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BLD2019-0449QV EQAf CITY OF EDMONDS 1215TH AVENUENORTH -EDMONDS, WA 98020 fie. I PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 08/01/2019 PenWt#: BLD20190449 BUILDING PERMIT Expiration Date: 08/02/2021 Project Address: 852 MAIN ST, EDMONDS Parcel No: 00434207701600 eA*P-Vx'TVOWNER APPLICANT CONTRACTOR CRAIGE REMINGTON ARCHITECITITL 'INNOVATIONS MONROE FAMILY BUILDERS LLC 852 MAIN ST CIO ED POZNIAK CIO LEONARD MONROE EDMONDS, WA 98020 14311 SE 16TH ST 16322 2 1 OT H AVE NE BELLEVUE, WA 98007 WOODINVILLE, WA 98077 (916) 765-6329 (425) 641-5320 (425) 864-1213 LICENSE #: MONR0FB905D2 EXP:03/26/2020 J D� OB Tiell'V CRIP� — ADU, ADDING SQ FOOTAGE TO UPSTAIRS, REMODEL, DECK, STAIRS PLUMBING AND MECHANICAL INCLUDED VALUATION: $245,000 PERMIT TYPE: Residential PERMIT GROUP: 81 - Accessory Dr-mi4ing-Unit GRADING. N CYDS: 0 TYPE OF CONSTRUCTION: VI3 RETAINING WALL ROCKERY OCCUPANT GROUP: R-3/U OCCUPANT LOAD: FENCE: 0 X 0 FT.) CODE: 2015 IRC/UPC/WSEC OTHER: ------- OTHER DESC: IZONE: RS-6 INUMBER OF STORIES: 2 E: INUMBER OF DWELLING UNITS: 2 F.\IS1JNG.ARF.% If OT 4- A MENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 iBASEMEN 13 PROPOS11) ARFA : 0 1 ST FLOOR: 194 2ND FLOOR: 0 RD FLOOR7 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD I BEDROOMS: 0 BATHROOMS: 0 1 FLOOR: 0 GARAGE: 161 DECK: 82 OTHER: 0 BEDROOMS: 0 BATHROOMS: 0 OWN ILI N N!.*Xoj 'w X61 1.4 ILI t93 v 111111 REQUIRED� 20 PROPOSED: 20 IREQUIRED 5 PROPOSED: 5 EMIRMEQUIRED: IS PROPOSED: 78 HEIGHT ALLOWED:O PROPOSED:O JREQUIRED� 5 PROPOSED: 5 SETBACK NOTES: I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. Z�!�IS APPLICATION IS �OT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HISMER D93LJW AND ALL FEES ARE PAID. Signature \,\ — Print L��' 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 ORA CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED, UBC109/IBCI 10/ IRCI 10, = FIRE = APPLICANT = ASSESSOR = crry f W� -�& STATUS: ISSUED BLD20190449 CONDITIONS • Installer shall provide the manufacturees installation, operating instructions, and a whole house ventilation system operation description. A labels hall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating instructions). • Separate Permit Required For: • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Checkthejob card for all required City inspections including firial project approval and final occupancy inspections. • Any request foraltemate design, modification, variance orother 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 res ult of construction activity are exempt from the nois e 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 =dity, 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 A UTHORiZ ES ONLY THE WORK NOTED. THIS PERMIT COV ERS WORK TO BE DONE ON PRr\/ATE PROPERTY ONLY. A NY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRKIB/VAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE 2CDC 19.00.005(A)(6) I TO SCHEDILLE INS PECTIONS BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (425) 775-7720 3. Then: Permits/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (426) 275-4801 6: Schedule your inspection When calling for an inspection please leave the folloviing information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. • B-Preconstruction meeting • B-Footings • B-Foundation Wall • B-Isolated Footings/Piers • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-Exterior Wall Sheathing • B-Roof Sheathing .4 0 • B-Waterproof deck sheathing • B-Framing • B-Insulation/Energy • B-SheetrockNail • B-Building Final • B-Other "7C. t S C) V BUILDING PERMIT APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: http:llwww.edmondswa.gov/ JOB SITE INFORMATION/LOCATION: (Where the work is taking place) Job Site Address: 852 Main Street, Edmonds, WA Parcel: 00434207701600 Lot/Unit/Suite#: 16-17 -Subdivision: BLK 077 D-00 PROPERTY OWNER. Name: Craige J Remington Mailing Address: 852 Main Street City/State/Zip: Edmonds, WA 98020 Phone #: 916-765-6329 Email: yorems@comcast.net OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? 0 Yes I own, reside in, or will reside in the completed structure. This installation is being made on prop" that I own which is not intended for sale, lease, rent, orexc ngeaccordingto RCW 18.27.090. Owner Signature APPLICANT / CONTACT I"MA-TION: Name of Applicant: Architectural Innovations MailingAddress: 14311 SE 16th Street City/State./Zip: Bellevue, WA 98007 Phone #: 425-641-5320 E-mail: ed@kapplerhomeplans.com GENERAL CONTRACTOR: (if different from applicant) General Contractor: Monroe Family Builders LLC Mailing Address: 16322 21 Oth Ave N E City/state/zio: Woodinville, WA 98077 Phone#: 425-864-1213 E-mail: lbmonroe@frontier.com WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE: MONROFB905D2 3-26-2020 CITY OF EDMONDS BUSINESS LICENSE#: NR-027087 Permit #: 6LD-Z I? bq q TYPE OF PERWT (Provide Details on Page 2) • Accessary Structure/ 9 Addition Detached Garage • Demolition 0 Mechanical • New Single Family / Duplex El Plumbing • Fire Sprinkler N Remodel • New Commercial/ Mixed Use 0 Re -Roof 0 Signs El Tank 0 Tenant Improvement 0 Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit for the work indicated on this application. Valuatlow. 245,000.00 PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLI1419 Basement sq ft Finished [I Unfinished 1:1 ist Floor, sq ft: '�10 2nd Floor, sqft: 1X63/ Garage/Carport:, sqft: 62)( Deck/Covered Porch/Patio: 40/h?/24 other sq ft: / 112 \ PROJECT DESCRIPTION Full intedor remodel With a main floor addition of 194sf and a garage addition of 161sf. The existing waterproof deck shall be reducedand a new 82sf deck shall be added. e, r erA/*rA �' 5 7741 L eF -0fe-K -5,7.*j P_ I certify 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. , �Lq B Mqnroe Print Namir Signature U 4-23-2019 GENERAL COMMERCIAL DATA Occupancy Group(s): Occupant Load(s): Type(s) of Construction: V Fire Sprinklers: Yes 0 No 9 WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. DEFERRED SUBMIT`TALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/or fire alarm permits are applied for separately. TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet MECHANICAL EQUIPMENT COUNTS (New and Relocated) BTUs Gas / Elec / Other MY A/C Unit /Compressor Air Handier /VAV Boiler Dryer Duct Gas/Elec 2 Exhaust Fans Elec 7 Fireplace 22k/14k Gas 2 Furnace Heat Pump Unit 24k/1 8k Elec/MiniSpfit 2 Hydronic Heating Roof Top Unit (Provide eleva- tions if a Commercial Bldg) other: PLUMBING FIXTURE COUNTS (New, Relocated or re piped) QtY QtY Clothes Washer 2 Tub/ Showers 4 Dishwasher 2 Backflow, Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs 3 Water Heater - Tankless7& N 2 Hydronic Heat Water Service Line Sinks 7 Other Toilets 13 1 Other: le , - 0 GAS/FUEL CONNECTION COUNTS (New, Relocated or rem BTUs My BTUs Qty A/C Unit Outdoor BBQ / Fire pit Boiler Stove/Range/Oven 451k Dryer 22k 1 water Heater 190/152 2 Fireplace/ Insert 22k/14k 2 other. Furnace Other: MEDICAL GAS, AIR VACUUM COUNTS (New, Relocated or re piped) QtY QtY Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: DEMOLITION Type of structure to be demolished: Square footage of structure to be demolished: AHERA Survey done? Y / N PSCAA Case #: Critical Areas Determination: Study Required 11 Conditional Waiver 0 Waiver 11 Fill in Place 11 Fill Material: Removal 11 Size of Tank (Gallons) Critical Areas Determination: Study Required 11 Conditional Waiver 11 Waiver 0 GRADE/FILL/EXCAVATE Grading: Cut cubic yards Fill cubic yards Cut / Fill in Critical Area: Yes 11 No 11 GENERAL PROVISIONS APPLICATIONS: Applications are valid for a maximum of I year. ESLHA Applications, 2 years. LICENSING: All contractors and subcontractors are required to be licensed with Washington State Department of Labor & Industries and have a current City of Edmonds Business License. Title Block Line 1 You can change this area using the 'Settings' menu Rem and then using the 'Printing & Title Block" selection. Project Title: Engineer: Project I D: Project Descr: Printed: 27 MAR 2019, 6:26PM IWood Ledger File = C.lAwsDwnw0o&VDp%p*ft=9iig-i26-iVa3MW,-I.EM i Descrip#w : deck lecOr DESIGN SUMU4RY Maximum Ledger Boding Load Combination ... +D+L+H Moment 0. 1167 ft-lb fb : Actual Stress OAD65 psi Fb: Allowable Stress psi Stress Rado 0.000118 :1 Maximum Ledger Shear Load Combination ... I Design OK Maximum Boft Bearing Summary Dowel Bearing Strengths Load Combination ... (for specific gravity & bolt diameter) +D+L+H Ledger, Perp to Grain 3,650.0 ksi Max. Vertical Load 0.70 lbs Ledger, Parallel to Grain 5,600.0 ksi Bolt Allow Vertical Load lbs Supporting Member, Perp to Grain 3,650.0 ksi Supporting Member, Parallel to Grain 5,600.0 ksi Max. Horizontal Load Bolt Allow Horizontal Load Angle of Resultant +D+L+H Diagonal Component Shear 0.350 lbs Allow Diagonal Bolt Force fv: Actual Stress 0,09655 psi Stress Rabo, Wood 9 Bolt Fv: Allowable Stress psi Stress Ratio 0.000536 :1 Capacity N2tedl Governing Load Combination :FD+L+H 0.0 lbs 362.437 lbs 90.0 deg 0.70 lbs 188.985 lbs 0,003704:1 Refer to NDS Section 11.3 for Bolt Capacity calculation method. Resutant Load Angle: Theta = 90. 0 deg Ktheta 1.250 Fe theta = 188.985 Bolt Capacily - Load Peondicular to Grain Bolt Capacity - Load Parallel to Grain Fern 3,650.0 Fes 3,650.0 Fyb 45,000.0 Fern 5,600.0 Fes 5,600.0 Fyb 45,000.0 Re 1.0 Rt 1.0 Re 1.0 Rt 1.0 k1 0,4142 Q 1.354 Q 1.354 k1 0.4142 Q 1.237 k3 1.237 Irn Eq 11.3-1 Rd = 5.0 Z = 410.625 bs Irn Eq 11.3-1 Rd = 4.0 Z = 787.50 lbs Is Eq 11.3-2 Rd = 5.0 Z = 410.625 bs Is Eq 11.3-2 Rd = 4.0 Z = 787.50 lbs 11 Eq 11.3-3 Rd = 4,50 Z = 188,985 lbs 11 Eq 11.3-3 Rd = 3.60 Z = 362.437 lbs Illm: Eq 11.3-4 Rd = 4.0 Z= 231.653 lbs Illm: Eq 11.3-4 Rd = 3.20 Z= 405�912 lbs Ills Eq 11.3-5 Rd = 4.0 Z = 231.653 lbs Ills Eq 11.3-5 Rd = 3.20 Z= 405.912 lbs IV Eq 11.3-6 Rd = 4.0 Z = 260.132 bs IV Eq 11.3-6 Rd = 3.20 Z 402.765 U)s Zrnin: Basic Design Value = 188.985 lbs Zrnin: Basic Design Value = 362.437 bs Reference design value - Perpendicular to Grain: Reference design value - Parallel to Grain: Z - CM - CD' Ct - Cg - Cdetta = 188.985 lbs Z - CM - CD' Ct - Cg - Cdelta = 362.437 lbs J�u;>zolq- aqV1 JAN 0 9 2-UD TM COPV T)m IT' Y, c" H easm Title Block Line 1 Project Title: You can change this area Engineer: using the 'Settings' menu item "Printing Project I D: Project Descr: and then using the & Title Block' selection. Title Block Line 6 Printed: 27 MAR 2019, 6:26PM Wood Ledger Fft= C%busUmmADmMMO*MM%19-126-lVOANG-I.E(;6 Description : deck "a Code References dalculabons per NDS 2015, IBC 2015, CIBC 2016, ASCE 7-10 Load Combinabons Used: IBC 2018 General Information Ledger Wiclth 1.50 in Design Method: ASD (using Service Load Combinadons Ledger Depth 7.250 in Wood Strm Grade: Douglas Fir - Larch, No.2 Ledger Wood Species Douglas Fir -Larch Fb Allow 900 psi G: Speck Gravity 0.5 Fv Allow 180 psi Bolt Diameter 3/8' in Fyb : Bolt Bending Yield 45,000 psi Bolt Spacing 24.0 in Wood as Main Supporting Member Cm - Wet Service Factor 1.0 Width 1.50 in Ct - Temperature Factor 1.0 Wood Species Douglas Fir -Larch Cg - Group Action Factor 1.0 G : Speck Gravity 0.5 C A - Geometry Factor 1.0 13(0.070�1-10-280) Ana"Cal model actualy uses 100 spans. to ensure that all possiW combinations of bott location and poTrrt icad location are evaluated. Final results are an envelope solution. Load Data Dead Roof Uve Floor Live Snow Wind Seismic Earth Uniform Load... 0.070 pif 0.0 plf 0.280 plf 0.0 Of 0.0 pff 0.0 plf 0.0 pff Point Load... 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs Spacing 0.0 in Offset 0.0 in Horizontal Shear 0.0 lbs 0.0 lbs 0,0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs Title Block Une I Project Title: You can change this area Engineer: using the'Settings' menu itern *Nnting Prolect ID: Project Deser: and then using the & Title Block" selection. Title Block Line 6 Printed 27 MAR 2019, 5:2� PM Wood Beam Fk = C:\UsusDwroU)esMop*rojects\2019ki9-126-IU"ING-I.E(;6 Description: new bm 0 garage glb Load Combination Max Stress Ratios MomentVafues Shear Values Segment Length Span # M V Cd C F/v C i Cr C rn C t C L 10 fb Pb V IV F'v +D+0.75OLr+0.750L+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.151 0.098 1.25 0.955 1.00 1.00 1.00 1,00 1.00 8.71 412.83 2735A2 2.19 32.43 331.25 +D+0.750L.+0.750S+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.495 0,301 1.15 0.955 1.00 1.00 1.00 1.00 1.00 26.29 1,246.30 2516.31 6.20 91.80 304.75 +D40.60W+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 it 1 0.118 0.076 1.60 0.955 1.00 1.00 1.00 1.00 1.00 8,71 412.83 3500.95 2.19 32.43 424.00 +D+0.70E+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.118 0.076 1.60 0.955 1.00 1.00 1.00 1.00 1.00 8,71 412.83 3500.95 2.19 32.43 424.00 .+D+0.75OLr+0.750L.+0.450W+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.118 U76 1.60 0.955 1.00 1.00 1.00 1.00 1.00 8.71 41U3 3500.95 2.19 32.43 424.00 +D40.750L+0.750S+0.450W.+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.356 0.217 1.60 0.955 1.00 1.00 1.00 1.00 1.00 26.29 1,246.30 3500.95 6.20 91.80 424.00 -i,D40.750L+0.75GS-+0.5250E-+H 0.955 1.00 1.00 1.00 1 Z 1.00 U0 0.00 0.00 0.00 Length = 20.250 ft 1 0.356 0.217 1.60 0.955 1.00 1.00 1.00 1.00 1.G0 26.29 1,246.30 3500.95 6.20 91.80 424.00 -+0.60D+0.60W-+0.60H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.071 0.046 1.60 0.955 1.00 1.00 1.00 1.00 1.00 5.22 247.70 3500.95 1.31 19.46 424.00 +0.60D+0.70E+0.60H 0.955 1.00 1.00 1.00 1.00 I.GO 0.00 0.00 0.00 0.00 Length = 20.250 it 1 H71 0.046 1.60 0.955 1.00 1.00 1.00 1.00 1.00 5.22 247.70 3500.95 1.31 19.46 424.00 Overall Maximum Deflections Load Cor6hnation-------- --S-Pan---Max.-'--"D-e-fi-- - -L-o-ca-ton-in- Span -- Ucia-d-Combination Ma)LW'Dell! Location in Span 4D+S+H 1 0.7072 10.568 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAY(imum 5.261 8.041 Overall MINImurn 4.009 5.746 +D+H 1.252 2.296 +D+L+H 1.252 2.296 +D+Lr+H 1.252 2.296 +D+S+H 5.261 8.041 +0.+0.75OLr+0.750L+H 1.252 2.296 +D-+0.750L+0.750S+H 4.259 6.605 +D+0.60W+H 1.252 2.296 +D+0.7GE+H 1.252 2.296 4".750Lr+0,750L-+0A50W+H 1.252 2.296 +D-+0.75OL-+0.750S+0.450W+H 4.259 6.605 +".750L-+0.750S-+0.5250E-+H 4.259 6.605 +0.60D+0.60W+0.60H 0.751 1.377 +0.60D+0.70E-+0.60H 0.751 1,377 D Only 1.252 2.296 Lr Only L Only S Only 4.009 5.746 w orq E Only H Only Title Block Line I Project Title: You can change this area Engineer: using the 'Settings' menu item 'Printing Project I D: Project Descr: and then using the & Title Block* selection. Printed: 27 MAR 2019, 5:21;PM Wood Beam %= Description : new bm 0 garage PSL Load Combination Max Sftss Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t CIL M fb F'b V fV F'v -+D-+0.75OLr+0.75OL-#,4 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.171 0.124 1.25 0.983 1 �00 1.00 1.00 1.00 1.00 8.71 W-32 3563.50 2.20 44.81 362.50 +D40.750L40.750S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.561 0.381 1.15 0.983 1.00 1.00 1.00 1.00 1.00 26.29 1,83S.47 3278.42 6.22 126.98 3:33.50 4040.60W4H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.134 0.097 1.60 0.983 1.00 1.00 1.00 1.00 1.00 8.71 609-32 4561.28 2.20 44.81 4(A.00 -+D+0.70E-+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.134 0.097 1.60 0.983 1.00 1.00 1.00 1.00 1.00 8.71 61A32 4561.28 2.20 44.81 4(A.00 4D+0.750Lr+0,750L+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.134 0.097 1.60 0.983 1.00 1.00 1.00 1.00 1.00 8.71 600-32 4561.28 2.20 44.81 4(A.00 +D+0.750L+0.750S+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.403 0.274 1.60 0.983 1.00 1.00 1.00 1.00 1.00 26.29 1,832.47 4561.28 6.22 126.98 4(A.00 +D+0.75OL40.750S+0.5250E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.403 0.274 1.60 0.983 1.00 1.00 1.00 1.00 1.00 26.29 1,839.47 4561.28 6.22 126.98 4(A.00 .+0.60D+0.60W-+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.080 H58 1.60 0.983 1.00 1.00 1.00 1.00 1,00 5.22 36159 4561.28 1.32 26.89 4(A.00 +0.60D+070E-+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.080 0.058 1.60 0.983 1.00 1.00 1.00 1.00 1.00 5.22 365.59 4561.28 1.32 26.89 464.00 Overall Maximum Deflections Load Combination Span Max *-* Del Locationin Span Load Combination Max. '-s!' Del Location in Span +D�S+H 1 0.9150 10.568 0.0wo 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS ad Combination - §U�P�rt 1 polff. Overall MAXimum 5.261 8.041 Overall MINimum 4.009 5.746 +D+H 1.252 2.296 +D*L+H 1.252 2.296 +D+Lr-#+i 1,252 2.296 +D+S-�H 5.261 8.041 +D+0.75OLr+0.750L+H 1.252 2196 +D40.750L+0.750S+H 4.259 6.605 +D+0.60W+H 1.252 2.296 +0*0.70E+H 1.252 2.296 4D40.75OLr+0.750L+0.450W+H 1.252 2.296 +D+0.750L+0.750S+0.450W+H 4.259 6.605 4".750L-+().750S+0.5250E+H 4.259 6.605 -+0.60D+0.6OW40.60H 0.751 1.377 +0,60D+0.70E+0.60H 0.751 1.377 D Only 1.252 2.296 Lr Only L Only S Only 4.009 5.746 wonty E Only H Only Title Block Line I You can change this area using the 'Seftings" menu itern and then using the 'Printing & Title Block' selection. Proj�ct Title: Engineer. Project I D: Project Descr: Title Block Line 6 Pnnted: 27 MAR 2019, 5:22PM Wood Beam File C:VJswsDwnNDm4opOuiads'2019kl9-126-1\REMING-I.E(�6 Lic. #: KW-06003603 Licensee: REED & ASSOCINO Descripbon : new bm 0 garage glb CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinabon Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E: Modidus of Elastico Load Combination JBC 2018 Fb - 1850 psi Ebend-xx 1800ksi Fc - Pdl 1650 psi Eminbend - xx 950ksi Wood Species : DF/DF Fc - Perip 650 psi Ebend-yy 1600ksi Wood Grade :24F - V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E,(1.725) S(2.87) 34 675x15 Span = 20250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D = 1.725, S = 2.870 k @ 162M ft Uniform Load: D = 0.090, S = 0.340, Tributary Width = 1.0 It DESIGN SUMMARY mmmmmz�� Maximum Bending Stress Rabo 0.6081 Maximum Shear Stress Raitio 0.366: 1 Section used for this span 6.75x15 Section used for this span 6.75x15 fb : Actual 1,525.98psi fv : Actual 111.59 psi FB: Allowable 2,516.31 psi Fv: Allowable 30-4.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 12.268ft Locabon of maximum on span 19.068 ft Span# where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.521 in Ratio = 466 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0-707 in Ratio = 343>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ralkis MomentValues Shear Values Segment Length Span # M V Cd C FN C i Cr Cm Ct CL M lb Fb V fV Fv +D4H 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.210 0.136 0.90 0.955 1.00 1.00 1.00 1.00 1.00 8.71 412A3 1969.29 2.19 32.43 2X50 +D+L+H 0.955 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.189 0.122 1.00 0.955 1.00 1.00 `1-00 1.00 1.00 8.71 412.83 21118.09 2.19 32.43 265.00 +D+Lr+H 0.955 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20,250 It 1 0.151 0.098 1.25 0.955 1.00 1.00 1.00 1.00 1.00 8.71 41Z83 2735.12 2.19 32-43 331.25 +D+S.+H 0,955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.606 0.366 1.15 0.955 1.00 1.00 1.00 1.00 1.00 32.19 1,525.98 2516.31 7.53 111.59 3(A.75 Title Block Line I Project Title: You can change this area Engineer: using the 'Settings' menu item Prolect I D: 14 fk ; +k -DAMi k Project Descr: OH V. UO HU V H�f Title Block' selection. Title Block Line 6 Wood Beam -;-, ,I . I I . I Description : new brn 0 garage PSL CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set -. IBC 2018 Material Properties Anaty� Method: Allowable Stress Design Fb + Load Combination IBC 2018 Fb - Fc - Pdl Wood Species Trus Joist Fc - Perp Wood Grade Parallam PSL 2.2E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling .34 5.25x14.0 Span = 20250 It Printecl: 27 MAR 2019. 5:23PM File = 2900 psi E: Modb4us of Elas*o 2900 psi Ebend-xx 2200ksi 2900 psi Eminbend - xx 1118.19ksi 625 psi 290 psi 2025 psi Density 45.05 pcf [)(1.725) S(2.87) Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D = 1.725, S = 2.870 k @ 16.250 ft Unfform Load : D = 0.090, S = 0.340, Tributary Width = 1.0 ft DESIGN SUMMARY mffim��Im Maximum Bending Stress Ratio 0.6871 Maximum Shear Stress Ratio 0.463: 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb : Actual 2,252.26psi fv : Actual 154.38 psi FB: Allowable 3,278.42psi Fv: A,11owable 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 12.268ft Location of maximum on span 19.141 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.674 in Ratio = 360 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.915 in Ratio = 265 >=1 80 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Strew Ratios Mornent Values Shear Values Segment Length Span # M V Cd C FN C i Cr cm C t CL M I Fb V fV Fv +D+H 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.237 0.172 0.90 0.983 1.00 1.00 1.00 1.00 1.00 8.71 609.32 2565.72 2.20 44.81 2131.00 +D+L+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.214 0.155 1.00 0.983 1.00 1.00 1.00 1.00 1.00 8.71 60S.32 2850.80 2.20 44.81 290.00 +D+Lr+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0,171 0,124 1.25 0.983 1.00 1.00 1.00 1.00 1.00 8.71 602.32 3563.50 2.20 44.81 362.50 4D+S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.687 0.463 1.15 0.983 1.00 1.00 1.00 1.00 1.00 32.19 2,252.26 3278.42 7.56 1154,3B XQ.50 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Pftng & Title BIW selection. Title Block Lim 6 Steel Beam Description : new bm 0 garage steel CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinabon Set: IBC 2018 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateraMorsional buckling Bending Axis: Major Axis Bending Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load; D = 1.725, S = 2.870 k @ 16.250 ft Project Title: Engineer: Project ID: Project Descr: Printed: 27 MAR 2019, 6:20PM Rie -- G-A-U Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi D(O�09) S(O.34) D(1.725 S(2.87) W8x28 Span = 20250 ft Uniform Load: D = 0.090, S = 0,340 k/ft, Tributary Width = 1.0 ft Service loads enter�. Load Factors will be applied for calculations. DESIGN SUMMARY ME Maximum Bending Stress Rabo 0.474: 1 Maximum Shear Stress Rabo 0.175:1 Section used for this span W8x28 Secton used for this span W8x28 Ma: Applied 32.189 k-ft Va : Applied 8.041 k Mn / Omega: Aflowable 67.864 k-ft Vn/Ornega: Allowable 45.942 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 12.208ft Location of maximum on span 20.250 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # I Maximum Deflecfion Max Downward Transient Deflection 0.625 in Ratio = 388 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max DowTiward Total Deflection 0.849 in Ratio = 286 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinaltions---- Load Combination Max Stress Ratios Summary of MornentValues Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx1Cmega -b4l Dsgn. L = 20.25 ft 1 0.128 0.050 8.71 8.71 113.33 67.86 1.00 1.00 2.30 68.91 45.94 +D+L+H Dsgn. L = 20.25 ft 1 0.128 0.050 8.71 8.71 113.33 67.86 1.00 1.00 2.30 68.91 45.94 40+Lr+H Dsgn. L = 20.25 ft 1 0.128 0,050 8.71 8.71 113.33 67.86 1.00 1.00 2.30 68.91 45.94 +D+S+H Dsgn. L = 20.25 fit 1 0.474 0.175 32.19 32.19 113.33 67.86 1.00 1.00 8.04 68.91 45.94 +D+0.750Lr+0.750L+H Dsgn. L = 20.25 ft 1 0.128 0.050 8.71 8.71 113.33 67.86 1.00 1.00 2.30 68.91 45.94 +D40.750L+0.750S+H Dsgn. L = 20.25 ft 1 0.387 0.144 26.29 26.29 113.33 67,86 1.00 1.00 6.60 68.91 45.94 +040.6GW+H Dsgn. L = 20.25 ft 1 0.128 0.050 8.71 8.71 113.33 67.86 1.00 1.00 2.30 68.91 45.94 4".70E+H Dsgn. L = 20.25 fit 1 0.128 0.050 8.71 8.71 113.33 67.86 1.00 1.00 2.30 68.91 45.94 +D-,0.750Lr+0.750L+0.450W+H Dsgn. L = 20.25 ft 1 0.128 0.050 8.71 8.71 113.33 67,86 1.00 1.00 2.30 68.91 45.94 4D+0.750L-4750S+0.450W+H Dsgn. L = 20.25 ft 1 0.387 0.144 26.29 26.29 113.33 67,86 1.00 1.00 6.60 68.91 45.94 Title Block Line 1 Project Title: You can change this area Engineer: using the 'Settings' menu itern 'Printing Project ID: Project Descr: and then using the & Title Block" selection. ritle Block Line 6 Printed: 27 MAR 2019, 6:2C.PM Steel Beam Fib = C-WwsUw&DnM*MjoftMl9kl9-126-lWMING-I.E(,6 Description: new brn 0 garage steel Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx1Omega Cb Rm Va Max Vnx VnxtOmega +D+0.75OL-tO.75OS-tO.5250E+H Dsgn. L = 20.25 It 1 0.387 0.144 26.29 26.29 113.33 67.86 1.00 1.00 6.60 68.91 .15.94 +0.60D+0.60W+0.60H Dsgn. L = 20.25 ft 1 0.077 0.030 5.22 5.22 113.33 67.86 1.00 1.00 1.38 68.91 45.94 40.60D+0.70E+0.60H Dsgn. L = 20.25 ft 1 0.077 0.030 5.22 5.22 113.33 67.86 1.00 1.00 1.38 68.91 45.94 Overall Maximum Deflections Load Combkotion Span Max -�-- Dell Locabon in Span Load Combinzition Max 14r Den Location in Span +D+S+H 1 0.8493 10.5N 0.0000 0.000 Vertical Reactions Supportnotafm: Fareis#l---- Values in KIPS Load Combination Support I Suppod 2 -Overa-HMA*num- - - -5:2W--8.041 - - - ------ Overall MINimum 0.751 1.377 -+D+H 1.252 2.296 +D-+t+H 1.252 2.296 +D+Lr+H 1.252 2.296 +D+S+H 5.261 8.041 +0-+0.75OLr+0.750L+H 1.252 2.296 40-10.750L+0.750S+H 4.259 6.605 4040,60*41 1.252 2.296 40--0.70E+H 1.252 2.296 +D+0.750Lr40.750L-f0.450W+H 1.252 2.296 +D+0.750L+0,750S+0.450W+H 4,259 6.605 +D,+0.750L40.750S+0.5250E+H 4,259 6.605 +0.60D+0.60W+0.60H 0,751 1.377 -oO.60D+0.70E+0.60H 0.751 1.377 D Only 1.252 2.296 Lf Only L Only S Only 4.009 5.746 W Only E Only H Only Prescriptive Energy Code Compliance for All Climate Zones in Washington Pmject Infonnation Contact Inforniation Remington Architectual Innovations 852 Main St Edmonds 14311 SE 16th Street - Bellevue, WA 98007 AM 18115 (425) 641-5320 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. I I adoitior�, based on the size of the structure, the appropriate number of additional ked s c n by the permit applica Authorized Representati e Date A Crimate Zones R-Value U-Factor' Fenestration U-FactorD n1a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestrabon SHGC'-e n/a n/a Ceilingk 40 0.026 d Frame Walpm 21 int 0.056 Mass Wall R-Value' 21121 n 0.056 Floor 309 0.029 Below Grade Wallc�m 10/15121 int + TB 0.042 Slab' R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. 'Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit 1.5 credits Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to e)dsbng building that are greater than 500 square feet of heated floor area but less than 1500 square feet F-12. Medknn Dwelling Unit: 3.5 credits Al dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. IE13. Large Dwelling Unit: 4.5 credits Dwelling unfts exceeding 5000 square feet of conditioned floor area. Additions less than 600 square feet: .5 credits Table R406.2 Summary Option Description Credd(s) la Efficient Building Envelope la 0.5 lb Efficient Budding Envelope Ib 1.0 Ic Efficient Building Envelope 1c 2.0 Id cient Budding Envelope ld 0.5 2a Pir Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC , 3b 1.0- 3c _High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAG Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d JEfficient Water Heating 5d 0.5 6 1 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions F] 1:1 F-I El El F-1 1:1 F-I F-1 El Fj F-I *1200 kwh 1.0 0.0 1.00 Table R402.1.1 Footnotes For SI: 1 foot.= 304.8 mm, ci.= continuous insulation, int.= intermediate framing. a R-values are minimums. LI-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Table A101.4 shall not be less than the R-value specified in the table. The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. '713" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Reserved. g Reserved. h Reserved. i The second R-value applies when more than half the insulation is on the interior of the mass wall. j Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. I Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as pecified in Section R402.1.3. REED & ASSOCIATES,, PS Civil & Structural Engineering 19626 76th Ave. W. #A, Lynnwood, WA 98036 Office (425)778-2793 wer@reed-asscc.com STRUCTURAL CALCULATIONS FOR: Monroe Family Builders, LLC Remington Res. (Addition/Remodel) Misc. Structural Design of a (2)-story SFR Site: 852 Main Street, Edmonds, Wa NOT VALID WITHOUTA WET SIGNATURE �' 0 WENDELL E. REED, PE, CBO BUD�)-O�q-oqq-el 2015 IBC JOB # 19-126 Date Eng # Desc. Lateral Analysis MC 2015 R&A Job* 19-126 Description: Remington Res. (Addition/Remodel) Engineer: WER Governing Code: 2015 International Building Code all references in right margin are 2015 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Desim Criteria r3531 Roof Walls Floors Snow Partitions Live Load (pso 25 40 25 Dead Load (pso 15 10 10 0 10 1603.1.4 Wind Design Criteria r3541 1. Nominal/Ultimate Wind Speed Vasd/Vult 85/110 mph F 1609.3(3) [37�1 2. Risk Category 11 1.00 ASCE 7-10 T 6-1 [771 3. Wind Exposure Category "B" 1609.4 [37qj 4. Intema(Pressure Coefficient +/-55 ASCE 7-10 F 26.11-1 [258.1 5. Components and Cladding design pressure +/-16 psf 4SCE 7-10 30.2.2 [316.1 1603.1.5 Seismic Design Data r354j 1 . Seismic Importance Factor 1. 1.00 A SCE 7-10 T 1.5-2 [5,! 2. Short Period Acceleration Ss 1.25 USGS Seismic Design Map Online 2. 1 -Second Accelleration S, O�4 USGS Seismic Design Map Online 3. Site Class D A SCE 7-10 T 20.3-1 [204jl 4. Spectral response coefficient SDS 0.83 EQ 16-39 [3871 4. Spectral response coefficient SDI 0.43 EQ 16-40 [387j' 5. Seismic Design Category D T1613.3.5(f) and (2) [398j, 6. Seis. Force Resisting System A.15. ASCE 7-10 T 12.2-1173j' 7. Design Base Shear 6973 lbs 8. Seismic Response Coefficient CS 0.13 ASCE 7-10 EQ 12.8-2 [89j' 9. Response Modification Factor R 6.5 ASCE 7-10 T 12.2-1 [73J 10. Analysis Procedure Equivalent Lateral Force ASCE 7-10 T 12.6-1 [88] 11, Risk Category 11 ASCE 7-10 T 11, 6-2 [69] Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.2. i Wind Design (MWFRS - Envelope Procedure) ASCE 7-10 Wind Load Method ASCE 7-10 28.1.1 (2) [297 Nominal/Ultimate Wind Speed 851110 Wind Exposure Category B Height & Exposure Adjustment X 1.00 Topographic Factor Kzt 1.00 Wind Pressures ASCE 7-10 28.6.3 [3027 ps = X Kzt PS30 mph 1609.3 [373], F1 609 [3 72] 1609.4 [3731 ASCE 7-10 F 28.6-1 [3041 ASCE 7-10 F 26.8-1 [252] ASCE 7-10 EQ 28.6-1 [306] Minimum pressures shall not be less than assuming the pressures for ASCE 7-10 28.6.4 [3061 zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero. Roof Pitch 3 :12 or 14.036 degrees Ridge Elevation 23 ft Eave Height 18.5 ft Mean Roof Height, h 20.75 ft ASCE 7-10 26.2 [2431 Zone Pressures, (A)(PS3o) ASCE 7-10 F 28.6-1 [304 110 Horizontal Pressures Vertical Pressures Over angs 0 A B C D E F G H OH GOH 1 26.12 -7.19 1 17.37 -4.03 -23.10 -15.83 -16.00 -12.07 -32.30 -25.30 1 2 0.00 0.00 FO.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 Horizontal Zones Areas & Forces, Fx ASCE 7-10 F 28.6-1[W3 End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal dimension (l.h.d.) or 0.4h, but not less than either 4 percent of lhd or 3 feet. D F X� Z (p SX*X) x = A Diaphragm (x = 2) I.h.d. (ft) = 38 a (ft) = 3.8 Areas 2a (ft) = 7.6 Forces Diaphracim (x = 1) I. h.d. (ft) = 38 a (ft) = 3.8 2 a (ft) = 7.6 Areas Forces Frontto Rear A B C D 32 42 172+ 220 Fx 2634 Fxmin = 5360 Frontto Rear A B C D 72 400 1 F), 8829 Fxmin = 7552 Side to Side A B C D 1 32 12 136 66 Fx 2846 F,min = 3311 Side to Side A B I C D 72 290 Fx 6918+� min 5792 Version 7.0 Pg 1.3. Seismic Desi-gn IBC 2015 Site Clasification. Criteria Selection. & Minimum Desion Lateral Force Risk Category H ASCE 7-10 T 6-1 [4-73] Seismic Importance Factor IE 1.00 ASCE 7-10 T 1.5-2 [5] Seismic Design Category D T1613.3.5(l) and (2) [398] Site Class D ASCE 7-10 T 20.3 3-1[204] Short Period Acceleration Ss 1.25 F1613.3.1(1) [16-74] 1 -Second Acceleration S, 0.4 F1613.3.1(2) [16-761 Seis. Force Resisting System A.15. ASCE 7-10 T 12.2-1 [731 Response Modification Factor R 6.5 ASCE 7-10 T 12.2-1 f731 Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.3.3(l) [3871 Site Coeffiecient, Fv 1.6 T1613.3.3(2) [3871 Substitute equations 16-37 & 16-38 into 16-39 & 16-40 respectively, 2 S DS�— . F a's S SDS � 0.83 EQ 16-39 [387] 3 2 S D1 �— . F V's 1 SDI ": 0.43 EQ 16-40 [36:7] 3 Simplified analysis, Seismic base shear ASCE 7-10 12.14.8 f108 V = (F SDs/R) W Where: F= 1. 1 for (2)-story ASCE 7-10 EQ 12.14-11 [1081 Vertical Distribution, Forces at each level ASCE 7-10 12.14.8 [108 F, = (w,/W) V Fx 0. 141 x w, ASCE 7-10 EQ 12.14-12 [109] I=ffprfivp qpiqmir wpinht P. Fnrrp-q 11hq1 at I PvP1 Y _ . - - _. . - - - _ . _ .. ---- Diaph . ragm (x = 2) F. = 3761 .- - - - - ___ _1 -_ -_ - roof area (fl) -- -_ floor area (ft) 1 story height (ft) - I will length (ft) WX 1442 9 1 � 112 weight (Ibs) 21630 5040 26670 Diaphragm (x 1) Fx = 3748 foof area (fe) noor area (ft2) story height (H) wall length (ft) E;;] 1560 9 152 weight (Ibs) 0 15600 5940 2 Version 7.0 Pg 2.4 Allowable Stress Design Loads For Wood IBC 2015 Design shall be in accordance with Sections 2304-2306. 2301.2 (1) [47-3] Structures using wood shear walls and diaphragms to resist 2305.1 [488] wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305 - 2306. Design per Alternative Basic Load Combinations 1605.3.2 [359 For worse case effect with wind load, L & S shall be zero. 1605.1 [3571 Equations 16-18, 16-19and 16-20 become, D + CO VV .0.6 Where w equals 1.3, W equals Fx of the respective diaphragm, and 1605.3.2 [359] D shall be multiplied by two-thirds. For worse case effect with seismic load, L & S shall be zero. 1605.1 [35-171 Equation 16-22 controls, 0.9 D + E/1.4 , substitute ASCE 7-10 EQ 12.14-5 for E 0.9 D + (P Q E - 0.2 S IDS D) ASCE 7-10 12.14.3.1.3 (7), EQ 12.14-5 [104] 1.4 simplify & arrange variables EQ 16-22 (0.9 - 0.14 S IDS) D + P Q E 1.4 Where QE equals F, of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Desicin Loads, 1.3 Fx For Kzt = 1.00 Front to Rear Side to Sla—e Diaphragm Force (lbs) Force (lbs) x 2 4181 2220 x 1 5891 5396 Seismic Design Loads, (p/1.4) Fx P = 1.� Diaphragm Force (lbs) x = 2 3493 x = 1 3481 ASCE 7-10 12.3.4 [8-31 Version 7.0 Pg 3.5 Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, (v.w)-h - 2 D- W — + P-w for wind 3 ( 2 (v w) -h - 0.9 - 0.14 S IDS) D - W + P-W 2 for seismic Where, V = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram 6f a ShearWall n tv x VO Version 7.0 Pg 3.6 Tributary loads Wind Seis 'VD(x+1)[1bsj % VD(x)[lbs] 2090.41746.2511=mmmmmmmmm� VT(x)[lbs) 2090.4 1746.25 L 28.00 28.00 v 75 62 2016 SDPWS MAX SEISMIC Tmm(X)(1bs] Wind Seis VD(x+1)[lbs] % VD(x)(lbs] 2090.4 1746.25�mmmmmm VT(x)[1bsj 2090.4 1746-25�=MENEEMMMM� L 5.00 5.00 v 418 34 2016SDPWS SEISMIC MAX TmAx(x)(ibs] 2808 2032 m Wind Seis—MMWWNNM�MM� VD(x+l)[lbs] % VD(x)[lbs] VT(X)(lbs) L v 2015 SDPWS SEISMIC MAX TmAx(x) pbs] Wind Seis VD(x+l)[Ibs] , % VD(x)[lbs] VT(x)[lbs] L v 2015 SDPWS MAX SEISMIC TMAX(x) (Ibs] Version 7.0 Pg4.-, MKMIMM�ffl am, Wind Seis VD(x+l) fibs] 2090.4 1746.251MOMMOMMOMMISMISMIRMIMM VD(x) [lbs] 2945.28 1740.36 VT(x) [lbs] �035.68 3486.6l,mmmmmmmmmm� L 20.001MMEMEMMISMISMISIMME v 252 174 2015 SDPWS SEISMIC MAX TmAx(x) [ibs] 852 ==EWEN 11MISMIOMME! ==MENEM== MINE Wind Seis VD(x+l) fibs] 2090.4 1746.25U010MMEMMISMIREMEMMEM! VIDOo[lbs] 2945.28 1740.361MEMEEMEM VT(x) [lbs) 5035.68 3486.611mommommm L 9.00 9.00 v 560 387 2G`16 SDPWS SEISMIC MAX TmAx(x) (lbs) 7301 4887 IOMMOMM! MEMMEM 10MINMENEMISM MEMOMMI MOMMONEMMOMO IMOMMI VD(x+l) [lbs] Wind Seis VD(x) [lbs] 2945 .28 1740.36 VT(x) fibs) 2945.28 1740.36,=MMMMMMMM L 13.00 13.001 v 227 134 2015 SDPWS SEISMIC MAX TMAX(x) [lbs) 974 IMM VD(x+l) [lbs] Wind Seis VD(x) [lbs) VT(x) (lbs] L v 2015 SDPWS SEISMIC MAX TMAX(x) [lbs] Version 7.0 Pg 4�8 1111t.-M Tributary loads Wind Seis VD(x+1) (lbs) % VD(x)(lbs] 1109.86 1746.25 VT(x)[lbs] 1109.8611746.25� L 18.50 18.50 v 60 94 2a'16 SDPWS SEISMIC mAX 142 TmAx(x) pbs] WEIN Wind Seis VD(x+l)[lbs] Mmmmmm % VD(x)(lbs] 1109.86 1746.25 VT(x)(lbs] 1109.86 1746.25 L 17.50 17.50 v 63 100 2016 SDPWS MAX SEISMIC 112 TMAX(x)[Jbs] MINN MAIN! Wind S VD(x+l) [lbs] % VD(x)flbs] VT(x)[lbs] L 2016 SDPWS MAX SEISMIC �ITMAX(x)[lbs] 100100MENEMMMENE mmmmmm Wind Solis VD(x+1)[1bsj % VD(x)[lbs] VT(x)[lbs] L 2015 SDPWS MAX SEISMIC TMAX(x) [Ibs) Version 7.0 Page5.9 Tributary loads Wind Seis VD(x+1)[1bsj 1109,861746.251 .1 IN, VD(X) [1bsj 2698.21 1740.36 WT(x) [lbs] 3808.07 3486,61`==MMMM=M==� L 24.50 24.50�MOMMEMEMOMMIOMMOMM! v 155 142 2015 SDPWS SEISMIC MAX �TmAx(x)[lbs] 916 71 Wind Seis VD(x+i)[1bsj 1109.861746.25MMMMMMMMMMMN� VD(x) fibs] 2698.211740.36. VT(x)[lbs) 3808.07 348 L 21.25 2t25 v 179 164 2016 SDPWS MAX SEISMIC TmAx(x) pbs] 701 415 Wind Sells VD(x+l)[lbs) % VD(x) (lbs] VT(X) (lbs] L v 2015 SDPWS MAX SEISMIC ' L TMAX(x) [lbs] MO MENEM MINE MOMMOMMION IMOMM! ISM Wind Seis;IOMMOMOMMIMMOMMIMMEMIM VD(x+1)[lbs] IN, VQ(x)[lbs] VT(x)[lbs] L v 2016 SDPWS MAX SEISMIC 'TMAX(x)[lbs] Version TO Page5.1 0 Shear wall Summa I - 2nd 2 - 2nd 3 - 2nd 4 - 2nd A - 2nd B - 2nd C - 2nd D - 2nd 1 - Ist 2 - lst 3 - lst 4 - 1 st A - 1 st 8 - I st C - 1 st D - lst Sheathing Shear Flow I Sheetinq Re I Wind IS 53 62 299 �4_9_ 43 142 45 112 180 174 400 387 162 134 ill 142 128 164 2 6 1 4 3 7 1 3 1 2 1 2 FShear Transfer Wind I Seismic 75 62 418 349 60 94 63 100 252 174 560 387 227 134 155 142 179 164 SWA SW-2 SW-3 SW-4 SW-5 SW-6 Shear Transfer Connectors - CD = 1.6, Hem -Fir Overturning Values Wind I Sejsrnjc� 1 2808 1 2032 1 (Plf) (Plf) Connector Z (lbs) 16d Nails 195.2 lbs 2015NDS T1 IN [1051 1 9,3 0.0 0.0 0.0 0.0 0.0 16d Slant Nails (v<150plf) 162 lbs 2015 NDS TI IN [105] 1 7.7 0.0 0.0 0.0 0.0 0.0 Simpson A35 Clip 600 lbs '. Current Simpson Guide 1 28.6 0.0 0.0 0.0 0.0 0.0 Simpson Hl Truss Connector 415 lbs Current Simpson Guide 1 19.8 0.0 0.0 0.0 0.0 0.0 Simpson DTC Clip 210 lbs CurredntSimpson Guide 10.o 0.0 0.0 0.0 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 912 lbs 2015NDS TI IE [93] 5/8" Diameter Anchor Bolts (2x) 1328 lbs 2015NDS T1 IE [93] F--6-3.2--F 0.0 0.0 0.0 0.0 1 __O. 5/8" Diameter Anchor Bolts (3x) 1664 lbs 2015NDS T1 IE [931 1 79.2 1 0.0 0.0 0.0 0.0 1 0.0 Page6.11 REED &ASSOCIATES, PS 0A & qwoxw Ep,—(.g 19M 7M A� W. VA, LY-0.4. VM 98M offl. Kn)T?8-2M war-d-11 I SHEARWALL & HOLDOWN NOTES (U.N.O.): (1) Simpson or =. Locate at end of( SW) u.n.o. Install per manufacturer recommendations for foundation minimum end distance and embedment, deepen foundation as required, (2) Construct cripple wall same as shearwall (SW) above, and gable -end same as shearwall (SW) below, (3) Requires 3x or (2) 2x foundation sill plate (4) Threaded rod and coupler as required. (5) Common nails, LINO: 8d=0131"x21/2", 10d=0.148"x3", 12d=0.148"x3%", 16c1=0162"x31/2", 16d sinker--0.148"x3Y,". (6) Install Hl's on all trusses/rafters, A35's at 24"o/c on gables & rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When specified spacing is less than 24"o/c, install A35's at roof solid blk'ing to SW top plate, and install HI or H2.5 on all trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35. Conn. per Simpson Strong -Tie or equal. (7) Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o/c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7" into concrete; there shall be a minimum of two bolts per piece with one bolt located not more than 12" or less than seven bolt diameters from each end of the piece. 2x min PT, u.n.o. _(9) All sheathing must be Structural I sheathin_q U.N.O. HOLDOWN SCHEDULE Date: Job #: 19-126 MARK HOLDOWN FASTENERS TO FOUNDATION STRAP -(1) (2)-STUDS MIN U.N.O. ANCHOR -(1)(4) COMMENTS SHEARWALL SCHEDULE Date: 1/0/1900 Job #: 19-126 MARK *(2) SHEATHING - APPLY TO 2x HF STUCLS @ 16"o/c U.N.O. BELOW '(9) SHEATHING EDGE NAILS -(5) ALL EDGES BLOCKED (do not penetrate past flush) BASE PLATE NAILS -(5) ROOF TO TOP PLATE, FLOOR TO TOP PLATE & SILL PLATE -(6) SILL PLATE ANCHORS . wl 3" x 3" x 1/4" WASHERS *(8) SW-1 7/16" OSB 8d @ 6" o/c (112" o/c field) 16d @ 6 " o/c A35 @ 16 " o/c 5/8"0x10" AB's @ 48 " o/c Title Block Line I Project Title: You can change this area Engineer: using the 'Settings' menu item 'Printing Project ID: Project Descr: and then using the & Title Block' selection. Pfinted: 27 MAR 2019, 4:68PM Wood Beam H19. Description outer Mrs 0/ mstr bdrm _COD . E REFERENCES Calculations per NDS 2015, IBC 2016, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 900 psi Ebend-xx 11600ksl Fc - Pril 1350 psi Eminbend - xx 580ksi Wood Species Douglas Fir - Larch Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.2pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.09pom 4X8 Span = 6-250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.090, S = 0. 10 , Tributary Width = 1.0 ft Maximum Bending Stress Ratio Section used for this span fb : Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.27011 Maximum Shear Stress Ratio 4x8 Section used for this span 363.09psi N: Actual 1,345.50psi Fv: Allowable +D+S+H Load Combination 3.125ft Location of maximum on span Span # I Span # where maximum occurs 0-019 in Ratio= 3862 >=360 0.000 in Ratio= 0 <360 0.037 in Ratio= 2032>=180 0.000 in Ratio= 0 <180 0.137 :1 4x8 28.44 psi 207.00 psi +D+S+H 5.657ft Span # I Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios I Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t CL M fb Fb V IV Fv +D+H 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.163 0.083 0.90 1.300 1.00 11.00 1.00 1.00 1.00 0.44 171.99 1053.00 0.23 13.47 162.00 +D+L+H 11.300 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 6,250 ft 1 0.147 0.075 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0,44 171.99 1170.00 0.23 13.47 180.00 +D+L(-#+i 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length z 6,250 It 1 0.118 0.060 1.25 1.300 1.00 1.00 1.00 1.00 .1.00 0.44 171�99 1462.50 0.23 13.47 241.5.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft I - 0.270 0.137 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.93 363.09 1345.50 0.48 28.44 207.00 +DA.750LrtO.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6,250 ft 1 0.118 0.060 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.44 171.99 1462.50 0.23 13.47 2215.OD Title Block Line I Project Title: You can change this area Engineer: using the *Setlings' menu item "Pirinting Project ID: Project Descr: and then using the & Title Block' selection. Title Block Line 6 Printed: 27 MAR 2019, 4:58PM Wood Beam Fits = C-,IUserskOwnedDesktop�oroje6lsVOI%19-126-IAREMING-l.EC6 Descdption : outer, hdrs 01 mstr bdrm Load Combination Max Stress Ratios Moment Values Shear Valu3s Segment Length Span # M V C d C FN C I Cr C rn C t C L M fb Pb V fV F'v +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 11 0.234 0.119 11.115 1.300 1.00 1.00 1.00 1.00 1.00 0,81 3115.31 1345.50 0.42 24.70 207.00 +D40.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.092 0.047 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.44 171.99 1872.00 0.23 13.47 288.00 +M.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 Ift 11 0.092 0.047 1.60 1.300 1.00 1.00 1.00 11.00 1.00 0.44 171.99 1872.00 0.23 13.47 288.00 +D+0.750Lr+0.75OL40.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.092 0.047 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.44 171.99 1872.00 0.23 13.47 288.00 +D+0.750L40.750S40.450W+H 1.300 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 It 1 0.168 0.086 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 315.31 1872.00 0.42 24.70 288.00 +D40.750L40.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.168 0.086 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 315.31 1872.00 0.42 24.70 288.00 +0.60D+0.6OW40.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 Ift 1 0.055 0.028 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.26 103.19 1872.00 0.14 8.08 288.00 +0.60D+0.7OE40.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.055 0.028 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0,26 103.19 1872.00 0.14 8.08 288.00 '��'Ibverali Maximum Deflections Load Combination Span Max. '-" Dell Location in Span Load Combination Max. Dell Location In SDan +D+S+H 1 0.0369 3.148 0.0000 0.001) Vertical Reactions Support notation: Far left is #1 Values In KIPS Load Combination Supportl Support 2 Overall MAXimum 0.594 0.594 Overall MINImum 0.313 0.313 +D+H 0.281 0.281 +D+L+H 0.281 0.281 40+Lf4H 0.281 0.281 +D+S+H 0.594 0.594 +D-10.75OLr.+0.750L+H 0.281 0.281 +D+0.750L-�0.750S+H 0.516 0.516 40+0.60W+H 0.281 0.281 +D-tO.70E-fH 0.2811 0.281 +D40.750Lr40.750L+0A50W+H 0.2811 0.281 +D+0.750L+0.750S+0.450W+H 0.516 0.516 +D+0.750L+0.750S+0.5250E+H 0.516 0.516 +0.60D+0.6OW40.60H 0.169 0.169 +0.60D-+0.70E+0.60H 0.169 0.169 D Only 0.281 0.281 Lr Only L Only, S Only 0.313 0.313 W Only E Only H Only Title Block Line 1 Project Title: You can change this afea Engineer: using the 'Settings' menu item *Printing Project ID: Project Descr: and then using the & Title Block' selection. Title Block Line 6 Printed: 27 MAR 2019, 5:03PM Wood'Beam File = C.lUserslOwner0asklopVroleclsk2Ol%i9-126-1%REMING-I.i��C6 Description new bm Of mstr bdrm16' CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method :'Allowable Stress Design Fb + 2400 psi E: Modulus of Elasticity Load Combination JBC 2018 Fb- 1850 psi Ebend-xx 1800ksi Fc - PrIl 1650 psi Eminbend - xx 950ksi Wood Species : DFIDF Fc - Perp 650 psi Ebend-yy 1600ksl Wood Grade :24F - V4 Fv 265 psi Eminbend - yy 850ks! A 1100ps! Density 31.2pcf Beam Bracing. : Beam is Fully Braced against lateral -torsional buckling D(O.128) S(O.215) 5.5x1 1.25 Span = `16.330 ft Applied Loads - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.1280, S = 0.2150, Tributary Widttli 1.0 ft Maximum Bending Stress Ratio Section used for this span fb : Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.42Et I Maximum Shear Stress Ratio 0.198 : 1 5.5xI 1.25 Section used for this span 5.5xl 1.25 1, 182.61 psi fv : Actual 60.46 psi 2,760.00psi Fv: Allowable 304.75 psi +D+S+H Load Combinalion +D+S+H 8.165ft Location of maximum on span 15.436 ft Span # 1 Span # where maximum occurs Span # I 0.295 in Ratio= 665 >=360 0.000 in Ratio= 0 <360 0.470 in Ratio= 416>=180 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr +D+H Length = 16.330 ft 11 0.204 0.095 0.90 1.000 1.00 1.00 +D+L-I+i 1.000 1.00 1.00 Length = 16.330 ft 1 0.184 0.085 1.00 1.000 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 Length = 16.330 It 1 0.147 0.068 1.25 1.000 1.00 1.00 -�O+S+H 1.000 1.00 1.00 Length = 16.330 ft 1 0,428 0.198 1.15 1.000 1.00 1.00 +M.750Lr#0.750L+H 1.000 1.00 1.00 Length = 116.330 ft 1 0.147 0.068 1.25 1.000 1.00 1.00 C m C t CL Moment Values M fb Fb V Shear Values liv Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.27 4032 2160.00 0.93 22.56 238.50 1.00 1.00 1.00 0.00- 0.00 0.00 0.00 1.00 1.00 1.00 4.27 441.32 2400.00 0.93 22.56 265.00 1.00 11.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.27 441.32 3000.00 0.93 22.56 331.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 11.43 1,18261 2760.00 2.49 60.46 304.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.27 441.32 3000.00 0.93 22.56 331.25 Title Block Line I Project Title: You can Ghange (his area Engineer: using the "Settings' menu item 'Printing Project ID: Project D escr: and then using the & I Title Block' selection. Title Block Line 6 Printed: 27 MAR 2019, 5:03PM Wood Beam File = C:lUserslOwneADeskloplprojecIsMI9�19-126-IkREMING-I.EC6 Description: new bm 01 mstr bdrm16' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V C d C FN C I Cr C m C I C L M fb F'b V fv Pv +D40.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 16.330 It 1 0.3611 0.167 1.15 1.000 1.00 1.00 1.00 11.01) 1.00 9.64 997.29 2760.00 2.10 50.99 304.75 +CA.60W+H 11.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.330 ft 1 0.115 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.27 441.32 3640.00 0.93 22.56 424.00 +040.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.330 It 1 0.115 0.053 1.60 1.000 1.00 1.00 1.00 1.00 `1 .00 4.27 441.32 3840.00 0.93 22.56 424.00 +D+0.750Lr+0.750L40.450W+H 11.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 116.330 It 1 0.115 0.053 1.60 1.000 11 .00 1.00 1.00 1.00 1.00 4.27 441.32 3840.00 0.93 22.56 �424.00 +D+0.750L.+0.75OS-+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.330 It 1 0.260 0.120 1.60 1.000 1.00 1.00 1.00 11.00 1.00 9.64 997.29 3840.00 2.10 50.99 .424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.60 Length = 16.330 ft 1 0.260 0.120 1.60 1.000 1.00 1.00 1.00 11.00 1.00 9,64 997.29 3840.00 2.10 50.99 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16,330 It 1 0.069 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.56 264.79 3840.00 0.56 13.54 424.00 40.60D+0.7OE40.60H 1.000 1.00 1.00 11.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.330 It 1 0.069 0.032 1.60 11.000 1.00 11 .00 1.00 1.00 1.00 2,56 264.79 3840.00 0.56 13.54 424.00 Over-all Maximum Deflections Load Combination Span Max. Deli Location in Span Load Combination Max. '+" Deft Locatlonin Span +D+S+H 1 0.4699 8,225 0,0000 0.000 Vertical Reactiong- Support notation: Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXImum 2.801 2.801 Overall MINimum 1.755 1.755 +D+H 1.045 1.045 +D+L*H 1.045 1.045 +D+Lr+H 1.045 1.045 +D+S+H 2.801 2.801 4D+0.750Lr+0.750L+H 11.045 1.045 +D+0.750LA.750S+H 2.362 2.362 +N0.60W41 1.045 +D+0.70E+H 1.045 1.045 +D+0.750Lr+0.75OL40.450W+H 1.045 1.045 +D+0.750L-+0.750S+0.450W+H 2.362 2.362 +D+0.750L+0.750SA.5250E+H 2.362 2.362 40.6OD40.60W.+0.60H 0.627 0.627 40.60D+0.7OE40.60H 0.627 0.627 D Only 1.045 1.045 Lr Only L Only S Only 1.755 1.755 W Only E Only H Only title Block Line I You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Wood Beam Project Title: Engineer: Project ID: Project Descr: Printed: 27 MAR 2019, 5:07PM Descdplion: bm at elev opning CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination JBC 2018 Fb- 900 psi Ebend-xx 1600ksi Fc - Pril 1350psi Eminbend - xx 580ksi Wood Species Douglas Fir - Larch Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(O.1) (0.15) 4x6 Span = 4.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations, UnifofmLoad: D=0.10, L=0,150, Tributary Width= 1.0 ft Maximum Bending Stress Ratio 0.32a 1 Maximum Shear Stress Ratio 0.181 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual 383.85psi fv : Actual 32.63 psi FB: Allowable 1,170.00psi Fv: Allowable 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 2.125ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio = 3575 >=360 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.024 in Ratio = 21145>=1180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Value!; Segment Length Span # M V C d C FN C i Cr cm G t C L M fb Fb V tv Fv +D+H 0.00 0.00 0.00 0.00 Length 4.250 It 1 0.146 0.081 0.90 1.300 1.00 1.00 1.00 1.00 11.00 0.23 153.54 1053.00 0.17 162.00. +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 4.250 ft 1 0.328 0.181 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.66 383.85 1170.00 0.42 32.63 180.90 +D+Lr+H 1,300 1.00 1.00 1.00 1.00 11.00 0.00 0.00 0.00 0.00 Length 4.250 ft 1 0.105 0.058 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.23 153.54 1462.50 0.17 13.05 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 4.250 ft 1 0.114 0.063 1.15 1.300 1.00 1.00 1.00 1.00 11.00 0.23 153.54 1345.50 0.17 13.05 207.00 +D+0.750Lr-#0.750L+H 11.300 1.00 11.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.223 0.123 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0,48 326.28 1462.50 0.36 27.74 225.00 . Title Block Line I You can change this area using the 'Settings" menu item and then using the *Printing & Title Block' selection. Project Title: Engineer: Project ID: Project'Descr: Title Block Line 6 Printed: 27 MAR 2019, 5:07PM File = CiUserskOwiieiiDesklop$rqectsMI9%19-126-11REMING-I.(-C6 Wood Beam I Description brn at elev opning Load Combination Max Stress Ratios Segment Length Span # M V Moment Values C d C Ftv C I Cr C m G ( C L M fb F'b Shear Values V tv Fv +D+0.750L-#0.750S+H 1.300 1.00 1.00 1.00 11.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.242 0.134 1.15 1.300 1.00 1.00 1.00 UO 1.00 0.48 326.28 1345.50 0.36 27.74 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 It 1 0.082 0.045 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 153.54 1872.00 0.17 13.05 288.00 +D+0.70E+H U00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 Ift 1 0.082 0.045 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 153.54 1872.00 0.17 13.05 288.00 +D+0.750Lr+0,750L40.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.174 0.096 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.48 326.28 1872.00 0.36 27.74 288.00 +D+0.750L40.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.174 0.096 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.48 326.28 1872.00 0.36 27.74 288.00 +D+0.750LA.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.174 0.096 1.60 1.300 1.00 1.00 11.00 1.00 1.00 0.48 326.28 1872.00 0.36 27.74 288.00 .+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.049 0.027 1.60 1.300 1.00 1.00 1,00 1.00 1.00 0.14 92.13 1872.00 0.10 7.83 288.00 +0.60D+0.70E.+0.60H 1,300 1.00 1.00 11.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.049 0.027 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 92.13 1872.00 0.10 7.83 288.00 Overall Maximum Deflections Load Combination Span Max. '-' Dell Location in Span Load Combination Max, Deft Location in Span +04L+H 1 0,0238 2A411 0.0000 0.000 Vertical Reactions Support notation: Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimurn 0.531 0.531 Overall MINImurn 0.319 0.319 +D4-H 0,213 0,213 +D+L+H 0.531 0.531 40+Lr+H 0,213 0.213 +D+S+I-I 0.213 0.213 +D40.750Lr4O.750L+H 0.452 0.452 +M.750L-+0.750S+H 0.452 0.452 +W.60W+H 0.213 0.213 +M.70E-1-H 0.213 0.213 4D40.750Lr4O,75OL40.450W+H 0.452 0.452 +M.750L+0.750S-t0.450W+H 0.452 0.452 +D+0.750L40.750S40.5250E+H 0.452 0.452 40.60D40.6OW40.60H 0.128 0.128 +0,60D+0.70E-+0.60H 0.128 0.128 D Only 0.213 0.213 Lr Only L Only 0.319 0.319 S Only W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings' menu item Project ID: Project Descr: and then using the'Printing & Title Block' selection. Title Block Line 6 Printed: 27 MAR 2019, 5:11PM Wood Beam File - C.lUser.10waeADesktoplprojeclsl2Oi9�19-i26-IIREMING-I.E'q- Description : new brn at bath CODE PEFERENCES Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination JBC 2018 Fb - 900 psi Ebend-xx 1600ksi Fc - PrIl 1350 psi Eminbend - xx 580ksi Wood Species Douglas Fir - Larch Fc - Perp 625 psi Wood Grade No-2 Fv 180 psi Ft 575 psi Density 31.2 pef Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(Q. 12) S(O.2) 4x6 L Span = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.120, S = 0.20, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.8541 Maximum Shear Stress Ratio 0.337 :1 Section used for this span 4x6 Section used for this span 4x6 fb : Actual 1,149.28psi N : Actual 69.80 psi FB: Allowable 1,345.50psi Fv: Allowable 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 3.250ft Location of maximum on span 6.049 ft Span # where maximum occurs Span # I Span # where maximum occurs Span It I Maximum Deflectioh Max Downward Transient Deflection 0.104 in Ratio= 749 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.167 in Ratio= 468>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Value,; Segment Length Span 9 M V C d C FN C i Cr C m C I CL M fb Fb V IV Fv +[)+H 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.409 0.162 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.63 430.98 1053.00 0.34 26.17, 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.368 0.145 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.63 430.98 1170.00 0.34 26.17 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.295 0.116 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.63 430.98 1462.50 0.34 26.17 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.854 0.337 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.69 1,149.28 1345.50 0.90 69.80 207.00 +D40.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.295 0.116 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0,63 430,98 1462.50 0.34 26.17 225.00 Title Block Line I Project Title: You can change this area Engineer: using the 'Settings' menu item Project ID: Project Descr: and then using the Winfing & Title Block' selection. Title Block Line 6 Printed: 27 MAR 2019, 5:11 PM File = C;�UserskOwneADesk(op�orojeclsl2Ol%i9-i26-lkREMING-i.l=-C6 Wood Beam I Description : now bm at bath , Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V G d C FN C 1 Cr Cm C I CL M lb Pb V fv Pv +M.750L+0,750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length -� 6.50 It 1 0.721 0.285 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.43 969.70 1345.50 0.76 58.89 207.00 40+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.230 0.091 1,60 11.300 1.00 1.00 1.00 1.00 1.00 0,63 430.98 1872.00 0.34 26.17 288.00 +[)+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 6.50 ft 1 0.230 0.091 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.63. 430.98 1872.00 0.34 26.17 288.00 +D40.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.230 0.091 11.60 1.300 1.00 1.00 1.00 1.00 1.00 0.63 430.98 1872.00 0.34 26.17 288.00 4".750L40.750S+OA50W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.518 0.204 1.60 1.300 11.00 1.00 1.00 1.00 1.00 1.43 969.70 1872.00 0.76 58.89 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 11.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.518 0.204 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.43 969.70 1872.00 0.76 58.89 288.00 40.60D+0.6OW40.60H 1.300 11.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.138 0.055 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 258.59 1872.00 0.20 15.70 '288.00 +0.6OD40.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0Aa8 0.055 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 258.59 1872,00 0.20 15.70 :288.00 Overall Maximum Deflections Load CombInation Span Max. Dell Location In Span Load Combination Max. '4�'Defi Location in Span +D+S+H 1 0.1665 3.274 0.0000 0.000 Vertical Reactions Support notation Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.040 1.040 Overall MINimum 0.650 0.650 +D+H 0.390 0.390 +D+L+H 0.390 0.390 +D+Lr+H 0.390 0.390 +D+S+H 1.040 1.040 +D+0.750Lr+0.750L+H 0.390 0.390 4".750L+0.750S+H 0.878 0.878 +D+0.60W+H 0.390 0.390 +D+0.70E+H 0.390 0.390 +I) +0.75OLr-+0.750L+0.450W+H 0.390 0.390 +D+0.750L-tO.750S+0.450W+H 0,878 0.878 +D+0.75OL40.750S+0.5250E+H 0.878 0.878 .+0.60D+0.60W+0.60H 0.234 0.234 +0.60D40.70E+0.60H 0.234 0,234 D Only 0.390 0.390 Lr Only L Only S Only 0.650 0.650 W Only E Only H Only �Itle Block Line I Project Title: You can change this area Engineer: using the 'Settings' menu item 'Printing Project ID: Project Descr: and then using the & Title Block' selection. Title Block Line 6 Printed: 27 MAR 2019, 5:05PM Wood Beam File = C:lUserslOwneANsk(opkproloclsl2Di9ll9-126-IkREMING-1.['C6 Description new bm OlmstrbdrmlO.5' CODE REFERENCES Calculations per NDS 2016, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 1,850.0 psi Ebend-xx 1,800.Oksi Fc - PrIl 1,650.0 psi Eminbend - xx 950-Oksi Wood Species : DF/DF Fc - Perp, 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1, 100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 01 9 D(OA28V(0.2115) T_ 3.5x9.25 Span = 10.50 ft -Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: b = 0.11280, S = 0.2150, Tributary Width = 1.0 ft Maximum Bending Stress Ratio 0.4121 Maximum Shear Stress Ratio 0.234 :1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual 1,136.49psi IV: Actual 71.25 psi FB: Allowable 2,760.00psi Fv: Allowable 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 5.250ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.142 in Ratio = 885 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.227 in Ratio = 550=180 Max Upward Total Deflection 0.000 in Ratio - 0 <1180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr CM C t C L M fb Pb V tv Fv +D+H 0.00 0.00 0.00 0.00 Length = 10.50 It 1 0.196 0.111 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.76 424.111 2160.00 0.57 26-59 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.177 0.100 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.76 42111 2400.00 0.57 26.59 265.00 +1)4Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 It 1 0.141 0.080 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.76 424,11 3000.00 0.57 26.59 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00* 0.00 0.00 Length = 10.50 ft 1 0.4112 0.234 1.15 1.000 `1 .00 1.00 1.00 1.00 1.00 4.73 1,136.49 2760.00 1.54 71.25 304.75 +0+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 it 1 - 0.141 0.080 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.76 424.11 3000.00 0.57 26.59 331.25 Tftle Block Line I You can change this area using the 'Settings' menu itern and then using the 'Printing & Title Block' selection. Wood Beam Description: new bm 0/ mstr bdrm10.6 Project Title: Engineer: Project ID: Project Descr: File = Printed: 27 MAR 2019, 5:05PM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C 1 Cr C m C t C L M fb Pb V tv ry +D+0.750L40.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 It 11 0.347 0.197 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.99 958.39 2760.00 1.30 60.09 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 It 1 0.110 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.76 424.11 3840.00 0.57 26.59 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length = 10.50 It 1 0.110 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.76 424.11 3840.00 0.57 26.69 424.00 +D+0.75OLr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 It 1 0.110 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.76 424.11 3840.00 0.57 26.59 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 110.50 it 1 0.250 0.142 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.99 958.39 3840.00 1.30 60.09 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.250 0.142 1,60 1.000 1.00 1.00 1.00 1.00 1.00 3.99 958.39 3840.00 UO 60.09 424.00 40.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 R 1 0.066 0.038 1.60 1.000 1.00 1.00 1.00 1-00 1.00 1.06 254.47 3840.00 0.34 15.95 424.00 40.60D+0.7OE40.60H 1.000 1.00 1.00 1.00 11.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.066 0.038 1.60 1.000 1.00 1.00 1.00 11.00 1.00 1.06 254.47 3840.00 0.34 15.95 424.00 Overall Maximum Deflections Load Combination Span Max."-" Dell Location In Span Load Combination Max. Dell Location In Span +D+S+H 1 0.2271 5.288 0.0000 0.000 Vertical Reactions Support notation Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXImurn 1.801 1.801 Overall MINimurn 1.129 1.129 +D+H 0.672 0.672 +D+L+H 0.672 0.672 +D+Lr+H 0.672 0.672 +D+S+H 1.801 1.801 +D+0,750Lr4O.750L+H 0,672 0.672 +D+0.75OL40.7508+H 1.519 1.519 +D-10.60W+H 0.672 0,672 +D+0.70E+H 0.672 0.672 +D40.75OLr4O.75OL40.450W+ti 0.672 0.672 +D+0.750L+0.75OS-tO.450W+H 1.519 1.519 +D+0.750L+0.750S+0.5250E+H 1.519 1.519 +0.60D+0.60W.+0.60H 0.403 0.403 +0.60D+0.70E+0.60H 0.403 0.403 D Only 0.672 0.672 Lr Only L Only S Only 1.129 1.129 W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings' menu item Project Descr: and then using the "Printing & Title Block' selection. Printed: 27 MAR 2019, 5:115PM Wood Beam Description : new garage door hdrs CODE REFERENCES :-- Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination JBC 2018 Fb- 900 psi Ebend-xx 1600ksi Fc - Pril 1350psi Eminbend - xx 580ksi Wood Species Douglas Fir - Larch Fc - Perp Fv 625 psi 180psi Wood Grade No.2 Ft 575 psi Density 31.2 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.117) Q0.12) S(O.15) V 4xI0 Span = 9.50 ft Applied Loads - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.170, L = 0.120, S = 0.150, Tributary Width = 11.0 ft 3ximum Bending Stress Ratio Section used for this span fb : Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.8131 4x1 0 1,010.33psi 1,242.00psi +D+0.750L+0.750S+H 4.750ft Span # I Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.075 in Ratio= 1522 >=360 0.000 in Ratio= 0 <360 0. 186 in Ratio= 613>=180 0.000 in Ratio= 0 <180 0.332 :1 4xI 0 68.81 psi 207.00 psi +D+0.750L+0.750S+H 8.737 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # V C d C IFN C i Gr C m G t C L M fb Fb V tv Fv +D+H 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.474 0.1194 0,90 1.200 1.00 1.00 1.00 1.00 1.00 1.92 4611Z9 972.00 0.68 31.41 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.728 0.298 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.27 786,57 1080.00 1.16 53.57 130.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.342 0.140 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1,92 461.09 - 1350.00 0.68 31.4 Il 225,00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.699 0.286 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.61 867.94 1242.00 1.28 59.12 207.00 +D+0.75OLr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 it 1 0.522 0.213 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.93 70510 1350.00 1.04 48.03 225.00 Title Block Line I You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Wood Beam Description : new garage door hdrs Project Title: Engineer: Project ID: Project Descr: Load Combination Max Stress Rallos Segment Length Span # M V Cd C FN C I Cr C m C t CL Pdnted: 27 MAR 2019, 515PM File = C-.IUserskOwnerY)eskloplprojeclsk2Oi%l9-126-ikk�MING-i.lP-C6 Moment Values Shear Values M lb F'b V IN, F'v ��VJJVLIVJOVO� I [.�Vv .VV I... .VV I- I-V U.UU V.VU UXV U.UU Length = 9.50 It 1 0.813 0.332 1.15 1.200 1.00 1.00 1.00 11 .00 11 .00 4,20 1,010.33 1242.00 1.49 68.81 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 11.00 1.00 0.00 0.00 0.00 0.00 Length = 9,50 ft 1 0.267 0.109 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.92 461.09 1728.00 0.68 31.41 288.00 4".70E-+H 1.200 1.00 1.00 11.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.267 0.109 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.92 461.09 1728.00 0.68 31.41 288.00 +I)-+0,750Lr40.750L-#0A50W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 It 1 0.408 0.167 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.93 705.20 1728.00 1.04 48.03 288.00 +D+0.750L+0.75OS4OA50W+H 1.200 1.00 1.00 1.00 1.00 11,00 0.00 0.00 0.00 0.00 Length = 9.50 R 1 0.585 0.239 1.60 1.200 1.00 1.00 1.00 1.00 11 .00 4.20 1,010.33 1728.00 1.49 68.81 .288.00 +D+0.75OL40.750S +0,5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 It 1 0.585 0.239 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.20 1.010.33 1728.00 1.49 68.81 :288.00 40.60l)-f0.60*460H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.160 0.065 1.60 1.200 1.00 11.00 1.00 1.00 11.00 1.15 276.65 1728.00 0A1 18.84 :288.00 +0.60D+0.70E #0.60H 1.200 1.00 1.00 1.00 1.00 11.00 0.00 0.00 0.00 0.00 Length = 9.50 It 11 0.1160 0.065 1.60 1.200 1.00 11.00 1.00 1.00 1.00 1,15 276.65 1728.00 0.41 18.84 288.00 Overall Maximum Deflectibins Load Combination Span Max.'-' Dell Location in Span Load Combination Max. '+� Dell Location In Span +D+0.750L+0.750SA.5250E+H 1 0.1859 4.785 0.0000 0,000 Vertical Reactions Support notation: Far left Is #11 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimurn 1.769 1.769 Overall MINimurn 0.713 0.713 +D+H 0.808 0.808 40+L+H 1.378 1.378 +D+Lr+H 0.808 0.808 +D+S+H 1.520 1.520 +D+0.750Lr4O.750L+H 1.235 11.235 +D+0.750L40.750S+H 1.769 1.769 +D40.60W+H 0.808 0.808 +D+0.70E+H 0.808 0.808 +D+0.750Lr4O.750L+0.450W+H 1,235 1.235 +D+0.750L+0.75OS-*0.450W+H 1.769 1.769 +D+0.750L-#0,750S40.5250E+H 1.769 1.769 +0.60D+0.60W40.60H 0.485 0.485 +0.60D+0.70E+0.60H 0.485 0.485 D Only 0.808 0.808 Lr Only L Only 0.570 0.570 S Only 0.713 0.713 W Only E Only H Only Title Block Line I Project Title: You can change this area Engineer: using the 'Settings' menu item "Printing Project ID: Project Descr: and then using the & Title Block" selection. Pfinted: 27 MAR 2019, 6:23PM Wood Beam Description: new deck beam CODE REFERENCES 7, Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination JBC 2018 Fb - 900 psi Ebend-xx 1600ksl Fc - PrIl 1350psi Eminbend - xx 580 ksi Wood Species Douglas Fir - Larch Fc - Perp 625 psi Wood Grade NO-2 Fv 180psi Ft 575 psi Density 31.2 pcf Beam Bracing Beam is Fully Braced against late ra Morsional buckling D(O.075) L(O.28) VP V IP 400 Span = 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D 0.0750, L 0.280, Tributary Width = 1.0 ft Maximum Bending Stress Ratio 0.8001 Maximum Shear Stress Ratio 0.342 :1 Section used for this span 4xI0 Section used for this span 4x1 0 fb: Actual 864.18psi fv: Actual 61.59 ps: FB: Allowable 1,080.0opsi Fv: Allowable 180.00 ps: Load Combination +D+L+H Load Combination 4D+L+H Location of maximum on span 4.500ft Location of maximum on span 8.245 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0. 113 in Ratio= 959 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0. 143 in Ratio= 756>=180 Max Upward Total Deflection 0.000 in Ratio= O<i8o Maximum Forces & Stresses for Load Combinaflons Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C I Cr C m C t C L M fb Fb V fV Fv +D+H 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.188 0.080 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0,76 182.57 972.00 0.28 13.01 152.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.800 0.342 1.00 1.200 1.00 1.00 1.00 1.00 ' 1.00 3,59 864.18 1080.00 1.33 61.59 1 �30.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0b Length = 9.0 ft 1 0.135 0.058 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.76 182.57 1350.00 0.28 13.01 2:25.00 40+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.147 0.063 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.76 18Z57 1242.00 0.28 13.01 207.00 +0+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 it 1 0.514 0.220 1.25 11.200 1.00 1.00 1.00 1.00 1.00 2.89 69338 1350.00 1.07 49.45 225.00 ble Block Line I You can change this area using the "Settings' menu item and then using the Winfing & Title Block' selection. Wood Beam Description : . new deck beam Project Title: Engineer: Project ID: Project Descr: Printed: 27 MAR 2019, 6:23PM File = C:kUsers�OwneADesk(opkprojeclsl2Ol9klO-126-MEMING-I.EC6 Load Combination Max Stress Ratios Segment Length Span M V Cd G FN C i Cr Cm C t C L +D40.750L.+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 9.0 ft 1 0.559 0.239 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4M.60W+H 1.200 1.00 1.00 11.00 1.00 1.00 Length = 9.0 ft 1 0.106 0.045 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +0,+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 9.0 it 1 0.106 0.045 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4M.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 9.0 it 1 0.401 0.172 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +D+0.750L-+0.75OS-+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 9.0 ft 1 0.401 0.172 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4M.750L+0,750S-t0.5250E+H 1.200 1.00 1.00, 1.00 1.00 1.00 Length = 9.0 it 1 0.401 0.172 11.60 1.200 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 9.0 It 1 0.063 0.027 1.60 1.200 1.00 1.00 1.00 1.00 1.00 .+0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 9.0 ft 1 0.063 0.027 1.60 1.2 00 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load CombInafion Span Max. '-' Defi Locaffonin Span Load Combinall +D+L+H 1 0.1427 4.533 Vertical -Reactions Support notation Far left Is #1 Load Combination Support I Support2 Overall MAXImurn 1.598 1.598 Overall MINImurn 1.260 1.260 +D+H 0.338 0.338 +D+L+H 1.598 1.598 +D+L(+H 0.338 0.338 +D+S-+H 0.338 0.338 +D+0.75OLr+0.750L+H 1.283 1.283 +D+0.750L+0.750S4H 1.283 11.283 +D+0.60W+H 0.338 0.338 -tD4O.70E+H 0.338 0.338 +D+0.75OLr4O.75OL-+0.450W+H 1.283 11.283 +D+0.750L+0.750S+0A50W-�H 1.283 1.283 4".750L-+0.750S+0.5250E+H 1.283 1.283 +0.60D+0.60W.+0.60H 0.203 0.203 +0.60D+0.70E.+0.60H 0.203 0.203 D Only 0.338 0.338 Lr Only L Only 1.260 1.260 S Only W Only E Only H Only Moment Values Shear Valuas M fb F'b V fV F'v 0.00 0.00 0.00 0.00 2.89 693.78 1242.00 1.07 49.45 207.00 0.00 0.00 0.00 0.00 0.76 182.57 1728.00 0.28 13.01 288.00 0.00 0.00 0.00 0.00 0.76 182.57 1728.00 0.28 13.01 288.00 0.00 0.00 0.00 0.00 2.89 693.78 1728.00 1.07 49.45 288.00 0.00 0.00 0.00 0.00 2.89 693.78 1728.00 11.07 49.45 288.00 0.00 0.00 0.00 0.00 2.89 693.78 1728.00 1.07 49.45 288.00 0.00 0.00 0.00 0.00 OA6 109.54 1728.00 0.17 7.81 288.01) 0.00 0.00 0.00 0.00 0.46 109.54 1728.00 0.17 7.81 288.00 Max. *+� Defi Location in Sloan 0.0000 0.001T- Values in KIPS Title Block Line I Project Title: You can change this area Engineer: using the'Settings" menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 27 MAR 2019, 6:26PM Wood Ledger File = CAUserslOwnee&sklopiprojectsl2Ol9ll9-126-11REMfNG-I,EC6 Description: deckledger Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2018 General Inform-ation Ledger Width 1.50 in Design Method: ASD (using Service Load Combinations Ledger Depth 7.250 in Wood Stress Grade Douglas Fir -Larch, No.2 Ledger Wood Species Douglas Fir -Larch Fb Allow 900 psi G : Specific Gravity 0.5 Fv Allow 180 psi Bolt Diameter 3/8' in Fyb: Bolt Bending Yield 45,000 psi Bolt Spacing 24.0 in Wood as Main Supporling Member Cm - Wet Service Factor 1.0 Width 1.50 in Ct - Temperature Factor 1.0 Wood Species Douglas Fir -Larch Cg - Group Action Factor 1,0 G: Specific Gravity 0.5 C A - Geometry Factor 1,10 1)(0.070) (0.280) Ek=dm Analytical model actually uses 100 spans to ensure that all possible combinations of 6olt location and point load location are evaluated. Final results are an envelope solution. Load Data I Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 0.070 plf 0.0 plf 0.280 plf 0.0 plf 0.0 plf 0.0 plf 0.0 plf Point Load... 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0,0 lbs 0.0 lbs 0.0 lbs Spacing 0.0 in Offset 0.0 in Horizontal Shear 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs Title Block Line I Project Title: You can change this area Engineer: using the *Settings' menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. I itle Block Line b Printed: 27 MAR 2019, 6:26PM Wood Ledger File = C-.AUserslOwnee&sktoplpfoocisk2Ol9kiO-l26-1%REMING-1 EC6 Deicription : deck ledger DESIGN SUMMARY Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths* Load Combination Load Combination ... (for specific gravity & bolt diameter) +D+L+H +D+L+H Ledger, Perp to Grain 3,650.0ksi Moment OA167 ft-lb Max. Vertical Load 0.70 lbs Ledger, Parallel to Grain 5,600.0 ksi fb : Actual Stress OA065 psi Bolt Allow Vertical Load lbs Supporting Member, Perp to Grain 3,650.0 ksi Fb: Allowable Stress psi Supporting Member, Parallel to Grain 5,600.0 I(si Stress Ratio 0.000118 :1 Max. Horizontal Load 0.0 lbs Bolt Allow Horizontal Load 362.437 lbs Maximum Ledger Shear Load Combination ... Angle of Resultant 90.0 deg +D+L+H Diagonal Component 0.70 lbs Sheaf 0.350 lbs Allow Diagonal Bolt Force 188.985 lbs fv : Actual Stress 0.09655 psi Stress Ratio, Wood @ Bolt 0.003704:1 Fv: Allowable Stress psi Stress Ratio 0.000536 :1 Allowable Bolt Capacify Note Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination. . :�D+L+H Resutant Load Angle: Theta 90.0 deg Ktheta 1.250 Fe theta 188.985 Bolt Capacity - Load Pe!pendicular to Grain Bolt Capacity - Load Parallel to Grain Fem 3,650.0 Fes 3,650.0 Fyb 45,000.0 Fern 6,600.0 Fes 5,600.0 Fyb 45,000.0 Re 1.0 Rt 1.0 Re 1.0 Rt 1.0 k1l 0.4142 k2 1.354 0 1.354 k1 0.4142 Q 1.237 k3 1.237 Im Eq 11.3-1 Rd = 5.0 Z = 410.625 lbs Im Eq 11.3-1 Rd = 4.0 Z= 787.50 lbs Is Eq 11.3-2 Rd = 5.0 Z = 410.625 lbs Is Eq 11.3-2 Rd = 4.0 Z= 787.50 lbs 11 Eq 11.3-3 Rd = 4.50 Z = 188.986 lbs 11 Eq 1 U-3 Rd = 3.60 Z= 362.437 lbs 111m: Eq 11.3-4 Rd = 4.0 Z = 231.653 lbs 111m: Eq I UA Rd = 3.20 Z= 405.912 lbs Ills Eq 11.3-5 Rd = 4.0 Z = 231.653 lbs Ills Eq 11.3-5 Rd = 3.20 Z= 405.912 lbs IV Eq 11.3-6 Rd = 4.0 Z = 260.132 lbs IV Eq 11.3-6 Rd = 3.20 Z= 402.765 lbs Zrn1n: Basic Design Value = 188.985 Ibs Zmln: Basic Design Value = 362.437 lbs Reference design value - Perpendicular to Grain : Reference design value - Parallel to Grain : Z*CM*CD*CI*Cg*Cdella = 188.985 lbs Z * CM * CD* Ct * Cg * Cdelta = 362.437 lbs Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. 'Wood Beam Project Title: Engineer: Project ID: Project Descr: Printed: 27 MAR 2019, 5:22PM File= C.AUserslOwneeDeskloplprolecls%201%19-126-IIREMING-I.EC6 Description : new brn 0 garage g lb CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E: Modulus of Elasticity Load Combination iBC 2018 Fb- 1850psi Ebend-xx 18OOksi Fc - PrIl 1650 psi Eminbend - xx 950ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F - V4 Fv 265 psi Eminbend - yy 850ksi A 1100 psi Density 31.2pd Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(I.725 S(2.87) D(O.09) (0.34) 6.75xl 5 Span = 20,250 ft Applied Loads Point Load: D = 1.725. S, 2.870 k @ 16,250 ft Uniform Load: D = 0.090, S = 0.340, Tributary Width = 1.0 ft Maximum Bending Stress Ratio Section used for this span fb : Actual FB: Allowable Load Combination Location of maximum on span Span,# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculat;ons. 0.606 1 Maximum Shear Stress Ratio 0.366 :1 6.75xI 5 Section used for this span 6.75xl 5 1,525.98psi tv : Actual 111.59 psi 2,516.31 psi Fv: Allowable 304.75 psi +D+S+H Load Combination +D+S+H 112.268ft Location of maximum on span Il 9.068 ft Span # 1 Span # where maximum occurs Span # 1 0.621 in Ratio = 466 >=360 0,000 in Ratio = 0 <360 0.707 in Ratio = 343>=180 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations .Coad Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr C , C t CL M -64i Length = 20.250 It 1 0,210 0.136 0.90 0.955 1.00 1.00 1.00 1.00 1.00 8.71 +D+L+H 0.955 1.00 1.00 1.00 1.00 1.00 Length = 20.250 ft 1 0.189 0.122 1.00 0.955 1.00 1.00 1.00 1.00 1.00 8,71 +D+Lr+H 0.955 1.00 1.00 1.00 1.00 1.00 Length = 20.250 ft 1 0.151 O�098 1.25 0.955 1.00 1.00 1.00 1.00 1.00 8.71 +D+S+H 0.955 1.00 1.00 1.00 1.00 1.00 Length = 20.250 ft 1 0.606 0.366 1.15 0.955 1.00 1.00 1.00 1.00 1.00 32.19 lb Fb 0.00 412.83 1969.29 0.00 41Z83 2188.09 0.00 412S3 2735.12 0.00 1,525�98 2516.31 Shear Values V IV Pv 0.00 0.00 0.00 2.19 32.43 238.50 0.00 0.00 0.00 2.119 32.43 265.00 0.00 0.00 0.00 2.19 32.43 331.25 0.00 0.00 0.00 7.53 111.59 304.75 'Title Block Line 1 Project Title: You can change this area Engineer: using the 'Settings' menu item Project ID: and (hen using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 27 MAR 2019, 5:22PM Re = C:kUserslOwneADesktop�pio)6ctsl2Ol%l9-126-IIREMING-I.EC6 Wood Beam Description : new brn 0 garage gIb Load Combination Max Stress Ratios MornentValues Shear Values Segment Length Span M V C d C FN C I Cr C m C t CIL M fb F*b V IV F'v +040.75OLr+0.750L+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20,250 It 1 0.151 0.098 1.25 0.955 1.00 1.00 1.00 1.00 1.00 8.71 412.83 2735.12 2.19 32.43 331.25 +D+0.750L+0.750S+H 0.955 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 20.250 It 1 0.495 0.301 1.15 0.955 1.00 1.00 1.00 1.00 1,00 26.29 1,246.30 2516.31 6.20 91.80 304.75 +D+0.60W+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.118 0.076 1.60 0.955 1.00 11.00 1.00 1.00 1.00 8.71 412.83 3500.95 2.19 32.43 424.00 +[)-10.70E+H 0.955 11.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.118 0.076 1.60 0.955 1.00 1.00 1.00 1.00 1.00 8.71 412.83 3500.95 2.19 32.43 424.00 +0+0.750Lr-+0.750L+0.450W+H 0.955 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 20,250 ft 1 0.118 0.076 1.60 0.955 1.00 1.00 1.00 1.00 1.00 8.71 412.83 3500.95 2.19 32.43 424.00 +D+0.750L40.750S+0.450W+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0,356 0.217 1.60 0.955 1.00 1.00 1.00 1.00 1.00 26,29 1,246.30 3500.95 6.20 91.80 424.00 +D40.750L40.75OS40,5250E+H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.356 0.217 1.60 0,955 1.00 1.00 1.00 1.00 1.00 26,29 1,246.30 3500.95 6.20 91.80 424.00 +0.60D+0,60W.#0.60H 0.955 1.00 1.00 1.00 11,00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.071 0.046 1.60 0.955 1.00 1.00 1.00 1.00 1.00 5.22 247.70 3500.95 1.31 19.46 .424.00 +0.60D+0.70E.+0.60H 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 Ift 1 0.0711 0.046 1.60 0.955 1.00 1.00 1.00 11.00 1.00 5,22 247.70 3500.95 1.31 19.46 424.00 Overall Maximum beflections' Load Combination Span Max. '-� Den Locallon In Span Load CombInation Max. W Den Location In Span +D+S+H 11 0.7072 110.568 0.0000 0.000 Vertical Reactions Support notation Far left Is #1 Values In KIPS Load Combination Support I Support 2 Overall MAXImum 5.261 8.041 Overall MINimum 4.009 5.746 +D+H 1.252 2.296 +D+L+H 1.252 2.296 +D+Lr+H 1.252 2.296 +D+S4H 5.261 8.041 +0A.750Lr40.750L+H 1.252 2.296 +0+0.750L#0,750S+H 4.259 6.605 +D+0.60W+H 1.252 2.296 +D+0.70E+H 1.252 2.296 +D+0.750Lr+0.75OL-+0.450W+H 1.252 2.296 +D+0.750L+0.75OS-fO.45OW-#H 4.259 6.605 4".750L-+0.750S+0.5250E+H 4.259 6.605 +0.60D40.60W+0.60H 0.751 11.377 +0.60D+0.70E+0.60H 0.751 1.377 D Only 1.252 2.296 Lr Only L Only S Only 4.009 5.746 W Only E Only H Only Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Wood Beam Description: new bm 0 garage PSL CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Project Title: Engineer: Project ID: Project Descr: Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2018 Fb- Fc - PrIl Wood Species Trus Joist Fc - Perp Wood Grade Parallam PSL 2.2E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 5.25xl4.0 Span = 20,250 ft Re = 2900 psi 2900 psi 2900 psi 625 psi 290 psi 2025 psi Printed: 27 MAR 2019, 5:23PM ds=9�10_126-11REMINGAEC6 E: Modulus of Elasticity Ebend-xx 2200ksi Eminbend - xx 1118.19 ks! Density 45.05 pcf D(11.725) S(2.87) Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D = 1.725, S 2.870 k @ 16.250 ft Uniform Load : D = 0.090, S = 0.340, Tributary Width = 1.0 ft Maximum Bending Stress Ratio Section used for this span fb : Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.6871 Maximum Shear Stress Ratio 0.463 : 1 5.25xI4.0 Section used for this span 5.25xI4.0 2,252.26psi IV: Actual 154.38 psi 3,278.42psi Fv: Allowable 333.50 psi +D+S+H Load Combination +D+S+H 12.268ft Location of maximum on span 19.141 It Span # 1 Span It where maximum occurs Span # 1 0.674 in Ratio= 360 >=360 0.000 in Ratio= 0 <360 0.916 in Ratio= 265>=180 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C I Cr Cm C t CL M lb Fb +D+H 0.00 Length = 20.250 It 1 0.237 0.172 0.90 0.983 1.00 1.00 1.00 1.00 1.00 8.71 609.32 2565.72 +CA+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 Length = 20,250 ft 1 0.214 0.155 1.00 0.983 1.00 1.00 1.00 1.00 1.00 8.71 609.32 2850.80 +OANH 0.983 1.00 1.00 1.00 1.00 1.00 0.00 Length = 20.250 it 1 0.171 0.124 1.25 0.983 1.00 1.00 1.00 1.00 1.00 8.71 609.32 3563.50 +D+S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 Length = 20.250 it 1 0.687 0.463 1.15 0.983 1.00 1.00 1.00 1.00 1.00 32.19 2,252.26 3278.42 Shear Values V N Fv 0.00 0.00 0.00 2.20 44.81 261.00 0.00 0.00 0.00 2.20 44.81 290.00 0.00 0.00 0.00 2.20 44.81 :362.50 0.00 0.00 0.00 7.56 154.38 333.50 Title Block Line I You can change this area using the 'Settings' menu item and (hen using (he 'Printing & Title Block' selection. Wood Beam Description: new brn 0 garage PSL ' Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: Cd C FN C I Cr C, C I CL Moment Values IM (b Fb Pfinted: 27 MAR 2019, 5 23PM icIs%2019k19-126-1kREMING-1.EC6 i Shear Values V tv Fv +D+0.75OLr4O.750L+H 0.983 1.00 1.00 11.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.171 0.124 1.25 0.983 1.00 1.00 1.00 1.00 1.00 8.71 609.32 3563.50 2.20 44.81 362.50 +D+0.750L-+0.750S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 ft 1 0.561 0.381 1.15 0.983 1.00 1.00 1.00 `1,00 1.00 26.29 1,839.47 3278.42 6.22 126.98 333.50 +D+0.60W+H 0,983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.60 0.00 Length = 20.250 ft 1 0.134 0.097 1.60 0.983 1.00 1.00 11.00 1.00 11.00 8.71 609.32 4561.28 2.20 44.81 464.00 +D.+0.70E-+H 0.983 1.00 11.00 1.00 1.00 11.00 0.00 0.00 0.00 0.00 Length = 20.250 It I 0A34 0.097 1.60 0.983 1.00 1.00 1.00 1.00 1.00 8.71 609.32 45611.28 2.20 44.81 464.00 +D+0.750Lr+0.750LA.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 11 0.134 0.097 1.60 0.983 1.00 1.00 1.00 1.00 1.00 8.71 609.32 4561.28 2.20 44.81 464.00 +D+0,750L40.750S+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.403 0.274 1.60 �0.983 1.00 1.00 1.00 1.00 1.00 26,29 1,839.47 4561.28 6.22 126.98 464.00 +[)+0.750L+0.750S +0.5250E+H 0.983 11.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.403 0.274 1.60 0.983 1.00 1.00 1.00 1.00 1.00 26.29 1,839.47 4561.28 6.22 126.98 464.00 +0.60D-10.60W #0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.250 It 1 0.080 0.058 1.60 0.983 1.00 1.00 1.00 1.00 1.00 5.22 365.59 4561.28 1.32 26.89 464.00 .+0.60D-+0.70E+0.60H 0.983 1.00 1.00 1.00 11.00 1.00 0.00 0.00 0.00 0.00 Length 20.250 It 1 0.080 0.058 1.60 0.983 1.00 1.00 1.00 1.00 1.00 5.22 365.59 4561.28 1.32 26.89 464.00 :-Overall Maximum Deflections Load Combination Span Max. '2 Dell Location in Span Load Combination Max. Dell Location In Span +D+S+H 1 0.9150 10.668 0.0000 0.003 Nerticall Reactions Support notation Far left Is #1 Values In KIPS Load Combination Support I Support 2 Overall MAXImum 5.261 8.041 Overall MINimum 4.009 5.746 +D+H 1.252 2.296 +D+L+H 1.252 2.296 +D+Lr+H 1.252 2.296 +D+S+H 5.261 8.041 +D+0.750Lr4O.750L+H 1.252 2.296 +D+0.750L+0.750S+H 4.259 6.605 +0+0.60W+H 1.252 2.296 +0+0.70E+H 1.252 2.296 +D+0.75OLr4O.750L+0.450W+H 1.252 2.296 4D40.750L-+0,750S-+0.450W+H 4.259 6.605 +D.+0.75OL-+0.750S+0.5250E+H 4.259 6.605 -tO.6GD40.6OW40,60H 0.751 1.377 +0.60D+0.70E+0.60H 0.7511 1.377 D Only 1.252 2.296 Lr Only L Only S Only 4.009 5.746 W Only E Only H Only Title Block Line I Project Title: You can change this area Engineer: using the 'Settings' menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Printed: 27 MAR 2019, &20PM Steel Beam His= Description : new bm 0 garage steel CODE REFERENCES Calculations per AISC 360-10. 1 BC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties - Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiQhl NOT infernally calculated and added Load(s) for Sp an Number I Point Load: D = 1.725, S = 2.870 k @ 16.250 ft Uniform Load: D = H90, S = 0.340 k1fl, Tributary Width = 1.0 ft L)bSIGN SUMMARY as 0 Maximum Bending Stress Ratio 0.474: 1 Maximum Shear Stress Ratio 0.175 Section used for this span W8x28 Section used for this span VV8x28 Ma: Applied 32.189 k-ft Va : Applied 8.041 k Mn / Omega: Allowable 67.864 k-ft Vn/Omega: Allowable 45.942 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 12.208ft Location of maximum on span 20,250 R Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.625 in Ratio = 388 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.849 in Ratio = 286 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 080 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios - Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Gb Rm Va Max Vnx VnxI0mega +D+H Dsgn. L 20.25 ft 1 0.128 0,050 8.71 8.71 113.33 67.86 1.00 1.00 2.30 68.91 45.94 +D+L+H Dsgn. L = 20.25 It 1 0.1128 0.050 8.71 8.71 113,33 67.86 `1.00 1.00 2.30 68.91 45.94 +D+Lr+H Dsgn. L = 20.25 It 1 0.128 0.050 8.71 8.71 113.33 67.86 1.00 1.00 2.30 68.91 45.94 +D+S+H Dsgn. L = 20.25 It 1 0.474 0.175 32.19 32.19 113.33 67.86 1.00 1.00 8.04 68.91 45.94 +0+0.750Lr+0.750L+H Dsgn. L = 20.25 It 1 0.128 0.050 8.71 8.71 113.33 67.86 1.00 1.00 2.30 68.911 45.94 +D40,750L+0.750S+H Dsgn. L -_ 20.25 it 1 0.387 0.144 26.29 26.29 113.33 67.86 1.00 1.00 6.60 68.91 45.94 +D+0.60W+H Dsgn. L = 20.25 ft 1 0.128 0.050 8.71 8.71 113.33 67.86 1.00 1.00 2.30 68.91 45.94 +D+0.70E+H Dsgn. L = 20.25 ft 1 0.128 0,050 8.71 8.71 113.33 67.86 1.00 1.00 2.30 68.91 45.94 4".750Lr4O.750L+0.450W+H Dsgn. L = 20.25 ft 1 0.128 0.050 8.71 8.71 113.33 67.86 1.00 1.00 2.30 68.91 45.94 +D40.750L+0.750S +0.450W+H Dsgn. L = 20.25 It 1 0.387 0.144 26.29 26.29 113.33 67.86 1.00 1.00. 6.60 6&91 45.94 Jitle Block Line I Project Title: You can change this area Engineer: using the 'Settings' menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. I itle blOCK Line b Printed: 27 MAR 2019, 6:20PM File = G-,IU$erskOyfneM)esktoplprqecti%2019119-126-1�REMING-1,Er,6 Steel Beam Description : new bm 0 garage steel Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxfOrnega Cb Rm Va Max Vnx Vn)uOmega .750L+0.75OS40.5250E+H Dsgn. L = 20.25 It 1 0.387 0.144 26.29 26.29 113.33 67.86 1.00 1.00 6.60 68.91 45.94 40.60D40.60W+0.60H Dsgn. L = 20.25 It 1 0.077 0.030 5.22 5.22 113.33 67.86 1.00 1.00 11.38 68.91 45.94 -fO.60D+0.70E+0.60H Ds gn, L = 20.25 It 1 0.077 0.030 5.22 5.22 113.33 67.86 1.00 1.00 1.38 68.91 45.94 Overall Makimum Deflections Load Combination Span Max. '-' Deg Loration in Span Load Combination Max. '+� Deg Location in Span +D+S+H 1 0.8493 10.588 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values In KIPS Load Combination Support I Support 2 Overall MAXimum 5,261 8.0411 Overall MINimurn 0.751 1.377 +D+H 1.252 2.296 +D+L+H 1.252 2.296 +D+Lr+H 1.252 2.296 +D+S+H 5.261 8.041 4".75OLr+0.750L+H 11.252 2.296 +D40.750L+0.750S+H 4.259 6.605 +0,+0.60W+H 1.252 2.296 4040.70E+H 1.252 2.296 +D+0.750l-r40.750L40.450W+H 1.252 2.296 +D40.750L+0.750S+0A50W+H 4.259 6.605 +D+0.750L+0.750S+0.5250E+H 4.259 6.605 .+0.60DfO.60W-+0.60H 0.751 1.377 -10.60D+0.70E+0.60H 0.751 1.377 D Only 1.252 2.296 LrOnly L Only S Only 4.009 5.746 W Only E Only H Only GENERAL NOTES LIVE SAFETY NOTES (continued) FRAMING NOTES (continued Nothing in this pen -nit approval process shall be interpreted as allowing or pen-nitting the maintenance of any currently existing illegal, nonconfonning, or unpennitted 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 1condition may be the subject of a separate enforcement action. Sound/noise originating from temporary construction sites as a Irf—mIt of r.nn-,tnjrtinn arti i 1vity nre- e-yempt from the. nnke limit.q only during the hours of 7:00arn to 6:00pm on weekdays and 10:00arn and 6:00prn on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits, unless a variance has been granted. ECC Chapter 5.30 All changes in plans and field modifications shall be approved by the local jurisdiction. The design professional shall prepare drawings as required for approval. IBC 107.4 Temporary address shall be clearly visible from street during all phases of construction. Failure to properly post house/building numbers may result in no inspection by the City Inspector. Curb signage is not acceptable. Address numbers (4" min. ht. & 1/2" min. stroke width) shall be posted to be plainly visible from the street or road fronting the property. IRC R319 LIFE SAFETY NOTES Smoke alarms shall be installed in each sleeping room, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and on each level (including basements and habitable attics) in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur. Smoke alarms shall be hard -wired with battery backup, and when more than one smoke alarrn is required within an individual dwelling unit, they shall be interconnected. Discuss exceptions to the power source requirements with the Building Inspector. 11RC 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 pen -nit 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 ten-ninal. The grip -size shall be Type I or 11 or of equivalent graspablity. IRC 311.7.8 ide one operable escape window in the basement, habitable and in each sleeping room meeting all of the following -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. 11RC R506 WSEC R402.2.9 WSEC Table R402.1.1 Vertical r bar must be hooked and tied in place at time of footing inspection. Maintain minimum 3" clearance to earth, 1-1/2" to form -work for reinforcement. R403.1.3 R404.1.2.3.7.4 Anchor bolts shall be at least 1/2 -inch in diameter and extend 7 inches into concrete. There shall be a minimum of two bolts per plate, with one bolt within 12 inches but not closer than seven bolt diameters from the end of the plate. The bolt spacing shall not exceed 6 feet o.c. and shall have a nut and 3"x3"xO.229" washers unless engineered. IRC R403.1.6 FRAMING NOTES Hardware and fasteners in contact with preservative -treated wood shall be of hot -dipped zinc galvanized steel, stainless steel, silicon bronze or copper. IRC R317.3.1 IBC 2304.9.5.1 oists less than 18" and beams less than 12" to grade and all wood xposed to weather shall be preservative -treated or naturally esistant to decay. IRC R317 IBC 2304.11 Joists shall have not less than 1.5 inches bearing on wood or metal and 3 inches on concrete. Joists shall be prevented from rotating at the ends and at intermediate support by approved hangers, 2 inch nominal blocking, or attachment to a rim board. IRC 502.6/502.7 IBC 2308.8 Foundation cripple walls shall be framed of studs not less in size than the studs above. Walls over 4 feet in height shall be framed of studs having the size required for an additional story. Cripple walls studs less than 14 inches in height shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(l), or cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. IRC R602.9 lPrior to the framin2 inspection, the building must be dried in with a minimum of roofing, windows, and siding paper installed. Truss layouts showing girder truss/hip-master locations are not permitted to change and must be followed correctly. If the truss manufacturer requests to change, in part or in whole, the layout shown, they must contact the architect/designer to ensure that the structural design of the building is maintained. If the layout shown is changed, in part or in whole, the Building Division requires new engineering calculations and must approve the changes prior to the installation of the roof sheathing. Exterior and bearing wall studs may be notched <25% and bored <40% of the stud width. Non -bearing wall studs may be notched <40% and bored <60% of the stud width. Any bore located <5/8" from the stud face is considered a notch. Rafters and joists may be notched in the outer thirds of the span with a maximum notch depth 1/6th and a notch width 1/3rd the depth of the member. Rafters and joists may be bored up to 1/3rd the depth of the member no closer than 2" to each edge or to another bore. Top plates notched or bored >50% of the width must have a l6ga. strap, 6 inches past and fastened with 8- 1 Od nails at each side of ,the opening. IRC R502.8 IRC R602.6 IBC 2308 Attic access openings are required for buildings with combustible ceiling or roof construction over an area >30 sq. ft. and with a 30" vertical space between ceiling and roof framing members. The rough -framed opening shall be 22"00" and located in a hallway or other readily accessible location. The access cover shall be weather- stripped and insulated to a level equal to the surrounding surfaces. IRC R807.1 WSEC 402.2.4 Attic ventilation openings shall not be less than 11150 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 wan-n-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. 00 Cq > 7� 0 rq E 71, 7J 0 U M Z CN MECHANICAL NUTEN FLUMB11NU INUILN PIKh-KA I hl) UUN NJ K U UTIUIN Provide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4 A 30"x3O" 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 diS-U-1o1nInr-,C;t I'S leqpahred WI III I siglit vi Lim aptillant-v, L)i 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 IIFGC 303.3 304.4 304.5 1 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" abovelbelow bottomAoP plates. The joints shall be sealed with UL 18 1 A listed mastic or tape. Dryer duct maximum lengths are 25 ft. for electric and 35 ft. for gas with deductions for fittings (or sized/length per manufacturer). If concealed, the equivalent length of the duct shall be permanently labeled or tagged within 6 ft. of the dryer connection. IIRC 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 Fixtures 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 pen-nitted unless first approved by the Building Inspector on a Icase by case basis. I Water heaters installed in attics, attic -ceiling assemblies, floor -ceiling assemblies or a floor/sub-floor assembly, where damage may occur from a leak, shall be installed in a watertight pan made of corrosion —resistant materials. The pan shall have a minimum 3/4" drain and the drain shall terminate in a visible location. The drain cannot empty into the crawlspace beneath a building. Discharge from a relief valve into a water heater pan shall be prohibited. UPC 507.4 UPC 507.5 Access will be required for the whirlpool/jetted tub pump and the tempering valve for all tubs. The tempering valve may also be installed at the water heater. UPC 409 Showers shall be a minimum of 900 square inches and be capable of encompassing a 30 inch circle. The shower receptor shall have a finished dam, curb, or threshold between 2" and 9" above the top of the drain. The floor of the shower shall slope a minimum of 114" and a maximum of 1/2". Lining materials for built-up showers and shower seats shall be sloped, extend upward 3" above the horizontal surface, and over the top of the dam or threshold. Shower receptors shall be tested by filling with water to the top of the rough threshold while plugged at the drain. Protect the weep holes in the sub -drain clamping ring from clogging. UPC 408.5 — 408.7 IMain 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 Hot water heater must be seismically anchored or strapped at points within the upper one-third and lower one-third of its vertical dimensions. At the lower point, a minimum distance of 4" must be maintained above the controls with the strapping. UPC 507.2 All pressure absorbing devices (e.g. air chambers, mechanical devices, hammer arrestors) shall be accessible or installed per manufacturer. UPC 609.10 JMinimum I" air -gap required at dishwasher. UPC 414.3 1 Hose bibs (exterior faucets) are required to have a permanently affixed anti-siDhon device installed. UPC 603.5.7 1 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 king shall be provided to cut off all concealed draft openings (both 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: I -I 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 space� such as occur at soffits, drop ceilings and cove ceilings. 3) In concealed spaces between stair stringers at top and bottom of the run. 4) At openings around vent, pipes, and ducts at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. For additional requirements see IRC 302.11 Draftstops shall be installed in combustible construction where there is usable space both above and below the concealed space of a floor/ceiling assembly, so that the area of the concealed space does not exceed 1000 sq. ft. and shall divide the space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in floor/ceiling assemblies under the following circumstances: I.Ceiling is suspended under the floor framing. 2.Floor framing is constructed of truss -type open -web or perforated members. Draftstopping materials shall not be less than 1/2 inch gypsum board, 3/8 inch wood structural panels or other approved materials adequately supported 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 and can be freely accessed. 2) The surveyor shall locate the vation of the first floor prior to the City under -floor inspection. 3) A at letter of height confirmation shall be provided upon completion of the F- L Side Elevation Rear Elevation Side Elevation Monroe Family Builders LLC Remington Addition 852 Main Street Main Floor Plan Edmonds WA Lower Floor Plan SOUARE FOOTAGE WORKSHOP 112 sF 112 SF MAIN FLR 1269 SF(�IS4) 1463 SF LOWER FLR 710 sF 710 SF TOTAL 2091 SF(-IS4) 2285 SP UNFINISHED N/A SF(�150) 50 SF GARAGE 465 sF(.i&l) 626 SF CVRD PORCH N/A SF 24 sF DECK W.P. 489 SF(-25S) -230/82 SF (,2, - DRAWING INDEX Al. CODE NOTES Al.l. SITE PLAN A2. FOUNDATION PLAN A3. LOWER FLOOR PLAN A4. MAIN FLOOR FRAMING A5. MAIN FLOOR PLAN A6. ROOF FRAMING AT ELEVATIONS & BUILDING SECTIONS Dl. STANDARD DETAILS S1. STRUCTURAL NOTES & DETAILS �1� � I i I Water Supply fixture units forth is p, t have been .I- -l-l.tecl using the alternate al.ulati.. -..led .1 UPC Appendix C APPROVED PLANS MUST BE ON JOB SITE. ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE =PROVE BY PLANNIN4 ,1, 9 4� CITY OF EDMONDS BUILDING DEPARTMENT WORK �AADDRESS I OWNER PPIROVIE�DDATE: :5 BLDG. OFFICIAL: PER MIT NUMBER --, 6, 1222-9=-Lq-�� w 0 ev.4 ,4+0) §� z 0 0 cd Go iE Tri ioB No' 1811M STARTING NO, : 1811103 SHEEF CoJL- 7D .UKIL SHEET APR 2 5 2019 BUILDING Divelan I GENERAL Fr=QUIFXMTS Onow CIEWJ?AL 1. This covatereent Me Imen repaired! In a 9-1. -it. f- Following the order. - Icti Lt. C.Astrual'. SoWatd. A truu. (C*D. t 1, far the -I.- of the Cartm.-IOANA, This -tll. 11 ,oadled W wark with, a atwf,l Iwatla, list Following the tCSI) Forest. Not all to, r,,- uhs=.. ---- with --theat It IC-diratin .1th relish ..I-tl. valtaluts'. act] a rights of �� d-Irg, in aN fare 1, 1,5 swit-Itatlon at Ali!C41TECTURAL 3. Authorized reproduction, lust bear the offle or AFiCHITECTURAL INNOVATIONS P.S. and 6, not purport to is =11", d".1gr"117tat " " the a Awaiting within these, drawhigs, As , -` 1 ,,Able "t aN cellos, W,�., ccernequent clet.g. A, a Wi of Wt participating In the consurwition prann. 5. Do Wt . 9 work shown, = with It- neuractilon train AFrHITECTURAL NN�AT[O� 2�rot E 14r, ...Pa.[. -I..?- to the -1howat senedlatel$ rome, the. .01,1ces bl= daeg" b.D taUmnecure.foolutructlar"id'i"AW gwo, . . .. ".. Thus 40 Cartunclarloarw seleation or the = saw. so, cospereano, a .. of wo*j,.g dre.ing. is considered Wl daft Wt Include specification. or building moral, list 1fiff'rors, It Is the Carve, =`kr`e=`�"a= as I'd -Ad 5aCH1T`mO`4Z INNOVATIONS I as �Iablllutj a, nalp-111112 far dlearlparclas or mNr j:u ifin tirough Conamot,rionsier specified waterials a their Werecti- tl_ �� TECM AL n INtAi MOVATION5 FE. answass no Ilablilt - ILIlltg far Iowa, which fall be called cat or Warred to bg a.qt- A, rand = M calizout are done so, For orj�. 1. Do at ease tisses, dr,.tn .1 lose. VCIN all dr.eWors, am cis-,. ,� orltl diter, before carenceraung walk and ml�Cellb A, far their aaawraaj. Report dintperace andfor ari to tra, arhT-t Yesdat. & Ths Carturiecia,/Crat, is raw lr��thall tradew 1. Am- all=le fi,.ac, TZd=?L r4.d ,mEnterrews, or waren responsible Far .11 9 Precautions, and pwaithess required to do this work all dNsl, abortivationa, P -11 " "It" d: Nd I t F - [��t.FT tI = a ta M a rds .111.1. shall farm rat tv, All wark within this cortmat gull represent that of imilstrg waroard, far the ressmi Ind. in the location 1, which the PWJ� is built All references to IRIS, B.C., and UJ.5.E.0 are references to the 2015 Code uj2dates 4 JA state Amendments. 01002 MISCELLANEOUS ASSEMELY PEOMINU2M 1. F-Ids, armil .),A- wases, thalnese IS- . 24' umb,luuatmil A-. tit.ugh ft ft-, 16' x ;t,[' 7:� it. t,,- -1. irads, estate, par lisiC. Action WoBA. Instate and mauh�nii Zf. - ntleas -a an N1102. live IS- arnawn, plot under wood jol,ts and 12 ims, under wood girders. Provide att� anten, risisms 22- , 3V with SO' .1,1n. Necrosis, at anbammi readl Ammi casting, W ?� section FW.J. Insulate and weather-6trip per IRC. eacelas N 02. '. LIZZ. a. Fall-; A) Crawl spew ventilation: Itinler, nat area whe 11 be Wt em, tivo I :f p; M IL um "car =,Iry -Ire, "i be -19 placted1provi A, cra. or the .P.- Tee of the loulldeng "It be pleart to Nve - varrillaVarn spacing. to PC $Mtm 13 A t vartliaticti Minstrel reas arm "It lics not laws tho ! ts of ant '-�t Mp T arm r .:1�1`at�', , -1dL" - t:= 11 the rz 1. of the :P,': tof`,:t,"ovI1 or iRc. section Rasi am whEz. requirement 4� dt, walke, crIvewelp, eduarlar door 11ming,, Ind Initial A.eq Arows building. 9. Pr:,Id.P.Z -. or aldrawaso s a- . Faction a. to be pl.H� visible and ogbl, fr= street or road Wul,g the prpentg pe QW. lactuar, RAN. sit[. peam shall be p,.t-.d with in- 6115. U ,rtml with table R50ilb, , a_ �IF5.a%ZChaus. Nil bas , '.IT d. solid wood A new, an yjF 2 I_ , tm door having . snsween th=1. or 1-30 FU025.1. CI wous 1, t�gagl or arn the 4 A� .4, carre ,Z, I gd I Nj , No In raga, per I 55M .52. D)Wraq. fir 0.11 .1opes to feall= swaysearn, of liquids to a dnin or toward the Vale 1, d 1. Stall ...Q A) Mini - .nun z=dhd1V�?'.nIP.C. section F3112. 13) M 36- urtme width --ad Av- handrall 1,eas"L i,.r Maxwell near NIght 1-3/4'ps, - A-Im FUILlb C) T-Frart-V as I 1. 34. sers. am w. on.h. above tread losing I'd Wt Ism then I -In ow th � PA- III ard, to .11 P4 I� IWU. FU tlh� 0) Z.1 .1n r,. bllo&,,T to st, tr Nars I t top and Italian at on at I as� 30 1. -it- 1002.1. liess, s pnbldweg "it brPr2la:d�=11fN b-1. In can. T;ft :1n;ing to a cA` list A) In cosamisial mom at stud will and partitions, Imudi fair am m! Pa. rall or stud, a slagazad 'tud., as Follows: 1. vealmils at milley, and float level,. 13, 2. florl-2 It in Is ' - ZEN f an At ,, tercon-u:vLamr, = v=I am lomnal plate as at WIts pes _ 'r ft top and bolituan or the mr. Enclosed :Panel " C) At= V-"' .1r. It astling and floor -.1, Ith nd apgved material to mat the Arsaigan, r;g otfleaw�=t=IF conscultIca III the 11 to 's of or, I nows F) FiLladaz=lmo omo-feefq dwellMg to required at the 1. or AwwIIIg .11 Fa t' E're"I -'I "'."Ingmatw1al,par PaPS021.1. 1 2- torber. 5) Two this , or F loselml Items with lark- lisp Janus. 0) 0. thicknew, or %. wood structural panels with Joint, becised AS %. wood structural PA.].. P) Ons thickness of V4ariclaboard with johnis bacitsed bq Y4' Inalwomm. E) O.V EPA. I'm . F) OnlyVaelew-lb-al stillboarc. 6) Santa at blankets of Iwal coal a, glass nLw or ones, approved mateial, retallsai I, I" red 1. awch a- m to be aawrawrlr, Isp se. no- := far - arm, onS and do not swqIj In beat A) T g., 21 Top d dead told: "I "is, .t., whard 11I.T.1; d": lop" 2 limited q. 3 r If .1= [no racen TOTAL LOAD: 42p.r or S2pr at 62pr C-) 1.'- :...Ldl: 2.S P,.f -1.6 ... IJ- Load 60 par UX0. 'to San.,. D. III Allowable is _,ded, till C A, It.It"A"Imt 111=1.21"d,2p r, tbatZ OIOM MI6MLiLsNE0J6 AllEMLY REQUIREMENTS COW, U. Preralb,caml Feaplame, am Solid Fuel EuY1,g ApplIencle, per i�� am I.Fuii. Chapter eith A) Solid f,al burning applo,am nedwil, airtight st-aw, fireplace sta,vies, racre henten/fInplews, taven, radiall, built fIrplaces, and fireplace sweas, am all rall nalp� with the provs,one, or Mr- 5) Metal whesusq, "It be mottled above the �hln Clah, ft apillatte, arml 1, ..pe-crill.1chalonsween chain, aid majoang, maU sufficient far Inattention ard mPwIr For arrit chwesq. W116 GINII be without Falling, IMr C) Prov ids nreclocking at hTMIJ PC [P.C. secUm R302AL D) Insult .=I fInTlar with North ard surrounds PC 1. or .turers "i'luneenerts. E we OM92 REWLAYCEY FREQ1115!EMIENITS I Ali consinuctilas "It catirm to it, 2015 Inernattool Feeldstual Code (IRC�4 20" trust. ;Z IMBu ldf 15 International Fir. Code (IFf-), 2 = . (,�O, 05 lmwia.i 015 or ra Ifo Code (UPW, req. aro end 1-1 autiWrIllse. 'A Z 2T�ag I'ledia,losel requirements. 05M CONOTSIMICIN FACILITIES AND TEMPORARC CONTIVU 1. 7,,Id. T=reN Irnulltlaw - Including water, am ontroorerg toles, PC ldl.��' ;�Ircludffrg minern; A- a-.- wa- -I A- wassents. END DIVISION I Division 2 SITE LOW 022W EART41OW pan 3 - Escutran 1. h gr.dlagz 4- bales Nish grading wrows planned 2.n Ill g For lwarew a, rnwmlad� ,I. Z, pj =., -.t I-- 1: E." `31" =22�r' E u";taort red dln,a - W 6. I= Material as Needed 1, 1 as Nedd. OP" FAYM AND 8UFFACW, Fla 2 - product L Oak ad, A' r A =2� 1 :=3q'amANdWdkar2'ATIs. 5. Wok 50 . ses. C. cotares, pri. C,,ord W with mortals finish selection schedule. 2. Ult Nvan: L C-railrat, wish walownel. Nish chsalulai 3. pavame, marking; 1. Coarchrate with mortals Nish a,lactlen dredul., 02100 SEWAGE AND DRANAGE Fla 2 - Rod- =Yat-f=e, 4' ADS perforated p1m, Wl 2. 1'- em he Ali Nish selection nrimus, CJI-: L Coardeate sAth nats,1416 finish 6s,leation walwills. Drals Fspen 4' ADIIIhon-palfwated tight less. A 6- FvC ]An met Iran 1, mod. S. 5"t, qtwer Per drawings or bidder, desig- Fart 3 - E-cia, L Subtle A 8� I �;Et,caarn and -um M Wall derarnIlig Awarol PC details. 2, Surface dralng, PC IF!C. twat'an wI3. 02MID 15M HIFROVEMENT!, ran 2 - PraducA 1. Yl,all. Z=. 5.1dd%=Nwh as, , Cic I. Action schadwe 2. PC �Lr="'�Zwlth noterol, Nish selection schedule o2we LAND15CAPNia. Part 2 - Product Endder Deals, END Dr/151014 2 Division 3 CCNCFZM 0310al CA24CEM Pan a - EsawAl. I ==7s=. "i be b9 .."'i am F-..& and b"MV=. 2: Al==; in a to, allow mn-I, PI me conaso to be placed . ..list untm=w, It- support wasilbam tal"It bI,W tire Iran Ins. INETIE FEW,� PIK 2 - Prmewat. R*4AXW? 1. ft el a Is. Cvada 40, 1%, A Wt. .,, PC Plaid Pan 3 - 1. A st, Is I-wilic fe;L11 mwjfr;�11Lx, 4CMdrLMC* taken Wa the , Ilest bar Provide carrier WN to a. him I wtw In -19. Fee cIwAAII6 and tFEC, Im P'SO0.122 Pan 2 - Product L And- 1111W"I * tr"Ipll 2.1- AX,�G= M "'Wa I ner A I, MIT �Tpnf` E I q. trnpl. tr. 2MAX (0165 per ASIM get, steel --'-'d=o. .. par ?ASTM 153 Is, krimat). plate cadena PC P.C. nectlit, IQSO2J1J. Unless Enter - ran 3 - E.Aauilas I Anda bolts at 6'-0' � tax for AN, awarg 4 *-0' to. Ior,�TIdrQs over ow, son. 1, NlFhai: k- -1 am Joan., with a sent- darbodeset of d . . . snower of (2) a.. paus .-I. PC lz mait. fulel Pan 2 - Product =us, A :.1= nl�lolawlg" 1', 21:0 to or "n"I"': r=. 6. 'I�ss , pt,ar b z we aer 141 a t 2rdl M to 1* '8 a is 4ihr`=ar, d7sA. I:1 arre. ep'.= ZtZ, =1 Table ft�smi?Oio cat at 28 d4S,, with 30 round aggregate. (COW 3. AchIxtures: A At msrwAAahwIIFavwmW;�, 11 .4.2. B. Z AnValleart "it bo ll-T% L natis withwaterfals flnlhsel�lm alswi ft 3 - Evilest. DO D1,1810it � DIV1,1. 4 MASCsW DIA.I. 1 114ERIAL AND MOSTUM FFOTECTICN 04100 MORTAR 0150 WATER FROOFNG, 4 DAIP PROOFM Pan 2 - Product Pan 2 - Product I TW, W ct 'S' oqa, with Integral waten,,al'Ing agent par IRClm FW062.1 L Per LR,-- sectlan R406. Part 3 - Exatutlos part 3 - F,-tl. L Patl�matlanliabftl L PC [PC- notlar, R406. VAISO MA60eiiitrr ACCE&"IFS Pan 2 - Product OTEO VAPOR AND AIR RETARDER 1. And.,. And Tlei To be corallor,awltart ...I thes, PC I Ion R103Z.4. Pan 2 - F-Walwat 2 Joldrallrambert% L Ground -: r llllffl*�7 black, with 12' In[- Is list Pan 3 _ ericau'lon 2. Building CAP; wee 1511101,15. MATERIALS' on ft I PC 1p� Chapter 1. PIK 3 - F-11. 04200 LNIT MAWNa I. See DiVI.Im 11, Enargig Requireacess. pan 2 - Product 1, Erck. A E. 012W INSULATION Pan 2 - Product I Coarralrate with onal. wrtmul. btI thers). I Pr less or ritieral wood batts, oloor, metal wool, am w= polinw- a. Interia, I-tl-: samwirfe &Ill. L Sce the M71CAL BUILDW, MAMAL t Lilsj�'M t Oats. drsaw.that-11 relehallect. chadul. (1,it , Orr 1:4 a Carl 1. $a. the '"CAL 13UIL: t an 4'. 1=1. Thil =1). I ::i hesitation 'TYPICAL El net an the dugs. a Ft_ U, the KATEPIALS D. Sla or&ado; R-10 Wh R40211). I' (M 2, CaS.111 to j grad. N-I Civil, tales, thirile. wass PC dre.hres. 2. Imulat Ing fast: A Siemer IftTe" A 5 la en t a with afferMl, Nish. u1;jbj others). 3. at,,, (VI .. blodu PC R1 1-1 Pan 3 - Ex-ttat annunts; A E-lat catlare, ministers. Provide Insulation, A far blower -In ?..let[. 300 .,1 fL I Coor Ware with Nish eileattan schedule (bu others), =�Ijsd Markars "It face the Mile a-' 303 LU S. howler locations 3. Crawl Sma./C.,ti-Amd ft- ulatior, "it be Installed to suartsh, L iii,aminnate 1=:Norn selection 6dsatute bj orthar.)i Pan 3 Execution FEE�� two-H.-al 7o"" ' M-Con, r1a=1 the Ila., sa.I.Cta�` 1. Stick And V-: 4 El verater arall be 1=1sed an forcing, F-datior, w, other son-coribuable, DISCO R22FIN3 MATEFIAL "b". it '.It I.- V felt "I"' - Vva it" at I PC ly. ==venser Pan 2 - Product or - Rovid. 11 111- air a% baZ V L, a a �-�:ImWwml MarxW1 I in a L Siti and =,�I- wasIprelaw at 33- I- Is aad .b., tr V.- 11. t .Pace to - -7. I LI. A -it.- MATERIALS rg ;=Iaw; ]let the draul ouNt than It, - wasont am the vastucet dead lead of - be- Pr -Id. lei. I. Mani rg: 4 3-pq Wt mapped 1,uFMt 011, 1p"I". i fteirio. Pan 3 - E-1. "I be cosmated W mit, A Commi me Cis W ASTM CW. It dall be laid L -11 PC allufacumar's lacteresmatlar, arid Chapter 5 of the IRQ =walle Infaced, arid A, I- all arming. 0460 V12W WMAL -aft 2 - Product Sce the 'TYPICAL SUILONS MATEFPJALS- list - the &swings. 111d.ft"f5c, Pan 2 - FWd- I'M the TYPICAL BUILDNI i 'AL,1�116t,aa drIlIrgang.. rose A,==:. 3. tiorrie, 4 Sm the TYPICAL WILD MATE A' 4. Othsr,. A Ism, the TYPICAL BUILDNS MATERIALS' list . the d-firss. L Coordinate with staterfalsorse6h eelacelat edd,], Ileli ttles). aw, Ion IS, Interior location.: ran" L Cocardliat, with .,.,,r? selection, adidl, �� others). miall PC manufacurer', socrawasentlan and Chapter I of the I�C. Pan 3 Sneautlan L Seats ValsCAdhated pw talufacurrear's TMwallation Instactlarl and h noordo,ras an LFLC. r MTAL 'an 2 - Product R100.1 L MI, 26 Gets. galvanism, P'Anwhd. A. On al -la, stud wells, adhered me Vetter "it be insoltad; -An 3 - Execution L Minim or 4 I.Ne above the As 2. M""" a Im ... n=.=. L 11M,1j=:.1;:t7a1Id 1.11, r IRC 3, me.. .1 . ==@'�urracmutch are 6upponad! N ft sate AJ Van dess" AN" be b, thes , _ft. , a A s, V`p h Ud The fourdatlon the the etteam oil. be a he" of 4' Wide At the ard . the Vertical 61clasiall it, two flaheg = 5. `2 It atgr fou�� ctl. be turned 4. cut 7, a directs a- magriflow the .11 and on. th.-F an&., I A T.M.-M.Inaw nrand or as f a ass Oale-eah In[ = L,2,9,�ag, galwariad gutW, PC "'0' rW32J 1, ct Plastic with I alinsext varrUcal It sgis or ir'dise stoll.d END DIVISION 4 2&M Pan 2 - Product DIVISON METALS IRI=; warrula-ml bq: W with materials Nish,elsontm achecele IN atheist ff- METAL FASTENN538 L Coartiffra.t.0""r Ith A IsVP% ..lestlat mrsaill. bj it..). Rff Pratt 2. Outten.: A con"Ka. I- -at.": I. 501o: Us. 1- 114 Am ad far riandi Pa... Balts, aw Arm In cannot wlth=.l �'d A, to VIAX (G ASTM AIEW Wt I: t'1`Ar.'itZh PC all" esivallasal stawal CASTM Z A. OT ' 05600 METAL FABRICATION A 2= lar alwas, p:,atad: L Color, WL read. 4 trim Pan 2 - Frdwat M TIA, to I dra. yon, 1. Handralo and guardrails; ProAds, In elm and lawatlare, A, i- PC dqq. VIDW 8KY1ICfAT5 END DIVISION 5 PAR 2 � Product M- Civilian I, fea�rj,ecllari in . oa.l. Milan select. sales.]. bq otheral AkOOP AND PLASTICS 06100 R01,164 CARPENTRY Pan 2 - R,dxt 9M Pert 2 - Product I Caultarg A SVere butedate mullug (SM 1. War, Match aiding 1. Fr OC L=�.rw",Z='ar rtc�n.11 be .,*ad [I corrortance -Ith UnSt.��Vna Or or 20 (D= PIS 0, awmardo. All Kin swas A. Joist trial rartan, f2,* ad arger) - I - Ii:- END .1,161cm 1 o. ' as am t- (4x em �, Z_.r s, cartel, r Z:t a. -1 DIA.I. a '2 " b.W DOM AND WNDOA I 'a F at - DZ F. I asst:tal L Slffpl. Open; 24F V4 OFM3EN insim DOM (L- Lavall, Main Lawal, Upper Larval) 2. Carts- or carlillvar: 24P V8 DF/0F pan 2 - FWakett C, Ali oN, turber: W-.Flr Standard or better. W. P�oodlorlartml stand board (OSBJ1. APA graded. L Panel wood doon: A Coordinate with witer N CAL BUILDING, MA -TRIMIS111 11, 111g. Wl=lt " '. 2. Rush wood d-I A Coarderatis with mner ran 3. Sitle Ard rall(swe 4 Cosd4s. Nish 6alanclo, schedule (bi, OUW62 J hq%�4,CAL ULDM the a. MA E LIST As "It 4. Pat[. d A Coardeat. Ith witerIll, NIh,,1wa led 1. 4(phill). =:4a L. Allwad.ano-Initta wl.sepond-sestabeprem-treand-ben, 5. Other. - A Coordinate with metals finish selection 2. Frant.1.6i APAgrdm W300 SPECIALTY DOM PIK 2 - Rod., 2. &last vh 1. 1/4' ( XOJ was division S 3. Clonlast itmes 3/4' (111,10) Eric! glass door: A. lordInate wish tafterill. Nish .1-1. bq others). 3. Thasen: A edfda, N, I. searae, do a nlIlsl (me division 11450) A. rca�%fi, 10, wj�L�Asrlalo finish selection echmeA, (Ibq Own). a . it Taa d aetan I pin=�o trw�wss. Design dermIngTe. dowell, Wt V8600 WCONNYL LUNDOA a R"' 'r.. -an 2 - Product C. -a d:1�1 1l;L�lZite27ttra "It be bii annure.twiC. �.ld' L Note: Eerass - " tl_ or . bd=.1. otste. Past did adhearvall, All mile, "It 0. of Ima far Intended pwv.. PC =bl, w4l"cim at A. Era 11111 th a "s do"= V8MdtSMW ;glftp[rQ :10 11 14. PX- table R602YI). Attach Minicar JoIne to flush hiseadert a I n� le ; a With . .7rhast sal .1 afWt me. then 41V alaravaths floctpar IRCseaTm MIO. an "'m or ITT T1thAAa:,t==,p I ,I,Iwh;. am Matters Ill assinit With 0 tmodwo:i *,Iw All=p.,ASTMAIIBWWL�� I. Fasteners), Am rteet ",L eat JAI, wool (ASIM C. D. EEU��-- .1 - .1 I -as. a- I. -.I. a 1. S. Past to . 1= Ise, Provide 1. A I ' wood, It W, protected bli a war or eave, mat be 0.taw A Cal with soluserial. finish Wact. dAdI. .1hits). qZ18truntaid 11 StSte: 1. Coordinate alth vaterl.11 finish Went. cnisaWl. choral 08100 WAFOWASS pan 3 - Enecutic, Pan 2 - product L The foll-ag will a%].9unles area an drVs,,,All =ad freeing decall. &.11 be litpen A Coard-Aseth terials Nish selection sdvd,[. (� =8 mentructed =", actra. wo ul- a A,.::dnI it, Ill he 1 11 1.6 to or the IPX- selling hell to able R602M) jjxl of Weather Str Ings Cocrel with Manorial, Nish e,leatt bl� it. 0 6). TITeervidsl Coordinate with motors finish selection sorhassula bS thenk lillawar, .Z1. am .4-curig .1 "Led. Am canfom W Mot, R6023(5) or the IRC. ITRY Part - Fro'dilot ANN QLAZW. art 2 - Produce CIA L dlass thicluesm to be desolated line and wind loading PC IRC. section RAN. b" At Coordinate with rutuarials Nish selection schedule (ict, atli 2. =Qlase PC [Ric, Section I.. 2. MH .11 A C.L,d W"I. firish.sileatlat schedule biI asher.). Insis to be silvered V4' nown. plat, glass. 3. Pll"Er A. Doctors. wiIhmoml, isnah..1-lat noreal (bV 4. Eat am Imnalrall END DIASICN 8 A Coordinate wftha�srlala schedule b� 1-2 a arew division 01002.1 all, an 19 rac.1-ariss. Base... am built-% efelven: A Casmilnete with most's nreshw,1�1" olvedule IN otivars). Plastic lassruite and wat'd surface slaterral.. A Cohlrdiscus with motels f`AIAhw,I;m ahmule flit, othen), END DIVIVOIN & DI'l.l. S FINISI-ISS Pan 2 - product L UJAN: Ses, the TYPICAL BUILOTNG3 MATEIRIALS' list ar, the d-ing.. A. Flwh L Coordinate, with N-1.1 2. Celina! Sea the 7rMCAL SUILDIN3. MArAL& net an ft drawings. A finish t Cmildhats Ith MW1816 ftahwalaction ecrwtsile, 3- will am -I:g NIANA "It Nve a Me- Ir P:n1d. ;;V,.- thus, 200, aml r=,allp Inclax of Wt greater Im, 2 IRC� 4. required A-,: A �%� o' =Xaarnl. r:q.d It ;:tttt p 1=1- W LRC. tactlore R102.42. " - t .11 ill. jaws 'ELJ 6. Metal cater to d we W=I., t Coordinate tarials schedule, Pan 3 - I.-(. L App$ .1 required In IPX. Crapter I am Table R1023L Nil at in place per table Rmwdu., A, �x m t,aml slarbl. III with notanall Nish ..Ndul. IN others). PIK 3 - ""Al" L Peter to sunrulsou...... _lwastart, FLDCz I- I T`P" .. .., material, Nish mlettlat schedule bq eltin). pert 2 - Procuen L TW. A Caffdowta MOO CARRETINS, Pan 2 - Prodocts 1. ad Fred; ,,th Y= A Coordinate finish seleal schadul, bq others) FARIMA 1. PAN =rml wfa- neusuFactuIC's racarramirdatl A. = mortals N election ohniel. bit others). M550 WALL COVERWIS PIK I - F"aw", 1, TIP.: A Cacmillus, with neterial, Nish olvoluts, (4 chan). END DIVISION S pilleas 10 SPECIALTIES L Hardware clathntear, 1,4' x 1141 an ornt Vessel a, detailed 2. Cots- 2=r- AKII AafV vart a. detailed. 3' "'of "'i ( OnW) 4, 01- - a, noted Call 7 .PL ES Pen 2 - Fred- 1. LocatclModw/Accei 4, Coordauste with moves Nish selection schedule (bli ourtin). Part 3 - Rocutlan L ase dl,.I- 0=11 re, sn- ...lablis requIllana, far Isrplawal. DEVICES A Cactal . with finish saltation eartudil. IN others). part 3 - Execution I Install I,= PC Jurisdictions - treeless, 5ATH ACCESSORIES Part 2 - Rachwinis 1. Toilet and bath A Coordinate with mortals MIshwelactIon sallsollis others). FIT SPECIALTIES Part I , Fradlw:fto I " A meet. I Nord "t, with 1.16 H,16h,,Iwtlm achdul, (biI 11-1 Clounal Cl.- A Coalrohnste With motill. ffirth aorneduls, (bgaiiam). 3. Perot, END DIVISION 10 I. V.- vow. A =.1thruitanal. fIrlh..1cau. schedule IN others). 11450 FESIDENDAL EQUIPMENT Par, 2 - �. I . T.E.,door, opetse(A). 't, With Nih..1-lon schedule (4 tlhiml 2. lz�=d cablVer tire-). 3. Free deu., with terial, Nish adectrani AwNdtss bII Owa). A. =t 1dd.11Q =: i. Mll Nish ealecelce sciradwe (bg othears). END DIVSICN 11 D"I.I. 12 PUR41SHMS lilisisas WINDOW TFiEAM29 pan. 2 - Rodecto L Windon, tmwuwaal� A Coordinate with motels Nish selection schedule (4 ourners). END DIVISION 12 SPECIAL CONSTRUCTION 13150 POOL$ Part 2 - Produutille L Bidder design 13196 ROT 11.15 pan 2 - produce 1. 111 A, Coordinate fti, mtwnal� Nish *election schedule (4 what). END DIVISION 13 Division 4 CON'syria. SYSTEMS - Plackem 1. Dorbselot: A. Manufacts-time.1 rusbar, L Coordinate with watenal. finish ..lection schll. bg atleer.1 END OIVSICN 14 Division 15 MC14AI41CAL Pan I - 6-11 spot W be bidder d"i MI IS lan 4% 11=1 �sssml Requires-, 13. = plane far ri runwous, St. I- a1IITt1hm , 1, 1= ".It be llsed eased as, load, M ==J te woom "5 a""O" ppl-mllretteg. coolVaeaAall. "'Wil - -t I I= - d.-. I- A. LwI1:tT.fth 54M F."Ird, Pwn 2 - Proal I. "I and Fittl A pabtic af aim rsqd far tN intended pwrpmm L cast Iran with coralannolon asoprears, Jolene per locations shaten an the .1-Ings. 2. PWvd. dear -outs at made, 5. -1 A55 L ""'-=1=.d we PL.11 v.1- vi . I, build I lx=lull- motaltj After ths, gas - The I" he[[ be lamenued -to. or am be ncembla. D. WIN L.; L II &ad.- 11/4' tLr K w;LY.,d nilder a 2. Ab-Gr1deTqs sde.ftealder 21 p"Th Pays; A hweter-- (Duals In .I.) 1,11 IOU and it. wassal, ne'sattar, I, C. t " 'C,""Tod wi =",�Wva pl- In' , . 3, P. posebal n= L �0dlnnw With - mteml rai; cruise.). . ai ar IQ A = 'T' -1. an .1, It. in garage bg men ftt-off velve with tapareas, shut-orr and drei valva. DW PL"Wl (aaw 4. Ationi Sprinkler Newer, bidder dftlg,) pan 3 - assault L to jurisdictional Iq.talares and feratior, 1, a nema=to g- rmurremste. I -art 2 - Product L Forced Air: A R -pt" L=dfllaustarsilth wusCI.I. Nish chclul. fbq cillin). B. Duct warrI,.W1 MWItIon: L Coolant, .1th molts. Nish selection schedule (bu tersest Air at.-: L Cw1 te with WI finish selection died,], (bj otherre). Controls, 1. Coordinate with wateriale Ilitorn Select[= scisedulie (bg allwo). W"W" 21M1..LI11.11:%1L .1.. 1 IP F. I '1'- `0 at !�art bastion pC""N= It il. UM.'solveleM� " res"o 3. 8- ft- plane for Usall, flause VAIAllatlannswitt-sents. 4. Veto: S. I. Cooralklate with mosol, nnlh,,Iwtlm alredula (lag others). E"wet. Ducts, MSA Termusts, -Wd. lanidIng ad aqw, with becluer. la.p- par IRCIsti ,133. :6. a7c= $hwil be aheseted in accandance with aneuratima uetructlars, 4 IRx, E, .I, pistol elvil be placed PC IRC. MEMB, Pan 3 - F,-tl. I The Installs, to design ft stints to TOFflaws Jurisdictional requirement Am reaction In runcer con'llownt with Industrij Under ISrw to gment towestaro. II DIV SICN 15 DIVI.I. 16 c, ECMCAI IkWV GENERAL Freft I - Serialist 2, real. as Pj=, _ isenam, =11saCe. 3. Collimator to Provide lecv1sal dulgroci i'tjosse, miss a-Itirti: fall- lehusig plan nt d dInate with otter trades Pan 2 - Product I lure AM 5cmi A Volt; 12 &A W U. 1� GFI - Dlp Locations IS we V-ha ecand 2. ".., b-tc; I.beilm! A C� ritp Bidder Design tr W later Design a (1) 2 V2' schedule W Pvt� cand, t at now .11 far sImCIaj evylas am (1) SM. dl&,- . 810' long gal-Ited Wall e 4 Urer grourt) rat grawal 4. Emus D-- A provide and ewtail PC IRC�.ecrtloa F34. 5. Ft. l.ran A P-lals, arsd stoll par NEC. and as requires! bg governmg fire war6hal. K 3 - E-- L The Installer to d to Is. Jurisdictional requirements Am froat In an annat acteldect sit VZ4 na=d. Wer to geretral raqw-ent end IP.1- 16200 COM!MICAT PIK 2 - Product Itil 1.1s, wall schedule bij end-). 2. FINNA 1ptes, A Coordimts with morials finish swastlas saismisne (bg .9-). 3 kit 1. powo. with A Caramseass M 1h ..lawal!on schedule (1,9 others). Sim with not A 71:. eas N: ..lectlon schedule IN utaa). 16500 LIC41flm PIK 2 - Product L Flutersi L Coordinate with .,oloo Neat A sunew. or ISA, of all harfinutles NII ow high I'll it. C.,u: A SaltaralL Coalition, with Will. larlh..1-von ed-tic, ,. Canst-, L Catardsiate with fbij there). 4. Eases: L C"a"'Yets with Wt at?-. 5. COW: L Coordinate idthmatiersel, N1.1hWeall. dhml,V�athwri PIK 3 - Ellecklon jurisdictional requirement. I'd funal. 1, L anal'sal Feet. to 0-1 reuturresseno. . = caaw=z. '0. epnn - END DIVISION 16 PTVI.I. 11 ENEFOY FISWIFIEMENTS ATE ENEWY CODE serserat Notes I Frar I*EO R401A Ild= carstacuscl lo Ila .1, ea� �swow�whwt'm I ="It Its ge. TIrs newcus of partti cordwatmg ft test and provi ad to ft ad. 2. PC USEC R40BIL at 1"' unift "It 1. capable of carValleg 11" =PC "It be ..I.. L) 0 V.4 1.4 +00 04 0 V.4 .10 >.a 00 V-4 0,4 rA va 14 0 0 ICA cis x 00 -a -2 C E-� TITLE JOB NO.: 1111115.05 SrARTING NO - 111111503 SHEET -Al- APR 2 5 29T BUILDING r- F- FOUNDATION PLAN 5�1. 1/4'-]'-0' EXISTING DIMENSIONS VERIFY ALL EXISTING DIMENSIONS FRIO TO START OF CONSTRUCTION. WALL LEGEND EXISTING WALLS =T EXISTING WALLS TO BE REMOVED *====t NEW WALLS rXISTIM. AND NEW WALLS ABOVE - UN.O. exienw. FOUND. WALLS NEW FOUND. WALLS GENERAL FRAMING NOTES 1. SEE TYPICAL MATERIALS LIST ON SECTION SWEET 2. SEE SWEET A-1 FOR ALL GENERAL NOTES AND FOR ALL REQUIREMENTS CONCERS11W. MECHANICAL, PLUMBING, AND ELEOMCAL. 3. TRA% DESIGN BY MFG. TRJS$ PLAN SHOWN 18 FOR GENERAL LAYOUT ONLY. SEE DIV. bloo SHEET A -I TRUSS LOADING. SEE DIV. 01002.10A 814EET A-1 TRJSS , SPAN PER FLOOR PLANS TRUSS TYPE PER ROOF FRAMING I'LAN 4. ROOF FRAMING SPACING, 24' ... UN.O. 5. ROOF PITC14- EXTERIOR PER ELEVATION INTERIOR PER SECTION. 6. RAFTER TAIL 2x4. VERIFY. 1. ROOF TAIL AND RAKE OVERHANG PER ROOF PLAN. S, ALL HEADER$ ARE 4.10 DF -2 UND. PROVIDE (1) TRIMMER STUD UP TO 4'-0' 51-AN AND (2) TRIMMER STUDS OVER 4`0' UN.O. SEE DIV. 06100 HE IT A-[ a r HEADERS TO BE INSULATED W/ MIN. R-10 INSULATION S. STUD NOTCHING AND BORING PER I.R.C. SECT. R602.6 SEARING OR EXTERIOR WALL MAXIMUM NOTCH 25%, BORING 40M. 60% MAXIMUM BORING IF DOUBLED WITH NOT MORE T14AN (2) SUCCESSIVE STUDS BORED. 7 N ,��-IBISARI.NGMZIMUM NOTC44 40%, BORING 60%. r—FOUNDATION KEYNOTES CONCRETE STEM WALL S' WIDE WITH MIN. FOOTING. SEE DETAILS FOR ADDITIONAL INFORMATION. SEE DIV 5 SWEET A-1 CONCRE E STEM WALL 6- WIDE UT14 MIN. 12'xr,' IOOTINGT rr DETAILS FOR ADDITIONAL SEE DIV. 3 SHEET A-1 STIEE� TROWELED FINISH, W1 6x6 WlAxWIA WWF FP-3 CONCRETE SLAB ON GRADE SHALL 159 4- THICK ON 4 GRANULAR FILL * SLOPE 2' TO DOOR or PROVI z THICKENED EDGE AT DOOR CEE DIV. 3 SHEET A-1 &x" POST ON CS66. I' ABOVE SLAB ON 36,x3o'.8, MAT FOOTING ON SOLID SUBSTRATE Uv(4) -4 BAR EACH WAY. SEE DIV. 3 SHEET A-1 CRAWL SPACE VENT. SEE CALCULATION. SEE DIV. I SHEET A-1 F-F-p:T) ALL CRIPPLE WALLS AIRE 2x& OR 3.4 UND. 14' MIN STUD LENGTH PER IRC Sr =E DIV& SWEET A-1 f-F-P-7 4xI0 BEAM LIN , U.N.O. MIN. I' CLEARANCE FROM .7 r CONCRETE AT END or SEAMS SEE DIV. r. SWEET A-1 f-F-p7 4x4 PRESSURZ TREATED POST (SCA5 POST AND BEAM WITH 2.4) ON SO- FELT ON MAT FOOTING UN.O. PROVIDE 4�6 POST . 15EAM SPLICE 4 POSITIVE CONNECTION FROM POST TO FOOTING. PER DETAIL 16/Dl. SEE DIV. 9, SWEET A-1 6 MIL BLACK POLYETHYLENE GROUND COVER ON GRADE SEE DIV. I SHEET A-1 CEDELECTRICAL SERVICE: PROVIDE (1) 2 1/2' SCHEDULE So PVC CONDUIT FOR ELECTRICAL SER_V[Cr AND (1) S/S'x20'LCNG GALVANIZED ROL) FOR ELECTRICAL GROUNDING. SEE DIV 16 AND VERIFY W/ SITE CONDITIONS BLOCK OUT IN STEM WALL FOR DOOR$, HVAC, ETC, AS REQUIRED 10'x24'CRAUL SPACE ACCESS. INSULATE AND WEATHER STRIP. SEE DIV. 01002.1 SHEET A.1 PRESSURE SL DIKING Or SAME SIZE AS ADJACENT JOlosT. 24. X24'XI' MAT FOOTIW. ON SOLID SUBSTRATE W/ 2) -4 BAR EACH WAY OR 2'Xl' STRIP FOOTING PER DETAIL 161DI 30-130'11' MAT FOOTING ON SOLID SUBSTRATE W/ (2) -4 BAR EAC14 WAY OR ID'Xl' STRIP FOOTING r PER D =TAIL 16/r.>I. 36'X3" 'X12' MAT FOOTING ON SOLID SUBSTRATE W/ (2) -4 BAR EACH WAY STUB STEEL 12' INTO SLAB - T2'.. FLOOR JOIST SEE DIV. & SHEET A-1 4xS BEAM LINE, SOLID BLOCKIW, BETWEEN JOIST OVER SUPPORT. SEE DIVISION 06100 SHEET A-1 PROVIDE SOLID BLOCKING TWRU JOIST SYSTEM TO PROVIDE SAME AREA or BEAM SUPPORT AS ABOVE AND BELOW SEE DIV. 6 SHEET A-1 MIN. I' CLEAR,6NCE FROM CONCRETE AT END OF SEAMS EXTEND PIER MIN 10' BELOW SURROUNDING GRADE VDIAMETIER STEEL POST EDGE Or CONCRETE SYMBOLS & LEGEND 0 (D PONT LOADS FROM ABOVE (p'vE.T LOADS FROM ABOVE W/ LOADING 0 Z POINT LOAD TRANSFEPjWG DOM POINT LOAD TRANSFERING. DOWN W/ LOADING HANGER POINT LOAD TRANSFERE� BY KICKER Oe 14OLD DOWN WITH sar DESIGNATION APOVIE 'TICAL STRAP WITH SIZE DESIGNATION TOTE USED ON FLOOR BELOW 14ORIZONTAL STRAP WITH SIZE DESIGNATION NDICATI55 15EAM CALCULATION WITH (D �NDIEXSD NUMBER WALL A50VE WALL BELOW NOTE, UNLESS OTHERWISE NOTED, ENGINEERING AND CALCULATIONS ARE NOT PROVIDED IN THESE DRAWINGS. 0 0 U SO m+-) 14W 1:4 ra 0 0 cd tn 00 APR 2.5 13UiLL,-:-, F L! L. D11-1. 2'-11 I� 2110 1/2' S-101 P.T. 4x4 POST W/ A5U44 BASE (TYP.) IS L L c OF - - - - - - - - - - -- FJ E �-2 - pp -I - - - - - - a-t-�O- u 'T ----------- Patio Slab EXISTING - - - - - I - - - - - Concrete Slab I rxisTING ------------------------------------------ - - - - - - - - - - J 1: L - - - - - - - - - - - - - - - - - - 4 — - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Lower Floor Slab Iv-s V4' IV-4 3/,V rXISTING I aara e Slab II;,- c b�- 0_ L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - : - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ------------- ----- ---------- I r --------------------- I IM -J ------------ Z� PH) T-2- V-11* V-2 in, 2 261-3 lal REV] SEDPLW GENERAL FRAMING N =TES I. P AL MATERIALS LIST ON SECTION SHEET ::: TYEIICT 2. SH A -I FOR ALL GENERAL. NOTES AND FOR ALL REIMUIREMENTS CONCERNING MECHANICAL, PLUMBING, AND ELECTRICAL. 3. TRUSS DESIGN BY MFG. TRUSS PLAN SHOWN IS FOR GENERAL LAYOUT ONLY. SEE DIV. 6100 SWEET A -I TRUSS LOADING. SEE DIV. 01002.10A SHEET A -I TnSS SPAN PER FLOOR PLANS TRUSS TYPE MR ROOF FPAMIWG PLAN 4. ROOF FRAMING SPACING, 24'o,c. UN.O. 5. ROOF PITC14- EXTERIOR PER ELEVATION INTERIOR PER SECTION. 6.RAPTER TAIL 2.4. VERIFY. 1. ROOF TAIL AND RAKE OVERHANG PER ROOF I -LAN. S. ALL HEADERS An 4XIO OF -2 UN.O. PROVIDE (1) TRIMMER STUD UP TO 4'-V' 81-AN AND (2) TRIMMER STUDS OVER 4'�O' UND. SE DIV. 06100 SWEET A -I HEADER$ TO BE INSULATED W/ MIN. R-10 INSULATION S. STUD NOTCHING AND IBORING PER I.RC. SECT. R602.6 BEARING OR rXrERIOR WALL MAXIMUM NOTCH 25%, BORING 40%. 60% MAXIMUM BORING IF DOUBLED WITH NOT MORE THAN e2) SUCCESSIVE STUDS BORED. NON-BrARING AXIMIM NO I Q�11 40%, 50RING 60%. FOUNDATION KEYN CONCRETE STEM WALL a' WIDE WITI4 MIN. 151.11 rOOTIN& SEE DETAILS FOR ADDITIONAL INFORMATION. a zr r 2 DIV. 3 SWEET A -I f FP-2 CONCRETE STEM WALL 6' WIDE WITH MIR 12.6- FOOTIW. SEE DETAILS FOR ADDITIONAL INFORMATION. SEE DIV. 3 SWEET A -I CON TIE SLAB ON GRADE SHALL BE 4'THICK FP-3 STEE`�RTEROWELIZD FINISH, W1 &xr.,WI.4xW A UXUr I" ON 4 GRANULAR FILL. SLOPE 2 To DOOR. PROVIDE THICKENED EDGE AT DOOR SEE DIV. 3 SWEET A -I 91xG POST ON c 66. 1' AI5OVr SLAB ON 36 x3c, 'xS'MAT FBOOTING ON SOLID SUBSTRATE WI(4) -4 BAR EACH WAY. SEE Div. 3 SHEET A -I --- RAWL r C 'PACIE VENT. SEE CALCULATION. f FP-57 SEE DIV. I SHEET A -I f-F-p7� ALL CRIPPLE WALLS AIRE 2x& OR 3.4 - 16' UND. 14'MIN STUD LENGTH PER IRC- SEE DIV. & SHEET A -I 410 BEAM LINE, UND. MIN. I- CLEARANCE FROM CONCRETE AT END OF BEAMS SEE DIV. r. SHE =T A -I r 4x4 PRESSURE ME P I r_FP7 ATE -CST (SCAB POST AND BEAM WITI4 2.4� ON SO- FELT ON MAT FOOTING UN.O. PROVIDE 4.6 POST - 5SAM SPLICE 4 POSITIVE CONNECTION FROM POST TO FOOTING. PER DETAIL 16/r.>I. Orr DIV. 6 SHEET A -I m S MIL BLACK POLYETHYLENE GROUND COVER ON GRACE. SEE DIV. I OWErT A -I ELECTRICAL. SERVICE: PROVIDE (1) 2 1/2' SCHEDULE 80 PVC CONDUIT FOR ELECTRICAL SERVICE AND 5/8'.20' LONG GALVANIZED ROD FOR ELECTRICAL GROUNDING. SEE DIV. 16 AND VrRlr'r W/ SITE CONDITIONS ISLOCK OUT IN STEM WALL FOR DOORO, WVAC, ETC. AS REQUIRED ISN24' CRAWL SPACE ACCESS. INSULATE AND WEATHER STRIP. SEE DIV. 01002.1 SWEET A -I PRESSURE NG OF SAME SIZE AS ADJACENT JSOLISCKI 24')<24'XI'MAT FOOTING ON SOLID SU55TRATE W (2) -4 BAR EACH WAY OR 12'Xl' STRIP FOOTING PER DETAIL I&/DI 30'X30'XI'MAT FOOTING ON SOLID SUBSTRATE W/ (2) -4 BAR EACH WAY OR 15'XI' STRIP FOOTING PER DETAIL 16/01, 3&'X 6' 12' MAT FOOTING ON SOLID SU55TRATE 3 >2 W, �2) -4 BAIR EACH WAY STU5 STEEL 12' INTO SLAB - 12'.. PLO R JOIST OrEO DIV. 6, SHEET A -I 4xS BEAM LINE, SOLID BLOCKING BETWEEN JOIST OVER SUPPORT. SEE DIVISIO14 06100 SWEET A -I PROVIDE SOLID BLOCKING TWFW JOIST SYSTEM TO PROVIDE SAME AREA Or BEAM SUPPORT As ABOVE AND BELOW SEE DIV. & SWEET A -I MIN. P CLEARANCE FROM CONCI;MTS AT END I BEAMS EXTEND FIER MIN V BELOW SURROUNDING GRACE 3. DIAMETER STEEL POST EDGE OF CCNCRZTr ffR5 �APPROVED s IL;DING ]DIVISION PLANS t:X,%N11NER . I T., tA41g.2, )ATE FOUNDATION PLAN 5,11. 1/4'-]'-0' EXISTING DIMENSIONS VERIFY ALL EXISTING DIMENSIONS, PRIOR TO START OF CONSTRUCTION. WALL LEGEND EXISTING WALLS EXISTING WALLS TO BE REMOVED NEW WALLS :XISTING AND NEW WALL.5 A50VE - U.N.O. XISTING FOUND. WAI-1-5 2==M= NEW FOUINDP WALLS 0 C) POINT LOADS FROM A50YE (PAINT LOADS FROM ABOVE W1 LOADING POINT LOAD TRANSPERING DOWN "'IT LOAD TRANOPIERIN. DOWN .1 LOADING HANGER POINT LOAD TRAN5FFRE� BY KICKER HOLD DOWN WITH SIZE DESIGNATION VE TICAL STRAP WITH SIZE DESIGNATION TOR51E USED ON FLOOR BELOW HORIZONTAL STRAP WITW 51ZE DESIGNATION NDICATES 15SAM CALCULATION WITH NDEXED NUMBER WALL AE30YS ==== WALL BELOW NOTE, UNLESS OTWEMISE NOTED, ENGINEERING AND CALCULATIONS ARE NOT PROVIDED IN THESE DRAWINGS. U 0 Ile 04 rA d 6� z 0 Tm-E JOB NO.: 10115.21 STARTING NQ: 19115.0$ A2 R0?-01 el - 04111q wil 09 ^,^= -j ca,w,-v c(DIFY %-Wammr 7 F L SYMBOLS AND LEGEND R FAN� DIRECT VENT TO OUTSIDE -BATHROOMS/LAUNDRY go CFM MIN' .KITCHEN 1EXHAUSTHOOD TO BE = MIN. or 00CFM. IF EXHAUST WOOD EXCEEDS 40OCFM MAKE UP AIR MUST BE PROVIDED PER SECTION MSMA. FUJ� CONTINUOUS WHOLE-HOUS5 VENTILATION SHALL OPERATE CONTINUOUSLY SYSTEMS MUST CONFORM TO I.R.C. MI5013 4 SIZED PER TABLE M1501330) CONTROLS TO ISE LOCATED AT FORCED AIR UNIT ffl THERMOSTAT - SO' ABOVE FLOOR (D 110v SMOKE AL RM PER i.RC. IR314 WITH BATTERY BACXUP INTERCONNECTED USE A COMBINATION SMOKE/ CAR15ON MONOXIDE ALARM WHERE NOTED MECHANICAL., PLUMBING' AND ELECTRICAL SYSTEM FOR UNIT& PER DIV. 15,16 SEE SHrrTAI F _u-1 G A. PROVIDE V DIAMETER FRESH AIR INTAKE FROM OUTSIDE TO RIETUR4 PLENUM AT FURNACE WITH MOTORIZED FLOW DAMPERS. 5. PROVIDE THERMAL. EXPANSION TANK , AT WATER HEATER C. STRAP WATER �IEATFR TO FRAMING TOP AND OTT 1� D. PROVIDE PRE :E:U E RELIr =r _ LINE PLUMBED TO 0 1 t- B10-01 V-3' V-3' 11-1 V-0- V-2 SN W-4 1/8' 3'-( . 1/4' ,gpl , �,/,ap vp , is VES EXII Fy I TM I L C 91, REMOVE EXISTING- WNDOwr DOOR W I TO A :2 UL '111SULAT 1 ,.i OF R-15 Sw-1 Work ?hop -- --------- F__ _All c"'M T 6" - - - - - - - - - - - - - - - - - - - - ------------------ Uth 7 I[L I'v c;t- vto Great Room P-I --------------------------- IV-0 1/4' ------------------------ - + 10-4 3/4' mg-6 w ILI' 4-41/4' 1�-S' 1, 10-0 3/4' 3,41/2, V-2- EXISTW, &A2 SEAM Kltchc;� I IM WRDW0 oz-ou.N., D liz. Garage SEAM 4 RVAC 216 CONCRI�TE Y.S. all txu APJ.6W__ .00 Bedroom #2 Osp CARPET L ==L ;A 4L _n Bedroom #1 CARPE rIL EXISTING 6040 I Sw-1 IL L ------ LE-jil I VEPjFy EXISTING - - - - - - ITIONM - - - - - - - ------ 1_1 R (L X14. WAQJs -0, EXISTING BRICK VENEER PROVIDE NEW WATER TABLE 4 ADHERED MASONRr VENEER TO EXISTING ADHERED MASONRY VENEER LU/ 61 HIGH r _UR5 WAU. PER IELEV. 31-1 in, V-Sin, 11-1. W-S 1/2' 1') 6- Vloov- STRUCTURAL RrVi'�'V LOWER FLOOR PLAN S-1. 1/4'-l'-O' A. �* k1191� -GENERAL PLAN NOT 1. SEE SHEET A-1 FOR ALL GENERAL NOTES AND REQUIREMENTS. 2. ENEF53Y AND AIR QUAILITY INFORMATION SEE DIV. 11 SHEET A-1 3. SEE BUILDING ELEVATION FOR WINDOW OPERATION SEE DIV. 8 SHEET A-1 4. SEE TYP. MATERIALS LIST ON SECTION SHEET r, SEE 514EET A-1 FOR ALL NOTES AND REQUIREMENTS CONCERNING MECHANICAL, PLUMBING, AND ELECTRICAL. FLOOR PLAN KEY NO OCCUPANCY SEPARATIOM APPLY (1) LAYER Or IV0111-5. TO GARAGE SIDE Or RESIDENCE, ATTIC SPACES, AND TO ALL BEAMS AND POSTS SUPPORTING A FLOOR�CEILING ASSEMBLY. APPLY (1) LAYER Or %'TYPE 'X'GILUE. To GARAGE CEILING WHEN UNDER HABITABLE ROOMS. DUCTSTHROUGH WALL OR CEILING COMMON To HOUSE SHALL HAVE MINIMUM 26 GAUGE STEEL SEE DIV. 01002AA. SHEET A-1. 146'MIN. SELF CLOSING SOLID WOOD CORE, WONEY- COM5 CORE STEEL, OR 20-MINUTIE FIRE RATED DOOR SEE DIV. 01002,615. SHEET A-1 STAIR ASSEMBLY NOTES: PER I.R.C. SECTION R3115 AND DETAIL 12/D2. A. HEADROOM MNL & -S', WIDTH MIN. V-0'. B. TREADS 10'MIN. DAH AND MIN. WIDTH OF 36- A50YE HANDRAIL HEIGHT, RISERS IWMAX WT. TREAD NOSING TO BE MINIMUM 3/4' AND A MAXIMUM Or I 1/4'ON STAIRS WITH SOLID RISERS. C. HANDRAIL MIN. 34' TO MAX 39' A50YE TREAD NOSING. HANDRAIL TYPE I CIRCULAR TO HAVE IWMIN. To 21 MAX. CROSS SECTION DIMENSION AND I 1/2'MIK CLrAR FROM WAL.L, RETURN RAIL ENDS. WAND"LS SHALL BE STRONG ENOUGH TO RESIST A 200 POUND POINT LOAD IN ANY DIRECTION PER I -a TABLE R301D D. INSTALL FIRE BLOCKING BETWEEN STRINGERS AT THE TOP AND 50TTOM Or EACH RUN PER .RC, R302.11. E. COVER USABLE SPACE UNDER STAIR W/ li I aws. PER I.Rz. SECTION P=.i. F. INTERMEDIATE BALUSTERS SHALL BE SPACED W/ LESS THAN 4' BETWEEN BALUSTERS. G. PROVIDE STAIRWAY ILLUMINATION PER 1A.C. SECTION R303 . SEE DIV. 01002.1 SHEET A-L FP-4 SAFETY GLAZING PER ECTION R30S A WINDOWS WITHIN 10' ZaFLOOP 5. WINDOWS WITHIN A 24' ARC OF DOORS C. WINDOWS AT TUBS AND SHOWERS 0. GLAZING IN DOORS E. LESS THAN 60' WOR17 FROM THE SOT. STAIR TREAD NOSING, 4 SOT. EDGE OF GLAZING [a LESS THAN 3r.' A5V. LANDINGAUALKING. SURFACE SEE DIV. 0"00 SHEET A-1 r, SGRES WINDOW PER IRC., SECTION R310 SEE DIV. 006,00 SWEET A-1 IGNITERS FOR GAS FIRED APPLIANCES IN GARAGE TO BE 18' M N, ABOVE TOP Or SLAB. Z SEE DIV. IS SH =T Er COVER WALLS ADJACENT To TUBS AND SHOWERS WITI4 NON-ABSORBIENT MATERIAL TO 12- ABOVE DRAIN INLETS, PER IRC. SECTION 30'1.2. SEE DIV. OB250 SHEET A-1 (2) LAYERS OF FLOOR SHEATHING OVER FRAMING. 'TWMAX. RISER WITH I&MIN. RUN, IF MORE THAN (3) RISERS, HANDRAIL REQUIRED PER LRC. SECTION R3111Z. SEE DIV, 01002.1 SHEET A-1 18'.24' CRAWL SPA I ACCESS. INSULATE AND WEATHER T,,,-. S.r. DIV. 01002.1 SHEET A -I f F) 22N30' ATTIC SPACE ACCESS W/ 30' HEAD CLEARANCE. INSULATE AND WEATHER STRIP. SEE DIV. 01002.2 SHEET A-1 CEDFLOOR MATERIAL BREAK LINE WALL LINE ABOVE WALL LINE BELOW FIREPLACE ASSEMBLY NOTES: A DIRECT VENT GAS FIREPLACES, MUST BE LISTED, LABELED 4INSTALLED PER t-r-G. SPECIFICATIONS, SHALL CONFORM TO IR.C-RIFQUlI;REMFNTS. SEE DIV. 01002.12 SHEET A-1 5. ZERO CLEAR,6NCIE FIREPLACES SHALL �06NIrOFA;!M TO I.R.C. REQUIREMENTS. Stir DIV. 01002 12 4T .1 C. HEARTH SWAL.L CONFORM TO IP-C REQUIREMENT SEE DIV. 01002J2 D. PIREBLOCK OPENINGS AROUND FTNETRATIONS EACH FLOOR PER I.R.C. SrCTIOt R 003.3. 1, 1.� E. FIREPLACE ML15T COMPLY WITH UL 121 TESTING SEE SITE I'LAN FOR EXTENT OF WALKS 4 DRIVEWAYS VDIAMIETIER STEEL POST 3( - GUARDRAIL FER LPr_ SECTION R312 4 TABLE R301.5 CONTRACTOR To VERIFY To INSPECTOR THAT ALL GUARDS 4 RAILINGS ARE CAI -ABLE OF RESISTING 2001b LOAD ON TOP RAIL ACTING IN ANY DIRECTION. '. VENT FOR MECHANICAL. I' CLEARANCE ALL SIDES PER IP-C, SECTION R10053. SEE DIV. 15 SHEET A -I PLANT SHELF UPPER AND LOWER LINEN CABINETS SCf:FIT AREA FP-2 INTEGRATED MAKE UP AIR fP-24� 2.6 STUDS W/ R-21 INSULATION MIN. EXfff-ING DIMENSIONS VERIFY ALL EXISTING DIMENSIONS PRIOR TO START OF CONSTRUCTION. WALL LEGEND EXIST[W. WALLS :V =L EXISTING WAL.L6 TO BE REMOVED Z====* NEW WALLS EXISTING AND NEW WALLS A50VE - UN.0, EXISTING FOUND. WALLS NEW FOUND, WALLS SQUARE F09TAGE EXISTING _ PROPOSED WORKSHOP 112 sF 112 sF MAIN FLR 1269 SF (41'34) 1463 sF LOWER FLR 710 sF 710 sF TOTAL 2091 IsF (+ie4) 2285 sp UNFINISHED N/A sF(4w) 50 GARAGE 465 SF(+161) :F 626 F CVRD PORCH N/A sF 24 SF DECK W.P. 489 SFf(+-8'25)9) i3O/82 SF 9 1 rA 0 M z 0 C) 0 04 Lo cc Lo 00 FE TITLE JOB NG: 19115.05 STARTING NQ: IIIIIM SHEET A3 APR 2 5 20119 BUILDING r- —1 r- L MAIN FLOOR FRAMING PLAN S-I. 1/4'-l'-O' GENERAL FRAMING N 1. SEE TYPICAL MATERIALS LIST ON SECTION SWEET 2. SEE SHEET A-1 FOR ALL GENERAL NOTES AND FOR ALL REQUIREMENTS CONCERNING MECHANICAL, PLUMBING, AND ELECTRICAL. 3. TRUSS DESIGN BY MFG. TRIMS PLAN SHOWN 16 FO GENERAL LAYOUT ONLY. SEE DIV. 6100 SHEET A-1 TRUSS LOADING, SEE DIV. 01002.10A SHEET A-1 TRUSS SPAN PER FLOOR PLANS M55 TYPE MR ROOF FRAMING PLAN 4. ROOF FRAMING SPACING, 24' ... UN.O. r, ROOF PITCH- EXTERIOR MR ELEVATION INTERIOR PER SECTION. RAFTER TAIL 2x4. VERIFY. 1. ROOF TAIL AND RAKr OVERHANG PER ROOr PLAN. S. ALL HEADERS ARE 4.10 OF -2 UN.O. PROVIDE (1) TRIMMER STUD UP TO 4'-0' 51-AN AND (2) TRIMMER STUDS OVER 4'-0' U111-0. SEE DIV. 06100 SWEET A-1 WrADERS TO BE INSULATED W/ MIN. R-10 INSULATION S. STUD NOTCHING AND BORING PER LRC. SECT. F*02k BEARING OR EXTERIOR WALL MAXIMUM NOTCH 25%, BORING 40%. &Or. MAXIMUM 5ORIW3 IF DOUBLED WITH NOT MORE THAN (2) SUCCESSIVE STUDS BORED. NON-13EARING MAXIMUM NOTCH 40%, BORING &M. HOLES NO CLOSER THAN 5/0' TO FACE or STUD. ---j FRAMING PLAN KEYNOTES BACK FRAMING AND SOFFIT AREA AS REQUIRED TO ALLOW FOR HVAC DUCTING. SEE DIV.1S SWEET A-1 RAKED PONY WALL ON TOP OF LOWER ROOF FRAMI MEMBERS SUPPORTING UPPER ROOF FRAMING MEMBERS. ALIGN EDGE OF JOIST WITH FACE Or WALL ALIGN INSIDE FACE OF MEAM WITH OUTSIDE FACE OF WALL UPSET - BOTTOM Or BEAM EVEN W1 BOTTOM OF JO JO:ST AND TOP Or BEAM EXTENDS UP ABOVE STS, TOP OF BEAM IS FLUSH WITH BOTTOM Or JOIST WITH NO TOP PLATE. CUT ADJACENT FRAMING MEMBERS INTO BEAM FOR ADEQUATE SUPPORT. Ar C SPACE VENT SEE[ CALCULATION SEE DIV. 010023B SWEET A-1 FLOOR JOIST - SEE SCHEDULE DIUS. SEE DIV. 06100 SWEET A-1 SEE ELEVATIONS AND SECTIONS POP. _9 PLATE HE IGHT PRE SURE BLOCKING SEE - O&ICO SHEET A�l DIV FLUSH - BOTTOM OF BEAM EVEN W/ BOTTOM OF JOISTS EUTOP OF 5 AM FLUSH W/ TOP OF JOIST AND BEAM EXTENDS DOWN BELOW JOISTS Top OF BEAM 3' BELOW TOP OF FLOOR TRUSS. FLOOR TRUSSES TO BE TOP CHORD BEARING. 2. OVERFRAMINa. - 241 CC, PROVIDE 2.6 STRONGIBACK PURLINS AND 2x KICKERS AT &'-0'.0 TO TRUSSES BELOW. fr ._Ir , 2X& CEILING JOISTS - 24' OC SYMBOLS & LEGEND 0 (D Po LOADS FROM A50VE 'PA�N'T LOADS FROM ABOVE W1 LOADING 0 POINT LOAD TRANeFrRlW3 DOWN ?ell POINT LOAD TRANSFERING DOWN Ul/ LOADING P' HANGER POINT LOAD TRANSFEREIJ BY KICKER HOLD DO. WITH .1. DESIGNATION VE 2CAL STRAP WITH SIZE DESIGNATION TOTE USED ON FLOOR BELOW HORIZONTAL STRAP WITH sar Drsicawicm NDICATIFS BEAM CALCULATION WITH (D 'INDEXED NUMBER WALL ABOVE WALL BELOW NOTE. UNLESS OTHERWISE NOTED, ENGINEERING AND CALCULATIONS ARE NOT PROVIDED IN T14ESE DRAWINGS. 901 rA C) .0 QD z @ S2 CIS N 00 R SHEET 4 0 A4 APR 2 5 2019 BUIDING r- L L FBI 0 11 r 7 -9 7-7 -7 TAF —fir PLO, I 01 V-1 MAIN FLOOR FRAMING PLAN Scal. 1/4'-I'-V' GENERAL FRAMING N 1. SEE TYPICAL MATERIAL.6 LIST ON SECTION SWEET 2. SEE SHEET A -I FOR ALL GENERAL. Nola$ AND FOR ALL REQUIREMENTS CONCERNING MECHANICAL, PLUMBING, AND ELECTRICAL.. TRJSS DE51GN By Mrl- TIWSS PLAN SHOWN I$ Fo GENERAL LAYOUT ONLY. SEE DIV. 6100 SHEET A -I TRUSS LOADING. SEE DIV. 01002.10A SWEET A -I TRUSS SPAN PER FLOOR PLANS TRUSS TYPE FSR ROOF FRAMiWa PLAN 4. ROOF FRAMING SPACING, 24' 0= UND. 5. ROOF PITCH- EX-MRIOR PER ELEVATION INTERIOR PER SECTION. IRAFTE TAIL 2x4. VERIFY. 1. ROOF TAIL AND RAKE OVERHANG PER RDOP PLAN, & AL.L HEADERS ARE 4.10 DF -2 UN.C. PROVIDE (1) TRIMMER 57UP UP TO 4'-0- SPAN AND (2) TRIMMER STUDS OVER 4'-0' UND. SEE DIV. 06100 SHEET A -I HEADERS TO BE INSULATrP W1 MIN. R-10 INSULATION STUD NOTCHING AND BORING PER LRC. SECT. P602k BEARING OR EXTERIOR WALL MAXIMUM NOTCH 25%, 5CRING 40%. 60� MAXIMUM BORING IF DOUBLED WITH NOT MOIRE THAN (2) SUCCESSIVE STUDS BORED. NON-BIFARING MAXIMUM NOTCH 40%, BORING Set. HOLES NO CLOSER THAN S/&' TO FACE OF STUD. —FRAMING PLAN KEYN—O—TET� BACK FRAMING AND SOFFIT AREA AS REQUIRED TO ALI�OW FOR WVAC DUCTING. SM DIV.15 SWEET A-1 RAKED PONY WALL ON TOP Or LOWER ROOF FRAMING MEMBERS SUPPORTING UPPER ROOF FRAMING MEMBERS. OF Fr ALIGN z JOIST WITH FACE OF WALL -r EDC AL16N INSIDE FACE Or BEAM WITH OUTSIDE FACE = Or WALL UP ET - BOTTOM OF BEAM EVEN tW BOTTOM or SE JOIST AND TOP OF BEAM EXTENDS UP ABOVE JOISTS 6 TO" Or BEAM 15 FLUSH WITH BOTTOM OF: JOIST WITH NO TOP I'LATE. CUT ADJACENT r .RAMING MEMBERS INTO BEAM FOR ADEQUATE SUPPORT. ATTIC SPACE VENT SEE CAL.CULATION SEE DIV. 010023.15 SWEET A -I FLOOR JOIST - SEE SCHEDULE DWS. SEE DIV. 06100 SHEET A -I SEE ELAVATIONS, AND SECTIONS FOR PLATE HEIGHT PRESSURE BLOCKING SEE DIV. 06100 SWEET A -I FLUSH - BOTTOM Or BEAM EVEN U/ BOTTOM Or JOISTS TOP Or BEAM FLUSH W1 TOP Or JOIST AND SEAM EXTENDS DOLLN BELOW JOISTS rr TOP OF B5AM 3"'rLOW TOP Or FLOOR TRUSS. FLOOR TRUSSES TO BE TOP C140FRO BEARING. RAM W. - 24' OC. PROVIDE 2x&'T 14 2x OVSRF I STRONGBACK I-URL.INS AND 2x KICKERS A &,_O, = To TRUSSES BELOW. FF-Irl� 2X& CEILING JOISTS - 24' OC REVISEI)PLANAP ROVE,) C' �Dl 7 ILDIf J�c DIVISION C"'I'01" EDAJONDS BU PLAN, N T ES F:N "'I DATE 1 '4 . SYMBOLS & LEGEND 0 (D PONT LOADS FROM A13OVE (O(AINT LOADS FROM A50VE W1 LOADING 0 POINT LOAD TRANSFIERING DOWN 0 POINT LOAD TRANSFERING DOWN W/ LOADING fell" — P INT LOAD TRANSFERED BY KICKER 0 HOLD DOWN WITH SIZE DESIGNATION VERTICAL STRAP WITH SIZE DESIGNATION TO BE USED ON FLOOR 59LOW HORIZONTAL STRAP WITH 51ZE DESIGNATION (:D INDICATES BEAM CALCULATION WITH NDEXED NUMBER WALL A50VE WALL BELOW NOTEi UNLESS OTHERWISE NOTED, ENGINEERING AND CALCULATIONS ARE NOT PROVIDED IN THESE DRAWINGS. 0 ol z 0 z CIS '"w 8 Go c) 0 Tm.E JOB NCL: 18115.21 STARTING NQ: 18115.05 SHEFF A4 JAW 0 9 --^^-3 .1UR 'y VNO�' I F F L L SYMBOLS AND LEGEND [M FAN- DIRECT VENT TO OUTSIDE -5ATHROOMS/LAUNDRY 50 CrM MIN. .KITCHEN EX14AUST HOOD TO BE MIN. Or IOOCFM. IF EXHAUST HOOD EXCEEDS 400CPI MAKE UP AIR MUST BE PROVIDED PER SECTION M15021.4. IUA CONTINUOUS WHOLE -HOUSE VENTILATION SHALL OPERATE CONTINUOUSLY SYSTEMS MUST CONFOSM TO Iip-C. MIS013 4 SIZED PER TABLE MIM01330) CONTROLS To BE LOCATED AT FORCED AIR UNIT M THERMOSTAT - rw ABOVE FLOOR 0 110, SMOKE ALA52M PER I.R.C. R314 WITH 13ATTERY BACKUP INTERCONNECTED USE A COM51MATION SMOKE/ CARJ50N MONOXIDE ALARM WHERE NOTED MEC14AN CAL, PLUMBING, AND IC ELECTRICAL SYSTEM FOR UNITS: PER DIV. 16,16 SEE SHEET Al 7--S A, PROVIDE 6' DIAMETER FRESH AIR INTAKE FROM OUTSIDE TO RETURN PLENUM AT rURNAO3 WITH MOTORIZED FLOW CAMPERS. 5. PROVIDE THERMAI. EXPANSION TANK AT WATER HEATER C. STRAP WATER HEATER TO FRAMING3 TOP AND BOTTOM. D. PROVIDE PRESSURE RELEF LINE PLUMBED TO OUTSIDE. 1/2' 6040 2V-11' 6040 M. Bath TILE Master Bedroom �F- L CARFIET u� VAU TED -- --------------------- Re SOO I Bedroom #2 CARPET W. = r Ill- r1v-01 V-10' 1, V-2' 1, 101-11, 15,,^VAL� CACK CC) wt-�- Pr-" ev-6k AD z P-14 z eWck MATE 5' V-3 11P2 3--81/2- d T4 1/2' -.10- EXJSTING�&040 J5..AT- VALIM F: 11 Tr ( FVT 0 Hall L - - - - - - - - - - V-d 3FoxSFe 01-ENING Bath No/ t VTNI� F51vtos 3030 Porch r INC, INSULATE ISR 121-01 ADHERED MASC VENEER LLV 6' H 0 iL Great Room WRDWO VAULTED EXISTING &x12 RIDGE IS A ------------ . . . . . . . . . . . . T-2 VT -:1 --1 F I---- 17 KJtchen HRDWD VAULTED EXISTING EXISTING 1=1OK VENEER 6030 PROVIDE 11 WATER TABLE 4 ADHERED ON NG ITO rXISTI MAS '!�r VENEER fclj-� lov Av,A ADo VVI 15D-1. D X w x 9,, Deck Xa WATERPROOF w . MEMBRANE V.0 REED& ASSOCIATES, P.S 3311-212THSTREEr&W. EDMONI)S.NVA98026 (4M) 778-2793 STRUCTURALRrvi MAIN FLOOR PLAN 5�1. 1/4'-1'-0' GENERAL PLAN NOTE�S i. SEE SWEET A-1 FOR ALL GENERAL NOTES AND REQUIREMENTS. 2. ENERGY AND AIR QUAILITY INFORMATION SEE DIV. 11 SWEET A-[ 3. SEE 15UILDING ELEVATION FOR WINDOW OPERATION SEE DIV. 0 SWEET A -I 4. SEE TYP. MATERIALS LIST ON SECTION SWEET El. SEE SWEET A-1 FOR ALL NOTES AND REQUIREMENTS CONCERNING MECHANICAL, I LUMBIW 3, AND ELECTRICAL FLOOR PLAN KEY NO �ES OCCUPANCY SEPARATICN� APPLY (1) LAYER OF , 'G.WB. TO GARAGE SIDE Or RESIDENCE, ATTIC SPACES, AND TO ALL BEAMS AND POSTS SUPPORTING A FLOOR-Cr;LING ASSEMBLY. APPLY (1) LATER OF VTYPE .1. GjW B' To GARAGE CEILING U14EN UNDER HABITABLE ROOMS. DUCTS THROUGH WALL OR CEILING COMMON TO HOUSE SHALL HAVE MINIMUM 26 GAUGE STEEL SEE DIV. 01002.6A SWEET A-1. 146- Mil't SELF CLOSING SOLID WOOD CORE, WONEY- COMB CORE STrIEL, OR 20-M NUTE FIFM RATED DOOR SEE DIV. 01002A.5. SHEET A-1 STAIR ASSEMBLY NOTES. PER [PC. SECTION R311.5 AND DETAIL 12/D2. A. HEADROOM M N. WIDTH MIN. V-0'. 5. TREADS 101 M. PEPTW AND MIN. WIDTH OF 36' A50VE HANDRAIL HrIGHT, RISERS IA/VMAX. HT. TREAD NOSING TO BE MINIMUM 3/4' AND A MAXIMUM Or I 1/4'ON STAIRS WITW SOLID RISERS. C. HANDRAIL MIN. 34' TO MAX 38" A50VE TREAD NOSING, HANDRAIL TYPE I CIRCULAR To HAVE IWMIN. TO 2'MAX. CROSS SECTION DIMENSION AND 1 1/2' MIN. CLEAR FROM WALL, RETURN RAIL ENDS. HANPRAILS $HALL BE STRONG. ENOUGH TO RESIST A 200 POUND POINT LOAD IN ANY D11RECTION PER IRC. TABLE R301.5 0. INSTALL FIRE BLOCKING BETWEEN STRINGERS AT T14E TOP AND BOTTOM Or EACI4 FAIN PER rA I.R.C. SECTION R302JI. 10 r. COVER USABLE SPACE UNDER STAIR W1 0 0 V2'GILLB. PER LRC. SECTION R302.1. U *V.4 0 F. INTERMEDIATE BALUSTERS SHALL BE SPACED W/ LESS THAN 4' BETWEEN BALUSTERS. a PROVIDE STAIRWAY ILLUMINATION PER IRC. SECTION R303.6. SEE DIV. 01002.1 SWEET A-1. SAFETY GLAZING PER IAr SECTION R309 z A. WINDOWS WITHIN IS' or FLOOR 0 13. WINDOWS WITHIN A 24- ARC OF DOORS C. WINDOWS AT TUBS AN SHOWERS D D. GLAZING IN DOORS z r. LESS THAN 60- HORIZ FROM THE 50T. STAIR TREAD NOSING, 4 50T. EDGE OF GLAZING 15 PIP LESS THAN 36'A5V. LANDING/WA-KING SURFACE ar =E DJV� OW00 SWEET A,1 EGRESS WINDOW PER I.R.C, SECTION R310 SEE DIV. 08600 SWEET A -I a 0 IGNITERS FOR GAS FIRED APPLIANCES IN GARAGE TO B = 18' M N, ABOVE TOP OF SLAB. r Sr =E DIV. 15 r SHE =T Z COVER WALLS ADJACENT TO TUBS AND $HOWE IRS 0 0 WITH NON-ABSORDENT MATERIAL TO '12' ABOVE w ORAdN INLETS, PER I.R.C. SECTION 3012. 0 --4 . f F-p- SEE DIV. OW50 SHEET A-1 0 8 (2) LAYERS OF: FLOOR SWEATWIW. OVER FRAMING. �Ei @ -P/VMAX. RISER WITH io, MIN. RUN, IF MORE THAN e3) RlSrF;r., WANDRAJL REQUIRED PER I.R.C. SECTION FUILTS. SEE DIV. 01002.1 SWEET A -I 18.24' CRAWL SPACE ACCESS. INSULATE AND WEATHER STRIP. SEE DIV. 01002.1 SWEET A -I 22'x3O' ATTIC SPACE ACCESS W1 30' HEAD 00 CLEARANCE. INSULATE AND WEATHER STRIP. SEE DIV. 01002.2 SHEET A -I L -12 FLOOR MATERIAL BREAK LINE WALL LINE ABOVE A; CED WALL LINE BELOW FIREPLACE ASSEMBLY NOTES: A, DIFUECT VENT GAS FIREPLACES, MUST BE LISTED, c) LABELED 4INSTALLED PER MFG. SPECIFICATtONS, SHALL CONrOF;!M TO I.R.C.REQUIREMENTS. SEE DIV. 01002J2 SHEET A -I 5. ZERO CLEARANCE FIREPLACES SHALL CCNFOI;nl To PC REQUIREMENT$. SEE DIV. 01002J2 SHT A-1 I C. HEARTH SHALL CONFORM To I.RjC REcUIREMENT ar =r DIV. 01002 . 12 D. FIRE _15LOCK OF INGS AROUND PENETRATIONS r =ACW FLOOR EPNER I.RJC. SECTION R100313. E. FIREPLACE MUST COMPLY WITH UL 127 TESTING Ei) SEE SITE PLAN FOR EXTENT OF WALKS 4 DRIVEWAYS 3- DIAMETER STEEL POST 36, GUARDRAIL PER IRC. SECTICN FM2 4 TABLE R3015 t CONTRACTOR To VERIFY To INSPECTOR THAT ALL GUARDS 4 RAILINGS ARE CAPABLE OF RESISTING 200112 LOAD ON TOP RAIL ACTING IN ANY DIRECTION. P_IS 11. VENT FOR MECHANICAL. I' CLEARANCE ALL SIDES PER I.RC. SECTION R10053. SEE DIV. 15 SHEET A -I FP-20 -LANT SHELF UPPER AND LOWER LINEN CABINETS SOFFIT AREA ff---23� INTEGRATED MAKE UP AIR 2.6 STUDS W1 R-21 INSULATION MIN. TT-E JOB NO.: 13115.05 EXISTING DIMENSIONS STARTI.. NO.: vERIFYALL EXISTING DIMENSIONS PRIOR TO START OF CONSTRUCTION. WALL LEGEND SHEET *====t EXISTING WALLS EXISTING WALLS TO 15E REMOVED NEW WALLS A5 r---r EXISTING AND NEW WALLS ABOVE - U.N.O. EXISTING rougo. WALLS NEW FOUND. WALLS APR 2 5 200 BUILDING . F -1 FRI ITNIA UPPER ROOF FRAMING PLAN SCALE 1/4'-I'-12P __j GENERAL FRAMING N L SEE TYPICAL MATERIALS LIST ON SECTION SHEET 2. SEE SHEET A-1 FOR ALL GENERAL NOTES AND FOR ALL RECUIREMENTS CONCERNING MECHANICAL, PLUMBING, AND ELECTRICAL. 3. TRUSS DESIGN BY MFG. TRUSS PLAN SHOWN 15 FOR GENERAL LAYOUT ONLY. SEE DIV. 6100 SHEET A-1 TRUSS LOADING. SEE DIV. 010M.10A SHEET A-1 TRUSS SPAN PER FLOOR PLANS TRUSS TYPE PER ROOF: FRAMING PLAN 4. ROOF FRAMING SPACING, 24' .� UND. B. ROOF PITCH- EXTERIOR PER ELEVATION INTERIOR PER SECTION. r '. RAFTER TAIL 2x4. VERIFY. 1. ROOF TAIL AND RAKE OVERHANG PER ROOF PLAN. S. ALL HEADERS AIRE 4.10 OF -2 UN.O. PROVIDE (1) TRIMMER STUD UP TO 4'-0' SPAN AND 12) TRIMMER STUDS OVER 4'-0' UNO. SEE DIV. voloo SHEET A-) HEADERS TO BE INSULATED W1 MIN. R-10 INSULATION e. STUD NOTC14ING AND BORING PER I.R.C. SECT. pf.02.6 5rARIWG OR EXTERIOR WALL MAXIMUM NOTCH 26%, BORING 40%. 60% MAXIMUM 50RING IF DOUBLED WITH NOT MOIRE THAN (2) SUCCIIISSIVIE STUDS BORED. NON-ISSARIN5 4AXIMUM NOTCH 40%, BORING 60%. HOLES NO CLOSER THAN 5/8- TO FACE Or STUD. FRAMING PLAN KEYN5-T-� BACK FRAM NG AND SOFFIT AREA AS IN REQUIRED TO ALLOW FOR HVAC DUCTING. SEE DIV.15 SHEET A-1 RAKED PONY WALL ON TOP Or LOWER Ro FRAMING MEMBERS SUPPORTING UPPER RDOr FRAMING MEMBERS. CED ALIGN EDGE OF JOIST WITH FACE Or WALL ALIGN INSIDE FACE OF BEAM WITH OUTSIDE FACE Or WALL UPSET - 50TTOM OF BEAM EVEN W/ BOlM"OM or JO JO:ST AND TOP Or BEAM EXTENDS UP ABOVE STS TOP Or BEAM 18 FLUSH WITH 50TTOM Or JOIST WITH NO TOP PLATE. CUT ADJACENT r -RAMING MEMBERS INTO BEAM FOR ADEQUATE SUPPORT. ATTIC SPACE VENT SEE CALCULATION SEE DIV. 01002.3.5 SWEET A-1 FLOOR JOIST - SEE SCHEDULE DWG. ._a SEE DIV. 06100 SHEET A-1 SEE ELEVATIONS AND SECTIONS FOR PLATE HEIGHT PRESSURE [BLOCKING SEE DIV. 06100 SHEET A-1 FLUSH - BOTTOM Or BEAM EVEN W/ 50TTOM OF JOISTS TOP OF BEAM FLUSH W TOP OF JOIST AND BEAM EXTENDS DOWN BELOW JOISTS r I TOP Or BEAM 3' BELOW TOP or FLOOR TRIL�S. FLOOR TRUSSES TO BE TOP CHORD BEARING. 2x OVER9RAMING - 24' OC, PROVIDE 2.6 STRONGSArK PURLANS AND 2. KICKERS AT 61-01 .. TO TRUSSES BELOW. 2X6 CEILING JOISTS - 24'Or- I ROOF VENT CALCULATION I TOTAL ROOF AREA-14-WsFm--!im-sF OF VENT ARET;EQ 40% MIN. AT 3 'MAX BELOW RIDGE 19 SP MIN. 50% MAX AT 3ro'MAX BELOW RIDGE P4 OF MAX. 9 ROOr JACKS AT 50 Sa IN. EACH- 45D Sa N.-312 OF: LC (36' MAX. BE OW RIDGE) 86 LP. OF EAVIE VENTS AT 33-Sa INJI-F. 254 Sa 19. 197 SF TOTAL OF Or VENTILATION PROVIDED . SD9 CT EXISTIW. ROOF VV4TILATION AND e4WIQE T14AT ADEQUATE VEWILAVON 16 PROVIDED FER T14E ABOVE CALCULATION ADD VENTILATION AS NEED. SYMBOLS & LEGEND 0 CD POINT LOADS FROM A50VE POINT LOAD$ FROM ABOVE W LOADING POINT LOAD TRANSFER�NG DOWN POINT LOAD TRANSFER NG DOWN W1 LOADING HANGER POINT LOAD TRANSFEREIIII BY KICKER �lv HOLD DOWN WITH SIZE DESIGNATION VERTICAL STRAP WITH SIZE DESIGNATION TO BE USED ON FLOOR BELOW HORIZONTAL STRAP WITH SIZE DESIGNATION INDICATES BEAM CALCULATION WITH INDEXED NUMBER WALL ABOVE WALL BELOW NOTE- UNLESS OTHERWISE NOTED, ENGINEERING AND CALCULATIONS ARE NOT PROVIDED IN THESE DPAW11135. 0 I.. PTA 4) 00 cc 4--p w tn F2 00 T TITLE 1011 NO.; 1811105 STARTING NCL t 111111,03 SHFET A6 APP, 2 5 2U',j B U I L D � N'/C NBW WINDOW REAR E rew DOOFR .EVATION 5�1. 1/4'-1'-0* SIDE ELEVATION 5cal. SIDE ELEVATION [llql! I 1EI— ENERGY CREDITS Sb EFFICIENT WATER HEATING WATER HEATING SYSTEM SHALL BE A GAS WATER HEATER WJTH.74 EF OR GREATER TOP ROCE BEAM WR VILL HT MAIN SUB-FLR L=R PLATE WIN HDR- HT. LOUR SWS-FL� TYPICAL BUILDING MATERIALS ROOF CONSTRUCTION ROOFING' V. 7 BUILDINGTAI . IV. 7) PEk SHINGLES NA010W 30# BUILDIWO P SHEATHING- (DIV. VIC OAR OR EQUAL FRAMING- (DIV. 0 INSULATION.r. 7) PER PLAN R49 BLOWN -IN S w- 13011i Itr RE -SAWN PLYWOOD Sir GIVE EXTERIOR WALL CONSTRUCTION SIDING MATERIAL .t7) BUILDING WRAJ (6WV TCH EXISTING VBUILDING PAPER SHEATHINCF 6) Ur COX PLYWOOD OR EQUAL JDIV. FRAMING-. V .6) 2 X 6 STUDS AT le OC R-21 W/ INTEGRAL VAPOR BARRIER INSULATTO (DIV. 7) BATT PRQ&ENC�ff 11 VAPOR RETARDER IN M NE 4 OW& (DIV. 9) Ur OWE FLOOR CONSTRUCTION ISH PER PLANS (DIV. 01005) TINMG 220YONONVIR. R (PLYWD, COMPLY, OR 14) FRAMING' I V.& PER PLANS INSULATIO :7T .7) R-38 BATT SOFFIT'(DIV. 11r RE -SAWN PLYWOOD TRIM:(DIV. 6) WINDOW. HEAI> 20 (WITH NO BRICK MOLD) JAMB:- 2X4 SILL, 2x6 CORNER BOARDS: INSIDE:- 2x2 OUTSIDE- 2x4,W FASCIA: 2X8 UNO FRONT ELEVATION 6-1. 1/4'-]'-0' BUILDING SECTION A -A 6�1. 114-4-0' 0 U V.4 0 '.� 4-0 0 1-4 0 V-4 w z (D 0 o 04 52 co cq 00 TTTLE JOB Na: isitslos STARTING NM: t111103 SHEET A7_ F� E G L-- � -v E �11 APR 2 5 2019 EULD14,13 ARD RAIL� GUAM RAIL PER I R3121 W/ MIN UNIFORM LIVE LOAD CAPABILITY PER TABLE R301D GUARD RAIL PER MAVACTUIRE (4 NSTALLATION) UNO. FER PLAN BAML - EXTEND 0ABOVE 5AT-7. NUL OR 12'ABOVE 5.011IN NSUL OR 21Q PICKETS 60 T14AT A 4T SPHERE CAN NOT PASS THROUGH PER 5511M, SCREW TO PJM W1 (2) %x3' (TYP ROOF CONSTRUCTION) ' R WOOD SCREW TOP 4 BOTTOM, PROVIDE 2X4 TOP FRAIL M 2'MIR CI-R FOR VMING. "L C PER R512.12, W1 (2) %44 WOOD SCIREW TOP 4 507. I 24 Wl - 24' OC. AT N S INSIDE FACE OF WALL UND. FER ENGINEER UN- . PE GALVANIZED METAL R,�SWNG (EXTEND TO GUTTER F GUTTER INCLUDED IN DESIGN) 2X BLcX ING )2' 0 HOLES � I HOLE?W% 12 CUTTER AND TRIM SAMER ISEE L.-ATION (OPTIONAL PER WATER PROOF DEO< DESIGN) EXPOSE EXPOSED TRM TAIL R� AT KT5ROR SON WARM WALLS 6 FLOOR TRUSSES SLOPE AS NEEDED ATTACH TRUSS W ITH IN (NSULATE AS REMIR12D) C/O CT SFMPWN ST.T./PTC (TTP. CUTTER) rrPICAL EXTERIOR WALL FRAMING OR SIMI OR E I FIT LAIR VERTICAL SLIP TYPE CaNNECTICK 1 PER ..I. (TYP. EXTERIOR WALL CONSTRICTION) IF LESS T4M 5'-O'TO THE PROPERTY LINE USE SOLID EAVE BLOCKING VENT JACIG PLACED WIT14N 36'AMOVE EAVE MAY BE SUBSTITUTED S/&'#XI0'AM,W/ 35,,3'XIl4'SQ STEEL P.4 WASHERS - D -O'Or- (DIV. 3 SWEET A-10 UNLESS NOTED OT14EFWSE FER ENGNEER, 11 MR MEMO. (2) -4 BAR Top 12L -4H0RIZI3ARI0'OC V-6'CORNER OVERLAP (DIV 3 6ik A-1) M VERT 13AR 641E AS HOCK 13AR SPAC (DIV. 3 SWEET A-1) TIGHTILNE DAMPPROOFING (DIV. 1 SHEET A-1) -4 HOOK DAR FROM MG. . IS' Or - EMEND 14'MR INTO STEM WALL. (DIV. 3 SHEET A-P 4'PERF.FTr.DPAIN W*ILTER N 24'GW 5EP (DIV. 2 SHEST A-1) SOLID SUBSTRATE (2) -4 BAR CONT. (DIV. 3 SWEET A-1) EDGE DETAIL Ac-'\EAVE DETAIL r j- ri FOUNDATION DETAIL �)3/4!6-14r �3/4!--Nr G=Mrll.Tlcl �,�/,V-4�4r 081-Mmucal 2- MN 4V HDG lag screw with HDG washer or SDWH Timber -Hex HDG screw (shown) into top plate, studs. or header GUARD RAIL- QUARD RAIL REQU RED WHEN FINISHED PECK 15 GREATER THAN 30� ABOVE FINISHED GRADE, MAW RAL MR IRC RMU Wl MIN UNIFORM LIVE LOAD CAPA51LITY MR TABLE W" OR AZEK RAIL W/ CLASS MILL PER R312.13, SCREW TO RIM V (2) "' WOO SOQBW TOP 4EOrrOM, PROVIDE AZEK TOP RAIL MR R312.12, MOUNT PER MANUFACTWEERV5 SPECIFICATI0,16 DECKW, , AZEKDECKWSPERMCIRS014LINOPERPLAN JOIST PER M 0501B UND. PER PLAN SOLID 5LOO<M ABOVE DEAM LINE PER FBOISI LEDGER CONNECTIM FLASHING OVER LEDGER LEDGER PER IM M UND. FER PLAN U "43M PER IW- FWS. I UXD. MR PLAN LAG SCREW LEDGER TO RIM MR RC FMO12 4' LAG SCREW U/ WASHER - 10' Of. STAGGERED PER I=RC 5012J fl) I RW2J (2) TENSION DEVICE PER 11r, FMC12A UXO. FER FLAN� M PLACES 24'FIWM SO OF DECK DEUMAICAR IRC TABLE Wlh URO, PER PLAN POST PPERIMPWAIURDMIRPLAN POST PER IW- 507b URO. PER PLAN POST BASE PER IIr- R508J UND. PER PLAN 45d 4x4 K41EE BRACE (EA, SIDE) IF POST EXCEEDS 48'INHT. USE!i'LAGbCREW W1 WASHER TOP 4 501� L 6-SMAW screws (shown) or 8-10dAWnails DTTIZ 4y UNO PER PLAN 14 rrPICAL ROM CONSTRUCTION 2'MII,L CLA. FOR VENT W 11 * 14'OILAT ... E,_ _ %L UNC PER RE 2X BLOCKING LUIT14 (3 2' HOLES LUT14 8CREEN 2 LEV B EV' 7 2X BLOCKING TIP. " EXPOSED RAFTER TAIL TYP. GUTTER OVIER14ANG MR FASCIA MR ELEVATION I EXTEIRIOR 11111 CONsIFUCTION 9; W'D I'V M02117'C"C' 4'C= SLAB OVER 4'GRAV!L BED X SHEET A-1) TREATED MJD SILL (DIV 6 SWEET A-V SEE FOUNDATION DETAILS (r-g)EAV DETAIL /,;�SLAB o STEM WALL \,�V3/4744r L 3/4'-1-0' ealom-,.Ml FULL WIDTH TREATED MUD SILL TOP FLANGE H44ER PER FLAN PROVIDE MOISTER BARRIER WALL STUDS BEYaO BETWEEN JOIST AND FOUNDATICNI DEL JST, 13LCCK AS NEEDED SEE PLAN 44-N-CiffE—OPTION ME PLAN TYP. RISE 4 FRUN DMENSIM 3/4' PLYWOOD FRISER I IW 14ARD130AFO TREAD Link EASED NOSW3 (3) 2XI2 6TRWM - Tlr. (UROJ, CENTER STRINGER WIT14 (2) 2�4 STP04G BACK TYP. ATTAC14 STRNGERS W1 (1) A-35 EACH. 1/2'G=5. AS REOWRED SEE NOTES BEL W (1) A-35 TYP- FLOOR FRAMINd. FER PLAN (DIV. 6 SWEET A-1) EXT. DOOR AND FRAME (DIV. & SWEET DOOR THRESHOLD FLA5141M. AS REGID (DIV. 1 SWEET A-1) NERVESTRAL FLAS14 , EXTEND 4' MR W BELOW TOP OF 131D WALL 4'CONC, SLAB OVER 4'GRAVEL 5EP (DIV. 4 SHEET A-,) 1. HEADROOM MUIL 6 A-V WIDT14 MR Y-O' PER 4. "TALL BE Mi 2. URIC SECTION F31 A THETOP 011 ="-4 TREATED MUD WILL (PIV 9, WET rL SECTIOP -3 Thread TREADS RSMT pe 'lllhn r`*alion 10MR DEPTH FrSER Mll "M-AEPHIEWOOT" 5. COVER USABLE SPACE UNDER STAIR WITH I'AIRSPACE TYR. Pent r NOSING TO NOSING AND PER IPX- TION R3111S. Ijec. SECTI. HANDRAII-elMN. 34'TO MAX 36. A50VE TREAD 6. M� BALUSTERS NALL BE SPACED NOSW HANDRAIL rrM 1 CIE LAR TO WAVE W, LEW THAN 4'BETWEBN BALUSTERS PER N VERT. RE-5AR FROM STEM 1114- MR TO 2'MAX CROSS ST T IRC _ SECTION R31, AND 11,7. l.TREADNCSNGTO14AVEAMAXRAD[ OFS46 WALL STUBBED INTO SLAB . "UM.. PROJECT A M 14 1 TO RES[ T A 200 FUND POINT LOAD IN ANY STAIRS V QI 'R,;tD A MAIL, W01 114� ON ft. BE E , ', OSWO DIRECTION PER URC. TABLE WIS, NOT TO EXCEED 10, PER [PC. SECTION FaII533 POST *0 BEAM MR PLAN TYP. DECK DETAIL (DTTlZ) �STAIR SECT[ION Q�ETAIL.. rq"�EXT. DOOR THRESHOLD DETAIL 314 @ 3/,V--r-T 3/4 W-17 M CEDAR DEDOW, FER IRC FWIA UNO FRAMING PARALLEL TO STEM LUALL F.T. JST, BLOCK AS NEEDED PER PLAN CRITICAL PrIMIONS (FROM TRACK SIDE) TYR EXTERIOR WALL CO*TRUCTION. SEE PLAN FOR ITR RISE I " DIMENSIONS 3/0xS/0 P4. SELF PER PLAN (DIV. 6, SWEET A-V CLOSING DOOR LOCATE SHEATHING JOINT COMMON M31BER PFLYIDE VERTICAL FURRING AS NEEDED z z RIM BOARD TYP. I COR FRAMW. PER PLAN, b, CEDAR DECK TREADS, UT4 EASED NOSING (DIV. & 614EET A-1) TREATED MUD SILL (3) 2xI2 F.T. STRINGERS - TYP. SEE FOUNDATION MAIVS) ATTACH STRINGERS W/ (1) A-35 EACH. CIRITICAL DIMENS. FRAMIN6 PERPENDICULAR TO STEM WALL 2x P.T. KJOKER PLATE ATTACH STFINGER5 —I .1COR WALL CONSTRUCT 01 Wl (1) A-39 EACHI, PER PLAN (DIV. 6 SWEET A-1) 36'x3b'x4'MN CONCRETE LANDING URO. 412 LOCATE "ATHING JOINT POST FOR ELEVATOR COMMON MEMBER L HANDRAIL MN. 34' TO MAX 38'A50VE TREAD 2. MADE 10 MN, DEPTH FROM LEADIM. EDGE$ OF 2x FOR 24 WALL FRAMING PONT LOAD 13EARW. PER I -LAN NOSING, HANDRAIL TYFE I CIRCULAR To HAVE NOSIM. TO NOSING AND RSER5 1%'KAX HEIGHT 4'-r,'MN 11/4' MIN. To 2. MAX CROSS gCNOW DIMENSICN PER IRC. SECTION R311531 4 R31LB32 NOTES. ELEVATOR AND I It2'MR CLEAR FROM WALL, Rtnl"� Ra 3, INMRIMEDIATE BALUSTERS SHALL 13E $FACED Ul LESS 1) CONSULT ELEVATOR MANUFACTURE'S SPECIFICATIONS FOR ADDIVONAL INFORMATION. MO. WANDRAILS SHALL BE STRtW, ENOUGH TAM 45ETIM BALUSTERS FER IPX- SECTION R3121. 2) DIMENSIONS 4 NOTATIONS MAY C44AWZ BASED ON MODEL SELECTED. VERFr U MANUFACTURER MATED MUD SILL TO RESIST A 200 POUND PONT LOAD N ANY 4. TREAD NOSM TO WAVE A MAX RA I F SACTAI 3,), ELEVATOR TO BE INSTALLED BY A LICENSED ELEVATOR CONTRACTOR 4 YEAMY SAFETT SEE FOUNDATION DETAIL(S) DIRECTION PER IRC TABLE C US ON 6 INSPECTI AIRE RECUIRED. Ir R30US PROJECT A MR 3/4'AND A MAX OF 1 1/4 NOT To IRS "N' R32 7TP. FLOOR FRAMING PER PLAN. U SOLID RISERS. BEVELING OF NOSINd RESIDENTIAL ELEVATORS, SHALL COMPLY WITH AWE AM] AS REQUIRED BY IRS SECTION U. EXCEED 1/2, PER IRC SECTION FJ11533 (DIV. 6 SWEET A-1) DECK STAIR SECTION DETAIL ro'�RESIDENTIAL ELEVATOR FRAMING ��FOUNDATION DETAIL I 3/4!--f-(r 1,T02-11240-101 (�3/4-4-(r c-.l3M=a5:;D 0 0 0 M ,6 'IS 9 rA 10 1:3 0 tn 00 TITLE JOB Na: 18115.0 I SnTA"IRLTING NQ: 181M.0d Dl_ EXISTING SITE PHOTOS 0 gi . 0 FA �.;� 1 1 05 r% ME JOB NO.: ISIMS I ffrAR71NO NO.: MI&Q3 SHEET APR 2 5 20 P �' v 4!- et"rp W v �fil SLL EXPIRES 6-21- WT"5' rr_ K KAP 41- 1 4- z �AG T9 g? ?� 0 r\ If> tyvv'� ';rvffip'l'F? xj% FiI,-Ari ---, Fm P('g f(,IAAI � I'll � 1) F V-'� 7 1 11 '14, ?,Oovr f�','K�pfft> 7-A- For, wl J�"'Zp C" f �r "p, r-, ,f,r^ ry 6 vc, 9 41 io xqo �r-a- V M TrTll ri��m fl I -Am q Z / 8 6 r4' \ I x . 6'"" ov wo VrE aw t. vr'" I W/ V-A' ngcw Vd7 1 117/5 41 Zp T'Rgt4- P'm�5 , 1z"v, C" 'rl—A(;rcR V VrR C, A KA (-F HOLDOWN SCHEDULE ml— Ild —bld— dftM �ldEll U �llld. (2) C.— c�pp—1 —� —h—ll (SW) s.b.— � —11 (SW) b�� _I Ud —pill as rl�d. 0) --ml%UNO 12d.o 14MW, 16--W, (6) in..h Hl% n .11 t W.I. .� g.bl. fil jl� (I 11M btkg) � tlp pllW (1111 pWl � fdl) 1.11; — .p�ed P.�% i. — m 24-W, — — � .. .11d Wing � M t.p pift �d 1-11 Hl w H2,6 n M 8 ftl. L�4,LTP511---b,4�dt—. 'b—g 4"1 mgm. jl) —�, �b hWi b. mb.dd.� W... r InW o— -1— P., pl— — '—.d d.— ll� Ild 'I a..Lh I j .I _h= H 001�(Nl S��p 1) F�— (2)-SWDS MIN U.N.O. FOUN—N MCHOR '(1)(4) COWE— L SHEARWALL SCHEDULE J.bA- 1.12. -RK HFM-@ITW. U.N.O. IH-11 —E -111) � —ES B—D (dcnlp.� IWE PL4m miLs nowm�ppum U-�LAM ANCHOn �l W,7xWWASH�S-(8) Mr— 8d Q W 1. (Ir fl.ko jW@ mso is-w, smwwm�c 48-� leeREED &ASSOCIATES, PS CIVII & structuril EqInmring 0 19W 70 Ave. W. #A, Lyn d, WA98036 , Offlos(425)778-279� wernQwwmed-a�..m GENERA ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2016 EDmON, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTION NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURIS ICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE I'S' MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTEDFIL SHOULD CONSIST OF PREDOMINATELYWELL-GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8* LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1657 TEST PROCEDURES. CONCRET fc = 2600 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 US SACK OF CEMENT. MAXIMUM SLUMP IS 4�. SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #6 BARS AND LARGER SHALL BE GRADE 80 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A_615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC 15HALL CONFORM TO ASTM A-i 85 AND SHALL BE 6X6 - WIA X WIA. LAP ONE FULL MESH AT SPLICES . TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (41L AND GREATER): DF-L#2 JOISTS I STUDS (2xj; HF#2 / STUD GLUE LAMINATED BEAMS (GLB) 24F-V4 (24F-V8 AT CANTILEVERS) PSLBEAMS 2.OE 2,L TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO 'WWPA GRADIN G RULES FOR WESTERN LUMBER, LATEST EDITION. ROOF TRUSSES $HALL BE DESIGNED I� ACCORDANCE WITH THE T.P.I. AND THE ISO. ALL CONNECTIONS PER IBC TABLE 2304,10A. PLATE WASHERS TO BE TX r BY W AND SHALL EXTEND TO WITHIN IM INCH OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE(S) WITH SMEATHING. ANSIlAF&PA SDPWS 2015 - 4.3.6.4.3 - ROOF DIAPHRAGM INSTALL MINIMUM IW COX PLYWOOD (32116) OR 7116-.OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH Ild AT S' O.C, AND INTERIOR SUPPORTSWUH 8d AT 12"O.C.; BLOCKING NOT REQ =PHRAGM INSTALL MINIMUM 23/32"T&G STURD-I-FLOOR (24w) SHEATHING. GLUEANDNAILALL FLO SUPPORTED EDGES AND BOUNDARIES W17H 10d ATWO.C.; AND INTERIOR SUPPORTS WITH 10d AT 121O.C., :B NOT REQUIRED. = NEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT J013 SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS . HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WIND DESIGN CRITERIA: RISKCATEGORY: 11 ULTIMATE/NOMINAL DESIGN WIND SPEED: 1 W MPH/ 95 MPH NOMINAL WIND EXPOSURE: 8 INTERNAL PRGSSURE COEF. �1-55 COMPONENTS & CLADDING: 1BPSF(.h) METHOD: ASCE 7-10, MWFRS ENVELOPE PROCEDURE OCCUPANCY CATEGORY: 11 K'ai. 1.0 SE SIMIG DESIGN CRITERIA: PROCEDURE USEMSIMPLIFIED (ASCE 7-10,12,14.8) IMPORTANCE FACTOR, 1 RISK CATEGORY, 11 R=8.5 OCCUPANCY CATEGORY: 11 S. 1.25 (CURRENT USGS) SITE CLASS, D 8, 0.40 (CURRENT USGS) SEISMIC DESIGN CAT., D S.. 0.83 SEISMIC FORCE RES. SYS, AAS. SDI 0.43 DESIGN BASE SHEAR = 6,973 lbs C,=0.13 ROOF SNOW LOAD CRITERIA: , FLAT ROOF SNOW LOAD= 2SP8F SNOW EXPOSURE FACTOR- 1.0 SNOW LOADIMPORTANCE FACTOR�- .80 THERMAL FACTOR= 1.0 STRUCTURAL NOTES & DETAILS SEE STRUCTURAL EW.NEERW. I-ACJ<A0l= FOR Ar.>DITIONAL NFORMATION 0 V.0 z z SO 4� V-4 6.4 0 08 tn 00 E S8 cm rm 4 C) 8-� CO <u 6- 5, cl zgo LU 8 ui mug! TrrUE JOB NO.; 181150 STARTING NCL: 1811103 SHIM7 si -Z D APR? i -wn BUILDING Google Map View NOT TO 5CALE HEIGHT CALCULATION MAX HT=266.30' Edmonds Avg Grade Calc IPGE -a 26342' A= 240.9 13= 241.4 C= 241.8 D= 241.5 :M7 To Finished Grade tal 965.6 966 - 4= A.B.E.= 241.38pj LOWER F.F.=241,! REMOVE EX6TING WALKWAY Main Street 51[)EWALK 375, 30 —LO17 I LOT 16 LOT 17, LOT 18 NEW ENTRY 6T,4[Rr-- 5ILT PENCE--\ ----- - I/ — ----------- ---------------- =�N.EW A DITION OWNERICONTRAM RESPONSIBLE EX15TIN( ------- ........ .............. MR LOCA71NG ALL DN-M URM. NEW [)ECK 5TAIR5 ----- RILOrAlo"IEVISION t ANY UMM [)ECK MAYRNME PERIKE d) Cal Existing 4" side sewer I L — --- — — — — — — — — 11 555L ,onnection . . . . . . . . - — - — - — - — - �ic deep V'r� W I lExisting 6" lateral 9'd 30, tiw�NTRACTOR IS RESPONSIBLE FOR All17 EROSION CONTROL AND DRAINAGE LOT 24 LOT 23 LOT22 LOT21 Site Plan' 5cals V = 20' SITE INFO STREET ADDRESSES 952 MAIN STREET PARCEL* 00434207701600 LEGAL DESCRIPTION: CITY OF EDMONDS ELK 077 D-00 - ALL LOTS 16-17 EXISTING TREES; IN APPROXIMATELY THE CORRECT LOCATION. NO SIGNIFICANT TREES SHALL BE REMOVED DURING CONSTRUCTION. —j DIMENSIONS VERIFY ALL EXISTING DIMENSIONS PRIOR TO CONSTRUCTION. DIMENSIONS SHOWN ARE DERIVED FROM ON LINE SOURCES AND SNOHOMISH COUNTY ASSESSOR'S MAP. EXISTING TREES ARE PER GOGGLE MAPS, EXACT LOCATIONS MAY VARY. ZONING ZONING, HEIGHT LIMIT RS 6 25ABOVE A.B.F S'NGLE!V01,LY SETBACKS. IMPERVIOUS SURFACE TFR-0—NT PER LAND USE REVIEW REAR = 15'-V SIDE = S' STRUCTURE LOT COVERAGE 351 SITE CALCULATIONS LOT AREA .15 ACRES 6AN SF GROSS LOT AREA STRUCTURE LOT CO �600 SF LOT ARE7RAGE CALCULATION x 35% 2,310 SF ALLOWABLE STRUCTURE LOT COVERAGE 1,600 SF EXISTING HOUSE/GARAGE/DECKtPORCH 67 SP NEW ENTRY STAIR 117 SIT NEW 2'"LIN MON 82S NEW A. =DEC, 1,866 SF/28.3% TOTAL STRUCTURE COVERAGE IMPERVIOUS SURFACE CALCULATION 6,600 SF GROSS LOT AREA VO 1140-SLW4M UfftiV AM OF A4,11;GWABLE !MPERffleUS eeVEPAGE 1 .902 SP EXISTING HOUSE/PORCH/DECK (including am) 1,672 SF EXISTING DRIVEWAY (excluding portion u/ nvw & new) .120 SF EXISTING ENTRY WALKWAY REMOVED 62 BF NEW ENTRY STAIRS 270 SP NEW ENTRY WALKWAY (excluding; portion u/ agm) 147 SP NEW HOUSE ADDITION Wading gam) 60 BF m) 4,001 SP/60.6% TOTAL IMPERVIOUS SURFACE Vtw 1vAqtvvlbU5 5aq.5v BUILDING HEIGHT V MAX NO INCREASE IN EXISTING BUILDING HEIGHT �r 0 0 A r 0 vmmj 0 je .44-1 0 � a T.4 z 00 -b C4 WI Go ENGINEERING DIN48110111111 !�Tq ILI I TM-E Zone --L--O Comer_Flag_ _j JOB NO.: 18115.21 Setbacks Front STARTING NO.: 181IMS Sides Rear -7R L ------------ j Otber Hei&ht SHEET All "�4ULIIWED cpf—ly, C 011ply APR 2 5 2019 8U'LD1fqG