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BLD2019-0889v� OF E MO�� CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, W A 98020 �n�. 1890 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 09/06/2019 Permit #: BLD20190889 BUILDING PERMIT Expiration Date: 09/06/2020 Project Address: 20703 80TH AVE W, EDMONDS Parcel No: 00642300000800 TRAN CALVIN TAM OWNER CIO MANH A & QUY KIM THI HOANG 10040 SAND POINT WAY NE 20703 80TH AVE W SEATTLE, WA 98125 EDMONDS, WA 98020 (425)773-9041 (206)240-3321 LICENSE #: EXP: I DESCRIPTION ALTERATION TO SFR, REMOVE UPPER DECK, REPLACE WITH 2 STORYBEDRROM, SUNROON AND DECK AT LOCATION. NO PLUMBING. MECHANICL INCL. VALUATION: $60,000 PERMIT TYPE: Residential PERMIT GROUP: 04-'Alteration/Remodel GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: OCCUPANT GROUP: OCCUPANT LOAD: FENCE: 0 X 0 FT. CODE: OTHER: ------- OTHER DESC: ZONE: RS-8 NUMBER OF STORIES: 0 JVFSTED DATE: NUMBER OF DWELLING UNITS: 0 ILOT #: CX[S]ING AREA BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 PRO PO SED AREA EMENT: 0 1 Sr FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 L3RDFLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 BEDROOMS:0 BATHROOMS:O BEDROOMS:0 BATHROOMS:0 FRONTSETBACK SIDESETBACK REQUIRED:25 PROPOSED: REQUIRED:7.5 PROPOSED: REQUIRED: PROPOSED: HEIGHT ALLOWED:0 PROPOSED REQUIRED: PROPOSED: 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. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. Signature Print Name Date Released By Date ATTENTION ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI I0/ IRCI 10. = FIRE = APPLICANT = ASSESSOR It CITY STATUS: ISSUED BLD20190889 • 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. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for altemate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt fromthe noise limits of ECC Chapter 5.30 only during the hours of 7:00amto 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. • Call for locates of underground utilities prior to any excavation. • Maintain erosion & sedimentation control per city standards. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is caused by or occurs during the permitted project. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) 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 (425) 275-4801 6: Schedule your inspection When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. • B-Preconstruction meeting • B-Footings • B-Isolated Footings/Piers • B-Slab Insulation • B-Mechanical Rough In • B-Roof Sheathing • B-Framing • B-WallInsulation/Caulk • B-Insulation/Energy • B-Building Final B-Other t. BUILDING PERMIT APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 •sac, t g91i 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: www.edmondswa.gov. PLEASE NOTE: Intake appointments are required for New Single Family Residences, Large Additions, ADU's, New Commercial, and Major Tenant Improvement application submittals. If plans are prepared by a profession- al, electronic files are requested in addition to the hard copies. Please bring electronic files on a flash drive or coordinate for electronic transfer. Please call425-771-0220 to schedule an intake appointment! JOB SITE INFORMATION/LOCATION: (Where the work is taking place) i Job Site Address: 20703 80th Ave W Parcel: 00642300000800 Lot /Unit/Suite #: Subdivision: PROPERTY OWNER: //" Name: HOANG MANH A & QUY KIM THI Mailing Address 20703 80th Ave W City/State/Zip: Edmonds, WA 98026 Phone #: Email OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? eYes ❑ No I own, reside in, or will reside in the completed structure. This ` installation is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090. Owner Signature: APPLICANT / CONTACT INFORMATION: Name of Applicant: Calvin Tam Mailing Address: 10040 Sand Point Way NE City/State/Zip: Seattle, WA 98125 Phone #: 206-240-3321 E-mail: calvint006@gmail.com GENERAL CONTRACTOR: (If different from applicant) General Contractor: Owner to act as G.C. Mailing Address: City/State/Zip: _ Phone #: E-mail: STATE UBI #: CITY OF EDMONDS BUSINESS LICENSE #: WA STATE CONTRACTOR L & I #: (CCB) & EXPIRATION DATE: Office Use Only • (ProvideTYPE OF PERMIT ..- ❑ Accessory Structure/ ❑ Addition Detached Garage ❑ Demolition ❑ Mechanical ❑ New Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler 9f Remodel ❑ New Commercial/ Mixed Use ❑ Re -Roof ❑ Signs ❑ Tank ❑ Tenant Improvement ❑ 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. Valuation: $60,000 PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished ❑ Unfinished ❑ 1st Floor, sq ft: 197 sf , 1„d-Fleef, sgft: Lower Level 258 sf Garage/Carport:, sq ft: Deck/Covered Porch/Patio: 64 sf Other sq ft: PROJECTDESCRIPTION ALTERATION TO EXISTING SINGLE FAMILY RESIDENCE. REMOVE EXISTING UPPER DECK AND CONSTRUCT NEW BEDROOM, SUNROOM AND DECK AT SAME LOCATION. I I I i i 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. Print Name: % .&% Signature: Date COMMERCIALGENERAL DATA Occupancy Group(s): R-3 Occupant Load(s): Type(s) of Construction: V Fire Sprinklers: Yes El No f WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. DEFERRED SUBMITTALS: 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 EQUIPMENTMECHANICAL • BTUs Gas / Elec / Other Qty A/C Unit /Compressor Air Handler /VAV Boiler Dryer Duct Exhaust Fans Fireplace Furnace Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions if a Commercial Bldg) Other: In Wall Heaters Elec 2 COUNTSPLUMBING FIXTURE . re -piped) Qty Qty Clothes Washer Tub/ Showers Dishwasher Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs Water Heater - Tankless? Y or N Hydronic Heat Water Service Line Sinks Other: Toilets Other: CONNECTION COUNTS.. .. . BTUs Qty BTUs Qty A/C Unit Outdoor BBQ/ Fire pit Boiler Stove/Range/Oven Dryer Water Heater Fireplace/ Insert Other: Furnace Other: MEDICAL GAS, AIR VACUUM COUNTS .. .. . 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 ❑ Conditional Waiver ❑ Waiver ❑ Fill in Place ❑ Fill Material: Removal ❑ Size of Tank (Gallons) Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ •.• Grading: Cut cubic yards Fill cubic yards Cut / Fill in Critical Area: Yes ❑ No RT GENERAL PROVISIONS APPLICATIONS: Applications are valid for a maximum of 1 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. BUILDING PERMIT APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 c t _ 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: www.edmondswa.gov. PLEASE NOTE: Intake appointments are required for New Single Family Residences, Large Additions, ADU's, New Commercial, and Major Tenant Improvement application submittals. If plans are prepared by a profession- al, electronic files are requested in addition to the hard copies. Please bring electronic files on a flash drive or coordinate for electronic transfer. Please call425-771-0220 to schedule an intake appointment! JOB SITE INFORMATION/LOCATION: (Where the work is taking place) Job Site Address: 20703 80th Ave W Parcel: 00642300000800 Lot /Unit/Suite #: Subdivision: � i PROPERTY OWNER: Name: HOANG MANH A & QUY KIM THI Mailing Address 20703 80th Ave W City/State/Zip: Edmonds, WA 98026 Phone #: Email: OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? Reyes ❑ No of own, reside in, or will reside in the completed structure. This installation is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090. G� f Owner Signature: , ' ., v,��, I APPLICANT / CONTACT INFORMATION: Name of Applicant: Calvin Tam Mailing Address: 10040 Sand Point Way NE City/State/Zip: Phone #: i E-mail Seattle, WA 98125 206-240-3321 calvint0060-amaii.com GENERAL CONTRACTOR: (If different from applicant) General Contractor: Owner to act as G.C. Mailing Address: City/State/Zip: Phone #: E-mail: STATE UBI #: CITY OF EDMONDS BUSINESS LICENSE #: WA STATE CONTRACTOR L & I #: (CCB) & EXPIRATION DATE: Office Use Only Permit #: f /:: TYPE Of PERMIT (Provide Details on Page 2) ❑ Accessory Structure/ ❑ Addition Detached Garage ❑ Demolition ❑ Mechanical ❑ New Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler SeRemodel ❑ New Commercial/ Mixed Use ❑ Re -Roof ❑ Signs ❑ Tank ❑ Tenant Improvement ❑ 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. Valuation: $60,000 PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished ❑ Unfinished ❑ 1st Floor, sq ft: 197 sf 2TTd+ie9F, sgft: Lower Level 258 sf Garage/Carport:, sq ft: Deck/Covered Porch/Patio: 64 sf Other sq ft: PROJECT DESCRIPTION ALTERATION TO EXISTING SINGLE FAMILY RESIDENCE. REMOVE EXISTING UPPER DECK AND CONSTRUCT NEW BEDROOM SUNROOM AND DECK AT SAME LOCATION. I I 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. Print Name: Signature: - Date Jh5` TAM Design T ra n Bedroom & Sundeck Addition 10040 Sand Point Way NE Seattle, WA 98125 calvintOO6@gmaii.com ABBREVIATIONS: ABV ABOVE DTL DETAIL AFF ABOVE FINISH FLOOR DW DISHWASHER BLDG BUILDING (E) EXISTING BLKG BLOCKING EA EACH BM BEAM ELEV ELEVATION BOT BOTTOM EQ EQUAL CIPC CAST —IN —PLACE CONCRETE EXT EXTERIOR CE CENTERLINE EW EACH WAY CLG CEILING FDN FOUNDATION CUR CLEAR FG FINISH GRADE CMD CARBON MONOXIDE DETECTOR FIN FINISH CO CLEANOUT FL FLUSH CONC CONCRETE FUR FLOOR CONT CONTINUOUS FOF FACE OF FINISH D DRYER Fos FACE OF STUD DBLE DOUBLE FRMG FRAMING DEMO DEMOLISH FRZR FREEZER DIA DIAMETER FT FOOT DN DOWN FIG FOOTING DP DEEP FV FIELD VERIFY DP DIMENSION POINT FV FOUNDATION VENT DS DOWNSPOUT GA GAUGE I I I I GB GYPSUM BOARD OC ON CENTER SIM SIMILAR GLB GLULAM BEAM OG OBSCURE GLAZING SPEC SPECIFICATIONS GSM GALVANIZED SHEET METAL OH OVERHANG SQ FT SQUARE FEET HDR HEADER P.L. PROPERTY UNE SO IN SQUARE INCHES HGR HANGER PL PLATE STD STANDARD h HIGH PT POINT SUBFLR SUBFLOOR HT HEIGHT PTW PRESERVATIVE TREATED WOOD T&G TONGUE & GROOVE HVAC HEATING, VENTILATION, & REBAR REINFORCEMENT BAR THK THICK AIR—CONDITIONING REFR REFRIGERATOR TOPO TOPOGRAPHY IG INSULATED GLASS READ REQUIRED TOW TOP OF WALL INT INTERIOR REQTS REQUIREMENTS TYP TYPICAL LAV LAVATORY - RAFT RAFTER UNO UNLESS NOTED OTHERWISE LBS POUNDS RO ROUGH OPENING Vr0 VENT TO OUTSIDE LF LINEAR FEET R.O.W. RIGHT-OF—WAY w WIDE LO LOW RFT RIP —TO —FIT W WASHER MAX MAXIMUM RTS RIP —TO —SLOPE W/ WITH MFR MANUFACTURER RV RIM VENT WC WATER CLOSET MIN MINIMUM SC SOLID CORNER WFC WOOD FRAME CONSTRUCTION (N) NEW SO SMOKE DETECTOR WH WATER HEATER N/A NOT APPLICABLE SF SQUARE FEET WIC WAUK—IN—CLOSET NIC NOT IN CONTRACT SG SAFETY GLAZING WP WORK POINT 0/ OVER SHWR SHOWER WWF WELDED WIRE FABRIC {Et s wuuu rl m t .1 —�1 I P.L. 112.4' ' 13 100' DATUM WATER RIM `�✓ P UNDERGROUND .POWER {, (E) TREE C((NGRETIi DRIVEWAY..:: ..:".....(E):f...�\, Al {{ GR(AASS 106.4' { 104' E I 103.5' I I{ I I � (E) ( ELEC G I I \ I I { METER II ) I I (- I I. I" 1 { I (E) IooF Y OVERHANG, m Ile I TV w� �{ I �•�•r•� I ..I: I I' ..�. .1 .• E I HOUSEj I I PROFOSED N I IQ,Ra d I (E) PLANTER ..,I I FOOTPRIF OVRO ERHANG I is 1,262 SF I I I (E) PUNTER -- j I I P!RQPOSED I I IN I (I I I dditbri IWIIi W I ABOVE1197sf 7 BELOW 258 f 106.5 103.' 'j (E) GRASS I ( GRASS �SHEWD2 J7/II� E 65 SF / 7 I I (E) 6FE CEINLINK I P.L. 81.00' % 107' 105' 103' xozm s, zw a aa:"n.,zw -- £ s i Prne Midge Park it sw 2070 Sam Maln S[ A IN E 20■,t, St 2 g 2120, St SW- 212th St SW PROJECT LOCATION N VICINITY PLAN: 1) SCALE: NOT TO SCALE IMPERVIOUS SURFACE CALCULATIONS: LOT AREA: tyl�h'j . jq-15 (0.19 ACRES) 8,276 S.F. (E) HOUSE FOOTPRINT AREA. INCLUDING GARAGE: 1,262 S.F. (E) CONCRETE WALKWAYS AREA: 445 S.F. (E) CONCRETE DRIVEWAY AREA: 668 S.F. (E) CONCRETE AREA: 613 S.F. (E) SHED 1 AREA: 75 S.F. (E) SHED 2 AREA:: 101 S.F. PROPOSED ADDITION FOOTPRINT AREA: 258 S.F. PROPOSED DECK AREA INCLUDING STAIRS: 100/2 = 50 S.F. TOTAL IMPERVIOUS AREA: - 3,472 S.F. TOTAL IMPERVIOUS COVERAGE PERCENTAGE: 41.9% NOTE: PROJECT TO BE REPLACEMENT OF EXISTING IMPERVIOUS AREA AVERAGE GRADE CALCULATION: 106.4 + 103.5 + 103.4+ 106.5 = 419.8 / 4 = 104.95' (REFER TO BUILDING ELEVATIONS AND BUILDING SECTION) AVERAGE GRADE = 104.95' MAXIMUM BUILDING HEIGHT = 25'-0" (PER 16.20.030 TABLE OF SITE DEVELOPMENT STANDARDS) SEE BUILDING SECTIONS ON SHEET 'A4.0' AND BUILDING ELEVATIONS ON SHEET 'A5.0' FOR GRAPHICAL DEPICTION OF COMPLIANCE WITH MAXIMUM ALLOWABLE HEIGHT LIMITS LOT COVERAGE BY BUILDING: LOT AREA: (0.19 ACRES) 8,276 S.F.' (E) HOUSE FOOTPRINT AREA: 1,262 S.F. (E) SHED 1 AREA: 75 S.F. (E) SHED 2 AREA:: 101 S.F. PROPOSED ADDITION AREA INCLUDING DECK & STAIRS: 319 S.F. . TOTAL AREA OF STRUCTURE: 1,757 S.F. MAXIMUM ALLOWABLE LOT COVERAGE: 35% = 2,896.6 S.F. TOTAL LOT COVERAGE BY STRUCTURES: OKAY 1,757 S.F. - PROPERTY SETBACK: STREET SETBACK: 25' WEST STREET SETBACK 25' NORTH STREET SETBACK SIDE SETBACK: 7.5' DEERSONCRESPONSIBLE FOR CONTROL DRAINAGE A EXISTING SITE PLAN O SCALE: 1"=10' NORTH ALL EXP08CD SURFAC S _10 EE COVCRFSI WITHIN 2 09+ 3 PROJECT CONTACT INFORMATION: OOW lam: CONTRACTOR: DESIGNER: HOANG MANH A & QUY-KIM THI Owner to perform as G.C. Calvin Tam 20703 Bath Ave W - - - 10040 Sand Point Way NE Edmonds, WA 98026 - Seattle, WA 98125 PROJECT PROPERTY INFORMATION: PROJECT ADDRESS: ASSESSOR'S TAX NUMBER: 207D3 Both Ave W 00642300000800 Edmonds, WA 98026 LEGAL DESCRIPTION: HALO HOLLOW BLK 000 D-00 — LOT 8 SUBJ.TO ESE PUD & GEN TEL LAND USE ZONE: RS-8 PROJECT DESCRIPTION: ALTERATION TO EXISTING SINGLE FAMILY RESIDENCE. REMOVE EXISTING UPPER DECK AND CONSTRUCT NEW BEDROOM, SUNROOM AND DECK AT SAME LOCATION. CODE INFORMATION: APPLICABLE CODES (AS AMENDED BY WA STATE; KING COUNTY & LOCAL JURISDICTION): 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) - 2015 NATIONAL ELECTRICAL C06E ', 2015 UNIFORM PLUMBING CODE (UPC) MECHANICAL CODE PER 2015 (IRC).- . WASHINGTON SPATE ENERGY CODE, 2015 EDITION (WSEC) WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE, 2015 EDITION (VIAQ) OCCUPANCY: GROUP R-3 (SINGLE—FAMILY RESIDENTIAL) NOTE: ELECTRICAL PLAN AND SYSTEM TO BE. DESIGNED BY INSTALLING CONTRACTOR AND SHALL CONFORM TO, ALL APPUCABLE CODES & REGULATIONS. ELECTRICAL TO BE DEFERRED PERMIT SUBMITTAL PROJECT SQUARE FOOTAGES: EXISTING RESIDENCE (E) 1ST FLOOR LIVING AREA: (E) LOWER FLOOR WING AREA: (E) ATTACHED GARAGE AREA: - 1,176 SF 713 SF 483 SF Tran Residence PROPOSED ALTERATION TOTAL FINISH AREA: 1,889 SF Bedoom & Sundeck Addition 20703 80th Ave W Edmonds, WA 98026 (E) 1ST FLOOR LIVING AREA: - (E) LOWER FLOOR WING AREA: PROPOSED 1ST FLOOR SUNROOM ADDITION: PROPOSED LOWER FLOOR BEDROOM ADDITION: PROPOSED 1ST FLOOR DECK ADDITION: (E) ATTACHED GARAGE AREA: - 1,176 SF 713 SF 197 SF 258 SF 64 SF 483 SF Permit - - TOTAL FINISH AREA: 2,344 SF Set FRP,DEP D _ TENT7 Date: Description: 16 19 Permit Intake lola:g � Comer_ Zone S Front RLYI�red 30' a Front o? O Sides _1S-- II— S i -- Rear — Project No.: 1913.00 Drawn: Other Hei ht INDEX OF DRAWINGS: hEGEI@9�D JUL 18 2019 BUILDING T1.0 GENERAL INFORMATION, SITE PLAN & ABBREVIATIONS A1.0 DEMO PLAN; SCHEDULES & DETAILS A2.0 FOUNDATION, FLOOR PLANS & DETAILS A3.0 FLOOR PLAN, FRAMING PLAN & DETAILS A4.0 ROOF PLAN, SECTION &DETAILS A5.0 BUILDING ELEVATIONS, SECTION & DETAILS P 07 B%Y%�ANNING iG�Y �j, 1 IIJEW. dWA&iz ,V11,1T�}Onl sir � ...--.--�--- •• = GENERAL INFORMATION, ELEVATIONS & A6.0 SECTION & DETAILS ENGINEERING DIVlstoN ABBREVIATIONS ST1.0 SIMPSON "STRONG —TIE" HARDWARE & DETAILS � R I S1.0 STRUCTURAL NOTES & SCHEDULES v I Sheet No: S2.0 DETAILS T1 ®0 GENERAL NOTES Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming, or unpermitted building, structure, or site condition which is outside the scope of the permit application, regardless of whether such building, structure, or condition is shown on the site plan or drawing. Such building, structure, or condition may be the subject of a separate enforcement action. Sound/noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits, unless a variance has been granted. ECC Chapter 5.30 All changes in plans and field modifications shall be approved by the local jurisdiction. The design professional shall prepare drawings as required for approval. IBC 107.4 Temporary address shall be clearly visible from street during all phases of construction. Failure to properly post house/building numbers may result in no inspection by the City Inspector. Curb signage is not acceptable. Address numbers (4" min. ht. & 1/s" min. stroke width) shall be posted to be plainly visible from the street or road fronting the property. IRC R319 LIFE SAFETY NOTES Smoke alarms shall be installed in each sleeping room, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and on each level (including basements and habitable attics) in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur. Smoke alarms shall be hard -wired with battery backup, and when more than one smoke alarm is required within an individual dwelling unit, they shall be interconnected. Discuss exceptions to the power source requirements with the Building Inspector. IRC R314 IBC 907.2.11.2 Carbon monoxide alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur, or when one or more sleeping rooms are added or created. IRC R315 Handrails and guards must be capable of resisting a concentrated load of 200 pounds per square foot applied in any direction at any point along the top. Guard in -fill components must be capable of resisting 50 pounds per square foot. IRC Table R301.5 IBC 1607.8 Handrails shall be continuous through stair flights of four or more risers, without interruption by newel posts (unless at a turn) or other obstructions, and return to a wall, newel post, or safety terminal. The grip -size shall be Type I or II or of equivalent graspablity. IRC 311.7.8 LINE SAFETY NOTES (continued) Provide one operable escape window in the basement, habitable attic 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. [RC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4 FOOTINGS/FOUNDATIONS Footing drains are required around concrete/masonry foundations that retain earth and enclose habitable or usable spaces located below grade, or for crawl spaces when a minimum 6 inch slope within the first 10 feet of the foundation wall is not achieved. A separate footing drain inspection by the Building Inspector is required. IRC R401.3 IRC R405.1 Slab -on -grade floors shall be a minimum 3.5-inch thick concrete over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc. There shall be a thermal -break for slabs inside a foundation wall, and if the slab is less than 24" below the exterior grade, 24" wide R-10 perimeter insulation must be provided. Slabs used as part of a hydronic heating system shall have R-10 insulation provided throughout the entire slab area. IRC R506 WSEC R402.2.9 WSEC Table R402.1.1 Vertical rebar must be hooked and tied in place at time of footing inspection. Maintain minimum 3" clearance to earth, 1-1/2" to form -work for reinforcement. R403.1.3 R404.1.2.3.7.4 Anchor bolts shall be at least 1/2 -inch in diameter and extend 7 inches into concrete. There shall be a minimum of two bolts per plate, with one bolt within 12 inches but not closer than seven bolt diameters from the end of the plate. The bolt spacing shall not exceed 6 feet o.c. and shall have a nut and 3"x3"xO.229" washers unless engineered. IRC R403.1.6 FRAMING NOTES Hardware and fasteners in contact with preservative -treated wood shall be of hot -dipped zinc galvanized steel, stainless steel, silicon bronze or copper. IRC R317.3.1 IBC 2304.9.5.1 Joists less than 18" and beams less than 12" to grade and all wood exposed to weather shall be preservative -treated or naturally resistant 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. [RC 502.6/502.7 IBC 2308.8 FRAMING NOTES (continued) Foundation cripple walls shall be framed of studs not less in size than the studs above. Walls over 4 feet in height shall be framed of studs having the size required for an additional story. Cripple walls studs less than 14 inches in height shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(1), or cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. IRC R602.9 Prior to the framing inspection, the building must be dried in with a minimum of roofing, windows, and siding paper installed. Truss layouts showing girder truss/hip-master locations are not permitted to change and must be followed correctly. If the truss manufacturer requests to change, in part or in whole, the layout shown, they must contact the architect/designer to ensure that the structural design of the building is maintained. If the layout shown is changed, in part or in whole, the Building Division requires new engineering calculations and must approve the changes prior to the installation of the roof sheathing. Exterior and bearing wall studs may be notched <25% and bored <40% of the stud width. Non -bearing wall studs may be notched <40% and bored <60% of the stud width. Any bore located <5/8" from the stud face is considered a notch. Rafters and joists may be notched in the outer thirds of the span with a maximum notch depth 1/6th and a notch width 1/3rd the depth of the member. Rafters and joists may be bored up to 1/3rd the depth of the member no closer than 2" to each edge or to another bore. Top plates notched or bored >50% of the width must have a 16ga. strap, 6 inches past and fastened with 8-1Od 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"x3O" and located in a hallway or other readily accessible location. The access cover shall be weather-stripped and insulated to a level equal to the surrounding surfaces. IRC R807.1 WSEC 402.2.4 Attic ventilation openings shall not be less than 1/150 of the area of the space ventilated. It may be reduced to 1/300 if at least 50 percent and not more than 80 percent of the required openings are at least 3 feet above the eave vents with the balance provided by the eave vents. The net free cross -ventilation area may also be reduced to 1 /300 when a Class I or II vapor barrier is installed on the warm -in -winter side of the ceiling. IRC R806.2 ADDITIONAL REQUIREMENTS A survey may be required prior to the foundation wall inspection if the Building Inspector is unable to verify setbacks. Lot line stakes should be in place at the time of the foundation inspection and established property pins should be made visible. H O z 0 H U �D �z U a�w 04O L7 U MECHANICAL NOTES PLUMBING NMEN PlKL-KA ED C;UNSTRUC TION Provide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4 A 30"x30" level working space shall be provided in front of the control side to service appliances. In attics and underfloor areas, a passageway a minimum of 30 inches high and 20 inches wide traveling not more than 20 feet from the access shall be provided. A 24 inch wide solid pathway shall be provided in attics. A switch -controlled luminaire is required at the passageway opening and a receptacle outlet at or near the appliance. A means of electrical disconnect is required within sight of the appliance or the breaker is to be capable of being locked in the open position. IRC M1305 IMC 306 NEC 422.31(B) Provide the combustion air required for the proper operation of the appliance(s). The minimum required volume per the standard method is 50 cubic feet per 1.000 BTU/hr. Where exhaust fans, clothes dryers, and kitchen ventilation systems interfere with the operation of appliances, makeup air shall be provided. Fuel -fired appliances shall not be located in sleeping rooms, bathrooms, toilet rooms, or storage closets unless specific installation requirements are met. IRC G 2406.2 G2407.4 G2407.5.1 IFGC 303.3 304.4 304.5 An exhaust hood/system of >400cfm installed or required by the range or cooktop manufacturer must be provided with makeup air equal to the exhaust air rate. IRC M1503.4 IMC 505.2 Provide required makeup air in the laundry room. Louvered doors or openings/grilles into other spaces may be used to meet the requirements. Other limitations may arise if a gas dryer is installed. IMC 504.5 G2407.4 G2407.9.1 Dryer ducts shall terminate outside of the building, 3 ft. from any openings into the building. The termination shall have a backdraft damper and no screen. The dryer duct shall be a minimum .016-in. (27 ga.) thick, a minimum 4 inches in diameter, have a smooth interior finish, have sections joined with the insert end in the direction of airflow without the use of fasteners, be supported at 4 ft. intervals, and secured in place and protected by nail plates that extend 2" abovelbelow bottom/top plates. The joints shall be sealed with UL181A listed mastic or tape. Dryer duct maximum lengths are 25 ft. for electric and 35 ft. for gas with deductions for fittings (or sized/length per manufacturer). If concealed, the equivalent length of the duct shall be permanently labeled or tagged within 6 ft. of the dryer connection. IRC M1502 M1601.4.1 G2439 IMC 504 IFGC 614 Hydronic heating system piping shall be tested at 100 psi water pressure or 1 1/2 times the operating pressure, whichever is greater, for a minimum of 15 minutes. Piping embedded in concrete shall be pressure tested prior to the placing of concrete and be maintained at operating pressure during concrete placement. The test must be observed by the Building Inspector prior to concrete placement. Note: a means of providing outdoor air per IRC R303.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209 Refrigerant circuit access ports located outdoors shall be fitted with locking -type tamper- resistant caps. IRC M1411.6 IMC 1101.10 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 Ishall not discharge through the backwater valve. UPC 710.1 Vent all plumbing fixtures through the roof per UPC 906.0 or with a loop vent per UPC 909.0. Air admittance valves are not permitted unless first approved by the Building Inspector on a case by case basis. Water heaters installed in attics, attic -ceiling assemblies, floor -ceiling assemblies or a floor/sub-floor assembly, where damage may occur from a leak, shall be installed in a watertight pan made of corrosion -resistant materials. The pan shall have a minimum 3/a" drain and the drain shall terminate in a visible location. The drain cannot empty into the crawlspace beneath a building. Discharge from a relief valve into a water heater pan shall be prohibited. UPC 507.4 UPC 507.5 Access will be required for the whirlpool/jetted tub pump and the tempering valve for all tubs. The tempering valve may also be installed at the water heater. UPC 409 Showers shall be a minimum of 900 square inches and be capable of encompassing a 30 inch circle. The shower receptor shall have a finished dam, curb, or threshold between 2" and 9" above the top of the drain. The floor of the shower shall slope a minimum of 1/a" and a maximum of 1/z". Lining materials for built-up showers and shower seats shall be sloped, extend upward 3" above the horizontal surface, and over the top of the dam or threshold. Shower receptors shall be tested by filling with water to the top of the rough threshold while plugged at the drain. Protect the weep holes in the sub -drain clamping ring from clogging. UPC 408.5 - 408.7 Main building shut-off required on water supply line. UPC 606.2 Pressure reduction valve on main water supply line required by City code. 4nt hot water tank relief valve directly to the outside. C 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 Minimum l" air -gap required at dishwasher. UPC 414.3 Hose bibs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. UPC 603.5.7 Soaker and jetted tubs shall be installed and supported per the manufacturer's installation specifications. UPC 409.6 Dwelling/garage separation shall be maintained by installing 1/2" gypsum wallboard on the garage side from the foundation to the underside of the roof sheathing. Ceiling of garages with habitable space above shall have 5/8-inch Type X gypsum wallboard attached with 1-7/8 inch 6d coated nails or equivalent drywall screws and the structural elements supporting the ceiling protected with'/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: 1.1 Vertically at the ceiling and floor Ievels. 1.2 Horizontally at intervals not exceeding 10 feet. 2) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3) In concealed spaces between stair stringers at top and bottom of the run. 4) At openings around vent, pipes, and ducts at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. For additional requirements see IRC 302.11 Draftstops shall be installed in combustible construction where there is usable space both above and below the concealed space of a floor/ceiling assembly, so that the area of the concealed space does not exceed 1000 sq. ft. and shall divide the space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in floor/ceiling assemblies under the following circumstances: 1.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 [eight verification shall be done by the applicant's agent/contractor and bserved by the Building Inspector on site. The agent/contractor shall set p the equipment (transit/builders level), establish the datum point, and the oint of average grade. These items must be consistent with the approved lans. If the proposed height of a building (as shown on the plans) is iithin 12 inches of the maximum height permitted for the zone, an levation survey is required. An elevation survey consists of three omponents to be conducted by a licensed surveyor. 1) Prior to onstruction, the surveyor shall establish average grade as specified in ;CDC 21.40.030, and shall establish a reference datum point that will be ndisturbed and can be freely accessed. 2) The surveyor shall locate the levation of the first floor prior to the City under -floor inspection. 3) A inal letter of height confirmation shall be provided upon completion of the structure. CN 2 r ABKJI ANDERSEN • BJORNSTAD • KANE •.IACOBS Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS __ �- -- _ - -- - ----- — --—.._...._._..._........... _ --- 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.22SS Fax: 206.340.2266 WWW.abkj.com ECT NAME Residence 'T LOCATION Edmonds, WA 0V wAS� f 15560 PAL 216NA1, fi Submitted to: Calvin Tam TAM Design Date 7/12/19 ABKJ Project Number 19087 2)L,P/-utq-o88� u JUL 16 2019 BUILDING ABKJ1 ANDERSEN • RJORNSTAD- KANE • JACOM Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS __ ._.................. _._ _. . _ —_ ------ ^^^... ....^.�.. _,,....._.. 1402 Third Avenue, Suite 200, Seattle, Washington 98101 i Tel: 206.340.2255 Fax: 206.340.2266 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/11/2019 Subject: Loading By: SB DEAD LOADS ROOF Asphalt Shingles 1&' Plywood 2x Framing Insulation Gyp. Board Ceiling Misc LIVE TYPICAL FLOOR 3/4" Plywood 2x Framing Floor Covering Allowance Insulation Gyp. Board Ceiling Misc ROOF Snow (Rain on snow surcharge, non - reducible) Roof Live FLOOR Live 3.00 psf 1.27 psf 1.80 psf 1.00 psf 2.75 psf 1.50 psf 11.32 psf 1.90 psf 3.25 psf 2.50 psf 1.00 psf 2.75 psf 3.00 psf 14.40 psf = 25.00 psf 20.00 psf 40.00 psf Use 12.0 psf Use 15.0 psf y cueanxu 20703 80th Ave W, Edmonds, WA 98026, USA Latitude, Longitude: 47.8113637,-122.34091480000001 cc Pine Ridge Q Park n W L � J D V V Google 208th PI SW Date 7/11/2019, 10:57:23 AM Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil Type Value Description SS 1.276 MCER ground motion. (for 0.2 second period) S1 0.499 MCER ground motion. (for 1.0s period) SMS 1.276 Site -modified spectral acceleration value SM1 0.749 Site -modified spectral acceleration value SDS 0.85 Numeric seismic design value at 0.2 second SA SW 0.499 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second Fv 1.501 Site amplification factor at 1.0 second PGA 0.518 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.518 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.276 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.302 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.646 Factored deterministic acceleration value. (0.2 second) S1 RT 0.499 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.527 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.659 Factored deterministic acceleration value. (1.0 second) PGAd 0.633 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.98 Mapped value of the risk coefficient at short periods OSHPD 206th St SW 208th St SW Map data ©2019 SEISMIC BASE SHEAR AND VERTICAL SHEAR DISTRIBUTION Per IBC 2018 and ASCE 7-10 Specifications Using Equivalent Lateral Force Procedure for Regular Multi -Level Building/Structural Systems Job Name: ITran Residence Seismic Loading Subject: Job Number: I I Oriqinator: I I Checker: Input Data: Risk Category = II ..... Importance Factor, I = Soil Site Class = D Location Zip Code = 98026 Spectral Accel., Ss Spectral Accel., S1 = 0.499 Long. Trans. Period, TL = 6.000 Structure Height, hn = 20.167 IBC 2018, Table 1604.5 ASCE 7-10 Table 1.5-2 ASCE 7-10 Table 20.3-1 ;E 7-10 Figures 22-1 to 22-11 ;E 7-10 Figures 22-1 to 22-11 ASCE 7 Fig's. 22-12 to 22-18 Actual Calc. Period, Tc = 0.000 sec. from independent analysis Seismic Resist. System = A15 Light -framed walls sheathed with wood structural panels rated for shear or steel sheets (ASCE 7-10 Table 12.2-1) Structure Weight Distribution: No. of Seismic Levels =1 2 Seismic Height, hx Weight, Wx Level x (rt.) (kips) 2 18.085 4.84 hn F14 Fs —F8 —F7 F6 — F5 — F4 - F3 F2 F1 Lh. V = Cs*W = Z(Fi) = 1.45 kips Seismic Base Shear (Regdalar Bldg. Configurations Only) Total Weight, W = EWx = 11.10 kips (ASCE 7-10 Section 12.7.2) Site Coefficients: Fa = 1.000 ASCE 7-10 Table 11.4-1, page 66 Fv = 1.501 1ASCE Table 11.4-2, page 66 Sms = 1.276 ISms = Fa*SS, ASCE Eqn. 11.4-1, page 65 Sm1 = 0.749 ISmi = Fv*S1, ASCE Eqn. 11.4-2, page 65 SDs = 0.851 SDs = 2'Sms/3, ASCE 7-10 Eqn. 11.4-3, page 65 SD1 =1 0.499 JSD1 = 2"Sm1/3, ASCE Eqn. 11.4-4, page 65 Category(for SDs) = D ASCE 7-10 Table 11.6-1, page 67 Category(for SD1) = D _ ASCE 7-10 Table 11.6-2, page 67 Use Category = D Most critical of either category case above controls Period Coefficient, CT = 0.020 ASCE 7-10 Table 12.8-2, page 90 Period Exponent, x = 0.75 ASCE 7-10 Table 12.8-2, page 90 Approx. Period, Ta = _ _-0.190 _ sec., Ta = CT*hn^(x), ASCE 7-10 Section 12.8.2.1, Eqn. 12.8-7 Upper Limit Coef., Cu = 1.400 ASCE 7-10 Table 12.8-1, page 90 Period max., T(max) _ 0.266 sec., T(max) = Cu*Ta, ASCE 7-10 Section 12.8.2, page 90 Fundamental Period, T = 1 0.190 sec., T = Ta <= Cu*Ta, ASCE 7-10 Section 12.8.2, page 90 Response Mod. Coef., R = 6.5 ASCE 7-10 Table 12.2-1, pages 73-75 Overstrength Factor, flo = 3 ASCE 7-10 Table 12.2-1, pages 73-75 Defl. Amplif. Factor, Cd = _4 m _ ASCE 7-10 Table 12.2-1, pages 73-75 Cs = CS = SDs/(R/I), ASCE 7-10 Section 12.8.1.1, Eqn. 12.8-2 CS(max) _ - 0.404 For T<=TL, CS(max) = SD1/(T*(R/1)), ASCE 7-10 Eqn. 12.8-3 Cs(min) = 0.037 CS(min) = 0.044*SDS*l >= 0.01, ASCE 7-10 Eqn. 12.8-5 Use: C_s CS(min) <= CS <= CS(max) V=I 1.45 kips, V = Cs*W, ASCE 7-10 Section 12.8.1, Eqn. 12.8-1 Seismic Shear Vertical Distribution: Distribution Exponent, k = 1.00 k = 1 for T-0.5 sec., k = 2 for T>=2.5 sec. k = (2-1)*(T-0.5)/(2.5-0.5)+1, for 0.5 sec. < T < 2.5 sec. Lateral Force at Any Level: Fx = Cvx*V, ASCE 7-10 Section 12.8.3, Eqn. 12.8-11, page 91 Vertical Distribution Factor: Cvx = Wx*hx^k/(EWi*hi^k), ASCE 7-10 Eqn. 12.8-12, page 91 Seismic Level x Weight, Wx (kips) hx^k (ft.) Wx*h^k (ft-kips) Cvx N Shear, Fx (kips) E Story Shears 2 � - 4.84 18.085 87.5 0.622 0.90 0.90 1 6.26 8.500 53.2 6-3 88..__ 0.55 1.45 = 11.10 140.7 1.000 1.45 Comments: ABKJN •RNSK• JACOdS Consulting Civil and Structural Engineers 1402 Third Avenue, Suite 200, Seattle, Washington 98101 STRUCTURAL ENGINEERING CALCULATIONS Tel:206.340.2255 , Fax:206.340.2266 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/11/2019 Subject: Wind Loads By: SB ASCE 7-10: Part 2: Enclosed Simple Diaphragm Low -Rise Buildings - MWFRS Risk Category: II V = 110 mph (Use Figure 26.5-1A) Exposure Category: B Kn = 1.00 Simplified Desian Wind Pressure, D.z. (Exposure B at h = 30 ft) Angle JAI BICI DI El FIGFIGI H EOH GoH 20 1 26.6 1 -7.0 1 17.7 1 -3.9 -23.1 -16.0 -16.0 -12 2 -32.3 -25.3 Adjustment factor, A h = 20.2 <_ 60 ft. A = 1.000 Adiusted Wind Pressure. D. = AK-.D-,„ Angle JAJBJCJ DI El FIGFIGI H EOH GoH 20 1 26.6 1 -7.0 1 17.7 1 -3.9 1 -23.1 -16.0 -16.0 1 -12.2 -32.3 -25.3 ABKJ ANDERSEN • SJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 1402 Third Avenue, Suite 200, Seattle, Washington 98101 STRUCTURAL ENGINEERING CALCULATIONS Tel:206.340.2255 1 Fax:206.340.2266 1 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/11/2019 Subject: Wind Loads By: SB cm-T O RESIDENCE NEW PMMM �1 BUILDING ELEVATION — SOUTH NEW AMMON E%IAWD RU DENCE �1 BUILDING ELEVATION — NORTH ABKJ ANDERSEN • SJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 1402 Third Avenue, Suite 200, Seattle, Washington 98101 STRUCTURAL ENGINEERING CALCULATIONS Tel:206.340.2255 1 Fax:206.340.2266 1 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/11/2019 Subject: Wind Loads By: SB %--'\ BUILDING ELEVATION — EAST EAST ELEVATION ROOF SOUTH UPPER A B C D Adjusted Wind Pressure, ps30 TRIBUTARY AREA: F,, : 26.6 psf -7. psf 17.7 psf -3.9 psf 16 sq. ft 47 sq. ft 414 0 839 0 NORTH UPPER A B C D Adjusted Wind Pressure, ps30 TRI B UTARY AREA: FW: 26.6 psf -7. psf 17.7 psf -3.9 psf 16 sq. ft 47 sq. ft 414 0 839 0 UPPER SOUTH LOWER A B C D Adjusted Wind Pressure, ps30 TRI B UTARY AREA: Fw: 26.6 psf -7. psf 17.7 psf -3.9 psf 22 sq. ft 56 sq. ft 595 0 987 0 NORTH LOWER A_ B C D Adjusted Wind Pressure, ps30 TRIBUTARYAREA: F,,: 26.6 psf -7. psf 17.7 psf -3.9 psf 22 sq. ft 56 sq. ft 597 0 989 0 VW = 1254 lbs 752 lbs VW = 1253 lbs 752 lbs VW = 1582 lbs 949 lbs VW = 1587 lbs 952 lbs VW -base= 5675lbs 3405lbs SOUTH ELEVATION ROOF EAST A B Adjusted Wind Pressure, ps30 TRIBUTARY AREA: FW: C D 26.6 psf -7. psf 17.7 psf -3.9 psf 10 sq. ft 19 sq. ft 7 sq. ft 9 sq. ft 260 0 117 0 WEST- EXISTING A B C D Adjusted Wind Pressure, ps30 TRIBUTARY AREA: F ,,, : 26.6 psf -7. psf 17.7 psf -3.9 psf 17 sq. ft 42 sq. ft 0 0 295 0 UPPER EAST A B C D Adjusted Wind Pressure, ps30 TRIBUTARY AREA: FW: 26.6 psf -7. psf 17.7 psf -3.9 psf 23 sq. ft 19 sq. ft 606 0 330 0 WEST A B C D Adjusted Wind Pressure, ps30 TRIBUTARY AREA: FW: 26.6 psf -7. psf 17.7 psf -3.9 psf 40 sq. ft 0 0 701 0 VW = 3771bs 2261bs VW = 2951bs 1771bs VW = 937 /bs 5621bs VW = 7011bs 4201bs VW -base= 23101bs 13861bs EAST ELEVATION ROOF SOUTH UPPER A B Adjusted Wind Pressure, ps30 TRIBUTARY AREA: F,,: C D 26.6 psf -7. psf 17.7 psf -3.9 psf 16 sq. ft 47 sq. ft 414 0 839 0 NORTH UPPER A B C D Adjusted Wind Pressure, ps30 TRIBUTARY AREA: F,,: 26.6 psf -7. psf 17.7 psf -3.9 psf 16 sq. ft 47 sq. ft 414 0 839 0 UPPER SOUTH LOWER A B C D Adjusted Wind Pressure, ps30 TRIBUTARY AREA: F,,,: 26.6 psf -7. psf 17.7 psf -3.9 psf 22 sq. ft 56 sq. ft 595 0 987 0 NORTH LOWER A B C D Adjusted Wind Pressure, ps30 TRIBUTARYAREA: FW: 26.6 psf -7. psf 17.7 psf -3.9 psf 22 sq. ft 56 sq. ft 597 0 989 0 VW = 1254 lbs 752 lbs VW = 1253 lbs 752 lbs VW = 1582 lbs 949 lbs VW = 1587 lbs 952 lbs VW -base= 5675lbs 3405lbs Lateral Design ,Forces WIND LRFD ASD EAST 5675 1bs; 3405 1bs NORTH 2310Ibs' 13861bs SOUTH 2310Ibs 138°6Ibs5 LRFD A.SD VECI 1450 1bs 1015 fbs' WING CONTROLS LATERAL DESIGN ABKJ ANDERSEN•BJCRF STAR-KANE-iACOBS Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.2255 Fax 206.340.2266 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Upper East Wall By: SRB Controlling Design Case Wind Risk Category II V = 226 Ibs (ASD) f = 19.8 ft H = 8.88 ft Wood T e DF v = 11.4 plf Nominal Panel Minimum Fastener Panel Edge V Modified Allowable Sheathing Material Thickness Sheathing Fastener Type 8 Size Fastener VS or v," I V (f) penetration Nailing (n = 2.0) = 2.0 V1SP-Sheathing 15/32 Single 1 3/8 8d 6 730 plf 1 365 plf 365 plf Sheathing Type: PLY Footnote Modifier for v =I 1.00 (d none enter 1.0) Perforated Shear Wall Check VN 365 plf L,� = 19.8 ft bs = 2.7 It h/b b1 = 2.67 ft 3.324 >2.0 multiply by 2b/h b2 = 2.67 ft 3.324 >2.0 multiply by 2b/h Percent full height sheathing = 16.2% A. = 52.0 ft2 r = 0.354 Co = 0.954 Van = vCJL, V-11 = 1119 Ibs > Holddown Calculation OTM = Vh = T= Vh = CjL; U = 0lbs Self Wei ht = 7.5lbs/sa.ft C.O.M Loc.=l 50.0% Prelimary Check Assuming No Wall Openings: V < Vn 11 plf < 365 plf OK 2by/h L, 0.60 1.6 ft 0.60 1.6 ft EL; = 3.2 ft _ 1 _ (' r r A. C' ;3-2r,fZ,L, 1a•17YL Ltotal = 226.0 lbs OK OTM = overturning moment 2,006 ft-Ibs RM = resisting moment W = wall self weight 654 Ibs wog = wall distributed dead loading RM = 0.6[(W+wL)(L/2)] U = uplift force from strap/HDU above HD Force = (RM/L)-T-U Self Weight = assumed self weight of wall C.O.M. Loc. = center of mass location as a percent of the span H (ft) L (ft) W WIX RM HD Force 8.88 19.8 1,320 18 olf 9,979 ft-Ibs -151 lbs of uplift MSTC28 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM Allowable Tension: 1540 Ibs ABKJN .K-1AC08S Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 I Tel: 206.340.2255 Fax: 206.340.2266 1 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Upper East Wall By: SRB `/max,svmgU = v - 73.7 plf C,EL, uniform uplift t = v —,s„.,Vh = 73.7 plf Assumed that uplift force and deadload act uniformly along length of wall. DL = (W+-.,) = 84.6 plf No Uplift Deflection/Drift Calculation for Seismic Strength Conditions v = N/A Ibs/ft h = 8.88 ft E = 1.600,000 psi End Post b = 3.00 in End Post In = 5.50 in A = 16.5 in' b=1 3.2 ft ft Ga = 10 kips/in A. = 0.001 in ssw = N/A in Cd = N/A le = N/A �x =1 N/A in Aallowable = N/A in Ax < allowable N/A < N/A OK Wind Deflection/Drift Calculation for Servicibility Conditions % of Load Used = 75 v = 55.30 Ibs/ft h = 8.88 ft E = 1,600,000 psi End Post b = 3 in End Post h = 5.50 in A = 16.50 in b = 3.2 ft Ga = 10 kips/in Aa = 0.001 in Ssw = 0.0565 in = 0.0565 in Drift Limit U 400 6allowable = 0.266 in Ax < Aallowable 0.056 < 0.266 OK 8vh3 vh hA, EAb +. 000Gh + b v = maximum induced shear at strength load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet Ga = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system,inch bsw = shear wall deflection,inch Cd = deflection amplicfication factor ASCE 7-10 Table 12.2-1 le = importance factor ASCE 7-10 Table 1-5-2 AK = story drfit from ASCE 7 Equation 12.8-15 Aallrrwable = allowable story drift for seismic ASCE 7 Table 12.12-1 v = maximum induced shear at service load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet Ga = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system,inch bsw = shear wall deflection,inch AK = story drfit equal to shear wall deflection under service loads Aallowable = minimum of 3/8 inch and a range of h/400 to h/600 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM ABKJ ANDERSEN-8JORWAD-KANE•;AC08$ Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS - ---------- - -_------._-_..-.-..__--_-„----....-------.--_-_-....--.-....-..----------- -------------------------_..__---------....._----------- 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.22SS E Fax: 206.340.226E www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Lower East Wall By: SRg Controlling Design Case Wind Risk Category V = f = H = Wood T e v = II (ASD) 1014 Ibs 21.8 ft 7.13 ft DF 46.6 plf Nominal Panel Minimum Fastener Panel Edge Vn Modified Allowable Sheathing Material Thickness Sheathing Fastener Type &Size Fastener Vs or v, V (4 Penetration Nailing (D = 2.0) = 2.0) WSP-Sheathing 15132 Single 1 3/3 8d 6 730 plf 365 pit 365 plf Sheathing Type: PLY Footnote Modifier for v =I 1.00 (d none enter 1.0) Perforated Shear Wall Check VN / 0 = 365 plf L,b = 21.8 ft bs = 3.3 ft h/b b1 = 14.75 ft 0.483 OK b2 = 3.25 ft 2.192 >2.0 multiply by 21b/h Percent full height sheathing = 81.4% k 16.0 ft2 r = 0.887 Co = 0.890 V�i= vCofL; V_ti= 5751lbs > Holddown Calculation OTM = Vh = T = Vh = CjL; U = 151 Ibs Self Wei ht = 7.5lbs/so.ft C.O.M Loc.=l 50.01% Prelimary Check Assuming No Wall Openings: V < Vn 47 plf < 365 plf OK 2bs/h L; N/A 14.8 ft 0.91 3.0 ft FL; = 17.7 ft r ._ 1 Ca = r ,14. 14- A. 13-2r 114 by L; Ltotal = 1014.0lbs OK OTM = overturning moment 7,225 ft-Ibs RM = resisting moment W = wall self weight 4581bs wDL = wall distributed dead loading RM = 0.6[(W+wL)(L/2)] U = uplift force from strap/HDU above HD Force = (RM/L)-T-U Self Weight = assumed self weight of wall C.O.M. Loc. = center of mass location as a percent of the span H (ft) L (ft) W WDL RM HD Force 7.13 21.8 l J62 20 pit 10,421 ft-Ibs -130 lbs of uplift STHD14 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM Allowable Tension: 3500 Ibs ABKJN NSK•JACOBS Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 € Tel: 206.340.2255 Fax: 206.340.2266 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Lower East Wall By: SRB - 64.4 plf coFt, uniform uplift t = vim,.M—g. = 64.4 plf Assumed that uplift force and deadload act uniformly along length of wall. DL = (W+wDI) = 73.4 plf No Uplift Deflection/Drift Calculation for Seismic Strength Conditions v = N/A Ibs/ft h = 7.13 ft E = 1,600,000 psi End Post b = 3.00 in End Post h = 5.50 in A = 16.5 in2 b=1 17.7ft ft Ga = 10 kips/in AB = 0.000 in Ssw = N/A in Cd = N/A la = N/A �x = N/A in 6allowable — N/A in 6x < allowable NIA < N/A OK Wind Deflection/Drift Calculation for Servicibility Conditions % of Load Used = 75 % v = 48.26 Ibs/ft h = 7.13 ft E = 1,600,000 psi End Post b = 3 in End Post h = 5.50 in A = 16.50 in b = 17.7 ft Ga = 10 kips/in Da = 0.000 in Ssw = 0.0347 in AK = 0.0347 in Drift Limit U 400 Aallowable = 0.214 in Ax < allowable 0.035 < 0.214 OK 8Vh31 vh hna EAb 1000Ga + b v = maximum induced shear at strength load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet Ga = value from Table 4.3A,kips/in AB = total vert. elongation of wall anchorage system,inch SBw = shear wall deflection,inch Cd = deflection amplicfication factor ASCE 7-10 Table 12.2-1 le = importance factor ASCE 7-10 Table 1-5-2 Ax = story drfit from ASCE 7 Equation 12.8-15 °allowable = allowable story drift for seismic ASCE 7 Table 12.12-1 v = maximum induced shear at service load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet Ga = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system,inch SSw = shear wall deflection,inch A, = story drfit equal to shear wall deflection under service loads Aallowable = minimum of 3/8 inch and a range of h/400 to h/600 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM . ABKJ N -N5K•JACOSS Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.2255 Fax: 206-340,2266 i www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Upper North Wall By: SRB Controlling Design Case Wind Risk Category II V = 752 Ibs (ASD) f = 9.9 ft H = 7.13 ft Wood Tyee. DF v =1 75.8 If Nominal Panel Minimum Fastener Panel Edge v n Modified Allowable Sheathing Material Thickness Sheathing Fastener Type 8 Size Fastener vs Or vw v (!? Penetration Nailing (n = 2.0) = 2.0) V1SP-Sheathing 15/32 Sir,cle 1 3/8 8d 6 730 pit 365 plf 365 pit Sheathing Type: PLY Footnote Modifier for v =I 1,00 (if none enter 1.0) Perforated Shear Wall Check vN / 0 = 365 pif Ltot = 9.9 ft bs = 2.4 ft h/b bl = 2.42 It 2.948 >2.0 multiply by 2b/h b2 = 2.50 It 2.850 >2.0 multiply by 2b/h Percent full height sheathing = 33.6 A. = 20.0 ft' r = 0.543 C. = 0.844 VV.an= vCoEL; V—) = 1027Ibs > Holddown Calculation OTM = Vh = T= Vh = CJL; U = Olbs Self Wei ht = 7.5lbs/s1.ft C.O.M Loc.=l 50.c/, Prelimary Check Assuming No Wall Openings: v < Vn 76 plf < 365 plf OK 2b,/h L; 0.68 1.64 ft 0.68 1.70 ft EL;= 3.34ft r = r E L,0t cs 3-2r,I ;4 1 + )7Z 4 Ltotal = 752.0lbs OK OTM = overturning moment 5,358 ft-Ibs RM = resisting moment W = wall self weight 1904Its wDL = wall distributed dead loading RM = 0.6[(W+wL)(L/2)) U = uplift force from strap/HDU above HD Force = (RM/L)-T-U Self Weight = assumed self weight of wall C.O.M. Loc. = center of mass location as a percent of the span H (ft) L (ft) W wDL RM HD Force 7.13 9.9 530 90 pit 4,232 ft-Ibs -1478 Ibs of uplift MSTC28 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM Allowable Tension: 1540lbs ABKJ AND`_45EN • SJORPMA0 • KANE •JACOBS Consulting Civil and Structural Engineers _ STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.2255 Fax: 206.340.2266 www,abki.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Upper North Wall By: SRB vmz.stw9th = V = 267.3 plf CoEL; uniform uplift t = v�s„_ = 267.3 plf Assumed that uplift force and deadload act uniformly along length of wall. DL = (W+wor) = 143.4 plf Uplift of 123.9 Ibs/ft occurs Deflection/Drift Calculation for Seismic Strength Conditions v = N/A Ibs/ft h = 7.13 ft E = 1,600,000 psi End Post b = 3.00 in End Post h = 5.50 in A = 16.5 in b=1 3.3 ft ft Ga = 10 kips/in oa = 0,013 in Ssw = N/A in Cd = N/A le = N/A OK = N/A in 6allowable = N/A In AK < Dallowable N/A < N/A OK Wind Deflection/Drift Calculation for Servicibility Conditions % of Load Used = 75 % v = 200,47 Ibs/ft h = 7,13 ft E = 1,600,000 psi End Post b = 3 in End Post h = 5.50 in A = 16.50 in b = 3.3 ft G. = 10 kips/In oa = 0,013 in bsw = 0.1777 in AK =1 0.1777 in Drift Limit L/I 400 k1lowable = 0.214 In Az < 8allowable 0,178 < 0.214 OK 8vh3 vh hA, ` TA_ b 1000G, t b v = maximum induced shear at strength load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet Ga = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system,inch bsw = shear wall deflection,inch Cd = deflection amplicfication factor ASCE 7-10 Table 12.2-1 le = importance factor ASCE 7-10 Table 1-5-2 Ax = story drfi from ASCE 7 Equation 12.8-15 Aallowable = allowable story drift for seismic ASCE 7 Table 12.12-1 v = maximum induced shear at service load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet Ga = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system,inch Ssw = shear wall deflection,inch AX = story drift equal to shear wall deflection under service loads kllewable = minimum of 3/8 inch and a range of h/400 to h/600 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM . ABKJ N .WK• 3ACOBS Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 205.340.2255 I Fax: 205.340.2255 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Lower North Wall By: SRB Controlling Design Case Wind Risk Category II V = 1704 Ibs (Aso) f= 11.8ft H = 7.13 ft Wood T e DF v = 145.0 plf Nominal Panel Minimum Fastener Panel Edge Vn Modified Allowable Sheathing Material Thickness Sheathing Fastener Type &Size Fastener vs or vw v (f) Penetration Nailing (D = 2.0) = 2.0 tFJSP-Sheathing 15/32 Single 1 3/8 8d 6 730 plf 365 plf 365 plf Sheathing Type: PLY Footnote Modifier for v =I 1.00 (if none enter 1.0) Perforated Shear Wall Check vN / f) = 365 plf L,� = 11.8 ft b,= 11.8ft h/b b1 = 0.606 OK Percent full height sheathing = 100.0 A. = 0.0 ftz r = 1.000 Co= 1.000 V„ ,, = 4289 Ibs > Holddown Calculation OTM = Vh = T = Vh = C jLi U = 1478lbs Self Weight = 7.51bs/1,y.ft C.O.M Loc.=l 5o.o 1 r= A 1 + 1114 1704.0lbs OK Prelimary Check Assuming No Wall Openings: v < Vn 145 plf < 365 plf OK 2bs/h L; N/A 11.75 ft FL; = 11.75 ft C = f r ` lot l,3-2r )y'4 Ltotal = OTM = overturning moment 12,141 ft-Ibs RM = resisting moment W = wall self weight 1033lbs wDL = wall distributed dead loading RM = 0.6[(W+wL)(L/2)] U = uplift force from strap/HDU above HD Force = (RM/L)-T-U Self Weight = assumed self weight of wall C.O.M. Loc. = center of mass location as a percent of the span H (ft) L (ft) W wDL RM HD Force 7,13 11.8 628 20 plf 3,041 ft-Ibs -2252 Ibs of uplift STHD14 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM Allowable Tension: 3500 Ibs ABKJ RNDz"RSEN • fl10RNSiAD • KANE • 1RCOBS Consulting Civil and Structural Engineers _ STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200. Seattle, Washington 98101 Tel: 206.340.2255 Fax: 206.340.2266 www.abki.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Lower North Wall By: SRB umex gth = v = 145.0 plf CjL; uniform uplift t = vm, , ",n = 145.0 plf Assumed that uplift force and deadload act uniformly along length of wall. DL = (w+wa) = 73.4 plf Uplift of 71.6 Ibs/ft occurs Deflection/Drift Calculation for Seismic Strength Conditions v = N/A Ibs/ft h = 7.13 ft E = 1,600,000 psi End Post b = 3.00 in End Post h = 5.50 in A = 16.5 inZ b= 11.8ft ft Ga = 10 kips/in 6. = 0,000 in 6. = N/A in Cd = N/A le = N/A �x = N/A in Dallowble= N/A In Ax < Aallowable N/A < N/A OK Wind Deflection/Drift Calculation for Servicibility Conditions % of Load Used = 75 % v = 108.77 Ibs/ft h = 7.13 ft E = 1,600,000 psi End Post b = 3 in End Post h = 5.50 in A = 16.50 in b = 11.8 ft Ga = 10 kips/in oa = 0.000 in S5w = 0.0785 in ox = 0.0785 in Drift Limit L/ 400 Dallov ble = 0.214 In ax < kllox ble 0.079 < 0.214 OK 8yhj�3 y } (�fy�i(1�/� hA, � bl .li 00Q, + Il v = maximum induced shear at strength load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet Ga = value from Table 4.3A,kips/in AB = total vert. elongation of wall anchorage system,inch Ssw = shear wall deflection,inch Cd = deflection amplicfication factor ASCE 7-10 Table 12.2-1 le = importance factor ASCE 7-10 Table 1-5.2 Ax = story drfi from ASCE 7 Equation 12.8-15 oanewable = allowable story drift for seismic ASCE 7 Table 12.12-1 v = maximum induced shear at service load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet Ga = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system,inch Ss,,, = shear wall deflection,inch Ax = story drfit equal to shear wall deflection under service loads oallewable = minimum of 3/8 inch and a range of h/400 to h/600 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM . ABKJ ANDERSEN-BJORNSTAP-KANE-sAC.OB3 Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.2255 Fax- 206.340.2266 l www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Upper South Wail - Segmented Wall By: SRB Controlling Design Case Wind Risk Category II V = 376 lbs (ASD) f = 2.5 ft H = 7.13 ft Wood Ty e DF v =1 150.4 plf Nominal Panel Minimum Fastener Panel Edge Vn Modified Allowable Sheathing Material Thickness Sheathing Fastener Type & Size Fastener vs or vw v (Q Penetration Nailing (0=2.0) =2.0) `h SP-Sheathing 15/32 Single 1 3/8 8d 6 730 plf 365 plf 365 plf Sheathing Type: PLY Footnote Modifier for v =I 1.00 (dnone enter 1.0) Perforated Shear Wall Check vN / 4 = 365 plf Lt� = 2.5 ft bs = 2.5 ft h/b b1 = 2.850 >2.0 multiply by 2b/h Percent full height sheathing = 70.2% A. = 0.0 ft2 r= 1.000 ca = 1.000 V,, v = 640 lbs > Holddown Calculation OTM = Vh = T = Vh = CjLl U = D lbs Self Wei ht = 7.5 ibs/s;.ft C.O. M Loc.=l rc C i• Prelimary Check Assuming No Wall Openings: v < Vn 150 plf < 365 plf OK 2bs/h L; 0.70 1.75 ft £L,= 1.75ft r= 1 C -( r 7 4� 1 h} L; Ltotal = 376.0lbs OK OTM = overturning moment 2,679 ft-lbs RM = resisting moment W = wall self weight 1072 lbs WDL = wall distributed dead loading RM = 0.6[(W+wL)(L/2)] U = uplift force from strap/HDU above HD Force = (RM/L)-T-U Self Weight = assumed self weight of wall C.O.M. Loc. = center of mass location as a percent of the span H (ft) L (ft) W WDL RM HD Force 7.13 2.5 134 20 plf 138 ft-lbs -1017 It s of uplift MSTG28 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM Allowable Tension: 1540lbs ABKJN NSK- JACO& Consulting Civil and Structural Engineers _ _ STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite200, Seattle, Washington 98101 Tel: 206.340.2255 Pax: 206.340.2266 �www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Upper South Wall - Segmented Wall By: SRB Vmax'w glh =y - 214.3 plf CjL; uniform uplift t = v .vs vh = 214.3 plf Assumed that uplift force and deadload act uniformly along length of wall. DL = (W+w.,) = 73.4 plf Uplift of 140.9 Ibs/ft occurs Deflection/Drift Calculation for Seismic Strength Conditions v = N/A Ibs/ft h = 7A3 ft E = 1.600,000 psi End Post b = 3.00 in End Post h = 5.50 in A = 16.5 in b=1 1.8 ft ft Ga = 10 kips/in Aa = 0.009 In 6.= N/A in Cd = N/A le = N/A �K =1 N/A in 6allowable = N/A in Ax < Aallowable N/A < N/A OK Wind Deflection/Drift Calculation for Servicibility Conditions % of Load Used = 75 % v = 160.74 Ibs/ft h = 7.13 ft E = 1,600,000 psi End Post b = 3 in End Post h = 5.50 in A = 16.50 in b = 1.8 ft Ga = 10 kips/in Aa = 0.009 in 6sw = 0.1616 in Ax =1 0.1616 in Drift Limit L! 400 Aallowable — 0.214 In Ax < Aallowable 0.162 < 0.214 OK . , $+ h3 `'h hA, _ Ab + 1000G. +b v = maximum induced shear at strength load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet Ga = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system,inch Ssw = shear wall deflection,inch Cd = deflection amplicfication factor ASCE 7-10 Table 12.2-1 le = importance factor ASCE 7-10 Table 1-5-2 Ax = story drfit from ASCE 7 Equation 12.8-15 oallowable = allowable story drift for seismic ASCE 7 Table 12.12-1 v = maximum induced shear at service load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post In = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet Ga = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system,inch 6, = shear wall deflection,inch Ax = story drfit equal to shear wall deflection under service loads Aallowable = minimum of 3/8 inch and a range of h/400 to h/600 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM ABKJN •NSK• JACOfi$ Consulting Civil and Structural Engineers 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Project: Tran Residence Subject: Lower South Wall Controlling Design Case Wind Risk Category II V = 1701 Ibs (Aso) f = 11.8 ft H = 7.13 ft Wood Type, DF v =1 143.8 If STRUCTURAL ENGINEERING CALCULATIONS Tel:206.340.2255 Fax:206-340.2266 www.abkj.com Job #: 19087 Date: 7/12/2019 By: SRB Nominal Panel Minimum Fastener Panel Edge Vn Modified Allowable Sheathing Material Thickness Sheathing Fastener Type &Size Fastener vs or vw v (f1 Penetration Nailing (n = 2 0) = 2.0) VVSP-Sheathing 15/32 Single 1 3/8 8d 6 730 plf 365 plf 365 plf Sheathing Type: PLY Footnote Modifier for v =I 1.00 (f none enter 1.0) Perforated Shear Wall Check vN / 0 = 365 plf L,a= 11.8 ft bs= 11.8 ft h/b bl = 0.602 OK Percent full height sheathing = 100.0 A. = 0.0 ft2 r = 1.000 C. 1.000 V_,,= vCjL; v—, = 4319 Ibs > Holddown Calculation OTM = Vh = T = Vh = C j_Li U = 1021 Ibs Self Weight = 7.5lbs/so.ft C.O.M Loc.=l 50.0% 1 2+ hj]L, 1701.0lbs OK Prelimary Check Assuming No Wall Openings: v < Vn 144 plf 1 365 plf OK 2bs/h L, N/A 11.83 ft EL;= 11.83ft _ ( r i L!�, �° ;3-2r T4, Ltotal = OTM = overturning moment 12,120 ft-Ibs RM = resisting moment W = wall self weight 1024 Ibs wpL = wall distributed dead loading RM = 0.6[(W+WL)(L/2)] U = uplift force from strap/HDU above HD Force = (RM/L)-T-U Self Weight = assumed self weight of wall C.O.M. Loc. = center of mass location as a percent of the span H (ft) L (ft) W wo, RM HD Force 7.13 11.8 632 20 plf 3,085 ft-Ibs 1785 Ibs of uplift STHD14 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM Allowable Tension: 3500 Ibs ABKJN -N5K-JACOBS Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS _..... ._-----_-_----- ------ _---------- _.-----.........--.-_-__----- ---- —---------- ___._.__.-------_--- --------_.. 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.2255 Fax: 206.340.2266 www,abki.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Lower South Wall By: SRB V.M0 ogm =y = 143.8 plf CXI uniform uplift t = v ­—g,b = 143.8 plf Assumed that uplift force and deadload act uniformly along length of wall. DL = (W*wog) = 73.4 plf Uplift of 70.3 Ibs/ft occurs Deflection/Drift Calculation for Seismic Strength Conditions v = N/A Ibs/ft h = 7.13 ft E = 1.600,000 psi End Post b = 3.00 in End Post h = 5.50 in A = 16.5 in2 b=1 11.8ft ft GB = 10 kips/in Aa = 0.000 in ssw = N/A in Cd = N/A le = N/A �K = N/A in allowable = N/A In Ax < 8allowable N/A < N/A OK Wind Deflection/Drift Calculation for Servicibility Conditions % of Load Used = 75 v = 107.81 Ibs/ft h = 7.13 ft E = 1,600,000 psi End Post b = 3 in End Post h = 5.50 in A = 16.50 in b = 11.8 ft G. = 10 kips/in Da = 0.000 in SBw = 0.0778 in �K = 0.0778 in Drift Limit L/ 400 Dall—able = 0.214 in AK < Dallowable 0.078 < 0.214 OK 8vh3 vh hA, EAb 11000iG, + b v = maximum induced shear at strength load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet GB = value from Table 4.3A,kips/in oa = total vert. elongation of wall anchorage system,inch 6,, = shear wall deflection,inch Cd = deflection amplicfication factor ASCE 7-10 Table 12.2-1 le = importance factor ASCE 7-10 Table 1-5-2 AX = story drfi from ASCE 7 Equation 12.8-15 Aallewable = allowable story drift for seismic ASCE 7 Table 12.12-1 v = maximum induced shear at service load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet Ga = value from Table 4.3A,kips/in oa = total vert. elongation of wall anchorage system,inch 5 = shear wall deflection,inch Ax = story drfi equal to shear wall deflection under service loads Aallowable = minimum of 318 inch and a range of h/400 to h/600 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM o I (E) RIDGEIJNE I II I I II II II II II j I i C .I I I TYPICAL ® OVERFRAMING (HATCHED AREAS) : 2x6 RAFTERS ® 24' OC W/ INTERMEDIATE SUPPORT® 6'-0' OC MAX �I 2x6 OF No. 2 RAFTERS ILL —-------r--�L--- ETAILS ® 24" OC I � II z m z RJ-4 '" � m m `— � OVRHAG � II — 412 'S S� LOPE > --- 2: 6.8m ROOF DF o. 2B RAFTERS 024" OC — c — — — a — — — —i T II Is 4:12 ' H SLOPE a m (, OF No. --- —J WILE N II II II II II II II � II � II II II II JI II OPTIONAL 20 I I SKYLIGHTS, TYP II V II --J---_--_--- -- 2x6 OF No. 2 RAFTERS TAILS ® 24. OC RJ 3 1 B ROOF PLAN SCALE: 1/4"=1'-O" �WOOCI Beam File =L:120191190871EngADesign119087-TranResidencelTranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . r.rri • •: DESCRIPTION: RJ1-2x12 (interior) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi (Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D 0.0240 S 0.050 I i � 2x12 Span = 9.667 ft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0.0120, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY__ __ _ _ • Maximum Bending Stress Ratio = __ _ 0.275.1 Maximum Shear Stress Ratio _ = 0.124 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 327.84 psi fv : Actual 25.76 psi FB : Allowable 1,190.25 psi Fv : Allowable 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.834ft Location of maximum on span = 8.750ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 3342 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.051 in Ratio = 2258 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 I Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FIV C i C r C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.114 0.052 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 931.50 0.09 8.35 162.00 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.103 0.046 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1035.00 0.09 8.35 180.00 +D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.082 0.037 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1293.75 0.09 8.35 225.00 +D+S+H 1.000 1.00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.275 0.124 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.86 327.84 1190.25 0.29 25.76 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9,667 It 1 0.082 0.037 1.25 1.000 1.00 1.15 1.00 1,00 1.00 0.28 106.33 1293.75 0.09 8.35 225.00 Wood Beam File =L:1201911908AEngADesign119087-TranResidenceManResidence.ec6. Software copyright ENERCALC, INC.1983.2019, Build:10.19.1.30 . DESCRIPTION: RJ1-2x12 (interior) Load Combination Max Stress Ratios Segment Length Span # M V Moment Values Shear Values C d C FN C i Cr C m C t C L M fb F'b V fv F'v ✓- I.VVV 1- I.IV I.VV I.VV I.VV Length = 9.667 ft 1 0.229 0.103 1.15 1.000 1.00 1.15 1.00 1.00 1.00 +D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 Length = 9.667 ft 1 0.064 0.029 1.60 1.000 1.00 1.15 1.00 1.00 1.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 Length = 9.667 ft 1 0.064 0.029 1.60 1.000 1.00 1.15 1.00 1.00 1.00 +D+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 Length = 9.667 ft 1 0.165 0.074 1.60 1.000 1.00 1.15 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 Length = 9.667 ft 1 0.039 0.017 1.60 1.000 1.00 1.15 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 Length = 9.667 It 1 0.064 0.029 1.60 1.000 1.00 1.15 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 Length = 9.667 ft 1 0.165 0.074 1.60 1.000 1.00 1.15 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 Length = 9.667 ft 1 0.039 0.017 1,60 1.000 1.00 1.15 1.00 1.00 1.00 Overall Maximum Deflections 0.00 0.00 0.00 0.00 0.72 272.46 1190.25 0.24 21.41 207.00 0.00 0.00 0.00 0.00 0.28 106.33 1656.00 0.09 8.35 288.00 0.00 0.00 0.00 0.00 0.28 106.33 1656.00 0.09 8.35 288.00 0.00 0.00 0.00 0.00 0.72 272.46 1656.00 0.24 21.41 288.00 0.00 0.00 0.00 0.00 0.17 63.80 1656.00 0.06 5.01 288.00 0.00 0.00 0.00 0.00 0.28 106.33 1656.00 0.09 8.35 288.00 0.00 0.00 0.00 0.00 0.72 272.46 1656.00 0.24 21.41 288.00 0.00 0.00 0.00 0.00 0.17 63.80 1656.00 0.06 5.01 288.00 Load Combination Span Max.'-" Defl Location in Span Load Combination Max.'Y' Defl Location in Span +D+S+H 1 0.0514 4.869 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.358 0.358 Overall MINimum 0.242 0.242 +D+H 0.116 0.116 +D+L+H 0.116 0.116 +D+Lr+H 0.116 0.116 +D+S+H 0.358 0.358 +D+0.750Lr+0.750L+H 0.116 0.116 +D+0.750L+0.750S+H 0.297 0.297 +D+0.60W+H 0.116 0.116 +D+0.750Lr+0.450W+H 0.116 0.116 +D+0.750S+0.450W+H 0.297 0.297 +0.60D+0.60W+0.60H 0.070 0.070 +D+0.70E+0.60H 0.116 0.116 +D+0.750L+0.750S+0.5250E+H 0.297 0.297 +0.60D+0.70E+H 0.070 0.070 D Only 0.116 0.116 Lr Only L Only S Only 0.242 0.242 W Only E Only H Only Wood Beam File=L.1201%190871EngrlDesign119087-TranResidencelTranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: RJ2- 2x12 (interior) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 202 Span = 9.667 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0120, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.2751 Maximum Shear Stress Ratio = 0.124 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual 327.84 psi fv : Actual = 25.76 psi FB :Allowable = 1,190.25 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.834ft Location of maximum on span = 8.750 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection ! Max Downward Transient Deflection 0.035 in Ratio = 3342 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 1 Max Downward Total Deflection 0.051 in Ratio = 2258 >=180 Max Upward Total Deflection I I 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations 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 F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.114 0.052 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 931.50 0.09 8.35 162.00 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.103 0.046 1.00 1.000 1.00 1.15 1.00 1.00 1,00 0.28 106.33 1035,00 0.09 8.35 180.00 +D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.082 0.037 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1293.75 0,09 8.35 225.00 +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 9.667 ft 1 0.275 0.124 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.86 327.84 1190.25 0.29 25.76 207.00 +D+0.750Lr+0.750L+H 1,000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.082 0.037 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0,28 106.33 129335 0.09 8.35 225.00 Wood Beam File = L:12019t190871EngADesign119087 - Tran Residence\Tran Residence.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: RJ2- 2x12 (interior) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb F'b V fv F'v +D+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.229 0.103 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.72 272.46 1190.25 0,24 21.41 207.00 +D+0.60W+H 1.000 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.064 0.029 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1656.00 0,09 8.35 288.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.064 0.029 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1656.00 0.09 8.35 288.00 +D+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.165 0.074 1.60 1.000 1.00 1.15 1.00 1.00 1,00 0.72 272.46 1656.00 0.24 21.41 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.039 0.017 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.17 63.80 1656.00 0.06 5.01 288.00 +D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.064 0.029 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1656.00 0.09 8.35 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.165 0.074 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.72 272.46 1656.00 0.24 21.41 288.00 +0.60D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.039 0.017 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.17 63.80 1656.00 0.06 5.01 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S+H 1 0.0514 4.869 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.358 0.358 Overall MINimum 0.242 0.242 +D+H 0.116 0.116 +D+L+H 0.116 0.116 +D+Lr+H 0.116 0.116 +D+S+H 0.358 0.358 +D+0.750Lr+0.750L+H 0.116 0.116 +D+0.750L+0.750S+H 0.297 0.297 +D+0.60W+H 0.116 0.116 +D+0.750Lr+0.450W+H 0.116 0.116 +D+0.750S+0.450W+H 0.297 0.297 +0.60D+0.60W+0.60H 0.070 0.070 +D+0.70E+0.60H 0.116 0.116 +D+0.750L+0.750S+0.5250E+H 0.297 0.297 +0.60D+0.70E+H 0.070 0.070 D Only 0.116 0.116 Lr Only L Only S Only 0.242 0.242 W Only E Only H Only Wood Beam DESCRIPTION: RAW CODE REFERENCES File = L:120191190871EngrlDesign119087 - Tran Residence\Tran Residence.ec6 . Software copyright ENERCALC, INC. 1983-2019. Build:10.19.1.30 . Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Flo + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x6 Span = 2.667 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0.0120, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.270C 1 Maximum Shear Stress Ratio = 0.144 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 417.60 psi fv : Actual = 29.73 psi I FB : Allowable = 1,547.33psi Fv : Allowable 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 0.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection i Max Downward Transient Deflection 0.016 in Ratio = 3906 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0,024 in Ratio = 2640 >=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 Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.112 0.060 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.09 135.44 1210.95 0.05 9.64 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.101 0.054 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.09 135.44 1345.50 0.05 9.64 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.081 0.043 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.09 135A4 1681.88 0.05 9.64 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.270 0.144 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.26 417.60 1547.33 0.16 29.73 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.081 0.043 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.09 135.44 1681.88 0.05 9.64 225.00 Wood Beam File=L:120191190871EngA0esign119087-TranResidence\TranResidence.ec6. Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . r.rri • •: DESCRIPTION: RJ3:26 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 F'b V fv F'v +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0,224 0.119 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.22 347,06 1547.33 0.14 24.71 207,00 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.063 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 135.44 2152.80 0.05 9.64 288.00 +D+0.750Lr+0.450W+H 1.300 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0,063 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 135.44 2152.80 0.05 9.64 288.00 +D+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.161 0.086 1.60 1.300 1.00 1.15 1.00 1,00 1.00 0.22 347.06 2152.80 0.14 24.71 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.038 0.020 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 81.26 2152.80 0.03 5.78 288.00 +D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.063 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 135.44 2152.80 0.05 9.64 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.161 0.086 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0,22 347.06 2152.80 0.14 24.71 288.00 +0.60D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.038 0.020 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 81.26 2152.80 0.03 5.78 288.00 Overall Maximum Deflections Load Combination Span Max. " " Defi Location in Span Load Combination Max. °+° Defl Location in Span +D+S+H 1 0.0242 2.667 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.197 Overall MINimum 0.133 +D+H 0.064 +D+L+H 0.064 +D+Lr+H 0.064 +D+S+H 0.197 +D+0.750Lr+0.750L+H 0.064 +D+0.750L+0.750S+H 0.164 +D+0.60W+H 0.064 +D+0.750Lr+0.450W+H 0.064 +D+0.750S+0.450W+H 0.164 +0.60D+0.60W+0.60H 0.038 +D+0.70E+0.60H 0.064 +D+0.750L+0.750S+0.5250E+H 0.164 +0.60D+0.70E+H 0.038 D Only 0.064 Lr Only L Only S Only 0.133 W Only E Only H Only Wood Beam File = LM0191190871Engffiesign119087 - Tran Residence\Tran Residence.ec6 . ` Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . DESCRIPTION: RJ4:2x6 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x6 Span = 1.333 ft 2x6 Span = 4.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0.0120, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY _ 1io Maximum Bending Stress Ratio = 0.180E 1 Maximum _ Shear Stress Ratio = _ 0.145 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual 279.00 psi fv : Actual = 30.10 psi FB : Allowable = 1,547.33psi Fv : Allowable = 207.00.psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.750ft Location of maximum on span = 4.299 It Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio = 10571 > 240 Max Upward Transient Deflection -0.003 in Ratio = 10496 >=240 Max Downward Total Deflection 0.008 in Ratio = 7142 >=180 Max Upward Total Deflection -0.005 in Ratio = 7092 >=180 Maximum Forces & Stresses for Load Combinations 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 F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 1.333 ft 1 0.028 0.043 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.02 33.83 1210.95 0.04 7.03 162.00 Length = 4.750 ft 2 0.075 0.060 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.06 90.49 1210.95 0.05 9.76 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.333 ft 1 0.025 0.039 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.02 33.83 1345.50 0.04 7.03 180.00 Length = 4.750 It 2 0.067 0.054 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.06 90.49 1345.50 0.05 9.76 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.333 It 1 0.020 0.031 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.02 33.83 1681.88 0.04 7.03 225.00 Length = 4.750 ft 2 0.054 0.043 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.06 90.49 1681.88 0.05 9.76 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam File = L:120191190871EngADesign119087 - Tran Residence\Tran Residence.ec6 . Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . DESCRIPTION: RAM Load Combination Max Stress Ratios Segment Length Span # M V Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b Shear Values V fv F'v Length =1.333 ft 1 0.067 0.105 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.07 104.32 1547.33 0.12 21.67 207.00 Length = 4.750 ft 2 0.180 0.145 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.18 279.00 1547.33 0.17 30.10 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.333 ft 1 0.020 0.031 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.02 33.83 1681.88 0.04 7.03 225.00 Length = 4.750 ft 2 0.054 0.043 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.06 90.49 1681.88 0.05 9.76 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.333 ft 1 0.056 0.087 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.05 86.70 1547.33 0.10 18.01 207.00 Length = 4.750 ft 2 0,150 0.121 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.15 231.87 1547.33 0.14 25.01 207.00 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.333 ft 1 0,016 0.024 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 33.83 2152.80 0,04 7.03 288.00 Length = 4.750 ft 2 0.042 0.034 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.06 90.49 2152.80 0.05 9.76 288.00 +D+0.750Lr+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.333 ft 1 0.016 0.024 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 33.83 2152.80 0.04 7.03 288.00 Length = 4.750 ft 2 0.042 0.034 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.06 90.49 2152.80 0.05 9.76 288.00 +D+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.333 ft 1 0.040 0.063 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 86.70 2152.80 0.10 18.01 288.00 Length = 4.750 ft 2 0.108 0.087 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.15 231.87 2152.80 0.14 25.01 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.333 ft 1 0.009 0.015 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 20.30 2152,80 0.02 4.22 288.00 Length = 4.750 ft 2 0.025 0.020 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 54.29 2152.80 0.03 5.86 288.00 +D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.333 ft 1 0.016 0.024 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 33.83 2152.80 0.04 7.03 288.00 Length = 4.750 ft 2 0.042 0.034 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.06 90.49 2152.80 0.05 9.76 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.333 ft 1 0.040 0.063 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 86,70 2152.80 0.10 18.01 288.00 Length, = 4.750 ft 2 0.108 0.087 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.15 231.87 2152.80 0.14 25.01 288.00 +0.60D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.333 ft 1 0.009 0,015 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 20.30 2152.80 0.02 4.22 288.00 Length = 4.750 ft 2 0.025 0.020 1,60 1.300 1.00 1.15 1.00 1.00 1,00 0.03 54.29 2152.80 0.03 5.86 288.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +D+S+H -0.0045 0.000 +D+S+H 2 O.0080 2,149 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.251 0.199 Overall MINimum 0.170 0.134 +D+H 0.081 0.065 +D+L+H 0.081 0.065 +D+Lr+H 0.081 0.065 +D+S+H 0.251 0.199 +D+0.750Lr+0.750L+H 0.081 0.065 +D+0.750L+0.750S+H 0.209 0.165 +D+0.60W+H 0.081 0.065 +D+0.750Lr+0.450W+H 0.081 0.065 +D+0.750S+0.450W+H 0.209 0.165 +0.60D+0.60W+0.60H 0.049 0.039 +D+0.70E+0.60H 0.081 0.065 +D+0.750L+0.750S+0.5250E+H 0.209 0.165 +0.60D+0.70E+H 0.049 0.039 D Only 0.081 0.065 Lr Only L Only S Only 0.170 0.134 W Only E Only H Only Wood Beam File = L:120191190871EngADesign119087 - Tran Residence\Tran Residence.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . r.rr0 • O: DESCRIPTION: 61: Glulam Ridge Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2420 3.125x12 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0.1160, S = 0.2420 k/ft DESIGN SUMMARY . • Maximum Bending Stress Ratio = 0.3741 Maximum Shear Stress Ratio = 0.237 :1 Section used for this span 3.125x12 Section used for this span 3.125x12 fb : Actual 1,031.04 psi fv : Actual 72.12 psi FB : Allowable 2,760.00 psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.140 in Ratio = 1027 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.207 in Ratio = 694 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.155 0.098 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.09 334.08 2160.00 0.58 23.37 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.139 0.088 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.09 334.08 2400.00 0.58 23.37 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.111 0,071 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.09 334.08 3000.00 0.58 23.37 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.374 0.237 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.44 1,031.04 2760.00 1.80 72.12 304.75 +D+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 = 12.0 ft 1 0.111 0,071 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.09 334.08 3000.00 0.58 23.37 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam File=L.120191190871Engffiesign119087-TranResidencOTranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . r.rrrANDERSEN-BJORNSTAO-KANE-JACOBS, INC DESCRIPTION: B1: Glulam Ridge Beam 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 F'b V fv F'v Length =12.0 ft 1 0.310 0.197 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.36 856.80 2760.00 1.50 59.93 304.75 +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 = 12.0 ft 1 0.087 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.09 334.08 3840,00 0.58 23.37 424.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0,087 0,055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.09 334.08 3840.00 0.58 23.37 424.00 +D+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 =12.0 ft 1 0.223 0.141 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.36 856.80 3840.00 1.50 59.93 424.00 +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 = 12.0 ft 1 0,052 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1,25 200.45 3840.00 0.35 14.02 424.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.087 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.09 334.08 3840.00 0.58 23.37 424.00 +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 = 12.0 ft 1 0.223 0.141 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.36 856.80 3840.00 1.50 59.93 424.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.052 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.25 200.45 3840.00 0.35 14.02 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.2074 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.148 2.148 Overall MINimum 1.452 1.452 +D+H 0.696 0.696 +D+L+H 0.696 0.696 +D+Lr+H 0.696 0.696 +D+S+H 2.148 2.148 +D+0.750Lr+0.750L+H 0.696 0.696 +D+0.750L+0.750S+H 1.785 1.785 +D+0.60W+H 0.696 0.696 +D+0.750Lr+0.450W+H 0.696 0.696 +D+0.750S+0.450W+H 1.785 1.785 +0.60D+0.60W+0.60H 0.418 0,418 +D+0.70E+0.60H 0.696 0.696 +D+0.750L+0.750S+0.5250E+H 1.785 1,785 +0.60D+0.70E+H 0.418 0.418 D Only 0.696 0.696 Lr Only L Only S Only 1.452 1.452 W Only E Only H Only Wood Beam File=L:120191190871Eng6Design119087-TranResidenceUranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019 ,Build:10.19.1.30 . r.iii • •: DESCRIPTION: B2: Window Header CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 750.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 750.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 700.0 psi Eminbend - xx 470.0 ksi Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fc - Perp 625.0 psi Fv 170.0 psi Ft 475.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Density 31.210 pcf i I D(0.6960 S(1.452) i i I I 6x8 L Span = 5.667 ft 1 � Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Point Load : D = 0.6960, S = 1,452 k, Starting at: 2.834 ft and placed every 0.0 ft thereafter DESIGN SUMMARY Maximum Bending Stress Ratio = 0.821: 1 Maximum Shear Stress Ratio = 0.200 : 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual 708.11 psi fv : Actual 39.06 psi FB : Allowable 862.50 psi Fv : Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.834ft Location of maximum on span = 2.854It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.038 in Ratio = 1787 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.056 in Ratio = 1208 >=180 j Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations 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 F'v +D+H 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0.340 0.083 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 675.00 0.35 12.66 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0.306 0.074 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 750.00 0.35 12.66 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0.245 0,060 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 937.50 0.35 12.66 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0.821 0.200 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.04 708.11 862.50 1.07 39.06 195.50 +D+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 = 5.667 ft 1 0.245 0,060 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 937.50 0.35 12.66 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam File=L:120191190871EngrlDesign119087-TranResidencelTranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: B2: Window Header 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 F'b V fv F'v Length = 5.667 ft 1 0.682 0.166 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.53 588.44 862.50 0.89 32.46 195.50 +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 = 5.667 ft 1 0.191 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 1200.00 0.35 12.66 272.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0.191 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 1200.00 0.35 12.66 272.00 +D+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 = 5.667 ft 1 0.490 0.119 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.53 588.44 1200.00 0.89 32.46 272.00 +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 = 5.667 ft 1 0.115 0.028 1.60 1.000 1.00 1.00 1.00 1,00 1.00 0.59 137.67 1200.00 0.21 7.59 272.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0.191 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 1200.00 0.35 12.66 272.00 +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 = 5.667 ft 1 0.490 0.119 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.53 588.44 1200.00 0.89 32.46 272.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0.115 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.59 137.67 1200.00 0.21 7.59 272.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0563 2.854 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.074 1.074 Overall MINimum 0.726 0.726 +D+H 0.348 0.348 +D+L+H 0.348 0.348 +D+Lr+H 0.348 0.348 +D+S+H 1.074 1.074 +D+0.750Lr+0.750L+H 0.348 0.348 +D+0.750L+0.750S+H 0.892 0.893 +D+0.60W+H 0.348 0.348 +D+0.750Lr+0.450W+H 0.348 0.348 +D+0.750S+0.450W+H 0.892 0.893 +0.60D+0.60W+0.60H 0.209 0.209 +D+0.70E+0.60H 0.348 0.348 +D+0.750L+0.750S+0.5250E+H 0.892 0.893 +0.60D+0.70E+H 0.209 0.209 D Only 0.348 0.348 Lr Only L Only S Only 0.726 0.726 W Only E Only H Only uth Wall J s— PTW 2x8 DF Na. 2 JOISTS @ 16" OC- C2 J Z t9'-10" FIELD VERIFY POST FROM (E) BOVE AND TRACE ER LEVEL fW 4x4POST LDS HANGER. TYP I � I 202 OF No. 2 JOISTS 0 16' OC r 2 12 OF N. 2 JOISTS ® 16' OC I I AN R I I FLOOR FRAMING DIAGRAM (E) EXTERIOR WALL BELOW --------------- --------------- Wood Beam File =L:120191190871EngrTesign119087-TranResidence\TranResidence.ec6. Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . DESCRIPTION: 133: 4x8 DF No. 2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.0410) S 4x8 Span =3.917ft 48 Span =8.0ft I 48 I 1 I Span = 1.917 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0.0410, S = 0.0850 k/ft DESIGN SUMMARY - o ,Maximum Bending Stress Ratio = 0.281: 1 Maximum Shear Stress Ratio = 0.151 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual 378.30 psi fv : Actual 31.22 psi FB : Allowable 1,345.50psi Fv: Allowable 207.00 Psi Load Combination +D+S+H Load Combination +D+S+H i Location of maximum on span = 3.917ft Location of maximum on span = 3.917 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio = 3182 >-240 Max Upward Transient Deflection -0.008 In Ratio = 5452 >=240 Max Downward Total Deflection 0.044 in Ratio = 2146 >=180 Max Upward Total Deflection -0.013 in Ratio = 3678 >=180 I Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.117 0.063 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1053.00 0.17 10.16 162.00 Length = 8.0 ft 2 0.117 0.063 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1053.00 0.17 10.16 162.00 Length = 1.917 ft 3 0.028 0.063 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1053.00 0.05 10.16 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.105 0.056 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1170.00 0.17 10.16 180.00 Length = 8.0 ft 2 0.105 0.056 1,00 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1170.00 0.17 10.16 180.00 Length = 1.917 ft 3 0.025 0.056 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1170.00 0.05 10.16 180,00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.084 0.045 1.25 1,300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1462.50 0.17 10.16 225.00 Length = 8.0 ft 2 0.084 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.31 12310 1462.50 0.17 10.16 225.00 Wood Beam File=L:120191190871EngADesigW9087-TranResidencelTranResidence.ec6. Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . DESCRIPTION: 133: 48 DF No. 2 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 F'b V fv F'v Length = 1.917 It 3 0.020 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1462.50 0.05 10.16 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.281 0.151 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.97 378.30 1345.50 0.53 31.22 207.00 Length = 8.0 ft 2 0.281 0.151 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.97 378.30 1345.50 0.53 31.22 207.00 Length = 1.917 ft 3 0.067 0.151 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.23 90.61 1345.50 0.17 31.22 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.084 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1462.50 0.17 10.16 225.00 Length = 8.0 ft 2 0.084 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1462.50 0.17 10.16 225.00 Length = 1.917 ft 3 0.020 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1462.50 0.05 10.16 225.00 +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 = 3.917 ft 1 0.234 0.125 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.80 314.50 1345.50 0.44 25.95 207.00 Length = 8.0 ft 2 0.234 0.125 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.80 314.50 1345.50 0.44 25.95 207.00 Length = 1.917 ft 3 0.056 0.125 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.19 75.33 1345.50 0.14 25.95 207.00 +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 = 3.917 ft 1 0.066 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1872.00 0.17 10.16 288.00 Length = 8.0 ft 2 0.066 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1872.00 0.17 10.16 288.00 Length = 1.917 ft 3 0.016 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1872.00 0.05 10.16 288.00 +D+0.750Lr+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.066 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1872.00 0.17 10.16 288.00 Length = 8.0 ft 2 0.066 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1872.00 0.17 10.16 288.00 Length =1.917 ft 3 0.016 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1872.00 0.05 10.16 288.00 +D+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.168 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.80 314.50 1872.00 0.44 25.95 288.00 Length = 8.0 ft 2 0.168 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.80 314.50 1872.00 0.44 25.95 288.00 Length =1.917 ft 3 0.040 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 75.33 1872.00 0.14 25.95 288.00 +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 = 3.917 ft 1 0.039 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.86 1872.00 0.10 6.10 288.00 Length = 8.0 ft 2 0.039 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.86 1872.00 0.10 6.10 288.00 Length =1.917 ft 3 0.009 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.05 17.69 1872.00 0.03 6.10 288.00 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.066 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1872.00 0.17 10.16 288.00 Length = 8.0 ft 2 0.066 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1872.00 0.17 10.16 288.00 Length =1.917 ft 3 0.016 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1872.00 0.05 10.16 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.168 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.80 314.50 1872.00 0.44 25.95 288.00 Length = 8.0 ft 2 0.168 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.80 314.50 1872.00 0.44 25.95 288.00 Length =1.917 ft 3 0.040 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 75.33 1872.00 0.14 25.95 288.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.039 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.86 1872.00 0.10 6.10 288.00 Length = 8.0 ft 2 0.039 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.86 1872.00 0.10 6.10 288.00 Length =1.917 ft 3 0.009 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.05 17.69 1872.00 0.03 6.10 288.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0438 0.000 0.0000 0.000 +D+S+H 2 O.0194 4.639 +D+S+H -0.0003 0.269 3 0.0000 4.639 +D+S+H -0.0125 1.917 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.089 0.654 Overall MINimum 0.735 0.441 +D+H 0.354 0.213 +D+L+H 0.354 0.213 +D+Lr+H 0.354 0.213 +D+S+H 1.089 0.654 +D+0.750Lr+0.750L+H 0.354 0.213 +D+0.750L+0.750S+H 0.906 0.543 +D+0.60W+H 0.354 0.213 +D+0.750Lr+0.450W+H 0.354 0.213 Wood Beam File=L:120191190871EngADesign119087-TranResidencelTranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019. Build: 10.19.1.30 . DESCRIPTION: B3: 4x8 DF No. 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.750S+0.450W+H 0.906 0.543 +0.60D+0.60W+0.60H 0.213 0.128 +D+0.70E+0.60H 0.354 0.213 +D+0.750L+0.750S+0.5250E+H 0.906 0.543 +0.60D+0.70E+H 0.213 0.128 D Only 0.354 0.213 Lr Only L Only S Only 0.735 0.441 W Only E Only H Only Wood Beam File=L:120191190871EngADesign119087-TranResidenc6`rranResidence.ec(3 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: B4: 3.125x12 Glulam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fe - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DFJDF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1 3.125x12 Span = 11.750 ft 0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Partial Length Uniform Load : D = 0.1640, L = 0.4370 k/ft, Extent = 0.0 » 9.50 fl Partial Length Uniform Load : D = 0.0120, L = 0.080 k/ft, Extent = 9.50 » 11.750 fi DESIGN SUMMARY ':Maximum Bending Stress Ratio = 0.649.1 Maximum Shear Stress Ratio = 0.427 : 1 Section used for this span 3.125x12 Section used for this span 3.125x12 fb : Actual 1,558.03 psi tv : Actual 113.14 psi FB : Allowable = 2,400.00 psi Fv : Allowable 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.703ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.216 in Ratio = 651 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.297 in Ratio = 474 >=180 i Max Upward Total Deflection I 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr Cm C t C L Moment Values M fb F'b V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 11.750 ft 1 0.196 0.129 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.64 422.59 2160.00 0.77 30.76 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.750 ft 1 0.649 0.427 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.74 1,558.03 2400.00 2.83 113.14 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.750 ft 1 0.141 0.093 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.64 422.59 3000.00 0.77 30.76 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.153 0.101 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.64 422.59 2760.00 0.77 30.76 304.75 +D+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 Wood Beam File=L:120191190871Engffiesign119087-TranResidenceManResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: 134: 3.125x12 Glulam 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 F'b V fv F'v Length=11.750 ft 1 0.425 0.279 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.96 1,274.17 3000,00 2.31 92.54 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.750 ft 1 0.462 0.304 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.96 1,274.17 2760.00 2.31 92.54 304.75 +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 = 11.750 ft 1 0.110 0.073 1.60 1.000 1.00 1.00 1,00 1.00 1.00 2.64 422.59 3840.00 0.77 30.76 424.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.750 ft 1 0.110 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.64 422.59 3840.00 0.77 30.76 424.00 +D+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 = 11.750 ft 1 0.110 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.64 422.59 3840.00 0.77 30.76 424.00 +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 = 11.750 ft 1 0.066 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 253.55 3840.00 0.46 18.46 424.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.750 ft 1 0.110 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.64 422.59 3840.00 0.77 30.76 424.00 +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 = 11.750 ft 1 0.332 0.218 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.96 1,274.17 3840.00 2.31 92.54 424.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.750 ft 1 0.066 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 253.55 3840.00 0.46 18.46 424.00 Overall Maximum Deflections Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.2969 5.832 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.421 2.495 Overall MINimum 2.490 1.841 +D+H 0.931 0.654 +D+L+H 3.421 2.495 +D+Lr+H 0.931 0.654 +D+S+H 0.931 0.654 +D+0.750Lr+0.750L+H 2.799 2.035 +D+0.750L+0.750S+H 2.799 2.035 +D+0.60W+H 0.931 0.654 +D+0.750Lr+0.450W+H 0.931 0.654 +D+0.750S+0.450W+H 0.931 0.654 +0.60D+0.60W+0.60H 0.558 0.393 +D+0.70E+0.60H 0.931 0.654 +D+0.750L+0.750S+0.5250E+H 2.799 2.035 +0.60D+0.70E+H 0.558 0.393 D Only 0.931 0.654 Lr Only L Only 2.490 1.841 S Only W Only E Only H Only Wood Beam File = L:1201M190871EngrlDesign119087 - Tran Residence\Tran Residence.ec6 . Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . DESCRIPTION: B5:4x8 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - PHI 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling il 4x8 Span = 3-583 ft 4x8 Span = 7.417 ft 48 Span = 2.083 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Partial Length Uniform Load : D = 0.0160, L = 0.0630, S = 0.0260 klft, Extent = 3.583 - > 13.083 fl Partial Length Uniform Load : D = 0,0380, L = 0.1530, S = 0.06350 klft, Extent = 0.0 - > 3.583 fl _DESIGN SUMMARY Maximum Bending Stress Ratio = 0.201: 1 Maximum Shear Stress Ratio = 0.144 : 1 Section used for this span 4x8 Section used for this span 4x8 f o : Actual 159.82 psi fv : Actual = 20.17 psi FB : Allowable 795.60 psi Fv : Allowable = 139.68 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.583ft Location of maximum on span = 2.981 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio = 9635 >=360 i Max Upward Transient Deflection -0.006 in Ratio = 9046 >=360 Max Downward Total Deflection 0.012 in Ratio = 7329 >=180 Max Upward Total Deflection -0.007 In Ratio = 6878>=180 Maximum Forces & Stresses for Load Combinations 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 F'v +D+H 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.045 0.032 0.90 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 716.04 0.07 4.03 125.71 Length = 7.417 ft 2 0.045 0.032 0.90 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 716.04 0.06 4.03 125.71 Length = 2.083 ft 3 0.019 0.032 0.90 1.300 0.80 1.00 0.85 1.00 1.00 0.03 13.58 716.04 0.02 4.03 125.71 +D+L+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.201 0.144 1.00 1.300 0.80 1.00 0.85 1.00 1.00 0.41 159.82 795.60 0.34 20.17 139.68 Length = 7.417 ft 2 0.201 0.144 1.00 1.300 0,80 1.00 0.85 1.00 1.00 0.41 159.82 795.60 0.28 20.17 139.68 Length = 2.083 ft 3 0.084 0.144 1.00 1.300 0.80 1.00 0.85 1.00 1.00 0.17 67.08 795.60 0.12 20.17 139.68 +D+Lr+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam File = L:120191190871EngADesign119087 -Tran Residence7ran Residence.ec13 . ` Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: B5:48 Load Combination Segment Length Max Stress Ratios Moment Values Shear Values Span # M V C d C FIV C i Cr Cm C t C L M fb F'b V fv F'v Length = 3.583 ft 1 0.032 0.023 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 994.50 0.07 4.03 174.60 Length = 7.417 ft 2 0.032 0.023 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 994.50 0.06 4.03 174.60 Length = 2.083 ft 3 0.014 0.023 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.03 13.58 994.50 0.02 4.03 174.60 +D+S+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.093 0.067 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.22 84.96 914.94 0.18 10.72 160.63 Length = 7.417 ft 2 0.093 0.067 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.22 84.96 914.94 0.15 10.72 160.63 Length = 2.083 ft 3 0.039 0.067 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.09 35.66 914.94 0.06 10.72 160.63 +D+0.750Lr+0.750L+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.129 0.092 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.33 127.92 994.50 0.27 16.13 174.60 Length = 7.417 ft 2 0.129 0.092 1.25 1.300 0.80 1.00 0.85 1,00 1.00 0.33 127.92 994.50 0.22 16.13 174.60 Length = 2.083 ft 3 0.054 0.092 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.14 53.70 994.50 0.09 16.13 174.60 +D+0.750L+0.750S+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.183 0.132 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.43 167.47 914.94 0.36 21.15 160.63 Length = 7.417 ft 2 0.183 0.132 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.43 167.47 914.94 0.29 21.15 160.63 Length = 2.083 ft 3 0.077 0.132 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.18 70.26 914.94 0.12 21.15 160.63 +D+0.60W+H 1,300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.025 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 1272.96 0.07 4.03 223.49 Length = 7.417 ft 2 0.025 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 1272.96 0.06 4.03 223.49 Length = 2.083 ft 3 0.011 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.03 13.58 1272.96 0.02 4.03 223.49 +D+0.750Lr+0.450W+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.025 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 1272.96 0.07 4.03 223.49 Length = 7.417 ft 2 0.025 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 1272.96 0.06 4.03 223.49 Length = 2.083 ft 3 0.011 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.03 13.58 1272.96 0.02 4.03 223.49 +D+0.750S+0.450W+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.056 0.040 1.60 1.300 0,80 1.00 0.85 1.00 1.00 0.18 71.77 1272.96 0.15 9.05 223.49 Length = 7.417 ft 2 0.056 0.040 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.18 71.77 1272.96 0.13 9.05 223.49 Length = 2.083 ft 3 0.024 0.040 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 30.14 1272.96 0.05 9.05 223.49 +0.60D+0.60W+0.60H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.015 0.011 1.60 1,300 0.80 1.00 0.85 1.00 1.00 0.05 19.34 1272.96 0.04 2.42 223.49 Length = 7.417 ft 2 0.015 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.05 19.34 1272.96 0.03 2.42 223.49 Length = 2.083 ft 3 0.006 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.02 8.15 1272.96 0.01 2.42 223.49 +D+0.70E+0.60H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.025 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 1272.96 0.07 4.03 223.49 Length = 7.417 ft 2 0.025 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 1272.96 0.06 4.03 223.49 Length = 2.083 ft 3 0.011 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0,03 13.58 1272.96 0.02 4.03 223.49 +D+0.750L+0.750S+0.5250E+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.132 0.095 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.43 167.47 1272.96 0.36 21.15 223.49 Length = 7.417 ft 2 0.132 0.095 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.43 167.47 1272.96 0.29 21.15 223.49 Length = 2.083 ft 3 0.055 0.095 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.18 70.26 1272.96 0.12 21.15 223.49 +0.60D+0.70E+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.015 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.05 19.34 1272.96 0.04 2.42 223.49 Length = 7.417 ft 2 0.015 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.05 19.34 1272.96 0.03 2.42 223.49 Length = 2.083 ft 3 0.006 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.02 8.15 1272.96 0.01 2.42 223.49 Overall Maximum Deflections Load Combination Span Max. " ' Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0011 1.325 +D+0.750L+0.750S+0.5250E+H -0.0002 3.222 +D+0.750L+0.750S+0.5250E+H 2 O.0121 4.051 0.0000 3.222 3 0.0000 4.051 +D+0.750L+0.7505+0.5250E+H -0.0073 2.083 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.240 0.819 0.446 Overall MINimum 0.076 0.258 0.140 +D+H 0.045 0.157 0.086 +D+L+H 0.228 0.781 0.426 +D+Lr+H 0.045 0.157 0.086 +D+S+H 0.121 0.415 0.226 +D+0.750Lr+0.750L+H 0.182 0.625 0.341 +D+0.750L+0.750S+H 0.240 0.819 0.446 Wood Beam File=L:120191190871EngrlDesign119087-TranResidencelTranResidence.ec6. Software copyright ENERCALC, INC.1983-2019, Build: 10.19.1.30 . DESCRIPTION: 65: 4x8 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.60W+H 0.045 0.157 0.086 +D+0.750Lr+0.450W+H 0.045 0.157 0.086 +D+0.750S+0.450W+H 0.102 0.351 0.191 +0.60D+0.60W+0.60H 0.027 0.094 0.052 +D+0.70E+0.60H 0.045 0.157 0.086 +D+0.750L+0.750S+0.5250E+H 0.240 0.819 0.446 +0.60D+0.70E+H 0.027 0.094 0.052 D Only 0.045 0.157 0.086 Lr Only L Only 0.183 0.624 0.339 S Only 0.076 0.258 0.140 W Only E Only H Only Wood Beam File=L:120191190871Engffiesign119087-TranResidencelTranResidence.ec6. Software copyright ENERCALC. INC.1983-2019. Build:10.19.1.30 . DESCRIPTION: B6:4x8 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600 ksi Fc - PHI 1350 psi Eminbend - xx 580 ksi Wood Species ; Douglas Fir -Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.0380) L(0.1530) S(0.06350) 4x8 X R� Span = 3.333 ft i i I Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0,0380, L = 0.1530, S = 0.06350 klfi DESIGN SUMMARY o Maximum Bending Stress Ratio = 0.130t 1 Maximum Shear Stress Ratio = 0.087 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 103.80 psi fv : Actual 12.09 psi FB : Allowable 795.60 psi Fv: Allowable 139.68 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.667ft Location of maximum on span = 2.737 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio = 15813 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.003 in Ratio = 12074 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.029 0.019 0.90 1.300 0.80 1.00 0.85 1.00 1.00 0.05 20.65 716.04 0.04 2.40 125.71 +D+L+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.130 0.087 1.00 1.300 0.80 1.00 0.85 1.00 1.00 0.27 103.80 795.60 0.20 12.09 139.68 +D+Lr+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.021 0.014 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.05 20.65 994.50 0.04 2.40 174.60 +D+S+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.060 0.040 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.14 55.16 914.94 0.11 6.42 160.63 +D+0.750Lr+0.750L+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.083 0.055 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.21 83.01 994.50 0.16 9.67 174.60 +D+0.750L+0.750S+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam File=L:120191190871EngADesign119087-TranResidence\TranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: B6:48 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M tb F'b Shear Values V tv F'v Length = 3.333 ft 1 0.119 0.079 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.28 108.90 914.94 0.21 12.68 160.63 +D+0.60W+H 1.300 0.80 1,00 0.85 1.00 1,00 0.00 0.00 0.00 0,00 Length = 3.333 ft 1 0.016 0.011 1,60 1.300 0.80 1.00 0.85 1.00 1.00 0.05 20.65 1272.96 0.04 2.40 223.49 +D+0.750Lr+0.450W+H, 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.016 0,011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0,05 20.65 1272.96 0.04 2.40 223.49 +D+0.750S+0.450W+H 1.300 0.80 1.00 0.85 1,00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.037 0.024 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.12 46.53 1272.96 0.09 5.42 223.49 +0.60D+0.60W+0.60H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.010 0.006 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0,03 12.39 1272.96 0.02 1.44 223.49 +D+0.70E+0.60H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.016 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.05 20.65 1272.96 0.04 2.40 223.49 +D+0.750L+0.750S+0.5250E+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.086 0.057 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.28 108.90 1272.96 0.21 12.68 223.49 +0.60D+0.70E+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3,333 ft 1 0.010 0.006 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.03 12.39 1272.96 0.02 1.44 223.49 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0033 1.679 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.334 0.334 Overall MINimum 0.106 0.106 +D+H 0.063 0.063 +D+L+H 0.318 0.318 +D+Lr+H 0.063 0.063 +D+S+H 0.169 0,169 +D+0.750Lr+0.750L+H 0.255 0.255 +D+0.750L+0.750S+H 0.334 0.334 +D+0.60W+H 0.063 0.063 +D+0.750Lr+0.450W+H 0.063 0.063 +D+0.750S+0.450W+H 0.143 0.143 +0.60D+0.60W+0.60H 0.038 0,038 +D+0.70E+0.60H 0.063 0.063 +D+0.750L+0.750S+0.5250E+H 0.334 0.334 +0.60D+0.70E+H 0.038 0.038 D Only 0.063 0.063 Lr Only L Only 0.255 0.255 S Only 0.106 0.106 W Only E Only H Only Wood Beam File=L:120191190871Engffiesign119087-TranResidence\TranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . •' � •: • DESCRIPTION: J2:2x12 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi IDensity 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x12 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0.0150, L = 0.040 ksf, Tributary Width =1.333 ft _DESIGN SUMMARY e Maximum Bending Stress Ratio = 0.4841 _ Maximum Shear Stress Ratio = 0.184 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 500.50 psi fv : Actual = 33.11 psi FB : Allowable 1,035.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.088 in Ratio = 1638 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.121 in Ratio = 1191 >=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 Values Segment Length Span # M V C d C FN C i Cr C rn C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.147 0.056 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.36 136.50 931.50 0.10 9.03 162.00 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.484 0.184 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.32 500.50 1035.00 0.37 33.11 180.00 +D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.106 0.040 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.36 136.50 1293.75 0.10 9.03 225.00 +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.115 0.044 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.36 136.50 1190.25 0.10 9.03 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.317 0.120 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.08 409.50 1293.75 0.30 27.09 225.00 Wood Beam File = L:12019t190871EngADesign119087 - Tran Residence\Tran Residence.ec6 . Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . DESCRIPTION: J2:2xl2 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i C r C m C t C L +D+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1.00 1.00 Length =12.0 ft 1 0.344 0,131 1.15 1.000 1.00 1.15 1.00 1,00 1.00 +D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 Length =12.0 ft 1 0.082 0.031 1.60 1.000 1.00 1.15 1.00 1,00 1.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 Length =12.0 ft 1 0.082 0.031 1.60 1.000 1.00 1.15 1.00 1.00 1.00 +D+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 Length =12.0 ft 1 0.082 0.031 1.60 1.000 1.00 1.15 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 Length =12.0 ft 1 0.049 0.019 1.60 1.000 1.00 1.15 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 Length =12.0 ft 1 0.082 0.031 1.60 1.000 1.00 1.15 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 Length =12.0 ft 1 0.247 0.094 1.60 1.000 1.00 1.15 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 Length =12.0 ft 1 0.049 0.019 1.60 1.000 1.00 1.15 1.00 1.00 1.00 Overall Maximum Deflections Moment Values M fb Fb V Shear Values fv Fv 0.00 0.00 0.00 0.00 1.08 409.50 1190.25 0.30 27.09 207.00 0.00 0.00 0.00 0.00 0.36 136.50 1656.00 0.10 9.03 288.00 0.00 0.00 0.00 0.00 0.36 136.50 1656.00 0.10 9.03 288.00 0.00 0.00 0.00 0.00 0.36 136.50 1656.00 0.10 9.03 288.00 0.00 0.00 0.00 0.00 0.22 81.90 1656.00 0.06 5.42 288.00 0.00 0.00 0.00 0.00 0.36 136.50 1656.00 0.10 9.03 288.00 0.00 0.00 0.00 0.00 1.08 409.50 1656.00 0.30 27.09 288.00 0.00 0.00 0.00 0.00 0.22 81.90 1656.00 0.06 5.42 288.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.1208 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.440 0.440 Overall MINimum 0.320 0.320 +D+H 0.120 0.120 +D+L+H 0.440 0.440 +D+Lr+H 0.120 0.120 +D+S+H 0.120 0.120 +D+0.750Lr+0.750L+H 0.360 0.360 +D+0.750L+0.750S+H 0.360 0.360 +D+0.60W+H 0.120 0.120 +D+0.750Lr+0.450W+H 0.120 0.120 +D+0.750S+0.450W+H 0.120 0.120 +0.60D+0.60W+0.60H 0.072 0.072 +D+0.70E+0.60H 0.120 0.120 +D+0.750L+0.750S+0.5250E+H 0.360 0.360 +0.60D+0.70E+H 0.072 0.072 D Only 0.120 0.120 Lr Only L Only 0.320 0.320 S Only W Only E Only H Only Wood Beam File = L:120191190871EngrlDesign119087 - Tran ResidencelTran Residence.ec6 . Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . DESCRIPTION: J3: 2x8 Sister Joist CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - PHI 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase i 2x8 j Span = 2.792 ft i I 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0.0150, L = 0.060, S = 0.0250 ksf, Tributary Width =1.333 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.1051 Maximum Shear Stress Ratio = 0.113 : 1 Section used for this span 2x8 Section used for this span 2x8 fb : Actual = 88.96 psi fv : Actual = 15.77 psi FS : Allowable = 844.56 psi Fv: Allowable = 139.68 psi Load Combination +D+L+H Load Combination +p+L+H Location of maximum on span = 2.792ft Location of maximum on span = 2.191 ft i Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.001 in Ratio = 40349 >=180 Max Upward Total Deflection I 0.000 in Ratio = 0 <180 i i Maximum Forces & Stresses for Load Combinations 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 = 2.792 ft 1 0.023 0.025 0.90 1.200 0.80 1.15 0.85 1.00 1.00 0.02 17.79 760.10 0.02 3.15 125.71 +D+L+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.105 0.113 1.00 1.200 0.80 1.15 0.85 1.00 1.00 0.10 88.96 844.56 0.11 15.77 139.68 +D+Lr+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.017 0.018 1.25 1.200 0.80 1.15 0.85 1.00 1.00 0.02 17.79 1055.70 0.02 3.15 174.60 +D+S+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.049 0.052 1.15 1.200 0.80 1.15 0.85 1.00 1.00 0.05 47.45 971.24 0.06 8.41 160.63 +D+0.750Lr+0.750L+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2792 ft 1 0.067 0.072 1.25 1.200 0.80 1.15 0.85 1.00 1.00 0.08 71.17 1055.70 0.09 12.62 174.60 Wood Beam File=L:12019119087tEngffiesign119087-TranResidenceUranResidence.ec6. Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . DESCRIPTION: Load Combination Segment Length J3: 2x8 Sister Joist Max Stress Ratios Span # M V C d C FN C I Cr C m C t C L Moment Values M fb Fb V Shear Values fv Fv +D+0.750L+0.750S+H 1.200 0.80 1.15 0.85 1,00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.096 0.103 1.15 1.200 0.80 1.15 0.85 1.00 1.00 0.10 93.41 971.24 0.12 16.56 160.63 +D+0.60W+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.013 0.W4 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.02 17.79 1351.30 0.02 3.15 223.49 +D+0.750Lr+0.450W+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.013 0.014 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.02 17.79 1351.30 0.02 3.15 223.49 +D+0.750S+0.450W+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0,030 0.032 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.04 40.03 1351.30 0.05 7.10 223.49 +0.60D+0.60W+0.60H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.008 0.008 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0,01 10.68 1351.30 0.01 1.89 223.49 +D+0.70E+0.60H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.013 0.014 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.02 17.79 1351.30 0.02 3.15 223.49 +D+0.750L+0.750S+0.5250E+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.069 0.074 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.10 93.41 1351.30 0.12 16.56 223.49 +0.60D+0.70E+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.008 0,008 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.01 10.68 1351.30 0.01 1.89 223.49 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0008 1.182 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.110 0.183 Overall MINimum 0.035 0.058 +D+H 0.021 0.035 +D+L+H 0.105 0.174 +D+Lr+H 0.021 0.035 +D+S+H 0.056 0.093 +D+0.750Lr+0.750L+H 0.084 0.140 +D+0.750L+0.750S+H 0.110 0.183 +D+0.60W+H 0.021 0.035 +D+0.750Lr+0.450W+H 0.021 0.035 +D+0.750S+0.450W+H 0.047 0.079 +0.60D+0.60W+0.60H 0.013 0.021 +D+0.70E+0.60H 0.021 0.035 +D+0.750L+0.750S+0.5250E+H 0.110 0.183 +0.60D+0.70E+H 0.013 0.021 D Only 0.021 0.035 Lr Only L Only 0.084 0.140 S Only 0.035 0.058 W Only E Only H Only Wood Beam File = L:120191190871EngADesign119087 - Tran Residence\Tran Residence.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: AM CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase i i i 2x8 Span = 5.083 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0.0150, L = 0.060, S = 0.0250 ksf, Tributary Width =1.333 ft DESIGN SUMMARY__ • _ .Maximum Bending Stress Ratio _ _ 0.349t 1 Maximum Shear Stress Ratio = 0.192 : 1 Section used for this span 2x8 Section used for this span 2x8 fo : Actual 294.85psi tv : Actual = 26.86 psi FB : Allowable = 844.56 psi Fv: Allowable = 139.68 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.542ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio = 3655>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.022 in Ratio = 2784 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 i I Maximum Forces & Stresses for Load Combinations 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 = 5.083 It 1 0.078 0.043 0.90 1.200 0.80 1.15 0.85 1.00 1.00 0.06 58.97 760.10 0.04 5.37 125.71 +D+L+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.349 0.192 1.00 1.200 0.80 1.15 0.85 1.00 1.00 0.32 294.85 844.56 0.19 26.86 139.68 +D+Lr+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.056 0.031 1.25 1.200 0.80 1.15 0.85 1.00 1.00 0.06 58.97 1055.70 0.04 5.37 174.60 +D+S+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.162 0.089 1.15 1.200 0.80 1.15 0.85 1.00 1.00 0.17 157.26 971.24 0.10 14.33 160.63 +D+0.750Lr+0.750L+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.223 0.123 1.25 1.200 0.80 1,15 0.85 1.00 1.00 0.26 235.88 1055.70 0.16 21.49 174.60 Wood Beam File = L:120191190871EngADesign119087 - Tran ResidencelTran Residence.ec6 . Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . i.iir • •: DESCRIPTION: J4 W 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+0.750L+0.750S+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.319 0.176 1.15 1.200 0.80 1.15 0.85 1.00 1.00 0.34 309.60 971.24 0.20 28.20 160.63 +D+0.60W+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.044 0.024 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.06 58.97 1351.30 0.04 5.37 223.49 +D+0.750Lr+0.450W+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.044 0.024 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.06 58.97 1351.30 0.04 5.37 223.49 +D+0.750S+0.450W+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.098 0.054 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.15 132.68 1351.30 0.09 12.09 223.49 +0.60D+0.60W+0.60H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.026 0.014 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.04 35.38 1351.30 0.02 3.22 223.49 +D+0.70E+0.60H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 It 1 0.044 0.024 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0,06 58.97 1351.30 0.04 5.37 223.49 +D+0.750L+0.750S+0.5250E+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.229 0.126 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0,34 309.60 1351.30 0.20 28.20 223.49 +0.60D+0.70E+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.026 0.014 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0,04 35.38 1351.30 0.02 3.22 223.49 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0219 2.560 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.267 0.267 Overall MINimum 0.085 0.085 +D+H 0.051 0.051 +D+L+H 0.254 0.254 +D+Lr+H 0.051 0.051 +D+S+H 0.136 0.136 +D+0.750Lr+0.750L+H 0.203 0.203 +D+0.750L+0.750S+H 0.267 0.267 +D+0.60W+H 0.051 0.051 +D+0.750Lr+0.450W+H 0.051 0.051 +D+0.750S+0.450W+H 0.114 0.114 +0.60D+0.60W+0.60H 0.030 0.030 +D+0.70E+0.60H 0.051 0.051 +D+0.750L+0.750S+0.5250E+H 0.267 0.267 +0.60D+0.70E+H 0.030 0.030 D Only 0.051 0.051 Lr Only L Only 0.203 0.203 S Only 0.085 0.085 W Only E Only H Only Wood Column File=L.1201911908AEngADesign119087-TranResidencelTranResidence.ec6. Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . 0.0ii •: DESCRIPTION: Cl: 44 Post Code References Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x4 End Fixities Top & Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 9.750 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth p 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.250 in12 Cf or Cv for Compression 1.150 Fb + 900.0 psi Fv 180.0 psi Ix 12.505 in^4 Cf or Cv for Tension 1.50 Fb - 900.0 psi Ft 575.0 psi IY 12.505 in 4 Cm : Wet Use Factor 1.0 Fc - Prll 1,350.0 psi Density 31.210 pcf Ct : Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf :Built-up columns 1.0 Fit1S 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 9.750 ft, K = Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 9.750 ft, K = ' Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 25.886 Ibs * Dead Load Factor AXIAL LOADS, . . Ridqe Glulam: Axial Load at 9.750 ft, D = 0.6960, S = 1.452 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4402 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 2.174 k for load combination : n/a Applied Mx 0.0 k-ft Applied 0. Along XA 0.0 in at 0.0 ft above base Fc: Allowable si 403.128 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+H Location of max.above base 9.750 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.283 0.1490 PASS 0.0 ft 0.0 PASS 9.750 ft +D+L+H 1.000 0.257 0.1477 PASS O.Oft 0.0 PASS 9.750 ft +D+Lr+H 1.250 0.209 0.1454 PASS O.Oft 0.0 PASS 9.750 ft +D+S+H 1.150 0.226 0.4402 PASS O.Oft 0.0 PASS 9.750 ft +D+0.750Lr+0.750L+H 1.250 0.209 0.1454 PASS 0.0 ft 0.0 PASS 9.750 ft +D+0.750L+0.750S+H 1.150 0.226 0.3667 PASS 0.0 ft 0.0 PASS 9.750 ft +D+0.60W+H 1.600 0.165 0.1436 PASS O.Oft 0.0 PASS 9.750 ft +D+0.750Lr+0.450W+H 1.600 0.165 0.1436 PASS 0.0 ft 0.0 PASS 9.750 ft +D+0.750S+0.450W+H 1.600 0.165 0.3602 PASS 0.0 ft 0.0 PASS 9.750 ft +0.60D+0.60W+0.60H 1.600 0.165 0.08616 PASS 0.0 ft 0.0 PASS 9.750 ft +D+0.70E+0.60H 1.600 0.165 0.1436 PASS 0.0 ft 0.0 PASS 9.750 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.165 0.3602 PASS 0.0 ft 0.0 PASS 9.750 ft Wood Column File=L:1201911908AEngADesign119087-TranResidencelTranResidence.ec6. Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . DESCRIPTION: Cl: 44 Post Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+H 1.600 0.165 0.08616 PASS 0.0 ft 0.0 PASS 9.750 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.722 +D+L+H 0.722 +D+Lr+H 0,722 +D+S+H 2.174 +D+0.750Lr+0.750L+H 0.722 +D+0.750L+0.750S+H 1.811 +D+0.60W+H 0.722 +D+0.750Lr+0.450W+H 0.722 +D+0.750S+0.450W+H 1.811 +0.60D+0.60W+0.60H 0.433 +D+0.70E+0.60H 0.722 +D+0.750L+0.750S+0.5250E+H 1.811 +0.60D+0.70E+H 0.433 D Only 0.722 Lr Only L Only S Only 1.452 W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S+0.450W+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +0.60D+H0W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft vvooa L;oiumn DESCRIPTION: Cl: 44 Post Sketches 4i U, �2 'A 4), ...................................................................................... 3.50 in File = LA2019\1908TEngr\Design\19087 was arm mceU » Residence.ec6 Software copyriqht ENERCALC, INC. 1983-2019, Build:10.19.1.30 +X " Wood Column File=L.120191190871EngADesigM19087-TranResidencelTranResidence.ec6. Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . DESCRIPTION: C2: 4x4 Post Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x4 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth p 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.25 in12 Cf or Cv for Compression 1.150 Fb + 900.0 psi Fv 180.0 psi Ix 12.505 inA4 Cf or Cv for Tension 1.50 Fb - 900.0 psi Ft 575.0 psi IY 12.505 in 4 Cm : Wet Use Factor 1.0 Fc - Prll 1,350.0 psi Density 31.210 pcf Ct : Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu :Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 Nis 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included: 21.240 Ibs * Dead Load Factor AXIAL LOADS ... Ridqe Glulam: Axial Load at 8.0 ft, D = 0.6960, S = 1.452 k Floor Glulam: Axial Load at 8.0 ft, D = 0,9310, L = 2.490 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.650 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections .. . At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 4.605 k for load combination : n/a Applied Mx 0.0 k-ft Applied 0 Along X-X 0.0 in at 0.0 ft above base Fc: Allowwaable 578.30 psi si for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bendinq Compression Tension Load Combination +0.60D+0.70E+H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.400 0.2406 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.366 0.5946 PASS 0.0 ft 0.0 PASS 8.0 ft +D+Lr+H 1.250 0.301 0.2306 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.150 0.324 0.4376 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.301 0.4918 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.324 0.650 PASS 0.0 It 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.240 0.2257 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.450W+H 1.600 0.240 0.2257 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.7505+0.450W+H 1.600 0.240 0.3749 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.240 0.1354 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E+0.60H 1.600 0.240 0.2257 PASS 0.0 ft 0.0 PASS 8.0 ft Wood Column File =L:1201911908AEngADesign119087-TranResidenceUranResidence.ec6. Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . i.i0i • • DESCRIPTION: C2: 4x4 Post Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.5250E+H 1.600 0.240 0.6306 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.70E+H 1.600 0.240 0.1354 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 1.648 +D+L+H 4.138 +D+Lr+H 1.648 +D+S+H 3.100 +D+0.750Lr+0.750L+H 3.516 +D+0.750L+0.750S+H 4.605 +D+0.60W+H 1.648 +D+0.750Lr+0.450W+H 1.648 +D+0.750S+0.450W+H 2.737 +0.60D+0.60W+0.60H 0.989 +D+0.70E+0.60H 1.648 +D+0.750L+0.750S+0.5250E+H 4.605 +0.60D+0.70E+H 0.989 D Only 1.648 Lr Only L Only 2.490 S Only 1.452 W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Wood Column File = L:120191190871Engr%Design119087 - Tran Residence7ran Resi9i Software copyright ENERCALC, INC.1983-2019, Build: DESCRIPTION: C2: 4x4 Post Sketches c 0 M 3.50 in Load 2 sva 2—: +X /� ' I I j i i I i Wood Column File = L:1201911908nEng6Design119087 - Tran ResidencelTran Residence.ec6 . Software copyright ENERCALC, INC.1983-2019. Build:10.19.1.30 . ■ DESCRIPTION: C3: 4x4 Post Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.0 ft ( Used for non -slender calculations ) Wood Species Douglas Fir -Larch Wood Grade No.2 Fb + 900.0 psi Fv 180.0 psi Fb - 900.0 psi Ft 575.0 psi Fc - Prll 1,350.0 psi Density 31.210 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Wood Section Name 4x4 Wood GradinglManuf. Graded Lumber Wood Member Type Sawn Exact Width 3.50 in Allow Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 12.25 in12 Cf or Cv for Compression 1.150 Ix 12.505 inA4 Cf or Cv for Tension 1.50 ly 12.505 inA4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NHS 15.3.2 1,600.0 ksi Use Cr : Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8.0 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 21.240 Ibs * Dead Load Factor AXIAL LOADS ... Ridqe Glulam: Axial Load at 8.0 ft, D = 0.9310, L = 2.490 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4946 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NOS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 3.442 k for load combination : n/a Applied Mx 0.0 k-ft Applied Along X-X 0.0 in at 0.0 ft above base Fc: Allowwaable si 13 psi 568.13 for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E+H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.400 0.1390 PASS 0.0 It 0.0 PASS 8.0 ft +D+L+H 1.000 0.366 0.4946 PASS 0.0 ft 0.0 PASS 8.0 It +D+Lr+H 1.250 0.301 0.1332 PASS 0.0 ft 0.0 PASS 8.0 It +D+S+H 1.150 0.324 0.1344 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.301 0.3945 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.324 0.3980 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.240 0.1304 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750Lr+0.450W+H 1.600 0.240 0.1304 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750S+0.450W+H 1.600 0.240 0.1304 PASS 0.0ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.240 0.07825 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.70E+0.60H 1.600 0.240 0.1304 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.240 0.3862 PASS 0.0ft 0.0 PASS 8.0 ft Wood Column File=L:120191190871EngA0esign119087-TranResidence\TranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . r.rr� •: ' " DESCRIPTION: C3: 4x4 Post Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+H 1.600 0.240 0.07825 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.952 +D+L+H 3.442 +D+Lr+H 0.952 +D+S+H 0,952 +D+0.750Lr+0.750L+H 2.820 +D+0.750L+0.750S+H 2.820 +D+0.60W+H 0.952 +D+0.750Lr+0.450W+H 0.952 +D+0.750S+0.450W+H 0.952 +0.60D+0.60W+0.60H 0.571 +D+0.70E+0.60H 0.952 +D+0.750L+0.750S+0.5250E+H 2.820 +0.60D+0.70E+H 0.571 D Only 0.952 Lr Only L Only 2.490 S Only W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+0.60H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 It Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Wood Column DESCRIPTION: C14A Post Sketches c 0 I 3.50 in Load 1 +X File = L:120191190871Engr Design119087 - Tran Residence\Tran Residence.ec8 . Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . 5421h Wood Column File = L:120191190871EngrlDesign119087 - Tran ResidencelTran Residence.ec6 . Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . r.rrr • •: DESCRIPTION: C4: 4x4 Post Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x4 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.25 in12 Cf or Cv for Compression 1.150 Fb + 900.0 psi Fv 180.0 psi Ix 12.505 in^4 Cf or Cv for Tension 1.50 Fb - 900.0 psi Ft 575.0 psi ly 12.505 inA4 Cm : Wet Use Factor 0.850 Fc - Prll 1,350.0 psi Density 31.210 pcf Incising Factors : Ct : Temperature Factor 1.0 Fc - Perp 625.0 psi for Bending 0,80 Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 8.0 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 8.0 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 21.240 Ibs * Dead Load Factor AXIAL LOADS .. . Deck: Axial Load at 8.0 It, D = 0.1570, L = 0.6240, S = 0.2580 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1385 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.8397 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 494.772 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E+H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 223.488 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.523 0.03111 PASS 0.0 It 0.0 PASS 8.0 ft +D+L+H 1.000 0.483 0.1363 PASS O.Oft 0.0 PASS 8.0 ft +D+Lr+H 1.250 0.404 0.02898 PASS 0.0 It 0.0 PASS 8.0 ft +D+S+H 1.150 0.433 0.07198 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.404 0.1051 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.433 0.1385 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.327 0.02799 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.450W+H 1.600 0.327 0.02799 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750S+0.450W+H 1.600 0.327 0.05838 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.327 0,01679 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E+0.60H 1.600 0.327 0.02799 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1,600 0.327 0.1319 PASS 0.0 ft 0.0 PASS 8.0 ft Wood Column File=L:1201911908AEngADesign119087-TranResidence\TranResldence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: C4: 4x4 Post Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+H 1.600 0.327 0.01679 PASS 0.0 It 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.178 +D+L+H 0.802 +D+Lr+H 0.178 +D+S+H 0.436 +D+0.750Lr+0.750L+H 0.646 +D+0.750L+0.750S+H 0.840 +D+0.60W+H 0.178 +D+0.750Lr+0.450W+H 0.178 +D+0.750S+0.450W+H 0.372 +0.60D+0.60W+0.60H 0.107 +D+0.70E+0.60H 0.178 +D+0.750L+0.750S+0.5250E+H 0.840 +0.60D+0.70E+H 0.107 D Only 0.178 Lr Only L Only 0.624 S Only 0.258 W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.060 ft 0.000 in 0.000 It +D+0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.450W+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+H0H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 it 0.000 in 0,000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 It 0.000 in 0.000 ft W Only 0.0000 in 0.000 It 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Wood Column DESCRIPTION: C4: 4A Post Sketches c 0 Lp M 3.50 in Load 1 +X File = L:120791190871Engffiesign119087 - Tran Residence\Tran Residence.ec8 . Software copyright ENERCALC, INC. 1983-2019. Build:10.19.1.30 . 0, Wall Footin g File=L:120191190871Engffiesign119087-TranResidencelTranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . 0.000 • •c DESCRIPTION: East Wall Footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec : Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 4.0 ft Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0 : 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0 : 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 2.097 ksf Dimensions Reinforcing Footing Width = 1.50 ft Footing Thickness = 8.0 in Bars along X-X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in Appillea Loaas D Lr L S W E H P : Column Load = 0.1580 0.5330 0.3750 k OB : Overburden = ksf M-zz = k-ft Vx applied = in above top of footing Wall Footing File=L:1201%190871EngADesign119087-TranResidence\TranResidence.ec6. g Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . DESCRIPTION: East Wall Footing DESIGN SUMMARY NNEEMMEamw Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.3129 Soil Bearing 0.6560 ksf 2.097 ksf +D+0.750L+0.750S+0.5 PASS 0.02908 Z Flexure (+X) 0.1247 k-ft 4.288 k-ft +1.20D+L+1.60S+1.60H PASS 0.005299 Z Flexure (-X) 0.02273 k-ft 4.288 k-ft +0.90D+E+0.90H PASS 0.01774 1-way Shear (+X) 1.330 psi 75.0 psi +1.20D+L+1.60S+1.60H PASS 0.01774 1-way Shear (-X) 1.330 psi 75.0 psi +1.20D+L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc -X +X Ratio +D+H 2.097 ksf 0.0 in 0.2020 ksf 0.2020 ksf 0.096 +D+L+H 2.097 ksf 0.0 in 0.5573 ksf 0.5573 ksf 0.266 +D+Lr+H 2.097 ksf 0.0 in 0.2020 ksf 0.2020 ksf 0.096 +D+S+H 2.097 ksf 0.0 in 0.4520 ksf 0.4520 ksf 0.216 +D+0.750Lr+0.750L+H 2.097 ksf 0.0 in 0.4685 ksf 0.4685 ksf 0.224 +D+0.750L+0.750S+H 2.097 ksf 0.0 in 0.6560 ksf 0.6560 ksf 0.313 +D+0.60W+H 2.097 ksf 0.0 in 0.2020 ksf 0.2020 ksf 0.096 +D+0.750Lr+0.450W+H 2.097 ksf 0.0 in 0.2020 ksf 0.2020 ksf 0.096 +D+0.750S+0.450W+H 2.097 ksf 0.0 in 0.3895 ksf 0.3895 ksf 0.186 +0.60D+0.60W+0.60H 2.097 ksf 0.0 in 0.1212 ksf 0.1212 ksf 0.058 +D+0.70E+0.60H 2.097 ksf 0.0 in 0.2020 ksf 0.2020 ksf 0.096 +D+0.750L+0.750S+0.5250E+H 2.097 ksf 0.0 in 0.6560 ksf 0.6560 ksf 0.313 . +0.60D+0.70E+H 2.097 ksf 0.0 in 0,1212 ksf 0.1212 ksf 0.058 Overturning Stability Units : k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis &Load Combination Mu k-ft Which Side ? Tension @ Bot. or Top ? As Req'd in^2 Gvrn. As inA2 Actual As in^2 Phi`Mn k-ft Status +1.40D+1.60H 0.03535 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.40D+1.60H 0.03535 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+0.50Lr+1.60L+1.60H 0.1014 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+0.50Lr+1.60L+1.60H 0.1014 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60L+0.50S+1.60H 0.117 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60L+0.50S+1.60H 0.117 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60Lr+L+1.60H 0,07472 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60Lr+L+1.60H 0.07472 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60Lr+0.50W+1.60H 0.0303 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60Lr+0.50W+1.60H 0.0303 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+L+1.60S+1.60H 0.1247 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+L+1.60S+1.60H 0,1247 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK , +1.20D+1.60S+0.50W+1.60H 0.0803 -X Bottom 0,1728 Min Temp % 0.2 4.288 OK . +1.20D+1.60S+0.50W+1.60H 0.0803 +X Bottom 0.1728 Min Temo % 0.2 4.288 OK . +1.20D+0.50Lr+L+W+1.60H 0,07472 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK . +1.20D+0.50Lr+L+W+1.60H 0.07472 +X Bottom 0,1728 Min Temp % 0.2 4.288 OK . +1.20D+L+0.50S+W+1.60H 0.09034 -X Bottom 0.1728 Min Temo % 0.2 4.288 OK . +1.20D+L+0.50S+W+1.60H 0.09034 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK Wall Footing File =L:120191190871EngrlDesign119087-TranResidenceManResidence.ec6. Software copyright ENERCALC, INC.1983-2019. Build:10.19.1.30 . DESCRIPTION: East Wall Footing +0.90D+W+1.60H 0.02273 -X Bottom 0.1728 Min TemD % 0.2 4.288 OK +0.90D+W+1.60H 0.02273 +X Bottom 0.1728 Min TemD % 0.2 4.288 OK Wall Footing File =LA20191190871Eng60esign119087-TranResidenceManResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: East Wall Footing Footing Flexure Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn k-ft Side ? or Top ? inA2 in^2 in^2 k-ft Status +1.20D+L+0.20S+E+1.90H 0.08097 -X Bottom 0.1728 Min Temu % 0.2 4.288 OK . +1.20D+L+0.20S+E+1.90H 0.08097 +X Bottom 0.1728 Min Tema % 0.2 4.288 OK . +0.90D+E+0.90H 0.02273 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK . +0.90D+E+0.90H 0.02273 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK One Way Shear Units : k Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D+1.60H 0.3771 psi 0.3771 psi 0.3771 psi 75 osi 0.005028 OK +1.20D+0.50Lr+1.60L+1.60H 1.081 psi 1.081 psi 1.081 psi 75 psi 0.01442 OK +1.20D+1.60L+0.50S+1.60H 1.248 psi 1.248 psi 1.248 psi 75 osi 0.01664 OK +1.20D+1.60Lr+L+1.60H 0.797 psi 0.797 osi 0.797 psi 75 psi 0.01063 OK +1.20D+1.60Lr+0.50W+1.60H 0.3232 osi 0.3232 Dsi 0.3232 psi 75 Dsi 0.004309 OK +1.20D+L+1.60S+1.60H 1.33 psi 1.33 psi 1.33 Dsi 75 Dsi 0.01774 OK +1.20D+1.60S+0.50W+1.60H 0.8565 psi 0.8565 psi 0.8565 Dsi 75 psi 0.01142 OK +1.20D+0.50Lr+L+W+1.60H 0.797 psi 0.797 psi 0.797 psi 75 psi 0.01063 OK +1.20D+L+0.50S+W+1.60H 0.9636 Dsi 0.9636 psi 0.9636 Dsi 75 psi 0.01285 OK +0.90D+W+1.60H 0.2424 psi 0.2424 psi 0.2424 psi 75 psi 0.003232 OK +1.20D+L+0.20S+E+1.90H 0.8636 psi 0.8636 Dsi 0.8636 Dsi 75 psi 0.01152 OK +0.90D+E+0.90H 0.2424 psi 0.2424 Dsi 0.2424 Dsi 75 psi 0.003232 OK File r 9r: D• . 9r: .• de Wall •r • S .. r9 •. r r K i AN©ER9EN BJORNSIAD KA1V JACOBS INC DESCRIPTION: South Wall Footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec : Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 4.0 ft Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0 : 1 Increases based on footing Width. Min. Sliding Safety Factor = 1.0 : 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 2.097 ksf Dimensions Reinforcing Footing Width = 1.50 ft Footing Thickness = 8.0 in Bars along X-X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in Appriea Loaas D Lr L S W E H P : Column Load = .312 0.3450 0.2320 k OB : Overburden = ksf ...- .... _..... - ......... __ V-x = k M-zz = k-ft Vx applied = in above top of footing Wall Footing File=L:120191190871EngrlDesign119087- Tran ResldenceMan Resldence.ec6. Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . i.iii • •: DESCRIPTION: South Wall Footing DESIGN SUMMARY • - Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.2829 Soil Bearing 0.5932 ksf 2.097 ksf +D+0.750L+0.750S+0.5 PASS 0.02458 Z Flexure (+X) 0.1054 k-ft 4.288 k-ft +1.20D+L+1.60S+1.60H PASS 0.007993 Z Flexure (-X) 0.03428 k-ft 4.288 k-ft +0.90D+E+0.90H PASS 0.01499 1-way Shear (+X) 1.124 psi 75.0 psi +1.20D+L+1.60S+1.60H PASS 0.01499 1-way Shear (-X) 1.124 psi 75.0 psi +1.20D+L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc •X +X Ratio +D+H 2.097 ksf 0.0 in 0.3047 ksf 0.3047 ksf 0.145 +D+L+H 2.097 ksf 0.0 in 0.5347 ksf 0.5347 ksf 0.255 +D+Lr+H 2.097 ksf 0.0 in 0.3047 ksf 0.3047 ksf 0.145 +D+S+H 2.097 ksf 0.0 in 0.4593 ksf 0.4593 ksf 0.219 +D+0.750Lr+0.750L+H 2.097 ksf 0.0 in 0.4772 ksf 0.4772 ksf 0.228 +D+0.750L+0.750S+H 2.097 ksf 0.0 in 0.5932 ksf 0.5932 ksf 0.283 +D+0.60W+H 2.097 ksf 0.0 in 0.3047 ksf 0.3047 ksf 0.145 +D+0.750Lr+0.450W+H 2.097 ksf 0.0 in 0.3047 ksf 0.3047 ksf 0.145 +D+0.750S+0.450W+H 2.097 ksf 0.0 in 0.4207 ksf 0.4207 ksf 0.201 +0.60D+0.60W+0.60H 2.097 ksf 0.0 in 0.1828 ksf 0.1828 ksf 0.087 +D+0.70E+0.60H 2.097 ksf 0.0 in 0.3047 ksf 0.3047 ksf 0.145 +D+0.750L+0.750S+0.5250E+H 2.097 ksf 0.0 in 0.5932 ksf 0.5932 ksf 0.283 +0.60D+0.70E+H 2.097 ksf 0.0 in 0.1828 ksf 0.1828 ksf 0.087 Overturning Stability Units : k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi"Mn k-ft Side ? or Top ? in^2 in"2 inA2 k-ft Status +1.40D+1.60H 0.05332 -X Bottom 0.1728 Min TemD % 0.2 4.288 OK +1.40D+1.60H 0.05332 +X Bottom 0.1728 Min TemD % 0.2 4.288 OK +1.20D+0.50Lr+1.60L+1.60H 0.0917 -X Bottom 0.1728 Min TemD % 0.2 4.288 OK +1.20D+0.50Lr+1.60L+1.60H 0.0917 +X Bottom 0.1728 Min TemD % 0.2 4.288 OK +1.20D+1.60L+0.50S+1.60H 0.1014 -X Bottom 0.1728 Min TemD % 0.2 4.288 OK +1.20D+1.60L+0.50S+1.60H 0.1014 +X Bottom 0.1728 Min TemD % 0.2 4.288 OK +1.20D+1.60Lr+L+1.60H 0.07445 -X Bottom 0.1728 Min TemD % 0.2 4.288 OK +1.20D+1.60Lr+L+1.60H 0.07445 +X Bottom 0.1728 Min TemD % 0.2 4.288 OK . +1.20D+1.60Lr+0.50W+1.60H 0.0457 -X Bottom 0.1728 Min TemD % 0.2 4.288 OK . +1.20D+1.60Lr+0.50W+1.60H 0.0457 +X Bottom 0.1728 Min TemD % 0.2 4.288 OK +1.20D+L+1.60S+1.60H 0.1054 -X Bottom 0.1728 Min TemD % 0.2 4.288 OK +1.20D+L+1.60S+1.60H 0.1054 +X Bottom 0.1728 Min TemD % 0.2 4.288 OK . +1.20D+1.60S+0.50W+1.60H 0.07663 -X Bottom 0.1728 Min TemD % 0.2 4.288 OK . +1.20D+1.60S+0.50W+1.60H 0.07663 +X Bottom 0.1728 Min TemD % 0.2 4.288 OK . +1.20D+0.50Lr+L+W+1.60H 0.07445 -X Bottom 0.1728 Min TemD % 0.2 4.288 OK . +1.20D+0.50Lr+L+W+1.60H 0.07445 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK . +1.20D+L+0.50S+W+1.60H 0.08412 -X Bottom 0.1728 Min TemD % 0.2 4.288 OK . +1.20D+L+0.50S+W+1.60H 0.08412 +X Bottom 0.1728 Min TemD % 0.2 4.288 OK [Wall Footing File =L:120191190871EngADesign119087-TranResidence\TranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: South Wall Footing +0.90D+W+1.60H 0.03428 -X Bottom 0.1728 Min TemD % 0.2 4.288 OK +0.90D+W+1.60H 0.03428 +X Bottom 0.1728 Min TemD % 0.2 4.288 OK r. Wall Footing File =LV0191190871EngMesign119087-TranResidenceManResidence.ec6. Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . 0.i00• •: DESCRIPTION: South Wall Footing Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn k-ft Side ? or Top ? inA2 inA2 inA2 k-ft Status +1.20D+L+0.20S+E+1.90H 0.07832 -X Bottom 0.1728 Min TemD % 0.2 4.288 OK +1.20D+L+0.20S+E+1.90H 0.07832 +X Bottom 0.1728 Min TemD % 0.2 4.288 OK . +0.90D+E+0.90H 0.03428 -X Bottom 0.1728 Min Tema % 0.2 4.288 OK . +0.90D+E+0.90H 0.03428 +X Bottom 0.1728 Min Temn % 0.2 4.288 OK One Way Shear Units : k Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0.5687 psi 0.5687 psi 0.5687 osi 75 osi 0.007583 OK +1.20D+0.50Lr+1.60L+1.60H 0.9781 Dsi 0.9781 Dsi 0.9781 psi 75 psi 0.01304 OK +1.20D+1.60L+0.50S+1.60H 1.081 psi 1.081 psi 1.081 Dsi 75 Dsi 0.01442 OK +1.20D+1.60Lr+L+1.60H 0.7941 psi 0.7941 osi 0.7941 Dsi 75 osi 0.01059 OK +1.20D+1.60Lr+0.50W+1.60H 0.4875 osi 0.4875 osi 0.4875 Dsi 75 osi 0.0065 OK +1.20D+L+1.60S+1.60H 1.124 Dsi 1.124 osi 1.124 Dsi 75 Dsi 0.01499 OK +1.20D+1.60S+0.50W+1.60H 0.8174 psi 0.8174 osi 0.8174 osi 75 osi 0.0109 OK +1.20D+0.50Lr+L+W+1.60H 0.7941 osi 0.7941 psi 0.7941 osi 75 osi 0.01059 OK +1.20D+L+0.50S+W+1.60H 0.8972 osi 0.8972 psi 0.8972 osi 75 psi 0.01196 OK +0.90D+W+1.60H 0.3656 osi 0.3656 Dsi 0.3656 Dsi 75 psi 0.004875 OK +1.20D+L+0.20S+E+1.90H 0.8354 osi 0.8354 Dsi 0.8354 psi 75 psi 0.01114 OK +0.90D+E+0.90H 0.3656 Dsi 0.3656 psi 0.3656 osi 75 psi 0.004875 OK February 24, 2020 Mr. Donovan Akau, Plans Examiner City of Edmonds Development Services Department - Building Division 121 5th Ave N Edmonds, WA 98020 Re: Building Permit Application #:-B'GD20T5- 88.9 Inspection Notice Dated 2/12/20 Comment Response #1 Aloha Donovan: Below are responses to plan review comments. Item 1. Calculations Attached. Item 2. Stamped calculations attached. Item 3. 2x12 roof rafters are called out on B/A4.0. II II II fr-- 26 OF No. 2 RAFTERS TAILS 0 24" OC I I co ' I " 4:12 m j_j c� m s� LOPE _o Y'f LL m� W IIw o —ICI_ �1� �? 6x6 I f j ROOF GAB 202— DF No. 2� OVERHANG 1 \RAFTERS 0 24" OC ; TAMDesign 10040 Sand Point Way NE Seattle, WA 98125 206.240.3321 P"�, 1441�5> Pla►s {..�91�6�otY1 II 4:12 � SLOPE I I III 711� \ II m s—L--I_—L--� I i SKYLIGHTS, TIP I II - J L---=--=--11— . 2x6 OF No. 2 RAFTERS TAILS ® 24" OC i3 ROOF PLA SCALE: i/4'*—V-0" Item 4. Per the NDS Supplement Table 4D (wood code), "Posts & Timbers" grades only apply to members 5" xY or larger. A 4x6 would fall under the Structural Light Framing category, so the plan callout noting the grade is redundant but there is no actual conflict here. (See attached email correspondent from engineer.) P�� � FEB 2 4 2020 �P .fit BUILDING DEPARTMENT CITY OF EDMONDS Item 6. Refer to Floor Plan Notes on sheet A3.0 for wall callout. FLOOR PLAN NOTES: MATERIALS `A, ALL EXTERIOR WALLS TO BE 2x6 STUDS 0 1 C OC. B. ALL INTERIOR WALLS TO BE 2x4 STUDS 0 16' OC. C. ALL FRAMING HARDWARE TO BE 'SIMPSON" OR EQUAL. We would like to resolve any questions as soon as possible. Please do not hesitate to call or email me with any additional questions or comments at (206) 240-3321. Sincerely, Calvin Tam, Designer Enclosures: Review Comment #2 memo, dated 2/12/20. Structural Calculations Email correspondence DATE: TO: FROM: RE: City of Edmonds PLAN REVIEW COMMENTS BUILDING DIVISION (425)771-0220 February 12, 2020 Calvin Tam Calvint006@gmail.com Donovan Akau, Plans Examiner Plan Check: BLD2019-0889 Project Address: 20703 801h Avenue West Scope: New SFR, ADU, R-3, VB Construction. Please be advised that the building plans for the above referenced project have been disapproved for the purposes of obtaining a building permit. During a review of the plans by the Building Division for compliance with the applicable building codes, it was found that the following information, clarifications, or changes are needed. Reviews by other divisions, such as Planning, Engineering, or Fire, may result in additional comments that require attention beyond the scope of this letter. Items that recur on this list appear in italics. A complete review cannot be performed until the revised plans/documents, including a written response in itemized letter format indicating where the `clouded' or otherwise highlighted changes can be found on the revised plans, have been submitted to a Permit Coordinator. Resubmittals must be made at the Development Services Department on the 2"d Floor of City Hall. Permit Center hours are M, T, Th, & F from 8am-4:30pm and from 8:30am-12pm on Wednesdays. General: l . It appears that there are no structural calculations provided for the revisions for this project. In order to complete a review for this project please provide the structural calculations from EOR; Bharat R. Soli. 2. Please have EOR; Bharat R. Soli review all plan sheets that have been stamped/signed to ensure that the calculations, structural member sizes reflect the calculations that will be provided on the re -sub. 3. It is unclear as to the structural member size for the roof rafters. There are 2x6 tail rafters but no reference as to the rafter size. The plans does not appear to identify the size of the rafters, if the rafters are the same size as the tail rafters it appears that the rafters are over spanned. Please clarify/correct this on the plans showing the member size of the raters, spacing, and length. As for the tail rafters please provide the fastening schedule as how the tail rafters will be connected to the main rafters. 4. Per the Structural Sawn Lumber notes found on S1.0 in the General structural notes. It states that the post and timbers are to be Douglas Fir no.I or better however in the plans the posts are designated as Douglas fir #2. Please clarify/correct this on the plans. 5. Please indicate on the plans the size of the 2x members being used for the walls. Upon review of the resubmitted documents, additional comments may be generated. Sincerely, Donovan Akau M Gmail Tran Comment Letter Calvin Tam <calvint006@gmail.com> Sean Bisnar <seanb@abkj.com> Wed, Feb 19, 2020 at 12:47 PM To: Calvin Tam <calvint006@gmail.com> Cc: Sanjay Soli <SanjayS@abkj.com> Hi Calvin, Per the NDS Supplement Table 4D (wood code), "Posts & Timbers" grades only apply to members 5" xY or larger. A 4x6 would fall under the Structural Light Framing category, so the plan callout noting the grade is redundant but there is no actual conflict here. Let me know if you think that would cover it, I don't think it would be correct to change the general notes. Thanks, Sean From: Calvin Tam <calvint006@gmail.com> Sent: Wednesday, February 19, 2020 11:59 AM To: Sean Bisnar <seanb@abkj.com> Cc: Sanjay Soli <SanjayS@abkj.com> Subject: Tran Comment Letter Hi Sean, One last item and we will be done. We have a conflict with the S1.0 general note for Post callout on plans. See below s. We called out for DF No 2 on plans, but general note have DF No 1 or better. Can we change the general note to include the use of DF No. 2? Thanks again for your help. Calvin Gerirrtil: 1. It appears that there are no structural calculations provided for the revisions for this project. In order to complete a review for this project please provide the structural calculations from EOR: Bharat R. Soli. 2. Please ha%v BOR: Dhanu R, Soli review all plan sheets that have been staropedkigned to ensure that the calculations. structural member sizes rcncct the calculations that will be provided on the re -sub. 3. It is unclear as to the structural number size for the rt*f rafters. There arc 2x6 tail rafters but no reference as to the rafter size. The plans does not appear to identify the sizc of the roller:;. if the rafters arc the same size as the tail rafters it appears that the rafters are over spanned. Please clarify:'correct this on the plans showing the member size of the utters, spacing, and length, As for the tail raficrs please provide the fustcning schedule as hose the tail rakers will be connected to the main talkers. 4. Per the Structural Sawn Lumber notes found on S 1.0 in the General structural totes. h states that the post aril timbers arc to be Douglas Fir no. t or better boxrvcr in the plans the posts arr designated as Douglas fir 02, Please ct2rify1correct this on the plans, tJIlY11YV RI I l,Fltid ER POStT TO {E) a4 POST Ma t wto swuE To (E) WALL LEVEL BATH t I I IiiIj!i Il EIIi EtECiRIC rp UNROOM=ft6IF"W2 rUl POST. PRIM - PPOW 4 F CH Or FREEAREA OF PA fREst AIR REEt EaWHEATER tt o. ABOVE t (2) 21 2 iHDR -DR 1,A84E(2) 2,12 HDR IVk4.6 2-6 Sv" UPPER LE' s' g• _ ie-to B STRUCTURAL SAWN LUMBER: LUMBER VISUALLY GRADED AND STAMPED PER W1fWPA STANDARD GRADING RULES. MOISTURE CONTENT OF LUMBER 24 OR LESS IN THICKNESS -19%MAXIMUM, STRUCTURAL LIGHT FRAMING DOUGLAS FIR, NO.2 OR BETTER. STRUCTURAL JOISTS & PLANKS DOUGLAS FIR, NO. 2 OR BETTER. BEAKQ & STRINGERS DOUGLAS FIR, NO. 1 OR BETTER. POSTS & TIMBERS - DOUGLAS FIR, INO, I OR BETTER_ GONVENTIONAL CONSTRUCTION PROVISIONS PER SECTION 23M & 2308 OF THE IBC, MINIMUM NAILING FOR CONNECTION OF VARIOUS COMPONENTS PER TABLE 2304,8.1 OF THE IBC, ABKJ1 ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 I Tel: 206.340.2255 Fax: 206.340.2266 1 www.abkj.com Date 2/14/20 ABKJ Project Number 19087 PROJECT NAME Tran Residence INSPECTION NOTICE #1 REVISION PROJECT LOCATION Edmonds, WA �q- OgBq � �� p Cj 15560 .t AL .NAL Submitted to: C- ? �y Calvin Tam ll TAM Design U FEB 2 4 2020 BUILDING DEPARTMENT CITY OF EDMONDS 1 ABKJ1 ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 I Tel: 206.340.2255 1 Fax: 206.340.2266 1 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/11/2019 Subject: Loading By: SB DEAD LOADS ROOF Asphalt Shingles = 3.00 psf 1/2" Plywood = 1.27 psf 2x Framing = 1.80 psf Insulation = 1.00 psf Gyp. Board Ceiling = 2.75 psf Misc = 1.50 psf 11.32 psf Use 12.0 psf TYPICAL FLOOR 3/4" Plywood = 1.90 psf 2x Framing = 3.25 psf Floor Covering Allowance = 2.50 psf Insulation = 1.00 psf Gyp. Board Ceiling = 2.75 psf Misc = 3.00 psf 14.40 psf Use 15.0 psf LIVE ROOF %Q2 0 . Minsnow sur ge, non- 25.00 psf b o0f 20.00 psf FLOOR Live = 40.00 psf U.S. Seismic Design Maps https:Hseismicmaps.org/ 20703 80th Ave W, Edmonds, WA 98026, USA Latitude, Longitude: 47.8113637,-122.34091480000001 COIv Pine Rfte I V < co t fD T D LGoogle 208th PI SW Date 7/11/2019, 10:57:23 AM Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil Type Value Description SS 1.276 MCER ground motion. (for 0.2 second period) SI 0.499 MCER ground motion. (for 1.0s period) SMS 1.276 Site -modified spectral acceleration value SMI 0.749 Site -modified spectral acceleration value SDS D.85 Numeric seismic design value at 0.2 second SA SDI 0.499 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa I Site amplification factor at 0.2 second Fv 1.501 Site amplification factor at 1.0 second PGA 0.518 MEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.516 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.276 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.302 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.646 Factored deterministic acceleration value. (0.2 second) S1RT 0.499 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.527 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.659 Factored deterministic acceleration value. (1.0 second) PGAd 0.633 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.98 Mapped value of the risk coefficient at short periods OSH PD 206th St SW 208th St SW Map data 02019 l of 3 7/1 l /2019, 10:57 AM Y SEISMIC BASE SHEAR AND VERTICAL SHEAR DISTRIBUTION Per IBC 2018 and ASCE 7-10 Specifications Using Equivalent Lateral Force Procedure for Regular Multi -Level Building/Structural Systems Job Name: ITran Residence Seismic Loading Subject Job Number: I I Oriqinator: I I Checker: Input Data: Risk Category = Importance Factor, I = II 1.00 D Soil Site Class = Location Zip Code = 98026 Spectral Accel., Ss = 1.276 Spectral Accel., S1 = 0.499 Long. Trans. Period, TL = 6.000 Structure Height, hn = 20.167 Actual Calc. Period, Tc = 0.000 Seismic Resist. System = A15 Structure Weight Distribution: No. of Seismic Levels = 2 IBC 2018, Table 1604.5 ASCE 7-10 Table 1.5-2 ASCE 7-10 Table 20.3-1 ASCE 7-10 Figures 22-1 to 22-11 ASCE 7-10 Figures 22-1 to 22-11 sec. ASCE 7 Fig's. 22-12 to 22-18 ft. hn sec. from independent analysis Light -framed walls sheathed with wood structural panels rated for shear or steel sheets (ASCE 7-10 C Table V = Cs*W = I(Fi) = 1.45 kips Seismic Base Shear (Regular Bldg. Configurations Only) Seismic Level x Height, hx (ft.) Weight, Wx (kips) 2 18.085 4.84 1 8.500 6.26 Total Weight, W = EWx = 11.10 kips (ASCE 7-10 Section 12.7.2) Results: Site Coefficients: Fa = 1.000 ASCE 7-10 Table 11.4-1, page 66 Fv = 1.501 JASCE Table 11.4-2, page 66 SMs = 1.276 SMs = Fa*Ss, ASCE Eqn. 11.4-1, page 65 SM1 = 0.749 SM1 = Fv*S1, ASCE Eqn. 11.4-2, page 65 SDs = 0.851 JSDS = 2*SMs/3, ASCE 7-10 Eqn. 11.4-3, page 65 SD1 = 0.499 SD1 = 2*SM1/3, ASCE Eqn. 11.4-4, page 65 •F1 o �Fs �Fs —F7 �F6 �—Fs �— F4 �— F3 �- F12 jhx Category(for Sos) = D ASCE 7-10 Table 11.6-1, page 67 Category(for SD1) = D ASCE 7-10 Table 11.6-2, page 67 Use Category = D Most critical of either category case above controls Period Coefficient, CT = 0.020 ASCE 7-10 Table 12.8-2, page 90 Period Exponent, x = 0.75 ASCE 7-10 Table 12.8-2, page 90 Approx. Period, Ta = 0.190 sec., Ta = CT*hn^(x), ASCE 7-10 Section 12.8.2.1, Eqn. 12.8-7 Upper Limit Coef., Cu = 1.400 ASCE 7-10 Table 12.8-1, page 90 Period max., T(max) = 0.266 sec., T(max) = Cu*Ta, ASCE 7-10 Section 12.8.2, page 90 Fundamental Period, T =1 0.190 sec., T = Ta — Cu*Ta, ASCE 7-10 Section 12.8.2, page 90 Response Mod. Coef., R = 6.5 ASCE 7-10 Table 12.2-1, pages 73-75 Overstrength Factor, S2o = 3 ASCE 7-10 Table 12.2-1, pages 73-75 Defl. Amplif. Factor, Cd = 4 ASCE 7-10 Table 12.2-1, pages 73-75 Cs = 0.131 Cs = SDs/(R/I), ASCE 7-10 Section 12.8.1.1, Eqn. 12.8-2 Cs(max) = 0.404 For T<=TL, CS(max) = SD1/(T*(R/1)), ASCE 7-10 Eqn. 12.8-3 Cs(min) = 0.037 CS(min) = 0.044*SDS*I — 0.01, ASCE 7-10 Eqn. 12.8-5 Use: CS = 0.131 Cs(min) <= Cs <= Cs(max) eismic Base Shear: V = 1.45 kips, V = Cs*W, ASCE 7-10 Section 12.8.1, Eqn. 12.8-1 Distribution Exponent, k = 1.00 k = 1 for T-0.5 sec., k = 2 for T-2.5 sec. k = (2-1)*(T-0.5)/(2.5-0.5)+1, for 0.5 sec. < T < 2.5 sec. Lateral Force at Any Level: Fx = Cvx*V, ASCE 7-10 Section 12.8.3, Eqn. 12.8-11, page 91 Vertical Distribution Factor: Cvx = Wx*hx^k/(EWi*hi^k), ASCE 7-10 Eqn. 12.8-12, page 91 Seismic Level x Weight, Wx (kips) hx^k (ft.) Wx*h^k (ft-kips) Cvx (%) Shear, Fx (kips) E Story Shears 2 1 4.84 18.085 87.5 0.622 0.90 0.90 6.26 8.500 53.2 0.378 0.55 1.45 E = 11.10 140.7 1 1.000 1 1.45 ABKJ ANDERSEN• SJORNSTAD• KANE• JACOBS Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.2255 Fax: 206.340.2266 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/11 /2019 Subject: Wind Loads By: SB ASCE 7-10: Part 2: Enclosed Simple Diaphragm Low -Rise Buildings - MWFRS Risk Category: II V = 110 mph (Use Figure 26.5-1A) Exposure Category: B KZt= 1.00 Case B Simplified Desian Wind Pressure. o_ (Exposure B at h = 30 ft) Angle I A I B I C I D I E I F I G I H I EOH GoH 20 1 26.6 -7.0 1 17.7 -3.9 -23.1 -16.0 -16.0 -12.2 -32.3 -25.3 Adjustment factor, A h = 20.2 _< 60 ft. A = 1.000 Adiusted Wind Pressure. D. = AK-p-,,, Angle I A I B I C I D I E I F I G I H EOH oH P-253 20 26.6 -7.0 17.7 -3.9 -23.1 -16.0 -16.0 -12.2 -32.3 ABKJ1 ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 1402 Third Avenue, Suite 200, Seattle, Washington 98101 STRUCTURAL ENGINEERING CALCULATIONS Tel:206.340.2255 1 Fax:206.340.2266 1 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/11/2019 Subject: Wind Loads By: SB D IM MSIDE CE K. A=*. �BUILDING ELEVATION — SOUTH I /--1 BUILDING ELEVATION — NORTH ABKJ1N •NSK• JACOBS Consulting Civil and Structural Engineers 1402 Third Avenue, Suite 200, Seattle, Washington 98101 STRUCTURAL ENGINEERING CALCULATIONS Tel:206.340.2255 I Fax:206.340.2266 1 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/11/2019 Subject: Wind Loads By: SB BUILDING ELEVATION — EAST EAST ELEVATION ROOF SOUTH UPPER A B C D Adjusted Wind Pressure, ps30 TRIBUTARYAREA: FK,: 26.6 psf -7. psf 17.7 psf -3.9 psf 16 sq. ft 47 sq. ft 414 0 839 0 NORTH UPPER A B C D Adjusted Wind Pressure, ps30 TRIBUTARYAREA: FW: 26.6 psf -7. psf 17.7 psf -3.9 psf 16 sq. ft 47 sq. ft 414 0 839 0 UPPER SOUTH LOWER A B C D Adjusted Wind Pressure, ps30 TRIBUTARYAREA: F,,, : 26.6 psf -7. psf 17.7 psf -3.9 psf 22 sq. ft 56 sq. ft 595 0 987 0 NORTH LOWER A B C D Adjusted Wind Pressure, ps30 TRIBUTARYAREA: F,,, : 26.6 psf -7. psf 17.7 psf -3.9 psf 22 sq. ft 56 sq. ft 597 0 989 0 Vw = 12541bs 752 /bs Vw = 12531bs 7521bs Vw = 15821bs 9491bs Vw = 1587 Ibs 9521bs Vw-base= 56751bs 34051bs SOUTH ELEVATION ROOF EAST A_ B C D Adjusted Wind Pressure, ps30 TRIBUTARY AREA: FW: 26.6 psf -7. psf 17.7 psf -3.9 psf 10 sq. ft 19 sq. ft 7 sq. ft 9 sq. ft 260 0 117 0 WEST -EXISTING A B C D Adjusted Wind Pressure, ps30 TRIBUTARY AREA: FW: 26.6 psf -7. psf 17.7 psf -3.9 psf 17 sq. ft 42 sq. ft 0 0 295 0 UPPER EAST A B C D Adjusted Wind Pressure, ps30 TRIBUTARY AREA: F,y : 26.6 psf -7. psf 17.7 psf -3.9 psf 23 sq. ft 19 sq. ft 606 0 330 0 WEST A B C D Adjusted Wind Pressure, ps30 TRIBUTARY AREA: FW: 26.6 psf -7. psf 1 17.7 psf -3.9 psf 40 sq. ft 0 0 701 0 Vw = 377 lbs 2261bs Vw = 295 lbs 177 lbs VW = 937 lbs 562 lbs VW = 701 lbs 420 lbs Vw-ease= 2310/bs 13861bs EAST ELEVATION ROOF SOUTH UPPER A B C D Adjusted Wind Pressure, ps30 TRIBUTARYAREA: FW: 26.6 psf -7. psf 17.7 psf -3.9 psf 16 sq. ft 47 sq. ft 414 0 839 0 NORTH UPPER A B C D Adjusted Wind Pressure, ps30 TRIBUTARYAREA: FW: 26.6 psf -7. psf 17.7 psf -3.9 psf 16 sq. ft 47 sq. ft 414 0 839 0 UPPER SOUTH LOWER A B C D Adjusted Wind Pressure, ps30 TRIBUTARYAREA: FW: 26.6 psf -7. psf 17.7 psf -3.9 psf 22 sq. ft 56 sq. ft 595 0 9871 0 NORTH LOWER A B C D Adjusted Wind Pressure, ps30 TRIBUTARYAREA: FW: 26.6 psf -7. psf 17.7 psf -3.9 psf 22 sq. ft 56 sq. ft 597 0 9891 0 Vw = 1254 lbs 752 lbs Vw = 1253 lbs 752 lbs Vw = 1582 lbs 949 lbs Vw = 1587 lbs 952 lbs Vw-base= 56751bs 34051bs Lateral LkesignForces WIND LRFD ASD - EAST 5,6751bs, 34051b-s NORTH 2310Ibs 138'6Ibs SOUTH 2310 I bs 138661 bs LRFD ASD VEa 14501 Fps. 1015113s WIND CONTROLS LATERAL DESIGN ABKJ ANDEMS-BJOFNSIAD-KANE-JAc.. Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.2255 1 Fax: 206.340.2266 www.abki.com Project: Train Residence Job #: 19087 Date: 7/12/2019 Subject: Upper East Wall By: SRB Controlling Design Case Wind Risk Category II V = 226 IbS (ASD) f = 19.8 ft H = 8.88 ft Wood Type DF v =1 11.4 If Sheathing Type: PLY Footnote Modifier for v =I 1.00 (if none enter 1.0) Perforated Shear Wall Check vN / D = 365 plf Ll. = 19.8 ft b, = 2.7 It h/b b1 = 2.67 ft 3.324 >2.0 multiply by 2b/h b2 = 2.67 ft 3.324 >2.0 multiply by 2b/h Percent full height sheathing = 16.2 A. = 52.0 ft' r = 0.354 C, = 0.954 V_ _ vcoF4 V� = 1119 Ibs 1 r Ao 1+hEL, > 226.0lbs OK Prelimary Check Assuming No Wall Openings: V < V 11 pfl < 366 plf OK 2b,lh L; 0.60 1.6 ft 0.60 1.6 ft ELi = 3.2 ft Co _ r 4or 3-2r Y-4 Ltotal = Holddown Calculation OTM = overturning moment OTM = Vh = 2,006 ft-lbs RM = resisting moment W = wall self weight T = Vh = 654lbs wog = wall distributed dead loading CjLi RM = 0.6[(W+wL)(L/2)] U = uplift force from strap/HDU above U Olbs 7/12/2019 Tran -Perforated Shear Wall -Template 5:24 PM B Allowable Tension: 1540 Ibs ABKJN N • I COBS Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 I Tel: 206.340.2255 1 Faz: 206.340.2266 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Upper East Wall By: SRB V = 73.7 plf C,EL; uniform uplift t = v,,,,x,,,_ . = 73.7 plf Assumed that uplift force and deadload act uniformly along length of wall. DL = (W-00 = 84.6 plf No Uplift Deflection/Drift Calculation for Seismic Strength Conditions v = N/A Ibs/ft h = 8.88 ft E = 1,600,000 psi End Post b = 3.00 in End Post h = 5.50 in A = 16.5 in' b = 3.2 ft ft G. = 10 kips/in A. = 0.001 In bow= N/A in Cd = N/A le =1 N/A Ax =1 N/A lin Aallomble = N/A In Ax < Aallamble N/A < N/A OK Wind Deflection/Drift Calculation for Servicibility Conditions % of Load Used = 75 % v = 55.30 Ibs/ft h = 8.88 ft E = 1,600.000 psi End Post b = 3 in End Post h = S.50 in A = 16.50 in b = 3.2 ft G. = 10 kips/in A. = 0.001 in 5—=l 0.0565 in A, = 0.0565 in Drift Limit L/ 400 Aallowable = 0.266 in Ax < Aallomble 0.056 < 0.266 OK 8vh3 vh hA, ss`" — EAb + 1000Ga b v = maximum induced shear at strength load,plf h = height of shear wall,ft E = modulus of elasticity of end posts, psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet G. = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system, inch bow = shear wall deflection,inch Cd = deflection amplicfication factor ASCE 7-10 Table 12.2-1 le = importance factor ASCE 7-10 Table 1-5-2 Ax = story drfit from ASCE 7 Equation 12.8-15 Aallawable = allowable story drift for seismic ASCE 7 Table 12.12-1 v = maximum induced shear at service load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet G. = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system, inch bow = shear wall deflection,inch Ax = story drfit equal to shear wall deflection under service loads Aallnwable = minimum of 3/8 inch and a range of h/400 to h/600 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM ABKJN-NB-JAC0M Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.2255 1 Fax: 206.340.2266 www.abki.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Lower East Wall By: SRB Controlling Design Case Wind Risk Category II V = 1014 Ibs (ASD) f= 21.8ft H= 7.13ft Wood T e DF F:j 46.6 plf Nominal Panel Minimum Fastener Panel Edge In Modified Allowable Sheathing Material Thickness Sheathing Fastener Type & Size Fastener VB or V,N v (Il Penetration Nailing (n = z.n) = 2.0) WSP-Sheathing 15/32 Single 1 1 318 1 8d 6 730 pit 1 365 plf 365 plf Prelimary Check Assuming No Wall Openings: Sheathing Type: PLY V In Footnote Modifier for v =I 1.00 (if none enter 1.0) 47 pit < 365 pit OK Perforated Shear Wall Check VN/(]= 365 pit 21.8 ft b, = 3.3 ft h/b 2b,lh L; b1 = 14.75 ft 0.483 OK N/A 14.8 ft b2 = 3.25 ft 2.192 >2.0 multiply by 2blh 0.91 3.0 ft EL,= 17.7ft Percent full height sheathing = 81.4 A. = 16.0 ft' r 4� 1 ( r A. CO 3 — 2 r �L, r= 0.887 1+D hyL, C, = 0.890 Ltotal = V � = vC.11, V�= 5751lbs > 1014.0lbs OK Holddown Calculation OTM = overturning moment OTM = Vh = 7,225ft-Ibs RM = resisting moment W = wall self weight T = Vh = 458lbs wpL = wall distributed dead loading CjL; RM = 0.6[(W+wL)(L/2)] U = uplift force from strap/HDU above U 1511bs 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM 0 s Allowable Tension: 3500lbs ABKJNN •JACOM Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.2255 Fax: 206.340.2266 1 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Lower East Wall By: SRB vm.r.ar Uth = v = 64.4 plf CoFL; uniform uplift t = v,,,,,,,,,-g. = 64.4 plf Assumed that uplift force and deadload act uniformly along length of wall. DL = (WwDE) = 73.4 plf No Uplift Deflection/Drift Calculation for Seismic Strength Conditions v = N/A Ibs/ft 8vh3 vh hAa In = 7.13 ft 6s`" = EAb + 1000G� + b E = 1,600,000 psi End Post b = 3.00 in End Post h = 5,50 in A = 16.5 in' b= 17.7ft ft %= 10 kips/in Aa = 0.000 In 6sw = N/A in Cd = N/A le = N/A Ax = N/A in Aallo ble = N/A lin Ar < Aallamble N/A < N/A OK Wind Deflection/Drift Calculation for Servicibility Conditions % of Load Used = 75 % v = 48.26 Ibs/ft h = 7.13 ft E = 1,600.000 psi End Post b = 3 in End Post h = 5.50 in A = 16.50 in' b = 17.7 ft G. = 10 kips/in Aa = 0.000 in 6,w =1 0.0347 In A, = 0.0347 lin Drift Limit L/ 400 Aanowame = 0.214 lin Ax < Aallomble 0.035 < 0.214 OK v = maximum induced shear at strength load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet G. = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system, inch 6aw = shear wall deflection,inch Cd = deflection amplicfication factor ASCE 7-10 Table 12.2-1 le = importance factor ASCE 7-10 Table 1-5-2 Ax = story drfit from ASCE 7 Equation 12.8-15 Aallowable = allowable story drift for seismic ASCE 7 Table 12.12-1 v = maximum induced shear at service load,plf h = height of shear wall,ft E = modulus of elasticity of end posts, psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet G. = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system, inch 6sw = shear wall deflection,inch Ax = story drfit equal to shear wall deflection under service loads Aallawable = minimum of 3/8 inch and a range of h/400 to h/600 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM 0 ABKJN.MS•JACOM Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 ! Tel: 206.340.2255 Fax: 206.340.2266 www.abkj.com Project: Tran Residence Job #: 19087 Date: 711212019 Subject: Upper North Wall By: SRB Controlling Design Case Wind Risk Category II V = 752 Ibs (ASD) f = 9.9 ft H = 7.13 ft Wood Type DF v =1 75.8 plf Sheathing Type: PLY Footnote Modifier for v =I 1.00 (if none enter 1.0) Perforated Shear Wall Check vN / () = 365 plf L. = 9.9 ft b, = 2.4 ft h/b b1 = 2.42 ft 2.948 >2.0 multiply by 21b/h b2 = 2.50 ft 2.850 >2.0 multiply by 21b/h Percent full height sheathing = 33.6 A. = 20.0 ft' r = 0.543 C. = 0.844 vim= VC0Y4 V� = 1027lbs > Holddown Calculation OTM = Vh = T = Vh = C jLi U = 0lbs Self Weight = 7.5lbs/sq.ft C.O.M Loc. = 50.0% H (ft) L (ft) W 7.13 9.9 530 Prelimary Check Assuming No Wall Openings: v < Vn 76 pit < 365 plf OK 2b,/h L; 0.68 1.64 ft 0.68 1.70 ft 1L, = 3.34 ft _ _ 4� 1 r r A. CO 3-2r �L 1+hyL, Ltotal = 752.0 lbs OK OTM = overturning moment 5,358ft-Ibs RM = resisting moment W = wall self weight 1904lbs wDL = wall distributed dead loading RM = 0.6I(W+wL)(L/2)] U = uplift force from strap/HDU above HD Force = (RM/L)-T-U Self Weight = assumed self weight of wall C.O.M. Loc. = center of mass location as a percent of the span wDL RM HD Force 90 plf 4,232 ft4bs -1478 Ibs of uplift MSTC28 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM Allowable Tension: 1540lbs AB KJN -N • J COM Consulting Civil and structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, suite 200, Seattle, Washington 98101 Tel: 206.340.22S5 I Fax: 206.340.2266 i www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Upper North Wall By: SRB y 267.3 plf uniform uplift t = v_.­. = 267.3 plf Assumed that uplift force and deadload act uniformly along length of wall. DL = (W+wpi) = 143.4 plf Uplift of 123.9lbs/ft occurs Deflection/Drift Calculation for Seismic Strength Conditions MPost 6x < Aallawable N/A < N/A OK Wind Deflection/Drift Calculation for Servicibility Conditions % of Load Used = 75 % v = 200.47 Ibs/ft h = 7.13 ft E = 1.600.000 psi End Post b = 3 in End Post h = 5.50 in A = 16.50 in b= 3.3 ft G. = 10 kips/in A. = 0.013 in haw =1 0.1777 In Ax = 0.1777 lin Drift Limit U 400 �BnwJeme = 0.214 lin Ax < Aalla ble 0.178 < 0.214 OK v = maximum induced shear at strength load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet Ga = value from Table 4.3A,kipshn oa = total vert. elongation of wall anchorage system, inch bsw = shear wall deflection,inch Cd = deflection amplicfication factor ASCE 7-10 Table 12.2-1 le = importance factor ASCE 7-10 Table 1-5-2 ox = story drfit from ASCE 7 Equation 12.8-15 41ewable = allowable story drift for seismic ASCE 7 Table 12.12-1 v = maximum induced shear at service load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet GB = value from Table 4.3A,kips/in Aa = total vent. elongation of wall anchorage system, inch 6_ = shear wall deflection,inch 4x = story drift equal to shear wall deflection under service loads 6a11uvrable = minimum of 3/8 inch and a range of h/400 to h/600 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM ABKJN-BJORNS-JACOBS Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 TO: 206.340.2255 I Fax: 206.340.2266 www.abki.com Project: Train Residence Job #: 19087 Date: 7/12/2019 Subject: Lower North Wall By: SRB Controlling Design Case Wind Risk Category II V = 1704 Ibs (Asp) f = 11.8 ft H = 7.13 ft Wood Type DF v =1 145.0 plf Sheathing Type: PLY Footnote Modifier for v =I 1.00 (if none enter 1.0) Perforated Shear Wall Check vN / f1= 365 pit L_ = 11.8 ft b,= 11.8ft h/b bl = 0.606 OK Percent full height sheathing = 100.0 A, = 0.0 r= A 1+ ° r = 1.000 by L; C,= 1.000 V,,,,o = vCjL, V,,,,o= 4289lbs > 1704.0lbs OK Prelimary Check Assuming No Wall Openings: v < Vn 145 pit < 365 pit OK 2b,lh L, N/A 11.75 ft EL;= 11.75ft _ r C° 3-2r Ltotal = Holddown Calculation OTM = overturning moment OTM = Vh = 12,141 ft4bs RM = resisting moment W = wall self weight T = Vh = 1033lbs wog = wall distributed dead loading CjL, RM = 0.6[(W+wL)(L/2)] U = uplift force from strap/HDU above U 14781bs 7/12/2019 Train - Perforated Shear Wall -Template 5:24 PM 0 Allowable Tension: 3500lbs ABKj NMTAD••JACOn Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.2255 I Fax: 206.340.2266 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Lower North Wall By: SRB vmax.cbenplb — V CjL, = 145.0 plf uniform uplift t = v,,,,x, t—gm = 145.0 plf Assumed that uplift force and deadload act uniformly along length of wall. DL = (W+w.,) = 73.4 plf Uplift of 71.6lbslft occurs Deflection/Drift Calculation for Seismic Strength Conditions _ 8vh3 vh hAa + + ss`" v = N/A Ibs/ft h = 7.13 ft EAb 1000Ga b E = 1,600,000 psi End Post b = 3.00 in End Post h = 5.50 in A = 16.5 in' b = 11.8 ft ft G. = 10 kips/in Aa = 0.000 in 6—= N/A in Cd = N/A le= N/A Ax = N/A in Aallo ble = N/A In Ax < Ad.—W N/A < N/A OK Wind Deflection/Drift Calculation for Servicibility Conditions % of Load Used = 75 % v = 108.77 Ibs/ft h = 7.13 ft E = 1,600,000 psi End Post b = 3 in End Post h = 5.50 in A = 16.50 in b = 11.8 ft G. = 10 kips/in Aa = 0.000 in 6.= 0.0785 in Ax = 0.0785 in Drift Limit L/ 400 Aallo ble = 0.214 lin A, < Aailo ble 0.079 < 0.214 v = maximum induced shear at strength load,plf h = height of shear wall,ft E = modulus of elasticity of end posts, psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet G. = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system, inch Se„, = shear wall deflection,inch Cd = deflection amplicfication factor ASCE 7-10 Table 12.2-1 la = importance factor ASCE 7-10 Table 1-5-2 Ax = story drfit from ASCE 7 Equation 12.8-15 Aallo ble = allowable story drift for seismic ASCE 7 Table 12.12-1 v = maximum induced shear at service load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet G. = value from Table 4.3A,kips/in A. = total vent. elongation of wall anchorage system, inch 6_ = shear wall deflection,inch AX = story drfit equal to shear wall deflection under service loads Aall—ble = minimum of 3/8 inch and a range of h/400 to h/600 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM D ABKJN-R-JACOM Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.2255 Fax: 206.340.2266 www.abki.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Upper South Wall - Segmented Wall By: SRB Controlling Design Case Wind Risk Category II V = 376 Ibs (ASD) f= 2.5 ft H= 7.13ft Wood Type DF v =1 150.4 plf Sheathing Type: PLY Footnote Modifier for v =I 1.00 (if none enter 1.0) Perforated Shear Wall Check vN/A= 365plf L'a = 2.5 ft b, = 2.5 ft Prelimary Check Assuming No Wall Openings: V < Vn 160 plf < 365 plf OK h/b 2b,/h L; b1 = 2.850 >2.0 multiply by 2b/h 0.70 1.76 ft Percent full height sheathing = 70.2% A, = 0.0 ft' r= 1.000 C. = 1.000 Vim.. _ VC,FL, V, = 640 Ibs > Holddown Calculation OTM = Vh = T = Vh = C jL; U = 0lbs Self Wei ht = 7.5lbs/sq.ft MOM Loc. = 50.01% H (ft) L (ft) W 7.13 2.5 134 EL; = 1.76 ft r 1A. co=(3 r2r 1+hy.L, Ltotal = 376.0lbs OK OTM = overturning moment 2,679ft-Ibs RM = resisting moment W = wall self weight 1072lbs WDL = wall distributed dead loading RM = 0.6[(W+wL)(L/2)j U = uplift force from strap/HDU above HD Force = (RM/L)-T-U Self Weight = assumed self weight of wall C.O.M. Loc. = center of mass location as a percent of the span WDL RM HD Force 20 pit 138 ft4bs -1017 Ibs of uplift MSTC28 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM Allowable Tension: 1540lbs ABKJN -N-NC0a3 Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 i Tel: 206.340.2255 Fax: 206.340.2266 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Upper South Wall - Segmented Wall By: SRS Vma;abenaa, —y Ca%L; - 214.3 plf uniform uplift t = vm,,,,a,,,bs, = 214.3 plf Assumed that uplift force and deadload act uniformly along length of wall. DL = (W+wbE) = 73A plf Uplift of 140.9lbs/ft occurs Deflection/Drift Calculation for Seismic Strength Conditions _ 8vh3 vh hAa + Ss`v rA + v = N/A Ibs/ft h = 7.13 ft 1_0000a b E = 1,600,000 psi End Post b = 3.00 in End Post h = 5.50 in A = 16.5 in b = 1.8 ft ft Ga = 10 kips/in Aa = 0.009 In haw = N/A in Cd = N/A le = N/A Az = N/A in Aallb ble = N/A lin Ax < Aallumble N/A < N/A OK Wind Deflection/Drift Calculation for Servicibility Conditions % of Load Used = 75 % v = 160.74 Ibs/ft h = 7,13 ft E = 1,600,000 psi End Post b = 3 in End Post h = 5.50 in A = 16.50 in b = 1.8 ft G. = 10 kips/in Aa = 0.009 in 6a„,= 0.1616 in Ax = 0.1616 in Drift Limit L/ 400 Aallowable = 0.214 lin Ax < Aallamble 0.162 < 0.214 [� v = maximum induced shear at strength load,plf h = height of shear wall,ft E = modulus of elasticity of end posts, psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet G. = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system, inch 6_ = shear wall deflection,inch Cd = deflection amplicfication factor ASCE 7-10 Table 12.2-1 le = importance factor ASCE 7-10 Table 1-5-2 Ax = story drfit from ASCE 7 Equation 12.8-15 AallbwaW = allowable story drift for seismic ASCE 7 Table 12.12-1 v = maximum induced shear at service load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet Ga = value from Table 4.3A,kips/in Aa = total vert. elongation of wall anchorage system, inch 6_ = shear wall deflection,inch Ax = story drfit equal to shear wall deflection under service loads 41a ble = minimum of 3/8 inch and a range of h/400 to h/600 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM n AB KJN -M• JACOM Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 Tel: 206.340.2255 Fax: 206.340.2266 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subject: Lower South Wall By: SRB Controlling Design Case Wind Risk Category II V = 1701 Ibs (ASD) f= 11.8ft H = 7.13 ft Wood Type DF v =1 143.8 plf Sheathing Type: I PLY Footnote Modifier for v =I 1.00 (if none enter 1.0) Perforated Shear Wall Check v / fl = 365 pit L� = 11.8ft b,= 11.8ft h/b bl = 0.602 OK Percent full height sheathing = 100.0 A. = 0.0 ft' 1 � A 1+ ° r = 1.000 hj. L; C,= 1.000 V n = vC,EL; V� = 4319 Ibs Holddown Calculation > 1701_0lbs OK Prelimary Check Assuming No Wall Openings: v < V 144 plf < 366 plf OK 2b,/h Li N/A 11.83 ft Ely = 11.83It Co = r r 4Dr 3-2r Ltotal = OTM = overturning moment OTM = Vh = 12,120ft-Ibs RM = resisting moment W = wall self weight T = Vh = 1024lbs wDL = wall distributed dead loading C.1L; RM = 0.6[(W+wL)(L/2)] U = uplift force from strap/HDU above U 10211bs 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM Allowable Tension: 3500lbs AB KJ A DM . SJORMSTAD • K E • JACOBS Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS 1402 Third Avenue, Suite 200, Seattle, Washington 98101 1 Tel: 206.340.2255 Fax: 206.340.2266 www.abkj.com Project: Tran Residence Job #: 19087 Date: 7/12/2019 Subiect: Lower South Wall Bv: SRB V ... mmn =y 143.8 plf uniform uplift t = v,,,,,,,,, 'p = 143.8 plf Assumed that uplift force and deadload act uniformly along length of wall. DL = (W*w.,) = 73.4 plf Uplift of 70.3 Ibs/ft occurs Deflection/Drift Calculation for Seismic Strength Conditions 8vh3 vh hAa + + ss`" v = N/A Ibs/ft h = 7,13 ft EAb 1000Ga b E = 1,600,000 psi End Post b = 3,00 in End Post h = 5.50 in A= 16.5 in' b= 11.8ft ft G. = 10 kips/in A. = 0.000 In 5Sw = N/A in Cd = N/A le =I N/A A, =1 N/A lin Aanowame =1 N/A lin Ax < Aallomble N/A < N/A OK Wind Deflection/Drift Calculation for Servicibility Conditions % of Load Used = 75 % v = 107.81 Ibs/ft h = 7.13 ft E = 1,600,000 psi End Post b = 3 in End Post h = 5.50 lin A = 16.50 in' b = 11.8 ft G. = 10 kips/in A. = 0.000 In baw= 0.0778 in A, =I 0.0778 lin Drift Limit LJ 400 41—ble =1 0.214 lin Ax < Aallaw W 0.078 < 0.214 v = maximum induced shear at strength load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet G. = value from Table 4.3A,kipshn Aa = total vent. elongation of wall anchorage system,inch baw = shear wall deflection,inch Cd = deflection amplicfication factor ASCE 7-10 Table 12.2-1 le = importance factor ASCE 7-10 Table 1-5-2 Ax = story drfi from ASCE 7 Equation 12.8-15 Aalluwable = allowable story drift for seismic ASCE 7 Table 12.12-1 v = maximum induced shear at service load,plf h = height of shear wall,ft E = modulus of elasticity of end posts,psi End Post b = short dimension of end post cross section, inch End Post h = long dimension of end post cross section, inch A = area of end post cross sections, square inches b = total length of wall segments feet G. = value from Table 4.3A,kips/in A. = total vert. elongation of wall anchorage system, inch 6 = shear wall deflection,inch Ax = story drfit equal to shear wall deflection under service loads Aallomble = minimum of 3/8 inch and a range of h/400 to h/600 7/12/2019 Tran - Perforated Shear Wall -Template 5:24 PM 1' ROOF FRAMING DIAGRAM Wood Beam File = L:\2019119087\Engr\Design\19087 - Tran Residence\Tran Residence.ec6 . Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . 0.00000BS,• DESCRIPTION: RJ1-2x12 (interior) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - PHI 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.0240) S(0.050) 202 Span = 9.667 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0120, S = 0.0250 ksf, Tributary Width = 2.0 fl DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.276 1 Maximum Shear Stress Ratio = 0.124 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 327.84 psi fv : Actual = 25.76 psi FB : Allowable 1,190.25 psi Fv : Allowable 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.834ft Location of maximum on span = 8.750ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 3342 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.051 in Ratio = 2258 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr Cm C t C L Moment Values M lb F'b V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 9.667 It 1 0.114 0.052 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 931.50 0.09 8.35 162.00 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.103 0.046 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1035.00 0.09 8.35 180.00 +D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0,082 0.037 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1293.75 0.09 8.35 225.00 +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 It 1 0.275 0.124 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.86 327.84 1190.25 0.29 25.76 207.00 4".750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.082 0.037 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1293.75 0.09 8.35 225.00 Wood Beam File=L:120191190871Engr,Design119087-TranResidence\TranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: RJ1-2x12 (interior) Load Combination Max Stress Ratios Segment Length Span # M V Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b Shear Values V fv F'v ' UL V./JUL+V.l JUa+n I.000 I.UU 1.13 I.Vu Luu Luu U.UU U.UU U.UU U.UU Length = 9.667 ft 1 0.229 0.103 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.72 272.46 1190.25 0.24 21.41 207.00 +D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.064 0.029 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1656.00 0.09 8.35 288.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.064 0.029 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1656.00 0.09 8.35 288.00 +0+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.165 0.074 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.72 272.46 1656.00 0.24 21.41 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0,039 0.017 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.17 63.80 1656.00 0.06 5.01 288.00 +D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.064 0.029 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1656.00 0.09 8.35 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.165 0.074 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.72 272.46 1656.00 0.24 21.41 288.00 +0.60D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.039 0.017 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.17 63.80 1656.00 0.06 5.01 288.00 Overall Maximum Deflections Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0514 4.869 0.0000 0,000 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.358 0.358 Overall MINimum 0.242 0.242 +D+H 0.116 0.116 +D+{+H 0.116 0.116 +D+Lr+H 0.116 0.116 +D+S+H 0.358 0.358 +D+0.750Lr+0.750L+H 0.116 0.116 +D+0.750L+0.750S+H 0.297 0.297 +D+0.60W+H 0.116 0.116 +D+0.750Lr+0.450W+H 0.116 0.116 +D+0.750S+0.450W+H 0.297 0.297 +0.60D+0.60W+0.60H 0.070 0.070 +D+0.70E+0.60H 0.116 0.116 +D+0.750L+0.750S+0.5250E+H 0.297 0.297 +0.60D+0.70E+H 0.070 0.070 D Only 0.116 0.116 Lr Only L Only S Only 0.242 0.242 W Only E Only H Only Wood Beam File=L:\2019119087tEngrlDesign119087-TranResidence\TranResidence.ecil . Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . r.rrrANDERSEN-WORNSTAD-KANE-JACOBS, INC DESCRIPTION: RJ2- 2xl2 (interior) CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x12 Span = 9.667 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0120, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.275 1 Maximum Shear Stress Ratio = 0.124 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 327.84 psi fv : Actual 25.76 psi FB : Allowable = 1,190.25 psi Fv : Allowable 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.834ft Location of maximum on span = 8.750ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 3342 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.051 in Ratio = 2258 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr Cm C t C L Moment Values M fb F'b V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 9.667 It 1 0.114 0.052 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 931.50 0.09 8.35 162.00 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.103 0.046 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1035.00 0.09 8.35 180.00 +D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.082 0.037 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1293.75 0.09 8.35 225.00 +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.275 0,124 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.86 327.84 1190.25 0.29 25.76 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.082 0.037 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1293.75 0.09 8.35 225.00 Wood Beam roe=uuviynauar�engnuesignnauar- Iran Kesiaenceliran Kesiaence.ecb . ' Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . 0.000• • DESCRIPTION: RJ2- 202 (interior) 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 F'b V fv F'v +D+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.229 0.103 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.72 272.46 1190.25 0.24 21.41 207.00 +D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.064 0.029 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1656.00 0.09 8.35 288.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.064 0.029 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1656.00 0.09 8.35 288.00 +D+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.165 0.074 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.72 272.46 1656.00 0.24 21.41 288.00 4.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.039 0.017 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.17 63.80 1656.00 0.06 5.01 288.00 +D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0.064 0.029 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.28 106.33 1656.00 0.09 8.35 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 It 1 0.165 0.074 1.60 1.000 1.00 1.15 1.00 1.00 1,00 0.72 272.46 1656.00 0.24 21.41 288.00 +0.60D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.667 ft 1 0,039 0.017 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.17 63.80 1656.00 0.06 5.01 288.00 Overall Maximum Deflections Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0514 4.869 0,0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.358 0.358 Overall MINimum 0.242 0.242 +D+H 0.116 0.116 +D+L+H 0.116 0.116 +D+Lr+H 0.116 0.116 +D+S+H 0.358 0.358 +D+0.750Lr+0.750L+H 0.116 0.116 +D+0.750L+0.750S+H 0.297 0.297 +D+0.60W+H 0.116 0.116 +D+0.750Lr+0.450W+H 0.116 0.116 +D+0.750S+0.450W+H 0.297 0.297 +0.60D+0.60W+0.60H 0.070 0.070 +D+0.70E+0.60H 0.116 0.116 +D+0.750L+0.750S+0.5250E+H 0.297 0.297 +0.60D+0.70E+H 0.070 0.070 D Only 0.116 0.116 Lr Only L Only S Only 0.242 0.242 W Only E Only H Only Wood Beam File = L:12019119087tEngADesign119087 - Tran Residence\Tran Residence.ec6 . Software copyright ENERCALC, INC. 1983.2019, Build:10.19.1.30 . r.rrr •- r,-JACOBS, INC DESCRIPTION: RJ3:2x6 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x6 Span = 2.667 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0120, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.270 1 Maximum Shear Stress Ratio = 0.144 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual 417.60psi fv : Actual 29.73 psi FB : Allowable = 1, 547.33 psi Fv: Allowable 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 0.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio = 3906 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.024 in Ratio = 2640 >=180 Max Upward Total Deflection 0,000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr Cm C t C L Moment Values M fb Fb V Shear Values fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.112 0.060 0.90 1.300 1.00 1.15 1.00 1.00 1,00 0.09 135.44 1210.95 0.05 9.64 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2,667 ft 1 0.101 0.054 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.09 135.44 1345.50 0.05 9.64 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.081 0.043 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.09 135.44 1681.88 0.05 9.64 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.270 0.144 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.26 417.60 1547.33 0.16 29.73 207.00 +0+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.081 0.043 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.09 135.44 1681.88 0.05 9.64 225.00 Wood Beam File = L.X2019119087tEngrM)esign119087 - Tran ResidenceJran Residence.ec6 . Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . i.rir - c O- •- DESCRIPTION: Load Combination Segment Length RJ3:26 Max Stress Ratios Span # M V C d C FN C i Cr C, C t C L Moment Values M fb Pb V Shear Values tv F'v +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 It 1( 0.224 0.119 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.22 347.06 1547.33 0.14 24.71 207.00 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2,667 ft 1 0.063 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 135.44 2152.80 0.05 9.64 288.00 +D+0.750Lr+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.063 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 135.44 2152.80 0.05 9.64 288.00 +D+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 It 1 0.161 0.086 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.22 347.06 2152.80 0.14 24.71 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.038 0.020 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 81.26 2152.80 0.03 5.78 288.00 +D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 It 1 0.063 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 135.44 2152.80 0.05 9.64 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.161 0.086 1.60 1.300 1.00 1.15 1.00 1.00 1,00 0.22 347.06 2152.80 0A4 24.71 288.00 +0.60D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.038 0.020 1,60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 81.26 2152.80 0.03 5.78 288.00 Overall Maximum Deflections Load Combination Span Max. =" Oefl Location in Span Load Combination Max. "+" Defl Location in Span +0+S+H 1 0.0242 2.667 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.197 Overall MINimum 0.133 +D+H 0.064 +D+L+H 0.064 +D+Lr+H 0.064 +D+S+H 0.197 +D+0,750Lr+0.750L+H 0.064 +D+0.750L+0.750S+H 0.164 +D+0.60W+H 0.064 +D+0.750Lr+0.450W+H 0.064 +D+0.750S+0.450W+H 0.164 +0.60D+0.60W+0.60H 0.038 +D+0.70E4,60H 0.064 +D+0.750L+0.750S+0.5250E+H 0.164 +0.60D+0.70E+H 0.038 D Only 0.064 Lr Only L Only S Only 0.133 W Only E Only H Only Wood Beam File=L:\2019\19087\Engr\Design\19087-TranResidence\TranResidence.ec6. Software- copyright ENERCALC, INC. 1983.2019, Build: 10.19.1.30 . 0.000•COBS,• DESCRIPTION: RJ4:2x6 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x6 Span = 1.333 ft 2x6 Span = 4.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0120, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio 0.180 1 Maximum Shear Stress Ratio 0.145 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 279.00 psi fv : Actual 30.10 psi FB : Allowable = 1,547.33 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 4.750ft Location of maximum on span 4.299ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio = 10571 >=240 Max Upward Transient Deflection -0.003 in Ratio = 10496 > 240 Max Downward Total Deflection 0.008 in Ratio = 7142 >=180 Max Upward Total Deflection -0.005 in Ratio = 7092 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr Cm C t C L Moment Values M fb F'b V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length =1.333 ft 1 0.028 0.043 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.02 33.83 1210.95 0.04 7.03 162.00 Length = 4.750 ft 2 0.075 0.060 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.06 90.49 1210.95 0.05 9.76 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.333 ft 1 0.025 0.039 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.02 33.83 1345.50 0.04 7.03 180.00 Length = 4.750 ft 2 0.067 0.054 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.06 90.49 1345.50 0.05 9.76 180.00 +D+1•r+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.333 ft 1 0.020 0.031 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.02 33.83 1681.88 0.04 7.03 225.00 Length = 4.750 ft 2 0.054 0.043 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.06 90.49 1681.88 0.05 9.76 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam File=LA2019119087{EngADesign119087-TranResidence\TranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build: 10.19.1.30 . 0.i00ANDERSEN-13JORNSTAID-KANE-JACOBS, INC DESCRIPTION: RA 26 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 F'b V fv F'v Length =1.333 ft 1 0.067 0.105 1.15 1.300 1.00 1.15 1.00 1.00 1,00 0,07 104.32 1547.33 0.12 21.67 207.00 Length = 4.750 ft 2 0.180 0.145 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0,18 279.00 1547.33 0.17 30.10 207.00 +D40.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.333 It 1 0.020 0.031 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0,02 33.83 1681.88 0.04 7.03 225.00 Length = 4.750 It 2 0.054 0.043 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0,06 90.49 1681.88 0.05 9.76 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.333 It 1 0.056 0.087 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.05 86.70 1547.33 0.10 18.01 207.00 Length = 4.750 ft 2 0.150 0.121 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.15 231.87 1547.33 0.14 25.01 207.00 +0+0.60W+}i 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.333 It 1 0.016 0.024 1.60 1,300 1.00 1.15 1.00 1.00 1.00 0.02 33.83 2152.80 0.04 7.03 288.00 Length = 4.750 ft 2 0.042 0.034 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.06 90.49 2152.80 0.05 9.76 288.00 +D+0.750Lr+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.333 ft 1 0.016 0.024 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 33.83 2152.80 0.04 7.03 288.00 Length = 4.750 ft 2 0.042 0.034 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.06 90.49 2152.80 0.05 9.76 288.00 +D+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.333 It 1 0.040 0.063 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 86.70 2152.80 0.10 18.01 288.00 Length = 4.750 It 2 0,108 0.087 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.15 231.87 2152.80 0A4 25.01 288.00 4.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.333 It 1 0.009 0.015 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 20.30 2152.80 0.02 4.22 288.00 Length = 4.750 It 2 0,025 0.020 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 54.29 2152.80 0.03 5.86 288.00 +D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.333 It 1 0.016 0.024 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 33.83 2152.80 0.04 7.03 288.00 Length = 4.750 It 2 0.042 0.034 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.06 90.49 2152.80 0.05 9.76 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.333 ft 1 0.040 0.063 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 86.70 2152.80 0.10 18.01 288.00 Length = 4.750 It 2 0.108 0.087 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.15 231.87 2152.80 0.14 25.01 288.00 +0.60D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.333 It 1 0.009 0.015 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 20.30 2152.80 0.02 4.22 288.00 Length = 4.750 ft 2 0.025 0.020 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 54.29 2152.80 0.03 5.86 288.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +D+S+H -0.0045 0.000 +D+S+H 2 O.0080 2.149 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.251 0.199 Overall MINimum 0.170 0.134 +D+H 0.081 0.065 +D+L+H 0.081 0.065 +D+Lr+H 0.081 0.065 +D+S+H 0.251 0.199 +D+0.750Lr+0.750L+H 0.081 0.065 +D+0.750L+0.750S+H 0.209 0.165 +D+0.60W+H 0.081 0.065 +D+0.750Lr+0.450W+H 0.081 0.065 +D+0.750S+0.450W+H 0.209 0.165 +0.60D+0.60W+0.60H 0.049 0.039 +D+0.70E+0.60H 0.081 0.065 +D+0.750L+0.750S+0.5250E+H 0.209 0.165 +0.60D+0.70E+H 0.049 0.039 D Only 0.081 0.065 Lr Only L Only S Only 0.170 0.134 W Only E Only H Only Wood Beam File = L:\201W9087\EngA0esign\19087 - Tran Residence\Tran Residence.ec6 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 0.iii • DESCRIPTION: B1«: Glulam Ridge Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,400.0 psi Ebend- xx 1,800.Oksi Fc - PHI 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc- Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D 0.1160 S 0.2420 3.125 X 10.0 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Loads on all spans... Uniform Load on ALL spans: D = 0.1160, S = 0.2420 k/ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.538 1 Maximum Shear Stress Ratio = 0.297 : 1 Section used for this span 3.125 X 10.0 Section used for this span 3.125 X 10.0 = 1,484.70psi = 88.80 psi = 2,760.00psi = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.242 in Ratio = 594>=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.358 in Ratio = 401 >=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 Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.223 0.121 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.09 481.08 2160.00 0.60 28.77 238.50 +O+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.538 0.291 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.44 1,484.70 2760.00 1.85 88.80 304.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.447 0.242 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.36 1,233.79 2760.00 1.54 73.80 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.075 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.25 288.65 3840.00 0.36 17.26 424.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.3584 6.044 0.0000 0.000 Wood Beam Software = LA2019\19087\EngADesign\19087 - Tran Residence\Tran Residence.ec6 I Software copyright ENERCALC, INC.1983.2019, BulldA2.19.11.30 0.riiANDERSEN-BJORNSTAD-KANE-JACOBS, INC. DESCRIPTION: B1': Glulam Ridge Beam Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.452 1.452 D Only 0.696 0.696 +O+S 2.148 2.148 +D+0.750S 1.785 1.785 +0.60D 0.418 0.418 S Only 1.452 1.452 Wood Beam File = LA2019\19087\EngADesign\19087 - Tran Residence\Tran Residence.ec6 . Software copyright ENERCALC, INC. 1983.2019, Build:10.19.1.30 . 0.000• • • DESCRIPTION: B2: Window Header CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 750.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 750.0 psi Ebend- xx 1, 300.0 ksi Fc - PHI 700.0 psi Eminbend - xx 470.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 475.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling - D(0.6960) S(1.452) - 6x8 Span = 5.667 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Point Load : D = 0.6960, S =1.452 k, Starting at : 2.834 It and placed every 0.0 It thereafter DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.821: 1 Maximum Shear Stress Ratio = 0.200 : 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual = 708.11 psi fv : Actual = 39.06 psi FB : Allowable = 862.50 psi Fv: Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.834ft Location of maximum on span = 2.854 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.038 in Ratio = 1787 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.056 in Ratio = 1208 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr Cm C t C L Moment Values M tb Fb V Shear Values fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0,340 0.083 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 675.00 0.35 12.66 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0.306 0.074 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 750.00 0.35 12.66 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.667 It 1 0.245 0.060 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 937.50 0.35 12.66 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0.821 0.200 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.04 708.11 862.50 1.07 39.06 195.50 40+0.750Lr+0.750L+H 1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0.245 0.060 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 937.50 0.35 12.66 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Wood Beam File=L:120191190871Engr\Design119087-TranResidence\TranResidence.ec6. Softwarecopyright ENERCALC, INC. 1983.2019, Build:10.19.1.30 . DESCRIPTION: 82: Window Header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b V fv Pv Length = 5,667 It 1 0.682 0.166 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.53 588.44 862.50 0.89 32.46 195.50 +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 = 5,667 ft 1 0.191 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 1200.00 0.35 12.66 272.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0.191 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 1200.00 0.35 12.66 272.00 +D+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 = 5.667 ft 1 0.490 0.119 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.53 588.44 1200.00 0.89 32.46 272.00 +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 = 5.667 ft 1 0.115 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.59 137.67 1200.00 0.21 7.59 272.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0.191 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 229.44 1200.00 0.35 12.66 272.00 +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 = 5.667 ft 1 0.490 0.119 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.53 588.44 1200.00 0.89 32.46 272.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.667 ft 1 0.115 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.59 137.67 1200.00 0.21 7.59 272.00 Overall Maximum Deflections Load Combination Span Max. " " Deb Location in Span Load Combination Max. "+" Deb Location in Span +D+S+H 1 0.0563 2.854 0,0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimurn 1.074 1.074 Overall MlNimum 0.726 0.726 +D+H 0.348 0.348 +D+L+H 0.348 0.348 +D+Lr+H 0.348 0.348 +D+S+H 1.074 1.074 +D+0.750Lr+0.750L+H 0.348 0.348 +D+0.750L+0.750S+H 0.892 0.893 +D+0.60W+H 0.348 0.348 +D+0.750Lr+0.450W+H 0.348 0.348 +D+0.750S+0.450W+H 0.892 0.893 +0.60D+0.60W+0.60H 0.209 0.209 +D+0.70E+0.60H 0.348 0.348 +D+0.750L+0.750S+0.5250E+H 0.892 0.893 +0.60D+0.70E+H 0.209 0.209 D Only 0.348 0.348 Lr Only L Only S Only 0.726 0.726 W Only E Only H Only Wood Beam File=L:t2019\19087\EngADesign\19087-TranResidence\TranResidence.ec6. i Software copyright ENERCALC, INC. 1983.2019, Build: 10.19.1.30 . DESCRIPTION: 133: 4x8 DF No. 2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Pdl 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0 4x8 Span =3.917ft 4x8 Span = 8.0 ft 4x8 Span = 1.917 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0.0410, S = 0.0850 klft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.281: 1 Maximum Shear Stress Ratio = 0.151 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual 378.30 psi fv : Actual 31.22 psi FB : Allowable = 1,345.50 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.917ft Location of maximum on span = 3.917 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio = 3182 >=240 Max Upward Transient Deflection -0.008 in Ratio = 5452 >=240 Max Downward Total Deflection 0.044 in Ratio = 2146 >=180 Max Upward Total Deflection -0.013 in Ratio = 3678 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b V iv F'v +0+6 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0,117 0.063 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1053.00 0.17 10.16 162.00 Length = 8.0 ft 2 0.117 0.063 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1053.00 0.17 10.16 162.00 Length = 1.917 ft 3 0,028 0.063 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1053.00 0.05 10.16 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.105 0.056 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1170.00 0.17 10.16 180.00 Length = 8.0 ft 2 0.105 0.056 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1170.00 0.17 10.16 180.00 Length = 1.917 ft 3 0.025 0.056 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1170.00 0.05 10.16 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.084 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1462.50 0.17 10.16 225.00 Length = 8.0 It 2 0.084 0.045 1.25 1.300 1.00 1.00 1,00 1.00 1.00 0.31 123.10 1462.50 0.17 10.16 225.00 Wood Beam DESCRIPTION: 83: 4x8 DF No. 2 Load Combination Max Stress Ratios Segment Length Span # M V File = L:120191190871Engr\Desic Software copyright Moment Values Cd CFN Ci Cr Cm C t CL M fb n119087 - Tran ResidencMTran Residence.ec6 . ENERCALC, INC. 1983-2019, Build:10.19.1.30 . uau• • • - 1 Shear Values F'b V fv F'v Length =1.917 ft 3 0.020 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1462.50 0.05 10.16 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 It 1 0.281 0.151 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.97 378.30 1345.50 0.53 31.22 207.00 Length = 8.0 ft 2 0.281 0.151 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.97 378.30 1345.50 0.53 31.22 207.00 Length =1.917 ft 3 0.067 0.151 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.23 90.61 1345.60 0.17 31.22 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.084 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1462.50 0.17 10.16 225.00 Length = 8.0 ft 2 0.084 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1462.50 0.17 10.16 225.00 Length =1.917 ft 3 0.020 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1462.50 0.05 10.16 225.00 +0+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 = 3.917 ft 1 0.234 0.125 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.80 314.50 1345.50 0.44 25.95 207.00 Length = 8.0 ft 2 0.234 0.125 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.80 314.50 1345.50 0.44 25.95 207.00 Length =1.917 ft 3 0.056 0.125 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0,19 75.33 1345.50 0.14 25.95 207.00 +DA.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0,066 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1872.00 0.17 10.16 288.00 Length = 8.0 ft 2 0.066 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0,31 123.10 1872.00 0.17 10.16 288.00 Length =1.917 ft 3 0.016 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1872.00 0.05 10.16 288.00 +D+0.750Lr+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.066 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1872.00 0.17 10.16 288.00 Length = 8.0 ft 2 0.066 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1872.00 0.17 10.16 288.00 Length =1.917 ft 3 0.016 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1872.00 0.05 10.16 288.00 +D+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.168 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.80 314.50 1872.00 0.44 25.95 288.00 Length = 8.0 ft 2 0.168 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.80 314.50 1872.00 0.44 25.95 288.00 Length =1.917 ft 3 0.040 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 75.33 1872.00 0.14 25.95 288.00 +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 = 3.917 ft 1 0.039 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.86 1872.00 0.10 6.10 288.00 Length = 8.0 ft 2 0.039 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.86 1872.00 0.10 6.10 288.00 Length =1.917 ft 3 0.009 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.05 17.69 1872.00 0.03 6.10 288.00 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.066 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1872.00 0.17 10.16 288.00 Length = 8.0 ft 2 0.066 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 123.10 1872.00 0.17 10.16 288.00 Length =1.917 ft 3 0.016 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 29.48 1872.00 0.05 10.16 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.168 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.80 314.50 1872.00 0.44 25.95 288.00 Length = 8.0 ft 2 0.168 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0,80 314.50 1872.00 0.44 25.95 288.00 Length =1.917 ft 3 0.040 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0,19 75.33 1872.00 0.14 25.95 288.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.917 ft 1 0.039 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0,19 73.86 1872.00 0.10 6.10 288.00 Length = 8.0 ft 2 0.039 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0,19 73.86 1872.00 0.10 6.10 288.00 Length =1.917 ft 3 0,009 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.05 17.69 1872.00 0.03 6.10 288.00 Overall Maximum Deflections Load Combination Span Max. =" Defl Location in Span Load Combination Max. W Defl Location in Span +D+S+H 1 0.0438 0.000 0.0000 0.000 +D+S+H 2 O.0194 4.639 +D+S+H -0.0003 0.269 3 0.0000 4.639 +D+S+H -0.0125 1.917 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.089 0.654 Overall MINimum 0.735 0.441 +D+H 0.354 0.213 +D+L+H 0.354 0.213 +D+Lr+H 0.354 0.213 +D+S+H 1.089 0.654 +D+0.750Lr+0.750L+H 0.354 0.213 +D+0.750L+0.750S+H 0.906 0.543 +D+0.60W+H 0.354 0.213 +D+0.750Lr+0.450W+H 0.354 0.213 Wood Beam File=L:\2019119087\Engr\Design\19087-TranResidence\TranResidence.ec6. Software copyright ENERCALC, INC.1983-2019, BuildA0.19.1.30 . DESCRIPTION: 1313: 4x8 DF No. 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.750S+0.450W+H 0.906 0.543 +0.60D+0.60W+0.60H 0.213 0.128 +D+0.70E+0.60H 0.354 0.213 +D+0.750L+0.750S+0.5250E+H 0.906 0.543 +0.60D+0.70E+H 0.213 0.128 D Only 0.354 0.213 Lr Only L Only S Only 0.735 0.441 W Only E Only H Only - — G2 CENTER POST FROM (E) ' PTW 2x6 OFN BOTHTO CNo WALL ABOVE AND TRACE LOWER LEVEL 10 FLOOR 6" OC 4x4 POST _4ST _ _ LUS.IER. _ _ _ _(E) EXTERIOR WALL BELOW_ v o - ---- - ---- --- "- ------ - TYP -------------- 1 2 -92" c 0 i 48" MIN n l Im e I m �m 2x10 RIM � 2x10 DF No. 2 JOIST, TYP South Wall Footing Ia 2x10 OF No. 2 JOISTS 0 16" OC ?- JOISTS 16" OC ., ml,x J4 a 4x4 POST J B A4.0 i im I LUS HANGER, II L _ _ pTW 2x8 HEM FI No. 2 JOISTS ® 16" OC II�� East Wall Footin 2x12PTW ig A ., -INTFRMFOIATF r� A6.O 4x4 FACE MOUN GUARDRAIL POST LOCATIONS, TYP FLOOR FRAMING DIAGRAM A FLOOR SCALE: 1/4"= 0 Wood Beam rne=L:uuly%iuwi�tngnuesignnyubr-iran Kesioenceuran Keswenoe.ecb Software copyright ENERCALC, INC. 1983.2019, Build:12.19.11.30 DESCRIPTION: B4a": 3.125x10 Glulam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - PHI 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.0120) L(0.080) 11 3.125 X 10.0 Span = 11.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Loads on all spans... Partial Length Uniform Load : D = 0.09830, L = 0.2621 k/ft, Extent = 0.0 - > 9.50 ft Partial Length Uniform Load : D = 0.0120, L = 0.080 k/ft, Extent = 9.50 - > 11.750 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5651 Maximum Shear Stress Ratio = 0.320 : 1 Section used for this span 3.125 X 10.0 Section used for this span 3.125 X 10.0 = 1, 355.82 psi = 84.76 psi = 2,400.00psi = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.703ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.227 in Ratio = 621 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.311 in Ratio = 454 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =11.750 ft 1 0.169 0.096 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.59 366.10 2160.00 0.48 22.98 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.750 ft 1 0.565 0.320 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.88 1,355.82 2400.00 1.77 84.76 265.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.750 ft 1 0.369 0.209 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.81 1,108.39 3000.00 1.44 69.32 331.25 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.750 ft 1 0.057 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.95 219.66 3840.00 0.29 13.79 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.3105 5.832 0.0000 0.000 Wood Beam File = L:1201%1l9087\Engr\Design\19087 - Tran Residence\Tran Residence.ec6 Software copyright ENERCALC, INC. 1983.2019, Build:12.19.11.30 :1 9 11 111 1111 '1 111 1 111 1 MR1451-Tsiol-R-MIJ DESCRIPTION: B4a': 3.125x10 Glulam Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.060 1.571 Overall MlNimum 1.501 1.169 D Only 0.559 0.402 +D+L 2.060 1.571 +D+0.750L 1.684 1.279 +0.60D 0.335 0.241 L Only 1.501 1.169 Q Wood Beam File = C:\Users\seanb\Desktop\Tran Residence.ec6 Software copyright ENERCALC, INC. 19n2019, Build:12.19.11.30 0.000* • • DESCRIPTION: B4b*: 3.125x10 Glulam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.0120) L(0.080) 3.125 X 10.0 Span = 11.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Loads on all spans... Partial Length Uniform Load : D = 0.120, L = 0.320 klft, Extent = 0.0 » 9.50 ft Partial Length Uniform Load : D = 0.0120, L = 0.080 k/ft, Extent = 9.50 - > 11.750 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.687. 1 Maximum Shear Stress Ratio = 0.390 : 1 Section used for this span 3.125 X 10.0 Section used for this span 3.126 X 10.0 = 1,649.52psi = 103.27 psi = 2,400.00psi = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.703ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.276 in Ratio = 511 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.378 in Ratio = 373 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i C r C m C I C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.207 0.118 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.94 446.17 2160.00 0.58 28.03 238.50 +O+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 It 1 0.687 0.390 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.16 1,649.52 2400.00 2.15 103.27 265.00 +D+0.750L 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 It 1 0.450 0.255 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.85 1,348.68 3000.00 1.76 84.46 331.25 +0.60D 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.070 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.16 267.70 3840.00 0.35 16.82 424.00 Overall Maximum Deflections Load Combination Span Max. " " Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.3775 5.832 0.0000 0.000 Wood Beam rare=c:wserskseanowesKtop1i ranKestoence.eco ' Software copyright ENERCALC, INC.1983.2019, Build:12.19.11.30 DESCRIPTION: B4b": 3.125x10 Glulam Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.510 1.877 Overall MINimum 1.828 1.392 D Only 0.682 0.485 +D+t 2.510 1.877 +D+0.750L 2.053 1.529 +0.60D 0.409 0.291 L Only 1.828 1.392 Wood Beam File=L.V019119087tEngr\Design\19087-TranResidence\TranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . r.rrr - . •-.COBS, 11411 DESCRIPTION: B5Ax8 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Pill 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 4x8 Span = 3.583 ft fu 48 Span =7.417ft 4x8 Span = 2.083 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Partial Length Uniform Load : D = 0.0160, L = 0.0630, S = 0.0260 klft, Extent = 3.583 ->> 13.083 fi Partial Length Uniform Load: 0 = 0.0380, L = 0.1530, S = 0.06350 k/ft, Extent = 0.0 -» 3.583 f1 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.201: 1 Maximum Shear Stress Ratio = 0.144 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 159.82 psi fv : Actual = 20.17 psi FB : Allowable = 795.60 psi Fv : Allowable = 139.68 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.583ft Location of maximum on span = 2.981 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio = 9635 >=360 Max Upward Transient Deflection -0.006 in Ratio = 9046 >=360 Max Downward Total Deflection 0.012 in Ratio = 7329 >=180 Max Upward Total Deflection -0,007 in Ratio = 6878 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb F'b V tv F'v .6-H 0.00 0.00 0.00 0.00 Length = 3,583 It 1 0,045 0.032 0.90 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 716.04 0.07 4.03 125.71 Length = 7.417 ft 2 0,045 0.032 0.90 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 716.04 0.06 4.03 125.71 Length = 2.083 It 3 0.019 0.032 0.90 1.300 0.80 1.00 0.85 1.00 1.00 0.03 13.58 716.04 0.02 4.03 125.71 +D+L+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 It 1 0.201 0.144 1.00 1.300 0.80 1.00 0.85 1.00 1.00 0.41 159.82 795.60 0.34 20.17 139.68 Length = 7.417 It 2 0,201 0.144 1.00 1.300 0.80 1.00 0.85 1.00 1.00 0.41 159.82 795.60 0.28 20.17 139.68 Length = 2.083 ft 3 0.084 0.144 1.00 1.300 0.80 1.00 0.85 1.00 1.00 0.17 67.08 795.60 0.12 20.17 139.68 aO+Lr+H 1.300 0.80 1.00 0.85 1.00 1,00 0.00 0.00 0.00 0.00 Wood Beam File = L:120191190871EngADesign\19087 - Tran Residence\Tran Residence.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.19A.30 . r.iri • DESCRIPTION: B5Ax8 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 Fib V fv Fv Length = 3.583 ft 1 0.032 0.023 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 994.50 0.07 4.03 174.60 Length = 7.417 ft 2 0.032 0.023 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 994.50 0.06 4.03 174.60 Length = 2.083 ft 3 0.014 0.023 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.03 13.58 994.50 0.02 4.03 174.60 +D+S+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.093 0.067 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.22 84.96 914.94 0.18 10.72 160.63 Length = 7.417 ft 2 0.093 0.067 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.22 84.96 914.94 0.15 10.72 160.63 Length = 2.083 ft 3 0.039 0.067 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.09 35.66 914.94 0.06 10.72 160.63 +D+0.750Lr+0.750L+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.129 0.092 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.33 127.92 994.50 0.27 16.13 174.60 Length = 7.417 It 2 0.129 0.092 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.33 127,92 994.50 0.22 16.13 174.60 Length = 2.083 It 3 0.054 0.092 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.14 53.70 994.50 0.09 16.13 174.60 +D+0.750L+0.750S+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.183 0.132 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.43 167.47 914.94 0.36 21.15 160.63 Length = 7.417 ft 2 0.183 0.132 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.43 167.47 914.94 0.29 21.15 160.63 Length = 2.083 ft 3 0.077 0.132 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.18 70.26 914.94 0.12 21.15 160.63 +D+0.60W+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.025 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 1272.96 0.07 4.03 223.49 Length = 7.417 ft 2 0.025 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 1272.96 0.06 4.03 223.49 Length = 2.083 ft 3 0.011 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.03 13.58 1272.96 0.02 4.03 223.49 +D+0.750Lr+0.450W+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.025 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 1272.96 0.07 4.03 223.49 Length = 7.417 ft 2 0.025 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 1272.96 0.06 4.03 223.49 Length = 2.083 ft 3 0.011 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.03 13.58 1272.96 0.02 4.03 223.49 +D+0.750S+0.450W+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.056 0.040 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.18 71.77 1272.96 0.15 9.05 223.49 Length = 7.417 ft 2 0.056 0.040 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.18 71.77 1272.96 0.13 9.05 223.49 Length = 2.083 ft 3 0.024 0.040 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 30.14 1272.96 0.05 9.05 223.49 460D-46OW4601-1 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 It 1 0.015 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.05 19.34 1272.96 0.04 2.42 223.49 Length = 7.417 ft 2 0.015 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.05 19.34 1272.96 0.03 2.42 223.49 Length = 2.083 It 3 0,006 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.02 8.15 1272.96 0.01 2.42 223.49 +D+0.70E+0.60H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.025 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 1272.96 0.07 4.03 223.49 Length = 7.417 ft 2 0.025 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.08 32.23 1272.96 0.06 4.03 223.49 Length = 2.083 ft 3 0.011 0.018 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.03 13.58 1272.96 0.02 4.03 223.49 4".750L+0.750S+0.5250E+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 ft 1 0.132 0.095 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.43 167.47 1272.96 0.36 21.15 223.49 Length = 7.417 ft 2 0.132 0.095 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.43 167.47 1272.96 0.29 21.15 223.49 Length = 2.083 ft 3 0.055 0.095 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.18 70.26 1272.96 0.12 21.15 223.49 +0.60D+0.70E+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.583 It 1 0.015 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.05 19.34 1272.96 0.04 2.42 223.49 Length = 7.417 It 2 0,015 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.05 19.34 1272.96 0.03 2.42 223.49 Length = 2.083 ft 3 0.006 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.02 8.15 1272.96 0.01 2.42 223.49 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0011 1.325 +D+0.750L+0.750S+0.5250E+H -0.0002 3.222 +D+0.750L+0.750S+0.5250E+H 2 O.0121 4.051 0.0000 3.222 3 0.0000 4.051 +D+0.750L+0.750S+0.5250E+H -0.0073 2.083 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.240 0.819 0.446 Overall MlNimum 0.076 0.258 0.140 +D+H 0.045 0.157 0.086 +D+L+H 0.228 0.781 0.426 +D+Lr+H 0.045 0.157 0.086 +D+S+H 0.121 0.415 0.226 +D+0.750Lr+0.750L+H 0.182 0.625 0.341 +D+0.750L+0.750S+H 0.240 0.819 0.446 Wood Beam File=L:120191190871Engr\Design\19087-TranResidence\TranResidence.ed . Software copyright ENERCALC, INC. 1983.2019, Build:10.19.1.30 . DESCRIPTION: B5:48 Vertical Reactions Support notation : Far left is 41 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +0+0.60W+H 0.045 0.157 0.086 +D+0.750Lr+0.450W+H 0.045 0.157 0.086 +D+0.750S+0.450W+H 0.102 0.351 0.191 +0.60D+0.60W+0.60H 0.027 0.094 0.052 +D+0.70E+0.60H 0.045 0.157 0.086 +D+0.750L+0.750S+0.5250E+H 0.240 0.819 0.446 +0.60D+0.70E+H 0.027 0.094 0.052 D Only 0.045 0.157 0.086 Lr Only L Only 0.183 0.624 0.339 S Only 0.076 0.258 0.140 W Only E Only H Only Wood Beam File=L:120191190871EngADesign119087-TranResidencelTranResidence.ec6. Software copyright ENERCALC, INC. 1983.2019. Bulld:10.19.1.30 . DESCRIPTION: 66: 4x8 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900 psi Ebend- xx 1600 ksi Fc - Pdl 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 4x8 Span = 3.333 ft Applied Loads Loads on all spans... Uniform Load on ALL spans: D = 0.0380, L = 0.1530, S = 0.06350 klft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.130 1 Maximum Shear Stress Ratio = 0.087 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 103.80 psi fv : Actual = 12.09 psi FB : Allowable = 795.60 psi Fv: Allowable = 139.68 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.667ft Location of maximum on span = 2.737 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio = 15813 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.003 in Ratio = 12074 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr Cm C t C L Moment Values M fb Fb V Shear Values fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.029 0.019 0.90 1.300 0.80 1.00 0.85 1.00 1.00 0.05 20.65 716.04 0.04 2.40 125.71 +D+L+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.130 0.087 1.00 1.300 0.80 1.00 0.85 1.00 1.00 0.27 103.80 795.60 0.20 12.09 139.68 +D+Lr+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.021 0.014 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.05 20.65 994.50 0.04 2.40 174.60 +D+S+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.060 0.040 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.14 55.16 914.94 0.11 6.42 160.63 +0+0.750Lr+0.750L+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.083 0.055 1.25 1.300 0.80 1.00 0.85 1.00 1.00 0.21 83.01 994.50 0.16 9.67 174.60 +0.0.7501_+0.750S+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam File =L:\201911908AEngnDesign\19087-TranResidence\TranResidence.ec6. ill i.0i0 Software copyright ENERCALC, INC. 1983-2019, Build: 10.19.1.30 . • • DESCRIPTION: 136: 48 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb Fb V fv Fv Length = 3.333 ft 1 0.119 0.079 1.15 1.300 0.80 1.00 0.85 1.00 1.00 0.28 108.90 914.94 0.21 12.68 160.63 +D+0.60W+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.016 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.05 20.65 1272.96 0.04 2.40 223.49 +D+0.750Lr+0.450W+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.016 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0,05 20.65 1272.96 0.04 2.40 223.49 +D+0.750S+0.450W+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.037 0.024 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.12 46.53 1272.96 0.09 5.42 223.49 +0.60D+0.60W+0.60H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.010 0.006 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.03 12.39 1272.96 0.02 1.44 223.49 +D+0.70E+0.60H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.016 0.011 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.05 20.65 1272.96 0.04 2.40 223.49 +D+0.750L+0.750S+0.5250E+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3,333 ft 1 0.086 0.057 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.28 108.90 1272.96 0.21 12.68 223.49 +0.60D+0.70E+H 1.300 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.333 ft 1 0.010 0.006 1.60 1.300 0.80 1.00 0.85 1.00 1.00 0.03 12.39 1272.96 0.02 1.44 223.49 Overall Maximum Deflections Load Combination Span Max. =" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0033 1.679 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.334 0.334 Overall MlNimum 0.106 0.106 +D+H 0.063 0.063 +D+L+H 0.318 0.318 +D+Lr+H 0.063 0.063 +D+S+H 0.169 0.169 +D+0.750Lr+0.750L+H 0.255 0.255 +D+0.750L+0.750S+H 0.334 0.334 +D+0.60W+H 0.063 0.063 +D+0.750Lr+0.450W+H 0.063 0.063 +D+0.750S+0.450W+H 0.143 0.143 +0.60D+0.60W+0.60H 0.038 0.038 +D+0.70EA.60H 0.063 0.063 +D+0.750L+0.750S+0.5250E+H 0.334 0.334 +0.60D+0.70E+H 0.038 0.038 D Only 0.063 0.063 Lr Only L Only 0.255 0.255 S Only 0.106 0.106 W Only E Only H Only Q Wood Beam File = C:1Userslseanb\DesktoptTran Residence.ec6 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 DESCRIPTION: J1':200 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x10 Span = 9.833 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Loads on all spans... Uniform Load on ALL spans : D = 0.0150, L = 0.040 ksf, Tributary Width =1.333 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.380 1 Maximum Shear Stress Ratio = 0.183 : 1 Section used for this span 2x10 Section used for this span 2x10 = 497.09 psi = 1,309.28psi Load Combination +D+L Location of maximum on span = 4.917ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.071 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.098 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Cm C t C L 32.99 psi 180.00 psi Load Combination +D+L Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 1655 > 360 0 <360 1204 >=180 0 <180 D Only Length = 9.833 ft 1 0.115 0.056 0.90 1.100 1.00 1.15 1.00 1.00 1,00 +D+L 1.100 1.00 1.15 1.00 1.00 1.00 Length = 9.833 ft 1 0.380 0.183 1.00 1.100 1.00 1.15 1.00 1.00 1,00 +D+0.750L 1.100 1.00 1.15 1.00 1.00 1.00 Length = 9.833 ft 1 0.249 0.120 1.25 1.100 1.00 1.15 1.00 1.00 1.00 +0.60D 1.100 1.00 1.15 1.00 1.00 1.00 Length = 9.833 ft 1 0.039 0.019 1.60 1.100 1.00 1.15 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. ""Defl Location in Span Load Combination +D+L 1 0.0980 4.952 Moment Values Shear Values M fb F'b V tv F'v 0.00 0.00 0.00 0.00 0.24 135.57 1178.35 0.08 9.00 162.00 0.00 0.00 0.00 0.00 0.89 497.09 1309.28 0.31 32.99 180.00 0.00 0.00 0.00 0.00 0.72 406.71 1636.59 0.25 27.00 225.00 0.00 0.00 0.00 0.00 0.14 81.34 2094.84 0.05 5.40 288.00 Max. "+" Defl Location in Span Wood Beans File =CAUserslseanb\DesktoplTranResidenoe.ec6 Software copyright ENERCALC, INC.1983-2019, Build:12.19.11.30 0.000- • • DESCRIPTION: J1':2x10 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.360 0.360 Overall MINimum 0.262 0.262 D Only 0.098 0.098 +O+L 0.360 0.360 +D+0.750L 0.295 0.295 +0.60D 0.059 0.059 L Only 0.262 0.262 i Q Wood Beam File = C:\Users\seanb\Desktop\Tran Residence.ec6 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 DESCRIPTION: J2':2x10 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE7-16 Fb- 900.0psi Ebend-xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x10 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Loads on all spans... Uniform Load on ALL spans : D = 0.0150, L = 0.040 ksf, Tributary Width =1.333 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5651 Maximum Shear Stress Ratio = Section used for this span 2x10 Section used for this span = 740.33 psi = 1,309.28psi Load Combination +D+L Location of maximum on span = 6.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.158 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.217 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Location of maximum on span = Span # where maximum occurs = 910 >=360 0 <360 662 > 240 0 <240 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =12.0 ft 1 0.171 0.070 0.90 1.100 1.00 1.15 1.00 1.00 1.00 +D+L 1.100 1.00 1.15 1.00 1.00 1.00 Length =12.0 ft 1 0.565 0.231 1.00 1.100 1.00 1.15 1.00 1.00 1.00 +D+0.750L 1.100 1.00 1.15 1.00 1.00 1.00 Length =12.0 ft 1 0.370 0.151 1.25 1.100 1.00 1.15 1.00 1.00 1.00 +0.60D 1.100 1.00 1.15 1.00 1.00 1.00 Length =12.0 It 1 0.058 0.024 1.60 1.100 1.00 1.15 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. " " Deft Location in Span Load Combination +D+L 1 0.2174 6.044 Moment Values M fib F'b 0.231 : 1 2x10 41.65 psi 180.00 psi +D+L 0.000 ft Span # 1 Shear Values V fv F'v 0.00 0.00 0.00 0.00 0.36 201.91 1178.35 0.11 11.36 162.00 0.00 0.00 0.00 0.00 1.32 740.33 1309.28 0.39 41.65 180.00 0.00 0.00 0.00 0.00 1.08 605.72 1636.59 0.32 34.08 225.00 0.00 0.00 0.00 0.00 0.22 121.14 2094.84 0.06 6.82 288.00 Max. W Defl Location in Span 0.0000 0.000 MM Wood Beam Fite = C:1UserslseanbtDesktop\Tran Residenoe.ec6 ' Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 DESCRIPTION: J2*:2x10 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.440 0.440 Overall MINimum 0.320 0.320 D Only 0.120 0.120 +D+L 0.440 0.440 +Da0.750L 0.360 0.360 +0.60D 0.072 0.072 L Only 0.320 0.320 Wood Beam rne=c:wsers%seanowesKropuranKeswence.eco Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 DESCRIPTION: J3': 2-2x6 Sister Joist CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend- xx 1,600.0 ksi Fc - PHI 1,350.0 psi Eminbend - xx 580.O ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase Span = 2.792 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Loads on all spans... Uniform Load on ALL spans : D = 0.0150, L = 0.060, S = 0.0250 ksf, Tributary Width =1.333 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.073 1 Maximum Shear Stress Ratio = 0.084 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 = 77.29psi = 11.78 psi = 1,052.18psi = 139.68 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.792ft Location of maximum on span = 2.344 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.001 in Ratio = 31709 -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 Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.016 0.019 0.90 1.300 0.80 1.15 0.85 1.00 1,00 0.02 15.46 946.96 0.03 2.36 125.71 +D- tL 1.300 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.073 0.084 1.00 1.300 0.80 1.15 0.85 1.00 1.00 0.10 77.29 1052.18 0.13 11.78 139.68 +D+S 1.300 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.034 0.039 1.15 1.300 0.80 1.15 0.85 1.00 1.00 0.05 41.22 1210.01 0.07 6.29 160.63 +0+0.750L 1.300 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.047 0.054 1.25 1.300 0.80 1.15 0.85 1.00 1.00 0.08 61.83 1315.23 0.10 9.43 174.60 +0+0.750L+0.750S 1.300 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2,792 ft 1 0.067 0.077 1.15 1.300 0.80 1.15 0.85 1.00 1.00 0.10 81.15 1210.01 0.14 12.37 160.63 +D+0.750S 1.300 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.792 ft 1 0.021 0.024 1.60 1.300 0.80 1.15 0.85 1.00 1.00 0,04 34.78 1683.49 0.06 5.30 223.49 +0.60D 1.300 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Q Wood Beam File =C:\Users\seanb\Desktop\TranResidence.eo6 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 i.0i0 DESCRIPTION: J3`: 2-2x6 Sister Joist Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb _ Shear Values F'b V fv F'v Length = 2.792 ft 1 0.006 0.006 1.60 1.300 0.80 1.15 0.85 1.00 1.00 OA1 9.27 1683.49 0.02 1.41 223.49 Overall Maximum Deflections Load Combination Span Max. ° " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0011 1.182 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.110 0.183 Overall MlNimum 0.035 0.058 D Only 0.021 0.035 +O+L 0.105 0.174 +O+S 0.056 0.093 +D+0.750L 0.084 0.140 +0+0.750L+0.750S 0.110 0.183 +D+0.750S 0.047 0.079 +0.60D 0.013 0.021 L Only 0.084 0.140 S Only 0.035 0.058 Wood Beam File=L:V019119087tEngffiesigM19087-TranResidence\TranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: J4:2x8 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x8 Span = 5.083 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0150, L = 0.060, S = 0.0250 ksf, Tributary Width =1.333 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.349 1 Maximum Shear Stress Ratio = 0.192 : 1 Section used for this span 2x8 Section used for this span 2x8 fb : Actual = 294.85 psi fv : Actual = 26.86 psi FB : Allowable = 844.56 psi Fv: Allowable = 139.68 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.542ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio = 3655 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.022 in Ratio = 2784 >=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 Values Segment Length Span # M V Cd 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 = 5.083 It 1 0.078 0.043 0.90 1.200 0.80 1.15 0.85 1.00 1.00 0.06 58.97 760.10 0.04 5.37 125.71 +D+L+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 It 1 0.349 0.192 1.00 1.200 0.80 1.15 0.85 1.00 1.00 0.32 294.85 844.56 0.19 26.86 139.68 +D+Lr+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 It 1 0.056 0.031 1.25 1.200 0.80 1.15 0.85 1.00 1.00 0.06 58.97 1055.70 0.04 5.37 174.60 +D+S+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 It 1 0.162 0.089 1.15 1.200 0.80 1.15 0.85 1.00 1.00 0.17 157.26 971.24 0.10 14.33 160.63 +D+0.750Lr+0.750L+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.223 0.123 1.25 1.200 0.80 1.15 0.85 1.00 1.00 0.26 235.88 1055.70 0.16 21.49 174.60 Wood Beam File=L:120191190871Engr\Design\19087-TranResidence\TranResidenmec6. i Software copyright ENERCALC, INC. 1983.2019, Build:10.19.1.30 . • • DESCRIPTION: J4 W 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 Pv +D+0.750L+0.750S+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.319 0.176 1.15 1.200 0.80 1.15 0.85 1.00 1.00 0.34 309.60 971.24 0.20 28.20 160.63 +D+0.60W+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.044 0.024 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.06 58.97 1351.30 0.04 5.37 223.49 +D+0.750Lr+0.450W+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.044 0.024 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.06 58.97 1351.30 0.04 5.37 223.49 +D+0.750S+0.450W+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.098 0.054 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.15 132.68 1351.30 0.09 12.09 223.49 +0.60D+0.60W+0.60H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.026 0.014 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.04 35.38 1351.30 0.02 3.22 223.49 +D+0.70E+0.60H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.044 0.024 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0,06 58.97 1351.30 0.04 5.37 223.49 +D+0.750L+0.750S+0.5250E+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.229 0.126 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.34 309.60 1351.30 0.20 28.20 223.49 +0.60D+0.70E+H 1.200 0.80 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.083 ft 1 0.026 0.014 1.60 1.200 0.80 1.15 0.85 1.00 1.00 0.04 35.38 1351.30 0.02 3.22 223.49 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.0219 2.560 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.267 0.267 Overall MINimum 0.085 0.085 +D+H 0.051 0.051 +D+L+H 0.254 0.254 +D+Lr++i 0.051 0.051 +D+S+H 0.136 0.136 +D+0.750Lr+0.750L+H 0.203 0.203 +D+0.750L+0.750S+H 0.267 0.267 +D+0.60W+H 0.051 0.051 +D+0.750Lr+0.450W+H 0.051 0.051 +D+0.750S+0.450W+H 0.114 0.114 +0.60D+0.60W+0.60H 0.030 0.030 +0+0.70E+0.60H 0.051 0.051 +D+0.750L+0.750S+0.5250E+H 0.267 0.267 +0.60D+0.70E+H 0.030 0.030 D Only 0.051 0.051 Lr Only L Only 0.203 0.203 S Only 0.085 0.085 W Only E Only H Only Wood Column Fle=L:\2019\19087tEngr\Design\19087-TranResidence\TranResidence.ec6. i Software copyright ENERCALC. INC.1983.2019. Build:10.19.1.30 . DESCRIPTION: C1: 44 Post Code References Calculations per2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 9.750 ft ( Used for non -slender calculations J Wood Species Douglas Fir -Larch Wood Grade No.2 Fb + 900.0 psi Fv 180.0 psi Fb - 900.0 psi Ft 575.0 psi Fc - Pdl 1,350.0 psi Density 31.210 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Wood Section Name 4x4 Wood GradinglManuf. Graded Lumber Wood Member Type Sawn Exact Width 3.50 in Allow Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 12.250 inA2 Cf or Cv for Compression 1.150 Ix 12.505 in"4 Cf or Cv for Tension 1.50 ly 12.505 in"4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3.2 1,600.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 9.750 ft, K = Y-Y (depth) axis : Unbraced Length for budding ABOUT X-X Axis = 9.750 It, K = Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 25.886 Ibs' Dead Load Factor AXIAL LOADS ... Ridge Glulam: Axial Load at 9.750 ft, D = 0.6960, S =1.452 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4402 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NOS Forumla Comp Only, fc/FC' Top along XA 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 2.174 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 403.128 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E+H Location of max.above base 9.750 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W+H +-0.60D+0.60W+0.60H +0+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H C D C P Maximum Axial +Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location 0.900 0.283 0.1490 PASS O.Oft 0.0 PASS 9.750 ft 1.000 0.257 0.1477 PASS O.Oft 0.0 PASS 9.750 ft 1.250 0.209 0.1454 PASS O.Oft 0.0 PASS 9.750 ft 1.150 0.226 0.4402 PASS O.Oft 0.0 PASS 9.750 ft 1.250 0.209 0.1454 PASS O.Oft 0.0 PASS 9.750 ft 1.150 0.226 0.3667 PASS O.Oft 0.0 PASS 9.750 ft 1.600 0.165 0.1436 PASS O.Oft 0.0 PASS 9.750 ft 1.600 0.165 0.1436 PASS O.Oft 0.0 PASS 9.750 ft 1.600 0.165 0.3602 PASS O.Oft 0.0 PASS 9.750 ft 1.600 0.165 0.08616 PASS O.Oft 0.0 PASS 9.750 ft 1.600 0.165 0.1436 PASS O.Oft 0.0 PASS 9.750 ft 1.600 0.165 0.3602 PASS O.Oft 0.0 PASS 9.750 ft Wood Column File =L:\2019119087\Engr\Design\19087-TranResidence\TranResidence.ec6. I Software copyright EN_RCALC, INC.1983-2019. Build:10.19.1.30 . DESCRIPTION: Cl: 44 Post Load Combination Results Maximum Axial +Bendino Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+H 1.600 0.165 0.08616 PASS O.Oft 0.0 PASS 9.750 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k•ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0,722 +D+L+H 0.722 +D+Lr+H 0.722 +D+S+H 2.174 +DA.750Lr+0.750L+H 0.722 +D+0.750L+0.750S+H 1.811 +D+0.60W+H 0.722 +D+0.750Lr+0.450W+H 0.722 +D+0.750S+0.450W+H 1.811 +0.60D+0.60W+0.60H 0.433 +D+0.70E+0.60H 0.722 +D+0.750L+0.750S+0.5250E+H 1.811 +0.60D+0.70E+H 0.433 D Only 0.722 Lr Only L Only S Only 1.452 W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0,0000 in 0.000 ft 0,000 in 0.000 ft +O+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 It 0,000 in 0.000 It +D+0.750Lr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 It +0+0.750L+0.7506+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.60W+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750Lr+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.70E+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 It 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 It 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Wood Column File=L:12019119087tEngrlDesignN9087-TranResidenceManResidence.ec6. I Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . IMUNSF-16101- MCI DESCRIPTION: Cl: 44 Post Sketches c 0 M 3.50 in Load 1 +X Wood ColumnFile=LA20191i9087\EngADesign1l9087-TranResidence\TranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . i.ii0• DESCRIPTION: C2: 4x4 Post Code References Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top & Bottom Pinned Wood Grading/Manut Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 � m Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.25 in12 Cf or Cv for Compression 1.150 Fb + 900.0 psi Fv 180.0 psi Ix 12.505 in14 Cf or Cv for Tension 1.50 Fb- 900.0psi Ft 575.0 psi ly 12.505 in 4 Cm : Wet Use Factor 1.0 Fc - Prll 1,350.0 psi Density 31.210 pcf Ct :Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 21.240 IbsDead Load Factor AXIAL LOADS .. . Ridqe Glulam: Axial Load at 8.0 ft, D = 0.6960, S = 1.452 k Floor Glulam: Axial Load at 8.0 ft, D = 0.9310, L = 2.490 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.660 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 4.605 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 578.30 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E+H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.400 0.2406 PASS O.Oft 0.0 PASS 8.0 ft +D+L+H 1.000 0.366 0.5946 PASS O.Oft 0.0 PASS 8.0 ft +D+Lr+H 1.250 0.301 0.2306 PASS O.Oft 0.0 PASS 8.0 ft +D+S+H 1.150 0.324 0.4376 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.301 0.4918 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.324 0.650 PASS O.Oft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.240 0.2257 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.450W+H 1.600 0.240 0.2257 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750S+0.450W+H 1.600 0.240 0.3749 PASS O.Oft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.240 0.1354 PASS O.Oft 0.0 PASS 8.0 ft +D+0.70E+0.60H 1.600 0.240 0.2257 PASS O.Oft 0.0 PASS 8.0 ft w LWood Column File =LA201%190871EngrDesign\19087-TranResidence\TranResidence.ec6. 0.i0i Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . • • DESCRIPTION: C2: 4x4 Post Load Combination Results Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.5250E+H 1,600 0.240 0.6306 PASS 0.0 ft 0.0 PASS 8.0ft +0.60D+0.70E+H 1.600 0.240 0.1354 PASS O.Oft 0.0 PASS 8.0ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k•ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 1.648 +D+L+H 4.138 +D+Lr+H 1.648 +D+S+H 3.100 +D+0.750Lr+0.75OL+H 3.516 +D+0.750L+0.750S+H 4,605 +D+0.60W+H 1.648 +D+0.750Lr+0.450W+H 1,648 +D+0.750S+0.450W+H 2.737 +0.60D+0.60W+0.60H 0,989 +D+0.70E+0.60H 1.648 +D+0.750L+0.750S+0.5250E+H 4.605 +0.60D+0.70E+H 0,989 D Only 1.648 Lr Only L Only 2.490 S Only 1.452 W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W4H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E++i 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 It Wood Column File=L:1201%1908AEngrTD ign119087-TranResidencelTrenResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, Build: 10.19.1.30 . 0.0r0• • DESCRIPTION: C2: 4A Post Sketches Load a .50 in +X Wood Column File=L:\2019\19087\EngADesigW9087-TranResidence\TranResidence.ec6. I Software copyright ENERCALC, INC. 1983.2019, Build:10.19.1.30 . i.0i0• • DESCRIPTION: C3: 4x4 Post Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.0 ft ( Used for non -slender calculations ) Wood Species Douglas Fir -Larch Wood Grade No.2 Fb + 900.0 psi Fv 180.0 psi Fb - 900.0 psi Ft 575.0 psi Fc - Prll 1,350.0 psi Density 31.210 pcf Fc - Perp 625.0 psi Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Wood Section Name 4x4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 3.50 in Allow Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 12.25 in'2 Cf or Cv for Compression 1.150 Ix 12.505 in14 Cf or Cv for Tension 1.50 ly 12.505 in14 Cm: Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf: Built-up columns 1.0 NDS 15.3.2 1,600.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for budding ABOUT X-X Axis = 8.0 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 21.240 IbsDead Load Factor AXIAL LOADS .. . Ridqe Glulam: Axial Load at 8.0 ft, D = 0.9310, L = 2.490 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4946 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 3.442 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 It above base Fc: Allowable 568.13 psi for load combination: n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+H Location of max.above base 8.0 It Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.400 0.1390 PASS 0.0 ft 0.0 PASS 8.0 It +D+L+H 1.000 0.366 0.4946 PASS O.Oft 0.0 PASS 8.0 It +D+Lr+H 1.250 0.301 0.1332 PASS O.Oft 0.0 PASS 8.0 It +D+S+H 1.150 0.324 0.1344 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.301 0.3945 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.324 0.3980 PASS 0.0 It 0.0 PASS 8.0 It +D+0.60W+H 1.600 0.240 0.1304 PASS 0.0 ft 0.0 PASS 8.0 It +D+0.750Lr+0.450W+H 1.600 0.240 0.1304 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750S+0.450W+H 1.600 0.240 0.1304 PASS O.Oft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1,600 0.240 0.07825 PASS O.Oft 0.0 PASS 8.0 ft 4".70E4.60H 1.600 0.240 0.1304 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.240 0.3862 PASS O.Oft 0.0 PASS 8.0 ft Wood Column File=L:12019t19087\Engr\Design\19087-TranResidence\TranResidence.ec6. Software copyright ENERCALC, INC. 1983-2019, B0100.19.1.30 . 0.ii0• DESCRIPTION: C3: 4x4 Post Load Combination Results Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+H 1.600 0.240 0.07825 PASS O.Oft 0.0 PASS 8.0ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments kft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L+H 3.442 +D+Lr+H 0.952 +D+S+H 0.952 +D+0.750Lr+0.750L+H 2.820 +D+0.750L+0.750S+H 2.820 +D+0.60W+H 0.952 +D+0.750Lr+0.450W+H 0.952 +D+0.750S+0.450W+H 0.952 +0.60D+0.60W+0.60H 0.571 +D+0.70E+0.60H 0.952 +D+0.750L+0.750S+0.5250E+H 2.820 +0.60D+0.70E+H 0.571 D Only 0.952 Lr Only L Only 2,490 S Only W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0,0000 in 0.000 ft 0.000 in 0.000 It +D+L+H 0.0000 in 0,000 ft 0.000 in 0.000 It +D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +0+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.70E4.60H 0.0000 in 0.000 It 0.000 in 0.000 ft +0+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 It D Only 0.0000 in 0.000 It 0.000 in 0.000 It Lr Only 0.0000 in 0.000 It 0.000 in 0.000 It L Only 0.0000 in 0.000 It 0.000 in 0.000 It S Only 0.0000 in 0.000 It 0.000 in 0.000 ft W Only 0.0000 in 0.000 It 0.000 in 0.000 It E Only 0.0000 in 0.000 ft 0.000 in 0.000 It H Only 0,0000 in 0.000 It 0.000 in 0.000 It Wood Column File =L:120191190871EngADesign119087-TranResidenceUranResidence.ec8. Softare copyright ENERCALC, INC. 1983.2019, Build:10.19.1.30 . DESCRIPTION: C3: 4x4 Post Sketches c 0 CV) 4; 3.50 in Load 1 +X J Qtx 3121k . Wood Column File = L:\20191190871Engr\Design\19087 - Tran Residence\Tran Residence.ec6 . Software copyright ENERCALC, INC. 1983.2019, Build:10.19.1.30 . 0.0i0• • DESCRIPTION: C4: 4x4 Post Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.0 ft ( Used for non -slender calculations ) Wood Species Douglas Fir -Larch Wood Grade No.2 Fb + 900.0 psi Fv 180.0 psi Fb - 900.0 psi Ft 575.0 psi Fc - PHI 1,350.0psi Density 31.210 pcf Fc - Perp 625.0 psi Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Wood Section Name Wood GradinglManuf. Wood Member Type Exact Width Exact Depth Area Ix ly Incising Factors for Bending Axial for Elastic Modulus 1,600.0 ksi applied Loads Column self weiqht included : 21.240 Ibs * Dead Load Factor AXIAL LOADS ... Deck: Axial Load at 8.0 ft, D = 0.1570, L = 0.6240, S = 0.2580 k DESIGN SUMMARY 4x4 Graded Lumber Sawn 3.50 in Allow Stress Modification Factors 3.50 in Cf or Cv for Bending 1.50 12.25 in"2 Cf or Cv for Compression 1.150 12.505 in'4 Cf or Cv for Tension 1.50 12.505 in14 Cm: Wet Use Factor 0.850 Ct : Temperature Factor 1.0 0.80 Cfu : Flat Use Factor 1.0 0.95 Kf : Built-up columns 1.0 NDS 15.3.2 Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 8.0 It, K =1.0 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 8.0 It, K =1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1385 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.8397 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 494.772 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E+H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 223.488 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.523 0.03111 PASS O.Oft 0.0 PASS 8.0 ft +D+L+H 1.000 0.483 0.1363 PASS 0.0 ft 0.0 PASS 8.0 ft +D+Lr+H 1.250 0.404 0.02898 PASS O.Oft 0.0 PASS 8.0 ft +D+S+H 1.150 0.433 0.07198 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.404 0.1051 PASS O.Oft 0.0 PASS 8.0 ft +D-4750L+0.750S+H 1.150 0.433 0.1385 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.327 0.02799 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.450W+H 1.600 0.327 0.02799 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750S+0.450W+H 1.600 0.327 0.05838 PASS O.Oft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.327 0,01679 PASS O.Oft 0.0 PASS 8.0 ft +D+0.70E+0.60H 1.600 0.327 0.02799 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1,600 0.327 0.1319 PASS O.Oft 0.0 PASS 8.0 ft Wood Column File = L:t2019119087{Engr\Design119087 - Tran Residence\Tran Residence.ec6 . I r.rrr Softwe copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . • • DESCRIPTION: C4: 4x4 Post Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+H 1.600 0.327 0.01679 PASS 0.0ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k•ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.178 +D+L+H 0.802 +D+Lr+H 0.178 +D+S+H 0.436 +D+0.750Lr+0.750L+H 0.646 +D+0.750L40.750S+H 0.840 +D+0.60W+H 0.178 +0+0.750Lr+0.450W+H 0.178 +D+0.750S+0.450W+H 0.372 +0.60D+0.60W+0.60H 0.107 +D+0.70E+0.60H 0.178 +D+0.750L40.750S+0.5250E+H 0.840 +0.60D+0.70E+H 0.107 D Only 0.178 Lr Only L Only 0.624 S Only 0.258 W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 4D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D40.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70EA.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 It +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 It Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 It S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 It H Only 0.0000 in 0.000 ft 0.000 in 0.000 It i Wood Column File=L:\2019\19087\Engr\Design119087-TranResidence\TranResidence.ec8. Saftmre copyright ENERCALC, INC. 1983.2019, Build:10.19.1.30 . 0.0ii • • DESCRIPTION: C4; 4x4 Post Sketches c 0 ri 3.50 in Load 1 +X 1." 1.0.3R Wall FootingFile=L:120191190871EngADesign\19087-TranResidence\TranResidence.ec6. Softnrecopydght ENERCALC, INC. 1983.2019, Build:10.19.1.30 . DESCRIPTION: East Wall Footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec : Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface 4.0ft Min Steel % Bending Reinf. Allow. Pressure Increase per foot of depth - ksf Min Allow % Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0:1 Increases based on footing Width Min. Sliding Safety Factor = 1.0 :1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 2.097 ksf Dimensions Reinforcing Footing Width = 1.50 ft Footing Thickness = 8.0 in Bars along X-X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in Applied Loads D Lr L S W E H P : Column Load = 0.1580 0.5330 0.3750 k OB : Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing Wall Footing File = l-A2019119087{EngADesign\19087 - Tran Residence\Tran Residence.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . DESCRIPTION: East Wall Footing DESIGN SUMMARY Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning - Z-Z 0.0 k-It 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.3129 Soil Bearing 0.6560 ksf 2.097 ksf +D+0.750L+0.750S+0.5 PASS 0.02908 Z Flexure (+X) 0.1247 k-ft 4.288 k-ft +1.20D+L+1.60S+1.60H PASS 0.005299 Z Flexure (-X) 0.02273 k-ft 4.288 k-ft +0.90D+E+0.90H PASS 0.01774 1-way Shear (+X) 1.330 psi 75.0 psi +1.20D+L+1.60S+1.60H PASS 0.01774 1-way Shear (-X) 1.330 psi 75.0 psi +1,20D+L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc -X +X Ratio +D+H 2.097 ksf 0.0 in 0.2020 ksf 0.2020 ksf 0.096 +D+L+H 2.097 ksf 0.0 in 0.5573 ksf 0.5573 ksf 0.266 +D+Lr+H 2.097 ksf 0.0 in 0.2020 ksf 0.2020 ksf 0.096 +D+S+H 2.097 ksf 0.0 in 0.4520 ksf 0.4520 ksf 0.216 +D+0.750Lr+0.750L+H 2.097 ksf 0.0 in 0.4685 ksf 0.4685 ksf 0.224 +0+0.750L+0.750S+H 2.097 ksf 0.0 in 0.6560 ksf 0.6560 ksf 0.313 +D+0.60W+H 2.097 ksf 0.0 in 0.2020 ksf 0.2020 ksf 0.096 +D+0.750Lr+0.450W+H 2.097 ksf 0.0 in 0.2020 ksf 0.2020 ksf 0.096 +D+0.750S+0.450W+H 2.097 ksf 0.0 in 0.3895 ksf 0.3895 ksf 0.186 A. 60D+0.60W+0.60H 2.097 ksf 0.0 in 0.1212 ksf 0.1212 ksf 0.058 +D+0.70E+0.60H 2.097 ksf 0.0 in 0.2020 ksf 0.2020 ksf 0.096 +D+0.750L+0.750S+0.5250E+H 2.097 ksf 0.0 in 0.6560 ksf 0.6560 ksf 0.313 . +0.60D+0.70E+H 2.097 ksf 0.0 in 0.1212 ksf 0.1212 ksf 0.058 Overturning Stability Units : k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn k-ft Side ? or Top ? inA2 in12 in12 k-ft Status +1.40D+1.60H 0.03535 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.40D+1.60H 0.03535 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+0.50Lr+1.60L+1.60H 0.1014 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+0.50Lr+1.60L+1.60H 0.1014 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60L+0.50S+1.60H 0.117 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60L+0.50S+1.60H 0.117 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60Lr+L+1.60H 0.07472 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60Lr+L+1.60H 0.07472 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60Lr+0.50W+1.60H 0.0303 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60Lr+0.50W+1.60H 0.0303 +X Bottom 0.1728 Min Temo % 0.2 4.288 OK +1.20D+L+1.60S+1.60H 0.1247 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+L+1.60S+1.60H 0.1247 +X Bottom 0.1728 Min Temo % 0.2 4.288 OK +1.20D+1.60S+0.50W+1.60H 0.0803 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60S+0.50W+1.60H 0.0803 +X Bottom 0.1728 Min Temo % 0.2 4.288 OK +1.20D+0.50Lr+L+W+1.60H 0.07472 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+0.50Lr+L+W+1.60H 0.07472 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+L+0.50S+W+1.60H 0.09034 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+L+0.50S+W+1.60H 0.09034 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK Wall Footing DESCRIPTION: East Wall Footing +0.90D+W+1.60H , +0.90D+W+1.60H 0.02273 -X Bottom 0.02273 +X Bottom File = L:120191190871Engr Design119087 - Tran Residence\Tran Residence.ec6 . Software 0.1728 Min Temo % 0.1728 Min Temp% LC, INC.1983.2019, Build:10.19.1.30 . 0.2 4.288 OK 0.2 4.288 OK Wall Footing File = L:12019\19087'EngADesign\19087 - Tran Residence\Tran Residence.ed . i.0ii Software copyright EKERCALC, INC. 1983-2019, Build:10.19.1.30 • . DESCRIPTION: East Wall Footing Footing Flexure Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvm. As Actual As Phi*Mn k-ft Side ? or Top ? inA2 in^2 in^2 k-ft Status +1.20D+L+0.20S+E+1.90H 0.08097 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+L+0.20S+E+1.90H 0.08097 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK . +0.90D+E4.90H 0.02273 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK . +0.90D+E+0.90H 0.02273 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK One Way Shear Units : k Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 0.3771 psi 0.3771 psi 0,3771 Psi 75 Psi 0.005028 OK +1.20D+0.50Lr+1.60L+1.60H 1.081 Psi 1.081 psi 1.081 Psi 75 Psi 0.01442 OK +1.20D+1.60L+0.50S+1.60H 1.248 psi 1.248 Psi 1.248 Psi 75 Psi 0.01664 OK +1.20D+1.60Lr+L+1.60H 0.797 psi 0.797 psi 0.797 Psi 75 Psi 0.01063 OK +1.20D+1.60Lr+0.50W+1.60H 0.3232 Psi 0.3232 Psi 0.3232 Psi 75 Psi 0.004309 OK +1.20D+L+1.60S+1.60H 1.33 Psi 1.33 psi 1.33 Psi 75 psi 0.01774 OK +1.20D+1.60S+0.50W+1.60H 0.8565 Psi 0.8565 psi 0.8565 Psi 75 Psi 0.01142 OK +1.20D+0.50Lr+L+W+1.60H 0.797 Psi 0.797 psi 0.797 Psi 75 Psi 0.01063 OK +1.20D+L+0.50S+W+1.60H 0.9636 Psi 0.9636 Psi 0.9636 Psi 75 Psi 0.01285 OK +0.90D+W+1.60H 0.2424 Psi 0.2424 Psi 0.2424 Psi 75 Psi 0.003232 OK +1.20D+L+0.20S+E+1.90H 0.8636 Psi 0.8636 psi 0.8636 psi 75 Psi 0.01152 OK +0.90D+E+0.90H 0.2424 Psi 0.2424 Psi 0.2424 psi 75 Psi 0.003232 OK J Wall FootingFile=L:\2019119D871Engr\Oesign\19087-TranResidenceManResidence.ec6. 0.000 Software copyright ENERCALC, INC. 1983.2019, Build:10.19.1.30 . • • DESCRIPTION: South Wall Footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec : Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface 4.0 It Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth - ksf Min Allow % Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0 : 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 2.097 ksf Dimensions Reinforcing Footing Width = 1.50 ft Footing Thickness = 8.0 in Bars along X-X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in xb x I I I aamn 1p �zMo.c. ct I Applied Loads D Lr L S W E H P : Column Load = .312 0.3450 0.2320 k OB : Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing Wa I I F Doti File = L:\201%19087tEngrlDesign\19087 - Tran Residence\Tran Residence.ec6 . n g Software copyright ENERCALC, INC. 1983.2019, Build: 10.19.1.30 . 0.00i • • DESCRIPTION: South Wall Footing DESIGN SUMMARY 9 - • Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.2829 Soil Bearing 0.5932 ksf 2.097 ksf +D+0.750L+0.750S+0.5 PASS 0.02458 Z Flexure (+X) 0.1054 k-ft 4.288 k-ft +1.20D+L+1.60S+1.60H PASS 0.007993 Z Flexure (-X) 0.03428 k-ft 4,288 k-ft +0.900+E+0.90H PASS 0.01499 1-way Shear (+X) 1.124 psi 75.0 psi +1.20D4L+1.60S+1.60H PASS 0.01499 1-way Shear (-X) 1.124 psi 75.0 psi +1.20D+L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc -X +X Ratio +D+H 2.097 ksf 0.0 in 0.3047 ksf 0.3047 ksf 0.145 +D+L+H 2.097 ksf 0.0 in 0.5347 ksf 0.5347 ksf 0.255 +D+Lr+H 2.097 ksf 0.0 in 0.3047 ksf 0.3047 ksf 0.145 +D+S+H 2.097 ksf 0.0 in 0.4593 ksf 0.4593 ksf 0.219 +M.750Lr+0.750L+H 2.097 ksf 0.0 in 0.4772 ksf 0.4772 ksf 0.228 +D+0.750L+0.750S+H 2.097 ksf 0.0 in 0.5932 ksf 0.5932 ksf 0.283 +D+0.60W+H 2.097 ksf 0.0 in 0.3047 ksf 0.3047 ksf 0.145 +M.750Lr+0.450W+H 2.097 ksf 0.0 in 0.3047 ksf 0.3047 ksf 0.145 +D+0.750S+0.450W+H 2.097 ksf 0.0 in 0.4207 ksf 0.4207 ksf 0.201 , +0.60D+0.60W+0.60H 2.097 ksf 0.0 in 0.1828 ksf 0.1828 ksf 0.087 +D+0.70E+0.60H 2.097 ksf 0.0 in 0.3047 ksf 0.3047 ksf 0.145 +D+0.750L+0.750S+0.5250E+H 2.097 ksf 0.0 in 0.5932 ksf 0.5932 ksf 0.283 , +0.60D+0.70E4I 2.097 ksf 0.0 in 0.1828 ksf 0.1828 ksf 0.087 Overturning Stability Units : k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi`Mn k-ft Side ? or Top ? in12 in12 in12 k-ft Status +1.40D+1.60H 0.05332 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.40D+1.60H 0.05332 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+0.50Lr+1.60L+1.60H 0.0917 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+0.50Lr+1.60L+1.60H 0,0917 +X Bottom 0,1728 Min Temp % 0.2 4.288 OK +1.20D+1.60L+0.50S+1.60H 0.1014 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60L+0.50S+1.60H 0,1014 +X Bottom 0,1728 Min Temp % 0.2 4.288 OK +1.20D+1.60Lr+L+1.60H 0,07445 -X Bottom 0,1728 Min Temp % 0.2 4.288 OK +1,20D+1.60Lr+L+1.60H 0.07445 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60Lr+0.50W+1.60H 0.0457 -X Bottom 0.1728 Min TemD % 0.2 4.288 OK +1.20D+1.60Lr+0.50W+1.60H 0.0457 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1,20D+L+1.60S+1.60H 0.1054 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+L+1.60S+1.60H 0.1054 +X Bottom 0,1728 Min Temp % 0.2 4.288 OK +1.20D+1.60S+0.50W+1.60H 0.07663 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+1.60S+0.50W+1.60H 0.07663 +X Bottom 0,1728 Min Temp % 0.2 4.288 OK +1.20D+0.50Lr+L+W+1.60H 0.07445 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+0.50Lr+L+W+1.60H 0.07445 +X Bottom 0,1728 Min Temp % 0.2 4.288 OK +1.20D+L+0.50S+W+1.60H 0.08412 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+L+0.50S+W+1.60H 0,08412 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK 1* Wall Footi n File = L 12019119087\Engr\Design\19087 - Tran Residence\Tran Residence.ec6 . g Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . DESCRIPTION: South Wall Footing . +0.90D+W+1.60H . +0.90D+W+1.60H 0.03428 -X Bottom 0.03428 +X Bottom 0.1728 Min Temp % 0.1728 Min Temu % 0.2 4.288 OK 0.2 4.288 OK 4N Wall Footing File =L:\20191190871EngADesign\19087-TranResidence\TranResidence.ecti . 9 1 Softwrare cwvdQht ENERCALC. INC. 1983.2019. Build:10.19.1.30 . DESCRIPTION: South Wall Footing Footing Flexure Flexure Axis &Load Combination Mu Which Tension @ Sot. As Req'd Gvra. As Actual As Phi*Mn k-ft Side ? or Top ? inA2 in12 inA2 k-ft Status +1.20D+L+0.20S+E+1.90H 0.07832 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +1.20D+L+0.20S+E+1.90H 0.07832 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK +0.90D+E+0.90H 0.03428 -X Bottom 0.1728 Min Temp % 0.2 4.288 OK +0.90D+E+0.90H 0.03428 +X Bottom 0.1728 Min Temp % 0.2 4.288 OK One Way Shear Units : k Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1,60H 0.5687 psi 0.5687 psi 0.5687 psi 75 psi 0.007583 OK +1.20D+0.50Lr+1.60L+1.60H 0.9781 psi 0.9781 psi 0.9781 psi 75 psi 0.01304 OK +1.20D+1.60L+0.50S+1.60H 1.081 psi 1.081 psi 1.081 psi 75 psi 0.01442 OK +1.20D+1.60Lr+L+1.60H 0.7941 psi 0.7941 psi 0.7941 psi 75 psi 0.01059 OK +1.20D+1.60Lr+0.50W+1.60H 0.4875 psi 0.4875 psi 0.4875 psi 75 psi 0.0065 OK +1.20D+L+1.60S+1.60H 1.124 psi 1.124 psi 1.124 psi 75 psi 0.01499 OK +1.20D+1.60S+0.50W+1.60H 0.8174 psi 0.8174 psi 0.8174 psi 75 psi 0.0109 OK +1.20D+0.50Lr+L+W+1.60H 0.7941 psi 0.7941 psi 0.7941 psi 75 psi 0.01059 OK +1.20D+L+0.50S+W+1.60H 0.8972 psi 0.8972 psi 0.8972 psi 75 psi 0.01196 OK +0.90D+W+1.60H 0.3656 psi 0.3656 psi 0.3656 psi 75 psi 0.004875 OK +1.20D-L+0.20S+E+1.90H 0.8354 psi 0.8354 psi 0,8354 psi 75 psi 0.01114 OK +0.90D+E+0.90H 0.3656 psi 0.3656 psi 0.3656 psi 75 psi 0.004875 OK I February 24, 2020 Mr. Donovan Akau, Plans Examiner City of Edmonds Development Services Department - Building Division 121 5th Ave N Edmonds, WA 98020 Re: Building Permit Application`#:-BL-D201-9=0.589_--3 Inspection Notice Dated 2/12/20 Comment Response #1 Aloha Donovan: Below are responses to plan review comments. Item 1. Calculations Attached. Item 2. Stamped calculations attached. Item 3. 2x12 roof rafters are called out on B/A4.0. I I I L_ 2x6 OF No. 2 RAFTERS TARS ® 24" OC I I c� �' 4:12 = N I 'z S1 o ff,. — 11>� 'S "o i L xB JN�� ROOF GAB OVERHANG I CRAFTERS ® 24" 6D TAMDesign 10040 Sand Point Way NE Seattle, WA 98125 206.240.3321 I i SKYLJGHTS, TYP I II —J L---===-7 — . 2.6 OF No. 2 RAFTERS TAILS ® 24" OC B ROOF PL4 SCALE: 1/4"= V—O" Item 4. Per the NDS Supplement Table 4D (wood code), "Posts & Timbers" grades only apply to members 5"xY or larger. A 4x6 would fall under the Structural Light Framing category, so the plan callout noting the grade is redundant but there is no actual conflict here. (See attached email correspondent from engineer.) (� Eau p CETY ; _ l FEB 2 4 2020 BUILDING DEPARTMENT CITY OF EDMOrgDS Item 5. Refer to Floor Plan Notes on sheet A3.0 for wall callout. FLOOR PLAN NOTES: MATERIALS A._ ALL EXTERIOR WALLS TO BE 2x6 STUD B. ALL INTERIOR WALLS TO BE 2x4 STUDS 0 16"-OC-7) C. ALL FRAMING HARDWARE TO BE "SIMPSON" OR EQUAL. We would like to resolve any questions as soon as possible. Please do not hesitate to call or email me with any additional questions or comments at (206) 240-3321. Sinceerreel% 44y,, ,k ;rw, Calvin Tam, Designer Enclosures: Review Comment #2 memo, dated 2/12/20. Structural Calculations Email correspondence DATE: TO: FROM RE: Citv of Edmonds PLAN REVIEW COMMENTS BUILDING DIVISION (425)771-0220 February 12, 2020 Calvin Tam Calvint006@gmaii.com Donovan Akau, Plans Examiner Plan Check: BLD2019-0889 Project Address: 20703 80th Avenue West Scope: New SFR, ADU, R-3, VB Construction. Please be advised that the building plans for the above referenced project have been disapproved for the purposes of obtaining a building permit. During a review of the plans by the Building Division for compliance with the applicable building codes, it was found that the following information, clarifications, or changes are needed. Reviews by other divisions, such as Planning, Engineering, or Fire, may result in additional comments that require attention beyond the scope of this letter. Items that recur on this list appear in italics. A complete review cannot be performed until the revised plans/documents, including a written response in itemized letter format indicating where the `clouded' or otherwise highlighted changes can be found on the revised plans, have been submitted to a Permit Coordinator. Resubmittals must be made at the Development Services Department on the 2nd Floor of City Hall. Permit Center hours are M, T, Th, & F from 8am-4:30pm and from 8:30am-12pm on Wednesdays. General: 1. It appears that there are no structural calculations provided for the revisions for this project. In order to complete a review for this project please provide the structural calculations from E.OR; Bharat R. Soli. 2. Please have EOR; Bharat R. Soli review all plan sheets that have been stamped/signed to ensure that the calculations, structural member sizes reflect the calculations that will be provided on the re -sub. 3. It is unclear as to the structural member size for the roof rafters. There are 2x6 tail rafters but no reference as to the rafter size. The plans does not appear to identify the size of the rafters, if the rafters are the same size as the tail rafters it appears that the rafters are over spanned. Please clarify/correct this on the plans showing the member size of the raters, spacing, and length. As for the tail rafters please provide the fastening schedule as how the tail rafters will be connected to the main rafters. 4. Per the Structural Sawn Lumber notes found on S 1.0 in the General structural notes. It states that the post and timbers are to be Douglas Fir no.1 or better however in the plans the posts are designated as Douglas fir #2. Please clarify/correct this on the plans. 5. Please indicate on the plans the size of the 2x members being used for the walls. Upon review of the resubmitted documents, additional comments may be generated. Sincerely, Donovan Akau M Gmail Tran Comment Letter Calvin Tam <calvint006@gmail.com> Sean Bisnar <seanb@abkj.com> Wed, Feb 19, 2020 at 12:47 PM To: Calvin Tam <calvint006@gmail.com> Cc: Sanjay Soli <SanjayS@abkj.com> Hi Calvin, Per the NDS Supplement Table 4D (wood code), "Posts & Timbers" grades only apply to members 5" xY or larger. A 4x6 would fall under the Structural Light Framing category, so the plan callout noting the grade is redundant but there is no actual conflict here. Let me know if you think that would cover it, I don't think it would be correct to change the general notes. Thanks, Sean From: Calvin Tam <calvint006@gmail.com> Sent: Wednesday, February 19, 2020 11:59 AM To: Sean Bisnar <seanb@abkj.com> Cc: Sanjay Soli <SanjayS@abkj.com> Subject: Tran Comment Letter Hi Sean, One last item and we will be done. We have a conflict with the S1.0 general note for Post callout on plans. See below s. We called out for DF No 2 on plans, but general note have DF No 1 or better. Can we change the general note to include the use of DF No. 2? Thanks again for your help. Calvin GcncnO: I. It appears that there are no structural calculations provided for the revisions for this project. In order to complete a review for this project please provide the strucmml calculations from I -OR: Bharat R. Soli. 2. Please have LOR: Bharat R, Soli rc%icw all plan sheets that have been stampedisigncd to ensure that the calculations, structural member sizes reflect the calculations that %Sill he provided on the re -sub. 3. It is unclear as to the structural member size for the roof taflers. Thcre are 20 tail raflcrs but no reference as to the raRer size. The plan-, does not appear to id n ify the size of the rallcis. if the rafters arc the same size as the tail rollers it appears that the rafters are over spanned. Please clarifykorreci this on the plans showing the member size of the rotas, spacing, and length, As for the tail raRcrs please provide the fasiening schedule as how the tail raflcts will be eotineded to the alai%% rafters. 4. Per the Structural Sawn Lumber notes found on S1.0 in the General structural notes,11 states that the post and timbers are to be Douglas Fit no. i or better however in the plans the posts are designated as Douglas fir 92, New elarifylcorrcct this on the plaits. unvnru KI I I:MtN ER POST TO (E) `— <.4 P-T W4 RLEVELTRAM To �E� BATH t 1 EIfCiPIC Roll 1 �1 pp%w 4 SW&% NCH or HEALER tit MEE AREA OF PAS44E UNROOM w BAR kllET BELOW tia4 {( r4loit[ POST. PROMOE III III ! t ; (2) 202 tmv i ftOR E t2l W2 HUR__ A4.0 I L2.6 UPPER LE' 5'- to-10 B SCALE: 7 Ja"a'—O• STRUCTURAL SAWN LUMBER: LUMBER VISUALLY GRADED AND STAMPED PER WWPA STANDARD GRADING RULES - MOISTURE CONTENT OF LUMBER 2" OR LESS IN THICKNESS =19%MAXIMUM, STRUCTURAL LIGHT FRAMING - DOUGLAS FIR,140. 2 OR BETTER. STRUCTURAL JOISTS & PLANKS - DOUGLAS FIR, NO. 2 OR BETTER. BEAKIS & STRINGERS - DOUGLAS FIR, NO.1 OR BETTER - POSTS & TIMBERS - DOUGLAS FIR, NO. I OR BETTER_ CONVENTIONAL CONSTRUCTION PROVI S'IONS PER SECTION 23D4 & 2308 OF THE IBC. MINIMUM NAILING FOR CONNECTION OF VARIOUS COMPONENTS PER TABLE 2304,9.1 OF THE IBC. GENERAL NOTES Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming, or unpermitted building, structure, or site condition which is outside the scope of the permit application, regardless of whether such building, structure, or condition is shown on the site plan or drawing. Such building, structure, or condition may be the subject of a separate enforcement action. Sound/noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits only during the hours of 7:OOam to 6:OOpm on weekdays and 10:00am and 6:OOpm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits, unless a variance has been granted. ECC Chapter 5.30 All changes in plans and field modifications shall be approved by the local jurisdiction. The design professional shall prepare drawings as required for approval. IBC 107.4 Temporary address shall be clearly visible from street during all phases of construction. Failure to properly post house/building numbers may result in no inspection by the City Inspector. Curb signage is not acceptable. Address numbers (4" min. ht. & 1/z" min. stroke width) shall be posted to be plainly visible from the street or road fronting the property. IRC R319 LIFE SAFETY NOTES Smoke alarms shall be installed in each sleeping room, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and on each level (including basements and habitable attics) in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur. Smoke alarms shall be hard -wired with battery backup, and when more than one smoke alarm is required within an individual dwelling unit, they shall be interconnected. Discuss exceptions to the power source requirements with the Building Inspector. IRC R314 IBC 907.2.11.2 Carbon monoxide alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur, or when one or more sleeping rooms are added or created. IRC R315 Handrails and guards must be capable of resisting a concentrated load of 200 pounds per square foot applied in any direction at any point along the top. Guard in -fill components must be capable of resisting 50 pounds per square foot. IRC Table R301.5 IBC 1607.8 Handrails shall be continuous through stair flights of four or more risers, without interruption by newel posts (unless at a turn) or other obstructions, and return to a wall, newel post, or safety terminal. The grip -size shall be Type I or II or of equivalent graspablity. IRC 311.7.8 LIFE SAFETY NOTES ( continued Provide one operable escape window in the basement, habitable attic 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. [RC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4 FOOTINGS/FOUNDATIONS Footing drains are required around concrete/masonry foundations that retain earth and enclose habitable or usable spaces located below grade, or for crawl spaces when a minimum 6 inch slope within the first 10 feet of the foundation wall is not achieved. A separate footing drain inspection by the Building Inspector is required. IRC R401.3 IRC R405.1 Slab -on -grade floors shall be a minimum 3.5-inch thick concrete over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc. There shall be a thermal -break for slabs inside a foundation wall, and if the slab is less than 24" below the exterior grade, 24" wide R-10 perimeter insulation must be provided. Slabs used as part of a hydronic heating system shall have R-10 insulation provided throughout the entire slab area. IRC R506 WSEC R402.2.9 WSEC Table R402.1.1 Vertical rebar must be hooked and tied in place at time of footing inspection. Maintain minimum 3" clearance to earth, 1-1/2" to form -work for reinforcement. R403.1.3 R404.1.2.3.7.4 Anchor bolts shall be at least 1/2 -inch in diameter and extend 7 inches into concrete. There shall be a minimum of two bolts per plate, with one bolt within 12 inches but not closer than seven bolt diameters from the end of the plate. The bolt spacing shall not exceed 6 feet o.c. and shall have a nut and 3"0"0.229" 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 Joists less than 18" and beams less than 12" to grade and all wood exposed to weather shall be preservative -treated or naturally resistant 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 FRAMING NOTES (continued ) Foundation cripple walls shall be framed of studs not less in size than the studs above. Walls over 4 feet in height shall be framed of studs having the size required for an additional story. Cripple walls studs less than 14 inches in height shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(1), or cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. IRC R602.9 Prior to the framing inspection, the building must be dried in with a minimum of roofing, windows, and siding paper installed. Truss layouts showing girder truss/hip-master locations are not permitted to change and must be followed correctly. If the truss manufacturer requests to change, in part or in whole, the layout shown, they must contact the architect/designer to ensure that the structural design of the building is maintained. If the layout shown is changed, in part or in whole, the Building Division requires new engineering calculations and must approve the changes prior to the installation of the roof sheathing. Exterior and bearing wall studs may be notched <25% and bored <40% of the stud width. Non -bearing wall studs may be notched <40% and bored <60% of the stud width. Any bore located <5/8" from the stud face is considered a notch. Rafters and joists may be notched in the outer thirds of the span with a maximum notch depth 1/6th and a notch width 1/3rd the depth of the member. Rafters and joists may be bored up to 1/3rd the depth of the member no closer than 2" to each edge or to another bore. Top plates notched or bored >50% of the width must have a l6ga. strap, 6 inches past and fastened with 8-1Od 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"x30" and located in a hallway or other readily accessible location. The access cover shall be weather-stripped and insulated to a level equal to the surrounding surfaces. IRC R807.1 WSEC 402.2.4 Attic ventilation openings shall not be less than 1/150 of the area of the space ventilated. It may be reduced to 1/300 if at least 50 percent and not more than 80 percent of the required openings are at least 3 feet above the eave vents with the balance provided by the eave vents. The net free cross -ventilation area may also be reduced to 1/300 when a Class I or H vapor barrier is installed on the warm -in -winter side of the ceiling. IRC R806.2 ADDITIONAL REQUIREMENTS A survey may be required prior to the foundation wall inspection if the Building Inspector is unable to verify setbacks. Lot line stakes should be in place at the time of the foundation inspection and established property pins should be made visible. CN MECHANICAL NOTES YLUMBIN(i NU EN PIKE-KA EV CUNNTKUC TIUN Provide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4 A 30"x30" level working space shall be provided in front of the control side to service appliances. In attics and underfloor areas, a passageway a minimum of 30 inches high and 20 inches wide traveling not more than 20 feet from the access shall be provided. A 24 inch wide solid pathway shall be provided in attics. A switch -controlled luminaire is required at the passageway opening and a receptacle outlet at or near the appliance. A means of electrical disconnect is required within sight of the appliance or the breaker is to be capable of being locked in the open position. IRC M1305 IMC 306 NEC 422.31(B) Provide the combustion air required for the proper operation of the appliance(s). The minimum required volume per the standard method is 50 cubic feet per 1000 BTU/hr. Where exhaust fans, clothes dryers, and kitchen ventilation systems interfere with the operation of appliances, makeup air shall be provided. Fuel -fired appliances shall not be located in sleeping rooms, bathrooms, toilet rooms, or storage closets unless specific installation requirements are met. IRC G 2406.2 G2407.4 G2407.5.1 IFGC 303.3 304.4 304.5 An exhaust hood/system of >400cfm installed or required by the range or cooktop manufacturer must be provided with makeup air equal to the exhaust air rate. IRC M1503.4 IMC 505.2 Provide required makeup air in the laundry room. Louvered doors or openings/grilles into other spaces may be used to meet the requirements. Other limitations may arise if a gas dryer is installed. IMC 504.5 G2407.4 G2407.9.1 Dryer ducts shall terminate outside of the building, 3 ft. from any openings into the building. The termination shall have a backdraft damper and no screen. The dryer duct shall be a minimum .016-in. (27 ga.) thick, a minimum 4 inches in diameter, have a smooth interior finish, have sections joined with the insert end in the direction of airflow without the use of fasteners, be supported at 4 ft. intervals, and secured in place and protected by nail plates that extend 2" above/below bottom/top plates. The joints shall be sealed with UL181A listed mastic or tape. Dryer duct maximum lengths are 25 ft. for electric and 35 ft. for gas with deductions for fittings (or sized/length per manufacturer). If concealed, the equivalent length of the duct shall be permanently labeled or tagged within 6 ft. of the dryer connection. IRC M1502 M1601.4.1 G2439 IMC 504 IFGC 614 Hydronic heating system piping shall be tested at 100 psi water pressure or 1 1/2 times the operating pressure, whichever is greater, for a minimum of 15 minutes. Piping embedded in concrete shall be pressure tested prior to the placing of concrete and be maintained at operating pressure during concrete placement. The test must be observed by the Building Inspector prior to concrete placement. Note: a means of providing outdoor air per IRC R303.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209 Refrigerant circuit access ports located outdoors shall be fitted with locking -type tamper- resistant caps. IRC M1411.6 IMC 1101.10 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 permitted unless first approved by the Building Inspector on a case by case basis. Water heaters installed in attics, attic -ceiling assemblies, floor -ceiling assemblies or a floor/sub-floor assembly, where damage may occur from a leak, shall be installed in a watertight pan made of corrosion -resistant materials. The pan shall have a inimum 3/a" drain and the drain shall terminate in a visible location. The drain cannot empty into the crawlspace beneath a building. Discharge from a relief valve into a water heater pan shall be prohibited. UPC 507.4 UPC 507.5 Access will be required for the whirlpool/jetted tub pump and the tempering valve for all tubs. The tempering valve may also be installed at the water heater. UPC 409 Showers shall be a minimum of 900 square inches and be capable of encompassing a 30 inch circle. The shower receptor shall have a finished dam, curb, or threshold between 2" and 9" above the top of the drain. The floor of the shower shall slope a minimum of 1/a" and a maximum of 1/2". 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 Main building shut-off required on water supply line. UPC 606.2 Pressure reduction valve on main water supply line required by City code. 4nt hot water tank relief valve directly to the outside. C 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 Minimum 1" air -gap required at dishwasher. UPC 414.3 Hose bibs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. UPC 603.5.7 Soaker and jetted tubs shall be installed and supported per the manufacturer's installation specifications. UPC 409.6 )welling/garage separation shall be maintained by installing 1/2" gypsum vllboard on the garage side from the foundation to the underside of the oof sheathing. Ceiling of garages with habitable space above shall have 1/8-inch Type X gypsum wallboard attached with 1-7/8 inch 6d coated sails or equivalent drywall screws and the structural elements supporting he ceiling protected with 1/2 gypsum wallboard. Enclosed accessible space order stairs shall have walls, under -stair surface and any soffits protected in the enclosed side with 1/2" gypsum wallboard. Water resistant gypsum hall not be used as a tile backing board where there will be direct xposure to water, or in areas subject to continuous high humidity showers, etc.). IRC R302 IRC R702.3.8.1 Fireblocking shall be provided to cut off all concealed draft openings (both vertical and horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -frame construction in the following locations: 1) In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs as follows: 1.1 Vertically at the ceiling and floor levels. 1.2 Horizontally at intervals not exceeding 10 feet. 2) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3) In concealed spaces between stair stringers at top and bottom of the run. 4) At openings around vent, pipes, and ducts at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. For additional requirements see IRC 302.11 Draftstops shall be installed in combustible construction where there is usable space both above and below the concealed space of a floor/ceiling assembly, so that the area of the concealed space does not exceed 1000 sq. ft. and shall divide the space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in floor/ceiling assemblies under the following circumstances: 1.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 ight verification shall be done by the applicant's agent/contractor and served by the Building Inspector on site. The agent/contractor shall set the equipment (transit/builders level), establish the datum point, and the int of average grade. These items must be consistent with the approved ns. If the proposed height of a building (as shown on the plans) is .hin 12 inches of the maximum height permitted for the zone, an vation survey is required. An elevation survey consists of three nponents to be conducted by a licensed surveyor. 1) Prior to istruction, the surveyor shall establish average grade as specified in 'DC 21.40.030, and shall establish a reference datum point that will be 3isturbed 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 al letter of height confirmation shall be provided upon completion of the =o 8 N z 0 N_ � N Q p C y) pN� E zf rq C. , CN 2 structure. ENERGY CREDITS CODE COMPLIANCE NOTES: 2015 WASHINGTON STATE ENERGY CODE CHAPTER 4 ADDITIONAL ENERGY EFFICIENCY REQUIREMENT PER SECTION R406.2 PROJECT TO MEET "ADDITIONS LESS THAN 500 SF" REQUIREMENTS OF 0.5 C FROM TABLE 406.2 ENERGY CREDITS: OPTION ta• EFFICIENT BUILDING EME-WEL PRESCRIPTIVE COMPLIANCE IS BASED ON TABLE R402.1.1 WITH FOLLOWING MODIFICATION: VERTICAL FENESTRATION U = 0.28 SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB ENERGY CODE COMPLIANCE NOTES: 2015 WASHINGTON STATE ENERGY CODE CHAPTER 4 PRESCRIPTIVE COMPONENT TABLE R402.1.1 — ZONE 4C LOCATION INSULATION REQUIREMENTS VERTICAL GLAZING (UNLIMITED) U=0.30 MAX OVERHEAD GLAZING (SKYLIGHT) U=0.50 MIN ABOVE GRADE WALLS R-21 *' FLOOR R-30 SLAB ON GRADE R-10 WITH THERMAL BREAK CEILING R-49 VAULTED CEILING R-38 . DOORS U=0.30 * DENOTES STANDARD FRAMING 16 INCHES ON CENTER WITH HEADERS INSULATED WITH A MINIMUM OF R-10 INSULATION. WALL ASSEMBLY PER PLAN WEATHER RESISTANT BARRIER - 34" CLEAR OPENING I (30" IF ON GRADE FLOOR) 20" CLEAR HEADER SIDING PER OPENING PER PLAN ELEVATION SHEET METAL HEAD FLASHING D MINIMUM REQUIRED z NEr CLEAR OPENING 2x CEDAR HEAD AREA IS 5.7 S.F. TRIM a ...............:..:. OPENINGS AT THE zo GB JOINT SEALANT GRADE FLOOR MAY BE " LL REDUCED TO 5 S.F. <, JOINT SEALANT WINDOW MINIMUM SIZE WINDOW. ED ? MINIMUM SIZE WINDOW .FOR 20" CLEAR WIDTH 3i w FOR 2r CLEAR HEIGHT HEAD DETAIL 4. SCALE: Y" 1'-0" � LOb�11, Blectricai Permit from abor c& Industries WALL ASSEMBLY PER PLAN FINISH FLOOR SIDING PER BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL NOT HAVE LESS THAN ONE �— ELEVATION OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED IN EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY WEATHER INTO A PUBLIC WAY, OR TO A COURT OR YARD THAT OPENS TO A PUBLIC WAY. RESISTANT BARRIER MINIMUM RESIDENTIAL EMERGENCY �---JOINT SEALANT EGRESS OPENING REQUIREMENTS A SCALE: 1/2"=1'-0" 2x CEDAR JAMB TRIM GB JOINT SEALANT JOINT SEALANT OUTLINE OF WINDOW SILL BELOW JAMB DETAIL 3 SCALE: 3"=1'-0" WALL ASSEMBLY PER PLAN SILL & CASING TRIM GB WINDOW -JOINT SEALANT -2x CEDAR SILL TRIM; SLOPE TOP AS INDICATED 2x CEDAR SILL TRIM SIDING PER ELEV WEATHER RESISTANT BARRIER FLASHING 0 HEAD OVERLAPS -. HEADER ROUGH IN OPENING BASHING UNDER BLDG PAPER — ON II II II II II II --- DEMO EXISTING DECK, STAIRS, II CANOPY AND CONCRETE PAVING AS II REQUIRED FOR NEW CONSTRUCTION I I Ir Ih---7L—--------- II II ----I II I I I I I I 1 1 II II L_ L11J _L 11 TAM Design 10040 Sand Point Way NE Seattle, WA 98125 calvint006@gmail.com ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE DEMO PLAN O SCALE: 1/4 1'-0" NORTH 1 WINDOW SCHEDULE (MFR & MODEL OR EQUAL) IDEN TYPE MATERIAL SIZE ROUGH OPENING QUANTITY TOTAL AREA SPEC DESCRIPTION WIDTH HEIGHT WIDTH HEIGHT W01 SLIDER VINYL 4'-0" 4'-0" PER MFR 3 48.00 SF (A) W02 FIXED VINYL 5'-0" 4'-0" PER MFR 1 5.50 SF (A) W03 SLIDER VINYL 5'-0" 4'-0" PER MFR 1 20.00 SF (A) TOTAL QUANTITY 5 74.50 SF TOTAL AREA (SQUARE FEET) S01 SKYLIGHT VINYL 2'-0" 4'-0" PER MFR 2 16.00 SF (A) PLANS Musr BE 0 JOBSItE slLL Flnswec NOTES: SPECIFICATION: R��� A ALL GLAZING TO HAVE U—FACTOR = 0.28 MAX OR BETTER; NFRC—CER SILL FLASHING WINDOW FRAME FLASHING OVER 1) SKYLIGHT GLAZING. TO HAVE U—FACTOR. = 0.50 MAX OR BETTER; BLDG PAPER STEP 11 STEP #2 STEP J3 NFRC—CERTIFIED FLASHING of EXTERIOR WALL OPENINGS: DOOR SCHEDULE (MFR & MODEL OR EQUAL) INDMDUALLY FLASH ALL EXTERIOR OPNINGS FOR FIXTURE SUCH AS WINDOWS, DOORS, AND VENTS TO MAKE THEM WATERRPROOF. FLASHING MATERIAL DOOR SIZE ROUGH OPENING U—FACTOR SHALL BE MOISTOP BY MANFUL SI3JAT SHALL BE COMPATIBLE AND APPROVED BY MANFUL IN HIGH WIND AREAS W.R. GRACE ICE & WATER SHIELD SHALL BE USED, OVER SOLID HACKING FLASHING MATERIAL AT LEAST 9" WIDE SHALL BE APPLIED IN A WEATHER BOARD FASHION, BEGINNING WITH THE IDEN TYPE WIDTH HEIGHT WIDTH HEIGHT -TOTAL MIN OR BETTER MATERIAL QUANTITY ( MFR.. NOTES Tran Residence Bedoom & Sundeck Addition 20703 80th Ave W Edmonds, WA 98026 Permit Set Date: Description: 7 16 19 Permit Intake 8 26 19 Correction 1 Project No.: 1913.00 Drawn: BUILDING DEPARTMENT R'>; oiru _.� 'S y� C?ZL��nCd WORK 1 E OWN OWN El VEM DATE: FLICIAL:._ = r BLDG. f SILL WITH ASTRIP LONG ENOUGH TO PROJECT BEYOND THE JAMB FLASHING TO BE APPUED. THE TWO JAMB FLASHING ARE THEN APPLIED WITH SUFFICIENT LENGTH TO EXTEND BEYOND THE SILL FLASHING, AND WITH THE SAME DISTANCE AT THE TOR AREA NFRC-CERTIFIED) D01 SINGLE 2'-8" 6'-8" 5'-2" 6'-10" WOOD 2 — — FOR FIXTURES WITHOUT NAIL -ON FLANGES, THE FLASHING SHALL BE 12" MIN. WIDTH AND EXTEND INTO THE ROUGH FRAME AT THE SILL AND JAMB. D02 PAIRED 3'-0" 6'-8" 3'-2" 6'-10" WOOD i — — FOR NAIL -ON FLANGE FIXTURE, INSTALL BY PRESSING RANGE POSITIVELY INTO A CONTINUOUS BEAD OF SEALANT WHICH EXTENDS AROUND THE BOTTOM AND SIDES OF THE FIXTURE. APPLY THE TOP HORIZONTAL FLASHING LAST, WITH SUFFICIENT LENGTH TO EXTEND BEYOND THE JAMB FLASHING. OVERLAP AND SEAL AGAINST THE D03 PAIRED 61—FOLD 6'-0" 6'-8" 6'-2" 6'-10" WOOD 1 — — — D04 PAIRED 2'-4" 6'—B" 2'-6" 6710" FIBERGLASS WOODCLAD 1 — 0.30 TBD FULL LITE; LOW—E IG; THE TOP RAILING FLANGE OR G.S.M. HEAD FLASHING WITH A CONTINUOUS BEAD OF SEALANT. APPLY REMAINING WALL SHEATHING PAPER IN A WEATHERBOARD FASHION WITH THE SILL FLASHING LAPPING OVER THE TOP AND THE HEAD AND JAMB FLASHING BELOW. - NOTES: ; Cityo tp� GtlMA (1) OBSCURED GLAZING SILL DETAIL TYPICAL WINDOW OPENING FLASHING REQUIREMENTS SCALE: 0" ' SCALE: NTS DEMO PLAN SCHEDULES 500-jj5\ DETAILS i i,a�c" eet No: I � ; Al S 042019 --..1 BUILDING DEPARTMENT CITY OF EDMONDS — ENERGY CREDITS CODE COMPLIANCE NOTES: ENERGY CODE COMPLIANCE NOTES: 2015 WASHINGTON STATE ENERGY CODE CHAPTER 4 ADDITIONAL ENERGY EFFICIENCY REQUIREMENT PER SECTION R406.2 PROJECT TO MEET "ADDITIONS LESS THAN 500 SF" REQUIREMENTS OF 0.5 CREDITS FROM TABLE 406.2 ENERGY CREDITS• OPTION 1 EFFICIENT BUILDING ENVELOPE 0 5 CREDITS PPTION I COMPLIANCE IS BASED ON TABLE R402.1.1 WTIH FOLLOWING MODIFICATION: VERTICAL FENESTRATION U = 0.28 SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB WALL ASSEMBLY PER PLAN WEATHER RESISTANT BARRIER HEADER : EII I'I ING ELOEVATIONR PER PLAN • �� l I SHEET METAL HEAD -1 FLASHING I(i� �'� 1RIM EDAR HEAD GB i JOINT SEALANT JOINT SEALANT HEAD DETAIL 4 SCALE: 3"=1'-O" WALL ASSEMBLY PER PLAN GB JOINT SEALANT OUTLINE OF SILL BELOW - 2015 WASHINGTON STATE ENERGY CODE CHAPTER 4 PRESCRIPTIVE COMPONENT TABLE R402.1.1 — ZONE 4C LOCATION INSULATION REQUIREMENTS VERTICAL GLAZING (UNLIMITED) U=0.30 MAX OVERHEAD GLAZING (SKYLIGHT) U=0.50 MIN ABOVE GRADE WALLS R-21 FLOOR R-30 SLAB ON GRADE R-10 WITH THERMAL BREAK CEILING R-49 VAULTED CEILING R-38 DOORS U=0.30 * DENOTES STANDARD FRAMING 16 INCHES ON CENTER WITH HEADERS INSULATED WITH A MINIMUM OF R-10 INSULATION. CLEAR MINIMUM REQUIRED ? g NET CLEAR OPENING w w AREA IS 53 S.F. o OPENINGS AT THE GRADE FLOOR MAY BE 4 REDUCED TO 5 S.F. MINIMUM SIZE WINDOW FOR 20" CLEAR WIDTH 3j 34" CLEAR OPENING (30" IF ON GRADE FLOOR) N MINIMUM SIZE WINDOW FOR 24" CLEAR HEIGHT FINISH FLOOR SIDING PER BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL NOT RAVE LESS THAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAIN ONE OR ELEVATION MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED IN EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY WEATHER INTO A PUBUC WAY, OR TO A COURT OR YARD THAT OPENS TO A PUBLIC WAY. RESISTANT BARRIER MINIMUM RESIDENTIAL EMERGENCY JOINT SEALANT EGRESS OPENING REQUIREMENTS A -2x CEDAR JAMB TRIM -JOINT SEALANT WINDOW HEADER ' 3JAMB DETAIL SCALE: 3"=1'-O" ROUGH IN OPENING WALL ASSEMBLY PER PLAN n r SILL FLASHING WINDOW FLASHING 0 HEAD OVERLAPS JAMB - SILL FLASHING UNDER BLDG PAPER — WINDOW FRAME 0 �— FLASHING OVER BLDG PAPER SILL & CASING STEP il _ STEP #2 STEP #3 TRIM I� —. �— JOINT -SEALANT FLASHING OF EXTERIOR WALL OPENINGS: \ 2x CEDAR SILL TRIM; SLOPE TOP INDIVIDUALLY RASH ALL EXTERIOR OPENINGS FOR FIXTURE SUCH AS WINDOWS, DOORS, AND VENTS TO MAKE THEM WATERRPROOF. FLASHING MATERIAL SHALL BE MOISTOP BY MANFUL. SFNANT SHALL BE COMPATIBLE AND APPROVED BY MANFUL. IN HIGH WIND AREAS W.R. GRACE ICE & WATER SHIELD I� AS INDICATED SHALL BE USED, OVER SOLID BACKIEG. FLASHING MATERIAL AT LEAST 9" WIDE SHALL BE APPLIED IN A WEATHER BOARD FASHION, BEGINNING WITH THE SILL WITH A STRIP LONG ENOUGH TO PROJECT BEYOND THE JAMB FLASHING TO BE APPLIED. THE TWO JAMB FLASHING ARE THEN APPLIED WITH GB SUFFICIENT LENGTH TO EXTEND BEYOND THE SILL FLASHING, AND WITH THE SAME DISTANCE AT THE TOP. .' 2x CEDAR SILL TRIM FOR FIXTURES WNHOUT NAIL -ON FLANGES, THE FLASHING SHALL BE 12" MIN. WIDTH AND EXTEND INTO THE ROUGH FRAME AT THE SILL AND JAMB. EXTENDS AROUND THE FOR NAIL -ON FLANGE FIXTURE, INSTALL BY PRESSING FLANGE POSITIVELY INTO A CONTINUOUS BEAD OF SEALANT WHICH SIDING PER ELEV BOTTOM AND SIDES OF THE FIXTURE. APPLY THE TOP HORIZONTAL FLASHING LAST, WITH SUFFICIENT LENGTH T0. EXTEND BEYOND THE JAMB FLASHING. OVERLAP AND SEAL AGAINST THE WEATHER THE TOP NAILING FLANGE OR G.S.M. HEAD FLASHING WITH A CONTINUOUS BEAD OF SEALANT. .� RESISTANT BARRIER APPLY. REMAINING WALL SHEATHING PAPER IN A WEATHERBOARD FASHION WITH THE SILL FLASHING LAPPING OVER THE TOP AND THE HEAD AND JAMB FLASHING BELOW. SILL DETAIL TYPICAL WINDOW OPENING FLASHING REQUIREMENTS 2 SCALE: 3"=1'-0" SCALE: NTS Ij II II it ---.1.1 DEMO EXISTING DECK, STAIRS, I CANOPY AND CONCRETE PAVING AS I I REQUIRED FOR NEW CONSTRUCTION II it — — — �i IF---1L- - - - - - - - - _ - I II I I I I I I I I II II I I B DEMO PLAN O SCALE: 1/4"=1'-O" NORTH WINDOW SCHEDULE (MFR & MODEL OR EQUAL) ]DEN TYPE MATERIAL SIZE ROUGH OPENING QUANTITY TOTAL AREA SPEC DESCRIPTION WIDTH HEIGHT WIDTH HEIGHT W01 SLIDER VINYL 4'-0" 4'-0" PER MFR 3 48.00 SF (A) W02 FIXED VINYL 5'-0" 4'-0" PER MFR 1 5.50 SF (A) W03 SLIDER VINYL 5'-0" 4'-0" PER MFR 1 20.00 SF (A) 1 TOTAL QUANTITY 5 74.50 SF TOTAL AREA (SQUARE FEET) S01 SKYLIGHT VINYL 2'-0" 4'-0" PER MFR r 2 16.00 SF (A) NOTES: 1) SPECIFICATION: A) ALL GLAZING TO HAVE U—FACTOR = 0.28 MAX OR BETTER; NFRC—CERTIFIED �B) SKYLIGHT GLAZING TO HAVE U—FACTOR = 0.50 MAX OR BETTER; NFRC—CERTIFIED DOOR SCHEDULE (MFR & MODEL OR EQUAL) IDEN TYPE DOOR SIZE ROUGH OPENING MATERIAL QUANTITY TOTAL AREA U—FACTOR (MIN OR BETTER NFRC—CERTIFIED) MFR NOTES WIDTH HEIGHT WIDTH HEIGHT DO1 SINGLE 2'-8" 6'-8" iW"6'— WOOD 2 — — — D02 PAIRED 3'-0" 6'-8" 3 WOOD 1 — — — D03 PAIRED BI—FOLD 6'-0" 6'-8" 6 WOOD 1 — — — D04 PAIRED 2'-4" 6'-8" 2 FIBERGLASS WOODCLAD 1 030 TED FULL LITE; LOW—E IG; (1) NOTES: (1) OBSCURED GLAZING TAM Design 10040 Sand Point Way NE Seattle, WA 98125 ralvirlt006@gmaii.com Tran Residence Bedoom & Sundeck Addition 20703 SOth Ave W Edmonds, WA 98026 Permit Set Date: Description: 7 16 19 Permit Intake - 8 26 19 Correction 1 - 2 6 20 Revision 1 Project No.: 1913.00 Drawn: FEB 0 6 2520 cem.c er:!�rtl r�;.n DEMO PLAN SCHEDULES & DETAILS JIIGGL 1`lu. , POST PER POST BASE COMPACTE CONC FIG 3 FOOTING DETAIL SCALE: 3/4"=1'-W. CONCRETE FOUNDATION COMPACTED BACKFlLL FINISH GRADE FILTER FABRIC 4" CIA PERF01 WASHED GRAVE 2 FOUNDATION DRAINAGE SYSTEM SCALE: SHEATHING _ SIDING - SEE ELEVATIONS WALL FRAMING PER PLAN (NOT SHOWN FOR CLARITY) ANCHOR BOLT (2) #4 HORIZONTAL CONT TOP 2a PTW SILL PIATE STUB TIE PAVING TO MN W/ 18" LONG #4 BARS 0 24" OC. EMBED 4" MIN SILL GASKET CONC SLAB PER PLAN 10 RIGID INSULATION FINISH GRA TYPICAL THROUGH( 6 MIL POLYETHYLE (BLACK) VAPOR RI WPL.AN 4" GRANULAR FILL REFER TO DETAIL 2/A2.0 FOR FDN DRAIN REQUIREMENTS AL CONT FTG #4 VERTICAL W/ STD HOOK 0 12" OC, ALT BEND REINFORCEMENT SPECIFICATIONS: SILL ANCHORAGE: 5/8' DIA x 10" LONG GALVANIZED ANCHOR BOLTS 0 6'-0" OC MAX; PROVIDE 1/4" THK x 3" SQUARE PLATE WASHERS BETWEEN SILL PLATE AND NUT TYP, UNO IN SHEARWALL SCHEDULE NOTES: 1. STEEL SHALL BE PLACED WITHIN CENTER OF FOUNDATION WALL. 2. THERE SHALL BE A MINIMUM OF (2) ANCHOR BOLTS PER FOUNDATION SILL PLATE WITH ONE BOLT LOCATED WITHIN 12" OF EACH END OF EACH FOUNDATION SILL PLATE BUT NO CLOSER THAN 4". EMBED ANCHOR BOLTS 7" MIN. 1 FOUNDATION DETAIL SCALE: 3 4"=1'-0" 0 0 a NP ®(2) LOCATIONS: 20"z20'x14" DP FIG (3) #4 EW BOT PTW 4x6 POST W LCB46 POST BASE;. PROVIDE BEAM TO POST CONNECTION W/ PC4Z POST CAP W/ "Z-MAX" FINISH OR EQUAL TYP ®(2a LOCATIONS: 16"x16"x$ DP FTG Wf (3) #4 EN BOT PTW 4x4POST W LCB44 POST BASE; PROVIDE BEAM TO POST CONNECTION W/ EPC4Z POST CAP W/ "Z-MAX" FINISH OR EQUAL — F — I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I 4x4 POST I I L------------------ -- TYP IT, 2 I ii - , 4" THICK CONC STAB W/ 640.41:4 WWF —/ 1 I . D/ 2" .R-, RIGID INSULATION ' 0/ 6 MIL VISQUEEN 0/ 4-"CRUSH1GRAVEL ` '0/ COMPACTED SUBGRADE ® (1)' NEW L PIER'FOOTING i' I W/ `POST BASE; PROM CONNECTION W/,E "Z-MAX" FINISH 0 \HT.• s� I t� - _ I I z Il al<I I I d I III I I I I I ' I I I 1 I I I BTAIIR ABOVE 17 INTERMEDIATE STAIR POST SUPPORT — — — — — — — — — — — — — — — — — -I coke alarms shall be installed in each sleeping roe :side of each separate sleeping area in the immedh inity of the bedrooms, and on each level (includi ;ements and habitable attics) in new construction and sting dwellings when alterations, repairs or additic Iuiring a permit occur. Smoke alarms shall be hat 'ed with battery backup, and when more than o oke alarm is required within an individual dwelli PROVIDE 4 SQUARE INCH OF -..A they shall be interconnected. Discuss exceptions ... NET FREE AREA OF PASSIVE the power source requirements with the Building FRESH AIR INLET BELOW Inspector. ' WINDOW LOWER LEVEL PLAN mclR3ta mcvo7.z.u.z B \ SCALE: 1/4"=l'-O" O NORTH TAM Design FLOOR PLAN NOTES: 10040 Sand Point Way NE MATERIALS Seattle, WA 98125 - A. ALL EXTERIOR WALLS TO BE 2x6 STUDS 0 1& Oc. calvint006@gmail.com B. ALL INTERIOR WALLS TO BE 2x4 STUDS 0 16" OC. - C. ALL FRAMING HARDWARE TO BE 'SIMPSON' OR EQUAL D. WALL SHEATHING TO BE 1/2"PLYWOOD WITH SPAN RATING OF 24/16. E. ALL HDR TO BE DOUGLAS-FIR #1 REQUIREMENTS _ - 1. ALL EXTERIOR WALLS TO BE CONTINUOUSLY SHEATHED WITH PLYWOOD. APPLY - SHEATHING PANELS VERTICALLY. PROVIDE 2x BLOCKING AT ALL HORIZONTAL PANEL JOINTS. FASTEN SHEATHING TO WALL FRAMING W/ 8d COMMON NAILS: 6" OC AT EDGES AND 12' OC AT INTERMEDIATE SUPPORTS. REFER TO TABLE R602.3(1) FOR FASTENER TYPE AND SPACING FOR CONNECTIONS NOT SPECIFICALLY ADDRESSED HERE. 2. PROVIDE FIREBLOCKING PER SECTION R602.8. - . 3.4 F 3. INTERCONNECT SMOKE ALAR AND ROVIDE PRIMARY & BACKUP POWER PER 4. ALL HDR TO BE 48 OF #1, UNO. HDR AT EXTERIOR WALLS TO HAVE R-10 RIGID 1 INSULATION. •• --------------------------------------------------------- (E) SLAB ON GRADE FLOOR LEGEND �- (E) WALL TO REMAIN 1 2x WOOD FRAME CONSTRUCTION PER PLAN NOTES Isi SMOKE DETECTOR (IRC - SECTION R314) SD 0 CARBON MONOXIDE DETECTOR (IRC - SECTION R315) CMD SHEAR WALL NOTES SW6 SHEAR WALL PER SHEAR WALL SCHEDULE ON SHEET S1.0. SHEAR WALLS SHALL BE CONTINUOUSLY SHEATHED AND NAILED AROUND OPENINGS TO MATCH. OINDICATES HOLDOWN/STRAP LOCATION. REFER TO SHEET S1.0 FOR ADDITIONAL INFORMATION. FOUNDATION PLAN NOTES: MATERIALS A CONCRETE: MIN 2500 psi (PER .TABLE R402.2). B. REINFORCING BAR: ASTM-AB15 GRADE -40. C. LUMBER IN CONTACT WITH CONCRETE TO BE PRESERVATIVE TREATED WOOD. D. ALL FRAMING HARDWARE TO BE "SIMPSON" OR EQUAL REQUIREMENTS 1. ALL FOOTINGS TO BEAR ONUNDISTURBEDSOIL 2. REROUTE do EXTEND EXISTING STORMWATER TIGHTUNE SYSTEM AS NECESSARY TO ACCOMODATE NEW AND ABANDONED DOWNSPOUTS. 3. AT UNDER -FLOOR AREA (CRAWLSPACE)-PROVIDE 6 MIL POLYETHYLENE (BLACK) VAPOR RETARDER THROUGHOUT. RUN CONTINUOUS OVER TOPS OF FOOTINGS AS INDICATED IN DETAILS. VAPOR RETARDER SHALL LAP MIN 12" AT SEAMS. TYPICAL 0 (2) LOCATIONS: [CONNECT NEW FOUNDATION TO (E) FOUNDATION W/ EPDXY GROUTED 2e LONG #4 BARS 0 12" I -I OC HORIZONTAL EMBED 4" MIN INTO EXISTING I CONCRETE. PROVIDE MINIMUM OF (1) BAR . EACH 0 FOOTING AND WALL I - _-_--__---_ -- _ ___ _____-i I _ _ _ _ _ _ _ _ _ _ J - . Ti T____ ______ __________ _____ _ 1TYP UN • h • I i 120" WIDE X ' • h 10" THICK CONT FIG a e7��NO o THICK I IDN yu 9 1'2"m CONCRETE, ` N 44., POST W/ LCO44 1 BEAM TO, POST A. a I A2.0 / \` 4T POST CAP W/ 1YP 7 -QUAL A -1 2 (_M� . x 8° THICK z IV WIDE ;J a#a..kk,�1 , _ •d, THICKENED SLAB EDGE W/ #4 BARS 0 12" OC EACH WAY 5-2' A FOUNDATION PLAN O 0 SCALE: 1/!_= T0" NORTH ov wR, s as y . gyp AL 0ti2 G� �A�AONALBNO`� Tran Residence Bedoom & Sundeck Addition 20703 80th Ave W Edmonds, WA 98026 Permit Set. Date: Description: 7 16 19 Permit Intake 8 26 19 Correction 1 Project No.: 1913.00 Drawn: FOUNDATION, FLOOR PLANS & DETAILS ReJ�s\ e-0 �1�1 Sheet No: A2 a r8uB EP 0 4 2019 BUILDING DEPARTMEN CITY OF EDMONDS �— --------------------- FLOOR PLAN NOTES POST PER POST BASE E qzqz mN COMPACTE rnur Frr PER PLAN 3 FOOTING DETAIL SCALE: 3/4"=1'-0" CUNCRLIE FUU COMPACTED BP FINISH GRADE FILTER FABRIC e DIA PERFOF WASHED GRAVE 2 FOUNDATION DRAINAGE SYSTEM SCALE: 3/4"=1'-0" SHEATHING SIDING - SEE ELEVATIONS WALL FRAMING PER PLAN (NOT SHOWN FOR CLARITY) ANCHOR BOLT (2) #4 HORIZONTAL CONT TOP 2x PTW SILL PLATE STUB TIE PAVING TO FDN W/ 18" LONG #4 BARS 0 24" OC. EMBED 4" MIN SILL GASKET CONC SLAB PER PLAN R-10 RIGID INSULATION w FINISH GRADE s z ,( \`, 2" f LS "o .�, TYPICAL THROUGHOUT: z 6 MIL POLYETHYLENE (BLACK) VAPOR RETARDER oz o 0 0 D AIL N DRAIN C"MIN COMPACT FILL 4" GRANULAR FILL a EOUIREMENTS PER PLAN (2) #4 HORIZONTAL CONT FTG #4 VERTICAL W/ STD HOOK ® 12" OC, ALT BEND REINFORCEMENT SPECIFICATIONS: TYP ® (2) LOCATIONS: 20"x20"A4" DP FTG W/ (3), #4 EW SILL ANCHORAGE: 5/8" DIA x 10" LONG GALVANIZED ANCHOR BOLTS 0 6'-0" OC BOT PTW 46 POST W/ LCB46 POST BASE; PROVIDE BEAM TO POST MAX; PROVIDE 1/4" THK x 3" SQUARE PLATE WASHERS BETWEEN CONNECTION W/ PC4Z POST CAP SILL PLATE AND NUT TYP, UNO IN SHEARWALL SCHEDULE W/ "Z-MAX" FINISH OR EQUAL. TYP �- -\ IV< II u' 1 I I I IIIW I — — J CANTILEVER )R ABOVE M PROVIDE 4 SQUARE INCH OF NET FREE AREA OF PASSIVE FRESH AIR INLET BELOW WINDOW 1 9 LOWER LEVEL PLAN O SCALE: 1/4"=1'-0" NORTH r--------------------- -------------------- I ------------------------- ------------------------------� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I q (E) SLAB ON I I I I I I I I I I I I I I I I I I I A5.0 I I I I I I I I GRADE FLOOR I I I I I I I I I I TYPICAL 0 (2) LOCATIONS: CONNECT NEW FOUNDATION TO (E) FOUNDATION W/ EPDXY GROUTED 24" LONG #4 BARS 0 12" OC HORIZONTAL. EMBED 4" MIN INTO EXISTING 40 POST I IL------------------ -- CONCRETE. PROVIDE MINIMUM OF (1) BAR EACH ® FOOTING AND WALL, -------------- ----------------- +, ._ -- ,_ __ _- T T_---- Q ____________ 5 4 THICK -GONG STAB , � 1 + I TYP UNO: - I W/ 6k60. 4x1:4 WWf �..0/ 20" WIDE X p ,.A 2 R ,10-RIGID INSULATION h 10" THICK -1, , 0/ 6 :MIL VISQUEEN - Tr „ CONT FTG 0/ 4`CRUSH- -0/ `0/. COMPACTED SUBGRADE 8" THICK FUN WALL t20 CONCRETE- 1's PIER "FOOTING W/ 44 POST W/ LCB44 1 - POST BASE;.PROVI E BEAM TO POST ry A2.0 < �( 'I CONNECTION W/:E '0 C4Z, POST CAe W/-` I 1 i� I TYP I FINISH EQUAL` o 2 NOTES: ' J L — 1. STEEL SHALL BE PLACED WITHIN CENTER OF FOUNDATION WALL. TYP ®(2) LOCATIONS: I 2 I d'Ia 1 1 I d`` I 116 �� I IIII 11 1 1 1 I STAIR ABOVE 2. THERE SHALL BE A MINIMUM OF (2) ANCHOR BOLTS PER FOUNDATION SILL PLATE WITH ONE BOLT LOCATED WITHIN 12" OF EACH END OF EACH FOUNDATION SILL PLATE BUT NO i6"x16"x14" DP FIG W{ 3 4 EW C8 # BOS PTW 4x4 POST W LM I r}:{ �,-T r.: '? Im I CLOSER THAN 4". EMBED ANCHOR BOLTS 7" MIN. / POST BASE; PROVIDE BEAM TO POST TO L AR 4— - - - -[A _4 L L .L _L - _I_ L 1 1 171 FOUNDATION DETAIL CONNECTION W/ EPC4Z POST CAP W/ "Z-MAX" FINISH OR EQUAL L1==;� - - - �,. -3- - - - - - - - - - - - - INTERMEDATE INTERMEDIATE 5-5" STAIR SUPPORT SCALE: 3/4"=1'-0" 21 10" 8" THICK x 18" WIDE THICKENED SLAB EDGE W/ #4 BARS ® 12' OC EACH WAY FOUNDATION PLAN O SCALE: 1/4"=1'-O" NORTH MATERIALS A. ALL EXTERIOR WALLS TO BE 2x6 STUDS 0 16" OC. B. ALL INTERIOR WALLS TO BE 20 STUDS 0 16" OC. C. ALL FRAMING HARDWARE TO BE *SIMPSON" OR EQUAL. D. WALL SHEATHING TO BE 1/2" PLYWOOD WITH SPAN RATING OF 24/16. E. ALL HDR TO BE DOUGLAS-FIR #1 REQUIREMENTS 1. ALL EXTERIOR WALLS TO BE CONTINUOUSLY SHEATHED WITH PLYWOOD. APPLY SHEATHING PANELS VERTICALLY. PROVIDE 2x BLOCKING AT ALL HORIZONTAL PANEL JOINTS. FASTEN SHEATHING TO WALL FRAMING W/ 8d COMMON NAILS: r OC AT EDGES AND 12" OC AT INTERMEDIATE SUPPORTS. REFER TO TABLE R602.3(1) FOR FASTENER TYPE AND SPACING FOR CONNECTIONS NOT SPECIFICALLY ADDRESSED HERE. 2. PROVIDE FIREBLOCKING PER SECTION R602.8. 3. NTERCONNECT SMOKE ALARMS AND PROVIDE PRIMARY & BACKUP POWER PER SECTION R313. 4. ALL HDR TO BE 48 DF #1, UNO. HDR AT EXTERIOR WALLS TO HAVE R-10 RIGID QINSULATION. LEGEND (E) WALL TO REMAIN + 2xWOODFRAME CONSTRUCTION PER PLAN NOTES SMOKE DETECTOR (IRC - SECTION R314) SD N CARBON MONOXIDE DETECTOR (IRC - SECTION R315) CMD SHEAR WALL NOTES SW6 SHEAR WALL PER SHEAR WALL SCHEDULE ON SHEET SLO. SHEAR WALLS SHALL BE CONTINUOUSLY SHEATHED AND NAILED AROUND OPENINGS TO MATCH. O+ INDICATES HOLDOWN/STRAP LOCATION. REFER TO SHEET SLO 2 FOR ADDITIONAL INFORMATION. FOUNDATION PLAN NOTES MATERIALS A. CONCRETE: MIN 2500 psi (PER TABLE R402.2). B. REINFORCING BAR: ASTM-A615 GRADE 40. C. LUMBER IN CONTACT WITH CONCRETE TO BE PRESERVATIVE TREATED WOOD. D. ALL FRAMING HARDWARE TO BE "SIMPSON" OR EQUAL. REQUIREMENTS 1. ALL FOOTINGS TO BEAR ON UNDISTURBED SOIL 2. REROUTE .& EXTEND EXISTING STORMWATER TIGHTUNE SYSTEM AS NECESSARY TO ACCOMODATE NEW AND ABANDONED DOWNSPOUTS. 3. AT UNDER -FLOOR AREA (CRAWLSPACE) PROVIDE 6 MIL POLYETHYLENE (BLACK) VAPOR RETARDER THROUGHOUT. RUN CONTINUOUS OVER TOPS OF FOOTINGS AS INDICATED IN DETAILS. VAPOR RETARDER SHALL LAP MIN 12" AT SEAMS. TAM Design 10040 Sand Point Way NE Seattle, WA 98125 calvint006@gmail.com T y • a A ,.1G(� 15560 h.•�i. u N Inp�RO:AL ssAONALENG Tran Residence Bedoom & Sundeck Addition 20703 801h Ave W Edmonds, WA 98026 Permit Set Date: Description: 7 16 19 Permit Intake 8 26 19 Correction 1 2 6 20 Revision 1 Project No.: 1913.00 Drawn: FEB 0 6 '020 FOUNDATION, FLOOR PLANS & DETAILS Sheet No::p� �A2.u' POST PER PLAN I STAIR STRINGER PTW 2x6 SILL PLATE //U 12H HIAn ANCHOR BOLTS; PROVIDE SOLID SOLID�/// BLKG BETWEEN STRINGERS DETAIL (E) LIVING Fps A A5.0 ON i 4 5 s (E) (E) DINING KITCHEN CENTER-POST=TO (E) 44 POST a % WALL'AND-TRACE-TO - EOWER.LEV 4xs Posr , - 1 ELECTRIC-4 0 HEATER> K. �I UNROOM z .m Ix r4x6_.DF N0: 1- FULL HEIWPOST, PROM c SINGLES JACK-TRIMMI " �Q HDR'S-ABOVE 1 HOR HDR ABO HDR 4x7 (E) BEDROOM Lm SO (E) BATH (E) BATH 'ors �ini�a,io PROVIDE 4 SQUARE INCH OF NET FREE AREA OF PASSIVE FRESH AIR INLET BELOW WINDOW (E) BEDROOM i9 SO 0 SO (E) BEDROOM UPPER LEVEL PLAN O SCALE: 1/4"=1'-O" NORTH DOR FRAMING PLAN E: 1 /4"=1'-O" 7 NORTH FLOOR PLAN NOTES: MATERIALS A. ALL EXTERIOR WALLS TO BE 2x6 STUDS 0 16" OC. B. ALL INTERIOR WALLS TO BE 2x4 STUDS 0 16" OC. C. ALL FRAMING HARDWARE TO BE "SIMPSON' OR EQUAL. D. WALL SHEATHING TO BE 1/2" PLYWOOD WITH SPAN RATING OF 24/16. E. ALL HDR TO BE DOUGLAS-FIR $1 REQUIREMENTS 1. ALL EXTERIOR WALLS TO BE CONTINUOUSLY SHEATHED WITH PLYWOOD. APPLY SHEATHING PANELS VERTICALLY. PROVIDE 2x BLOCKING AT ALL HORIZONTAL PANEL JOINTS. FASTEN SHEATHING TO WALL FRAMING W/ Bd COMMON NAILS: 6' OC AT EDGES AND 12" OC AT INTERMEDIATE SUPPORTS. REFER TO TABLE R602.3(1) FOR FASTENER TYPE AND SPACING FOR CONNECTIONS NOT SPECIFICALLY ADDRESSED HERE. - 2.. PROVIDE FIREBLOCKING PER SECTION R602.8, S. NTERCONNECT SMOKE ALARMS AND PROVIDE PRIMARY & BACKUP POWER PER 3 4. Thu �,n,OR-70 BE'4jB'DF jt7uNO::'.116R ATEXfERIOR:wA11S W HAVEj _iQ. Ol LEGEND (E) WALL TO REMAIN 7ot1-� 2x WOOD FRAME CONSTRUCTION PER PLAN NOTES 70[ SMOKE DETECTOR (IRC - SECTION R314) SO 9 CARBON MONOXIDE DETECTOR (IRC - SECTION R315) CMD SHEAR WALL NOTES SW6 - SHEAR WALL PER SHEAR WALL SCHEDULE ON SHEET S2.0. SHEAR WALLS SHALL BE CONTINUOUSLY SHEATHED AND NAILED AROUND OPENINGS TO MATCH. O_ INDICATES HOLDOWN/STRAP LOCATION. REFER TO SHEET S2,0 1 FOR ADDITIONAL INFORMATION. FLOOR FRAMING PLAN NOTES: MATERIALS _ A. FLOOR FRAMING - MEMBER SIZE AND SPACING PER PLAN. B. SUBFLOOR DECKING TO BE 3/4- T&G PLYWOOD WITH 48/24 SPAN RATING. - C. ALL FRAMING HARDWARE TO BE "SIMPSON* OR EQUAL REQUIREMENTS 1. GLUE AND NAIL SUBFLOOR' DECKING TO JOISTS. o 2. R-30 BATT INSULATION 0 ALL JOIST SPACES. 3. PROVIDE SOLID. BLOCKING AT ALL BEARING. Y TAM Design 10040 Sand Point Way NE Seattle, WA 98125 calvint006@gmail.com Tran Residence Bedoom & Sundeck Addition 20703 801h Ave W Edmonds, WA 98026 Permit Set Date: Descri tion: 7 16 19 Permit Intake 8 26 19 Correction 1 Project No.: 1913.00 Drawn: FLOOR PLAN, FRAMING PLAN & DETAILS-Aw Sheet No: ttj�U1 A3.Oia7suB SEP 0 4 2019 BUILDING DEPARTMENT OF EDMONDS POST PER PLAN STAIR STRINGER PTW 2x6 SILL PLATE W/ (2) ANCHOR BOLTS; PROVIDE SOLD, BLKG BETWEEN STRINGERS — DETAIL PIW 2J (E) DINING s CE ER POST TO (E) WALL AND TRACE TO LOWER LEVEL 4x6 Posr zo ELECTRIC WALL E HEATER s K i i I _ 1 (2) 2x12 HDR HDR 4x6 5' TAM Design FLOOR PLAN NOTES: 10040 Sand Point Way NE MATERIALS Seattle, WA 98125 A ALL EXTERIOR WALLS TO BE 2x6 STUDS ® 16" OC. CaIVInt006@gmaILCOm B. ALL INTERIOR WALLS TO BE 2x4 STUDS 0 16" OC. (E) BEDROOM �( SD (E) BEDROOM � SID .� - C. ALL FRAMING HARDWARE TO BE "SIMPSON" OR EQUAL. D. WALL SHEATHING TO BE 1/2"PLYWOOD WITH SPAN RATING OF 24/16. E. ALL HDR TO BE DOUGLAS-FIR #1 REQUIREMENTS i. &L EXTERIOR WALLS TO BE CONTINUOUSLY SHEATHED WITH PLYWOOD. APPLY SHEATHING PANELS VERTICALLY. PROVIDE 2x BLOCKING AT ALL HORIZONTAL PANEL JOINTS. FASTEN SHEATHING TO WALL FRAMING W/ 8d COMMON NAILS: 6" OC AT EDGES AND 12" OC AT INTERMEDIATE SUPPORTS. REFER TO TABLE R602.3(1) FOR FASTENER TYPE AND SPACING FOR CONNECTIONS NOT SPECIFICALLY ADDRESSED HERE. !MD SD 2. PROVIDE FIREBLOCKING PER SECTION R602.8. - 3. NTERCONNECT SMOKE ALARMS AND PROVIDE PRIMARY & BACKUP POWER PER BECKON R313. 4. ALL HDR TO BE 48 OF f 1, UNO. HDR AT EXTERIOR WALLS TO HAVE R-10 RIGID (E) Q INSULATION. BATH 4 SD (E) KITCHEN 4x4� x 4x6 DF NO. 2 FULL HEIGHT POST, PROVIDE SINGLE JACK TRIMMER 0 HDR'S ABOVE . (2) 202 HDR (E) BEDROOM (E) BATH PROVIDE 4 SQUARE INCH OF NET FREE AREA OF PASSIVE FRESH AIR INLET BELOW WINDOW B UPPER LEVEL PLAN O SCALE: 1/4„=1'-0" NORTH OOR FRAMING PLAN E: 1/4"=1'-O" II II II II II N W II 7 T 1 1 II II II II II II (E) RIDGELINE I II II II II 11 II II N W II II II II II II II -----------�I LEGEND (E) WALL TO REMAIN 2x WOOD FRAME CONSTRUCTION PER PLAN NOTES LSE SMOKE DETECTOR (IRC —SECTION R314) SID 38E CARBON MONOXIDE DETECTOR (IRC - SECTION R315) CMD SHEAR WALL NOTES FS—W6-1 SHEAR WALL PER SHEAR WALL SCHEDULE ON SHEET S2.0. SHEAR WALLS SHALL BE CONTINUOUSLY SHEATHED AND NAILED AROUND OPENINGS TO MATCH. O INDICATES HOLDOWN/STRAP LOCATION. REFER TO SHEET S2.0 FOR ADDITIONAL INFORMATION. FLOOR FRAMING PLAN NOTES: MATERIALS A. FLOOR FRAMING - MEMBER SIZE AND SPACING PER PLAN. B. SUBFLOOR DECKING TO BE 3/4" T&G PLYWOOD WITH 48/24 SPAN RATING. C. ALL FRAMING HARDWARE, TO BE 'SIMPSON* OR EQUAL. REQUIREMENTS 1. GLUE AND NAIL SUBFLOOR DECKING TO JOISTS. c b 2. R-30 BATr INSULATION 0 ALL JOIST SPACES. m 3. PROVIDE SOLID BLOCKING AT ALL BEARING. g p T �W �P h A 15560 G�L� 'F AL'E� Oj? �AONALkN Tran Residence Bedoom & Sundeck Addition 20703 80th Ave W Edmonds, WA 98026 Permit Set Date: Description: 7 16 19 Permit Intake 8 26 19 Correction 1 2 6 20 Revision 1 Project No.: 1913.00 Drawn: FEB 0 6 202.0 �F� 7 FLOOR PLAN, FRAMING PLAN & DETAILS Sheet No: A3®0 NORTH - - RIDGE LINE - I I I OUTLINE OF TRUSS BELOW TYPICAL• NOTCH ROOF SHEATHING AT •i EACH TRUSS BAY AS INDICATED OUTLINE OF RIDGE ROOF SHEATHING BLOCKING BELOW DETAIL 4 SCALE: 1 "=V-0" AIR VENT INC. "SHINGLE VENT II" OR EQUAL CONT RIDGE VENT NOTCH ROOF SHEATHING BETWEEN EACH RAFTER BAY PER DETAIL 4/A3.0 8d 0 6" OC AT SHEATHING EDGE A35 0 24" OC CONTINUOUS 2x6 RIDGE BOARD; NOTCH BETWEEN EACH RAFTER BAY PER DETAIL 4/A3.0 ASPHALT SHINGLES OVER (1) LAYER OF UNDERLAYMENT 1/4' GAP 0 BOTTOM OF BIRDSMOUTH TO BEAM —� SHEATHING S/ TYP - LRU28Z HGR 0 RAFTER TO BEAM 5-1/2 x 16-1/2 GLB GB BATT INSULATION — DETAIL 3 SCALE: 1 "=1'-0" NOTCH TOP CHORD AS 2x6 ON -FLAT NECESSARY FOR OUTRIGGERS OUTRIGGERS 0 24" OC SHINGLES W/ INTERLAYMENT PER PLAN \ SHEATHING — � SHEET METAL DRIP EDGE 2x2 TRIM RAFTER PER PLAN 2x6 FASCIA BOARD DETAIL 2 SCALE: 1"=1'-0" .SHINGLES W/ CARDBOARD INSULATION BAFFLES 0 �'. INTERLAYMENT ALL EAVE VENTS; MAINTAIN 1" CLEAR SHEATHING —/7 PF AIR SPACE FROM ROOF SHEATHING 2x RFTR PER PINT 0 BATT INSULATION DETAIL SCALE: i"=1'-0" 2x SOLID BLKG W/ (3) 2"0 VENT HOLES PER BLOCK. II SUPPORT RAT6'ERS24" OCMAX INTERMEDIATE II 2x6 OF No. 2 RAFTERS EE TAILS 0 24" OC— _R PLAN 2x FASCIA BOARD TO MATCH (E) P GUTTER _ -RAFTER-TO-WALL CONNECTION PER STRUCTURAL OVERHANG rr---Z---------5----TI--------� I---=-----_--, r--=-----Z--� II II II I II I II II II II II -----------� I r II II II J Ll II II II II n II II II II II II II II II II II II I I I I II II I I I I I II II II II 9 II II �� II II o �'J I I I F___I JL II F� I II I I I L E� I J� LL--- J L------ J L� C� E� (E) RIDGEUNE I r--------I I (E) RIDGELINE II II II o I II II II II II II II II II II II II I I I o � � g II II I II II II a II I I�N I I II II II I I II I �kvI 1 ��oo II I I �Y I IIIII IIII I OPTIONAL 2x4 Li IIIIIII IIII II SKYLIGHTS, TYP IIIII _ _---_---JL � ----------- — II o II N z 4,12 5a 4:12 I I ER N Ir SL� Z H IIz 2 N �I II s Mo o- _ s --I'2: 6x8 OF do.12 T 1 - -1- r1- -� ROOF GP 2x12 DF No. 2 RAFTERS 0 24" OC A BUILDING SECTION SCALE: 1/4"=1'-0" 2x6 DF No. 2 RAFTERS TAILS 0 24" OC ROOF PLAN ",tie 1/4"=1'-O" NORTH ROOF FRAMING PLAN NOTES: MATERIALS A ROOF FRAMING PER PLAN.. B. ALL FRAMING HARDWARE TO BE"SIMPSON' OR EQUAL C. ROOF SHEATHING TO BE 1/2' EXTERIOR GRADE PLYWOOD WITH 32/16 SPAN RATING. REQUIREMENTS 1.. FASTEN SHEATHING TO ROOF FRAMING WITH Bd COMMON NAILS: 6" OC AT EDGES AND 12" OC AT INTERMEDIATE SUPPORTS. 2. AT ASPHALT SHINGLE ROOFING, PROVIDE (1) LAYER OF UNDERLAYMENT CONFORMING TO ASTM 0.226, TYPE 1, OR ASTM D 4869, TYPE I. INSTALL PER SECTION R905.2.7. 3.(2) 2x6: DENOTES MINIMUM REQUIRED NUMBER OF STUDS NEEDED FOR BEARING UNDER BEAMS AND HEADERS. DOES NOT INCLUDE KING STUDS. MAY BE REPLACED S 4. ALL HDR TO BE 4x8 - .1, LINO. HDR AT EXTERIOR WALLS TO HAVE R-10 RIGID INSULATION. 5. EN INE LUMBER SHALL ES UCTU VALUES INDICATED ON SHEETS1.0. INSTALL PER MFG RECOMMENDATIONS. THESE DRAWINGS SHOW SIZE, SPAN AND SPACING. ROOF VENTILATION CALCULA11ON: 2015 INTERNATIONAL RESIDENTIAL CODE (SECTION R806 ROOF VENTILATION) 50% OF REQUIRED VENTILATION TO BE LOCATED IN UPPER PORTION OF SPACE TO BE VENTILATED AT LEAST 3 FEET ABOVE EAVE VENTS. R806.2. MINIMUM VENT AREA. USE EXCEPTION 2: 1/300 S.F. TOTAL NET FREE VENTILATING AREA =197 SF /.300 = 1.33 SF = 191.52 SQ IN. 19152 / 2 = 95.76 SO IN REQUIRED AT HIGH & LOW EAVE. PROVIDE (3) 3' (21.20SQ IN. PER BAY) DIAMETER HOLES PER BLOCK AT HIGH & LOW EAVE PER DETAILS. ALL VENT OPENINGS TO BE PROTECTED WITH CORROSION -RESISTANT WIRE MESH PER R806.1.. TOTAL LINEAR FEET OF HIGH RIDGE = TOTAL RAFTER BAYS 20'/2' = 10 BAYS 10 RAFTER BAYS.• 24.00 SQ TN (DETAIL 4/A5.0) VENT AREA PER BAY = 240.0 SQ IN TOTAL LINEAR FEET OF LOW EAVE = TOTAL RAFTER BAYS 40'/2' = 20 BAYS 20 RAFTER BAYS • 21.20 SQ IN VENT AREA PER BAY = 424.0 SQ IN AVERAGE GRADE �-- 104.95A,. -._ i)_GARAGE ENTRY 104.6 SECTION NOTES: TYPICAL ROOF CONSTRUCTION • ASPHALT COMPOSITION SHINGLES (PER R905.2.4). (1) LAYER OF UNDERLAYMENT (PER R905.2.7). 1/2' EXTERIOR GRADE ROOF SHEATHING. • ROOF RAFTERS PER PLAN. • 5/8" GB (WHERE OCCURS) TYPICAL WALL CONSTRUCTION • SIDING PER ELEVATIONS. • WEATHER -RESISTANT BARRIER MEMBRANE. • 1/2" EXTERIOR GRADE SHEATHING. • 2x STUDS 0 16" OC (SEE PLAN FOR SIZE). • 1/2" GB TYPICAL CEILING/FLOOR CONSTRUCTION • FLOOR FINISHES PER OWNER. • 3/4" T&G PLYWOOD SUBFLOOR GLUED AND NAILED OVER FLOOR JOISTS 0 16" OC. • R-38 SPRAY INSULATION 0 JOIST BAYS BETWEEN DECK AND BEDROOM • 5/8" GB FINISH AT INTERIOR CEILING CONDITIONS. TYPICAL CONCRETE FLOOR CONSTRUCTION FLOOR FINISH PER OWNER • SLAB -ON -GRADE PER PLAN • VAPOR BARRIER • GRAVEL PER PLAN • SUBGRADE PER PLAN. TAM Design 10040 Sand Point Way NE Seattle, WA 98125 calvint006@gmail.com y k V 15560 NGti`W 1+, AL Tran Residence Bedoom & Sundeck Addition 20703 801h Ave W Edmonds, WA 98026 Permit Set Date: Description: 7 16 19 Permit Intake 8 26 19 Correction 1 Project No.: 1913.00 Drawn: ROOF PLAN, SECTION & DETAILS Sheet No:5�M A4s B SEP 04 2019 BUILDING DEPARTMENT CITY OF EDMONDS RIDGE LINE OURINE OF TRUSS BELOW TYPICAL: NOTCH ROOF SHEATHING AT EACH TRUSS BAY AS INDICATED a 1 1" I I OUTLINE OF RIDGE ROOF SHEATHING BLOCKING BELOW DETAIL 4 AIR VENT INC "SHINGLE VENT 11" OR EQUAL CON' RIDGE VENT NOTCH ROOF SHEATHING BETWEEN EACH RAFTER BAY PER DETAIL 4/A3.0 8d ® 6" OC AT SHEATHING EDGE A35 0 24" OC CONTINUOUS 2x6 RIDGE BOARD; NOTCH BETWEEN EACH RAFTER BAY PER DETAIL 4/A3.0 ASPHALT SHINGLES OVER (1) 1/4" GAP ® BOTTOM OF LAYER OF UNDERIAYMENT BIRDSMOUTH TO BEAM SHEATHING 4/ TYP - LRU28Z HGR 0 RAFTER TO BEAM --- GB 3 DETAIL SCALE: GLB PER PLAN GATT INSULATION NOTCH TOP CHORD AS 2x6 ON -FIAT OUTRIGGERS NECESSARY FOR OUTRIGGERS 0 24" OC SHINGLES W/ INIERLAYMENT PER PLAN SHEATHING SHEET METAL DRIP EDGE 2x6 RAFTERS 0 24" OC W/ INTERMEDIATE SUPPORT 0 6'-0".00 MAX E 2x6 OF No. 2 RAFTERS TAILS ® 24" OC- 1 2z6 FASCIA BOARD 2x2 TRIM V! WALL ASSEMBLY PER RAFTER SECTION NOTES PER PLAN DETAIL SCALE: i"=1'-0" SHINGLES W/ CARDBOARD INSULATION BAFFLES INTERLAYMENT ALL EAVE VENTS; MAINTAIN i" CLEAR SHEATHING AIR SPACE FROM ROOF SHEATHING 0 SOLID ENTHOLE S PER BLOCK PER PLAN 2x FASCIA / BOARD TO MATCH (E) P / GUTTER — 2x RFTR PER PLAN c RAFTER -TO -WALL CONNECTION PER STRUCTURAL BATT INSULATION WALL ASSEMBLY PER _ SECTION NOTES DETAIL OVERHANG �r---z---------=----T-I---------1 (---=-----=---I F--=-----=---i II II II II I I I I I I I I I I - II II -----------� I r II II II J II II II II II n II II II II II II II II II II II I I I I —� II II II �•h II II '•lo I I I LJ L==—IF J L ] GI I II I II r u I ---- m I (E) RIDGELINE I- — — — — — — — —I I � (E) RIDGELINE I I II II II I II II II II I I v� II II II II I I II II II II I I I I I I W I Yi I � II II II II OPTIONAL 20 Li I SKYLIGHTS, TYP II II J- -- II II --J — — — — — — — — II II II L 0 4:12 �m w 4:12 H= o� SL=H I 101 o �� I IW mo o WII m L _I_LI_ _ 1� Pz_ 6x8 DF I..L — L _ —I— —I— ROOF GI 2x12 DF No. 2 RAFTERS 0 24" OC 2x6 OF No. 2 RAFTERS TAILS ® 24" OC ROOF PLAN O SCALE: 1/4"=1'-0" NORTH BUILDING SECTION �~ SCALE: 1/4"=1'-O" - ROOF FRAMING PLAN NOTES: MATERIALS A. ROOF FRAMING PER PLAN. B. ALL FRAMING HARDWARE TO BE "SIMPSON OR EQUAL. C. ROOF SHEATHING TO BE 1/2" EXTERIOR GRADE PLYWOOD WITH 32/I6 SPAN RATING. REQUIREMENTS 1. FASTEN SHEATHING TO ROOF FRAMING WITH 8d COMMON NAILS: 6" OC AT EDGES AND 12" OC AT INTERMEDIATE SUPPORTS. 2. AT ASPHALT SHINGLE ROOFING, PROVIDE (1) LAYER OF UNDERIAYMENT CONFORMING TO ASTM D 226, TYPE I, OR ASTM D 4869, TYPE I. INSTALL PER SECTION R905.2.7. 3. (2) 2z6: DENOTES MINIMUM REQUIRED NUMBER OF STUDS NEEDED FOR BEARING UNDER BEAMS AND HEADERS. DOES NOT INCLUDE KING STUDS. MAY BE REPLACED W/ SOLID SAWN LUMBER OF SAME SECTION, TYP UNO. 4. ALL HDR TO BE 48 OF #1, UNO. HDR AT EXTERIOR WALLS TO HAVE R-10 RIGID INSULATION. 5. ENGINEERED LUMBER SPECIFIED SHALL MEET OR EXCEED DESIGN STRUCTURAL VALUES INDICATED ON SHEET S7.0. INSTALL PER MFG RECOMMENDATIONS. THESE DRAWINGS SHOW SIZE, SPAN AND SPACING. ROOF VENTILATION CALCULATION, 2015 INTERNATIONAL RESIDENTIAL CODE (SECTION R806 ROOF VENTILATION) 50% OF REQUIRED VENTILATION TO BE LOCATED IN UPPER PORTION OF SPACE TO BE VENTILATED AT LEAST 3 FEET ABOVE EAVE VENTS. R806.2 MINIMUM VENT AREA. USE EXCEPTION 2: 1/300 S.F. TOTAL NET FREE VENTILATING AREA = 197 SF / 300 = 1.33 SF = 191.52 SO IN. 191.52/ 2 = 95.76 SO IN REQUIRED AT HIGH & LOW EAVE. PROVDE (3) 3" (21.20 SQ IN PER BAY) DIAMETER HOLES PER BLOCK AT HIGH & LOW ENE PER DETAILS. ALL VENT OPENINGS TO BE PROTECTED WITH CORROSION -RESISTANT WIRE MESH PER R806.1. TOTAL LINEAR FEET OF HIGH RIDGE = TOTAL RAFTER BAYS 20'/2' = 10 BAYS 10 RAFTER BAYS • 24.00 SO IN (DETAIL 4/A5.0) VENT AREA PER BAY = 240.0 SO IN TOTAL LINEAR FEET OF LOW EAVE = TOTAL RAFTER BAYS40'/2' = 20 BAYS 20 RAFTER BAYS • 21.20 SO IN VENT AREA PER BAY = 424.0 SO IN EL 129.9f_,$, AVERAGE GRADE ---- 104.95 _ — — E)GARAGEENTRY 104.0' SECTION NOTES: TYPICAL ROOF CONSTRUCTION • ASPHALT COMPOSITION SHINGLES (PER R905.2.4). • _(I IAYER OF UNDERLAYMENT (PER R905.2.7). • 1 2" EXTERIOR GRADE ROOF SHEATHING. • ROOF RAFTERS PER PLAN. 5/8" GB (WHERE OCCURS) TYPICAL WALL CONSTRUCTION • SIDING PER ELEVATIONS. • WEATHER -RESISTANT BARRIER MEMBRANE. • 1/2" EXTERIOR GRADE SHEATHING. • 2x STUDS ® 16" OC (SEE PLAN FOR SIZE). • 1/2" GB TYPICAL CEILING/FLOOR CONSTRUCTION • FLOOR FINISHES PER OWNER. • 3/4" T&G PLYWOOD SUBFLOOR GLUED AND NAILED OVER FLOOR JOISTS ® 16" OC. • R-38 SPRAY INSULATION 0 JOIST BAYS BETWEEN DECK AND BEDROOM • 5/8" GB FINISH AT INTERIOR CEILING CONDITIONS. TYPICAL CONCRETE FLOOR CONSTRUCTION • FLOOR FINISH PER OWNER • SLAB -ON -GRADE PER PLAN • VAPOR BARRIER • GRAVEL PER PLAN • SUBGRADE PER PLAN TAM Design 10040 Sand Point Way NE Seattle, WA 98125 calvintOO6@gmall.com �p CV, 15560 N012 4k+ 'A�,VItA7.7�G Train Residence Bedoom & Sundeck Addition 20703 801h Ave W Edmonds, WA 98026 Permit Set Date: Description: 7 16 19 Permit Intake 8 26 19 Correction 1 2/6/20 Revision 1 Project No.: 1913.00 Drawn: FEB 0 0 2020 E.AI0O 'Y1 MF tlVUYL-'�JpA' ROOF PLAN, SECTION & DETAILS Sheet No: A4.0 — — — — — — 25'-0" MAX BUILDING HEIGHT — ------------------ NEW ADDITION EXISTING RESIDENCE TAM Design - — EL 129_95' � 10040 Sand Point Way NE Seattle, WA 98125 calvint006@gmail.com TYP GUA p BUILDING ELEVATION EAST SCALE: 1/4"=1'-0 EXISTING RESIDENCE NEW ADDITION BUILDING ELEVATION — SOUTH C SCALE: 1/4"=1'-O" ;UARDRAIL, B BUILDING ELEVATION — NORTH 25'-0" MAX BUILDING HEIGHT — — — — — — — — — — — — — — — — —4- — — — — — — — — — — — — - - GUARDRAIL, TYP — AVERAGE GRADE = 104.W DECKING PER PLAN o o o HARDWARE BEAM PER PLAN PER PLAN POST PER PLAN FEILDCpO�N�DIITION END CONDITION A BEAM A BEAM 2 BEAM TO POST CONNECTION HARDWARE PER PLAN --- AVERAGE GRADE --- 104.95 - - - �E)-GARAGE ENTRY T04A' EL 129_95'-s� ROOF BEAM PER PLAN ROOF. R-38 BATT INSU ADON, TYP CENTER POST INTO (E) WING WALL: WALL AND TRACE TO LOWER R-21 BATT LEVEL INSULATION, TYP (E) (E) SUNROOM KITCHEN LIVING rtaoR BEAM PER PLAN Tran Residence Bedoom & Sundeck Addition 20703 80th Ave W Edmonds, WA 98026 BEDROOM (E) OFFICE LIVING Permit 4" CONC SLAB FLOOR: (E) CONC SLAB - - AVERAGE GRADE Set R-10 MIN RIGID ALIGN - - 104.95 - ----.------ _---- GARAGE ENTRY -----------�-0-----� Date: Description: 104.0' 7 16 19 Permit Intake Cl--8 26 19 Correction 1 A BUILDING SECTION SCALE: 1/4"=1'-0" Project No.: 1913.00 Drawn: SKYLIGHT PROVIDE CRICKET STEEL METAL DRAINAGE FLASHING 2x SKYLIGHT CURB PER 0 TOP OF SKYLIGHT MFR REQUIREMENTS SKYLIGHT - INSTALL PER MFR REQUIREMENTS \ SHEET METAL \ FLASHING \ A \ RAFTER 1 - - - - - - 2x BLKG, TYP ROOFING PER PUN 1x CLEAR E TRIM WELL \N SKYLIGHT DETAIL SCALE: 1 1/2"=1'-0" SECTION, ROOF PLAN & DETAILS c� Sheet No: ye'jt A 5p66 u SEP 0 4 2019 BUILDING CILTT1'I OF EDMO DSO — — — — — — — — — — — — — 25'-0" MAX BUILDING HEIGHT — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — NEW ADDITION EXISTING RESIDENCE TYF GU GUARDRAIL BUILDING ELEVATION — EAST —o-) BUILDING ELEVATION — NORTH D SCALE: 1/4"=1'-O" � SCALE: 1/4"=1'-0" 25'-0" MAX BUILDING HEIGHT TAM Design EL 129_95' — 10040 Sand Point Way NE Seattle, WA 98125 calvint006@gmaii.com AVERAGE GRADE - - 104.95 �E)_GARAGE ENTRY 104.0' — — — — — — — — — — — — — — — — — — — — — — — — — — $h EXISTING RESIDENCE NEW ADDITION NEW ADDIRON EXISTING RESIDENCE ROOF BEAM PER PLAN - ROOF: = R-38 BATT INSULATION, TYP CENTER POST INTO (E) WING - WALL WALL AND TRACE TO LOWER GUARDRAIL, TYP R-21 GATT LEVEL INSULATION, TYP (E) (E) SUNROOM KITCHEN LIVING BOOR BEAM PER PLAN Tran Residence Bedoom & Sundeck Addition 20703 80th Ave W Edmonds, WA 98026 BEDROOM (E) 4° CONC SCAB OFFICE - LIVING Permit — AVERAGE GRADE - D.2: (E) CONC SLAB .AVERAGE GRADE = 104.95'--__--- R-10 MIN RIGID ALIGN - Set IAISU64T10N-------_- _��---- 104.95 W -- ----------------------- -_ _ - - - _ _ _ _ - - _ LE) GARAGE ENTRY 104.0' h Date: Description: 7 16 19 Permit Intake 1 8 26 19 Correction 1 2 6 20 Revision 1 BUILDING ELEVATION — SOUTH BUILDING SECTION A SCALE: 1/4"=1'-0" Project No.: 1913.00 Drawn: SKYLIGHT PROVIDE CRICKET STEEL METAL DRAINAGE FLASHING DECKING 2x SKYLIGHT CURB PER 0 TOP OF SKYLIGHT PER PLAN - MFR REQUIREMENTS SKYLIGHT - INSTALL HARDWARE PER MFR REQUIREMENTS - \ PER PLANSHEET a a O FLASHING \\\ - '. id�� 4 \ _\ FEB 9 6 Zu2i1 RAFTER HARDWARE - / � nn w PER PLAN BEAM PER PLAN � i 1 POST PER PLAN - FEILD CONDITION END CONDITION tD� BEAM cDS BEAM BEAM TO POST CONNECTION ROOFING PER - '. 2x BLKG, TYP SECTION, PLAN ROOF PLAN & I CLEAR FIR TRIM _ TYP ®yyELL OKt OQ \NG DETAILS SK'N R,0 Sheet No: SKYLIGHT DETAIL A5.0 SCALE: 1 1 /2"=1'-0" Placement of Lag Screws and Bolts in Ledgers and Band Joists (Reference IRC Table 5D7.2.1) Deck Ledger Connection to Band Joist a, b Span Table and Footing Schedule for Decks Reference IRC Table R507.2.— Deck live load = 60 past, deck dead load, = 10 psf, snow load S 40 psf) ens and footings assume the maximum 24' cantilever using Hem—Fir/Doug FIT No. 2 or better harming lumber. ���� For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. able uses 70 pat. loading (10 psf. dead load + 60 osf live load) and 2000 car. soil beadna oressnre_ Minimum End and Edge Distances and Spacing Between Rows Top Edge Bottom Edge En Row Spacing Ledger' 2inches^ 314 Inches° 1518 inches^ Band Joist` ch 2i 2inches' 1516inches^ For SI:1 inch= 25.4 mm a. Lag scrwes or bolts must be staggered from b. Maximum 5 inches c. For engineered rim joists, the manuf�t ers d. The minimum distance from the „ltoYa ow e. 2 inches may be reduced to 3/4 @� (E) 2x BAND JOIST ENGINEERING RIMJ 2" MIN -5/8" MIN 3 k 5" MAX 2" MIN Ito e I LAG SCREW OR BOLT (Reference IRC Fireure 507.2.1(1)) I the horizontal run. See figure below m e oft er at be in accordance with figure below is directly s g'led by a mudsill, header, or by double top wall plates LAG SCR BOLT A— STAGGER FASTENERS / 1 IN 2 ROWS 2" MIN 5.5" MIN FOR 2x8R 6.5" MIN FOR 2x10 7.5" MIN FOR 202 3/4" MIN inure 50721(1)) "DISTANCE CAN BE REDUCED TO 4.5" IF LAG SCREWS ARE USED OR IF BOLT SPACING IS REDUCED TO THAT OF LAG SCREWS TO ATTACH 2x8 LEDGERS TO 2x8 BAND JOISTS. SECTION VIEW ELEVATION VIEW 4 PLACEMENT OF LAG SCREWS AND BOLTS IN LEDGERS SCALE: NTS Deck Connections (AII fasteners, nails, bars, screws, and connectors must be corrosion resistant.) WOOD CAP 1/8" RADIUS I I I I WOOD 3 1/2' I CAP RAIL I CONT IYP Connection Fastening: Manufactured Connectors Follow manufacturers instructions Politic, Footing Postbassismquired Post to Fooling (High winds) Consuftwithjudsdidion about additional uplift loadswherewind espasure M greater than Risk Categroy B. Postta Beam Connector is required Ledger to House Framing I See infomw6on on Details 3 and Joist to Beam or Girder (3)Bd-Toenailed Blocking or Bridging to Joist (2)tgd-Tow nailed @each end Wooden Deck Boards (2) Bdlheaded naia OR M No. Bs — Composite Deciding Follow manufacturers betNchons 1 d/4',MIN OR 2" MAX 1 1/4" MIN OR 2" MAX 1 1/2" MIN Connection DetaI Joist Span s' and less 6'1" and 8' 8'1" and 10' 1O'l and 12' 12'1" and 4'1" and 16' 16'1" and 18' On t s cing of fas pe )� inch diameter log screw with J4 inch maximum sheathing A 2 16 1 10 9 8 7 )¢ inch diameter bole with tut inch maximum sheathing 30 22 15 13 11 10 Y2 inch diameter bolt with 1 inch maximum sheathing ° )kk 16 13 11 10 9 a. Ledgers shall be flashed in accords h Section R703.4 to prevent water from con the house band joist. b. Snow load shall not be assume act concumen8y with live load, c. The tip of the lag some s. ully extend beyond the inside face of the band joist. d. Sheathing shall be wo ructurol panel or solid sawn lumber e. Sheathing shall b itted to be wood structural panel, gypsum board, fiberboard, lumber or foam. shea Up to 1/2—inch thickness of ad washers shall be permitted to substitute for up to 1/2—inch of allowablesheathing thican here combined with wo ructural panel or lumber sheathing. CEDAR TOP RAIL 'A PTW OR CEDAR 40 POST (PER PLAN) W WOOD GURADRAIL W/WOOD CAP PTW RIM JOIST FASTEN POST TO RIM JOIST AND 8LKG W/ (2) 1/2" CIA THRU BOLTS AS SHOWN — GUARDRAIL POST PER PLAN — U o DECKING 0 CONF 2x CEDAR nJOIST TRIM BOARD — FASTEN POST TO STRINGER THRU TRIM W/ (2) 1/2" DIA THRU BOLTS AS SHOWN — PTW BLKG; FASTEN EACH METAL SPACER BUSHING END TO DECK JOIST -W/ INVERTED HUS210 HGR Joist Size Spacing Max. Joist Span Girder Beam Size and Max. Span Between Support Post I ng Type 46 Footing 4x8 Footing I 4x10 F 4x12 Footing 12" OC 5'-11" 1404 7'-9" x 1 9'-6' 10x18 11'-1" 18x18 2x6 16" OC 6'-9" 5'-11" 1404 1 1 -6" 18x18 1l'-1" 18x18 2e OC 511" - '61 14x1 11'-0" 1808 12'-10" 1808 - 12" OC 9'-7- 4'-11° 14 - 16x16 8'-3" 181118 10'-0' 1axl8 2x8. 16" OC $'-W 14z14 -6' 16x16 8'-3" 1ax18 10'-0' 1808 247 OC 7'-7" '-11 1 7 - 16x16 9'-6" 18x18 11'-1' 18x18 127 OC 13'-3" - 14x14 4'-B" 6 5'-11" 18XIB 7'-2' 1808 2x10 16" OC 11'-6° -1° 1414 5'-5' 16x16 '-11" 1808 8'-5" 18x18 2e CC- 9'- " 4'-11" 1404 6'-6". 1606 8'- - 18x18 10'-0" 11808 - 12' OC '-5" S-t". 1404 . 4'-1" 16x16 5'-2" 8 6'-3" 18x18 2x12 6" 13'-4' 3'-8" 14x14 4'-8' 16.16 5'-11` 18.18 -2° 16x18 Oc 10'-11" - 4'-1" 14x14 -it" 18a18 B'- 18x18 toftings must move o minimum reinforcement. of (2) g4 bass each way with a 3" clearance to the bottom of the to Note: Footing sizes are based on decks designed with single span. joists where there is no center bearing beam. PER. PLAN DECKING / TREAD 7-3/4" MAX RISER, HEIGHT SHALL NOT DEVIATE FROM ONE ANOTHER BY MORE THAN 3/8" DETAIL STRINGER DETAIL TYPICAL TREAD/RISER DETAIL SCALE: 1-1/2"=1'-0" HANDRAIL RETURN TO WALL WHERE SHOWN WALL BRACKET AT SEE PLAN 4'-0' OC MAX 2X BLKG � WOOD BALUSTER SPACED. AT 4" OC MAX z— SCREW FOR —I SECURING CAP 4.4 wooD Posr WOOD AT POST � DETAIL — CAP AND CAP SUPPORT ��TYPICAL HANDRAIL DETAIL SCALE: NTS HANDRAIL AND GUARDRAILS SHALL BE CONSTRUCTED AS FOLLOWS: GUARDRAILS SHALL NOT BE LESS THAN 36" IN HEIGHT. HANDRAILS SHALL NOT BE LESS THAN 34" OR MORE THAN 38" IN HEIGHT ABOVE THE STAIR NOSING. OPEN RAILS SHALL HAVE INTERMEDIATE RAILS OR AN ORNAMENTAL PATTERN SUCH AS A 4" DIAMETER. SPHERE CANNOT PASS G THROUGH. THE TRIANGULAR OPENINGS AT STAIR TREAD, RISER & BOTTOM SHALL BE SUCH AS A 6" DIAMETER SPHERE CANNOT PASS THROUGH. 3LOCKING THE HANDRAIL CONSTRUCTION SHALL BE ABLE TO RESIST ALOAD OF 200 LBS APPLIED. IN ANY DIRECTION AT ANY POINT ALONG THE TOP RAIL 31M JOIST THIS DIAGRAM ILLUSTRATES THE SPECIFIC REQUIREMENTS OF THE. BUILDING CODE AND IS ONLY. AN AID FOR CONSTRUCTION THRU RIM JOIST W/ (2) 1/2" DIA THRU BOLTS AS SHOWN C PLAN NOTE: HANDRAIL & INSTALLATION SHALL MEET THE REOTS OF THE 2015 IRC. FOR SPECIFIC CODE REOTS FOR GUARD & HANDRAILS SEE DETAILS THIS PAGE y0g: HANDRAIL & INSTALLATION SHALL MEET THE REOTS OF THE 2015 IRC. 200 LEIS ANY DIRECTION ANY LOCATION 4" SPHERE MAY NOT PASS THROUGH 6" SPHERE MAY NOT PASS THROUGH r,—,- POST ATTACHMENT (FASCIA MOUNT) TYPICAL HANDRAIL / GUARDRAIL DETAIL SCALE: NTS r `a SCALE: NTS SCALE: 1/2"=1'-0" TAM Design 10040 Sand Point Way NE Seattle, WA 98125 calvintOOG@gmaii.com Tran Residence Bedoom & Sundeck Addition 20703 80th Ave W Edmonds, WA 98026 Permit Set Date: Descri tjon: 7 16 19 Permit Intake 8 26 19 Correction 1 Project No.: 1913.00 Drawn: SECTION DETAILS Sheet No: A6a 3u SEP Olt 2019 BU.rTT7 OF EDMONDS� Placement of Lag Screws and Bolts in Ledgers and Band Joists (Reference IRC Table 507.2.1) - Deck Ledger Connection to Band Joist a, b Span Table and Footing Schedule for Decks Reference IRC Table R507.2 - Deck live load = 60 -Spans and footings assume the maximum 24" cantilever using Hem-Fir/Doug Fr No. 2 or better framing lumber. ( psf, deck dead load, = 10 psf, snow load 5 40 psf) For SI: 1 inch = 25.4 min, 1 foot = 304.8 min, 1 pound per square foot = 0.0479 kPa. :�Tgble uses 70 psf.. loading (10pal. dead load + 60 csf live load) and 2000 Dd. soil bearing oressure. Minimum End and Edge Distances and Spacing Between Rows' \ Tap Edge Bottom Etlge, .,;;-, Ende!'� Row Spacing Ledger' 2inches d 314:inth' Z, 'jt ,-2Inches' 1518 inches' Band Joist` 2htches° 1518 inches' For SI:1 Inch =25.4 min a. Lag scrwes or bolts must be staggered from b. Maximum 5 inches c. For engineered rim joists, the manufactuier's d. The minimum distance from the bottom row e. 2 inches may be reduced to 3/4'ka:h'When- (ENGI2x BAND JOIST OR,`� NEERING RIM BOf� /I 2" MIN 1-5/8' MIN & 5" MAX v, 2" MIN Ind bottom alodg'the horizontal run. See figure below lotions' govern i �edhe of the :.ledger must be in accordance with figure below joist is directly supported by a mudsill, header, or by double top wall plates LAG SCF4_OR,BOLT ,{— STAGGER FASTENERS / 1 IN 2 ROWS 5.5" MIN FOR 2x8d 6.5" MIN FOR 2x10 7.5" MIN FOR 202 3/4" MIN 2" MIN (Reference IRC Frame S2,2JW 'DISTANCE CAN BE REDUCED TO 4.5" IF LAG lAG SCREW SCREWS ARE USED OR IF BOLT SPACING IS OR BOLT REDUCED TO THAT OF LAG SCREWS TO (Reference IRC FIrgure 507.2.1(1)) ATTACH 2x8 LEDGERS TO 2x8 BAND JOISTS. SECTION VIEW ELEVATION VIEW PLACEMENT OF LAG SCREWS AND BOLTS IN LEDGERS 4 SCALE: TUTS WOOD CAP 1/8" RADIUS I WOOD CAP PROFILE (AIL fasteners, nails, bolls, screws, and connectors must be corrosion resistant.) Connection Fastening: Manufactured Connectors Follow manufacturer's instmctidns Post to Footing Postbamisrequired Post to Footing (High Winds) Consult wanludsdldion about additional split [.WeWherewind exposure is greater than Risk Call B. Post to Beam Connector is required Ledger to House Framing Sea Wearer. an Details 3 and Joist to Beam or Girder (3)8d-Toe palled Blocking or Bridging to Joist (2)1Oil -Toe nailed M each end Wooden Deck Boards (2) ad threaded nails OR (2) No. 8 screws Composite Decking Fallow manufacturers Instructions 1 1/4" MIN OR 2" MAX 1 Ile MIN OR 2" MAX Connection Detads' Joist Span' 6' and less 6'1" and 8' Wl' and 10' 1101 and 12' 12'1" and 14'14'1" and 16' 16'1" and 18' Dncentet spacing of fasteners i4 inch diameter lag screwAwdh li inch maximum sheathing ;,,_ 22 16 13.-` "W" 9 8 7 inch diameter bola with )t inch maximum sheathing 30 22 - . 18' l 15 13 11 10 1¢ inch diameter bolt with 1 inch maximum sheathing ° 26 ,`1 ]9' 16 13 11 0 9 a. Ledgers shall be flashed in accordance with Section R703.4 to prevent water from b. Snow load shall not be assumed.to'act toner entlY with live load. The tip of the la score shall full extend b and the inside face of the band joi c. ThP 9 Y W J d. Sheathing shall be wood'stluctuml panel or solid sawn lumber e. Sheathing shall he permitted to be wood structural panel, gypsum board, fiberboard thickness of,stacked washers shall be permitted to substitute for up to 1/2-inch with woodstiucturol panel or lumber sheathing. CEDAR TOP RAIL PTW OR CEDAR 4x4 POST (PER PLAN) W WOOD GURADRAIL W WOOD CAP PTW RIM JOIST FASTEN POST TO RIM JOIST AND BLKG W/ (2) 1/2" DIA THRU BOLTS AS SHOWN — contacting the house band joist. st. , lumber or foam sheathing. Up to 1/2-inch of allowable sheathing thicknesewhere combined Joist Size Joist Spacing Max. Joist Span Girder Beam Size and Max. Span Between Support Post LFooting Type 46 Footing 48 Footing 4x10 I Footing " 412 1 Footing 12" OC T=51,; 5'-11" 1414 7'-9" .; 1,{6x1e, 9'-6",. %18x18 11'-1" 18x18 2x6 16" OC 6 9* 5'-1 1" 1404 7. -V" \ �16.169 :914, 1848 11'-1" 1808 24" OC 5'-9" 8'>3i 14x14\ \;8'=9^} �' 1"6x18� II'-0" 1808 12'-10" 1808 12" OC 9'-7" 4'-11 16xi6 8'-3" 18x18 10'-O" i8xl8 2x8 16" OC W-8° �i-if \ 14x14 6 6" 16x16 8'-3" 18z18 10'-0" 1808 24° OC 7 7 ,� ti�3'-11.I �1,4x14 7'47", 16x16 9'-6° 1808 ll'-1" 18x18 12" OC is-3" `\3' Q -; '1414 4'-8" `16x% 5'-11" 1808 7'-2" 18x18 2X10 16" OC 11 6 ° - 4-1° 14xl4 5'-5" il -6'-11" 1 1808 8'-5" 18x18 2e OC 9 5 ' '' 4'-11' 14xl4 6'-6" 16x16 W:23 - 18x18 10'-0' 18z18 12" OC J 3,-1 ° 14x14 - 4' 1° 16x16 5'-2" -'"i8x18 6'-3" 18x18 2X12 16" OC IS-4" S-6" l4xl4 4'-8° 1606 5'-11" 18z18 �r-2" 118x18 .-24'OC 10'-11" 1 4'-1" 1 1404 5'-5" 16x16 6'-it" i8x18 8' 18x18 \, FopBl must have a minimum reinforcement of (2) $4 bars each way with a 3" clearonoe to the bottom of the To Note: Footing sizes are based on decks designed with single span joists where there is no center bearing beam. GUARDRAIL POST PER PLAN DECKING 0 DECKING / TREAD CONT 2x CEDAR JOIST TRIM BOARD f M FASTEN POST TO -- STRINGER THRU TRIM DI W/ (2) 1/2" DIA THRU BOLTS AS SHOWN -:::] — PTW BLKG; FASTEN EACH METAL SPACER BUSHING STRINGER END TO DECK JOIST W/ PER PIAt INVERTED HUS210 HGR DETAIL STRINGER DETAIL U SCALE: 1"=1'-O" 7 SCALE: 1-1/2"=1'-0" 1 1/2" MIN HANDRAILAAT / Ex RETURN TO WHERE SHOWN WALL BRASEE PLAN4'-0" OC 2X BLKG WOOD BALSPACED PLAN AT 4OC MAX NM: HANDRAIL & INSTALLATION SHALL MEET THE REQTS OF THE 2015 IRC. FOR SPECIFIC CODE REQTS FOR GUARD & HANDRAILS SEE DETAILS THIS PAGE A AT OUTSIDE OF STAIR B AT POST �Utl� — CAP AND CAP SUPPORT �YPI�CAL HANDRAIL DETAIL t - 1 HANDRAIL AND GUARDRAILS SHALL BE CONSTRUCTED AS FOLLOWS: NOTE: HANDRAIL & INSTALLATION SHALL MEET THE REQTS OF THE 2015 IRC. GUARDRAILS SHALL NOT BE LESS THAN 36" IN HEIGHT. HANDRAILS SHALL NOT BE LESS THAN 34" OR MORE THAN 38" IN HEIGHT ABOVE THE STAIR NOSING. OPEN RAILS SHALL HAVE INTERMEDIATE RAILS OR AN ORNAMENTAL 200 LBS ANY PATTERN SUCH AS A 4" DIAMETER SPHERE CANNOT PASS DIRECTION ANY s `_ �. IG THROUGH. LOCATION40 THE TRIANGULAR OPENINGS AT STAIR TREAD, RISER & BOTTOM SHALL BE SUCH AS A 6" DIAMETER SPHERE CANNOT PASS THROUGH. THE HANDRAIL CONSTRUCTION SHALL BE ABLE TO RESIST A LOAD r" BLOCKING OF 200 LBS APPLIED IN ANY DIRECTION AT ANY POINT ALONG THE TOP RAIL o RIM JOIST THIS DIAGRAM ILLUSTRATES THE SPECIFIC REQUIREMENTS OF THE BUILDING CODE AND IS ONLY AN AID FOR CONSTRUCTION w� _ 1— 4" SPHERE MAY NOT PASS THROUGH FASTEN POST TO BLOCKING 6" SPHERE MAY NOT THRU RIM JOIST W/ (2) 1/2" PASS THROUGH DIA THRU BOLTS AS SHOWN POST ATTACHMENT (FASCIA MOUNT) �,_�,_-�TYPICAL HANDRAIL / GUARDRAIL DETAIL fdSCALE: NTSALE: TUTS SCALE: 1 /2"=1'-0" 7-3/4" MAX RISER, HEIGHT SHALL NOT DEVIATE FROM ONE ANOTHER BY MORE THAN 3/8" TYPICAL TREAD/RISER DETAIL TAM Design 10040 Sand Point Way NE Seattle, WA 98125 calvintOO6@gmaii.com Tran Residence Bedoom & Sundeck Addition 20703 80th Ave W Edmonds, WA 98026 Permit Set Date: Description: 7 16 19 Permit Intake - 8 26 19 Correction 1 2 6 20 Revision 1 Project No.: 1913.00 Drawn: FEB 0 6 2620 .cyi.xa .-.. .ANT SECTION & DETAILS Sheet No: A6®0 GENERALSTRUCTURALNOTES THE FOLLOWING NOTES APPLY UNLESS INDICATED OTHERWISE: CODE: INTERNATIONAL BUILDING CODE, 2015 EDITION. INTERNATIONAL RESIDENTIAL CODE, 2015 EDITION GEOTECHNICAL INFORMATION: DESIGN SOIL PRESSURE: 1500 PSF MAX DEAD+ LIVE LOAD. SITE CLASS D. GENERAL: CAST FOOTINGS ON FIRM UNDISTURBED NATIVE SOILS, CAST SLAB ON GRADE OVER 3"THICK COMPACTED GRANULAR FILL OVER COMPACTED SUBGRADE. EXTERIOR FOUNDATIONS SHALL BE INSTALLED MINIMUM 18" BELOW GRADE. CONTRACTOR'S NOTES: CONTRACTOR SHALL BE RESPONSIBLE FORALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, ANDSEQUENCES OF PROCEDURES REQUIRED TO PERFORMTHEWORK IF ANY ERROR OR OMISSION APPEARS IN THESE DRAWINGS, SPECIFICATIONS, OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE OWNER IN WRITING OF SUCH OMISSION OR ERROR BEFORE PROCEEDING WITH THE WORK; OR ACCEPT FULL RESPONSIBILITY FOR THE COST TO RECTIFY SAME. VERIFY AND COORDINATE OPENINGS IN FLOORS, WALLS AND ROOF WITH ARCHITECTURAL MECHANICAL, AND ELECTRICAL DRAWINGS. THE ENGINEER HAS NOT BEEN RETAINED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THEIR WORK. REFER TO ARCHITECTURAL DRAWINGS FOR OTHER WALLS, FINISHES AND DIMENSIONS. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND SHORING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. DESIGNLOADS LIVE ROOF LIVE = 20 PSF FLOORS =40 PSF NOWHABITABLE STORAGE AREAS =20 PSF SNOW: P = 25 PSF (NON -REDUCIBLE) WIND: ENVELOPE PROCEDURE PART 2, ASCE 7.10 CH. 28 Vu8=11OMPH(MECONDGUST) Vasd =85MPH RISK CATEGORY II EXPOSURES GCpl=30.18 KA=1.0 SEISMIC: RISK CATEGORY II le =1.0 Ss=1.276, SI = 0.499. SITE CLASS D Sds=0.851,Shc =0.499 SEISMIC DESIGN CATEGORY D EQUIVALENT LATERAL FORCE PROCEDURE LIGHT FRAME WOOD WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR, R=6.5 REINFORCED CONCRETE GENERAL: ALL CONCRETE -Tc= 2500 PSI, MAXIMUM WIC = A5, MINIMUM 6112 SACKS OF CEMENT PER CUBIC YARD, SUBMIT MIX DESIGN. SEE SPECIFICATIONS FOR ADMIXTURES. ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTES SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (AC1301). REINFORCING STEEL: UNLESS OTHERWISE NOTED, REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. SUBMIT REINFORCING STEEL SHOP DRAWINGS WITH DETAILS (INCLUDING HOOKS AND BENDS) PER ACI 315 MANUAL OF STANDARD PRACTICE AND ACI 31B. LAP BARS WITH A CLASS B SPLICE. ALL REINFORCING STEELCALLOUTS ARE IN INCHES ON CENTER UNLESS OTHERWISE NOTED. AT TIME OF CONCRETE PLACEMENT, REINFORCING SHALL BE FREE OF ANY MUD, OIL, GREASE, ETC. THAT MAY DECREASE BONO. CONCRETECOVER: FOOTINGS 3". PILE CAPS T. WALLS EXPOSED TO EARTH OR WEATHER 1-IIF FOR #5 BARS AND SMALLER, 2" FOR 88 BARS AND LARGER. INTERIOR WALLS 1". BEAMS AND COLUMNS 1-112" TO STIRRUPS OR TIES. SLABS AND JOISTS 1". SLABS ON GRADE 1.112" FOOTINGS: PROVIDE MINIMUM 245 LONGITUDINAL BOTTOM BARS IN WALL FOOTINGS. PROVIDE CORNER BARS OF SAME SIZE AND NUMBER AT CORNERS AND INTERSECTIONS, LAP 40 DIAMETER EACH LEG. PROVIDE VERTICAL DOWELS OF SAME SIZE, NUMBER AND SPACING AS WALL VERTICAL BARS WITH A 90' STANDARD HOOK AT THE BOTTOM OF THE FOOTING. GROUT: GROUT -5,000 PSI MINIMUM] -DAY CUBE STRENGTH PER ASTM C1157.11. GROUTTO BE PREMIXED, NON -SHRINK, NON-METALLIC HIGH STRENGTH GROUT CONFORMING TO ASTM =07.14, "MASTERFLOW 928 GROUT" BY MASTER BUILDERS OR APPROVED EQUAL. USE SPECIFIC GROUT MIX RECOMMENDED BY MANUFACTURER FOR EACH GROUT APPLICATION AND FOLLOW MANUFACTURER'S INSTRUCTIONS. ANCHOR BOLTS & THREADED ANCHOR RODS: ANCHOR BOLTS& THREADED ANCHOR RODS, ASTM F1554, GR 36 UNO. SPECIAL INSPECTION REQUIRED. SET ALL ANCHOR BOLTS & THREADED ANCHOR RODS BY TEMPLATE. DRILL4N ADHESIVE BOLTS: "HIT HY20"ADHESIVE ANCHOR SYSTEM FOR UNREINFORCED MASONRY OR BRICK WITH CAVITIES; "HIT -RE 5OD.SD" ADHESIVE ANCHOR SYSTEM BY HILTI FASTENING SYSTEMS, "SET-XP" EPDXY ANCHOR SYSTEM BY SIMPSON STRONG -TIE ANCHOR SYSTEMS, FOR SOLID MASONRY OR CONCRETE, OR APPROVED EQUAL ICC CERTIFICATION REQUIRED. SPECIAL INSPECTION REQUIRED. DRILWN EXPANSION BOLTS: "KWIK-BOLT T2" BY HILTI FASTENING SYSTEMS, "STRONG BOLT" BY SIMPSON STRONG -TIE ANCHOR SYSTEMS OR APPROVED EQUAL. ICC CERTIFICATION REQUIRED. SPECIAL INSPECTION REQUIRED. SCREWANCHORS: "TITEN HD" BY SIMPSON STRONGTIEANCHOR SYSTEMS OR'WEDGE-BOM, BY POWERS FASTENERS OR APPROVED EQUAL. ICC CERTIFICATION REQUIRED. SPECIAL INSPECTION REQUIRED, TIMBER GENERAL: ALL DIMENSIONS NOTED ARE NOMINAL WOOD BEARING ON OR WITHIN V OF CONCRETE OR CMU OR WITHIN 6" OF EARTH SHALL BE TREATED WITH AN APPROVED PRESERVATIVE. PROVIDE MILD STEEL PLATE WASHERS AT ALL BOLT HEADS AND NUTS BEARING ON WOOD EXCEPT PROVIDE CUT WASHERS AT SILL PLATES. MINIMUM NAILING SHALL BE IN ACCORDANCE WITH TABLE 2304.9.1 OF THE IBC U.N.O. ALL NAILS ARE TO BE "COMMON" (I Od NAIL DIAMETER TO BE 0.148", 16d DIAMETER TO BE 0.1621. ALL NAILS IN TREATED TIMBER SHALL BE GALVANIZED. ALL FRAMING CONNECTORS NOTED ARE PER SIMPSON STRONG TIE COMPANY INC. OR ENGINEER APPROVED EQUAL. SEE THE MANUFACTURER'S REQUIREMENTS. ALL METAL HARDWARE IN CONTACT WITH TREATED LUMBER SHALL BE PROTECTED WITH A G186 GALVANIZED COATING (ZMAX) OR BETTER. LAMINATED STRAND LUMBER (LSLI: LAMINATED STRAND LUMBER SHALL BE FABRICATED IN CONFORMANCE WITH NER REPORT EACH MEMBER SHALL BEAR AN IDENTIFICATION MARK. MIN. MEMBER THICKNESS OF 1-1/4". ALL MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: RIM JOISTS & BLOCKING -Fb = 1700 PSI, GRADE I.3E BEAMS AND HEADERS •Fb = 2325 PSI, GRADE 1.55E PARALLEL STRAND LUMBER (PSLI: PARALLEL STRAND LUMBER SHALL BE FABRICATED IN CONFORMANCE WITH REPORT NO. NER-292. EACH MEMBER SHALL BEAR AN IDENTIFICATION MARK. ALL BEAMS SHALL BE DOUGLAS FIR, GRADE 2.OE, Fb = 2900 PSI. SUBMIT SHOP DRAWINGS, PREFABRICATED WOOD I JOISTS: SOLID -WEB WOOD JOISTS DESIGNED AND MANUFACTURED BY TRUSJOIST CORPORATION OR APPROVED EQUAL ICC CERTIFICATION REQUIRED, INSTALL JOISTS PER MANUFACTURER'S RECOMMENDATIONS. PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED, CONTRACTOR SHALL PROVIDE ALL REQUIRED BRIDGING, BLOCKING, WEB STIFFENERS, ETC. GLUE -LAMINATED TIMBER: BEAMS AND GIRDERS-DOUGLAS FIR SPECIES, COMBINATION 22F-V4 FOR SIMPLE SPANS AND COMBINATION 22F-V8 FOR CONTINUOUS AND CANTILEVER SPANS. Fb = 2200 PSI. FABRICATE PER ARC 117-10. PROVIDE WET -USE ADHESIVES. MOISTURE CONTENT -14%MAXIMUM. APPEARANCE -ARCHITECTURAL GRADE. SUBMIT SHOP DRAWINGS. USE MILD STEEL PLATE WASHERS AT ALL BOLT HEADS AND NUTS BEARING ON WOOD. TREAT WOOD BEARING ON OR WITHIN 1"OF CMU OR CONCRETE WITH PRESERVATIVE. STRUCTURAL SAWN LUMBER LUMBER VISUALLY GRADED AND STAMPED PER WWPA STANDARD GRADING RULES. MOISTURE CONTENT OF LUMBER 2" OR LESS IN THICKNESS -19%o MAXIMUM. STRUCTURAL LIGHT FRAMING • DOUGLAS FIR, NO.2 OR BETTER. STRUCTURAL JOISTS&PLANKS - DOUGLAS FIR, NO.2 OR BETTER. BEAMS&STRINGERS - DOUGLAS FIR, NO. I OR BETTER. POSTS&TIMBERS • DOUGLAS FIR, NO.1 OR BETTER. CONVENTIONAL CONSTRUCTION PROVISIONS PER SECTION 2304 & 2308 OF THE IBC. MINIMUM NAILING FOR CONNECTION OF VARIOUS COMPONENTS PER TABLE 2304.9.1 OF THE IBC. TREATED LUMBER: ALL TREATED LUMBER SHALL BE BRANDED WITH A QUALITY CONTROL AGENCY MARK BYAMERICAN WOOD PRESERVERS BUREAU OR EQUAL. PRESERVATIVE SHALL BE CCA, ACQ, CA-B OR CBA. ALL METAL HARDWARE IN CONTACT WITH TREATED LUMBER SHALL BE PROTECTED WITH A G185 GALVANIZED COATING (ZMAX) OR BETTER. ALL WOOD PLATES AND BLOCKING IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH AN AWPA APPROVED PRESERVATIVE. WOOD SHEATHING: PLYWOOD GRADE -APA RATED SHEATHING WITH FACE GRAIN INSTALLED PERPENDICULAR TO SUPPORTS. ROOF SHEATHING -MIN 15132" THICK 32116 SPAN RATING;'EXPOSUREr WALLSHEATHING -MIN 15132" THICK, 2410 SPAN RATING FLOORSHEATHING -MIN 314"THICK, TONGUE& GROOVE, 48124 SPAN RATING EXPOSURE GRADE - CLASSIFICATION SHALL BE "EXTERIOR" FORALL DECKS, EXPOSED WALKWAYS, ETC AND "EXPOSURE I" FOR INTERIOR USE. NAIL ALL PANEL EDGES AS FOLLOWS: ROOF SHEATHING -Bd @ 6" OC WALLSHEATHING-Bd@8"OC FLOORSHEATHING-10d@8"OC NAILALL PANEL INTERMEDIATE SUPPORTS AS FOLLOWS: ROOFSHEATHING-8d@12".00 WALLSHEATHING-8d@12"OC FLOOR SHEATHING -10d @ 12" OC ALL SHEATHING NAILING TO HAVE 1318" MIN EMBEDMENTTO SUBSTRATE. TIMBER CONNECTORS: CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONGTIE" BY SIMPSON COMPANY, AS SPECIFIED IN THE CATALOG NO. C-2015, OR APPROVED EQUAL. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MFR. CONNECTORS ARE TO BE INSTALLED PER MFR RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF TOTAL REQUIRED FASTENERS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM AM. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. U.N.O., ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND BE THE SAME GRADE (MIN.) AS MEMBERS CONNECTED. ALL DOUBLE AND TRIPLE -JOIST BEAMS ARE TO BE CONNECTED TO FLUSH BEAMS WITH USERIES HANGERS. ALL WOOD STUD WALLS SHALL HAVE BOTTOM PLATE ATTACHED TO WOOD FRAMING BELOW WI 16d NAILS @ 6" OC STAGGERED OR BOLTED TO CONCRETE W/ 518" DIAMETER ANCHOR BOLTS @ 4'-V OC.SHALL PROVIDE ALL REQUIRED BRIDGING, BLOCKING, WEB STIFFENERS, ETC. TYPICAL ABUTTING SILL PLATE SHEATHING WALL STUD PANEL STUD PANEL EDGE PANEL FIELD FASTEN DOUBLE FASTEN SOLE ATTACHMENT SILL ANCHOR TO MARK PANEL (EXCEPT AT &BLOCKING NAIL NAIL TOP PLATE TO PLATE ABUTTING MEMBER FRAMING ABOVE TO FRAMING BELOW PLATE CONCRETE PANELS) SW� CDX 2x NOMINAL @ 2x 8d @ 6" 8d @ 12" A35 CLIPS @ 12" OC TO SINGLE ROW BLKG 16d 6" 2x DIA x ONE SIDE ONE SIDE 16" OC NOMINAL OC OC OR JOIST C OC AB AB @ 32" OC C SW�1 15/32" PLWD CDX 2x NOMINAL @ 3x 8d @ 4" 8d @ 12' A35 CLIPS @ 8" OC TO SINGLE ROW BLKG 16d @ 4" 3x 3/4" DIA x 12" ONE SIDE 16" OC NOMINAL OC OC OR JOIST OC AB @ 24" OC SWi 15/32" PLWD CDX 2x NOMINAL @ 3x 8d @ 3" 8d @ 12" 2 ROWS A35 CLIPS @ 8" OC TO DOUBLE BLKG 2 ROWS 3x 3!4I DIA x 12" BOTH SIDES 16" OC NOMINAL OC OC OR JOIST 16d @ 4" OC AB @ 12" OC SHEAR WALL NOTES 1. SEE GENERAL STRUCTURAL NOTES. 2. SOLID BLOCK ALL UNSUPPORTED PANEL EDGES PER PLYWOOD SHEAR WALL SCHEDULE. 3. PANEL EDGE NAILING APPLIES TO ALL PANEL EDGES, TOP AND BOTTOM PLATES AND EDGE BLOCKING. 4. PANEL EDGE NAILING AT ABUTTING PLYWOOD EDGES AND SILL PLATE NAILING SHALL BE STAGGERED. 5. USE 8d COMMON NAILS x 2 1/2" LONG, 1 Od COMMON NAILS x 9 GAUGE x 21/4" LONG. 6. PROVIDE 2"x2"x3/16" STEEL PLATE WASHERS ON ALL ANCHOR BOLTS UNDER NUTS. 7. USE 2-20d END NAILS AT STUD TO 3x SILL PLATE. TIMBER CONNECTORS: CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THE CATALOG NO. C-2015, OR APPROVED EQUAL. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MFR. CONNECTORS ARE TO BE INSTALLED PER MFR RECOMMENDATIONS, WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF TOTAL REQUIRED FASTENERS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD, U.N.O., ALL NAILS SHALL BE COMMON, ALL SHIMS SHALL BE SEASONED AND DRIED AND BE THE SAME GRADE (MIN.) AS MEMBERS CONNECTED, ALL DOUBLE AND TRIPLE -JOIST BEAMS ARE TO BE CONNECTED TO FLUSH BEAMS WITH U-SERIES HANGERS. ALL WOOD STUD WALLS SHALL HAVE BOTTOM PLATE ATTACHED TO WOOD FRAMING BELOW WI 16d NAILS @ 6" OC STAGGERED OR BOLTED TO CONCRETE W/ 51v DIAMETER ANCHOR BOLTS @ 4'-0' OC.SHALL PROVIDE ALL REQUIRED BRIDGING, BLOCKING, WEB STIFFENERS, ETC. HOLDDOWN STRAP SCHEDULE HD MARK HOLDDOWN STRAP TYPE 1 MSTC28 2 STHD14 NOTE: CONNECTORS ARE TO BE INSTALLED PER MFR RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF TOTAL REQUIRED FASTENERS IN EACH MEMBER. TAM Design 10040 Sand Point Way NE Seattle, WA 98125 calvint006@gmaii.com fur...,. �AS'P-ZvORNALG`� Tran Residence Bedoom & Sundeck Addition 20703 80th Ave W Edmonds, WA 98026 Permit Set Date: Description: 7 16 19 Permit Intake 8 26 19 Correction 1 Project No.: 1913.00 Drawn: STRUCTURAL NOTES DETAILS c� Sheet No: S1E18SUB SEP 0 4 2019 BUILDING DEPARTMENT CITY OF EDMONDS GENERALSTRUCTURALNOTES THE FOLLOWING NOTES APPLY UNLESS INDICATED OTHERWISE: COOS: INTERNATIONAL BUILDING CODE, 2015 EDITION. INTERNATIONAL RESIDENTIAL CODE, 2015 EDITION GEOTECHNICAL INFORMATION: DESIGN SOIL PRESSURE: 150D PSF MAX DEAD+ LIVE LOAD. SITE CLASS D. GENERAL: CAST FOOTINGS ON FIRM UNDISTURBED NATIVE SOILS. CAST SLAB ON GRADEOVER 3" THICK COMPACTED GRANULAR FILL OVER COMPACTED SUBGRADE. EXTERIOR FOUNDATIONS SHALL BE INSTALLED MINIMUM 18" BELOW GRADE. CONTRACTOR'S NOTES: CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, AND SEQUENCES OF PROCEDURES REQUIRED TO PERFORM THE WORK. IF ANY ERROR OR OMISSION APPEARS IN THESE DRAWINGS, SPECIFICATIONS, OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE OWNER IN WRITING OF SUCH OMISSION OR ERROR BEFORE PROCEEDING WITH THE WORK, ORACCEPT FULL RESPONSIBILITY FOR THE COST TO RECTIFY SAME. VERIFY AND COORDINATE OPENINGS IN FLOORS, WALLS AND ROOF WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS. THE ENGINEER HAS NOT BEEN RETAINED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THEIR WORK. REFER TO ARCHITECTURAL DRAWINGS FOR OTHER WALLS, FINISHES AND DIMENSIONS. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND SHORING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. DESIGN LOADS: LIVE ROOF LIVE = 20 PSF FLOORS = 40 PSF NON -HABITABLE STORAGE AREAS =20 PSF SNOW: P = 25 PSF (NON -REDUCIBLE) WIND: ENVELOPE PROCEDURE PART 2, ASCE 7-10 CH.28 Vu8 =110 MPH (MECOND GUST) Vasd =85MPH RISKCATEGORYII EXPOSURES GCpi=i0.18 re =1.0 SEISMIC: RISK CATEGORY II le =1.0 Se=1.276, S1 = 0.499 SITE CLASS D Sds=0.851,Sd1 =0.499 SEISMIC DESIGN CATEGORY D EQUIVALENT LATERAL FORCE PROCEDURE LIGHT FRAME WOOD WALLS SHEATHED NTH WOOD STRUCTURAL PANELS RATED FOR SHEAR, R=6.5 REINFORCED CONCRETE: GENERAL: ALL CONCRETE -40=2500 PSI, MAXIMUM WIC =.45, MINIMUM 6112 SACKS OF CEMENT PER CUBIC YARD, SUBMIT MIX DESIGN. SEE SPECIFICATIONS FOR ADMIXTURES. ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE $ SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). REINFORCING STEEL: UNLESS OTHERWISE NOTED, REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, SUBMIT REINFORCING STEEL SHOP DRAWINGS WITH DETAILS (INCLUDING HOOKS AND BENDS) PER ACI 315 MANUAL OF STANDARD PRACTICE AND ACI 31B. LAP BARS NTH CLASS B SPLICE. ALL REINFORCING STEEL CALLOUTS ARE IN INCHES ON CENTER UNLESS OTHERWISE NOTED. AT TIME OF CONCRETE PLACEMENT, REINFORCING SHALL BE FREE OF ANY MUD, OIL, GREASE, ETC. THAT MAY DECREASE BOND. CONCRETECOVER: FOOTINGS 3". PILE CAPS F. WALLS EXPOSED TO EARTH OR WEATHER 1-1/0 FOR 85 BARS AND SMALLER, 2" FOR #6 BARS AND LARGER. INTERIOR WALLS 1". BEAMS AND COLUMNS 1.112"TO STIRRUPS OR TIES. SLABS AND JOISTS 1". SLABS ON GRADE 1-117 FOOTINGS: PROVIDE MINIMUM 245 LONGITUDINAL BOTTOM BARS IN WALL FOOTINGS. PROVIDE CORNER BARS OF SAME SIZE AND NUMBER AT CORNERS AND INTERSECTIONS, LAP 40 DIAMETER EACH LEG. PROVIDE VERTICAL DOWELS OF SAME SIZE, NUMBER AND SPACING AS WALL VERTICAL BARS WITH A 90' STANDARD HOOK AT THE BOTTOM OF THE FOOTING. GROUT: GROUT- 5,000 PSI MINIMUM 7-DAY CUBE STRENGTH PER ASTM C1157-11. GROUTTO BE PREMIXED, NON -SHRINK, NON-METALLIC HIGH STRENGTH GROUTCONFORMING TO ASTM C11 W-14 "MASTERFLOW 928 GROUT" BY MASTER BUILDERS ORAPPROVED EQUAL. USE SPECIFIC GROUT MIX RECOMMENDED BY MANUFACTURER FOR EACH GROUT APPLICATION AND FOLLOW MANUFACTURER'S INSTRUCTIONS. ANCHOR BOLTS & THREADED ANCHOR RODS: ANCHOR BOLTS & THREADED ANCHOR RODS, ASTM F1554, GR 36 UNO, SPECIAL INSPECTION REQUIRED. SET ALL ANCHOR BOLTS & THREADED ANCHOR RODS BY TEMPLATE. DRILLAN ADHESIVE BOLTS: "HIT HY20' ADHESIVE ANCHOR SYSTEM FOR UNREINFORCED MASONRY OR BRICK WITH CAVITIES; "HIT -RE 500ST ADHESIVE ANCHOR SYSTEM BY HILTI FASTENING SYSTEMS, "SET-XP" EPDXY ANCHOR SYSTEM BY SIMPSON STRONG -TIE ANCHOR SYSTEMS, FOR SOLID MASONRY OR CONCRETE, OR APPROVED EQUAL. ICC CERTIFICATION REQUIRED. SPECIAL INSPECTION REQUIRED. DRILL4N EXPANSION BOLTS: "KOK-BOLT TZ" BY HILTI FASTENING SYSTEMS, "STRONG BOLT" BY SIMPSON STRONG -TIE ANCHOR SYSTEMS OR APPROVED EQUAL. ICC CERTIFICATION REQUIRED. SPECIAL INSPECTION REQUIRED. SCREWANCHORS: 'TITEN HD" BY SIMPSON STRONG -TIE ANCHOR SYSTEMS OR "WEDGEBOLT-" BY POWERS FASTENERS OR APPROVED EQUAL. ICC CERTIFICATION REQUIRED. SPECIAL INSPECTION REQUIRED. TIMBER: GENERAL: ALL DIMENSIONS NOTED ARE NOMINAL. WOOD BEARING ON OR WITHIN 1"OF CONCRETE OR CMU OR WITHIN 6" OF EARTH SHALL BE TREATED WITH AN APPROVED PRESERVATIVE. PROVIDE MILD STEEL PLATE WASHERS AT ALL BOLT HEADS AND NUTS BEARING ON WOOD EXCEPT PROVIDE CUT WASHERS AT SILL PLATES. MINIMUM NAILING SHALL BE IN ACCORDANCE WITH TABLE 2304,9.1 OF THE IBC U.N.O. ALL NAILS ARE TO BE "COMMON" (IOd NAIL DIAMETER TO BE 0.14W. 16d DIAMETER TO BE OJ621. ALL NAILS IN TREATED TIMBER SHALL BE GALVANIZED. ALL FRAMING CONNECTORS NOTED ARE PER SIMPSON STRONG TIE COMPANY INC. OR ENGINEER APPROVED EQUAL. SEE THE MANUFACTURER'S REQUIREMENTS. ALL METAL HARDWARE IN CONTACT WITH TREATED LUMBER SHALL BE PROTECTED WITH A GI05 GALVANIZED COATING (ZMAX) OR BETTER. LAMINATED STRAND LUMBER (LSL): LAMINATED STRAND LUMBER SHALL BE FABRICATED IN CONFORMANCE WITH HER REPORT EACH MEMBER SHALL BEAR AN IDENTIFICATION MARK. MIN. MEMBER THICKNESS OF i-1W. ALL MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: RIM JOISTS&BLOCKING -Fb= 1700 PSI, GRADE I.3E BEAMSANDHEADERS -Fb= 2325 PSI, GRADE 1.55E PARALLEL STRAND LUMBER (PSL): PARALLEL STRAND LUMBER SHALL BE FABRICATED IN CONFORMANCE WITH REPORT NO. NER-292. EACH MEMBER SHALL BEAR AN IDENTIFICATION MARK. ALL BEAMS SHALL BE DOUGLAS FIR, GRADE 2.OE, Fb= 2900 PSI. SUBMIT SHOP DRAWINGS. PREFABRICATED WOOD I JOISTS: SOLID -WEB WOOD JOISTS DESIGNED AND MANUFACTURED BY TRUS-JOIST CORPORATION OR APPROVED EQUAL. ICC CERTIFICATION REQUIRED. INSTALL JOISTS PER MANUFACTURER'S RECOMMENDATIONS, PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED. CONTRACTOR SHALL PROVIDE ALL REQUIRED BRIDGING, BLOCKING, WEB STIFFENERS, ETC. GLUE -LAMINATED TIMBER: BEAMS AND GIRDERS - DOUGLAS FIR SPECIES, COMBINATION 22F-V4 FOR SIMPLE SPANS AND COMBINATION 22F-V8 FOR CONTINUOUS AND CANTILEVER SPANS. Fb = 2200 PSI. FABRICATE PER AITC 117-10. PROVIDE WET -USE ADHESIVES. MOISTURE CONTENT -14%MAXIMUM. APPEARANCE. ARCHITECTURAL GRADE. SUBMIT SHOP DRAWINGS. USE MILD STEEL PLATE WASHERS AT ALL BOLT HEADS AND NUTS BEARING ON WOOD. TREAT WOOD BEARING ON OR WITHIN 1"OF CMU OR CONCRETE WITH PRESERVATIVE. STRUCTURAL SAWN LUMBER: LUMBER VISUALLY GRADED AND STAMPED PER WWPA STANDARD GRADING RULES. MOISTURE CONTENT OF LUMBER 2" OR LESS IN THICKNESS -19% MAXIMUM. STRUCTURAL LIGHT FRAMING . DOUGLAS FIR, NO.2 OR BETTER. TREATED LUMBER: ALL TREATED LUMBER SHALL BE BRANDED WITH A QUALITY CONTROL AGENCY MARK BY AMERICAN WOOD PRESERVERS BUREAU OR EQUAL. PRESERVATIVE SHALL BE CCA, ADD, CA-B OR CBA. ALL METAL HARDWARE IN CONTACT WITH TREATED LUMBER SHALL BE PROTECTED WITH A G185 GALVANIZED COATING (ZMAX) OR BETTER. ALL WOOD PLATES AND BLOCKING IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WTH AN AWPA APPROVED PRESERVATIVE. WOOD SHEATHING: PLYWOOD GRADE -APA RATED SHEATHING WITH FACE GRAIN INSTALLED PERPENDICULAR TO SUPPORTS. ROOFSHEATHING -MIN 15137 THICK, 3211E SPAN RATING,"EXPOSURE I" WALLSHEATHING -MIN 15132"THICK, 2410 SPAN RATING FLOORSHEATHING -MIN 3/4" THICK, TONGUE& GROOVE, 48124 SPAN RATING EXPOSURE GRADE CLASSIFICATION SHALL BE "EXTERIOR" FORALL DECKS, EXPOSED WALKWAYS, ETC AND "EXPOSURE I" FOR INTERIOR USE. NAIL ALL PANEL EDGES AS FOLLOWS: ROOFSHEATHING-Bd@6"OC WALL SHEATHING-8d@TOC FLOORSHEATHING-10d@6"OC NAIL ALL PANEL INTERMEDIATE SUPPORTS AS FOLLOWS: ROOFSHEATHING-8d@12"OC WALL SHEATHING -8d @ 12" OC FLOORSHEATHING-10d@12"OC - ALL SHEATHING NAILING TO HAVE 13/8" MIN EMBEDMENT TO SUBSTRATE. TIMBER CONNECTORS: CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THE CATALOG NO. C-2015, OR APPROVED EQUAL. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MFR. CONNECTORS ARE TO BE INSTALLED PER MFR RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF TOTAL REQUIRED FASTENERS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. U.N.O., ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND BE THE SAME GRADE (MIN.) AS MEMBERS CONNECTED. ALL DOUBLE AND TRIPLEJOIST BEAMS ARE TO BE CONNECTED TO FLUSH BEAMS WTH USERIES HANGERS. ALL WOOD STUD WALLS SHALL HAVE BOTTOM PLATE ATTACHED TO WOOD FRAMING BELOW WI 16d NAILS @ 6" OC STAGGERED OR BOLTED TO CONCRETE W/518" DIAMETER ANCHOR BOLTS @ 4'-0'OC.SHALL PROVIDE ALL REQUIRED BRIDGING, BLOCKING, WEB STIFFENERS, ETC. STRUCTURAL JOISTS & PLANKS - DOUGLAS FIR, NO.2 OR BETTER. h`" V0)5 \� 1 BEAMS & STRINGERS - DOUGLAS FIR, NO. I OR BETTER. ai` 1Tr Q'Y POSTS&TIMBERS - DOUGLAS FIR, NO. I OR BETTER r CONVENTIONAL CONSTRUCTION PROVISIONS PER SECTION 23%& 2308 OF THE IBC. MINIMUM NAILING FOR CONNECTION OF VARIOUS COMPONENTS PER TABLE 2304.9.1 OF THE IBC. TYPICAL ABUTTING SILL PLATE SHEATHING WALL STUD PANEL STUD PANEL EDGE PANEL FIELD FASTEN DOUBLE FASTEN SOLE ATTACHMENT SILL ANCHOR TO MARK PANEL (EXCEPT AT ABUTTING & BLOCKING NAIL NAIL TOP PLATE TO FRAMING ABOVE PLATE TO FRAMING BELOW PANELS) MEMBER PLATE CONCRETE gW� 15/32" PLWD CDX 2x NOMINAL @ 2x 8d @ 6" 8d @ 12" A35 CLIPS @ 12" OC TO SINGLE ROW BLKG 16d @ 6" 2x 5/8" DIA x 10" ONE SIDE 16" OC NOMINAL OC OC OR JOIST OC AS @ 32" OC gW q PLWD CDX 2x NOMINAL @ 3x 8d @ 4" 8d @ 12" A35 CLIPS @ IT' OC TO SINGLE ROW BLKG 16d 4 3x DIA x 12" ONE SIDE ONE 16" OC NOMINAL OC OC OR JOIST C OC AB AB @ 24" OC SW�15/32" CDX 2x NOMINAL @ 3x 8d 3 11 8d @ 12" 2 ROWS A35 CLIPS @ 8" OC TO DOUBLE BLKG 2 ROWS 3x 3/4" DIA x 12" BOTHPLWD BOTH SIDES B 16" OC NOMINAL OC OC OR JOIST 16d @ 4" OC AB @ 12" OC SHEAR WALL NOTES: 1. SEE GENERAL STRUCTURAL NOTES. 2. SOLID BLOCK ALL UNSUPPORTED PANEL EDGES PER PLYWOOD SHEAR WALL SCHEDULE. 3. PANEL EDGE NAILING APPLIES TO ALL PANEL EDGES, TOP AND BOTTOM PLATES AND EDGE BLOCKING. 4. PANEL EDGE NAILING AT ABUTTING PLYWOOD EDGES AND SILL PLATE NAILING SHALL BE STAGGERED. 5. USE 8d COMMON NAILS x 2 1/2" LONG, 1 Od COMMON NAILS x 9 GAUGE x 2 1/4" LONG. 6. PROVIDE 2"x2'x3/16" STEEL PLATE WASHERS ON ALL ANCHOR BOLTS UNDER NUTS. 7. USE 2-20d END NAILS AT STUD TO 3x SILL PLATE. TIMBER CONNECTORS: CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THE CATALOG NO. C-2015, OR APPROVED EQUAL, PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MFR, CONNECTORS ARE TO BE INSTALLED PER MFR RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF TOTAL REQUIRED FASTENERS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. U.N.O., ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND BE THE SAME GRADE (MIN.) AS MEMBERS CONNECTED. ALL DOUBLE AND TRIPLE -JOIST BEAMS ARE TO BE CONNECTED TO FLUSH BEAMS WITH USERIES HANGERS. ALL WOOD STUD WALLS SHALL HAVE BOTTOM PLATE ATTACHED TO WOOD FRAMING BELOW W/ 16d NAILS @ T OC STAGGERED OR BOLTED TO CONCRETE WI 51W DIAMETER ANCHOR BOLTS @ 4'-W OC.SHALL PROVIDE ALL REQUIRED BRIDGING, .BLOCKING, WEB STIFFENERS, ETC. HOLDDOWN STRAP SCHEDULE HD MARK HOLDDOWN STRAP TYPE 1 MSTC28 OSTHD14 NOTE: CONNECTORS ARE TO BE INSTALLED PER MFR RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF TOTAL REQUIRED FASTENERS IN EACH MEMBER. TAM Design 10040 Sand Point Way NE Seattle, WA 98125 calvint006@gmall.com Qt Of 5 o� CV 1556o AL ONALENG Tran Residence Bedoom & Sundeck Addition 20703 80th Ave W Edmonds, WA 98026 Permit Set Date: Description: 7 16 19 Permit Intake 8 26 19 Correction 1 2 6 20 Revision 1 Project No.: 1913.00 Drawn: i=BuBus+7- f�61ti +W 9 FEB 0 6 2D20 -MMORMIR, STRUCTURAL NOTES DETAILS Sheet No: FRY ORI PEI SHEATHING AND SHEAR WALL EDGE NAILING PER SHEAR WALL SCHED SHEAR WALL EDGE NAILING AT EACH HOLDDOWN STUD OR POST HOLDDOWN STRAP PER PLAN (EACH SIDE WHERE NOTED IN SCHED) SHEATHING PER PLAN SOLIDBLOCKINGTO MATCH HOLDDOWN STUDS FRAMING CONTINOUS WHERE OCCURS 16d ® 8" OC TYP AT BUILT UP STUDS STYPI�CAL FLOOR TO FLOORHOLDDOWNSTRAPSCALE: 4"=1'-0" GLB PER PLAN 16d @ 12" OC OUTER LAYER, 10d ® 12" OC INNER SIMPSON A35 CLIP EACH SIDE REF. HEADER CONNECTION PER 3/S2.0 BOT SILL PLATE WALL PER PLAN ATTACHMENT PER WALL SCHEDULE RIM PER PLAN 3 4' FLOOR - SIMPSON A34 PER IOTCH AT CANT 2x O CA SHEATHING WALL ABOVE WHERE WALL SCHEDULE 10d ® 6" OC, OCCURS 2x FRAMING PER TWO ROWS PLAN LSL RIM TO SL RIM TO JOIST, Od T&B CANT. PT 2z, PER BLOCKING 10d T&B PLAN, WHERE OCCURS, MIN 2:1 BACK -SPAN SHEATHING &PANEL 2x BLOCKING ®16" ANEL EDGE SIMPSON A34 PER EDGE NAILING PER OC JAILING PER WALL SCHEDULE WALL SCHEDULE VALL SCHEDULE X HEADER PER PLAN HEADER PER PLAN WHERE OCCURS WHERE OCCURS TYP SAWN JOISTS PERP TYP SAWN JOISTS PARALLEL 1 $ 1 4 SCALE: 3/4"-1' 0" SCALE: 3/4"=1'-0" ' % SCALE: 1"=1'-0 — MSTA30 EQ NAILING EA SIDE OF BEAM RIDGE SUPP — 2x OUTLOOKER, POST NOTCH AT RIM HDR',, RIM JOIST CONN PER WALL SCHEDULE BLOCKII OBL TO TYP WA PANEL NAILING ABUTTIP BLOCKII ABUTTIP STUD - PANEL NAILING STEEL WASHEF ANCH01 CONCRI FOUNDA 10d 3-16d EA SIDE TYP FULL HEIGHT POST PER PLAN 2x TRIMMER AT HEADER, TYP H2.5 TIE EVERY J OTHER ROOF JOIST. OOF SHEATHING A35 CLIP PER WALL SCHEDULE SLOPED 2X BLOCKING - VENT i PER ARCH T - (_._-� GABLE END WALL HEADER �A� RAFTER TO WALL PER PLAN SCALE: 1"=1'-0" DOUBLE TOP PLATE -MATCH TYP WALL STUD INSTALL ADDT JOIST ON -BEARING WALL 2x CRIPPLE -MATCH TYP WALL WHERE FRAMING.IS 2X6. PER ARCH. STUD SIZE & SPA (SEE OPTION) STAGGER NAILING. 16d ®6" OC TO 3-16d END NAIL JOIST S HEADER (SEE PLAN) SEE PLAN FOR NUMBER OF ON -BEARING WALL TRIMMER STUDS PER ARCH. 16d ® 12" OC TO EA LAYER 16d ® 24" OC TO 2X BLOCKING SEE PLAN FOR NUMBER OF KING STUDS BOT P-TERMINATE AT DOOR JAMB OR WALL END, CONT AT OTHER WALL OPNG 1l NON—STRUCTURAL WALL TO FLOOR Z WALL OPENING FRAMING G ' PLATE _L STUD :DGE 3 PANEL G PANEL :DGE LATE BOLTS TE FION ry n JOIST LIPS PER SCHEDULE 'ANEL EDGE NAILING 'ANEL EDGE NAILING -ACE GRAIN OF SHEATHING PANEL SHEATHING PANEL JOINTS SHOWN DASHED 'ANEL FIELD NAILING zM EMBEDMENT EMIN. nE• MIN. REBRR LENGTH FREATED SILL PLATE en n YYI•"" STHD EDGE STHD CORNER INSTALLATION INSTALLATION r�) TYP SHEAR WALL ASSEMBLY ELEVATION HOLDDOWN FDN ANCHORAGE ` SCALE: 3/4"=1'-0" 1 SCALE: 3/4"=1'-0" TAM Design 10040 Sand Point Way NE Seattle, WA 98125 calvint006@gmaii.com N 0 � o / a o � NO W �� z � a � Y Q z 4 N:oo z =Zoo M O,QyNN WI � M M \ < N- ri—L'oo W O OQJx 'QT� aF �COrt y A��A �NALtiNG`�``v Tran Residence Bedoo m & Sundeck Addition 20703 80th Ave W Edmonds, WA 98026 Permit Set Date: Description: 7 16 19 Permit Intake 8 26 19 Correction 1 Project No.: 1913.00 Drawn: DETAILS Sheet No:fPt)1 S2.Q[_: uB SEP 0 4 2019 6 OI. O. EDCAAONn3NT