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BLD2019-0183City OF E MOy� CITY OF EDMONDS 121 5TH AVENUE NORTH -EDMONDS, W A 98020 ��e. 1890 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 06/04/2019 _ T Permit #: BLD20190183 Expiration Date: 06/04/2020 Project Address: 8307 215TH ST SW, EDMONDS. Parcel No: 00640300000400 ,.1,y. r . y.%APPLICANT O. CALVIN AND SUZANNE MULANAX READ FERGUSON PACIFIC CRAFTSMAN, LLC 8307 203RD PL SW 38321 VISTA KEY NE C/O RANDALL BROCKWAY EDMONDS, WA 98026-6739 HANSVILLE, WA 98340 11014 19TH AVE SE #8-1 15 EVERETT, WA 98208 (206)250-3088 (206)915-5203 (206)992-5051 LICENSE #: PACIFCL853R7_ EXP:02/08/2020 JOB 1XC r* FIREDAMAGE REPAIRS, REMODEL AND ADDITION TO SINGLE FAMILY STRUCFURE. PLUMBING AND MECHANICAL INCLUDED VALUATION: $244,664 PERMIT TYPE: Residential PERMIT GROUP: 04 - Alteration/Remodel '- GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: OCCUPANT GROUP: SFR IRC OCCUPANT LOAD: FENCE: 0 X 0 FT. CODE: 2015 IRC/UPC/WSEC OTHER: ------- OTHER DESC: ZONE: RS-8 NUMBER OF STORIES: 2 IVESTED DATE: NUMBER OF DWELLING UNITS: 1 LOT #: BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1 ST FLOOR: 107 2ND FLOOR: 1383 3R.D FLOOR: 0 GARAGE: 0 DECK: 0 OTFIER: 0 3RD FLOOR: 0 GARAGE: 1147 DECK: 496 OTHER: 0 BEDROOMS:0 BATHROOMS:O BEDROOMS:I BATHROOMS:I FRONTIACK SIDESETBACK REQUIRED:25' PROPOSED:25'E REQUIRED:7.5' PROPOSED:7.5'S REQUIRED:15' PROPOSED:15W HEIGHT ALLOWED-0 PROPOSE-D:0 REQUIRED: 7.5' PROPOSED: 75N 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 V IOLATION OF THE LA BOR 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. eW.,e,, y Z>), ,a., /l%.�aerL 6/4/19 gn ure Print Name �/� D�te� Released 8y Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC 109/ IBC 110/ 1RC 110. = FIRE = APPLICANT = ASSESSOR CITY STATUS: ISSUED BLD20190183 • All new, extended, re -built or relocated electrical utility and/or service shall be placed underground. • Separate Permit Required For: FIRE • Remodel under IEBC for new construction. • A residential fire sprinkler system is required. A recommended flow -through design will meet specifications and reduce equipment and continuing maintenance requirements. ECDC19.05.020C. Provide a minimum combination water service of one inch (1") meter and one and one half (11/2") service line, or show that domestic and fire protection needs can be met with a smaller service. • 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 alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • It has been established by cost comparison summary and approved by the Building Official that this construction project will not exceed 75%demolition of the original house and attached garage, in order to maintain the non -conforming location ofthe garage in proximity to the northern property line, as allowed under ECDC 17.40.020(F). Demolition beyond 75%will result in the stoppage of work, and the project as a whole will require City review under the category of "New Single Family" structure, which will be subject to all applicable requirements for a new structure. • Any changes in the scope of demolition must be approved by the City of Edmonds prior to work being done. Any wall indicated on the plans as "remaining" must retain all studs, top plates, bottom plates, and sheeting except at newwindows and doors. • Sound/Noise originating fromtemporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. • 48 hours notice is required when requesting your FINAL Engineering Inspection. 425-771-0220, ext.1326. • Call for locates of underground utilities prior to any excavation. • Maintain erosion & sedimentation control per city standards. • Maintain 19 separation between the sanitary side sewer and the water service line. • 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 ofthe 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. • Owner/Contractor to provide Water Service Line asbuilt at final inspection. See City Standards for requirements. • Owner/Con tractor to provide Side Sewer asbuilt at final inspection. See City Standards for requirements. 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 I IENGINEERING (426) 771-0220 EXT. 1326 1 1. Go to: www.edmondswa.gov I 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 corner) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule vour 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. • E-Erosion Control/Mobilization • E-Water Service Line • E-Engineering Final • B-Preconstruction meeting • B-Setbacks • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-Slab Insulation • B-Plumb Ground Work • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-EMerior Wall Sheathing • B-Roof Sheathing • B-Height Verification • B-Framing • B-Walllnsulation/Caulk • B-Insulation/Energy • B-SheetrockNail • B-Roof Tear Off • B-Building Final • B-Other E D-4p�O s CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 �I)c_ 1890 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED ENG20190247 Permit Number: ENG20190247 Job Address: 8307 215TH ST SW, EDMONDS . CONTRACTOR PACIFIC CRAFTSMAN, LLC 8307 215TH ST SW 1 1014 19TH AVE SE 48-115 EDMONDS, WA 98026-7465 SEATTLE, WA 98107 (206)992-5051 LICENSE #: PACIFCL853RZ EXP: 02/08/2020 i DESCRIPTION DESCRIPTION OF WORK: UPGRADE WATER METER FROM 3/4" TO l " FOR FIRE SPRINKLING METER SIZE: I" N NEW SERVICE FROM CITY MAIN TO PROPERTY LINE N ASPHALT/CONCRETE CUT N FINAL PATCH BYCONTRACTOR OWNER NAME: BILLING ADDRESS CALVIN AND SUZANNE MULANAX 8307 215TH ST SW EDMONDS, WA 98026 INSTALLATION FEE. $2,970.00 CONNECTION FEE: $0.00 STREET CUT DEPOSIT: $0.00 Y SFR N IRRIGATION N APARTMENT / CONDO - UNITS: N DUPLEX N FIRE CONNECTION N I MIXED USE -COMMERCIAL FLOORS: N TRIPLEX N OTHER: N COMBO FIREIDOMESTIC BACKFLOW ASSEMBLY REQUIRED u LA)CKED u UNLA)CKED METER NUMBER: STYLE: METER READING _ MANUFACTURER'S METER LOCATION: SERVICE MATERIAL: _ DATE OF W ORK: REMARKS: U/B ACCOUNT: READ AFTER ADDRESS: RESIDENTIAL UNITS: 0 PROJECT NUMBER: LOCATE REQUEST #: DATE CALLED: AND REGISTER #: PRESSURE.0 GPM:0 WORK BY: ***ATTACH DRAWING WHEN NECESSARY*** ROUTE: WATER SUPPLIER: ISSUED ENG20190247 TYPE OF REPAIR Q Asphalt Roadway/Walkway = Concrete Sidewalk = Concrete Curb AREA REPAHUD ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds Lineal Ft Lineal Ft Lineal Ft REPAIR COST Total Repair Costs: Less Street Cut Deposit: $0.00 Invoice/Refund: OF EDMO� CITY OF EDMONDS 121 5TH A VENUENORTH - EDMONDS, WA 98020 o PHONE: (425) 771-0220 - FAX: (425) 77I-0221 °c. 189 *PERMIT MUST BE POSTED ON JOBSITE* STATUS: ISSUED ENG20190248 SIDE SEWER PERMIT (I -Single Family) Permit Number: ENG20190248 Expiration Date: 06/04/2020 Job Address: 8307 215TH ST SW, EDMONDS APPLICANT CONTRACTOR PACIFIC CRAFTSMAN, LLC 38321 VISTA KEY NE 11014 19TH AVE SE B8-1 15 HANSVILLE, WA 98340 SEATTLE, WA 98107 (206) 992-50S I LICENSE 4: PACIFCL853RZ EXP: 02/08/2020 Y N JOB DESCRIPTION PROPOSE TO REUSE LATERAL LID NUMBER: REPAIR HN GRINDER PUMP PROPOSE TO REUSE SIDE SEWER FN7771 DRAINAGE INSTALL SEWER CLEAN OUT AT HOUSE yEASEMENT INFORMATION N PROJECT CROSSES OTHER PRIVATE PROPERTY Y VERI.FICATION OF RECORDED EASEMENTS COMPLETE INDEMNITY The Applicant has signed an application which states he/she holds the City of Edmonds harmless from injuries, damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and attorney fees by reason ofgranting this permit. CALL DIAL -A -DIG (l-800-424-5555) BEFORE ANY EXCAVATION CALL FOR INSPECTION (425) 771-0220 EXT.1326 24 HOUR NOTICEREQUIRED FOR ALL INSPECTION REQUESTS APPLICATION"' 1 THIS APPLICATION 1S NOTA PERMITUNTIL SIGNED BY THE CITY ENGINEER OR HIS/HER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN SPACE PROVIDED. Printed: Tuesday, June 04, 2019 6/4/19 RELEA SED BY DATE ❑ FILE COPY 7 INSPECTOR COPY �41 APPLICANT COPY STATUS: ISSUED ENG20190248 • Maintain erosion & sedimentation control. Keep street clean. • Refer to City of Edmonds Side Sewer Information handout for approved pipe materials, inspections and other requirements. • Maintain IY separation between the sanitary side sewer and the water service line. • Condition of the e)asting sanitary side sewer to be verified prior to obtaining approval for reuse. TV inspection required. Video to be submitted to City for review. • Owner/Contractorto provide Side Sewer asbuilt at final .inspection. See City Standards for requirements. • 11Sewer Clean Out PARTIAL INSPECTION DATE: INITIAL: NOTES: PARTIAL INSPECTION DATE: INITIAL: NOTES: FINAL INSPECTION APPROVED DATE: INITIAL: OF E D &o�� _ ° CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 *PERMIT MUST BE POSTED ON JOBSITE* STATUS: ISSUED ENG20190249 RIGHT OF WAY PERMIT (I -Single Fan-dly) Permit Number: ENG20190249 Expiration Date: 06/04/2020 Job Address: 8307 21 M ST SW, EDMONDS Location: 8307 215th ST SW APPLICANT CONTRACTOR READ FERGUSON PACIFIC CRAFTSMAN, LLC 38321 VISTA KEYNE C/O RANDY BROCKWAY HANSVILLE, WA 98340 1 1014 19TH AVE SE 48-115 SEATTLE, WA 98107 (206)992-5051 LICENSE #: PACIFCL853RZ EXP: 02/08/2020 JOB DESCRIPTTON WATER METER INSTALLATION RESTORATION DISRLTTION INFORMATION ASSESSED VALUE: $0.00 PROPERTY AREA: 0 SIDEWALK: (OXO) DURATION IN MONTHS: 0 FEE: $0.00 STREET DISRUPTION TRENCH CUT: ( 0 X 0 ) PARKING: (OXO ) DURATION IN MONTHS: 0 FEE: $0.00 YEAR OF OVERLAY: 0 FEE: $0.00 ALLEY: (OXO ) DURATION IN MONTHS: 0 FEE: $0.00 INDEMNITY TheApplicant has signed an application which states he/she holds the City of Edmonds harmless from injuries, damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and attorney fees by reason ofgranting this permit. THECONTRACTOR IS RESPONSIBLEFOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONEYEAR FOLLOWING THEFIN'AL INSPECTION AND ACCEPTANCE OF THE NI'ORK. • Traffic Control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possesion. • Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City approved material prior to the end of the workday- NO EXCEPTIONS. • Three sets of construction drawings of proposed work are required with the permit application. CALL DIAL,A-DIG (l-800-424-5555) BEFORE ANY EXCAVATION . CALL FOR INSPECTION (425) 771-0220 EXT.1326 24 HOUR NOTICEREQUIRED FOR ALL INSPECTION REQUESTS APPLICATION"'1 THIS APPLICA71ON IS NOTA PERMITUNTIL SIGNED BY THE CITY ENGINEER OR HISMERDEPUTY: AND FEES ARE PAID, AND RECEIPTIS ACKNOWLEDGED IN SPACE PROVIDED. Printed: Tuesday,June 04 2019 D� 4)W"4&'d' 6/4/19 RELEASED BY DATE FILE COPY ❑ INSPECTOR COPY ❑ APPLICANT COPY STATUS: ISSUED ENG20190249 • Restore Landscape to like or better conditions. • Maintain erosion & sedimentation control. Keep street clean. • 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. • 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 of this permit. Issuance ofthis permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. • E-Right of Way Restoration PARTIAL INSPECTION PARTIAL INSPECTION FINAL INSPECTION APPROVED DATE: DATE: DATE: INITIAL: NOTES: INITIAL: NOTES: INITIAL: BUILDING PERMIT Office Use Only APPLICATION Permit #: Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 `-De. 1 gym 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: http://www.edmondswa.govJ JOB SITE INFORMATION/LOCATION: (Where the work is taking place) Job Site Address: 3 7 5� 17 Parcel: Lot /Unit/Suite #: Subdivision: PROPERTY OWNER: � Name: �L � �+ �i., r 7100NF— Mailing Address:�7 6�1VI► City/State/Zip: �D�%, W A qA'k& Phone Email: lJ( ()GrAYWIV MSn . 60 OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? ❑ Yes S`No I own, reside in, or will reside in the completed str'uc`ture. 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: � �j � 4 Mailing Address: 5y3zi y City/State/Zip: Y- 1�- .6 , W p Phone #: "�R- �y3 ! E-mail: • J GENERAL CONTR R: (If different from applicant) GeneraIContractor: ���/�/G LGe Mailing Address: //O/ City/State/Zip:v Phone #: 0 6— 99Z ' e—y / E-mail: 1�g4 Al ay gWO e,' why Gf YXIVa0,Ca/7 WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE: (ProvideTYPE OF PERMIT ❑ Accessory Structure/ Detached Garage .. )(,Addition ❑ Demolition ❑ Mechanical ❑ New Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler ❑ New Commercial/ Mixed Use ❑ Remodel ❑ Re -Roof p_s�ns ❑ Tank ❑ Tenant Improvement ❑ Other Remodel Per it fees are based on: gJad_v,Q u e work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit forth work indicated on this application. Valuation: PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished ❑ Unfinished ❑ 1st Floor, sq ft: 107 2nd Floor, sq ft: 8 Garage/Carport:, sq ft: C Deck/Covered Porch/Patio: Other sq ft: PROJECT• l Re ,,FzA-noinb� 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: f COMMERCIALGENERAL DATA Occupancy Group(s): Occupant Load(s): Type(s) of Construction: Fire Sprinklers: Yes ❑ No 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: COUNTSPLU'MBING FIXTURE Qty Qty Clothes Washer Tub/ Showers Dishwasher 1 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 J Other: CONNECTION COUNTS.. .. . BTUs Qty BTUs Qty A/C Unit Outdoor BBQ/ Fire pit Boiler Stove/Range/Oven Dryer Water Heater Fireplace/ Insert Other: r / Furnace j JGAS, Other: MEDICAL AIR VACUUM COUNTS .. .. Qty Qty Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: DEMOLITION Type o ucture to be demolished: Square footage of struct to be demolished: AHERA Survey done? Y / N Case #: Critical Areas Deter ation: S Required ❑ Conditional Waiver ❑ r ❑ 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 ❑ 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. Permit # OLA PZO 1 1 - O 11S 3 `�pl' Eblyo Address: Home Owner: Contractor:C���� geo6k---l14y) This form may be used to help establish the percentage of demolition work performed to an existing home in the course of a remodel. Once demolition has met or exceeded 75% of the value of the existing home's replacement cost, the structure will be required to be rebuilt to the standards of new construction. Replacement cost of existing home $ How was the value determined? /--I— U S- Component Value of Existing Component 33 10. v v Percentage removed Replacement cost of removed component Notes Foundation v Floor Framing 0 G Floor Insulation 3 o o u O 0 3.0 o v Wall Framing 1�' u o � r� 2 dU Wall Insulation 3 U b _ j _o_ o- u41 U Sidin! ,9 vva 0 Roof 7raming Attic-Msulation 00 o_ U = o U tt u u Windows / o v 6 a U-- - Doors 2'or u V 0 Plumbing j o 00 v 7 S Electrical 0 0-0_ 5 d HVAC Uv 0 a-0 Drywall © U a _ a1. e� " -d o Cabinets S 00 0 Jv v— u a �. Deck 0 G 0- 00 6 v� Other or o` - 6 b a o 0- Total J, a U 0 '1/16,111 % of total removed r 9' O (' Percentage of Removed equals 'Total of Column 4 divided by Full Replacement cost' equals Owner �G �� �'i�'�.��f�.k Date �� i Contractors ,��f�/ W(j le J Date z O'� 1" Permit #�fr")� t Q , aeo Address: Home Owner:,f/ Contractor: /�C/lIC- (f This form may be used to help establish the percentage of demolition work performed to an existing home in the course of a remodel. Once demolition has met or exceeded 75% of the value of the existing home's replacement cost, the structure will be required to be rebuilt to the standards of new construction. � � Replacement cost of existing home How was the value determined? '�dS'r Component Value of Existing Component Percentage removed Replacement cost of removed component Notes Foundation IPVj Floor Framing �scrI i _ _ U p Floor Insulation 3 d c"�-v ( ! d a vo C) Wall Framing + ii d .4/ JAI" 0 Wall Insulation act v -ll00-_ do o Siding av o Roof 'taming d '00) P/� �n �` ' ! d . d -U Attic-rrisulation ddw :-IA Windows — Doors Plumbing Electrical / vxt a ------------- HVAC Drywall Cabinets Deck � � 0, a S I /� 6- T_ I/ ate- J I I v ® .o..: Other aLa a v /v a t 4 O a I Total 2i 600 % of total removed Percentage of Removed equals "rota! of Column 4 divided by Full Replacement cost' equals_% Owner l,f,�'� �� ` Date_f 5* ° / Contractor ey Date A KESUB 0 7 7.4� �� � MAR 18 2019 BUILDING DEPARTMENT CITY OF EDMONDS Permit f„�" taro Address: `E nXL !�! Home Owner:�`� Contractor: -a %,�' 14 This form may be used to help establish the percentage of demolition work performed to an existing home in the course of a remodel. Once demolition has met or exceeded 75% of the value of the existing home's replacement cost, the structure will be required to be rebuilt to the standards of new construction. ��� © d v Replacement cost of existing home $ _ _ _.Zi ©y v How was the value determined? ze'e lVw Gusr zy-rl,%Oy- " Component Value of Existing Component Percentage removed Replacement cost of removed component Notes Foundation O&J;�Q Floor Framing f3�' -1.- _ © s Floor Insulation d W�W / ©� 60 cj Wall Framing i a 5'0 a o a ( S tLw was Wall insulation ��� _ %" ®� 0 Sidin,jC Roof 'raming d �� !t� .-. �` 3 d , d d W Attic -insulation _ Windows(Zoe) 3 d `� d u... _ Doors ° o ;; ® i 7, Plumbing p-O Electrical �tJ HVAC 112.0,0 6 ._ S �! � - a Drywall ,� .. � /d� Oy 0- Cabinets o p;fs... Deck Other Total 0 q' O % of tota I removed Percentage of Removed equals 'Total of Column 4 divided by Full Replacement cost' equals/ Owner — Date 2 /w Contractor a�ex��{e-j Date X %pi-S ff l� SUS MAR 18 2019 BUILDING DEPARTMENT CITY OF Fnionki e T CT INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle. WA 98109 206.285.4512 (V) 206.285.0618 (F) CTE PROJECT #19020 Structural Calculations for Mulanax Residence ARCHITECT: WESTERN EDGE ARCHITECTURE 38321 Vista Key Way NE Hartsville, WA 98340 206.915.5203 ENGINEERING: CT ENGINEERING, INC.���� 180 Nickerson St., Suite 302 Seattle, WA 98109 FEB 21 2019 206.285.4512 BUILDING DESIGN CRITERIA: �1 d 02/13/2019 IBC 2015 Wind Speed = 11 Omph, Exposure 'B', KA = 1.00 Seismic: Site Class D, SDC D, R = 6.51 I = 1.0 Snow: 18 psf Ground Snow Load 25 psf Flat Roof Snow Load Soil Bearing: 1,500 psf Allowable 4 Project Job Ref. = RStr-ctursi r(\E•i�nrgineers INC. Section Sheet no./rev.,,1 "W'WIMMn (IItlt CT Engineering Inc Calc. by Date Chk'd by Date App'd by Date 180 Nickerson St Sufte 302 Table of Contents Design Narrative 8v Summary ..... e ............ e ..... , e e e .. 3 Vertical Engineering ............................10 Lateral Engineering ............ ..............55 Foundation Engineering ............................65 [ENGINEERING f CALCULATION 1 ! SECTION 1.0: ! LOADING & OVERVIEW. Design Narrative DESIGN CRITERIA: Mulanax Residence PROJECT: CODES: 15060 20151BC ASCE 7-10 LOADING: LATERAL LOADS: Roof Live Load — 25 PSF (Snow) Wind: Residential - 40 PSF Exposure B Decks - 60 PSF Wind Speed 110 MPH 1=1.0 Kzt=1.00 Earthquake: SDC D; R=6.5; WOOD FRAMING: PLYWOOD SHEATHING: Wall Plates: 2x4 — DF Stud Grade Flooring: 3/4" Plywood 40/20, T & G 2x6 — DF No. 2 or Better Roofing: 5/8, Plywood 40/20 Floor Joists: Upper Main Floor — 9-1/2" TJI's Shearwalls: 7/16" Plywood, 32/16 Main Floor — 2x10 DOUGLAS-FIR #2 Wall Studs: 2x4 — Hem Fir Stud. 2x6 — Hem Fir No. 2 or Better Beams/Posts: DF-L No.1&2; GLB's Structural Engineers LA19xxx Mulanax RemodeRENGR\19020 Mulanax Residence - Cover & Narrmove.docx Design Summary Mulanax Residence Design Summary King County The proposed project is to be a two-story wood framed structure. The roof structure will be premanufactured roof trusses with plywood sheathing. The base & main residential floors shall be 9-1/2" engineered I -joists and commodity lumber joists and engineering beams with conventional footings. The main lateral force resisting system shall be plywood shearwalls terminating on conventional footings and holdowns. Please call Tyler Wandschneider or Craig Roberts at CT Engineering Inc should there be a need for further - explanations during the review. We encourage the reviewer to contact our office with any questions that may be answered easily over the phone or by email to reduce the need to hold up the project. However, we - understand there is a process your office takes and will accommodate as best we can. Email: tylerw(a)ctengineering.com Phone: 206-285-4512 Structural Engineers L:\l9xxx Mulanax RemodehEN(M19020 Mulanax Residence - Cover & Narrative.docx 1 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT # : 19020 - Mulanax Residence ROOF Roofing - 3.5 psf Roofing - future 0.0 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24" o.c. 4.0 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2'' gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF Foundation Legend Foundation Notes RE W _CINO ANO CONC RE iERFACES e%ACEMExTBJECi TO PRgR LO O FaOSxOMf LESCNEOLLF f IS—N—IR FOOTINGS 01'ILLS OR COLUMNS, nPICAI U.x.O„ / C0. '. VERIFY ILI DIMENSgNI PRgR TO CONSiRUCiION. UVRME SEE NLC—C—AL SNE— FOR WILL AND FLOOR DRNx LO-:'.. B, KL CCNCRflE WALLS SMALL BE r TNgx,—CAL U,NO, IB1 Elan' J, SEEIS OR—PPED—NFOwlir BELOW FlgsMEOORnOE. NoEe��� At \\ ® \ P-1/L W1 I 1 \ 1 Foundation Schedule SO[ O1rs COM.BOIfov I -SO EHIDWAR E»rsucxwl.anax Note: nAxs vREVMEO OwADN�ca W N 41 Fea— Wall Cl, W CrMeAi ile S MM EPWREoe S DWOa YEOD Ll91 MR SLAB WALL A DP�IYOC D190xR flIF1BBRW mQ WDD Floor Joist Schedule ■■®Um®® Um�m�m� m�mmm t NBETIES-7xALLFUPMS R REQUIRE VN, 9WFFNE88 Tui NAV BEi TO BFJTMWxxEC OH —OOOE. S I—ElAIRE�NEnEO. 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Bearing Wall Stud Schedule .uM e rn8'f OC nVN (•wlwlaV:q wwL . n.�•fOt meN wR.o�n. x,. xn�•froc �EK"[.�rRIOO'1p ha�"F.Rifwa.Ma �fnwLviwsi«,rt"iciuia x %IYPf%iR.Rf i�00DvtlRr[wM YfW VYENtl.KW.giEN[MY ('t0 •x.e OVQVEF w.CNYVf! VrtEOOFErAE a[fff malYs[wL [Crt]tl[rMUMW.V .V]Pa6xRQ![!M w1G1! N[lRM.�M il.RO+NOr VlO.fRa tOTwi VM]lCIW IOa CdMOwOv [ aYeiLLai miv"R.n �.ieof xDmewL o>xs[Qn+i . mKiw�i aivnwxrriY nl moauaf xr+.nu•fEa cRDaMIwE .. EN W xeFN[Y VRp Floor Joist Schedule S rs a - rcmttwwnsroc X DR wm Is ntt[epnsxrac 1. �iLE.wuf.DnvRFaWLL MOWE DR.wv.O f[M VrVOtN I,uIL MYR,. CADEKE p EONY4EIfi ROOF m'rEYr T�uf wr aE OFEfRT iM�v. ILEOUIIED M' CWE i v�r.:neauR ��� J0'r roafww mYFFcnon. Wood Beam Schedule afunlM1fILMLLEmIai YRi.�f"LLN[Y V11lDOMew! f uVEMf[r]lWVaGx[valfwRl W-h Framing Notes � wFEVtKEIrOwOOD nEIOY.xx.•pxQR[f.Vx ffwr[are.Vw.i wtEfOxQ fR •IFN LYNV1w V)x.ifa w'ofei'arAiF].IrtlwVw.clQr]nfMvlf[FvoxF R•.ROVF� Iawrq� f MarH __ rE.ew.W ewLL • w . GI'IRLL[IEpI[[ano f lveppO1pn.E Eenm"'�ortcla�L'ri�iw;L"n..Y!"°.O1pwu"�auD.wa Nc�nsE`�.wwanwiaeonwaf v« f�.f.11�iw n.w 3 w.tfOGRD Mf aROwxw [GVMLPr6 f«YMrow4xaD[' P1 +9�[1b01a«Mf nY Kn ««iLLso.K«a•eerw R.cnDxdrw.IDD«.0 ra a :WNYFDN•Y!L •VIafQYM M1NaFWll QYMO •wwYlr4alfpmliwfx xfxTKRa•e) VIILLfiO.ttOY.ppL • �bQ>wwtlalxQ i00«fU Ova•LEI Wx e �CfiLLY,frYTIKN NNOa[LM[O afYUfOVIfMLMN /MAR'!«C[WfMIW ![0«w YVl 0.00x wm«fQvx Dwn,D.•wRmoLaunow wniuswlDue¢owo«wmlwoc.rm warmerll Km pMvro lYEn+wwRwD fwu«rte siaYcnfuLamY « RDmflnn unraatiLLa Note. ��CNIUI OK� MwWe E ENGINEERING --------------------- VERTICAL ENGINEERING ! --------------------� .1 F 0 R T E' JOB SUMMARY REPORT JobAte O3: level Member Name Results Current Solution Comments 11 - Upper Floor Passed 1 Piece(s) 11 7/8" TJI@ 230 @ 12" OC ' 32 - Typical Floor Passed 1 Piece(s) 2 x 10 Douglas Fir -Larch No. 2 @ 16" OC - 13 - DBL Joists Passed 1 Piece(s) 2 x 10 Douglas Fir -Larch No. 2 @ 16" OC DJ - Deck Joist at Spa Passed 2 Piece(s) 2 x 10 Douglas Fir -Larch No. 2 @ 16" OC D32 - Typical Deck Joist Passed 1 Piece(s) 2 x 10 Douglas Fir -Larch No. 2 @ 16" OC Forte Software Operator I Job Notes Tyler W andschneider CT Engineering, Inc. (206)285.4512 tylerw@ctengineering.com 2/11/2019 12:00:53 PM Forte v5.4, Design Engine: V7.1.1.3 Job.4te Page 1 of 6 1 F 0 R T E r MEMBER REPORT Level, A- Upper Floor i piece(s) 11 7/8" THO 230 @ 12" OC PASSED Overall Length: 19' 7" 0 Desi n_ReSUlts Actual ® Location Allowed Result LOF Load: Combination (pattern) . Member Reaction (Ibs) 630 @ 2 1/2" 1183 (2.25") Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 617 @ 3 1/2" 1655 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2985 @ 9' 9 1/2" 4215 Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.331 @ 9' 9 1/2" 0.639 Passed (L/694) 1.0 D + 1.0 L (Ail Spans) Total Load Defl. (in) 0.538 @ 9' 9 1/2" 1 0.958 Passed (U427) 1.0 D + 1.0 L (All Spans) TJ-Pro'^ Rating 43 1 40 Passed • Deflection criteria: LL (L/360) and TL (IJ240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 5" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edgee' Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro'" Rating include: None SUppOrts Bearing Loads to Supports (Ibs) Accessories Total . ,Available Required Dead Rive 7ataC 1 - Stud wall - SPF 3.50" 2.25" 1.75" 245 392 637 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 245 392 637 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. ... ... Dead ..Floor Live . . Loads Location (Side) Spacing :,: '(0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 19' 7" 12" 25.0 40.0 - Living AreasResiderdial Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I Job Notes I Tyler Wandschneider CT Engineering, Inc. (206) 285-4512 Oerw@ctengineering.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASO S SUSTAINABLE FORESTRY INITIATIVE 2/11/2019 12:00:53 PM Forte v5.4, Design Engine: V7.1.1.3 Job.4te Page 2 of 6 1 �l F 0 R T E a MEMBER REPORT Level, J2 - Typical Floor 1 piece(s) 2 x 10 Douglas Fir -Larch No. 2 @ 16" OC PASSED Overall Length: 14' 2" Design. Results Actual;® Location Allowed y 'Result i DF ! .Load: Combination (Patten) Member Reaction (Ibs) 605 @ 2 1/2" 1434 (2.25") Passed (42%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 522 @ 1' 3/4" 1665 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2048 @ 7' 1" 2029 Passed (101%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.271 @ 7' 1" 0.458 Passed (L/609) 1.0 D + 1.0 L (All Spans) Total Load Defl.(in) 0.440 @ T 1" 0.688 Passed (L/375) 1.0 D + 1.0 L (All Spans) TJ-Pro•" Rating N/A N/A • Deflection criteria: LL (1./360) and TL (1./240). Top Edge Bracing (Lu): Top compression edge must be braced at 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NOS. No composite action between deck and joist was considered in analysis. SUpP,o ... Bearing Loads to Supports (Ibs) Accessories Total .,, Available - Required Dead Floor -live Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 236 378 614 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 236 378 614 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. - : Dead Floor Live Loads iocation,(Side) ! Spacing _' (0:90) (1.00) Comments' 1 - Uniform (PSF) 0 to 14' 2" 16" 25.0 40.0 Residential - living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator i Forte Software Operator i Job Notes i I Tyler Wandschneider CT Engineering, Inc. (206)285-4512 tylerw@ctengineering.com L_. .._...-_ �..._. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD lljJ SUSTAINABLE FORESTRY INITIATIVE 2/11/2019 12:00:53 PM Forte v5.4, Design Engine: V7.1.1.3 Job.4te Page 3 of 6 It ®,FORTE' MEMBER REPORT Level, J3 - DBL Joists 1 piece(s) 2 x 10 Douglas Fir -Larch No. 2 @ 16" OC PASSED Overall Length: 12' 7" j o 12' o a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 606 @ 2 1/2" 1434 (2.25") Passed (42%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 523 @ 1' 3/4" 1665 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2005 @ 6' 2029 Passed (99%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.166 @ 6' 3 9/16" 0.406 Passed (1-1879) 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.324 @ 6' 3 3/8" 1 0.608 1 Passed (L/450) 1.0 D + 1.0 L (All Spans) TJ-Pro" Rating N/A I N/A I -- -- • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 1' 4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' S" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NOS. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Flovoer Li Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 280 336 616 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 273 336 609 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 12' 7" 16" 25.0 40.0 Residential - Living Areas 2 - Point (PLF) 6' 16" 100.0 - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilibes are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support informabon have been provided by Forte Software Operator I Forte Software Operator I Job Notes I Tyler W andschneider CT Engineering, Inc. (206)2854512 tylerw@ctengineering.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: Aso 4 SUSTAINABLE FORESTRY INITIATIVE 2/11/2019 12:00:53 PM Forte v5.4, Design Engine: V7.1.1.3 Job.4te Page 4 of 6 �l F 0 R T E f MEMBER REPORT Level, DJ - Deck Joist at Spa 2 piece(s) 2 x 10 Douglas Fir -Larch No. 2 @ 16" OC PASSED Overall Length: 9' 5" All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual a location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 1308 @ 9' 2 1/2" 2869 (2.25") Passed (46%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1115 @ 8' 4 1/4" 3330 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2898 @ 5' 9/16" 4059 Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.116 @ 4' 9 7/8" 0.300 Passed (L/930) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.130 @ 4' 9 13/16" 1 0.450 1 Passed (L/833) 1.0 D + 1.0 L (All Spans) T3-Pro'" Rating N/A I N/A I -- -- Deflection criteria: U. (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 3" o/c unless detailed otherwise. A 15%increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on LADS. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floc ve Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 105 786 891 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 137 1179 1316 1 1/4" Rim Board • Rim Board is assumed to tarty all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 9' S" 16" 10.0 40.0 Residential - Living Areas 2 - Uniform (PSF) T to 8' 10" 16" 15.0 188.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or bested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducls/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I Job Notes I Tyler W andschneider CT Engineering, Inc. (206) 2854512 tylem@ctengineering.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: Aso 4 SUSTAINABLE FORESTRY INITIATIVE 2/11/2019 12:00:53 PM Forte v5.4, Design Engine: V7.1.1.3 Job.4te Page 5 of 6 ®F 0 R T E Q MEMBER REPORT Level, DJ2 - Typical Deck Joist 1 piece(s) 2 x 10 Douglas Fir -Larch No. 2 @ 16" OC PASSED 0 Overall Length: 11' 10" 11' 3" a a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual 0 Design Results Actual 0 Location Allowed Result LDF 1. Load: Combination (Pattern) Member Reaction (Its) 581 @ 2 1/2" 1434 (2.25") Passed (41%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 485 @ 1' 3/4" 1665 Passed (29%) 1.00 1.0 D + 1.0 L (Ail Spans) Moment (Ft-Ibs) 1629 @ 5' 11" 2029 Passed (80%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.193 @ 5' 11" 0.381 Passed (L/709) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.241 @ 5' 11" 0.571 Passed (L,/567) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A N/A I -- - Deflection criteria: LL (1./360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 7' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 8" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. - SupportsTotal Bearing - ... -- Loads to Su pporbs (Ibs) . . Accessories . Available Required pew I Floor Live TotaC 1 - Stud wall - SPF 3.50" 2.25" 1.50" 118 473 591 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 118 473 591 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead .Floor Live Loads Location (Side) Spacing `: (0.90) „ (1.00) Comments 1 - Uniform (PSF) 0 to 11' 10" 16" 15.0 60.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator I Forte Software Operator I Job Notes I Tyler W andschneider CT Engineenng, Inc. (206) 285-4512 i tylerw@ctengineering.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: Aso T SUSTAINABLE FORESTRY INITIATIVE 2/11/2019 12:00:53 PM Forte v5.4, Design Engine: V7.1.1.3 Job.4te Page 6 of 6 ` Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : RB-1 Fife = L:119xxx Mulanax RemodeRENGM19xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2018. Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties _ Analysis Method: Allowable Stress Design Fb + 900 psi Load Combination ASCE 7-10 Fb - 900 psi Fc - Prll 1350 psi Wood Species :Douglas Fir- Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.2025) Lr(0.27) S(0.3375) VV(0.405) 48 Span = 6.0 ft E : Modulus of Elasticity Ebend- xx 1600 ksi Eminbend - xx 580 ksi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0,0150, Lr = 0.020, S = 0.0250, W = 0.030 ksf, Tributary Width =13.50 ft, (Roof Loads) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.70T 1 Maximum Shear Stress Ratio = 0.371 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual 951.03 psi fv : Actual = 76.89 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 = 3.000ft 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 0.067 in Ratio = 1077 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.105 in Ratio = 684 >=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 FIV 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 = 6.0 ft 1 0.339 0.178 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.91 356.64 1053.00 0.49 28.83 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.305 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.91 356.64 1170.00 0.49 28.83 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.569 0.299 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.13 832.15 1462.50 1.14 67.28 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.707 0.371 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.43 951.03 1345.50 1.30 76.89 207.00 +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 = 6.0 It 1 0.488 0.256 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.82 713.27 1462.50 0.98 57.67 225.00 +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 = 6.0 It 1 0.596 0.313 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.05 802.43 1345.50 1.10 64.88 207.00 F Project Title: Engineer: Project ID: Project Descr: Wood Beam File = L:119xxx Mulanax RemodeRENGR119xxx Mulanax Res.ec6 . Software coovdaht ENERCALC. INC.1983-2018. Build: 10.18.12.13 . Description : RB-1 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 f C L M fb F'b V fv F'v +6+0,60W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.419 0.220 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.191 0.100 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.552 0.290 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.600 0.315 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.429 0.225 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.343 0.180 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.114 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+0.750L+0.750S+0.450W+H 1 0.1052 3.022 Vertical Reactions Support notation : Far left is #1 Load Combination -------- Support 1 Support ... - 2 _-------------------- Overall MAXimum 1.914 1.914 Overall MINimum 1.215 1.215 +D+H 0.608 0.608 +D+L+H 0.608 0.608 +D+Lr+H 1.418 1.418 +D+S+H 1.620 1.620 +D+0.750Lr+0.750L+H 1.215 1.215 +D+0.750L+0.750S+H 1.367 1.367 +D+0.60W+H 1.337 1.337 +D+0.70E+H 0.608 0.608 +D+0.750Lr+0.750L+0.450W+H 1.762 1.762 +D+0.750L+0.750S+0.450W+H 1.914 1.914 +D+0.750L+0.750S+0.5250E+H 1.367 1.367 +0.60D+0.60W+0.60H 1.094 1.094 +0.60D+0.70E+0.60H 0.365 0.365 D Only 0.608 0.608 Lr Only 0.810 0.810 L Only S Only 1.013 1.013 W Only 1.215 1.215 E Only H Only 2.00 0.91 2.64 2.87 2.05 1.64 0.55 ... _.....--.... ...... - - ----.._....... _...._...--....-..------ 0.00 0.00 0.00 0.00 784.60 1872.00 1.07 63.43 288.00 0.00 0.00 0.00 0.00 356.64 1872.00 0.49 28.83 288.00 0.00 0.00 0.00 0.00 1,034.25 1872.00 1.41 83.62 288.00 0.00 0.00 0.00 0.00 1,123.41 1872.00 1.54 90.83 288.00 0.00 0.00 0.00 0.00 802.43 1872.00 1.10 64.88 288.00 0.00 0.00 0.00 0.00 641.95 1872.00 0.88 51.90 288.00 0.00 0.00 0.00 0.00 213.98 1872.00 0.29 17.30 288.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS N Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : RB-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties File = L:119xxx Mulanax RemodeRENG11119xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . Licensee: C.T. e Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 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(0.2325) Lr(0.31) S(0.3875) VV(0.465) v O 8 -- 3.5x9.25 Span = 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr = 0.020, S = 0.0250, W = 0.030 ksf, Tributary Width =15.50 ft, (Roof Loads) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.547'. 1 Maximum Shear Stress Ratio = 0.353 :1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual 1,509.27 psi tv : Actual 107.56 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 = 4.500ft Location of maximum on span = 8.245 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.166 in Ratio = 649 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.262 in Ratio = 412 >=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 FIV C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 9.0 It 1 0.262 0.169 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.35 565.98 2160.00 0.87 40.34 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.236 0.152 1.00 1.000 1.00 1.00 1.00 1.00 1,00 2.35 565.98 2400.00 0.87 40.34 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.440 0.284 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.49 1,320.61 3000.00 2.03 94.12 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 It 1 0.547 0.353 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.28 1,509.27 2760.00 2.32 107.56 304.75 +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 = 9.0 ft 1 0.377 0.244 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.71 1,131.95 3000.00 1.74 80.67 331.25 +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 = 9.0 ft 1 0.461 0.298 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.30 1,273.45 2760.00 1.96 90.76 304.75 Project Title: Engineer: Project ID: Project Descr: Wood Beam File = L:119xxx Mulanax Remodel1ENGR119xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . Description : RB-2 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 Fb +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 9.0 ft 1 0.324 0.209 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.18 1,245.15 3840.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 9.0 ft 1 0.147 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.35 565.98 3840.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 9.0 ft 1 0.427 0.276 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.83 1,641.33 3840.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 9.0 ft 1 0.464 0.300 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.42 1,782.83 WHO +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 9.0 ft 1 0.332 0.214 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.30 1,273.45 3840.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 9.0 ft 1 0.265 0,171 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.24 1,018.76 3840.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 9.0 ft 1 0.088 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1,41 339.59 3840.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination +D+0.750L+0.750S+0.450W+H 1 0.2617 4.533 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 ----------- ----- Support 2 Overall MAXimum 3.296 3.296 Overall MINimum 2.093 2.093 +D+H 1.046 1.046 +D+L+H 1.046 1.046 +D+Lr+H 2.441 2.441 +D+S+H 2.790 2.790 +D+0.750Lr+0.750L+H 2.093 2.093 +D+0.750L+0.750S+H 2.354 2.354 +D+0.60W+H 2.302 2.302 +D+0.70E+H 1.046 1.046 +D+0.750Lr+0.750L+0.450W+H 3.034 3.034 +D+0.750L+0.750S+0.450W+H 3.296 3.296 +D+0.750L+0.750S+0.5250E+H 2.354 2,354 +0.60D+0.60W+0.60H 1.883 1.883 +0.60D+0.70E+0.60H 0.628 0.628 D Only 1.046 1.046 Lr Only 1.395 1.395 L Only S Only 1.744 1.744 W Only 2.093 2.093 E Only H Only Shear Values V fv Fv 0.00 0.00 1.92 88.74 0.00 0.00 0.87 40.34 0.00 0.00 2.52 116.98 0.00 0.00 2.74 127.06 0.00 0.00 1.96 90.76 0.00 0.00 1.57 72.61 0.00 0.00 0.52 24.20 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS tl Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : RB-3 File = L:119xxx Mulanax RemodeRENGR119xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi Load Combination ASCE 7-10 Fb - 1,850.0 psi Fc - Prll 1,650.0 psi Wood Species : DF/DF Fc - Perp 650.0 psi Wood Grade : 24F - V4 Fv 265.0 psi Ft 1,100.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.08505) Lr(0.1134) S(0.14175) W(0.1701) 3.5x9.25 Span = 14.830 ft E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 950.Oksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.0 ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250, W = 0.030 ksf, Tributary Width = 5.670 ft, (Roof Loads) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5431 Maximum Shear Stress Ratio = 0.230 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual 1,499.05 psi fv : Actual 69.96 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 = 7.415ft 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 0.448 in Ratio = 397 > 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.706 in Ratio = 252 > 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+H 0.00 0.00 0.00 0.00 Length = 14.830 ft 1 0.260 0.110 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.34 562.14 2160.00 0.57 26.23 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.830 It 1 0.234 0.099 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.34 562.14 2400.00 0.57 26.23 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.830 ft 1 0.437 0.185 1.25 1.000 1.00 1.00 1.00 1.00 1,00 5.46 1,311.67 3000.00 1.32 61.21 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.830 ft 1 0.543 0.230 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.23 1,499.05 2760.00 1.51 69.96 304.75 +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 = 14.830 it 1 0.375 0.158 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.68 1,124.29 3000.00 1.13 52.47 331.25 +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 = 14.830 ft 1 0.458 0.194 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,264.82 2760.00 1.27 59.02 304.75 Project Title: Engineer: Project ID: Project Descr: Wood Beam File =L:119xxxMulanax RenrodehENGR119xxxMulanaxRes.ec6. 1 Software coDvdght ENERCALC. INC.1983-2018. Build:10.18.12.13 . Description : R13-3 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 tb F'b V fv F'v +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=14.830 It 1 0.322 0.136 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.14 1,236.72 3840.00 1.25 57.71 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.830 ft 1 0.146 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.34 562.14 3840.00 0.57 26.23 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.830 ft 1 0.425 0.179 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.78 1,630.22 3840.00 1.64 76.08 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.830 ft 1 0.461 0.195 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.37 1,770.75 3840.00 1.78 82.63 424.00 +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 = 14.830 ft 1 0.329 0.139 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,264.82 3840.00 1.27 59.02 424.00 +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 = 14.830 ft 1 0.264 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.21 1,011.86 3940.00 1.02 47.22 424.00 +0.60D+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 = 14.830 ft 1 0.088 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 337.29 3840.00 0.34 15.74 424.00 Overall Maximum Deflections Load Combination Span Max. =" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+0.750L+0.750S+0.450W+H 1 0.7058 7.469 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimi m 1.987 1.987 Overall MINimum 1.261 1.261 +D+H 0.631 0.631 +D+L+H 0.631 0.631 +D+Lr+H 1.472 1.472 +D+S+H 1.682 1.682 +D+0.750Lr+0.750L+H 1.261 1.261 +D+0.750L+0.750S+H 1.419 1.419 +D+0.60W+H 1.387 1.387 +D+0.70E+H 0.631 0.631 +D+0.750Lr+0.750L+0.450W+H 1.829 1.829 +D+0.750L+0.750S+0.450W+H 1.987 1.987 +D+0.750L+0.750S+0.5250E+H 1.419 1.419 +0.60D+0.60W460H 1.135 1.135 +0.60D+0.70E+0.60H 0.378 0.378 D Only 0.631 0.631 Lr Only 0.841 0.841 L Only S Only 1.051 1.051 W Only 1.261 1.261 E Only H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam File =L:119)=Mulanax RemodellENGR119ymMulanaxRes.ec6. Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . KW-06002997 Licensee: C.T. ENGINEERIN Description : F13-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 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(0.1) D(0.232 ) Lr( .31) S(0.3 73) 3.5x9.25 Span = 10.50 ft Applied Loads Service loads entered. toad Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =15.50 ft, (Roof Loads) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (Wall) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.8641 Maximum Shear Stress Ratio = 0.491 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual = 2,385.62 psi fv : Actual = 149.57 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 = 5.250ft 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 0.257 in Ratio = 491 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.477 in Ratio = 264 >=240 Max Upward Total Deflection 0,000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Cm C t C L +D+H Length =10.50 ft 1 0.510 0.290 0.90 1.000 1.00 1.00 1.00 1.00 1.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.459 0.261 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.710 0.403 1.25 1.000 1.00 1.00 1.00 1.00 1.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.864 0.491 1,15 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.50 ft 1 0,624 0.354 1.25 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Moment Values Shear Values M fb Fb V tv Fv 0.00 0.00 0.00 0.00 4.58 1,101.69 2160.00 1.49 69.07 238.50 0.00 0.00 0.00 0.00 4.58 1,101.69 2400.00 1.49 69.07 265.00 0.00 0.00 0.00 0.00 8.85 2,128.84 3000.00 2.88 133.47 331.25 0.00 0.00 0,00 0.00 9.92 2,385.62 2760.00 3.23 149.57 304.75 0.00 0.00 0.00 0.00 7.79 1,872.05 3000.00 2.53 117.37 331.25 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: j File =L:119xxxMulanax RemoddENGR119xxxMulanaxRes.ec6. Wood Beam Software copyright ENERCALC, INC. 1983-2018. Build:10.18.12.13 .A Description : FB-1 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN_ Length = 10.50 ft 1 0.748 0.425 1.15 1.000 +D+0.60W+H 1.000 Length = 10.50 ft 1 0.287 0.163 1.60 1.000 +D+0.70E+H 1.000 Length =10.50 ft 1 0.287 0.163 1.60 1.000 +D+0.750Lr+0.750L+0.450W+H 1.000 Length = 10.50 ft 1 0.488 0.277 1.60 1.000 +D+0.750L+0.750S+0.450W+H 1.000 Length =10.50 ft 1 0.538 0.305 1.60 1.000 +D+0.750L+0.750S+0.5250E+H 1.000 Length = 10.50 ft 1 0.538 0.305 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length = 10.50 ft 1 0.172 0.098 1.60 1.000 +0.60D+0.70E+0.60H 1.000 Length =10.50 ft 1 0.172 0.098 1.60 1.000 Overall Maximum Deflections Moment Values Shear Values C i C r C m C t C L M fb F'b V fv F'v 1.00 1.00 1.00 1.00 1.00 8.59 2,064.64 2760.00 2.79 129.44 304.75 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 4.58 1,101.69 3840.00 1.49 69.07 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 4.58 1,101.69 3840.00 1.49 69.07 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 7.79 1,872.05 3840.00 2.53 117.37 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 8.59 2,064.64 3840.00 2.79 129.44 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 8.59 2,064.64 3840.00 2.79 129.44 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.75 661.02 3840.00 0.89 41.44 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.75 661.02 3840.00 0.89 41.44 424.00 Load Combination Span Max. " " Deft Location in Span Load Combination +D+S+H 1 0.4767 5.288 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 3.780 3.780 Overall MINimum 2.034 2.034 +D+H 1.746 1.746 +D+L+H 1.746 1.746 +D+Lr+H 3.373 3.373 +D+S+H 3.780 3.780 +D+0.750Lr+0.750L+H 2.966 2.966 +D+0.750L+0.750S+H 3.271 3.271 +D+0.60W+H 1.746 1.746 +D+0.70E+H 1.746 1.746 +D+0.750Lr+0.750L+0.450W+H 2.966 2.966 +D+0.750L+0.750S+0.450W+H 3.271 3.271 +D+0.750L+0.750S+0.5250E+H 3.271 3.271 +0.60D+0.60W+0.60H 1.047 1.047 +0.60D+0.70E+0.60H 1.047 1.047 D Only 1.746 1.746 Lr Only 1.628 1.628 L Only S Only 2,034 2.034 W Only E Only H Only Max. "+^ Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam File = LM9xu Mulanax RemodeRENGR119xxx Mulanax Res.ec6 . Software coP001 ENERCALC. INC. 1983-2018. Build:10.18.12.13 . Description : FB-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 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 1,600.0 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(0.3724 L(1.237) D(0.3724 L(1.237) 0(0.01 9995 L 0.05332 D 0.019995 L 0.05332 3.5x9.25 3.5x925 Span = 5.333 ft Span = 13.670 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.333 ft, (Floor Loads) Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.333 ft, (Floor Loads) Point Load: D = 0.3724, L =1.237 k @ 1.170 ft, (FB-3) Point Load : D = 0.3724, L =1.237 k @ 12.170 ft, (FB-3) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. ]esion C Maximum Bending Stress Ratio = 0.43S 1 Maximum Shear Stress Ratio = 0.409 :1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual 805.08 psi fv : Actual = 108.34 psi FB : Allowable = 1,850.00 psi Fv: Allowable 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.333ft Location of maximum on span = 5.333 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.141 in Ratio = 1165 >=360 Max Upward Transient Deflection -0.017 in Ratio = 3769>=360 Max Downward Total Deflection 0.187 in Ratio = 876 >=240 Max Upward Total Deflection -0.022 in Ratio = 2849>=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 C m C t C L M fb Fb V to Fv +D+H 0.00 0.00 0.00 0.00 Length = 5.333 ft 1 0.120 0.109 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.83 199.26 1665.00 0.56 26.10 238.50 Length=13.670 ft 2 0.120 0.109 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.83 199.26 1665.00 0.56 26.10 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.333 ft 1 0.435 0.409 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.35 805.08 1850.00 2.34 108.34 265.00 Length = 13.670 ft 2 0.435 0.409 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.35 805.08 1850.00 2.34 108.34 265.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File =L:119)=Mulanax RemodeflENGR119xxxMulanaxRes.ec6. Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . Description : FB-2 Load Combination Max Stress Ratios Segment Length Span # M V +D+Lr+H Length = 5.333 ft 1 0.086 0,079 Length=13.670 ft 2 0,086 0.079 +D+S+H Length = 5.333 ft 1 0.094 0.086 Length = 13,670It 2 0.094 0.086 +D+0.750Lr+0.750L+H Length = 5.333 ft 1 0.283 0.265 Length = 13.670 ft 2 0.283 0.265 +D+0.750L+0.750S+H Length = 5.333 ft 1 0.307 0.288 Length = 13.670 ft 2 0.307 0.288 +D+0.60W+H Length = 5.333 ft 1 0.067 0.062 Length=13.670 ft 2 0.067 0.062 +D+0.70E+H Length = 5.333 ft 1 0.067 0.062 Length = 13.670 ft 2 0.067 0.062 +D+0.750Lr+0.750L+0.450W+H Length = 5.333 It 1 0.221 0,207 Length = 13.670 It 2 0.221 0.207 +D+0.750L+0.750S+0.450W+H Length = 5.333 ft 1 0.221 0,207 Length=13.670 ft 2 0.221 0.207 +D+0.750L+0.750S+0.5250E+H Length = 5,333 ft 1 0.221 0.207 Length = 13.670 ft 2 0.221 0,207 +0.60D+0.60W+0.60H Length = 5.333 ft 1 0.040 0,037 Length = 13,670 ft 2 0.040 0.037 +0.60D+0.70E+0.60H Length = 5.333 ft 1 0.040 0,037 Length = 13,670 ft 2 0.040 0,037 Overall Maximum Deflections Moment Values Shear Values C d C FN C i Cr Cm C t C IL M tb F'b V fv F'v 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.83 199.26 2312.50 0.56 26.10 331.25 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.83 199.26 2312.50 0.56 26.10 331.25 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 12 0.83 199.26 2127.50 0.56 26.10 304.75 1.15 1.000 1.00 1.00 1.00 1.00 1 m 0.83 199.26 2127.50 0.56 26.10 304.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.72 653.62 2312.50 1.89 87.78 331.25 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.72 653.62 2312.50 1.89 87.78 331.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1,000 1.00 1.00 1.00 1.00 1.00 2.72 653.62 2127.50 1.89 87.78 304.75 1.15 1,000 1.00 1.00 1.00 1.00 1.00 2.72 653.62 2127.50 1.89 87.78 304.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1,000 1.00 1.00 1.00 1.00 1.00 0.83 199.26 2960.00 0.56 26.10 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.83 199.26 2960.00 0.56 26.10 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.83 199.26 2960.00 0.56 26.10 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.83 199.26 2960.00 0.56 26.10 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.72 653.62 2960.00 1.89 87.78 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.72 653.62 2960.00 1.89 87.78 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.72 653.62 2960.00 1.89 87.78 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.72 653.62 2960.00 1.89 87.78 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.72 653.62 2960.00 1.89 87.78 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.72 653.62 2960.00 1.89 87.78 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1,00 1.00 0.50 119.55 2960.00 0.34 15.66 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.50 119.55 2960.00 0.34 15.66 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.50 119.55 2960.00 0.34 15.66 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.50 119.55 2960.00 0.34 15.66 424.00 . _ Load Combination Span Max. " "Defl Location in Span -- Lo_aa'd Combina---ti-on-- ----- 1 0.0000 0.000 +D+L+H +D+L+H 2 O.1872 7.790 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 ------ - - --- - - Overall- MAXimum---- -0.432 3.218 -.. 1.827 Overall MINimum -0.102 2.430 1.387 +D+H -0.102 0.787 0.439 +D+L+H -0.432 3.218 1.827 +D+Lr+H -0.102 0.787 0.439 +D+S+H -0.102 0,787 0.439 +D+0.750Lr+0.750L+H -0.350 2.610 1.480 +D+0.750L+0.750S+H -0.350 2.610 1.480 +D+0.60W+H -0.102 0.787 0.439 +D+0.70E+H -0.102 0.787 0.439 +D+0.750Lr+0.750L+0.450W+H -0.350 2.610 1.480 +D+0.750L+0.750S+0.450W+H -0.350 2.610 1.480 +D+0.750L+0.750S+0.5250E+H -0.350 2.610 1.480 +0.60D+0.60W+0.60H -0.061 0.472 0.264 +0.60D+0.70E+0.60H -0,061 0.472 0.264 D Only -0.102 0.787 0.439 Lr Only L Only -0.330 2.430 1,387 S Only Max. "+" Defl ------------------- -0.0225 0.0000 Values in KIPS Location in Span - ....................... .. 3.158 3.158 Project Title: Engineer: Project ID: Project Descr: Wood Beam File = L:119xxx Mulanax RemodeRENGR119xxx Mulanax Res.ec8 . i Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . Description : FB-2 Vertical Reactions Support notation : Far left is #1 Values in KIPS -------- -- Load Combination Combination Support 1 Support 2 Support 3 E Only H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : FB-3 File = L:119xxx Mulanax RemodeAENGR119xxx Mulanax Res.ec6 Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 _ Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 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 3.5x9.25, Span = 10.750 ft Applied Loads Load for Span Number 1 Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 6.0 It, (Floor Loads) Load for Span Number 2 Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 6.0 ft, (Floor Loads) Point Load : D = 0.4540, Lr = 0.4270, S = 0.5340 k @ 2.170 ft, (Roof Wall) DESIGN SUMMARY D(0.454) Lr(0.427) S(0.534) 4.09 L 0.24 3.5x9.25 Span = 2.170 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.393 1 ' Maximum Shear Stress Ratio = 0.297 :'1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual = 944.05 psi fv : Actual = 78.76 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 = 4.865ft Location of maximum on span = 10.029 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.158 in Ratio = 816 > 360 Max Upward Transient Deflection -0.091 in Ratio = 570 >=360 Max Downward Total Deflection 0.188 in Ratio = 686 >=240 Max Upward Total Deflection -0.087 in Ratio = 598>=240 Maximum Forces & Stresses for Load Combinations Load Combination Ma_x Stress Ratios Segment Length Span # M V Cd C FN C i Cr +D+H Length = 10.750 ft 1 0.133 0.113 0.90 1.000 1.00 1.00 Length = 2.170 ft 2 0.133 0.113 0.90 1.000 1.00 1.00 +D+L+H 1.000 1.00 1.00 Length = 10.750 ft 1 0.393 0.297 1.00 1.000 1.00 1.00 Length = 2.170 ft 2 0.177 0.297 1.00 1.000 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 Moment Values C rn C t C L M ib Fb 0.00 1.00 1,00 1.00 1.20 287.81 2160.00 1.00 1.00 1.00 1.20 287.81 2160.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 3.93 944.05 2400.00 1.00 1.00 1.00 1.76 423.67 2400.00 1.00 1.00 1.00 0.00 Shear Values V tv Fv 0.00 0.00 0.00 0.58 26.90 238.50 0.58 26.90 238.50 0.00 0.00 0.00 1.70 78.76 265.00 0.92 78.76 265.00 0.00 0.00 0.00 A Wood Beam Description : FB-3 Load Combination Max Stress Ratios Segment Length Span # M V Length=10.750 ft 1 0.170 0.141 Length = 2.170 ft 2 0.170 0.141 +D+S+H Length = 10.750 ft 1 0.205 0.169 Length = 2.170 ft 2 0.205 0.169 +D+0.750Lr+0.750L+H Length=10.750 ft 1 0.227 0.206 Length = 2.170 ft 2 0.186 0.206 +D+0.750L+0.750S+H Length=10.750 ft 1 0.240 0.226 Length = 2.170 ft 2 0.217 0.226 +D+0.60W+H Length=10.750 ft 1 0.075 0.063 Length = 2.170 ft 2 0.075 0.063 +D+0.70E+H Length = 10.750 ft 1 0.075 0.063 Length = 2.170 ft 2 0.075 0.063 +D+0.750Lr+0.750L+0.450W+H Length=10.750 ft 1 0.177 0.161 Length = 2.170 ft 2 0.145 0.161 +D+0.750L+0.750S+0.450W+H Length=10.750 ft 1 0.172 0.163 Length = 2.170 ft 2 0.156 0.163 +D+0.750L+0.750S+0.5250E+H Length = 10.750 ft 1 0,172 0.163 Length = 2.170 ft 2 0.156 0.163 +0.60D+0.60W+0.60H Length=10.750 ft 1 0.045 0.038 Length = 2.170 ft 2 0.045 0.038 +0.60D+0.70E+0.60H Length = 10.750 ft 1 0.045 0.038 Length = 2.170 ft 2 0.045 0.038 Overall Maximum Deflections Load Combination Span +D+L+H - - 2 Vertical Reactions Project Title: Engineer: Project ID: Project Descr: File = L:119xxx Mulanax Remodel\ENGR119xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . I Moment Values Licensee: C.T. ENGINEERING Shear Values C d C FN C i Cr C m C t C L M tb Fb V fv Fv 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.12 510.59 3000.00 1.01 46.68 331.25 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.12 510.59 3000.00 1.01 46.68 331.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.36 566.41 2760.00 1.11 51.64 304.75 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.36 566.41 2760.00 1.11 51.64 304.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.83 679.98 3000.00 1.47 68.21 331.25 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.32 556.78 3000.00 1.15 68.21 331.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.75 662.27 2760.00 1.49 68.96 304.75 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.49 598.65 2760.00 1.23 68.96 304.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.20 287.81 3840.00 0.58 26.90 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.20 287.81 3840.00 0.58 26.90 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.20 287.81 3840.00 0.58 26.90 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.20 287.81 3840.00 0.58 26.90 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.83 679.98 3840.00 1.47 68.21 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.32 556.78 3840.00 1.15 68.21 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 662.27 3840.00 1.49 68.96 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.49 598.65 3840.00 1.23 68.96 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 662.27 3840.00 1.49 68.96 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.49 598.65 3840.00 1.23 68.96 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 172.69 3840.00 0.35 16.14 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 172.69 3840.00 0.35 16.14 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0,72 172.69 3840.00 0.35 16.14 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 172.69 3840.00 0.35 16.14 424.00 Max. -" Deft --- 0.1878 0.0000 Location in Span Load Combination Load Combination Support 1 Ovemrall -imum------------ Ovll MAX 1.610 Overall MINimum -0,108 +D+H 0.372 +D+L+H 1.610 +D+Lr+H 0.286 +D+S+H 0.265 +D+0.750Lr+0.750L+H 1.236 +D+0.750L+0.750S+H 1.220 +D+0.60W+H 0.372 +D+0.70E+H 0.372 +D+0.750Lr+0.750L+0.450W+H 1.236 +D+0.750L+0.750S+0.450W+H 1.220 +D+0.750L+0.750S+0.5250E+H 1.220 +0.60D+0.60W+0.60H 0.223 +0.60D+0.70E+0.60H 0.223 D Only 0.372 Lr Only -0,086 L Only 1.237 S Only -0.108 W Only 5.225 L Only Support notation : Far left is #1 Support Support 0.642 1.244 3.108 1.758 1.886 3.027 3.123 1.244 1.244 3,027 3.123 3.123 0.747 0.747 1.244 0.513 1.863 0.642 -- --------------- - ----- Max. "+" Deft Location in Span 0.0000 0.000 -0.0911 2.170 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam File = L:119xxx Mulanax RemodeI\ENGR119xxx Mulanax Res.ec6 . i Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Description : FB-3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 H Only 0 Project Title: Engineer: Project ID: Project Descr: Wood Beam File = L:119xxx Mulanax RemodeRENGR119xxx Mulanax Res.ec6 . Software 000ydght ENERCALC. INC.1983.2018. Build:10.18.12.13 . Description : FB4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-10 Fb - Fc - Prll Wood Species : DF/DF Fc - Perp Wood Grade : 24F - V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.7874) L(2.43) 1 5.5x9.25 Span = 8.580 ft 2,400.0 psi E : Modulus of Elasticity 1,850.0 psi Ebend- xx 1,800.0 ksi 1,650.0 psi Eminbend - xx 950.0 ksi 650.0 psi Ebend- yy 1,600.0 ksi 265.0 psi Eminbend - yy 850.0 ksi 1,100.0psi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =10.0 ft, (Floor Loads) Point Load : D = 0.7874, L = 2.430 k @ 4.250 ft, (FB-2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.7621 Maximum Shear Stress Ratio = 0.397 : 1 Section used for this span 5.5x9.25 Section used for this span 5.5x9.25 fib : Actual 1,827.98 psi tv : Actual = 105.25 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 = 4.259ft 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 0.160 in Ratio = 642 > 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.216 in Ratio = 476 >=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 C, C t C L M fb Fb V fv Fv +D+L+H 0.00 0.00 0.00 0.00 Length = 8.580 ft 1 0.762 0.397 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.95 1,827.98 2400.00 3.57 105.25 265.00 Overall Maximum Deflections Load Combination Span Max. "= Dell Location in Span Load Combination Max. "+^ Defl Location in Span +D+L+H 1 0.2160 4.290 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.M3 3.953 Overall MINimum 2.942 2.920 It 0 Project Title: Engineer: Project ID: Project Descr: Wood Beam File =L:N9wMulanax RemodellENGR119xxxMulanaXRes.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . KW-06002997 Licensee: C.T. ENGINEERINC— Description : F134 Vertical Reactions Support natation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+H -. - --- — 1.041 —_ 1.034 +D+L+H 3.983 3.953 +D+Lr+H 1.041 1.034 +D+S+H 1.041 1.034 +D+0.750Lr+0.750L+H 3.248 3.223 +D+0.750L+0.750S+H 3.248 3.223 +D+0.60W+H 1.041 1.034 +D+0.70E+H 1.041 1.034 +D+0.750Lr+0.750L+0.450W+H 3.248 3.223 +D+0.750L+0.750S+0.450W+H 3.248 3.223 +D+0.750L+0.750S+0.5250E+H 3.248 3.223 +0.60D+0.60W+0.60H 0.625 0.620 +0.60D+0.70E+0.60H 0.625 0.620 D Only 1.041 1.034 Lr Only L Only 2.942 2.920 S Only W Only E Only H Only It Project Title: Engineer: Project ID: Project Descr: Wood Beam File = L:119xxx Mulanax RemodehENGM19xxx Mulanax Res.ec6 ' Software copyright ENERCALC, INC.1983.2018, Build:10.18.12.13 . Description : FB-5 CODE REFERENCES _ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-10 Fb - Fc - Prll Wood Species : DF/DF Fc - Perp Wood Grade : 24F - V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 11 5.5x9.25 Span = 13.588 It 2,400.0 psi E : Modulus of Elasticity 1,850.0 psi Ebend- xx 1,800.0 ksi 1,650.0 psi Eminbend - xx 950.0 ksi 650.0 psi Ebend- yy 1,600.0 ksi 265.0 psi Eminbend - yy 850.0 ksi 1,100.0psi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. -—........ - -- — ..._._.... Load for Span Number 1 Varying Uniform Load: D= 0.0610->0.0950, L= 0.1620->0.2520 k/ft, Extent = 0.0 » 13.588 ft, Trib Width =1.0 ft, (Floor Loads) DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.42(11 Maximum Shear Stress Ratio = 0.203 :1 Section used for this span 5.5x9.25 Section used for this span 5.5x9.25 fb : Actual = 1,007.68 psi fv : Actual = 53.69 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 = 7.042ft Location of maximum on span = 12.844 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.245 in Ratio = 666 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.337 in Ratio = 484>=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 FN C i Cr Cm C t C L M fb F'b V fv F'v +D+L+H 0.00 0.00 0.00 0.00 Length=13.588 ft 1 0.420 0.203 1.00 1.000 1.00 1.00 1.00 1,00 1.00 6.59 1,007,68 2400.00 1.82 53.69 265.00 Overall Maximum Deflections Load Combination Span Max. " " Deft Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.33V 6.893 0.0000 Cow Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.796 2.077 - Project Title: Engineer: Project ID: Project Descr: Wood Beam File = L:119xxx Mulanax RemodetENGRt19xxx Mulanax Res.ec8 . 1 Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . KW-06002997 Licensee: C.T. ENGINEERIN Description : FB-5 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MINimum 1.304 1.508 +D+H 0.491 0.568 +D+L+H 1.796 2.077 +D+Lr+H 0.491 0.568 +D+S+H 0.491 0.568 +D+0.750Lr+0.750L+H 1.470 1.700 +D+0.750L+0.750S+H 1.470 1.700 +D+0.60W+H 0.491 0.568 +D+0.70E+H 0.491 0.568 +D+0.750Lr+0.750L+0.450W+H 1.470 1.700 +D+0.750L+0.750S+0.450W+H 1.470 1.700 +D+0.750L+0.750S+0.5250E+H 1.470 1.700 +0.60D+0.60W+0.60H 0.295 0.341 +0.60D+0.70E+0.60H 0.295 0.341 D Only 0.491 0.568 Lr Only L Only 1.304 1.508 S Only W Only E Only H Only Values in KIPS M Project Title: Engineer: Project ID: Project Descr: Wood Beam � File = L:119xxx Mulanax RemodellENGR119xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . r.rrLicensee : C.T. ENGINEERING Description : FB-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fib + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 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 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.195) L(0.52) D(0.195) L(0.52) v v o 0 0 0 0-- 5.125x21 Span =3.0ft 5.125x21 Span = 22.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width =13.0 ft, (Floor Loads) Load for Span Number 2 Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width =13.0 ft, (Floor Loads) DESIGN SUMMARY . • Maximum Bending Stress Ratio = 0.7221 Maximum Shear Stress Ratio = 0.700 : 1 Section used for this span 5.125x21 Section used for this span 5.125x21 fb : Actual 1,254.58 psi fv : Actual 185.55 psi FB : Allowable = 1,738.61 psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 0.000ft Location of maximum on span = 1.760ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.197 in Ratio = 1360 > 360 Max Upward Transient Deflection -0.004 in Ratio = 9201 >=360 Max Downward Total Deflection 0.271 in Ratio = 989 >=240 Max Upward Total Deflection -0.005 in Ratio = 6692 >=240 Maximum Forces & Stresses for Load Combinations Load Combination M_ax_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 = 3.0 ft 1 0.206 0.212 0.90 1.000 1.00 1.00 1.00 1.00 1.00 10,74 342.16 1665.00 3.63 50.60 238.50 Length = 22.330 ft 2 0.219 0.212 0.90 0.940 1.00 1.00 1.00 1.00 1.00 10.74 342.16 1564.74 2.32 50.60 238.50 +D+L+H 0.940 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.678 0.700 1.00 1.000 1.00 1.00 1.00 1.00 1.00 39.38 1,254.58 1850.00 13.31 185.55 265,00 Length = 22.330 ft 2 0.722 0.700 1.00 0.940 1.00 1.00 1.00 1.00 1.00 39.38 1,254.58 1738.61 8.50 185.55 265.00 +D+Lr+H 0.940 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0,148 0.153 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.74 342.16 2312.50 3.63 50.60 331.25 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam File = L:119xxx Mulanax RemodeflENCR119xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . ■ Description : FB-6 Load Combination Max Stress Ratios Moment Values - - --- ---------- Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Length = 22.330 ft 2 0.157 0.153 1.25 0.940 1.00 1.00 1.00 1.00 1.00 10.74 +D+S+H 0.940 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.161 0.166 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.74 Length = 22.330 ft 2 0.171 0.166 1.15 0.940 1.00 1.00 1.00 1.00 1.00 10.74 +D+0.750Lr+0.750L+H 0.940 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.444 0.458 1,25 1.000 1.00 1.00 1.00 1.00 1.00 32.22 Length = 22.330 ft 2 0.472 0.458 1,25 0.940 1.00 1.00 1.00 1.00 1.00 32.22 +D+0.750L+0.750S+H 0,940 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.482 0,498 1.15 1.000 1.00 1.00 1.00 1.00 1.00 32.22 Length = 22.330 ft 2 0.513 0.498 1.15 0.940 1.00 1.00 1.00 1.00 1.00 32.22 +D+0.60W+H 0.940 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.116 0.119 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.74 Length = 22.330 ft 2 0.123 0.119 1,60 0.940 1.00 1.00 1.00 1.00 1.00 10.74 +D+0.70E+H 0.940 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.116 0.119 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.74 Length = 22.330 ft 2 0.123 0.119 1.60 0.940 1.00 1.00 1.00 1.00 1.00 10.74 +D+0.750Lr+0.750L+0.450W+H 0.940 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.347 0.358 1.60 1.000 1.00 1.00 1.00 1.00 1.00 32.22 Length = 22.330 ft 2 0.369 0.358 1.60 0.940 1.00 1.00 1.00 1.00 1.00 32,22 +D+0.750L+0.750S+0.450W+H 0.940 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.347 0.358 1.60 1.000 1.00 1.00 1.00 1.00 1.00 32.22 Length = 22.330 ft 2 0.369 0.358 1.60 0.940 1.00 1.00 1.00 1.00 1.00 32,22 +D+0.750L+0.750S+0.5250E+H 0.940 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.347 0.358 1.60 1.000 1.00 1.00 1.00 1.00 1.00 32,22 Length = 22.330 ft 2 0.369 0.358 1.60 0.940 1.00 1.00 1.00 1.00 1.00 32.22 +0.60D+0.60W+0.60H 0.940 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.069 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6,44 Length = 22.330 ft 2 0.074 0.072 1.60 0.940 1.00 1.00 1.00 1.00 1.00 6.44 +0.60D+0.70E+0.60H 0.940 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.069 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6,44 Length = 22,330 ft 2 0.074 0.072 1.60 0.940 1.00 1.00 1.00 1.00 1.00 6.44 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination 1 0.0000 0.000 +D+L+H +D+L+H 2 O.2709 12.600 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 - - _ _ .--- __ - ------ ----- - -..___.__------- Overall MAXimum 12.055 23.946 6.219 Overall MINimum -3.288 17.416 4.523 +D+H .3.288 6.531 1.696 +D+L+H-12.055 23.946 6.219 +D+Lr+H -3.288 6.531 1.696 +D+S+H -3.288 6.531 1.696 +D+0.750Lr+0.750L+H -9.863 19.593 5.089 +D+0.750L+0.750S+H -9.863 19.593 5.089 +D+0.60W+H -3.288 6.531 1.696 +D+0.70E+H -3.288 6.531 1.696 +D+0.750Lr+0.750L+0.450W+H -9.863 19.593 5.089 +D+0.750L+0.750S+0.450W+H -9.863 19.593 5.089 +D+0.750L+0.750S+0.5250E+H -9.863 19.593 5.089 +0.60D+0.60W+0.60H -1.973 3.919 1.018 +0.60D+0.70E+0.60H -1.973 3.919 1.018 D Only -3.288 6.531 1.696 Lr Only L Only -8.767 17.416 4.523 S Only W Only E Only 342.16 342.16 342.16 1,026.48 1,026.48 1,026.48 1,026.48 342.16 342.16 342.16 342.16 1,026.48 1,026.48 1,026.48 1,026.48 1,026.48 1,026.48 205.30 205.30 205.30 205.30 - F'b -- V Shear Values fv F'v 2173.26 2.32 50.60 331.25 0.00 0.00 0.00 0.00 2127.50 3.63 50.60 304.75 1999.40 2.32 50.60 304.75 0.00 0.00 0.00 0.00 2312.50 10.89 151.81 331.25 2173.26 6.95 151.81 331.25 0.00 0.00 0.00 0.00 2127.50 10.89 151.81 304.75 1999.40 6.95 151.81 304.75 0.00 0.00 0.00 0.00 2960.00 3.63 50.60 424.00 2781.77 2.32 50.60 424.00 0.00 0.00 0.00 0.00 2960.00 3.63 50.60 424.00 2781.77 2.32 50.60 424.00 0.00 0.00 0.00 0.00 2960.00 10.89 151.81 424.00 2781.77 6.95 151.81 424.00 0.00 0.00 0.00 0.00 2960.00 10.89 151.81 424.00 2781.77 6.95 151.81 424.00 0.00 0.00 0.00 0.00 2960.00 10.89 151.81 424.00 2781.77 6.95 151.81 424.00 0.00 0.00 0.00 0.00 2960.00 2.18 30.36 424.00 2781.77 1.39 30.36 424.00 0.00 0.00 0.00 0.00 2960.00 2.18 30.36 424.00 2781.77 1.39 30.36 424.00 Max. "+° Dell Location in Span 0.0054 1.743 0.0000 1.743 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam File =L:119mMulanax RemodellENGRMxxxMulanaxRes.ec6. 1111 1I� Software copyright ENERCALC, INC. 1983-2018. Build:10.18.12.13 . ■ Description: FB-6 Vertical Reactions Support notation : Far left is #1 Values in KIPS --- --- — — ---------- Load Combination Support 1 Support 2 Support 3 i Project Title: Engineer: Project ID: Project Descr: WOOL) Beam ` ^ File = L:119xxx Mulanax RemodeRENGRMxxx Mulanax Res.ec6 . Software copyright ENERCALC. INC.1983-2018. Build:10.18.12.13 . Description : FB-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties _ Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi 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 1,100,0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.0633) L(0.3798) 5.5x12 Span = 17.170 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 6.330 ft, (Deck) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.619r 1 Maximum Shear Stress Ratio = 0.291 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb : Actual 1,484.43 psi fv : Actual 76.99 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 = 8.585ft Location of maximum on span = 16.230 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.552 in Ratio = 373 -360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.644 in Ratio = 320 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios _ Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm _Moment C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 17.170 ft 1 0.098 0.046 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.33 212.06 2160.00 0.48 11.00 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.170 ft 1 0.619 0.291 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.33 1,484,43 2400.00 3.39 76.99 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.170 ft 1 0.071 0.033 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.33 212.06 3000.00 0.48 11.00 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.170 R 1 0.077 0.036 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.33 212.06 2760.00 0.48 11.00 304.75 +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 = 17.170 It 1 0.389 0.183 1.25 1.000 1.00 1.00 1.00 1.00 1.00 12.83 1,166.34 3000.00 2.66 60.49 331.25 +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 = 17.170 ft 1 0.423 0.198 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.83 1,166.34 2760.00 2.66 60.49 304.75 Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : FB-7 File = L:119xxx Mulanax RemodeBENGR119xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . 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+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.170 ft 1 0.055 0,026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.33 212.06 3840.00 0.48 11.00 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.170 ft 1 0,055 0,026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.33 212.06 3840.00 0.48 11.00 424.00 +D+0.750Lr+0.750L+0.450W+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.170 ft 1 0,304 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1,00 12.83 1,166.34 3840.00 2.66 60.49 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=17.170 ft 1 0,304 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1,00 12.83 1,166.34 3840.00 2.66 60.49 424.00 +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=17.170 ft 1 0.304 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.83 1,166.34 3840.00 2.66 60.49 424.00 +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 = 17.170 ft 1 0.033 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 127.24 3840.00 0.29 6.60 424.00 +0.60D+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 = 17.170 ft 1 0.033 0.016 1.60 1.000 1.00 1,00 1.00 1.00 1.00 1.40 127.24 3840.00 0.29 6.60 424.00 Overall Maximum Deflections Load Combination Span Max. " " Deft Location in Span Load Combination Max. "+" Dell Location in Span +D+L+H - - 1 - 0.6435 8.648 - - 0.0000 0.000 Vertical Reactions Support natation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.804 3.804 Overall MINimum 3.261 3.261 +D+H 0.543 0.543 +D+L+H 3.804 3.804 +D+Lr+H 0.543 0.543 +D+S+H 0.543 0.543 +D+0.750Lr+0,750L+H 2.989 2.989 +D+0.750L+0.750S+H 2.989 2.989 +D+0.60W+H 0.543 0.543 +D+0.70E+H 0.543 0,543 +D+0.750Lr+0.750L+0.450W+H 2.989 2.989 +D+0.750L+0.750S+0.450W+H 2.989 2.989 +D+0.750L+0.750S+0.5250E+H 2.989 2.989 +0.60D+0.60W+0.60H 0.326 0.326 +0.60D+0.70E+0.60H 0.326 0.326 D Only 0.543 0.543 Lr Only L Only 3.261 3.261 S Only W Only E Only H Only 0 13 Project Title: Engineer: Project ID: Project Descr: Wood Beam File = L:119xxx Mulanax RemodeNENGR119xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983.2018, Build:10.18.12.13 . KW-06002997 Licensee: C.T. ENGINEERIN. Description : FB-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE7-10 Fb- 1,850.0psi 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 1,600.0 ksi Wood Grade : 24F - V4 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(0.112N L(0.675) 5.5x12 Span = 13.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, L = 0.060 ksf, Tributary Width=11.250 ft, (Deck) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.697.1 Maximum Shear Stress Ratio = 0.394 :1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb : Actual = 1,672.26 psi fv : Actual = 104.47 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 = 6.835ft 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 0.394 in Ratio = 416 -360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.460 in Ratio = 356 -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 C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=13.670 ft 1 0.111 0.063 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.63 238.89 2160.00 0.66 14.92 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.670 ft 1 0.697 0.394 1.00 1.000 1.00 1.00 1.00 1.00 1.00 18.39 1,672.26 2400.00 4.60 104.47 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.670 ft 1 0.080 0.045 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.63 238.89 3000.00 0.66 14.92 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.670 ft 1 0.087 0.049 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.63 238.89 2760.00 0.66 14.92 304.75 +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=13.670 ft 1 0.438 0.248 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.45 1,313.92 3000.00 3.61 82.09 331.25 +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=13.670 ft 1 0.476 0.269 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.45 1,313.92 2760.00 3.61 82.09 304.75 Project Title: Engineer: Project ID: Project Descr: Wood Beam_ File = L:119xxx Mulanax RemodeRENGR119xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . 7 Licensee: C.T. ENGINEERIN(Z Description : F13-8 Load Combination Max Stress Ratios_ Segment Length Span # M V +D+0.60W+H Length=13.670 ft 1 0.062 0.035 +D+0.70E+H Length=13.670 It 1 0.062 0.035 +D+0.750Lr+0.750L+0.450W+H Length=13.670 ft 1 0.342 0.194 +D+0.750L+0.750S+0.450W+H Length=13.670 ft 1 0.342 0.194 +D+0.750L+0.750S+0.5250E+H Length = 13.670 ft 1 0.342 0.194 +0.60D+0.60W+0.60H Length=13.670 ft 1 0.037 0.021 +0.60D+0.70E+0.60H Length=13.670 ft 1 0.037 0.021 Overall Maximum Deflections Load Combination Span +p+L+H - - - - 1 -- Vertical Reactions Load Combination Overall MAXimum Overall MINimum +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+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Moment Values Shear Values C d C FN C i Cr Cm C t C L M tb Fb V tv F'v 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.63 238.89 3840.00 0.66 14.92 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.63 238.89 3840.00 0.66 14.92 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.45 1,313,92 3840.00 3.61 82.09 424.00 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1,00 14.45 1,313.92 3840.00 3.61 82.09 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.45 1,313,92 3840.00 3.61 82.09 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 143.34 3940.00 0.39 8.95 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 143.34 3840.00 0.39 8.95 424.00 Max. " " Defl Location in Span Load Combination Max. "+" Dell Location in Span 0.4595 6.885 Support notation : Far left is #1 Support1 Support 2 5.383 5.383 - - - 4.614 4,614 0.769 0.769 5.383 5.383 0.769 0.769 0.769 0.769 4.229 4.229 4.229 4.229 0.769 0.769 0.769 0.769 4.229 4.229 4.229 4.229 4.229 4.229 0.461 0.461 0.461 0.461 0.769 0.769 4.614 4.614 0.0000 0.000 Values in KIPS 3 Project Title: Engineer: Project ID: Project Descr: Wood Beam -- Description : FB-9 File = L:119xxx Mulanax RemodeRENGR119xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2018. Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 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 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0(0.0663) L(0.83096) D(0.0442) L(0.2652) 0 o O 8 5.5x12 Span = 14.830 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 4.420 ft, (Deck) Uniform Load : D = 0.0150, L = 0.1880 ksf, Extent = 0.0 --» 6.0 ft, Tributary Width = 4.420 ft, (Spa) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.681: 1 Maximum Shear Stress Ratio Section used for this span 5.5x12 Section used for this span fb : Actual = 1,635.28 psi fv : Actual FB : Allowable = 2,400.00 psi Fv: Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 5.467ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.451 in Ratio = 394 -360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.506 in Ratio = 351 -240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr +D+H Length=14.830 ft 1 0.079 0.051 0.90 1.000 1.00 1.00 +D+L+H 1.000 1.00 1.00 Length=14.830 ft 1 0.681 0.464 1.00 1.000 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 Length = 14.830 It 1 0.057 0.037 1.25 1.000 1.00 1.00 +D+S+H 1.000 1.00 1.00 Length=14,830 It 1 0.062 0.040 1.15 1.000 1.00 1.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 Length=14.830 It 1 0,423 0.288 1.25 1.000 1,00 1.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 Moment Values C m C t C L M fb Fb 0.00 1.00 1.00 1.00 1.88 171.17 2160.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 17,99 1,635.28 2400.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.88 171.17 3000.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.88 171.17 2760.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 13.96 1,269.08 3000.00 1.00 1,00 1.00 0.00 0.464 :1 5.5x12 123.03 psi 265.00 psi +D+L+H 0.000 ft Span # 1 Shear Values V fv Fv 0.00 0.00 0.00 0.54 12.21 238.50 0.00 0.00 0.00 5.41 123.03 265.00 0.00 0.00 0.00 0.54 12.21 331.25 0.00 0.00 0.00 0.54 12.21 304.75 0.00 0.00 0.00 4.19 95.32 331.25 0.00 0.00 0.00 0 Wood Beam Description : FB-9 Load Combination Max Stress Ratios Segment Length Span # M V Length = 14,830 ft 1 0.460 0.313 +D+0.60W+H Length = 14.830 ft 1 0,045 0.029 +D+0.70E+H Length = 14.830 ft 1 0.045 0,029 +D+0.750Lr+0.750L+0.450W+H Length=14.830 ft 1 0,330 0.225 +D+0.750L+0.750S+0.450W+H Length=14.830 ft 1 0,330 0.225 +D+0.750L+0.750S+0.5250E+H Length = 14.830 ft 1 0.330 0.225 +0.60D+0.60W+0.60H Length = 14.830 ft 1 0.027 0.017 +0.60D+0.70E+0.60H Length = 14.830 ft 1 0.027 0.017 Overall Maximum Deflections Load Combination Span +D+L+H 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +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+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Project Title: Engineer: Project ID: Project Descr: File = L:119xxx Mulanax RemodeRENGRt19xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC. 1983.2018, Build:10.18.12.13 . Moment Values Shear Values C d C FN C i Cr Cm C t C L M Po Pb V fv Pv 1.15 1.000 1.00 1.00 1.00 1,00 1.00 13.96 1,269,08 2760.00 4.19 95.32 304.75 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.88 171.17 3840.00 0.54 12.21 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.88 171.17 3840.00 0.54 12.21 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.96 1,269.08 3840.00 4.19 95.32 424.00 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.96 1,269.08 3840.00 4.19 95.32 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13,96 1,269.08 3840.00 4.19 95.32 424.00 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.13 102.70 3840.00 0.32 7.33 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.13 102.70 3840.00 0.32 7.33 424.00 Max. "-" Defl Location in Span 0.5059 7.036 Load Combination Support notation : Far left is #1 Support 1 Support 6,589 3.383 5.944 2.975 0,645 0.408 6.589 3.383 0.645 0.408 0.645 0.408 5.103 2.639 5.103 2.639 0.645 0.408 0.645 0.408 5.103 2.639 5.103 2.639 5.103 2.639 0.387 0,245 0.387 0,245 0.645 0,408 5.944 2.975 Max. "+" Defl Location in Span ------------- ------ 0.0000 0.000 Values in KIPS I Project Title: Engineer: Project ID: Project Descr: i Wood Beam Description : FB-10 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties File = L:119xxx Mulanax RemodeftENCR119xxx Mulanax Res.ec6 . Software cop0ght ENERCALC, INC. 1983-2018. Build:10.18.12.13 . Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 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 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(o.24) Lr(0.32) S(0.4) 6 0 6 D(0.1251 L(1.14) 6 3.5x11.25 Span = 8.420 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0250, L = 0.2280 ksf, - _ -_- Tributary Width = 5.0 ft, (Floor Loads) ----- _ .. Uniform Load; D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =16.0 ft, (Roof Load) DESIGN SUMMARY . • Maximum Bending Stress Ratio = 0.9031 Maximum Shear Stress Ratio = 0.711 : 1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb : Actual 2,167.85 psi fv : Actual 188.52 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 = 4.210ft 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 0.1731n Ratio = 582 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.231 in Ratio = 436 >=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 I C L M ft) Fb V fv Fv +D+L+H 0.00 0.00 0.00 0.00 Length = 8.420 ft 1 0.903 0.711 1.00 1.000 1.00 1.00 1.00 1.00 1.00 13.34 2,167.85 2400.00 4.95 188.52 265.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.420 ft 1 0.399 0.314 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.78 1,101.93 2760.00 2.52 95.82 304.75 +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 = 8.420 ft 1 0.793 0.625 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.47 2,189.46 2760.00 5.00 190.40 304.75 Overall Maximum Deflections Load Combination Span Max. " " Deft Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.2313 4.241 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Wood Beam File = LA19xxx Mulanax RemodeRENGR119xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . KW-06002997 Licensee: C.T. ENGINEERINIJ Description : FB-10 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 6.399 6.399 Overall MINimum 1.684 1.684 +D+H 1,537 1,537 +D+L+H 6.336 6.336 +D+Lr+H 2.884 2.884 +D+S+H 3.221 3.221 +D+0.750Lr+0.750L+H 6.147 6.147 +D+0.750L+0.750S+H 6.399 6.399 +D+0.60W+H 1.537 1.537 +D+0.70E+H 1.537 1.537 +D+0.750Lr+0.750L+0.450W+H 6.147 6.147 +D+0.750L+0.750S+0.450W+H 6.399 6.399 +D+0.750L+0.750S+0.5250E+H 6.399 6.399 +0.60D+0.60W+0.60H 0.922 0.922 +0.60D+0.70E+0.60H 0.922 0.922 D Only 1.537 1.537 Lr Only 1.347 1.347 L Only 4.799 4.799 S Only 1.684 1.684 W Only E Only H Only Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : FB-11 File = L:119xxx Mulanax RemodeRENGR119xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi Load Combination ASCE 7-10 Fb - 1,850.0 psi Fc - Prll 1,650.0 psi Wood Species : DF/DF Fc - Perp 650.0 psi Wood Grade : 24F - V4 Fv 265.0 psi Ft 1,100.0psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.2125) L(0.34) 3.5x9.25 Span = 11.330 ft E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 950.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 8.50 ft, (Floor Loads) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.8881 Maximum Shear Stress Ratio = 0.475 :1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual = 2,131.49psi fv : Actual 125.96 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 = 5.665ft Location of maximum on span = 10.586 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0,305 in Ratio = 445>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0,496 in Ratio = 274>=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_Valu_es Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb Fib V fv Fv +D+L+H 0.00 0.00 0.00 0.00 Length=11.330 ft 1 0.888 0.475 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.87 2,131.49 2400.00 2.72 125.96 265.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 11.330 fl 1 0.297 0.159 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3,41 819.80 2760.00 1.05 48.45 304.75 Overall Maximum Deflections Load Combination Span Max. " " Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H - - - 1 0.4959 5.706 - 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.130 3.130 Project Title: Engineer: Project ID: Project Descr: Wood Beam File =L:119xxxMulanax Remod0ENGK119xxxMulanaxRes.eM . Software copyright ENERCALC, INC.1983-2018, Build: 10.18.12.13 . Description : FB-11 Vertical Reactions Load Combination Overall MlNimum +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+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+O.60W+O.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support notation : Far left is #1 Support 1 Support 2 1.204 1.204 3.130 3.130 1.204 1.204 1.204 1.204 2.648 2.648 2.648 2.648 1,204 1.204 1,204 1.204 2.648 2.648 2.648 2.648 2.648 2.648 0.722 0.722 0.722 0.722 1.204 1.204 1.926 1.926 Values in KIPS 180 Nickerson St. C T Suite 302 Q I N C. -� Seattle, WA Project: C%�,t% T /G��• �v 19 Z fGr i�.G /.t %(� Date: ,-�� 98109 (206)285-451.2 Client: �%�.fG . iit�LL (206 Page Number: (20G) 285-0678 �oeG Lp�90 o1J J�/1T �.vv,. WgGL 10 0 3Kg (Z� I b d 7 (?X,J-J L'e IN 1•ols'K tt /a 10-3 t �D Uy �' -- L w6 tl'ft/� C-, zj Awe-3tz! ? Z•6G6�> A 4ov Dx Structural Engineers Project Title: Engineer: Project ID: Project Descr: Wood Column Description : P-1 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information File = L:N9xxx Mulanax RemodellENGR119xxx Mulanax Res.ec6 . j Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . I Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 7.58 ft Wood Member Type Sawn ( Used for non -slender calculations ) Exact Width 5,50 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb + 1000 psi Fv 180 psi Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb - 1000 psi Ft 675 psi ly 76,255 in"4 Cm : Wet Use Factor 1.0 Fc - Prll 1500 psi Density 31.21 pcf Ct : Temperature Factor 1.0 Fc - Perp 625 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 1700 1700 1700.ksi Use Cr: Repetitive ? No Minimum 620 620 B d't' f d fl Applied Loads Column self weight included : 49.697 Ibs' Dead Load Factor AXIAL LOADS .. . FB-6: Axial Load at 7.580 ft, D = 6.531, L=17.416 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6957 : 1 Load Combination +D+L+H Governing NDS Forumla Comp Only, fc/Fc' Location of max.above base 0.0 It At maximum location values are ... Applied Axial 23.997 k Applied Mx 0.0 k-ft Applied My 0.0 k-ft Fc: Allowable 1,140.31 psi PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear 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+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 0.0:1 +0.60D+0.70E+0.60H 7.580 ft 0.0 psi 288.0 psi race con I Ion or a ectlon (buckling) along columns . X-X (width) axis: Unbraced Length for X-X Axis buckling = 7.58 ft, K =1.0 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 7.58 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination: n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Maximum Axial + Bending Stress Ratios C D C P Stress Ratio Status Location 0.900 0.789 0.2042 PASS 0.0 ft 1.000 0.760 0.6957 PASS 0.0 It 1.250 0.689 0.1684 PASS 0.0 It 1.150 0.717 0.1759 PASS 0.0 ft 1.250 0.689 0.5028 PASS 0.0 ft 1.150 0.717 0.5250 PASS 0.0 ft 1.600 0.598 0.1515 PASS 0.0 ft 1.600 0.598 0,1515 PASS 0.0 ft 1.600 0.598 0.4523 PASS 0.0 ft 1.600 0.598 0.4523 PASS 0.0 It 1.600 0.598 0.4523 PASS 0.0 It 1.600 0.598 0.09091 PASS 0.0 It 0.0 k 0.0 k Bending Compression Tension Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 It Project Title: Engineer: Project ID: Project Descr: Wood Column File =L:119xxxMulanaxRemodeRENGR119xxxMulanaXRes.ec6. Software copyright ENERCALC, INC.1983-2018, Build:10.18A2.13 . Description : P-1 Load Combination Results Maximum Axial + BendlnQ Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.598 0.09091 PASS 0.0ft 0.0 PASS 7.580 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 6.581 +D+L+H 23.997 +D+Lr+H 6.581 +D+S+H 6.581 +D+0.750Lr+0.750L+H 19.643 +D+0.750L+0.750S+H 19.643 +D+0.60W+H 6.581 +D+0.70E+H 6.581 +D+0.750Lr+0.750L+0.450W+H 19.643 +D+0.750L+0.750S+0.450W+H 19.643 +D+0.750L+0.750S+0.5250E+H 19.643 +0.60D+0.60W+0.60H 3.948 +0.60D+0.70E+0.60H 3.948 D Only 6.581 Lr Only L Only 17.416 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 It 0.000 in 0.000 It +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 R +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 +D+0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 It +0+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750L+0.750S+0.450W+H 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+0.60W+0.60H 0.0000 in 0.000 It 0.000 in 0.000 It +0.60D+0.70E+0.60H 0.0000 in 0.000 It 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 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 It 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 It H Only 0.0000 in 0.000 ft 0.000 in 0.000 It Project Title: Engineer: Project ID: Project Descr: wOO�i Column File=L:119xxxMulanax RemodeRENGR119xxxMulanaxRes.ec6. �• Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . KW-06002997 Licensee: C.T. ENGINEERIIS-- Description : P-t Sketches +X 5.50 in 1900]R 29 BO]k It Project Title: Engineer: Project ID: Project Descr: Wood Column � � File =LM9xxx MulanaxRemodeRENGR119xxxMulanaxRes.ec6 . i Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . KW-06002997 Licensee: C.T. ENGINEERING Description : P-2 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method : Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 7.580 ft Wood Member Type Sawn ( Used for non -slender calculations ) Wood Species Douglas Fir -Larch Exact Width 5.50 in Allow Stress Modification Factors Wood Grade No.1 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 30.25 in12 Cf or Cv for Compression 1.0 Fb + 1,000.0 psi Fv 180.0 psi Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb - 1,000.0 psi Ft 675.0 psi ly 76.255 in^4 Cm :Wet Use Factor 1.0 Fc - Prll 1,500.0 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 1,700.0 1,700.0. 1,700.0ksi Use Cr: Repetitive ? - No Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for X-X Axis buckling = 7,58 ft, K =1.0 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 7.58 ft, K =1.0 Applied Loads Column self weight included : 49.697 Ibs " Dead Load Factor AXIAL LOADS ... FB-8&9: Axial Load at 7.580 ft, D=1.180, L = 7.589 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2557 :1 Load Combination +D+L+H Governing NDS Forumla Comp Only, fc/Fc' Location of max.above base 0.0 It At maximum location values are ... Applied Axial 8.819 k Applied Mx 0.0 k-ft Applied My 0.0 k-ft Fc: Allowable 1,140.31 psi PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination +0.60D+0.70E+0.60H Location of max.above base 7.580 It Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Load Combination - - - C D C P +D+H 0.900 0.789 +D+L+H 1.000 0.760 +D+Lr+H 1.250 0.689 +D+S+H 1.150 0.717 +D+0.750Lr+0.750L+H 1.250 0.689 +D+0.750L+0.750S+H 1.150 0.717 +D+0.60W+H 1.600 0.598 +D+0.70E+H 1.600 0.598 +D+0.750Lr+0.750L+0.450W+H 1.600 0.598 +D+0.750L+0.750S+0.450W+H 1.600 0.598 +D+0.750L+0.750S+0.5250E+H 1.600 0.598 +0.60D+0.60W+0.60H 1.600 0.598 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 It above base for load combination: n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Maximum Axial + Bendino Stress Ratios Stress Ratio Status Location 0.03815 PASS 0.0 ft 0.2557 PASS 0.0 It 0.03148 PASS 0.0 ft 0.03287 PASS 0.0 ft 0.1772 PASS 0.0 ft 0.1850 PASS 0.0 It 0.02831 PASS 0.0 It 0.02831 PASS 0.0 It 0.1594 PASS 0.0 It 0.1594 PASS 0.0 ft 0.1594 PASS 0.0 ft 0.01699 PASS 0.0 ft Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 It 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft 0.0 PASS 7.580 ft t Project Title: Engineer: Project ID: Project Descr: Wood Column file =U19xxxMulanaxRemodeilENGR119xxxMulanaxRes.ec6 . I Software copyright ENERCALC. INC.1983-2018. Build:10.18.12.13 . Description : P-2 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+0.60H 1.600 0.598 0.01699 PASS 0.0ft 0.0 PASS 7.580 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+L+H 8.819 +D+Lr+H 1.230 +D+S+H 1.230 +D+0.750Lr+0.750L+H 6.921 +D+0.750L+0.750S+H 6.921 +D+0.60W+H 1.230 +D+0.70E+H 1.230 +D+0.750Lr+0.750L+0.450W+H 6.921 +D+0.750L+0.750S+0.450W+H 6.921 +D+0J50L+0.750S+0.5250E+H 6.921 +0.60D+0.60W+0.60H 0.738 +0.60D+0.70E+0.60H 0.738 D Only 1.230 Lr Only L Only 7.589 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 It 0.000 in 0.000 It +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 It 0.000 in 0.000 It +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 It +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+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 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 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 +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It 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 It 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 It W Only 0.0000 in 0.000 It 0.000 in 0.000 It E Only 0.0000 in 0.000 It 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft Wood Column THUMMII TI.iTI Description : P-2 Sketches U?! U); i Load 1 1. ....... - .---- 5.50 in +X Project Title: Engineer: Project ID: Project Descr: Fle = L:119ma Mulanax RemodehENGR119xxx Mulanax Res.ec6 . Software coDY601 ENERCALC, INC.1983-2018. BuiW:10.18.12.13 . 6.i6h 6MYk I i =NJENGINEERING i LATERAL i !ENGINEERING! f �/4/2019 U.S. Seismic Design Maps OSHPD Mulanax Residence 8307 215th St SW, Edmonds, WA 98026, USA Latitude, Longitude: 47.8045483,-122.34535800000003 213th St SW % 214th PI SW 214th PI SW goWao 00 00 21 stn St sw ` !�'}� Pu et Sound `�' h D Edmonds Wellness Clinic Christian Church ® Chase Lake Google 216th St SW T Elementary School Map data 02019 Goo9 le Date 2/4/2019, 11:39:31 AM t Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil Type Value Description Ss 1.269 MCER ground motion. (for 0.2 second period) SI 0.496 MCER ground motion. (for 1.0s period) SMS 1.269 Site -modified spectral acceleration value SMI 0.746 Site -modified spectral acceleration value SDg O.846 Numeric seismic design value at 0.2 second SA SDI 0.497 Numeric seismic design value at 1.0 second SA tType Value Description - - SDC D Seismic design category Fe 1 Site amplification factor at 0.2 second Fv 1.504 Site amplification factor at 1.0 second PGA 0.514 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.514 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.269 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.29 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.56 Factored deterministic acceleration value. (0.2 second) S1RT 0.496 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.522 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.622 Factored deterministic acceleration value. (1.0 second) PGAd 0.601 Factored deterministic acceleration value. (Peak Ground Acceleration) CRs 0.984 Mapped value of the risk coefficient at short periods I https://seismicmaps.org/ 1/3 �/4/2019 U.S. Seismic Design Maps Type Value Description CRt 0.949 Mapped value of the risk coefficient at a period of 1 s https://soismicmaps.org/ yg N/2019 U.S. Seismic Design Maps MCER Response Spectrum 1.5 1.0 0.5 0.0 0 2 4 Period, T (sec) — Sa(g) Design Response Spectrum 1.00 0.75 0.50 CO 0.25 0.00 0 2 4 Period, T (sec) — Sa(g) 6 k d M. DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by Iatitudeflongitude location in the search results of this webstie. hftps://seismicmaps.org/ 3/3 d SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT # : 19020 - Mulanax Residence SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size = 0.131" dia. X 2.5" long STUD SPECIES SPECIES = HF #2 SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16" w/8d common v seismic V sallowable V wind V wallowable (15/32" values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) --- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT # : 19020 - Mulanax Residence Step # 2015 IBC ASCE 7-10 1. RISK CATEGORY TYPE = It Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE = 1.00 Section 1613.1 -> ASCE Table 1.5-2 3. Site Class - Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2 / Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss = 1.269 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S, = 0.496 Figure 1613.3.1(2) Figure 22-2 Latitude = Varies N Longitude = Varies W ham://earthguake.usgs.gov/research/hazmaps/ http://earthquake.uses.gov/designmaps/us/application.l)hp 6. Site Coefficient (short period) FB = 1.000 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient (1.0 second) Fv = 1.504 Figure 1613.3.3(2) Table 11.4-2 Seas = Fa " Ss SMs = 1.269 EQ 16-37 EQ 11.4-1 SM, = F„" S, SMi = 0.746 EQ 16-38 EQ 11.4-2 Sos = 2/3 * Sms Sos = 0.846 EQ 16-39 EQ 11.4-3 SD, = 2/3 * SM, Sol = 0.497 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs = D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC = D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12, Response Modification Coef. R = 6.5 N/A Table 12.2-1 13. Overstrength Factor fto — 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor Co = 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 3 0 2015 IBC EQUIV. LAT. FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT # : 19020 - Mulanax Residence SOS = 0.85 h„ = 17.50 (ft) So, = 0.50 X = 0.75 ASCE 7-05 (Table 12.8-2) R = 6.5 C, = 0.020 ASCE 7-05 (Table 12.8-2) IE = 1.0 T = 0.171 ASCE 7-05 (EQ 12.8-7) Si = 0.50 k = 1 ASCE 7-05 (Section 12.8.3) TL = 6 ASCE 7-05 (Section 11.4.5: Figure 22-15) Cs = SOS / PIE) 0.130 W ASCE 7-05 (EQ 12.8-2) Cs = Sp, / (T*(R/IE)) (for T <T J 0.447 W ASCE 7-05 (EQ 12.8-3) (MAX.) Cs = (Sp, * Tj/ (T2*(R/IE)) (for T> T J 0.000 W ASCE 7-05 (EQ 12.84) (MAX.) Cs = 0.01 0.010 W ASCE 7-05 (EQ 12.8-5) (MIN.) Cs = (0.5 Sl)/(R/IE) 0.038 W ASCE 7-05 (EQ 12.8-6) (MIN.if S,> 0.6g) CONTROLLING DESIGN BASE SHEAR = 0.130 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w; w; * h jk w * h x DESIGN SUM LEVEL Height (ft) h, (ft) (sgft) (ksf) (kips) (kips) mow; *hj� Vi DESIGN Vi ASD LRFD ASD LRFD Roof 9.00 17.50 17.50 3032 0.020 60.64 1061.2 0.63 7.71 11.01 7.7 11.0 2nd 8.50 8.50 8.50 2973 0.025 74.33 631.8 0.37 4.59 6.56 12.3 17.6 Base 0.00 SUM = 135.0 1693.0 1.00 12.30 17.57 E = V = 17.57 (LRFD) 0.7*E = 12.30 (ASD) Page 4 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28, PART 2 CT PROJECT # : 19020 - Mulanax Residence N-S E-W F-B SS 2015 IBC ASCE 7.10 Ridge Elevation (11) = 24.00 24.00 ft. Roof Plate Ht. = 17.42 17.42 Roof Mean Ht. = 20.71 20,71 ft. - - Building Width = 53.5 84.7 ft. V ult. Wind Speed 3See. Gust= 110 110 mph Figure 1609 Fig. 26.5-1 A thru C V asd. Wind Speed 3S-Gust = 85 85 mph (EQ 16-33) Exposure= B B IW = 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30A = 26.6 26.6 psf (Ult.) Figure 28.6-1 Ps30B = -9.0 -9.0 psf (Ult.) Figure 28.6-1 PS30C = 17.7 17.7 psf (Ult.) Figure 28.6-1 PS30D = -5.2 -5.2 psf (UIt.) Figure 28.6-1 \ = 1.00 1.00 Figure 28.6-1 Kn = 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 (Single Family Home) \'Kt*1 : 1.00 1.00 Ps = \ KZt I PM = (Eq. 28.6-1) PsA = 26.60 26.60 psf(Ult.) (Eq.28.6-1) psa = -9.00 -9.00 psf (Ult.) (Eq.28.6-1) psc = 17.70 17.70 psf (Ult.) (Eq.28.6-1) Ps D = -5.20 -5.20 psf (Uit.) (Eq. 28.6-1) PSAand c -age = 22.2 22.2 psf (Ult.) Ps B and D -rWs = -7.1 -7.1 psf (Ult.) a = 5.35 5.35 Figure 28.6-1 2a= 10.7 10.7 width - 2'2a = 32.1 63.27 MAIN WIND - ASCE 7.10 CHAPTER 28 PART 2 Areas (N-S) width factor roof -> 1.75 1.75 width factor 2nd --> 1.33 DIAPHR. Story Elevation Height AA AS AC AD LEVEL Height (ft) hi (ft) h (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) 24.00 3.3 0 121.7 0 182.6 Roof 9.00 17.50 17.50 4.5 168.5 0 252.8 0 2nd 8.50 8.50 8.50 8.8 249 0 373.6 0 Base 0.00 AF = 1348 Areas (E-W) 1.02 1.02 0.84 AA AB Ac AD (sq. ft) (sq. ft) (sq. ft) (sq. ft) 0 70.94 0 209.7 98.23 0 290.4 0 157.3 0 465 0 AF = 1292 (N-S) (E-W) Wind (NS) Wind (E-W) Min Wind per 28.6.4 Min Wind per 28.6.4 WIND SUM Vi NS V N-S WIND SUM Vi E- V E- 7.3 6.2 6.7 6.2 6.91 6.91 13.24 20.15 6.02 6.02 12.42 18.44 W W 13.5 kips 12.9 kips V (n s)= 20.15 kips V (e-w)= 18.44 kips Min wind applies? 0.6W 0.6W yes yes V n-s = 12.09 V e-w = 11.06 Page 5 SHEET TITLE: LATERAL N-S (front to back - upldown) CT PROJECT # : 19020 - Mulanax Resident[ LATERAL N-S (front to back - up/down Diaph. Level: Roof 0.6W 0.7E Panel Height : 8.17 ft. Design Wind N-S Vi= 4.15 kips Seismic Vi= 10.02 kips Max. aspect = 3.5 SDPWS Table 4.3.4 Sum Wind N-S Vi= 4.15 kips Sum Seismic Vi= 10.02 kips Min. Lwall = 2.33 ft. (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + 0.6W perSDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeft. C 0 w dl Opng Vteve, Vcum Vlevet Vicemm 2w7h vi Type Type vI OTM OTMamm ROTM Unet OTM OTM_m ROTM Unet Usum (sgft) (ft) (ft) (klf) (ft) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. W 1 2000 47.0 47.0 1.00 0.20 15.50 2.74 2.74 6.61 6.61 1.00 1.00 210 P6 P6TN 87 54.00 54.00 109.47 -1.20 22.35 22.35 132.54 -2.38 -1.20 Ext. E1 206 4.8 4.8 1.00 0.20 0.28 0.28 0.68 0.68 1.00 1.00 141 P6TN P6TN 58 5.55 5.55 1.16 1.06 2.30 2.30 1.40 0.22 1.06 Ext. E2 223 5.3 5.3 1.00 0.20 0.31 0.31 0.74 0.74 1.00 1.00 141 P6TN P6TN 58 6.03 6.03 1.37 1.02 2.50 2.50 1.65 0.18 1.02 Ext. E3 603 14.2 17.0 1.00 0.20 5.00 0.82 0.82 1.99 1.99 1.00 1.00 217 P6 P6TN 90 16.28 16.28 14.32 0.15 6.74 6.74 17.34 -0.79 0.15 3032 OK 3032 71.3 4.15 4.15 10.02 10.02 81.86 33.88 s 4.15 4.15 10.02 10.02 s 81.86 33.68 Notes: denotes with shear transfer iSB denotes iSB Shear Pane Diaph. Level: 2nd LATERAL N-S (front to back - up/down) Panel Height = 7.67 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind N-S Vi= 7.94 kips Seismic Vi= 5.97 kips Min. Lwall = 2.19 ft. Sum Wind N-S Vi= 12.09 kips Sum Seismic Vi= 15.99 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + 0.6W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLetr, C 0 w dl Opng Vtevel Vcum Vtevet Veumm 2w/h vI Type Type yr OTM OTM.mm ROTM Unet OTM OTMamm ROTM Unet Usu. (sgft) (ft) (ft) (klf) (ft) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. W1 1644 47.0 47.0 1.00 0.30 12.00 4.39 7.13 3.30 9.91 1.00 1.00 283 P4 P6 204 76.00 130.00 164.20 -0.74 54.67 77.02 198.81 -2.63 -0.74 Ext. E1 131 3.8 5.0 1.00 0.30 0.00 0.35 0.63 0.26 0.94 1.00 0.92 274 P4 P6 168 7.23 12.78 1.86 2.52 4.B4 7.14 2.25 1.13 2.52 Ext. E2 140 4.0 5.0 1.00 0.30 0.37 0.68 0.28 1.02 1.00 0.98 260 P4 P6 170 7.82 13.85 1.86 2.77 5.21 7.71 2.25 1.26 2.77 Ext. E3 1058 30.3 32.0 1.00 0.30 2.83 3.65 2.12 4.12 1.00 1.00 136 P6TN P6TN 121 31.57 47.85 76.12 -0.90 28,00 34.74 92.16 -1.83 -0.90 2973 OK 2973 85.0 7.94 12.09 5,97 15.99 204.47 126.61 s 7.94 12.09 5.97 15.99 Lateral forces on both sides arrested s 204.47 126.61 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane SHEET TITLE: LATERAL E-W (side to side - left/right! CT PROJECT # : 19020 - Mulanax Residence LATERAL E-W (side to side - left/right! Diaph. Level: Roof 0.6W 0.7E Panel Height - 8.17 ft. Design Wind E-W Vi= 3.61 kips Seismic Vim 10.02 kips Max. aspect = 3.5 SDPWS Table 4.3.4 Sum Wind E-W Vim 3.61 kips Sum Seismic Vi= 10.02 kips Min. Lwall = 2.33 ft. (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOLex. C0 wdl Opng Vte"I Vcum Vle-1 Vw 2w/h vj Type Type vi OTM OTM_m ROTM Umt OTM OTMmmm ROTM Unet U3um (sgft) (ft) (ft) (klf) (ft) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. N1 910 26.3 30.0 1.00 0.10 9.00 1.08 1.08 3.01 3.01 1.00 1.00 173 P6 P6TN 63 24.56 24.56 22.30 0.09 8.86 8.86 27.00 -0.71 0.09 Ext. N2 490 14.2 15.0 1.00 0.10 5.00 0.58 0.58 1.62 1.62 1.00 1.00 176 P6 P6TN 64 13.22 13.22 5.58 0.57 4.77 4.77 6.75 -0.15 0.57 Ext. S1 942 27.3 30.0 1.00 0.10 15.00 1.12 1.12 3.11 3.11 1.00 1.00 254 P4 P6TN 92 25.42 25.42 22.30 0.12 9.17 9.17 27.00 -0.67 0.12 Ext. S2 346 10.0 12.0 1.00 0.10 5.00 0.41 0.41 1.14 1.14 1.00 1.00 228 P6 P6TN 82 9.33 9.33 3.57 0.62 3.37 3.37 4.32 -0.10 0.62 Ext. S3 346 10.0 12.0 1.00 0.10 5.00 0.41 0.41 1.14 1.14 1.00 1.00 228 P6 P6TN 82 9.33 9.33 3.57 0.62 3.37 3.37 4.32 -0.10 0.62 3032 OK 3032 87.8 3.61 3.61 10.02 10.02 72.53 26.16 s 3.61 3.61 10.02 10.02 s 81.86 29.53 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Diaph. Level: 2nd LATERAL E-W (side to side - left/right! Panel Height = 7.67 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind E-W Vt= 7.45 kips Seismic Vim 5.97 kips Min. Lwall = 2.19 ft. Sum Wind E-W Vi= 11.06 kips Sum Seismic Vim 15.99 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.613 + 0.6W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eR, C0 wdl Vievei Vcum Vievei Vcumm 2w/h v� Type Type vi OTM OTMwmm ROTM Unet OTM OTM�mm ROTM Unet U% (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pin (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. N1 892 26.3 28.0 1.00 0.23 6.00 2.24 3.32 1.79 4.80 1.00 1.00 236 P6 P6 163 36.79 61.35 44.10 0.63 25.46 34.32 53.39 -0.70 0.63 Ext. N2 624 18.4 20.0 1.00 0.25 4.00 1.56 1.86 1.25 2.06 1.00 1.00 143 P6TN P6TN 129 15.81 29.03 24.78 0.22 14.23 19.00 30.00 -0.57 0.22 Ext. S1 502 14.8 16.0 1.00 0.25 4.00 1.26 2.38 1.01 4.12 1.00 1.00 380 P3 P6 220 31.60 57.02 15.86 2.68 18.26 27.43 19.20 0.54 2.68 Ext. S2 683 20.2 22.0 1.00 0.25 8.00 1.71 2.54 1.37 3.65 1.00 1.00 300 P4 P6 208 28.03 37.36 29.98 0.35 19.45 22.82 36.30 -0.63 0.35 Ext. N3 271 8.0 10.0 1.00 0.25 4.00 0.68 0.97 0.54 1.35 1.00 1.00 338 P4 P6 243 10.38 19.71 6.19 1.45 7.45 10.81 7.50 0.35 1.45 2973 OK 2973 87.8 7.4511.06 5.97 15.99 204.47 114.39 0 F=s 7.45 11.06 5.97 15.991 Lateral forces from top two floors arreste s 204.47 114.39 Notes: denotes with shear transfer denotes perferated shear wa - iSB denotes iSB Shear Pane ENGINEERING j CALCULATION j SECTION 10.0: 1 j FOUNDATION j (ENGINEERING! Project Title: Engineer: Project ID: Project Descr: r "General Footing KW-06002997 Re = L:119xxx Mulanax RemodellENGR119xxx Mulanax Res.wi Software ropydghtENERCALC, INC. 1983-2018,Build:10.18.12.13. Licensee: C.T. ENGINEERING Description : FTG-1 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 _ Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = 0.0 ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 4.50 ft Length parallel to Z-Z Axis = 4.50 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = 0.0 in pz : parallel to Z-Z Axis = 0.0 in Height = 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P : Column Load = 6.531 OB : Overburden = 0.0 M-xx = 0.0 M-zz = 0.0 V-x = 0.0 V-z = 0.0 Z x x Lr _ L S W E H 0.0 17.416 0.0 0.0 0.0 0.0 k 0.0 0.0 0.0 0.0 0.0 0.0 ksf 0.0 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 0.0 k 0.0 0.0 0.0 0.0 0.0 0.0 k a Project Title: Engineer: Project ID: Project Descr: General Footin File =L:119mMulanaxRemodehENGR119xxxMulanaxRes.ec6. g Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . Description : FTG-1 DESIGN SUMMARY Min. Ratio Item PASS 0.8887 Soil Bearing PASS n/a Overturning - X-X PASS n/a Overturning - Z-Z PASS n/a Sliding - X-X PASS n/a Sliding - Z-Z PASS n/a Uplift PASS 0.3350 Z Flexure (+X) PASS 0.3350 Z Flexure (-X) PASS 0.3350 X Flexure (+Z) PASS 0.3350 X Flexure (-Z) PASS 0.3232 1-way Shear (+X) PASS 0.3232 1-way Shear (-X) PASS 0.3232 1-way Shear (+Z) PASS 0.3232 1-way Shear (-Z) PASS 0.7158 •2-way Punching Detailed Results Soil Bearing _ -- - - - - -- - - Rotation Axis r� Load Combination... Gross Allowable X-X. +D+H 1.50 X-X. +D+L+H 1.50 X-X, +D+Lr+H 1.50 X-X. +D+S+H 1.50 X-X. +D+0.750Lr+0.750L+H 1.50 X-X. +D+0.750L+0.750S+H 1.50 X-X. +D+0.60W+H 1.50 X-X. +D+0.70E+H 1.50 X-X. +D+0.750Lr+0.750L+0.450W+H 1.50 X-X, +D+0.750L+0.750S+0.450W+H 1.50 X-X, +D+0.750L+0.750S+0.5250E+H 1.50 X-X, +0.60D+0.60W+0.60H 1.50 X-X, +0.60D+0.70E+0.60H 1.50 Z-Z. +D+H 1.50 Z-Z, +D+L+H 1.50 Z-Z, +D+Lr+H 1.50 Z-Z, +D+S+H 1.50 Z-Z. +D+0.750Lr+0.750L+H 1.50 Z-Z, +D+0.750L+0.750S+H 1.50 Z-Z. +D+0.60W+H 1.50 Z-Z. +D+0.70E+H 1.50 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 Z-Z, +D+0.750L+0.7505+0.5250E+H 1.50 Z-Z. +0.60D+0.60W+0.60H 1.50 Z-Z. +0.60D+0.70E+0.60H 1.50 Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Applied Capacity 1.333 ksf 1.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 4.463 k-ft/ft 13,322 k-ft/ft 4.463 k-ft/ft 13.322 k-fUft 4.463 k-ft/ft 13.322 k-fUft 4.463 k-ft/ft 13.322 k-ft/ft 24.243 psi 75.0 psi 24.243 psi 75.0 psi 24.243 psi 75.0 psi 24.243 psi 75.0 psi 107.373 -psi 150.0 psi Governing Load Combination +D+L+H about Z-Z axis No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60 H +1.20D+0.50Lr+1.60L+1.60 H +1.20D+0.50Lr+1.60L+1.60 H +1.20D+0.50Lr+1.60L+1.60 H +1.20D+0.50Lr+1.60L+ 1.60 H Xecc Zecc Actual Soil Bearing Stress @ Location (in) Bottom, -Z Top, +Z Left, -X Right, +X n/a 0.0 0.4725 0,4725 n/a n/a n/a 0.0 1.333 1.333 n/a n/a n/a 0.0 0.4725 0.4725 n/a n/a n/a 0.0 0.4725 0.4725 n/a n/a n/a 0.0 1.118 1.118 n/a n/a n/a 0.0 1.118 1.118 n/a n/a n/a 0.0 0.4725 0.4725 n/a n/a n/a 0.0 0.4725 0.4725 n/a n/a n/a 0.0 1.118 1.118 n/a n/a n/a 0.0 1.118 1,118 n/a n/a n/a 0.0 1.118 1,118 n/a n/a n/a 0.0 0.2835 0.2835 n/a n/a n/a 0.0 0.2835 0.2835 n/a n/a 0.0 n/a n/a n/a 0.4725 0.4725 0.0 n/a n/a nla 1,333 1.333 0.0 n/a n/a n/a 0.4725 0.4725 0.0 n/a n/a n/a 0.4725 0.4725 0.0 n/a n/a n/a 1.118 1.118 0.0 n/a n/a n/a 1.118 1.118 0.0 n/a n/a n/a 0.4725 0.4725 0.0 n/a n/a n/a 0.4725 0.4725 0.0 n/a n/a n/a 1.118 1.118 0.0 n/a n/a n/a 1,118 1.118 0.0 n/a n/a n/a 1.118 1.118 0.0 n/a n/a n/a 0.2835 0.2835 0.0 n/a n/a n/a 0.2835 0.2835 Actual / Allow Ratio 0.315 0.889 0.315 0.315 0.745 0.745 0.315 0.315 0.745 0.745 0.745 0.189 0.189 0.315 0.889 0.315 0.315 0.745 0.745 0.315 0.315 0.745 0.745 0.745 0.189 0.189 Overturning Moment Resisting Moment Stability Ratio Status All units k Sliding Force Resisting Force Stability Ratio Status Project Title: Engineer: Project ID: Project Descr: General Footle File =L:119)=Mulanax RemodeRENGR119xxxMulanaxRes.ec6. 9 Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . Description : FTG-1 Footing Flexure Flexure Axis & Load Combination X-X. +1.40D+1.60H X-X, +1.40D+1.60H X-X. +1.20D+0.50Lr+1.60L+1.60H X-X. +1.20D+0.50Lr+1.60L+1.60H X-X. +1.20D+1.60L+0.505+1.60H X-X. +1.20D+1.60L+0.50S+1.60H X-X, +1.20D+1.60Lr+0.50L+1.60H X-X. +1.20D+1.60Lr+0.50L+1.60H X-X. +1.20D+1.60Lr+0.50W+1.60H X-X, +1.20D+1.60Lr+0.50W+1.60H X-X. +1.20D+0.50L+1.60S+1.60H X-X, +1.20D+0.50L+1.60S+1.60H X-X. +1.20D+1.60S+0.50W+1.60H X-X. +1.20D+1.60S+0.50W+1.60H X-X. +1.20D+0.50Lr+0.50L+W+1.60H X-X. +1.20D+0.50Lr+0.50L+W+1.60H X-X. +1.20D+0.50L+0.50S+W+1.60H X-X. +1.20D+0.50L+0.50S+W+1.60H X-X, +1.20D+0.50L+0.20S+E+1.60H X-X. +1.20D+0.50L+0.20S+E+1.60H X-X. +0.90D+W+0.90H X-X. +0.90D+W+0.90H X-X. +0.90D+E+0.90H X-X, +0.90D+E+0.90H Z-Z, +1.40D+1.60H Z-Z, +1.40D+1.60H Z-Z. +1.20D+0.50Lr+1.60L+1.60H Z-Z. +1.20D+0.50Lr+1.60L+1.60H Z-Z. +1.20D+1.60L+0.50S+1.60H Z-Z, +1.20D+1.60L+0.50S+1.60H Z-Z, +1.20D+1.60Lr+0.50L+1.60H Z-Z. +1.20D+1.60Lr+0.50L+1.60H Z-Z, +1.20D+1.60Lr+0.50W+1.60H Z-Z, +1.20D+1.60Lr+0.50W+1.60H Z-Z. +1.20D+0.50L+1.60S+1.60H Z-Z. +1.20D+0.50L+1.60S+1.60H Z-Z. +1.20D+1.60S+0.50W+1.60H Z-Z, +1.20D+1.60S+0.50W+1.60H Z-Z. +1.20D+0.50Lr+0.50L+W+1.60H Z-Z. +1.20D+0.50Lr+0.50L+W+1.60H Z-Z. +1.20D+0.50L+0.50S+W+1.60H Z-Z, +1.20D+0.50L+0.50S+W+1.60H Z-Z, +1.20D+0.50L+0.20S+E+1.60H Z-Z. +1.20D+0.50L+0.20S+E+1.60H Z-Z. +0.90D+W+0.90H Z-Z. +0.90D+W+0.90H Z-Z. +0.90D+E+0.90H Z-Z. +0.90D+E+0.90H One Way Shear Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H Mu k-ft 1.143 1.143 4.463 4.463 4.463 4.463 2.068 2.068 0.9797 0.9797 2.068 2.068 0.9797 0.9797 2.068 2.068 2.068 2.068 2.068 2.068 0.7347 0.7347 0.7347 0.7347 1.143 1.143 4.463 4.463 4.463 4,463 2.068 2.068 0.9797 0,9797 2.068 2.068 0.9797 0.9797 2.068 2.068 2.068 2.068 2.068 2.068 0.7347 0.7347 0.7347 0.7347 Side Tension As Req'd Surface inA2 Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 Gvrn. As inA2 Min TemD %e Min Temp % Min Temp % Min Temp %e Min TemD % Min TemD % Min Temp %4 Min Temp % Min Temp % Min Temo % Min Temp % Min Temp % Min Temo % Min Temp % Min Temp % Min TemD % Min TemD % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Two % Min Temo % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp %fl Min Temp % Min TemD % Min Temp % Min Temp % Min TemD % Min Tema % Min TemD % Min Temo % Min TemD % Min Temp % Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z 6.21 psi 6.21 psi 6.21 psi 6.21 p 24.24 osi 24.24 Dsi 24.24 Dsi 24.24 p 24.24 osi 24.24 Dsi 24.24 Dsi 24.24 p 11.23 Dsi 11.23 Dsi 11.23 psi 11.23 D 5.32 osi 5.32 Dsi 5.32 osi 5.32 D 11.23 Dsi 11.23 osi 11.23 Dsi 11.23 p 5.32 Dsi 5.32 osi 5.32 osi 5.32 p 11.23 Dsi 11.23 Dsi 11.23 osi 11.23 D 11.23 Dsi 11.23 Dsi 11.23 osi 11.23 p 11.23 Dsi 11.23 Dsi 11.23 psi 11.23 D 3.99 osi 3.99 Dsi 3.99 psi 3.99 p Vu:Max Actual As inA2 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0,3444 0.3444 0.3444 0.3444 0.3444 Phi Vn Phi*Mn k-ft 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13,322 13.322 13.322 13.322 .13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13,322 13.322 13,322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 13.322 Vu I Phi*Vn Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Status si 6.21 osi 75.00 Dsi 0.08 OK 24.24 osi 75.00 Dsi 0.32 OK 24.24 Dsi 75.00 osi 0.32 OK 11.23 Dsi 75.00 Dsi 0.15 OK si 5.32 Dsi 75.00 Dsi 0.07 OK 11.23 osi 75.00 osi 0.15 OK 5.32 Dsi 75.00 Dsi 0.07 OK 11.23 osi 75.00 osi 0.15 OK si 11.23 psi 75.00 Dsi 0.15 OK 11.23 psi 75.00 psi 0.15 OK 3.99 psi 75.00 psi 0.05 OK Project Title: Engineer: Project ID: Project Descr: General FootingFite =L:119xxxMulanax RemodeRENGR119xxxMulanaxRes.ec6. Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . Description : FTG-1 One Way Shear Load Combination... +0.90D+E+0.90H Two -Way "Punching" Shear Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Vu @ •X _ Vu @ +X Vu @ -Z _ Vu @ +Z _ _ Vu:Max _ Phi Vn_ Vu 1 Phi*Vn Status- 3.99 psi 3.99 psi 3.99 osi 3.99 osi 3.99 osi 75.00 osi 0.05 OK All units k Vu Phi*Vn Vu / Phi*Vn Status 27.50 psi 150.00osi 0.1833 OK 107.37 osi 150.00psi 0.7158 OK 107.37 psi 150.00osi 0.7158 OK 49.76 osi 150.00psi 0.3317 OK 23.57 psi 150.00osi 0.1571 OK 49.76 osi 150.000si 0.3317 OK 23.57 psi 150.00osi 0.1571 OK 49.76 psi 150.000si 0.3317 OK 49.76 osi 150.00osi 0.3317 OK 49.76 osi 150.00osi 0.3317 OK 17.68 osi 150.00osi 0.1178 OK 17.68 osi 150.00osi 0.1178 OK Project Title: Engineer: Project ID: Project Descr: I General Footing A File=LA19mMulanaxRemodeRENGR119xxxNl lanaxRes.ed . -111 Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . KW-06002997 Licensee: C.T. ENGINEERING Description : FTG-2 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values Pc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel /o Bending Reinf. _ - Allow press. increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min. Overtuming Safety Factor = 1.0 ;1 Min. Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = 0.0 ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z Footing Thickness = 10.0 in Pedestal dimensions... px : parallel to X-X Axis = 0.0 in pz : parallel to Z-Z Axis = 0.0 in Height = 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr P : Column Load = 1.18 0.0 OB : Overburden = 0.0 0.0 M-xx = 0.0 0.0 M-zz = 0.0 0.0 V-x = 0.0 0.0 V-z = 0.0 0.0 L 7.589 0.0 0.0 0.0 0.0 0.0 S 0.0 0.0 0.0 0.0 0.0 0.0 x W _ E H 0.0 0.0 0.0 k 0.0 0.0 0.0 ksf 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 k 0.0 0.0 0.0 k FW a Project Title: Engineer: Project ID: Project Descr: General Footin g KW-06002997 File =L:119xxxMulanax RemodeRENGR119xxxMulanaxRes.ec6. Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . Licensee: C.T. ENGINEERING Description : FTG-2 DESIGN SUMMARY t+ - • - Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7327 Soil Bearing 1.099 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning 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 Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1399 Z Flexure (+X) 1.695 k-ft/ft 12.116 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1399 Z Flexure (A) 1.695 k-ft/ft 12.116 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1399 X Flexure (+Z) 1.695 k-ft/ft 12.116 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1399 X Flexure (-Z) 1.695 k-ft/ft 12.116 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2224 1-way Shear (+X) 16.679 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2224 1-way Shear (-X) 16.679 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2224 1-way Shear (+Z) 16.679 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2224 1-way Shear (-Z) 16.679 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4427 2-way Punching 66.408 psi 150.0 psi +1-.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X. +D+H 1.50 n/a 0.0 0.2561 0.2561 n/a n/a 0.171 X-X. +D+L+H 1.50 n/a 0.0 1.099 1.099 n/a n/a 0.733 X-X. +D+Lr+H 1.50 n/a 0.0 0.2561 0.2561 n/a n/a 0.171 X-X. +D+S+H 1.50 n/a 0.0 0.2561 0.2561 n/a n/a 0.171 X-X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.8885 0.8885 n/a n/a 0.592 X-X. +D+0.750L+0.750S+H 1.50 n/a 0.0 0.8885 0.8885 n/a n/a 0.592 X-X. +D+0.60W+H 1.50 n/a 0.0 0.2561 0.2561 n/a n/a 0.171 X-X. +D+0.70E+H 1.50 n/a 0.0 0.2561 0.2561 n/a n/a 0.171 X-X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.8885 0.8885 n/a n/a 0.592 X-X. +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.8885 0.8885 n/a n/a 0.592 X-X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.8885 0.8885 n/a n/a 0.592 X-X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.1537 0.1537 n/a nla 0.103 X-X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.1537 0.1537 n/a nla 0.103 Z-Z. +D+H 1.50 0.0 n/a nla n/a 0.2561 0.2561 0.171 Z-Z. +D+L+H 1.50 0.0 n/a n/a n/a 1.099 1.099 0.733 Z-Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 0.2561 0.2561 0.171 Z-Z. +D+S+H 1.50 0.0 n/a n/a n/a 0.2561 0.2561 0.171 Z-Z. +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.8885 0.8885 0.592 Z-Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.8885 0.8885 0.592 Z-Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.2561 0.2561 0.171 Z-Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.2561 0.2561 0.171 Z-Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.8885 0.8885 0.592 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.8885 0.8885 0.592 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.8885 0.8885 0.592 Z-Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0,1537 0.1537 0.103 Z-Z. +0.60D+0.70E+0.60H 1.50 0.0 We n/a n/a 0.1537 0.1537 0.103 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status_ Footing Has NO Sliding j- Project Title: Engineer: Project ID: Project Descr: General Footin g KW-06002997 File = L:119xxx Mulanax Remodel\ENGR119xxx ee.ec6 . Mulanax R Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.13 . Licensee: C.T. ENGINEERING Description : FTG-2 Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvm. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X. +1.40D+1.60H 0.2065 +Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X, +1.40D+1.60H 0.2065 -Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 1.695 +Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 1.695 -Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X. +1.20D+1.60L+0.50S+1.60H 1.695 +Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X. +1.20D+1.60L+0.50S+1.60H 1.695 -Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 0.6513 +Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 0.6513 -Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.1770 +Z Bottom 0.2160 Min Tema % 0.4133 12.116 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.1770 -Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X. +1.20D+0.50L+1.60S+1.60H 0.6513 +Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X, +1.20D+0.50L+1.60S+1.60H 0.6513 -Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.1770 +Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X. +1.20D+1.60S+0.50W+1.60H 0.1770 -Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X. +1.20D+0.50Lr+0.50L+W+1.60H 0.6513 +Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X. +1.20D+0.50Lr+0.50L+W+1.60H 0.6513 -Z Bottom 0.2160 Min Temp % 0,4133 12.116 OK X-X. +1.20D+0.50L+0.50S+W+1.60H 0.6513 +Z Bottom 0.2160 Min Tema % 0.4133 12.116. OK X-X. +1.20D+0.50L+0.50S+W+1.60H 0.6513 -Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X. +1.20D+0.50L+0.20S+E+1.60H 0.6513 +Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 0.6513 -Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X. +0.90D+W+0.90H 0.1328 +Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK X-X. +0.90D+W+0.90H 0.1328 -Z Bottom 0.2160 Min Tema % 0.4133 12.116 OK X-X. +0.90D+E+0.90H 0.1328 +Z Bottom 0.2160 Min Tema % 0.4133 12.116 OK X-X, +0.90D+E+0.90H 0.1328 -Z Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z, +1.40D+1.60H 0.2065 -X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z, +1.40D+1.60H 0.2065 +X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.695 -X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z. +1.20D+0.50Lr+1.60L+1.60H 1.695 +X Bottom 0.2160 Min Tema % 0.4133 12.116 OK Z-Z. +1.20D+1.60L+0.50S+1.60H 1.695 -X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.695 +X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z. +1.20D+1.60Lr+0.50L+1.60H 0.6513 -X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z. +1.20D+1.60Lr+0.50L+1.60H 0.6513 +X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 0.1770 -X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.1770 +X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z. +1.20D+0.50L+1.60S+1.60H 0.6513 -X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.6513 +X Bottom 0.2160 Min Temp % 0,4133 12.116 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.1770 -X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.1770 +X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.6513 -X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.6513 +X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.6513 -X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.6513 +X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0,6513 -X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z. +1.20D+0.50L+0.20S+E+1.60H 0.6513 +X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z. +0.90D+W+0.90H 0.1328 -X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z. +0.90D+W+0.90H 0.1328 +X Bottom 0.2160 Min Temp % 0,4133 12.116 OK Z-Z, +0.90D+E+0.90H 0.1328 -X Bottom 0.2160 Min Temp % 0.4133 12.116 OK Z-Z, +0.90D+E+0.90H 0.1328 +X Bottom 0.2160 Min Temp % 0.4133 12.116 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D+1.60H 2.03 psi 2.03 osi 2.03 psi 2.03 psi 2.03 psi 75.00 psi 0.03 OK +1.20D+0.50Lr+1.60L+1.60H 16.68 psi 16.68 psi 16.68 psi 16.68 psi 16.68 psi 75.00 psi 0.22 OK +1.20D+1.60L+0.50S+1.60H 16.68 psi 16.68 psi 16.68 psi 16.68 psi 16.68 psi 75.00 psi 0.22 OK +1.20D+1.60Lr+0.50L+1.60H 6.41 osi 6.41 psi 6.41 osi 6.41 psi 6.41 psi 75.00 psi 0.09 OK +1.20D+1.60Lr+0.50W+1.60H 1.74 osi 1.74 osi 1.74 psi 1.74 Dsi 1.74 psi 75.00 psi 0.02 OK +1.20D+0.50L+1.60S+1.60H 6.41 osi 6.41 Dsi 6.41 osi 6.41 osi 6.41 osi 75.00 osi 0.09 OK +1.20D+1.60S+0.50W+1.60H 1.74 osi 1.74 osi 1.74 osi 1.74 Dsi 1.74 psi 75.00 osi 0.02 OK +1.20D+0.50Lr+0.50L+W+1.60H 6.41 osi 6.41 osi 6.41 osi 6.41 osi 6.41 osi 75.00 osi 0.09 OK +1.20D+0.50L+0.50S+W+1.60H 6.41 osi 6.41 Dsi 6.41 osi 6.41 Dsi 6.41 osi 75.00 osi 0.09 OK +1.20D+0.50L+0.20S+E+1.60H 6.41 osi 6.41 osi 6.41 psi 6.41 psi 6.41 osi 75.00 osi 0.09 OK +0.90D+W+0.90H 1.31 Dsi 1.31 psi 1.31 psi 1.31 Dsi 1.31 psi 75.00 psi 0.02 OK General Footing Description : FTG-2 One Way Shear Load Combination... +0.90D+E+0.90H Two -Way "Punching" Shear Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Project Title: Engineer: Project ID: Project Descr: File = L:119xxx Mulatax RemodellENGR119xxx Mulanax Res.ec6 . Sofhvare copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . �._.._.... _ .._.........._..-..... - �. ......... ._...._..- Vu @ -X Vu @ +X Vu @ -Z Vu +Z V_u:Ma_x Phi Vn _ Vu f Phi*Vn _..Status_ 1.31 psi 1.31 psi 1.31 psi 1.31 psi 1.31 psi 75.00 psi 0.02 OK All units k --.._._.._.__...---- .....------....--- .. __--- ---... - - - - Vu Phi*Vn Vu 1 Phi*Vn Status 8.09 psi 150.00Dsi 0.05394 OK 66.41 psi 150.00Dsi 0.4427 OK 66.41 osi 150.00Dsi 0.4427 OK 25.52 osi 150.00Dsi 0.1701 OK 6.94 osi 150.00osi 0.04624 OK 25.52 psi 150.00Dsi 0.1701 OK 6.94 psi 150.00osi 0.04624 OK 25.52 osi 150.00Dsi 0.1701 OK 25.52 osi 150.00osi 0.1701 OK 25.52 psi 150.00osi 0.1701 OK 5.20 Dsi 150.00osi 0.03468 OK 5.20 psi 150.00Dsi 0.03468 OK CT INC. Structural Engineers 180 Nickerson Street Suite 302 Seattle, Vie 98109 206.285.4512 (V) 206.285.0616 (F) CTE PROJECT #19020 Supplemental Structural Calculations for Mulanax Residence ARCHITECT: WESTERN EDGE ARCHITECTURE 38321 Vista Key Way NE Hansville, WA 98340 206.915.5203 ENGINEERING: DESIGN CRITERIA: 04/12/2019 CT ENGINEERING, INC. 180 Nickerson St., Suite 302 Seattle, WA 98109 206.285.4512 IBC 2015 [)LD2cla-0133 Wind Speed = 11 Omph, Exposure 'B', Kzt = 1.00 Seismic: Site Class D, SDC D, R = 6.55 I = 1.0 Snow: 18 psf Ground Snow Load 25 psf Flat Roof Snow Load Soil Bearing: APR 2 b 2019 BU° ITV�oR1,500 psf Allowable NT I , ■ I I For CityComment #16 ................................. Option 2 or 3 selected. Date: 12 Apr 2019 Job: Mulanax Res Subject: Holdown Anchor GIVEN Insert Material: Threaded Rod - A307 (SAE 1018) minimum Base Material Type: Normal Weight Concrete Base Material Mechanical Properties: fc = 3000 psi Base Material Temperature: T = 75 Degrees F Minimum Base Material Thickness = 8 inches Applied Tension Load per Anchor: Tapplied = 2680 Ib. Applied Shear Load per Anchor: Vapplied = 0 Ib. Anchor Spacing: Anchor Edge Distance: S1 = NA C1 = 2.75 inches S2 = NA C2 = 8 inches S3 = NA C3 = NA S4 = NA C4 = NA S5 = NA C3 CRITICAL l�h1C�60R TENSION atED� r�1 „ 4 CALCULATIONS: Yt � a � fk q. n Proposed Anchor System - lic-Tie Adhesive Anchor Diameter (in.) or Rebar Size = Proposed Threaded Rod Material = A307 S um Embedment Depth = 4 1/2 inc Temperature Sensitivi ftemp = 0.98 Short -Ter Justment Factor for Seismic/Wind": fseismic/wind = Tension: permitted by code ble Tension Based on Bond/Concrete (concrete = 5200 lb. = 15025lb. / Reduced Efficiency Based on Spacing fS1 1 as S1 = NA fS2 = 1 as S2 = NA fS3 = as S3 = NA fS4 = as S4 = NA fS5=1 sS5=NA (fS)tot. 1.000 x 1.000 x 1.000 x 1.0 0 x 1.000 = 1.000 Reduced Iffficiency Based on Edgj/End Distance 11 = 0.44 [(1 - 0.44)x(2.75 - 1. 5)/(6.75 - 1.75)] — 1, fC1 = 0.552 fC2 = 0.44 [{1 - 0.44)x(8 - 1.75 (6.75 - 1.75)] — 1, fC2 = 1.000 fC3 = 1 as = NA fC4 = 1 as = NA (fC)tot. = 0.5 x 1.000 x 1.00 x 1.000 = 0.552 Net Allowable jension Base on Bond/Concrete Strength: (Tbond/concrenet = 52 0 x 1.000 x 0.552 = 2870 lb. Allowable TensioXeon r Design: Tdesign is equal er of 2870 x 1.00 x 0.9lb. >= Tapplied, OK Or 15025 x 1.00= 1= Tapplied, OK Allowable Shear Bond/Concrete Strength: Vbond/concrete Vsteel = 7740 lb. Reduced Efficiency Based kn Spacing fS1 = 1 as S1 NA fS2=1asS =NA fS3 = 1 as 5 = NA fS4 = 1 as = NA fS5 = 1 as 5 = NA (fS)tot. = 1 000 x 1.000 x 1.000 1.000 x 1.000 = 1.000 Reduce Efficiency Based on Ed a/End Distance: fC1 = 08 + [(1 - 0.08)x(2.75 - 1. )/(13.5 - 1.75)] — 1, fC1 = 0.1583 fC2 = .08 + [(1 - 0.08)x(8 - 1.75)/( 3.5 - 1.75)] — 1, fC2 = 0.5694 fC3 = as C3 = NA fC4 1 as C4 = NA (fC)t t. = 0.1583 x 0.5694 x 1.000 x 000 = 0.0901 Allowable Shear Based on Bond/ ncrete Strength: and/concrete)net = 8170 x 1.0( x 901 = 736 lb. Allowable Shear Value for Design: Vdesign is equal to the lesser of: x 0.98 = 722 lb. — Vapplied, Or 7740 x 1.00 = 7740 Ib. lied, 9K Check Combined Tensio Shear Interaction: (Tapplied/Tdesig + (Vapplied/Vdesign)An < or = 1.0 '2680/28 1 + (0/722}^1 = 0.952722 < or = 1.0 OK eW re n = 513 for Carbon/Stainless Steel Wedge -All, Titen HD and Carbon/Stainless Steel Drop -In anchors installe al Weight oncrete only. Otherwise, n = 1 for all other cases. 160teIIJii1ifr+7%b] OPTION 2 Proposed Anchor System = ET Epoxy -Tie Adhesive Anchor Diameter (in.) or Rebar Size = 5/8 Proposed Threaded Rod Material = A307 (SAE 1018) Minimum Embedment Depth = 5 inches Temperature Sensitivity Factor: ftemp = 1.00 Short -Term Load Adjustment Factor for Seismic/Wind**: fseismic/wind = Tension: 1.00 Shear: 1.00 **Where permitted by code Allowable Tension Based on Bond/Concrete Strength: Tbond/concrete = 5720 lb. Simpson ET 5/8" Dia Threaded Rod Tsteel=5875 lb. Min Embed 5" Reduced Efficiency Based on Spacing fS1=1asS1=NA fS2 = 1 as S2 = NA fS3 = 1 as S3 = NA fS4 = 1 as S4 = NA fS5 = 1 as S5 = NA (fS)tot. = 1.000 x 1.000 x 1.000 x 1.000 x 1.000 = 1.000 Reduced Efficiency Based on Edge/End Distance: fC1 = 0.50 + [(1 - 0.50)x(2.75 - 1.75)/(7.5 - 1.75)] — 1, fC1 = 0.587 fC2 = 0.50 + [(1 - 0.50)x(8 - 1.75)/(7.5 - 1.75)] — 1, fC2 = 1.000 fC3 = 1 as C3 = NA fC4 = 1 as C4 = NA (fC)tot. = 0.587 x 1.000 x 1.000 x 1.000 = 0.587 Net Allowable Tension Based on Bond/Concrete Strength: (Tbond/concrete)net = 5720 x 1.000 x 0.587 = 3357 lb. Allowable Tension Value for Design Tdesign is equal to the lesser of 3357 x 1.00 x 1.00 = 3357 lb. — Tapplied, OK Or 5875 x 1.00= 5875 lb. — Tapplied, OK Allowable Shear Based on Bond/Concrete Strength: Vbond/concrete = 4890 lb. Vsteel = 3025 lb. Reduced Efficiency Based on Spacing: fS1=1asS1=NA fS2 = 1 as S2 = NA fS3 = 1 as S3 = NA fS4 = 1 as S4 = NA fS5 = 1 as S5 = NA (fS)tot. = 1.000 x 1.000 x 1.000 x 1.000 x 1.000 = 1.000 Reduced Efficiency Based on Edge/End Distance: fC1 = 0.13 + ](1 - 0.13)x(2.75 - 1.75)/(7.5 - 1.75)] — 1, fC1 = 0.2813 fC2 = 0.13 + ](1 - 0.13)x(8 - 1.75)/(7.5 - 1.75)] —1, fC2 = 1.000 fC3 = 1 as C3 = NA fC4 = 1 as C4 = NA (fC)tot. = 0.2813 x 1.000 x 1.000 x 1.000 = 0.2813 Net Allowable Shear Based on Bond/Concrete Strength: (Vbond/concrete)net = 4890 x 1.000 x 0.2813 = 1376 lb. Allowable Shear Value for Design: Vdesign is equal to the lesser of: 1376 x 1.00 x 1.00 = 1376 lb. — Vapplied, OK Or 3025 x 1.00 = 3025 lb. — Vapplied, OK Check Combined Tension & Shear Interaction: (Tapplied/Tdesign)^n + (Vapplied/Vdesign)^n < or = 1.0 (2680/3357)^1 + (0/1376)^1 = 0,798239 < or = 1.0 OK Where n = 5/3 for Carbon/Stainless Steel Wedge -All, Titen HD and Carbon/Stainless Steel Drop -In anchors installed in Normal Weight Concrete only. Otherwise, n = 1 for all other cases. CALCULATIONS: OPTION 3 Proposed Anchor System = SET Epoxy -Tie Adhesive Anchor Diameter (in.) or Rebar Size = 5/8 Proposed Threaded Rod Material = A307 (SAE 1018) Minimum Embedment Depth = 5 inches Temperature Sensitivity Factor: ftemp = 1.00 Short -Term Load Adjustment Factor for Seismic/Wind": fseismic/wind = Tension: 1.00 Shear: 1.00 ""Where permitted by code Allowable Tension Based on Bond/Concrete Strength: Tbond/concrete = 6680 lb. Tsteel = 5875 lb. Reduced Efficiency Based on Spacing: fS1=1asS1=NA fS2 = 1 as S2 = NA fS3=1asS3=NA fS4 = 1 as S4 = NA fS5 = 1 as S5 = NA (fS)tot. = 1.000 x 1,000 x 1.000 x 1.000 x 1.000 = 1.000 Simpson SET 5/8" Dia Threaded Rod Min Embed 5" Reduced Efficiency Based on Edge/End Distance: fC1 = 0.48 + [(1 - 0.48)x(2.75 - 1.75)/(7.5 - 1.75)] — 1, fC1 = 0.5704 fC2 = 0.48 + [(1 - 0.48)x(8 - 1.75)/(7.5 - 1.75)] <= 1, fC2 = 1.000 fC3 = 1 as C3 = NA fC4 = 1 as C4 = NA (fC)tot. = 0.5704 x 1.000 x 1.000 x 1.000 = 0.5704 Net Allowable Tension Based on Bond/Concrete Strength: (Tbond/concrete)net = 6680 x 1.000 x 0.5704 = 3811 lb. Allowable Tension Value for Design: Tdesign is equal to the lesser of 3811 x 1.00 x 1.00 = 3811 lb. — Tapplied, OK Or 5875 x 1.00= 5875 lb. >= Tapplied, OK Allowable Shear Based on Bond/Concrete Strength: Vbond/concrete = 4875 lb. Vsteel = 3025 lb. Reduced Efficiency Based on Spacing: fS1=1asS1=NA fS2 = 1 as S2 = NA fS3=1asS3=NA fS4 = 1 as S4 = NA fS5=1asS5=NA (fS)tot. = 1.000 x 1.000 x 1.000 x 1.000 x 1.000 = 1.000 Reduced Efficiency Based on Edge/End Distance: fC1 = 0.15 + [(1 - 0.15)x(2.75 - 1.75)/(7.5 - 1.75)] <= 1, fC1 = 0.2978 fC2 = 0.15 + [(1 - 0.15)x(8 - 1.75)/(7.5 - 1.75)] <= 1, fC2 = 1.000 fC3 = 1 as C3 = NA fC4 = 1 as C4 = NA (fC)tot. = 0.2978 x 1.000 x 1.000 x 1.000 = 0.2978 Net Allowable Shear Based on Bond/Concrete Strength: (Vbond/concrete)net = 4875 x 1.000 x 0.2978 = 1452 lb. Allowable Shear Value for Design: Vdesign is equal to the lesser of: 1452 x 1.00 x 1.00 = 1452 lb. — Vapplied, OK Or 3025 x 1.00 = 3025 lb. >= Vapplied, OK Check Combined Tension & Shear Interaction: (Tapplied/Tdesign)^n + (VappliedNdesign)An < or = 1.0 (2680/3811)A1 + (0/1452)A1 = 0.703319 < or = 1.0 OK Where n = 5/3 for Carbon/Stainless Steel Wedge -All, Titen HD and Carbon/Stainless Steel Drop -In anchors installed in Normal Weight Concrete only. Otherwise, n = 1 for all other cases. CALCULATIONS: OPTION 4 oposed Anchor System = VGC Vinylester Glass Capsule Adhesive A chor Diameter (in.) or Rebar Size = 5/8 Praposed Threaded Rod Material = A307 (SAE 1018) Minimum Em dment Depth = 5 inches TempNrature Sensitivity Factor: ftemp = 1.00 Short-litrm Load Adjustment Factor for Seismic/Wind": fseismic/wind = Tension: .00 Shear: 1.00 —Wheretpermitted by code Allowable\ension Based on Bond/Concrete Strength to = 4265 lb. Tsteel = 5875 Reduced Efficienc\Based Spacing: fS1=1asS1=NfS2 = 1 as S2 = NfS3 = 1 as S3 = NfS4 = 1 as S4 = NfS5 = 1 as S5 = N(fS)tot. = 1.000 x 100 x 1.000 x 1.000 = 1.000 Reduced Efficiency Based on Beige/End Distance fC1 = 0.57 + [(1 - 0.57)x(2.75 - 1. )/(7.5 - 1.75)] <_ , fC1 = 0.6448 fC2 = 0.57 + [(1 - 0.57)x(8 - 1.75)/( .5 - 1.75)] <= 1 fC2 = 1.000 fC3 = 1 as C3 = NA fC4 = 1 as C4 = NA (fC)tot. = 0.6448 x 1.000 x 1.000 x 1.0 = 0.644 Net Allowable Tension Based on Bond/Cote Strength 000 (Tbond/concrete)net = 4265 x 1.x 0.6 2750 lb. Allowable Tension Value for Design: Tdesign is equal to the lesser of 2750 x 1.00 x 1.00 = 2750 lb. >= applied, OK Or 5875 x 1.00= 5875 lb. >= Tap ed, OK Allowable Shear Based o and/Concrete Strength: Vbond/concrete = 4675 Vsteel = 3025 lb. Reduced Efficie y Based on Spacing: fS1 = 1 as S1 NA fS2=1asS =NA fS3 = 1 as = NA fS4 = 1 as 4 = NA fS5=1 S5=NA (fS)tot. 1.000 x 1.000 x 1.000 x 1.000 x 1,000 = 1.000 Re ced Efficiency Based on Edge/End Distance: f 1 = 0.11 + [(1 - 0.11)x(2.75 - 1.75)/(7.5 - 1.75)] — 1, fC1 = 0.2648 2 = 0.11 + [(1 - 0.11)x(8 - 1.75)/(7.5 - 1.75)] <= 1, fC2 = 1.000 1C3 = 1 as C3 = NA fC4 = 1 as C4 = NA = 0.2648 x 1.000 x 1.000 x 1.000 = 0. Net Allow%Ieear Based on Bond/C7.26,48 ete Strength: (Vbond/c)net = 4675 x 1.000 x = 1238 lb. Allowable Shear ValuXr: Vdesign is equal to th1238 x 1.00 x 1.00 = ed, OK Or 3025 x 1.00 = 3025 lb Check Combined T nsion & Shear Interacti esi + (Vapplied/Vdesign)^0(Tapplied/Td+ (0/1238)^1 = 0.974546 < o(2680 Where n f5/3 for Carbon/Stainless Steel Wedge -All, Titeri�ID and Carbon/Stainless Steel Drop -In anchors installed in Normal Weight Concre only. Otherwise, n = 1 for all other cases. N I • � I I For CityComment #18 ................................. l000 cb ,OR LEVEL R. TO FRAMING) BE'tM IS NOT CONTINUOUS OV R POST AND IS FLUSH TO UPPkR MAIN FLOOR wi CCQ5-8SDS2.5 BUILD RAISELV PLATFORM TO MATCH UPPER FLOOR LEVEL 0 pu. ki ill-0.1 JZ F 10 9--W PI I • ■ I I For CityComment #25 ................................. Project Title: Engineer: Project ID: Project Descr: rWOOCI BeamFile=L:119020 KW-06002997 Mulanax RemodellENGM19xxx Mulanax Rnax Software copyright ENERCALC, INC.1983.2019, Build:10.19.1430 . C.T. ENGINEERING DESCRIPTION: R13-1a CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1850 psi Ebend- xx 1800 ksi Fc - PHI 1650 psi Eminbend - xx 950 ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600 ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Applied Load_ s Service loads entered. Load Factors will be applied for calculations. Point Load : D = 3.120, Lr = 4.160, S = 5.20, W = 6.240 k @ 1.580 ft, (Roof Loads) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5571 Maximum Shear Stress Ratio = 0.633 : 1 Section used for this span 3.5x9.5 Section used for this span 3.5x9.5 fb : Actual = 1,537.30 psi fv : Actual = 192.87 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 = 1.578ft 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 = 2266 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.027 in Ratio = 1438 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios_ Segment Length Span # M V C d C FN C i C r Length = 3.250 ft 1 0.267 0.303 0.90 1.000 1.00 1.00 +D+L+H 1.000 1.00 1.00 Length = 3.250 ft 1 0.240 0.273 1.00 1.000 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 Length = 3.250 ft 1 0.448 0.509 1.25 1.000 1.00 1.00 +D+S+H 1.000 1.00 1.00 Length = 3.250 ft 1 0.557 0.633 1.15 1.000 1.00 1.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 Length = 3.250 ft 1 0.384 0,437 1.25 1.000 1.00 1.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 Length = 3.250 ft 1 0.470 0,534 1.15 1.000 1.00 1.00 Moment Values Shear Values Cm C t CL M -- fb Fb V fv-- F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.53 576.49 2160.00 1.60 72.32 238.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.53 576.49 2400.00 1.60 72.32 265.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5,90 1,345.14 3000.00 3.74 168.76 331.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 6.74 1,537.30 2760.00 4.28 192.87 304.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.06 1,152.97 3000.00 3.21 144.65 331.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.69 1,297.10 2760.00 3.61 162.73 304.75 Project Title: Engineer: Project ID: Project Descr: Wood Beam File = LA19020 Mulanax RemodehENGM19xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . DESCRIPTION: 1313-1a 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+0.60W+H 1.000 1.00 1.00 1.00� 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.330 0.375 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.56 1,268.27 3840.00 3.53 159.11 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.150 0.171 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.53 576.49 3840.00 1.60 72.32 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.435 0.495 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.33 1,671.81 3840.00 4.65 209.74 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.473 0.537 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.97 1,815.93 3840.00 5.05 227.82 424.00 +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 = 3.250 ft 1 0.338 0.384 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.69 1,297.10 3840.00 3.61 162.73 424.00 +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 = 3.250 ft 1 0.270 0,307 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4,55 1,037.68 3840.00 2.89 130.18 424.00 +0.60D+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 = 3.250 ft 1 0.090 0,102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.52 345.89 3840.00 0.96 43.39 424.00 Overall Maximum Deflections Load Combination Span Max. " "Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0., 50W+H- -� 1 - 0.0271- 1.613 _ _- _- - - - - Vu 0.0 000 0.0 00 - Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +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+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support1 Support 5.050 4.778 3.206 3.034 1.603 1.517 1.603 1.517 3.741 3.539 4.275 4.045 3.206 3.034 3.607 3.413 3.527 3.337 1.603 1.517 4.649 4.399 5.050 4.778 3.607 3.413 2.886 2.730 0.962 0.910 1.603 1.517 2.138 2.022 2.672 2.528 3.206 3.034 ■ I I For CityComment #26 ................................. Project Title: Engineer: Project ID: Project Descr: Calculation done to estimate Girder truss reactions only. DESCRIPTION: Girder Truss CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties_ Analysis Method: Allowable Stress Design Fb + 900 psi Load Combination ASCE 7-10 Fb - 900 psi Fc - Prll 1350 psi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling l i l o ia'riitied�:.rraa�i�:.:av 3.5x9.25 Span = 25.50 ft E : Modulus of Elasticity Ebend- xx 1600 ksi Eminbend - xx 580 ksi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : JD = 0.0150, Lr = 0.020, S = 0.0250, W = 0.030 ksf, Tributary Width = 2.0 ft, (Roof Loads; Varying Uniform Load : D= 0.1950-4.0, Lr- 0.260-4.0, S= 0.3250->0.0, W= 0.390-4.0 k/ft, Extent = 0.0 - > 25.50 ft, Trib Width = 1.0 ft, (Girder Truss) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 6.521: 1 Maximum Shear Stress Ratio 3.5x9.25 Section used for this span 6,748.93 psi fv : Actual 1,035.00 psi Fv : Allowable +D+S+H Load Combination 11.168ft Location of maximum on span Span # 1 Span # where maximum occurs 6.616 in Ratio = 46 <360 0.000 in Ratio = 0 <360 10.420 in Ratio = 29 <240 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN C i Cr +D+H Length = 25.50 It 1 3.125 0.536 0.90 1.000 1.00 1.00 +D+L+H 1.000 1.00 1.00 Length = 25.50 It 1 2.812 0.483 1.00 1.000 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 Length = 25.50 It 1 5.249 0.901 1.25 1.000 1.00 1.00 +D+S+H 1.000 1.00 1.00 Length = 25.50 ft 1 6.521 1.119 1.15 1.000 1.00 1.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1701.. e = 1.119 : 1 3.5x9.25 231.61 psi 207.00 psi +D+S+H 0.000 ft = Span # 1 Moment Values Shear Values Cm C t C L - M--- tb - F,b ---V -fV Fv 1.00 1.00 1.00 10.53 2,530.85 810.00 1.87 86.85 162.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 10.53 2,530.85 900.00 1.87 86.85 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 24.56 5,905.32 1125.00 4.37 202.66 225.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 28.07 6,748.93 1035.00 5.00 231.61 207.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File = L:119020 Mulanax RemodeRENGRN9xxx Mulanax Res.ec6 . Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . 0.00, DESCRIPTION: Girder Truss Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b Length = 25.50 ft 1 4.499 0.772 1.25 1.000 1.00 1.00 1.00 1.00 1.00 21.05 5,061.70 1125.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 25.50 ft 1 5.502 0.944 1.15 1.000 1.00 1.00 1.00 1.00 1.00 23.68 5,694.41 1035.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 25.50 ft 1 3.867 0.663 1.60 1.000 1.00 1.00 1.00 1.00 1.00 23.16 5,567.87 1440.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 25.50 ft 1 1.758 0.302 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.53 2,530.85 1440.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 25.50 ft 1 5,097 0.875 1.60 1.000 1.00 1.00 1.00 1.00 1.00 30.53 7,339.47 1440.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 25.50 ft 1 5.536 0.950 1.60 1.000 1.00 1.00 1.00 1.00 1.00 33.16 7,972.18 1440.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 25.50 ft 1 3.954 0.679 1.60 1.000 1.00 1.00 1.00 1.00 1.00 23.68 5,694.41 1440.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 25.50 ft 1 3.164 0.543 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.95 4,555.53 1440.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 25.50 ft 1 1.055 0.181 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.32 1,518.51 1440.00 Overall Maximum Deflections Shear Values V fv F'v 3.75 173.71 225.00 0.00 0.00 0.00 4.22 195.42 207.00 0.00 0.00 0.00 4.12 191.08 288.00 0.00 0.00 0.00 1.87 86.85 288.00 0.00 0.00 0.00 5.44 251.88 288.00 0.00 0.00 0.00 5.90 273.59 288.00 0.00 0.00 0.00 4.22 195.42 288.00 0.00 0.00 0.00 3.37 156.34 288.00 0.00 0.00 0.00 1.12 52.11 288.00 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl +D+0.7501+0.750S+0.450W+H - 1 10.4196 12.378 -- - - -0.0 000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.426 3.815 -- - ---- - - Overall MINimum 4.080 2.423 +D+H 2.040 1.211 +D+L+H 2.040 1.211 +D+Lr+H 4.760 2.826 +D+S+H 5.440 3.230 +D+0.750Lr+0.750L+H 4.080 2.423 +D+0.750L+0.750S+H 4.590 2.725 +D+0.60W+H 4.488 2.665 +D+0.70E+H 2.040 1.211 +D+0.750Lr+0.750L+0.450W+H 5.916 3.513 +D+0.750L+0.750S+0.450W+H 6.426 3.815 +D+0.750L+0.750S+0.5250E+H 4.590 2.725 +0.60D+0.60W+0.60H 3.672 2.180 +0.60D+0.70E+0.60H 1.224 0.727 D Only 2.040 1.211 Lr Only 2.720 1.615 L Only S Only 3.400 2.019 W Only 4.080 2.423 E Only H Only Location in Span 0.000 _ V Project Title: Engineer: Project ID: Project Descr: Wood Beam File = L:119020 Mulanax RemodellENGRH9xxx Mulanax Res.ec6 Software copyright ENERCALC, INC.1983.2019. Build:10.19.1.30 . DESCRIPTION: RB-2a CODE REFERENCES - - - - -- - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 - -- - - - Load Combination Set: ASCE 7-10 Material Properties_ Analysis Method: Allowable Stress Design Fb + 2,400.0 psi Load Combination ASCE 7-10 Fb - 1,850.0 psi Fc - PHI 1,650.0 psi Wood Species : DFJDF Fc - Perp 650.0 psi Wood Grade : 24F - V4 Fv 265.0 psi Ft 1,100.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(2.04) Lr(2.72) S(3.4) VV(4.08) .3875 3.5x9.25 Span = 6.0 ft E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 950.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0,0150, Lr = 0.020, S = 0.0250, W = 0.030 ksf, Extent = 1.830 -->> 6.0 ft, Tributary Width = 15.50 ft, (Roof Loads; Point Load : D = 2.040, Lr = 2,720, S = 3.40, W = 4.080 k @ 1.830 ft, (Girder Truss) DESIGN SUMMARY . • Maximum Bending Stress Ratio = 0.748 1 Maximum Shear Stress Ratio = 0.714 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual 2,063.49 psi fv : Actual 217.52 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 = 1.839ft 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 = 818>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.139 in Ratio = 518>=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 C r C m _ C t C L M fb Fb V tv Fv +D+H 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.360 0.344 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.24 777.84 2160.00 1.77 82.03 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 It 1 0.324 0.310 1.00 1,000 1.00 1.00 1.00 1.00 1.00 3.24 777.84 2400.00 1.77 82.03 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 It 1 0.602 0.575 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.51 1,806.36 3000.00 4.11 190.42 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0,748 0,714 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.58 2,063.49 2760.00 4.69 217.52 304.75 Project Title: Engineer: Project ID: Project Descr: Wood Beam KW-06002997 = L:119020 Mulanax RemodePENGR119xxx Mulanax Res.ec6 . Software Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . i C.T. ENGINEERING DESCRIPTION: RB-2a Load Combination Max Stress Ratios MomentValues Values Segment Length Span # M V_ C FN C i Cr C m C t _ C L M fb _ _ F'b _Shear V tv _ F'v +D+0.750Lr+0.750L+H _ _C_d_ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 - 0.00 0.00 0.00 Length = 6.0 ft 1 0.516 0.493 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.44 1,549.23 3000.00 3.53 163.32 331,25 +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 = 6.0 It 1 0.631 0.603 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.25 1,742.08 2760.00 3.96 183.65 304.75 +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 = 6.0 ft 1 0.444 0.424 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.09 1,703,51 3840.00 3.88 179.58 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.203 0.193 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.24 777,84 3840.00 1.77 82.03 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.584 0.558 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.33 2,243.48 3840.00 5.10 236.49 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.634 0.606 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.13 2,436.33 3840.00 5.54 256.82 424.00 +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 = 6.0 It 1 0.454 0.433 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.25 1,742.08 3840.00 3.96 183.65 424.00 +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 = 6.0 It 1 0.363 0.346 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.79 1,392.37 3840.00 3.17 146.77 424.00 +0.60D+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 = 6.0 It 1 0.122 0.116 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.94 466.71 3840.00 1.06 49.22 424.00 Maximum Deflections _Overall Load Combination Span Max. " " Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.450W+H 1 0.1390 2.825 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.548 3.974 - Overall MINimum 3.509 2.510 +D+H 1.776 1.276 +D+L+H 1.776 1.276 +D+Lr+H 4.115 2.949 +D+S+H 4.700 3.367 +D+0.750Lr+0.750L+H 3.530 2.531 +D+0.750L+0.750S+H 3.969 2.844 +D+0.60W+H 3.881 2.782 +D+0.70E+H 1.776 1.276 +D+0.750Lr+0.750L+0.450W+H 5.110 3.660 +D+0.750L+0.750S+0.450W+H 5.548 3.974 +D+0.750L+0.750S+0.5250E+H 3.969 2.844 +0.60D+0.60W+0.60H 3.171 2.271 +0.60D+0.70E+0.60H 1.065 0.766 D Only 1.776 1.276 Lr Only 2.340 1.673 L Only S Only 2.925 2.091 W Only 3.509 2.510 E Only H Only I , ■ I I For CityComment #27 ................................. I N C. Project: Client: 180 Nickerson St. Suite 302 Seattle, "A 98109 Date: (206)285.4512 rnx: Page Number: (206) 295-0619 1�4� I -rue, L'i L - L r art, I < L� �z- -3 4/ = g . Z f1 L> Z is Gt J A + lq� w M 17,4cl- 'L, Vi .Aglow Structural Engineers Project: Client: q) 13�61, Tt I N C. Cn =/,o ek,- C 17, " d -e - Date: Page Number: r q�� 180 Nickerson St, Suite 302 Seattle, WA 98109 (206) 285.4512 PAX: (206) 285-0618 `!7 Zj i b4 Z, Z lL l� Structural Enalneers C Q N C y-ry-y-�y-yy, Y-r­Y� Per pan elevations ft shows extended overhangs , ' W but plans have no OH details w it the TC needs to N r C be stacked w dropped777 C c6 j G J I ty I C i W 01 w o d t No demographic loading provided with plan. I F W g Z YI erg 0 to i 6 Areas to overirame g Girder loaded in engineering to support framing 10 Per plan gable and trusses have stacked TC p foroufbokers ! O m •� ! ; kV ! T— Con. Total W Mend Product CN I d Q IL usr HusZs + W FI U HUS28-2 t $i usP 1�a e ! p ! 0 111 ltY. N I I bindks=54 vented 2x4 k» i i Q N 'O IC • 0- ' V I W to 17 1-0- I ; 1 t per plan rt shows a canopy roof here, rid rho three caLLaW anywhere, is thin canopy stick halhtedt For bid n0 trusses added here. '�'� V © O 2 lt shows skylights on plan and refersre them but none on pan IaYotr4 where do May go? are Mey 2040's that fit n the trues bays? � vi kq 3 At this entrance, lt shows a pitched roof, but no truss ceLL Dues there, k Ms stick fremed7 For bid ro trusses added here. aw�a 4 In this area a shows a vaulted and a fiat roof but with no dear indication of ceiling break, for the bid stopped the vau@ at the master BIR separation wall. PP 5 Per plan LLkrsbatl n It k oks trice this area YAR be rafter framed. M 6 Per plan it shows fug trusses here and busses with a leg at top, there Is no dear separation on where the fug trusses start and where the ` trusses with legs at top start? For Me bid F03 is 11A busses Q 7 It shows a vaulted calling here with no real dimensions w ceiling break, for the bid stopped the vault at at girder. Per a newer roof plan it also shows a bearing wall that picks up trusses and rafters but the flow plan dhows no wag here n the kitchen area. W M� I C=Z(D �w 10 m°_/''�J �,;.�`-' •� Preliminary bid- No structurals or engineering protried with plan. Alot of the details and roo� la outs are unclear, bid may be subject to change. J ,y 8 k l � i 1; rrsss: ' � x,r,s sasm sasas ass►,s Scissor 13 1 1 3x10 = e.uullz Run: 8.220 s Jan 5 2019 Pri ID:ZrrP4tCSZynSd3s9oX 19-3-2 6.1.4 08 = 4 1 1-0-0 ' Scale = 1:44.5 300 = 0-5-8(0-1-13) 0-5-8(0-1-13) 1119#/-262# 1119#/-262# 7-0-11 13-1-14 I 19-3-2 26-3-13 7-0-11 6-1-4 6-i-4 _ 7-0.11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.45 9-10 >702 240 MT20 185/148 i TCDL g,0 Lumber DOL 1.15 BC 0.81 Vert(CT) -0.74 9-10 >428 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.38 6 n/a n/a BCDL 7.0 Code IRC2015lrPI2014 Matrix -AS _ , Weight: 90 lb FT = 20 LUMBER- BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 OF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance wdh Stabilizer Installation guide. REACTIONS. (lb/size) 2=1119/0-5-8 (min.0-1-13),6=1119/0-5-8 (min.0-1-13) Max Horz 2=-89(LC 11) Max Uplift2=-262(LC 6), 6-262(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-38151790, 3-17-2731/475, 4-17— 2661/491, 4-18= 2661/501, 5-18=-2731/484, 5-6=-3B15l726 BOT CHORD 2-10— 767/3560, 9-10=-767/3564, 8-9=615/3564, 6-8=-615/3560 WEBS 4-9-207/1461, 5-9-1175/407, 3-9-1175/399 NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (Bat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads. 6) Bearing at joints) 2, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 262 lb uplift at joint 6. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 30-Phone Quote - PPRC100 J1025090 A02 Common Supported Gable 1 1 Job Reference o tional the Truss Co., Burlington, WA, 98233 Run: 8.220 s Jan 5 2019 Print: 8.220 s Jan 5 2019 MiTek Industries, Inc. Thu Jan 31 14:23:30 2019 Page 1 ID:21 PnIDD4KGvJEDRMMErdWczpgLV-??LvDK?6B??ygj54hp13MHj151 i9l eLvzpnUR 1-0 0 , 13-1-14 26-3-13 27.3.13 1-0-0 13-1-14 13.1-14 01 Scale .1:43.9 4x4 = 3x4 = 27 26 25 24 23 22 21 20 19 18 17 16 3x4 = 3x4 = LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) 0.00 14 n/r 120 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 15 ntr 120 BCDL Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 14 n/a rVa .0 7 BCDL .0 Code IRC2015/TP12014 Matrix-S Weight: 106 Ito FT = 20 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 DF Stud MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation guide. REACTIONS. All bearings 26-3-13. (Ib) - Max Horz2=-86(LC 11) Max Uplift All uplift 100lb or less at joint(s) 2, 22, 23, 24, 26, 27, 20, 19, 18, 17, 16, 14 Max Grav All reactions 2501b or less at joint(s) 2, 21, 22, 23, 24, 26, 27, 20, 19, 18, 17, 16, 14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vascll03mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C11=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upl'dt at joil 2, 22, 23, 24, 26, 27, 20,19,18,17, 16, 14. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 2. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 13) No notches allowed in overhang and 10000 from left end and 10000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0.0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard Job Truss Truss Type QIY Ply 30-Phone Quote - PPRC100 J1025090 901 Common Girder 1 2 Job Reference (optional) the 1 rusS CO., Burlington, WA, 98233 Hun: 822n s Jan 5 2p19 Pnnt: 8.220 s Jan 5 2019 H fek Industries, Inc. Thu Jan 31 14:23:32 2019 Pagel ID:WEz9VZEi5Z1AsNOYvyMs2pzpgLU-xOSgeOIMjdFf31 FSpD3XRipcNgOdMkRiuv"PozpnUP 2E-10 7-1-4 11.7-14 16-2-7 19-5-10 2.6.10 4-6-10 4.6-10 4-6.10 3-3-2 4x4 = 65# 9c4 II 3x8 = 2x4 11 Scale = 1:36.8 LOADING (psf) 767#1-180f TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCDL .0 7 BCDL .0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/rP12014 CSI. TC 0.16 BC 0.05 WB 0.15 Matri x-MSH DEFL in (loc) Vdefl L/d Vert(L-) -0.01 10 >999 240 Vert(CT) -0.02 10 >999 180 Horz(CT) 0.00 7 n/a rJa PLATES GRIP MT20 185/148 Weight: 232 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud REACTION. (lb/size) 12=767/0-5-8 (min. 0-1-8), 7=767/Mechanical Max Horz 12=98(LC 10) Max Uplift 1 2-1 80(LC 6), 7=-165(LC 7) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-903/214, 2-3— 1085/265, 3-13-790/195, 4-13=-735/207, 4-5=-788/214, 5-6-643/147, 6-7=-739/171, 1-12— 728/177 BOT CHORD 10-11-273/835, 9-10_ 267/980, 8-9— 118/583 WEBS 5-8=-417/132, 3-9=-401/160, 2-11=-358/127, 6.8=-148/734, 1-11=-198/885 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9.0 do, 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=180, 7=165. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIIrPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Quote- PPRC100 J1025090 B02 Common 1 1 �30-Phone Job Reference footionall the Truss Co., Budington, WA, 98233 Run: 8.220 s Jan 5 2019 Print: 8.220 s Jan 5 2019 MTek Industries, Inc. Thu Jan 31 14:23:32 2019 Page 1 ID:WEz9VZEi5Z1AsNOYvyMs2pzpgLU-xOSgeOIMjdFf31 FSpD3XRipYDgJuMgCiuvWlPozpnUP 5.3-3 12-4-1 141-15 5-3-37-0-14 1-9-14 3x4 48 = 2x4 11 65# 3x6 = _... 4x4 = LOADING (psf) SPA1118# 2-0-0 (Roof Snow=25.0) i Plate Grip DOL 1.15 TCDL 8.0 I Lumber DOL 1.15 BCLL 0.0 I Rep Stress Incr YES Rnnl n ; Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud REACTIONS. (lb(size) 5=555/Mechanical, 7=555/0-5-8 (min. 0-1-8) Max Horz 7=154(LC 10) Max Uplift5=-165(LC 6). 7=-118(LC 6) CSI. DEFL in (loc) Yclefl Ud PLATES GRIP TC 0.43 Vert(LL) -0.07 6-7 >999 240 MT20 185/148 BC 0.35 Vert(CT) -0.12 6-7 >999 180 WB 0.42 Horz(CT) 0.01 5 n/a n/a Matrix -AS Weight: 70 lb FT = 20 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-613/141 BOT CHORD 6-7— 299(725 WEBS 3-6=1301481, 2-6=-341/219, 3-5= 582/239, 2-7=-695/163 Scale = 1:36.4 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during Ltruss erection, in accordance w8h Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; VuB=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (Bat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 5=165, 7=118. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSViPI 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 30-Phone Quote - PPRC100 J1025090 B03 Jack -Closed 1 1 Job Reference (optiona0 the Truss Co., Burlington, WA, 98233 3x10 II 0-5-111#12IMT20HS II 345#/-62# Run: 8.220 s Jan 5 2019 Print: 8.220 s Jan 5 2019 MiTek Industries, Inc. Thu Jan 31 14:23:33 2019 Page 1 ID:_QXXjvFKst91 UXakTft5blzpgLT-Pa02sM2_UwNWhBgfMxamzvLkZEhJ5Ass6ZGlyEzpnUO 3-6-11 8-6-2 4-11-6 2x4 II 3x4 — !1# Scale = 1:26.0 LOADING (psi TCLL 25.0 SPACING- 2-0-0 CSI. DEFL in (loc) lidefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.02 4-5 >999 240 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.21 Vert(CT) -0.03 4-5 >999 180 MT20HS 139/111 BCDL Rep Stress Incr YES WB 0.20 Horz(CT) 0.01 4 Na Na .0 7 BCDL .0 Code IRC2015/TPI2014 Matrix -AS Weight: 38Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 OF Stud MiTek recommends that Stabilizers and required cross bracing be installed during WEDGE truss efection, in accordance with Stabilizer Installation guide. Left: 2x10 DF SS REACTIONS. (Ib/size) 1=334/0-5-8 (min. 0-1-8), 4=334/Mechanical Max Horz 1=114(LC 6) Max Uplift I =-62(LC 6), 4=-121(LC 6) Max Grav I =345(LC 16), 4=376(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2_ 461178 BOTCHORD 1-5=-161/416,4-5=-161/416 WEBS 2-4=-415/165 NOTES- 1) Wind: ASCE 7-10; Vuft=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone, Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except 01=1b) 4=121. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and RB02.10.2 and referenced standard ANSI/TPI 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1 /2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Dry Ply 30 Phone tote - PPRC700 J1025090 804 Jack -Open 1 1 Job Reference (optiona0 i no i ruse co., nuningron, wr+, anWa nun: n.eeu s .ran o zuia rnnr. a.zzu s dan o zuia m ieK inausmes, inc. i nu uan J1 1 a:za:a4 zu1 a rage 1 ID:_QXXjvFKst91 UXakTft5bl zpgLT-tnaQ3h3dFEVNIKPrwe5?W7uyMe3sggE?LD?rUhzpnUN 2-10-4 2-10-4 Scale = 1:12.7 3x6 II LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 1-4 >999 240 MT20 185/148 BCDL 8.0 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.01 1-4 >999 180 .0 BCDL Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n,ia Na BCDL 7.0 .0 Code IRC2015/TP12014 Matrix-P Weight: 9 lb FT = 20 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 SLIDER Left 2x4 DF Stud 1 A-4 REACTIONS. (lb/size) 1=11210-5-8 (min. 0-1-8), 3=92(Mechanical, 4=20/Mechanical Max Horz 1=55(LC 6) Max Upliftl=-16(LC 6), 3-56(LC 6) Max Grav1=112(LC 1), 3=92(LC 1), 4=47(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vufl=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL-1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp S; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oly Ply 30-Phone Quote - PPRC100 J1025090 Coll Flat 1 1 I Job Reference (optional) the Truss Co., Burlington, WA, 98233 Run: 8.220 s Jan 5 2019 Print: 8.220 s Jan 5 2019 MTek Industries, Inc. Thu Jan 31 14:23:34 2019 Page 1 ID: _QXXjvFKst91 UXakTft5b1 zpgLT-tnaQ3h3dFEVNIKPrwe5?W7urNexcgYi?LD?rUhzpnUN 7-1-12 14-0-1 20-10-5 28-0-2 7-1-12 6-10-4 — 6-104 7-1-12 Scale = 1:45.6 3x4 = 1 3x6 — 0-3-14(0-1-13) 1109#/-303# 3x8 = 2 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 (Roof Snow=25. Lumber DOL 1.15 BC 0.59 TCLL 8.O Rep Stress Incr YES WB 0.55 BCLL 0.0 BCDL 7.0 Code IRC2015/TP12014 Matrix -AS _ LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* W2: 2x4 HF No.2 3x4 = 3x6 — 3x8 = 3 4 5 18-6-15 DEFL. in (loc) Vdefl Ud ( PLATES GRIP Vert(LL) -0.19 7-8 >999 240 I MT20 185/148 Vert(CT) -0.34 7-8 >985 180 Horz(CT) 0.06 7 n/a r1/a Weight:132 lb FT = 20 REACTIONS. (Ib/size) 11=110910-3-14 (min. 0-1-13), 7=1109/Mechanical Max Uplift 11=-303(LC 4), 7=-303(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1288/332, 3-12— 128WM, 3-4=-1288/332, 4-13= 1288/332, 5-13=1288/332 BOT CHORD 10-11=-325/1138, 9-10=-416/1473, 8-9=-416/1473, 7-8=-325/1138 WEBS 2-11— 1386/402, 2-10=-17/415, 3-10= 285/130, 3-8=-285/130, 5-8=-17/415, 5-7=-1386/402 3x4 = 6 303# 3x6 = BRACING - TOP CHORD 2-0-0 oc pudins (4-5-9 max.): 1-6, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-11, 5-7 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10, Vutt=130n41h (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 11=303, 7=303. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss design requires that a minimum of 7/1 V'structural wood sheathing be applied directly to the top chord and 1 /2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Quote - PPRC100 CO2 Common 1 1b C-Phone Reference (optronaq I no i russ uo., ounig[on, wm, aozaa nun: b.Yeu s Jan b zUle rnnC mzzu s Jan o zula M IeK Inausmes, Inc. I nu Jan 31 14:2s:3b zUl9 rage 1 ID:Sc5wwFFydBHu5h9w1MOK7EzpgLS-Mz8oH13FOYdEwU_1UMdE2KROW2ErZ3T9atIP07zpnUM 7-3-2 6-8-2 Sx6 = 3 34 � 3x4 = 30 = 3x4 = 0-3-14(0-1-14) 18-4-1 Scale = 1:44.0 3x6 c 0-5-8(0-1-14) LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.62 Verl(LL) -0.21 6 14 >999 240 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.72 Veri(CT) -0.41 6-14 >826 180 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.09 5 n/a n/a BCLL Code IRC2015/TP12014 Matrix -AS Weight: 95Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 HF N0 .2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 OF Stud MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1120/0-3-14 (min.0-1-14), 5=1120/0-5-8 (min. 0-1-14) Max Horz 1=-89(LC 11) Max Upfiftl=-239(LC 10), 5— 240(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2450/524,2-15= 2148/445,3-15= 2063/463,3-16=-2087/470,4-16=-2173/452,4.5=-2482/531 BOT CHORD 1-8-509/2249, 7-8=-233/1502, 6-7-233/1502, 56=-438/2284 WEBS 3-6=-177/768, 4-6=-578(267, 3-8= 169/736, 2-8=-561/262 NOTES- 1) Wind: ASCE 7-10; Vuft=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed, MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)1=239, 5=240. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Type Oty Ply 30 Phone Quote - PPRC100 J1025090 rCO3 I7russ Common 3 1 Job Reference (optional) I ne I russ (:o., uunington, WA, 9t123J Hun: I$ ZZU s Jan 5 2U19 Firm: a."22tu s Jan b 2U79 MI I eK Industries, Inc. I nu Jan 31 14:23:36 2019 Pagel ID:Sc5wwFFydBHu5h9wl MOK7EzpgLS-g9iAUN4tnd5YeYE23BTbYzBwRbLIXmI pXUyYZzpnUL 7-3-2 13-11-4 20-7-6 28-0-2 29-0-2 7-3-2 6-8-2 6-8-2 7-4-12 Scale = 1:45.0 5x6 = 3x4 = 3x4 = 3x4 = 3x6 0-3-14(0-1-13) 1119#/-238# 3x8 = 0-5-8(0-1-15) LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.64 Vert(L-) -0.20 7-15 >999 240 MT20 185/148 TCLL 8.0 8.0 Lumber DOL 1.15 BC 0.70 Vert(CT) -0.40 7-15 >850 180 BCLL Rep Stresslncr YES WB 0.25 Horz(CT) 0.09 5 Na n/a BCLL 7.0 .0 Code IRC20151TPI2014 Matrix -AS Weight: 96 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=111910-3-14 (min.0-1-13),5=1188/0-5-8 (min.0-1-15) Max Horz1=-102(LC 11) Max Upliftl=-238(LC 10), 5=-277(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2447/523, 2-16=-2145/445, 3-16=-2060/463, 3-17=-2079/464, 4.17=-2165/446, 4-5=-2472/524 BOT CHORD 1-9=-503/2246, 8-9=-225/1499, 7-8=-225/1499, 5-7=-413/2274 WEBS 3-7_ 174/761,4-7=-574/265,3-9= 169/744,2-9=-569/262 NOTES- 1) Wind: ASCE 7-10; VuH=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DO1--7 -60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Ex , B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except @=lb) 1=238, 5=277. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 30-Phone Quote - PPRC100 J1025090 C04 Common 1 1 Job Reference o ' na0 I ne I russ l:o., tluningion, vvA, 8az33 Hun: tszeu s Jan b zolu Print: a.zzu s Jan b zo19 Mi I eK Industries Inc. I nu Jan 31 14:23.37 2019 Pagel ID:h4cuFW9xVjH08SYOZhFSpYzpgLa-ILGZhj5VY9uy9d7Obnfi8lWM?rwJlzzS1 BEW5?zpnUK 7-3-2 13-11-4 20-7-6 28-0-2 7-3-2 6-8-2 6-8-2 7.4.12 Scale = 1:44.2 5x6 = i -240# 3x6 � 3x4 = 3x4 = 3x4 = 3x8 = 0-3-14(0-1-14) LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL in (loc) Well Vd PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.21 6-14 >999 240 MT20 185/148 BCDL 8.0 Lumber DOL 1.15 BC 0.72 Vert(CT) -0.41 6-14 >826 180 BCDL 0.0 Rep Stresslncr YES WB 0.26 Horz(CT) 0.09 5 rt/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix -AS Weight: 95 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2"HE No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HE No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Stud MiTek recommends that Stabilizers and required cross bracing be installed during tru__ss erection, in axordance with Stabilizer g Installation uide. REACTIONS. (lb/size) 1=1120/0-3-14 (rrin.0-1-14),5=1120/Mechanical _ Max Herz 1— 89(LC 11) Max Uplift 1 239(LC 10), 5= 240(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 2450/524,2-15=-2148/445,3-15=-2063(463,3.16=-2087/470,4-16=-2173/452,4-5=-2482/531 BOT CHORD 1-8-509/2249, 7-8-233/1502, 6-7-233(1502, 5-6--438/2284 WEBS 3.6— 1771768, 4-6=-578/267, 3-8= 169/736, 2-8=-561/262 NOTES- 1) Wind: ASCE 7-10; VuIt=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B, Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (Pat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurreni with any other live loads. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Talb)1=239, 5=240. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss design requires that a minimum of 7/1 V'structural wood sheathing be applied directly to the top chord and 1/Z' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Truss Qry Ply 30-Phone Ouote- PPRC100 J1025090 COSs Co 1 Job Reference (optronal) fhe Truss Co., Burlington, WA, 98233 Run: 8.220 s Jan 5 2019 Print: 8.220 s Jan 5 2019 MiTek Industries, Inc. Thu Jan 31 14:23:37 2019 Page 1 ID:h4cuFW9xVjH08SYOZhFSpYzpgLa-ILGZhj5VY9uy9o70bnfi8lWM?rwJ1zzS1 BEW5?zpnUK 7-3-2 13-11-4 20-7-6 _ 28-0-2 7-3-2 6-8-2 F 6-8-2 7-4-12 Scale = 1:44.2 5x6 = 0 �o 1-240# 3x6 % 3x4 = 3x4 = 3x4 = 3x8 = 0-3-14(0-1-14) LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DER. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.21 6-14 >999 240 MT20 185/148 TCLL 8.0 Lumber DOL 1.15 BC 0.72 Vert(CT) -0.41 6-14 >826 180 BCLL Rep Stresslncr YES WB 0.26 Horz(CT) 0.09 5 n/a n/a .0 BCDL 7.0 Code IRC2015/TPI2014 Matrix -AS Weight: 95 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 HIP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 OF Stud =k recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1120/0.3-14 (min.0.1-14), 5=1120/Mechanical Max Horz 1=-89(LC 11) Max Upliftl=-239(LC 10), 5— 240(LC 11) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-2450/524, 2-15-2148/445, 3-15-2063/463, 3.16=-2087/470, 4-16=-2173/452, 4-5=-2482/531 BOT CHORD 1-8-509/2249, 7-8-233/1502, 6-7-233/1502, 5-6— 438/2284 WEBS 3-6-177/768, 4-6=-578/267, 3-8-169/736, 2-8=-561/262 NOTES- 1) Wind: ASCE 7-10; Vuk=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=239, 5=240. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP11. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Quote - PPRC100 J1025090 C06 Common 1 1 E-Phone b Reference (optional) fhe Truss Co., Burlington, WA, 98233 Run: 8.220 s Jan 5 2019 Print: 8.220 s Jan 5 2019 MiTek Industries, Inc. Thu Jan 31 14:23:38 2019 Page 1 1 D:9GAGSsAZG 1 Ptmc7a7OmhLmzpgLZ-mYpxv367JTOpnyic9UAxgz3XIFGYmODbGrz3dSzpnUJ 732 13-11-4 20-7-6 28-0-2 7-3.2 6-8-2 6-8-2 I 7-4-12 Scale = 1:44.2 5x6 = 3x6 � 3x4 = 3x4 = 3x4 = 0-3-14(0-1-14) LOADING (psf) SPAdPIGr 2-0-0 CS1. TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 (Roof Snow=25.0). Lumber DOL 1.15 BC 0.72 TCDL 8.0 Rep Stresslntcr YES WB 0.26 I BC LL 0.0 Code IRC2015/TP12014 Matrix -AS DEFL. in (Icc) I/defl L/d PLATES GRIP Vert(L-) -0.21 6-14 >999 240 MT20 185/148 Vert(CT) -0.41 6-14 >826 180 Horz(CT) 0.09 5 n/a Na Weight: 95 lb FT = 20 0 �a r-2406 3x8 = LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1120/0-3.14 (min.0-1-14),5=1120/Mechanical Max Horz 1-89(LC 11) Max Uphill=-239(LC 10), 5=-240(LC 11) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-2450/524, 2-15— 2148/445, 3-15-2063/463, 3.16-2087/470, 4.16=-2173/452, 4.5=-2482/531 BOT CHORD 1-8— 509/2249, 7-8=-233/1502, 6-7— 233/1502, 5-6=-438/2284 WEBS 3-6-177/768, 4.6-578/267, 3-8-169/736, 2-8=-561/262 NOTES- 1) Wind: ASCE 7-10; Vufl=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11, Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct-1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except @=lb)1=239, 5=240. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/Z' gypsum sheetrock be applied directly to the bottom chord. LOAD CASES) Standard Job Truss Truss Type Qy Ply 30-Phone Quote - PPRCt 00 J1025090 C07 Common 1 1 I Job Reference (optlona0 The Truss Co., Burlington, WA, 98233 Run: 8.220 s Jan 5 2019 Print: 8.220 s Jan 5 2019 MiTek Industries, Inc. Thu Jan 31 14:23:38 2019 Page 1 ID:Du2W1 A8JkQ99WIzC?_kDGLzpgLb-mYpxv367JTOpnyic9UAxgz3XIFGYmQDbGrz3dSzpnUJ 7-3-2 13-11-4 20-7-6 28-0-2 7-3-2 } 6-8-2 6-8-2 1 7-4-12 Scale = 1:44.2 5x6 = 3x6 3x4 = 3x4 = 3x4 = 3.8 = 0-3-14(0-1-14) 1120#t-239# 9-5-14 18-4-10 I 28-0-2 9-5-14 8-10-13 9-7-8 Plate Offsets (X,Y)-- [1:0-1-11,0-1-81 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 I CS1. DEFL. in (loc) Well Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 I TC 0.62 Vert(LL) -0.2 1 6-14 >999 240 MT20 185/148 BCDL 8.0 Lumber DOL 1.15 BC 0.72 Vert(CT) -0.41 6-14 >826 180 BCLL Rep Stress Incr YES WB 0.26 Horz(CT) 0.09 5 n1a rlla .0 BCDL 7.0 Code IRC20151TP12014 Matrix -AS Weight: 95 ItoFT = 20 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Stud MMTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=112010-3-14 (min. 0-1-14), 5=1120/Mechanical Max Horz 1=-89(LC 11) Max Uplift l=-239(LC 10),5= 240(1-113 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 2450/524, 2-15-2148/445, 3-15= 2063/463, 3-16= 2087/470, 4.16-2173/452, 4-5=-2482/531 BOT CHORD 1-8= 509/2249, 7-8— 233/1502, 6-7-233/1502, 5-6=-438/2284 WEBS 3-6=-177f768, 4-6-578/267, 3-8=-169/736, 2-8=-561/262 NOTES- 1) Wind: ASCE 7-10; Vuft=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7.10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 1=239, 5=240. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss design requires that a minimum of 7/1 V'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard lob Truss Truss Type Qty, Ply 30-Phone Quote -PPRC100 11025090 C08 Common 1 I 1 Job Reference (optional) The Truss Co., Burlington, WA, 98233 Run: 8.220 s Jan 5 2019 Print: 8.220 s Jan 5 2019 Mil Industries, Inc. Thu Jan 31 14:23:39 2019 Page' ID:9GAGSsAZG1 Ptmc7a7OmhLmzpgLZ-EkNJ6P614m8gP6HojChADAbiVfcnVtTkVVjc9uzpnU 7-3-2 13-11-4 20-7-6 28-0-2 7-3-2 6-8-2 6-8-2 7-4.12 Scale = 1:44.2 5x6 = 3 3x6 % 3x4 = 3x4 = 3x4 = 3x8 = 0-3-14(0-1-14) TCLL (psi0 SPACING- 2-0-0 CSI. i DEFL. in (loc) I/deft Ud i PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.21 6-14 >999 240 i MT20 185/148 TCDL g.0 Lumber DOL 1.15 BC 0.72 Vert(CT) -0.41 6-14 >826 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.09 5 n/a Na BCDL 7.0 Code IRC20151TPI2014 Matrix -AS ' Weight: 95 lb FT = 20 LUMBER ---_ - BRACING- — -- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1120/0-3-14 (min.0-1-14),5=1120/Mechanical Max Horz 1=-89(LC 11) Max Upliftl=-239(LC 10), 5= 240(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2450/524, 2-15=-2148/445, 3-15=-20631463, 3-16=-2087/470, 4.16=-2173/452, 4-5=-2482/531 BOT CHORD 1-8=-509/2249, 7-8— 233/1502, 6-7r233/1502, 5-6= 438/2284 WEBS 3-6— 1777768, 4-6=-578/267, 3-8=-169(736, 2-8=-561/262 NOTES- 1) Wind: ASCE 7-10; VuR=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (Oat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 1=239, 5=240. 7) This truss is designed in accordance with the 2015 International Residential Code sections 8502.11.1 and R802.10.2 and referenced standard ANSIl 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1 /2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 130-Phone Quote - PPRC100 J1025090 C09 Common 1 1 !Job Reference (optional) I ne I russ UU., ounnglon, YYA, V0.00 5x6 = 3 nu —IDwpfl7bGaOUPljgk7b4vZgSzpgLR-EkNJ6P614m8gP6HojChADAbiVfcnVtTkVVjc9uzpnUl 20-7-6 28.0.2 6-8-2 7-4-12 Scale = 1:44.2 3x6 � 30 = 3x4 = 3x4 = 0-3-14(0-1-14) 1120# -239# 0 Io 3x8 = 0-2-13(0-1-14) ------ 11:w230# LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.21 6-14 >999 240 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.72 Vert(CT) -0.41 6-14 >826 180 BOLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.09 5 n/a n/a Rcni 7n Code IRC2015/TPI2014 Matrix -AS Weight: 95lb FT = 20 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1120/0-3-14 (min.0-1-14), 5=1120/0-2-13 (min. 0-1-14) Max Horz 1=-89(LC 11) Max Uplift 1 =-239(LC 10), 5=-240(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2450/524,2-15=-2148/445,3-15=-2063/463,3-16=-2087/470,4.16=-2173/452,4-5=-2482/531 BOT CHORD 1-8=-509/2249, 7-8=-233(1502, 6.7-233/1502, 5-6=-438/2284 WEBS 3-6=-177/768,4-6=-578/267,3-8= 1691736,2-8= 561/262 NOTES- 1) Wind: ASCE 7.10; Vuft=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL-1.60 plate grip DOL=1.60 2) TCLL: ASCE 7.10; Pf=25.0 pal (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 part bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=239, 5=240. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply -Phone Quote - PPRC100 J1025090 C10 Common 1 1 CbRefe - rence o tional I lie I rub uu., ounrnyrun, wn, MOWJ nUu. O.cGV 5 Jen D N r i rnrrr: O.GN 5 Jarr J GV ry MI ere IrlUuilrle5, IIIG. i nu Jan S I I4:ZJ:4U eu I e rage I ID:O?DgLxHC9oXcL JJ8nQoDfzpgLQ-iwxhK17Nr4GXOFs?HvCPIOBgn3zTELkuj9SAhKzpnUH -i-0-0 7-4-12 14-0-14 20-9-0 27-8-1 1-0-0 7-4-12 -' - - 6-8-2 - 6-8-2 6-11-1 Scale = 1:45.4 5x6 = 4.50 FI2 2x4 \\ 2x4 // 3 di 5 1 2 a.7------'- ---81 6 9 8 7 3x4 = 3x4 = 3x4 = 3x8 = 46 = 0-5-8(0-1-15) 0-5-9(0-1-13) 1174p/-2751t 9-7-8 r 18-6-4 27-7-14 1148 9-7-8 B-10-13 9-1-10 0-0-2 Plate Offsets (X,Y)-- 16:0-0-4,0-0-151 _ LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.19 9-15 >999 240 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.39 9-15 >857 180 BCDL Rep Stress Iner YES WB 0.26 Horz(CT) 0.09 6 n/a n/a .0 7 BCDL .0 Code IRC2015/TP12014 Matrix -AS Weight: 97 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 OF Stud MiTek recommends that Stabilizers and required cross bracing be installed during WEDGE truss erection in accordance with Stabilizer Installation guide. Right: 2x4 OF Stud _ REACTIONS. (lb(size) 6=1106r0-5-9 (min.0-1-13),2=1174/0-5-8 (min.0-1-15) Max Horz 2=104(LC 10) Max Uplift6_ 234(LC 11), 2=-275(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2435/518,3-16=-2129/440,4-16=-2044/458,4-17=-1964/442,5-17=-2045/424,5-6=-2345/498 BOT CHORD 2-9= 513/2239, 8-9- 231/1462, 7-8- 231/1462, 6-7=-410/2123 WEBS 4-7- 152/664, 5-7-519/251, 4-9=-174/762, 3-9=-569/264 NOTES- 1) Wind: ASCE 7-10; Vuft=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone, Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl=lb) 6=234, 2=275. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVrP11. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard J1025090 Common Girder 4x4 = 2 u1 Scale = 1:44.8 3x8 = 2x4 II 5x6 = 3x4 = 3x8 = 3x4 = 2x4 II 3x8 = 0-5-8(0-1-8) 0-5-5(0-1-8) 5-5-10 6-0-6-4-0 9e-4 12-2-4 14-D-74 10-2 4 18-4-0 _ 22-8-2 24.2-4 L 4-6 2342#]-659# 5-5-10 b-6.0-4-0 &4-12 2-5-0 1-1D-f0 1 4-1-6 0-2'4 4-3-10 1-6-2 3-2-4 17� -401# LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 25.0Plate (Roof Snow=25.0) Grip DOL 1.15 TC 0.31 Vert(LL) -0.15 11-12 >999 240 MT20 185/148 TCLL 8.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.23 11-12 >999 180 BCLL 0.0 Rep Stresslncr NO WB 0.33 Horz(CT) 0.04 8 n/a n/a BCDL 7.0 Code IRC2015/rP12014 Matrix-MSH Weight: 279 Ito FT = 20 LUMBER- _ BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStud REACTIONS. (lb/size) 8=1779/0-5-5 (min. 0-1-8), 2=2342/0-5-8 (min. 0-1-8) Max Horz 2=107(LC 10) Max Upli88=-481(LC 11), 2=-659(LC 6) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=6038/1660, 3-20=-4535/1262, 4-2D-4445/1269, 4-5=-3198/918, 5-6=-3199/922, 6-21=-3756/1089, 7-21=-3846/1082,7-22= 3847/1068,8-22=-3912/1057 BOT CHORD 2-14— 1596/5609, 14-23=4596/5609, 23-24= 1596/5609, 13-24— 1596/5609, 12-13=-159615609, 12-25=-1159/4204,11-25= 1159/4204,10-11— 922/3560,9-10=-956/3605,9-26=-956/3605,8-26=-956/3605 WEBS 5-11— 549/1944,6-11=-909(320,6-10= 130/436,4-11-1724/536,4-12=-332/1224,3-12=-1549/481, 3-14=-214/907 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) 2-ply truss to be connected together with 10d (0.131"xW) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, 4) Wind: ASCE 7-10; Vuh=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=481, 2=659. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 26 lb down and 35 lb up at 24-2-4 on top chord, and 292 lb down and 120 lb up at 6-0-0, 725 lb down and 207 lb up at 6-4-8, 513 Ib down and 207 Ib up at 12-2-4, and 334 lb down and 163 lb up at 18-2-4, and at 24-2-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-8= 66, 2-15=-14 Continued on page 2 Job Truss Truss Type Oty Ply 30-Phone Ouote - PPRC100 J1025090 Zell Convnon Girder 1 2 Job Reference (optional) i the Iuss Go., Budington, WA, 98233 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=-334(B) 23— 292(B) 24-725(B) 25=-513(B) Hun: 8.220 s Jan 5 2019 Print: 8.220 s Jan 5 2019 MTek Industries, Inc. Thu Jan 31 14:23:42 2019 Page 2 ID:9YihOgNEGFYTIDwrcTZgXLzpgLl-eJ3SIR9eMhWFGZONOKFtrpDlesil hD8BBTxHmDzpnUF Job Truss Truss Type Qty Ply 30-Phone Ouote- PPRC100 J1025090 D01 Monopitch Supported Gable 1 1 I Job Reference (opticnaq The Truss Co., Burlington, WA, 98233 Run: 8.220 s Jan 5 2019 Print:8.220 s Jan 5 2019 MiTek Industries, Inc. Thu Jan 31 14:23:43 2019 Page 1 ID:O?DgLxHC9oXcL JJBnQoDfzpgLQ-7VdgymAG7?e6tjbayl m6NOmQnG5KQk9KQ7hglfzpnUE 20-6-4 19 18 17 16 15 14 13 12 11 44 = 3x8 = 3x8 = 3x4 11 3x4 11 Scale=1:56.1 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.47 Vert(ILL) -0.05 1-19 >999 240 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.08 1-19 >905 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.01 10 rVa n/a BCDL 7.0 Code IRC20151TPI2014 Matrix-S Weight: 94 ItoFT = 20 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4HFNo.2'Excepl` W2: 2x4 OF Stud OTHERS 2x4 DF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with and Installation guide. REACTIONS. All bearings 20-6-4 except (jl=length) 10=0-0-6. (lb) - Max Horz 1=241(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 10, 16,17,15,14,13,12 except 11— 115(LC 6), 19-172(LC 6) Max Grav All reactions 250 Ito or less at joint(s)10, 1, 16, 17, 15, 14, 13, 12 except 11=349(LC 17), 19=559(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 9-11=341/121 WEBS 2-19— 437/212 NOTES- 1) Wind: ASCE 7-10; Vuft=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 16, 17, 15, 14,13,12 except (jt=lb)11=115, 19=172. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) No notches allowed in overhang and 0 from left end and 30309 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 130-Phone Quote - PPRC100 J1025090 E01 Common Girder 1 I 2 :Job Reference (optional) I ne I russ coo., tsun:ngton, wA, 9az;m Hun: a.22U s Jan 5 2ut9 Print: a220 s Jan 5 2019 n tek Industnes, Inc. Thu Jan 31 14:23:44 2019 Page 1 ID:dkF4E?Os1 ZgKwNV2AA5v4ZzpgLH-biBC96AuuJmzVtAmWIHLwDlhzgRS9B8UenQNg6zpnUD 2-10-15 5-6-6 2-10-15 ' 2-7-7 I 40-9 3.13 12 4x4 = Us = 3x6 11 LOADING (psf) TOLL SPACING- 2-0-0 C91. of inr7 DEFL. in (loc) Vdefl Ud PLATES GRIP (Roof Snow=25.0) PlateGdpDOL 1.15 TC 0.12 Vert(L-) -0.02 6-7 >999 240 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.24 Vert(CT) -0.03 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-MSH Weight: 162 Ito FT = 20 LUMBER - TOP CHORD 2x4 HF Nc.2 BOT CHORD 2xB DF SS WEBS 20 DF Stud REACTIONS. (lb/size) 5--611/0-3-8 (min.0-1-8),7=1227/0-5-8 (min.0-1-8) Max Horz 7=32(LC 10) Max Uplift5=-145(LC 7), 7— 318(LC 6) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8= 413/114, 3-8=-373/119, 3-9=-391/120, 4-9=-423/115, 4-5=-705/188 BOT CHORD 7-10=-96/26816-10=-96/268 WEBS 2-6=-60/285, 2-7=-560/138, 4-6=-160/608 Scale = 1:42.1 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xX) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vufl=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASIDE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=145, 7=318. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1095 lb down and 317 lb up at 2-2-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-4=-66, 5-7— 14 Concentrated Loads (lb) Vert:10=-1095(F) Truss Truss Type Oty Ply _ �30-Phone Quote - PPRC100 �Job J1025090 F01 Common Supported Gable 1 1 Job Reference (optional) I tie I russ W., ounington, -, .VO r1U11: 0.44U 5 Jan O CU I U rrlill: O.LCU 5 Jdn O zU I a M IeK InUUSIneS, Inc. I nu Jan J I 14:zJ:40 zU I v rage 1 I D:KOKQmcJTgPoJaITiGCTG14zpgLO-3ulaNSBWfcup71 ky3SoaSRrrG4pGudxdtRAxNYzpnUC -1-0-0 23-9-13 29-4-3 30-4-3 '1-0-01 23-9-13 I 5-6-6 01 0 4x4 = Scale = 1:60-6 13 14 15 3x4 zz 8 3x4 — 33 32 31 3029 28 27 26 25 24 23 22 21 20 19 3x4 = 3x4 = 3x6 = 3x6 = 3x4 II 3x4 I LOADING (psfJ TCLL 25.0 SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.01 18 Nr 120 MT20 185/148 I Lumber DOL 1.15 BC 0.08 Vert(CT)-0.01 18 Nr 120 BCDLL 0.0 Rep Stresslnor YES WB 0.13 Ho(CT-0.00 19 Na Na BCDL 7.0 Code IRC2015ITP12014 Matrix-S Weight: 148 lb FT = 20 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* W2: 2x4 OF Stud OTHERS 2x4 DF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation -guide. REACTIONS. All bearings 29-4-3. (lb) - Max Horz 2=210(LC 10) Max Uplift All uplift 1001b or less at joint(s) 19, 2, 22, 23, 24, 25, 26, 27, 28, 29, 31, 32, 21, 20 except 33= 100(LC 10) Max Grav All reactions 2501b or less at joint(s)19, 2, 22, 23, 24, 25, 26, 27, 28, 29, 31, 32, 21, 20 except 33=294(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuR=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consull qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; C1=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10-0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 2, 22, 23, 24, 25, 26, 27, 28, 29, 31, 32, 21, 20 except Qt=1b) 33=100. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and RB02.10.2 and referenced standard ANSI/TPI 1. 12) No notches allowed in overhang and 10000 from left end and 10000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard Job Truss Truss Type Qly Ply30-Phone Quote - PPRC100 J1025090 F02 Common 1 1 Job Reference (optional the Truss Co., Burlington, WA, 98233 Run: 8.220 s Jan 5 2019 Print: 8.220 s Jan 5 2019 MiTek Industries, Inc. Thu Jan 31 14:23:46 2019 Page 1 ID:pauozyJ5RjwACS2ugw_VglzpgLN-X41yaoC8QwOgkAJ9dAJp?eOufTOadzom65vUv_zpnUB 1.0.0 8-7-9 16-2-11 23.9.13 29-4-3 i 30-4 3 1-0-0 8.7-9 7-7-2 7-7-2 5.6.6 1-0-0 Scale=1:48.6 5z8 = �1 0 0-5-8(0-1-8) 635#/-175# a IqR-9 4x4 = 0-3-8(0-3-2) 3x6 = 0-5-8(0-1-8) LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.69 Vert(Ly -0.23 12-15 >999 240 MT20 185/148 8.0 Lumber DOL 1.15 BC 0.65 Ven(CT) -0.47 12-15 >509 180 BCLTCDL .0 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.01 10 Na Na RrnL Code IRC2015/rP12014 Matrix -AS Weight: 116 lb FT = 20 LUMBER - TOP CHORD 2x4 HF N0.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* W4,W5: 2x4 HF No.2 REACTIONS. (lb/size) 2=635/0-5-8 (min. 0-1-8),10=1884/0-3-8 (min. 0.3.2), 9=-40/0.5.8 (min. 0-1-8) Max Horz 2=213(LC 10) Max Uplift2— 175(LC 6), 10-513(LC 6), 9=-209(LC 17) Max Grav2=635(LC 17), 10=1884(LC 1), 9=306(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1099/231, 3.4= 709/105, 4-5=-594/120, 5-16=-283/931, 6-16=-273/994, 7-9= 388/139 BOT CHORD 2-12_ 374/1032, 9-10=-304179 WEBS 3.12= 623/287,5.12= 246/1072,5-10=-1016/389,6-10=-1174/361,6-9=-110/484 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-10 FMiTek recommends that Stabilizers and required cross bracing be installed during .' erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vuft=130rtph (3-second gust) Vasd=103mph; TCDL=4.2psf: BCDL=4.2psf; h=25ft; Cat. I I; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL-1.60 plate grip DOL=1.60 2) TCLL: ASCE 7.10; Pf=25.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except @=1b) 2=175, 10=513, 9=209. 7) This truss is designed in accordance with the 2015 International Residential Code sections 8502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 8) This truss design requires that a minimum of 7/1 V' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard J1025090 IF03 ID:HmSBBIKjG12lgod4NdVkNVzpgLM-?HsLoBDnBE8XMKuLBtg2Ysw4MtM1 MNgwKlfl Ri -1-0-0 7-3-6 13-6-5 20-0-12 23-9-13 1-0-0 1 7-3-6 — —�— 6-2-15 6-6-7 i— 3-9-1 :39.5 Lx4 P 4x4 = 4x4 = LOADING lost) SPACING 2-" CSI. TCLL 25.0 (Roof Snow=2 Plate Grip DOL 1.15 TC 0.56 TCLL 8.0 Lumber DOL 1.15 BC 0.70 0 Rep Stress Incr YES WB 0.81 TO BCDL TOT Code IRC2015/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud REACTIONS. (lb/size) 7=76/0-0-6 (min. 0.1-8), 2=854/0-5.8 (min. 0-1-8), 8=985/0-3-8 (min. 0-2-0) Max Horz 2=253(LC 6) Max Uplift7=-40(LC 6), 2— 220(LC 6), 8— 336(LC 10) Max Grav7=115(LC 17), 2=870(LC 17), 8=1212(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2176/435, 3-4--1159/165, 4-5— 1066/177, 6-8=-580/192 BOT CHORD 2-11— 616/2075,10-11-616/2075, 9-10-616/2075, 8.9=-299/1073 WEBS 3-9=-1068/331,5-9=-37/423,5-8-1211/342 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL)-0.1711-14 >999 240 MT20 185/148 Vert(CT)-0.2811-14 >851 180 Horz(CT) 0.06 8 n/a Na Weight: 85 Ib FT = 20 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at mill 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer fnstallal!on guide. NOTES- 1) Wind: ASCE 7-10; Vuh=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psi (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live Toad of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except at=lb) 2=220, 8=336. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 7. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI(fPl 1. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss 025090 ri" F04 Monop'rthe � �lyJ5("hone bReferen�cel(optionaft100 I tie I russ Go., t5urlington, WA, 96Z33 Kun: u.ZZU s Jan b ZUl y rnnt: 5.ZZU s Jan b ZU1U MI IeK inausines, Inc. I nu Jan 31 14:'LJ:4tl Zg19 rage 1 I D:IzOZOeLLzKAuRICHxLOzw4zpgLL-TTQj?UDPyXGO_UTXIbMH43TGLHmT5wS3ZPObztzpn U9 -1-0-0 7-3-6 13-6-5 20-0-12 23.9.13 1-0-0 7-3-6 t 6.2.15 6-6-7 3-9-1 3x4 = 5x8 = LOADING (psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.48 Ved(LL) -0.09 13-16 >999 240 MT20 1 B5/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Ved(CT)-0.1713-16 >577 180 TCDL 8.0 Rep Stresslncr YES WB 0.34 Horz(CT) 0.01 8 Na Na BCLL 0.0 Code IRC20151TPI2014 Matrix -AS Weight: 85 lb FT = 20 BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF N0 .2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF N0 .2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Stud MiTek recommends that Stabilizers and required crass bracing be installed dur ng truss erection i_, n accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-3-8 except 06length) 7=0-0-6, 2=0-5-8, 12=3-2-4. (lb) - Max Horz 2=253(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 7, 2 except 12=-292(LC 6), 8=-212(LC 6) Max Grav All reactions 250 lb or less at joinl(s) 7, 10 except 2=365(LC 1), 12=669(LC 17), 8=731(LC 17), 13=346(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-1851342, 6.8=-570/189 WEBS 3-12=-609/280, 5-12= 694/197, 5-8=-259/85 NOTES- 1) Wind: ASCE 7.10; Vuh=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7.10; Pf=25.0 psi (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2 except Ot=lb)12=292, 8=212. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 7. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard J1025090 IF05 IMonopflch Supported Gable I I 1 3.4 903 12 Scale = 1:56.4 402 li 11 267#/-49# 465#1-133# 122#/-43# 292#/-88# 125#/-36# 13�1/I, 3# 3�C9 /19#422P1 # 15 -52# 3x10 11 g (0-1-8) (0-1.8) (0.1.8) V%11115) (8-1.15) - ) (0) 0.0.6(0.1• 3x10 II 6 N 3%10 II N 3x10 II 4 fc 1O c 4x4 s 3 c fir 4%4 d 3x6 = 48 ti 2x4 11 18 2x4 !1 2x4 11 2x4 11 2x4 It 3x4 = 20 19 2x4 II 17 16 15 14 13 5%6 = 3x8 = 3x8 = 3x4 II 3%4 II r"IGItl VII�Cli 1/�.1/-- IL.V-O-9,CUlJGI,IL.V'YO,CUIJGI,IIV.V-YV,VL-OI,tJ.V-J-O,V--01,113.V-J-O,V-I-OI�t�y.V-YV,V-3-UJ _ _ LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.03 2-20 >999 240 MT20 1851148 TCDL 8.0 Lumber DOE 1.15 BC 0.19 Vert(CT) -0.06 2-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 12 n/a Na BCDL 7.0 Code IRC2015/TP12014 Matrix-S __ _ _ _ Weight:113lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF No.2 *Except* MiTek recommends that Stabilizers and required cross bracing be installed during W2: 2x4 DF Stud truss erection in accordance with Stabilizer Installation guide. OTHERS 2x4 DF Stud REACTIONS. All bearings 9-1-8 except (jt=length)12=0-0-6, 2=8-8-0, 19=8-8-0, 20=8-8-0. (Ib) - Max Horz2=253(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 12, 2, 19, 17, 16, 15, 14 except 13=-139(LC 10), 21 133(LC 10) Max Grav All reactions 250 lb or less at joint(s)12, 19, 16, 15, 14 except 13=422(LC 17), 2=267(LC 1), 20=465(LC 1), 17=292(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-13=-415/144 WEBS 3.20= 382/181 NOTES- 1) Wind: ASCE 7-10; Vuft=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL-4.2psf; h=25ft; Cat. II; Exp B, Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 2-0.0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 2, 19, 17, 16, 15, 14 except Qt=Ib) 13=139, 20=133. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 12. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) No notches allowed in overhang and 10000 from left end and 30901 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard Job Truss Truss Type City Ply 30-Phone Quote -PPRC100 J1025090 Got Roof Special Girder 1 I 21 Job Reference (optional) the Truss Co., Burlington, WA, 98233 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud Run: 8.220 s Jan 5 2019 Print: 8.220 s Jan 5 2019 MiTek Industries, Inc. Thu Jan 31 14:23:50 2019 Page 1 ID:2faLi5S3JcmrUuEyKfgYe6zpgJv-PsYTQAFfU9W6Dodws?019UYaE5KOZmMM 1 jti2lzpnU7 5-10-8 10-9-11 _ 5-10-8 — --�- 4-11-3 Scale = 1:26.9 0-5.5(0-1-12)v 0-3-8(0-1-8) V1d-8(0-1-8) 3250#/-723# 2320#/-486# 898#1-264# SPACING- 2-0-0 al. DEFL. in (loc) Vdefl Ud PLATES GRIP Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.12 6-8 >935 240 MT20 185/148 Lumber DOL 1.15 BC 0.85 Vert(CT) -0.19 6-8 >590 180 Rep Stress Incr NO WB 0.63 Horz(CT) 0.02 4 n/a n/a Code IRC2015/TPI2014 Matrix-MSH Weight:100 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-7 cc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 1=3235/0-5-5 (min.0-1-12), 4=845(1-4-8 (min.0-1-8), 5=2307/0-3-8 (min. 0-1-8) Max Horz 1=146(LC 23) Max Upliftl=-723(LC 6), 4=-264(LC 6), 5= 486(LC 6) Max Grav 1 =3250(LC 16), 4=898(LC 16), 5=2320(LC 16) FORCES. (lb) - Max. CorrpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4666/1018 BOT CHORD 1-10— 1056/4384, 1-11— 1061/4399, 11-12— 1061/4399, 6-12=-1061/4399, 6-13_ 1061/4399, 13-14=-1061/4399, 5-14=-1061/4399,4-5=-1061/4399 WEBS 2-6=-616/2914,2-4---4780/1150 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=130mph (3-second gust) Vasil=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except U=lb) 1=723, 4=264, 5=486. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP11. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1108 lb down and 252 Ito up at 0-9-10, 1106 Ito down and 2541b up at 2-9-10,1106 lb down and 254lb up at 4-9-10, and 1106 lb down and 254 Ito up at 6-9-10, and 1106 lb down and 2541b up at 8-9-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 1-4=-14 Concentrated Loads (Ib) Vert:10=-1108(B) 11_ 1106(B)12— 1106(B)13— 1106(B) 14=-1106(B) Job Truss Truss Type Qty Ply Quote - PPRC100 y J1025090 HRA Diagonal Hip Girder 1 1 13G-Phone Job Reference (optional) fhe Iuss GO., t9urlington, WA, 98233 Pnnt: 8.220 s Jan b 2a19 MI I ek Industries, Inc. 1 hu Jan 31 14:23:51 2019 Pagel ID:D9axb_Mzkell3vmTV2XCSwzpgLK-u26rd WGHFSezryC6Gjy_iiStAUs81LgVFMdFaCzpn U6 -1-2-11 1-8-11 4-2-0 5-2-4 7-2-9 1�� 1-8-11 2-5-4 + 1-0-5 2-0-5 --� 2x4 11 Scale = 1:17.4 3x4 = 44 = LOADING (psf) SPAGNG 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 Rep Stress Incr NO BCLL 0.0 Code IRC20151TPI2014 Truss Type I ay Ply 30-Phone Quote - PPRC100 LJo 25090 T Jack -Open 11 1 Job Reference (opt ona0 The Truss Co., Burlington, WA, 98233 Run: 8.220 s Jan 5 2019 Print: 8.220 s Jan 5 2019 MiTek Industries, Inc. Thu Jan 31 14:23:51 2019 Page 1 I D:IzOZOeLLzKAuRICHxLOzwjzpgLL-u26rdWG HFSezryC6Qjv_ii5t3Utg IMSVFMdFaCzpnU6 -1-0-0 1-3-14 1-0.0 1-3-14 i W \\ LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.07 (Roof Snow--25.0) Lumber DOL 1.15 BC 0.01 TCLL 8.0 Rep Stress lncr YES WB 0.00 BCLL 0.0 I Code IRC2015/TPI2014 Matrix-P BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=13/Mechanical, 2=148/0-5-8 (min. 0-1-8), 4=9/Mechanical Max Herz 2=36(LC 6) Max Uplift3=-18(LC 16), 2— 71(LC 6) Max Grav3=13(LC 1). 2=148(LC 1). 4=21(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:7.6 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 185/148 Vert(CT) -0.00 2 >999 180 Horz(CT) -0.00 3 n/a Na Weight: 5 Ib FT = 20 BRACING TOP CHORD Structural wood sheathing directly applied or 1-3-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. f MiTek recommends that Stabilizers and required cross bracing be installed during j truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vuft=130mph (3-second gust) Vasd-103mph; TCDL-4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASIDE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C11=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 2. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPf t. LOAD CASE(S) Standard Job Truss Truss Type dry Ply 30-Phone Quote - PPRC100 J1025090 J02 Jack -Open 1 1 Job Reference (octiona0 nro nuas w., ounnywry vvn, aoc�a nuu. o.ccu a van n cu r e rnm. o.ccu s aarr o cu ro wn r en rnuusmes, n m. n w uan o f y:co:oc cu a rage r 1 D:D9axb_Mzke113vmTV2XCSwzpgLKIMEgErrHvOmmugT5n1_QQDFv'e0l u'B21 pifUOMo'6ezpnU5 Scale = 1:13.5 LOADING (psf) I SPACING- 2-0-0 TCLL 25.0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.15 (Roof Snow=25.0) TC 0.23 Vert(LL) -0.01 2-4 >999 240 MT20 185/148 Lumber DOL 1.15 TCDL 8.0 BC 0.13 Vert(CT) -0.02 2-4 >999 180 Rep Stresslncr YES BCLL 0.0 0 WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 7.Code IRC2015/TP12014 Matrix-P Weight: 11 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=114/Mechanical, 2=248/0-5-8 (min. 0-1-8), 4=27/Mechanical Max Horz 2=74(LC 6) Max Uplift3=-65(LC 10), 2=-85(LC 6) Max Grav3=126(LC 17), 2=252(LC 17), 4=66(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuft=130mph (3-second gust) Vasda103mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0lost or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard E N E R G Y CODE W O R K S Energy Code Works, Inc. 2015 Washington State Energy Standards Compliance Report Project: Mulanax Residence Remodel/Addition 8307 215th Street SW, Edmonds, WA 98026 2600 Michelson Drive, Suite 1700 Irvine, Ca. 92612 CEPE Certified Energy Plans Examiners www.eneravcode.com plansC@energycode.com CHEERS Certified HERS Raters/HERS-PV Raters R1C I) "Y APR 2 6 2019 BUILDING E Mos jUD2-D 19 Compliance Summary Project: Mulanax Residence Addition/Remodel 8307 215th St. SW Edmonds, WA 98026 Building Shell: New framed walls: 2x6 framed walls: R-21 batt insulation plus R-3 exterior sheathing New ceiling/roof: R-49 batt insulation Vaulted ceiling/R-22 batt or blown -in insulation New raised floor: R-30 batt insulation New operable windows: Dual pane/non-metal framing/0.30 U-factor New fixed windows: Dual pane/non-metal framing/0.30 U-factor New french doors: Dual pane/non-metal framing/0.30 U-factor HVAC: Furnace: 94% AFUE minimum A/C: 13.00 SEER minimum Water heater: Default efficiencies 50 gallon What you need to do: Submit (2) copies of this report along with the energy code titleblocks. J Mulanax Addition/Remodel 8307 215th St. SW Edmonds, WA 98026 Conditioned Floor Area 1 3,585 Component Performance, R occupancies Code Target Values Area UA Doors U = 0.300 169 51 Overhead Glazing U = 0.500 0 0 Vertical Glazing U = 0.300 457 137 Flat/Vaulted Ceilings U = 0.026 1,859 48 Wall (above grade) U = 0.056 3,200 179 Floors U = 0.029 1,383 40 Slab on Grade F = 0.540 250 135 Below Grade Wall U = 0.042 0 0 Below Grade Slab F = 0.570 0 0 Target UA Total 590 Target Credits from Table 406.2 73.5 Proposed Design Area UA 169 53 0 0 457 137 1,859 81 3,200 138 1,3831 40 250 140 0 0 0 0 Proposed UA Total 589 Proposed Credits from Table 406.2 1.5 If the Proposed UA <_ the Target UA, and the Proposed Credits from Table 406.2 are > those required in Section R406.2, then the home meets the 2015 WSEC. Exterior Doors Plan Component Door Width Height in np.cn.rintinn Raf I I r)t P—, Inch Fccf hch A— i IA D101 French Doors _ _ •' Custom 0.30 1 3 ° 61 8 20 6 D1 03 Wood slab Inwood frame (woodSWF) •10-6C French Doors V Custom 0.46 1 2 8 6 8 18 8 D201 0.30 1 3 7 21 6 D202 French Doors V Custom French Doors Custom French Doors _ ��-- . ^ -- _ • Custom French Doors .Custom 0.30 1 3 6 8 20 6 D203 D204 0.30 1 2 6 6 8 17 5 0.30 1 6 1 6 8 40 0.30 1 5 6 8 33 �12D10 Overhead Glazing: Plan Component In np�,r.rinfinn Sum of Area and UA 1 169 53 Glazing Width Height Rof II ()t Fnn4 hch Foe} Inch Arnim 1IA Sum of Area and UA 1 01 0 0 Vertical Glazing Plan Component ID Description Glazing Width Height Ref- U Ot Feet inch FPPt " " Araa I IA 10 Operable Windows - _...........__..�___.. _....- _ Actual Fixed Pane Windows • Actual .- - ---� --� 0.30 1 4 4 16 5 W 10 IW 0.30 1 3 3 9 3 W 10 Fixed Pane_ Windows Actual - _ - 0.30 1 3 5 15 5 W 10 Fixed Pane Windows • I Actual 0.30 1 3 4 12 4 W 10 Fixed Pane Windows • ''i Actual 0.30 1 4 4 ° 16 5 W 10 Fixed Pane Windows • Actual 0.30 1 2 4 8 2 W 10 Fixed Pane Windows • Actual 0.30 1 2 4 8 2 W 20 Fixed Pane Windows • Actual Fixed Pane Windows • Actual Fixed Pane Windows • Actual Fixed Pane Windows •' Actual 0.30 1 6 5 30 9 W 20 0-30 1 9 5 45 14 W 20 W20 0.30 1 1 9 7 12 4 0.30 1 1 9 7 12 4 W 20 _. .... _-_ _......................................_..._........ ......................... Fixed Pane Windows • : Actual 0.30 1 5 5 25 8 W 20 Fixed Pane Windows •. Actual 0.30 1 1 2 5 6 2 201 FW Fixed Pane Windows • Actual - --- --- - -- - - ..._.._.--._.._.._........ 0.30 2 1 6 6 6 20 6 20 Fixed Pane Windows • Actual 0.30 1 1 2 5 6 2 W 20 W20 Fixed Pane Windows _ _ • Actual Fixed Pane Windows • Actual 0.30 1 5 5 25 8 0.30 1 1 2 5 6 2 W21 Fixed Pane Windows _ • Actual 0.30 1 3 3 9 3 W21 Fixed Pane Windows • Actual 0.30 1 3 3 9 3 W21 Fixed Pane Windows • Actual Fixed Pane Windows • Actual Fixed Pane Windows - - - - - -- - - • Actual Fixed Pane Windows • Actual fixed Pane Windows -- -_.._........................................_. • Actual -- 0.30 1 5 5 25 8 0.30 1 4 4 16 5 qW21 W 21 0.30 1 4 4 16 5 W 21 0.30 1 5 51 25 8 W21 0.30 1 2 6 5 13 4 W21 Fixed Pane Windows • Actual 0.30 1 2 6 5 13 4 W21 Fixed Pane Windows • Actual .... ......... _.............. ._............--- ....-..._.. __.._..... _...-... Fixed Pane Windows _ _ • Actual 0.30 1 2 3 6 2 W21 0.30 1 2 3 6 2 W22 Fixed Pane Windows • Actual Fixed Pane Windows • Actual Fixed Pane Windows • Actual 0.30 1 21 3 61 2 W22 W22 0.30 1 1 6 3 5 1 0.30 1 1 e 3 5 1 W22 Fixed Pane Windows • Actual 0.30 1 31 1 3 9 3 W22 Fixed Pane Windows • Actual Fixed Pane Windows • Actual ........... ........... ............. . _............._..-__ .............. _ _......__. Fixed Pane Windows • Actual • 0 • 0 0-301 1 3 3 9 3 W22 W22 0.30 1 3 3 9 3 0.30 1 1 6 5 81 2 0.00 0 0 0.00 0 0 •' 0 0 • 0 0.00 0 0 0.00 0 0 0.00 o 0 -- . 0 • 0 0.00 01 0 0.00 0 0 •' 0 • 0 _ • 0 0.00 0 0 0.00 0 0 0.00 0 0 •' 0 0.00 0 0 • ,,, 0 0.00 0 0 • 0 0.00 0 0 •' 0 0 0.00 0 0 0.00 0 0 • 0 0.001 01 0 '► 0 •' 0 0.00 0 0 0.00 0.00 0 o 0 0 • 0 Sum of Area and UA 457 137 M Flat/Vaulted Ceilings Plan Component Attic ID Description Ref. U Vault Vaulted Above Entry R-22 Custom 0,044 Attic R•49 Batt/Blown In Insulation 'W Custom 0.044 Vault Vaulted Above Master Bedroom R•22 ' Custom 0.042 0 0.000 Walls (Above Grade) Plan Component Wall in ningnrintinn Pof II 2x6 10-5 0.043 R21 ca ' +R3 foam ADV 2X6W lap • 0 0.000 •' 0 0.000 • ` 0 0.000 Floor (over crawl or exterior) Plan Component Floor ID D_e_scription _ Ref. U Rais4 R30 vented Joist 16oc ♦ ! 10-3 0.029 0 0.000 __._........ _.__....._..._...._....._.....___.__._.._.__.__._ 0 0.000 0 0.000 Slab on Grade (less than 2 feet below grade) Plan Component Slab ID Des . ......... ---- -- Slab R7S2'vertical •' WSU 0.560 0 0.000 0 0.000 Below Grade Walls and Slabs Plan Component ID Description Aran IIA 35 2 1,450 64 374 16 0 Sum of Area and UA 1 1,859 81 Npt Arpa 1 IA 3,200 138 0 0 0 Sum of Area and UA 1 3,200 138 Arpa HA 1,383 40 0 0 0 Sum of Area and UA 1 1,383 40 Slab Length L1A 250 140 0 0 0 Sum of Area and UA 1 2501 140 Wall Wall Wall Slab Slab Slab Ref. U Area UA F Length UA 0 0.000 0.0 0A00 0 _ 0 0.000 0.0 0.000 0 0 0.000 0.0 0.000 0 0 0.000 0.0 0.000 0 Sum of Area, Length and UA 01 0.0 1 0 0 Table R406.2 Summary Opt. Description Credit(s) kWh 1a Efficient Building Envelope 1a 0.5 ❑ 1b Efficient Building Envelope I 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ 1d Efficient Building Envelope 1d 0.5 ❑ 2a jAir Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 O 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 17 0.5 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 ❑ 5d jEfficient Water heating 5d 0.5 ❑ 6 lRenewable Electric Energy 0.5 Cl Total Credits 1.5 'Please refer to Table R406.2 for complete option descriptions Additional Energy Efficiency Requirements: Project: Mulanax Residence Addition/Remodel 8307 215th St. SW Edmonds, WA 98026 Small Dwelling Unit (Addition) Section 406.2 mandatory additional energy efficiency requirements: 1.5 credits Option 3a: High Efficiency HVAC equipment: 94% AFUE: 1.0 credits Option 5a: Efficient water heating: 0.50 credits All showerhead and kitchen sink faucets rated at 1.75 GPM or less All other lavatory faucets rated at 1.0 GPM or less Building permit drawings shall specify this option selected and specify these maximum flow rates for all showerheads, kitchen sink faucets and other lavatory faucets: Total: 1.5 credits FOUND PON PIPE HAWARDEN TRACTS EX CB RIM=3/.90 I.E�185 9 ____. \ \ Basis of Bearing: SHED \ \\ SEA LAWN ACRES NO.2 (VOL. 21, PG. 72) \\ `'•., \\ GRAPHIC SCALE ,�L \\ \ \ EX 1V STORM DRAIN EASEMENT \ (IN FEET 1 Inds=loft J LOT 4 Legal Description: Legend: ` \ / LOT5,SEALAWNACRESNO.2ACCORDINGTO NOTALLSYMBLESUSED THEPLATTHEREOF RECORDED IN VOLUME 21, ENSTINOMONUMENT ` SEA LAWN ACRES NO.2 •,.\ ♦Y .•,, \ \ ` VO' 21 PG 72 PAGE72,RECOROS OF SNOHOMISH COUNTY. WASHINGTON. 83 WATER METER m 3 0 I,I— "' WOOD LOT 5 Notes: UNDERGROUND UTILITY U—TION8 WERE DETERMINED FROM EXISTING SURFACE FEATURESANDAVAILABLE RECORDS. FOR UTIITYU0,LLCCPNN MGUCOP .ETHE ACCURACY OFTHESE RECORDS. CALIBEFORE YOU DIGI FOR UTILITY LOCATIONS IN WNG COUNTY, CALL 1AOD0245555. SIT IN THE COUNTY OF SNOHOMISH,STATE EX. FIRE HYDRANT OF WASHINGTON. M WATERVALVE \ \ 'IIa UTILITY POLE UTILITYANCHOR Equipment & Procedure: F # LIGHTPOLE \ ' HFATPUAP \ '$ \\ / \•AR'. LEICATCA1f00,3SECOND TOTAL STATION FOR FIELDTMVERSE. GABVAWE --p \ GAS M. \ \ .\ \ MONUMENTSVISITED=018 PRECISION EXCEEDS STATE v O STREETSION E%. Ce, TYPE 1 STANDARDS. PER: WAC.333-130-080. \ "q \\� \\\ CATCH BASIN TYPES O SAN SWR. MANHOLE BAN. SWR. PIPELINE \'. \ \ $' ...._so..... STORM DRAIN HOUSE iS ''vs \\\ WATER PIPELINE ENRNNCE FLOOR ELEV•1 S3 \ '-"---_---- NCE FLOOR EL \ - �� ---- _ ' —oxt� OVERHEAD POWER. 2NDFLOOREIEV=105.04 \ \ _ ' \ \\ ' EX IRON PIPE wu —G—..LINE —UO— UNDERGROUNDPOWER �a `\�. \ -• — X — FENCE LINE IR �_____________________________________________ %. FIRE "ID. N83'91'tYW p USEa� LOT 6 vi x C V n, U 03 .0 U. Q €2 m N mw rn 7 o a F� i C3 V i AREA SUMMARIES PROJECT DIRECTORY it 3 _ l �- ietnFns"n i ')1 �� {` 296msrs . , INDEX: 1. SITE: 0.24 ACRES/ 10,440s.f. ARCHITECT: WESTERN EDGE ARCHITECTURE t 't a �1 K, (' F�I: h �1`>< GENERAL INFORMATION/SITE PLAN o -..._ m l 38321 VISTA KEY NE° ` G-001 COVER SHEET- PROJECT INFO 2. PROJECT SQUARE FOOTAGES: (gross heated space) °° 0 H , k / j I i� L. - & - ^{ G-002 NOTES & SYMBOLS GND FLOOR LEVEL (E): 1046.0 SO. FT. HANSVILLE, WA 98340 - e I - I I t i6 ° B1. n o. I" ( IG•003 WINDOW &DOOR SCHEDULE MAIN FLOOR LEVEL E): 967.0 SQ. FL CONTACT: READ FERGUSON .,tg 4-.3 I' a� _ __ . -•, r - m.. j - r (E) SUB -TOTAL 2013.0 SQ. FT contact number- 206 915 5203 NT 5'n 8307 215th St SW # > I {� of I !i i iN SURVEY fergy_51@bios-design.com r w� ® �+F� '� 8307 215th St SW Edmonds ro ) �� GARAGE @GND FLOOR (N): 1147.0 SQ. FT !/ -- 7 f t If 'SP-100 SITE PLAN ADDITION @GND FLOOR (N) (heated space): 107.0 SQ. FT )" II I xlagTst•syyr e.^T { - - y/ MAIN FLOOR ADDITIONS (N): (heated space): 1383.0 SQ. FT. STRUCTURAL" C. T. ENGINEERING J� �L -4-c ENERGY CREDIT COMPLIANCE ENGINEER: 180 NICKERSON STREET , �I#I f l Ii Ij T 2 SUB -TOTAL: (new gross heated space) 1490.0 SQ. FT- SUITE 302 = < - - - - ztrth st Sw % L. 218tN-StSW f._ iL-- t( SUB -TOTAL: (new +garage) 2643.0 SQ. FT. SEATTLE, WA 98109 if ' r Swcd is h I I i ! ARCHITECTURAL BUILDING DRAWINGS - TOTAL: (new + existing heated space) 3503.0 SQ. FT. - = - - f TOTAL: (new Incl. garage +existing) 4656.0 SQ. FT. CONTACT:CRAIG ROBERTSON ! j- idedlcal Centel rlmonds Cam us! �` a, /� A-100 EXISTING AND DEMOLITION PLANS number: 2062854512 -- =218th s[st� - = s _ P z r• 5 MVILi Ntlaik. A-101 GROUND FLOOR PLAN DecKs (N): ass.o sQ. FT email: croberts@ctengineering.com j T. A-102 MAIN FLOOR PLAN (DECK to be demolished: 411.0 SQ. FL) j�„ { Wr h e a_C e� -1 O3 ROOF PLAN nCo FDoct A CONIC WALKWAYS & PATIO: 778.0 SQ. FT TRUSS SUPPLIER & THE TRUSS COMPANY :sw l - E rr DRIVEWAY: (existing) 410.0 SQ. FT I FI A-201 EXTERIOR ELEVATIONS- E, S ENGINEERING: 15599 ASHTEN ROAD. !}. t - - I - I 1 A-202 EXTERIOR ELEVATIONS -SW, W BURLINGTON, WA 98233 3. IMPERVIOUS SURFACE- = I ^i 222nd StW: ,r c 4 +L 'A-203 EXTERIOR ELEVATIONS- N, NE ExISInNc- CONTACT: RANDY COUNTRYMAN } r--=x 2}2nFgtsyY er BUILDING ROOF-1331 sq.ft +ORIVEWAYNVALKS-675 sq.R.+ number: 360 CONC PARKING PAD-360 sq.ft.+CONC. PATIO- 66 sq. ft.=2432.0 SQ. FT. email:randy.COuntyman@thetrusscompany.COm j _ _-.j ESperalice Paric - '+ �! "A-301 BUILDING SECTIONS-A,B 224th3tSW .. �`. �!✓i �j NEW- t� �, t '� f + APPROVE "t I-: A-302 BUILDING SECTIONS-C,D (N)BLDG ROOF-1734 sq ft+CONC, ENTRY LANDING-257 sq. fG=1991.0 SO. FT. Ii �' A-303 BUILDING SECTION$-E,F OWNER: SUZANNE & CALVIN MULANAX I )i i2stnst Iw _ A-304 BUILDING SECTIONS-G DRAINAGE/ UTILITY PLAN REQ'D WHEN NEW OVER 2000 sq. ft. NOT REQ'D. 8307 215TH STREET SW L {� l, iFI i5 ,; l 226tit _ A-401 NOT USED EDMONDS, WA 98026 V ll I1 ,puA, CT 4. BUILDING LOT COVERAGE.:- 3010.0 SQ. FT(INCL. FRONT CANTILEVER) CONTACT. CALVIN MULANAX ? tt 1E - I I, IL II . - 91 /I __ , a` PAN S ■. U S B � tsw _ 22 ihStSw - zz3ths[sI STRUCTURAL DRAWINGS- (LAYOUT SHTS & CALCS UNDER SEP. COVER) 3010 SQ. FT /10,382 SQ. FT, 29% COVERAGE contact number- 206 250 3088 g - ( t ; c a ;, _ ! M S-1.0 STRUCTURAL NOTES LOT COVERAGE ALLOWABLE=35%-OK j- j - I -} n , doccgm@msn.com „ tf 1 S-1.1 SHEARWALL SCHEDULE AND DETAILS srsw i � ON JO� {S' � 5 _ S-1.2 HOLDOWN SCHEDULE AND DETAILS 23ltsteszsw I f 1a n i �'c - w j a e i!�" )jt -1 - l• 5-2.0 FOUNDATION PLAN S-2.1 MAIN FLOOR FRAMING PLAN f _t ' 99 , t I� i.} 8 5-2.2 ROOF FRAMING PLAN T •. 5-6.0 TYPICAL CONCRETE DETAILS f S-9.0 TYPICAL WOOD FRAMING DETAILS VICINITY MAP- EDMONDS,SNOHOMISH COUNTY, WA S-9.1 SAWN WOOD s9.2 FLOFL ORTJIWOODFRAMNGING DETAILSILS 5-9.3 OOF N MN� S GENERAL NOTES: -SITE, ZONING, CODE INFORMATION 5� a G o03 o YI S�n 1, Lr� h^; I .1. VERIFY AND COORDINATE SITE CONDITIONS, EXISTING CONDITIONS AND DIMENSIONS. BRING INCONSISTENCIES TO BUILDING CODE INFORMATION: DESIGNED TO STANDARD - s j _ 1 II as p015INTERNATIONAL RESIDENTIAL CODE (IBC) 2015 INTERNATIONAL MECHANICAL CODE (IMC) ALL WORK SUBJECT TO FIELD (� ORKTIONOFTHEARCHITECTBEFOREPROCEEDINGWITH 2015 INTERNATIONAL FIRE CODE (IFC) 2. PERFORM EXCAVATION AND FOUNDATION WORK IN 2015 UNIFORM PLUMBING CODE (UPC) INSPECTION FOR (+ ` CONFORMANCE WITH THE SOILS ASSUMPTIONS MADE BY'. 2015 WA STATE ENERGY CODE (WSEC), k. CODE COMPLIANCE *•: - j 0 STRUCTURAL ENGINEER 3. IMMEDIATELY BRING INCONSISTENCIES"" ERRORS AND .Including the Washington State Code Amendments •Chapter 51.50, 51; 52, 54, 56, 57 WAC ( ;. • OMISSIONS FOUND IN DRAWINGS AND SPECIFICATIONS TO DESIGN DEAD v ATTENTION OF THE ARCHITECT. BUILDING ROOF- 15 PSF (U.O.N.) L L " 4. DO NOT SCALE DRAWINGS. COORDINATE DIMENSIONS ON FLOOR- 10 PSF (U.O.N.) t MEASUREMENTS. NOTIFY DRAWINGS WITH ACTUAL FIELD ME F bE DESIGN LIVELO DS. GNROOF: A IRC=40 PSF r , Y - ARCHIHTECTOFDISCREPANCIES. SNOW LOADS PER FLOOR: 25PSF 5. ALL DIMENSIONS ARE TO FACE OF STUD, FACE OF CONCRETE, GROUND SNOW LOAD: 25PSF PROJECT /1 rR�J T DESCRIPTION: AND CENTERLINE OF FRAMING AND COLUMNS, UNLESS NOTED WIND LOAD: BASIC WIND SPEED=85 MPH MAX WNDSPEED=110-MPH RESTORATION OF FIRE DAMAGED 4 BEDROOM SINGLE Y OTHERWISE. 6. COMPLY WITH 2O15 INTERNATIONAL RESIDENTIAL CODE AS ExrosuRE B,c, & D FAMILY RESIDENCE 2 STORY SPLIT LEVEL HOUSE WITH NO ' AMENDED BY WA STATE AND COUNTY OF SNOHOMISH AND SEISMIC DESIGN: D1 GARAGE TO 5 BEDROOM HOME WITH INTEGRAL NEW OTHER APPLICABLE CODES, REGULATIONS, AND ORDINANCES 'WEATHERING: MODERATE GARAGE, &ENLARGED ENTRY. 7. WORK INSTALLED IN CONFLICT WITH CONSTRUCTION FROST LINE DEPTH: 18 INCHES DOCUMENTS WILL BE CONSIDERED TO BE IN NON TERMITE: SLIGHT TO MODERATE CONFORMANCE AND SHALL BE CORRECTED AT NO EXPENSE GN TEMP: 27 DEGREES F = - TO OWNER OR ARCHITECT CIE SHEILD UINDERLAYMENT REQ. NO FLooDHAZARDS: (a)1980,(b)198o SITE, ZONING, CODE INFORMATION S. COORDINATION: COORDINATE WORK TO COMPLY WITH AIR FREEZING INDEX: 146 DRAWINGS AND SPECIFICATIONS INCLUDING MECHANICAL, MEANANNUALTEMP: 50.0DEGREES F ELECTRICAL EQUIPMENT, AND OTHER CONSTRUCTION. SITE INFORMATION: 9. FOLLOW MANUFACTURER'S INSTRUCTIONS, EXCEPT WHERE SITEOWNER: SUZANNE AND CALVIN MULANAX MORE STRINGENT REQUIREMENTS ARE INDICATED OR DEFERRED SUBMITTALS REQUIRED BY CONSTRUCTION DOCUMENTS OR. APPLICABLE PROJECT SITE ADDRESS: 8307 215TH STREET SW . CODES, ORDINANCES, AND REGULATIONS. EDMONOs, WA; 98026 10. PROVIDE AND INSTALL SOLID BLOCKING OR BACKING FOR ALL 'FIRE PROTECTION COMPLIANCE TAX NUMBER: 00565900000500 WALL AND CEILING MOUNTED MOUNTED ITEMS. 1. SEE APPENDIX B, TABLE B103.3 'LEGAL DESCRIPTION: 11. PROVIDE INTERMEDIATE ROD AND SHELF SUPPORTS FOR ' 21, SHELVING SPANS EXCEEDING 36" 2 SEE ITEM 2, TABLE B103.3- SUPPLIES 100%FIRE PROTECTION COMPLIANCE CREDIT. PAGE 72, RECORDS OF SNOHOMISH COUNTY, WASH NGTON. SITUATEINTHE COUNTY OF 12. INSTALL OUTLETS, SWITCHES, AND OTHER RECESSED ITEMS AN EXISTING FIRE HYDRANT WITHIN 1000 FEET OF THE STRUCTURE IN QUESTION SNOHOMISH, STATE OF WASHINGTON AT FIRE RATED WALLS IN ACCORDANCE WITH THE BUILDING WHICH IS CAPABLE OF SUPPLYING 500 G.P.M. FOR 30 MINUTES AND ON AN ACCESSIBLE ROAD. CODE. SITE RESTRICTIONS: 13. INSTALL GYPSUM BOARD OR OTHER SHEATHING OR BACKER 3. FIRE HYDRANT WITH 500 G.P.M. EXISTS 169'EAST OF CORNER OF (E) STRUCTURE. SEE SITE PLAN FOR DIMENSIONED VIEW. BUILDING HT 25 FT. FROM HIGHEST ROOF BOARD AS SCHEDULED OR INDICATED ON BOTH SIDES OF RIDGE POINT TO AVERAGE LOWEST WALL FRAMING UNINTERRUPTED FROM FLOOR TO UNDERSIDE 4. NO. OF EXITS REQUIRED-2 FOR EACH BEDROOM INCLUDING 1 WINDOW MEETING R310 FINISHED GRADE PER REQUIRED - x?s OF FLOOR OR ROOF DECK. 5. OCCUPANCY SEPARATIONS: BETWEEN HOUSE AND GARAGE ESTABLISHED RECTANGLE t , 14. ATTACH PIPING IN SOUND RATED WALLS WITH VIBRATION PER IRC TABLE 302.6 SETBACKS: Y ;7 ISOLATERS. ISOLATE PIPING IN CONTACT WITH r �� E ���ITYOF BUILDING SETBACKS, MINIMUM: FRONT YARD- . ' � CONSTRUCTION. E'M'YYY� S. PROJECT HAVE SPRINKLER THROUGHOUT PER DESOF EDMONDS FIRE > :' SIDE YARDS- 7. ' •`. ' g ' 15. MOUNT ELECTRICAL WIRING DEVICES AND MECHANICAL COMECTS" COMMENTS". REFERENCE ECDC19.05.020C. FLOW THRU DESIGN RECOMMENDED- REFERENCE EC C19. COMBINATION WATER SERVICE- 11NCH METER AND 1112 INCH SERVICE LINE. BACKYARD- 15' 15' BUILDING FIN, FLOOR ELEVATION- 100.83 FT. @ ENTRY LEVEL # s g 1 r" TEMPERATURE SENSORS AT HEIGHTS PER SPECIFICATIONS. �M1 �� ��M� (SE SITE CIVIL E DW ) GS. VERIFY SWITCH, OUTLET AND OTHER DEVICE HEIGHTS TO �� CLEAR CASEWORK, EQUIPMENT, AND WALL MOUNTED ITEMS /� COMPLIANCE CODE ZONING / CODE INFORMATION: w INCLUDING BACK SPLASHES.ENERGY !J®MPLIANLeE JURISDICTION: CITY OF EDMONDS 16. ISOLATE AND OFFSET OUTLETS ONE STUD SPACE MINIMUM AT 1._ ZONE 1 (SNOHOMISH COUNTY-5C FOR MOISTURE) � SNOHOMOSH COUNTY, WA I III t ' SOUND RATED WALLS TO PREVENT SOUND TRANSMISSION. 17. COORDINATE SIZES AND LOCATIONS OF OPENINGS AND 3 USE COMPOANENT PE OR NCB, WSEC 2015� /YYWwYVYY`r �VY� 1 'BUILDING OCCUPANCY AND RESIDENTIAL 5 TYPE OF CONSTRUCTION: TYPE II { Y. • ROUGH -INS FOR MECHANICAL, ELECTRICAL, AND OTHER 4. ENVELOPE: ZONING: ( AND SHOP EQUIPMENT WITH RELATED SUB -CONTRACTORS AND DRAWINGS APPROVED BY DESIGN/BUfLDERBEFO FLOOR- R-30 BATT INSULATION WALLS- R-21 BLOWN IN LOOSE FILL OR BATT+R-3 EXTERIOR SHEATHING VAUVAULTED CEILING-'W 2' LOWNINLOOSEFILLORBATT RS-S, URBAN 1 PROCEEDING WITH THE WORK. ROOF IATTIC- 49 BLOWN IN LOOSE FILL OR BATT GARAGE SLAB- NIA -UNHEATED SPACE SEE G-002 FOR CONTINUATION OF GENERAL NOTES U- FACTORS: VERTICAL FENESTRATION- GLAZING- 0.30 CITY OF EDMnN17C i 5. HVAC SYSTEM- (E) FORCED AIR HIGH EFFICIENCY FURNACE +AC TO REMAIN- DOCUMENT REVIE BUI G DEF BRYANT FORCED AIR FURNACE, MODEL #986TB42080 1. PER REVIEW AND MEASUREMENT"TAKE tlVIN�: BRYANT AIR CONDITIONER, MODEL #123ANA036N0 J DRAWING SHEET SIZES ARE AT FULL SC XEW 11"X 17"AR J,J•.��-J�J�.l`J•�J�f_}��\,J�J�J`i`✓`J HALF SCALE/SIZE OWNER aA _ APPR APPROVED DATE: b .. . . . . . . . . . . . . . . . . . .-�� . . . . . . . . . . . . . . . .. FIRED BNTBLOG:OFFICIAL: PERMIT Gig 3t D 2E) z to LU r) 06 LLI H U W F- U Cie 9'i8 LD Zc) `r o OM U 3M M_ O` 0.6 NE 0)Q LO� �3 Un 0 O @) >'N CD a N N M = M M 1`--'I h+i c� LLI N I-i Z N o I -I W VJ DRAWING INFORMAT_I.O_ N_____ DRAWN BY RF ISSUES I REVISIONS OATS NO. DESCRIPTION -.- "------..__- - ---- OSI2818 PERMIT SUBMITTAL 8M1i119 Q EOMOND$REVIEW COMMENTS Cover Sheet UMBER APR 26 2019 U1Ln! C, nr MEET CSGY ABBREVIATIONSN. GENERAL NOTES: CONTINUED SYMBOLS: F T AB Anchor Bolt F FB Fahrenheit Flat Bar/ Floor Box N NA North Not Applicable T Tread/ToileUThresholdlTop 18. ROOM NAMES PROVIDED ARE TO BE USED FOR , ABV A/C Above Air conditioning FBD FC/FCU Fiber Board Fan Coil Unit NIC NO. Not In Contract Number TB TBB T&B Towel Bar Tile Backer Board Top&Bottom CONSTRUCTION PURPOSES ONLY. 19. VERIFY SIZES AND LOCATIONS OF MECHANICAL AND <- -GRID LINE r: ADJ Adjacent FD Floor Drain NOM Nominal T&G Tounge&Groove AESS Architecturally Exposed StructumIFDN Foundation NTS Not To Scale ELECTRICAL EQUIPMENT PADS, CURBS, BASES, POWER, Steel FF Factory Finish NW Northwest TEL TEMP Telephone Tempered/Tempomry/ WATER AND DRAIN INSTALLATION WITH EQUIPMENT CONCRETE A.F.F. Above Finish Floor FFE Finish Floor Elevation Q Temperature MANUFACTURERS BEFORE PROCEEDING WITH THE WORK. AGO AHU AUALUM Aggregate Air Handling Unit Aluminum FIC FIN Furnished & Installed by Contractor Finish or Finished OA OBS Overall Obscure TF TG Top Of Footing Tempered Glass PROVIDE AND INSTALL SEISMIC BRACING & FASTENING IN ACCORDANCE WITH CODE REQUIREMENTS. - #Drlo < BUILDING ELEVATION ' ALT Alternate/Alteration FIO Furnished&Installed o/c AD On Center Outside Diameter T&G THK Tongue & Groove Thick or Thickness 20. COORDINATE EXACT LOCATION OF CONDUIT, PLUMBING, AND LayID ANOD Anodized by Owner OFF Office THR Threshold PIPING WITH ELECTRICAL AND MECHANICAL MASONRY AP APPROX Access Panel/Apron Panel/ Acoustical Panel Approximate FL FLASH FUR Floor Flashing Floor OFRO OH OPNG Overflow Roof Drain Overhead Opening TN TO TOG Toe Nail Top Of ... Top Of Beam SUBCONTRACTORS. 21. LEVEL OF FINISHES: IN FINISHED INTERIOR AREAS: NO #Dr ID ARCH Architect/Architectural FM From OPP Opposite TOG Top Of Concrete?op of Curb EXPOSED PIPE, CONDUITS, DUCTS, VENTS, ETC. CONCEAL LayID -- < BUILDING SECTION ASSY AVG Assembly Average FO Face Of... OS Outside TOD Top Of Deck UTILITY LINES BEHIND FINISHED CONSTRUCTION UNLESS AWP Acoustic wag Panel FOG FOF Face Of Concrete Face Of FramingNOTED OTS Open To Structure TOF Top Of Footing' AS EXPOSED CONSTRUCTION ON DRAWINGS OR MARBLE $ FDIC Furnished Installed OZ P Ounce TOI TOIL Top Of Insulation Toilet APPROVED BY ARCHITECT. IF AFOREMENTIONED WORK #D ID BD Board FOFIN by Contractor Trade Face of Finish p TOL Tolerance/ Total Occupancy P cY CANNOT BE CONCEALED WITHIN FINISHED CONSTRUCTION OF yID, -- WALL SECTION wv y.klxv*�L•u.,x.,nkza;i 8F )3FD Board Feet ei-Fold Door FOS Face Of Studs Paint/ Power! Planter TOP Load Top Of Plate/ Pavement THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL 4�{1-:*'• i2a.: .•e. :;, `..� �"•M1. BITUM Bituminous FP Fire Proofing/Fireplace C Precast TOS Top Of Slab/ Steel PROVIDE AND INSTALL FURRED AND FINISHEDHORIZONTAI_ '- • •`:,� BL BLDG Buildin Line g Building FPP FIR Folding Panel Partition 9 Freezer/Fire Resistive pDF Power Driven Fastener TOW TP To Of Wall P Top Plate/ Translucent Panel AND VERTICAL CHASES TO MATCH ADJACENT FINISH TO CONCEAL WORK. COORDINATE WITH ARCHITECT. I aYl D __ - DETAILORENLARGEDPLAN s:+ "`' GROUT/MORTAR/TERRAZZO BLK Block FRP FT Fiberglass Reinforced Plastic Feet/ Foot PERF PERT Perforated Perimeter TPO Thermosplastic Membrane 22. OFFSET AND ADJUST FRAMING TO MAKE FINISHED SURFACES I^ ^� BLKG BLW Blocking Below FTG Footing PERP Perpendicular TS Roofing Tube Steellfubesection/ FLUSH AND TRUE TO LINE. ( / 8M Beam/Bench Mark FURN Fumished PG pH Plate Glass Phase TV Television 23. PROVIDE GALVANIC ISOLATION BETWEEN DISSIMILAR METALS. ;— B.O. Bottom Of... FURR Furring Pi Panel Joint TYP Typical 24. PROVIDE AND INSTALL FIRE RESISTIVE JOINT SYSTEMS, FIRE 00019 WINDOW DESIGNATION GRAVEL BOT/BTM BRG Bottom Bearing FLIT FV Future Field Verify PL Plate/ Property Line U BLOCKS, DRAFT STOPS, AND FIRE -STOP SYSTEMS IN \ i BR&S Backer Rod and Sealant G PLAS PLAS Plaster Plywood UC U/CUT Under Counter Under Cut ACCORDANCE WITH THE BUILDING CODE. SSMT Basement G Gas PNL Panel UNFIN Unfinished 25. SAFETY GLAZING SHALL BE PROVIDED FOR THOSE AREAS - j BTWN BOW Between GA Gauge PNT Paint UG Under Ground DEFINED AS HAZARDOUS. THOSE AREAS INCLUDE; j"RI`-. �- REVISION SYMBOL ICPOL Bottom Of Wall GALV GEL Galvanized Generator or General PO Purchase Order UL Underwriter's Laboratories A. GLAZING ADJACENT TO DOORS WHERE THE VERTICAL —' ACOUSTIC TILE A Celsius/ Centigrade GFI Ground Fault Interruptor PP Polish Push Plate UNO U/S Unless Noted Otherwise Underside EDGE OF THE GLAZING IS WITHIN A 24" ARC OF EITHER CAB CAP Cabinet Capacity GL GND GND Glass or Glazing Glued Lamnatedwood Ground PREFAB PR Prefabricate Pair UTIL UV Utility UnitVendlator/Uftre Violet VERTICAL OF TIME DOOR IN A CLOSED POSITION. B. EXPOSED AREA OF INDIVIDUAL PANES LARGER THAN 01 .CARP/CPT. CB .Carpet. Catch Basin/ Chalk Board 'Gf2 . , . . ' Guardrail PREFIN PSF .Prefinished. . Pounds per Square Foot V 9 SQ. FT WITH THE BOTTOM EDGE OF THE GLAZING IS 0 #La ID 2 Y <- - INTERIOR ELEVATIONS - M .CBB Cementifious Backer Board GRD Grade Gypsum Wall Board PSI Pounds per Square Inch V VAR Vinyl Varnish(Variable/Varies LESS THAN 18", TOP EDGE OF THE GLAZING IS GREATER HAN cl CERAMIC/ QUARRY TILE CD Ceiling Diffuser PT PoInV amU PressureTreated T 36 AND ONE OR MORE WALKIfdG .,-7SLs-ACAS ARE 03 GEM Cement GYP Gypsum PVC Polyvinyl Chloride VB Vapor BardenVenfing Base WITHIN 36" MEASURED HORIZONTALLY. CFM CubicFeetperMinute H PVMT Pavement VENT Ventilation C. GLAZING IN WALLS CONTAINING TUBS, SHOWERS, ETC. CHAMF Chamfer H Hinge/Height/High R VERT Vertical CI Castlron HB Hose Bib WHERE BOTTOM EXPOSED EDGE IS WITHIN 60 AFF CIP CastlnPlace HC Handicap/Hollow Core R Riser/Relocate/Range VEST Vestiblule AND WITHIN FROM TUB OR SHOWER CJ Const Joint or Control Joint HCW Hot & Cold Water/ R&S Backer Rod & Sealant VFY Verify CL Center Line Hollow Core Wood RA Return Air VG Vertical Grain EDGE. FINISHWOOD CLG Ceiling HD Holddown or Heavy Duty or RAD Radius VIF Verify In Field 26. SOURCES OF IGNITION FOR GAS HOT WATER TANK ANI) - CLK Clock Hot Dipped RB Resilient or Rubber Base VOL Volume FURNACE TO BE LOCATED A MINIMUM OF 18" ABOVE FINISHED I NORTH ARROW --- CLKG Caulking HDBD Hardboard RCP Reflected Ceiling Plan VP Veneer Plaster FLOOR / - — GLOS Closet HDR Header RD Roof Drain W 27. DOOR BETWEEN GARAGE AND DWELLING TO BE 1 3/8" SOLID _ =_ .CLR Clear or Clearence HDWD Hardwood REBAR -Reinforcing Bar W WesilWater/Clothes Washer) � ---- - CLSR Closer HDWR Hardware RECEPT Receptacle Watt/ Wide or Width CORE OR 20 MINUTE FIRE RATED DOOR."�_==�---- PLYWOOD . CNTR Counter HM Hollow Metal RECT Rectangular w/ With 28. DRYER TO VENT DIRECTLY TO THE OUTSIDE WITH A MAXIMUM CO Clean Out HORIZ Horizontal REF Reference w/o without VENT LENGTH OF 14'-0" AND A MAXIMUM OF 2 90 DEGREE -- 'CSO Cased Opening HP Horsepower/ High Point' REFL - Reflected WC Water Closet/Wall Covering ( ) COL Column Heat Pump REFR Refrigerator WO Wood ELBOWS - COMP Composition/Composite/ HR Hour/Handrail REF STR Reference Structural WDW Window 29. SMOKE DETECTORS TO BE HARD WIRED WITH BATTERY - Compactor HT Height REG Register WF Wide Flange < -- -- - - ---- --DOOR - ..- CONC Concrete HTG Heating REINF Reinforced WH Water Heater/Water Hydrant BACKUP OR BATTERY OPERATED DETECTORS TO BE0 RIDGID INSULATION COND Condition HVAC Heating/ Ventilating/& REGO Required WIN Window INSTALLED IN EXISTING AND NEW PORTIONS OF THE PROJECT 'CONN Connection or Connector - Air Conditioning RESIL Resilient WG Wire Gauge IN THE FOLLOWING LOCATIONS: CONST Construction HW Hot Water RET _ Retaining/Return WH Water Heater 1. EACH SLEEPING ROOM CONT Continuous HWH Hot Water Heater REV Revision or Revised WM Wire Mesh t0 -- ELEVATION MARKER CONTR Cc factor HWR Hot Water Return PH Right Hand/ Robe Hook/ WP Waterproof or Waterproofing 2. CENTRALLY LOCATED IN HALLWAYS OR AREAS ACCESSING - CORR Corridor HWS Hot Water Supply Round Head WR Water Resistant/Waste SLEEPING ROOMS RIDGID INSULATION CSMT Casement I RM Room Receptacle 3. MINIMUM OF 1 INSTALLED ON EACH FLOOR CS Course RMV Remove p pp' 9 30. PROVIDE PLUG-,N 'CO' DETECTOP, ON EACH FLOOR-- BREAK LINE r-SWID Inside Diameter/ WS Wainsco /lNeatitersUi In / r GTG Casework Inside Dimension RO Rough Opening Wainscot .CTG Coating IE Inside Elevation ROW Right OiWay W'f Weight 31. PROVIDE 1OPENABLEESCAPEWINDOWiNBASEMENT AND IN CTR Center RP Radius Point IN Inches WWF Welded wire Fabric EACH SLEEPING ROOM MEETING ALL OF THE FOLLOWING CTSK Countersunk IND Indicated RS Rough Sawn/Roller Shade WWM Welded Wire Mesh REQUIREMENTS: 0 a' e1 1& CU FT Cubic Feet INCL Including RS-E Roller Shade Electric Operated f- --GRAPHIC SCALE ICU YD Cubic Yard INFO Information RWL Rain Water Leader 1. AN OPENABLE AREA OF NOT LESS THAN 5.7 SQ. FT. .CW Cold Water/Curtain Wall INSP Inspection PINS Roller Window Shade 2. A MINIMUM CLEAR HEIGHTOF 24" D INST Installation 3. A MINIMUM CLEAR WIDTH OF 20" Slope 2% <--- ROOF SLOPE D Dryer (Clothes) INSUL Insulation S 4. A FINISHED SILL HEIGHT OF NOT MORE THAN 44" ABOVE d penny (nails) INT Interior S South/Shelf FINISHED FLOOR LEVEL. WHERE THE SILL HEIGHT IS BATT INSULATION db decibel INV Invert SAWM Self -Adhering Waterproof I= DBL Double J Membrane BELOW GRADE, IT SHALL EE PROVIDED WITH A WINDOW ( STRUCTURE DECID Deciduous JST Joist S&R Shelf&Rod 1�IFyLI{-1,C�4�Rq:FFV)GI�HrSCyT,I.Q1R0,�,Y1,Y� DEMO Demolish or Demolition JT Joint S&V Stain & Varnish 32. TESC: DEFT .Department. . K . 'SCN�olid Core • 1. ' ALL DISTURBED SOILS WILL BE COMPOST'AMENDED PER DIET Detail Detail SCHED Schedule BMP T5.13. bF Drinking Fountain/ Doug Fir K Kip(s) EARTH DIA Diameter KD Kiln Dried SCW Solid Core Wood 2. INSTALL AND MAINTAIN ALL TESC MEASURES THAT 1 DIAG Diagonal SO Storm Drain , KIP p OICA Drilled In Concrete Anchor KIT Kitchen SE South East ACCORDING TO APPROVED PLANS, CITY OF EDMONDS , DIFF Diffuser KO Knock Out KP Kick Plate SEAL Sealant STANDARD DETAILS, AND ALL OTHER MEASURES THAT DIM Dimension L SEC Second MAY BE REQUIRED DURING CONSTRUCTION. DISP Disposal _ SECT Section DL Dead Load L Length/ Left SF Square Feet, Storefront Framing (� . DIV Division LAM Laminate or Laminated SFC - Special Floor Coating CARPET OR GRAVEL WALL AND DOOR TO BE ON Down LAV lavatory SG Safety Glazing DEMOLISHED. ALSO SHOWN DP Damp Proofing LB Lag Bolt SGEN Semi Gloss Enamel OR Door LF Linear Foot SH Shelf IN RED) DS Downspout LH Left Hand 'SHT Sheet - STANDING SEAM DT Drain Tile LL Live Load SHTG Sheathing _ METAL ROOF DW Dishwasher, Dumbwaiter LT Light SHV Sheet Vinyl DWG Drawing LTWT Light Weight SHWR Shower - OWR Drawer SIM Similar F M $L Slope or Sliding f (E)WALLTOREMAIN>*':£`::':'<I:»?"` E Fast MACH Machine SLR Sealer ';; %"�%>r"""'k�;l>�`` GYPSUM BOARD MAINT me GYPSUM Maintain SM Sheet Metal EA Each SMR Sheet Metal Raceway EB Expansion Bolt/ Edge Banding MAT'L Material y EF Exhaust Fan MAX Maximum SMS Sheet Metal Screws f'�'r.'.r—T —a SHELL CONCRETE SHEAR WALL EG Exhaust Grille me Machine Bolt/ Marker Board SIPStand Pipe EAOGRExposed Aggregate MC Medicine Cabinet SPEC Specification EJ Expansion Joint MOO Medium Density Overlay SQ Square SS EL Elevation MECH Mechanical Solid Surface/ Service Sink 1 ELEC Electric or Electrical MEMB Membrane SST Stainless Steel _ c' SHELL INTERIOR PARTITION ELEV Elevator MET/MTL Metal ST Stone, Street ENTR Entrance MEZZ Mezzanine STC Sound Transmission Class EP Electrical Panelboard/ End Panel MFR Manufacture, Manufactured STD Standard } EMS Embed or Manufacturer STK Stock .a 4y>aE— N INSULATED EXTERIOR WALL EN Enclose or Enclosure MG Mirror Glass STL Steel ( ) £NGR Engineer MH Manhole STOR Storage e E.O.S. Edge Of Slab MIN Minimum STR Structural/ Structure EP Electrical Panel MIR Mirror STRUCT Structural < CARBON MONOXIDE DECTECTOR EQ Equal MISC Miscellaneous 'BUBFL Sub Floor $ EQUIP Equipment MLD Molding SURF Surface SMOKE DETECTOR , ES Each Side MOD. Module/ Modify SUSP Suspended ® � ETR Existing To Remain MPU Mufti Purpose Unit SW Southwest - �• EW Each Way MRGWB Mildew Resistant Gypsum BoardSWC Special Wall Coating f FAN AND EXHAUST EXCAV Excavate/Excavation MTD Mounted SYM Symmetrical a EXH Exhaust MTL Material/Metal/Mosaic Tile SYS System LL '(E)/ EX Existing MUL Mullion EXP Expansion MWP Metal Wall Panel EXT . Exterior . .. . . . . . . . . . .. IZ V N LU LU Z O 'C0 o OM U 30D ")_ rn O•o LU 0< LoE Y� N� H 2 N 0h V > N Oa LLJ _ (V T F- N O Cl) W M Q C9 W 00 LU t) rLU) r Lo Z r O N LU CD a DRAWING INFORMATION DRAWN BY RF ISSUESIREWSIONS DAZE NO. DESCRIPTION OT .. PERNff SUBMITTAL W7/19 Q EOMOWSREVIM COMMENTS tlesneamamcs— Notes & Legends P,Eh UIS APR 2 6 2019 BUILDING,DGPA sTf5E70 CIIV OY EOMUAa:'= ELEMENT ID WINDOW TYPE VIEW HEIGHT WIDTH AREA NOMINAL SILL HEIGHT TOTAL GLAZING=499 SQ.FT. C ELEMENT ID TYPE VIEW W101 W102 W103 ' W104 W105 W708 w107 W100 W109 W110 W711 W112 Fixed __ W201 W202 W203 W204 W205 W206 W207 VV208 W209 W210 W211 VQ12 Sliding Fixed Fixed Fixed Fixed Pissed Fixed Fixed Fixed Fixed Fixed Fixetl Fixed _ Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed .� F 1 „v} 4 1 1JI 4 Vxd 1 El El -- — ' NOT USED NOT USED ( II 4'-W 3'-0' 3-0" 4'-0" T-0' 2'-0" 2'4T 2'-P' 2'-0' Y4P 2'-0" 5'-0" 5'-0" 7'-0' 7'4P 5'-0" 5'-0" 4'-0' 3'-a' 5'-0' WINDOW TO 4'-0' 4•-0'• 4'-0" 4-p• 6•-0" — 9•-0•• 1'-9' 1,-0" 5,,0" 1,-2• 1'-2" V-r V-2• 6'-p• 6•-p•• 5,-fY, 163O.FT. BSO.FT. 15 SQ. RE REMAIN. 16 SO. T. BSO. FT. BSO. FT. 6SO. FT. 6SO. FT. 8So. FT aSQ. FT. 8SQ. FT SO SO. FT. 45 SO. FT 12.25 SQ. FT 12.25 SO, FT. 25 SO. FT. 5.835Q. F. 5.83 SO. FT. 25 SQ. FT. 5.83 SQ. FT. 9SE FT 9SQ. FT 25 SO. FT. T-8" 3'-9" 2'-e' 4'-8" 4'-8" 4'-8" 4'-8" 4'-2" 4'-2" ( 4'41" 2'-0" 2'-0" 0" 0' 2'4Y' 2'-0" 2'-0' T-O' 2'-0" BEUROOM ESCAPE WINDOW -CLEAR OPENING=7.3850: t t - BEDROOM ESCAPE WINDOW -CLEAR OPENINCi--8.45 SW BEDROOM ESCAPE WINDOW -CLEAR OPENING=8A58W t 1 1 DIMENSIONS NOTES- TYR STILES & RAILS -SIDES & TOP-6", BOT.-12" V4213 W214 W215 VMS W217 W218 NR19 M20 W221 M22 V4223 W220 W225 Fixed Fixed Fixed Fixetl Fixed Fixed Fixetl Fixed Fixed Fixed FOrotl Fixed Fixed r1ml I" 4'4" $'4Y" 5'-0" 5'4T 2•-0• Y-0' Y-0' 1'A" 1'S Tl 3'-0" 3•_01, 4'-0" 4'-0" 5'-0" Y-6' Y-0'• 3'-0' 3'-0" 85O. FT BSO. FT 253Q. FT. 12.5 SQ. FT 12.$SO. FT. 65O. FT BSQ. FT. BSQ. FT. 5SQ. FT. BSQ. FT 9SQ. FT. 9SQ. FT. 9SQ. FT. 1'-a" 1'A" 1'A' 4'-8" 4•$" 5'-8" 5'-6" 4'4 . 4'-0" 4'0" D101 D102 D103 H V Grid H-V Grid Standard 1 Panel HH1 I 3,-0ex61-61. V-0„x61$,1. 2,-8„x6-9' 20 MIN., SOLID CORE D201 Vision 1 3'-0„x7,-O„ SIDELITES-1'-6"X6'-6" 3,-O"x6'-$„ D203 H-V Grid 2,-6„x6,-6„ W226 W303 W-304 Fixed Fixed //Fixed L�LJ 5'-0' 2'1" 4'0 7.5SO. FT. 14 SO. FT Fa- FT 2'-V 1 611132" 6,-9'x6,-$„ Permit fl "ZOI "l •-M3 $9e Address: Home Owner. Contractor: Cl6lG C101'r517141tl 60rldOy lywo4rlwl9y This farm may be used to help establish the percentage of demolition work performed to an existing home in the course of a remodel. Once demolition has met or exceeded 75%of the value of the existing home's replacement cost, the structure will be required to be rebuilt to the standards of new construction. Replacement cost of existing home How was the value determined? 0S- Component Value of Existing Component 33 DDD 117, o - Percentage removed Replacementcost of removed component Notes Foundation Floor Framing 0 . 0 0 Floor Insulation 1 3 0 o u 0 0 u D 0 Wall Framing p d 0 dp o Wall Insulation 3 d 0 0 SidiN 4 doo .0 Roof Taming o o a - OeB=- o as 0 Atticinsulation lodU a - d 0 Windows 9 1do Doors 'uo Plumbing 1O ti0'0 - .s 7S10'0 Electrical.-Qo'0 S ?tS"JB HVAC _ D', FS a't7- Drywall d D - -`11-Q-' l u J,40 Cabinets g i.00 o ii u a u--' Deck 0 0 0q�� 0 6 . dV' Other 0 000 — d 6 d 660- Total d60 - 4/ aau %oftotai removed -' Percentage of Removed equals Total of Column 4 divided by Full Replacement cost' equals % Owner ZXAVIn/ t!0<Ot/i�Y Date 1 2ell9 Contractor �. ZG lG MW-Aly/<S Date X14611} 11,�774,✓OY �ffetk&V,4Y 0, LU W ZO In >,t o oM U _y 00 (i W 3P �O LU NQ u3E IY 3: Leit H H '0h U > o" LU _H C4 to CV 0 N _ OD � Cl) U Q 4 U I-Z LU a) F U ® LO T— N 2 CD a 0 LU DRAWING INFORMATION DRAWN BY RF IS SUESIREWSIONS DATE No. DESCRIPTION ewmil, PERMIT SUBMITTAL 0a1T119 m EDMONDS REVIEW COMMENTS oxTmclDu �maEcra x g �mx�oeEcnnesouarm. Schedules RE-0)UL APR 2 6 2019 EuilLmNG GEPARTMEINT CKY OF EDMONDS Compliance Summary Project: Mulanax Residence Addition/Remodel 8307 2151h St. SW Edmonds, WA 98026 Building Shell: New framed walls: 2x6 framed walls: R-21 batt insulation. plus R-3 exterior sheathing New ceiling/roof: R-49 batt Insulation Vaulted ceiling/R-22 batt or blown -in Insulation New raised floor:. R-30 batt insulation New operable windows: Dual pane/non-metal framing/0.30 U-factor New fixed windows: Dual pane/non-metal framing/0.30 U-factor New french cl ors: Dual pane/non-metal framing/0.30 U-factor HVAC: Furnace: 94% AFUE minimum A/C: 13.00 SEER minimum Water heater: Default efficiencies 50 gallon What you need to do: Submit (2) copies of this report along with the energy code titleblocks. 2015M.-g-5hte Energy—: UAAlternaliva WeHrshea, Type R4 Occupancies YaultdCN1 Ret u ,Plan un Oel a1. f-1 rpl. on_1. cv-1 . j ISI���EI7�m0111111119 u I uIr awswasningtpn State Energy exec uA Almrnarve workaneel, rypa R4 occupan<lea srmaAreaN 1w '.:-s5 overiteaealae+w Pkn Co00anert C�aLnB WMM1 Xnpp a cred . Os A OS 05 ❑ ❑ ❑ 1 E01 B - p blebnl Bu lang Enve ope 1c 1a ER 'gEnveo ld 2a N k n 2a Cp I eEHd Ven nab f0 15 f0 1.0 - i5 ❑ -2a AI L k g Co Ira aERl—Vennlatlon2c ' H hEfgcbrvryH 96 HigM1 EOc enry HVAC 36. '3c HigOEtXclanry NVAC 9c' ❑ Xkb Eft — Id 8,: RenexibN EHaM1w Ene:eY OS ' wT ❑ eaterotp7.a•RaoS.a m: eampiale amine aeaanpoaea 2015 WaaM11n9tan beta Energy—. UA Alternative Wertz -, rypa R40acupanclea Requirements: Project: Mulanax Residence Addition/Remodel 8307 215th St. SW Edmonds, WA 98026 Small Dwelling Unit (Addition) Section 406.2 mandatory additional energy efficiency requirements: 1.5 credits Option 3a: High Efficiency HVAC equipment: 94%AFUE: 1.0 credits Option 5a: Efficient water heating: 0.50 credits All showerhead and kitchen sink faucets rated at 1.75 GPM or less All other lavatory faucets rated at 1.0 GPM or less Building permit drawings shall specify this option selected and specify these maximum flow rates for all showerheads, kitchen sink faucets and other lavatory faucets: Total: 1.5 credits '21,1000" energy code works 2600 Michelson Drive, Suite 1700 Irvine, Ca. 92612 TEL:949.240-1867 www.energycode.com plans@energycode.com 'n.. aQ $ ' Ma pw CfcPTH-OrD RAaTE.R FLAN NUMESCR: DR.AiAIING,TIT"I..I: Title-24 Compliance Reptn't scni_C: 1 /4"=1'-Q"I 24x36 I'L.OT 17.ATC: 4.25.2E 19>'J STIFF -'NO: Al"N Z b 2( -2" 1i "o 41 MAIN FLOOR EXISTING PLAN SCALE: 14" = 1• 0" GROUND FLOOR EXISTING PLAN SCALE: 1/4" = V-0" . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . z u z C-4 Q UJ 00 uj Z C) m C6 F- cl Z 0 cl LLI Oco DRAWINGINFORMATION DATEN�_MRtP_ __ V2 19 PERMIT-MAL .11119 Q EDMONDS REVIEWCOMMENTS 'K EXISTING + DEMOLITION PLANS L7U1 [7. b, Ul 3) APR 2 6 2019 .U", c�-,-= ff -.,T 'g, Er � �qagtgg . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SW IN COLUMN & A-202 FOOTING. SEE STRUCTURAL �-O (N) 2X6 PERIMETER G WALLS W/R-21 BATT A-304 + OR EQUIVALENT SPACER Z6,6' 10 GROUND FLOOR PLAN (N) CAnRIAaE STYLE TER GARAGE SCALE: 1/4" = 1'-0" OF DOOR WITH WINDOW ABOVE. . . . . . V . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. DN E A-201 (E) WINDOW TO REMAIN NE)03 UPGRADE(E) PERIMETER WALLS BY FURRING r TO ACCOMODATE R-21 + R-3 INSULATION B z 1� N N W00 w Z H T N 0 W �l DRAWING INFORMATION ISSUESIREVRWNS )ATE N0. DESCRIMM RfiN9 PERMR SUSMTTAL 47M9 m EOMONOSREVIM COMMENTS mr+U, a� mumrEarcM[ciw[�swa)ID. GROUND FLOOR PLAN r-Ql- LP APR 2 G 2019 co'Iv a- MAIN FLOOR PLAN SCALE: 1/4" = T-0" W Z O T,t O co 3 00 cmU. P O O T CAI u>Q 10E Y3 L0t ID 6 BCD _ n L`1 m C 4 UI ce)Oo _ M M DRAWING INFORMATION URAWNw - IS DATE NO. DESCRIPTION /IM9 PERMITSUBMITTAL -119 m EDMONOSRE M COMMENTS MAIN FLOOR PLAN A-102 G�11 3U APR 2 6 2019 6U1C! 1'U L'FJlu�OS�U3� .............................................................. ' i........ - CHIMNEY COMPOSITION SHINGLES, TYP. GUTTER RIDGE VENT 2X12 BARGE BOARD MAX RIDGE LEVEL-25�(l��99)-0 COLOR BY OWNER ' ——_—___—_—_ _—_-____ ___—__- _—_— _—_—___—_—_—_—_ MAX RIDGELEVEL ---DARK El -_ACTUAL CEDAR SHINGLES +25-0" (12 RIDGE_ +/-23-8"(120.66') — _ _ _ _ _ _ _ _ _ _ _ '_ _ _ ACTUAL RIDGE _—_—_—_——_—_—_—___—_ _ +ACTU'(120.66')- 1 _ —_—_ • `f }J -, �-�-� _ .- r L 2X12 BARGE BOARD, PAINTED - BRACKETSUPPORT , ma's--, ,-r � � 1 l - - r GUTTER AND 5/4X10 WALL TRIM DOWNSPOUT ROOF T.P. ROOF T.P. _ _ _ _ --- +1T-51/4"(114.54') ' •�'� �) uunnuuuuunuiiidi II� ! w nnn ■ ■i nnnnl�iii■ ' " 11 : AV. GND PLANEDARK CEDAR Sl NOay NNI",/ a 8" HARDIPLANK PLANK SIDING EAST ELEVATION SCALE: 1/4" = 1'-0" i�■li■V■�iiiiiiiiijTii:.ii�' ' II NINE BM, ■■ DOWNSPOUT NEW EXISTING BUILDING BUILDING SOUTH ELEVATION -- - SCALE:1/4" = 1'-0" IFORM 10 —►III R YL-u 8" HARDIPLANK PLANK SIDING �[ 5/4X10 WALL TRIM MAIN FLOOR +8'-51/4"(1os.o4 ) 6X10 BEAM ENDS, TYP. - DOWNSPOUT ENTRY LEVEL - — - — - _ — - +4'-8 5/8' (100.83) AV GND PLANE I (n W L'I Z O TV O OM U o. o•a LL 0)Q nE H� 0N U >'N o .; [L1 _ NO N U 00 6= U H 40 N J Lu 1.L 04 ® /�//�� V/ l j.� 1 Lo N Z O ® M 00 W i DRAWING INFORMATION N SY RF ISES(RE UVISIONS N0. DESCRIPTION PERMITSUDMITTAL m EOMONDE REVIEW COMMENTS �CgsIRICP_N CF�1tE�fR KTERIOR LEVATIQNS- E a�a NE� BY PlEa1ING lIzl [;,.. [PC APR 2 0 2019 QI'Y OF L"DyeG�vt.0 nnnnonsrtinu cuwn Fc rva WEST ELEVATION SCALE. 1/4" = 1'-0" „1",r COMPOSITION SHINGLES, TYP. WEST ELEVATION SCALE. 1/4" = 1'-0" Z C� cn W Lu Z o o av E pM u 3W M� 0, o-6 Lu NQ NE ce 3 'nL o . Q,* I— � � �h U LU _ H N 0) N a00 w M = M U Cie V H W A � � Cl)N H � O cn aj 00 W W �a N O F- 0 LL� ri r O N � M W O O DRAWING INFORMATION DRAWN BY RF ISSUESIR SIGNS -OAIE NO. DESCRIPTION RBRUx�N111q�IfNw �FFlang[A yy�ji36 �MBINFIWIFTEROH.T M� e� "a�sww�a'nrEBavN+m EXTERIOR ELEVATIONS - SW, WREGEIVE® FEB 21 2019 A 20 . .1 .R-09 LOOSE Vw"iY'v�- R-24 LOOSE . .1 R-49 LOOSE R-49 LOOSE . CELLULOSE CELLULOSE OR CELLULOSE CELLULOSE - INSULATION BATT INSULATION INSULATION INSULATION _ TRUSSES 114' ROOF T.P. DINING AREA ROOF T.P. KITCHEN I ENTRY HALL CL #1 1 fl-21 BATT OR -- CELLULOSE + R3 � R-21 BATT OR CELLULOSE EXTERIOR INSULATION - ;---- SHEATHING INSULATION+R-3 EXTERNAL INSULATION UPPER FLOOR +8'-51/4" \. +8'-5 1/4" MAIN OOR MAIN FLOOR u,. (E) 2X4 WALL TO REMAIN BUi R-21 BAIT OR CELLULOSE FIRRED OUTTO ACCOMODATE R-21 BATT INSULATION + R-3 EXTERIOR GARAGE MUD OR CELLULOSE INSULATION INSULATION OPTIONAL AT GARAGE ROOM HALL + R-3 EXTERIOR SHEATHING REC ROOM . +0„A, — - Ito„ - — ; GROUND FLOOR a N„ , < . GROUND FLOOR 1 R-30 BATT INSULATION NEW EXISTING BUILDING '4 BUILDING - A BUILDING SECTION SCALE:1/4" = V-0" - +1 T 5 114" ROOF T.P. m UPPER FLOOR MAIN FLOOR . +o„� GROUND FLOOR (N)REPLACEMENT ROOOF W/TRUSSES _ _ _ _ +17'-51/4" ROOF T.P. SEE PLAN FOR (N)REPLACEMENT WALLS _ _ _ _ _ _ +8'-5 1 /4" MAIN FLOOR SEESTRUCTURAL FOR MODIFIED (E) FRAMING SEE PLAN FOR UPGRADED (E) WALLS ±U" GROUN —FLOOR NEW EXISTING BUILDING BUILDING BUILDING SECTION SCALE: 1/4" = 1'-0" . . . . . . /Z V (n LU W Zo C) TV O OM U co M: U 0.0 N W NQ Lr>E U >; oa W _ v N 0, F— N N cM = _ Co M U Q 4 7 � 04 04 J Lpu li cn ''�^^ 1 Lo r 7® Z 0C G 0 w L® i -1 PERMIT SUBMITTAL m EDMOND$REVIEW COMMENTS nEP>�amc"wTSTewB,-� UILDING ECTIONS 10%M*2 V 1 IIUEvL!, APR 2 6 2019 vnn:NG D cnv01=E� ,�....> SHINGLES OVER 30LBS FELT OVER SHEATHING SOLID BLOCKING BET. ROOF FRAMING W/ SCREENED VENT HOLES 2X8 TRIM W/ 4" GUTTER W/ METAL FLASHING UNDER BLDG. PAPER AND LAP OVER GUTTER 3/4" MATERIAL SOFFIT W/ 21/2" WIDE LINEAR SOFFIT VENT W/ SCREENING ABOVE 5/4X12 TRIM - SEE ELEVATIONS 5/4X12 TRIM - SEE ELEVATIONS — - L (N) FOOTING AND FOUNDATION- a ' SEE STRUCTURAL �9 — R-49 LOOSE INSULATION +9'-5 1 /4" ------------- UPPER MAIN FLOOR — BAFFLE 5/8" GYP. BD.CEILING, PAINTED '- 2X6 DBL TOP PLATE MASTER CLOSET (N) 2X6 @ 16" O.C. W/ R-21 BATT INSULATION PLUS R-3 EXTERIOR SHEATHING, SHEATH- ING PER STRUCT., HOUSE WRAP VAPOR BARRIER, AND HARDI PLANK SIDING +9'-5 1 /4" _ _ UPPER MAIN FLOOR +8'-5 1 /4" _ _ LOWER MAIN FLOOR 1 HOUR FIRE SEPARATION GARAGE LID- 5/8" TYPE "X" GYP. BD., TAPED AND PAINTED GARAGE 2X10 FLOOR FRAMING W/ R-30 INSULATION 2X6 DBL TOP PLATE (N) 2X6 @ 16" O.C. W/ R-21 BATT INSULATION PLUS R-3 EXTERIOR SHEATHING, SHEATH- ING PER STRUCT., HOUSE WRAP VAPOR BARRIER, AND HARDI PLANK SIDING 4" SLAB ON GRADE OVER 6ML VISOUIN OVER 4" GRAVEL NEW EXISTING - EXISTING NEW BUILDING BUILDING BUILDING BUILDING C BUILDING SECTION SCALE: 1/4" = 1'-0" I I R-49 LOOSE CELLULOSE INSULATION --� +17'-5 1 /4" ROOF T.R------- R-21 LOOSE CELLUI OR BLOWN IN INSULAT R-3 EXTERIOR SHEAT O DECK +8'-5 1 /4"A, -, +0'-0.1 O WALL PER R311.7.8 a LOWER MAIN FLOOR GROUND FLOOR E_— R-24 LOOSE CELLULOSE R-22 LOOSE CELLULOSE OR BLOWN IN INSULATION - OR BLOWN IN INSULATION �klml LL\-------- ---------- --------------------- R0OFT.1. GUEST ENTRY V2E BATH HALL HALL LOSE LATIONTHING1 +8'-5 1 /4"--------------------- — MAIN FLOOR I - BATHROOM :a +0' __v_=-- -- -- ----- -GROU OLFDN OI NEW EXISTING BUILDING I---• BULDING WALL SECTION SCALE:3/4" = 1'-O" D BUILDING SECTION SCALE:1/4" I EXISTING NEW BUILDING BUILDING (n W W z0 O OM U _Y W M_ 06 3 O` 0.6 N W E NQ U)_ Cie Lo H '0h U > o" W _ n N CD M= S °o M c/) N 4 Yu 00 Lu Lua) Q Z ® F_ H Z N c® 00 DRAWING INFORMATION AWN BY — _ RF - ISSUES I REVISIONS ATE NO. DESCRIPTION VIS PERMITSUBMITTAL rms m EDMONDS REVIEW COMMENTS "- eBBN BUILDING & WALL SECTIONS APR 2 6 2099 3L!11.±�!� iC D.^, CITY OF ED3.n^ SHINGLES OVER 30LBS FELT OVER SHEATHING OVER FRAMING- ROOF PLAN SOLID BLOCKING BET. ROOF FRAMING W/ VENT_ HOLES AND SCREENING OVER EACH 2X8 TRIM W/ 4" GUTTER PROVIDE — - - FLASHING UNDER BLDG. PAPER AND LAP OVER GUTTER 3/4" MATERIAL SOFFIT W/ 21/2" WIDE LINEAR SOFFIT VENT W/ SCREENING ABOVE 5/4X12 TRIM - SEE ELEVATIONS 5/4X12 TRIM - SEE ELEVATIONS 3/4" MATERIAL SOFFIT 2X 10 FLOOR FRAMING W/ R-30 INSULATION (N) ASPHALT OR CONCRETE DRIVEWAY PER OWNER (N) FOOTING AND FOUNDATION- SEE STRUCTURAL 2 WALL SECTION SCALE: 3/4" = V-0" PRE-MFG. TRUSS +17,-51/4" — TOP PLATE R-49 LOOSE INSULATION BAFFLE 518" GYP. BD., PAINTED 2X6 DBL TOP PLATE 2X6 STUD WALL @ 16" O.C. 2X WINDOW HEADER - SEE STRUCTURAL KITCHEN R-21 BATT OR CELLULOSE + R-3 EXTERIOR SHEATHING INSULATION GLB- SEE STRUCTURAL +9-51/4" _ UPPER MAIN FLOOR +8'-5 1 /4" LOWER MAIN FLOOR MULTIPLE 2X10 HEADER SEE STRUCTURAL 2X6 NAILER CARRIAGE STYLE GARAGE DOOR GARAGE 4" SLAB ON GRADE OVER 6ML VISQUIN OVER 4" GRAVEL +0•-W LOWER MAIN FLOOR EAVE VENT HOLES, TYP. +17'-51/4" \ ROOF T.P. R-21 BATi OR 1� 4 R3 EXTERIOR °D SHEATHING INSULATION UPPER FLOOR — +8'-5 1 /4" MAIN FLOOR OPTIONAL: R-21 BATT OR CELLULOSE+ R-3 EXTERIOR SHEATHING INSULATION MASTER STOR CLOSET DBL 2X10 FLOOR JOISTS SEE STRUCTURAL W/ R-30 BATT INSULATION 8X8POST SEE STRUCTURAL 8X8 POST FOOTING SEESTRUCTURAL r� BUILDING SECTION SCALE: 1/4" = RIDGE VENT, TYP. — PRE-MFG. TRUSS LAUNDRY STAIR STAIR HALL EAVE VENT HOLES, TYP. BOTH SIDES +17'-5 1/4" ROOF T.P. — --- ---- -- --- ---- UPPER FLOOR - — - +8'-51/4",k - — - — - ±0'' _ GROUND FLOOR DECK MASTER BEYOND BEDROOM DECK i i o BUILDING SECTION 1 SCALE: 1/4" = 1'-0" UPPER DECK ---------------- MASTER BEDROOM Tills SEE SEE STRUCTURAL HIGH -BAY GARAGE +17'-5 1/4" — - — - — ROOFTP. DECK RIDGE VENT, TYP. PRE-MFG. TRUSS 8X8 POST SEESTRUCTURAL 8X8 POST FOOTING SEE STRUCTURAL UPPER FLOOR - — - — +9'-5 1/4" +8'-51 /4" MAIN FLOOR +0" GROUND FLOOR �+17'-5 1/4" —ROOF T.P. W UPPER FLOOR ,�+8'-5 1 /4' MAIN FLOOR OPTIONAL: R-21 BATT OR 1 CELLULOSE+ R-3 EXTERIOR SHEATHING INSULATION +0" mmomm GROUND FLOOR Z C� v) w Lu Z o C) >'t E OM W MU 3_ 06 o 0.-: W E �' x3 In= O -® U >> o> LLl _ N CV m CV (1) M= _ W U M Q 4 0 I� VJ N 00 Aw � °' F 1` 1 Z N O e"M W ® 00 nRAWINa INFflR InM TE _ NO."w,ncr,o��n DESCRIPTION I/19 PERMR SUBMITTAL /19 m EI)MORDS REVIEW COMMENTS ao'wav uiu.11s�> � roes wmaurm�asaLw,m�D Mw 3UILDING & MALL 'SECTIONS A-303 1 ^ 2)u APR 2 G 2019 �. -sT R-24 BATT OR LOOSE INSULATION +17'-5 1/4° _ _ _ _ _ _ �INIULIIION ROOF T.P. KITCHEN LAUNDRY& c MASTER =S.EA STORAGE :CLOSET BEDROOM 1 ( _ Sr EATING UPPER FLOOR AREA -- MAIN FLOOR ------------- % - — — - — ----- — R-30 BATT INSULATION R-30 BATT INSULATION L` HIGH -BAY _- WORK GARAGE 1 HOUR SEPARATION - GARAGE BENCH BXB POsT 5/8" TYPE 'X^ GYP. BD. 1 HOUR SEPARATION- SEE STRUCTURAL 5/8" TYPE "X" GYP. BD. +0"� _ GROUND FLOOR 8X8 POST FOOTING SEE STRUCTURAL BUILDING SECTION V SCALE: 1/4" = 1' 0" 2X12 STRINGER STORAGE (N) 2X6 INSULATED WALL 2" DIAMETER OD HANDRAIL 1 1 /2" GAP AT LL. ENDS TURNED TO WALL +171/4" OO'-5F T.P. INSULATION Z v> DJ Lu Z o OM U �� M_ O 0.6 Q L LU O 0I U o a C4 c) N W M= S DD M U Ole UPPER FLOOR -- - —- ---V-51/4" __ _____ +8'-51/4" -- MAIN FLOOR ^ 98 OPTIONAL AT GARAGE: \7 SH Qy R-21 BATT OR LOOSE INSULATION 1 + R-3 EXTERIOR SHEATHING INSULATION ---- ( ` GROUND FLOOR �9 L' F—.d N N +17'-51/4" W 00 3 ROOF T.P. Lu IF cn ® F_ 0 Lo Z N 0 ® 0 W +8'-5 1 /4' 2 MAIN FLOG DRAWING INFORMATION DRAWN BY-_--..RF__.._- + ISSUES/REVISIONS DATE N0. DESCRIPTION \ n ' ORI't8119 PERMIT SUBMITTAL ON17119 m EOMONDSREVIEW N � � COMMENTS W W " 1 " - roll uanrwmmwcmNa"gilE°R`Rv� 1 c iy awO1�'si I�uv�nEciu,�sa�nrm BUILDING & STAIR ±o., I SECTIONS 1 GROUND FLOG 5-rA195 -b mil- apl!; To-c, rl 311 3 STAIR SECTION .. - .SCALE: 112' = 1'-0". . . . . . . . . . . . . . . . . . . APR 2 6 2019 c/�/aa nr Ui"1aoNDaT ABBREVIATIONS ABBREVIATIONS STRUCTURAL NOTES JST. JOIST JT. JOINT 01000- GENERAL REQUIREMENTS 02200- BACKFILL AND COMPACTION 06100-ROUGH FRAMING 06620- STRUCTURAL GLUED LAMINATED TIMBER THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND BACKFILL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFILL SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU(WCUB)"GRADING AND GLUED -LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTIONSEALERAPPLIED & AND LAT. LATERAL BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND ARCHITECTURAL PLANS SHALL BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ALL BACKFILL DRESSING RULES'NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S AND SURFACED DRIED,19 IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED @ AT LB. POUND(S) BE REPORTED TO THE ARCHITECT WHO SHALL CORRECT THE DISCREPANCY IN WRITING. ANY WORK MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. DESIGN MATERIAL PROPERTIES SHALL BE AS FEET (FOOT) L,B. LAG BOLTS(S) COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. RECOMMENDATIONS. DRYING OF ASSEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED TO FOLLOWS: - =T • INCH (INCHES) LG. LONGITUDINAL) REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. 03000-CAST414-PLACE CONCRETE WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS USESPAN COMBINATION SYMBOL SPECIES CAMBER Z a # POUND(S), NUMBER LOTH. LENGTH CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI U.N.O. PER PLAN/SCHEDULE: BEAM 24F-V4 DF/DF STANDARD 3 - = EQUAL(S) LGMF. LIGHT GAUGE METAL FRAMING THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION 318-14"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". CONTINUOUS UOUS CONTINUOUS BEAM 24F-V8 DF/DF ZERO $ -"- LLH LONG LEG HORIZONTAL LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS Fb Fv Fcp Fc E CANTILEVER BEAM 24F-V8 DFIDF ZERO 0)) vi m A.B. ANCHOR BOLT LLV LONG LEG VERTICAL SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED BY USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI) - 0) ? THE ENGINEERNF RECORD AND SHALL COMPLY WITH ACI318-14 WALLSTUDSIBLOCKING UNEXPOSED GLUED -LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED ""d ABV. ABOVE LSH LONG SLOTTED HOLES) THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK INCLUDING BUT NOT SECTION 3.8. CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING 2X, 3X HEM -FIR STUD 875 150 405 800 1.2E8 OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. -C C. ADD. ADDITIONAL L.W. LIGHTWEIGHT LIMITED TO EXCAVATION, SHORING, AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES. ADMIXTURE CONFORMING TO IBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL 4" WIDE �W'vE ADJ. ADJACENT CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT I-800-0245555. NOT BE USED. 06640-PREFABRICATED PLYWOOD WEB JOISTS u] v $ ALUM. ALUMINUM MAX. MAXIMUM - CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS. 2X, 3X HEM -FIR NO.2 850 150 405 1300 1.3E6 6" & WIDER PREFABRICATED PLYWOOD WEB JOISTS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS AS m.2.2 N1. ALT. ALTERNATE M.B. MACHINE BOLT 01001 -CODE REQUIREMENTS fe MAX AIR MANUFACTURED BY TRUSJOIST OR APPROVED EQUAL. STORAGE, ERECTION, AND INSTALLATION SHALL BE ^ i APPROX. APPROXIMATE(LY) MBM- METAL BUILDING MANUFACTURER ALL DESIGN AND CONSTRUCT ION SHALL CONFORM TO THE 2015 INTERNATIONAL BUILDING CODE AS (PSI] (2) ENTRAIAYMAX.STR)SPECALINSPECTIONENGTH CEMENT(7) ENTRAINMENT[%](5)SPECIAL INSPECTION REQUIRED (8)MIN. 90 LB SACKS OF CEMENT (7)LOCATION AND REQUWATER/CEME IN. 90 LB SACKS OF WALL PLATES WEB SHALL BE PER MANUFACTURER DESIGST N LOADINGES NOT ECTION BE PER MANUFACTURER REQUIREMENTS. DESIGN LOADING REQUIREMENTS. ARCH. ARCHITECT(UFLAL) MECH. MECHANICAL ADOPTED BY SEATTLE, WASHINGTON. APPLICATION. 2X4, 3X4 HEM -FIR STUD 675 150 405 800 1.2E6 CILLERIA SHALL G NDDEFL AND DEFLECTION CRITERIA SHALL BE AS FOLLOWS; U M.E.J. MASONRY EXPANSION JOINT 2XS3X6 HEM -FIR NO.2 850 150 405 1300 1.3E6 B. (BTM.) BOTTOM MEZZ. - MEZZANINE 01100 - DESIGN LOADS (1) (2) (3) (4) (5) (6) (7) JOISTS -' TOP CHORD LIVE LOAD SEE LIVE LOADS IN SECTION 01100 (D m R BEE. BELOW MFR. MANUFACTURER DEAD LOADS : ACTUAL WEIGHT OF MATERIALS OF CONSTRUCTION AND PERMANENT EQUIPMENT. 3000 0.45 4+/-1 5M-1 NO EXTERIOR SLAB ON GRADE 3000 OAS 4+/-1 0+/-1 NO INTERIOR SLAB ON GRADE ZX, 3X DOUGLAS FIR -LARCH NO.2 900 180 625 1350 1.6E6 .TOP CHORD DEAD LOAD 12 PSF BLK.(G.) BLOCK(ING) MIN. MINIMUM 3000 0.50 5+/-1 0+/-1 NO FOOTINGS MECHANICAL LOADS SEE MECHANICAL PLANS V BM. BELOW MISC. MISCELLANEOUS FLOORFLOORS DEFLECTION LIVE LOAD DEFLECTION U480 BM. BEAM MTL. METAL FLOORS (RESIDENTIAL) 40 PSF 3000 0.50 5+/-1 5+/4 NO ALL OTHER CONCRETE 2X, 3X DOUGLAS FIR -LARCH N0.2 900 180 625 1350 1.BE6 _ DECKS 60 PSF 4X DOUGLAS FIR -LARCH NO.1 1000 180 -625 1500 1.7E6 08100- EPDXYADHESIVE ANCHORS B.O. BOTTOM OF SPA 228 PSF SPECIAL INSPECTION IS NOT REQUIRED AS THE DESIGN IS BASED ON rc=2500 PSI. CONCRETE rn B.O.E. BOTTOM OF EXCAVATION N.L.B. NON -LOAD BEARING BEAMS AND POSTS EPDXY SPECIFIED SIMPSON STRONG -TIER EPDXY THE DRAWINGS SHALL BEREINFORCING B.O.F. BOTTOM OF FOOTING NO. NUMBER ROOF LIVE LOADS: - CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/41NCH IF NOT SPECIFIED BY 4X DOUGLAS FIR -LARCH N0.2 900 180 625 1350 1.6E6 R ADHESIVE: ANCHOR ROD, THREADED ROD, OR REINFORCING DIAMETER AND EMBEDMENT PER PLAN. AND Io BRG. BEARING N.S. NEAR SIDE ROOF 20 PSF THE ARCHITECT, 6X DOUGLAS FIR -LARCH NO.1 1000 180 625 15M 1.7E6 INSTALLATION PER ESR-2508. - - , �l N - �"Li. IU BTWN. BETWEEN N.T.S. NOT TO SCALE DATA: 03100- REINFORCING STEEL REINFORCING STEEL DETAILING,FABRICATION, AND PLACEMENT SHALL BE PER AC1318-14. REINFORCING - 06101: STRUCTURAL FINGER JOINTED LUMBER - ., (V N.W.C. NORMAL WEIGHT CONCRETE SNOW LOAD DESIGN PSF STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED INTERCHANGEABLY WITH 08200- EXPANSION ANCHORS oo� C CAMBER Pg=20 PSF,.Pf=20 PSF, Ce=0.9, Ie=1.0, Ct=1.0. 25 UNIFORM SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER CONCRETE EXPANSION ANCHORS SPECIFIED IN THE DRAWINGS SHALL BE SIMPSON STRONG -TIE CAMS. CAMBER(ED) O.C. ON CENTER WIND DESIGN DATA: ASTM ASI5 DEFORMED BARS GRADE 40(fy=40 KSI) FOR#3 BARSONLY SHALL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE"PRODUCT STANDARD PS 20-99. STRONG-SOLTWEDGE ANCHOR. ANCHOR DIAMETERAND EMBEDMENTPER PLAN. CANT. CANTILEVER(ED) O.D. OUTSIDE DIAMETER BASICWINDSPEED 110 MPH(3SECOND GUST) ASTM A-615 DEFORMED BARS GRADE 60(fy=60 KSI) FOR #4 BARS AND LARGER LUMBER CLASSIFIED AS STUD USE ONLY SHALL BE LIMITED TO VERTICAL APPLICATIONS ONLY. LUMBER WITH INSTALLATION PER SECTION 4.3 OF ESR-1771. d'J 4•s '� OF CUBIC FOOT O.F. OUTSIDE FACE WIND IMPORTANCE FACTOR Iw=1.0 ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS CERTIFIED EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING 4w. C.I.P. CAST IN PLACE O.H. OPPOSITE HAND WIND EXPOSURE EXPOSURE B TOPOGRAPHICAL FACTOR KI=1.00 ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC 06200-PRESERVATIVE TREATED WOOD PRODUCTS 08300-SCREWANCHORS C.J. CONSTRUCTION JOINT OPNG. OPENING INTERNAL PRESSURE COEFFICIENT GCpi=+/-0.18 REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 WIAXWIA WELDED WIRE FABRIC OR FIBER MESH PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOD THAT FORMS THE STRUCTURAL CONCRETE CL CENTERLINE OPP. OPPOSITE COMPONENT/CLADDING WIND PRESSURE PIC)=25 PSF UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S&D. SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT BUILDING SC NCHO ECIFIED EDRA SSHAL IMPSO ONG-TI IN HD. CLG. CEILING ORNT. ORIENTATION REINFORCING STEEL AT ALL WALLS, SLABS , AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS APPURTENANCES THATARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A HOR ERA EDM PLA ALLAT ESR EARTHQUAKE DESIGN DATA: ELSE CORNER BARS SHALL BE PROVIDED. ROOF, EAVE, OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT 1 CCLEAR OSB ORIENTED STRAND BOARD SEISMIC IMPORTANCE FACTOR Ie=1.0 THE SURFACE OR AT JOINTS BETWEEN MEMBERS. 06300-JOIST AND BEAM HANGERS Q COL.OL. COLUMN O.W.J. OPEN WEB JOIST OCCUPANCY CATEGORY 11 COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON G N GONG. CONCRETE SPECTRAL RESPONSE ACCELERATIONS & =1.269 S1= 0.496 ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY STRONG -TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVED BY ENGINEER OF RECORD. CONN. CONNECTION PAR. PARALLEL SITE CLASS D CONCRETE CAST AGAINST EARTH FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. JOISTAND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS'SPECIFICATIONS AND SHALL BE AS COAST. CONSTRUCTION P/C PRECAST SPECTRAL RESPONSE COEFFICIENTS SDS=0.846 SDI=0.497 ALL BAR SIZES .................... 3" FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR DETAILS: SEISMIC DESIGN CATEGORY D FORMED SURFACE EXPOSED TO EARTH OR WEATHER POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB CONT. CONTINUOUS PEN PANEL EDGE NAIL WOOD LEVELS- BEARING WALL SYSTEM R=6.5 Ce=0.I30 #6 AND LARGER ................... 2" OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; MEMBERS SIZE HANGER CTSK. COUNTERSINK PERP. PERPENDICULAR #5 AND SMALLER..................112" CTR. CENTERED) - PL. PLATE CONCRETE NOT EXPOSED TO EARTH OR WEATHER 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH SAWN LUMBER LUS OR HUB SERIES TO MATCH LUMBER CY. CUBIC YARD PL PROPERTY LINE 01200 - FOUNDATIONS WALLSANDJOISTS ABOVE THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE SIZE WHERE NOT NOTED SPECIFICALLY PLMBG. PLUMBING ASSUME 1500 PSF ALLOWABLE SOIL BEARING PRESSURE. FILLS TO BE COMPACTED TO 95%MODIFIED PROCTOR PER ASTM D-1557. ALL NEW EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 18INCHES BELOW #14AND#I8BARS...............112" #11 BARS AND SMALLER ......... 3/4" - BARRIER. BELOW 2 y w d PENNY (NAILS) PLYWD. PLYWOOD LOWEST ADJACENT GRADE. PROVIDE A MINIMUM OF 8"FROM EXISTING GRADE TO WOOD SIDING OR SLABS AND JOISTS 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE IJOIST-FLOOR - IUSTO MATCH JOIST SIZE. IDS DROPPED BEAM PSF POUNDS PER SQUARE FOOT PLATES THAT DO NOT HAVE A NATURAL RESISTANCE TO DECAY. ALL FOUNDATIONS SHALL BE FOUNDED #14 AND #18 BARS ...............110 BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL L DBA DEFORMED BAR ANCHORS PSI POUNDS PER SQUARE INCH ON COMPETENT NATIVE MATERIAL ASSUMED GEOTECHNICAL DESIGN PARAMETERS. #11 BARS AND SMALLER......... V MORE THAN 8INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM GLUED LAMINATED BEAMS (H=BEAM DEPTH TYPICAL) BEAMS,COLUMNS BY AN IMPERVIOUS MOISTURE BARRIER. 311W LGU3.25-SDS WI(16)SDS IWO 112" FACE, (12) SDS 1Mx210 JOIST � DBE. DOUBLE P.T. PRESERVATIVE TREATED DESIGN PARAMETERS ARE AS FOLLOWS: PRIMARY REINFORCEMENT ...... I IQ" 312" HGU3.63SDS W/(36)SOS 1/4x210 FACE,(24) SDS 114x2112"JOIST DOW DEMAND CRITICAL WELD PT POST TENSION(ED) ACTIVE EARTH PRESSURE (YIELDING) 35 PCF TIES, STIRRUPS, AND SPIRALS ... i IQ" 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE 51/8" DEPT. DEPARTMENT ACTIVE EARTH PRESSURE (AT -REST) SO PCF AN IMPERVIOUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. HGU5.25-SDS W/(36) SDS 114x212" FACE, 24 SD51Mx212"JOIST ( ) v DET. DETAIL QTY. QUANTITY PASSIVE EARTH PRESSURE 250 PCF(ALLOWABLE) REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO 51/4" HHGU5.50SDS W/(44)SDS 114X212"FACE,(28)SDS 1/4x2IQ` JOIST COEFFICIENT OF FRICTION 0.35 (ALLOWABLE) CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR 512" HHGU5.62SDS W/ (44) SDS 1/4x212" FACE, (28) SDS 114x212" JOIST i5 OF DOUGLAS FIR SEISMIC SURCHARGE 8H UNIFORM DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTED WITHOUT PRIOR CONCRETE OR MASONRY WALLS BELOW GRADE. 6 314" HHGU7.00-SDS W/ (44) SDS 1/4x2 IQ" FACE, (28) SDS 1/41Q 10 JOIST DIA. / 0 DIAMETER R. (HAD.) RADIUS SOIL PROFILE SITE CLASS D APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS. 8314" HHGU9.00SDS W/(44)SDS 1/4�212"FACE, (28)SDS 1/4x212"JOIST � m DIAG. DIAGONAL RE: (RI REFERENCE 03200- CONCRETE WALL REINFORCING PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS, ASSOCIATION (AWPA) 10314" HHGU11.00SDS VW(44)SDS 114z21Q- FACE, (28)SIDS 1/4x212"JOIST DIAPH. DIAPHRAGM REINF. REINFORCEMENT SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. REQ. REQUIRED 01300- SHOP DRAWING SUBMITTAL PROCESS PLACE TWO HORIZONTAL#5 BARS AT EACH FLOOR LEVEL OR TOP OF WALL ELEVATION. PROVIDE DIM. DIMENSION SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD FOR APPROVAL CORNER BARS TO MATCH HORIZONTAL REINFORCEMENT AT EACH WALL CORNER AND INTERSECTION. ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT AS "x1 1718" MIU1.56I11 W/(20)i6d FACE, (2)10dx112"JOIST §_ ON. DOWN R.F. RIGID FRAME PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW PROVIDE TWO VER1ICAL#5 BARS AT EACH WALL CORNER AND INTERSECTION. AT ALL WALL OPENINGS WITH TREATED LUMBER SHALL BE CORROSION RESISTANT 0-185 HOT DIPPED GALVANIZED PER ASTM (2880) F D.S. DRAG STRUT R.O. ROUGHOPENING DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON PROVIDE TWO #5 BARS OVER,UNDER, AND AT THE SIDES OF THE OPENINGS. EXTEND THE HORIZONTAL A153 OR STAINLESS STEEL. (2)13W x 117/8" HHUS410W/(30) 16d FACE,(10) 16d JOIST(5635) OWL. DOWELS(S) R.S. ROUGHSAWN STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE BUILDING BARS THE LAP SPLICE DISTANCE PAST THE OPENING OR EXTEND AS FAA AS POSSIBLE AND HOOK. • SHRINKAGE OF WOOD FRAMING 312" x 117/S" HHUS410 W/ (30)16d JOIST (5635) $ ui vi ^ ~ ~ S OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. _ PROVIDE ONE #5 BAR BY 4'4P LONG DIAGONALLY AT EACH CORNER OF THE WALL OPENING. ALL CONCRETE SHALL BE PLACED AND CONSOLIDATED WALLS SHALL BE REINFORCED PER SCHEDULE SHRINKAGE SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO COMPRESSION OF J = y (E) EXISTING SCH. SCHEDULE CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON BELOW U.N.O.: ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMSAS WELL AS PROVIDE HUG HANGER FOR BEAM SIZE SPECIFIED FOR END OF BEAM CONDITIONS. ¢ E g EA. EACH SCHED. SCHEDULE STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR PREFABRICATED EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMODATE I/41NCH PER FLOOR WOOD Z. U N Y E.E. EACH END SOL STRUCTURAL COMPOSITE WOOD PLATED WOOD TRUSSES. WALLTHICKNESS HORIZONTAL VERTICAL LOCATION SHRINKAGE. THE USE OF KILN DRIED LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING 6" 94 AT 14"OC #5 AT 141OC CENTERLINE MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE. E.F. EACH FACE SHT. SHEET 8" 94 AT 10"OC #5 AT 10"OC CENTERLINE E.J. EXPANSION JOINT SIN. SIMILAR 01400- INSPECTIONS AND SPECIAL INSPECTIONS 10" #4 AT 10"OC #SAT 10"OC EACH FACE 06500-WOOD SHEATHING EL. ELEVATION S.J. SHRINKAGE CONTROL JOINT THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE LOCAL 12" #4 AT 10"OC #5 AT 10"OC EACH FACE STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN - 1 W SKEWED) ELEV. ELEVATOR SKW. SKEW BUILDING DEPARTMENT. PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA NTH EXTERIOR GLUE(CDX). - EMBD. EMBEDMENT) S.O.G. SLAB ON GRADE EPDXY ALL HORIZONTAL STEEL INTO EXISTING FOUNDATION WITH FOUR INCH EMBEDMENT. RE: NOTES ORIENTED STRAND BOARD (OSB) PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE FOLLOWING EN EDGE NAIL SPC. SPACE(S) (ING) SPECIAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS OTHERWISE SECTION 08100 FOR EPDXY TYPE. THICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN: ENG. ENGINEER SPEC. SPECIFICATIONS () REQUIRED BY THE BUILDING OFFICIAL. 05000- STRUCTURAL STEEL EDGE FIELD NAILS NAILS _ L r EQ. EQUAL SQ. SQUARE DESIGN,FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION "AISC 360-10 SPECIFICATION ROOF: 5/8" 4020 C-DAPA COX 8d AT S' 8d AT 12" EQPT. EQUIPMENT STD. STANDARD 01402; QUALITY ASSURANCE REQUIREMENTS FOR STRUCTURAL STEEL BUILDINGW. MATERIALS SHALL BE IN ACCORDANCE WITH THE FOLLOWING FLOOR: 3/4" 48124 C-D T&G IW AT 6" 10d AT 12" E.W. EACH WAY STOP. .STAGGER THE QUALITY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTIONS NOTED IN SECTION U.N.O.: SHEARWALL: 7116" C-D EXTERIOR GLUE SEE SCHEDULE SHEET SIA EXP. EXPANSION STIFF, STIFFENERS) 0140DAND THE STRUCTURAL OBSERVATION NOTED IN SECTION 01500 HAVE BEEN COMPLETED AND THAT EXTERIOR WALL: 7/16" D-D EXTERIOR GLUE I0d AT6" 10d AT12" SUPPORTING DOCUMENTATION NOTED IN SUCH SECTIONS HAS BEEN PROVIDED. STRUCTURAL W SHAPE ASTM A-992 Fy = 50 KSI 1 1 w EXST. EXISTING STIR. STIRRUPS) S, M. AND C SHAPES ASTM A-36 Fy=36 KSI ALL ROOF SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO SUPPORTS AND IN EXT. EXTERIOR STL. STEEL QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR STRUCTURES OF LIGHT WOOD FRAMING WITH DESIGN STEEL ANGLES ASTM A36 Fy=36 KSI A STAGGERED PATTERN UNLESS NOTED OTHERWISE PER PLAN. BLOCKING AT INTERMEDIATE FLOOR AND STRUC. STRUCTURAL SPECTRAL RESPONSE AT SHORT PERIODS, SDS, NOT EXCEEDING 0.50g. PLATE MATERIAL ASTM A36 Fy= 38 KSI ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN. SHEARWALL LL FAB. FABRICATION STRUCT. STRUCTURAL STRUCTURAL PIPE ASTM A53 GRADEB Fy=35 KSI SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X FRAMING PER SHEARWALL SCHEDULE. STRUCTURAL DRAWING LIST FB FLUSH BEAM SUSP. SUSPENDED(TION) QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR WIND EXPOSURE B WHERE BASIC WIND SPEED IS LESS THAN 120 MPH STRUCTURAL HSS ASTM A500 GRADE B Fy=48 KSI F - 06610-SHOP FABRICATED METAL PLATE CONNECTED WOOD TRUSSES ASTM F1554 36 KSI FDN. FOUNDATION SYMM. SYMMETRICAL ANCHOR RODS y' WOOD CONNECTION BOLTS ASTM A-307 GRADEA PREMANUFACTURED METAL -PLATE -CONNECTED WOOD TRUSSES SHALL BE DESIGNED AND F.F. FINISH FLOOR SUMMARY: A QUALITY ASSURANCE PLAN IS NOT REQUIRED BY CODE FOR THIS STRUCTURE. WELDING ELECTRODES E7018 MANUFACTURED IN ACCORDANCE WITH IBC SECTION 2303.4 TRUSSES, AND THE TRUSS PLATE INSTITUTE FIN. FLG. FINISHED) FLANGE T. T.&B. TOP TEMPOR BOTTOM ALL WELDING SHALL CONFORM TO THE AWS D1A"STRUCTURAL WELDING CODE". ALL WELDING SHALL BE CON T RUCTION" "NATIONAL DESIGN STANDARD FOR METAL -PLATE -CONNECTED WOOD TRUSS CONSTRUCTION".ATRUSS SUBMITTAL PACKAGESHALL BE SUBMITTED FOR APPROVAL PRIOR TO 01500- STRUCTURAL OBSERVATION PERFORMED BY A WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO) AND AMERICAN WELDING FABRICATION PER THE REQUIREMENTS OF IBC 2303.4.2. THE TRUSS DESIGN DRAWINGS SHALL BEAR THE FLR. FLOOR TEMP. TEMPORARY STRUCTURAL OBSERVATION IS NOT REQUIRED. SOCIETY(AWS) CERTIFIED WELDERS. ALL COMPLETE PENETRATION(CP) WELDS SHALL BE STAMP AND SEAL OF A REGISTERED STATE OF WASHINGTON PROFESSIONAL ENGINEER. FN FIELD (FACE) NAIL T.&G. TONGUE AND GROOVE ULTRASONICALLY TESTED. ALL FILLET WELDS SHALL BE VISUALLY INSPECTED RE: S1.1. DESIGN FOR THE SPANS, LOADS, SHAPES, BEARING POINTS, INTERSECTIONS, HIPS AND VALLEYS, OVER- F.O. FINISHED OPENING THK. THICK(NESS) 01600- QUALITY ASSURANCE REQUIREMENTS FRAMING, BLOCKING PANELS AND ALL CONDITIONS SHOWN ON THE PLANS. THE DESIGN LOADS AND F.O.C. FACE OF CONCRETE THRD. THREADED THE QUALITY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTIONS STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED DEFLECTION CRITERIA SHALL BE AS FOLLOWS: F.O.M. FACE OF MASONRY TN TOE NAIL NOTED IN SECTION 01400 AND THE STRUCTURAL OBSERVATION NOTED IN SECTION 01500 HAVE BEEN AFTER FABRICATION IN COMPLIANCE WITH ASTM A-123. ALL FIELD WELDS EXPOSED TO WEATHER SHALL F.O.S. FACE OF STUD T.O.S. TOP OF (STEEL) (SHEATHING) COMPLETED AND THAT SUPPORTING DOCUMENTATION NOTED IN SUCH SECTIONS HAS BEEN PROVIDED. BE COATED WITH BRUSH APPLIED ZING -RICH PAINT COMPLYING WITH ASTM A-780. TOP CHORD LOADS F.O.W. FACE OF WALL (S�) QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR STRUCTURES OF LIGHT WOOD FRAMING WITH DESIGN ALL STRUCTURAL STEEL TO RECEIVE ONE COAT OF PAINT(PRIME COAT). PROVIDE A MINIMUM FRY -FILM TOP CHORD LIVE LOAD 25 PSF FRIA. FRAME (FRAMING) T.O.W. TOP OF WALL SPECTRAL RESPONSE AT SHORT PERIODS, SDS, NOT EXCEEDING 0.509. THICKNESS OF ONE MIL. PREPARE SURFACE TO MEET REQUIREMENTS OF SSPCSP2. TOUCHUPS OF TOP CHORD DEAD LOAD 9 PSF F.S. FEET(FO TRANI TRANSVERSE ABRASIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR. UNO. REFER TO ARCHITECTURAL TOP CHORD GROSS WIND UPLIFT OVERHANGS AT CORNERS 33.2 PSF TYP. TYPICAL QUALITY A PLAN IS NOT REQUIRED FOR WIND EXPOSURE B WHERE BASIC WIND SPEED IS DRAWINGS FOR ADDITIONAL INFORMATION RELATING TO FINISH PAINT OR OTHER CORNERS CORNERS 25.0 PSF FT. FTG. FEET (FOOT) FOOTING 120 MPH. LESS THAN 120 MPH. FINISH REQUIREMENTS. REQUIREMENTS. � ' OVERHANGATEDGE 19.8 PSF U.N.O. UNLESS NOTED OTHERWISE SUMMARY:A QUALITY ASSURANCE PLAN IS NOT REQUIRED BY CODE FOR THIS STRUCTURE. 08000-WOOD FRAMING NOTES EDGES 16.9 PSF GA. GAUGE U/S UNDERSIDE FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL BE FIELD 9.5 PSF TOP CHORD GROSS WIND PRESSURE GALV. GALVANIZE(D) AS MANUFACTURED BY SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MY BE USED WITH PRIOR FIELD 6.1 PSF SHEET DESCRIPTION SHEET ISSUE DATE REV # REV DATE S1.0 Structural Notes 02.26.19 1 04.12.2019 S1.1 Shearwall Schedule and Details 02.26.19 S1.2 Holddown Schedule and Details 02.26.19 1 04.12.2019 S2.0 Foundation Plan 02.26.19 1 04.12.2019 S2.1 Main Floor Framing Plan 02.26.19 1 04.12.2019 S2.2 Roof Framing Plan 02.26.19 1 04.12.2019 S6.0 Typical Concrete Details 02.26.19 S9.0 Typical Wood Framing Details 02.26.19 S9.1 Floor Sawn Wood Framing Details 02.26.19 S9.2 Floor TJI Wood Framing Details 02.26.19 1 04.12.2019 S9.3 Roof Sawn Framing Details 02.26.19 GB. GRADE BEAM V. VERTICAL 01700- EXECUTION REQUIREMENTS APPROVED BY ENGINEER OF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS SPECIFICATIONS. -CN GLB GLUE LAMINATED BEAM VERT. VERTICAL INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL CODES. WHERE STRAPS CONNECT TWO MEMBERS TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO BOTTOM CHORD LOADS - r�1 [j,] C) W E GRID. GRADE VIF VERIFY IN FIELD EACH MEMBER. PROVIDE SOILD BLOCKING AT ALL BEARING POINTS. SEE SECTION 06100 FOR FASTENER REQUIREMENTS ATTREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR SCHEDULE BOTTOM CHORD DEAD LOAD 5 PSF r � OD i� W M OWE GYPSUM WALLBOARD 02000: SITE CONSTRUCTION SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.10.1 OR TO THE FASTENING SCHEDULE ON DEFLECTION LIMITATIONS Q' GYP. GYPCRETE W. WIDE(WIDTH) ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING SHEET S9.0. LIVE LOAD DEFLECTION L/360 x �3 W/ W/O WITH WITHOUT RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION 01300) ANOINSUBSEQUENTDIRECTIVES. NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS: TOTAL LOAD DEFLECTION U240 U x HD H.D.G. HOEDOWN HOT DIPPED GALVANIZED WD. WOOD NAIL SIZE DIAMETER LENGTH PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS INCLUDING BLOCKING PANELS AND REQUIRED Uj o HGR. HANGER W.H.S. WELDED HEADED STUDS 02100-EXCAVATION SUPPORT AND PROTECTION 8d 0.131" 212" MATERIALS. PROVIDE EACH TRUSS WITH THE STRUCTURAL BUILDING COMPONENT (SBCA) TAGS FOR L Q w HORIZ. HORIZONTAL W.P. WORK POINT EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER 0.148" 3" BEARING LOCATIONS, PERMANENT BRACING LOCATIONS ETC.. THE TRUSS DESIGNER SHALL SPECIFY ALL PERMANENT BRACING LOCATIONS & TRUSS REACTIONS ON THE TRUSS DESIGN DRAWINGS. N Q HR HEADER W.S. WELDED STUD THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER -EXCAVATED AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE 12d 0.148" 3114" 12d 16d 0.162° 312" � l� � H.S.B. HIGH STRENGTH BOLT WT. WEIGHT CONTRACTOR'S EXPENSE. STORE, INSTALL &BRA CETRUSSESINACCORDANCEWITHORWTCAITPI COMPONENT p HT. HEIGHT W.W.F. WELDED WIRE FABRIC UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS. ANCHOR BOLTS AT SILL PLATES SHALL ND(SBCA)BUILDING SAFELYLATER-AOODTRSSES'&ETOGOODPRAGH31CTICE FORHANDLING,INSTALLINCONTRAINGOF METAL -PLATED -WOOD Bi THROUGH QUICK REFERENCES. THE CONTRACTOR SHALL �%� 5 COQ �./ L F-� 00 W EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. BE518INCH DIAMETER WITH 71NCHES MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NOT PI INSTALL ALL TEMPORARY BRACING; SEE BCSI-2 FOR TYPICAL TEMPORARY BRACING REQUIREMENTS. g I.D. INSIDE DIAMETER XSTG EXTRASTRONG MORE THAN APART. THERE SHALL BE MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE BOLT m I.E. rc INVERT ELEVATION XX-STG DOUBLE EXTRA STRONG INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING DRAWINGS, LOCATED NOT MORE THAN 12 INCHES NOR LESS THAN 4 121NCHES FROM EACH END OF THE PIECE. A 3"x3"x114" PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (COUNTERSINK PLATE WASHERS THE CONTRACTOR SHALL INSTALL ALL PERMANENT BRACING AS INDICATED ON THE TRUSS DESIGN LF. INSIDE FACE NOTES, AND SPECIFICATIONS. SHALL NOT BE ALLOWED). DRAWINGS AND PLANS. REFERENCE BCSIS3 FOR TYPICAL PERMANENT BRACING REQUIREMENTS U.N.O. /� IN. NCH(ES) MINIMUM BEARING FOR TRUSSES SHALL BE 312". SECURE TRUSSES TO TOP PLATE WITH (2) 0.148" `J- INFO. INFORMATION DIAMETER x 3"TOE NAILED, ONE EACH SIDE. AS A MINIMUM PROVIDE H2.5A HURRICANE CLIP AT EACH -;-ti., fit q� ( \r- �) .O INT. INTERIOR SUPPORTOF TRUSS. Wa. 6i s 1{''�1' 0 J am D e 99 O 0 O NOTE: FRAMING SHOWNFOR SHEARWALL CONNECTION ONLY. (i ROW OF PLATE NAILING) SCALE: 3/4" V-0' 1❑ TYP. EXT./ ELEV. / STAIR WALL SHEAR CONN. O O O NOTE: FRAMING SHOWN FOR OSHEARWALL CONNECTION ONLY. 09 Ee NOTE: FRAMING SHOWN FOR SHEARWALL CONNECTION ONLY. 2 O O O NOTE: FRAMING SHOWN FOR SHEARWALL CONNECTION ONLY. (2 ROWS OF PLATE NAILING) (3 ROWS OF PLATE NAILING) SCALE: 314' =1'-0' SCALE: 3/4' = V [-2] TYP. EXT"/ ELEV. / STAIR WALL SHEAR CONN. 0 TYP. EXT./ ELEV. / STAIR WALL SHEAR CONN NOTE: FRAMING SHOWN FOR OSHEARWALL CONNECTION ONLY. 2 O ®� �O1 16 SCALE: 3/4- =1'-0" (2 ROWS OF PLATE NAILING) SCALE: 3/4" = 1' O- (3 ROWS OF PLATE NAILING) SCALE: 3/4" =1'-0' (3 ROWS OF PLATE NAILING) © TYP. EXT./ ELEV. / STAIR WALL SHEAR CONN. �0 TYP. EXT"/ ELEV. / STAIR WALL SHEAR CONN. ® TYP. EXT./ ELEV. / STAIR WALL SHEAR CONN. (1)1 12" (2)1 12" CONT. 3IQ" CONT. RIM RIM BLOCKING SOLID BELOW BELOW RIM BELOW RIM TO KING 0.148 DIA3".x NAILS AT 3"OC TYPICAL K W K W K Z W� �WT (1)ROW (2)ROWS (3)ROWS CENTERED ON CENTERED ON CENTER ON RIM BELOW RIMS BELOW RIM BELOW P6TN, P6 P4 & P3 P2, 2P3, 2P4, 2P2 SCALE: NONE 11 BOTTOM PLATE NAILING PATTERN SHEARWALL BEYOND PER SHEARWALL SCHEDULE TYP. CONTINUOUS COIL STRAP" DRAG STRUCT PER PLAN JOIST PER PLAN -TYP. 2x BLOCKING AT SAWN _ LVL BLOCKING ATTJI OR BEAM PER PLAN SHEARWALL BEYOND PER SHEARWALLSCHEDULE TYPICAL "CONTINUOUS COIL STRAP DRAG STRUT PER PLAN •CS20 0.148". DIA. X 21/4" AT 6" OC STAGGERED (14) 0.148" DIA. X 21/4" AT SHEARWALL WALL BELOW WALL ABOVE SCALE: 3/4" = l'-O' 16 DRAG STRUT DETAILS NOTE: PLATE WASHER SHALL EXTEND WITHIN 12" OF EDGE OF BOTTOM PLATE ON SIDE(S) WITH SHEATHING. PROVIDE STAGGERED/OFFSET PLACEMENT AS 1 WWN ELSE OVESIZE PLplMNVASHERS AS REQUIROL3/4' 13/4' MIN. MIN. MIN. MIN. 13/4" 2" 2" 2" 2" MAX. MIN. MAX. 14 14 14 14 w N W C7 12 s 12 d i 12 U m i y NJ w w d s a � d a rc ol h rc h x c� a a 13 a 13 m r 13 �' 13 �g5 12 2z4, 3x4 PLY ONE SIDE 2x4, 3x4 PLY TWO SIDES 2x6, 3x8 PLY ONE SIDE 2x6, 3x6 PLY TWO SIDES SCALE: 314' =110" 12 ANCHOR BOLT PLACEMENT DETAILS NOTE: BLOCKING AT PERPENDICULAR WALL NOT SHOWN FOR CLARITY. SEE DETAILS THIS SHEET. RIM/BLOCKING STRAP TO TJI PER SHEARWALL SCHEDULE NAILS LEAVE 2 30MIN. END 1 114" MAX. GYPCRETE DISTANCE r TJI - MSTI26 W/(26)10dxi 12" V NOTE: SHEATHING NOT SHOWN FOR CLARITY. SCALE: 314' =1'-0' 17 TYPICAL SHEARWALL STRAP PROVIDE 3X3X1/4"PLATE WAS ..__'-- ..,,....... TYR (' FOUNDATION SILL PLATE AND STUDS PER SHEARWALL SCHEDULE TYP. 12 A.BOLT PER SHEARWALL SCHEDULE 13 ON PER PLAN SCALE: 314' =1'4N 13 TYP. SHEARWLL ANCHOR BOLT TO CONCRETE SIMPSON LTP4 10 W/(12)DI31' DIA.-X212- WHEN APPLIED OVER SHEATING SIMPSON LTP4 10 W/(12) 0.131" DIA. X 1 12" WHEN APPLIED DIRECT TO FRAMING SHEARWALL SCHEDULE -71W APA RATED SHEATHING W/ HEM -FIR STUDS AND HEM -FIR PLATES WALL PANEL FIELD 1 BOTTOM PLATE RIM OR BLOCKING TO TOP PLATE CONN. 10 FRAMING FOUNDATION ANCHOR BOLT TYPE SHEATHING EDGE NAILING NAILING O AT ADJOINING SILL PLATE SPACING LTP4 DIRECT ROWS SPACING NAILING0.148''x3.25" TOENAIL A350NLY PANEL 518"DIA 2 3 4 TO FRAMING EDGES 5 12 7"EMBED 13 P6TN 7/16' SHT. 6" O.C. 12" O.C. (1) 4" O.C. 4" O.C. N/A N/A 2x 2x 48" O.C. ONE SIDE P6 7/16" SHT. 6" O.C. 12" O.C. (1) 4" O.C. NIA 24" O.C. 16, O.C. 2x Zx 48" O.C. ONE SIDE P4 1 7/16" SPIT 4" O.C. 12" O.C. (2) 6" O.C. WA 16" O.0 Iz, O.C. (2)2x OR 3x 2x 3? O.C. ONE SIDE P3 7/16" SHT. 3" O.C. 12" O.C. (2) 4" O.C. WA 12" O.C. 10" O.C. (2)2x OR 3x 2x 24" O.C. ONE SIDE P2 7/16" SHT. 2" O.C. 12" O.C. ' (3) 6' O.C. NIA 10" O.C. 10" O.C. (2)2x OR 3x 2x 16'O.C. ONE SIDE ZP4 7/18" SHT. 4" O.C. 12" O.C. (3) 5. O.C. N/A 16' O.C. 1010.0. (2)2x OR 3x 2x 16" O.C. BOTH SIDES 2P3 7A6" SHT, T D.C. 12" O.C. (3) 4" O.C. WA 8" O.C. 8" O.C. (2)2x OR 3x 2x 12" O.C. BOTH SIDES 2P2 726"SHT. T' O.C. 12" O.C. (3) 3" O.C. WA 8" O.C. 8" O.C. {2)2x OR 3x 2x 8" O.C. BOTH SIDES U REFERS TO KEYNOTES IN DETAIL 19 THIS SHEET SHEARWALL SCHEDULE NOTES 1. STUDS SHALL NOT BE SPACED MORE THAN 16" O.C.. 2. RE: S1.0 SECTION 06100'ROUGH FRAMING" FOR REQUIRED WALL STUD AND PLATE SPECIES AND GRADE. 3. RE: 81.0 SECTION 06160'WOOD SHEATHING" FOR REQUIRED SHEAR WALL SHEATHING, THICKNESS AND GRADE. ALL SHEAR WALL PANELS SHALL BE APPLIED DIRECTLY TO FRAMING. 4. SHEATHING PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY WITH ALL PANEL EDGES BACKED/BLOCKED WITH 2" NOMINAL OR WIDER FRAMING. SEE NOTE S. 5. FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN 3" NOMINAL AND NAILS SHALL BE STAGGERED FOR ALL SHEARWALL MARKS EXCEPT "P8". 6. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" O.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSETTO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3" NOMINAL OR THICKER AND NAZI SHALL BE STAGGERED. 7. NAILS FOR PLYWOOD AND OSB PANEL EDGE AND FIELD NAILING SHALL BE 8D COMMON (0.131- X 21/2"). 8. NAILS FOR BOTTOM PLATE FRAMING SHALL BE 12D COMMON (0.148" X 3.2Y). 9. FLOOR DIAPHRAGM NAILING SHALL BE PLACED BETWEEN THE SPACING CALLED OUT FOR BOTTOM PLATE NAILING. DO NOT OVER NAIL THE BLOCKING. 10. ANCHOR BOLTS SHALL BE GALVANIZED 5/8" DIAMETER A-307 AND SHALL BE SECURED IN PLACE PRIOR TO CONCRETE POUR. WET STICKING OF ANCHOR BOLTS IS NOT ALLOWED. 11. GALVANIZED 3" X 3" X 0.229" (MIN.) PLATE WASHERS ARE REQUIRED AT EACH ANCHOR BOLT- SEE 8 THIS SHEET FOR PLACEMENT REQUIREMENTS. RECESSING PLATE WASHERS IN PLATES IS NOT ALLOWED. 12. LTP4 FRAMING PLATES SHALL BE INSTALLED WITH 12-81) X 1117 (0.131- X 2117) NAILS. RE: DETAILS 1, 2, 3 & 6/S1.1. 13. A35 FRAMING ANGLES SHALL BE INSTALLED WITH 12-BD X 110 (0.131" X 1 12') NAILS. RE: DETAILS 1, 2 & 3/S1A. 14. ALL NAILS INTO PRESSURE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED CONFORMING TO ASTM 153 OR STAINLESS STEEL. 15. ALLWOOD IN CONTACTWTH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. 16. WHERE BOTTOM PLATE NAILING SPECIFIES A SPACING OF 41NCHES OR LESS NAILS SHALL BE INSTALLED IN TWO ROWS OFFSET 1/21NCH AND STAGGERED. 17. GALVANIZED EXPANSION ANCHORS OF SIMILAR. DIAMETER AND EMBEDMENT ALLOWED AT INTERIOR BEARING AND PARTY WALLS. 18.2-2X'S IN LIEU OF 3X'S AT PANEL EDGES ACCEPTABLE PROVIDED STUDS ARE ATTACHED PER 10/51.2 SIM. AND BOTTOM PLATE SCALE: NONE SHEATHE NG ISILDING NAILED W THI10 . AtFGNC'�P f �Eg C�R 1/0OR 318" GYPSUM WALLBOARD PROVIDED --- I-----TF--IT---- 1----��----IT---FI 10 Ii II II 11 Al - II•I I I I I I I .rl O I•I I -I I• I1 I•I 1I I I I'I I I I I I I I•I f l �' I•I I -I - I• I1 II II 1 II II II•I II II II rl II I•I I•f l•. I r - - ' I - '- - r'- -'-•1 I NOTE: I 11 I I I 17 MINIMUMS E O - SH ALL BE 11 II II -0" X4'-0" I 1 I BLOCKALL PLYWD. II EDGES NOT SUPPORTED BY I• O FRAMING M � I O O I I-� I I I•I I• I II I'I I I- II II III . ® I I I•I II IJ II I•I III I•I I I I'I I I I I 9 O I I I I I I I I IJ I I I•I I• I I I I I I - _T.11 __ 11- _ _I - __L_ - - 10 i i 18 _-_-I ____rl____71-____ I r __-_r1-___Tr___I I, 1e II IIr II 11 II I'I II I'I I I O I•I I I I I I I I I I I I I I �I 11 I I I I I I YI I I I I � PI h •--(I Ir-'-'ter`-`-`Ir-'- II II 11 I II II II I'I I• 13 14 ® II 11 I I I I•I I I I I•I I I I I'I - I•I I• ,2 II I II, 11 I II I II' I I I I'I 18 I I l I•I I I I I'I I1 I I I i I I I I I I I'I I- 13 II � II II I1 1 I 17 �. .. ,.�. .e .... ._. .,: .. a �.:... :.7. .. SCALE: 3/4' =1'-0' 1 SCALE: 3/4-=1'-0. 1 g TYPICAL SIMPSON LTP4 AT INTERIOR SHEARWALL 1 g TYPICAL SHEARWALL NOMENCLATURE (ELEVATION) O1 (1) SHEARWALLTYPEW1 SHEATHING: 15/32" CDCC SHEATHING APPLIED DIRECTLY TO FRAMING NAILING: USE LENGTH DIA. BOTTOM PLATE/FRAMING 31/4"X0.148" PANEL EDGE NAILING 23/8"X0.146' SPECIAL INSPECTION: PER JURISDICTION STUD SPACING: 16"O.C. MAX STUDS AND PLATE: HEM-FIR#2 OR BETTER FLOOR THICKNESS: 23/32" ANCHOR BOLT: 5/8" DIA., 7" EMBED. RIMIBLOCKING: 0,148" DIA. NAILS AT 4" O.C./SG=0.50 VERTICAL LOAD TRANSFER CAPACITY3300 LB./FT. - LATERAL LOAD TRANSFER CAPACITY (125") 600 LB./FT. LATERAL LOAD TRANSFER CAPACITY (3.50) 12DO LB.IFT. RIM, BLOCKING BOTTOM PLATE NAILING NO. PIECES/THICKNESS (CLOSEST SPACING) (1) ROWS 0.148" DIA AT 4" O.C.(1)11.25- (2) ROWS 0.148" DIA AT 4" O.C.(1) / 1.75' (3) ROWS 0.148" DIA AT 4" O.C.(1) / 3.50' APPROVED RIM PRODUCTS: TRUSJOIST ER-4979TIMBERSTRANDLSL2.OE,PARALLAMPSL2.OE TJSTRAND, MICROLAM LVL RIM BOARD SUBSTITUTIONS TO ABOVE REQUIRE ENGINEER OF RECORD APPROVAL PRIOR 1 INSTALLATION. SUBMIT DOCUMENTATION BY A CODE APPROVED AGENCY. CONFIRMING THE REQUIRED CAPACITIES AND MINIMUM NAIL SPACING FOR THE f29ED. SHEATHING PANELS MAY BE INSTALLED EITHER VERTICALLY OR HORIZONTALLY ALL PANEL EDGES SHALL BE FASTENED TO STUDS OR BLOCKING. O3 (3) PANEL EDGE NAILING: NAILING AT ALL OUTER EDGES OF SHEATHING PANELS IN SHEARWALLS SHALL BE FASTENED PER THE SHEARWALL SCHEDULE. ® (4) FIELD NAILING: WITHIN THE FIELD OF THE PANEL, AT FRAMING MEMBERS, THE PANELS ARE LES CLOSELYFASTENED. O5 (5) FRAMING AT ADJOINING PANEL EDGES: WHERE TWO PIECES OF PLYWOOD JOIN ON A FRAMING MEMBER, THE PANEL EDGE NAILING FROM EACH PANEL IS TO BE STAGGERED. SOME WALLS REQUIRE 3 INCH NOMINAL FRAMING MEMBER (EITHER A STUD OR BLOCKING) AT ADJOININ PANEL EDGES (SEE SHEARWALL SCHEDULE FOR WALL TYPES REQUIRING 31NCI NOMINAL FRAMING MEMBERS AT ADJOINING PANEL EDGES). DOUBLED STUDS Al GENERALLY NOT ACCEPTABLE FOR THIS APPLICATION. WHERE A SINGLE PANEL EDGE LANDS ON A FRAMING MEMBER, A 21NCH NOMINAL FRAMING MEMBER SHF BE ACCEPTABLE (AT ENDS OF WALLS FOR EXAMPLE). BLOCK ALL PLYWOOD EDC NOT SUPPORTED BY FRAMING MEMBERS AND NAIL W/PANEL EDGE NAILING. (6) BOTTOM PLATE: O7 (7) BOTTOM PLATE NAILING: LOCATE THE NAILING THROUGH THE BOTTOM PLATE SO AS TO FULLY PENETRATE THE SOLID BLOCKING OR CONTINUOUS RIM BENEATH THE FLOOR SHEATHING, SPACED AS PER THE SHEARWALL SCHEDULE. ® (8) FLOOR DIAPHRAGM NAILING: FLOOR DIAPHRAGM NAILING SHALL BE INSTALLED BETWEEN THE SPACING SHOWN FOR BOTTOM PLATE NAILING. LOCATE ADJOINING PANEL EDGES OF FLOOR SHEATHING AWAY FROM SHEARWALLS. FIELD NAILING OF FLOOR SHEATHING MAY BE OMITTED AT SHEARWALL BOTTOM PLATE NAILING. RE: NOTES 0650D O (9) RIM/BLOCKING: JOIN ADJACENT RIMS AND BLOCKING WITH FACE NAILING AS SPECIFIED ABOVE. SHIM WITH FULL HEIGHT SHIMS, ADJUST FACE NAIL LENGTHS. REFER TO PLANS FOR ADDITIONAL SEISMIC CONNECTIONS AT THE FLOOR OR ROOF LEVEL. 10 - (10) RIM / BLOCKING TO TOP PLATE CONNECTION - THE CONTINUOUS RIM OR SOLID BLOCKING THAT IS PART OF THE SHEARWALL ASSEMBLY SHALL BE CONNECTED TO THE DOUBLE TOP PLATE OR FOUNDATION SILL PLATE WITH APPROVED CONNECTORS AND SPACED PER THE SHEARWALL SCHEDULE. 11 (11) DOUBLETOPPLATE: LAP AND SPLICE - SEE PLANS FOR ADDITIONAL SEISMIC CONNECTIONS AT THE FLOOR OR ROOF LEVEL. 12 (12) FOUNDATION SILL PLATE: ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. THE FOUNDATION SILL PLATE SHALL BE EITHER 21NCH NOMINAL OR 3 INCH NOMINAL DEPENDING ON THE SHEARWALL SCHEDULE. 13 (13) ANCHOR BOLTS: FULL DIAMETER ANCHOR BOLTS, ASTM A-307 SHALL BE SECURED IN PLACE PRIOR TO PLACING CONCRETE. MINIMUM EMBEDMENT IS 7INCHES. MIN. (2) BOLTS PER PIECE OF PLATE, W/(1) BOLT NOT MORE THAN 12" FROM END OF PIECE. 14 (14) PLATE WASHERS: PLATE WASHERS SHALL BE REQUIRED FOR FOUNDATION SILL PLATE CONNECTIONS, 3" X 3" X 114" MINIMUM. DO NOT RECESS BOLTS IN SILL PLATE UNLESS SPECIFICALLY DETAILED ELSEWHERE. 15 (15) SQUASH BLOCKS: IN THE FLOOR CAVITY OF PLATFORM FRAMING POST LOADS SHALL BE PROVIDED WITH ADDITIONAL STIFFENERS EQUAL TO THE POST SIZE FROM ABOVE THAT CONTINUES THROUGH THE FLOOR. 16 (16) DIAPHRAGM: SEE (1) FOR SHEARWALL, FLOOR AND ROOF DIAPHRAGM THICKNESS. 17 (17) CONCRETE BASE: CONCRETE FOUNDATION OR BASE. 18 (IS) HOLDOWN: SEE SHEET SI.2 FOR HOLDOWN DETAILS AND ADDITIONAL STUDS REQUIRED. - APR Z 5 d 8 3 U� yam C y $ E UJ �o 7 R , 3o NTi U § w r � w m C7o ¢ > 0 fWf^ 1.Y! c V N L1 ".L LL U Qz LoQ =5 co 0o `w rn 8 NOTE: HOLDOWN SBA STUDS TO RECEIVE SHEARWALL HOLDOWN PANEL PER PLAN EDGE NAILING NOTE: AT CORNER CONDITIONS, HOEDOWN STRAP ME BE LOCATED AT EITHER FACEOFTHESTEM WALL. �V 12 St. SCALE: 3/4' = 1'-0' 11 EXTERIOR HOLDOWN - ELEVATION 4X PER PLAN I MSTC48B3 o 1 START NAILS 1 1/2" NO NAILS REQ. ROM END OF STUD FACE NAILS BEAM PER PLAN (4) 0.148" DIA. X 3" (12) 0.148" DIA. X W 2 7/R' PRE BENT #4 CONT. HOLDOWN PER PLAN HOLDOWN FASTENERS AND WOOD STUDS PER CL HDU IN STUD PLAN AND HOLDOWN SCHEDULE A: STRAP TYPE B: HOLDOWN SCALE: 3/4" V-0" [1-21 EXTERIOR HOLDOWN ADDED STUD FOR HD TYPE HOLDOWNS (COUNTERSINI HOLDOWN PER PLAN BEAM PER PLAN PL5x5x3/8' a� � M SCALE:3/4' = V-0' SCALE:3J4' =1'-0' 0 16 HOEDOWN AT EXTERIOR 1J TYPICAL HOLDOWN TO BEAM aw --�_ STRAP STRAP ---_— P4 PARTIAL PLAN: SHEARWALL WITH FORCE TRANSFER SCALE: NO' = TV FRAMING AT PANEL EDGES PER SHEARWALL SCHEDULE HEADER PER PLAN PANELEDGE NAILING I I (P.E.N.) ALL EDGES OF ALL II II II II SHEETS PER SHEARWALL CS22 X48" HEAD/SILL SCHEDULE I I W/(36)10d NAILS I I 3 U.N.O. PER PLAN I I I I I oO II II II BLKG.W/EDGE NAILING II II II PLACE EDGE NAILS INTO POST ��FIEp�WpLL I I PEEOGENAILING QULE I I PER PLAN OR (2) 2x STUDS AT I I HEAD, KIN IM I II ENDS OF SHEARWALLS. II II STUDS IIl fl II ` II II II II II �I II II II Tf TI II II II POST&HOLDOWRI I I I I III I I I II I I III I y I II III II II II II III II I I II I I II II II II I I II I PER HOEDOWN SCHEDULE ^^ ^^ ^^ ^^ M ^^ ^^ ^^ HOLDOWN PER PLAN ❑ r-==1�rF= -==n==1 _ I I STAGGER NAILING AT PLYWOOD JOINTS III I I I HEADER PER PLAN I I I I III II I CS22 X48" IEAD/SILL II I III _ PLYWOOD SHEATHING 3 III I I I W/(36)100 NAILS I I I I III PER SHEARWALL SCHEDULE (TYP.) O Z III I I U.N.O. PER PLAN I I I I III III I I BUNG. W/ EDGE NAILI I I III 3 III PER SHEARWAL HEDULE I I III FIELD NAILING (F.N.)-TYP. EDGE NAILI AT SILL, II III II II III HEAD G & TRIM STUDS POST & HOLDOWN III I I I I I I III PER HOLDOWN SCHEDULE III II II If TI II II III II II III II II II II III II III II II III II II II II III II I I I I I I I I I I I I HOEDOWN BOLT SEE HOLDOWN SCHEDULE 1 i i 5' MIN. ANCHOR BOLTS 9"MAX. SEE SHEARWALL SCHEDULE FOR PLYWOODIO.S.B. SHEAR PANELS SIZE, SPACING AND EMBEDMENT TYPICAL DETAIL FOR SHEARWALL SCALE: 3/4' = V-C, ® WI FORCE TRANSFER AROUND WINDOW OPENINGS STRAP TYPE HOLDOWN PER PLAN (3)10d (TYP.) —� JOISTS PER PLAN BEND STRAP UNDER MULT. JOIST/BEAM U.N.O. PER PLANS - SCALE: 3/4' V-0' 18 HOLDOWN DETAIL BLKG. @ WALL LINE SHEARWALL RE: PLAN — SAW CUT IN PLY TO ACCEPTSTRAPAT INTERIOR STRAP RE: PLAN OVER SHEATHING — SHEARWALL RE: PLAN — SCALE: 3/4' = l'-(" 14 ADDED STUD FO TYPE HOLDOWN: (COUNTERSINK) HOLDOWN& FASTENER SCHEDULE (HF STUDS) HARDWARE WOOD MEMBER/POST FASTENER ROD ANCHOR EMBEDMENT STEM DETAIL MARK TYPE DIAMETER (MINIMUM) 2X4 WALL 2X6 WALL STEM THICKENED STEM THICKENED FOOTING SLAB HDi C616 2X4 2X6 (28)8d N.A. N.A. - N.A. - N.A. HD2 MST37 (2)2X4 (2)2X6 (22)16d N.A. N.A. - N.A. - N.A. HD3 MST48 (2)2X4 (2)2X6 (34)16d N.A. N.A. - N.A. - N.A. RE: 14,15/81.2 HD4 . MST60 l2)2X4 (2)2X6 (48)16d N.A. N.A. - N.A. - N.A. H05 LSDTHD8 LSDTHD8RJ (2)2X4 (2)2X6 (16)12d STRAP N.A - 8" - 8" HD6 STHD14 (2)2X4 (2)2X6 (24)12d STRAP N.A. - 14" _ 8 , RE: STHD14RJ 1 2/S12 HD7 HTT22 (2)2X4 (2)2X6 (32)12d 5/8" N.A. - 9" - 8" NOS HDU2SDS2.5 (2) 2X4 (2) 2X6 (6) BOB 5/8" 111. 6" 114X2 W.' 1 HD9 HDU4SDS2.5 (2) 2X4 (2) 2X6 (10) S IS SR5/8X24 11" 8" ROD & NUTANASHERN0 HD10 HDU5-SDS2.5 (2)2X4 (2)2X6 (14) BOB SB5/8X24 111. 6' 110211T PER 12/51.2 RE 10/86.0 RE: S1.2 HDII HDUBSDS2.5 (2)2X4 (2)2X6 (20)SDS 4X4 4X6 1/4X21/Z` MD12 HDUIISDS2.5 06 6X6 (30) SIDS 1" 16" 8" 1/4X21/2" RE: 2/S1.2& 12IS1.2 HD13 HD19 - 6X6 i"DI(5)M.B. 11/4" 16" 8,� HD14 HDUI4SDS2.5 4X6 6X6 (36) SDS 8" RE7IS1.2 17 HD15 MSTC48B3 (2) 2X4 (2) 2X6 (12)10d FACE, (4)10d BOTTOM, (38)10d STUDSIPOST RE: HOLDOWN AND FASTENER SCHEDULE NOTES; 1.. HOLDDOWNS SHALL SEAS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY. 2. 160 = 0.162" DIA. X 31/2" LONG. 3. USE HALF THE REQUIRED NAILS IN EACH MEMBER BEING CONNECTED. 4. SCREWS SHALL BE SOS 1/4" DIA. X 21/2" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY. 5. HOLDDOWN ANCHORS SHALL BE SECURED IN PLACE PRIOR TO PLACING CONCRETE. 6. ANCHOR BOLT NUT SHALL BE FINGER -TIGHT PLUS 1/3-1/2' TURN WITH HAND WRENCH. CARE SHALL BE TAKEN TO NOT OVER -TORQUE THE NUT. IMPACT WRENCHES SHALL NOT BE USED. 7. HDU HOLDDOWNS SHALL BE INSTALLED CENTERED ALONG THE WIDTH OF THE ATTACHED POST. 8. RE: NOTES SECTION 06100 "ROUGH FRAMING" FOR THE REQUIRED POST SPECIES AND GRADE. 9. BUNDLED STUDS PER DETAIL 18IS1.2 10. STRAP TIE HOEDOWNS. NAIL STRAPS FROM BOTTOM UP. INSTALL WITH STRAP MATE "NO WET STOKING'. I I. ANCHOR BOLT HOLDOWNS SHALL BE ASTM A307 OR A36 STEEL ANCHOR HEAD REQUIRES NUTIWASHER. SCALE: 314' =1'-0' �o SHEARWALL SCHEDULE SHEARWALL . RE: PLAN STRAP RE: PLAN OVER SHEATHING HOEDOWN NAILING HOEDOWN I _ RE: HOLDOWN SCHEDULE RE: HOLD01 � 'o BUNDLED STUDS RE: HOLDOWN SCHEDU o BUNDLED STUDS RE: HOLDOWN SCHEDULE -------- RE: HOLDOWN SCHEDULE FOR SHEARWALL ADDITIONAL INFO. RE: PLAN • PROVIDE 15/8" MIN. END NOTE: RE;HOEDOWN SCHEDULE SHEATHING NOT • PROVIDE 15M' MIN. END SHOWN FOR DISTANCE FOR STRAPS FOR ADDITIONAL INFO. DISTANCE FOR STRAPS CLARITY SCALE: 374'= 1--0" INTERIOR HOLDOWN 15 EXTERIOR HOLDOWN .DOWN PER PLAN IVE & BELOW FLOOR )F STUD OR JOISTSIRIM I PLAN WOOD POSTS FASTENERS PER SCHEDULE�j PER SCHEDULE SCALE: 3/4' V-0' 19 TYPICAL HOLDOWON FLOOR TO FLOOR _' A D[� : ). � cLl �� vI APR 2 0 20V V Z � NN . O� 8 8r row WN�a �o s 36�-s jo go 16 U m t !, O � O m a 2 U C , 2 U z° U 4 i2 h ' �i2�'a w 1- _m ❑ w o mz< W U w � y Y W y L i� ` V N U Qz Q S1.2 �9li Foundation Legend Foundation Notes 1. ALL SOIL BEARING SURFACES SHALL BE SUBJECT TO PRIOR TO REINFORCING AND CONCRETE PLACEMENT. F2.0 FOOTING TYPE SEE SCHEDULE 2. CENTER INTERIOR FOOTINGS ON WALLS OR COLUMNS, TYPICAL U.N.O.. /3. G� COLUMN TYPE VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. 4. SEE ARCHITECTURAL SHEETS FOR WALL AND FLOOR DRAIN LOCATIONS. 5. ALL CONCRETE WALLS SHALL BE 8" THICK, TYPICAL U.N.O. (E) EXISTING 6. SEE 4/S6.00 FOR STEPPED FOOTINGS. 7. BOTTOM OF FOOTINGS SHALL BE MIN 18" BELOW FINISHED GRADE. Note: ALL SECTION CUTS ARE TYPICAL 6X6 DF#1 SIMPSON ABU66Z J 12" WIDE X 18" DEEP THINKENED SLAB EDGE 8" CONC STEM WALL W/16"XB"FOOTING W/(2)#5 CONT, TYP. F16 \ ` ;y 0-0- \ \ \ �.� 4" CONC. S.O.G. \ W/ 6x6 x W1.4XW7.4 W.W.F. \ "\ \ ATOP 2" DRY SAND ATOP VAPOR BARRIOR ATOP \ 6" CAPILARY BREAK ATOP PREPARED SUB BASE. {. \ FINISH FLOOR ELEV.= PER ARCH \ INULSATION PER ARCH. t, \ \ Tx \ 18 \ \ S60 ;_L \ X8 DF#1 \ TYP \ \ \ \\ F4.5 \ \ SIMPSON CBSO88SDS2 \ F16 � I \ I I I I I I \ \ I \ \ I \ I I 4 1 I \ \ I I \ \ SCALER/4" = IA' in FOUNDATION PLAN (E) FTG TO REMAIN Foundation Schedule MARK DEPTH SIZE REINFORCING DETAILS F78 8" T-4"XCONT. (2)#5 CONT. BOTTOM 16/S6.0 F7.5 10" 1'S"Xil. (2)#5 EACH WAY BOTTOM F3:0 10" 3'-W X 3'-0" (4) #5 EACH WAY BOTTOM F4.5 12" 4'$" X4'E" (5) #5 EACH WAY BOTTOM Note: PLANS PREPARED USING ARCHITECTURAL BACKGROUNDS RECEIVED 01,21.18 X6 DF#1 SIMPSONABU66Z F3.0 XB DF#1 SIMPSON ABU66Z 8" CONC STEM WALL W/18' X 8" FOOTING W/(2).95 CONT, TYP 18 ss.o \ypGv I F16 \Gr \ \� 4" CONC, S.O.G. 1 W/ 6x6 x W7.4xW1.4 W W F. ATOP 2" DRY SAND A10 VAPOR SARRIOR ATOP 6" CAPILARY BREAK ATOP PREPARED SUB BASE, FINISH FLOOR ELEV. = PER ARCH - ._._..._................. ...... _...... INSULATION PER ARCH. �oJ I I CONC STAIR PER ARCH I I F18 F1.5 58.0 e SIMPSON ABU66Z 8" CONC STEM WALL W/16" X W FOOTING W/(2p15 CONT, TYP (E) SLAB ON GRADE TO REMAIN (E) FTG TO REMAIN U 8' Z N N 0) N m Can CN`Eo <0 f9�m P'S c `zgt w 1 ¢N cg O m U 0 U z U r � N mi�o¢ a W ry W 0— V�I W N Ct x � Qx C� I�ti � DD w Ciee`l C, - Bearina Wall Stud Schedule WALL TYPE PLATE SIZE STUD SIZE AND SPACING RIM EXTERIOR, INTERIOR 2X6 (WITHOUT BRICK) 2 X 6 2X6 @ 18" O.C. 2X10 HI STAIR WALL 2X4 2X4@16"O.C. 2X10 HI INTERIOR 2X4 2 X 4 2X4 @ 16" O.C. 2X10 HF#2 BEARING WALL NOTES 1. SEE SHEARWALL SCHEDULE SHEET 89.0 FOR WALL SHEATHING, ADDITIONAL PLATE AND STUD REQUIREMENTS BLOCKING AND PLATE NAILING. SEE SAWN LUMBER STRUCTURAL NOTES SHEET 81.01 FOR SPECIES AND GRADE OF WALL PLATES AND STUDS. 2. SECURE SILL PLATES TO CONCRETE WITH 5/8" DIA. X 10" LONG ANCHOR BOLTS WITH 7" EMBED, AT 48" ON CENTER TYPICAL UNLESS NOTED OTHERWISE. REFER TO SHEARWALL AND HOLDOWN SCHEDULE FOR ADDITIONAL ANCHOR BOLT REQUIREMENTS. WHERE PRESERVATIVE TREATED WOOD IS USED, REFER TO THAT NOTE SECTION FOR CORROSION PROTECTION REQUIREMENTS FOR CONNECTORS. 3. SEE DETAIL 3/S9.I FOR TOP PLATE SPLICE. PROVIDE ADDITIONAL CONNECTORS AT SHEARWALLS AS INDICATED ON THE PLANS. 4. STUDS ARE GENERALLY HEM FIR STUD GRADE TYPICAL UNLESS NOTED OTHERWISE. AT LOWER LEVELS USE HF NO.2 GRADE AS NOTED Floor Joist Schedule CLEAR SPAN D L PART. JOIST SIZE AND SPACING Jt UP TO 19'-0" 15 40 10 TJI 230 AT 12"O.C. O J2 UP TO 13'-7" 25 40 10 2X10 DF#2 @ 16" O.C. Y U DJ1 UP TO 9-0" 25 228 - PT (2)2X10 DF#2 @ 16" O.C. o DJ2 UP TO 11'-3" 15 60 PT 2X10 DF#2 @ 16" O.C. 1. JOIST MANUFACTURER SHALL PROVIDE LAYOUT DRAWING FOR APPROVAL. SUBSTITUTIONS SHALL FURNISH EVIDENCE OF EQUIVALENT FLOOR STIFFNESS THAT MAY BE GREATER THAN THAT REQUIRED BY CODE. 2. SEE 6/89.0 FORTYPICAL JOIST TO BEAM CONNECTION. 3. "PP'- PRESSURE TREATED. Wood Beam Schedule MARK BEAM TYPE XX-1 08 OF #2 XX-2 312 X91/4"GLB XX3 312 X 11 1/4" GLB XX-4 512 X9IW GLB XX-5 512 X1T'GLB XX-6 5118 X2L5"GLB WOOD BEAM SCHEDULE NOTES 1. 2X, 3X, 4X LUMBER SHALL BE DF#2 OR BETTER, TYPICAL UNLESS NOTED OTHERWISE AND GREATER SHALL BE OF NO.1 OR BETTER TYPICAL UNLESS NOTED OTHERWISE. 2. TYPICAL GLULAM BEAMS (GLB) SHALL BE 24F - V4 CANTILEVERED GLULAM BEAMS (GLB) SHALL BE 24F- V8 4. SEE HANGER SCHEDULE ON 51.0 FOR ALL BEAM HANGERS. A ALL INDOWSATSHEARWALLTO FORCE TRANSFER STRAPPING PEI UPPER FLOOR LEVEI (V-4 5/8" CUR. TO FRP \ BID OVI UPI BUI MA PER SHEET S1.02 SHEARWALL OVER FRAMING N PLYWOOD i�PER SCHEDULE XX-10 BEAM SIZE FB-FLUSHBEAM DB-DROPPED BEAM HR-HEADER SHEETS1.03 HOLDOWNS I, PER SCHEDULE 1 ® #OF BUNDLED STUDS. SECURE TOGETHER W/(2)16d AT 12" O.C. DRAG STRAP S1 PER SCHEDULE Note: SHEET 51.03 ARE TYPICAL ALL SECTION CUTS SCALE:1/4' =1' 0' 1❑ MAIN FLOOR FRAMING PLAN Notes 1. ROOF FRAMING- PRE ENGINEERED WOOD TRUSSES AT 24"ON CENTER AND 9, SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE ADDITIONAL FRAMING AS SHOWN ON THE ROOF FRAMING PLAN. SEE SHEET SHEARWALL SCHEDULE ON SHEET S9.0 51.00 AND 57.01 FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 10. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON STRONG -TIE. ROOF OVER -FRAMING AT MECHANICAL AREAS- 2X8 HEM FIR NO.2 AT 16" ON 11. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. CENTER. PER DETAIL 4310.3. 12. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 2. FLOOR FRAMING- JOIST AND SPACING SHOWN IN SCHEDULE TYPICAL UNLESS 13, BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED DOWN TO NOTED OTHERWISE PER PLAN. USE "U" HANGERS TO MATCH JOIST SIZE AT FOUNDATION OR SUPPORTING BEAM. FLUSH FRAMING CONDITIONS SECURE JOIST TO TOP PLATES WITH (2)8D 14. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) FULL HEIGHT STUD NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEARWALLS SHALL AT EACH END FOR BRACING TYPICAL UNLESS NOTED OTHERWISE. BE DOUBLED TYPICAL UNLESS NOTED OTHERWISE. 15. PROVIDE MINIMUM (2) 2X BUNDLED STUDS UNDER EACH BEAM, TYPICAL 3. BLOCKING AT BEARING AND SHEARWALLS SHALL BE PER BEARING AND SHEARWALL UNLESS NOTED OTHERWISE. SCHEDULE. SEE FLOOR JOIST SCHEDULE. FLOOR SHEATHING SHALL BE GLUED AND 16. FOR LEDGER CONN AT ALONG HOT TUB USE 4. NAILED. 5. WALLS INDICATED ARE BELOW THE FRAMING LEVEL. SEE BEARING WALL SCHEDULE 17. THIS SHEET. 18. 6. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL BE DESIGNED 7. AND BUILT TO ACCOMMODATE 3/8" PER FLOOR WOOD SHRINKAGE. 8. SEE DETAIL 2/89.0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES AS APP;'2 G '� U $ Z w� L N H GM1 Cw� �yNE 0. 1t6 !��' 2 :2 0)mN� N v. o O N O N � a w U 2� e U 2 U � W F H � o y m CfO¢ N N u O W U N Y w^ U) INN W EL • rl V T1:73 W� wWC (No C73 N O Q 000 W S2.1 Raarina Wall Stud Schedule WALLTYPE PLATESIZE STUD SIZE AND SPACING RIM EXTERIOR, INTERIOR 2X6 (WITHOUT BRICK) 2 X 6 2X6 @ 16" O.C. 2X10 HF#2 STAIR WALL 2X4 2X4 @ 15' O.C. 2X10 HF#2 INTERIOR 2X4 2X4 2X4@16"O.C. 2X10 HF#2 BEARING WALL NOTES 1. SEE SHEARWALL SCHEDULE SHEET 89.0 FOR'NALL SHEATHING, ADDITIONAL PLATE AND STUD REQUIREMENTS BLOCKING AND PLATE RAILING. SEE SAWN LUMBER STRUCTURAL NOTES SHEET S1.01 FOR SPECIES AND GRADE OF WALL PLATES AND STUDS. 2. SECURE SILL PLATES TO CONCRETE WITH 5/8" DIA. X 10" LONG ANCHOR BOLTS WITH 7" EMBED, AT 48" ON CENTER TYPICAL UNLESS NOTED OTHERWISE. REFER TO SHEARWALL AND HOLDOWN SCHEDULE FOR ADDITIONAL ANCHOR BOLT REQUIREMENTS. WHERE PRESERVATIVE TREATED WOOD IS USED, REFER TO THAT NOTE SECTION FOR CORROSION PROTECTION REQUIREMENTS FOR CONNECTORS. 3. SEE DETAIL 3/S9.I FOR TOP PLATE SPLICE. PROVIDE ADDITIONAL CONNECTORS AT SHEARWALLS AS INDICATED ON THE PLANS. 4. STUDS ARE GENERALLY HEM FIR STUD GRADE TYPICAL UNLESS NOTED OTHERWISE AT LOWER LEVELS USE HF NO.2 GRADE AS NOTED Floor Joist Schedule CLEAR SPAN D L PART. JOIST SIZE AND SPACING J1 UP TO 19'-0" 15 40 10 TJI 230 AT 12" O.C. 0 LL J2 UP TO 13'-7" 25 40 10 2X10 DF#2 @ 16" O.C. U DJ1 UP TO 9-0" 25 228 - PT (2)2X10 DF#2 @ W' O.C. DJ2 I UP TO 11'-3" 1 15 60 - PT 2X10 DF#2 @ 1W O.C. 1. JOIST MANUFACTURER SHALL PROVIDE LAYOUT DRAWING FOR APPROVAL. SUBSTITUTIONS SHALL FURNISH EVIDENCE OF EQUIVALENT FLOOR STIFFNESS THAT MAY BE GREATER THAN THAT REQUIRED BY CODE. 2. SEE 6/ S9.0 FOR TYPICAL JOIST TO BEAM CONNECTION. 3. "PT'- PRESSURE TREATED. Wood Beam Schedule MARK BEAM TYPE XX-1 148 DF #2 XX-2 31f2 X9IWGLB XX-3 31/2 X 11 V4"GLB XX-4 5112 X 91W GLB XX-5 51/2 X12"GLB XX-6 51/8 X21.5'GLB WOOD BEAM SCHEDULE NOTES 1. 2K 3X, 4X. LUMBER SHALL BE DF#2 OR BETTER, TYPICAL UNLESS NOTED OTHERWISE. -6X AND GREATER SHALL BE OF NO. 1 OR BETTER TYPICAL UNLESS NOTED OTHERWISE. 2. TYPICAL GLULAM BEAMS (GLB)SHALL BE 24F-V4 3. CANTILEVERED GLULA.M BEAMS( GLB) SHALL BE 24F-V8 4. SEE HANGER SCHEDULE ON S1.0 FOR ALL BEAM HANGERS. ALL WINDOWS AT SHEARWALL TO HAVE -- FORCE TRANSFER STRAPPING PER 8/S1.2 PER SCHEDULE PER SHEET S1.02 XX-10 BEAM SIZE w H EARRWDLL OVER FRAMING FB - FLUSH BEAM �-I DB-DROPPEDBEAM HR-HEADER SHEET S1.03 HOLDOWNS PERSCHEDULE DRAG STRAP ® #OF BUNDLED STUDS. SECURE Si PER SCHEDULE Note: TOGETHER W/(2)16d AT IT O.C. SHEETS1.03 ARE TYPICAL " ALL SECTION CUTS Framing Notes 1. ROOF FRAMING- PRE ENGINEERED WOOD TRUSSES AT 24"ON CENTER AND 9. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE ADDITIONAL FRAMING AS SHOWN ON THE ROOF FRAMING PLAN. SEE SHEET SHEARWALL SCHEDULE ON SHEET S9.0 S1.00 AND S1.01 FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 10. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON STRONG -TIE. ROOF OVER -FRAMING Ai MECHANICAL AREAS- 2X8 HEM FIR NO.2 AT WON 11. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. CENTER. PER DETAIL4/510.3. 12. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. 2. FLOOR FRAMING -JOIST AND SPACING SHOWN IN SCHEDULE TYPICAL UNLESS 13. BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED DOWN TO NOTED OTHERWISE PER PLAN. USE "U" HANGERS TO MATCH JOIST SIZE AT FOUNDATION OR SUPPORTING BEAM. FLUSH FRAMING CONDITIONS. SECURE JOIST TO TOP PLATES WITH 12) 81) 14. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF III FULL HEIGHT STUD NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEARWALLS SHALL AT EACH END FOR BRACING TYPICAL UNLESS NOTED OTHERWISE. BE DOUBLED TYPICAL UNLESS NOTED OTHERWISE. 15. PROVIDE MINIMUM (2) 2X BUNDLED STUDS UNDER EACH BEAM, TYPICAL 3. BLOCKING AT BEARING AND SHEARWALLS SHALL BE PER BEARING AND SHEARWALL UNLESS NOTED OTHERWISE. SCHEDULE. SEE FLOOR JOIST SCHEDULE. FLOOR SHEATHING SHALL BE GLUED AND 16, FOR LEDGER CONN AT ALONG HOT TUB USE 4. NAiLED. S. WALLS INDICATED ARE BELOW THE FRAMING LEVEL. SEE BEARING WALL SCHEDULE 17. THIS SHEET. 19, 6. PLUMBING,MECHANICAL, AND ELECTRICAL SYSTEMS SHALL BE DESIGNED 7. AND BUILT TO ACCOMMODATE 3/8"PER FLOOR WOOD SHRINKAGE. 8. SEE DETAIL 2/S9.0 FOR TYPICAL HEADEWBUNDLED STUD CONSTRUCTION. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENTING LOCATIONS. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES AS NOTED ON SHEET S1.0 Note: PLANS PREPARED USING ARCHITECTURAL BACKGROUNDS RECEIVED 01.21.18 1 12 S9.3 I I F 4f w N m � w 0 ¢ W U fV Y n SCALE: 1/4" =1'-0' ROOF FRAMING PLAN -:, APR 2 6 2919 S2.2 BAR 17c3000 PSI SIZE Ld OTHER BARS LAPSPLICE 'TOP BARS LAPSPUCE #3 16' 21' 1.. #4 22" 1. 1. #5 2T' 36' 46' LAP SPLICE SCHEDULE NOTES: 1. TENSION LAP SPLICE SHOWN ABOVE FOR CONCRETE COVER GREATER THAN OR EQUAL TO BAR DIAMETER AND CENTER TO CENTER SPACING GREATER THAN OR EQUAL TO TWO BAR DIAMETERS (SPACING AND COVER CASEI). TENSION LAP SPLICE SHOWN ABOVE ARE CLASS B SPLICES. 2. "OTHER BARS" ARE ALL VERTICAL BARS AND HORIZONTAL BARS WITH LESS THAN 12" OF CONCRETE CAST BELOW THE BAR. 3. 'TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS. 4. COMPRESSION LAP SPLICES SHALL BE 30 BAR DIAMETERS MIN. U.N.O.ON THE DRAWINGS 5. DEVELOPMENT LENGTH (Ld) IS "OTHER BARS", CLASS A. SCALE: NONE If] TYPICAL LAP SPLICE SCHEDULE SEE PLAN FOR NOTE: STEP LOCATION TYPICAL FOOTING REINFORCING NOT SHOWN FOR CLARITY 1.5 H x kA 15 ADD(2)#4x BOTTOM . ADD(1)#4z lE ,.. AT BOTTOM OF FOUNDATION WALL i � (— T T=FOOTING THICKNESS SCALE: 3/4" = P-0" © TYPICAL STEPPED FOOTING 2x6 AT WOC RE: NOTES 06100 SHEATHING, RE: PLAN FOR SHEARWALL TYPE, RE: NOTES 06500 PANEL EDGE NAILING RE: PLAN FOR WALL TYPE RE: NOTES 065W EXTERIOR SLAB AT SIM. SECTION T.O. STEM ti RE: PLAN 11 s,�7 -. z I . T.O. FTG (RE'3�PLAN) c ` 4" DIAMETER FOUNDATION DRAIN - "'—� �.-. `REINF. W/(1) CF/FOOT PEA 3° CLR RE: PLAN GRAVEL IN GEOFABRIC LINER. EC. 8" EQ. #5 VERT. AT 15"OC ALTERNATE HOOKS RE: PLAN y TYP EXTERIOR WALL AT GARAGE ANCHOR BOLTS RE: WS1.1 AT SHEARWALL BAR SIZE D STANDARD 180 DEGREE HOOK STANDARD 90 DEGREE HOOK D AORG J BAR SIZE D I AORG #3 6db 21/4" 5" 3" #3 21/4" 6" #4 Sdb 3" 6" 4" #4 3" B" #5 6db 3314" 7' S" #5 33/4" 10" 96 6db 412" 8" 6" #6 412" 11-0" HOOK O AorG t��t 4dbor 212"MIN. STANDARD 180 DEGREE HOOK STANDARD 90 DEGREE HOOK D=FINISHED INSIDE BEND DIAMETER SCALE: NONE 0 a.". L.-- L.W. (LONGITL STANDARD HOOK DETAILS IOTTOM REINFORCING IS 3" CLEAR OF REINFORCING IS 2" CLEAR ,IE TRANSVERSE REINFORCING TO TOP OF BOTTOM REINFORCING AND BOTTOM OF TOP REINFORCING. BAR SIZE D D STIRRUP HOOKSMES SEISMIC STIRRUPITIE 90 DEGREE 135 DEGREE 135 DEGREE SEISMIC H00 AorG AurG APPROX.H AorG APPROX.H #3 4db 110 4" 4" 21/2" 41N' 3" #4 4db Y 410 412" 3" 412" 3" #5 4db 212" 6" 51T 3314' 512" 3314" #6 1 6db 412" 1'-0" 7314" 41/2" 73/4" 41fr 6db for #3,#4,#5 02 12ciblor#6,#7,#8 0a o1Q� +r o d o d o d a z a 90DEGREE 135DEGREE 6db for#3,#4,#5 STIRRUP HOOKSMES STIRRUPS HOOKSMES 12dbfor#6,#7,#8 D=RNISHED INSIDE BEND DIAMETER 135 DEGREE SEISMIC STIRRUPSITIES SCALE: NONE 0 STIRRUP and TIE HOOK DETAILS #4x4'-0" AT 12"OC 1"MIN. (1)#4 EACH NOSE " SCALE: 3/4" T-0" I SCALE:3/4" =1'-0' 7❑ TYPICAL FOOTING REINFORCEMENT PLACEMENT (E) SLAB ON GRADE TO RE IN EMBED FROM 'OF(E)CONCRETE DIA THREADED ROD XY WI SIMPSON ET -HP (E)FOUNDATION AND STEM WALL TO REMAIN RE: NOTES 06000 OTHER SCALE:3/4'=1'-0" LOCATIONS 12 HUDU AT (E) STEM WALL/FOUNDATION FOUNDATION SILL PLATE RE: 01.1 AT SHEARWALL (2A P.T. MIN.) RE: NOTES 06100 3/4" CHAMFER #4 AT 10"OC SLAB HORIZ. RE: PLAN T.O. SLAB _ — y ELEV. VARIE (RE: PLAN) �� II NOTE: INSULATION BY OTHERS. U NOTE: #4 AT 18"OC STAIR DESIGN EACH WAY PER ARCHITECT (2) #4 HORIZ. RE: ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION. TYPICAL STAIR ON GRADE 1/8" x 112" PREMOLDED CONTINUOUS MASTIC JOINT STRIP OR PREMOLDED CONSTRUCTION JOINT (MAY BE SAWCUT CONIC. SLAB & REINF. AT OWNERS OPTION). SAWN JOINT SHALL RE: PLAN BE MADE AS SOON AS POSSIBLE WITHOUT DAMAGE TO SURFACE. CUTALT WIRES COMPACTED SUBGRADE AND ATJOINT - GRANULAR FILL RE: GEOTECHNICAL ENGINEER'S VAPOR BARRIER RECOMMENDATIONS RE: GEOTECHNICAL ENGINEER 6 MIL. MIN. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS SHALL BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT. SCALE: NONE ® TYPICAL SHRINKAGE CONTROL JOINT (S.J.) STRINGER RE: PLAN — TREAD & RISER RE: ARCHITECT P.T. 2x6 PLATE W/(2) 59' DIAMETER ANCHOR BOLTS WIT' EMBEDMENT - SLAB RE: PLAN RE: ARCHITECT FOR ADDITIONAL INFORMATION 15# FELT BARRIER T •y-T�iiT.4:. n � ��Z \ ,1♦�� T PLAN FOOTING RE: PLAN El TYPICALRE: • 1 1 STAIRS SECONDPOUR FIRST POUR BURKE "KEYED KOLD' JOINT. CONC. SLAB & REINF. STOP REINFORCING CLEAR OF RE: PLAN JOINT EACH SIDE. VAPOR BARRIER Z-- COMPACTED SUBGRADE AND RE: GEOTECHNICAL GRANULAR FILL ENGINEER RE: GEOTECHNICAL ENGINEER'S 16 MIL. MIN.) RECOMMENDATIONS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS SHALL BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT. SCALE: NONE - TYPICAL CONSTRUCTION JOINT (C.J.) SLAB RE: PLAN FOR THICKNESS AND REINFORCING RE: NOTES 3100 FOR STRENGTH INSULATION RE: ARCH. T.O. SLAB 2 " DRY SAND ((RE: PLAN)) ":••':': < 10 MIL POLYETHYLENE VAPOR RETARDER z 4"CRUSHED ROCK II -I hJ-III=11I -I11=III=III=1I .III=I I .III-1 -1I1= EARTH SCALE: 314° =1'-0' 10 TYPICAL INTERIOR SLAB ON GRADE APR 2 6 30 U °m Z_ 3 � yNm NN CAN C nRE WE a N o�� E o'rn Q (H A U rn cm 0 o O O d z ow oNN= a o m ci 'OW 6o N Y 'W VLL) 1� LL_ W C/? ci (-4 I� --Q1_-�), T VJ W U U z u) T >� U x� C-Q Q CO Ooo W S6.0 TOF I LATE SPLICE NON BEARING WALL HEADERS. PA E. BLOCKING (2)2x6 MIN. AS QUIRED BEARING WALL HEADERS: (2) 2z8 @ 2z4 WALLS (3) 2x8 @ 2x6 WALLS UNLESS NOTED OTHERWISE SECURETOGETHER STU D 3 @ 16"OC W/(2)16d @ 4'OC TYP I I.N.O. (1)TRIMMER STUD AT NON BEARING WALLS (2) TRIMMER STUDS AT OPENINGS 8'-d' AND GREATER AT BEARING WALLS U.N.O., FACE NAIL�I TVP. Flil_ TYPICAL INTERIOR HEADER SHEATHING PER SHEARWALL PLAN TOP PLATE SPLICE NOTES: 1. SPLICE AND NAIL TOP PLATES SHAOWN AT ALL EXTERIOR, PLUMBING, PARTY AND SHEAR WALLS AT EACH FLOOR LEVEL AND AT ROOF. 2. PROVIDE (2) LSTA 36 STRAP W/(26)10d NAILS ONE EACH SIDE WHERE DRILLED HOLES EXCEED THE FOLLOWING: T FOR 2x4 3" FOR 2x6 WALL PLATES, CENTER ALL HOLES MIN. EDGE DISTANCE =1 1/4". SCALE: 3/4' V-0' 0 TYPICAL TOP PLATE SPLICE (2)16d AT 8"OC P.E.N. 16d AT 8"OC P.E.N. EACH SIDE 16d AT VOC EACH SIDE TYP. I P.E.N. EXTERIOR WALL (2)16d AT TOC INTERIOR WAL 11A P.E.N. SCALE: 3/4' =1'-O' © PLAN VIEW LSTA24 STRAP r CLPOST W1(18)10d NAILS 1 i BEAM RE: PLAN 12A 16d AT VOC P.E.N. P.E.N. P.E.N. F AT 8"OC4LL 16d Aj80.0 (2) 16d 12B SCALE:3/4' =1'-0' F7_1 PLAN VIEW SIMPSON CCQSDS2.5 COLUMN CAP W/(16) SD325212 TO BEAM & (14) SD825212 TO POST SCALE: 3/4' =1'-0" 11 TYPICAL BEAM TO POST CONNECTION 2x SQUASH BLOCK NAIL WI(2)16d @ 4"OC STAGGERED HEDULE SCALE: 3/4" = V-0" 16 TYPICAL BLOCKING AT BUNDLED STUD CL POST BEAM RE: PLAN SIMPSON ECCQSDS2.5 COLUMN CAP W!(14) SDS25212 TO BEAM & (14) SDS25212 TO POST WOOD POST RE: PLAN 12C (2)16d AT 8"OC P.E.N. (2)16d AT 8"OC (2)16d AT 8"OC SCALE: 3/4' =1'-O" 12 TYPICAL BEAM TO POST CONNECTION (2) SDS1/4 @ 2VOC (2) 2x RE: PLAN 2-Plv 2x TOP PLATES OVERLAPATCORNER LOCKING WALLS TOGETHER SDS1l4"DIA.4" (� 24"OC @ EACH SIDE (3) 2x RE: PLAN 2x WALLSTUD - Ply SCALE: 3/4" = P-O" I SCALE: 3/4' V-01 �] TYPICAL 2 or 3 PLY RAFTER or JOIST ATTACHMENT Q EXTERIOR BEARING SUPPORT I II II I II II / I I II II I 411 II I II � II I � II II I II II �JI.� IIfO14 III � I II II \� I ' I I SCALE: W = T-0' 13 ROOF/FLOOR SHEATHING LAYOUT TYPICAL TOP PLATE FRAMING DETAIL IBC 2015 TABLE 2304.10.1 FASTENING SCHEDULE I. 5WUNNIJ Ut I WttN CtlLING (3) 8d COMMON (2 1/2" X 0.131"); OR EACH END, TOENAIL JOISTS,RAFTERS OR TRUSSES TO TOP (3) 3" X 0.131" NAILS PLATE OR OTHER FRAMING BELOW BLOCKING BETWEEN RAFTERS OR (2) 8d COMMON (212" X 0.131") EACH END, TOENAIL TRUSSES NOT AT THE WALL TOP (2) 3" X 0. 131" NAILS PLATE, TO RAFTER OR TRUSS BLOCKING BETWEEN RAFTERS OR (2)16d COMMON (3 12" X 0.162") EACH END TRUSSES NOT AT THE WALL TOP (3) 3"X 0.131" NAILS PLATE, TO RAFTER OR TRUSS FLAT BLOCKING TO TRUSS AND WEB 16d COMMON (3 12" X 0.161") AT FACE NAIL FILLER - 6110C... 2. CEILING JOISTS TO TOP PLATE (3) Sd COMMON (312" X 0.131"); OR EACH JOIST, TOENAIL (3)3"X0.131"NAILS 3. CEILING JOIST NOT ATTACHED TO (3)16d COMMON (3 1/2" X 0.162"); OR FACE NAIL PARALLEL RAFTER, LAPS OVER (4) 3" X 0.131" NAILS PARTITIONS (NO THRUST) (SEE SECTION 2308.7.3.1, TABLE 2308.7.3.1Y 4. CEILING JOISTATTACHED TO PER TABLE 2308.7.3.1 FACE NAIL PARALLEL RAFTER (HEEL JOINT)(SEE SECTION 2308.7.3.1, TABLE 2308.7.3.1) S. COLLAR TIE TO RAFTER (3) 10d COMMON (3" X 0.148"); OR FACE NAIL (4) 3" X 0.131" NAILS 6. RAFTER OR ROOF TRUSS TO TOP (3) 10d COMMON (3" X 0.148");OR TOENAIL PLATE (SEE SECTION 2308.7.5. TABLE... (4) 3" X 0.131" NAILS 7. ROOF RAFTERS TO RIDGE VALLEY OR (2)16d COMMON (3 12" X 0.162");OR END NAIL HIP RAFTERS; OR ROOF RAFTER TO (3) 3" X 0.131" NAILS 24NCH RIDGE BEAM WALL (NOT AT BRACED WALL PANELS) 3" X 0.131" NAILS - 16"OC FACE NAIL 9. STUD TO STUD AND ABUTTING STUDS 16d COMMON (3 12" X 0.162");OR 16"OC FACE NAIL AT INTERSECTING WALL CORNERS 3"X0.131"NAILS 12"OC FACE NAIL (AT BRACED WALL PANELS) 10. BUILT-UP HEADER (2" TO 2" HEADER) 16d COMMON (312" X 0.162") 18"OC EACH EDGE, FACE NAIL 11. CONTINUOUS HEADER TO STUD (4) 8d COMMON (2 12" X 0.1IT) TOENAIL 12. TOP PLATE TO TOP PLATE 16d COMMON (31/2" X 0.162") OR 16.00 FACE NAIL 3" X 0.131" NAILS 12"OC FACE NAIL 13. TOP PLATE TO TOP PLATE, AT END (8) l6d COMMON IS 12" X 0.162") EACH SIDE OF END JOINTS OR JOINT, FACE NAIL (12) 3" X 0.131" NAILS (MINIMUM 24" LAP SPLICE LENGTH EACH SIDE OF END JOINT) 14. BOTTOM PLATE TO JOIST,RIM JOIST, 16d COMMON (31/2" X 0.162"); OR 16"OC FACE NAIL BAND JOIST OR BLOCKING (NOT AT 3" X 0.131" NAILS 12"OC FACE NAIL BRACED WALL PANELS) 15. BOTTOM PLATE TO JOIST, RIM JOIST, (2)16d COMMON (312" X 0.162'); 16"OC FACE NAIL BAND JOIST OR BLOCKING AT BRACED OR WALLO PANELS (4) W X 0.131" NAILS 16. STUD TO TOP OR BOTTOM PLATE (4) 8d COMMON (212" X 0.131'); OR TOENAIL (3) 3" X 0.131" NAILS STUD TO TOP OR BOTTOM PLATE (2)16d COMMON (312" X 0.162); END NAIL OR... 17. TOP OT BOTTOM PLATE TO STUD (2)16d COMMON (3 1/2" X 0.162"); OR END NAIL (3) 3" X O.131" NAILS 18. TOP PLATES, LAPS AT CORNERS AND (2)16d COMMON (3 12" X 0.162"); OR FACE NAIL INTERSECTIONS (3)3"X 0.131" NAILS 19. 1" BRACE TO EACH STUD AND PLATE (2) Sd COMMON (212" X 0.131"); OR FACE NAIL (2) 3" X 0.131" NAILS ROOF/FLOOR SHEATHING NOTES: 20. 1"X6" SHEATHING TO EACH BEARING (2) 8d COMMON (212" X 0.131") FACE NAIL 1. BOUNDARY NAILING (B.N.) AT ROOFIFLOOR PERIMETER, AT ALL CONTINUOUS PANEL EDGES 2. EDGE NAILING (P.E.N.) AT ALL EDGES OF ALL PLYWOOD SHEETS AT SUPPORTS AND AT 21. 1"XB" AND WI DER SHEATHING TO (3) 8d COMMON (212"X0.131") FACE NAIL INTERIOR SHEARWALLS. EACH BEARING 3. INTERIOR FIELD NAILING (F.N.)12'O.C. AT ALL BEARING SUPPORTS. FLOOR 22. JOIST TO SILL, TOP PLATE, OR GIRDER (3) 8d COMMON (212" X 0.131"); OR TOENAIL 4. SEE PLANS FOR PLYWOOD THICKNESS AND NAILING SCHEDULE. 3"X 0.131"NAILS 5. LONG DIMESION OF PLYWOOD SHALL RUN PERPENDICULAR TO TRUSS SYSTEM FRAMING AND FLOOR FRAMING. 23. RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE, SILL OR OTHER... 8d.COMMON (212" X 0.131"); OR 3" X 0.131" NAILS WOC, TOENAIL 24. 1" X 6" SUBFLOOR OR LESS TO EACH... (2) 8d COMMON (212" X 0.131") FACE NAIL B. MINIMUM EDGE DISTANCE FOR NAILS SHALL BE 3/8". 25. 2" SUBFLOOR TO JOIST OR GIRDER (2) 18d COMMON (3 12" X 0.162") FACE NAIL 7. MINIMUM PLYWOOD SHEET SIZE SHALL BE 2'-0" X 4-0. 26. 2" PLANKS (2)16d COMMON (3 12" X 0.162") BEARING, FACE 8. NAILS SHALL NOT BE OVER DRIVEN. (PLANK NAD BEAM -FLOOR AND ROOF) NAIL - 27. BUILT-UP GIRDERS AND BEAMS, 2" 20d COMMON (4" X 0.192") 32"OC, FACE NAIL AT LUMBER LAYERS TOP AND BOTTOM - STAGGERED ON OPPOSITE SIDES 3" X 0.131" NAILS 24"OC, FACE NAIL AT TOP AND BOTTOM STAGGERED ON... (2) 20d COMMON (4" X 0.192"); OR END JOIST OR RAFTER, (3) 3" X 0.131" NAILS FACE NAIL 28. LEDGER STRIP SUPPORTING JOISTS (3) l6d COMMON (3 12" X 0.162"); OR FACE NAIL OR RAFTERS (4) 3" X 0.131" NAILS (2)16d COMMON (3) 3" X 0.131" FACE NAIL NAILS 29. JOIST TO BAND JOIST OR RIM JOIST (3)16d COMMON (312" X 0.162"); OR END NAIL (4) 3" X 0.131" NAILS 30. BRIDGING OR BLOCKING TO JOIST, (2) 8d COMMON (2 1/2" X 0.131"); OR EACH END, TOENAIL RAFTER OR TRUSS (2) 3" X 0.131" NAILS 31. WOOD STRUCTURAL PANELS TO SEE SHEARWALL SCHEDULE SEE SEC1"1ON06160 FRAMING SUBFLOOR TO FRAMING STRUCTURAL NOTES a. COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE NOTED OTHERWISE. b. FASTENING SCHEDULE BASED ON IBC TABLE 2304.10.1 AND PROVIDES THE MINIMUM NAILING REQUIRED. WHEN SPECIFIED ELSEWHERE IN THESE PLANS PROVIDE NAILING AS SPECIFIED. SEE IBI FOR COMPLETE NAILING SCHEDULE. U Z - 3 0)N? 089 C&ry CN�o UUV I. 3 �2 `o v: t rn I -III N � o v 1 a C Z O 6 2 4 F � � w � o m f7 0 ¢ �WUfY rWr^ vJ z t • rl TC�3 Wl L1-�). IQ -I O � WW W 00 E, d cv O 00 W S9.0 WALL PLATE NAILING PER SCHEDULE FOR UPPER WALL FLOOR NAILING PER STRUCTURAL NOTES (3)10d EACH BLOCKING - JOIST PER PLAN BLOCKING @ 48'OC UPPER WALL: BEARING WALL PER PLAN AND SCHEDULE RIM JOIST LOWER WALL: BEARING WALL PER PLAN AND SCHEDULE WALL PLATE NAILING PER SCHEDULE FOR UPPER WA FLOOR NAI PER STRU( JOIST PER PLAN UPPER WALL: BEARING WALL PER PLAN AND SCHEDULE RIM JOIST LOWER WALL: BEARING WALL PER PLAN AND SCHEDULE SEE 1-30.1 FOR ADDITIONAL INFORMATION SEE 1-30.1 FOR ADDITIONAL INFORMATION JOISTS PARALLEL JOISTS PERPENDICULAR SCALE: 3/4' = V-0' - SCALE: 3/4' =1'-0` 1❑ TYPICAL EXTERIOR WALL TO FRAMING E2] TYPICAL EXTERIOR WALL TO FRAMING ' MAXIMUM SPAN (HORIZONTAL) FIELD - " DIM. A WALL PLATE NAILING UPPER WALL: WALL PLATE NAILING BEARINGISHEAR WALL PER SCHEDULE FOR - PER SCHEDULE FOR PER PLAN AND SCHEDULE UPPER WALL UPPER WALL FLOOR NAILING PEN FLOOR NAILING PER STRUCTURAL NOTES PER UPPER WALL PER STRUCTURAL NOTES (3) 10d EACH BLOCKING =ORERTOSHEARWAEQUIREMENT =0R RIM/BLOCKING REQUIREMENTS JOIST PER PLAN PEN PER LOWER WALL BLOCKING @ 48"OC TYPICAL `� LOWER WALL: BEARING/SHEAR WALL PER PLAN AND SCHEDULE SEE 1-3151.1 FOR ADDITIONAL INFORMATION JOISTS PARALLEL SCALE:3W = V-0` 3❑ TYPICAL INTERIOR WALL TI FRAMING UPPER WALL: BEARING/SHEAR WALL PER PLAN AND SCHEDULE PEN PER UPPER WALL REFER TO SHEARWALL SCHEDULE FOR RIM/BLOCKING REQUIREMENTS JOIST PER PLAN �— PEN PER LOWER WALL NOTE: IF BLOCKING PANEL REMOVED LOWER WALL: ATONE BAY FOR MECHJPLUMBING, BEARING/SHEAR WALL RELOCATE PLATE NAILINGIFRAMING PER PLAN AND SCHEDULE ANCHORS TO ADJACENT BAYS. SEE 1-N51.1 FOR ADDITIONAL INFORMATION JOISTS PERPENDICULAR SCALE: 3/4' T-T ® TYPICAL INTERIOR WALL TO FRAMING PLATE NAILING W/(2)12d @ 12'OC (SEESCHEDULE) - (3) 8d AT BLOCKING CONT. PLYWOOD SHEATHING — JOIST f PER PLAN J/ (TYPICAL) HANGERS (TYPICAL) 2x BLOCKING @ 48"OC (2)1 1/4" LSL BLOCKING TYPICAL U.N.O. PER BEARING OR SHEARWALL SCHEDULE SCALE: 3/4' V-0' 0 SECTION 10d @ 6'OC PEN 10d @ 6"OC TOENAIL EACH SIDE LTP PER SCHEDULE PEN BLKG/I'OP PLATE NAILING SEE SHEARWALL SCHEDULE (MIN. LTP4 @ 16"OC) SHEATHING PER SHEARWALL SCHEDULE n PEN d d Wp, °- ADD BLOCKING : T.O. PLYWOOD BETWEEN JOISTS. NAIL W/ (3)16d. (E)STRUCTURE TO REMAIN .. RE ARCHITECT 3/8 3/S' I TYPICALTREAD RE: ARCHITECT �, // 0.148"DIA x21/4"@6"OC (FLAT 2x MIN.) n � •.I / r TYPICAL RISER RE: ARCHITECT d .� 5.5X8.25 GLB ;A - - - JOISTS (2)16d AT 12'OC (FLAT 2x MIN.) �,P�" NEW JOISTS TYPICAL i PER PLAN BUNDLED JOISTS JOIST HANGER ATTACH LUS210 TO 2x FLATWISE CONTINUOUS 2x4 (D.F.C2) JOIST. REPLACE (E)RIM WIZ CLIPS ' W/10d (0.128" DIA.x3j NAILS JOIST IF DAMAGED. AT 12"OC STAGGERED A35 (3)1 1W LSL STRINGER WI(12) 8dxl i/P" RE: SCHEDULE FOR DEPTH GALVANIZED NAILS MINIMUM THROAT AND MAXIMUM SPAN. OF 5 3/4" FOR 11 7/8" RIM AMD 7 7/8" FOR le RIM SCALE: 3/4' = 110" SCALE: 3' =1'-0" SCALE: 3/4" =1'-0' © FLOOR CONN TO (E) STRUCTURE 101 BLOCKING DETAIL 10 BUILT UP BEAM UNLESS HANGERS/HARDWARE ARE SHOWN ON PLANS, WALL PLATE NAILING BEAMS BEARING ON STUD WALLS SHALL BE ANCHORED i PER SCHEDULE FOR W/(4) 8d TOENAILS. - (' UPPER WALL FLOOR NAILING UPPER WALL: . PER STRUCTURAL NOTES BEARING/SHEARWALL TJI'S PER PLAN RE: PLAN AND SCHEDULE BEAM BEAM SEE 9I 56.0 BEAM PER PLAN PER PLAN PER PLAN P.E.N. 3 -UPPER MAIN PER UPPER WALL �-� _FLOOR PLAN _ y - 5 1/4" BLOCK FLOOR RIM JOIST DIAPHRAGM EDGES 2 - MAIN FLOOR PLAN 8' - 5 1/4" - JOIST RE: PLAN i NOTE: IF BLOCKING PANEL REMOVED AT (2) 8d TOENAILS (2) 8d TOENAILS ONE BAY FOR FOR MECHJPLUMBING, EACH SIDE EACH SIDE 2x BLOCKING RELOCATE PLATE NAILINGIFRAMING ANCHORS TO ADJACENT BAYS JOIST HAN7GER (2)STUDS U.N.O.BEAM (2) STUDS U.N.O. I HDR MI P.E.N. PER GEN ON PLANS - ON PLANS AT PER LOWER WALL JOISTS PER PLAN EXTERIOR WALL INTERIOR WALL LOWER WALL BEARING/SHEARWALL JOIST HANGER RE: PLAN AND SCHEDULE PER GEN NOTES TRUSSES PERPENDICULAR SCALE: 3/4' T-0' SCALE: 3/4' = l'-0' SCALE: 3/4' = 1'-0' SCALE: 3/4' 1 t TYPICAL STAIR FRAMING [1:31 CANTILEVER FLOOR JOIST 14 BEAM AT FLOOR STEP 15 TYPICAL BEAM TOENAILING SHEATHING, NAILING, AND STUDS PER SCHEDULES BLOCKING 314" PLYWOOD SHEATHING LAP JOIST 4"AND - PEN Ild EA JOIST USE (3) Bd NAILS AT SOLID BLOCKING - 16d,TYP. PEN TO BEAM PLYWOOD PLYWOOD NOTE: CANTILEVER FOR FURTHER CANTILEVER CONSTRUCTION . . INFORMATION, SEE (3)16d EA S. 10SPA@6'=5'-V JOIST END JOIST PER PLAN JOIST PER PLAN LTP4 @ 3Y' O.C. JOIST HANGER O' BACKSPAN __ (OPP, A35) A35 @ 3Z O.C. (OPP. LTP4) r BEAM PER PLAN BEAM PER PLAN 3 (E)2X10 TO REMAIN NEW 2X10 PER PLAN S A: FLUSH BEAM B: DROPPED BEAM SCALE: 3/4' =1'-0" SCALE: 3/4' = P-0" 16 TYPICAL CONNECTION TO WOOD BEAM E] SISTERED, CANTILEVERED JOIST CONNECTION 19 err, 2 Z NNE 0) w .mM Cgry my�o W m (Am$ 3 t". c m 27�y(r N l a G N K 0 �w � Q 2 r ] o m z < W U N N LL W'^ VJ w CL Ir 7� Ow U W^� F-� W 00 04 �x cfi Z Q nz Q NO �r�--TT� 4 O I+I Do 8W S9.1 WALL PLATE NAILING WALL PLATE NAILING WALL PLATE NAILING UPPER WALL: BEARING/SHEAR WALL UPPEWALL WALL PLATE NAILING ING/SHEAR WALL BEARR PER SCHEDULE FOR PER SCHEDULE FOR PER SCHEDULE FOR PER PLAN AND SCHEDULE PER SCHEDULE FOR PER PLAN AND SCHEDULE PLATE NAILING UPPER WALL UPPER WALL UPPER WALL UPPER WALL W/(2)12d @ 170C FLOOR NAILING FLOOR NAILING PEN FLOOR NAILING pEN (SEE SCHEDULE) PER STRUCTURAL NOTES UPPER WALL: BEARING WALL FLOOR NAILING PER STRUCTURAL NOTES UPPER WALL: BEARING WALL PER STRUCTURAL NOTES (3)l0d EACH BLOCKING PER UPPER WALL PER STRUCTURAL NOTES PER UPPER WALL (3) 8d AT BLOCKNG tOd 8'OC . (3)10d EACH BLOCKING PER PLAN AND SCHEDULE PER PLAN AND SCHEDULE REFER TO SHEARWALL SCHEDULE REFER TO SHEARWALL SCHEDULE FOR RIM/BLOCKING REQUIREMENTS FOR RUNBLOCKING REQUIREMENTS PEN 10d @ 6°DO TOENAIL CONT. PLYWOOD EACH SIDE RIM JOIST— RIM JOIST SHEATHING JOIST JOIST JOIST JOIST PER PLAN PER PLAN PER PLAN PEN PER PLAN PEN LOWER WALL: LOWER WALL: PER LOWER WALL PER LOWER WALL TJI PER PLAN BLOCKING @ 48"OC BEARING WALL BEARING WALL .BLOCKINGZI NOTE: (TYPICAL) LTP PER SCHEDULE PER PLANANDSCHEDULE PER PLAN AND SCHEDULE TYPICAL LOWER WALL: IF BLOCKING PANEL REMOVED LOWER WALL BEARINGISHEAR WALL AT ONE BAY FOR MECH./PLUMBING, SEARINGISHEAR WALL HANGERS PER PLAN AND SCHEDULE RELOCATE PLATE NAILING/FRAMING PER PLAN AND SCHEDULE ANCHORS TO ADJACENT BAYS. (TYPICAL) PEN BLKGITOP PLATE NAILING TJI BLOCKING@48'OC SEE SHEARWALL SCHEDULE (MIN. LTP4 @ 16"OC) (2)1 IM' LSL BLOCKING TYPICAL U.N.O. SHEATHING PER BEARING OR SHEARWALL PER SHEARWALL SCHEDULE JOISTS PARALLEL JOISTS PERPENDICULAR JOISTS PARALLEL JOISTS PERPENDICULAR SCHEDULE SCALE:�3/4 - 6 -1 p SCALE:TYPICAL �4 - 11(r SCALE: �4 - Sc �4 - p EXTERIOR WALL TO FRAMING -2] TYPICAL EXTERIOR WALL TO FRAMING 3❑TYPICAL INTERIOR WALL TI FRAMING ® TYPICAL INTERIOR WALL TO FRAMING S TIO NOTE: MANUFACTURED RAIL SYSTEMAND z WEB STIFFENER AS REQUIRED CONNECTION DESIGN m PER JOIST SUPPLIER 2x4 SQUASH BLOCK SEE ARCHITECTURAL FOR ALL FLASHING DETAILS BYOTHERS IJOIST SHOP DRAWINGS. QTY. TO MATCH RE: PLAN STUDSIPOSTABOVE — POST -WRAP PER ARCH. 8d EA. FLANGE LSL RIIA (3) 8d CLENCHED 7. 2X LEDGER BX6 POST ABU66 2 DIA BOLT 1T O.C. @ - (3) 0.113x210 BOX NAILS 0.l l3x21/2" � MIN. O EDGE ALONG LEDGER AT HOT TUB AREA. CLINCHED EACH SIDE EP 5" MA 5"MAX. Xll WEB STIFFENER EACH SIDE SEE MIN. SIZE BELOW TIGHT FIT PLATE / �TRIMRE:ARCH. TJI WEB STIFFENER 110 5/8"x25/16"MIN. - 0.128x3" T BEAM TO POST CONN DOUBEL JOISTS AT HOT TUB AREA 230 T EACH SIDE 2 1/2"fd LAG SCREWS WIZ' (} MIN. P STIFFENER .%TRE:PLAN PENETRATION TO RIM AT 24" O.C. STAGGERED. MAY BE NOTE: HEAVIER RIM CONN HUS210-2 AT HOT TUB AREA 13/4"MIN. BEARING 84.0 REPLACEDWl6"OTHROUGH BOLTS WNJAS ERS.SEE REQUIRED AT HOT TUB AREA. PROVIDE HANGER TU WEB STIFFENER NOTE: SQUASH DETAIL 10/ S9.2 RIM WHERE BEARING EACHSIDE BLOCK REQUIRED GER LESS THAN 1 314' 3/4" x 2 5/16" MIN. WHEN POST ABOVE RE: NOTES 6400 SIMPSON OTT iZ GC 4 LOC'S EVENLY 1 Q IJOIST OR BEAM DISTRIBUTED ALONGDECK AND ONE JOIST TO BRG. PL, WEB STIFFENER SQUASH BLOCK RE: PLAN LEDGER. WITHIN 2" OF EACH END OF 7"LAGSCREWW/MIN 4' EMBED & (6)S1D 0Xi-017. 3/4 - 3�4 - a �4 - p 3EALE �4 - 1 © TYPICAL WEB STIFFENER ATTACHMENT 7�I -JOIST NAILING AT BEARING® TYPICAL I -JOIST HANGER g�DECK/RIM CONN 10.3/4— DECK CONN AT HOT TUB AREA fJ o Z 3 � am i N Cg E c ` z N V m eltag co �uylf�U� o 9 1 C N O Ti U 0 Z U ow CNN,, o ai m 0 o ¢ W U N } Y v L • r1 LL r W Ir T� 1� O OW Q� o C,, k t d O CV Q I+I � CY) W S9.2 Rj TRUSS PER PLAN Ed @ 6" O.C. W06-0.C. ROOF FRAMING PER PLAN BLOCKINGPER P C ER 19 THIS VENTED BLOCKINGPER 19 THIS ET WE LL P.E.N. PER LOWER WALL W A EAVE PER 2X4 BLOCKING ARCH. SHEAR TRUSS EA. BRACE DESIGN BY OTHERS 2X4 EDGEWISE 150 PLF LOAD PARALLEL @ I.. O.C. TO TOP CHORD 4ET (6) 12d — GABLE END T ROOFGIR ERTRUSS PROVIDE (2) 2X4 C TRUSS PLAN PER PLAN DIAGONAL BRACE DI AT4!O.C. PER FLAT 2X 4 12d @ 6- D.C. 2XI0 LEDGER Wl BRACE NOTES M (3) 12d TO EA. STUDMIN. BEAM PER PLAN BELOW PLATE 0, FLAT 2X BRACE NOTE: LA PLAN RAFTER PER P N DIAGONAL BRACE RE H6 TWIST STRAP DRAG STRUT U.N.O.WHENNROSSWALLSARE LSSU HANGER PANEL EDGE PER PLAN GREATER THAN V APART ART NAILING v AT WALL WALL AT BEAM FOR A 2X4 FLAT BRACE 10' APART FOR A 2X6 FLAT SEE SHEAR WALL SDWC15600 TO EACH TRUSS PLY BRACE 1 Z APART FOR A 2X8 SCHEDULE SHEARWALL PER PLAN FLAT BRACE SM: 3/4" V-0` SCALE: 3W SCALE: 3/4— 11-M DRAG STRUT TO GIRDER TRUSS TRUSS/RAFTER DETAIL TRUSS BRACING AT END WALLS 2X8 FLAT VALLEY ATTACH TO TRUSSES V11(3) 10d PRE -FABRICATED ROOF TRUSS AT 24-OC (TYP.) 2X8 RIDGE BEAM (ATTACH TO 2x8 VALLEY MEMBERS W/(4) 8d TN) PROVIDE BLOCKED Zx4' OPENING FOR ATTIC VENTILATION. CONTINUE ROOF SHEATHING UNDERNEATH OVERFRAMING. 2x RAFTER AT 24'OC W1(3) Bd TN @ EACH END (USE 2X4 IF SPAN < V-11" USE 2x6 IF SPAN > V-9). SCALE.3/4— l'- 7 GIRDER TRUSS OVERFRAMING ROOF SHEATHING PER STRUCTURAL NOTES, SHEET S1.0 ROOF FRAMING PER PLAN A35 @ 48-0.C. (6) I0dXl 112- (.148'DLkXl 10) 8d @ 6' O.C. 2X VENTED BLKG. PLATE TOE NAIL TO TRUSS 0 Wf(2) 12d EACH SIDE (.148-DIA.X3 111r) SIMPSON Hl @ EA. TRUSS ARCHITECTURAL BLOCK AS REQ'D BEAMAADR @ SIM. BY SIDING/TRIMS SECTION P.E.N. PER PLAN SEE SHEAR WALL SCHEDULE 51.2 SCALE: 3/4— 1`0' 112 EXTERIOR WALL AT ROOF RE: 16/S9.1 FOR FRAMINGANGLE ATTACHMENT BETWEEN (2) 2X BRACE q TYP COMMON TRUSSES PER PLAN DRAG TRUSS PER PLAN (250 PLF U.N.O.) 0.131"DIA, Xr NAILS 2X FLAT W1 0,131"DIA. X 3" 4"OC NAILS @,C'OC U.N.O. TRUSS TO U.N.O. PER PLAN BLOCK PLATE I DRAG TRUSS ALTERNATE: A35W/02 0.131'DIA. X12"NAIL @ 48"OC U.N.O.ER P 0. LA SHEARWALL PER PLAN SCALE: 3/4— 1'-0' 1-71 TYPICAL DRAG TRUSS ATOP WALL ArR 2 5 2019 ci 8 lk 0). ' w E LLI 8. 03NE-2 U) cli z 0 z t5 o W ti -, z < C.) .0 Ei m w c/) w c7l 4—� cz w O CZ z C\l 00 OF La. . 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PIPELINE ----So ""' STORMORAIN W WATER PIPELINE —OHP— OVERHEAD POWER G — —LINE —UG— UNDERGROUNDPOWER — %— FENCE LINE ,-C)Z)o ROCKERY Qy COLO WATERSUPPLY FROM STREET A A A A A A A A 'A A:A OWNER/CONTRACTOR IS RESPONSIBLE tOR EROSION CON SITE SCALE: 1' 1.o ORAP i limFFLus \ 8 \ A A A A A AA A A A A A A A AAA A A *A ''A A A.1 A A A A A,\ A A A A A A A A TROL AND DRAINAGE PLAN HICSCALE � 0 s0 \ \ \ 101311 q Iq ISSUES I REVISIONS DATE NO. DESCRIPTION Q4117119 Q EDMONDS REVIEW COMMENTS c=7119 © EDMONDS REVIEW COMMENTS g(D2_0 q-0c93 SITE PLAN Zone Setback TROL AND DRAINAGE PLAN HICSCALE � 0 s0 \ \ \ 101311 q Iq ISSUES I REVISIONS DATE NO. DESCRIPTION Q4117119 Q EDMONDS REVIEW COMMENTS c=7119 © EDMONDS REVIEW COMMENTS g(D2_0 q-0c93 SITE PLAN Zone Setback — Corner�Flag AM —red Actual Front 26,25 c Sides • 51 7 g Rear --Lu r I b Other F!!!& SP-001 RESUB MAY 3 1 2019 r^ }I^��' (j'�ATjp�,,j \S..�d Lt1 � CL ` 11 ?L BUCITY OF EDMONDSNT