING CAP (SEE 5TRUC.) — NEW GX 10 R5. KNEE BRACE W/ GENTLE CURVE CUT TO BTM EDGE (SEE 5TRUC.) NEW 8X8 RS. COLUMN (SEE 5TRUC.) NEW CUSTOM WROUGHT IRON SPIRAL STAIR CASE ACCESSING LOWER PATIO, MAIN DECK AND ROOFTOP DECK. COORD. W/ SPIRAL STAIR FABRICATOR FOR DESIGN — NEW 2X LAYERED BELLY BAND WRAPPING RIM J0I5T OF DECK NEW 8X8 R5. COLUMN (SEE 5TRUC.) NEW LARGE COLUMN BASE W/ STONE VENEER AND CONCRETE CAP CUSTOM 30 MT. RAILING: GXG R5 NEWEL POSTS W/ CUSTOM WROUGHT IRON RAILING W12X4 CAP. NO OPENINGS TO EXCEED 4" NEW HARDI-BOARD PANELS W/ IX3 BATTENS NEW CEDAR SHINGLE 51DING TG) — 1L1(1I T E NEW WINDOW TRIM: 3X6 WINDOW HEADER W/.4 VERTICAL SIDE TRIM (�('\� / T ('o�//��\�' NOTE: RIDGE HEIGHT CAN NOT EXCEED2, 25 FT ABOVE AVERAGE GRADE REVISIONS: R1. VLSI SIIBMITiAL04]0.201> aesuBMlTreo Bt�zszon a 2 X SILL WITH CHAMFERED TOP AND (CIVIL 15. 3• h 2X4 APRON (TYPICAL) I I THUS MAXIMUM HT. ALLOWED (CIVIL 228.87)- SEE SHT A 1.3 FOR ABE CALCS 1 4. Iz $ _ NEW CEDAR SHINGLE SIDING RIDGE MUST BE SURVEYED IF WITHIN I'-O" OF MAX HT. ALLOWED GABLE ACCENT ------ ----------- ---------------- - - - - - - - 2X TRIM PERIMETER GABLE ACCENT WRAP ALL W SUB S _�------------ — - ----- -------------- --------------- NEW OPTIONAL DENTAL TRIM ACCENT W/2X51LLAND BELLY BAND F/' BAlspcr, ELca �... L LJL� l l I T bJ — EXISTING RIDGE HT ELEV 225.50' rOp ON �Onn CO n NIPLIA a ! L�4TI' 1+ 1 II EXISTILU NG ROOF BEYOND C EXISTING ROOF BEYOND I II V W !A. �E Iii'TIO F _ I �I u ll 1_ JJ)I I NEW CEDAR SHINGLE SIDING W /WRAPPED CORNERS L1L:. II I ll 1 _ NEW COPPER ACCENT ROOF _ I fl ! WITH KNEE BRACE SUPPORTS NEW HALF ROUND GUTTER SYSTEM II, L�I� I - ll W/ 3' DIA DOWNSPOUTS AND 1 I� 210 209 ' O, I I O- I BOW TIE FASTENERS NEW LARGE RS KNEE BRACE SUPPORTING R$ BEAM /ROOF11 ° _IL EXTENTION y o I � ' I NEW CURVED COPPER ACCENT I IIJ,"Ill it III! III . . ftI I I ROOF BEYOND NEW 2X WINDOW TRIM it -------- -- 7---7--------7---T-- NEW CURVED COPPER ACCENT ROOF NEW R5 HEAVY TIMBER TRUSS A55EMBLY W/ KNIVE PLATES AND CARRIAGE BOLTS. PROVIDE GENTLE CURVE TO BTM. OF HORIZ. TRU55 MEMBER. (SEE 5TRUC.) NEW CURVED COPPER ACCENT ENTRY ROOF STRUCTURE W/ CEDAR T4G SOFFIT NEW CONCRETE PORCH AND STEPS TO SIDEWALK/ GRADE A PROPOSED EXTERIOR ELEVATION- (EAST) - () Kimbough Residence SaMe: 1J4"=1W ?2o T T ROOF CRICKET W/ COPPER ROOFING —I--� ------------ NEW COVERED ROOF OVER NEW DECK ADDITION NEW CHIMNEY W/ DECORATIVE METAL CAP AND CEDAR SHINGLE SIDING \ 7 / 8 7 9 11 NEW ARCHED ACCENT ROOF OVER PROPOSED BAY WINDOW. PROVIDE CUSTOM COPPER ROOFING F. I I g I $ I� -------------------------- ------------- - NEW GABLE ROOF ADDITION �I Jll i�lIU�I i 11I J 1]1111 L . )j1l I I II I_II] Il J11 L z°z'. Jl� 11 I 11. J Illllll1� JL 1JI ` W I Jl ll I I l J. I Jl i t I I �I� II�IIJ111 � � U Jll 11 1llL ?;1'_ll �� L I ' IJ. tllJ t I W 1 J. I 1 } 1I J �� I JllIIJJ1 1 JLIJ.11 LII_p1 �! I I Jf . rlIU_ II I 1 1111I 111 IJlu tIII III II ii III GRADE NEW WINDOW TRIM: 3XG WINDOW �- NEW STONE VENEER WAINSCOT W/ COPPER ACCENT ROOF W/ HEADER W/ 2X4 VERTICAL SIDE TRIM CHAMFERED CONCRETE CAP KNEE BRACE 5UPPORT5 2 X SILL WITH CHAMFERED TOP AND AND CEDAR T*G SOFFIT 2X4 APRON NEW CEDAR SHINGLE 51DING GABLE ACCENT PROPOSED EXTERIOR ELEVATION- (SOUTH) 1..J Scale: 1!4" = V-0" Kimbough Residence NEW GATE / FENCE W/ CEDAR 5HINLGE AND STONE VENEER. PROVIDE CURVED TOP PLATE. W/ COPPER FLASHING CAP TOP OF CONCRETE(GARAGE) ELEV 203.7 NEW I X ACCENT TRIM W/ HARDI-PANEL INSERT NEW HALF ROUND GUTTER SYSTEM W/ 3" DIA DOWNSPOUTS AND - BOW TIE FASTENERS NEW STONE VENEER WAINSCOT W/ CHAMFERED CONCRETE CAP NEW LIGHT FIXTURES FLANKING WINDOW. PROVIDE CEDAR MOUNTING BASE NEW NARDI-BOARD PANELS W/ IX3 BATTENS - - - - NEW CERTAINTEED PRESIDENTIAL COMPOSITION ROOFING NEW 8" DECORATIVE ROOF EXTENSION -- MAX.ALLOWABLE BUILDING HT ELEV 228,87 NEW RID GE ELEV 227.62+i- NEW CURVED COPPER ACCENT ENTRY ROOF STRUCTURE W/ CEDAR T6G SOFFIT NEW 8X10 R5. BEAMS W/COPPER FLASHING CAP (SEE 5TRUC.). NEW HAPDI-BOARD PANELS W/ Q IX3 BATTENS a NEW GX10 R5. KNEE BRACE W/ GENTLE CURVE CUT TO BTM EDGE (SEE 5TRUC.) NEW CURVED COPPER ACCENT ROOF BEYOND NEW 80 RS. COLUMN (SEE STRUC.) NEW 2X CORNER TRIM W/ HARDI-PANEL INSERT CUSTOM GX KNEE BRACE W/ COPPER FLASHING CAP NEW LARGE COLUMN BASE W/ STONE VENEER AND CONCRETE GAP CUSTOM 3G" HT. RAILING: GXG R5 NEWEL POSTS W/ CUSTOM WROUGHT IRON RAILING W/ 2X4 WD CAP. NO OPENINGS TO EXCEED 4" APPROVED PLANNING - S, NE3 "`j`"� JUN 2 9 21117 BUILDING DEPFRTD7ENT CITING EDA4ONDS DATE: 02-2016 DESIGNED: SLS DRAWN: SLS JOB NO: 2016-04 SHEET: A^JJ ■ CUSTOM CUSTOM WROUGHT IRON PALING ACCENT INSERT - NO OPENINGS TO EXCEED 4' ACCENT LIGHT FIXTURE 36 HT. FRAMED WALLS OF ROOF TOP DECK W/ CEDAR SHINGLE 51DING AND 2X WD CHAMFERED CAP' NEW COPPER ROOFING EXISTING RIDGE HT — — ELEV 225.58' NEW 8X12 R5.15EAM W/COPPER FLASHING CAP (SEE 5TRUC.) — NEW HALF ROUND GUTTER SYSTEM W/ 3" DIA DOWNSPOUTS AND BOW TIE FASTENERS NEW GX 10 R5. KNEE BRACE W/ GENTLE CURVE CUT TO BTM EDGE (SEE 5TRUC.) NEW 8X8 IRS. COLUMN (SEE 5TRUC.) NEW IX ACCENT TRIM W/ HARDI-PANEL INSERT CUSTOM SG"HT. RAILING: 6X6 R5 NEWEL POSTS W/ CUSTOM WROUGHT IRON RAILING W/ 2X4 CAP. NO OPENINGS TO EXCEED 4" NEW 2X LAYERED BELLY BAND WRAPPING RIM J0I5T OF DECK NEW CEDAR SHINGLE 51DING _ NEW 8X8 R5. COLUMN (SEE 5TRUC.) NEW LARGE COLUMN BASE W/ STONE VENEER AND CONCRETE CAP NEW CUSTOM WROUGHT IRON SPIRAL STAIR CASE ACCESSING LOWER PATIO, MAIN DECK AND ROOF TOP DECK. COORD. W/ SPIRAL STAIR FABRICATOR FOR DE51GN. CONCRETE FOOTING / SLAB FOR SPIRAL STAIR ACHORING - -COORDINATE W/ SPIRAL STAIR FABRICATOR FOR DEI5IGN NEW CERTAINTEED PRESIDENTIAL COMPOSITION ROOFING NEW 8" DECORATIVE ROOF FXTEN51ON EXISTING RIDGE HT ELEV 225.50' NEW CURVED COPPER ACCENT ENTRY ROOF STRUCTURE W/ CEDAR TAG SOFFIT NEW LARGE RS KNEE BRACE SUPPORTING R5 BEAM / ROOF EXTENTION NEW CURVED COPPER ACCENT ROOF BEYOND 44 Q I I I I I I 1� T EXISTING ROOF BEYOND NEW CHIMNEY W/ DECORATIVE METAL CAP AND CEDAR SHINGLE SIDING- PROVIDE 8" SLOPE TO SIDE NEW CERTAINTEED PRESIDENTIAL COMPOSITION ROOFING -- ------ MAX.ALLOWABLE BUILDING HT ELEV 228.87 NEW RIDGE ELEV 227.62-/- NEW CEDAR SHINGLE 51DING AT REAR WALL GABLE - NEWHARDI-BOARD PANELS W/ IX3 BATTENS LLUU 1L ILJLLIL LIE, .I ,.. j NEW HALF ROUND GUTTER SYSTEM W/ 3" DIA DOWNSPOUTS AND BOW TIE FASTENERS NEW CEDAR SHINGLE SIDING COPPER ACCENT ROOF W/ KNEE BRACE SUPPORTS AND CEDAR TAG SOFFIT ( j, tJ)"L iliil 1��1 1 t t � on �� 7—�� P5111Y�TIIIIPTPIJ�55A551MBff W/ KNIVE PLATS AND CARRIAGE BOLTS. NEW I X ACCENT TRIM W/ PROVIDE GENTLE CURVE TO BTM OF HORIZ. HARDI-PANEL INSERT TRUSS MEMBER. (SEE 5TRUC.) PROPOSED EXTERIOR ELEVATION -(WEST) V scale: 1/4° =1'-0" Kimbough Residence 11 1Q0 TNEW CEDAR SHINGLE SIDING i I i W/ WRAPPED CORNERS I ROOF CRICKET W/ ROOFTOP DECK I ACCENT LIGHT COPPER ROOFING DRAIN /SCUPPER FIXTURE I r l I — — -- ------------------- — -------------------------- -- —------------- ---- — — . — . — . — . — - — • — — — NEW LARGE COLUMN BASE W/ STONE - VENEER AND CONCRETE CAP TOP OF CONCRETE (ENTRY) ELEV 2D8.3 NEW CEDAR SHINGLE SIDIN W / WRAPPED CORNERS TOP OF CONCRETE (GARAGE) ELEV203.7 NEW GATE /FENCE PROFILE NEW HARDI-BOARD PANELS W/ IX3 BATTENS NEW STONE VENEER WAINSCOT W/ CHAMFERED CONCRETE CAP — NEW WINDOW TRIM: 3XG WINDOW HEADER W/ 2X4 VERTICAL SIDE TRIM 2 X SILL WITH CHAMFERED TOP AND 2X4 APRON - zo7 zos NEW HARDI-BOARD PANELS W/ IX3 BATTENS PROPOSED EXTERIOR ELEVATION -(NORTH) Kimbough Residence Scale: 1/4"=T-0' NEW STONE VENEER WAINSCOT W/ CHAMFERED CONCRETE CAP NEW WINDOW TRIM: 2X5 VERTICAL 51DE TRIM 2X SILL WITH CHAMFERED TOP AND 2X4 APRON AVERAGE GRADE iI. NEW LIGHT FIXTURES FLANKING DOOR/ WINDOWS. PROVIDE CEDAR MOUNTING BASE CUSTOM CUSTOM WROUGHT IRON RAILING ACCENT INSERT - NO OPENINGS TO EXCEED 4' 3G HT. FRAMED WALLS OF ROOF TOP DECK W/ CEDAR SHINGLE 51DING AND 2X WD CHAMFERED CAP NEW RIDGE ELEV 227.82 -1. >�rrm n IIII NEW 8X10 R5.15EAM W/COPPER �1111116111 FLASHING CAP (SEE 5TRUC.) Y NEW CUSTOM WROUGHT IRON IT �N\ SPIRAL STAIR CASE ACCESSING LOWER PATIO, MAIN DECK AND F TOP DECK. O WTI S�R FABRICATOR FOR DESIGN �I j� NEW GX10 R5. KNEE BRACE W/ GENTLE CURVE CUT TO b = _ N P =— I = BTM EDGE (SEE 5TRUC.) NEW 8X8 R5. COLUMN (SEE 5TRUC.) I — CUSTOM 36" HT. RAILING: GX6 R5 NEWEL � — I I. /Y POSTS W1 CUSTOM. WROUGHT IRON RAILING W/ 2X4 CAP. NO OPENINGS TO EXCEED 4" - _ NEW 2X LAYERED BELLY BAND WRAPPING RIM J0I5T OF DECK =_ NEW 8X8 R5. COLUMN I F. FT (SEE 5TRUC.) NEW LARGE COLUMN BASE W/ STONE VENEER AND CONCRETE CAP �I= _�— ��-------- -- AVERAGE GRADE 4 ELEV203.87 CONCRETE FOOTING / SLAB FOR SPIRAL STAIR ACHORING -COORDINATE W/ SPIRAL STAIR FABRICATOR FOR DEISIGN NEW I X ACCENT TRIM W/ _ HARDI-PANEL INSERT NEW HALF ROUND GUTTER SYSTEM W/ 3" DIA DOWNSPOUTS AND NEW CEDAR SHINGLE SIDING BOW TIE FASTENERS W / WRAPPED CORNERS - 1CSET SUMTTAL 04DV2P201T 2.RESUBMITTED2 3. -144 O9� 4. 5. ®®F �0�"P AAoLU E 5� G /w UJ V, 0- H3 0 ^I` W H N 0 0 00 O 4) E US c ¢ p O CD 0 Q "T 0 L � W E z _O LLl J LNLI L.I_ 0 LlJ u) APP ED BY P G _O LLI x W a it DATE: 02-2016 DESIGNED: SLS DRAWN: SLS - ti�iFo.Q:31 Joe No: 2016-04 JUIV Y g 2117 SHEET: BUILDING DEPARTMENT CnY OF EDMONDS A3 ■ A L) 10 i� ® ® NEW ROOF TRU55E5 MAX. BLOG HT. ELEV 228.87 1 C( \9 T.O. RIDGE -(TRUSS) NEW ARCHED ACCENT ROOF I EXISTING TRV555TSTEM \� MODIFIED TO Ar 5JM DATE INEW ROOF S3TEM D(15TING TRU55 CUT / REMOVED TO ACCOMMODATE NEW ROOF I TRU55 SY5TEM MASTER a KITCHEN BEDROOM NEW ARCHED ACCENT ROOF I T.O. PLYWD-(MAIN FLOOR) , ELEV 212.7 I GARAGE MECH. e CLO5.. T.O. CON.. -(GARAGE) ELEV 203.7 EXISTING TRU55 CUT/ TO ACCOMMODATE N TRU55 5Y5TEM NEW ARCHED ACCENTI T.O. PLYWD-(MA ELEV 2 22.7 T.O. CONC. -(GAI ELEV 203.7 r BUILDING SECTIONS Kimbrough Residence Scale: 1/4^=V-01. �1 BUILDING SECTIONS Kimbmgh Residence Scale: 1/4"=1'-0" - NEW ACCENT ROOF W/ ROOF CRICKET ROOFTOP DECK o 1p in DINING COVERED DECK BEDROOM COVERED DECK NEW ROOF TRUSS 5Y5TEM OVER MASTER BEDROOM 5UITE NEW 2 X 5TRUCTURAL FLOOR MEMBER5 W/ WATERPROOF MEMBRANE FLOOR SYSTEM. 5LOPE CRICKET SURFACE TO INTERNAL DRAIN5 / EXTERNAL 5CUPPER5. PROVIDE FLOATING TILE OR TREX DECK SURFACE ON STANDOFF 5Y5TEM. NEW ACCENT ROOF OVER -FRAMING PER 5TRUC. NEW ARCHED .ROOF RAFTER 5Y5TEM PER 5TRUC —� NEW R.5 BEAM5 NEW R.5 BEAMS 5CI55OR —OFT. VAULT I I VAULT OFT. FLAT UNDER FRAMING MASTER I MASTER BATH BEDROOM GARAGE BUILDING SECTIONS '- % Kimb gh Residence scale: va^=a'-o" ALL WORK SUBJECT IIVSPr® FIEL® COD ECT/O1V FOR E C®Nrr'LIANCE MAX. BLDG HT. ELEV 228.8 Alm 2 q Et REVISIONS: 1, CDSUT UBMITTALNC 201] 2. RESUBM17ED 08-26-2017 3. 4. 5. ill N` W Y� a W U a o Cc U)CD a 0 um a)��w C: Q o 0 0 Q 0 L w E Cn Z _0 U w Co CD Z 0 J_ W DATE: 02-2016 DESIGNED: SLS DRAWN: SLS JOB NO: 2016-04 SHEET: A4.1 PRE MANF. TRUSSES Q 24" O.0 w/ R-49 BATT INSUL, 1/2" 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 Q 16" O.C. W/ � COX PLYWD /OSB AND MIN. R-21 BATT INSUL. — COPPER ACCENT ROOF: 2X 12 RAFTERS W/ GENTLE SLOPE,} PLYWD, COPPER ROOFING, 1X FASCIA, AND CEDAR SOFFIT. KNEE BRACE BEYOND WINDOW HEADER PER STRUCTURE NEW WINDOW -SEE SCHEDULE IX ACCENT TRIM W/ HAR01-PANEL INSERT OVER AIR INFILTRATION BARRIER 2 X 6 #2 D.F. STUDS Q 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) 1/2" GWB X j MASTER BEDROOM V '-- RJO BATT INSULLATION FLOOR STRUCTURE (SEE STRUCT. FOR INFO.) GARAGE SEPERATION PROVIDE 1/2' GWB AT WALLS AND 5/b' TYPE `X' AT CDLINGS/BTM OF SUPPORT MEMBERS 4 WARM WALLS OF GARAGE 4" EXISTING CONCRETE FLOOR SLAB. (NO CHANGE) WALL SECTION _ Kimbrough Residence ScBle:11T" V-0" T , CD SET SUBMIT AL00-20-2011 2, RE5 BMI EO OB-2&201T 3. 4. 5. jj ® F :AQF C Poo CrrO'OnoP ORLU W V� PRE MANF. TRUSSES Q 24" O.C. - 0. w/ R-49 BATT INSUL, 1/2" COX PLYWD, RIDGE VENT AND ROOFING MATERIAL OVER _ 15# BLD FELT OVERHANG 5EE ROOF PLAN - - BLOCKING 2X LOOKOUTS - o CEDAR SOFFIT I ag °i g DOUBLE 2X6 TOP PLATE > 2X GABLE PERIMETER y5 ACCENT TRIM - N OPTIONAL DENTAL TRIM z m 21 m # ACCENT W/ SILL AND 2X $ BELLYBAND I 5/8"GWB 2 X 6 #2 D.F. STUDS (VAULTED CEILING) @ 16" O.C. W1 �' CDX 1/2" GWB PLYWD/OSB AND MIN. I MASTER R-21 BATT INSUL. E CLOSET WINDOW HEADER PER STRUCTURE W U NEW WINDOW. SEE SCHEDULE ^C, W 1XACCENTTRIM W/ HARDI-PANEL INSERT ~ 4714 OVER AIR INFILTRATION = BARRIER V -0 00 O 2 X 6 #2 D.F. STUDS O (j) @ 16" O.C. wl }' COX PLYWD /OSB AND a) LLj MIN. R-21 BATT INSUL. COPPER ACCENT ROOF: Z 2X RAFTER CUT W/ GENTLE CURVE, I PLYWD, COPPER. �.I M � .Q O ROOFING, IX FASCIA, AND c Q G Q CEDAR SOFFIT O Q CEDAR SHINGLE SIDING L LLi OVER AIR INFILTRATION BARRIER-SEEXTERIOR r ELEVATIONS ELEVATIONS R-30 GATT INSULLATION FLOOR STRUCTURE NEW BEAM ABOVE GARAGE (SEE STRUCT. FOR INFO.) DOOR PER STRUC. GARAGE Y 5EPERATION PROVIDE 1/2' GWB AT WALLS AND 50 TYPE -X AT CEIUNG5/5TM OF 5UFPORT MEM5ER5 4 WARM WALL5 OF GARAGE EXISTING FOUNDATION /FOOTER TO REMAIN (SEE STRUCT. FOR INFO) 4" EXISTING CONCRETE FLOOR SLAB. (NO CHANGE) EXITING GRADE vJ Z r,, WALL SECTION O Kimbrough Residence U W W J J >Q DATE: 02-2016 DESIGNED: SLS DRAWN: SLS -s U_ I2S LP JOB No: 2016-04 juw 2 9 2017 SHEET: BUILDING DEPARTMENT crrvcFEDMONDB A4 ■ 2 "SLIDER *CASEMENT *WD SIM. DIV. LITES *WD SIM. DIV. LITES TYPE A TYPE B EQ D w I w *SINGLE HUNG *WD SIM. DIV. LITES MULLED TYPE C "PICTURE *PICTURE "PICTURE WD 51M. DIV. LITE5 *WD SIM. DIV. LITE5 *WD SIM. DIV. LITES TYPE G TYPE H TYPE J *PICTURE *ARCHED "WD SIM. DIV. LITES TYPE K PROPOSED WINDOW TYPES KIMBROUGH RESIDENCE WINDOW SCHEDULE C 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 2°X 2° ALUM. / 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) 20X 5° 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 4°X 2° ALUM. / WD CLAD A SLIDER WOOD SIM. DIV. LITES 201 BEDROOM 6°X 46 ALUM. / WD CLAD D SLIDER EGRESS WOOD SIM. DIV. LITES / TEMP. 202 BATH 2°X 3° ALUM. / WD CLAD E S. HUNG WOOD SIM. DIV. LITES 203 DINING ROOM 46X 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 110 X 4° ALUM. / WD CLAD H PICTURE WOOD SIM. DIV. LITES 207 KITCHEN 3° X 4 ° ALUM. / WD CLAD J PICTURE WOOD SIM. DIV. LITES 208 M. BEDROOM (2) 3°X 56 MULLED ALUM. / WD CLAD C S. HUNG WOOD SIM. DIV. LITES 209 M. CLOSET 2°X 4° ALUM. / WD CLAD E S. HUNG WOOD SIM. DIV. LITES 210 FOYER 56X 4° ARCHED 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 100 * SAFTEY GLAZING TO BE PROVIDE PER LOCAL CODE REQUIREMENTS PROPOSED WINDOW SCHEDULE KIMBROUGH RESIDENCE AC) �q� 1, CC SET SUBMITTAL N-20.201'! � Wp9 2. RESUBMITTED 06-2 017 TKS(, 3. p lVg�� F>le�®e��Cp 4. �F CO 5. G W W 0. W U ^c W 70 V) 0 00 a � a)�� w Q o C;) ti0 O Quo L w _E y Lu w 0 2 U 0 n z 9 r. DATE: 02-2016 DESIGNED: SLS DRAWN: SLS JOB NO: 2016-04 E I C� SHEET: Tun-;Drn �:nA5.1 o!en=,rrn;r=n r 17YOFED1701IDE "a. OO O 4 5 O 9 0 11 Cantilever beam n `�<< r pr �U@ Connect beam to Framing on top of &Sp-f' FlF<® 'l�Cp post with knife plate beam not shown �;C/yS C //Q� �C HDR denotes (2) 2x8 per detail D3 C.. �!'< HF#2 header ® Denotes (2) stud post, typical, unless:Perpendicular beam, Sister new 2x12 HF#2 to existing otherwise noted hang with CJT5 truss bottom chord @ 24" o.c., with Existing trusses to remain concealed hanger 1ANT SDS screws @ 12" o.c. 6x6 architectural diagonal brace CS16: SW1 (14.67') Counter -sink 2x12 HF#2 @ 24" o.c. SW1 (8') 2x6 H=#2 @ 24" o.c. 2x10 HF#2 @ 24" o.c. CS16 — HUC410 to 4x6 1/2"x6" lag screw Post per Ian 4x1 DF#2, each end of brace p p OA .............. ........... ...................... p1.:.... _...... _ R D2 .......IF cantilevered 3' - _ _ O HD post in wall WWI rough sawn post, — — — — — — . , — typical of (3) :.,a I �- ---.-.-. _ _._. r Cantilever with Brace Detail 0 ............. _ ............ ............. .:. = y � � � ,F ..... 1.......... —Cs.1 s............: � _ .... ............. 1 /2" = 1'-011 8x12 DF#2 /2 PSL _........... _........ ...... ........... ....... _ . _ .. - ...... .......... ...... ......................... .. I'� I SW1 (3.5') 8x8 DF rough I SW1 (16.5') 9 Framing on top of Rough -sawn DF beam, min. 8" �, i �� ^ � I � 16 sawn beam beam not shown wide x 11.25" deep k x� I J New scissor manufactured HDR Manufactured spiral I I �) trusses @ 24" o.c. staircase by others _ j I sk Line of ridge CJT5 concealed 4x8 DF#2 hanger j 1 , g CS16 to beam J 6x6 architectural Overframe per note "OF" in the �) �k Plow structural notes at shaded areas I g — — — — — — = SW1 (3.5') diagonal onal brace 0D ............... _ _ _... 8x12.DF#2 ..... ...... � S16.............. ...... .... ... Counter -sink ......._..... _ _ __ _ .... .. . —._ �? HDR a }R: R I O 1/2"x6" lag screw Post in wall per plan, provide 2x8 HF#2 @ 24" o.c. each end of brace (2) A35 to plate 4x8 ost from *'* �2 to and bottom p. r, 4x6 D�F } I 8x8 rough sawn lumber P I..,.r :whM fi xi$t l )pR post 8x8 post from ridge beam to I ridge beam to :jam pot r rt -I rough sawn beam header :j �`a I n " CS16 Rough sawn DF beam, min. 8x10. 2x8 HF#2 @ 24" o.c. I CDetail B 21, a , ll _ _ L ..... ... 1........ L........ _.. D2 I u a F j 3-1/2x9- �/I l / CS16 SW 16' I: 8x10 DF#2 ridge beam, 8x12 DF#2 ridge beam, 1/2 PSL Existing trusses I ( ) awn j cantilever 2' cantilever4.25' I l I / t° — — — — -4� Beam 18"x3"x1/4" �NS'APo I - / I S`Ea } )��OF Wagy O I 4x4 post from; 2x6 min. HF#2 @ 24" o.c., cut per plan A36 steel Rough -sawn DF beam, min. 8" CMSTC16 to /: I ridge to beam larger joists to curve 5" knife plate a 9 1 is '�° wide x 11.25" deepj beam below / 5" ............................................... .............. I.. i .... —. — —.. 8x8 post from ridge to beam............ Fs oNAI _. L:.... 5 s (4) 1/2" 0....................... ............ .......... ...... ..... . H 1 16 — D1 Rou h bolts total D1 SW1 (T) W1 (3.33') g sawn DF beam, min. 8x10. Post per — — — — — 2x6 HF#2 @ 24" o.c. plan e E 8x12 DF#2 a SW3(2.5') S16 I HDR D� Knife Plate Detail 3� 4x6 HF#2, cantilever 1.5', 1 /2° = 1'-011 E CMSTC16 HDR I ° "N Contractor to verify or install ruin. 5- Existing trusses t remain CS16 to post at backspan �, N 1/4x11-1A PSL or girder truss 2 a o SW1 (3.33') G�0_ s SW1 (3') 4x10 DF#2 HDR S16 0... ..._..._... _._.. .... .... . ._._ ................. -- CS16 - J CS16 G> t> C d o N a �; O O O OO O 11 �� W Roof Framing and Upper Floor Shear Wall Plan Y 1/4" = 1'-011 1/17 heet: JUN Z 9 zjv S 1 BUILDING DEpp,R+,p,r.;d7 CITYC,-F.T3A;Dt,D; 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. ... .......... ...... ... ............ ........................ . ... .... . . Flu. u-s h -f r-amed P.T... :DTT2z Pair per 6x12 DF Detail D5/S104 q HDR ........... a ... .......... ............. . . ............. .. ......... ......... .. ....... W& (3.25') HDU5 w/ 4A HDR I DF pos Manufactured spiral 193 SW3x (5.33') HDU5 Hold down per H� detailHD1 1'12 ..4.X. 6.'.6.�. ....0. s. t 3-1/2x9-1/4 P. S... L 2.2E1 staircase by others 2xI0 HF#2 @ 16" o.c. j PS 3- X9-1/2 Existing joists - L 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 1 Ox1 2 DF#1 i DF post Hold do n er j HDU5, align det ii HD1 j with hold down above Flush framedP.T. ,Ji ............ ...... ............... 4xl2.DF#2.. ........... ... ....... .......... .......... ........... . ... ... — Existing I Y 4x12 P.T. DF#2, I joist$ I Existin beam cantilevered 3' j j j I HDR U3-17110 HDR denotes (2) 2A8I I HF#2 header 0 Denotes (2) stud post, typical, unless otherwise noted 6x6 post / HDU5 SW1............... ](9/.5'): .... ........ ....................... a HDU5 SW2 (2'-2') HDU5 -J HDU5 Existing p Is a header 7x14 PSL 3-1/2x9- 114 PSL 3-1/2xl 1-1 /4 PSL, 21'4" long, with CS 16 strap to HHUS410 i: post each end ......... .. a n . ...... .... ... .. . ........................... j I with hold HDU5 down above SW1 (16.5') HDU5 4x6 DF post j SW2 (2'-2' .. .. .... . .... ... .... ........ . .. .... . ....... HDU5 4x1 P.T. 2xI2 Hrg2 @ 16 O.G. Existing p st S 3x (25) w/ U212 hangers .......... .... ... .............. ...... ........ ...... . — ................... I. ................. I .... I.. . - --- : ...... HUCOO ...... . ..... .................... ........................................... ...... . ..... O.............. ...... .. 5-1/4x14 PSL, 18'long, with HDU5 W3 (3 2 (3.33') Hold d Existi g joists CMSTC16 strap to post each end 0 Jpe TT2z air D Pa ir 10 r' Existing tdetail ID5/S104. header SWI ............... ........ .. ... ... .... .. .. ...... HDU5 SW1 HDU5 Existing header SW2 (3.33') O OR iO O 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"x5" 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 OWN WAPO A. 23434 ss/ONAL RI 2 3 U 13) JUN 2 9 2017 BUILDING C 0 E.%ARNIII�E EMS ;I: E A A L 00 , U Nc Ld �mmZ @ 2Q o 6,tt 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 O O OEM-] 24Vx24"x42" deep .... . ........... .......... I ......... . . .............. ...... ....... ........................................ foundation with (2) # I r --- - - - - - - - - - - - - - 4 bars each way. . .............. ............ ........ 1E] - - - - - - - --- . ............ - ........... ................................................. ................................... ...................................... ..................... . ........ ............... . ..... .... .. ..... L - - - - - - - - - - - - --- - --- ........................... ........... Spiral staircase I I footing per manufacturer's New foundation 2xI 0 H F#2 @ 16" o.c. specificaions per. Contractor to verify F1 I existing interior S'S I foundation is minimum 12"xI2" 4" concrete 30"x30"x12" deep patio:Contractor.. to verify foundation with (3) # I I I I existing footing 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 new3'x3'xl 2"... T ........ ......................... deep footing with (4) #4 2xI0 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 i I foundation 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 I i height of 24" minimum a - - - - - - - - --- - - - - - - --- - - - - - - - - -- .......... - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Jj ..... a O O O O I& N Fooundation Plan 1/4" = 1 1-011 itQ, st/,q, .0 New framing per plan n PI -C/ 8VSPIIO P/st (2) bars at top S C 7'/OAf CODS 0:�" /OAf, FOR 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 16 E with #3 bars @ 18" o.c. each Lower slab on CO way grade 6-7 A� 1 0.. �6"�V-16--j Entry Foundation Detail 1/211 = 1 0-011 , Ok S. P WASHiyC 4 - 2304 AL SS�ONAI ECG P, 2 -. 11 ,P9 julDI Z I kvW WIMIT"Irp Cily img r= merry � 2 LLI a ym Z L -2� ZZ E 0 cc, 00 U) 4) U) a) 0 OBE E 2 Revisions: 2105/25117 ate: 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 12" diaphragm sheathing Roof framing members Refer to plans for member sizes. L- Wall top plate A35 per shear wall schedule Roof framing, flat or sloped per plan in A35 per shear wall schedule Roof Ventilation Typical Detail 1 " = 1'-0" 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 1 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 4�; all schedule riA35 per shear wall nischedule. Anchor bolt per shear wall schedule Concrete foundation —mil V EET clear, minimum Alternate Condition Exterior Shear Wall Framing Typical Detail 1" = 1'-0" Existing wall studs Existing double top plate No. 10x3" 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. 1Ox3" 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 F into stud post I --�_ Strap hold down (3) 2x4 stud post with 1/4"x3" per plan SIDS screws @ 6" o.c. to tie posts together as shown Strap Hold Down Configuration Bottom plate HDU 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'-0" 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. i 42" per plan Beam below (3) 2x4 stud post with 1/4"x3" 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 HDU Configuration washers each end plan Simpson A35 unless a Corner Hold Down Detail post cap is specified 1 1/2"= 1'-0" Typical Railing Details 2x_ ledger to match I 3/4" = 11-011 Exterior wall of house —rvF- r deck framing Discontinuous Hold Down Detail 3/4" = 1'-0" 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" = 1'-0" 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" min. Floor framing per plan Decking per plan Deck framing per plan 1/4" x 3-1l2" U-series exterior stainless steel SDS joist hanger screws per plan L Deck Ledger Typical Detail 3/411 = 1'-0" New or existing wall (Minimum 3) #412" er structural 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 "NF" 3/4" = 1'-0" Ledger per plan 1/2" threaded rod �{ Decking per plan j Deck framing At parallel joists, provide (2) bays / per plan of blocking with A35 each end. J Simpson DTT2z Connect DTT2z to blocking connector At perpendicular joists, connect DTT2z to joist. 1 15 Deck End Connection Typical Detail 3/4" = 1'-011 Exterior wall of house Floor diaphragm, per diaphragm schedule CS16 x 32" at blocking, where applicable rA, PoR �LpBdecr CODE CCTION FOR OAIPL ONCE OWN S. APO � roe wnsw c<(s SS�ONAL EC` LU N d Z >�U ors naa 05/25/17 1/17 nr, v:i.J.y:.J heet: JUN 22� 21,ilr BUILDN3 DEPA MPENT S4 crry cr- ED;' lK ras 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, ACI318, 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 psf (snow) floors 40 psf floor live load Decks 60 psf floor live load Wind load: Basic wind speed 110 mph, exposure B, KzT=1.0 Building Category: Enclosed, Wind Important Factor Iw =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 IBC 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 1 sec =.495 PGA .2 sec =1.264 Seismic base shear = 0.130 " Dead Load Foundations: Soil parameters (assumed): Vertical allowable soil pressure: 2,000 psf P All soil conditions are to be field verified during construction. Footings shall bear on firm natural 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 be- � 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 fin 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 of 2,500 psi at 28 days (5-1/2 sack,mix)._.An 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'-0" corner bars of the 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 1.5" (#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 ASTM A307. Minimum anchor bolt size and spacing shall be %" diameter bolts Q 6' o.c. Shear wall anchor bolts per the shear wall schedule. For cast -in -place anchors, provide 7" 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"x3" 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 3" x 3" x 1/4" 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 1-1/2" 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 toenailing 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: 2x 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 Micronam LVLlumber LVL 1.9E, Fb = 2600 psi, Fv = 285 psi (minimums) Paranam lumber 2.0 WS, Fb = 2900 psi, Fv = 290 psi (minimums) Glu-lam lumber 24F-V4 or 24F-V8 as applicable All framing connections shall be per Table 2304.9.1 of the IBC, unless otherwise noted. Plywood 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 Framing Connectors: Unless ntherwise noted: 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 2x10 joist). Provide H1 or H2.5 hurricane ties, or other connectors with similar capacity, at every roof joist, and H6 or H7 at ends of roof beams 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 nails 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 3" to any edge or corner of concrete. Minimum spacing between dowels shall be 6". For concrete wall intersections longer than 3'-0" in any direction, additional dowels shall be located at 12" 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 wan 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 6" 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 8" o.c. or 1/4" x 3" Simpson SDS Screws at 12" o.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 applicable. Straps 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 of 14", and (13) 8d nails each end. CMSTCI6 denotes a Simpson CMSTCI6 strap, with a minim end length of 25", 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: 5/8" 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 HDU2.4.5: 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 2" 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 isuncracked 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 2'-6" 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 — nmber for shear walls is 11F#2 or better, unless otherwise noted Type Material Edge 1 Nailing Field Nailing A.B. Size/Spacing Plate Nailmg Plates A35 Spadng_i Shear Capacity SWl _ SW2 15/32" WSP one side 15/32" WSP one side 8d @ 6" 8d @ 4" 8d @ 12" 8d @ 12" 1/2"0 @ 48" 1/2"0 @ 32" (2)16d @ 9" (2) 16d @ 6" 2x 2x_ 24" 16" 230 plf 350 plf SW3 15/32" WSP one side 10d @ 3" 10d @ 12" 5/8"0 @ 24" (2)16d @ 4" 3x 12" 550 plf SW3X 15/32" WSP one side 10d @ 2" lOd @ 12" I —5/81-0 @ 24" I 518"0 x 8" Lag 24" —3x_ 91, -- 710 plf For shear wall callouts on the Structural Framing Plans: SW x (y') denotes a shear wall type 11V with a minimum length of 11y" feet. • For SW3 and &realer studs, plates, and blocking where two WSP panels abut shall have a minimum 3- nominal thickness. Double 2x_ members may be usedfor studs if the members are connected by plate failing. Note 10d nails at WSP panel edges. • "WSP" refers to "Wood Structural Panel", either plywood or other wood materials. • "SIS" refers to "Structural I Sheathing", either plywood or other wood materials. Apply any "WSP" notes to "SIS" as well • Provide double stud minimum at both ends of all shear walls. • At the roof or top level of any shear wall, "A35 spacing", 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 blocking, parallel joist framing, or top plates -- (whichever applies) of all shear walls. _ • Provide 3x plates, and 4x rim joists, minimum, where tag screws are specified for plate fatting. • Where shear wall edge nails are spaced closer than 3" o.c., or spaced 3" o.c. with 1 Od nails, foundation silt plates and all framing members receiving edge nailing from abuttiang_panek shall not be less than a single 3x_ member. _ • Provide 4x or double 2x framing where A35 angles are used on both sides of one piece of wood. • Where a shear wall terminates above the foundation level (no shear wall below), provide minimum 4x_ blocking or double joist framing (as applicable) below the shear wall."&" Plate nailing per this schedule shall be nailednto this blocking at the bottom of the shear wall. •_Shear wall nails shall be placed no closer than 3/8" from apanel edge or perpendicular face of stud. —J — • iNIaximum spacing between nails shall not exceed 12". • Shear walk nailing shall be common or galvanized box nails, unless tag screws are noted Gaivanizednags shall not be hot dipped or tumbled • Lag screw plate connectors shall penetrate 3.5" m and plates or beams receiving lag screws shall have a minimum width of 3.5". • Where hold downs are specified, the shear wall bolt shall be located within 6 inches of the end of the shear wall, unless otherwise approved by the engineer of record Minmlum end studs shall be as specified in the most recent Simpson catalog. • Shear wall edge nailing through shear wall sheathing shall be provided into all studs attached to a hold down- -- -Retrofit anchor bolts shall 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 solid wood rim joist. • 2x_ plates may b_e_substited for 3x plates if panels are nailed with edge nailing directly to the rim joist • Where 3x plates are used, (2) 20d common nails_mmst be used instead of (2)16d common nails to connect studs to the bottom plate. • Where Re ofventilation is re ' ed over a shear wall, see roofventilati'on detail — Diaphragm Schedule _ �— _ umber for di a hra construction is 11IF42 or better unless otherwise noted. — _ Type Material Edge Nailing Field Naling Edge Blocking Remarks _ Roof 15/32" CDX 24/0 8d @ 6" o.c 8d 12" o.c. no Minimum Standard Floor 23/32" CDX 48/24 8d 6" o.c 8d 12" o.c. no Minimum Standard • "WSP" refers to "Wood Structural Panel", either plywood or other wood materials. • Rim_joists at exterior walls shall be continuous for tension. At rim joist spljce locations, provide (2) CS 16 horizontal straps, mioimma ZV • Where roof or floor framing is cantilevered over an exterior wall below, provide solid blocking with Diaphragm edge nailing between joists_ • This is the minimum required diaphragm construction. Where otherwise noted on the plans, additional blocking or nailing may be required ,IS. APO( s �otwasy�y S�ONAI 6� Z:L 05/25/17 ate: 4/11/17 1�:::;,,.�b� .uj` fl�!�1 Bv� 31Sheet: JU@J 2 9 20V S5 BUILDING oM r 031fONDS