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BLD2019-0215w► 4''0" OFED,tCITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 0�189 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 03/28/2019 Permit #: BLD20190215 BUILDING ' Expiration Date: 03/28/2020 Project Address: 19806 80TH PL W, EDMONDS Parcel No: 00506300001800 . 1 . 1 1 . APPLICAIT CONTRACTOR RICHARD AND SARAH OLIVER GATHERED HOUSE LLC GATHERED HOUSE LLC 19806 80TH PL W C/O CHARLIE APEL C/O CHARLIE APEL EDMONDS, WA 98026-6406 12416 HOLMES POINT DR NE 12416 HOLMES POINT DR NE KIRKLAND, WA 98034 KIRKLAND, WA 98034 (425)595-8582 (425)591-7154 (425)591-7154 LICENSE #!: GATHEHL834N5 EXP:08/25/2019 JOB DESCRIP-tON REBUILD TO CURRENT CODE SMALL OFFICE ADDITION OFF KITCHEN AREA DAMAGED BYFALLEN TREE. REPAIR ANY DAMAGED RAFTERS, CEILINGJOISTS AND STRUCTURA11-1EADERS ASNEEDED/DISCOVERED. VALUATION: $14,490 PERMIT TYPE: Residential PERMIT GROUP: 02 - Addition 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: 1 IVESTED DATE: NUMBER OF DWELLINGUNITS: 1 I LOT #: BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1 ST FLOOR: 120 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 BEDROOMS:0 BATHROOMS:0 BE.DROOMS:0 BATHROOMS:0 REQUIRED: 25' PROPOSED: * E=5F REQUIRED: 7.5' PROPOSED: * N= I F REQUIRED: 15' PROPOSED: * W=44' HEIGHT ALLOWED:O PROPOSED:O REQUIRED: 7.5' PROPOSED: * S=56' BACK NOTES: * Dimensions are to area of proposed work. *Height is for area of work. No change to the rest of the structure. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPL GAZION 15 NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. Print Name 312v// `' T�aaua.� �l% �� 3/28/19 Released By Date ATTENTION 1TIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF FIRE = APPLICANT = ASSESSOR = CITY ILI STATUS: ISSUED BLD20190215 I CONDITIONS • Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 • 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") fi•om adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating fromtemporary construction sites as a result of construction activity are exempt fi•omthe 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 fi•om 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. • Maintain erosion & sedimentation control per city standards. INSPECTIONS 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) TO SCHEDULEINSPECTiONS BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (425) 776-7720 3. Then: Permits/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0236 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule your inspection When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. • E Erosion Control/Mobilization • E-Engineering Final • B-Preconstruction meeting • B-Footings • B-Foundation Wall • B-Slab Insulation • B-Roof Sheathing • B-Framing • B-Insulation/Energy • B-Building Final • B-Other OF ED41 BUILDING PERMIT �o APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 j° c . t 8 9 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: http://www.edmondswa.gov/ JOB SITE INFORMATION/LOCATION: (Where the work is taking place) Job Site Address: 19806 80th PI W Parcel: 00506300001800 Lot /Unit/Suite #: Subdivision: PROPERTY OWNER: Name: Richard & Sarah Oliver Mailing Address: 19806 80th PI W City/State/Zip: Edmonds, WA 98026 Phone #: 425-595-8582 Email: r.oliver@mac.com OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? ❑ Yes XNo I own, reside in, or will reside in the completed structure. This installation is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090. Owner Signature: APPLICANT / CONTACT INFORMATION: Name of Applicant: Charlie Apel Mailing Address: 12416 Holmes Point Dr NE City/State/Zip: Kirkland, WA 98034 Phone #: 425-591-7154 E-mail: Charlie@gatheredhouse.com GENERAL CONTRACTOR: (If different from applicant) General Contractor: (above) Mailing Address: City/State/Zip: _ Phone If: E-mail: WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE: GATHEHL834N5 - 7/2019 CITY OF EDMONDS BUSINESS LICENSE #: NR-027030 Office Use Only TYPE OF ❑ Accessory Structure/ Detached Garage .g Addition XDemolition ❑ Mechanical ❑ New Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler ❑ Remodel ❑ New Commercial/ Mixed Use ❑ Re -Roof ❑ Signs ❑ Tank Tenant Improvement ❑ Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit for the workindicated on this application. Valuation: $31,000 PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished ❑ Unfinished ❑ 1st Floor, sq ft: 2nd Floor, sq ft: Garage/Carport:, sq ft: Deck/Covered Porch/Patio.- Other sq ft: PROJECT Demo and rebuild existing small office addition off Kitchean area. Existing area had tree fail Many parts of existing StrUCII ire fol ind not to - building standards. Will rebuild similar structure according O current building S a ar s. Repair of any damaged rafters, ceiling joists an 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: Charlie Ape[ Signature: Date 2/25/19 'y. GENERAL COMMERCIAL 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 MECHANICAL• COUNTS 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: PLUMBING FIXTURE COUNTS♦ or .. . Qty Qty Clothes Washer Tub/ Showers Dishwasher Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs Water Heater - Tankless? Y or N Hydronic Heat Water Service Line Sinks Other: Toilets Other: CONNECTION COUNTS(New,Relocated or - BTUs Qty BTUs Qty A/C Unit Outdoor BBQ/ Fire pit Boiler Stove/Range/Oven Dryer Water Heater Fireplace/ Insert Other: Furnace Other. COUNTSMEDICAL GAS, AIR VACUUM Relocated Qty Qty Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: DEMOLITION Type of structure to be demolished: Attached addition Square footage of structure to be demolished: 110 SF AHERA Survey done? Y / N PSCAA Case #: Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ Fill in Place ❑ . Fill Material: Removal ❑ Size of Tank (Gallons) Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ Grading: Cut cubic yards Fill cubic yards Cut / Fill in Critical Area: Yes ❑ No ❑ 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. Richard & Sarah Oliver 19806 80th PL W, Edmonds, WA 98026 Tax Account Parcel 400506300001800 Scale 1" = 20' Total New Impervious Surface: 0 ft Lot Area: 8712 SF Lot Coverage: 2007 SF (23%) J APPROVED BY ENGINEERING &. z^ a OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DAMAGE OWNER/CONTRACTOR RESPONSIBL FOR LOCATING ALL ON -SITE UTIL EZ RELOCATiON/REVlSION TO ANY UTIL MAY REQUIRE SEPARATE PERMIT Applicant hall repair/replace all damage o utilities or stage improv"nts in City . right-ot-way per city standards that is caused or occurs d*N the pormM*d krooct. Existir g Deck I q 1 39 i SF I P I Existing addition to be rebuilt 120 SF Existing Residence 1612 SF j---------------�-- --- I 'one ';` - � %-orner_L) Flag Setbacks Rc cared Actu - - - - - - - - - - - - Front a`� — "No in ....�' think peen �'nier�5, be interas allo Sides _1� = ry c�t`ea o� ropo TPCOOwo�lf, maintensnce any c Rearnonconfin mhr �e Other o �," o�� or site oonditicni rem Height �? ore site Man o: Si approval process shall Xg or the ren permiftexistiaaSlaitAde the eRa l . Bless of whether such htion is shown on the t bWdL- , dnktme or = don ma# be the kdoect of a w-garate 1 1 Site Plan �O enforcement action.' J ° Scale 1" = 20'-0" laa I� 80th PL W �~ Al VED FEB 2 8 2019 BLDWO-OZIc-2 BUILDING 10'-6" 5'-0" 1 1 Existing Floor Plan Office Addition Scale 1/4" = 1'-0" Richard & Sarah Oliver 19806 80th PL W, Edmonds, WA 98026 /� Tax Account Parcel #00506300001800 A 1 A4 10'-6' 5'-0" 1 1 Proposed Floor Plan Office Addition Scale 1/4" = 1'-0" Richard & Sarah Oliver 19806 80th PL W, Edmonds, WA 98026 3 Tax Account Parcel #00506300001800 �1 Composite shingles -- ..._-- ,..--...' 11 Exterior Elevation Office Addition Scale 1/4" = V-0" Richard & Sarah Oliver 19806 80th PL W, Edmonds, WA 98026 A4 Tax Account Parcel #00506300001800 Bird holes 2x12 raft cut at ern existing r ation Soffits witr as needed Cei WE en 1 1 Wall Section Office Addition Scale 1 12" = V-0" Richard & Sarah Oliver 19806 80th PL W, Edmonds, WA 98026 Tax Account Parcel #00506300001800 Richard & Sarah Oliver 19806 80th PL W, Edmonds, WA 98026 Tax Account Parcel #00506300001800 Scale 1" = 20' Total New Impervious Surface: 0 ft Lot Area: 8712 SF Lot Coverage: 2007 SF (23%) APPROVED BY ENGINEERING " • -J 91 i...F. WKA WA . ,f.. Ln 11-1004 /_l 14'-10" OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE Applicant shah repair/replace all damage to utilities or frontage improvements in City right per city standards that is caused or occurs i@ >� ne permitted_ _ I i - - - ExistinDeck 323 IF Existing deck with slab below Addition to be rebuilt 192 SF Existing Residence 1684 SF I--------------- I—J-- V Comer&/Flq'gj / Seta; s R Ulred c _ _ _ _ _ u F2 ont � 5 � � - _ Sides �2� _ % Rear -f- \rj _ � "l athiaf in tl Other— be interpreter "q�me«Stons `a}at Crv, 1 1 Site Plane; o n\& maintenance or site cc permit a be � approval proem shall S orpermitting the urrentty existing i11ep1. rmlitted. Wding, saved is outside the scope of the ard1Qas of whether such clitiona is shown on the 16 MOM& &Ufture or condition may be the subject o a separate enforcement action." as all f any 11=1 I i, rf ue or Scale 1" = 20'-0'' 1�,i, e . OWNER/CONTRACTOR RESPONSIBLE 80th PL W FOR LOCATING ALL ON -SITE UTILITIES. RELOCATION/REVISION TO ANY UTILITIES Al MAY REQUIRE SEPARAT€ PERA IT APR 1 Z 2019 cagy BUILDING O DEPARTMENT CITY OF EDMOIVDS ?:)l l-�)Z01C1- 0a tc) Richard & Sarah Oliver 19806 80th PL W, Edmonds, WA 98026 Tax Account Parcel #00506300001800 9'-7" 1 17'-8 1/2" 1 1 Proposed Floor Plan Office Addition Scale 1/4" = 1'-0" 5LD-zv 0-0 -21 5 REVI i APR 0 4 1� B1nEaARTMENY Richard & Sarah Oliver 19806 80th PL W, Edmonds, WA 98026 Tax Account Parcel #00506300001800 Composite shingles 1 1 Exterior Elevation Office Addition Scale 1/4" = 1'-0" REvisloA4 OR 0 4 2019 GrTy OF EOMONDS 1 of 33 LONGITUDE ONE TWENTY° ENGINEERING & DESIGN^ Calculation Package for OliverAd&don I9806 89 Pl. W Edmonds , WA 98026 Project no: S190226-3 Mai-ch 31, 2019 STRUCTURAL ENGINEER L120 ENGINEERING & DESIGN 16329 118T" LN NE OLD w14-u2►S BOTHELL, WA 98011 Apra J 4 2Vj CONTACT: MANS THURFJELL, PE BUIL.DING®EFA-rMeNT EMAIL: MTHURFJELL@L120ENGINEERING.COM GTYOFEDMONDS PHONE: (206) 790-9502 2 of 33 Project Number: y S190226-3 Plan Name: Oliver Addition Sheet Number: DC CMH Design Criteria 2/27/2019 Gravity Criteria: IBLUE = Review and update as required - Typical Input I Code: IBC 2015 ROOF SYSTEM Live Load: Snow 25.0 psf Dead Load: Composite Roofing 2.0 psf 19/32" Plywood Sheathing 2.5 psf Trusses at 24" o.c. 3.0 psf Insulation 1.8 psf (2) Layers 5/8" GWB 4.4 psf Misc or Tile Roof 1.3 psf Total 15.0 psf I EXTERIOR WALL SYSTEM I 2x6 at 16" o.c. 1.7 psf Insulation 1.0 psf 1 /2" Plywood Sheathing 1.5 psf (2) layers 5/8" GWB 4.4 psf Misc or Brick Covered Wall 3.4 psf Total 12.0 psf SEISMIC PARAMETERS: FLOOR SYSTEM Live Load: Residential 40.0 psf Dead Load: Flooring 3.0 psf 3/4" T & G Plywood 2.5 psf Floor Joists at 16" o.c. 2.5 psf Insulation 0.5 psf (1) Layers 5/8" GWB 2.2 psf Misc or Tile Flooring 1.3 psf Total 12.0 psf I INTERIOR WALL SYSTEM I 2x4 at 16" o.c. 1.1 psf Insulation 0.5 psf (2) Layers 5/8" GWB 4.4 psf Misc 2.0 psf Total 8.0 psf Code Reference: ASCE 7-10 R = 6,5 Bearing Wall System, Wood Structural Panel Walls Mapped Spectral Acceleration, Ss = 1.282 Mapped Spectral Acceleration, S 1 = 0.502 Soil Site Class = D WIND PARAMETERS: Code Reference: ASCE 7-10 Basic Wind Speed (3 second Gust) = 1.15 mph Exposure : B Kzt = 1.00 SOIL PARAMETERS: Soil Bearing Pressure = 1,500 psf competent native soil or structural fill 1/3 increase for short-term wind or seismic loading is acceptable Frost Depth = 18 in Lateral Wall Pressures: Unrestrained Active Pressure = 35 pcf Cantilevered walls Restrained Active Pressure = 50 pcf Plate Wall Design/Tank Walls Passive Pressure = 250 pcf Cnil Frirtinn CAMT = n Zc 3 of 33 LONGITUDE ONE TWENTY0 ENGINEERING & DESIGN FRAMING CALCULATIONS BEAM REFERENCE PER PLAN R T E "' CM CALC PACKAGE REPORT Oliver Addition 4 of 33 Level Member Name Results Current Solution Comments B1 - New Ridge Beam Passed 1 piece(s) 3 1/2" x 12" 24F-V8 DF Glulam R1 - New Rafters Passed 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 24" OC R2 - Exist Rafters Passed 1 piece(s) 2 x 6 Hem -Fir No. 2 @ 24" OC B2 - New Flush Beam Passed 1 piece(s) 8 3/4" x 10 1/2" 24F-V4 DF Glulam H1 - New Header Passed 2 piece(s) 2 x 6 Hem -Fir No. 2 H2 - New Header Passed 1 piece(s) 4 x 8 Hem -Fir No. 2 H4 - Exist Header Passed 2 piece(s) 2 x 6 Hem -Fir No. 2 B3 - Porch Beam Passed 1 piece(s) 6 x 8 Douglas Fir -Larch No. 1 ForteWEB Software Operator Job Notes Carl Harris, PE L120 Engineering & Design 3/31/2019 8:36:30 PM LITC �91 FORTFCM MEMBER REPORT Level, Bl - New Ridge Beam 1 piece(s) 3 1/2" x 12" 24F-V8 DF Glulam 5 of 33 PASSED + 0 Overall Length: 12' 1" I 11' 6" i. 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2472 @ 2" 5206 (3.50") Passed (47%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1944 @ 1' 3 1/2" 8533 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 7062 @ 6' 1/2" 19320 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.112 @ 6' 1/2" 0.392 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.193 @ 6' 1/2" 0.587 Passed (L/729) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 12' 1" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 1" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 9". • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on Nos, Supports Bearing Length Ibs) Loads to Suppo!Snow Accessories Total Available Required Dead Roof Live Total 1 - Stud wall- SPF 3.50" 3.50" 1.66" 1040 1148 2 3620 Blocking 2- Stud wall- SPF 3.50" 3.50" 1.66" 1040 1148 2 3620 Blocking o-111y rdnei> me d»tn I— tv ta"y nv nwu> dppneu wret.uy dwve urcm dnu we imi iueu is dplmea to we memuer oemg oe5igneo. Dead Roof Live Snow Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 12' 1" N/A 10.2 Linked from: RI - 1 - Uniform (PLF) 0 to 12' 1" (Front) N/A 81.0 95.0 118.5 New Rafters, Support 2 Linked from: RI - 2 - Uniform (PLF) 0 to 12' 1" (Back) N/A 81.0 95.0 118.5 New Rafters, Support 2 0 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 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 evaluation 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Carl Harris, PE L120 Engineering & Design ASUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l 3/31/2019 8:36:30 PM UTC ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Oliver Addition iaFORTECO f 33 MEMBER REPORT PASSED Level, R1 - New Rafters 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 24" OC Sloped Length:12' 11/16" 12 1' 8' 10" o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 376 @ 10' 1 1/2" 911 (1.50") Passed (41%) 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 307 @ 9' 3 13/16" 1941 Passed (16%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 834 @ 5' 8 1/4" 2964 Passed (28%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.042 @ 5' 7 3/4" 0.520 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.070 @ 5' 7 13/16" 1 0.693 1 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (U240) and TL (L/180). • Overhang deflection criteria: ILL (21J240) and TL (2L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 11' 9" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 9" 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 198 228 285 711 Blocking 2 - Hanger on 11 1/4" SPF beam 3.50" Hanger' 1 1.50' 162 190 237 589 See note r • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. Member Length : 12' 3 1/4" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch : 7112 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners A-es-ries 2 - Face Mount Hanger Connector not found I N/A N/A N/A N/A Loads Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.1s) Comments 1 - Uniform (PSF) 0 to 10' 5" 24" 15.0 20.0 25.0 Default Load 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 evaluation reports ESR-1153 and ESR-1367 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 ForteWEB Software Operator FortewEB Software Operator Job Notes Carl Harris, PE L120 Engineering & Design Al SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 3/31/2019 8:36:30 PM UTC ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Oliver Addition aFORTE'CM _ 7of33 MEMBER REPORT PASSED 1 t Level, R2 - Exist Rafters 1 piece(s) 2 x 6 Hem -Fir No. 2@ 24" OC + 0 12 2 6" t; a Sloped Length: 13' 4 15/16" 8' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. a Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 342 @ 11' 3 1/2" 911 (1.50") Passed (38%) -- 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 355 @ 3' 2 1/4" 949 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 691 @ 7' 3 1/16" 921 Passed (75%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.277 @ 7' 9/16" 0.500 Passed (L/434) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.445 @ T 15/16" 0.667 Passed (L/270) 1.0 D + 1.0 S (Alt Spans) • uenection criteria: LL (L/t4u) ana IL (L/16U). • Overhang deflection criteria: U. (2L/240) and TL (2L/180). • Top Edge Bracing (Lu): Top compression edge must be traced at 10' 9" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 1" 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 256 295 369 920 Blocking 2 - Hanger on 5 1/2" SPF beam 3.50" Hangers 1.50" 145 176 221 542 See note - D-iiy raircD me aawmev w Lary nu luaus appueu uimLuy aouve urem anu me mu ioaa is appnea to me member oemg aestgnec. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. 0 Member Length : 13' 4 1/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 7/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Loads Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 11' 7" 24" 15.0 20.0 25.0 Default Load 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 evaluation 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 ForteWEB Software Operator Al ( .SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator Job Notes 3/31/2019 8:36:30 PM LITC Cad Harris, PE L120 Engineering & Design ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Oliver Addition F O R T E'CM f 33 MEMBER REPORT PASSED Level, B2 - New Flush Beam i piece(s) 8 3/4" x 10 1/2" 24F-V4 DF Glulam Overall Length: 17' 7" 1 17' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 4400 @ 2" 8367 (2.25") Passed (53%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 4065 @ V 2" 18666 Passed (22%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 15907 @ 7' 4 3/8" 36230 Passed (44%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.344 @ 8' 6 5/8" 0.431 Passed (L/602) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl.(in) 0.568 @ 8'6 1/16" 0.863 Passed (L/365) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: U. (V480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 17' 5" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 5" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 0.98 that was calculated using length L = 17' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Total 1 - Stud wall- SPF 3.50" 2.25" 1.50" 1804 1055 904 2446 6209 1 1/4" Rim Board 2- Stud wall- SPF 3.50" 2.25" 1 1.50" 1206 1055 244 1623 4128 1 1/4" Rim Board • Rim Board is assumed to Garry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 17' 5 3/4" N/A 22.3 — 1 - Uniform (PSF) 0 to 17' 7" (Front) 6' 15.0 20.0 - 25.0 Existing Roof Trib 2 - Point (lb) 3' 10" (Top) N/A 1040 1148 1432 Linked from: B1, Support 1 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 evaluation 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 ForteWEB Software Operator ForteWEB Software Operator lob Notes Carl Harris, PE L120 Engineering & Design Al -SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 3/31/2019 8:36:30 PM UTC ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Oliver Addition aFQRTE"CM 9of33 MEMBER REPORT PASSED Level, H1 - New Header 2 piece(s) 2 x 6 Hem -Fir No. 2 Overall Length: 5' 3" + 0 a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 536 @ 0 1823 (1.50") Passed (29%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 417 @ 7" 1898 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 703 @ 2' 7 1/2" 1602 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.040 @ 2' 7 1/2" 0.175 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.065 @ 2' 7 1/2" 0.262 Passed (1-/976) 1.0 D + 1.0 S (All Spans) • Verlectlon criteria: LL (L/JbU) and I L (y[40). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 208 263 328 799 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 208 263 328 799 None Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 53" N/A 4.2 -- -- 1 - Uniform (PSF) 0 to 53" S. 15.0 20.0 25.0 Default Load 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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 evaluation 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Cad Hams, PE L120 Engineering & Design Al SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 3/31/2019 8:36:30 PM UTC ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Oliver Addition 10 of 33 it FORTE'MEMBER REPORT PASSED Level, H2 - New Header 1 piece(s) 4 x 8 Hem -Fir No. 2 Overall Length: 5' 3" 0 I 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1993 @ 0 2126 (1.50") Passed (94%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1930 @ 8 3/4" 2918 Passed (66%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2892 @ 1' 6" 3247 Passed (89%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0,046 @ 2' 5 1/8" 0.175 Passed (L1999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.079 @ 2' 5 1/8" 0.262 Passed (L/797) -- 11.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 3" o/c unless detailed otherwise. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 838 925 1154 2917 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 393 433 540 1366 None Dead Roof Live Snow Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 5' 3" N/A 6.4 -- -- I. - Uniform (PSF) 0 to 5' 3" 2' 15.0 20.0 25.0 Default Load Linked from: BI - 2 - Point (lb) 1' 6" N/A 1040 1148 1432 New Ridge Beam, Support 2 System : Wall Member Type: Header Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso 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 evaluation 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Carl Harris, PE L120 Engineering & Design Al l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 3/31/2019 8:36:30 PM UTC ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Oliver Addition ��FORTE CM MEMBER REPORT Level, H4 - Exist Header 2 piece(s) 2 x 6 Hem -Fir No. 2 11 of 33 PASSED + 0 Overall Length: 2' 9" b 2' 6" I/ 1 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual Cd Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 198 @ 0 1823 (1.50") Passed (11%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 114 @ 7" 1898 Passed (6%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 136 @ 1' 4 1/2" 1602 Passed (9%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.002 @ 1' 4 1/2" 0.092 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.003 @ 1' 4 1/2" 0.138 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Uenecoon criteria: LL (L/sbu) ana r L (t/[40). • Top Edge Bracing (Lu): Top compression edge must be traced at 2' 9" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 9" o/c unless detailed otherwise. • Applicable calculations are based on NOS. Supports Bearing Length Loads to Supports (Ibs) Accessories., Total Available Required Dead Roof Live Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 78 96 120 294 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.5W 78 96 120 294 None Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 2' 9" N/A 4.2 1 - Uniform (PSF) 0 to 2' 9" 3' 6" 15.0 20.0 25.0 Default Load 0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology: ASO 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 evaluation 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Carl Harris, PE L120 Engineering & Design A -0 -SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 3/31/2019 8:36:30 PM LITC ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Oliver Addition aFORTE`CM 12of33 MEMBER REPORT PASSED Level, B3 - Porch Beam 1 piece(s) 6 x 8 Douglas Fir -Larch No. 1 0 L�J Overall Length: 12' 1" 11' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. a Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1268 @ 2" 8181 (3.50") Passed (16%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1076 @ 11" 5376 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3623 @ 6' 1/2" 5930 Passed (61%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.164 @ 6' 1/2" 0.392 Passed (L/858) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.291 @ 6' 1/2" 0.587 Passed (L/484) 1.0 D + 1.0 S (All Spans) • Uenection criteria: LL (L/3bU) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 12' 1" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 1" o/c unless detailed otherwise. • Applicable calculations are based on NOS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Stud wall - SPF 3.50" 3.50" 1.50' 553 574 716 1843 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 553 574 716 1843 Blocking o.—".y rdi¢o dic a»mncu w wny oo rvd.> dppueu uuMuy dwve uiern arw me mu ioau is appueo W me memDer oeing deslgneo. Dead Roof Live Snow Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 12, 1" N/A 10.4 Linked from: RI - 1 - Uniform (PLF) 0 to 12' 1" (Front) N/A 81.0 95.0 118.5 New Rafters, Support 2 0 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 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 evaluation 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Carl Harris, PE L120 Engineering & Design A1 `'(/ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 3/31/2019 8:36:30 PM LITC ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Oliver Addition Project: Typical Stud and Post Calculations StruCalc 9.0 page Location: (2) 2 x 4 max Column [2015 International Building Code(2015 NDS)] (2 ) 1.5 IN x 3.5 IN x 8.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 14.4% StruCalc Version 10.0.1.6 9/18/2018 7:11:04 AM CAUTIONS * Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 1200 lb Dead Load: Vert-DL-Rxn = 716 lb Total Load: Vert-TL-Rxn = 1916 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Hem -Fir Base Values Adjusted Compressive Stress: Fc = 1300 psi Fc' = 213 psi Cd=1.00 Cf=1.15 Cp=0.14 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1275 psi Cd=1.00 CF=1.50 Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1275 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 3 in Area: A = 10.5 in2 Section Modulus (X-X Axis): Sx = 6.13 in3 Section Modulus (Y-Y Axis): Sy = 2.63 in3 Slenderness Ratio: Lex/dx = 27.43 Ley/dy = 32 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 182 psi Allowable Compressive Stress: Fc' = 213 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1275 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1275 psi Combined Stress Factor: CSF = 0.86 8ft A AXIAL LOADING Live Load: PL = 1200 lb Dead Load: PD = 700 lb Column Self Weight: CSW = 16 lb Total Axial Load: PT = 1916 lb 14 of 33 Project: Typical Stud and Post Calculations Location: (3) 2 x 4 max Column [2015 International Building Code(2015 NDS)] ( 3 ) 1.5 IN x 3.5 IN x 8.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 11.1% VVI" StruCalc 9.0 Pa9e of StruCalc Version 10.0.1.6 9/18/2018 7:11:04 AM CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 4000 lb Dead Load: Vert-DL-Rxn = 2023 lb Total Load: Vert-TL-Rxn = 6023 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Hem -Fir Base Values Adjusted Compressive Stress: Fc = 1300 psi Fc' = 430 psi Cd=1.00 Cf=1.15 Cp=0.29 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1466 psi Cd=1.00 CF=1.50 Cr=-1.15 Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1466 psi Cd=1.00 CF=1.50 Cr-1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 4.5 in Area: A = 15.75 in2 Section Modulus (X-X Axis): Sx = 9.19 in3 Section Modulus (Y-Y Axis): Sy = 3.94 in3 Slenderness Ratio: Lex/dx = 27.43 Ley/dy = 21.33 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 382 psi Allowable Compressive Stress: Fc' = 430 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1466 psi Bending Stress Lateral Loads Only (Y-Y Axis): Flay = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1466 psi Combined Stress Factor: CSF = 0.89 aft A AXIAL LOADING Live Load: PL = 4000 lb Dead Load: PD = 2000 lb Column Self Weight: CSW = 23 lb Total Axial Load: PT = 6023 lb 15 of 33 Project: Typical Stud and Post Calculations Location: (4) 2 x 4 max Column [2015 International Building Code(2015 NDS)] (4)1.5INx3.5INx8.0FT #2 - Hem -Fir - Dry Use Section Adequate By: 8.6% INIA (. StruCalc 9.0 Page ' .r7�°� of StruCalc Version 10.0.1.6 9/18/2018 7:11:05 AM CAUTIONS * Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 6000 lb Dead Load: Vert-DL-Rxn = 3031 lb Total Load: Vert-TL-Rxn = 9031 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Hem -Fir Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Adjusted Fc = 1300 psi Fc' = 470 psi Cd=1.00 Cf=1.15 Cp=0.31 Fbx = 850 psi Fbx' = 1466 psi Cd=1.00 CF=1.50 Cr-1.15 Fby = 850 psi Fby' = 1466 psi Cd=1.00 CF=1.50 Cr--1.15 E = 1300 ksi E' = 1300 ksi dx = 3.5 in dy = 6 in A = 21 in2 Sx = 12.25 in3 Sy = 5.25 in3 Lex/dx = 27.43 Ley/dy = 16 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 430 psi Allowable Compressive Stress: Fc' = 470 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1466 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1466 psi Combined Stress Factor: CSF = 0.91 LOADING DIAGRAM A AXIAL LOADING Live Load: PL = 6000 lb Dead Load: PD = 3000 lb Column Self Weight: CSW = 31 lb Total Axial Load: PT = 9031 lb 16 of 33 Project: Typical Stud and Post Calculations Location: (2) 2 x 6 max Column [2015 International Building Code(2015 NDS)] (2)1.5INx5.5INx8.0FT #2 - Hem -Fir - Dry Use Section Adequate By: 13.7% StruCalc 9.0 page vfi / StruCalc Version 10.0.1.6 9/18/2018 7:11:05 AM CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 2000 lb Dead Load: Vert-DL-Rxn = 1025 lb Total Load: Vert-TL-Rxn = 3025 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Hem -Fir Base Values Adjusted Compressive Stress: Fc = 1300 psi Fc' = 212 psi Cd=1.00 Cf=1.10 Cp=0.15 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1105 psi Cd=1.00 CF=1.30 Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1105 psi Cd=1.00 CF=1.30 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 3 in Area: A = 16.5 in2 Section Modulus (X-X Axis): Sx = 15.13 in3 Section Modulus (Y-Y Axis): Sy = 4.13 in3 Slenderness Ratio: Lex/dx = 17.45 Ley/dy = 32 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 183 psi Allowable Compressive Stress: Fc' = 212 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1105 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1105 psi Combined Stress Factor: CSF = 0.86 aft A AXIAL LOADING Live Load: PL = 2000 lb Dead Load: PD = 1000 lb Column Self Weight: CSW = 25 lb Total Axial Load: PT = 3025 lb Project: Typical Stud and Post Calculations Location: (3) 2 x 6 max Column [2015 International Building Code(2015 NDS)] (3)1.5INx5.5INx8.OFT #2 - Hem -Fir - Dry Use Section Adequate By: 14.2% StruCalc 9.0 Pa9e k;.,,,_...:..*......� of StruCalc Version 10.0.1.6 9/18/2018 7:11:05 AM CAUTIONS * Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 6000 lb Dead Load: Vert-DL-Rxn = 3037 lb Total Load: Vert-TL-Rxn = 9037 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Hem -Fir Base Values Adjusted Compressive Stress: Fc = 1300 psi Fc' = 426 psi Cd=1 00 Cf=1.10 Cp=0.30 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1271 psi Cd=1.00 CF=1.30 Cr=-1.15 Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1271 psi Cd=1.00 CF=1.30 Cr-1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 4.5 in Area: A = 24.75 in2 Section Modulus (X-X Axis): Sx = 22.69 in3 Section Modulus (Y-Y Axis): Sy = 6.19 in3 Slenderness Ratio: Lex/dx = 17.45 Ley/dy = 21.33 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 365 psi Allowable Compressive Stress: Fc' = 426 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1271 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1271 psi Combined Stress Factor: CSF = 0.86 T 8ft A AXIAL LOADING Live Load: PL = 6000 lb Dead Load: PD = 3000 lb Column Self Weight: CSW = 37 lb Total Axial Load: PT = 9037 lb Project: Typical Stud and Post Calculations Location: (4) 2 x 6 max Column [2015 International Building Code(2015 NDS)] (4)1.5INx5.5INx8.0FT #2 - Hem -Fir - Dry Use Section Adequate By: 30.0% StruCalc 9.0 page StruCalc Version 10.0.1.6 9/18/2018 7:11:06 AM CAUTIONS * Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn = 8000 lb Dead Load: Vert-DL-Rxn = 6049 lb Total Load: Vert-TL-Rxn = 14049 lb COLUMN DATA Total Column Length: 8 ft _ B Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Hem -Fir Base Values Adjusted Compressive Stress: Fc = 1300 psi Fc' = 609 psi Cd=1.00 Cf=1.10 Cp=0.43 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1271 psi Cd=1.00 CF=1.30 Cr-1.15 6 ft Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1271 psi Cd=1.00 CF=1.30 Cr-1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 6 in Area: A = 33 in2 Section Modulus (X-X Axis): Sx = 30.25 in3 Section Modulus (Y-Y Axis): Sy = 8.25 in3 Slenderness Ratio: Lex/dx = 17.45 Ley/dy = 16 - A Column Calculations (Controlling Case Only): AXIAL LOADING Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 426 psi Live Load: PL = 000 lb Allowable Compressive Stress: Fc' = 609 psi Dead Load: PD = 6000 lb Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Column Self Weight: CSW = 49 lb Eccentricitv Moment (Y-Y Axis): My-Pv = n ft-Ih Total Axial Load: PT = 14049 lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1271 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1271 psi Combined Stress Factor: CSF = 0.7 Project: Typical Stud and Post Calculations Location: (1) 4 x 4 max Column [2015 International Building Code(2015 NDS)] 3.5 IN x 3.5 IN x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 6.3% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 4500 lb Dead Load: Vert-DL-Rxn = 2021 lb Total Load: Vert-TL-Rxn = 6521 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Adjusted Fc = 1350 psi Fc' = 568 psi Cd=1.00 Cf=1.15 Cp=0.37 Fbx = 900 psi Fbx' = 1350 psi Cd=1.00 CF=1.50 Fby = 900 psi Fby' = 1350 psi Cd=1.00 CF=1.50 E = 1600 ksi E' = 1600 ksi dx = 3.5 in dy = 3.5 in A = 12.25 in2 Sx = 7.15 in3 Sy = 7.15 in3 Lex/dx = 27.43 Ley/dy = 27.43 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 532 psi Allowable Compressive Stress: Fc' = 568 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1350 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1350 psi Combined Stress Factor: CSF = 0.94 StruCalc 9.0 page � tS� StruCalc Version 10.0.1.6 9/18/2018 7:11:06 AM t B A AXIAL LOADING Live Load: PL = 4500 lb Dead Load: PD = 2000 lb Column Self Weight: CSW = 21 lb Total Axial Load: PT = 6521 lb Project: Typical Stud and Post Calculations Location: (1) 4 x 6 max Column , [2015 International Building Code(2015 NDS)] 3.5INx5.5INx8.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 16.9% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 6000 lb Dead Load: Vert-DL-Rxn = 3033 lb Total Load: Vert-TL-Rxn = 9033 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Base Values Adiusted Compressive Stress: Fc = 1350 psi Fc' = 564 psi Cd=1.00 Cft1.10 Cp=0.38 Bending Stress (X-X Axis): Fbx = 900 psi Fbx' = 1170 psi Cd=1.00 CF=1.30 Bending Stress (Y-Y Axis): Fby = 900 psi Fby' = 1170 psi Cd=1.00 CF=1.30 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 3.5 in Area: A = 19.25 in2 Section Modulus (X-X Axis): Sx = 17.65 in3 Section Modulus (Y-Y Axis): Sy = 11.23 in3 Slenderness Ratio: Lex/dx = 17.45 Ley/dy = 27.43 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 469 psi Allowable Compressive Stress: Fc' = 564 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1170 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1170 psi Combined Stress Factor: CSF = 0.83 ,., StruCalc 9.0 page StruCalc Version 10.0.1.6 9/18/2018 7:11:06 AM 8ft 1F1 AXIAL LOADING Live Load: PL = 6000 lb Dead Load: PD = 3000 lb Column Self Weight: CSW = 33 lb Total Axial Load: PT = 9033 lb 21 of 33 Project: Typical Stud and Post Calculations Location: (1) 6 x 6 max Column [2015 International Building Code(2015 NDS)] 5.5INx5.5INx8.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 16.4% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 9000 lb Dead Load: Vert-DL-Rxn = 6052 lb Total Load: Vert-TL-Rxn = 15052 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Compressive Stress: Fc = 700 psi Fc' = 595 psi Cd=1.00 Cp=0.85 Bending Stress (X-X Axis): Fbx = 750 psi Fbx' = 750 psi Cd=1.00 CF=1.00 Bending Stress (Y-Y Axis): Fby = 750 psi Fby' = 750 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 5.5 in Area: A = 30.25 in2 Section Modulus (X-X Axis): Sx = 27.73 in3 Section Modulus (Y-Y Axis): Sy = 27.73 in3 Slenderness Ratio: Lex/dx = 17.45 Ley/dy = 17.45 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 498 psi Allowable Compressive Stress: Fc' = 595 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 750 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 750 psi Combined Stress Factor: CSF = 0.84 ,;Nwffl A, StruCalc 9.0 Pa9e ��'`' StruCalc Version 10.0.1.6 9/18/2018 7:11:07 AM LOADING DIAGRAM I A AXIAL LOADING Live Load: PL = 9000 lb Dead Load: PD = 6000 lb Column Self Weight: CSW = 52 lb Total Axial Load: PT = 15052 lb LONGITUDE ONE TWENTY° ENGINEERING & DESIGN PROJECT SUBJECT BY MRT 7SHEEPROJECT NO. T NO. DATE PCZ/EPCZ Post Caps PCUEPCZ pass caps are designed mih their post and beam flanges i1-tabs so that one PCZ/fPCZ i w model can accommodate several post sizes. The r/ PCZ/EPCZ now uses easier -to -instal 10d common ' -W nais. An ollernate Choice of fasteners is Strong•Drive* �`� 09 x 1 W SD Conrwctor screws. ZMAX' firl sh is �"'r• " 3 stwl d,ard t0 meet expost re conditions h marry orrirornwit,s. 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See pp. 39-40 kr rinds whto"rn�.•hari for U U 0 model No.7 W (tna Fositnwrs°f Post sin A6owable toads (DF7SP) Code Rea PCZ EPCZ B�nm Post Uptlft 41M Lateral (160) l�n (160) Lateral (160) K47 3% (10)11)d (8)106 (2) 2xv 1.490 1.120 1130 895 4a4 1.480 1,7130 1,130 t 075 4%G 1480 1.2L0 1:130 1230 4m 1,480 1.380 1130 1230 PC67 51s (10) 10d (8) lod 4.6 1.480 1, 260 1.435 1.071 tI1 1 ISM 1,48D 1,2a5 1,435 1.230 6x8 1,480 1,38(1 1.435 1.230 PC87 7'h nrn 10d {>810d 48 1,480 1,260 1.435 1,075 6r8 1490 1785 1.435 1230 818 1480 1.380 1.435 1.230 1. AA7"d* lands hwe nerenmd la wnd « eanht-tdx with no tudher n c e dbwcd; recir<r whore wl> Masi tlmron. 2.1 f;i`i taxi do nw, %,A* to .0ced conk nnr„ $hk od a ki— m i be detatod In dha Devq� to Ir;vxIa woon loods between sliced avrrbors by mcxu ott x tan the post ay. 3. Stnxlt al compaSte konbx cater" have _des that � eahr the woe Fie or the d thhe l�iI drnrtrlovxw"c«t. Value n t!,: t3tlr roiled -A.14, fien.hto thn wri Imo -d do nU ak- fa ihstakif� info the narrow tzrx. 4. Post mil bam rtay eonw.i of nv,02 nler b«s ixonded they are oe nected r"xmdavjy of tic pxl cap loj vh - t od x 2 W J0. t 48' du n 2 t5' $oM1 naL^ rnry Ix hood -0, no 1-d rahhcticn 1n .x Wt arvJ 9 of ttr table ka& for Ward 0. Modcas nvaiabte I« rough sure krntr_-. sperty IV x,qm Fos F-' -W— !. Nai4: 10d : 0.1 tg' da, x 3' Yxg. Sec pp. 2G-2i la oil" ru w7 and wlonraaon. Sa : SM 112 , 0 131' rki- x 114 kry Slim by Designer i o ° ° e � Iti v v• EPCZ Post Cap Installed on Double 2x Members Shim by PCZ Post Cap Installed on Double 2n Members L120 ENGINEERING & DESIGN 23 of 33 -LONGITUDE ONE TWENTYO ENGINEERING & DESIGN LATERAL CALCULATIONS SHEAR -WALL REFERENCE PER PLAN 24 of 33 Project Number: m S190226-3 Plan Name: Oliver Addition Sheet Number: DC CMH Design Criteria 2/27/2019 Gravity Criteria: IBLUE = Review and update as required - Typical Input ROOF SYSTEM Live Load: Snow 25.0 psf Dead Load: Composite Roofing 2.0 psf 19/32" Plywood Sheathing 2.5 psf Trusses at 24" o.c. 3.0 psf Insulation 1.8 psf (2) Layers 5/8" GWB 4.4 psf Misc or Tile Roof 1.3 psf Total 15.0 psf EXTERIOR WALL SYSTEM 2x6 at 16" o.c. 1.7 psf Insulation 1.0 psf 1/2" Plywood Sheathing 1.5 psf (2) layers 5/8" GWB 4.4 psf Misc or Brick Covered Wall 3.4 psf Total 12.0 psf SEISMIC PARAMETERS: Code: IBC 2015 FLOOR SYSTEM Live Load: Residential 40.0 psf Dead Load: Flooring 3.0 psf 3/4" T & G Plywood 2.5 psf Floor Joists at 16" o.c. 2.5 psf Insulation 0.5 psf (1) Layers 5/8" GWB 2.2 psf Misc or Tile Flooring 1.3 psf Total 12.0 psf I INTERIOR WALL SYSTEM I 2x4 at 16" o.c. 1.1 psf Insulation 0.5 psf (2) Layers 5/8" GWB 4.4 psf Misc 2.0 psf Total 8.0 , psf Code Reference: ASCE 7-10 R = 6.5 Bearing Wall System, Wood Structural Panel Walls Mapped Spectral Acceleration, Ss = 1.282 Mapped Spectral Acceleration, S 1 = 0.502 Soil Site Class = D WIND PARAMETERS: Code Reference: ASCE 7-10 Basic Wind Speed (3 second Gust) = 1.15 mph Exposure : B Kzt = 1.00 SOIL PARAMETERS: Soil Bearing Pressure = 1.,500 psf competent native soil or structural fill 1 /3 increase for short-term wind or seismic loading is acceptable Frost Depth = 18 in Lateral Wall Pressures: Unrestrained Active Pressure = 35 pcf Restrained Active Pressure = 50 pcf Passive Pressure = 250 pcf Qnil Frirtinn Cnaff n zc Cantilevered walls Plate Wall Design/Tank Walls 25 of 33 2/27/2019 U.S. Seismic Design Maps � E�pINEfgs ! 19806 80th PI W, Edmonds, WA 98026, USA Latitude, Longitude: 47.8195426,-122.34237830000001 c a 0 198th St SW �Q �9 �1416 /ft CO 198th P1 SW w ci. M Gof gle Date Design Code Reference Document Risk Category Site Class Type SS S1 SMS SM1 SDS SD1 Type SDC Fa Fv PGA FPGA PGAM TL SsRT SsUH SsD S1RT S1UH S1D PGAd CRS CR1 Value Description 1.282 MCER ground motion. (for 0.2 second period) 0.502 MCER ground motion. (for 1.Os period) 1.282 Site -modified spectral acceleration value 0.753 Site -modified spectral acceleration value 0.855 Numeric seismic design value at 0.2 second SA OSH PD �`' 198t`,c' S D m 199111 St SW 199th St SW.. Map data 02019 Google 2/27/2019, 6:30:51 PM j ASCE7-10 II i D - Stiff Soil 0.502 Numeric seismic design value at 1.0 second SA Value Description D Seismic design category 1 Site amplification factor at 0.2 second 1.5 Site amplification factor at 1.0 second 0.522 MCEG peak ground acceleration i 1 Site amplification factor at PGA 0.522 Site modified peak ground acceleration 6 Long -period transition period in seconds 1.282 Probabilistic risk -targeted ground motion. (0.2 second) 1.313 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration 1.727 Factored deterministic acceleration value. (0.2 second) 0.502 Probabilistic risk -targeted ground motion. (1.0 second) 0.531 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. 0.695 Factored deterministic acceleration value. (1.0 second) 0.663 Factored deterministic acceleration value. (Peak Ground Acceleration) 0.976 Mapped value of the risk coefficient at short periods 0.944 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org/ 26 of 33 2/27/2019 U.S. Seismic Design Maps • r MCER Response Spectrum 1.5 2 4 Period, T (sec) — Sa(g) Design Response Spectrum 1.00 0.75 rn CO 0.50 0.25 0.00 0 2 4 Period, T (sec) — Sa(g) 1.9 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 latitude/longitude location in the search results of this webstie. https://seismicmaps.org/ 27 of 33 Project Number: an: Sheet Number: S190226-3 Oliver Addition L1 Engineer: Specifics: Date CM}i WIND FORCES 2/27/2019 IBC 2015 Section 1609 ASCE 7-10 Section 28.6 - Simplified Procedure — Main Wind -Force Resisting System WIND DESIGN CRITERIA: Basic Wind Speed, V, = 115 mph (ASCE 7-10, Section 26.5 page 246) Exposure = B (ASCE 7-10, Section 26.7 page 246) BUILDING DIMENSIONS: Roof Slope = 7.00 :12 = 30.26 degrees Loads From Front/Back - Width (ft)= 10.50 ft Roof: Gable Loads From Side - Width (ft) = 11.50 ft Roof: Hip Average Eave Height = 8.00 ft Mean Roof lit. , It = 15.00 ft (ASCE 7-10, Figure 27.6-2 page 275) Edge Strip Width, a = 3 ft (ASCE 7-10, Figure 28.6-1 page 303) End Zone Width, 2a = 6.00 ft (ASCE 7-10, Figure 28.6-1 page 303) TOPOGRAPHIC DESIGN CONSIDERATIONS: Topographic Factor, Kzt = 1.00 (ASCE 7-10, Section 26.8, page 251) Adjustment Factor, X = 1.00 (ASCE 7-10, Figure 28.6-1, page 305) WIND LOAD SUMMARY: Front / Back Direction Roof 1.41 k E Basement (Base Shear) 1.41 k Side / Side Direction Roof 1.29 k E 1 st Floor (Base Shear) 1.29 It SIMPLIFIED DESIGN WIND PRESSURE, PS30 (PSO (Exposure B at It = 30ft) Basic'%Vinr Speed, Vs (mph) Roof Angle (Degrees) Load Case ZONES' Horizontal Pressure Vertical Presssure Overhang A B C D E 1 F G H Eoli Gon 115 30.26 A 23.60 16.10 18.80 12.90 1.80 -14,30 0.60 -12.30 -8.30 -9.50 Valties Interpolated from rigro-e 28.6-/ ASCE 7 - /0 p. 303 to 305 28 of 33 Project Number: an: blicel Number, S190226-3 Oliver Addition Ll Engineer: Specifics: Date CM11 WIND FORCES 2/27/2019 Case A F- HORIZONTAL LOADS (psf) p, _ A' Kzt*Ps30 MIN. LOADS (psi) Per ASCE 7-10, 28.6.3 End zone Interior zone Roof Wall A (Wall) B (Roof) C(Wall) D (Roof) 23.60 16.10 18.80 1 12.90 8.0 16.0 ASD WIND FORCES: FRONT / BACK LOADING DIRECTION Width Height End Zone Interior zone Force Min Force Length Pressure (W) Length Pressure (W) Location Plane 0.6 (o'W 0.6 w•W 01) 01) (ft) (psf) (ft} (psf) (kips) (kips) Ieight" of Roof to Plate (see note) C Plate to Mid 1st LVL 10.5 10.5 4.00 4.00 (roof) (wall) 6.0 6.0 23.60 23.60 4.5 4.5 18.80 18.80 0.71 0.71 0.26 0.52 C i= 1.41 0.79 Total Wind Base Shear (kips) 1.41 0.79 ASD WIND FORCES: SIDE / SIDE LOADING DIRECTION End Zone Interior zone Force Min Force Width Height Length Pressure (W) Length Pressure (W Location Plane 0.6 o) 0.6 w•W (f1) (ft) (ff) (psf) (ft} (psf) kips kips ieight" of Roof to Plate (see note) 11.5 4.00 (roof) 6.0 16.10 5.5 12.90 0.52 0.29 p Plate to Mid Ist LVL 11.5 4.00 (wall) 6.0 23.60 5.5 18.80 0.76 0.57 a i - 1.29 0.86 Total Wind Base Shear (kips) 1.29 0.86 29 of 33 Project Number: Plan Name: Sheet Number: S190226-3 Oliver Addition L2 Engineer: Specifics: Date: CMH SEISMIC WEIGHTS 2/27/2019 Unit Weights (psf) Seismic Weights include: (REF §12.7) Roof: 15 psf 25% of storage Live loads Floor: 12 psf Actual partition weight or 10 psf min if applicable Exterior Wall: 12 psf Operating weight of permenant equipment Interior Wall: 8 psf 20% of uniform design snow loads for areas where Pf> 30 psf LEVEL ITEM AREA / LENGT H HEIGHT (ft) WEIGH T (psf) Item Total Weight. (lbs) Sub- Total (kips) Average Pressure (psf) .ROOF Roof 121 4.00 15 = 7,260 Ext. Wall Below 34 4.00 12 = 1,608 Corridor Wall Below 0 4.00 8 = 0 9 73 STRUCTURE WEIGHT FOR SEISMIC BASE SHEAR: 9 kips TOTAL WEIGHT OF STRUCTURE: 9 kips (Includes Basement Dead Load) 30 of 33 Project Number: Plan Name: Sheet Number: S190226-3 Oliver Addition L3 Engineer: Specifics: Date: CMH SEISMIC FORCES 2/27/2019 tqulvelant L,aterai rorce Analysts perltsu 2U1b 101s.1 -ASiU 7-lU Table 12.6-1 -Sec 12.8 Si = 0.502 Maps SDS = 0.855 (ASCE 7 EQ 11.4.-3) SDI = 0.502 (ASCE 7 EQ 11.4.4) Seismic Importance Factor = 1.00 (ASCE 7 Table 11.5-1) Seismic Design Category = D (ASCE 7 Table 11.6-1 & 1 1.6.2) Response Modification Factor, R = 6.5 (ASCE 7 Table 12.2-1) Seismic Force -Resisting System Description = A.13 - light framed walls Building Height, h„ = Building Period Coefficient, CT = Approx. Fundamental Period, Ta = Approx. Fundamental Period, TL = Seismic Response Coefficient CS = SDs/(R/I) CS = Seismic Response Coefficient, Maximum Cs, MAX = SDI/(T*R/I) Cs, MAX = z Cs, MAX = SDI TL/(T *R/ Cs, MAX = Seismic Response Coefficient, Minimum CS, MIN = 0.01 CS MIN = Cs, MIN = 0.5 SI / (R/I) Cs, MIN = 15.0 ft 0.020 (ASCE 7 Table 12.8.-2) 0.152 (Cr(ho 75) (ASCE 7 EQ 12.8.-7) 6.0 sec (ASCE 7 11.4.5) 0.132 (ASCE 7 EQ 12.8.-2) 0.507 T <_ TL (ASCE 7 EQ 12.8.-3) NA T > TL (ASCE 7 EQ 12.8.4) 0.010 (ASCE 7 EQ 12.8.-5) NA if S1 > 0.6 (ASCE 7 EQ 12.8.-6) CS = 0.132 Dead Load W = 9 kips V = Cs W = 1.2 kips (ASCE 7 EQ 12.8.4) QE = V = 1.2 kips (ASCE 7 EQ 12.4-3) p = 1.0 (ASCE 7 12.3.4.2) EH = P QE ; 1.2 kips (ASCE 7 EQ 12.4-3) Ev = .2 SDS D = 0.17 x D kips Factor for Alternate Basic Load conbinations - 2015 IBC 1605.3.2 EH/1.4 = 0.8 kips 113C 2015 1605.3.2 k = 1 (ASCE 7 12.8.3) VERTICAL DISTRIBUTION (Per ASCE 7-12.8.3) Story Total Story Vert Dist Story Factored Story Floor Area Height Height Weight Factor Force Force (ASD) H hx wx wxhxk Cvx Fx Fx pn.4 = E„/1.4 (ft�) (ft) (ft) (kips) (k-ft) (kips) (kips) Roof 121 8.00 8.00 9 71 1.00 1.2 0.8 Sum = 71 1.000 1.2 0.8 31 of 33 Project Number: PlanName: Sheet Number: S190226-3 Oliver Addition L4 Engineer: Speci ics: ate: CMH DESIGN LOADS 2/27/2019 FRONT / BACK APPLIED FORCES Wind Force 0.6 co * W s (kips) Seismic Force Ell. 4 (kips) Per Level Sum Per Level Sum 1.41 0.83 1.41 0.83 1.41 --T0.83 ' • 1T 1 st FLOOR Governing Force: 1.41 k Wind Base Shear: 1.41 k Wind SIDE / SIDE APPLIED FORCES ROOF 1.29 k Wind Wind Force 0.6 r,) * Ws (kips) Seismic Force E/1.4 (kips) Project Nu rher: flan Name: Sheet Numher S190226-3 Oliver Addition L6 Engineer. Specifics: Date: CMH Shear walls 3 30 2019 No,,. -All walls designed with Fowe-Transfer should mat n mininmm height to width ratio or2A al Pi. (SDPWS 2015, T.M. 4.3.4 p.25) • Muimnm allowed hcight to width ratio 3.5:1 for,wlln w/o openings (increased shear RF.D - Update Formals as mquimd-Important d.ign values per SDPWS 2015. TnMe 4.3.4 p.25) BLUE -Review nrldu teas q.id - Tn'cnl In t ' Shesr panel hcight 6 hcight to underside or motor floor rmming. ?nd Smrp Wllll.e(Sit(R/Side Dimclion) Tentryna7 Stud Spmics HF 2nd Stt W,dk(Sfde/Side Ohr 1t 1 ShruinRahra O31.) Hold downs and windowmom r, "AdjuMM" SMq xheallkipq= 1.29 60% Gmrmi,g Forcr(FIB DiMdoa)= Srkmk Cyp enpnelty= G0.(q Story height(n)- 064 Deal Nord In —(FIB DlreclMn)= 0.90 ®C 2015 Egnnhon 16-22 (PLF) Rhenr 11 ,t hoighl(n)- NIIN rIINI% amryshenr Total Dlaphl'ntmml oldlh(fn- II,50 VIES Imd Damn.. d—k-OK Hcight/Width Fnrecm Window Slnn Wnll Wrll (1Ikning ONning Opcoing(mnv) Plnlem Eff Ihx Trih. Width Pm ' EDmtl.r Story Sum Panel Rcducfon(,I) DmIRn Pon, Wnll Rrwf Story Sum OTM RM Raulmm HD1Stmpto HD to, ilm HD Resulrnnt Window Slntp Mork I.(1)) Widlh(n)III, "101) Io Pdge(11) OPcninp(Il) L,"(R) (R) SMrh1a (:�1 TriIA WNIth V(kias) V(klnn) Shenr(pIU R-2•LM Shenr( o Type Trlh (R) DL(kll) DI.(kID (k-Il) (k-R) Hlxkipa) DF orlllI Gdpc/Intcrinr'1 TYPIi HD (Kin.,) 1 A -I 11.66 11,00 3n0 1.00 InN (.66 5.75 I1MI 5.75 n.64 0,64 97 1.00 97 SW6 200 0.13 0.13 5.9 173 400 HF Edge Rrr»nc No HD 0.69 CSI6 Eckt I111, 01m 01g) R.th1 11141 6.f1f1 3.75 1.110 5.75 R(A 0.64 107 1.00 107 EXISTING STRUCFURALSVSTEM ASSUMEDTOTAKE LATERAL FORCES AT ADDITION:EXISTING INTERFACE Tnml Length GYP requllrd In FIB dhrcdnn to trskt I00%latelwl (o (R) Wx R ulml (including dir.nunlcA cnpncily xecrnmtnl liu Ira (1SI11 S- 21,66 'I'Mnl OSHuullla! -12.(�f S- 11.50 139 1,29 OK '1'olnl OSD Capncity 1.29 (fat (ki a) Note: Front to Back lateral forces assumed to be taken by the existing lateral structure as the profile in this direction has not changed for wind loading and the additional seismic mass is negligible. Lateral forces in the Side to Side direction are taken by the new shear wall identified in plan at the outside face of the addition and by the existing lateral system at the inside face of the addition. Additional loads to the existing structure are negligible as seen above. w 33 of 33 Project Number: Project: Sheet Number: S190226-3 Oliver Addition L7 Engineer: Subject: Date: CMH SHEAR WALL EQUATION DIAGRAM 2/27/2019 SHEAR WALL WITH WINDOW BASED ON SHEAR TRANSFER: WROOF Where: Vi = Story Shear V R001 VI+I Vi Hi+l Vi+l panel HDi+1 E Vi+l plalc E ' H, LI �� Lorin , H; H,,, Hdi V, p,nc] Vi pintc E f --1 He I Wi = Story Dead Load HDi = Story Holdown MOTi = Story Over Turning Moment MRi = Story Resisting Moment MOT ROOF = VROOF x H I+l W2 MR ROOF = 0.6 x WROOF x D1/2 HDi+I = (MOT ROOF - MR ROOF)/(D - 6") Vi+l paml = VROOF / (LI + L...) Vi+I plate = VROOF / D MOTi = I(Vi+l + VROOF) x Hil + MOT ROOF MRi = 0.6 x (Wi+l + WROOF) x D`/2 HDi = (Mori - MRIY(D - 6") Vi pant] = (VROOF + Vi+l) / (1-1 + Lma.) Vi pb lc = (VROOF + V i+I) / D D FORCE TRANSFER AROUND WINDOW CALCULATION (CANTILEVER PIER METHOD) V. Hs V,I H w/2 Vh Vh = Vi p .cl x Lma. V,. = HDi V,. Th = VI, (H,,. / 2 + I -I,) / H, T,. = Is resisted by the continuous stud adjacent to the window. 1 of 33 LONGITUDE ONE TWENTY° ENGINEERING & DESIGN Calculation Package for OftverA"fion Edmonds, WA 98026 Project no: S190226-3 February 27, ZOI 9 ...., .`��.iHUR •, • \Y z • ■ • STRUCTURAL ENGINEER •'° , �`` L120 ENGINEERING & DESIGN S�ONAL E�.'• 16329 118"' LN NE `•y BOTH ELL, WA 98011 CONTACT: MANS THURFJELL, PE EMAIL: MTHURFJELL@L120ENGINEERING.COM m_ir%kir. Inns\ -nn nrnn RECEIVED FEB 2 8 2019 BUILDING b Lp "/-,7 U&-,\ I q - 0 2, t e) 1 2 of 33 Project Number: S190226-3 Pan Name: Oliver Addition Sheet Number: DC CMH Design Criteria 2 27 2019 Gravity Criteria: IBLUE = Review and update as required - Typical Input I Code: IBC 2015 I ROOF SYSTEM I Snow 25.0 psf ,ad Load: Composite Roofing 2.0 psf 19/32" Plywood Sheathing 2.5 psf Trusses at 24" o.c. 3.0 psf Insulation 1.8 psf (2) Layers 5/8" GWB 4.4 psf Misc or Tile Roof 1.3 psf Total 15.0 psf EXTERIOR WALL SYSTEM 2x6 at 16" o.c. 1.7 psf Insulation 1.0 psf 1/2" Plywood Sheathing 1.5 psf (2) layers 5/8" GWB 4.4 psf Misc or Brick Covered Wall 3.4 psf Total 12.0 psf SEISMIC PARAMETERS: I FLOOR SYSTEM Live Load: Residential 40.0 psf Dead Load: Flooring 3.0 psf 3/4" T & G Plywood 2.5 psf Floor Joists at 16" o.c. 2.5 psf Insulation 0.5 psf (1) Layers 5/8" GWB 2.2 psf Misc or Tile Flooring 1.3 psf Total 12.0 psf INTERIOR WALL SYSTEM 2x4 at 16" o.c. 1.1 psf Insulation 0.5 psf (2) Layers 5/8" GWB 4.4 psf Misc 2.0 psf Total 8.0 psf Code Reference: ASCE 7-10 R = 6.5 Bearing Wall System, Wood Structural Panel Walls Mapped Spectral Acceleration, Ss = 1.282 Mapped Spectral Acceleration, S 1 = 0.502 Soil Site Class = D WIND PARAMETERS: Code Reference: ASCE 7-10 Basic Wind Speed (3 second Gust) = 115 mph Exposure : B Kzt = 1.00 SOIL PARAMETERS: Soil Bearing Pressure = 1,500 psf competent native soil or structural fill 1/3 increase for short-term wind or seismic loading is acceptable Frost Depth = 18 in Lateral Wall. Pressures: Unrestrained Active Pressure = 35 pcf Cantilevered walls Restrained Active Pressure = 50 pcf Plate Wall Design/Tank Walls Passive Pressure = 250 pcf Soil Friction Coeff. = 0.35 3 of 33 LONGITUDE CANE 7WENTYO ENGINEERING & DESIGN FRAMING CALCULATIONS BEAM REFERENCE PER PLAN CALC F O R T E a . Oliver A KALE REPORT 4 of 33 Level Member Name Results Current Solution Comments B1- New Ridge Beam Passed 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 RI - New Rafters Passed 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 24" OC R2 - Exist Rafters Passed 1 piece(s) 2 x 6 Hem -Fir No. 2 @ 24" OC B2 - New Flush Beam Passed i piece(s) 3 1/8" x 6" 24F-V4 DF Glulam HI - New Header Passed 2 piece(s) 2 x 6 Hem -Fr No. 2 H2 - New Header Passed 2 piece(s) 2 x 8 Hem -Fir No. 2 H3 - New Header Passed 1 piece(s) 2 x 6 Hem -Fir No. 2 (Plank) H4 - Exist Header Passed 2 piece(s) 2 x 6 Hem -Fir No. 2 ForteWE6 Software Operator Job Notes Carl Hams, PE L120 Engineering & Design 2/28/2019 5:32:06 AM UTC 19FORTE4CM f 33 MEMBER REPORT PASSED Level, B1 - New Ridge Beam 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 Overall Length: 12' 1' 0 0 b 11 ' 6" b q in All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual Q Location Allowed Result LDF Load : Combination (Pattern) Member Reaction (lbs) 1468 @ 2" 5206 (3.50") Passed (28%) — 1.0 D + 1.0 S (All Spans Shear (lbs) 1169 @ V 2 3/4" 5434 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 4193 @ V 1/2" 7004 Passed (60%) 1.15 1.0 D + 1,0 S (All Spans) Live Load Defl. (in) 0.089 @ 6' 1/2" 0.392 Passed (L/999+) — 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0,157 @ 6' 1/2" 0.587 Passed (L/899) — 1.0 D + 1.0 S (All Spans • Deflection criteria: LL (L/360) and TL (L/240). - Top Edge Bracing (Lu): Top compression edge must be braced at 12' 1" o/c unless detailed otherwise. - Bottom Edge Bracing (W): Bottom compression edge must be braced at 12' V o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessorfes Total Available Requlred Dead Roof live Snow Total I - Stud wall - SPF 3.50" 3.50" 1.50" 637 665 831 2133 frocking 2 - Stud wall - SPF 3.50" 3.5W 1.50" 637 665 831 2133 Blocking • Blocking Panels are assumed to carry no bads applied directly above them and the full load S applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Rooftive (non -snow: 1.25) Show (1.15) Comments 0- SelfWerght (PLF) 0 to 17 1" N/A 10.0 — -- I - Uniform (PSF) 0 to 12' 1" (Front) S- 6" 17.4 20.0 1 25.0 I Default Load System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0112 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 arty 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 evaluation 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.corTVwoodproducts/document-ribrary. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Cad Harris, PE L120 Engineering & Design A0SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ll 2/28/2019 5:32:06 AM UTC ForteWEB v1.5, Engine: V7.3.1.294, Data: V7.2.0.2 File Name: Oliver Addition W FORTE CM 6of33 MEMBER REPORT PASSED Level, RI - New Rafters 1 pieoe(s) 2 x 12 Hem -Fir No. 2 @ 24" OC Sloped Length: 7' 1015/16" 12 - -_ •r —J r - - 1' 4 5' 3' a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load : Combination (Pattern) Member Reaction (Ibs) 221 @ 6' 6 1/2" 911 (1.50") Passed (24%) — 1.0 D + 1.0 S (AR Spans) Shear (Ibs) 158 @ 2' 1 3/16" 1941 Passed (8%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 289 @ 3' 11 118" 2964 Passed (10%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.005 @ 3' 10 3/8" 0.312 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.009 @ 3' 10 1/2" 0.416 Passed (L/999+) — I O D + 1.0 S (Alt Spans) • Deflection cdteria: LL (1./240) and TL (L/180). • Overhang deflection criteria: LL (211240) and TL (2L/180). Top Edge Bracing (Lu): Top compression edge must be braced at 7 7' o/c unless detailed otherwise. - Bottom Edge Bracing (W): Bottom compression edge must be braced at 7 7' 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 138 159 198 495 Blocking 2 - Hanger on 11 1/4" SPF beam 3.50" Hangerr 1 1.50" 98 117 146 361 See note r • Blocking Panels are assumed to carry no k»ds applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that Is supporting the hanger • r See Connector grid below for addr Tonal Information and/or requirements. Member Length : S 1 7/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: Aso Member Pitch : 7/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Loads Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 6' 10" 24" 15.0 Z0.0 25.0 Default Load 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 relate to the software. Use of this software is not intended to circumventthe need fora 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 projecL Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by the 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 evaluation 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,conVwDodproducts/document-ribraty. The product application, Input design loads, dimensions and support information have been provided try ForteWEB Software Operator ForteWEB Software Operator Job Notes Carl Harris, PE L120 Engineering & Design Al SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l 2/28/2019 5:32:06 AM UTC ForteWEB v1.5, Engine: V7.3.1.294, Data: V7.2.0.2 File Name: Oliver Addition WFORTE'M f 33 MEMBER REPORT PASSED Level, R2 - Exist Rafters 1 piece(s) 2 x 6 Hem -Fir No. 2@ 24" OC Sloped Length: 13' 4 15/16" 12 7F— 2' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load : Combination (Pattern) Member Reaction (Ibs) 342 @ 11' 3 1/2" 911 (1.50") Passed (38%) — 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 355 @ 3' 2 1/4" 949 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Moment (R-Ibs) 691 @ 7 3 1/16" 921 Passed (75%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.277 @ T 9/16" 0.500 Passed (L/434) — 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.445 @ 7' 15/16" 0.667 Passed (L/270) — 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (21.1180). • Top Edge Bracing (Lu): Top compression edge must be braced at 10' 9" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 1" 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1- Beveled Plate - SPF 3.50" 3.5W 1.50" 256 295 369 920 Blocking 2- Hanger on 5 1/Z" SPF beam 3.50" Hanger- 1.50" 145 176 221 542 See note 1 • Blocking Panels are assumed to carry no bads applied directly above them and the full load Is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • � See Connector grid below for additional information and/or requirements - Member Length : 13' 4 1/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 7/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Loads Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 1T 7" 24" 15.0 20.0 25.0 Default Load 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 try 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 facli'Rles are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation 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.cortVwoodproducts/documeryt-ribrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Carl Harris, PE L120 Engineering & Design AAN 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l 2/28/2019 5:32:06 AM UTC ForteWEB v1.5, Engine: V7.3.1.294, Data: V7.2.0.2 File Name: Oliver Addition FO R T ER f 33 MEMBER REPORT PASSED Level, B2 - New Flush Beam 1 piece(s) 3 1/8" x 6" 24F-V4 DF Glulam Overall Length: 6' 7" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load : Combinatlon (Pattern) Member Reaction (Ibs) 1626 @ 2" 2988 (2.2S") Passed (54%) — 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1499 @ 9 1/2" 3809 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 2649 @ 2' 4313 Passed (61%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.095 @ 3' 1 1/2" 0.156 Passed (L/791) — 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.163 @ 3' 1 7/16" 0.313 Passed (L/461) — 1.0 D + 1.0 S (All Spans) • DefleCtlon criteria: LL (1-/4130) and T L (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 5" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 5" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer. • Applicable calculations are based on NDS. 0 System : Floor Member Type: Flush Beam Building the : Residential Building Code : IBC 2015 Design Methodology : Aso Supports Bearing Length Loads to Supports (Ibs) Accessoiles Total Available Required Dead Floor Live Roof Uve I Snow Total 1- Stud wall - SPF 3.50" 2.25" 1.50" 687 296 470 958 2411 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 125" 1.50" 424 296 1 195 614 1529 1 1/4" Rim Board non ouaru o a>wmev w cauy — aaus appl— --y— a, ypm 9 me memuer —.9 uemyneu. Dead Floor Live Roof Live Snow (Loads Location (Side) Tributary Width (0.90) (1.00) (non -snow: 1.25) (1.15) Comments 0 - Sell Weight (PLF) 1 1/4" to 6' 5 3/4" N/A 4.6 -- - - 1 - Uniform (PSF) 0 to 6' T' (Front) 4' 6" 15.0 20.0 - 25.0 Existing Roof Tnb 2 - Point (lb) 2' (Top) N/A 637 - 665 S31 Linked from: 01, Support 1 Ne erhaetiser Notes kyerhaeuser 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 slated to the software. Use of this software Is not intended to dreumvent the deed for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is sponsible 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. Produces manufactured at ieyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC -ES under evaluation reports ESR-1153 and ESR-138; nd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details referto r,wv.weyerhaeuser.com/wood p rod u cts/document-library. he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator 7A\ SUSTAINABLE FORESTRY INmATIVE Weyerhaeuser ForteWEB Software Operator Sob Notes 2/28/2019 5:32:06 AM UTC Cad Harris, PE L120 Engineering & Design ForteWEB v1.5, Engine: V7.3.1.294, Data: V7.2.0.2 File Name: Oliver Addition WFORTE'CM f 33 MEMBER REPORT PASSED Level, H1 - New Header 2 piece(s) 2 x 6 Hem -Fir No. 2 Overall Length: 5' 3" 0 � s• C All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load : Combination (Pattern) Member Reaction (lbs) 326 @ 0 1823 (1.50") Passed (18%) — 1.0 D + 1.0 S (All Spans) Shear (lbs) 254 @ 7' 1898 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 428 @ 2' 7 1/2" 1602 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.024 @ 2' 7 1/2" 0.175 Passed (L/999+) — 1.0 D + 1.0 S (All Spans Total Load Defl. (in) 0.039 @ 2' 7 1/2" 0.262 Passed (L/999+) — 1 1.0 D + 1.0 S (All Spans) • Deflection crtter'ia: U. (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Load to Supports (lbs) Accessories Total Available Requlred Dead Roof Live Snow Total 1- Trimmer - SPF 1.50" 1.50" 1.50" 129 158 197 484 None 2 - Trimmer - SPF 1.50" 1 1.50" 1 1.50" 129 1S8 197 484 None Loads Location (Side) Tributary width Dead (0.90) Roof Live (non -snow: 1.2S) Snow (1.15) Comments 0- Self Weight (PLF) 0 to 5' 3" N/A 4.2 -- -- 1 - Uniform (PSF) 0 to 5' 3" S 15.0 20.0 25.0 Default load 0 System: Wall Member Type: Header Building Use: Residential Building Code: BC 2015 Design Methodology: ASD Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of 16 products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated 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 esponsible 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 Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-138i and/or tested in accordance with applicable ASTM standards For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.corrVwoodproducts/document-ribrary. the product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator A1 1 SUSTAINABLE FORESTiZY INMATINE Weyerhaeuser ForteWEB Software operator Job Notes 2/28/2019 5:32:06 AM UTC Cad Harris, PE L120 Engineering & Design ForteWEB v1.5, Engine: V7.3.1.294, Data: V7.2.0.2 File Name: Oliver Addition WFORTE"CM 10of33 MEMBER REPORT PASSED Level, H2 - New Header 2 piece(s) 2 x 8 Hem -Fir No. 2 Overall Length: 5' 3" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load : Combination (Pattern) Member Reaction (Ibs) 970 @ 0 1823 (1.50") Passed (53%) — 1.0 D + 1.0 S (All Spans) Shear (Ibs) 908 @ 8 3/4" 2501 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Moment (R-Ibs) 2221 @ 2' 7" 2569 Passed (86%) 1.15 1.0 D + 1.0 S (All Spans Live Load Defl. (in) 0.042 @ 2' 7 7/16" 0.175 Passed (L/999+) — 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.074 @ 2' 7 7/16" 0.262 Passed (L/857) - 1 1.0 D + 1.0 S (Ail Spans) • Deflection criteria: LL (L/360) and T. (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at T 3" o/c unless detailed otherwise. • Applicable caoilations are based on NDS. Suppoi is Bearing Length Loads to Supports (Ibs) Accessories Total I Available Required Dead Roof Live Snow Total 1- Trimmer - SPF 1.50' F 1.50" 1.50" 417 443 553 1413 None 2 - Trimmer - SPF 1.50" 1 1.50" 1.50" 407 432 540 1379 None Dead Roof Llve Snow Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PL17 0 to S'3' N/A 5.5 -- -- 1- Uniform (PSF) 0 to T 3" 2' 15.0 20.0 25.0 Default Load Linked from: Bl - 2 - Point (lb) 2' 7" N/A 637 665 831 New Ridge Beam, Support 2 System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology: Aso 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. the 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 IOC -ES under evaluation 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/woodprc>ductWdocument-ribrary. The product application, Input design bads, dimensions and support information have been provided by ForteWEB Software Operator ForteWES Software Operator lob Notes Cad Harris, PE L120 Engineering & Design AT RY SUSTAINABLE FORESTINITIATIVE Weyerhaeuser `i 2/28/2019 5:32:06 AM UTC ForteWEB v1.5, Engine: V7.3.1.294, Data: V7.2.0.2 File Name: Oliver Addition F'0 R T E' CM 11 of 33 MEMBER REPORT PASSED Level, H3 - New Header 1 piece(s) 2 x 6 Hem -Fir No. 2 (Plank) Overall Length: 2' 3" 0 0 1 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 137 @ 0 3341 (1.50") Passed (4%) -- 1.0 D + 1.0 S (Ali Spans Shear(lbs) 107 @ 3" 949 Passed (11%) 1.15 1.0 D + 1.0 S (Ali Spans) Moment (Ft-Ibs) 77 @ 1' 1 1/2" 251 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Dell. (in) 0.022 @ 1' 1 1/2" 0.075 Passed (L/999+) — 1.0 D + 1.0 S (All Spans Total Load Defl. (in) 0.035 @ 1' 1 1/2" 0.112 1 Passed (L/771) -- 1 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (1./240). • Member has been designed in flat (plank) orientation with vertical (gravity) bads applied to wide strand face. • 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 2' 3" o/c unless detailed otherwise. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof live Snow Total I - Trimmer - SPF 1.50" 1.50" 1.50" 53 68 84 205 Norte 2 - Trimmer - SPF 1.50" 1.S0" 1.5w 53 68 84 205 None Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PL F) 0 to 2' 3" N/A 2.1 -- -- 1- Uniform (PSF) 0 to 2' 3" 3' 15.0 20.0 25.0 Default Load System: Wall Member Type: Header Building Use : Residential Building Code : IBC 2015 Design Methodology: Aso 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 reed 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 evaluation reports ESP.-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/doajment-ribtary. The product appliicadon, input design loads, dimensions and support Information have been provided by FvrteWEB Software Operator ForteWEB Software Operator Job Notes Cad Harris, PE L120 Engineering & Design A0SUSTAINABLE FORESTRY INMUVE Weyerhaeuser Y 2/28/2019 5:32:06 AM UTC ForteWEB v1.5, Engine: V7.3.1.294, Data: V7.2.0.2 File Name: Oliver Addition ri-21F0RTE`CM 12of33 MEMBER REPORT PASSED Level, H4 - Exist Header 2 piece(s) 2 x 6 Hem -Fir No. 2 0 Overall Length: 2' 9" 2' 6' o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load : Combination (Pattern) Member Reaction (Ibs) 198 @ 0 1823 (1.50') Passed (11%) — 1.0 D + 1.0 S (All Spans) Shear (Ibs) 114 @ 7" 1898 Passed (6%) 1.15 1.0 D + 1.0 S (All Spans) Moment (R-Ibs) 136 @ V 4 1/2" 1602 Passed (9%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Deft. (in) 0,002 @ 1' 4 1/2" 0.092 Passed (L/999+) — 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.003 @ V 4 1/2" 0.138 Passed (L/999+) - 1 1.0 D + 1.0 S (All Spans) • uenearon cmeria: LL lysou) ano i L (L/14U). • Top Edge Bracing (Lu): Top compression edge must be braced at 2' 9" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 9" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available I Required Dead Roof Live Snow Total 1 - Trimmer - SPF 1.50" 1.So" 1.50" 78 96 120 294 Norte 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 78 96 120 294 None Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PL.F) 0 to 2' 9" N/A 42 -- -- 1 - Uniform (PSF) 0 to 2' 9" 3' 6" 15.0 20.0 25.0 Default Load 0 System: Wall Member Type: Header Building Use : Residential Building Cade : IBC 2015 Design Methodology : Aso Ne erhaeuser Notes Veyerhaeuser 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 elated to the software. Use of this software is not intended to drcumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is esponsible 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 Veyerhaeuser facilities are third -party certified to sustainable forestry standards- Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-138-, nd/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to Avw.weyerhaeuser.com/woodproducts/docu ment-library. he product applrotion, input design k>ads, dimensions and support information have been provided by ForteWEB Software Operator A F-0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser Y ForteWE6 Software operator Job Notes 2/28/2019 5:32:06 AM UTC Carl Harris, PE L120 Engineering & Design ForteWEB v1.5, Engine: V7.3.1.294, Data: V7.2.0.2 File Name: Oliver Addition 13 of 33 Project: Typical Stud and Post Calculations Location: (2) 2 x 4 max Column [2015 International Building Code(2015 NDS)] ( 2 ) 1.5 IN x 3.5 IN x 8.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 14.4% StruCalc 9.0 Pase StruCalc Version 10.0.1.6 9/18/2018 7:11:04 AM CAUTIONS ` Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 1200 lb Dead Load: Vert-DL-Rxn = 716 lb Total Load: Vert-TL-Rxn = 1916 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 #2 - Hem -Fir Base Values Adjusted Compressive Stress: Fc = 1300 psi Fc' = 213 psi Cd=1.00 CF1.15 Cp=0.14 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1275 psi Cd=1.00 CF=1.50 Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1275 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 3 in Area: A = 10.5 in2 Section Modulus (X-X Axis): Sx = 6.13 in3 Section Modulus (Y-Y Axis): Sy = 2.63 in3 Slenderness Ratio: Lex/dx = 27.43 Ley/dy = 32 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' _ Eccentricity Moment (X-X Axis): Mx -ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' _ Combined Stress Factor: CSF = 182 213 0 0 0 0 0 1275 0 1275 0.86 psi psi ft-Ib ft-Ib ft-lb ft-lb psi psi psi psi A AXIAL LOADING Live Load: PL = 1200 lb Dead Load: PD = 700 lb Column Self Weight: CSW = 16 lb Total Axial Load: PT = 1916 lb 14 of 33 Project: Typical Stud and Post Calculations Location: (3) 2 x 4 max Column [2015 International Building Code(2015 NDS)] ( 3 ) 1.5 IN x 3.5 IN x 8.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 11 A% StruCalc 9.0mrr vase of StruCalc Version 10.0.1.6 9/18/2018 7:11:04 AM CAUTIONS . Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 4000 lb Dead Load: Vert-DL-Rxn = 2023 lb Total Load: Vert-TL-Rxn = 6023 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Hem -Fir Base Values Ad4ui sted Compressive Stress: Fc = 1300 psi Fc' = 430 psi Cd=1.00 Cf=1.15 Cp=0.29 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1466 psi Cd=1.00 CF=1.50 Cr-1.15 Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1466 psi Cd=1.00 CF=1.50 Cr--1.15 Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 4.5 in Area: A = 15.75 in2 Section Modulus (X-X Axis): Sx = 9.19 in3 Section Modulus (Y-Y Axis): Sy = 3.94 in3 Slenderness Ratio: Lex/dx = 27.43 Ley/dy = 21.33 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx -ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' _ Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' _ Combined Stress Factor: CSF = 382 430 0 0 0 0 0 1466 0 1466 0.89 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi B A AXIAL LOADING Live Load: PL = 4000 lb Dead Load: PD = 2000 lb Column Self Weight: CSW = 23 lb Total Axial Load: PT = 6023 lb Project: Typical Stud and Post Calculations 15 of 33 r- StrUCalc 9.0 page Location: (4) 2 x 4 max Column [2015 International Building Code(2015 NDS)) (4)1.5INx3.5INx8.0FT #2 - Hem -Fir - Dry Use Section Adequate By: 8.6% StruCalc Version 10.0,1.6 9/18/2018 7:11:05 AM CAUTIONS ` Laminations to be nailed together per National Desiqn Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 6000 lb Dead Load: Vert-DL-Rxn = 3031 lb Total Load: Vert-TL-Rxn = 9031 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 #2 - Hem -Fir Base Values Adjusted Compressive Stress: Fc = 1300 psi Fc' = 470 psi Cd=1.00 Cf=1.15 Cp=0.31 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1466 psi Cd=1.00 CF=1.50 Cr--1.15 Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1466 psi Cd=1.00 CF=1.50 Cr-1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 6 in Area: A = 21 in2 Section Modulus (X-X Axis): Sx = 12.25 in3 Section Modulus (Y-Y Axis): Sy = 5.25 in3 Slenderness Ratio: Lex/dx = 27.43 Ley/dy = 16 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 430 psi Allowable Compressive Stress: Fc' = 470 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1466 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1466 psi Combined Stress Factor: CSF = 0.91 1 B AXIAL LOADING Live Load: PL = 6000 lb Dead Load: PD = 3000 lb Column Self Weight: CSW = 31 lb Total Axial Load: PT = 9031 lb 16 of 33 Project: Typical Stud and Past Calculations Location: (2) 2 x 6 max Column [2015 International Building Code(2015 NDS)] (2)1.5INx5.5INx8.OFT #2 - Hem -Fir - Dry Use Section Adequate By: 13.7% StruCalc 9.0 Pa9e 1 O/ StruCalc Version 10.0.1.6 9/18/2018 7:11:05 AM CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 2000 lb Dead Load: Vert-DL-Rxn = 1025 lb Total Load: Vert-TL-Rxn = 3025 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 #2 - Hem -Fir Base Values Adiusted Compressive Stress: Fc = 1300 psi Fc' = 212 psi Cd=1.00 Cf=1.10 Cp=0.15 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1105 psi Cd=1.00 CF=1.30 Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1105 psi Cd=1.00 CF=1.30 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 3 in Area: A = 16.5 in2 Section Modulus (X-X Axis): Sx = 15.13 in3 Section Modulus (Y-Y Axis): Sy = 4.13 in3 Slenderness Ratio: Lex/dx = 17.45 Ley/dy = 32 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 183 psi Allowable Compressive Stress: Fc' = 212 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1105 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1105 psi Combined Stress Factor: CSF = 0.86 aft AXIAL LOADING Live Load: PL = 2000 lb Dead Load: PD = 1000 lb Column Self Weight: CSW = 25 lb Total Axial Load: PT = 3025 lb 17 of 33 Project: Typical Stud and Past Calculations Location: (3) 2 x 6 max Column [2015 International Building Code(2015 NDS)] ( 3 ) 1.5 IN x 5.5 IN x 8.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 14.2% StruCalc 9.0 age Fir _ �r�c StruCalc Version 10.0.1.6 9/18/2018 7:11:05 AM CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 6000 lb Dead Load: Vert-DL-Rxn = 3037 lb Total Load: Vert-TL-Rxn = 9037 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Hem -Fir Base Values Adjusted Compressive Stress: Fc = 1300 psi Fc' = 426 psi Cd=1.00 C>=1.10 Cp=0.30 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1271 psi Cd=1.00 CF=1.30 Cr=1.15 Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1271 psi Cd=1.00 CF=1.30 Cr-1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 4.5 in Area: A = 24.75 in2 Section Modulus (X-X Axis): Sx = 22.69 in3 Section Modulus (Y-Y Axis): Sy = 6.19 in3 Slenderness Ratio: Lex/dx = 17.45 Ley/dy = 21.33 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fd _ Eccentricity Moment (X-X Axis): Mx -ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' _ Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 365 426 0 0 0 0 0 1271 0 1271 0.86 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi A AXIAL LOADING Live Load: PL = 6000 lb Dead Load: PD = 3000 lb Column Self Weight: CSW = 37 lb Total Axial Load: PT = 9037 lb 18 of 33 Project: Typical Stud and Post Calculations Location: (4) 2 x 6 max Column 12015 International Building Code(2015 NDS)] ( 4 ) 1.5 IN x 5.5 IN x 8.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 30.0% StruCalc 9.0 Pa9e Fv,;!,-`l y •, StruCalc Version 10.0.1.6 9/18/2018 7:11:06 AM CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 8000 lb Dead Load: Vert-DL-Rxn = 6049 lb Total Load: Vert-TL-Rxn = 14049 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 Base Values Adjusted Compressive Stress: Fc = 1300 psi Fc' = 609 psi Cd=1.00 Cf=1.10 Cp=0.43 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1271 psi Cd=1.00 CF=1,30 Cr-1.15 Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1271 psi Cd=1.00 CF=1.30 Cr=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 6 in Area: A = 33 in2 Section Modulus (X-X Axis): Sx = 30.25 in3 Section Modulus (Y-Y Axis): Sy = 8.25 in3 Slenderness Ratio: Lex/dx = 17.45 Ley/dy = 16 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx -ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' _ Combined Stress Factor: CSF = 426 609 0 0 0 0 0 1271 0 1271 0.7 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi A AXIAL LOADING Live Load: PL = 8000 lb Dead Load: PD = 6000 lb Column Self Weight: CSW = 49 lb Total Axial Load: PT = 14049 lb 19 of 33 Project: Typical Stud and Post Calculations Location: (1) 4 x 4 max Column [2015 International Building Code(2015 NDS)] 3.5INx3.5INx8.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 6.3% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 4500 lb Dead Load: Vert-DL-Rxn = 2021 lb Total Load: Vert-TL-Rxn = 6521 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Compressive Stress: Fc = 1350 psi Fc' = 568 psi Cd=1.00 Cf=1.15 Cp=0.37 Bending Stress (X,X Axis): Fbx = 900 psi Fbx' = 1350 psi Cd=1.00 CF=1.50 Bending Stress (Y-Y Axis): Fby = 900 psi Fby' = 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 3.5 in Area: A = 12.25 in2 Section Modulus (X-X Axis): Sx = 7.15 in3 Section Modulus (Y-Y Axis): Sy = 7.15 in3 Slenderness Ratio: Lex/dx = 27.43 Ley/dy = 27.43 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 532 psi Allowable Compressive Stress: Fc' = 568 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1350 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1350 psi Combined Stress Factor: CSF = 0.94 .--StruCalc 9.0 case StruCalc Version 10.0.1.6 9/18/2018 7:11:06 AM AXIAL LOADING Live Load: PL = 4500 lb Dead Load: PD = 2000 lb Column Self Weight: CSW = 21 lb Total Axial Load: PT = 6521 lb 20 of 33 Project: Typical Stud and Post Calculations Location: (1) 4 x 6 max Column [2015 International Building Code(2015 NDS)] 3.5INx5.5INx8.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 16.9% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 6000 lb Dead Load: Vert-DL-Rxn = 3033 lb Total Load. Vert-TL-Rxn = 9033 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTII #2 - Douglas -Fir -Larch Base Values Adiusted Compressive Stress: Fc = 1350 psi Fc' = 564 psi Cd=1.00 Cf=1.10 Cp=0.38 Bending Stress (X-X Axis): Fbx = 900 psi Fbx' = 1170 psi Cd=1.00 CF=1.30 Bending Stress (Y-Y Axis): Fby = 900 psi Fby' = 1170 psi Cd=1.00 CF=1.30 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 3.5 in Area: A = 19.25 in2 Section Modulus (X-X Axis): Sx = 17.65 in3 Section Modulus (Y-Y Axis): Sy = 11.23 in3 Slenderness Ratio: Lex/dx = 17.45 Ley/dy = 27.43 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' _ Eccentricity Moment (X-X Axis): Mx -ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' _ Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' _ Combined Stress Factor: CSF = 469 564 0 0 0 0 0 1170 0 1170 0.83 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi StruCalc 9.0 Pase StruCalc Version 10.0.1.6 B A 9/18/2018 7:11:06 AM AXIAL LOADING Live Load: PL = 6000 lb Dead Load: PD = 3000 lb Column Self Weight: CSW = 33 lb Total Axial Load: PT = 9033 lb 21 of 33 Project: Typical Stud and Post Calculations Location: (1) 6 x 6 max Column [2015 International Building Code(2015 NOS)] 5.5 IN x 5.5 IN x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 16.4% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 9000 lb Dead Load: Vert-DL-Rxn = 6052 lb Total Load: Vert-TL-Rxn = 15052 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTII #2 - Douglas -Fir -Larch Base Values Adjusted Compressive Stress: Fe = 700 psi Fd = 595 psi Cd=1.00 Cp=0.85 Bending Stress (X-X Axis): Fbx = 750 psi Fbx' = 750 psi Cd=1.00 CF=1.00 Bending Stress (Y-Y Axis): Fby = 750 psi Fby' = 750 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 5.5 in Area: A = 30.25 in2 Section Modulus (X-X Axis): Sx = 27.73 in3 Section Modulus (Y-Y Axis): Sy = 27.73 in3 Slenderness Ratio: Lex/dx = 17.45 Ley/dy = 17.45 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 498 psi Allowable Compressive Stress: Fd = 595 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 750 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 750 psi Combined Stress Factor: CSF = 0.84 - StruCalc 9.0 Page StruCalc Version 10.0.1.6 9/18/2018 7:11:07 AM aft N AXIAL LOADING Live Load: PL = 9000 lb Dead Load: PD = 6000 lb Column Self Weight: CSW = 52 lb Total Axial Load: PT = 15052 lb PROJECT LONGITUDE SUBJECT ONE TWENTY° ENGINEERING & DESIGN BY M RT PROJECT NO. 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Codes: See p.14 for Code Peference Key Chart tlwmtxakctsama�,nrc,�i•�nddrmrdce.:,�„ .... ,.-;:-, :.. ,.,_ .. prs:ediarn Vo mare ntam un sm P. M Typical PCZ Poat Cap Ineletlati0n ost � fr ite^a prod ere awwad f� in-tgatm wFh tln Wxg-lkw- hntalfation W CCrww= am- See pp. 39-AU for nide.dvrrotm u i C Bead qg.F PCd2 w (YU Sri FstYatrsa' PW I1e:10t1 f3flpd Fwt gat lltlora6ie Faadt tDF/sPi Ccae ilel. �PCZ .�. . EM r. i falwaiSam taflm ; qam UPnf�triri clam 4x4 1,400 I 1,260 1.130 410 1.4M i 1,2L0 1130 1,230 tL4 1400 I= 1130 1210 PCG7 6% pQ rod fi0 tw 06 1,480 I'm 1,435 I I QM t i, E06 1,4110 1,20 1435 1.?MM 613 t,4B0 t.�0 ,,435 4734 KW 7K (17, 10d IM 100 Y4%0 1.480 i 1.260 1,435 t,0i5 6r8 i 4ta1 I'm 1435 1230 fx0 1,4re I= 1435 i230 1.A m&b land. hoar vcmr S kr card ra earthoxit wath try 4rdlcr e= re:t4oe rAfae 411rar lash_ gcw as1 2 10" leads do rot XV)v b soloed oarxk-srva. FArrrd owxfi+ar,ftri he ddalad by to Drvw to vao-�� tUZ kaxk beweei mkd nw bes try nip ertxr iron 0* PW cap. .1 Strudraai em wwo knibm caYnm-, rave sides dim ahaw ather 11w vde bw w tlse edges of the k.riia .:,randYvur+mrs. VA—n ha tiff rrlcd w 3.�fR.'shon e¢a the wick fern: aW do rot allow Irx irtdLYian iris th. re.row bw 4.Pad aid fawn msq oxciet d rrxAq* nierrbes pmvidad they ere c"xcisd Nxim- dQa11'sd do Pod aoP i3Saias. 5, 10d x 211`!l. iA6'tka z 213' farm; real:lroy he veari v.9i rq food «"idler b ig£9 aid 0-85 a the W"a loads k.lateral 6-Modds awiahlc far r xjM � k.nba, speciltRZ w5w Fes. PC4AL 7_ Nets: red = 0.148' di. %T kM Sw pa. 20-21 kx odic rod razes wd titarma — S� SI)A112. 0131' dri,, x 1lF fore S PCZ Post Cap Installed on Double 2x Members 1120 ENGINEERING & DESIGN 23 of 33 ENCINEERING & DE9GN LATERAL CALCULATIONS SHEAR -WALL REFERENCE PER PLAN 24 of 33 Project Number: S190226-3 Plan Name: Oliver Addition Sheet Number: DC CMH TIL Design Criteria 2 27 2019 Gravity Criteria: BLUE = Review and update as required - Typical luput i I ROOF SYSTEM Live Load: Snow 25.0 psf Dead Load: Composite Roofing 2.0 psf 19/32" Plywood Sheathing 2.5 psf Trusses at 24" o.c. 3.0 psf Insulation 1.8 psf (2) Layers 5/8" GWB 4.4 psf Misc or Tile Roof 1.3 psf Total 15.0 psf I EXTERIOR WALL SYSTEM I 2x6 at 16" o.c. 1.7 psf Insulation 1.0 psf 1/2" Plywood Sheathing 1.5 psf (2) layers 5/8" GWB 4.4 psf Misc or Brick Covered Wall 3.4 psf Total 12.0 psf SEISMIC PARAMETERS: Code Reference: R= Mapped Spectral Acceleration, Ss = Mapped Spectral Acceleration, S 1 = Soil Site Class = WIND PARAMETERS: Code: IBC 2015 I FLOOR SYSTEM I Residential 40.0 psf Dead Load: Flooring 3.0 psf 3/4" T & G Plywood 2.5 psf Floor Joists at 16" o.c. 2.5 psf Insulation 0.5 psf (1) Layers 5/8" GWB 2.2 psf Misc or Tile Flooring 1.3 psf Total 12.0 psf INTERIOR WALL SYSTEM 2x4 at 16" o.c. 1.1 psf Insulation 0.5 psf (2) Layers 5/8" GWB 4.4 psf Misc 2.0 psf Total 8.0 psf ASCE 7-10 6.5 Bearing Wall System, Wood Structural Panel Walls 1.282 0.502 D Code Reference: ASCE 7-10 Basic Wind Speed (3 second Gust) = 115 mph Exposure : B Kzt = 1.00 SOIL PARAMETERS: Soil Bearing Pressure = 1,500 psf competent native soil or structural fill 1/3 increase for short-term wind or seismic loading is acceptable Frost Depth = 18 in Lateral Wall Pressures: Unrestrained Active Pressure = 35 pcf Cantilevered walls Restrained Active Pressure = 50 pcf Plate Wall Design/Tank Walls Passive Pressure = Z50 pcf Soil Friction Coef£ = 0.35 25 of 33 2/27/2019 U.S. Seismic Design Maps OSH PD 19806 80th PI W, Edmonds, WA 98026, USA Latitude, Longitude: 47.8195426,-122.34237830000001 c a 0 �0 198th St SW �Q v 198?(1 ON 9�14 iTw 198th PI SW D ro CO w � ° 199th St SW 199th St SW b Goggle Map data ©2019 Google Date 2/27/2019, 6:30:51 PM Design Code Reference Document ASCE7-10 Risk Category II SRO class D - Stiff Soil Type Value Description Ss 1.282 MCER ground motion. (for 0.2 second period) SI 0.502 MCER ground motion. (for 1.0s period) SMs 1.282 Site -modified spectral acceleration value SM1 0.753 Site -modified spectral acceleration value SDg 0.855 Numeric seismic design value at 0.2 second SA SDI 0.502 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 02 second Fv 1.5 Site amplification factor at 1.0 second PGA 0.522 MCER peak ground acceleration FpGA 1 Site amplification factor at PGA PGAM 0,522 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.282 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.313 Factored unifomrhazard (2% probability of excesdance in 50 years) spectral acceleration SsD 1.727 Factored deterministic acceleration value. (0.2 second) S1RT 0.502 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.531 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.695 Factored deterministic acceleration value. (1.0 second) PGAd 0.663 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.976 Mapped value of the risk coefficient at short periods CR1 0.9" Mapped value of the risk coefficient at a period of 1 s https://seisrnicrnaps.org/ 26 of 33 2127/2019 U.S. Seismic Design Maps MCER Response Spectrum is ii 0.1 0.0 L 0 2 4 6 Period, T (sec) — Sa(g) Design Response Spectrum 1.00 0.75 II 0.50 0.25 0.00 0 2 4 6 Period, T (sec) — Sa(g) DISCLAIMER While the information presented on this website is believed to be correct, SEAO.C. I.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 professlonals, 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 latitude/longitude location in the search results of this webstie. https://seismiemaps.org/ 27 of 33 Project r: an: Sheet Number: S190226-3 Oliver Addition Ll Engineer: Specifics: Date CMH WIND FORCES 2/27/2019 BC 2015 Section 1609 — ASCE 7-10 Section 28.6 - Simplified Procedure — Main Wind -Fora Resisting System 'WIND DESIGN CRITERIA: Basic Wind Speed, V, = 115 mph (ASCE 7-10, Section 26.5 page 246) Exposure = B (ASCE 7-10, Section 26.7 page 246) (BUILDING DIMENSIONS: Roof Slope = 7.00 :12 Loads From Front/Back - Width (ft)= 10.50 ft Loads From Side -Width (ft) — 11.50 ft Average Eave Height = 8.00 ft Mean Roof Ht. , It = 15.00 ft Edge Strip Width, a = 3 ft End Zone Width, 2a = 6.00 ft 30.26 degrees - Roof: Gable Roof: Hip (ASCE 7-10, Figure 27.6-2 page 275) (ASCE 7-10, Figure 28.6-1 page 303) (ASCE 7-10, Figure 28.6-1 page 303) TOPOGRAPD7C DESIGN CONSIDERATIONS: Topographic Factor, Kzt = 1.00 (ASCE 7-10, Section 26.8, page 251) Adjustment Factor, k = 1.00 (ASCE 7-10, Figure 28.6-1, page 305) WIND LOAD SUMMARY: Front / Back Direction Roof 1.41 k Basement (Base Shear) 1.41 k Side / Side Direction Roof 1.29 k Is( Floor (Base Shear) 1.29 k �v SIMPLIFIED DESIGN WIND PRESSURE, Ps3o (psf) (Exposure B at h — 30ft) Basic Wind Speed, Vs (mph) Roof Angle (Degrees) Load Case ZONES* Horizontal Pressure vertical Presssure Overhang A B C D E F G H Eon Gou 115 30.26 A 23.60 16.10 18.80 12.90 1.80 -14.30 0.60 12.30 8.30 9.50 - varnesinrerporareapomrigure-'a.o-t A,)e,C i - iup. sus ro sw 28 of 33 lect Number: an: Sheet Number: S190226-3 Oliver Addition Ll Engineer: Specifics: Date C IR WIND FORCES 2/27/2019 plim 44 o! HORIZONTAL LOADS (psi) p,= ).*Kzt*PS30 MIN. LOADS (psi) Per ASCE 7-10, 28.6.3 End zone Interior zone Roof Wall A (Wall) B (Roof) C (Wail) D (Roof) 23.60 16.10 18.80 1 12.90 8.0 16.0 ASD WIND FORCES: FRONT / BACK LOADING DIRECTION End Zone Interior zone Force Min Force Width Height Length Pressure (W) Length Pressure ( Location Plane 0.6 ru*W 0.6 to*W (ft) (ft) (ft) (psf) (ft) (psf) (kips) (kips) leight" of Roof to Plate (see note) 10.5 4.00 (roof) 6.0 23.60 4.5 18.80 0.71 0.26 w 0 Plate to Mid Ist LVL 10.5 4.00 (wall) 6.0 23.60 4.5 18.80 0.71 1 0.52 a 1.41 0.79 E = Total Wind Base Shear (kips) 1.41 0.79 ASD WIND FORCES: SIDE / SIDE LOADING DIRECTION End Zone Interior zone Force Min Force Width Height Length Pressure Length Pressure Location Plane 0.6 co*W 0.6 w*W (ft) (ft) (ft) (psf) (It) (psf) kips kips ieight" ofRoofto Plate (see note) 11.5 4.00 (roof) 6.0 16.10 5.5 12.90 0.52 0.29 0 Plate to Mid Ist LVL 11.5 4.00 (wall) 6.0 23.60 5.5 I8.80 0.76 0.57 oG 1.29 0.86 E = Total Wind Base Shear (laps) 1.29 0.86 • 29 of 33 Project Number: Plan Name: Sheet Number: S190226-3 Oliver Addition L2 Engineer: Specifics: Date: CMH SEISMIC WEIGHTS 2/27/2019 Unit Weights (psf) Seismic Weights include: (REF 412.7) Roof- 15 psf 25% of storage Live loads Floor: 12 psf Actual partition weight or 10 psf min if applicable Exterior Wall: 12 psf Operating weight of permenant equipment Interior Wall: 8 psf 20% of uniform design snow loads for areas where Pf > 30 psf AREA / WEIGH Item Total Sub- Average LENGT HEIGHT T Weight. Total Pressure LEVEL ITEM H (ft) (psf) (lbs) (kips) (psi) ROOF - Roof 121 4.00 15 = 7,260 Ext. Wall Below 34 4.00 12 = 1,608 Corridor Wall Below 0 4.00 8 = 0 9 73 STRUCTURE WEIGHT FOR SEISMIC BASE SHEAR: 9 kips TOTAL WEIGHT OF STRUCTURE: 9 kips (Includes Basement Dead Load) 30 of 33 Project Number: Plan Name: Sheet Number: S190226-3 Oliver Addition L3 Engineer: Specifics: Date: CM SEISMIC FORCES 2/27/2019 cyuivetaut iaterat rorce Anatysls per Lin- Lu1J tol-i.l —AJI b /-lu lame 1L.6-1 —>Nec 12.6 Si = 0.502 Maps SDs = 0.855 (ASCE 7 EQ 11.4A) SDI = 0.502 (ASCE 7 EQ 11.4.4) Seismic Importance Factor = 1.00 (ASCE 7 Table 11.5-1) Seismic Design Category = D (ASCE 7 Table 11.6-1 & 11.6.2) Response Modification Factor, R = 6.5 (ASCE 7 Table 12.2-1) Seismic Force -Resisting System Description = A.13 -light framed walls Building Height, h„ = Building Period Coefficient, CT = Approx. Fundamental Period, T. = Approx. Fundamental Period, TL = Seismic Response Coefficient CS = SDs/(R/I) CS = Seismic Response Coefficient, Maximum CS,MAx = SDI/(T*R/1) C, ,Ax = CS MAX = SDI TL/(Tz *R/ CS MAX = Seismic Response Coefficient, Minimum CS, MIN = 0.01 C., MIN = CS, MIN = 0.5 St / (R/1) CS Mar = 15.0 ft 0.020 (ASCE 7 Table 12.8.-2) 0.152 (CT<(hao.'s) (ASCE 7 EQ 12.8.-7) 6.0 sec (ASCE 7 11.4.5) 0.132 (ASCE 7 EQ 12.8.-2) 0.507 T 5 TL (ASCE 7 EQ 12.8.-3) NA T > TL (ASCE 7 EQ 12.8.4) 0.010 (ASCE 7 EQ 12.8.-5) NA if S1 > 0.6 (ASCE 7 EQ 12.8.-6) CS = 0.132 Dead Load W = 9 kips V = Cs W = 1.2 kips (ASCE 7 EQ 12.8.-1) QE = V = 1.2 kips (ASCE 7 EQ 12.4-3) p = 1.0 (ASCE 7 12.3.4.2) Ex = p QE 1.2 kips (ASCE 7 EQ 12.4-3) Ev=.2SDsD= 0.17 xD kips Factor for Alternate Basic Load conbinations - 2015 IBC 1605.3.2 En/1.4 = 0.8 kips IBC 2015 1605.3.2 k = 1 (ASCE 7 12.8.3) VERTICAL DISTRIBUTION Per ASCE 7-12.8.3 Story Total Story Vert Dist Story Factored Story Floor Area Height Height Weight Factor Force Force (ASD) H hx wx wxhx Cvx Fx Fx p/1.4 = Ex11.4 (ft) (ft) (ft) (kips) I (k-ft) (kips) (kips) Roof 121 8.00 8.00 9 71 1.00 1.2 0.8 Sum = 71 1.000 1.2 0.8 31 of 33 Project Number: PlanName: Sheet Number: S190226-3 Oliver Addition L4 Engineer; peci tcs: ate: CMH DESIGN LOADS 2/27/2019 FRONT / BACK APPLIED FORCES Governing Force: OF E 1.41 k Wind 1st FLOOR Base Shear: . , Wind Wind Force 0. b m " W s (kips) Seismic Force E/1.4 (Rips) Per Level Sum Per Level Sum 1.41 0.83 1.41 0.83 1.41 0.83 SIDE / SIDE APPLIED FORCES Governing Force: 1.29 k Wind tROOF 1stFLOOR Base Shear: 1.29 k Wind Wind Force 0. b m * W s (kips) Seismic Force E/1.4 (kips) Per Level Sum Per Level Sum 1.29 0.83 1.29 0.83 1.29 0.83 Nobm: m,gne med ammuvum mg ttowi P.Jed Number. Phn Name Shret Number. m of2:l ne hrr(SDPWS 2015, Table 43A p25) 5390226.3 Oliver Addition L6 'Mazio=111—dheightm1i Moo 7.5:1 forty 111 w/o opeoinge(ilo—rd ehmr RED- Updam Pommh vrcguutd-hnp—1 gineer. Pea z dedgn vdvicepm SDPWS20]5,Teble4.d.6p25) LUE=Review and dammm ' -T ice] In et CMN Shearwalls 2 27 2019 •Shama panel helgnt it height to undmdde Q mof or fin,5=ing. 2nd Story Wa➢9(Side I Side Direction) Temporary Stud Specie HP zna stow Waxy rsiae /Slae Dirctlml Shoring— (ldq) xom aowne ana tdnam. dmo. "Adiaaed" Starychmr(Wpt)- 119 60-1. Governing V..,(F/B Dirrdbn)- Sebmle Gypnpv 60.00 Sorry hvigbt 00- 9.08 Dead bad feebr(FM Dimdbn)- 0.90 IBC 2015 Equation 16-22 SLear--0,(A)- So' arory •bmr aVFS Tobl Dbpb m gm Mdft(ro- 11.50 badbeb oeoh.k-OK Heigb/Widm Para et Wbdow Story Wall Well Opening Opm'vig Opming(max) Plasm Eff,&e Trib. With pertnnt ERmdve Sorry Svm Pend Rdoodh.(%) D.*. Pavel WVE Roof Story Sum OTM RM RmWbnt HD/Seep- FNbcuio0 RD Remtivnt Wlodoa Seep Mark @ WidtD fl He' t ft R m2.5U m R Lm ft Sharb °/s TriD. Width V V Shmr I R•2"FJH Sbne T e Trm f D DLO k-@ H DP or1DR E nteriu'1 TYPE RD kl 10.50 i.W U I.Utl 5.50 5.70 .W 7 1. 17 '2�: Se H' b'tlgr. .7 C516 1 Ed,( 6.00 0'M 0.00 0.00 0.00 6.M 5.75 1,00 5.71 0.64 0.64 107 1.00 107 EXISTINGSTRUCTURAL SYSTEM ASSUMED TO TAKE LATERAL FORCES ATADDMON:EXISTING INTERFACE Tdd Leogtn GYPregW,e IoF/Bdireobnbm/A 100"/. lahmlforav((ry (Icolndhig dl—,tad mpaviry nmmemd i0r by O5R) • 16,50 Bw mg - .50 .SU 2 UK d apamty fmt 119 Note: Front to Back lateral forces assumed to betaken by the existing lateral structure as the profile in this direction has not changed for wind loading and the additional seismic mass is negligible. Lateral forces in the Side to Side direction are taken by the new shear wall identified in plan at the outside face of the addition and by the existing lateral system at the inside face of the addition. Additional loads to the existing structure are negligible as seen above. 33 of 33 Project Number: Projew. Sheet Nlmben S190226-3 Oliver Addition L7 Engineer: Subject: ate: CMH SHEAR WALL EQUATION DIAGRAM 2/27/2019 SHEAR WALL WITH WINDOW BASED ON SHEAR TRANSFER: WROOF Where: Vi = Story Shear VROOF Wi = Story Dead Load HDi = Story Holdown MOT, = Story Over Turning Moment +l vi+1 Pm MRi = Story Resisting Moment HDwI F- vi+l phte E MOTROOF = VROOF x HI+1 Vi+1 W2 MR ROOF = 0.6 Y WROOF X D2/2 HDi+I = (MOT ROOF - MR ROOF)'(D - 6") LI Lw Lorin Hw !!TT � Vi+t panel = VROOF / (Lt + L Hdi Vi paod 1 V. plat �— Vi+t p1m = VROOF / D Mort = t(• HI + VROOF) a Hil + MOT ROOF MRi = 0.6 x ( i+l + WROOF) X D2/2 HDi = t(Mor, - MRIi)/(D - !67") Vi pe„el = /( ROOF + Vi+1) / (Lt + L—) Vi pl\nia = ` ROOF + V i+l) I D D FORCE TRANSFER AROUND WINDOW CALCULATION (CANTILEVER PIER METHOD) Hs Hwl Vt, Vt,=vipm )xLt.. V = HDi V� TI,=VI (Ha/2+H,)/Ha T = Is resisted by the continuous stud adjacent to the window. GENERAL N OTES LIVE SAr'ET Y N OTES (continued FRAMING NOTES (continued Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming, or unpermitted building, structure, or site condition which is outside the scope of the permit application, regardless of whether such building, structure, or condition is shown on the site plan or drawing. Such building, structure, or condition may be the subject of a separate enforcement action. Sound/noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits only during the hours of 7:OOam to 6:OOpm on weekdays and 10:00am and 6:OOpm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits, unless a variance has been granted. ECC Chapter 5.30 All changes in plans and field modifications shall be approved by the local jurisdiction. The design professional shall prepare drawings as required for approval. IBC 107.4 Temporary address shall be clearly visible from street during all phases of construction. Failure to properly post house/building numbers may result in no inspection by the City Inspector. Curb signage is not acceptable. Address numbers (4" min. ht. & 1/z" min. stroke width) shall be posted to be plainly visible from the street or road fronting the property. IRC R319 LIFE SAFETY NOTES Smoke alarms shall be installed in each sleeping room, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and on each level (including basements and habitable attics) in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur. Smoke alarms shall be hard -wired with battery backup, and when more than one smoke alarm is required within an individual dwelling unit, they shall be interconnected. Discuss exceptions to the power source requirements with the Building Inspector. IRC R314 IBC 907.2.11.2 Carbon monoxide alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur, or when one or more sleeping rooms are added or created. IRC R315 Handrails and guards must be capable of resisting a concentrated load of 200 pounds per square foot applied in any direction at any point along the top. Guard in -fill components must be capable of resisting 50 pounds per square foot. IRC Table R301.5 IBC 1607.8 Handrails shall be continuous through stair flights of four or more risers, without interruption by newel posts (unless at a turn) or other obstructions, and return to a wall, newel post, or safety terminal. The grip -size shall be Type I or II or of equivalent graspablity. IRC 311.7.8 one operable escape window in the basement, habitable attic and in each sleeping room meeting all of the following requirements: -An operable area of not less than 5.7 sq. ft. (5 sq. ft. for grade floor opening) •A minimum clear opening height of 24 inches •A minimum clear opening width of 20 inches -Not more than 44 inches between the finished floor and the bottom of the clear opening. Escape windows located under decks or porches must have a path 36 inches in height to a yard or court. R310 IBC 1029 The greatest riser height within any flight of stairs or the greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. IRC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4 FOOTINGS/FOUNDATIONS Footing drains are required around concrete/masonry foundations that retain earth and enclose habitable or usable spaces located below grade, or for crawl spaces when a minimum 6 inch slope within the first 10 feet of the foundation wall is not achieved. A separate footing drain inspection by the Building Inspector is required. IRC R401.3 IRC R405.1 Slab -on -grade floors shall be a minimum 3.5-inch thick concrete over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc. There shall be a thermal -break for slabs inside a foundation wall, and if the slab is less than 24" below the exterior grade, 24" wide R-10 perimeter insulation must be provided. Slabs used as part of a hydronic heating system shall have R-10 insulation provided throughout the entire slab area. IRC R506 WSEC R402.2.9 WSEC Table R402.1.1 Vertical rebar must be hooked and tied in place at time of footing inspection. Maintain minimum 3" clearance to earth, 1-1/2" to form -work for reinforcement. R403.1.3 R404.1.2.3.7.4 Anchor bolts shall be at least 1/2 -inch in diameter and extend 7 inches into concrete. There shall be a minimum of two bolts per plate, with one bolt within 12 inches but not closer than seven bolt diameters from the end of the plate. The bolt spacing shall not exceed 6 feet o.c. and shall have a nut and 3"x3"xO.229" washers unless engineered. IRC R403.1.6 FRAMING NOTES Hardware and fasteners in contact with preservative -treated wood shall be of hot -dipped zinc galvanized steel, stainless steel, silicon bronze or copper. IRC R317.3.1 IBC 2304.9.5.1 Joists less than 18" and beams less than 12" to grade and all wood exposed to weather shall be preservative -treated or naturally resistant to decay. IRC R317 IBC 2304.11 Joists shall have not less than 1.5 inches bearing on wood or metal and 3 inches on concrete. Joists shall be prevented from rotating at the ends and at intermediate support by approved hangers, 2 inch nominal blocking, or attachment to a rim board. IRC 502.6/502.7 IBC 2308.8 Foundation cripple walls shall be framed of studs not less in size than the studs above. Walls over 4 feet in height shall be framed of studs having the size required for an additional story. Cripple walls studs less than 14 inches in height shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(1), or cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. IRC R602.9 Prior to the framing inspection, the building must be dried in with a minimum of roofing, windows, and siding paper installed. Truss layouts showing girder truss/hip-master locations are not permitted to change and must be followed correctly. If the truss manufacturer requests to change, in part or in whole, the layout shown, they must contact the architect/designer to ensure that the structural design of the building is maintained. If the layout shown is changed, in part or in whole, the Building Division requires new engineering calculations and must approve the changes prior to the installation of the roof sheathing. Exterior and bearing wall studs may be notched <25% and bored <40% of the stud width. Non -bearing wall studs may be notched <40% and bored <60% of the stud width. Any bore located <5/8" from the stud face is considered a notch. Rafters and joists may be notched in the outer thirds of the span with a maximum notch depth 1/6th and a notch width 1/3rd the depth of the member. Rafters and joists may be bored up to 1/3rd the depth of the member no closer than 2" to each edge or to another bore. Top plates notched or bored >50% of the width must have a l6ga. strap, 6 inches past and fastened with 8-1 Od nails at each side of the opening. IRC R502.8 IRC R602.6 IBC 2308 Attic access openings are required for buildings with combustible ceiling or roof construction over an area >30 sq. ft. and with a 30" vertical space between ceiling and roof framing members. The rough -framed opening shall be 22"x30" and located in a hallway or other readily accessible location. The access cover shall be weather-stripped and insulated to a level equal to the surrounding surfaces. IRC R807.1 WSEC 402.2.4 Attic ventilation openings shall not be less than 1/150 of the area of the space ventilated. It may be reduced to 1/300 if at least 50 percent and not more than 80 percent of the required openings are at least 3 feet above the eave vents with the balance provided by the eave vents. The net free cross -ventilation area may also be reduced to 1/300 when a Class I or II vapor barrier is installed on the warm -in -winter side of the ceiling. IRC R806.2 ADDITIONAL REQUIREMENTS A survey may be required prior to the foundation wall inspection if the Building Inspector is unable to verify setbacks. Lot line stakes should be in place at the time of the foundation inspection and established property pins should be made visible. CN MECHANICAL N UTES VLUN11i11N(J NU1LN HKL-KA 1 Ll) UUN N l K U U l 1UN Provide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4 A 30"00" level working space shall be provided in front of the control side to service appliances. In attics and underfloor areas, a passageway a minimum of 30 inches high and 20 inches wide traveling not more than 20 feet from the access shall be provided. A 24 inch wide solid pathway shall be provided in attics. A switch -controlled luminaire is required at the passageway opening and a receptacle outlet at or near the appliance. A means of electrical disconnect is required within sight of the appliance or the breaker is to be capable of being locked in the open position. IRC M1305 IMC 306 NEC 422.31(B) Provide the combustion air required for the proper operation of the appliance(s). The minimum required volume per the standard method is 50 cubic feet per 1000 BTU/hr. Where exhaust fans, clothes dryers, and kitchen ventilation systems interfere with the operation of appliances, makeup air shall be provided. Fuel -fired appliances shall not be located in sleeping rooms, bathrooms, toilet rooms, or storage closets unless specific installation requirements are met. IRC G 2406.2 G2407.4 G2407.5.1 IFGC 303.3 304.4 304.5 An exhaust hood/system of >400cfm installed or required by the range or cooktop manufacturer must be provided with makeup air equal to the exhaust air rate. IRC M1503.4 IMC 505.2 Provide required makeup air in the laundry room. Louvered doors or openings/grilles into other spaces may be used to meet the requirements. Other limitations may arise if a gas dryer is installed. IMC 504.5 G2407.4 G2407.9.1 Dryer ducts shall terminate outside of the building, 3 ft. from any openings into the building. The termination shall have a backdraft damper and no screen. The dryer duct shall be a minimum .016-in. (27 ga.) thick, a minimum 4 inches in diameter, have a smooth interior finish, have sections joined with the insert end in the direction of airflow without the use of fasteners, be supported at 4 ft. intervals, and secured in place and protected by nail plates that extend 2" above/below bottom/top plates. The joints shall be sealed with UL181A listed mastic or tape. Dryer duct maximum lengths are 25 ft. for electric and 35 ft. for gas with deductions for fittings (or sized/length per manufacturer). If concealed, the equivalent length of the duct shall be permanently labeled or tagged within 6 ft. of the dryer connection. IRC M1502 M1601.4.1 G2439 IMC 504 IFGC 614 Hydronic heating system piping shall be tested at 100 psi water pressure or 1 1/2 times the operating pressure, whichever is greater, for a minimum of 15 minutes. Piping embedded in concrete shall be pressure tested prior to the placing of concrete and be maintained at operating pressure during concrete placement. The test must be observed by the Building Inspector prior- to concrete placement. Note: a means of providing outdoor air per IRC R303.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209 Refrigerant circuit access ports located outdoors shall be fitted with locking -type tamper- resistant caps. IRC M1411.6 IMC 1101.10 installed on a floor level that is lower than the next i manhole cover of the public or private sewer shall be protected from backflow of sewage by installing an approved type of backwater valve. Fixtures on floor levels above such elevation sshall not discharge through the backwater valve. UPC 710.1 I Vent all plumbing fixtures through the roof per UPC 906.0 or with a loop vent per UPC 909.0. Air admittance valves are not permitted unless first approved by the Building Inspector on a case by case basis. Water heaters installed in attics, attic -ceiling assemblies, floor -ceiling assemblies or a floor/sub-floor assembly, where damage may occur from a leak, shall be installed in a watertight pan made of corrosion -resistant materials. The pan shall have a minimum 3/a" drain and the drain shall terminate in a visible location. The drain cannot empty into the crawlspace beneath a building. Discharge from a relief valve into a water heater pan shall be prohibited. UPC 507.4 UPC 507.5 Access will be required for the whirlpool/jetted tub pump and the tempering valve for all tubs. The tempering valve may also be installed at the water heater. UPC 409 Showers shall be a minimum of 900 square inches and be capable of encompassing a 30 inch circle. The shower receptor shall have a finished dam, curb, or threshold between 2" and 9" above the top of the drain. The floor of the shower shall slope a minimum of 1/a" and a maximum of 1/2". Lining materials for built-up showers and shower seats shall be sloped, extend upward 3" above the horizontal surface, and over the top of the dam or threshold. Shower receptors shall be tested by filling with water to the top of the rough threshold while plugged at the drain. Protect the weep holes in the sub -drain clamping ring from clogging. UPC 408.5 - 408.7 Main building shut-off required on water supply line. UPC 606.2 Pressure reduction valve on main water supply line required by City code. Vent hot water tank relief valve directly to the outside. UPC 608.5 Hot water heater must be seismically anchored or strapped at points within the upper one-third and lower one-third of its vertical dimensions. At the lower point, a minimum distance of 4" must be maintained above the controls with the strapping. UPC 507.2 All pressure absorbing devices (e.g. air chambers, mechanical devices, hammer arrestors) shall be accessible or installed per manufacturer. UPC 609.10 Minimum 1" air -gap required at dishwasher. UPC 414.3 Hose bibs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. UPC 603.5.7 Soaker and jetted tubs shall be installed and supported per the manufacturer's installation specifications. UPC 409.6 Dwelling/garage separation shall be maintained by installing 1/2" gypsum wallboard on the garage side from the foundation to the underside of the roof sheathing. Ceiling of garages with habitable space above shall have 5/8-inch Type X gypsum wallboard attached with 1-7/8 inch 6d coated nails or equivalent drywall screws and the structural elements supporting the ceiling protected with 1/2 gypsum wallboard. Enclosed accessible space under stairs shall have walls, under -stair surface and any soffits protected on the enclosed side with 1/2" gypsum wallboard. Water resistant gypsum shall not be used as a tile backing board where there will be direct exposure to water, or in areas subject to continuous high humidity (showers, etc.). IRC R302 IRC R702.3.8.1 Fireblocking shall be provided to cut off all concealed draft openings (both vertical and horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -frame construction in the following locations: 1) In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs as follows: 1.1 Vertically at the ceiling and floor levels. 1.2 Horizontally at intervals not exceeding 10 feet. 2) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3) In concealed spaces between stair stringers at top and bottom of the run. 4) At openings around vent, pipes, and ducts at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. For additional requirements see IRC 302.11 IDraftstons shall be installed in combustible construction where there is I usable space both above and below the concealed space of a floor/ceiling assembly, so that the area of the concealed space does not exceed 1000 sq. ft. and shall divide the space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in floor/ceiling assemblies under the following circumstances: I.Ceiling is suspended under the floor framing. 2.Floor framing is constructed of truss -type open -web or perforated members. Draftstopping materials shall not be less than 1/2 inch gypsum board, 3/8 inch wood structural panels or other approved materials adequately supported and installed parallel to the floor framing membersIRC R302.12 ADDITIONAL REQUIREMENTS eight verification shall be done by the applicant's agent/contractor and )served by the Building Inspector on site. The agent/contractor shall set the equipment (transit/builders level), establish the datum point, and the Sint of average grade. These items must be consistent with the approved .ans. If the proposed height of a building (as shown on the plans) is ithin 12 inches of the maximum height permitted for the zone, an evation survey is required. An elevation survey consists of three )mponents to be conducted by a licensed surveyor. 1) Prior to )nstruction, the surveyor shall establish average grade as specified in CDC 21.40.030, and shall establish a reference datum point that will be idisturbed and can be freely accessed. 2) The surveyor shall locate the evation of the first floor prior to the City under -floor inspection. 3) A nal letter of height confirmation shall be provided upon completion of the structure. H °z O l� U �z U Q W W W< O Z � H CW7 U CN 2 OLIVER ADDITION 5190226-3 PROJECT INFORMATION CLIENT RICHARD & SARAH OLIVER 19806 BOTH PL W EDMONDS, WA 98026 PROJECT ADDRESS 19806 BOTH PL W EDMONDS, WA 98026 STRUCTURAL ENGINEER L120 ENGINEERING & DESIGN 16329118TH LN NE BOTHELL, WA 98011 PHONE:(206) 790-9502 CONTACT: MANS THURFJELL, PE ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE CODES ENGINEERED PER: 2015 (IRC) INTERNATIONAL RESIDENTIAL CODE 2015 (IBC) INTERNATIONAL BUILDING CODE SHEET INDEX COVER SHEET ...S-0 PROJECT ILLUSTRATION/SCOPE •..S-0.1 STRUCTURAL GENERAL NOTES ...S-1 FOUNDATION PLAN ...S-2 WALL FRAMING PLAN ...S-3 ROOF FRAMING PLAN...S-4 STRUCTURAL DETAILS ...SD-1 BUILDING DEPARTMENT WORK Q ]MCP, mil- CM( ADDRESS lv Pz-,H- pL OWNER 01-I yfl=q APPROVED DATE: '3111 2DL°I BLDG. OFFICIAL: PERMIT NUMBER ��Z�i �1-0Z15 RECEIVED FEB 2 8 2019 BUILDING 'SR�T HUgA•.• 'I W Q 0 Z U F- W m z zZa 006 J REVISIONS L\ DESCRIPTION DALE BY PROJECT NAMIE OLIVER ADDITION PROJECT NUMBER S190226-3 DRAWN BY - CMH' CHECKED BY - MRT SHEET DATE - 02/27/2019 SCALE 24X36 SHEET: NTS ,I O � vI � w U > w O U = Existing addition to be rebuilt Existing Deck j I 395 SF � I � Existing Residence � � 1612 SF � I PROJECT SCOPE Existing roof to be repaired as required + S�ONALEN.. W D� _wz 0 a z z W Z z 006 J REVISIONS (DESCRIPTION] DATE BY PROJECT NAME OLIVER ADDITION PROJECT NUMBER 3 DRAWN BY- CM ! CHECKED BY - MRT SHEET DATE - 0212712019 SCALE 24X36 SHEET: NTS i Lu O i U Z O J W L V � O L RECEIVED red FEB 2 8 N'9Q�S� BUILDING �\ PROJECT SCOPE ExiStinn aciriitinn REVISED PLAN APPROVED CITY OF EDNIONDS BUILDING DIVISION PLANS EXAMINER DATE 14II(��lr+'1 Existing roof to be repaired as required 13LPzo l9-0215 R!"7Xvr'fY / 9"4(3T REVISION APR 0 4 2M BUILDING DEFVARTiV1ENT CRY OFEDMDNDS •F•T•�{UR,� • A W� •.lF •"kSt c� ��. • S�ONAL E��.•� ' W Q o z �Zo W� z z w z W z Zz 00W J OLIVER ADDITION S190226-3 01' , fP - CMH MRT I i1 1 l' 0Al - 03130/2019 24X36 SHEET: NTS I i. W d 0 0 U) Z 0 rn J r-I C) W c! 0 GENERAL STRUCTURAL NOTES DESIGN CRITERIA CODE: 2015 IBC/IRC & AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY. ROOF........................................25 PSF SNOW (GROUND) FLOORS RESIDENTIAL.....................40 PSF BALCONY/DECK................60 PSF BASIC WIND SPEED ..................110 MPH, EXPOSURE B SEISMIC MAPPED SPECTRAL ACCELERATION, Ss.....................1.282 MAPPED SPECTRAL ACCELERATION, S1.....................0.502 SOIL SITE CLASS........................................................D GENERAL CONDITIONS 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY DISCREPANCIES. 3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 4. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE"GENERAL NOTES" AND/OR "STANDARD DETAILS". S. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 6. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE DRAWINGS. 7. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE. B. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION, 9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE, AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER ANY PORTION OF THE WORK. 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT SHALL APPLY. 11, REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES OR THE STRUCTURAL DRAWINGS. 12, NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. 13. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. 14. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE "INTERNATIONAL BUILDING CODE" (IBC), AND STANDARDS REFERENCED THEREIN. FOUNDATION 1. FOUNDATION DESIGN PARAMETERS ASSUMED PER IRC/IBC VALUES: FOOTING BEARING PRESSURE: 1500 PSF LATERAL EARTH PRESSURE: ACTIVE: 30 PCF(FREE) 40 PCF(RESTRAINED) PASSIVE: 350 PCF COEFFICIENT OF BASE FRICTION: 0.35 2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS, AND OTHER RELEVANT SOIL CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH THE JURISDICTIONAL REQUIREMENTS. 3. ALL FOUNDATIONS ARE TO BEAR ON COMPETENT NATIVE SOILS OR STRUCTURAL FILL. STRUCTURAL FILL IS TO BE COMPACTED TO 95% DENSITY PER ASTM D-1557. CONCRETE 1. REFERENCE STANDARDS: ACI-301, ACI-318, IBC, MINIMUM CONCRETE STRENGTH (28 DAYS): FOOTINGS AND STEM WALLS.......3,000 PSI - 5 SACK MIX BASEMENT FOUNDATION RETAINING WALLS.......3,000 PSI - 5 SACK MIX SLAB-ON-GRADE.............2,500 PSI - 5 SACK MIX SLAB -ON -GRADE ............. EXPOSED WEATHERING SURFACES.........3,000 PSI AIR -ENTRAINMENT 2.5% TO 5.5% FOR EXPOSED CONCRETE. 2. MIXING: COMPLY WITH ACI-301. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER 3. PLACING: COMPLY WITH ACI-301. PROVIDE A 3/4 INCH CHAMFER ALL EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. 4. SLUMP: 4" PLUS OR MINUS ONE INCH. DO NOT ADD WATER TO MIX TO INCREASE SLUMP. GREATER SLUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING APPROVED ADMIXTURES. 5. CURING: COMPLY WITH ACI-301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM. 6. JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE. JOINTS SHOWN MAY BE ADJUSTED AT CONTRACTOR'S OPTION, WITH PRIOR APPROVAL FROM ENGINEER. 7. WEATHER EXTREMES: COMPLY WITH ACI 305R FOR HOT WEATHER, COMPLY WITH ACI 306R FOR COLD WEATHER. B. WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 (BY WEIGHT), TYPICAL. REINFORCING STEEL 1. REFERENCE STANDARDS: ACI "DETAILING MANUAL" (SP-66); CRSI MANUAL OF STANDARD PRACTICE (MSP-I) 2. MATERIALS: REINFORCING STEEL: ASTM A615, GRADE 60 3. SPLICES: LAP CONTINUOUS REINFORCING BARS 48 BAR DIAMETERS, UNLESS OTHERWISE NOTED. PROVIDE CORNER BARS FOR ALL HORIZONTAL REINFORCEMENT. 4. COVER: FOOTINGS ...........3 INCHES SLABS...................2 INCHES 5. FORMED SURFACES: WEATHER FACE 1-1/2 INCHES, #5 BARS AND SMALLER 2 INCHES, # 6 BARS AND LARGER INTERIOR FACE 3/4 INCH FOR SLABS AND WALLS 1-1/2 INCHES FOR BEAMS AND COLUMNS STRUCTURAL AND MISC. STEEL 1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 2. MATERIALS: BOLTS - ASTM A307, UNLESS OTHERWISE NOTED WF BEAMS - ASTM A572-50 (Fy = 50,000 PSI) HSS ROUND COLUMNS - ASTM A500 Gr. B (Fy = 42,000 PSI) HSS RECTANGULAR COLUMNS - ASTM A500 Gr. B (Fy = 46,000 PSI) ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI) STRUCTURAL STEEL WELDING 1. CONFORM TO THE AWS CODES D1.1 AND D1.3., AND USE ONLY CERTIFIED WELDERS. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES, DIMENSIONAL LUMBER 1. MEET REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD DIMENSIONAL LUMBER. BEAR STAMP OF WWPA. 2. MINIMUM DIMENSIONAL LUMBER GRADES TO BE: WALL STUDS: 2x, HF STUD GRADE, 3x HF #2 WALL PLATES: 2x HF STANDARD GRADE 2x, 3x PRESSURE TREATED HF STANDARD GRADE AT FOUNDATION JOISTS 2x6 HF STUD GRADE 2x8 AND UP HF #2 BEAMS, HEADERS:6x DF#2; 4x DF#2, WWPA GRADING. POSTS; 4x, 6x, DF #2 LUMBER NOT NOTED TO BE HF #2. 3. PROVIDE STANDARD CUT WASHERS FOR NUTS BEARING AGAINST WOOD, AND 1/4"x3" HOT -DIPPED GALVANIZED SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS. 4. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY, WHICH IS IN CONTACT WITH OR RESTING ON FOUNDATIONS, SHALL BE PRESSURE TREATED HEM FIR OR BETTER. ALL BEARING WALL PLATES SHALL HAVE 5/8"0 ANCHOR BOLTS PLACED A MAXIMUM 9" FROM THE END OF A PLATE AND SPACED AT INTERVALS SHOWN ON THE SHEARWALL SCHEDULE (MAXIMUM 4'-0" O.C. SPACING). 5. CAST -IN -PLACE ANCHOR BOLTS SHALL HAVE A MINIMUM 7" EMBEDMENT, ALTERNATE 5/8"0 EXPANSION ANCHORS SHALL BE HILTI KWIK BOLT II ANCHORS EMBED 7", OR APPROVED ALTERNATE. 6. BOLTS IN WOOD BEAMS SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER. 7. NAILS: NAILING IN ACCORDANCE WITH IBC TABLE 2304.10.1. 16D NAILS MAY BE 16D SINKERS (0.148 x 3-1/4") UNLESS NOTED OTHERWISE. B. PRESURE TREATED WOOD: ALL NAILS INTO PT WOOD SHALL BE HOT DIPPED GALVANIZED PER ASTM A153 OR STAINLESS STEEL. ALL METAL CONNECTORS IN CONTACT WITH PT WOOD SHALL BE HOT DIPPED GALVANIZED AND MEET ASTM A653 CLASS G185 (1.85 oz OF ZINC PER SQ FT MINIMUM) OR TYPE 304 / 316 STAINLESS STEEL. SIMPSON Z-MAX CONNECTORS MEET THIS REQUIREMENT. FASTENERS AND CONNECTORS USED TOGETHER SHALL BE OF THE SAME TYPE (E.G. HOT DIPPED NAILS WITH HOT DIPPED HANGERS) MANUFACTURED TIMBER PRODUCT APPLICATION WIDTHS LSL RIMBOARD (1.3E) RIMBOARD OR STAIR STRINGER 1 Y4" TIMBERSTRAND LSL (1.3E) HEADER, BEAM, OR COLUMN < 9" DEPTH 31h" TIMBERSTRAND LSL (1.55E) RIMBOARD, HEADER, OR < 9" DEPTH BEAM 1 %",31/2 TIMBERSTRAND LSL (1.3E) WALL STUD 2X4 & 2X61 1h" (1.5E) WALL STUD > 2X6 11/2" MICROLLAM LVL (1.9E) HEADER, BEAM 1 %" PARALLAM PSL (2.OE) HEADER, BEAM 31K', 5 1/4", 7" PARALLAM PSL (1'.8E) COLUMN 3 Vi", 5 %", 7" WOOD STRUCTURAL CONNECTIONS 1. ALL FRAMING ANCHORS, POST CAPS, BASES, HANGERS, STRAPS, ETC., SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY OR ENGINEER APPROVED EQUAL. BRICK VENEER ANCHORAGE 1. CIA 2135 SEISMIC VENEER ANCHORS BY DUR-O-WAL OR APPROVED EQUAL AT WOOD STUD WALL. 2. D/A 5213 SEISMIC VENEER ANCHORS BY DUR-O-WAL OR APPROVED EQUAL AT CONCRETE WALL, 3. PLACE ANCHORS AT 16" O.C. VERTICAL AND 16" HORIZONTAL. PROVIDE #9 GA HORIZONTAL JOINT REINFORCING WIRE , ATTACH TO WOOD STUDS WITH #8 CORROSION RESISTANT SCREWS AND TO CONCRETE WITH 1/4" 0 EXPANSION ANCHORS, 4. AT ALL OPENINGS LARGER THAN 16" IN EITHER DIRECTION, ANCHORS TO BE SPACED WITHIN 12" OF THE OPENING AT ALL SIDES. 5. USE TYPE N MORTAR COMPLYING WITH ASTM C270 GLU-LAMINATED TIMBER 1. GLU-LAMINATED WOOD BEAMS, DOUGLAS FIR COAST REGION, KILN DRIED, AITC SPECIFICATION 24F-V4 FOR SIMPLE SPANS (TYPICAL), AND 24F-V8 FOR CANTILEVER -SPANS (WHERE SPECIFIED). PROVIDE AITC STAMP ON TIMBER AND SUBMIT CERTIFICATE TO ARCHITECT AND ENGINEER. MATERIALS MUST BE OBTAINED FROM AN AITC APPROVED FABRICATOR. ALL GLU-LAM BEAMS SHALL FIT SNUG AND TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL BEARING AS INDICATED. NO SUBSTITUTION OF OTHER SPECIES, GLU-LAM ADHESIVE TO BE "WET- USE" TYPE. PROVIDE 2000 FT RADIUS CAMBER, U.N.O. 2. MANUFACTURER'S CERTIFICATE SHALL BE PRESENTED TO THE BUILDING INSPECTOR PRIOR TO INSTALLATION. WOOD SHEATHING 1. ROOF SHEATHING: 7/16"MINIMUM THICKNESS APA RATED PRP-108 PERFORMANCE STANDARD, EDGE SEALED PANELS DESIGNED TO SPAN 24 INCHES EITHER PARALLEL OR PERPENDICULAR TO LONG AXIS OF PANEL WITH 35 PSF LIVE LOAD. LAY UP WITH MINIMUM 1/8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER ALONG EDGES, AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. USE 10D COMMON NAILS, U.N.O. PROVIDE EXP-1 RATING. 2. FLOOR SHEATHING: 3/4" NOMINAL APA RATED PANELS, PRP-108 PERFORMANCE STANDARD, NAILED AND GLUED. CONFORM TO IBC IDENTIFICATION INDEX 40/20 FOR SUPPORTS TO 20 INCHES ON CENTER. ADHESIVES ARE TO CONFORM TO APA SPECIFICATION AFG-01. PROVIDE T&G EDGES AT LONG PANEL EDGES. LAY UP WITH MINIMUM 1/8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER AT END SUPPORTS AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. USE IOD COMMON NAILS. PROVIDE EXP-1 RATING. 3. WOOD SHEARWALL SHEATHING: PLYWOOD OR OSB APA RATED PRP-108 PERFORMANCE STANDARD PER IBC STD 23.2 OR 23.3 TYPE C-C OR C-D. USE EXTERIOR ADHESIVES. USE 8d COMMON NAILS. PROVIDE EXP-1 RATING. ALL VERTICAL JOINTS OF PANEL SHEATHING SHALL OCCUR OVER STUDS. HORIZONTAL JOINTS SHALL OCCUR OVER BLOCKING EQUAL IN SIZE TO THE STUDDING, REFER TO SHEAR WALL SCHEDULE FOR PANEL THICKNESS. 4. NAILING SPECIFICATIONS: CONFORM TO IBC SECTION 2304.10 "CONNECTIONS AND FASTENERS." UNO ON PLANS, NAILING PER TABLE 2304.10.1, AND FOR ROOF/FLOOR DIAPHRAGMS AND SHEARWALLS SHALL BE PER DRAWINGS. NAILS SHALL BE DRIVEN FLUSH AND SHALL NOT FRACTURE THE SURFACE OF SHEATHING. ALTERNATE NAILS MAY BE USED BUT ARE SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. SUBSTITUTION OF STAPLES FOR THE NAILING OF RATED SHEATHING IS SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. SHOP DRAWINGS AND SUBMITTALS 1, SUBMIT 2 SETS OF PRINTS AND 1 SET OF REPRODUCIBLES FOR REVIEW FOR: A) REINFORCING STEEL C) GLU-LAMINATED BEAMS B) MISCELLANEOUS STEEL D) PRE -MANUFACTURED WOOD TRUSSES 2. SUBMIT 3 COPIES FOR REVIEW PRIOR TO FABRICATION FOR: A) CONCRETE DESIGN MIX B) CONCRETE INSERTS C) EPDXY ADHESIVES INSPECTIONS 1. REFERENCE STANDARDS: IBC 110, INSPECTIONS ARE TO BE PERFORMED BY THE BUILDING OFFICIAL. INSPECTIONS REQUIRED ARE AS FOLLOWS: 2. SOIL: VERIFY SUBGRADE IS DRY DENSE AND DOES NOT HAVE STANDING WATER PRIOR TO POURING FOOTINGS. 3. CONCRETE: INSPECTIONS REQUIRED ONLY FOR DESIGN MIXES SPECIFIED GREATER THAN 2500 PSI. TAKE CONCRETE CYLINDERS AS REQUIRED. VERIFY SLUMP AND STRENGTH. 4. REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE AND GRADE. S. WOOD: DIAPHRAGM NAILING, BLOCKING AND HOLD-DOWN CONNECTIONS, ALTERNATES: 1. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER MAY REQUEST PAYMENT FOR REVIEW; CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL COST TO OWNER, SETTLEMENT SHRINKAGE: 1. DUE TO CROSS GRAIN WOOD SHRINKAGE, THIS BUILDING IS EXPECTED TO SETTLE APPROXIMATELY 3/8 INCH PER STORY. ALL PLUMBING AND MECHANICAL DUCTS SHALL BE DESIGNED WITH FLEXIBLE JOINTS OR OTHERS MEANS TO APPROPRIATELY ACCOMMODATE THIS NORMAL SETTLEMENT. ALL INTERIOR AND EXTERIOR SHEATHING AND FINISHES SHALL BE INSTALLED SUCH THAT NO DAMAGE WILL OCCUR. SHRINKAGE IS EXPECTED IN THE DEPTH OF THE FLOOR PLATES AND NOT IN THE LENGTH OF THE WALL STUDS. JOBSITE SAFETY: 1. THE ENGINEER AND/OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER AND/OR ARCHITECT SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY PERSON. ABBREVIATIONS AB ANCHOR BOLT GALV GALVANIZED ABV ABOVE GLB GLULAM BEAM AFF ABOVE FINISH FLOOR GR GRADE ALT ALTERNATE GYP GYPSUM WALL BOARD ALUM ALUMINUM HOG HOT -DIPPED GALVANIZED APPROX APPROXIMATE HDR HEADER AYC ALASKAN YELLOW CEDAR HF HEM FIR BB BOX BEAM HGT HEIGHT BF BOTTOM FLUSH HT HEIGHT BLDG BUILDING IN INCH BLKG BLOCKING JT JOINT BM BEAM MAX MAXIMUM BOT BOTTOM MIN MINIMUM BP BOTTOM PLATE MISC MISCELLANEOUS BRG BEARING NB NON -BEARING BTWN BETWEEN NO NUMBER BSMT BASEMENT OC ON CENTER B/W BOTTOM OF WALL CANT CANTILEVER PL PLATE CI CONTROLJOINT PSF POUNDS PER SQUARE FOOT CLG. CEILING PSI POUNDS PER SQUARE INCH CLI CEILING JOIST PT PRESSURE TREATED CLR CLEAR RAF RAFTER CMU CONCRETE MASONRY UNIT REF REFERENCE COL COLUMN REINF REINFORCEMENT CONC CONCRETE REQD REQUIRED CONN CONNECTION REQS REQUIREMENTS CONST CONSTRUCTION SF SQUARE FOOT CONT CONTINUOUS SHTG SHEATHING CTR CENTER SIM SIMILAR DET DETAIL SPF SPRUCE PINE FIR DF DOUGLAS FIR (SOUTH) STD STANDARD . DFL DOUGLAS FIR LARCH SYP SOUTHERN YELLOW PINE DIM DIMENSION T/ TOP OF DJ DIA DOUBLE JOIST DIAMETER T/BM TOP OF BEAM DN DOWN T/CONC TOP OF CONCRETE DS DOWN SPOUT T/PL TOP OF PLATE EA EACH T/SLAB TOP OF SLAB EF EACH FACE T/ST TOP OF STEEL El EXPANSION JOINT T/W TOP OF WALL ELEV ELEVATION TF TOP FLUSH EN EDGE NAILING (PANEL) T] TRIPLE JOIST FOR ENGINEER OF RECORD TP TOP PLATE EQ EQUAL TYP TYPICAL ES EACH SIDE UNO UNLESS NOTED OTHERWISE EW EACH WAY UPA UNDER POST ABOVE FB FLUSH BEAM UWA UNDER WALL ABOVE FIN FINISH VCB (V.C.B.) VERTICAL CRUSH BLOCKING FL FLOOR VERT VERTICAL FLSHG FLASHING VIF VERIFY IN FIELD FND FOUNDATION W/ WITH FP FIREPLACE WC WESTERN CEDAR FT FOOT VIP WATERPROOF FTG FOOTING GA GAUGE WWF WELDED WIRE FABRIC RECEIVED FEB 2 8 20I9 BUILDING as RF •. .� S10NAt 0Nv..'� W Q°Lz o W z ZZz 00 J REVISIONS _ZDESCRIPTION[DATE BY PROJECT NAME OLIVER ADDITION PROJECT NUMBER S190226-3 DRAWN BY- CMH CHECKED BY - MRT SHEET DATE - 02/27/2019 SCALE 24X36 SHEET: NTS ul W O Z J U z i v LLJ z o Lu r� I, ; -y I ! � ...................................... #4 REINFORCEMENT 0 NEWS"CONCRETE STEM WALL 1. O.C., EA WAY, MID DEPTH i 1 NEW 1'4" CONCRETE STRIP FTG I - o -- o ? + 4' CONCRETE SLAB OVER i F PREPARED SUBGRADE a T-4-11 --- ------- ------------- ----------------------------- -- --t ------ ----------- ------ ----------------- --- - ---- j-------------------------------- - --.................. z00 m U ii ; i0 r<p X M W17 , , -.. __.... ......... _.___W. VA _.-. _. ... ....._..._ i z EXISTING FLOOR FRAMING TO REMAIN TYP -- i' f i 1 �I IT01110 a . eP I z Al01 EXISTING TO REMAIN UNO PER PLAN STEM WALL TO REMAIN FOUNDATION NOTES 1. GENERAL STRUCTURAL NOTES AND ABBREVIATIONS PER SHEET S-1. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH ARCH. PROVIDED DIMENSIONS ARE TO FACE OF CONCRETE STEM WALL OR CENTER OF INDIVIDUAL FOOTING. OUTSIDE FACE OF STEM WALL ALIGNS WITH OUTSIDE FACE OF STUD WALL UNO. STHD HOLDOWNS ARE DIMENSIONED TO CENTER OF STRAP. HDU/HD/HTT HOLDOWNS ARE DIMENSIONED TO CENTER OF ANCHOR BOLT. 3. VERIFY ALL T/CONC ELEVATIONS ON ALL CONCRETE INCLUDING PARTIAL HEIGHT RETAINING WALLS. CONCRETE TO EXTEND MIN 8" ABOVE FINISHED GRADE. PROVIDE 1" RECESS AT DOUBLE SIDED SHEARWALLS TO ACCOMODATE 3X SILL PLATE. 4. FOOTINGS ARE TO BEAR ON COMPETENT NATIVE SOIL OR STRUCTURAL FILL CAPABLE OF SUPPORTING THE ASSUMED BEARING PRESSURE PER GENERAL NOTES. REFERENCE GEOTECHNICAL REPORT (IF AVAILABLE) FOR SUBGRADE PREPARATION, FILL REQUIREMENTS, FOOTING DRAINS, AND OTHER REQUIREMENTS. PROVIDE FOOTING DRAINS AROUND PERIMETER OF BUILDING, 5. PRIOR TO POURING CONCRETE CONTRACTOR SHALL LOCATE AND VERIFY LOCATIONS OF ALL FOUNDATION OPENINGS, PENETRATIONS, AND SLOPES. 6. ALL WOOD LOCATED WITHIN 8" OF FINISHED GRADE, EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. ALL FASTENERS IN CONTACT WITH FIRE -RETARDANT OR PRESSURE -TREATED WOOD SHALL BE COVERED IN PROTECTIVE COATING (I.E. HOG OR SIM). 7. SILL ANCHOR BOLTS (]-BOLTS) SHALL BE ASTM F1554 (36KSI) HDG, ASTM A307 (36KSI) HDG OR SIM. SILL ANCHORS SHALL BE 5/8" DIAM X 8" SIMPSON TITEN HD SCREW ANCHORS OR APROVED EQUIVALENT. SPACING PER SHEARWALL SCHEDULE (72" O.C. MAX), EACH ANCHOR TO HAVE STANDARD HDG NUT AND WASHER INSTALLED OVER 3"X3"Xl/4" HDG PLATE WASHER. EDGE OF PLATE WASHER TO BE LOCATED WITHIN 1/2" OF SHEATHED FACE OF WALL. FOR TWO SIDED SHEARWALLS W/ 2X6 WALL FRAMING, USE 4X4X1/4" PLATE WASHERS OR STAGGER ANCHORS SO THAT EVERY OTHER PLATE WASHER IS LOCATED WITHING 1/2" OF EACH FACE OF THE WALL 8. HOLDOWNS BY SIMPSON STRONG -TIE. INSTALLATION PER MANUFACTURER SPECIFICATIONS, ALTERNATIVE SOLUTIONS SHALL BE SUBMITTED TO FOR FOR APPROVAL PRIOR TO INSTALLATION. HOLDOWN THREADED RODS SHALL BE ASTM F1554 (36KSI) HDG UNO. EMBEDDED END OF THREADED ROD TO HAVE 3"X3"X1/4" HDG PLATE WASHER BETWEEN TWO HAND -TIGHTENED HDG STANDARD NUTS. 9, Cl INDICATES CONTROL JOINT. 10. FIRE -PROOFING AND MOISTURE -PROOFING REQUIREMENTS BY OTHERS. 11. EXTERIOR STAIRS AND STEEL -FRAMED STAIRS BY OTHERS. 12. TYPICAL DETAILS: • 1/SD-1 TYP STEM WALL • 2/SD-1 TYP CONSTRUCTION JOINT • 3/SD-1- TYP BAR BEND AND HOOK • 4/SD-1 - TYP STEM WALL & STRIP FTG RETROFIT • S/SD-1 TYP CORNER BARS HOLDOWN SCHEDULE MODEL ANCHOR EMBEDMENT MIN END POST HDU2 5/8" TR 12" 2-2X OR 3X HDUS 5/8" TR 12" 3-2X HDUB 7/8" TR 12" 4X6 HDUll I" TR 12" PSL 3 1/2 X 51/4 NOTE: ANCHOR RODS TO BE DRILLED AND EPDXIED INTO THE EXISTING CONCRETE FOUNDATION WITH SIMPSON SET-XP. CLEAN, BRUSH, AND BLOW HOLE PRIOR TO INSTALLATION PER SIMPSON INSPECTION AND INSTALLATION GUIDELINES. FOUNDATION LEGEND INDICATES STEP ATT/FOUNDATION INDICATES STEP AT B/FOUNDATION ® TANK WALL (TOP OF WALL NOT TO STEP WITHIN HATCHED REGION) �c2 rIIO - HOLDOWN BY SIMPSON alp Jy (STHD/HDU/HD/HTT, TYP) r---I o FOOTING CENTERED ON POST (L X W X T) F F RECEIVED FEB 2 8 2019 BUILDING �neaiq�. .o . •a. S/ONAL,.* Q D Z G Dzo UJ m ZZ� 006 J REVISIONS L IDESCRIPTION[DATE BY PROJECT NAME OLIVER ADDITION PROJECT NUMBER S190226-3 DRAWN BY- CMH CHECKED BY - MRT SHEET DATE - 0212712019 SCALE 2036 SHEET: NTS z O zo Q N li 0 u�t a 0lu L L ``x r Y\� r NEW 30"X30"X10" SPREAD FTG FOUNDATION NOTES 1. GENERAL STRUCTURAL NOTES AND ABBREVIATIONS PER SHEET S-1. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH ARCH. PROVIDED DIMENSIONS ARE TO FACE OF CONCRETE STEM WALL OR CENTER OF INDIVIDUAL FOOTING. OUTSIDE FACE OF STEM WALL ALIGNS WITH OUTSIDE FACE OF STUD WALL UNO. STHD HOLDOWNS ARE DIMENSIONED TO CENTER OF STRAP. HDU/HD/HTT HOLDOWNS ARE DIMENSIONED TO CENTER OF ANCHOR BOLT. 3. VERIFY ALL T/CONC ELEVATIONS ON ALL CONCRETE INCLUDING PARTIAL HEIGHT RETAINING WALLS. CONCRETE TO EXTEND MIN 8" ABOVE FINISHED GRADE. PROVIDE I" RECESS AT DOUBLE SIDED SHEARWALLS TO ACCOMODATE 3X SILL PLATE. 4. FOOTINGS ARE TO BEAR ON COMPETENT NATIVE SOIL OR STRUCTURAL FILL CAPABLE OF SUPPORTING THE ASSUMED BEARING PRESSURE PER GENERAL NOTES. REFERENCE GEOTECHNICAL REPORT (IF AVAILABLE) FOR SUBGRADE PREPARATION, FILL REQUIREMENTS, FOOTING DRAINS, AND OTHER REQUIREMENTS. PROVIDE FOOTING DRAINS AROUND PERIMETER OF BUILDING. 5. PRIOR TO POURING CONCRETE CONTRACTOR SHALL LOCATE AND VERIFY LOCATIONS OF ALL FOUNDATION OPENINGS, PENETRATIONS, AND SLOPES. 6. ALL WOOD LOCATED WITHIN 8" OF FINISHED GRADE, EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. ALL FASTENERS IN CONTACT WITH FIRE -RETARDANT OR PRESSURE -TREATED WOOD SHALL BE COVERED IN PROTECTIVE COATING (LE, HDG OR SIM). 7. SILL ANCHOR BOLTS (J-BOLTS) SHALL BE ASTM F1554 (36KSI) HDG, ASTM A307 (36KSI) HDG OR SIM. SILL ANCHORS SHALL BE 5/8" DIAM X 8" SIMPSON TITEN HD SCREW ANCHORS OR APROVED EQUIVALENT. SPACING PER SHEARWALL SCHEDULE (72" O.C. MAX). EACH ANCHOR TO HAVE STANDARD HDG NUT AND WASHER INSTALLED OVER 3"X3"XI/4" HDG PLATE WASHER. EDGE OF PLATE WASHER TO BE LOCATED WITHIN 1/2" OF SHEATHED FACE OF WALL. FOR TWO SIDED SHEARWALLS W/ 2X6 WALL FRAMING, USE 4X4X1/4" PLATE WASHERS OR STAGGER ANCHORS SO THAT EVERY OTHER PLATE WASHER IS LOCATED WITHING 1/2" OF ;TING STEM WALL EACH FACE OF THE WALL. FTG TO REMAIN 8. HOLDOWNS BY SIMPSON STRONG -TIE. INSTALLATION PER MANUFACTURER SPECIFICATIONS. ALTERNATIVE SOLUTIONS SHALL BE SUBMITTED TO FOR FOR APPROVAL PRIOR TO INSTALLATION. HOLDOWN THREADED RODS SHALL BE ASTM F1554 (36KSI) HDG UNO. EMBEDDED END OF THREADED ROD TO HAVE 3"X3"X1/4" HDG PLATE WASHER BETWEEN TWO HAND -TIGHTENED HDG STANDARD NUTS. 9. CI INDICATES CONTROL JOINT. 10. FIRE -PROOFING AND MOISTURE -PROOFING REQUIREMENTS BY OTHERS. 11. EXTERIOR STAIRS AND STEEL -FRAMED STAIRS BY OTHERS. 12. TYPICAL DETAILS: " 1/SD-1 TYP STEM WALL " 2/SD-1 TYP CONSTRUCTION JOINT • 3/SD-1 TYP BAR BEND AND HOOK . 4/SD-1 TYP STEM WALL & STRIP FTG RETROFIT " 5/SD-1 TYP CORNER BARS HOLDOWN SCHEDULE MODEL ANCHOR EMBEDMENT MIN END POST HDU2 5/8" TR 12" 2-2X OR 3X HDUS 5/8" TR 12" 3-2X HDU8 7/8" TR 12" 4X6 HDUII 1" TR 12" PSL 3 1/2 X 51/4 NOTE: ANCHOR RODS TO BE DRILLED AND EPDXIED INTO THE EXISTING CONCRETE FOUNDATION WITH SIMPSON SET-XP. CLEAN, BRUSH, AND BLOW HOLE PRIOR TO INSTALLATION PER SIMPSON INSPECTION AND INSTALLATION GUIDELINES. FOUNDATION PLAN - FOUNDATION LEGEND EXISTING TO REMAIN LINO PER PLAN INDICATES STEP ATT/FOUNDATION REVISED PLAN ROVED �C INDICATES STEP AT B/FOUNDATION CITY OF EDMONDS BUILDING DIVISION ® TANK WALL (TOP OF WALL NOT TO PLANS Ma� � STEP WITHIN HATCHED REGION) HOLDOWN BY SIMPSON DATE (STHD/HDU/HD/HTi,TYP) �J r--� FOOTING CENTERED ON POST (L X W X T) I .off✓p J APR 0 4 20i9 BUILDWdG DEPAR71wENi !?v OC Ef.IMOMDS ral •.. sroronti.�e.. W C7 QF'Z F- W Z 0z ZW pow OLIVER ADDITION S190226-3 DRPA, ! kY CMH -MRT 0313012019 24X36 SHEET: NTS i I z O ~ N z O LL- �)s ;I — -- SW-6 (A-1) 1 _ ----- -... - ,.... I CS16 - T__NEW2-2x8HDR(H2) .`.. ... _._ _. .. , I ( I I I i I i I I f I i I I I l l I I ZI I i wa= H N 0 0 Lij O- i z I z i t i t I MIN 2 BUNDLED STUDS z LL UNDER FLUSH BEAM I I ABOVE TYP EA END NN L i z0 y U EXISTING HDR I, VERIFY UNDAMAGED . MIN 2-2X6 (PA) 0 z i ? 6 L j. TYP AT OFFICE ADDITION 0 U iY 0 S z z I i WALL FRAMING PLAN EXISTING TO REMAIN UNO PER PLAN TABLE R402.1.1 INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENT CLIMATE ZONE AN $D MARINE 4 FENESTRATION U•FACTORb 0.30 SRYUGHTb U•F 11 0.50 GLAZED FENESTRATION SHGCb' • NR CEILING R•VALUEa 49 WOOD FReus WALL•' --- R-VALUE 21 int Mass Wall R-ValuO 21/21 FLOOR R-VALUE 30 BELOW -GRADE° WALL R-VALUE 10/15/21 int+TB SLAB" R-VALUE & DEPTH 10, 211 I ILsu-`h �LukA.J� NCt� v�n&o,as t'w,rc_ I, OPTION DESCRIPTION CREDIT(S) 4 Is EFFICIENT BUILDING ENVELOPE Ia: 0.5 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U = 0.28 Floor R-38 Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 penmety and under entire slab Cora liencebased on Section R402.1.4: Reduce the Total UA b 5%. SHEAR WALL SCHEDULE WALL FRAMING AND SHEAR WALL NOTES 1, GENERAL STRUCTURAL NOTES AND ABBREVIATIONS PER SHEET S-1, 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH ARCH, 3. LUMBER GRADE PER GENERAL STRUCTURAL NOTES. 4. ALL BUNDLED STUDS SPECIFIED PER PLAN SHALL BE CONNECTED TOGETHER WITH 16d @ 6"O.C. S. EXTERIOR WALL STUDS SHALL BE 2X6 @ 16"O.C. (:510% 2X6 @ 12"O.C. (>10') UNO. INTERIOR WALL STUDS SHALL BE 2X4 @ 16"O.C. UNO. REFER TO ARCH SET FOR WALL THICKNESS REQUIREMENTS AT PLUMBING STACKS. ALL INTERIOR NON -BEARING WALLS TORE FRAMED MIN 0.25" UNDER FLOOR SYSTEM, 6, PROVIDE ONE KING STUD AND ONE JACK STUD MINIMUM AT EVERY HEADER UNO. JACK STUDS SHOULD BE CONTINUOUS TO THE FOUNDATION AND SHALL HAVE VERTICAL CRUSH BLOCKING WIHTIN THE FLOOR FRAMING DEPTH MATCHING THE WIDTH OF JACK STUDS, 7. SHEARWALL SHEATHING AND NAILING REQUIREMENTS PER SHEARWALL SCHEDULE. ALL EXTERIOR WALLS SHALL BE TYPE SW6 UNO. 8. ALL SHEATHING PANEL EDGES TO OCCUR OVER STUDS, PLATES, RIMS OR HORIZONTAL BLOCKING. PANEL EDGE NAILING PER SHEARWALL SCHEDULE, FIELD NAILING AT 12" D.C. UNO. 9. PROVIDE MIN TWO 2X STUDS AT EACH END OF SHEARWALL UNO. PROVIDE PANEL EDGE NAILING INTO EACH STUD AT END OF WALL. 10. SHEARWALL PANEL EDGE STUDS INDICATE THE MINIMUM STUD WIDTH AT ABUTTING PANEL EDGES. TWO 2X STUDS ARE AN ACCEPTABLE ALTERNATE FOR 3X STUDS, TWO 2X STUDS ARE TO BE NAILED TOGETHER WITH TWO ROWS 10d NAILS AT 6" O.0 (4" O.C. @ SW2 AND 2W2). AT DOUBLE SIDED SHEARWALLS VERTICAL PANEL EDGES TO BE STAGGERED ON OPPOSITE SIDES OF THE WALL EXCEPT END OF SHEARWALL 11. LTP4 INSTALLED OVER PLYWOOD SHALL USE 8d COMMON NAILS (.1310 X 2.5") LTP4 INSTALLED DIRECTLY AGAINST FRAMING MAY USE 8d SHORT (,131X 1.5") RBC INSTALLED DIRECTLY AGAINST FRAMING USE 10d SHORT (.148X 1.5"). 12. WINDOW STRAP INDICATES THAT A WINDOW IS INCORPORATED WITHIN THE SHEAR WALL. REFER TO FORCE -TRANSFER AROUND OPENING DETAIL FOR FRAMING REQUIREMENTS. 13, STHD HOLDOWNS ARE DIMENSIONED TO CENTER OF STRAP. HDU/HD HOLDOWNS ARE DIMENSIONED TO CENTER OF ANCHOR BOLT, 14. SILL ANCHOR BOLTS (3-BOLTS) SHALL BE ASTM F1554 (36KSI) HDG, ASTM A307 (36KSI) HDG OR SIM. ANCHOR BOLTS TO BE 5/8"0 X 7" MIN EMBEDMENT. SPACING PER SHEARWALL SCHEDULE (72" O.C. MAX). EACH ANCHOR BOLT TO HAVE STANDARD HDG NUT AND WASHER INSTALLED OVER 3"X3"XI/4" HDG PLATE WASHER WITH AND EDGE OF THE PLATE WASHER LOCATED WITHIN 1/2" OF SHEATHED FACE OF WALL. FOR TWO-SIDED SHEARWALLS W/ 2X6 WALL FRAMING USE 4X4X1/4" PLATE WASHERS OR STAGGER ANCHOR BOLTS SO THAT EVERY OTHER PLATE WASHER IS LOCATED WITHIN 1/2" OF EACH FACE OF THE WALL. 15. ALL HANGERS TO BE MANUFACTURED BY SIMPSON STRONG -TIE. INSTALLATION PER MANUFACTURER'S RECOMMENDATIONS. ALTERNATIVE SOLUTIONS SHALL BE SUBMITTED TO FOR FOR APPROVAL PRIOR TO INSTALLATION. REFER TO TYPICAL HANGER SCHEDULE FOR HANGER SIZE LINO ON PLAN OR DETAILS, 16. FIRE -PROOFING AND MOISTURE -PROOFING REQUIREMENTS BY OTHERS. 17. TYPICAL DETAILS: • 11/SD-1 TYP STRAPS AROUND WINDOWS • 12/SD-1 TYP HEADER FRAMING • 14/SD-1 TYP SHEAR TRANSFER AT EXTERIOR WALL • IS/SD-1 TYP SHEAR TRANSFER AT EXTERIOR WALL • 16/SD-1 TYP STUD NOTCHING AND BORING • 20/SD-1 TYP TOP PLATE SPLICE FRAMING AND SHEATHING LEGEND 9,f�\6p".. {STHDOWNBY HDU/ pPS-OP) #K #J - INDICATES THE NUMBER OF KING AND JACK STUDS - - INDICATES SHEARWALL LOCATION (SW# - SHEAR WALL MARK) CSl6 HORIZONTAL STRAP (EXAMPLE) ® -HEADER SW6 A.1) SHEAR WALL CALLOUT REFERENCE TO WALL DESIGNATION IN THE CALCULATION PACKAGE REFERENCE TO SHEAR WALL TYPE PER SHEAR WALL SCHEDULE 11/8" X 9" GLB (FH-5) - EXAMPLE REFERENCE TO BEAM OR TRUSS CALCULATION IN CALCULATION PACKAGE BEAM OR TRUSS MEMBER WALL SHEATHING PANEL EDGE NAILING (COMMON OR GALV BOX NAILS) PANEL EDGE STUDS ANCHOR BOLTS 5/8"0 EMBED 7" RIM CONNECTION AT MUD SILL/ PLATE AT ROOF EAVE TOP PLATE AT SILL PLATE (SINKER NAIL .1480 x 3 1/4") SW 7/16" APA PLY ONE SIDE 8d AT 6" O.C. 2x 48" O.C. IN 2x PLATE LTP4 AT 24" O.C. RBC AT 16" O,C. 16d AT 6" O.C. SW4 7/16' APA PLY ONE SIDE 8d AT 4" O.C. 2x 32" O.C. IN 2x PLATE LTP4 AT 16" O.C. RBC AT 12" O.C. 16d AT 4" O.C. SW 7/16" APA PLY ONE SIDE Bd AT 3" O.C. 3x 16" O.C. IN 2x PLATE LTP4 AT 16" O.C. RBC AT 8" D.C. 16d AT 3" O.C. SW 7/16" APA PLY ONE SIDE 8d AT 2" O.C. 3x 12" O.C. IN 2x PLATE LTP4 AT 12" O.C. RBC AT 8" O.C. 16d AT 2" O.C. 2W4 7/16" APA PLY TWO SIDES 8d AT 4" O.C. EA SIDE 3x 24" O.C. IN 3x PLATE LTP4+A35 @ 16" O.C. EA SIDE N.A. AT ROOF EAVE (2) ROWS 16d AT 4" O.C. 2W3 7/16" APA PLY TWO SIDES 8d AT 3" D.C. EA SIDE 3x 16" O.C, IN 3x PLATE LTP4+A35 @ 16" O.C. EA SIDE N.A. AT ROOF EAVE (2) ROWS 16d AT 3" O.C. 2W2 7/16" APA PLY TWO SIDES 8d AT 2" D.C. EA SIDE 3x 16" O.C. IN 3x PLATE LTP4+A35 @ 12" O.C. EA SIDE N.A. AT ROOF EAVE (2) ROWS 1 d AT 2" D.C. NV I tS: 1) WK NUN-bHtAK WALL, YKUV1Ut ANLMUK 15VLI b lm /G" U.L. W QD LZ z z W z 006 >) REVISIONS L1EESCRIPTIONI DATBY PROJECT NAME OLIVER ADDITION PROJECT NUMBER S190226-3 DRAWN BY - CMH CHECKED BY - MRT SHEET DATE - 0212712019 SCALE 24X36 SHEET: NTS Z Q J (L CD Z o — J U) � w FEB 2 8 2019 Di NI min r.A \'V A)vn\ SW-6 (A 1) NEW /-PT6XI3 POST WALL FRAMING PLAN EXISTING TO REMAIN UNO PER PLAN SHEAR WALL SCHEDULE WALL FRAMING AND SHEAR WALL NOTES 1. GENERAL STRUCTURAL NOTES AND ABBREVIATIONS PER SHEET S-1. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH ARCH. 3. LUMBER GRADE PER GENERAL STRUCTURAL NOTES. 4• ALL BUNDLED STUDS SPECIFIED PER PLAN SHALL BE CONNECTED TOGETHER WITH 16d @ 6"O.C. S. EXTERIOR WALL STUDS SHALL BE 2X6 @ 16"O.C. (510% 2X6 @ 12"O.C. (>10') UNO. INTERIOR WALL STUDS SHALL BE 2X4 @ 16"O.C. UNO. REFER TO ARCH SET FOR WALL THICKNESS REQUIREMENTS AT PLUMBING STACKS. ALL INTERIOR NON -BEARING WALLS TO BE FRAMED MIN 0.25" UNDER FLOOR SYSTEM. 6. PROVIDE ONE KING STUD AND ONE JACK STUD MINIMUM AT EVERY HEADER UNO. JACK STUDS SHOULD BE CONTINUOUS TO THE FOUNDATION AND SHALL HAVE VERTICAL CRUSH BLOCKING WIHTIN THE FLOOR FRAMING DEPTH MATCHING THE WIDTH OF JACK STUDS. 7. SHEARWALL SHEATHING AND NAILING REQUIREMENTS PER SHEARWALL SCHEDULE. ALL EXTERIOR WALLS SHALL BE TYPE SW6 UNO. 8. ALL SHEATHING PANEL EDGES TO OCCUR OVER STUDS, PLATES, RIMS OR HORIZONTAL BLOCKING. PANEL EDGE NAILING PER SHEARWALL SCHEDULE, FIELD NAILING AT 12" O.C. UNO. 9. PROVIDE MIN TWO 2X STUDS AT EACH END OF SHEARWALL UNO. PROVIDE PANEL EDGE NAILING INTO EACH STUD AT END OF WALL. 10. SHEARWALL PANEL EDGE STUDS INDICATE THE MINIMUM STUD WIDTH AT ABUTTING PANEL EDGES. TWO 2X STUDS ARE AN ACCEPTABLE ALTERNATE FOR 3X STUDS. TWO 2X STUDS ARE TO BE NAILED TOGETHER WITH TWO ROWS 10d NAILS AT 6" O.0 (4" O.C. @ SW2 AND 2W2). AT DOUBLE SIDED SHEARWALLS VERTICAL PANEL EDGES TO BE STAGGERED ON OPPOSITE SIDES OF THE WALL EXCEPT END OF SHEARWALL 11. LTP4 INSTALLED OVER PLYWOOD SHALL USE 8d COMMON NAILS (.1310 X 2.5") LTP4 INSTALLED DIRECTLY AGAINST FRAMING MAY USE 8d SHORT (.131X 1.5") RBC INSTALLED DIRECTLY AGAINST FRAMING USE 10d SHORT (.148X 1.5"). 12. WINDOW STRAP INDICATES THAT A WINDOW IS INCORPORATED WITHIN THE SHEAR WALL. REFER TO FORCE -TRANSFER AROUND OPENING DETAIL FOR FRAMING REQUIREMENTS. 13. STHD HOLDOWNS ARE DIMENSIONED TO CENTER OF STRAP. HDU/HD HOLDOWNS ARE DIMENSIONED TO CENTER OF ANCHOR BOLT. 14. SILL ANCHOR BOLTS (3-BOLTS) SHALL BE ASTM F1554 (36KSI) HOG, ASTM A307 (36KSI) HOG OR SIM. ANCHOR BOLTS TO BE 5/8"0 X 7" MIN EMBEDMENT. SPACING PER SHEARWALL SCHEDULE (72" O.C. MAX). EACH ANCHOR BOLT TO HAVE STANDARD HOG NUT AND WASHER INSTALLED OVER 3"X3"Xl/4" HOG PLATE WASHER WITH AND EDGE OF THE PLATE WASHER LOCATED WITHIN 1/2" OF SHEATHED FACE OF WALL. FOR TWO-SIDED SHEARWALLS W/ 2X6 WALL FRAMING USE 4X4X1/4" PLATE WASHERS OR STAGGER ANCHOR BOLTS SO THAT EVERY OTHER PLATE WASHER IS LOCATED WITHIN 1/2" OF EACH FACE OF THE WALL. 15. ALL HANGERS TO BE MANUFACTURED BY SIMPSON STRONG -TIE. INSTALLATION PER MANUFACTURER'S RECOMMENDATIONS. ALTERNATIVE SOLUTIONS SHALL BE SUBMITTED TO FOR FOR APPROVAL PRIOR TO INSTALLATION. REFER TO TYPICAL HANGER SCHEDULE FOR HANGER SIZE UNO ON PLAN OR DETAILS. 16. FIRE -PROOFING AND MOISTURE -PROOFING REQUIREMENTS BY OTHERS. 17. TYPICAL DETAILS: • ll/SD-1 TYP STRAPS AROUND WINDOWS • 12/SD-1 TYP HEADER FRAMING • 14/SD-1 TYP SHEAR TRANSFER AT EXTERIOR WALL • IS/SD-1 TYP SHEAR TRANSFER AT EXTERIOR WALL • 16/SD-1 TYP STUD NOTCHING AND BORING • 20/SD-1. TYP TOP PLATE SPLICE FRAMING AND SHEATHING LEGEND �p OVA - HOLDOWN BY SIMPSON (STHD/MST/HDU/HD, TYP) #K #) - INDICATES THE NUMBER OF KING AND JACK STUDS — • - INDICATES SHEARWALL LOCATION (SW# - SHEAR WALL MARK) CS16- HORIZONTALSTRAP(EXAMPLE) ® -HEADER SW6 A( 1) SHEAR WALL CALLOUT `� REFERENCE TO WALL DESIGNATION IN THE CALCULATION PACKAGE REFERENCE TO SHEAR WALL TYPE PER SHEAR WALL SCHEDULE 31/8" X 9' GLB (FH-5) EXAMPLE REFERENCE TO BEAM OR TRUSS CALCULATION IN CALCULATION PACKAGE BEAM OR TRUSS MEMBER WALL SHEATHING PANEL EDGE NAILING (COMMON OR GALV BOX NAILS) PANEL EDGE STUDS ANCHOR BOLTS 5/8"0 EMBED 7" RIM CONNECTION AT MUD SILL/ PLATE AT ROOF EAVE TOP PLATE AT SILL PLATE (SINKER NAIL .1480 x 3 �1/4) SW6 7/16" APA PLY ONE SIDE 8d AT 6" O.C. 2x 48" O.C. IN 2x PLATE LTP4 AT 24" O.C. RBC AT 16" O.C. 16d AT 6" O.C. SW4 7/16" APA PLY ONE SIDE 8d AT 4" O.C. 2x 32" O.C. IN 2x PLATE LTP4 AT 16" O.C.. RBC AT 12" O.C. I6d AT 4" O.C. SW3 7/16" APA PLY ONE SIDE 8d AT 3" O.C. 3x 16" O.C. IN 2x PLATE LTP4 AT 16" O.C. RBC AT 8" O.C. 16d AT 3" O.C. SW2 7/16" APA PLY ONE SIDE 8d AT 2" O.C. 3x 12" O.C. IN 2x PLATE LTP4 AT 12" D.C. RBC AT 8" O.C. 16d AT 2' O.C. 2W4 7/16" APA PLY TWO SIDES 8d AT 4" O.C. EA SIDE 3x 24" O.C. IN 3x PLATE LTP4+A35 @ 16' O.C. EA SIDE N.A. AT ROOF EAVE (2) ROWS 16d AT 4' O.P. 7/16" APA PLY TWO SIDES 8d AT 3" O.C. EA SIDE 3x 16" O.C. IN 3x PLATE LTP4+A35 @ 16" O.C. EA SIDE N.A. AT ROOF EAVE (2) ROWS 16d AT 3" O.0 2W2 7/16" APA PLY TWO SIDES 8d AT 2" O.C. EA SIDE 3x 16" O.C. IN 3x PLATE LTP4+A35 @ 12" O.C. EA SIDE N.A. AT ROOF EAVE (2) ROWS 16d AT 2" O.C. NOTES: 1) FOR NON -SHEAR WALL, PROVIDE ANCHOR BOLTS @ 72" O.C. W Q0 z Z o W� _ z z w Z W z ZZ O O w .J OLIVER ADDITION S190226-3 CMH C;Ni : , Qi'i : P:' - MRT FE'i 11"VI ._ 03/30/2019 24X36 SHEET: NTS i Ii Z <1 0- Z LL M I n' U) Q ui APR 0 4 2m r'M0'lE�oNoswr j ROOF FRAMING PLAN EXISTING ROOF FRAMING NOTE: EXISTING ROOF FRAMING TO REMAIN UNO OR UNLESS A PERFORMANCE DEFFICIENCY IS OBSERVED. IF SO OR WHERE ROOF IS MODIFIED PENDING AS -BUILT DISCOVERY, PLEASE UTILIZE DBL 2X6 FRAMING @ 24"OC WHERE HORIZONTAL (PROJECTIONS) SPANS EXCEED 9'-6". WHERE LESS, 2X6 FRAMING FOR NEW ELEMENTS IS ACCEPTABLE AS LONG AS ENERGY RATING IS ACHIEVED PER ARCH, ADDITIONALLY, WHERE ROOFING IS REPLACED, SEE GENERAL NOTES FOR SHEATHING AND NAILING SPECIFICATIONS. ROOF FRAMING NOTES 1, GENERAL STRUCTURAL NOTES AND ABBREVIATIONS PER SHEET S-1. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH ARCH. 3. ROOF SHEATHING PER GENERAL NOTES. ALL SHEATHING TO BE GLUED AND NAILED TO FRAMING PER MANUFACTURER RECOMMENDATIONS. USE Bd COMMON NAILS (0.131" X 2 1/2") @ 6" O.C. AT PANEL EDGES AND AT ALL FRAMING DESIGNATED "WITH EDGE NAILING" OR "W/EN", AND 12" D.C. IN THE FIELD, UNO. PANEL EDGE JOINTS TO BE STAGGERED BETWEEN ADJACENT PANELS OF SHEATHING. PROVIDE GAP BETWEEN PANELS TO ALLOW FOR NATURAL EXPANSION/CONTRACTION (1/8" GAP TYP). 4. ALL ROOF TRUSSES SHALL BE SPACED NO FURTHER APART THAN 24" O.C. AND SHALL BE CONNECTED TO TOP PLATE WITH H2,5 TIE UNO. 5. ALL GIRDER TRUSSES SHALL BE CONNECTED TO TOP PLATE WITH TWO H6 TIES UNO, 6. LOCATE ALL OPENINGS AND PENETRATIONS AND VERIFY NO CONFLICT WITH ROOF FRAMING. MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS BY OTHERS, 7. ALL BEAMS AND GIRDER TRUSSES SHALL BE SUPPORTED BY MIN TWO STUDS BELOW EACH END, UNLESS NOTED OTHERWISE ON PLAN, ALL BEAMS SHALL BE FRAMED FLUSH WITH JOISTS UNO. "DROPPED BEAM" OR "DB" INDICATES T/BEAM EQUAL B/JOISTS. "TOP FLUSH" OR "TF" INDICATES T/BEAM EQUAL T/JOISTS AND B/BEAM EXTENDING BELOW B/JOISTS."BOTTOM FLUSH" OR "BF" INDICATES B/BEAM EQUAL B/JOISTS AND T/BEAM EXTENDING ABOVE T/JOISTS. 8. ALL NON -BEARING WALLS TO BE FRAMED MIN 0.25" UNDER FLOOR SYSTEM. 9. STUD QUANTITIES, POST SIZE, HOLDOWN, AND SHEARWALL REQUIREMENTS PER WALL FRAMING AND SHEARWALL PLAN BELOW. 10. HORIZONTAL STRAPS INDICATED ON FRAMING PLANS SHALL BE CENTERED OVER THE TOP PLATE, BEAM, OR BLOCKING. STRAP LENGTH PER PLAN UNO. 11. ALL HANGERS TO BE MANUFACTURED BY SIMPSON STRONG -TIE. INSTALLATION PER MANUFACTURER'S RECOMMENDATIONS. ALTERNATIVE SOLUTIONS SHALL BE SUBMITTED TO FOR FOR APPROVAL PRIOR TO INSTALLATION. REFER TO TYPICAL HANGER SCHEDULE FOR HANGER SIZE UNO ON PLAN OR DETAILS. HANGERS FOR ROOF TRUSSES BY OTHERS. 12. ENGINEERED ROOF JOISTS AND ROOF TRUSSES TO BE DESIGNED BY OTHERS. REFER TO STRUCTURAL GENERAL NOTES FOR SUBMITTAL INFORMATION, AND DESIGN CRITERIA. 12.1. STANDARD DEAD AND LIVE LOADS SHALL BE USED FOR TRUSS DESIGN. REFERENCE STRUCTURAL GENERAL NOTES FOR MORE INFORMATION. 12.2. CHANGES TO LAYOUT MUST BE SUBMITTED TO THE ARCHITECT AND FOR FOR REVIEW AND APPROVAL, 12.3. TRUSS SUBMITTAL PACKAGE TO BE PROVIDED TO FOR FOR REVIEW. REFERENCE STRUCTURAL GENERAL NOTES FOR SUBMITTAL REQUIREMENTS. 12.4. (XXX LBS SHEAR/DRAG) INDICATES SHEAR TRANSFER LOAD. SHEAR TRUSS SHALL BE DESIGNED TO BE ABLE TO TRANSFER SPECIFIED LATERAL LOAD APPLIED AT THE TOP CHORD TO THE BOTTOM CHORD AND INTO SHEARWALL BELOW. 12.5. ROOF TRUSSES SHOULD BE DESIGNED FOR ADDITIONAL LOADS WHERE APPLICABLE AS SPECIFIED BY THE ARCHITECT (I.E. MECHANICAL UNITS, ROOF DECKS AND PATIOS, GREEN ROOFS, SOLAR UNITS AND ETC). 12.6. TRUSS DESIGN FOR BEARING AT TOP PLATES TO BE DESIGNED FOR COMPRESSION PERPENDICULAR TO GRAIN. 13. FIRE -PROOFING AND MOISTURE -PROOFING REQUIREMENTS BY OTHERS. 14. ROOF COVERINGS AND ROOFING MATERIAL BY OTHERS. 15. ROOF DRAINAGE BY OTHERS. 16. ATTIC VENTILATION BY OTHERS, 17. FOR TYPICAL INSTALLATION DETAILS REFERENCE TO: • 7/SD-1 TYP ROOF OVERFRAMING • 8/SD-1 TYP RIDGE BEAM • 9/SD-1 TYP RAFTER AT BEAM • 10/SD-1 TYP RAFTER AT EAVE • 17/SD-1 TYP FRAMING AT NON -BEARING WALL • 18/SD-1 TYP FRAMING AT BEARING WALL FRAMING LEGEND GIRDER OR GABLE END TRUSS INTERIOR BEARING WALL ® ROOF OVERFRAMING 3 1/8" X 9" GLB (FH-5) EXAMPLE REFERENCE TO BEAM OR TRUSS CALCULATION IN CALCULATION PACKAGE BEAM OR TRUSS MEMBER n - HANGER AS REQD 0 0 SRUSSES OFSLMI��)OIS(5OR � 5 0 o 1tn O o RECEIVED FEB 2 8 2019 BUILDING gK.7HUR,��•� •a.S/pNAI tia. •.. W o LU a z ZWz 00� REVISIONS /_\ LDESCRIPJIONj DATE BY PROJECT NAME OLIVER ADDITION PROJECT NUMBER S190226-3 DRAWN BY - CMH CHECKED BY - MRT SHEET DATE - 02127/2019 SCALE 24X36 SHEET: TiN Z Z t-� O LL co LL O 0 nn OPTIONAL NONSTRUCTURAL BEAM ROOF FRAMING PLAN EXISTING ROOF FRAMING NOTE: EXISTING ROOF FRAMING TO REMAIN LINO OR UNLESS A PERFORMANCE DEFFICIENCY IS OBSERVED. IF SO OR WHERE ROOF IS MODIFIED PENDING AS -BUILT DISCOVERY, PLEASE UTILIZE DBL 2X6 FRAMING @'24"OC WHERE HORIZONTAL (PROJECTIONS) SPANS EXCEED 9'-13". WHERE LESS, 2X6 FRAMING FOR NEW ELEMENTS IS ACCEPTABLE AS LONG AS ENERGY RATING IS ACHIEVED PER ARCH. ADDITIONALLY, WHERE ROOFING IS REPLACED, SEE GENERAL NOTES FOR SHEATHING AND NAILING SPECIFICATIONS. ROOF FRAMING NOTES 1, GENERAL STRUCTURAL NOTES AND ABBREVIATIONS PER SHEET S-1. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH ARCH. 3. ROOF SHEATHING PER GENERAL NOTES. ALL SHEATHING TO BE GLUED AND NAILED TO FRAMING PER MANUFACTURER RECOMMENDATIONS. USE 8d COMMON NAILS (0.131" X 2 1/2") @ 6" O.C. AT PANEL EDGES AND AT ALL FRAMING DESIGNATED "WITH EDGE NAILING" OR "W/EN", AND 12" O.C. IN THE FIELD, LINO. PANEL EDGE JOINTS TO BE STAGGERED BETWEEN ADJACENT PANELS OF SHEATHING. PROVIDE GAP BETWEEN PANELS TO ALLOW FOR NATURAL EXPANSION/CONTRACTION (1/8" GAP TYP). 4. ALL ROOF TRUSSES SHALL BE SPACED NO FURTHER APART THAN 24" O.C. AND SHALL BE CONNECTED TO TOP PLATE WITH H2.5 TIE UNO. S. ALL GIRDER TRUSSES SHALL BE CONNECTED TO TOP PLATE WITH TWO H6 TIES LINO. 6. LOCATE ALL OPENINGS AND PENETRATIONS AND VERIFY NO CONFLICT WITH ROOF FRAMING. MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS BY OTHERS. 7. ALL BEAMS AND GIRDER TRUSSES SHALL BE SUPPORTED BY MIN TWO STUDS BELOW EACH END, UNLESS NOTED OTHERWISE ON PLAN. ALL BEAMS SHALL BE FRAMED FLUSH WITH JOISTS UNO. "DROPPED BEAM" OR "DB" INDICATES T/BEAM EQUAL B/JOISTS. "TOP FLUSH" OR `TF" INDICATES T/BEAM EQUAL T/JOISTS AND B/BEAM EXTENDING BELOW B/JOISTS. "BOTTOM FLUSH" OR "BF" INDICATES B/BEAM EQUAL B/JOISTS AND T/BEAM EXTENDING ABOVE T/JOISTS. 8. ALL NON -BEARING WALLS TO BE FRAMED MIN 0.25" UNDER FLOOR SYSTEM. 9. STUD QUANTITIES, POST SIZE, HOLDOWN, AND SHEARWALL REQUIREMENTS PER WALL FRAMING AND SHEARWALL PLAN BELOW. 10. HORIZONTAL STRAPS INDICATED ON FRAMING PLANS SHALL BE CENTERED OVER THE TOP PLATE, BEAM, OR BLOCKING. STRAP LENGTH PER PLAN UNO. 11. ALL HANGERS TO BE MANUFACTURED BY SIMPSON STRONG -TIE. INSTALLATION PER MANUFACTURER'S RECOMMENDATIONS. ALTERNATIVE SOLUTIONS SHALL BE SUBMITTED TO FOR FOR APPROVAL PRIOR TO INSTALLATION. REFER TO TYPICAL HANGER SCHEDULE FOR HANGER SIZE UNO ON PLAN OR DETAILS. HANGERS FOR ROOF TRUSSES BY OTHERS. 12. ENGINEERED ROOF JOISTS AND ROOF TRUSSES TO BE DESIGNED BY OTHERS. REFER TO STRUCTURAL GENERAL NOTES FOR SUBMITTAL INFORMATION, AND DESIGN CRITERIA. 12.1. STANDARD DEAD AND LIVE LOADS SHALL BE USED FOR TRUSS DESIGN. REFERENCE STRUCTURAL GENERAL NOTES FOR MORE INFORMATION. 12.2. CHANGES TO LAYOUT MUST BE SUBMITTED TO THE ARCHITECT AND FOR FOR REVIEW AND APPROVAL. 12.3. TRUSS SUBMITTAL PACKAGE TO BE PROVIDED TO FOR FOR REVIEW. REFERENCE STRUCTURAL GENERAL NOTES FOR SUBMITTAL REQUIREMENTS. 12.4. (XXX LBS SHEAR/DRAG) INDICATES SHEAR TRANSFER LOAD. SHEAR TRUSS SHALL BE DESIGNED TO BE ABLE TO TRANSFER SPECIFIED LATERAL LOAD APPLIED AT THE TOP CHORD TO THE BOTTOM CHORD AND INTO SHEARWALL BELOW. 12.5. ROOF TRUSSES SHOULD BE DESIGNED FOR ADDITIONAL LOADS WHERE APPLICABLE AS SPECIFIED BY THE ARCHITECT (I.E. MECHANICAL UNITS, ROOF DECKS AND PATIOS, GREEN ROOFS, SOLAR UNITS AND ETC). 12.6. TRUSS DESIGN FOR BEARING AT TOP PLATES TO BE DESIGNED FOR COMPRESSION PERPENDICULAR TO GRAIN. 13. FIRE -PROOFING AND MOISTURE -PROOFING REQUIREMENTS BY OTHERS. 14. ROOF COVERINGS AND ROOFING MATERIAL BY OTHERS. 15. ROOF DRAINAGE BY OTHERS, 16. ATTIC VENTILATION BY OTHERS. 17. FOR TYPICAL INSTALLATION DETAILS REFERENCE TO: 7/SD-1 TYP ROOF OVERFRAMING • 8/SD-1- TYP RIDGE BEAM • 9/SD-1 TYP RAFTER AT BEAM • 10/SD-1 TYP RAFTER AT EAVE • 17/SD-1 TYP FRAMING AT NON -BEARING WALL • 18/SD-1 TYP FRAMING AT BEARING WALL FRAMING LEGEND GIRDER OR GABLE END TRUSS INTERIOR BEARING WALL PPROVED - ROOFOVERFRAMING ING DIVISION 3 1/8" X 9" GLB (FH-5) - EXAMPLE REFERENCE TO BEAM OR TRUSS ml - CALCULATION IN CALCULATION PACKAGE BEAM OR TRUSS MEMBER - HANGER AS REQD 0 o 0 CENSS OF SIMI��3015(5 OPL�SSES Iw APR 0 4 201! 9UILDING DEPAn CRY OF EOMONI . 80NA W Q0 z Z o LLI "a ,,RR Z V 9 00 _I �iwrInp.Iq . OLIVER ADDITION S190226-3 DRAIUVI•! ISY - CMH Cl i_f: r: i ! - MRT SFIEIiTD:`;it: - 03/30/2019 24X36 SHEET: NITS i I I i ' ZQQQ iD LIL . L.. LL- (i N 0 lia L�l Nr STEM WALL FOOTING SCHEDULE FOOTING WIDTH PER PLAN FOOTING DEPTH REINFORCEMENT LONGITUDINAL TRANSVERSE 1.4' 8 NA 2-6' #4 12' .0 518"0 ANCHOR BOLT W/3"X3"X0.229" PLATE WASHER. SPACED PER SW SCHEDULE (4'X4"XO.229" AT ALL DOUBLE SIDED SHEARWALLS) REF FRAMING AND SHEAR DETAILS FOR FRAMING AND NAILING REQUIREMENTS O.C. #4 x 36' BAR @ 24' CENTERED SLAB PER PLAN HORIZONTALLY ON JOINT CONSTRUCTION JOINT SAWCUT OR I%" PREMOIDED JOINT SLAB PER PLAN T/CONCRETE TO BE HELD CONTROL JOINT DOWN I"ATALLDOUBLE SIDED SHEAR WALLS TO ALLOW FOR 3x SILL PLATE. LOCATE PER SHEAR WALL PLAN -1 71L.AN I =�'-l1=NOTES: REINFORCEMENT PER STEM 1. PROVIDE CONSTRUCTION /CONTROL JOINT TO ENCLOSE APPROXIMATE SQUARE WALL FOOTING SCHEDULE, NOTE: SIM AT GARAGE SLAB AREAS OF 225.5E MAX; WITH A MAXIMUM PANEL RATIO Of 1.3 TO 1.0. LINO ON PLAN W/BACKFILL TO B/SLAB 2• USE EARLY -ENTRY DRY SAW AS SOON AS PRACTICAL. SAWCUT ALONG SHORT DIRECTION OF POUR FIRST. 1 STEM WALL AT EXTERIOR 2 CONSTRUCTION/CONTROL JOINT DETAILS `BEAM PER PLAN POST CAP PER PLAN KING POST BEYOND BEAM OR BEARING PER PLAN WALL PER PLAN POST CAP/BEAT PER PLAN 6 I RIDGE BEAM TO KING POST DETAIL STRAP PER PLAN TOP/E WINDOW - SHEATHING AND NAILING (-HEADER TIGHT TO PLATES PER SHEAR WALL SCHEDULE / OR AT SILL HEIGHT W/ CRIPPLE STUDS OI_I '2) 2x6 BLKG )R FLAT 2x4 BLKG 3EHIND STRAP :XTEND STRAP PAST NINDOW L4" FOR CS16, 16' OR CS14, 15" FOR CMSTC16, 30"(16d) FOR -MST14, LINO PER >LAN 11 I STRAPS AROUND WINDOWS EXTERIOR OR NON -BEARING EXTERIOR OR NON -BEARING BEARING WALL WALL BEARING WALL WALL (25% WIDTH MAX) (40% WIDTH MAX) (40% WIDTH MAX) (60% WIDTH MAX) 17/16" IT,1/8" 2X4 STUDS 7/B" 17/16" SHEATH TRUSSES CMST14 PRIOR TO OVERFRAMING O.C. W/ ROOF OVERFR TRIMMER/KING STUDS FROM HEADER ABOVE I' WHERE OCCURS „. ONE KING STUD MIN, ONO ON PLAN (TWO SHOWN) - (5)I6d MIN KING STUD TO HEADER CONNECT KING AND JACK STUDS TOGETHER WITH 16d@6"0.C. STAGGERED EA PLY �- TRIMMER STUDS PER SCHEDULE ONO ON PLAN - X-0" MAX TYR ROOF SHEATHING 2x4 SUPPORT EVERY OTHER RAFTER LOCATE DIRECTLY OVER TRUSS W/ (3)10d TO RAFTER 2'-0" 2x4 RAFTER MAX AT 24" O.C. 12 A34 EA -2z4 TIE EA RAFTER SEE OVER RACER W/ (4)10d EA END _ 2X6 BRG BLOCK W/ 6" O.C. (3)16d EA SUPPORT 16d AT 6" O.C. IlM AT 6' O.C. MAIN ROOF TRUSSES STRAP AT 48" 21 4 W/ A34 EA (4)10d EA END END AT STRAP AMING •—(2) 2x6 FLAT VERT BLKG, MATCH FULL WALL WIDTH, AS REQ'D -- ------ FLOOR CRIPPLE STUDS ABOVE li HEADER TO MATCH JACK STUDS BELOW HEADER ! HEADER PER PLAN HEADER SIZE TRIM MIN BELOW MIN UNO ON MAN 4x6 (1)2x4 OR(1)2x6 4x8 (2)2x4 OR(1)2x6 4XIO (3)2x4 OR(2)2z6 31/8 OLE (3)2x4 OR(2)2.6 5118 GIB (3)2x6 12 TYPICAL HEADER FRAMING FLOOR SHEATHING, TYP_ FLOOR FRAMING ( / PER PLAN, TYP ._•(� 2X4 BLKG FOR CEILING ATTACHMENT SPACING AS REQUIRED FOR GYP ATTAC DS CLIPS @ 16" O.C.- 5 5 „„, FLOOR 1/2 SHEATHING, TYP I I 23/16" 35/I6" 2X6 STUDS 13/8" 23/16" FLOOR FRAMING 4D (2W MIN) LLD DDo R q5� L RADIUS 4D —FOR #8 AND SMALLER LAP SPLICE AND STANDARD HOOK LENGTH FOR CORNER BARS EXISTING NEW STEM WALL STEM WALL #4 X X-4" REBAR, DRILL & EPDXY 4" INTO T.O.C. +0.0" EXISTING THE EXISTING STEM WALL W/ #4H @ 18" FRAMING - - - _ _ - - - _ D.C. SIMPSON SET-XP IF INTERSECTING WALLS HAVE DIFFERENT SIZE OF HORIZONTAL REINFORCEMENT, T/FLOOR CORNER BARS MATCHING LARGER REINFORCEMENT SIZE AND SPACING TO BE USED PER ARCH hr. 14 #4 AT 018" D.C., TYP LAP SPLICE - - STD HK INTO WALL (ALT HOOK DIRECTION) (2) #4 IN FIG MIN 1' 10" LAP SPLICE - #4 X 2'-4" REBAR, DRILL & EPDXY 4" INTOy a THE EXISTING FOOTING, MID DEPTH CORNER BARS TO MATCH SIMPSON SET-XP EPDXY LOCATION OF HORIZONTAL 3 CONNECTIONS SIMILAR 0 TALL BSMT WALL WALL REINFORCEMENT APPLICATIONS, AND FOOTING CONNECTION NOT REQ'D IF ADIACENT FOOTING IS HELD " HIGH W/o STEPS To BTM of DEEP PLAN CORNER PLAN INTERSECTION D =BAR DIAMETER FOUNDATION - 3 BAR BEND AND HOOK DETAILS 4 ADD1N OF STEM WALL RETROFIT DETAIL 5 CORNER BARS AT CONCRETE WALLS 0.148 X 3 1/4 6 O.C. STAGGERED ROORNG PER ARCH RIDGE BEAM PER PLAN C-CUI RAFTER FOR 12 PFR� INSTALLATION OF HG3 MAINTAIN MIN 2X4 EOI ARCH 1 i � 1 RAFTERS PER PLAN 1 � KING POST BEYOND PER PLAN 8 RIDGE BEAM DETAIL SIM AT BEAM PARALLELTO WALL LSL RIM (4) 2x6 OR (5) 2x4 AT ROOK G PER ARCH 12 0.146 % 3 1/4 PER 6 6" O.0 ARCH RAFTERS PER PLAN SHEATHING PER ROOF PLAN RBC 13 12" O.C. AT/0 0 BEAP M H2.5 AT EACH RAFTER 9 ( RAFTER BEARING CONDITION 16d PER SCHEDULE (W O.C. MAX) LPT4 PER SCHEDULE, IF SPLICED ON RIM FLOOR W/PANEL EDGE NABS PER SW SCHEDULE NO CLIP WILL BE REQ'D.- SW SHEATHING W/PANEL EDGE NAILING INTO PLATE- 16d PER SCHEDULE (6" O.C. MAX) lOd AT 6" O.C. IOC AT 6° LPTq PER SCHEDULE, O.C. IF SPLICED ON RIM LSL RIM W/PANEL EDGE NAILS PER SW SCHEDULE .- CLIP WILL BE REQ'D.- SW SHEATHING 16d TN EA W/PANEL EDGE SIDE JOIST NAILING INTO PLATE-- CMST14z3'-O" AT PLATES (6)16d (1) 2x KING STUD PROVIDE (2) A35 AT STUD ONE-SIDED SHEAR WALL BASE TO SILL PLATE 131 BEAM AT DISCONTINUOUS TOP PLATES gg LSLBLKG S c3 SILL PLATE NAILING PER SOd NAILING PER SW BELOW SW SCHEDULE (SW6=6"O.C., SW4=4"O.C., SW2=2"O.C.) WA ABOVE PER 2x10, TJ1 RUSS BLKG, OR lOd AT 6" O.C. 2X BLOCKING @ 48" O.C. W/ (2) PLAN (LOCATION ,L. 31/4" lSL or SHEAR TRUSS 16d NAILS EA END VARIES) 1 BLKG (SHEAR WALL ONLY) 2z10, THMUSS BLKG 1'-4" NO -DTC CLIP EA BLOCKING _ _ _ _ FLOOR NAILING ZONE - NON -BEARING WALL PER PLAN — — — — — — — — — — WALL PARALLEL TO FLOOR FRAMING — — — — — TRUSS BLKG UNDER 16d TN AT 6' O.C. LAP JOISfS SHEARWALL III OVER BRG WALL SHEAR WALL PER PLAN PER SWSCHEDULE PER PLAN, NP —• LING ZONE NON -BEARING WALL PER PLAN WALL PERPENDICULAR TO FLOOR FRAMING 16 ALLOWABLE STUD NOTCHING AND BORING 17 CEILING FRAMING AT NON -BEARING WALL INTERIOR BEARING INTERIOR BEARING (SHEAR WALL) (NON SHEAR WALL) WALL TWO-SIDED SHEAR WALL EDGE NAILING PER SCHEDULE BAR SIZE PER WAIL LAP SPLICE LENGTH STD HOOK LENGTH 2- # 3'-0 3'- 1- IOd AT 6" O.C. SHEATHING PER MAN & GN 2X12 RAFTER PER PLAN T 0 ROOF SHEATHING - _ 2X12 A' KG AT 411" O.C. NOTCH RAFTER FOR OOIRIGGER 0 Zr O.0 101 RAFTER DETAIL @ EAVE LSL RIM WALL SHEATHING LSL BLKG AND NAILLNG PER SW SCHEDULE T/FLO OR J��. LTP4 NOT REQ'D IF SHEATING 1S SPLICED ON 16d TN EA RIM PER SW SCHEDULE - SIDE JOIST - A35 PER SCHEDULE 141 SHEAR TRANSFER AT EXTERIOR WALL 10d AT 6"O.TOC. EDGE NAILING INSM FLOOR SHEATHING 181 FLOOR FRAMING AT INTERIOR BEARING WALL 1191 FLUSH BEAM FRAMING 10d AT 6' O,C. ROOR OR TRUSS BLKG AT 48' O.C. TN EA SIDE 151 SHEAR TRANSFER AT EXTERIOR WALL PLAT H BEAM W/ EDGE MG PER PLAN SPLE STRAP UNO UJACK STUDS PER PLAN JOINT 16D CON NAILS 0 3" STAGGER PLATE JOINT E ® STUD TYP /I'. CO. NAL STAGGER OTI WALL FRAMIP PLAN 20I ELEVATION TOP PLATE SPLICE REVISIONS Z� DESCRIPTION DATE BY PROJECT NAME OLIVER ADDITION PROJECT NUMBER S190226-3 DRAWN BY- CMH CHECKED BY - MRT SHEET DATE - 02/27/2019 SCALE 2036 SHEET: NTS 5C 12" ERWISE ;PER FL RECEIVED o 12 8 2U( 2x6 MATE W/ IOd AT STEM WALL FOOTING SCHEDULE ISOLATED FOOTING SCHEDULE FOOTING WIDTH PER PLAN FOOTING DEPTH REINFORCEMENT LONGITUDINAL TRANSVERSE FOOTING SIZE PER PLAN REINFORCEMENT 3 #4 EA WAYUNTM A T-5^ 3 #4, ONT #4@32'O.0 5/8"0 ANCHOR BOLT W/3"X3'XO.229 PLATE 1 2 WASHER. SPACED PER SW SCHEDULE POST PER PLAN (4"X4"X0.229" AT ALL DOUBLE SIDED POST BASE PER PLAN 1 2" SHEARWALLS) 10"SQ OR30'6 CONIC PLINTH MAX REF FRAMING AND SHEAR DETAILS FOR #3 © TIES AT 9" O.C. FRAMING AND NAILING REQUIREMENTS SOG PER PLAN T CONC R-10 III ID INSULATION. (4) #4V f -I I I� I I I- I PER ARCH =TIT h I I I #4H AT 12' O.C. #4V T 18" O.C. TJCONCRETE TO BE HELD DOWN 1" AT ALL DOUBLE SIDED SHEAR WALLS TO ROUGHENED CONCRETE TI I I -III AT COLD JOINT III -III -I g .. w B" ALLOW FOR 3x SILL PLATE. LOCATE PER J° qq a a H I=1 I I-" SHEAR WALL PLAN a o w 3 CIR REF ISOLATED i S FOOTING SCHEDULEI a FOR REINFORCEMENT — I I=I i �- I -I I I -I I I- I=�I= I -1I _ I1 ER PLA REINFORCEMENT PER STEM INFORMATION PER PLAN WALL FOOTING SCHEDULE, F NOTE: SIM AT GARAGE SlA6 PER PLAN CALLOUT LINO PLAN W/BACKFILL TO B1SLA8 1 1 STEM WALL AT EXTERIOR 2 1 ISOLATED SPREAD FOOTING 2'-O" MAX AND 4'-0° O.0 NATIVE SOIL - 'I TYP ROOF SHEATHING 4x6 RIDGE SYMM \ "-HEAM PER PLAN - 2z4 SUPPORT EVERY OTHER RAFTER LOCATE DIRECTLY OVER TRUSS W/ (3)10d TO RAFTER 2'-0" BTM 2X4 RAFTER MAX OF RIDGE BEAM AT 24"D.C. 12 A POST CAP PER PLAN 2x4 TIE EA RAFTER ] SEE ARCHER W/ (4) Ild EA END PLATE 10d AT KING POST BEYOND 2x6 BRG BLOCK W/ .C. I PER PLAN (3)16d EA SUPPORT 16d AT 6" O.C. POST CAP/SEAT PER PLAN lOd AT 6" O.C. 6 I RIDGE BEAM TO KING POST DETAIL STRAP PER PLAN TOP/L WINDOW - SHEATHING AND NAILING HEADER TIGHT TO PLATES PER SHEAR WALL SCHEDULE OR AT SILL HEIGHT W/ CRIPPLE STUDS Ell\-(2) 2X6 SILL PLATES —PANEL EDGE NAILING ALONG KING STUD FULL LENGTH (2) 2X6 SILL PLATES 2) 2x6 BLKG IR FLAT 2X4 BLKG EHIND STRAP XTEND STRAP PAST TDOW FOR CS36, IF OR CS14, S" FOR CMSTCI6, ;0"(16d) FOR .MST14, UNO PER LAN SHEATH TRUSSES CMST14 STRAP AT 48" PRIOR TO OVERFRAMING O.C. W/ (4)10d EA EN ROOF OVERFRAMING TRIMMER/KING STUDS FROM HEADER ABOVE WHERE OCCURS ONE KING STUD MIN, UNO ON PLAN (TWO SHOWN)- (5)16d MIN KING STUD TO HEADER CONNECT KING AND JACK STUDS TOGETHER WITH 16d06"0.C. STAGGERED EA PLY - TRIMMER STUDS PER SCHEDULE LINO ON PUN - `2x4 W/ A34 EA END AT STRAP (2) 2x6 FLAT VERT BLKG, MATCH FULL WALL WIDTH, AS REQ'D CRIPPLE STUDS ABOVE HEADER TO MATCH JACK STUDS BELOW HEADER 20 HEADER PER PLAN HEADER SIZE TRIMMR STUDS BELOW MIN UNO ON PLAN 4x6 (1)2x4 OR(1)Zx6 4x8 (2)2z4 OR OLD (3)2x4 OR 31/8 GLB (3)2x4 OR 51/8 GLB - (3)2x6 11 STRAPS AROUND WINDOWS 12 TYPICAL HEADER FRAMING T/SHEATHING FLOOR SHEATHING, TYP EXTERIOR OR NON -BEARING EXTERIOR OR NON -BEARING BEARING WALL WALL BEARING WALL ATTACHMENT SPACING AS \-2X BLOCKING @ 48" O.C. W/ (2) 17/I6" 21/8" REQUIRED FOR GYP ATTACHMENT I6d NAILS EA END 2X4 STUDS 7/8 17111" NAILING ZONEDTC CLIP FA BLOCKING DS CLIPS @ IF O.C. -NON-BEARING WALL PER PLAN WALL PARALLEL TO FLOOR FRAMING T/SHEATHING 51_/ S " FLOOR - _Ic' ai<-Ik 2 •Ic ,- 'I�_ 1/2-SHEATHING, TYP- FTT 3/16' 3 5/16' " 13/82 3/16" 2X6 STUDS FLOOR FRAMING DTC CLIP@48'O.C. PER PLAN, NP 1'-4" NO NAILING ZONE NON -BEARING WALL PER PLAN WALL PERPENDICULAR TO FLOOR FRAMING 161 ALLOWABLE STUD NOTCHING AND BORING 17CEILING FRAMING AT NON -BEARING WALL 4D (ZW MIN) D D m D c R R q5/ L- �-RADIUS 0FOR #8 AND SMALLER EXISTING NEW STEM WALL STEM WALL T.O.C. -+0.0" #4 X 2'-4" REBAR, DRILL & EPDXY 4" INTO EXISTING FRAMING THE EXISRNG STEM WALL W/ #4H @ 18" O.C,SIMPSON SET-XP _ - _ _ - - _ - _ T/FLOOR PER ARCH #4 AT @IF O.C., TYP 4= B' (2) #4 IN FIG 411- LAP SPLICE #4 X 214" REBAR, DRILL & EPDXY 4" INTO THE EXISTING FOOTING, MID DEPTH SIMPSON SET-XP EPDXY CONNECTIONS SIMILAR @ TALL BSMT WALL APPLICATIONS, AND FOOTING CONNECTION NOT REQ'D IF ADJACENT FOOTING IS HELD HIGH W/O STEPS TO BTM OF DEEP D =BAR DIAMETER FOUNDATION 3 BAR BEND AND HOOK DETAILS 4 1 ADUN OF STEM WALL RETROFIT DETAIL 0.148 X 3 1/4 6' O.C, STAGGERED ROOFING PER ARCH RIDGE BEAM PER PLAN C-CUT RAFTER FOR x 4"-0• ® 12 PER INSTALLATION OF HG1 MAINTAIN MIN 2X4 E (N R EA RAFTER LOCATIONS EA ARCH RAFTERS PER PLAN KING POST BEYOND PER PLAN )4 81 RIDGE BEAM DETAIL SIM AT BEAM PARALLEL TO WALL LSL RIM BEAM PE (4) 2x6 (S) 2x4 AT PLATES TUD US AT STUD PLATE 131 BEAM AT DISCONTINUOUS TOP PLATES BLKG ACTUAL SLOPE lOd AT W O.C. PER ARCH qLAP JOISTS OVER BRG 6" O.C. WALL OR CONTINUOUS WHERE INDICATED 181 FRAMING AT BEARING WALL ROOFING PER ARCH 2 0.148 X 3 1/4 PER ® 6' O.0 ARCH RAFTERS PER PUN SHEATHING PER ROOF PLAN \ REG 0 12' O.C. ,►T/0 BEAT M H2.6 AT EACH RAFTER 9 1 RAFTER BEARING CONDITION SHEATHING PER PLAN d AT 6� N & GN ��lOACfUAL SLOPE VARIES PER ARCH SHEATHING �SISTERED MEMBER PER PIAN.STAGGERED 10D @ T OC TO RAFTER (TOP/BTM) I FTER PER PLAN n PANEL EDGE NAILING FINE SW SCHEDULE PROVIDE TJI WEB FILLEWBUILDUP I x = 2X12 RIM AND NOTCH 7,25" FOR 2X8 ON SIDE AT OUTRIGGER WITH TJI OUTRIGGER RAFTERS, BUILD-UP WEBTO WALL SHEATHING (SPLICE ON RIM) FLUSH TOP AND BOTTOM CHORD WITH PLYWOOD OR OSB, TYP. STUD WALL PER PUN HEADER AS OCCURS PER PLAN SHEATHING/NAILING PER SW PUN AND 2X6 WALL STUDS @ SCHEDULE 16' O.0 UNO PER PLAN 141 SHEAR TRANSFER AT EXTERIOR WALL 19 FLUSH BEAM FRAMING �I O U.U. CUUC ING INTO BM ,R SHEATHING 1 LAP SPLICE AND STANDARD HOOK LENGTH FOR CORNER BARS BAR SIZE PER WALL LAP SPLICE LEN 1 STD HOOK LENGTH 014" #5 1 3'.0" 0'.30 3'-8" IF INTERSECTING WALLS HAVE DIFFERENT SIZE OF HORIZONTAL REINFORCEMENT, CORNER BARS MATCHING LARGER REINFORCEMENT SIZE AND SPACING TO BE USED LAP SPLICE STD HK INTO WALL (ALT HOOK DIRECTION) s a a CORNER BARS TO MATCH LOCATION OF HORIZONTAL WALL REINFORCEMENT PLAN CORNER PLAN INTERSECTION 5 CORNER BARS AT CONCRETE WALLS lOd AT 6" O.C. SHEATHING PER PLAN & GN 2X12 RAFTER PER PLAN F TOROONG _ _ SHEATHI- - 11."GAT49' O.C. NOTCH RAFTER FOR OUTRIGGER @ 24" O.0 - 101 RAFTER DETAIL @ EAVE 2X6 OUFRIGGER @24.0.G SOd AT 6° O.C. SHEATHING PER PLAN & GN �" 2%12 RAFTER PER PLAN T O ROOF SHEATHING --- LTP4 NOT I D IF 'HEATING IS SPLICED ON 2X12 BLKG AT 48" O.C. RIM PER SW SCHEDULE 'x 1 16d IN EA SIDE SHEATHING/NAILING PER HEADER AS OCCURS PER PLAN SW PLAN AND SCHEDULE —Ili 2X6 WALL STUDS @ IF O.0 UNO PER PLAN REVISED PLAN APPROVED CITY OF EI)NIONDS BUILDING DIVISION 1S SHEAR TRANS ER ATAA F PLAT H BEAM W/ EDGE ING PR PLAN SPU i STRAP UNO VIACK STUDS PER PLAN :JOINT 16D COM NAILS @ 3" STAGGR PLATE JOINT :E @ STUD TYP_/�6[) CO. NAI STAGGER OTI WALL FRAMD PLAN 20I ELEVATION TOP PLATE SPLICE S@12" ERWISE 3 PER � •ae�SRF� � uRF�c ; li '� S70NAL��.• �. AIl 11 I .)� I I(I Vdi i'W 1yr1`Cr 0.1'1`:.�_ OLIVER ADDITION ,:`" III 1 ,(iR S190226 3 R/I l CMH PI MRT Fi P i' (111(: - 0313012019 24X36 SHEET: NTS J LL in WALL (25%WIDTH MAX) (40%WIDTH MAX) (40%WIDTH MAX) (60%WIDTH MAX) FLOOR FRAMING PER PLAN, TYP -2X4 BLKG FOR CEILING